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HomeMy WebLinkAbout2490 OCEAN ST; ; CB011769; Permit\••. City otQ!sbad 1635 Faraday Av Carlsbad, CA 92008 68-01 -2001 . . Residential Permit Permit No:1013011769 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation:. Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: CHRISS KENITH 2490 OCEAN ST CBAD RESDNTL Sub Type: CONDO Status: ISSUED 2030220200 Lot #: 0 Applied: 05/16/2001 $853,977.00 Construction Type: VN Entered By: JM Reference #: Plan Approved: 08/01/2001 3 . Structure Type: MF2-4 Issued: 08/01/2001 8 . Bathrooms: 10 Inspect Area: OCEAN VILLA CONDO-DEMO EXIST . Orig PC#: SFD-NEW 3 UNIT CONDO-9167 SF,4364 SF SUB GAR-952Plan Check#: 4',(.fqg 6233 08/01/01 Jwi uei OCEAN VILLAS1NC 2725 JEFFERSON STREET 'CARLSBAD CA 92008 760-729-5000 W \* P0 BOX 848 OCEANSIDE CA 92049 760-433-1785 0002 01 02 COP .50970-41 Total Fees: $53,114.03 Total Payments;To Date: $2,143.62 \9aIance Due: $50,970.41 / . . / N Building Permit / / / $2,702.50 - Meter Size \ Add'I Building Permit Fee'—J / Z$P90z c'! f2P Water COli. Fee ç' \ $0.00 Plan Check I L -D / $1 75663 Meter, Fee - $280.00 Add'I Plan Check Fee / $0.00 "- SOC WA Feet ,. $4008.00. Plan Check Discount I $0.00 CFD, Payoff Fee /JJ $0.00 Strong Motion Fee \ J . $85.40 r '\ PFF /' I' j $10,244.00 Park in Lieu Fee $0.00 PFF (CFD Fund) $9,456.00 Park Fee I . \ '-.$0.PP Li6ènse Td $0.00 LFM Fee \" $0.00 \ Icense Tax (CFD : Fun d) / $0.00 Bridge Fee \ N$0.0P \\ Traffic Impact Fee7 -I )$691 .84 Other Bridge Fee \ . \ $0.00 traffic—Impact (CFD Fund) / $780.16 BTD #2 Fee \ . \ 999 . / / $0.00 Wi) #3 Fee \ ,- . Nw.UU INcORYMU!U I U I L / DU.UU Renewal Fee \ (('\ $0.00 ELECTRICAL TOTAL / $160.00 Add'I Renewal Fee \ \ $0.00 -- MECHANICAL TOTAL ' Housing Impact Fee \ / $172.50 $0.00 Other Building Fee Pot. Water Con. Fee / $0.00 / N $4,800.0& Housing InI eu Fee / $13,539.00 Meter Size 'N D5/8 Master. Drainage Fee: ,./ $0.00 Add'I Pot. Water Con. Fee $0.00 Sewer Fee $3,918.00 Red. Water Con. Fee . -$0.00 Additional Fees:— $0.00 —_TOTAL PERMIT FEES $53,114.03 FINAL APPROVAL Irlspector:14? - Date: _&42/004*2— Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures Set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You ire hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any FOR OFFICE USE ONLY PLAN CHECK NO.O//76 EST.VAL._______ Plan Ck. Deposit .Zff3r2-' Date 57/7 i...:.PKUJ 9472 05/16/01 0002 01 02 Address (include BI 2.fI Business Name (at this address) COP' 2143-62 Legal Description Lo No. Subdivision Nam Number - Unit No. Phase No. T tal # of units. _4 TI W6E IAMiL') —'O4DOMDflQ -3UI4T) Assessor's Parcel # d4 '/ j /79/t6 xubQz / R(oposw Use NW CoN9UCrIo - GfM$JI1M ru1#/c nILt.rIcuP4Ir di Name Address City State/Zip Telephone # Fax II ITI!IFCAPPLICANT . ..T. - wuci!& iWS luopj Name Address City State/Zip Te ephone # 1Lt1'Wl !flWfl LNI#. f7 jvzr:,1 ()ftJ (1tf1LUU Ii_'1',00 fl Name Address City S.t4e/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, 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 fo a civil penalty of not more than five hundred dollars ($50011. I1LLL.L_-) CociSi' 29b P1, ? ' z- (Taic 9z* 7o 3 Name Address City State/Zip Telephone # State License # 1s"ZJ7 License Class-- City Business License # Designer Name Address City State/Zip Telephone State License # .... ..:: -777 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of th.3e1kir which this permit is issued. T I have and will maintain workers' compensation, as required Iy Section 3700 of the Labor Code, for the performance of the work for which this permit is i$Ud. My worker's compensation insurance carrier and policy number are: Insurance Company VIt6/#ii'rj CP2E:7'/ Policy No. 5 — t9 £O 54L 2ô Expiration Date .4? /6 2_/ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) CERTIFICATE OF EXEMPT 1tCi(tify 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 Workqs' Compnsation Law? of California. WARNING: Failure to secure trkers' ~n.4til nfcoverage is unlawful, and shall subject an employer to crim~~lnaIties and civil fines up to one hundred thousand dollars ($100,000). in aqitio,rS t( ho m ensation, damages as provided for in Section 3706 of tor co4, interest and attorney's fees. SIGNATURE 1/ A A DATE "7\I/ / I heieby affirm that I am exemt 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). 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). o 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 ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number I contractors license number): 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): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address I phone number /-type of work): PROPERTY OWNER SIGNATURE DATE MPLETE:J IN L, BUILDING~PERMIT&ONLY" Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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 MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - 8'T0ON9TRUCTION_LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS_______________________________________________________ Lt - 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 Citt 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 excavatioo5'0"dp and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the buildi e 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 with he date of such permit or if the building or work authorized by such permit is suspended or abandcned at any time after the work is commencedfora pe ection 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE _ *_ - DATE lIP M4(Z_00/ WHITE: File YELLOW: Applicant PINK: Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 — - 0 1IFO City of Carlsbad Bldg Inspection Request For: 08/16/2002 LJ Permit# CB011769 Inspector Assignment: RF Title: OCEAN VILLA CONDO-DEMO EXIST Description: SFD-NEW 3 UNIT CONDO-9167 SF,4364 SF SUB GAR-952 ROOF DECK-400 SF BALCONIES Type: RESDNTL Sub Type: CONDO Job Address: 2490 OCEAN ST Suite: Lot 0 Location: APPLICANT CHRISS KENITH Owner: OCEAN VILLAS INC Remarks: Phone: 7604702860 Inspector: Total Time: Requested By: TIM Entered By: CHRISTINE CD Description Act Comments Ala 19 Final Structural 29 Final Plumbing IV 39 Final Electrical P1?? 49 Final Mechanical Associated PCRs/CVs Inspection History Date Description Act Insp Comments 08/08/2002 89 Final Combo CO RF 2494 OCEAN ST 07/31/2002 23 Gas/Test/Repairs AP RF UNITS A & B. PLUMBING ONLY 2490, 2494, 2498 07/26/2002 17 Interior Lath/Drywall WC RF 07/26/2002 23 Gas/Test/Repairs AP RF 2498 OCEAN ST UNIT C 07/05/2002 22 Sewer/Water Service AP RF ABS TO BITERIFED CLAY OK 06/27/2002 22 Sewer/Water Service PA RF MUST REINSPECT FOR PROPERTY BITERIFED CLAY CLEAN-OUT OR REPAIR TO CLEANOUT. DON NOT COVER THIS SECTION 05/22/2002 39 Final Electrical PA PD TSPB 05/13/2002 14 Frame/Steel/Bolting/Welding WC NF 05/13/2002 19 Final Structural PA NF 04/09/2002 18 Exterior Lath/Drywall AP PD 04/08/2002 17 Interior Lath/Drywall PA PD GARAGE 04/04/2002 17 Interior Lath/Drywall PA RB OK EXCEPT BASEMENT 04/03/2002 17 Interior Lath/Drywall CO NF 04/02/2002 17 Interior Lath/Drywall AP NF 04/02/2002 18 Exterior Lath/Drywall CO NF City of Carlsbad Bldg Inspection Request For: 08/08/2002 Permit# CB011769 Inspector Assignment: RF Title: OCEAN VILLA CONDO-DEMO EXIST Description: SFD-NEW 3 UNIT CONDO-9167 SF,4364 SF SUB GAR-952 ROOF DECK-400 SF BALCONIES Type: RESDNTL Sub Type: CONDO Phone: 7604702860 Job Address: 2490 OCEAN ST Suite: Lot 0 ç Location: . Inspector: APPLICANT CHRISS KENITH Owner: OCEAN VILLAS INC Remarks: Total Time: Requested By: TIM Entered By: CHRISTINE CD Description Act Comments 19 Final Structural CC>05jEW 2 11 '7V a CQa1j 29 Final Plumbing 39 Final Electrical 0 49 Final Mechanical tO Associated PCRs/CVs Inspection History Date Description Act Insp Comments 07/31/2002 23 Gas/Test/Repairs AP RF UNITS A& B. PLUMBING ONLY 2490, 2494, 2498 07/26/2002 17 Interior Lath/Drywall WC RF 07/26/2002 23 Gas/Test/Repairs AP RF 2498 OCEAN ST UNIT C 07/05/2002 22 Sewer/Water Service AP RF ABS TO BITERIFED CLAY OK 06/27/2002 22 Sewer/Water Service PA RF MUST REINSPECT FOR PROPERTY BITERIFED CLAY CLEAN-OUT OR REPAIR TO CLEANOUT. DON NOT COVER THIS SECTION 05/22/2002 39 Final Electrical PA PD TSPB 05/13/2002 14 Frame/Steel/Bolting/Welding WC NF 05/13/2002 19 Final Structural PA NF 04/09/2002 18 Exterior Lath/Drywall AP PD 04/08/2002 17 Interior Lath/Drywall PA PD GARAGE 04/04/2002 17 Interior Lath/Drywall PA RB OK EXCEPT BASEMENT 04/03/2002 17 Interior Lath/Drywall CO NF 04/02/2002 17 Interior Lath/Drywall AP NF 04/02/2002 18 Exterior Lath/Drywall CO NF 03/28/2002 17 Interior Lath/Drywall PA NF UNIT B oG414, ~ )~)~ City of Carlsbad Bldg Inspection Request I P, For: 05/21/2002 Permit# CB011769 Inspector Assignment: NF Title: OCEAN VILLA CONDO-DEMO EXIST Description: SFD-NEW 3 UNIT CONDO-9167 SF,4364 SF SUB GAR-952 ROOF DECK-400 SF BALCONIES Type: RESDNTL Sub Type: CONDO Phone: 7608453003 Job Address: 2490 OCEAN ST oe Suite: Lot 0 Location: - Inspect" APPLICANT CHRISS KENITH Owner: OCEAN VILLAS INC Remarks: Total Time: Requested By: TIM Entered By: CHRISTINE CD Description Act Comments P 13 39 Final Electrical /7* Associated PCRs Insectiofl History Date Description Act lnsp Comments 05/13/2002 14 Frame/Steel/Bolting/Welding WC NF 05/13/2002 19 Final Structural PA NF 04/09/2002 18 Exterior Lath/Drywall AP PD 04/08/2002 17 Interior Lath/Drywall PA PD GARAGE 04/04/2002 17 Interior Lath/Drywall PA RB OK EXCEPT BASEMENT 04/03/2002 17 Interior Lath/Drywall CO NF 04/02/2002 17 Interior Lath/Drywall AP NF 04/02/2002 18 Exterior Lath/Drywall CO NF 03/28/2002 17 Interior Lath/Drywall PA NF UNIT B 03/28/2002 18 Exterior Lath/Drywall NR NF 03/28/2002 68 Fireplace/Tie Straps AP NF 03/26/2002 17 Interior Lath/Drywall PA NF UNIT C 03/25/2002 16 Insulation AP NF 03/25/2002 84 Rough Combo AP NF 03/19/2002 84 Rough Combo PA NF 03/18/2002 84 Rough Combo PA NF 03/14/2002 34 Rough Electric CA RB BY TIM 03/13/2002 34 Rough Electric NS NF RESET FOR THURS. 03/08/2002 13 Shear Panels/HD's AP NF 03/06/2002 13 Shear Panels/HD's PA NF 03/06/2002 16 Insulation PA NF 03/06/2002 24 Rough/Topout WC NF City of Carlsbad Bldg Inspection Request For: 08/16/2002 Permit# C1301 1769 03/28/2002 17 Interior Lath/Drywall PA NF 03/28/2002 18 Exterior Lath/Drywall NR NF 03/28/2002 68 Fireplace/Tie Straps AP NF 03/26/2002 17 Interior Lath/Drywall PA NF 03/25/2002 16 Insulation AP NF 03/25/2002 84 Rough Combo AP NF 03/19/2002 84 Rough Combo PA NF 03/18/2002 84 Rough Combo PA NF 03/14/2002 34 Rough Electric CA RB 03/13/2002 34 Rough Electric NS NF 03/08/2002 13 Shear Panels/HD's AP NF 03106/2002 13 Shear Panels/HD's PA NF 03/06/2002 16 Insulation PA NF 03/06/2002 24 Rough/Topout WC NF 03/04/2002 24 Rough/Topout AP NF 02/27/2002 14 Frame/Steel/Bolting/Welding PA NF 02/05/2002 83 Roof Sheathing/Ext Shear AP NF 01/31/2002 13 Shear Panels/HD's PA NF 01/30/2002 13 Shear Panels/HD's CO NF 01/29t2002 13 Shear Panels/HD's PA NF 01/10/2002 13 Shear Panels/HD's CO NF 12/06/2001 14 Frame/Steel/Bolting/Welding CO NF 11/06/2001 63 Walls AP NF 11/05/2001 11 Ftg/Foundation/Piers NR GG 11/05/2001 21 Underground/Under Floor NR GG 11/02/2001 14 Frame/Steel/Bolting/Welding PA NF 10/25/2001 11 Ftg/Foundation/Piers AP NF 10/25/2001 12 Steel/Bond Beam AP NF 10/25/2001 12 Steel/Bond Beam AP NF 10/23/2001 11 Ftg/Foundation/Piers PA NF 10/23I2001 12 Steel/Bond Beam PA NF 10/2212001 11 Ftg/Foundation/Piers CA NF 09/25/2001 11 Ftg/Foundation/Piers AP NF 09/25/2001 12 Steel/Bond Beam AP NF 09/24/2001 32 Const. Service/Agricultural CA NF 09/17/2001 62 Steel/Bond Beam AP PD 09/1412001 66 Grout CO NF 09/13/2001 62 Steel/Bond Beam CO NF 08/24,2001 11 Ftg/Foundation/Piers PA NF 08/24,2001 12 Steel/Bond Beam PA NF 08/212001 11 Ftg/Foundation/Piers PA NF 08/212001 12 Steel/Bond Beam PA NF Inspector Assignment: RF UNIT B UNIT C BY TIM RESET FOR THURS. WALL DRAINS DRAINAGE NOT APPROVED FIRST FLR SLAB FIRST FLOOR SLAB FIRST FLR SLAB BY TIM BY TIM SEE C.N. SEE INSPEC CARD City of Carlsbad r FiNfflIdinglNspectioN 8 200Z Dept: Buildii.ne ! rlanning CMWD St Lite Fire Plan Check U: Date: 08/08/2002 Permit U: CBOI 1769 Permit Type: RESDNTL Project Name: OCEAN VILLA CONDO-DEMO EXIST Sub Type: CONDO SFD-NEW 3 UNIT CONDO-9167 SF,4364 SF SUB GAR-9 Address: 2490 OCEAN ST Lot: 0 Contact Person: TIM Phone: 7604702860 Sewer Dist: CA Water Dist: CA Inspe Date By: ac .Inspected: SAVO z. .Approved. ..°'w°".... Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: - CARt. SCHMIDT REG51ERED SPECIAl. INSPECTOR P. 0. Box 178403 San Diego, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: 14dA/ I4'IA4 5 JOB START: ADDRESS: ICEi4A' -,r;,r JOB STOP: CflY: C.14RL5,VA 8, t..A PERMIT #: C oi/ 7,'f PLAN FILE #: PIPE OF OBSERVATIONS: MASONRY REINFORCED CONCRETE_ FIELD WELDING_ EPDXY_ PRESTRESSED CONCRETE_ SHOP WELDING_. BOLTING— REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:____ TYPE: MatenaIs/Degn Mix NumbecPSI: Inspection Date: / It - REPORT /A I/fl/I JH&,7Z9 C. #EC /(Efl 1/1 f/fT i1c P C#FM1',1%NE 14/lift Pi71/A cLA13 c s-RE ii' tAl4A'r # / LTFt,IA r—Esq5- > MI R11t/Af AL/i-A/O i/'c/ir 45 Ti , 4'/A,i,fIf4f, #4ED RIIM P/A' 5'/f 4 L7i L 4 flu e LAR/A'I5 L i,14/ ,W7 ,wm Bi' 7 A/I'T ( 1.AN2 i,', , WORK INSPEC1ED CONFOJvIS WI1H APPROVED PLANS AND SPECFICA11ONS UNLESS OTHEIMSE N01ED CL,4y1"4' A. JF7J54 f7/6 Project Bitting Information: Print Name Certiflcation# p2sLANYltr C.WLa Monk Company roJect: QA) Job No. FOologist: Date oc-rAtj £tIuu; [- Weay) General Contractor:. Foreman:.. Project Engineer: ntrctor Workin jEquipment: I Building Permit No. JPlan File No. O1gr ALL uriçIor- c,\yccio}- fi C)Ccrr ocQi Et.f1vvJ S) ,dA- E)61VicVo S TOME rh-) %) Q)( bAi cc#. 0-r. 1P r /)J1i1OfJ cycjutr,j,. vo J e T3 F'tC Conclusions: —"a excavations were observed to extend into competent natural ground !FThe conditions encountered are as anticipated In the geotechnlcaUsolls report 2The excavations are in compliance with the geotechnlcallsoils report ZThe axca=tfons are in compliance with the foundation plane end/or project specifications ngineer (signiture) 1Hours R(sIaturé) CARL SCHMIDT REG1ERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: ( VivJ C' JOB START: 9 ADDRESS: ), '19 5 ()Ce,i," .Sr JOB STOP: /1 CITY: Cfr. L $ ai d PERMIT #: ( g o1) 1 (A PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY-Y, REINFORCED CONCRETE_ FIELD WELDING EPDXY PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_.. FIREPROOFING_ SAMPLES: NUMBER: 3 lYPE: 114.v+iir- yI'r'du T)ieoS J8o) / -c 1- MateiialWDesign MtK Numbec'PSI: CMUS / Re 6o 4 (SIT S Mc.44- c'P Lo(.r5t .' LMS i4 I ,j/orfL f '0,20 J4 l-, p )t1 fr A- S. d91 1 c P'l Lill WORK INSPECTED CONFORMS W11H APPROVED PLANS AND SPECIFICATIONS UNLESS O1HEI41SE NOIED 2 11 I eie ii 3?Y)SVO cj Print Name Certification# Project Billing Information: - /(Aiiet j ij Phone: Fax:() Signature of Special Inspector CARL SCHMIDT REGISTERED SPECLAL INSPECTOR P. 0. Box 178403, San Deo, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT JOB START: JOB STOP: PLAN FILE #: PIPE OF OBSERVATIONS: MASONRY1EINFORCED CONCRETE_ FIELD WELDING EPDXY PRESTRESSED CONCRETE... SHOP WELDING_ BOL11NG........ REINFORCING STEEL. FIREPROOFING SAMPLES: NUMBER: TYPE: MatefiaMsign Mix Numbei'PSI: WORK INSPECTED CONFOIIS WITH APPROVED PLANS AND SPECFICA11ONS UNLESS OTHERWISE NOTED C Mp'T/iY,4 J//1/G,EiJt5 '/5 Project BlIlin Information: Print Name Certtficction# 144'1L' areofd Phone:( 7F- 7q4 ____________ Fax:( pedal s or Carl Schmidt Inspection P.O. Box 178403 San Diego, CA 9217 7-8403 Phone (619) 855-9252 PROJECT: A CITY: SPECIAL INSPECTION REPORT cce" j/1//f'45 ceA'i PERMF #: CBO /1 9 JOB START: JOB STOP: PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETEX FIELD WELDING_. EPDXY._. PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER: _3 TYPE: Materials/Design Mix Numbers/PSI: Inspection Dote: F—zc"/ L"4CY 4I e-- 7e r 1O'o .r C. r m- e c/ A-. -_e iv• fee 7 -1-- of de 7c/ 1, Z, //Jc -2. ci T-2-3--Of °fc*€ 03o#j 74q al a .e e 7 o C?) c - L at - A P C C a '-. c . 7-,, g WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERIMSE NOTED Project Billing Information: Print Name Certificalion# Phone: Fax:( Inspectors Signature CARL SCHMIDT REGISTERED SPECLA1. INSPECTOR P. 0. Box 178403 San Diego. CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: (Ai-) V,-11A JOB START: ADDRESS: 2'i'IO (:7ceA,- ST JOB STO! CITY: C4e/ 641 PERMIT #: cO117 ( 'i PLAN FILE #: TYPE OF OBSERVA11ONS: MASONRY_ REINFORCED CONCRETE FIELD WELDING_ EPDXY PRESTRESSED CONCRETE.._. SHOP WELDING_ BOLTING— REINFORCING STEEL.. FIREPROOFING_ SAMPLES: NUMBER: TYPE: MatenaMDesign Mbc NumberPSI r ' A - Inspection Date: REPORT WORK INSPECIM CONFOlvlS WI1H APPRD PLANS AND SPECFICA11ONS t.R11ESS OTHERWISE NOTED Project Billing Information: Print Name CertffIcatIbn# Phone: t'd—--- Fax:( ) Signature of Special Inspector Carl Schmidt Inspection P. 0. Box 178403 San Diego, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: O&V I/ !/&s JOB STRT: ADDRESS: 276 Oceaq Si JOB STOP: CITY: C0... 9c,2 PERMIT #: 68 01170 PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETES, FIELD WELDING_ EPDXY_ PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER: _3 TYPE: Materials/Design Mix Numbers/PSI: Inspection Date: - 626 seow A REPORT ;:3t .R1fJ1. pstew I - i 7ic 5-fr 6A&1' S ITet ONO eocAcm, AF cørrlet o 6cer1eaà L19— WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED E4f,,/ £%;J3, Ja9 Project,iIIing Information: Print Name Certification# ,z,AFI '/A ~ lmrl Fv=-0. Ali 0- 0 ignature Phone: (0) _7S3 Fax:( COMPRESSION TEST REPORT k9 KLEIN FELDER An Omp!oce owned company Report To: Carl Schmidt President Carl Schmidt Inspection Services P.O. Box 178403 San Diego, Ca 92177 File No: 51-5783-38 Project: Ocean Villa's zqlo ô 6o/ip DATA Date: 10/05/01 Material : Concrete Cement Factor, sklcy Supplier : Superior Ready Mix Max. Size Agg., in. Mix No : 365P Admixtures: Spec. Strength, psi : 4,000 at 28 days SAMPLE DATA Sampled From : Foundation Level Columns Measured Specified Slump, in.1 : 4.0 N/A Tickct/Load/Truck No : 204266/I Air Temp., F 2 : N/A >40 Sampled By : Bill W. Mix Temp., F N/A <90 Date Sampled : 09/20/01 Time : 1530 Air Content, % N/A N/A Date Received : 09/21/01 Set No : Fresh Wt., pcf : N/A N/A Specimen (Cylin) No Identification No Age, days Date Tested Dimensions, in Area, sq. in Ultimate Load, lbs Compressive Str, psi Average Str, psi 1 -ASTMC 143 2 -ASTMC 1064 3-ASTMC23I 4 -ASTMC 138 RYDAT ASTM C39 9804A 9804B 9804C 7 28 28 09/27/01 10/18/01 10/18/01 6x12 6x12 6x12 28.27 28.27 28.27 117,820 4,170 Remarks: :& o Reviewed by: fltJ1e C6tr. Christopher Raynor Concrete Lab Manager KLEINFELDER 5015 Shoreham Place, San Diego, CA 92122 (858) 320-2000 (858) 320-2001 fax COMPRESSION TEST REPORT k9 KLEINFELDER An eny)favcy, owned company Report To: File No: 51-5783-38 Date: 10/05/01 Carl Schmidt President Project: Ocean Villa's Carl Schmidt Inspection Services 2''10 9i P.O. Box 178403 dar(S & t2,1 San Diego, Ca 92177 rn1 t: C66II7( og : •. :MIXDAT.A. Material : Grout Cement Factor, sklcy Supplier : Superior Ready Mix Max. Size Agg., in. Mix No : 867P. Admixtures: Spec. Strength, psi : 2,000 at 28 days Sampled From : South Corner Basement Wall Measured Specified Slump, in.' : N/A N/A Ticket/Load/Truck No : 203959/1/407 Air Temp., F 2 : N/A N/A Sampled By : C. Schmidt Mix Temp., F N/A N/A Date Sampled : 09/17/01 Time : 1440 Air Content, % ,: N/A N/A Date Received : 09/18/01 Set No : Fresh Wt., pcf : N/A N/A 1 -ASTMC 143 2 -ASTMC 1064 3-ASTMC231 4 -ASTMC 138 LABORAiORY: DATA ASTM C-lO 19 Specimen (Prism) No : 9761A 9761B 9761C Identification No Age, days : 7 28 28 Date Tested : 09/24/01 10/15/01 10/15/01 Dimensions, in : 7.61 x 7.62 Area, sq. in : 57.99 Ultimate Load, lbs : 106,530 Compressive Str, psi : 1,840 Average Str, psi Remarks: cc: 4y oiøi-/S&I flu.Uen Cofr. Reviewed y: Christopher 1'aynor Concrete Lab Manager K L E I N F E L D E R 5015 Shoreham Place, San Diego, CA 92122 (858) 320-2000 (858)320-2001 fax CARL SCHMIDT REGISTERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego, CA 92177-8403 PP,one (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: 'M' kLh41 JOB START: /_ 3 ADDRESS: 2 '/?i' QQ5441 57 JOB STOP: qo CITY: 4&584D, C.-A PERMIT #: _C901/ 76P PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY±EINFORCED CONCRETE_ FIELD WELDING_ EPDXY_ PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING— REINFORCING STEEL...... FIREPROOFING..._. SAMPLES: NUMBER: TYPE: MatenaDesign Mix Number'PSi: C. '? d'/ C-sYI€t ,1611 Inspection Date: _________ REPORT r -,'t Ti A f/A/ t/f4If/J1, #It2A'tD 9,,9A1q /'4 io WORK INSPECTED CONFO11S W11H APPROVED PLANS AND SPECFICA11ONS UNLESS OIHERWISE NOTED CL,4y71P14' ,3 J'97J151 Project Billing Information: Print Name Certificafion# P4LAN,V CARL SCHMIDT REGISTERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego CA 92177-8403 Phone (619) 855-9252 SPECIAL NSPEC110N REPORT PROJECT: (X() Js'iJ CsS JOB START: /2 ADDRESS: 1'1O XI 31 JOB STOP: CITY: 1JL PERMIT #: C Ro ii 1 PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY4 REINFORCED CONCRETE FIELD WELDING_ EPDXY PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING— REINFORCING STEEL_. FIREPROOFING_ SAMPLES: NUMBER:____ TYPE: MateaMJesign Mb(NumbecPSI: y I(. (j -rd - So, 'I S Inspection Date: )- / .- 0/ 1c1- i-;0L)d41-JLQt1 WORK INSPECTED CONFOIv1S WITH APPRD PlANS AND SPECIFICATIONS UNLESS O1HERMSE NOTED _410 oa&h,J Project Billing Information: Print Name Certification# )j/lL Ii. Phone: Fax:( Signature of Special Inspector Carl Schmidt Inspection P.O. Box 178403 San Diego, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: 0 C, e- 4, 1"//c i JOB START: ADDRESS: '2-/'FO 0 C. £ A S -r. JOB STOP: CITY: (3.j /f h PERMIT #: C ,9 c/f 760 PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETE_ FIELD WELDING ..X EPDXY_ PRESTRESSED CONCRETE— SHOP WELDNG_ BOLTING— REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER: TYPE: Materials/Design Mix Numbers/PSI: 4 3(' T7 /7-- Inspection Date: /0 C / REPORT /Ltc. /4 ,r z-e c( c' /d-L ,C/)0'- £4 .1 - I Aix io(ihj O '(' to CO tis, i'z Cc' ,"i.1c £. u11 c /149 no-1,.z-vT se C-Os-I c/ 41ad, j/ZX.c •t.I1 7' 6c -ncJr, 73/_ 9q, o/ 75' da, -//eej cii'i a/derp/cz7er. C 6 .e &v - / C r7J i / .e /c/-r -r (P € r c e ' t--e ..r c , c-i . WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED 1- J7 Project. Billing Information:- Print Name Certification# m1L4 11€., - - Phone: Fax:( Inspectors Signature Carl Schmidt Inspection P. 0. Box 178403 San Diego, CA 92177-8403 Phone (619),855-9252 SPECIAL INSPECTION REPORT PROJECT: oczet, JOB START: 7:00 ADDRESS: Z 9's' c2c-€c,1., f' ? JOB STOP: 3 ;O CITY: PERMIT #: C&ô// ?6'9 PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETE_ FIELD WELDING .X EPDXY_ PRESTRESSED CONCRETE_ SHOP WELDNG_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER: TYPE: MateaIs/Design Mix Numbers/PSI: 43 / 7i r- / inspection Date: - REPORT jc'i.zr -Ir-i -d IdIl , Al co , , e c i..,. s . 7 (.Z 7 .4 , 7' 4 Ct ., Jr--f- C- d 7 c/ -(/o 4 t 41 / z a C YA e , . ,'-., - . J 6 o 1i ô -e 7 -h-- . - ,' o o c4 . A'1 6 7-6 c6 .7ta C-4-1-C/ 1 794-chl . -v€c( ,/c/-er-.r ro 1,€j 1a,-o C-€.cfA.c-ex ::;1,(-4- Q/ )-4 -C.s-11g '4éf4 WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED 4/7 t VZ Project Billing Information: Print Name Certification# mM //e.., Phone: Inspectors Signature 7#.',o Carl Schmidt Inspection P. 0. Box 178403 San Diego, CA 92177-8403 Phone (ó 19) 855-9252 SPECIAL INSPECTION REPORT PROJECT: C CL Ct 1/,' //' i JOB START: ADDRESS: 2- V9 O OC.---'-t .5* JOB STOP: CITY: (kr/' ci PERMIT #: Cd ' //7 6 9 PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETE_ FIELD WELDINGS EPDXY_ PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER: Materials/Design Mix Numbers/PSI: 4-3 f 7/ 7 / Inspection Date: /0 / ? 0/ REPORT 4 1, ,'h c-7-€ a' 1 /Li7 L..yc Ct 4 722 -e - e "C/ (&-p 7 1D Ca / -, C a hpi -e C, r 1b-.i 7 '4 / 6 10 c/ c- 6 o r- t -e- .- c/f / 7 -64 do /yd ii js/4 J - a' C e 0, ç, . J /i £ i—p - r- C- Q_c/e.t.r-.e..j Gt, J WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED lr / s / dr 0/4/Z Project Billing Information: Print Name Certification# /11-4 f(-"-i Phone:( Inspectors Signature Print Name Certiflcation# Phone: Fax:( CARL SCHMIDT REGISTERED SPECIAL INSPECTOR P. 0. Box 178403 San Dieao, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: ()CEA'J \j114 ADDRESS: /cJO Ocej,i ST- CITY: CMtLSi3ad PERMIT #: -13o1I1(', JOB START: JOB STOP: PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETE_ FIELD WELDING_ EPDXY_ PRESTRESSED CONCRETE_.. SHOP WELDING_ BOL11NG_.. REINFORCING STEELI FIREPROOFING__ SAMPLES: NUMBER: TYPE: Mctecial'DesignMixNumbecPSI: )b4- /(.'( 1121;1 SOUP] J' S ur ".4 /-1l i3 (ce,14 It .&s kt pbi WORK INSPECTED CONFOIv1S WITH APPRIED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED Project Billing Information: Signature of Special Inspector , ,. CARL SCHMIDT REGISTERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego. CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: Ocean Villas JOB START: ADDRESS: 2390 Ocean Street JOB STOP: CITY: Carlsbad PERMIT #:CB 11769 PLAN FILE #: N/A TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETE FIELD WELDING_ EPDXY_ PRESTRESSED CONCRETE_ SHOP WELDING BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER: 3 TYPE: Cylinders Materials/Design Mix Numbers/PSI: ConcreteMix365P REPORT 10/25/01 - Observed placement of ready mix concrete at first floor slab. Verified rebar and tendons were installed and remained in place while work progressed. - Obtained one set of three cylinders for conformance testing at Unit "B", master bedroom area: Superior Concrete Ticket # 206402. - Consolidation by mechanical vibrator. WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED CarlSchmidt _642 Project Billing Information: Print Name Certification# Signature of Special Inspector Ticket/Load/Truck No : 204266/I Sampled By : Bill W. Date Sampled. : 09/20/01 Date Received : 09/21/01 Specimen (Cylin) No : 9804A Identification No Age, days : 7 Date Tested : 09/27/01 Dimensions, in : 6 x 12 Area, sq. in : 28.27 Ultimate Load, lbs : 117,820 Compressive Sir, psi : 4,170 Average Sir, psi Remarks: Ca4bc& COMPRESSION TEST REPORT 119 KLEIN FELDER An employee owned company Report To: File No: 51-5783-38 Carl Schmidt President L~r oject: Ocean Vill Carl Schmidt Inspection Services 2.LfIO 0ectr' &f. P.O. Box 178403 San Diego, Ca 92177 MIX DATA Material : Concrete Cement Factor, sklcy Supplier : Superior Ready Mix Max. Size Agg., in. Mix No : 365P Admixtures: Spec. Strength, psi : 4,000 at 28 days SAMPLE DATA. Sampled From : Foundation Level Columns Date: 10/23/01 Measured Slump, in. : 4.0 Air Temp.,F : N/A 2 Mix Temp., F : N/A Time : 1530 Air Content, % : N/A Set No : Fresh Wt., pci : N/A I - ASTMC 143 2 - ASTM C 1064 3 - ASTM C23I LABORATORY DATA ASTM C-39 9804B 9804C Specified N/A >40 <90 N/A N/A 4 - ASTM C 138 28 28 10/18/01 10/18/01 6x12 6x12 28.27 28.27 126,520 137,920 4,480 4,880 4,680 Reviewed by: q1101 A5" ChristoRayno r Concrete Lab Manager K L E I N F E L D E R 5015 Shoreham Place, San Diego, CA 92122 (858) 320-2000 (858) 320-2001 fax COMPRESSION TEST REPORT Material : Concrete Cement Factor, sk/cy : 5.5 Supplier : Escondido Ready Mix Concrete Max. Size Agg., in. Mix No : 355P Admixtures: Spec. Strength, psi : 3,000 at 28 days Sampled From : NE Corner of Basement; Stab on Grade Ticket/Load/Truck No : 204588/3/229 Sampled By : Chris Reel . Date Sampled : 09/26/01 Time : 0830 Date Received : 09/28/01 Set No : Measured Specified Slump, in. : 5.0 4.0 Air Temp, F 2 : N/A N/A Mix Temp.,F N/A N/A Air Content, % 4: N/A N/A Fresh Wt., pcf : N/A N/A I-ASTMCI43 2-ASTMCI064 3-ASTMC23I 4-ASTMCI38 LABORATORY DATA ASTM C 39 Specimen (Cylin) No : 9928A 9928B Identification No Age, days : 28 28 Date Tested : 10/24/01 10/24/01 Dimensions, in : 6 x 12 6 x 12 Area, sq. in : 28.27 28.27 Ultimate Load, lbs : 101,150 110,790 Compressive Str, psi : 3,580 3,920 Average Str, psi : 3,750 Remarks: cc: Reviewed by: istopherikaynor Concrete Lab Manager K I.E IN F ELDER 5015 Shoreham Place, San Diego, CA 921 22 (858) 320-2000 (85H) 320-20W fax COMPRESSION TEST REPORT k9 KLEIN FELDER An employee owned company Report To: File No: 51-5783-38 Date: 11/28/01 Carl Schmidt President . Project: Ocean Villa's Carl Schmidt Inspection Services P.O. Box 178403 San Diego, Ca 92177 MIX DATA Material : Concrete . Cement Factor, sklcy Supplier : Superior Ready Mix Max. Size Agg., in. Mix No : 365P Admixtures: Spec. Strength, psi : 4,000 at 28 days .....:1... . :• .: i:SAMPLEDATA . .. Sampled From : Post Tension; Slab of Unit "B", 1st Floor; Master Bedroom Measured Specified Slump, in.' : 4.5 N/A Ticket/Load/Truck No : 206402/8/355 Air Temp., F : N/A N/A Sampled By : Clayton Jongetjes Mix Temp., F - N/A N/A Date Sampled : 10/25/01 Time : 1015 Air Content, % N/A N/A Date Received : 10/31/01 Set No : Fresh Wt., pcf : N/A N/A I - ASTM C 143 2 . ASTM C 1064 3 - ASTM C 231 4- ASTM C 138 .L4B9R46!YDATA. ASTM C-39 Specimen (Cylin)No : 10015A 10015B 100 15C Identification No Age, days : 7 28 28 Date Tested : 11/01/01 11/22/01 11/22/01 Dimensions, in : 6 x 12 6 x 12 6 x 12 Area, sq. in : 28.27 28.27 28.27 Ultimate Load, lbs : 89,740 . 125,220 122,510 Compressive Str, psi : 3,170 4,430 4,330 Average Sir, psi : 4,380 Remarks: cc: Reviewed by: Christopher Raynor Concrete Lab Manager K I El N F ELI) E K 5015 Shoreham Place, San Diego, CA 92122 (858) 320-2000 (858) 320-2001 fax ir09;: Doug aaket TO. Ld Mu1e .Jøl=. 7:1.1 C. - ). Baker Land Surveys, Inc. 4213 Sunnvhill Drive Carlsbad, CA. 92008 (760) 729-6676 Fax 729-7803 Certification letter Date: 9/6/01 From: Doug Baker To: City of Carlsbad - Building Department .jei: Building Line and Elevation Certification for the Ocean Villas Project located at 2490 Oce—an S- -'-Carlsbad, CA. This letter is to inform you that 1, John Douglas Baker, Licensed Surveyor 6287 set building line stakes on 7/30/01 and set a garage floor elevation of 37.40 on 9!05/01. Said stakes and elevations were. set per City approved building plans and permit CB- 011769. N o. 6287 John D. Baker -. )/3OJO2/4 FROM Michael Broad a Assoc. FAX NO ?149?471497401.14 Aug. 24 2001 0906PM P1 Michael 13road Ao6ociater,, 2Q'7 47L.534 rnQ) cbe@-tjr Auqut 2, 2001 0c4a11 Villas Inc. - — 2725 Jefferson Street, Sulu 7 I Carlsbad, CA 92005 P1— Atention: Ia MGuIr Reference! of Myj. Dear rats This fritter is to claft the required lnepecton on the Baosmant. Concree Maeonry wails as stated on drawing GC-2. Th. Inspsotor shall retlew and reporD upon the coiStructior% of the wails after each section is laid up and before any concrete can be placed. l Is not necesaati to have 'uIi lime" Inpoct1on 4ur1n the lay up of the walls. It is s tl&otaryfortlw lnsp.cra' to revlswthe sogmsns of well cot.tr.ictlon before the placemeiitoft.4ie concrete and report any dsftclanclesto the Cortrietcir urdior the !nlnesr. Inspection times shall be rsquestcd by the cortracvorto the fnepectori Company, with sufficient time to allow the work to be scheduled bythe amid bispeotlon compow. Ins pectJen shall consist of revleMng and reporting; no pacemsnt of the raintbrelng bars as ohown on the drawings. The placement of the concrete mix Into the niaoonrj cells. leMw of concrete and gmut mbes. I hope this clarffiee this matter and If you hat's any quastons please feel free to calL Sincerely. Michael bread P.E. CE 57457 c\wD5rktM5 & tir.OWlfrO £.24-OU6 (ZS 4L3 F1ica& Broad & R$oc FiX NO. 74574114 1421 12:gpM2 h1 Srod PE r '4 f4 Po -2 NQJ . / :2411 &Aady F -ar L.Ma. Orng CA 92V ;i 7I4.974-5347 Fc 4.'74-C- tTCeer1hllflk.rr Fi NO. "f149740114 3ep. 1.1 2X3I 2PM P3 GM i.cha Broad ASSOC. .c.................. No .......... 2................... E;z QOoEt 4 pQcL ft _ 24 Sy Fors, LXna, Oiij CA27 74-974.47 Pay 74--C14 51132knrICrt ! i Bra isc. .. NO 7i49740114 Sep. 14 2001 2:.Ii P4 : a " hlcre Erocci P.--- ......... ify\ Q '4 t 3 - . . b' pev A-d's _ 4't(Leap &) 27 d) Ljn, G7 Ac74-374..47 F -974-0114. CARL SCHMIDT REGISTERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT #: 6117 0'/1 JOB START: JOB STOP: PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY REINFORCED CONCRETE FIELD WELDING_ EPDXY PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING— REINFORCING STEEL_ FIREPROOFING SAMPLES: NUMBER:.2 TYPE: Materials/Design Mix NumberPSI: Inspection Date: -7 - WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECFICA11ONS UNLESS OTHERWISE NOTED R;fl 3cd pi SOAçZoq Project Billing Information: Print Name - Certtflcation# Phone:( .. Fax:( Signature of Special Inspector . - SPECIAL INSPECTION REPORT PROJECT: c2c ,jJ4' t//LL,15' JOB START: I , ADDRESS: zl#qp 2i4>Ø 5Z JOB STOP: 7i',7 CITY: C4.L 04,9, . A PERMIT #: CY F/I 7'? PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY REINFORCED CONCRETE_ FIELD WELDING_ EPDXY. PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:'3 TYPE: 1 S57 e F Materials/Design Mix Numbers/PSI: T4 ?J0 Inspection Date: '? '1 72/ REPORT I WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED c I- fr#,V ,4, J'4fEJES 75_ Project Information: Print Name Certlfication# Phone: (76's') _7J9 - 7111; Fax:( V COMPRESSION TEST REPORT File No: 51-5783-40 Project: Ocean View Carl~~D. ~C4 , j%.. - 4IXD'ATA Material : Mortar Cement Factor, sk/cy Supplier : On Site Batch Max. Size Agg., in. Mix No : Type S Admixtures: Spec. Strength, pi : 1,800 at 28 days A. Sampled From : Initial Coarse North Foundation Wall Measured Specified Slump, in.' : N/A N/A Air Temp.,F 2 : N/A N/A Mix Temp.,F N/A N/A Time : 1030 Air Content, % N/A N/A Set No : Fresh Wt., pcf : N/A N/A 1 - ASTM C 143 2 - ASTM C 1064 3 - ASTM C 231 4 - ASTM C 138 ASTNf C 109 9727A 9727B 9727C Age, days : 28 28 Hold Date Tested : 09/25/01 09/25/01 Hold Dimensions, in : 2 x 4 2 x 4 Area, sq. in : 3.14 3.14 Ultimate Load, lbs : 17,156 17,874 Compressive Str, psi : 5,460 5,690 Average Str, psi : 5,580 Remarks: cc: of d0kba Reviewed by: estr. Christophe Raynor Concrete Lab Manager K I El N F ELDER 5015 Shoreham Place, San Diego, CA 92122 (858) 320-2000 (858) 320-2001 fax k9 KLEINFELDER An employee owned company Report To: Carl Schmidt President Carl Schmidt Inspection Services P.O. Box 178403 San Diego, Ca 92177 Date: 09/27/01 Ticket/Load/Truck No Sampled By : Bill W. Date Sampled : 08/28/01 Date Received : 08/30/01 Specimen (Cylin) No Identification No S COMPRESSION TEST REPORT KLEIN FE LDER An employee owned company Report To: File No: 51-5783-38 Date: 09/27/01 Carl Schmidt President Project: Ocean Villa's Carl Schmidt Inspection Services 3_'-I90 ci2ta.fl 5/. P.O. Box 178403 t1,j,/b6.o4, CA San Diego, Ca 92177 c1e01I70 Material : Grout Cement Factor, sk/cy Supplier : Superior Ready Mix Max. Size Agg., in. Mix No : *867P Admixtures: Spec. Strength, psi : 3,000 at 28 days 'SA M-- PL----8'0ATA Sampled From : South Corner Basement Wall Measured Specified Slump, in.1 : N/A N/A Ticket/Load/Truck No : 203959/1/407 Air Temp., F : N/A N/A Sampled By : 2 C. Schmidt Mix Temp., F N/A N/A Date Sampled : 09/17/01 Time : 1440 Air Content, % N/A N/A Date Received : 09/18/01 Set N : Fresh Wt., pcf : N/A N/A 1-ASTMCI43 2-ASTMCI064 3-ASTMC23I 4-ASTMCI38 .BORTOY DATA ASTM C.1019. Specimen (Prism) No : 9761A 9761B 9761C Identification No Age, days : 7 28 28 Date Tested : 09/24/01 10/15/01 10/15/01 Dimensions, in : 7.61 x 7.62 Area, sq. in : 57.,99 Ultimate Load, lbs : 106,530 Compressive Str, psi : 1,840 Average Str, psi Remarks: cc: ,4104 C,&rlsbak Reviewed by: t'-t-1k C_$it• Christopher Raynor Concrete Lab Manager XL El N F ELDER 5015 Shoreham Place, San Diego, CA 92122 (858) 320.2000 (858)3'20-2001 fax COMPRESSION TEST REPORT k9 KLEI N FELDER An employee owned company Report To: File No: 51-5783-38 Date: 09/25/01 Carl Schmidt President Project: Ocean Via's Carl Schmidt Inspection Services Jtq , P.O. Box 178403 CA San San Diego, Ca 92177 r,r)it: c2.&Di(1 .1' •••:.•.. Material : Concrete Cement Factor, sk/cy : 5.5 Supplier : Superior Ready Mix Max. Size Agg., in. : 1.0 Mix No : 355P Admixtures: Pozz 322N Spec. Strength, psi : 3,000 at 28 days Sampled From : Footings @ Basement for CMU Wall Measured Specified Slump, in.1 : 5.0 N/A Ticket/Load/Truck No : 202609/19/217 Air Temp., F : N/A N/A Sampled By : Carl Schmidt 2 Mix Temp., F N/A N/A Date Sampled : 08/24/01 Time : 1330 Air Content, % N/A N/A Date Received : 08/25/01 Set No : 1 Fresh Wt.. vcf : N/A N/A Remarks: 1-ASTMC 143 2-ASTMC 1064 3-ASTMC23I 4-ASTMC 138 . "A —TA AsTM-39 9634A 9634B 9634C 28 28 Hold 09/21/01 09/21/01 Hold 6x12 6x12 28.27 28.27 110,900 102,710 3,920 3,630 3,780 Specimen (Cylin) No Identification No Age, days Date Tested Dimensions, in Area, sq. in Ultimate Load, lbs Compressive Str, psi Average Str, psi cc:C; of 4(Sbci4' Reviewed by: MtI/e,, Ccfc Christopher Raynor Concrete Lab Manager K L El N F ELDER 5015 Shoreham Place, San Diego, CA 92122 (858) 320-2000 (858) 320-2001 fax EsGil Corporation 2n Partnership with qovernment for 8ui(11ng Safety DATE: July 12, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1769 PROJECT ADDRESS: 2490 Ocean St. SET: III NT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: Ocean Villas - Condominium (townhouse) 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. fl The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII 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. U 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. Re son contacted: Marshall W. Mickley Telephone #: in person Date- actcted: (by: ) Fax #: , ' Mail Telep one Fax In Person REMARKS: A- Applicant shall provide a "Special Inspection Progranfto the Building Official. B - he PME plans and calculations will be "deferred submittal". Any Code approved DWV material may be used on this project as it is limited to two stories in height. (As permitted in the California Plumbing Code). Any Code approve type of wiring method may be used on this project as it is limited to a maximum of three floors (excluding parking garage) in height. By: Sergio Azuela Enclosures: Esgil Corporation .D GA 0 MB U EJ 0 PC LOG tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation 2n Partnership with government for cBui(ing Safety DATE: June 29, 2001 JURISDICTION: Carlsbad PLAN CHECK NO: 01-1769 PROJECT ADDRESS: 2490 Ocean St. SET: II q_6EEU.CANT JURIS. 0 PLAN REVIEWER O FILE PROJECT NAME: Ocean Villas - Condominium (townhouse) LI 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. LI The applicant's copy of the check list is enclosed forthe jurisdiction to forward to the applicant contact person. Z The applicant's copy of the check list has been sent to: Kennith Chriss, AlA P.O. Box 848, Oceanside, CA 92049 LI 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: Kennith Chriss Telephone #: (760)433-1785 Date contacted: 7-2 -a' (by: Fax #: (760)433-2810 Mail— Telephone Fax... In Person [II REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation fl GA El MB 0 EJ El PC 6/21 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 01-1769 II June 29, 2001 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2490 Ocean St. DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/21 REVIEWED BY: Sergio Azuela PLAN CHECK NO.: 01-1769 SET: II DATE RECHECK COMPLETED: June 29, 2001 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 disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes ONo Carlsbad 0 1- 1769 II June 29, 2001 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: . Occupancy Group R I, S 3 and S-1 .(storage are still in use) Stories 3 + basement. The floor areas of the mezzanines did not comply with the maximum permitted of 1/3 of the floor area of the room that the mezzanine is open to. Revise the plans to show compliance with this limitation. This correction will be rechecked. 3. Applicant shall provide a "Special Inspection Program" to the Building Official. The Building Department will resolve this correction. Clearly show on plans a floor-to-ceiling assembly detail that provides the STC 50 and. IIC 50 required between the Garage and the R-1 Units. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits or heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required sound ratings. Please provide the required details (general notes are not adequate to resolve this correction). 33. Two exits shall be provided from the third floor. This correction will be rechecked after the mezzanine floor areas are shown to be in compliance. See comment to correction # 2 above. 42. Please clarify why? window E was not shown as safety glass. 43; Detail E/22 shall: Be provided with supports on the four sides of the glass, Show the adequacy of the posts supports, including the construction detail for the attachment to the framing and the posts spacing. 50. Provide plumbing, mechanical and electrical plans and calculations. Additional corrections may follow. 52. Show height and construction details of all masonry or concrete walls. Chapters 21 and 19. a) Please revise the cross-reference from details to plans (details 4/SC-5 and 6/SC-5 were not provided). 54. Show a minimum 2" air space and flashing between planter and building walls. Section 2306.8. a) Clearly show it on plans for the "planter" adjacent to window E at the Media Room. Carlsbad 0 1- 1769 II June 29, 2001 Please revise the specification .provided on Note 2 of the Foundation Notes on sheet SC-1 (since the soils report given value is 2,000 psf), to reflect 2,000 psf instead of 5,000 psf. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (required by the soil report page 9). 60. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." 6'5. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 1806.6. Please include on sheet SC-3 a layout of all bearing wall, shear walls, posts, etc. Which are located above the First Floor slab. Also please provide a detail for thicker slab at the holddowns location as required to allow for the anchor bolts. 68. Show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. See comment to correction #65 above. 71. Please revise the shear transfer details as follows: Detail 23/S2, shown at the Party walls shall be 33/S2 instead of 23/S2. Toe nailing is limited on seismic zones 3 and 4 to a maximum shear value of 150 plf. See details 17/SI and 18/SI. 77. Provide complete structural design calculations for the supporting (concrete slab) framing for the structure above the basement. Additional corrections may follow. a) Provide a User's Manual of the computer program. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation 1n Partners/ip with government for BuiI4ing Safety DATE: June 1, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1769 PROJECT ADDRESS: 2490 Ocean St. SET:I U LICANT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: Ocean Villas - Condominium (townhouse) El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. El 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. El 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: Kennith Chriss, AlA P.O. Box 848, Oceanside, CA 92049 R 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: Kennith Chriss Telephone #: (760) 433-1785 Date contacted: 64'( (by: øu.i.) Fax #: (760) 433-2810 Mail Telephone" Fax In Person El REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation LJGA [I MB DEJ EJPC 5/17 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 01-1769 June 1, 2001 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: 01-1769 OCCUPANCY: R-1, S-3, S-i & B TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: 12,000 SF only 3,000 SF at the 2nd floor for VN SPRINKLERS?: Not shown REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 5/16/01 DATE INITIAL PLAN REVIEW COMPLETED: June 1, 2001 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Apartment complex ACTUAL AREA: STORIES: 3 + basement HEIGHT: 29 Fr OCCUPANT LOAD: 72 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/17 PLAN REVIEWER: Sergio Azuela 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 revi.ew is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance 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. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. 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. LIST NO. 16, R-1 GENERAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1997 UBC) rlforw.dot Carlsbad 01-1769 June 1, 2001 . GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group R-1, S-3, B and S-I Type of Construction Clearly show the type of construction for the basement (I-FR) and the type of construction for the Condominiums (VN or V- 1 hr). Sprinklers: Yes or No Stories 3 + basement Height Floor Area Floor area of the Condominiums shall include the areas of balconies and roof decks. Justification to exceed allowable area in Table 5-B. (if applicable) Justification to exceed allowable height or stories in Table 5-B. (if applicable) 3. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Carlsbad 01-1769 June 1, 2001 4. On the cover sheet of.the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.3. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO YES SOILS REPORT FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI PRESTRESSED STEEL FIELD WELDING YES S-PLANS HIGH-STRENGTH BOLTS STRUCTURAL MASONRY DESIGNER-SPECIFIED OTHER SITE PLAN 5. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." BUILDING AREA Provide on the Title Sheet of the plans the code justification for exceeding the basic allowable area in Table 5-B. Section 504. When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 504.3. As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-B. Unless considered a separate story, the floor area of a mezzanine shalt be included in calculating the area of the story in which it is located. Section 504.4. BUILDING HEIGHT/STORIES The number of stories cannot exceed that shown in Table 5-B. Show the code basis for the height/number of stories as shown. An occupied roof may not occur above the story or height set forth in Table 5-B. Section 302.1, last paragraph. Carlsbad 01-1769 June 1, 2001 . FIRE-RESISTIVE CONSTRUCTION 12. Walls and floors separating dwelling units in the same building shall be of not less than one-hour fire-resistive construction. Section 310.2.2. Cross reference the party wall details to floor plans. Provide floor-to-ceiling assembly detail and cross reference detail to plans. 13. Group R, Division I occupancies more than two stories in height, or having more than 3,000 sq. ft. of floor area above the first story shall be not less than one-hour fire-resistive construction throughout except as provided in Section 601.5.2.2. Section 310.2.2. 14. Provide details of the one-hour fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. a) See comment to correction # 12. 15. 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. 16. Detail how fire-resistive wall and ceiling protection will be maintained 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. Fire dampers shall be installed per Section 713.11 at all ducted or unducted air openings at penetrations of: Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies. Occupancy separation walls. Shaft enclosures. This correction will be rechecked after the Mechanical plans are provided. 18. Smoke dampers shall be installed per Section 713.10 at all ducted or unducted air openings at penetrations of: Occupancy separation walls. Shaft enclosures. This correction will be rechecked after the Mechanical plans are provided. 19. If smoke dampers are required, the plans shall show the locations of the smoke detectors (installed in accordance with the Fire Code) listed in the options of Section 713.10 of the UBC. 20. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." Carlsbad 01-1769 June 1, 2001 Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 711. Detail column fire protection and specify column impact protection in garage areas per Section 704.2.5. As a minimum, show a 22 ga. steel jacket around each column to a height of 3 feet above the ground for impact protection. Clearly specify minimum thickness of walls and slabs to provide 3-hour fire-resistive rating per Table 7-13 and C. Clearly specify minimum cover for reinforcing at basement to 1st floor fire-rated floors, basement fire rated columns, basement to 1st floor fire rated beams. Clearly label and identify on the plans the shafts, occupancy separation walls and floors, along with their hourly ratings. Section 106.3.3. . OCCUPANCY SEPARATION The required three-hour rated occupancy separation between R-1 and S-3 occupancies may be reduced to a two-hour rating when the S-3 is limited to the storage of passenger vehicles, and the provisions of Section 311.2.2 are not applicable. The two-hour occupancy separation may be further reduced to one-hour, if the aggregate area of the S-3 occupancy within the building does not exceed 3,000 sq. ft. Section 302.4. a) Please note that the Garage area shown on plans is 3,240 SF instead of the 2,987 SF indicated on note 2 of sheet 5. An S-3 occupancy in the basement or first story of a building housing a Group B, Group A, Division 3, Group M or Group R, Division I occupancy may be classed as a separate building. The building above may also be considered a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction ONLY if the conditions of Section 311.2.2.1 are met: S-3 is Type I construction. S-3 is separated from the uses above by a three-hour occupancy separation. S-3 is restricted to passenger vehicle storage, entry lobbies and mechanical equipment rooms (no storage, recreation room, etc.). Exception: Group A, Division 3, Group B (office and drinking/dining) and Group M (retail) occupancies may be below the 3-hour separation, provided the entire area below the 3-hour separation is protected throughout by an automatic sprinkler system. The maximum building height does not exceed the limits in Table 5-13 for the least type of construction. Carlsbad 01-1769 June 1, 2001 27. Openings in a three-hour fire-resistive separation shall be protected by a three-hour assembly, and openings may not exceed 25 percent of the length of wall in the story and no single opening shall exceed 120 sq. ft. Section 302.2. a) Door 4. 28. Ducts penetrating occupancy separations must have smoke and fire dampers. Sections 713.10 and 713.11. a) This correction will be rechecked after the Mechanical plans are provided. . SOUND TRANSMISSION 29. Wall and floor/ceiling assemblies separating dwelling units from each other and from common space (such as corridors, laundry rooms, common garages, service areas, etc.) must have a listed rating of STC 50 and IIC 50. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. Cross reference the party wall details to floor plans. Provide floor-to-ceiling assembly detail and cross reference detail to plans. 30. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits or heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required sound ratings. 31. The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". 32. If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. . EXITS 33. Occupants on floors above the second story and in basements shall have access to not less than two separate exits. Section 1004.2.3.2. Exceptions: Except per Table 10-A, only one exit need be provided from the second level or a basement within an individual unit. When the third floor within an individual unit does not exceed 500 sq. ft., only one exit need be provided from that floor. Carlsbad 01-1769 June 1, 2001 In all occupancies, floors above the first story having ten or more occupants, shall have not less than two exits. Section 1004.2.3.2. Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1004.2.4. The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 1004.2.3.1. . STAIRWAYS AND ELEVATORS Stairway width must be at least 44 inches when serving 50 or more occupants; 36 inches when less than 50. Section 1003.3.2. a) Show on plans the minimum required width from wall to wall. A minimum headroom clearance of 6'-8" for stairways should be indicated on the plans. Section 1003.3.3.4. Note that this is from a plane tangent to the stairway tread nosing. . R-1 GENERAL OCCUPANCY REQUIREMENTS Draft stops shall be installed in floor-ceilings, attics, mansards and similar concealed spaces and shall be above and in line with walls separating units from each other and from other uses. Section 708.3.1.1.2. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. a) Clearly show the minimum openable width of 20" on plans for the 4060 Type A window. Show locations of permanently wired smoke detectors with battery backup: Inside each bedroom. Centrally located in corridor or area giving access to sleeping rooms. On each story. In the basement, if part of the dwelling unit. When sleeping rooms are upstairs, at the upper level in close proximity to the stair. In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. Carlsbad 01-1769 June 1, 2001 42. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. Clearly show on plans the specific door and windows that shall be provided with safety glass (general notes will not be adequate to resolve this correction). 43. Guardrails (Section 509.1): Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-13. Openings between railings shall be less than 4". . ROOFS 44. Specify on the plans the following information for the roof materials, per Section .106.3.3: Manufacturer's name. Product name/number. ICBO approval number, or equal. 45. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: Manufacturer's name. Model name/number. lCBO approval number, or equal. . FIRE EXTINGUISHING 46. Fire sprinklers are required in R-1 occupancies three or more stories in height or containing 16 or more dwelling units (20 guest rooms in hotels; 20 or more occupants in congregate residences). Section 904.2.9. Carlsbad 01-1769 June 1, 2001 Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft: and there is not provided at least 20 sq. ft. of opening entirely above the adioininq ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 904.2.2. Indicate on the plans whether the sprinkler system is the residential type (13-R). If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic fire-extinguishing system are NOT permitted. Section 904.1.3. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. . MISCELLANEOUS LIFE/SAFETY Provide plumbing, mechanical and electrical plans and calculations. Additional corrections may follow. . CONCRETE AND MASONRY Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 1403.6 and Section 2307. Show ties, #9 wire in horizontal joints, etc. Show height and construction details of all masonry or concrete walls. Chapters 21 and 19. Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1402.4. Show a minimum 2" air space and flashing between planter and building walls. Section 2306.8. . FOUNDATION Provide complete foundation plans, details, calculations and specifications. Additional corrections may follow. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 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. Carlsbad 01-1769 June 1, 2001 58. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (required by the soil report page 9). 59. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 60. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." 61. Show height of all foundation walls. Chapter 16. 62. Show height of retained earth on all foundation walls. Chapter 16. 63. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills. Chapter 18. 64. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. 65. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 1806.6. 66. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: The minimum nominal anchor bolt diameter shall be 5/8-inch (for Seismic Zone 4 only). Note: This will require a minimum distance from the ends of sill plates to be 4-3/8" (and a maximum of 12"). Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. Sill bolt diameter and spacing for three-story raised wood floor buildings shall be specifically designed. 67. Specify size, ICBO number and manufacturer of power driven pins and expansion anchors. Show edge, end distance and spacing. Section 106.3.3. 68. Show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. 69. Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. Carlsbad 01-1769 June 1, 2001 70. Show adequate footings under all bearing walls and shear walls. Section 1806.3. STRUCTURAL Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. Collector elements ("drag beams") shall be designed using the special load combinations of Section 1612.4, as required by section 1633.2.6. Exception: Structures braced entirely of light-frame shear walls. In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member. In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity. Table 23-I1-I-I, footnote 3. The minimum length of all shear walls shall be specified at each location on the structural plans. Missing at the mezzanine level (third floor). Show on the plans all structural requirements developed in the structural calculations. a) Please revise the framing members on the Second Floor Framing Plan to match the structural design calculations recommendations (6X6 posts instead of 4X6, 6X16 balcony beam instead of 31/2"X117/8" P-Lam, etc.) ADDITIONAL Provide complete structural design calculations for all steel frame connections. Additional corrections may follow. Provide complete structural design calculations for the supporting (concrete slab) framing for the structure above the basement. Additional corrections may follow. Please clarify why? the R value of 4.5 for OMF was not considered within the seismic lateral base force calculations. CARLSBAD SPECIAL CODE REQUIREMENTS Show details for waterproofing masonry walls below grade where interior finished floor exists (City Policy No. 80-8). Carlsbad 01-1769 June 1, 2001 80. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Truss-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 81. Roof coverings shall be Class A. 82. a. In buildings two or more stories in height, provide an automatic sprinkler system in those areas which lie below the lowest elevation of Fire Department vehicular access, as determined by the Fire Chief. Exception: Detached R-3's. Automatic sprinklers are required for buildings having an aggregate floor area of 10,000 sq. ft. or more. Area separation walls shall not be considered to create separate buildings for the purpose of automatic sprinkler system requirements. Automatic fire sprinklers required for buildings of 10,000 sq. ft. or more may be also used for other purposes and benefits as required or permitted by the Uniform Building Code. Exception: sprinkler systems installed in one and two story residential buildings containing fewer than 16 attached dwelling units in accordance with the Carlsbad Fire Department Standards for Residential Sprinkler Systems may not be used for area increases allowed by Chapter 5 or for exemption from any other UBC requirement; however, "standard" sprinkler systems installed throughout in R occupancies will Qualify for substitutions and other benefits allowed for sprinklers in the U.B.C. 83. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 84. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 85. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). 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. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Carlsbad 01-1769 June 1, 2001 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. Carlsbad 01-1769 June 1, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1769 PREPARED BY: Sergio Azuela DATE: June 1, 2001 BUILDING ADDRESS: 2490 Ocean St. Ocean Villas Condominiums BUILDING OCCUPANCY: R-1, S-3, S-i & B TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Condominiums 14740 1,105,905 Air Conditioning Fire Sprinklers TOTAL VALUE 1,105,905 Jurisdiction Code jcb IBY Ordinance 1994 UBC Building Permit Fee I V I I $3,712.631 1994 UBC Building Permit Fee V I $2,413.21 I Type of Review: 21 Complete Review Structural Only 0 Other ____________ Repeats ______ 0 Repetitive Fee o Hourly ( Hour * I $1,930.57 I Esgil Plan Review Fee Comments: Sheet I of I macvalue.doc BUILDING PLANCHECK CHECKLIST DATE: 5/3/O7 PLANCHECK NO.: CB Oil ?1 BUILDING A6DRESS: Lf PROJECT DESCRIPTION: — ASSESSOR'S PARCEL NUMBER: - EST. VALUE: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been PIease. se th attached report 'of deficiencies approved. The approval is based on plans, 'marked wit . Make necessary corrections to plans information and/or specifications provided in your or speci icati •5 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. B A Right-of-Way permit is required prior to construction of the following improvements: '. .. Date: /22/O1 Date: Date:.7/h'i -- . - - ftffi~~, Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: • Lots: - Recordation: Carlsbad Tract: • A-4 H:WORDDOCSCHKLS'flDuIld Plandled( Cldst Form (Genetic) doe • I • Rev. 7114100 r BUILDING PLANCHECK CHECKLIST SITE PLAN - 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Right-of-Way Width & Adjacent Streets Existing & Proposed Structures Driveway widths Existing Street Improvements Existing or proposed sewer lateral Property Lines Existing or proposed water service Easements = J.. . Existing or- proposed irrigation service Show on site plan: I V 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." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s)ibat serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. . D D 3. Include on title sheet: Site address Assessor's Parcel Number •. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION H:%W0RDDOCSCHK.8uiI1lO Planthedi Cldst Fern, (Genedc).doc 2 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2N0 3rd 4a. Project does not comply with the following EZn ~fterp6"Coodditiong/of le for Project No.'kS,96 —CA cAf lk^ ~ ci 0 0 4b. All conditions are in compliance. Date: DE ICATION REQUIREMENTS 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/? 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 de'dicationprocess. 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 0 0 0 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:WORDDOCSCHXLSflBuiIdhI9 Planthedi Cklst Fomi (RIDDLE. HARVEY 7-12-00)40c 3 Rev. 12126190 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. mprovement Plans signed by: Date: Y6b. X Construction of the public improvements may be deferred pursuant to Carlsbad u Municipal Code Section 18.40. Please submit a recent property t s jt or (Zfo current grant deed on the property. and processing fee—of, $ 'e may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. .4o\ Neighborhood Improvement Agreement will include the following: O 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 0 0 0 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 are found in Section 11.06.030 of the Municipal Code. 0 0 0 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 0 0 0 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading Grading Inspector sign off by: Date: 0 0 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:WORODOCSCHKLSTBuPdiflg PIandedi CkIM Fo,m (RIDDLE - HARVEY 1-12-00).doc 4 Rev. 9129100 BUILDING PLANCHECK CHECKLIST 1ST 3RD 7d .No Grading Permit required. 7e.If grading is not required, write "No Grading" on plot plan. SCELLANEOUS PERMITS A. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad 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: 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. • . . . D 11. ired fees are attached 0 No fees required WATER METER REVIEW 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. H:W0RD0CSCLSTBU1kIbIg Plancradt adst Form (GenrIc).dOC 5 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3R0 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 a 2" meter. If a developer is proposing a meter greater than 2", 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). D 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior do to approval. The developer must provide these calculations. Please follow these guidelines: 1. 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 .i?e' 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: STAI+OO Install 2" service and ______ 0 1.5: meter (estimated 100 gpm) 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 (w/ 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 Plandiedi Cldst Form (Genedc)doc 6 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD service boundary, •the City intends on switching these irrigation services/meters to a new recycled water line in the future. 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. . F' H:WORDDOCSCHKF.STBuJIdk1g Planchedi Cktst Form (Genedc).doc 7 Rev. 7114100 X FEE/EDU:_________ HIGH /LOW X FEE/AC:__________ M111111040, r-71 (6oc) METER FEE SWA FEE IRRIGATION, 14t;zv -VC-73;T ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET o si:tfiTate based on unconfirmed information from applicant. 0,'- Calculation based on building plancheck plan submittal. Address: dJftO Aqqq 4 Q118 *&Bldg. Permit No.C8bt/ Prepared by: Date: c,"c2.3/ / Checked by: Date: Ff11 CALCULATIONS: List tvnas and snuare footaaes for all uses. Types of Use: C , Sq. Ft./Uni: EDU's: 3 &LJCA Types of Use: Sq. Ft./Units:_______________ ADT CALCULATIONS: List types and square footages for all uses. Types of Use: G21_.....cQ-ê Sq. Ft./Units: Types of Use: - Sq. Ft./Units: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 'AOYPARK-IN-LIEU FEE PARK AREA & #: - FEE/UNIT: X NO. UNITS: = P/ti EDU's: rc ADT's: 3 ADT's: - E12'. TRAFFlC IMPACT FEE ADT's/UNITS: 67 k3. BRIDGE AND THOROUGHFARE FEE ADT's/UNITS:__________ ftJ4 FACILITIES MANAGEMENT FEE UNIT/SQ.FT.:__________ 5. SEWER FEE EDU's: /L(7cQ X FEE/ADT: (DIST. #1 DIST. #2 DIST. #3 •) X -FEE/ADT:________ ZONE:/ X FEE/SQ.FT./UNlT:_________ X FEE/EDU: RKFIT AREA: EDU's: - 6. EWER LATERAL ($2,500) /!17. DRAINAGE FEES PLDA________ ACRES. POTABLE WATER FEES/,,,,) UNITS CODE. CO1cITlON FEE 1 of WordtOocsMIsformsWee Calculation Worksheet Rev. 7/14/00 I' ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET o 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 and Improvements may also. be required with Building Permits. '-I Li 2 of WordDocsMlsformsFee Calculation Worksheet Rev. 7/14/00 Cit f 107 February 28, 2001 Ocean Villas Inc. Pat McGuire, Partner Ste 7 2725 Jefferson St. Carlsbad CA 92008 PROPOSED MINOR SUBDIVISION NO. MS 00-09, OCEAN VILLAS A preliminary decision has been made, pursuant to Section 20.24.120 of the City of Carlsbad Municipal Code, to approve the tentative parcel map of the proposed minor subdivision subject to conditions that follow in this letter. Unless specifically stated in the condition, all of the following conditions, upon the approval of this tentative parcel map, must be met prior to approval of a final parcel map. Engineerin2 Conditions: General Prior to hauling dirt or construction materials to or from any proposed construction site within this project, Developer shall apply for and obtain approval from, the City Engineer forthe proposed haul route. Approval of MS 00-09 is granted subject to the approval of SDP 00-13/CP 00-10/CDP 00-45. MS 00-09 is subject to all conditions of approval contained in SDP 00-13ICP 00-10/CDP 00- 45. Prior to issuance of any building permit, Developer shall comply with the requirements of the City's anti-graffiti program for wall treatments if and when such a program is formally established by the City. Developer shall submit to the City Engineer, a reproducible .24" x 36", mylar copy of the tentative map reflecting the conditions approved by the final decision making body including any applicable coastal commission approvals. The reproducible shall be submitted to the City engineer, reviewed and, if acceptable, signed by the City's project engineer and project planner prior to submittal of the building plans, final map, improvement or grading plans, whichever occurs first. 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 Developer shall and does hereby agree to indemnify, protect, defend and hold harmless the City of Carlsbad, its Council members, agents, officers, and representatives, from and against any and all liabilities, losses, damages, demands, claim and costs, including court costs and attorney's fees incurred by the City arising, directly or indirectly, from (a) City's approval and issuance of this tentative parcel map, (b) City's approval or issuance of any permit or action, whether discretionary or non-discretionary, in connection with the use contemplated herein, including an action filed within the time period specified in Government Code Section 66499.37 and (c) Developer's installation and operation of the facility permitted hereby, including without limitation, any and all liabilities arising from the emission by the facility of electromagnetic fields or other energy waves or emissions. Developer shall provide to the City Engineer, an acceptable means, CC&Rs or/and other recorded document, for maintaining the private easements within the subdivision and all the private improvements: streets, sidewalks, street lights, and storm drain facilities located therein and to distribute the costs of such maintenance in an equitable manner among the owners of the properties within the subdivision. Prior to occupancy, Developer shall install rain gutters to convey roof drainage to an approved drainage course or street to the satisfaction of the City Engineer. There shall be one Final Parcel Map recorded for this project. Developer shall install sight distance corridors at all street intersections in accordance with Engineering Standards. Fees/A Rreemenfc Developer shall cause property owner to execute and submit to the City Engineer for recordation the Ci ' standard form Drainage Hold Harmless Agreement regarding drainage across the adj4cent property. If the proposed development exceeds a building valuation of $75,000 as determined by the City Building Department at the time of issuance of building permit, developer shall cause property owner to enter into a "Neighborhood Improvement Agreement" with the City for the formation of an assessment district and future public improvement on Pacific Ave and Ocean Street frontage of paving, base, sidewalks, curbs and gutters, grading, undergrounding or relocation of utilities, relo ion of fire hydrant(s), streetlights, and retaining walls prior to the issuance of building tL (/P rmit. Prior to approval of any grading or building permits for this project, Developer shall cause Owner to give written consent to the City Engineer to the annexation of the area shown within the boundaries of the subdivision into the existing City of Carlsbad Street Lighting and Landscaping District No. 1, on a form provided by the City Engineer. Grading Prior to the issuance of a grading permit or building permit, whichever occurs first, Developer shall submit to the City Engineer proof that a Notice of Intention for the start of work has been submitted to the State Water Resources Control Board. Developer shall comply with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. Developer shall provide improvements constructed pursuant to best management practices as referenced in the "California Storm Water Best Management Practices Handbook" to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be submitted to and subject to the approval of the City Engineer. Said plans shall include but not be limited to notifying prospective owners and tenants of the following: All owners and tenants shall coordinate efforts to establish or work with established disposal programs to remove and properly dispose of toxic and hazardous waste products. Toxic chemicals or hydrocarbon compounds such as gasoline, motor oil, antifreeze, solvents, paints, paint thinners, wood preservatives, and other such fluids shall not be discharged into any street, public or private, or into storm drain or storm water conveyance systems. Use and disposal of pesticides, fungicides, herbicides, insecticides, fertilizers and other such chemical treatments shall meet Federal, State, County and City requirements as prescribed in their respective containers. Best Management Practices shall be used to eliminate or reduce surface pollutants when planning any changes to the landscaping and surface improvements. 15. Prior to the issuance of building permit, the applicant shall submit an erosion control plan subject to the City Engineer's review and approval. This plan may be incorporated into the building plans and reviewed and approved through the building permit application process. Dedicatwns/ImDrovements 16. Developer shall cause Owner to make an irrevocable offer of dedication to the City and/or other appropriate entities for all public streets and other easements shown on the tentative parcel map. The offer shall be made by a certificate on the final map or by separate recorded document. All \ !' land so offered shall be offered free and clear of all liens and encumbrances and without cost. " Streets that are already public are not required to be rededicated. Final Parcel Map Notes 17. Developer shall show on Final Parcel Map the net developable acres for each parcel. 18. The following notes shall be placed on the final parcel map as non-mapping data: Building permits will not be issued for development of the subject property unless the appropriate agency determines that sewer and water facilities are available. No structure, fence, wall, tree, shrub, sign, or other object over 30 inches above the street level may be placed or permitted to encroach within the area identified as sight distance corridors. Code Reminder The project is subject to all applicable provisions of local ordinances, including but not limited to the following: 19. The tentative map shall expire twenty-four (24) months from the date this tentative map approval becomes final. 20. Developer shall exercise special care during the construction phase of this project to prevent offsite siltation. Planting and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction of the City Engineer. Water/Sewer/Recycled water Prior to issuance of building permits, Developer shall pay all fees, deposits, and charges for connection to public facilities. Developer shall pay the San Diego County Water Authority capacity charge(s) prior to issuance of Building Permits. The Developer shall install potable water and recycled water services and meters at a location approved by the Deputy City Engineer - Utilities. The Developer shall install sewer laterals and clean-outs at a location approved by the Deputy City Engineer - Utilities. The Developer shall provide separate potable water meters for each separately owned unit This project is approved upon the express condition that building permits will not be issued for the development of the subject property, unless .the Deputy City Engineer - Utilities has determined that adequate water and sewer facilities are available at the time of occupancy. Prior to Final Parcel Map approval, Developer shall install a total of 4 water meters for the project. Developer shall install 3 potable water meter(s) for residential use and 1 irrigation meter to irrigate the common areas (Homeowner's Association). The developer may request a review of the preliminary decision with the City Engineer in writing within ten (10) days of the date of this letter. Upon such written request the City Engineer shall arrange a time and place with the developer for such review. The City Engineer has reviewed each of the exactions. imposed on the developer contained in these conditions of approval; and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and degree of the exaction is in rough proportionality to the impact caused by the project. If you have any questions, you may contact David Rick at (760) 602-2781. ROBERT J. WOJCIK Deputy City Engineer C: file David Rick, Assistant Engineer Van Lynch, Associate Planner PLANNING DEPARTMENT 62cth#J VIUA V BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB/-l7j9 Address OC*J r Planner Van Lynch Phone (760) 602-4613 APN:Z03-2-Q2--°O . . Type of Project & Use:ij'iT c9,s'1O Net Project Density: 13 DU/AC Zoning:_-3 General Plan:J2.tA1!( Facilities Management Zone: / J '-4 CFD (in/^U #_-_Date of participation: Remaining net dev acres: C) Circe 0 (For non-residential development: Type of land used created by this permit:______________________________________________ 1171 Legend: Item Complete Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE 6v41,flgo,ti DATE OF COMPLETION:•_____________ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES _ NO TYPE SJP APPROVAL/RESO. NO. 'i'u'e' DATE z-7-al PROJECT NO. 60-13 OTHER RELATED CASES: cbp c7 v-qj-- p oo-10 Compliance with conditions or approval? If not, state conditions which ,3uire action., Conditions of Approval:j.is óP rinr Ps,,,), *wrc.&o&c, 1omr 'N F-1 F~ Coastal Zone Assessment!Compliance Project site located in Coastal Zone? YES____ NO ( CA Coastal Commission Authority? YES____ NO -)L If California Coastal Commission Authority: Contact them at - California Coastal Commission San Diego District, 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402, Phone: 767-2370 Determine status (Coastal Permit Required or Exempt): c-1p J26ci'c Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: CbPc2O4c Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit. Determination Log as needed. 619- -,ü-/a*.t Ftsd /zth (Effective - May 21, 1993.) Data Entry Completed? YES )( NO (A/PIDs. Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE) Site Plan: 1. 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. fl 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Required Zo I Interior Side: Required (C2' Street Side: Required /0' Rear: Required E 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Required Structure separation: Required Shown I. zo ____________ Shown (0' Shown /0' Shown ?0.- Shown Shown Shown Shown Shown k F~ r—i 3 Lot Coverage: Required 60% Shown '17' E 4. Height: Required .'3o' Shown —v s u t..r 36V Mir Efn:I:HIKI 5. Parking: Spaces Required JUebL Spaces rwquireu Additional Commen&",C6r 1j&Ujz;, ftuiu1,ii.'( 11 (4 6q ')'92 AN 1ee3c /L4/. 50u)1,'/ii $L,iL IJ T(O I I OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER LI,, L3rt'C. DATE_________ Shown q Shown Carlsbad Fire Department 011769 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category.- (BiiidiñPIan Date of Report: 07/10/2001 Reviewed by: Name: Address: City, State: Plan Checker: Job Name: Ocean Villas Kennith Chriss, AlA P.O. Box 848 Oceanside CA 92049 Job #: 011769 Bldg #: CB011769 Job Address: 2490 Ocean Street Ste. or Bldg. No. Ig 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. El 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 compliance, with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st _________ 2nd _________ 3rd _________ Other Agency ID FD Job # 011769 FD File # 'Carlsbad Fire Department 011769 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: CBiiddiñjPlan Date of Report: 05/29/2001 Reviewed by: Name:' Kennith Chriss, AlA Address: P.O. Box848 City, State: Oceanside CA 92049 Plan Checker: Job #: 011769 Job Name: Ocean Villas Bldg #: CB011769 Job Address: 2490 Ocean Street Ste. or Bldg. No. E Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes 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. E 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. Z Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached: Please resubmit the necessary plans and / or specifications to this office for review and approval. Review list _________ 2nd _________ 3rd _________ Other Agency ID FD Job # 011769 FD File # eqthrements Category: Building Plan Requirement: Pending 05.01 LProjectDätiTi Provide complete address and suite designation. Provide building construction information indicating occupancy cIassification,ype'of construction, number of stories, aggregate square footage, occupant load, and description of intended uses. Requirement: Pending 05.15 cAiitômaticFire Sprinkler System ë4uirëd -firesprinklersystemisiequiredforthisIbuildihg.3ftfe building is a spec building (no tenant known) the sprinkler system must be designed to .45/3000.-- Provide notes-on-the- plans that fire prinkler plans will be submitted-to-the fire department for approval prior to installation Requirement: Pending 05.33 anRevisions of corrected plans directly to the Building Department for routing to the appropriate departments. Page 1 05/29/01 Jul-06-01 01:16P Ahmad 760-738-8364 P.03 87/86/2801 11:55 7142828750 KS! cXJ!S1LT!NG ENGRS PAGE 03 CONSULTING ENGINEERS, INC,SHEET - AA roJEcr O_QLA&LiLLii. 3 - 5LJ0JECT - ' 1 L / r. OA1E 7/6— .-..........I....i . •••. . : . - ........'II I .. .. I III 1. . 1 • I f I .. : .........t_L*. ..... .... ....f ...L..J.................. I L •••f•_•••....... t'1.... ..............1.___i..__..j ............ __________ :__j._.. ......-... -1-4--t--4--*1-• ____ 4'I .......... - ---1--• 4............ -. -I..- -1 -i--F- _._..._.4.._4._L_.......1 ...) _._L...J._..;......_._.i rr- •1 H ---1r•Tr1.... __4_.L..............1....._4....L...4...I ...... I.4...... ;..._...._.j........._i_..._...........___. .......... -1•.......----:•i ..... -1--I-.-.- --r-f-- ::r1tF1:*:I :I ...... L......................... I I I I I I .•... ................ LLLLJ.. LL..L a Jul-Db-01 02:16P AFImaø 760-738-8364 P.02 87/06/2801 11:55 714202875e KSZ CONSLLTINrx ENRS PAGE 02 bo~~m CONSULTING ENGINEERS, INC. - SKEET _____ PROJECT .iJL/i4 DATE rTy;r ....................... 4j.. : ---".._........••I...L_1 : 4 j ILJ4 j. H '---t-•--•1•I......-._,..:...f ........--!-• .... - .-....}..J.....J..:.. . .• .... 4-4 r4- LfL L..I J.4......-...44..4! . 1-4 --._L-L....L...........fJ lit J. Kier F4 4 1T±TUELI . 1E. '.4k I f ._r-J...1 ._!...4•_..•.r-....L_.L....i...........1.....r..J.......... RIO 4...J......4..._.....!...............J......4.........................: .. cL L±4zj_ :i:::t:-:i -i n Wt1T E!T 1O J t4$1 :j1i CL Project Page No . cd CL (0. ,fl its Nt)C,=, = 5d ct —l. VU&Uk UZAIrA,LL. .CLAk titc L': CA C 2Jc (a ilc,t4: t7 2SL OF H j OLP POVSN P.g8AR PR GHPULE ) HO PER 5TL. H im V CLR. H5 PLATE ,,REBAR E.H. 148 4x4x3/8 114K 3-5*4 x -0 LONG 6x6x3/S m. 3-5*4 x 3'-o LONG 2417 Shady Forest Lane. Orange CA 92867 Phone 714-074-5347 Fax 714-074-0114 O? ESSi CIO No.37457 LU CC Exp. 6-30-04 civ OF C -mall: mcbeng@earthllnk.net Project .Date Page No . 11M.d LSI. 1*1 1 4&. = CL-k PWLU-k__La-'v UZA- ___L•L. Ô\ \ a'4% sz OF WOLP POVIN RE8AR PER cHu PER 5TU.TL. I CLR HDS PLATE ,RE8AR E.H. 148 D'Z. 4x4x3/3 ThK 3-1*4 x 310U LON3 * 6x6x3/5 1*4K 3-1*4 x 3-O LOP4t5 No. 37457 Exp. 6-30-04 CIVIV 0F (I& 2417 Shady Forest Lane, Orange CA 92567 Phone 714-974-5347 Fox 714-074-0114 E-mail: mebeng@earthIInk.net 2417 Shady Forest Lane, Orange CA 02567 Phone 714-074-5347 Fax 714-074-0114 -maII: mcbeng@earthlinknet Project Page No.. 4 o,ESS,o4 . C. sc No. 37467 Ep. 6130I0Z L'M 01 Project zjct Page No.. 0 ~ it 1Q Lf 01Y. CAOMACA 0 A .5). wr- _ c*tov Las\iIat. 247 Shady Forest Lane, Orange CA 92867 Phone 714-974-5347 Fox 714-074-0114E-mail: mcbeng@eorthllnk.net Projecf Page No . ...... V, ................ 1:tt•4 C04 Lj/-*4e Ii jLf L4-11 B v C. - 0-ve, ct efck k h1 $ SvJ twis o f PT SLo, b A "J4Qd Cu-W. - 4.et# tte'f5 ov ci . Lcthlâl"% _i S C. 1I1 512 No. 37457 *'t Exp. 6I3OIC'ftj, 't\. &niitA7) OF 2417 Shady Forest Lane, Orange CA 92867 Phone 714-074-5347 Fax 714-974-0114 E-mail: mcbeng@eorthlink.net STRUCTURAL CALCULATIONS For Ocean Villas 2490 Ocean Street Carlsbad California OUR JOB NO. 21337 May 3, 2001 [4, consulting engineers, inc. 22895 Savi Ranch Parkway, Suite "F", Yorba Linda, California 92887 Tel: (714) 282-8770 Fax: (714) 282-8750 www.ksieng.com 6 d5~16VIA;Y PROJECT DESIGN CRITERIA I CODES 2 DESIGN CRITERIA CODE Uniform Building Code (UBC) 1997 Edition California Building Code ( CBC), 1998 Edition SEISMIC Zone IV Seismic Design Force Fp = (4.0 Ca Ip Wp) / 1.4 Seismic Source Type B Distance to Source 3 km Seismic Coefficient Ca = 0.44 Na Seismic Coefficient Cv = 0.64 Nv Near Source Factor Na = 1.0 Near Source Factor Nv = 1.2 Soil Profile SD WIND Wind Design Force P=C e C q q s l w Exposure C Basic Wind Speed 70 mph Height Above Ground H = 20 ft. Height/Exposure/Gust C. = 1.13 Pressure Coefficient C q = 1.4 Importance Factor I W =l.O Wind Stagnation Pressure q s = 12.6 psf Design Wind Pressure P = (1.13)( 1.4)(12.6)( 1.0) = 20 psf PROJECT DESIGN CRITERIA I MATERIALS I 'F - MATERIAL . PROPERTIES 4 t CONCRETE f'= 2,500 PSI @ 28 Days for Foundation f= 3,000 PSI @ 28 Days for Floor Slab on Grade f'= 4,000 PSI @ 28 Days for Walls REINFORCING STEEL f= 60,000 PSI, FOR DIA. #5 f , = 40,000 PSI FOR DIA. #4 STEEL ASTM A36 for Shapes, Plates and Bars ASTM A500 Grade "B" for Structural Tubing ASTM A501, or A53 type "E", Grade "B" for Steel Pipes BOLTS ASTM A307 for Bolts and Anchor Bolts, UNO WELD AWSDI-1 LUMBER DF/L # I for Rafters, Joists, Beams and Posts DF/L#2 for Studs DF 24F-V4 for Simple Span Glue-Laminated Beams DF 24F-V8 for Continuous Glue-Laminated Beams SOIL REPORT BY "GEOTECHNICAL REPORT, PROJECT No. , DATED , 2000. ALLOWABLE SOIL BEARING PSF, FOR FOUNDATION 24 INCH BELOW GRADE AND 12 " MINIMUM WIDTH. SEISMIC DESIGN Zone: 4 Soil Type: Sd PARAMETERS: Seismic Zone Factor :4 Ca =.44 Na Seismic Source Type: B Na=1.0 Nv1.0 LOADING FLAT ROOF MATERIAL Wt. /PSF ROOFING 6.0 SHEATHING 2.0 FRAMING 3.0 INSULATION 0.5 CEILING BOARD 2.5 SPRINKLERS - MISC. 1.0 DEAD LOAD - - 15.0 LIVE LOAD 20.0 TOTAL ROOF LOAD 35.0 SLOPED ROOF MATERIAL Wt. /PSF ROOFING 12.0 SHEATHING 2.0 FRAMING, TRUSSES 4.0 INSULATION 0.5 CEILING BOARD 2.5 SPRINKLERS - MISC. 1.0 DEAD LOAD 22.0 LIVE LOAD 16.0 TOTAL ROOF LOAD - 38.0 FLOOR MATERIAL Wt. !PSF FLOORING 1.0 SHEATHING - 2.5 FRAMING 3.0 - CEILING BOARD 2.5 PARTITIONS - MISC. 1.0 DEAD LOAD 10.0 LIVE LOAD 40.0 TOTAL FLOOR LOAD 50.0 EXTERIOR WALLS DEAD LOAD 16.0 psf INTERIOR WALLS DEAD LOAD 12.0 psf DECKS, BALCONIES, EXITS FLOOR DL LL D+L DECK 40 BALCONY 60 EXITS 100 FRAMING PLAN: ACC) r PAGE: OF: MEMBER ..L b!L J.D.k NOTE DL ijc.f 2- 1/ i II LL - - '00.0 - DL 1 '1 - - I 2.x C LL ___ 3 ___ ___ 3 21.0 DL '1571 - 24.0 .tA H' LL ___ ua ___ - - ___ - 111 DL z z 'g(I6.C5 ivAE 5 11.0 DL .Jr 5qO D.F/ 10 6E Hliq LL rDL 6 !60 DL /0 P.f! nip - LL ___ __ __ __ 7 ic o t ,~'o - - °LL __.J' .. ...i.-- PM'i U4 ft1 /,, 2.(f15 - -... . .j4 /&4 op 2.° LL C/- - 10-1 DL ho /0' . D6 6 ± '° - - - 10 ( .0' - --,J' ______,D'I75 24 0 12,,_ I& 0 frz.o' - 27j' . __- 3?0 fie LIft lk(t9 41 Timber Beam & Joist Page Description ROOF FRAMING-1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 2 4 5 6 7 8 Timber Section 2x12 2x6 5.125x16.5 4x10 4x10 Prllm: 3.5 Prllm: 4.3 Beam Width in 1.500 1.500 5.125 3.500 3.500 3.500 4.375 Beam Depth in 11.250 5.500 16.500 9.250 9.250 18.000 18.000 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade ouglas Fir - Larch, ouglas Fir- Larchpouglas Fir, 24F . VDouglas Fir. Larch.Douglas Fir• Larchlruss Joist- MacMil Truss Joist . MacMu Fb - Basic Allow psi 1,000.0 1,000.0 2,400.0 1,350.0 1,350.0 2,900.0 2,900.0 Fv - Basic Allow psi 95.0 95.0 190.0 85.0 85.0 290.0 290.0 Elastic Modulus ksi 1,700.0 1,700.0 1,800.0 1,600.0 1,600.0 2,000.0 2.000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn GluLam Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status Repetitive Repetitive No No No No No Center Span Data Span ft 15.50 8.00 24.00 11.00 16.00 26.00 26.00 Dead Load #Ift 44.00 44.00 286.00 176.00 110.00 150.00 116.00 Live Load #Ift 32.00 32.00 200.00 128.00 80.00 72.00 48.00 Point #1 DL lbs 1,650.00 2,475.00 LL lbs 1,200.00 1,800.00 ftj 13.000 13.000 Results Ratio = 0.727 0.6453 0.7872 0.7874 0.9023 0.8163 0.7294 Mmax @ Center in-k 27.39 7.30 419.90 55.18 72.96 447.41 499.75 @ X = it 7.75 4.00 12.00 5.50 8.00 13.00 13.00 tb : Actual psi 865.6 964.8 1,805.7 1,105.5 1,461.8 2,367.2 2,115.3 Fb : Allowable psi 1,150.0 1,495.0 2,293.9 1,620.0 1,620.0 2,900.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 46.1 49.1 91.9 66.9 63.7 94.9 76.8 Fv : Allowable psi 95.0 95.0 190.0 85.0 85.0 290.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions © Left End DL lbs 341.00 176.00 3,432.00 968.00 880.00 2,775.00 2,745.50 LL lbs 248.00 128.00 2,400.00 704.00 640.00 1,536.00 1,524.00 Max. DL+LL lbs 589.00 304.00 5,832.00 1,672.00 1,520.00 4,311.00 4,269.50 ©Right End DL lbs 341.00 176.00 3.432.00 968.00 880.00 2,775.00 2,745.50 LL lbs 248.00 128.00 2,400.00 704.00 640.00 1,536.00 1,524.00 Max. DL+LL lbs 589.00 304.00 5,832.00 1,672.00 1,520.00 4,311.00 4,269.50 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defi in -0.189 -0.115 -0.618 -0.157 -0.439 -0.760 -0.649 UDefi Ratio 984.9 837.0 465.9 840.9 437.2 410.4 480.9 Center LLDefl in -0.137 -0.083 -0.432 -0.114 -0.319 -0.441 -0.384 UDefi Ratio 1,354.2 1,150.9 666.2 1,156.3 601.2 707.8 812.8 Center Total Dell in -0.326 -0.198 -1.051 -0.271 -0.759 -1.201 -1.033 Location ft 7.750 4.000 12.000 5.500 8.000 13.000 13.000 LIDO Ratio 570.2 484.6 274.1 486.8 253.1 259.8 302.2 Notes Calculations Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No. 1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" <beam depth <= 14.3", Le = 1.62 * Lu + 3d When beam depth> 14.3", Le = 1.84 • Lu Rev: 510304 Timber Beam & Joist Page. 1 Description ROOF FRAMING -2 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 3 9 10 11 Timber Section 4x16 4x10 Prllm: IS 4x14 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 15.250 9.250 14.000 13.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade ouglas Fir. Larch. ouglas Fir- LarcIruss Joist . MacMilDouglas Fir . Larch. Fb - Basic Allow psi 1,350.0 1,350.0 2,900.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 290.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 2,000.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No Center Span Data Span It 21.00 10.00 18.00 12.00 Dead Load #Ift 154.00 110.00 275.00 275.00 Live Load #/ft 112.00 80.00 200.00 200.00 LResults Ratio = 0.9608 0.4391 0.6962 0.8850 Mmax @ Center in-k 175.96 28.50 230.85 102.60 @ X = It 10.50 5.00 9.00 6.00 fb : Actual psi 1,297.0 571.0 2,019.1 1,001.8 Fb : Allowable psi 1,350.0 1,620.0 2,900.0 1,350.0 Bending OK Bending OK Bending OK Bending OK Iv Actual psi 69.1 37.3 114.1 75.2 Fv Allowable psi 85.0 85.0 290.0 85.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,617.00 550.00 2,475.00 1,650.00 LL lbs 1,176.00 400.00 1,800.00 1,200.00 Max. DL+LL lbs 2,793.00 950.00 4,275.00 2,850.00 ©Right End DL lbs 1,617.00 550.00 2,475.00 1,650.00 LL lbs 1,176.00 400.00 1,800.00 1,200.00 Max. DL+LL lbs 2,793.00 950.00 4,275.00 2,850.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Dell in -0.407 -0.067 -0.406 -0.118 UDefi Ratio 618.9 1,790.8 532.3 1,218.4 Center LL Dell in -0.296 -0.049 -0.295 -0.086 UDefI Ratio 851.0 2,462.4 731.9 1,675.3 Center Total Dell in -0.703 -0.116 -0.701 -0.204 Location ft 10.500 5.000 9.000 6.000 L/Oefl Ratio 358.3 1,036.8 308.2 705.4 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth < 7", Le = 2.06 * Lu When 7"<beam depth <= 14.3", Le = 1.62* Lu + 3d When beam depth> 14.3", Le = 1.84 • Lu C- -MI-- II f FRAMINGPLAN: ME-zA'J/'JE FLeoi PAGE: 51 OF: MEMBER . L4 D!L1 p%DL4 3j ?•*j.. - qhe .. SIZE NOTE DL LL 1/P/Ob fl /,PRO IZ2-7 .6 DL - 2610 PA 2A LL 13 . 24.0 DL . 7' •' '' PA,QAL1J'\ o u. o o - 9. j7.O 60 6-o - PA 2A (1-A tA LL 2.110 15_ DL LI . . / 4 5 TA - 1(0 2 If,c DL LL 50 _ . _. - - - 4. _______________ pt tj XI q.0 - _____ I p& 2 A LfN¼ 5.2,5 y. 220 AT wtU4. 17 .41' I zy ,DL 3") - - - - ---------- - 5i.cI(9 0 -- 10 - - - -. qy VF '---... DL - ±L ___- L M 4 TYPICAL FLOOR JOISTS -11 PlO TJ.BeamTh1 v5.55 Serial Number 700100380 11.875" TJI®/Pro -550 JOIST @ 16.0" o/c BEAMUSA 1001 512/2001 8:51:34 AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED .. 13' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM. Application. Loads(psf): 40 Live at 100% duration; 10 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Plate 3.50" 2.25" 347/87/433 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Plate 3.50" 2.25" 347/87/433 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFIERS / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1000 1000 1925 Passed(52%) Lt. end Span I under Safe loading Reaction(lb) 995 995 1539 Passed(65%) Bearing I under Safe loading Moment(ft-lb) 1320 1320 7982 Passed(17%) MID Span 1 under Floor loading Live Defl.(in) 0.061 0.419 Passed(11999+) MID Span I under Floor loading Total Defl.(in) 0.076 0.629 Passed(L/999+) MID Span I under Floor loading - Allowable moment was increased for repetitive member usage. - Defleàtion Cntena: STANDARD(LL: U360, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: OCEAN VILLAS KSI CONSULTING ENGINEERS, INC. 22895 SAVI RANCH PARKWAY, SUITE "F" I YORBA LINDA, CA 92887 I 714-282-8770 714-282-8750 Copyright 2000 by Trus Joist, a Weyerhaeuser Business. Pro". TJ-Pro' and TJ-Beam' are trademarks of Trus Joist. TJi® is a registered trademark of Trus Joist. C:Program Filesvrru's JolstTJ.BeamNA21337 Ocean Villas-2.bm Rev: 510304 Timber Beam & Joist Page 1 Description MEZZANINE FLOOR FRAMING Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 12 13 14 15 16 17 18 Timber Section Prilm: 5.2 Prllm: 5.2 Prllm: 5.2 4x10 Prllm: 5.2 Prllm: 5.2 Prllm: 5.2 Beam Width in 5.250 5.250 5.250 3.500 5.250 5.250 5.250 Beam Depth in 16.000 16.000 16.000 9.250 18.000 22.000 16.000 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade uss Joist . MacMil uss Joist . MacMirruss Joist . MacMilDouglas Fir. LarchTruss Joist . MacMiTruss Joist . MacMil Truss Joist . MacMu Fb - Basic Allow psi 2,900.0 2,900.0 2,900.0 1,350.0 2,900.0 2,900.0 2,900.0 Fv - Basic Allow psi 290.0 290.0 290.0 85.0 290.0 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 1,600.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 27.00 24.00 27.00 7.00 24.00 27.00 24.00 Dead Load #Ift 65.00 65.00 60.00 54.00 125.00 319.00 319.00 Live Load #/ft 260.00 260.00 240.00 450.00 500.00 232.00 232.00 Dead Load #Ift 15.00 65.00 60.00 Live Load #(ft 60.00 260.00 240.00 Start It 7.000 End It 9.000 17.000 9.000 Point #1 DL lbs 1,300.00 LL lbs 624.00 ft 10.000 Point #2 DL lbs 1,500.00 LL lb . 1,200.00 ft 15.500. [Results Ratio = 0.5755 0.7174 0.6235 0.7538 0.6568 0.7380 0.7329 Mmax @ Center in-k 373.85 466.05 405.00 37.04 540.00 906.34 476.06 ft 13.18 12.00 11.99 3.50 12.00 14.26 12.00 lb : Actual psi 1,669.0 2,080.6 1,808.1 742.2 1,904.8 2,140.1 2,125.3 Fb : Allowable psi 2,900.0 2,900.0 2,900.0 1,620.0 2,900.0 2,900.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 79.1 91.4 98.6 64.1 104.8 114.9 105.8 Fv : Allowable psi 290.0 290.0 290.0 85.0 290.0 290.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 990.00 1,105.00 1,260.00 189.00 1,500.00 5,763.91 3,828.00 LL lbs 3,960.00 4,420.00 5,040.00 1,575.00 6,000.00 4,036.00 2,784.00 Max. DL+LL lbs 4,950.00 5,525.00 6,300.00 1,754.00 7,500.00 9,799.90 6,612.00 ©Right End DL lbs 900.00 1,105.00 900.00 189.00 1,500.00 5,649.09 3,828.00 LL lbs 3,600.00 4,420.00 3,600.00 1,575.00 6,000.00 4,052.00 2,784.00 Max. DL+LL lbs 4,500.00 5,525.00 4,500.00 1,764.00 7,500.00 9,701.09 6,612.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Dell in -0.229 -0.219 -0.250 -0.008 -0.183 -0.610 -0.664 1/Dell Ratio 1,413.5 1,317.4 1,297.2 10,635.4 1,575.0 531.4 433.5 Center LL Dell in -0.917 -0.874 -0.999 -0.066 -0.731 -0.429 -0.483 L!Defl Ratio 353.4 329.3 324.3 1,276.2 393.8 754.8 596.0 Center Total Dell in -1.146 -1.093 -1.249 -0.074 -0.914 -1.039 -1.148 Location It 13.392 12.000 13.176 3.500 12.000 13.500 12.000 L/Defl Ratio 282.7 263.5 259.4 1,139.5 315.0 311.9 251.0 Rec 510304 Timber Beam & Joist Page 12 Description MEZZANINE FLOOR FRAMING I Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1". "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7"c beam depth <=14.3", Le=1.62"Lu+3d When beam depth > 14.3", Le=1.84"Lu @1! 1JL1-J JrI * Z?AP(//Ah FAfl/rJC, ,PMA/ 4ObO - - 4e6 D .. / (C3). / \ , (1 )J - . s IL o ( •.-..• ••- - .. tV TyPftAt. - - -—:_.a8O ao' 2 bi4t VA .Lc1 ' . - L @ r -X fflTTHFIH 00 'n x T1Tf11IBt1L1L AY dt k -r < Prrtv POST : POT - FRAMINGPLAN: Qfr.%// FLoo& PAGE: /Lf OF: 01 _____ -'-- DL - - 1W3i /P/oS5o 7YP/cAL 7.0 G LL - -- - Lf DL 1,0 - - 4'- LL L10 - - ::I 2 D L -. - _______________ AT Z.i7.5 LL DL 71-0 Z.O — 2c 1 LL 2 DL 9iz O.F.' AT 2(o .0 Co'JT..OtJE1iAU IL. Z7 DL 6 X I(, Dw\ +' LL eloO LL : 2-1 LL DL ____- .4 2 1 ex WA V.. WK.. W &. i TYPICAL FLOOR JOISTS - Pi S TJ-Beam r. v5.55SeriaINumbe700100380 16" TJI®/Pro-550 JOIST @ 16.0" o/c BEAMUSA 1001 512/2001 8:46:38AM Page 1 of I Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 27' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM. Application. Loads(psf): 40 Live at 100% duration; 10 Dead; 0 Partition SUPPORTS: INPUT WIDTH 1 2x6 Plate 5.50" 2 2x6 Plate 5.50" BEARING REACTIONS(lbs.) LENGTH LIVE/DEAD/TOT. 4.25" 720/180/900 4.25" 720/180/900 PLY DEPTH DETAIL OTHER 1 16.0" Detail A3 1.25" LSL Rim 1 16.0" Detail A3 1.25" LSL Rim - See TJ SPECIFIERS / BUILDER'S GUIDES for detail(s): A3. - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports. 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1000 1000. 2330 Passed(43%) Lt. end Span I under Safe loading Reaction(lb) 995 995 1885 Passed(53%) Bearing I under Safe loading Moment(ft-lb) 5742 5742 11508 Passed(50%) MID Span 1 under Floor loading Live Defl.(in) 0.485 0.875 Passed(U649) MID Span 1 under Floor loading Total Defl.(in) . 0.607 1.312 Passed(11519) MID Span I under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STAN DARD(LL: U360, TL:L/240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated. GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of itsproducts by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability: - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: OCEAN VILLAS KSI CONSULTING ENGINEERS, INC. 22895 SAVI RANCH PARKWAY, SUITE "F" YORBA LINDA, CA 92887 714-282-8770 714-282-8750 Copyright 02000 by T,us Joist, a Weyerhaeuser Business. P&M. TJ-Pro and TJ-Beam are trademarks of Twa Joist. TJi® Is a registered trademark of Twa Joist. C:tProgram Filesvrsus JoistVrJ-8eamNA'21337 Ocean vilias.bm Rev: 510304 Timber Beam & Joist Page 1 Description SECOND FLOOR FRAMING Timber Member Information - Calculations are designed to 1997 NOS and 1997 UBC Requirements 1 23 24 25 26 27 28 Timber Section 6x16 4x12 4x12 4x12 6x16 6x16 Beam Width in 5.500 3.500 3.500 3.500 5.500 5.500 Beam Depth in 15.500 11.250 11.250 11.250 15.500 15.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade ouglas Fir. Larch, ouglas Fir - LarchDouglas Fir - Larch.Douglas Fir. Larch,00uglas Fir - Larch,Douglas Fir - Larch. Fb - Basic Allow psi 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 24.50 13.00 7.00 8.00 9.00 8.00 Dead Load #Ift 40.00 20.00 10.00 100.00 200.00 10.00 Live Load #Ift 240.00 120.00 40.00 400.00 900.00 40.00 Point #1 DL lbs 80.00 1,516.00 LL lbs 600.00 7,730.00 It 4.000 Point #2 DL lbs 120.00 LL lbs 1,200.00 ft 3.500 Point #3 DL lbs 80.00 LL lbs 600.00 1 7.000 Cantilever Span Span ft 2.00 2.00 6.00 Uniform Dead Load #Ift 100.00 100.00 77.00 Uniform Live Load #Ift 400.00 400.00 460.00 Point #1 DL lbs 695.00 695.00 LL lbs 820.00 820.00 @ X ft 2.000 2.000 Results Ratio = 0.8724 0.9210 0.3535 0.9210 0.9601 0.9851 Mmax @ Center in-k 252.10 26.59 31.39 38.93 125.46 226.70 @ X = ft 12.25 5.62 3.50 3.62 4.36 4.00 Mmax @ Cantilever in-k 0.00 -48.36 0.00 -48.36 -115.99 0.00 lb : Actual psi 1,144.7 655.0 425.2 655.0 569.7 1,029.4 Fb : Allowable psi 1,312.2 1,485.0 1,485.0 1,485.0 1,312.2 1,312.2 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 54.1 78.3 30.0 78.3 81.6 83.7 Fv : Allowable psi 85.0 85.0 85.0 85.0 85.0 85.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 490.00 7.69 695.00 201.25 746.00 798.00 LL lbs 2,940.00 780.00 820.00 1,600.00 4,050.00 4,025.00 Max. DL+LL lbs 3,430.00 787.69 1,515.00 1,801.25 4,796.00 4,823.00 @ Right End DL lbs 490.00 1,147.31 695.00 1,493.75 1,516.00 798.00 LL lbs 2,940.00 2,587.69 820.00 3,525.00 7,730.00 4,025.00 Max. DL+LL lbs 3,430.00 3,735.00 1,515.00 5,018.75 9,246.00 4,823.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK I Rev: 510304 Timber Beam & Joist - p age Description SECOND FLOOR FRAMING Center DL Dell in -0.119 0.026 -0.003 0.005 -0.006 -0.011 1/Dell Ratio 2,476.0 5,894.5 27,604.1 20,912.4 16784.3 9,082.6 Center IL Dell in -0.712 -0.116 -0.026 -0.055 -0.049 -0.054 UDell Ratio 412.7 1,344.2 3,287.4 1,730.4 2,219.9 1,793.6 Center Total Dell in -0.831 -0.092 -0.029 -0.053 -0.055 -0.064 Location ft 12.250 6.084 3.500 3.840 4.464 4.000 1/Dell Ratio 353.7 1,692.7 2,937.6 1,814.0 1,962.6 1,497.8 Cantilever DL Dell in -0.032 -0.016 -0.001 Cantilever LL Dell in -0.006 0.003 -0.038 Total Cant. Dell in -0.037 -0.013 -0.039 1/Dell Ratio 1 1,282.5 3,561.0 3,726.9 I Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" <beam depth <= 14.3". Le = 1.62 * Lu + 3d When beam depth > 14.3", Le1.84'Lu Rev: 510301 Timber Column Design Page 1 04 Description COLUMN (C-I) LGeneral Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Wood Section 4x4 Total Column Height 7.00 ft Le XX for Axial 7.00 ft Rectangular Column Load Duration Factor 1.25 Le YY for Axial 7.00 ft Column Depth 3.50 in Fc 925.00 psi Lu XX for Bending 7.00 it Width 3.50 in Fb 1.350.00 psi Sawn E - Elastic Modulus 1.600 ksi Douglas Fir - Larch, No.1 ILoads - Dead Load Live Load Short Term Load Axial Load . . 4,400.00 lbs 2,700.00 lbs 0.00 lbs• Eccentricity 0.000in Column OK Using: 4x4, Width= 3.50in, Depth= 3.501n, Total Column Ht= 7.0011 DL+LL DL+LL+ST DL+ST fc: Compression 579.59 psi 579.59 psi 359.18 psi Fc: Allowable 640.01 psi 686.67 psi 686.67 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 2,025.00 psi 2,531.25 psi 2,531.25 psi Interaction Value 0.9056 0.8441 0.5231 Stress Details Fc: x-x 640.01 psi For Bending Stress Calcs... Fc: Y-Y 640.01 psi Max kLu /d 50.00 Pc: Allowable 640.01 psi Actual k*Lu/d 24.96 F'c:AIlow Load Dur Factor 686.67 psi Mm. Allow kLu / d 11.00 F'bx 2,025.00 psi Cf:Bending 1.500 F'bx * Load Duration Factor 2,531.25 psi Rb : (Le d / bA2) A5 6.645 • For Axial Stress Caics... Cf:Axial 1.150 • Axial X-XkLu/d 24.00 Axial Y-YkLu/d 24.00 Rev 510301 Timber Column Design Page7fJ Description COLUMN (C-2) Ineral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section . 6x6 Total Column Height 9.00 It Le XX for Axial 9.00 ft Rectangular Column Load Duration Factor 1.25 Le YY for Axial 9.00 ft Column Depth 5.50 in Fc 925.00 psi Lu XX for Bending 9.00 ft Width 5.50 in Fb 1,350.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch. No.1 Loads Dead Load Live Load Short Term Load Axial Load . 5,900.00 lbs 4,200.00 lbs 0.00 lbs Eccentricity 0.000in Column OK Using :6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 9.00ft DL+LL DL+LL+ST DL+ST fc: Compression 333.88 psi 333.88 psi 195.04 psi Fc: Allowable 723.86 psi 827.74 psi 827.74 psi lbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,350.00 psi 1,687.50 psi 1,687.50 psi Interaction Value 0.4613 0.4034 0.2356 Stress Details - Fc X-X 723.86 psi For Bending Stress Calcs... Fc: Y-Y 723.86 psi Max k*Lu /d 50.00 Pc: Allowable 723.86 psi Actual k*Lu/d 24.96 Fc-Allow * Load Our Factor 827.74 psi Mm. Allow k*Lu /d 11.00 F'bx 1,350.00 psi Cf:Bending 1.000 F'bx * Load Duration Factor 1,687.50 psi Rb : (Le d / bA2) A•5 6.011 For Axial Stress Calcs... Cf: Axial 1.000 Axial X-XkLu/d 19.64 Axial Y-YkLu/d 19.64 Rer. 510301 Timber Column Design Page 2.1 Description COLUMN (C-3) LGeneral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 Total Column Height 9.00 ft Le XX for Axial 9.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 9.00 it Column Depth 5.50 in Fc 925.00 psi Lu XX for Bending 9.00 ft Width 5.50 in Fb 1350.00 psi Sawn E - Elastic Modulus 1.600 ksi Douglas Fir - Larch, No.1 Loads Dead Load Live Load Short Term Load Axial Load 9,592.00 lbs 6,820.00 lbs 0.00 lbs Eccentricity 0.000in - Column OK Using: 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 9.00ft DL+LL DL+LL+ST fc: Compression 542.55 psi 542.55 psi Fc: Allowable 723.86 psi 723.86 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 1,350.00 psi 1,350.00 psi Interaction Value 0.7495 0.7495 (Stress Details Fc: X-X 723.86 psi For Bending Stress Calcs... Fc: Y-Y 723.86 psi Max kLu Id Fc: Allowable - 723.86 psi Actual k*Lu/d F'c:Allow • Load Dur Factor 723.86 psi Mm. Allow kLu / d F'bx 1,350.00 psi Cf:Bending F'bx • Load Duration Factor 1,350.00 psi Rb: (Le d I bA2) A•5 For Axial Stress Cabs... Cf : Axial Axial X-X k Lu Id Axial Y-Y k Lu! d DL + ST 317.09 psi 723.86 psi 0.00 psi 1,350.00 psi 0.4381 50.00 27.91 11.00 1.000 6.011 1.000 19.64 19.64 Rev: 510301 Timber Column Design Page Description CLOUMN (C-4) [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 Total Column Height 0.08 It Le XX for Axial 0.00 It Rectangular Column Load Duration Factor 1.00 Le VY for Axial 0.00 ft Column Depth 5.50 in Fc 1,250.00 psi Lu XX for Bending 0.00 It Width 5.50 in Fb 1,750.00 psi Sawn E - Elastic Modulus 1,800 ksi - ILoads Dead Load Live Load Short Term Load Axial Load 0.00 lbs 0.00 lbs 0.00 lbs Eccentricity 0.000in Column OK Using: 64, Width= 5.50in, Depth= 5.50in, Total Column Ht= 0.08ft DL+LL DL+LL+ST fc : Compression 0.00 psi 0.00 psi Fc: Allowable 1.250.00 psi 1,250.00 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 1,750.00 psi 1,750.00 psi Interaction Value 0.0000 0.0000 DL + ST 0.00 psi 1.250.00 psi 0.00 psi 1,750.00 psi 0.0000 Stress Details Fc: X-X Fc: Y-Y Pc : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 1,250.00 psi For Bending Stress Caics... 1,250.00 psi Max k'Lu / d 1,250.00 psi Actual kLuld 1,250.00 psi Mm. Allow kLu / d 1,750.00 psi Cf:Bending 1,750.00 psi Rb: (Le d I bA2) For Axial Stress Cates... Cf: Axial Axial X-X k Lu / d Axial Y-Y It Lu /d 50.00 25.46 11.00 1.000 1.000 1.000 0.00 0.00 L-1 Kh oz~ C3 CONSULTING ENGINEERS, INC. SHEET a_ OF PROJECT: Cfri,/ YIL4J 5U6JECI: IA Ti i4 L PATE: IJJi ---- jiiITir Ji1IIJI"L[Ill.J1.. _C:i±fM,JL IIIi_I__LIIIIIILIIIIfIII, - ItIIIITIIIIIIIIIIIITiIIIIITI1 E+L1H1 i +---J-I -i -;---H iHHi ii 4ii f i1Li2.I .1 I III I I..I IJ.IEIJII I I.I/iJiI ItL± 1 4-1 ILI 'i,II Ii ''H ILiIA1I.II I I 1.1 I1I1IIIII,Ij:L I II]IIL1 . --I +Ec LH I:i.FH E hI PROJECT: SHEET OF '140 PATE: CONSULTING ENGINEERS, INC. 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PROJECT: SU6JECT: SHEET2, 9 OF kb DATE: c-il ..ME u.ma.uu.'.a..u' uuirniiirnairnii rnriumirnu•uurnuu uil•Nuu.....0 MEMEMM M urnu urn. urir•u ME uuuuuu rr •••• ivpe9m uuiuuauauirnuuuu•arnurnurnrn M wurnurn M • • • rnrnrnrnrnrnurnurnrnrn••rniirn uirnrnrnuuuurnuurnrnuurirnrn iarnrnrnurnrn ruriuiuiii•u•irn •••••• • .•.•• I...••.•...•.MMINMMMMMEMMMMMMM ME urnrnrnrnurnrnrnrnrnurnurnrnuu uirnrnurnrnuurnrnurnrnurnrnrn urn urnrnrnrnuuurnrnrnuuurnrnrnii•rnuu urn•••rnrnauuu••uurn•rnrnrnrnirnrn .•.••..•••.•...•••.•..••. ..•...•...•.........••... .••..••.-.•...•. ONE.u.•.-••• MMI~MMM=021MM M~lmclmaolum WNM w M glm-- =---EMEM. ME1 mot MEMMIM, MM- A S.! — MM-~ Mclf-sl MM4 OMMIUMMMM- An u uuiii rul1u1i IMMEMEMME'"If M -"O=.11 I MC -w liUUU•iNUSIRE oil uu•uuuuu•uuumuuuuuuuu ii MEN moo uuuuu•uu•uuauauiusuu M=~=M msmu•msu•uu•iiumuui•u••u .u.uuumu•u•mu••suuusuui ci -v c..J a CONSULTING ENGINEERS, INC. SHEET OF DY: PROJECT: SUBJECT: PATE: 7,-; Z4i1IiITI2IDIIr S DZQ30' CONSULTING ENGINEERS, INC. SHEEr 3 OL OF PROJECT: SUBJECT: DATE: TYPE MATERIAL HALING SIZES & SPAONC TIP BOTTOM CONNECTION SEE SHEAR - SIZE - EDGE - _E!Q SILL PLATE ANCHOR BOLT AT FDN CONNECTION NOTES CAPACITY Ibflt 3/8 O-X PLYWOOD 8d 6 I2 *350 I6 D.C. 16d 0 6 D.C. /0 X 12 0 220 ONE SIDE 32 D.C. 3/8 COX PLYWOOD 8d 4 If A35 0 I6 D.C. .16d 0 4 D.C. X 12 0 - 320 ONE 90€ 24 D.C. - LI 3/8 CO-X PLYWOOD I2 *35 0 8 D.C. 16d 0 3 O.C. 5/80 X 12 0 * * 440 BOTH SIDES 16 D.C. 3/8 0-X PLYWOOD Bd 4- 12' A35 0 8 D.C. 16d 0 2 D.C. 5/80 X 12 0 * * 640 BOTH SIDES 12 D.C. 15/32 STRUCTURAL I lOd 6 12' *35 016* D.C. I6d 0 4 D.C. 5/80 X I2 0 32 O.C. 340 ONE 90€ 15/32 STRUCTURAl. I lOd 4* I2 *35 080.C. 16d 0 Y D.C. 5/80 X 12 0 * * 510 ONE 90€ 160.C. A 15/32- STRUCTURALlOd 3 12 *35 0 r D.C. 16d 0 f D.C. 5/8•0 X 12 0 - 665 ONE SIDES I6 D.C. 15/32 STRUCTURAL I lOd 2 12 A35 06 D.C. 2 ROWS a s 5/80 12 0 * 870 ONE 90€ 16 03 D.C. 16 D.C. L2 INDICATES 3X BLOCKING OR JOIST UNDER SOLE PLATE. NAILS SHALL BE STAGGERED so 3X STUDS & BLOCKING REQUIRER AT ADJOINING PLThVCO EDGES. 3X 911 PLATES AT FOUNDATION ALL EDGES OF PLYWOOD PANELS MUST BE BLOCKED W/ 2X SOLID BLOCKING ALL NAILS SHALL BE COMMON NAILS (PENETRATION INTO FRMC MEMBER - I 5/8) ALL PLYWOOD SHALL BE 5-PLY A.P.A. RATED PLYWOOD. PLYWOOD SPECIFIED AS A SHEAR PANEL SHALL BE A.P.A. STAMPED WITH EXTERIOR CLUE. PROVIDE 1/2 MIN. EDGE NAILING DISTANCE AT PANEL ENDS AND EDGES. PROVIDE 4 X OR 6 X JAMB STUD AT ALL HOLDOWNS U.N.O. SPACE BOLTS AT 4'-0 D.C. MAXIMUM (U.N.D.) (SEE SHEAR WALL SCHEDULE FOR SPACING AT SHEAR WALL). PROVIDE ONE BOLT WITHIN 12 OF EACH (ND AND CORNERS OF WALLS. PROVIDE TWED BOLTS MINIMUM PER WALL. B. PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. I/2 01*. A.B. - PL WASHER 2X2X3/16 5/8 01*. A.B. = Pt. WASHER 2 1/2X2 1/2X1/4 3/4 01*.. A.B. = PL. WASHER 2 3/4X2 3/4X5/I6 7/8 CIA. A.B. - PL. WASHER 3X3X3/8 9. INTERIOR SHEAR WALLS SHALL RUN CONTINUOUSLY UP TO FLOOR OR ROOF FRAMING (u.N.0) rA) STEEL. F12A T5SL e co "SD F too i -70 —) 00 F /Z34 J .WALL IIIk.E1 CONSULTING ENGINEERS, INC. SHEET 3 3 OF 13Y.AO PROJECT- SUBJECT: PATE U - 4W A UU!Ir I e —. .ME U_IUI_ &IWLUIU UIURIIII !IUII LIII LIII 11111 MEMO IIIIIIIUUUIUIUUIRLLII IIIIILIIIIIIIIIUILILL•LII UIIIIULIUULLILIUUIULiI IIIUIIIIUIUUIIIUIUILULLIIi IIIIII.IIIIIIIIULUIIILIi IIIIUIIIIIIILIILIIIUIIIII = IL IIIIIIIIIUlLUIIUIIIIIU IIIIIIIIIIIPSILIUII IIIIIIIUIIIIIIIIIIIII IIIIIIIIUIUUIILUIUI IIIIUIIIIIIIIIIIIIILI IIIIIIII..I.......... IIIIIIIIIIIIIIIUILIELII IIIIIIIIIIUIIIRUUUIILUIU IIIIIIIIIIIIIIIUUUIIIIau UIIIIUUIIILILIIIUIIIILLRL IIIIIIIIIUIIUIIIIIULUuuuU UUUIIIIUUIUIUIIUIIIUUIILI IIIUUUIIIIUIUIIIIIUIIIIII 1 II I I•I II I I ILl .1.11 i.................. i. N3 I M5 I N2 M. I IN5 [. 1 IIi I 'II!. I 141 ¶11 I11I H -L H_1 l .ITm_ -. T_I •••1 111 ILILT ThT 1:1 lfiT I IlLI IL 111 1L III Ni INO Loads: LCI,LC-1 Solution: LC 1, LC-1 . KSI Consulting Engineers, OCEAN VILLAS May 2, 2001 M.O. . . 12:44 AM - 21337 STEEL FRAME AT LINE "5" untitled.r2d -. .'.. Company : KSI Consulting Engineers, Inc. May 3, 2001 Designer : M.O. 11:10 AM f)3 ç Job Number: 21337 OCEAN VILLAS Checked By:. Global . Steel Code . AISC 9th Edition ASD Allowable Stress; lncreaséi Factor, (ASlF) Lf Include Shear Deformation Yes - No of Sections for Member. Caics - 3 Redesign Sections Yes P-Delta Analysis Tolerance -t. 0 50% Materials (General) * Material Label Youngs Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (Ks!) (Ksi) Ratio (per 10A5 F) (KIftA3) (Ksi) I STL 1 29000 I 11154 I .3 I .65 -I .49 I 36 - Sections . Section . Database. Material Area SA SA 1(90.270) 1(0.180) TIC I 0hal - I 2hal 1InA2 Ifl 1Rfli (On 97fl 11nAA1 1InM flnk, Joint Coordinates Joint Label X Coordinate . V Coordinate Joint Temperature (Ft) (Ft) (F) , COLUMN WI0X30 -STL 8.84 1.2 1.2 16.7 170 . P?BEAM ' W16X26 STL , 7 68 k] 1 t2 UI 2 11 . 9.W 3ç 301 1 BEAM-2 WI6X3I STL 9.12 1.2 1.2 12.4. 375. NI 0 0 0 L' K, I N2 0 10 ' . 0 N3 0 20 0 N5 II 10 . .0 - Boundary Conditions . - Joint Label X Translation, V Translation - Rotation (K/in) (KIm) (K-ft/rad) .- Member Data . . Section End Releases End Offsets inactive Member Member Label I Joint J Joint Rotate Set I-End- J-End I-End J-End Code Length.. (degrees) AVM AVM (In) (in) (Ft) RISA-2D Version 5.1 [C:\risa\21337 OCEAN VILLAS.r2d] . . .. Page 1 NI Reaction Reaction N6?±j,c Reaction - . Reaction Ml NI • N2 COLUMN - 10 tVM2 \N24a £N3 J. 'COLUMN . I0 M3 N5 N6 . . COLUMN 10 COLUMN ' '- - 10 MS N3 N4 BEAM. Company : KSI Consulting Engineers, Inc. May 3, 2001 Designer : M.O. 11:111 AM Job Number: 21337 OCEAN VILLAS Checked By:_P3 to Steel Design / NDS Parameters Member Section Length Lb out Lb in L_comp Cb Sway Label. Set le out le in le—bend K out K in CH Cm B out in 1141 (Ffl 1Ffl (Ffl WOW -- .D)Uiii.I -- - Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (In) (In) (In) (In) I No Data to Print ... I Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Wift ri II(Ift F' 1 Ft nr OM (Ft or O/ UNIFORMX X -1 -1 0 0 IL - UNlFORMY. y -1 o . - o Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals I I I SEISMIC I EL I Earthquake Load I I 2 I I Joint Loads/Enforced Displacements, Cate-gory: EL, BLC I : SEISMIC Joint Label ILload or Direction Magnitude rnhintrmønf (K. K-ft. In. rad N3 L X 6.7 N2 . L . x . 2.05 Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint I No Data to Print ... I Load Combinations Joint Displacements, LC I : LC-1 Joint Label X Translation V Translation Rotation fin fin (rt1ins NI 0.000. 0.000 -0.008 ;.. •O739'. 0007 -O.002. N3 1.006 0.008 -0.001 RISA-20 Version 5.1 [C:risa\21337 OCEAN VILLAS.r2d] Page 2 - I. S - Company : KSI Consulting Engineers, Inc. May 3, 2001 Designer : M.O. 11:10 AM . . -7 Job Number: 21337 OCEAN VILLAS Checked By: Joint Displacements, LC I : LC-I, (continued) Joint Label X Translation Y Translation Rotation - (In) (In). (radians) - - Reactions, LC I : LC-1 Joint Label X Force Y Force Moment I II(Jt NI -4.374 -14.045 0.000 -VZU 4:376 1 14045$ ç- 0.000 Reaction Totals: -8.75 0.000 Center of Gravity Coords (XX) : No Calculation Story Drift, LCI:LC-I Story X Direction Number Joint Label Drift % of Ht. . (In) I ... I No Stories Defined... I . Redesign Shapes, LC I : LC-1 Section Member Current Suggested Alternate Shapes Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice I Redesian Not Performed... I Ml 1 -14.045 4.374 0 2 -14.045 4.374 -21.871 3 -14.045 4.374 -43.741 I M2 L1 4..36I 94i 3359 S13644i0 3.359-'-'-.' 4-3 153 3c.. I !-,F--a-'3.61 9 3'359'-'-' -1995 ' I M3 1. 14.045 4.376 43.759 2 14.045 4.376 21.879 3 14.045 4.376 0 47;--M9863 I M5 1 3.341 -3.619 -19.95 - 2 3.341 -3.619 -0.044 3 . 3.341 -3.619 19.863 IM6r2.' 1 1.035. 10:426: 57.385 V411'.035 -10426. .-0041 Li1t035 -.4 l0426' ?:57.302 . 11 1004i '1 -'-0.008 .i N5 0.739 -0.007 -0.002 40.000f s T0.000 t-0.008 Member Section Forces, LC I : LC-1 Member Label Section Axial Shear Moment (K) (K) (K-ft) RISA-2D Version 5.1 [C:\risa\21337 OCEAN VILLAS.r2d] Page 3 N1icheI Broad P.S. ProjecT -Page C ck ~ cu ~ ( fA - -h c5 n cz2 k r Pz=~ c4 I' L-A V-Vl\ oer-L '4 aowaq rz- 41 CA CA ue Sc2 E?QLt1Vw3 is D00 sE &- t ~ D~ d CY3 6 // 716, 2417 Shady Forest Lane, Orange CA 92867 Phone 714-974-5347 Fax 714-974-0114E-mail: rrben;@earthlink.neT i 1 1 — t Nlichoel brood P.E. Proje I Page No . 1 2417 Shady Forest Lane. Orcrie CA 502867 Phone 714-974-5347 Fox 74-974-0114 E-mail: mtheng@earthhnk.ner ' ,!! .'•• &,c... ichoel Broad P "•" Project De . Page No .. all _ 2417 Shady Forest Lane. Orange CA 92867 Phone 714-974-5347 Fox 714-974-0fl4 E-mail: mcbeng@earthlink.net MchoeI Broad P.E. Projer . De .ge No.. De4c. oeF L.J, 4. 70 40. 40 ,44I k1Q UL b L F '2.0 44 ± 34 114r5 c c4 A1 4L:ZDv ,z = 0 PsIr. 'Wc esC. r PT gq.!~o -t .5 w 56,6 Fs . L0t 13 J0 Qk 644,v e. 2477 Shady Forest Lane. Orange CA 9287 Phone 714-974-347 Fox 714-974-0114 E-mail: mcbeng@earthiink.ne? I h1icheI Broad P.E. 7roje . No .. P T S Ic 3Lc-b c: 4i-o p L vL.ct '-L. LM .3 2417 Shady Forest Lane. Orange CA 92867 Phone 714-974-5347 fox 714-074-0114E-mail: rnbeng@eorthIink.ne Michael broad P.E. Projer Dare . Pcge No .. 13 . 1' 25 3 1:;, f T T, 25.V, 2417 Shady Forest Lane. Orange CA 92867 Phone 714-974-347 Fox 714-974-0114 E-mail: mabeng@earthlink.net - . ..:..-. t: S!:: E..: Orar.qe, CA 14/974-!34 - 1.,:.: 4'"4-0!14 -=-==-•------------PTData for Windows (Vl.00-0199) ST TE?SIONED TWO - WAY SLAE DEs:u 06-10-2001 PROJECT: Ocean Villas Carlsbad MEMBER ID: Bands line 2-- 2 span STORAGE ID: C: \PTPLUS\PTRUNS\OCEANS1 .PTD Copyright 1997 Structural Data Inc. 2 SPANS 0 CANTILEVERS UNIF LL DL FACTOR-1.4 LL FACTOR-1.1 CONCRETE: BEAN 4000psi 150pcf E3934ksi 1 END SPANS LEFT I END SPANS RIGHT 125psi MINIMUM F/A COLUMN 4000p51 150pcf E-3934ksi ALLOWABLE TENSILE STRESSES TOP 6.0 SORT f'c - 379psi BOT 6.0 SORT fc 379psi TENDON COVER: INTERIOR SPANS TOP 1.00 in EXTERIOR SPANS TOP 1.00 in UNBONDED. LOW RELAXATION BOTTOM 1.00 in BOTTOM 1.50 in PERP F/A=125ps1 MIN REBAR REQUIREMENTS: 0.0751 8 TOP, Nc/0.5fy B BOT WHEN ft>2 SORT f'c'.126psi REBAR YIELD-60.00ksi TENDON DIAII-0.50in MAX LONG BAR SIZE-#4 REBAR COVER: 1.00in TOP 1.00in ROT LOAD FACTORS 1.4/1.7/1.7/1.3/.9/.75/1.4/1.7 fse-173.Oksi No Top Columns B Stressing cn_-caccnnCopyright 1997 Structural Data Inc. Sectioni-EQUIVALENT FRAME INPUT DATA GEOMETRY---------> <--------TENDON PROFILE-------> SUPERIMPOSED LOADS ---- > L t TribL TribR Yref CL CR A B C LOAD DL Li A B SPAN (ft) (in) (ft) (ft) (in) TYPE (in) (in) (ft) (ft) (ft) SPAN TYPE (k,ft) (k,ft) (ft) (it) 1 10.50 10.00 13.50 12.50 0.00 3 0.00 0.00 1.05 1.05 5.25 1 U 0.090 0.096 0.00 10.50 2 27.00 10.00 13.50 12.50 0.00 3 0.00 0.00 2.70 2.70 13.50 2 U 0.090 0.096 0.00 27.00 - -------------------- COLUMNS -------------------- bottom ------ > C -------- Top --------- > Cap-----> Trans Bin ------ > H C2 Cl Far H C2 Cl Far Ni W2 h Sw Ytb SW Ytb JOINT (it) (in) (in) End (it) (in) (in) End (in) (in) (in) (in) (in) (in) (in) 1 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 60.00 60.00 18.00 0.00 0.00 0.00 0.00 3 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Section 2 - S 1. A S A N D C 0 L U N N H 0 N E N T S (k-it) Column Momenta are Factored, All Other Moments are Untactored DEAD LOAD C------BALANCED LOAD ---- > BEAM SECONDARY SPAN L M(x-ft) R L M(x-ft) H L R 1 -4.65 -104.99( 9.2) -394.76 1.93 307.30( 9.2) 292.59 0.37 1.96 fi 2 -424.56 298.29(16.2) 18.96 333.01 -184.84(13.6) -0.21 31.33 0.40 C------MOST P00 Li------) C------MOST NEG Li ------ > COLUMN MOMENTS(FACTORED) SPAN L M(x-ft) H L M(x-ft) H JOINT TOP SOT 1 -2.08 -180.47( 9.2) -176.02 -2.08 -180.47( 9.2) -176.02 1 0.00 0.00 2 -189.21 133.17(16.2) 8.46 -189.21 133.17(16.2) 8.46 2 0.00 48.98 3 0.00 0.00 Section 3-EFFECTIVE FORCES AND PROFILES Tendon Weight-0.625 psf EU Force No. CGS Dim. (in. from datum) F/A(icsi) SPAN (k) (k/it) Strands HiL Lol Lo2 HiR Min Max 1 741.13 28.51 28.0 5.00 3.75 0.00 1.25 0.206 0.238 2 741.13 28.51 28.0 1.25 8.25 0.00 5.00 0.206 0.238 Section 4-REBAR REQUIREMENTS (in2) ULT(%R- 0.0) D+L/4(%R- 0.0) MIN ULT(%R- 0.0) D+L/4(%R- 0.0) MIN JOINT TOP BOT TOP BOT TOP SOT SPAN TOP BOT TOP BOT TOP BOT 1 0.00 0.00 3.85 0.00 0.94 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 2 4.68 0.00 7.88 0.00 1.69 0.00 2 0.00 4.32 0.00 8.31 0.00 5.75 3 0.00 0.00 0.00 0.00 2.43 0.00 Rebar Weight-1.133 psi .ULT(%R= 6.7) D+L/4(%R10.0) !41N ULT(%R 6.7) D+L/4(%R-10.0) HIM JOINT TOP SOT TOP BOT TOP SOT SPAN TOP BOT TOP SOT TOP SOT 1 0.00 0.00 3.29 0.00 0.94 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 2 3.35 0.00 6.96 0.00 1.69 0.00 2 0.00 4.86 0.00 8.77 0.00 5.75 3 0.00 0.00 0.00 0.00 2.43 0.00 Rebar Weight-1.140 psi --.,...- . . ........- ULT(1T! D+L/4(%R-15.0) MTh ULT(%R-15.0) D+L/4(%R=15.0) HIM JOINT TOP BOT I TOP SOT TOP BOT SPAN TOP SOT TOP SOT TOP SOT 1 0.00 0.00 3.01 0.00 0.94 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 5.56 1 6.50 0.00 1.69 0.00 2 8.24 5.97 0.00 9.00 0.00 5.75 3 0.00 0.00 0.00 0.00 2.43 0.00 Rebar Weight-1.653psf - se......et. _ - .., .•• . - SectionS -PUNCHING SHEAR ANALYSIS Factored Jt. Shears & Moments Critical Section #1 Maximum Shear Maximum Moment Ac Jc Ex XL xR fL fR Allow d/So Gamma Shear Moment Shear Moment JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) (kips) (k-it) (kips) (k-ft) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 -29.26 0.00 -29.26 0.00 2 2013.00 334933.8 0.00 15.25 15.25 0.169 0.190 0.230 0.135 0.40 361.75 48.98 361.75 48.98 3 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 123.60 0.00 123.60 0.00 Michael b:oa,t, F.E. 2417 Shaav Forest. 2 . Orange, CA 92867 - span 714/974-534 - Fax fl4!74-0l14 Paq ao _na_ten=aanen=cnncnPTData for Windows (VI .00-0199) Critical Section 02 Ac 3c Ex xL xR fL fR Allow d/Bo JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 2 2176.00 1682773.3 0.00 34.00 34.00 0.162 0.171 0.190 0.029 3 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Section 6-CONCRETE FLEXURAL STRESSES AND DEFLECTIONS -----------------------Stresses (ksi) ----------------------- - - ----- Deflections (in) -----> Service Loads Transfer of Prestress DL + Sal LL SPAN Tension (x) Compression (x) Tension (x) Compression (x) SPAN Delta L/Delta Delta 1./Delta 1 T 0.386 ( 8.00) -0.227 C 0.33) -0.258 C 7.04) -0.387 ( 9.17) 1 -0.014 9266 -0.015 8459 8 -0.249 C 0.33) -0.882 ( 9.92) 0.039 ( 9.17) -0.297 ( 7.04) 2 0.118 2753 0.137 2362 2 T 0.205 C 2.50) -0.840 ( 18.84) -0.119 ( 11.02) -0.431 ( 1.33) B 0.365 C 18.84) -0.845 C 0.58) 0.122 ( 1.33) -0.436 C 11.02) Section 7-FACTORED COLUMN LOADS Maximum Axial Load Maximum Moment Axial Column Moment Axial Column Moment Load Top Bottom Load Top Bottom JOINT (kips) (k-ft) (k-ft) (kips) (k-ft) (k-ft) 1 -29.26 0.00 0.00 -29.26 0.00 0.00 2 361.75 0.00 48.98 361.75 0.00 48.98 3 123.60 0.00 0.00 123.60 0.00 0.00 ) Orane • 714/I.;- - .t:.: •74-Ci 14 for Windows P'ST TENSIONED TWO -WAY SLAB DESIGN 06-10-2001 PR3.ET: Ocean Villas Carlsbad MEMBER ID: bands line 3-- 2 span STORAGE ID: C: \PTPLUS\PTRUUS\OCEANS2 . PTD -Copyright 1997 Structural Data Inc. 2 SPANS 0 CANTILEVERS UUIF LL DL FACTOR=1.4 LL FACTOR=1.7 CONCRETE: BEAN 4000psi 150pcf E=3834ksi 1 END SPANS LEFT 1 END SPANS RIGHT 125psi MINIMUM F/A COLUMN 4000psi 150pcf E=3834ksi ALLOWABLE TENSILE STRESSES TOP 6.0 SORT f'c = 379psi BOT 6.0 SORT fc = 379psi TENDON COVER: INTERIOR SPANS TOP 1.00 in EXTERIOR SPANS TOP 1.00 in UNBONDED, LOW RELAXATION BOTTOM 1.00 in BOTTOM 1.50 in PERP F/A=125psi MI)') REBAR REQUIREMENTS: 0.075,. @ TOP, Nc/0.5fy B BOT WHEN ft>2 SORT Pc=126psi REBAR YIELD=60.00ksi TENDON DIAN0.50in MAX LONG BAR SIZE$4 REBAR COVER: 1.00in TOP 1.00in BOT LOAD FACTORS 1.4/1.7/1.7/1.3/.9/.75/1.4/1.7 fse=173.oksi No Top Columns B Stressing ===__=__=_aCopyright 1997 Structural Data Inc • Section 1-EQUIVALENT FRAME INPUT DATA GEOMETRY---------> <--------TENDON PROFILE-------> SUPERIMPOSED LOADS ---- > L t TribL TribR Yref CL CR A S C LOAD DL LL A B SPAN (ft) (in) (ft) (ft) (in) TYPE (in) (in) (ft) (ft} (ft) SPAN TYPE (k,ft) (k,ft) (ft) (ft) 1 21.00 10.00 13.50 12.50 0.00 3 0.00 0.00 2.10 2.10 10.50 1 U 0.090 0.096 0.00 21.00 2 27.00 10.00 13.50 12.50 0.00 3 0.00 0.00 2.70 2.70 13.50 2 U 0.090 0.096 0.00 27.00 - -------------------- COLUMNS ------ - ---- -- ------- Bottom ------ > <--- ----- Top ---- -----> <-----Cap-----> Trans Sm ------ > H C2 Cl Far H C2 Cl Far Wi W2 h Sw Ytb Sw Ytb JOINT (ft) (in) (in) End (ft) (in) (in) End (in) (in) (in) (in) (in) (in) (in) 1 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 60.00 60.00 18.00 0.00 0.00 0.00 0.00 3 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Section 2 - S L A B A N D C 0 L U N N M 0 N £ N T S (k-ft) Column Moments are Factored, All Other Moments are Unfactored DEAD LOAD-------> 'C------BALANCED LOAD ---- > BEAN SECONDARY SPAN L M(x-ft) R L M(x-ft) R L R 1 11.72 116.44( 6.4) -429.26 0.19 -25.96( 8.4) 313.86 0.38 23.43 fi 2 -447.00 289.15(16.2) 18.67 330.69 -173.39(13.6) -0.09 39.78 0.50 'C------MOST POS LL------> 'C------MOST NEG LL------> COLUMN MOMENTS(FACTORED) SPAN L M(x-ft) R L M(x-ft) R JOINT TOP SOT 1 5.23 51.98( 6.4) -191.29 5.23 51.98( 6.4) -191.29 1 0.00 0.00 2 -199.21 129.09(16.2) 8.33 -199.21 129.09(16.2) 8.33 2 0.00 37.69 3 0.00 0.00 Section 3-EFFECTIVE FORCES AND PROFILES Tendon Weight-0.508 psf Eff Force No. CGS Dim. (in. from datum) F/A(ksi) SPAN (k) (k/ft) Strands HiL Lol Lo2 HiR Min Max 1 450.00 17.31 17.0 5.00 6.00 0.00 1.25 0.144 0.229 2 714.66 27.49 27.0 1.25 8.25 0.00 5.00 0.199 0.229 Section 4-REBAR REQUIREMENTS (in2) ULT(%R= 0.0) D+L/4(%R= 0.0) HIM ULT(%R= 0.0) D+L/4(%R= 0.0) MIN JOINT TOP SOT TOP SOT TOP SOT SPAN TOP BOT TOP SOT TOP BOT 1 0.00 0:00 0.00 0.00 1.89 0.00 1 0.00 0.83 0.00 3.19 0.00 2.84 2 4.38 0.00 8.05 0.00 2.16 0.00 2 0.00 4.36 0.00 8.05 0.00 5.94 3 0.00 0.00 0.00 0.00 2.43 0.00 Rebar Weight-1.110 psf ULT(%R= 6.7) D+L/4(%R=10.0) MIN ULT(%R= 6.7) D+L/4(%R=10.0) MIN JOINT TOP BOT TOP SOT TOP SOT SPAN TOP BOT TOP SOT TOP SOT 1 0.00 0.00 0.00 0.00 1.89 0.00 1 0.00 1.32 0.00 3.55 0.00 2.84 2 2.82 0.00 6.94 0.00 2.16 0.00 2 0.00 4.84 0.00 8.53 0.00 5.94 3 0.00 0.00 0.00 0.00 2.43 0.00 Rebar Weight=1.129 psf _ -- - - ULT(%R=15.0) D+L/4(%R=15.0) MIN ULT(%R=15.0) D+L/4(%R=15.0) MIN JOINT TOP BOT TOP BOT TOP SOT SPAN TOP SOT TOP BOT TOP SOT 1 0.00 0.00 0.00 0.00 1.89 0.00 1 2.00 2.10 0.00 3.73 0.00 2.84 2 1.10 6.05 6.39 0.00 2.16 0.00 2 7.86 5.98 0.00 8.77 0.00 5.94 3 0.00 0.00 0.00 0.00 2.43 0.00 Rebar Weight1.617 psf SectionS -PUNCHING SHEAR ANALYSIS Factored Jt. Shears & Moments Critical Section #1 Maximum Shear Maximum Moment Ac JC Ex xL xR fL fR Allow d/Bo Gamma Shear Moment Shear Moment JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) (kips) (k-ft) (kips) (k-ft) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 76.76 0.00 76.76 0.00 2 2013.00 334933.8 0.00 15.25 15.25 0.183 0.199 0.229 0.135 0.40 384.62 37.69 384.62 37.69 3 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 121.45 0.00 121.45 0.00 Michac. 2417 Shady Forest Lan.,- Ocean Villas Carlsbad Orange, CA 926 bands :n 3-- 2 span 714/974-5347 - Fax 71 41 74-0114 Paoe 2 PTDa t a for Windows (Vi .00-0199 Critical Section #2 Ac Jr Ex xL xR fL fR Allow d/Bo JOINT (in2) (in41 fin) (in) (in) (ksi) (ksi) (ksi) tin/in) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 2 2176.00 1682773.3 0.00 34.00 34.00 0.173 0.180 0.189 0.029 3 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Section 6-CONCRETE FLE:•:URAL STRESSES AND DEFLECTIONS C-----------------------Stresses (ksi) -----------------------> Deflections (in) -----> Service Loads Transfer of Prestress DL + Bal LL SPAN Tension Cx) Compression Cx) Tension Cx) Compression (x) SPAN Delta L/Delta Delta L/Delta 1 T 0.350 C 18.50) -0.480 C 6.36) -0.093 ( 16.40) -0.384 C 19.67) 1 0.032 7776 0.017 14679 B 0.192 C 6.36) -0.896 C 20.42) 0.058 C 19.67) -0.244 ( 16.40) 2 0.115 2808 0.130 2490 2 T 0.278 C 2.50) -0.828 C 18.84) -0.122 C 11.02) -0.404 C 1.33) B 0.370 C 18.84) -0.916 ( 0.58) 0.097 C 1.33) -0.413 C 11.02) Section 7-FACTORED COLUMN LOADS Maximum Axial Load Maximum Moment Axial Column Moment Axial Column Moment Load Top Bottom Load Top Bottom JOINT (kips) (k-ft) (k-ft) (kips) (k-ft) (k-ft) 1 76.76 0.00 0.00 76.76 0.00 0.00 2 384.62 0.00 37.69 384.62 0.00 37.69 3 121.45 0.00 0.00 121.45 0.00 0.00 :•. Se.: !L _______________ 2417 Orana'. 714/94-.4 - for Windows 05T TENSIONED TWO - WAY SLAB D E S 1 G N 06-10-2001 PROJECT: Ocean Villas Carlsbad HE1.:EER It": Uniforms Line area A STOREIE: C:\PTPLUS\PTRUNS\NUGPTD 4v act --------- Copyright 1997 Structural Data Inc. 3 SPANS 0 CANTILEVERS UNIF LL DL FACTOR-1.4 LL FACTOR1.7 CONCRETE: BEAN 4000psi 150pcf E=3834ksi 1 END SPANS LEFT I END SPANS RIGHT 125psi MINIMUM F/A COLUMN 4000psi 150pcf E=3834ks1 ALLOWABLE TENSILE STRESSES TOP 6.0 SORT f'c 379psi BOT 6.0 SORT fc = 379psi TENDON COVER: INTERIOR SPANS TOP 1.00 in EXTERIOR SPANS TOP 1.00 in UNBONDED, LOW RELAXATION BOTTOM 1.00 in BOTTOM 1.50 in PERP F/A=125psi MIN REBAR REQUIREMENTS: 0.075t 8 TOP, Nc/0.5fy 8 BOT WHEN ft>2 SQRT f1 c=126psi REBAR YIELD60.00ksi TENDON DIAM0.50in MAX LONG BAR SIZE-#4 REBAR COVER: 1.00in TOP 1.001n SOT LOAD FACTORS I.4/l.7/i.7/1.3/.9/.75/1.4/1.7 tse=173.0ksj No Top Columns 8 Stressing =-=Copyright 1997 Structural Data Inc. --------------- Section 1-EQUIVALENT FRAME INPUT DATA -------GEOMETRY---------> <--------TENDON PROFILE-------> SUPERIMPOSED LOADS ---- > L t TribL TribR Yref CL CR A B C LOAD DL LL A B SPAN (ft) (in) (ft) Ut) (in) TYPE (in) (in) (ft) (ft) (ft) SPAN TYPE (k,ft) (k.tt) (ft) (ft) 1 27.33 10.00 13.00 13.00 0.00 3 0.00 0.00 2.73 2.73 13.66 1 U 0.090 0.096 0.00 27.33 2 25.33 10.00 13.00 13.00 0.00 3 0.00 0.00 2.53 2.53 12.66 2 U 0.090 0.096 0.00 25.33 3 27.33 10.00 13.00 13.00 0.00 3 0.00 0.00 2.73 2.73 13.66 3 U 0.090 0.096 0.00 27.33 ---------------------COLUMNS-------------------- ( --------Bottom------> < --------Top---------> <-----Cap-----> Trans Sm ------ H C2 Cl Far H C2 Cl Far Wi W2 h Sw Ytb Sw Ytb JOINT (ft) (in) (in) End (ft) (in) (in) End (in) (in) (in) (in) (in) (in) (in) 1 10.00 0.00 8.00 Fix 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 60.00 60.00 18.00 0.00 0.00 0.00 0.00 3 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 60.00 60.00 18.00 0.00 0.00 0.00 0.00 4 10.00 (1.00 0.00 Fix 0.00 0.00 0.00 Pin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Section 2 - S I. A B A N D C 0 L U N N N 0 M £ N T S (k-ft) Column Moments are Factored, All Other Moments are Unfactored DEAD LOAD-------> -------BALANCED LOAD ---- > BEAM SECONDARY SPAN L M(x-ft) R L M(x-ft) R I. R 1 19.53 316.62(10.9) -408.64 -0.42 -212.56(13.5) 353.17 0.24 19.06 2 -382.05 26.85(12.7) -382.05 328.60 -40.95(12.7) 328.64 -6.78 -6.75 3 -408.64 316.62(16.4) 19.53 353.22 -212.53(13.8) -0.42 19.12 0.24 MOST POS LI. ------ > MOST NEG LL------> COLUMN MOMENTS(FACTORED) SPAN I. M(x-ft) R L M(x-ft) R JOINT TOP SOT 1 8.72 141.37(10.9) -182.07 8.72 141.37(10.9) -182.07 1 0.00 0.00 2 -170.20 11.96(12.7) -170.20 -170.20 11.96(12.7) -170.20 2 0.00 -59.44 3 -182.07 141.37(16.4) 8.72 -182.07 141.37(16.4) 8.72 3 0.00 59.42 4 0.00 0.00 Section 3 - E F F E C T I V E F 0 R C E S A N D P R 0 F I I. E S Tendon Weight=0.657 psf Eff R(k/ft) No. P flim ..m) F/A(ksi) SPAN (k) Strands HiL Lol Lo2 . Mm Max 1 820.54 31.0 5.00 8.25 0.00 1.25 0.228 0.263 2 820.54 31.0 1.25 5.50 0.00 1.25 0.228 0.263 3 820.54 31.0 11.25 8.25 0.00 5.00 0.228 0.263 Section 4-REBAR REQUIREMENTS (in2) ULT(%R= 0.0) D+L/4(%R 0.0) MIN ULT(%R= 0.0) D+L/4(%R 0.0) MIN JOINT TOP SOT TOP SOT TOP BOT SPAN TOP SOT TOP SOT TOP SOT 1 0.00 0.00 0.00 0.00 2.46 0.00 1 0.00 3.98 0.00 8.84 0.00 5.03 2 0.89 0.00 7.27 0.00 2.37 0.00 2 0.00 0.00 0.00 0.73 0.00 0.00 3 0.89 0.00 7.27 0.00 2.37 0.00 3 0.00 3.98 0.00 8.84 0.00 5.04 4 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight=1.188 psi ULT(%R= 6.7) D+L/4(%R=10.0) MIN ULT(%R= 6.7) D+L/4(%R=10.0) MIN JOINT TOP SOT TOP SOT TOP SOT SPAN TOP SOT TOP BOT TOP SOT 1 0.00 0.00 0.00 0.00 2.46 0.00 1 0.00 4.62 0.00 9.31 0.00 5.03 2 0.00 0.00 6.19 0.00 2.37 0.00 2 0.00 0.00 0.00 1.77 0.00 0.00 3 0.00 0.00 6.19 0.00 2.37 0.00 3 0.00 4.57 0.00 9.28 0.00 5.04 4 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight=1.225 psi ULT(%R=15.0) D+L/4(%R'15.0) MIN ULT(%R=15.0) D+L/4(%R"15.0) MIN JOINT TOP SOT TOP BOT TOP SOT SPAN TOP SOT TOP BOT TOP SOT 1 0.00 0.00 0.00 0.00 2.46 0.00 1 9.42 5.78 0.00 9.55 0.00 5.03 2 0.00 5.28 5.65 0.00 2.37 0.00 2 0.00 0.00 0.00 2.30 0.00 0.00 3 0.00 5.28 5.65 0.00 2.37 0.00 3 9.29 5.67 0.00 9.5 0.00 5.04 4 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight=1.814 Michael broad, Snee, Nc. II 2417 Shady Forest Lane Ocean Villas Carlsbad Orange, CA 92867 Unicrms Line area A 714/974-5347 - Fax 714/974-0114 Page 2 =-=PTData for Windows (V1.00-0199} Section 5-PUucHING SHEAR ANALYSIS Factored Jt. Shears & Moments Critical Section *1 Maximum Shear Maximum Moment Ac Jc Lx XL xR fl, fR Allow d/Bo Gamma Shear Moment Shear Moment JOINT in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) (kips) (k-ft) (kips) (k-ft) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 127.78 0.00 127.78 0.00 2 2013.00 334933.8 0.00 15.25 15.25 0.191 0.165 0.233 0.135 0.40 358.43 -59.43 358.43 -59.44 3 2013.00 334933.8 0.00 15.25 15.25 0.165 0.191 0.233 0.135 0.40 358.43 59.42 358.43 59.42 4 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 127.78 0.00 127.78 0.00 Critical Section *2 Ac Jc Lx xL XR fl. fR Allow d/Bo JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 2 2176.00 1682773.3 0.00 34.00 34.00 0.171 0.159 0.193 0.029 3 2176.00 1682773.3 0.00 34.00 34.00 0.159 0.171 0.193 0.029 4 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Section 6-CONCRETE FLEXURAL STRESSES AND DEFLECTIONS ------------------------Stresses (ksi) -----------------------> Deflections (in) -----> Service Loads Transfer of Prestress DL + Sal LL SPAN Tension Cx) Compression (x) Tension Cx) Compression (x) SPAN Delta L/Delta Delta L/Delta 1 T 0.109 C 24.83) -0.868 C 8.26) -0.105 C 16.18) -0.500 ( 24.83) 1 0.116 2832 0.153 2146 B 0.342 C 8.26) -0.768 ( 26.75) 0.168 C 26.00) -0.509 C 16.18) 2 -0.035 8676 -0.026 11524 2 T 0.166 C 2.50) -0.258 C 12.67) -0.233 C 12.67) -0.475 22.83) 3 0.116 2832 0.153 2.146 B -0.268 C 12.67) -0.737 C 0.58) 0.132 ( 24.00) -0.381 C 12.67) 3 T 0.109 C 2.50) -0.869 C 19.07) -0.104 C 11.15) -0.500 C 2.50) 8 0.343 C 19.07) -0.768 C 0.58) 0.168 ( 1.33) -0.509 C 11.15) Section 7-FACTORED COLUMN LOADS Maximum Axial Load Maximum Moment Axial Column Moment Axial Column Moment Load Top Bottom Load Top Bottom JOINT (kips) (k-fl) (k-ft) (kips) (k-ft) (k-fl) 1 127.78 0.00 0.00 127.78 0.00 0.00 2 358.43 0.00 -59.44 358.43 0.00 -59.44 3 358.43 0.00 59.42 358.43 0.00 59.42 4 127.78 0.00 0.00 127.78 0.00 0.00 !iCc.. :.e•: ( 2417 ShciV ..i Orange, A 74/974-:.; Fax - ?TData for Windows (V1.00-0191 -------------------------------------- N S 1 0 11 E D TWO -WAY SLAB DESIGN 06-06-2001 PROJECT: Ocear. 711as Carlsbad MEMBER IL: Ur.:orms Line area B STORAGE IL': C: \PTP..US\PTRUNS\OCEANUB.PTD Copyright 1997 Structural Data Inc.--------------- 3 SPANS 0 CANTILEVERS UNIV LL DL FACTOR-1.4 LL FACTOR=1.7 CONCRETE: BEAN 4000psi 150pcf E-3834ksi 1 END SPANS LEFT i END SPANS RIGHT 125psi MINIMUM F/A COLUMN 4000psi 150pcf E-3834ksi ALLOWABLE TENSILE STRESSES TOP 6.0 SORT Vc 379ps1 BOT 6.0 SORT f'c = 379psi TENDON COVER: INTERIOR SPANS TOP 1.00 in EXTERIOR SPANS TOP 1.00 in UNBONDED, LOW RELAXATION BOTTOM 1.00 in BOTTOM 1.50 in PERP F/A=125psi MIN REBAP. REQUIREMENTS: 0.075 0 TOP, Nc/0.5fy 0 SOT WHEN ft>2 SORT f'c-126p5i REBAR YIELD60.00ksi TENDON DIAM=0.50in MAX LONG BAR SIZE-!4 REBAR COVER: 1.00in TOP 1.00in BOT LOAD FACTORS i.4/1.7/1.7/1.3/.9/.75/1.4/1.7 fse173.0ksi No Top Columns 0 Stressing ======-==--Copyright 1997 Structural Data Inc. Section 1-EQUIVALENT FRAME INPUT DATA --------GEOMETRY---------> <--------TENDON PROFILE-------> SUPERIMPOSED LOADS ---- > L t TribL TribR Yref CL CR A B C LOAD DL LL A B SPAN (ft) (in) (ft) (ft) (in) TYPE (in) (in) (ft) (fri (ft) SPAN TYPE (k,ft) (k,ft) (ft) (ft) 1 20.33 10.00 10.00 10.00 0.00 3 0.00 0.00 2.03 2.03 10.16 1 U 0.090 0.096 0.00 20.33 2 25.33 10.00 10.00 10.00 0.00 3 0.00 0.00 2.53 2.53 12.66 2 U 0.090 0.096 0.00 25.33 3 20.33 10.00 10.00 10.00 0.00 3 0.00 0.00 2.03 2.03 10.16 3 U 0.090 0.096 0.00 20.33 - -------------------- COLUMNS -------------------- Bottom ------ > <--------Top---------> <------Cap-----> Trans Bm------ H C2 Cl Far H C2 Cl Far Wi W2 h Sw Ytb Bw Ytb JOINT (ft) (in) (in) End (ft) (in) (in) End (in) (in) (in) (in) (in) (in) (in) 1 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 54.00 54.00 18.00 0.00 0.00 0.00 0.00 3 10.00 1.1.00 14.00 Fix 0.00 0.00 0.00 Fix 54.00 54.00 18.00 0.00 0.00 0.00 0.00 4 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Pin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Section 2 - S L A B A N D C 0 L U N N N 0 N E N T S (k-ft) Column Moments are Factored, All Other Moments are Unfactored DEAD LOAD-------> 'C------BALANCED LOAD ---- > SEAM SECONDARY SPAN 1. M(x-ft) R L M(x-ft) R L R 1 10.13 110.88( 8.1) -224.80 0.15 -68.30(10.0) 184.69 0.62 36.82 2 -224.05 90.40(12.7) -224.05 185.30 -74.10(12.7) 185.30 36.53 36.52 3 -224.80 110.88(12.2) 10.13 184.70 -68.29(10.3) 0.15 36.84 0.62 'C------MOST POS LL------> 'C------MOST NEG LL------> COLUMN MOMENTS(FACTORED) SPAN L M(x-ft) R L M(x-ft) R JOINT TOP BOT 1 4.52 49.50( 8.1) -100.11 4.52 49.50( 8.1) -100.11 1 0.00 0.00 2 -99.78 40.35(12.7) -99.78 -99.78 40.35(12.7) -99.78 2 0.00 -2.57 3 -100.11 49.50(12.2) 4.52 -100.11 49.50(12.2) 4.52 3 0.00 2.56 4 0.00 0.00 Section 3 - E F F E C T I V E F 0 R C E $ A N D P R 0 F I L E S Tendon Weight-0.372 psf Eff_!cr-4 No. CGS Dim. (in. from datum) F/A(ksi) SPAN (k) l(k/ft) trands HiL Lol Lo2 His Mm Max 1 354.001 17.70 %13.4 5.00 7.95 0.00 1.25 0.125 0.147 2 354.001 17.70 113.4 1.25 8.75 0.00 1.25 0.125 0.147 3 1.25 7.95 0.00 5.00 0.125 0.147 Section 4-REBAR REQUIREMENTS (in2) ULT(%R= 0.0) D+L/4(%R= 0.0) MIN ULT(%R= 0.0) D+L/4(%R= 0.0) MIN JOINT TOP BOT TOP SOT TOP SOT SPAN TOP SOT TOP SOT TOP SOT 1 0.00 0.00 0.00 0.00 1.83 0.00 1 0.00 0.32 0.00 3.05 0.00 1.57 2 1.14 0.00 3.94 0.00 2.05 0.00 2 0.00 0.00 0.00 2.48 0.00 0.00 3 1.14 0.00 3.94 0.00 2.05 0.00 3 0.00 0.32 0.00 3.05 0.00 1.57 4 0.00 0.00 0.00 0.00 1.83 0.00 Rebar Weight0.760 psf ULT(%R= 6.7) D+L/4(%R=10.0) MIN ULT(%R= 6.7) D+L/4(%R=10.0) MIN JOINT TOP SOT TOP BOT TOP BOT SPAN TOP BOT TOP BOT TOP BOT 1 0.00 0.00 0.00 0.00 1.83 0.00 1 0.00 0.56 0.00 3.30 0.00 1.57 2 0.40 0.00 3.31 0.00 2.05 0.00 2 0.00 0.00 0.00 3.1 0.00 0.00 3 0.40 0.00 3.31 0.00 2.05 0.00 3 0.00 0.53 0.00 3.28 0.00 1.57 4 0.00 0.00 0.00 0.00 1.83 0.00 Rebar Weight-0.789 psf ULT(%R=15.0) L/4(%R_15.7 MIN ULT(%R-15.0) D+L/4(%R15.0) MIN JOINT TOP SOT TOP BOT TOP BOT SPAN TOP SOT TOP BOT TOP SOT ) 1 0.00 0.00 0.00 0.00 1.83 0.00 1 0.00 0.87 0.00 3.42 0.00 1.57 2 0.00 0.77 3.01 0.00 2.05 0.00 2 0.00 0.20 0.00 3.41 0.00 0.00 3 0.00 0.77 3.01 0.00 2.05 0.00 3 0.00 0.80 0.00 3.40 0.00 1.57 4 0.00 0.00 0.00 0.00 1.83 0.00 Rebar Weight=0.835 psf Michael Broad, s:ee: I 2417 Shady Forest La;w Ocean Villas Carlsbad Orange, CA 9286 U:i:orms Line area b 714/974-5347 - Fax 714/974-0114 Page 2 cccn=__ccPTData for Windows Vi .00-0199}an=aan=caca==acc==ccc=c=c==naa=a=cc-_ Section 5 - P U N C H I N C S H E A R A N A L Y S I S Factored Jt. Shears & Moments C:tica1 Section 01 Maximum Shear Maximum Moment Ac JC Ex xL xR fL fR Allow d/Bo Gamma Shear Moment Shear Moment JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) (kips) (k-It) (kips) (k-It) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 65.29 0.00 65.29 0.00 2 2013.00 334933.8 0.00 15.25 15.25 0.122 0.121 0.220 0.135 0.40 243.87 -2.57 243.87 -2.57 3 2013.00 334933.8 0.00 15.25 15.25 0.121 0.122 0.220 0.135 0.40 243.87 2.55 243.87 2.56 4 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 65.29 0.00 65.29 0.00 Critical Section #2 Ac Jc Ex XL xR IL fR Allow d/Bo JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) 1 0.00 0.0 0.00 0.00 0.00 0.000 0000 0.000 0.000 2 1984.00 1276373.3 0.00 31.00 31.00 0.123 0.123 0.185 0.032 3 1984.00 1276373.3 0.00 31.00 31.00 0.123 0.123 0.185 0.032 4 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Section 6-CONCRETE FLEXURAL STRESSES AND ------------------------Stresses (ksi) ----------------------- Service Loads Transfer of Prestress SPAN Tension Cx) Compression Ix) Tension (x) Compression (x) 1 T 0.173 ( 18.08) -0.449 ( 6.16) -0.085 ( 11.98) -0.278 ( 19.00) B 0.154 C 6.16) -0.502 C 19.75) 0.096 ( 19.00) -0.259 C 11.98) 2 T 0.136 ( 2.25) -0.318 C 12.67) -0.070 C 12.67) -0.316 ( 23.08) B 0.022 ( 12.67) -0.497 ( 0.58) 0.113 C 24.00) -0.274 ( 12.67) 3 T 0.173 C 2.25) -0.449 C 14.17) -0.085 C 8.35) -0.278 C 1.33) B 0.154 ( 14.17) -0.502 ( 0.58) 0.096 ( 1.33) -0.259 ( 8.35) D E F L E C T I 0 N S Deflections (in) -----> DL+Bal LL SPAN Delta L/Delta Delta L/Delta 1 0.027 9008 0.033 7310 2 0.011 27511 0.030 10159 3 0.027 9007 0.033 7310 Section 7- FACTORED Maximum Axial Load Axial Column Moment Load Top Bottom JOINT (kips) (k-it) (k-It) 1 65.29 0.00 0.00 2 243.87 0.00 -2.57 3 243.87 0.00 2.55 \ 4 65.29 0.00 0.00 COLUMN LOADS Maximum Moment Axial Column Moment Load Top Bottom (kips) (k-it) (k-it) 65.29 0.00 0.00 243.87 0.00 -2.57 243.87 0.00 2.56 65.29 0.00 0.00 A - ax 4/4-Ci 4. ?TData for Windows (V1.00-0199) POST TENSiONED TWO -WAY SLAB DESIGN 06-06-2001 PROJECT: Ocean Villas Carlsbad MEMBER ID: Unitorms Line area C STORAGE ID: C:\PTPLUS\PTRUNS\OCEANUC.PTD --Copyright 1997 Structural Data Inc.- 1 SPANS 0 CANTILEVERS IJNIF LL DL FACTOR-1.4 LL FACTOR-1.7 CONCRETE: BEAM 4000psi lsopcf E3834ksi 1 END SPANS LEFT 1 END SPANS RIGHT 125psi MINIMUM F/A COLUMN 4000p5i 150pcf E=3834k5i ALLOWABLE TENSILE STRESSES TOP 6.0 SORT f'c = 379psi SOT 6.0 SORT f'c = 379psi TENDON COVER: INTERIOR SPANS TOP 1.00 in EXTERIOR SPANS TOP 1.00 in UNBONDED, LOW RELAXATION BOTTOM 1.00 in BOTTOM 1.50 in PER? F/A=125psi MIN REBAR REQUIREMENTS: 0.075t @ TOP, Nc/0.5fy 8 BOT WHEN ft>2 SORT f'c=126psi REBAR YIELD60.00ksi TENDON DIAM=0.50xn MAX LONG BAR SIZE=*4 REBAR COVER: 1.00in TOP 1.00in SOT LOAD FACTORS 1.4/1./1.7/1.3/.9/.75/1.4/1.7 fse-173.oksi No Top Columns 8 Stressing =====_-===_-=_-====_-===================Copyright 1997 Structural Data Inc. Secton1-EQUIVALENT FRAME INPUT DATA - -------- GEOMETRY --------- > <--------TENDON PROFILE SUPERIMPOSED LOADS ---- > L t TribL TribR Yref CL CR A B C LOAD DL LL A B SPAN (ft) (in) (ft) (ft) (3M) TYPE (in) (in) (ft) (ft) (ft) SPAN TYPE (k,ft) (k,ft) (ft) (ft) 1 20.33 10.00 10.00 10.00 0.00 3 0.00 0.00 2.03 2.03 10.16 1 U 0.090 0.096 0.00 20.33 - -------------------- COLUMNS -------------------- - -------- bottom ------ > <--------Top---------> <-----Cap-----> Trans Sm ------ > H C2 Cl Far H C2 Cl Far Wi W2 h Sw Ytb SW Ytb JOINT (ft) (in) (in) End (ft) (in) (in) End (in) (in) (in) (in) (in) (in) (in) 1 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Section 2 - S L A B A N D C 0 L U M N M 0 N E N T S (k-ft) Column Moments are Factored, All Other Moments are Unfactored --------DEAD LOAD-------> BALANCED LOAD ---- > BEAM SECONDARY SPAN I. M(x-ft) R L M(x-ft) R L R 1 14.33 222.15(10.2) 14.33 -0.70 -130.33(10.2) -0.70 0.00 0.00 -------MOST POS LL------> C------MOST NEG LL COLUMN MOMENTS(FACTORED) SPAN L M(x-ft) R I M(x-ft) R JOINT TOP SOT 1 6.40 99.19(10.2) 6.40 6.40 99.19(10.2) 6.40 1 0.00 0.00 2 0.00 0.00 Section 3 - E F F E C T I V E F 0 R C E S A N D P R 0 F I L E S Tendon Weight-0.524 psf Eff Force No. CGS Dim. (in. from datum) F/A(ksi) SPAN (k) (k/ft) Strands HiL Lol Lo2 HiR Min Max 1 481.21 24.06 18.2 5.00 8.25 0.00 5.00 0.201 0.201 Section 4-REBAR REQUIREMENTS (in2) ULT(%R= 0.0) D+L/4(%R= 0.0) MIN ULT(%R 0.0) D+L/4(%R 0.0) MIN JOINT TOP BOT TOP SOT TOP SOT SPAN TOP BOT TOP SOT TOP SOT 1 0.00 0.00 0.00 0.00 1.83 0.00 1 0.00 3.71 0.00 6.19 0.00 4.84 2 0.00 0.00 0.00 0.00 1.83 0.00 Rebar Weight=1.595 psf ULT(%R= 6.7) D+L/4(%R=10.0) MIN ULT(%R= 6.7) D+L/4(%R10.0) MIN JOINT TOP BOT TOP BOT TOP BOT SPAN TOP BOT TOP BOT TOP SOT 1 0.00 0.00 0.00 0.00 1.83 0.00 1 0.00 3.68 0.00 6.17 0.00 4.84 2 0.00 0.00 0.00 0.00 1.83 0.00 Rebar Weight=1.591 psf ULT(%R=15.0) D+L/4(%R=15.0) MIN ULT(%R=15.0) D+L/4(%R=15.0) MIN JOINT TOP BOT TOP BOT TOP SOT SPAN TOP SOT TOP BOT TOP SOT 1 0.00 0.00 0.00 0.00 1.83 0.00 1 0.00 3.64 0.00 6.16 0.00 4.84 2 0.00 0.00 0.00 0.00 1.83 0.00 Rebar Weight=1.589 psf section 5-PUNCHING SHEAR ANALYSIS Factored it. Shears & Moments Critical Section #1 Maximum Shear Maximum Moment Ac Jc Ex XL xR fL fR Allow d/Bo Gamma Shear Moment Shear Moment JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) (kips) (k-ft) (kips) (k-ft) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 94.37 0.00 94.37 0.00 2 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 94.37 0.00 94.37 0.00 Section 6-CONCRETE FLEXURAL STRESSES AND DEFLECTIONS ------------------------Stresses (ksi) -----------------------> C-----Deflections (in) -----> Service Loads Transfer of Prestress DL + Sal LL SPAN Tension (x) Compression CX) Tension (x) Compression (x) SPAN Delta L/Delta Delta L/Delta 1 T -0.261 ( 0.33) -0.774 ( 10.17) -0.165 ( 10.17) -0.277 ( 19.58) 1 0.095 2559 0.097 2525 B 0.373 ( 10.17) -0.140 ( 0.33) -0.191 ( 0.75) -0.303 C 10.17) Michael Broad. P.E. Sheet No. I 2417 Shady Forest Lane ocean Villas Carlsbad Orange, CA 92867 Uniforms Line area C 714/974-5347 - Fax 714/974-1L4 page 2 ------------------------------PTData for Windows (V1.00-0199} Section 7 -FACTORED COLUMN LOADS Maximum Axial Load Maximum Moment Axial Column Moment Axial Column Moment Load Top Bottom Load Top Bottom JOINT (kips) (k-ft) (k-ft) (kips) (k-ft) (k-ft) 1 94.37 0.00 0.00 94.37 0.00 0.00 2 94.37 0.00 0.00 94.37 0.00 0.00 4 :.:. .:.•: UP 714/'4-34 - i4/974-0114 Oranav, CA for Windows (Vi .00-0199) POST TENSIONED TWO - WAY SLAB DESIGN 06-06-2001 PROJECT: Ocean Villas Carlsbad HEMDEi ID: Uniforms Line area D STORAGE ID: C:\PTPLUS\PTRUNS\OCEANUD.PTD ==-_=====ac=Copyright 1997 Structural Data Inc. 2 SPANS 0 CANTILEVERS UNIF LL DL FACTOR-1.4 LL FACTOR1.7 CONCRETE: BEAM 4000p5i lsopcf E3834ksi 1 END SPANS LEFT 1 END SPANS RIGHT 125psi MINIMUM F/A COLUMN 4000psi 150pcf E3834ksi ALLOWABLE TENSILE STRESSES TOP 6.0 SORT f'c 379psi BOT 6.0 SORT fc 379ps1 TENDON COVER: INTERIOR SPANS TOP 1.00 in EXTERIOR SPANS TOP 1.00 in UNBONDED, LOW RELAXATION BOTTOM 1.00 in BOTTOM 1.50 in PER? F/A125psi MIN REBAR REOUIREMEUTS: 0.075% 8 TOP, Nc/0.5fy 8 BOT WHEN ft>2 SORT f'c=126psi REBAR YIELD=60.00ksi TENDON DIAM0.50n MAX LONG BAR SIZE-#4 REBAR COVER: 1.00in TOP 1.00in BOT LOAD FACTORS 1.4/1.7/1.7/1.3/.9/.75/1.4/1.7 tse=173.0ksi No Top Columns 0 Stressing =============-== ------- Copyright 1997 Structural Data Inc. Section 1-EQUIVALENT FRAME INPUT DATA GEOMETRY---------> <--------TENDON PROFILE-------> SUPERIMPOSED LOADS ---- > L t TribL TribR Yref CL CR A B C LOAD DL LL A B SPAN (ft) (in) (ft) (ft) (in) TYPE (in) (in) (ft) (ft) (ft) SPAN TYPE (k,ft) (k,tt) (ft) (ft) 1 24.00 10.00 10.00 10.00 0.00 3 0.00 0.00 2.40 2.40 12.00 1 U 0.090 0.096 0.00 24.00 2 27.33 10.00 10.00 10.00 0.00 3 0.00 0.00 2.73 2.73 13.66 2 U 0.090 0.096 0.00 27.33 - -------------------- COLUMNS -------------------- Bottom ------ > <--------Top---------> <-----Cap-----> Trans am ------ > H C2 Cl Far H C2 Cl Far Wi W2 h 8w Ytb 8w Ytb JOINT (ft) (in) (in) End (ft) (in) (in) End (in) (in) (in) (in) (in) (in) (in) 1 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 54.00 54.00 18.00 0.00 0.00 0.00 0.00 3 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Section - SLAB AND COLUMN MOMENTS(k-ft) Column Moments are Factored, All Other Moments are Unfactored DEAD LOAD ------- > BALANCED LOAD ---- > BEAM SECONDARY SPAN 1. M(x-ft) R L M(x-ft) R L R - 1 11.37 139.49( 7.3) -364.12 0.21 -78.90(11.9) 285.17 0.60 41.78 :3 2 -377.47 217.80(16.4) 14.23 293.90 -124.28(13.8) 0.18 50.26 0.63 MOST POS LL------> MOST NEG LL------> COLUMN MOMENTS(FACTORED) SPAN 1, M(x-ft) K L M(x-ft) K JOINT TOP BOT 1 5.08 62.28( 7.3) -162.32 5.08 62.28( 7.3) -162.32 1 0.00 0.00 2 -168.28 97.24(16.4) 6.36 -168.28 97.24(16.4) 6.36 2 0.00 27.48 3 0.00 0.00 Section 3 - E F F E C T I V E F 0 B C E $ A N D P B 0 F I L E S Tendon Weight-0.524 psf Eff Force No. CGS Dim. (in. from datum) F/A(ksi) SPAN (k) (k/ft) Strands HiL Lol Lo2 fiR Min Max 1 577.90 28.90 21.8 5.00 7.08 0.00 1.25 0.204 0.241 2 552.90 27.65 20.9 1.25 8.25 0.00 5.00 0.204 0.241 Section 4-REBAR REQUIREMENTS (in2) ULT(%R 0.0) D+L/4(%R= 0.0) MIN ULT(%R= 0.0) D+L/4(%R 0.0) MIN JOINT TOP BOT TOP BOT TOP BOT SPAN TOP BOT TOP BOT TOP BOT 1 0.00 0.00 0.00 0.00 2.16 0.00 1 0.00 0.00 0.00 3.85 0.00 1.30 2 4.20 0.00 7.37 0.00 2.31 0.00 2 0.00 3.33 0.00 6.06 0.00 4.64 3 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight=1.432 psf ULT(%R= 6.7) D+L/4(%R10.0) MIN ULT(%R= 6.7) D+L/4(%R=10.0) MIN JOINT TOP BOT TOP BOT TOP BOT SPAN TOP BOT TOP BOT TOP BOT 1 0.00 0.00 0.00 0.00 2.16 0.00 1 0.00 0.34 0.00 4.17 0.00 1.30 2 2.86 0.00 6.36 0.00 2.31 0.00 2 0.00 3.73 0.00 6.47 0.00 4.64 3 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight-1.451 psf ULT(%R15.0) D+L/4(%R=15.0) MIN ULT(%R=15.0) D+L/4(%R=15.0) MIN JOINT TOP SOT TOP BOT TOP BOT SPAN TOP BOT TOP BOT TOP BOT 1 0.00 0.00 0.00 0.00 2.16 0.00 1 4.21 1.13 0.00 4.37 0.00 1.30 2 1.39 4.61 5.85 0.00 2.31 0.00 2 6.15 4.59 0.00 6.67 0.00 4.64 3 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight=2.041 psf Section 5-PUNCHING SHEAR ANALYSIS Factored Jt. Shears & Moments Critical Section #1 Maximum Shear Maximum Moment Ac Jc Ex XL xR fL fR Allow d/Bo Gamma Shear Moment Shear Moment JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) (kips) (k-ft) (kips) (k-ft) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 73.40 0.00 73.40 0.00 2 2013.00 334933.8 0.00 15.25 15.25 0.150 0.162 0.230 0.135 0.40 314.13 27.48 314.13 27.48 3 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 91.86 0.00 91.86 0.00 Michael Broad, P.E. Snee. No. 2417 Shady Forest Lane Can Villas Carlsbad Orange, CA 92867 Uni±orms Line area D 714/974-5347 - Fax 7141974-0114 Page 2 PTData for Windows Vi .00-01991 Critical Section 02 Ac Jc E xL xR fL f P. Allow d/80 JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 2 1984.00 1276373.3 0.00 31.00 31.00 0.155 0.162 0.197 0.032 3 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Section 6-CONCRETE FLEXURAL STRESSES AND DEFLECTIOUS ------------------------Stresses (ksi) -----------------------> Deflections (in) -----> Service Loads Transfer of Prestress DL ' Bal LL SPAN Tension (x) Compression (x) Tension (x) Compression x SPAN Delta L/Delta Delta L/Delta 1 T 0.376 ( 21.75) -0.643 ( 7.26) -0.167 ( 14.18) -0.431 ( 22.67) 1 0.044 6479 0.050 5774 B 0.162 ( 7.26) -0.858 ( 21.75) 0.115 ( 22.67) -0.395 14.18) 2 0.120 2744 0.126 2607 2 T 0.357 ( 2.25) -0.835 ( 19.07) -0.142 ( 11.15) -0.458 ( 2.25) B 0.375 ( 19.07) -0.880 ( 0.58) 0.131 ( 1.33) -0.395 ( 11.15) Section 7-FACTORED COLUMN LOADS Maximum Axial Load Maximum Moment Axial Column Moment Axial Column Moment Load Top Bottom Load Top Bottom JOINT (kips) (k-ft) (k-ft) (kips) (k-ft) (k-ft) 1 73.40 0.00 0.00 73.40 0.00 0.00 2 314.13 0.00 27.48 314.13 0.00 27.48 3 91.86 0.00 0.00 91.86 0.00 0.00 (1.LCnae hee: 2417 Shcy Fora LdnL- Orange, CA :: ti ; 714/974-534 - Fa:.: 4í74-014 ====st anancn PTData for Windows (Vi. 00-01991 POST TENSIONED TWO- WAY SLAB DESIGN 06-06-2001 PROJECT: Ocean Villas Carlsbad MEMBER ID: Unorms Line (for max col Pu) STORAGE ID: C: \PTPLUS\PTRUNS\OCEANUPU.PTD ---------------------------Copyright 1997 Structural Data Inc. 3 SPANS 0 CANTILEVERS UNIF LL DL FACT0R1.4 LL FACTOR-1.7 CONCRETE: BEAM 4000psi lsopcf E3834ksi 1 END SPANS LEFT 1 END SPANS RIGHT 125psi MINIMUM F/A COLUMN 4000psi 150pcf E=3834ksi ALLOWABLE TENSILE STRESSES TOP 6.0 SORT f'c 379psi BOT 6.0 SORT f'c = 379psi TENDON COVER: INTERIOR SPANS TOP 1.00 in EXTERIOR SPANS TOP 1.00 in UNBONDED, LOW RELAXATION BOTTOM 1.00 in BOTTOM 1.50 in PERP F/A=125psi MIN REBAR REQUIREMENTS: 0.0751 B TOP, Nc/0.5fy B SOT WHEN ft>2 SORT f'c=126psi REBAR YIELD-60.00ksi TENDON DIAM=0.50in MAY LONG BAR SIZE-#4 REBAR COVER: 1.001n TOP 1.00m SOT LOAD FACTORS 1.4/1.7/i.7/1.3/.9/.75/1.4/1.7 fse=173.0ksi No Top Columns B Stressing ---------------------------Copyright 1997 Structural Data Inc.----------------------------- - ------ Sectionl - EQUIVALENT FRAME INPUT DATA -------- GEOMETRY --------- > <--------TENDON PROFILE-------> SUPERIMPOSED LOADS ---- > L t TribL TribR Yref CL CR A S C LOAD DL LL A B SPAN (ft) (in) (ft) (ft) (in) TYPE (in) (in) (ft) (ft) (ft) SPAN TYPE (k,ft) (k,ft) (ft) (ft) 1 27.33 10.00 13.50 10.50 0.00 3 0.00 0.00 2.73 2.73 13.66 1 U 0.090 0.096 0.00 27.33 2 25.33 10.00 13.50 10.50 0.00 3 0.00 0.00 2.53 2.53 12.66 2 U 0.090 0.096 0.00 25.33 3 27.33 10.00 13.50 10.50 0.00 3 0.00 0.00 2.73 2.73 13.66 3 U 0.090 0.096 0.00 27.33 - -------------------- COLUMNS -------------------- - -------- Bottom ------ > - -------- Top --------- > <-----Cap-----> Trans Sm ------ > H C2 Cl Far H C2 Cl Far Wi W2 h Sw Ytb Sw Ytb JOINT (ft) (in) (in) End (it) (in) (in) End (in) (in) (in) (in) (in) (in) (in) 1 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Fix 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 54.00 54.00 18.00 0.00 0.00 0.00 0.00 3 10.00 14.00 14.00 Fix 0.00 0.00 0.00 Fix 54.00 54.00 18.00 0.00 0.00 0.00 0.00 4 10.00 0.00 8.00 Pin 0.00 0.00 0.00 Pin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Section 2 - S L A B A N D C 0 L U H N H 0 M £ N T S (k-it) Column Moments are Factored, All Other Moments are Unfactored --------DEAD LOAD BALANCED LOAD----) BEAM SECONDARY SPAN L M(x-ft) R L M(x-ft) R L R 1 18.04 292.84(10.9) -375.57 0.12 -174.49(13.5) 363.40 0.73 58.30 2 -346.96 30.25(12.7) -346.96 351.20 -82.27(12.7) 351.22 47.10 47.12 3 -375.57 292.84(16.4) 18.04 363.44 -174.46(13.8) 0.12 58.34 0.73 (------MOST POS LL------> (------MOST NEG LL COLUMN MOMENTS(FACTORED) SPAN L M(x-ft) R L M(x-ft) R JOINT TOP SOT 1 8.06 130.75(10.9) -167.43 8.06 130.75(10.9) -167.43 1 0.00 0.00 2 -154.66 13.49(12.7) -154.66 -154.66 13.49(12.7) -154.66 2 0.00 -75.33 3 -167.43 130.75(16.4) 8.06 -167.43 130.75(16.4) 8.06 3 0.00 75.31 4 0.00 0.00 Section 3-EFFECTIVE FORCES AND PROFILES Tendon Weight-0.524 psf Eff Force No. CGS Dim. (in. from datum) F/A(ksi) SPAN (k) (k/it) Strands NiL Lol Lo2 HiR Kin Max 1 753.31 31.39 28.5 5.00 8.25 0.00 1.25 0.227 0.262 2 414.00 17.25 15.6 1.25 8.75 0.00 1.25 0.144 0.262 3 753.31 31.39 28.5 1.25 8.25 0.00 5.00 0.227 0.262 Section 4-REBAR REQUIREMENTS (in2) ULT(%R- 0.0) D+L/4(%R- 0.0) MIN ULT(%R- 0.0) D+L/4(%R- 0.0) MIN JOINT TOP SOT TOP SOT TOP SOT SPAN TOP BOT TOP BOT TOP SOT 1 0.00 0.00 0.00 0.00 2.46 0.00 1 0.00 4.23 0.00 8.18 0.00 5.38 2 0.85 0.00 6.94 0.00 2.37 0.00 2 0.00 0.00 0.00 0.82 0.00 0.00 3 0.85 0.00 6.94 0.00 2.37 0.00 3 0.00 4.23 0.00 8.18 0.00 5.39 4 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight=1.211 psf ULT(%R= 6.7) D+L/4(%R=10.0) MIN ULT(%R- 6.7) D+L/4(%R-10.0) MIN JOINT TOP BOT TOP SOT TOP SOT SPAN TOP BOT TOP BOT TOP BOT 1 0.00 0.00 0.00 0.00 2.46 0.00 1 0.00 4.82 0.00 8.61 0.00 5.38 2 0.00 0.00 5.95 0.00 2.37 0.00 2 0.00 0.00 0.00 1.77 0.00 0.00 3 0.00 0.00 5.95 0.00 2.37 0.00 3 0.00 4.78 0.00 8.58 0.00 5.39 4 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight-1.248 psf ULT(%R-15.0) D+L/4(%R=15.0) MIN ULT(%R=15.0) D+L/4(%R=15.0) MIN JOINT TOP SOT TOP SOT TOP SOT SPAN TOP BOT TOP BOT TOP BOT 1 0.00 0.00 0.00 0.00 2.46 0.00 1 9.02 5.86 0.00 8.83 0.00 5.38 2 0.45 4.46 5.46 0.00 2.37 0.00 2 0.00 0.00 0.00 2.25 0.00 0.00 3 .0.46 4.46 5.46 0.00 2.37 0.00 3 8.91 5.75 0.00 8.78 0.00 5.39 4 0.00 0.00 0.00 0.00 2.46 0.00 Rebar Weight=l.840 psf Michael broad, I.E. Sheet N. 2417 Shady Forest Lane Ocean Villas Carlsbad Orange, CA 92867 unitorms Line (tor max col Pu) 714/974-5347 - Fax 714/974-0114 Page 2 PTData for Windows (Vi. 00-0199) ccCssncaacacccac=_aacflCCaCCCCaCa Section5-PUNCHING SHEAR ANALYSIS Factored Jt. Shears & Moments Critical Section #1 Maximum Shear Maximum Moment Ac Jc Ex XL xR fL fR Allow d/Bo Gamma Shear Moment Shear Moment JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) (kips) (k-ft) (kips) (k-ft) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 116.54 0.00 116.54 0.00 2 2013.00 334933.8 0.00 15.25 15.25 0.181 0.148 0.233 0.135 0.40 331.87 -75.33 331.87 -75.33 3 2013.00 334933.8 0.00 15.25 15.25 0.148 0.181 0.233 0.135 0.40 331.87 75.31 331.87 75.31 4 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 116.54 0.00 116.54 0.00 Critical Section 02 - Ac 3c Ex XL xR fL fR Allow d/Bo JOINT (in2) (in4) (in) (in) (in) (ksi) (ksi) (ksi) (in/in) 1 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 2 1984.00 1276373.3 0.00 31.00 31.00 0.176 0.159 0.199 0.032 3 1984.00 1276373.3 0.00 31.00 31.00 0.159 0.176 0.199 0.032 4 0.00 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Section 6-CONCRETE FLE)CURAL STRESSES AND DEFLECTIONS ------------------------Stresses (ksi) ----------------------- - -- ----- Defl.ections (in) -----> Service Loads Transfer of Prestress DL + Bal LL SPAN Tension (x) Compression (x) Tension (x) Compression (x) SPAN Delta L/Delta Delta L/Delta 1 T 0.044 ( 25.08) -0.902 ( 8.26) -0.179 ( 16.18) -0.623 ( 25.08) 1 0.150 2185 0.153 2144 B 0.379 ( 8.26) -0.677 C 26.75) 0.284 ( 26.00) -0.431 C 16.18) 2 -0.089 3413 -0.024 12633 2 T 0.178 ( 5.42) -0.124 ( 23.08) 0.028 ( 12.67) -0.549 ( 23.08) 3 0.150 2185 0.153 2144 B -0.240 ( 12.67) -0.644 C 2.25) 0.260 ( 24.00) -0.364 C 12.67) 3 T 0.044 ( 2.25) -0.902 C 19.07) -0.179 ( 11.15) -0.623 C 2.25) B 0.379 ( 19.07) -0.677 ( 0.58) 0.284 ( 1.33) -0.432 ( 11.15) Section 7-FACTORED COLUMN LOADS Maximum Axial Load Maximum Moment Axial Column Moment Axial Column Moment Load Top Bottom Load Top Bottom JOINT (kips) (k-ft) (k-ft) (kips) (k-ft) (k-ft) 1 116.54 0.00 0.00 116.54 0.00 0.00 2 331.87 0.00 -75.33 331.87 0.00 -75.33 3 331.87 0.00 75.31 331.87 0.00 75.31 4 116.54 0.00 0.00 116.54 0.00 0.00 N1icheI brood P.E. Proje De Poge No (~~ i U,YYI O's * eo,-"( flc CL C'c paj cIc S Win rLvtg IE) Ls F. bctse-maxv4- Walk & C-MU flvv,% -. I scn pr7i A\ cells oybukad 5pe-CLa-,( Y-0-jUtvegA ICI 2417 Shady Forest Lane. Orange CA 92867 Phone 714-974-5347 Fax 714-974-0114 E-mail: mcbeng@earthlink.net Nlichoel brood P.E. Project Page Nof. FL LA-h'2 = : I'I £U311 'z.ii 1.156. to .,. Pw=--S&2-S- ,, 2.$4.1,t - I25 186 r. .'LS4'L ci 2417 Shady Forest Lane. Orange CA 92867 Phone 714-974--5347 Fox 74-974-0114 E-mail: mcbeng@eorihlink.net Michael Broad P.E. Title: Job S 187 W. Orangethorpe Ave, Suite K Dsgnr Date: Placentia, CA 92870 Description: [7141-223-7838 fax (714]-2237840 Scope: Rev: 510301 Pop I Rectangular Concrete Column c:enercatcocean villas cadsbad.emCafewa I Description Typical interior Column in Basement General Information Calculations are designed to ACI 318-95 and 1997 USC Requirements Width 14.000 in Depth 14.000 in Reba 3-S 8d= 2.0001n 2-S 8 d= 7.000 in ft -- 4,000.0 pal Fy 60.000.0 pal Seismic Zone 4 Ii & ST Loads Act Separately TOM Height 10.000 ft Unbraced Length 10.000 it Eff. Length Factor 1.000 Column is BRACED 3 - 5 8 d = 12.000 in LLoads I Dead Load Live Load Short Term Eccentricity Axial Loads 123.000k 131.200k It 2.000 In Applied Moments... @ Top 12.000k.ft 13.000k-ft k-ft @Bottam k-ft k-ft k-ft Summary Column is OK 14.00 x 14.00in Column, Rebar: 348 © 2.00m, 248 @ 7.001n, 348 @ 12.00in ACI 9-1 ACI 9-2 ACI 9-3 Applied: Pu : Max Factored 395.24 k 172.20 k 110.70 It Allowable: Pn Phi @ Design Ecc. 408.92 It 409.66 It 409.68 It McriticaI 104.77 k-ft 45.50 k-ft 29.25 k-ft Combined Eccentricity 3.181 In 3.171 In 3.171 In Magnification Factor 1.00 1.00 1.00 Design Eccentricity 3.181 In 3.171 In 3.171 in Magnified Design Moment 104.77 k-ft 45.50 k-ft 29.25 k-ft Po • .80 819.29 k 819.29k 819.29 k P: Balanced 275.89 It 275.89k 275.89 It Ecc: Balanced 9.155 In 9.155 In 9.155 In Slenderness per ACI 318-95 Section 10.12& 10.13 Actual k Lu I r 28.571 Elastic Modulus 3,605.0 ksl Beta 0.850 ACI EA, 9-1 Ad I Eq. 9-2 ACI Ea. 9.3 Neutral Ms Distance 10.7000 In 10.7150 in 10.7150 In Phi 0.7000 0.7000 0.7000 Max Limit Mfr 34.0000 34.0000 34.0000 Beta = lltsustalned/Mmac 0.4357 1.0000 1.0000 Cm 1.0000 10000 El! 1000 0.00 0.00 0.00 Pc: p1*2 E I I (k Lu)A2 0.00 0.00 0.00 alpha: Mau I (.75 Pc) 0.0000 • 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Mcinita 31811 3.1707 3.1707 in Design Ecc Ecc • Delta 3.1811 3.1707 3.1707 in I ACI Factors (per Ad, applied internally tonntd loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factcr 0.750 USC 19212-7"1.,C Factor 1.400 ACi 9-1 & 9-2 LI. 1.700 ACI 9-3 Deed Load Factor 0.900 USC 1921.2.7 '0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Tom Factor 1.300 .... seismic =S1: 1.100 Michael Broad P.E. Title: Job I 187 W. Orangethorpe Ave, Suite K Dsgnr: Data: Placentia, CA 92870 Descriptlon. Scope: 17141-223-7838 fax [7141-2237840 I Rev: 5)030) K•06C968.Vcr5.IJ.22Jun•1999.Wi32 Rectangular Concrete Column pap 2 (C) 130349 c,ItacALc - - c:e1ieitaIc\ocean villas cartsbad.ecw:Calcula Description Typical interior Column in Basement Sketch & Diagram Awl : Pnplii(I) 1Ilii PuNy (Co 9-1):430.91. I044k•ft DI.123.0. LLI3I.2i. ST0 L IIy PU:MLI(109-21: 409. IS.k4 PuNu(t991) 10979.92tft £ llmj .1• •14F loft 4! S ON H:Too : Ct. 32.0. IL. 13.0. ST-O.0k41 NnpnI (.ft) Interior Pads 3.167 ft • k••.. le .•- &-._...._•., '4' '.. -..,. - . • m 1fl1,. -. 04 r: - Service Soil Bearing Maximum Bearing 4834.19 psf DL+LL Max/Allowable Ratio .967 B 4834.19 psf - 0 psf Uplift C A Di c .x 7.5 ft z Flexure Design Maximum MuXX 1% 293.584 k-ft Maximum MuZZ /0 293.584 k-ft All - lllllllIllliB ACI 9.1 ACI 9.1 -c MD C X Dir. Steel: 4.209 in 13 Z Dir. Steel: 4.209 in2 Allowable Soil Bearing : 5000 psf Concrete Weight :145 pd Concrete ft :3 ksl ) Steelfy :60ks1 - Maximum Shear Check Ratios (Vu 1% Vc) Two Way (Punching) Shear 1.155 ACI 9.1 One Way Shear, X dir. cut .849 ACI 9.1 One Way Shear, Z dir. cut .849 - ACI 9.1 - Overturning Moment Safety Factors (OTM SF) OTM SF About X-X Axis NA DL+LL OTM SF About Z-Z Axis NA DL+LL r Concrete Bearing (For Vertical Loads Only!) Maximum Bu /% 564.629 k ACI 9.1 Allowable Be 999.6 k Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL I 123 F 100 LL I 131.2 1 I I I A;~ &: 11z Um ) t0- '1k Sct 4. PL (p, 6Xt--0,e -4 3 ARM hlichoel Broad P.E. Proje, - . Dare . Pc ge No . E. L. .p...p • 1:( Ztwi-' (x 2417 Shady Forest Lane. Orange CA 92867 Phone 714.-974--53.7 Fox 7970114 E-mail: mcbeng@earthIink.net Mmax Between @ Top Support Top & Base @ Base of Wall Design height Reber Size Reber Spacing Reber Placed at Reber Depth 'd' Design Data - fb/FB + fa/Fa = 0.000 Moment. .. .Actue = 0.oft-# Moment ..... Allowable = 1,206.1 ft-# Shear Force @ this height = 0.0 lbs Shear ..... Actual = 0.00 psi Shear ..... Allowable = 38.73 psi 0.806 0.000 2,337.5 ft-# 0.011:4 2,900.7 ft4 1,206.1 ft-# 1,183.0 lbs 30.05 psi 38.73 psi Reber Lap Required = 25.00 in 30.00 in Reber embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu <S • Fr Heel: None Spec'd -or- Not req'd, Mu <S • Fr Key: No key defined -or- No key defined Stem OK Stem OK Stem OK = 10.00 ft 4.30 ft 0.00 ft = #5 #6 #5 0 16.00 in 8.001n 16.001n Center Edge Center = 3.75 in 5.25 in 3.75 in Michael Broad P.E Title : Ocean Villas. Carlsbad Consulting Engineer Job # Dsgnr mb Date. JUN 6.2001 2417 Shady Forest Lane Description.... Orange, CA 92867 Basement Wall Restrained top & bottom Uniform soil 8 x (714)-974.5347 Fax (714)-974-0114 Ht = 80 psI This Wall in File: C:RP5OCEAN VILLAS. CARLSBAD.RP5 Restrained Retaining Wall Design RetainPro Professional 5.0.7. 8-Jul-99, (c) 1989-99 Criteria Soil Data I Footing Strengths & Dimensions Retained Height = 10.00 ft Allow Soil Bearing = 3,000.0 psI f'c = 3.000 psi Fy = 60.000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Mm. As % = 0.0018 Total Wall Height = 10.00 ft Heel Active Pressure = 32.0 psI/ft r, Top Support Height = 10.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pd Wind on Stem = 0.0 psI Surcharge Loads Surcharge Over Heel = 80.0 psI >>>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psI Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 2.050,0 lbs Axial Live Load = 1,500.0 lbs Axial Load Eccentricity = 0.0 in Toe Active Pressure = 32.0 psf/ft Passive Pressure = 350.0 psf/ft Water height over heel = 0.0 ft FootingISoil Fnctior 0.300 Soil height to ignore for passive pressure = 0.00 in Uniform Lateral Load Applied to Stem I Lateral Load = 0.0 #ffi ...Height to Top 0.00 ft ...Height to Bottair = 0.00 ft Heel Width Total Footing Widt = - 3.00 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover © Top = 2.00 in © Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Design Summary I Masonry Stem Construction I Total Bearing Load = 6,638 lbs Thickness • 8.00 In fm = 1,500 psi Short Term Factor a 1.000 ...resultant 0CC. = 1.05 in Wall Weight • 84.0 pd Fs • 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure © Toe 1,826 psI OK Stem is FREE to rotate at top of footing n Ratio (Es/Em) a 25.778 Soil Pressure @ Heel = 2.599 psI OK Block Type • Normal Weight Use Special Inspection -'2 AAA Snild 1'.Mlltad 1IIUWdUJU PST Soil Pressure Less Than Allowable ACI Factored © Toe = 2.681 psI ACI Factored © Heel 3.815 psI Footing Shear © Toe = 14.7 psi OK Footing Shear © Heel = 11.3 psi ox Allowable = 93.1 psi Reaction at Top = 649.7 lbs Reaction at Bottom = 1,733.9 lbs Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,733.9 lbs Footing Design Results Factored Pressure = -mmmToe 27681 Heel 3,815 psf Mu': Upward = 1,403 3,167 ft-# Mu': Downward = 158 1,748 ft4 Mu: Design = 1,246 1,419 ft4 Actual 1-Way Shear = 14.68 11.27 psi Allow 1-Way Shear = 93.11 93.11 psi Michael Broad P.E. Title : Ocean Villas. Carlsbad Consulting Engineer Job # . Dsgnr mb Date JUN 6.2001 2417 Shady Forest Lane Description.... Orange, CA 92867 Basement Wall Restrained top & bottom Uniform soil 8 x (714)-974-5347 Fax (714)-974-0114 Ht = 80 psf This Wall in File: C:RP50CEAN VILLAS. CARLSBAD.RP5 Restrained Retaining Wall Design RetainPro Professional 5.0.7. 8-Jul-99. (C) 1989-99 Summary of FOrces on Footing: Slab RESISTS sliding, stem is PINNED at footing I Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 106.71bs 2.33 ft 248.9ft-# Axial Dead Load on Stem = 3,550.01bs 1.33 ft 4.733.3ft4 Soil Over Toe = lbs ft ft-# Surcharge Over Toe = lbs ft ft4 Stem Weight = 840.0lbs 1.33 ft 1,120.oft-# Soil Over Heel = 1,466.71bs 2.33 ft 3.422.2ft-# Footing Weight = 675.01bs 1.50 ft 1.012.5114 Total Vertical Force = 6.638.31bs Moment = 10.536.9ft4 Net Moment User For Soil Pressure Calculations -579.4 ft-# A 8.' MASONRY W/ #5 @ 16.,! LATERAL RESTF3dNT 649.7 # 8." MASONFIOPIIO'#6 @8." io.O": io'-o" 8." MASONRY WI 45 @ 16." SLIDING RESTRAINT #O@O.IN @TOE #O@O.IN 8 HEEL • .1 3It .! 3-0" DL= 2050., LL= 1500.#. Ecc= 0.IN - PP= 393.75# 1!PSF 2383.6# 2599.1PsF 1ichoeI brood P.E. Proje . OTe P9C No. Z. - IL At4- _? oc7 '2 ç 1-54 (6- 2417 Shady Forest Lane. Orange CA 92807 Phone 74—ø74-5347 Fox 714-974-0114 -mail: rn:beng@eorthlink.ner C r4 0 '.4 Wall Footing at End of PT Bm Line 2 1 ft AH36 in 44 Dl cx 5 f z Allowable Soil Bearing : 5000 psf Concrete Weight :145 pcf Concrete fc :3 ksl Steelfy :60ks1 Service Soil Bearing Maximum Bearing 3721.92 psf DL+LL Max/Allowable Ratio .744 3721.92 psf I 0 psf :_. Uplift Flexure Design Maximum MuXX /0 Maximum MuZZ /% D il C m ........... X direction steel requires the following placement: Region I (starts at A): 12 In Steel: .202 In Region 2 (middle): 36 In Steel: 1.215 in2 Region 3 (ends at B): 12 in Steel: .202 in2 Maximum Shear Check Ratios (Vu 0 Vc) Two Way (Punching) Shear .221 ACI 9.1 One Way Shear, X dir. cut .017 ACI 9.1 One Way Shear, Z dir. cut .087 ACl 9.1 r Overturning Moment Safety Factors (OTM SF) OTM SF About X-X Axis NA DL+LL OTM SF About Z-Z Axis NA DL+LL 8.913k-ft ACI 9.1 20.219k-ft ACI 9.1 $tx Dir. Steel: 1.62 in2 (mm) Z Dir. Steel: .972 in (mm) r Concrete Bearing (For Vertical Loads Only!) Maximum Bu 1% 114.591 k ACI 9.1 Allowable Bc 1468.8 k Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL 23.6 1 100 LL I 25.6 1 I +VX A;r +Mz AD DC B A AD Michel brood P.E. Projecr . ge . Laku,,,,( A,,4a(L0j S,, WOF July 18, 2000 - Near Source Factor (Na %)- Tatile 16$ fl rar sour ict,r is L,a'ed or ihe Seismic Soume Type and fuuh ditanc:c. car Snurcs Factor (Nv 1. Table I6-T 1'hc new- sourcc factor is based on the eis,ni Sotirc type and fauk distce Sisrnk Source Type Table 6-LY The seismic some is listed in the below lubic, as dteruüied from Table 16-U. SlsmIc Source Distance Maximum Moment Slip rate, SR (mm/yr) Type Magnitude (M) B 3 km MJ.O SR<2 2417 Shady Fcresr Lone. Orange CA 928157 Phone 74-974-5347 Fox 714-7-0114 E-mail: mrbeng@earthlink.ne? 4CIN 2417 5hooy Forest Lone, Orange CA 9267 Phone 714-974-5347 Fox 714-074-0114 E-mil: mcbengecrthiinlne? N1choef brood P.E. C 01 It (7.1.J) TL3 Ht11O hlichoel Broad P.E. Projecr . .Pcge No ____ 44404tL+ps . Are_ 2;o 4 - 2c. 3 ?, = =(IzS 4U9-)C72 = eicn a Diagram MI 2417 Shady Forest Lane. Orange CA 92867 Phone 714-974-5347 Fox -074-0114 E-mail: m:beng@earhIink.net Max Element Stay Shear Ra rmax 0.67 p : Reliability Factor = 2- 201(r.max "sqrt(Ab)) 1.5000 Calculated Values: UBC 1630.2.1 Seismic Dead Load (Calculated Fran Story Table on "Building Forces" Tab W 1,068.8 k Calculated Base Sheer V=Cv 1W! (RT)= 1,332.2 k Min.BaseSheer V=O.11Ca1W= 51.7k Zorn 4: Min.BaseShear- V=0.BZNvIR/ Wa 91.2k Base Show Max Limit V=2.5Ca1W15= 261.3k Final Calculated Values Horiz Seismic Factor Eh 1W • 0.244 Vertical Seismic Factor EvID= 0.220 V :Design Base Sheer 261.3 k Ft: Top Force 0.000 k Ehp 391.9k Em. Omega "Eh 731.5k 3 Michael Broad P.E. Title: ENERCALC Example PrcOlems Job # 97-000001 187 W. Orangethorpe Ave, Suite K Dsgnr: MDB Date: Placentia, CA 92870 DescrIption: Collection of exai1e problems [714J-223-7838 fax [714]-2237840 Scope: Al programs in the Structural Engineering Library 98ECALC53 ] Multi-Story Seismic Forces _.IM A1!°1in 1 I Description Ocean Villas Caribad General information Calculations are designed to 1997 UBC Requirements1 Seismic Zone 4 Building period 0.137 sec UBC 1630.2.3 Simplified Static Force Procedure Hn to TOP Level 13.00 ft Ground Floor Area 4,472.0 ft2 Ct : Construction Type Factor 0.0 Occupancy Category Standard Occupancy Seismic Importance Factor I = 1.00 Determine Na & Nv... Site Distance From Known Source Skin Seismic Source Type.. B: Al Faults other than Type A or C Seismic Coefficients Na = 1.00 Nv = 1.20 Soil Profile Type SD Seismic Coefficients Ca - 0.44 Cv m 0.77 Structural System... Bearing Wall System: 2b:Shear Walls, Masonry 2b:Shear Walls, Masonry Oetstrength & Global Ductility Coefficient R • 4.500 Seismic Force Amplification Factor Omega a 2.800 Structure Height Limit 160.0 ft Building Seismic Forces Weight Height Wi • Hi Ft Fx Lateral Story Shear Story Moment Level WI Hi Force @Leval Force k ft k-ft k k k k k-ft 1 1,068.81 13.00 13,894.5 261.265 261.265 Total Base Shear 261.265 k Base Overturning Moment 3,396.441 k-ft Diaphragm Forces Weight Lateral Force Summation of Summation of Max Req'd Diaphragm Level Wpx @ this Level Lateral Forces Above Level Weights Force @ Level Force: Fpx k k k-ft k k k I) Michael Broad P.E. Title: Job 4 187 W. Orangethorpe Ave. Suite K Dsgnr. Date: Placentia, CA 92870 Description: Scope: [714]-223-7838 fax E7141-2237840 51030 Rigid Diaphragm Torsional Analysis CXECA..0 P9e I i!!!!caIcocean villas cartsbad.ecw;Calcula Description Ocean Villa Carlsbad I General Information V-V Axis Shear 261.30 k Mm. X Axis Ecc 5.00 % X Axis Center of Mass 40.00 ft X-XAOs Shear 261.30k Mm. VAxis Ecc 5.00 % YAxis Center of Mass 27.33 ft ...Sheers are applied on each axis separately Max X Dimension 80.00 ft Max YDimension 54.66ft Wall Data Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E in ft ft ft ft degCCW Fixity 1 8.000 28.000 13.000 14.000 0.330 0.0 Fix-Fix 1.0 2 8.000 28.000 13.000 66.000 0.330 0.0 FIX-FIX 1.0 3 8.000 27.330 13.000 13.660 54.330 0.0 Fix-Fix 1.0 4 8.000 27.330 13000 66.330 54.330 0.0 Ax-FIX 1.0 5 8.000 54.670 13.000 0.330 27.330 90.0 Fix-FIX 1.0 6 8.000 54.670 13.000 79.670 27.330 90.0 Fix-FIx 1.0 {Calculated Wall Forces Loarl Location for Maximum Forces Direct Shears k Torsional Shears Label Final X ft V Length Width Length Width Wall Shear It 1 0.000 -2.358 45.753 0.000 -1.745 .0.013 -67.498 2 0.000 -2.358 45.763 0.000 -1.745 0.013 47.498 3 0.000 3.108 43.940 0.000 -2.299 0.017 46.239 4 0.000 3.108 43.940 0.000 -2.299 .0.017 46.239 5 -4.000 0.000 129.725 0.000 9.117 -0.001 138.843 6 4.000 0.000 129.725 0.000 9.117 0.001 130.843 L Summary I] X Distance to Center of Rigidity 40.000 ft Contrclllng Eccentricities & Forces from Applied V-V Shear Y Distance to Center of Rigidity 26.955ft Xcm+(MinWMax)Q-X-cr = 4.000ft Torsion = 1,045.20k-ft Xcm-(MmnWMaxX)-X-cr = -4.000ft Torsion= -1,045.20k-ft XAccidental Eccentricity 4.000ft Contidling Eccentricities & Forces from Applied X-X Shear YAccidentaJ Eccentricity 2.733ft Ycm + (MinWMaxY) - V-cr = 3.108ft Torsion = 812.03 k-ft Ycm - (MinWMa,A') - V-cr = -2.358 ft Torsion = -616.23 k-ft w :?r 138.84 21.30 k __Jh:. W:: 5 ! C.32733) 1_54.G7. W.1 W 2 A V Wall Footing No I & 2 Flexure Design Maximum MuXX /0 15.37 k-ft ACI 9.1 Maximum MuZZ /0 55.786 k-ft ACI 9.1 ''I jjx Dir. Steel: 10.368 in (mm) 13 Z Dir. Steel: .972 in (mm) X direction steel requires the following placement: Region I (starts at A): 174 In Steel: 4.295 in2 Region 2 (middle): 36 In Steel: 1.777 In2 Region 3 (ends at B): 174 In Steel: 4.295 in2 Maximum Shear Check Ratios (Vu 10 Vc) Two Way (Punching) Shear .137 ACI 9.1 One Way Shear, X dir. cut .187 ACI 9.1 One Way Shear, Z dir. cut .037 ACI 9.1 r Overturning Moment Safety Factors (OTM SF) OTM SF About X-X Axis 32.899 DL+LL+EL L ON SF About Z-Z Axis NA DL+LL r Concrete Bearing (For Vertical Loads Only!) Maximum Bu /0 316.177 k ACI 9.1 Allowable Bc 13708.8 k 41 2 f 336 in 44 B 4l .cbi jcx 32 ft z jjj.jj..J: Allowable Soil Bearing :3000 psf Concrete Weight :145 pcf Concrete ft :3 ksl Steel fy :60 ksi Service Soil Bearing Maximum Bearing 1807.22 psf DL+LL Max/Allowable Ratio .602 R -fi 1807.22 psf 0 psf ii. Uplift Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (p DL j 78.6 J 100 LL 45.4 I EL ( J 67.5 I 607.5 I J (Reverse EL) AD DC B A AD June 12, 2001 Company : Ocean Villas Designer : mcb Job Number: Wall Footing No I & 2 Checked By: Li 2 f 336 in cc CD 32 ft D C Geometry and Materials Length :32 ft eX :0 in Allowable Soil Bearing :3000 psf Steel fy :60 ksi Width :3 ft eZ :0 in Concrete Weight :145 pcf . Minimum Steel :.0018 Thickness :15 in pX :8 in Concrete fc :3 ksi Rebar CL :3.5 in Height :108 in pZ :336 in Loads DL LL EL P Vx(k) Vz(k) Mx (k-ft) Mz(k-ft) Overburden 1 100 I 67.5 I 607.5 1 1 (Reverse EL) +Vz +Mx +Mz 4 AD DC B A AD Service Combination Results Description Load Sets Allowable (psf) Max Bearina (nsf) OTMSF X-X OTMSF Z-Z IDL+LLIDL+LL 3000 _1807.22(A) NA NA I DL+LL+WLI_DL+LL+WL 3999 _1807.22(A) NA I NA DL+LL+WL DL+LL-WL 3999 (A) NA NA DL+LL+EL _DL+LL+EL 3999 _1807.22 32.899 NA DL+LL+EL I_DL+LL-EL 3999 _1972.02(A) _1972.02(B)[ 32.899 NA R DL+LL ON. 1807.22 psf QB: 1807.22 psf QC: 1807.22 psf QD: 1807.22 psf DL+LL+WL QA: 1807.22 psf QB: 1807.22 psf QC: 1807.22 psf QD: 1807.22 psf DL+LL-WL ON. 1807.22 psf QB: 1807.22 psf QC: 1807.22 psf QD: 1807.22 psf DL+LL+EL ON. 1972.02 psf QB: 1642.43 psf QC: 1642.43 psf QD: 1972.02 psf DL+LL-EL ON. 1642.43 psf QB: 1972.02 psf QC: 1972.02 psf QD: 1642.43 psf bL36 ,b1 omk LL t'24.4 RISAFoot Version 1.03 [C:\RlSAOceanVillas-02.rft] Page 1 Company : Ocean Villas June 12. 2001 Designer : mcb Job Number: Wall Footing No I & 2 Checked By:_____ Flexure Desian Results Description Load Sets and Factors Mu-XX(k-ft)Z Dir Mu-U (k-ft) XDir As (in2) ACI 9.1 1.40L+1.7LL 13.833 : .972 . 50.208 10.368 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 10.375 i .972 37.656 10.368 ACI 9.2() 1.05DL+1.275LL-1.275WL 10.375 1 .972 37.656 10.368 ACI 9.2(E 1.05bL+1.275LL+1.4EL I 11.701 .972 37.656 10.368 AC19.2(ft 1.05DL+1.275LL-1.4EL I11.701 .972 37.656 10.368 ACI 9.3(W) .90L+1.3WL - 1 5.791 .972 I 21.021 1 10.368 ACI 93(W) - 9DL-1 3WL 1 5.791 972 21.021 10 368 7.147 .972 21.021 10.368 7.147 j .972 21.021 10.368_ - . • • -I F i.iiitii I•u••.au•U•u•euaUu•S..IU•.U.•.l....UU..IIuuIIIIIIiII I.... .111.11 ••! ••! !!! •••R•IIIIIIIII II -- Shear Check Results Two Way (Punching) Vc: 968.697 k One Way (X Dir. Cut) Vc 45.351 It One Way (Z Dir. Cut) Vc: 483.749 It Punching X Dir. Cut Z Dir. Cut Description Load Sets and Factors Vu(k) Vu! -Vc Vu(k) Vu/ Vc Vu(k) Vu!; Vc ACI 9.1 i.46L+1.7E[ (ACI 9.2(yfL........... TObL+1.275LL+1.275wL 112.83T 84.627 .137 1 .103 5.403 J_.14 7.2651ifi5.3f.037 11.527 028 AC I __ ____ tOO 1.275LL-1.275WL 84.627 84.627 84.627 .103 .103 .1 03 _5.403 I .14 6.101 .158 6.101 .158 11.527 .028 11.527 .028 11.527 .028 ACI 9.2(E) 1.05DL+1.275LL+1 .4EL ACI 9.2(g) I I .O5DL+ I .275LL-1 .4EL ACI 9.3M 1T9bL+1.3wL 47.242 1 .057 3.016 .078 6.435 1 .016 ACI 9.3 W) TbL-1.3WL 47.242 .057 3.016 ThW 6.35 016 ACI 9.3(E) .9DL+1 .43EL 47.242 3.729 O9 6.435 .016 ACI 9.3(E) TDL-l.43EL 47.242 F.057 057 3.729 .097 6.435 .016 Concrete Bearinq Check Results (Only Vertical Loads Considered!) BeanngBc: 13708.8k Description Load Sets and Factors Bearing Bu (k) Bearing BukBc ACI 9.1 11.4DL+1.7LL 221.324 .023 ACI 9.2(W) j1.O5DL+I.275LL+I.275WL 165.993 .017 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 165.993 .017 ACI 9.2(E) 1I.05DL+1.275LL+1.4EL 165.993 .017 ACI 9.2(E) 11.05DL+1.275LL-1 .4EL 165.993 .017 ACI 9.3(W) j_.9DL+1.3WL 92.664 .01 ACI 9.3(W) .9DL-1.3WL 92.664 .01 ACI 9.3(E) .9DL+1.43EL 92.664 .01 [ ACI 9.3(E) .9DL-1.43EL 92.664 .01 RISAFoot Version 1.03 [C:RlSAOceanVillas-02.rft] Page 2 .002 ft 656 in 44 A l3v 44 ID . DI ICic?x 58.67 ft z D COH Allowable Soil Bearing :3000 psf Concrete Weight :145 pd Concrete fc :3 ksl Steel fy :60 ksi Wall Footing No5&6 Service Soil Bearing Maximum Bearing 1885.79 psf DL+LL Max/Allowable Ratio .629 1885.79 psf psf E Uplift Flexure Design Maximum MuXX 1% 16.19 k-ft ACI 9.1 Maximum MuZZ 10 107.562 k-ft ACI 9.1 0 C 2 A B X Dir. Steel: 19.009 in (mm) Z Dir. Steel: .972 in (mm) X direction steel requires the following placement: Region I (starts at A): 334.02 In Steel: 858 In2 Region 2 (middle): 36 In Steel: 1.849 In2 Region 3 (ends at B): 334.02 in Steel: 8.58 In Maximum Shear Check Ratios (Vu W Vc) Two Way (Punching) Shear .138 ACI 9.1 One Way Shear, X dir. cut .197 ACI 9.1 One Way Shear, Z dir. cut .039 ACI 9.1 Overturning Moment Safety Factors (OTM SF) OTM SF About X-X Axis 66.445 DL+LL+EL OTM SF About Z-Z Axis NA DL+LL r Concrete Bearing (For Vertical Loads Only!) Maximum Bu /0 609.62 It ACI 9.1 Allowable Bc 26764.8 k Loads P (k) Vx (k) Vz (k) Mx (k-It) Mz (k-It) Overburden (psf) 151 I 100 87.5 1 (Reverse EL) I I 138 1242 I '- I _s B DL LL EL PE Company : Ocean Villas June 12, 2001 Designer : mcb Job Number: Wall Footing No 5 & 6 Checked By: 42.002 ft 656 in AII gfi1 D 1j .bi Icx In 58.67 ft D Cri z Geometry and Materials Length :58.67 ft eX :0 in Allowable Soil Bearing :3000 psf Steel fy :60 ksi Width :3 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel .0018 Thickness :15 in pX :8 in Concrete fc :3 ksi Rebar CL :3.5 in Height :108 in pZ :656 in Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL I 151 I I 100 IL L 87.5 EL 1 1 138 1242 1 (Reverse EL) +P +Vx +Over AD DC B A AD Service Combination Results rinfinn Load Sets Allnwahls lneft May Rsrinn (nsfl C)TMSF XX OTMSF 2-2 DL+LL 1 DL+LL 3000 - 1885.79 (A) NA NA DL+LL+WL DL+LL+WL 3999 1 1885.79 (A) I NA I NA DL+LL+WL I DL+LL-WL 3999 1 1885.79 (A) NA NA DL+LL+EL 1 DL+LL+EL 3999 1986.02 (A) 56.445 NA DL+LL+EL 1 DL+LL-EL 3999 1986.02(9) 56.445 NA D C A B DL+LL QA: 1885.79 psf QB: 1885.79 psf QC: 1885.79 psf QD: 1885.79 psf D C A B DL+LL+WL QA: 1885.79 psf QB: 1885.79 psf QC: 1885.79 psf QD: 1885.79 psf D C A B DL+LL-WL QA: 1885.79 psf OR 1885.79 psf QC: 1885.79 psf OD: 1885.79 psf D C A B DL+LL+EL QA: 1986.02 psf QB: 1785.57 psf QC: 1785.57 psf QD: 1986.02 psf D C A B DL+LL-EL QA: 1785.57 psf QB: 1986.02 pst QC: 1986.02 psf 00: 1785.57 psf IL 1,39 10 t.= (o 00 e1ox c4 z 41 IPA dr UU= j,(P?.7dq)CS4 = RISAFoot Version 1.03 (C:RlSAOceanVillas-01.rft] Page 1 Company : Ocean Villas June 12, 2001 Designer : mcb Job Number: Wall Footing No 5 & 6 Checked By: Flexure Desian Results Description - -Load Sets and Factors ACI 9.1 1.4DL+1.7LL Mu-XX (k-ft) Z Dir As (in) Mu-ZZ (k-ft) X Dir As (ifl) 14.571 .972 96.805 19.009 ACI 9.2(W) 1050L+1.275LL+1.275WL 10.928 ACI 9.2(W)____ 1.05DL+1.275LL-1.275WL i 10.928 I .972 .972 72.604 72.604 - 19.009: 19.009 i ACI 9.2(E) 1.05DL+1.275LL+1.4EL 11.753 .972 72.604 19.009 ACI 9.2(E) 1.05DL+1.275LL-1.4EL 11.753 .972 1 72.604 1 19.009 ACI 9.3(W) I .9DL+1.3WL 6.102 .972 40.539 1 19.009 i ACI 9.3(W) .9DL-1.3WL 6.102 i .972 40.539 1 19.009 I ACI 9.3(E) .9DL+1.43EL ACI 9.3(B i .9DL-1.43EL 1 6.944 6.944 1 .972 1 .972 1 40.539 40.539 1 19.009 1 19.0091 Controlling X direction steel requires the jjjj•jjj••jiIIIjjiujj••Iiluua••iIIII•uIiIIIIuuuI following placement Region I (starts at A): 334.02 in Steel: 8.58 1W .................................................I .................................................I Region 2 (middle): 36 in Steel: 1.849 in' ......................UU..U.......UUU.....U....al Region I Steel: ..............u..................................: )I - I. 11ii.1TT7T;m771 Two Way (Punching) Vc: 1773.131 '4Dir. Cut) 1:II'I: Punching X Dir. Cut Z Dir. Cut ACI 9.1 1.4DL+1.7LL 207.583 .138 7.589 .197 I 29.634 _.039 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 1 155.687 _5.691[i48J_22.226 Ii ACI 9.2(W) 1.05DL+1.275LL-1.275WL 155.687 _5.691 _.029 ACI 9.2(E) 1.05DL+1.275LL+1.4EL 155.687 _.103 _6.123 _.148 _22.226 _22.226 _.029 ACI 9.2(E) 1.05DL+1.275LL-1.4EL 155.687 _.103 _.103 _.159 _.159 ACI 9.3(W) T9DIf3WL 86.93 ACI 9.3(W) .9DL-1.3WL 86.93 _.103 _6.123 _22.2261ó29 _12.41 I_.016 _.016 ACI 9.3(E) .9DL+1.43EL 86.93 _.058 _.058 _3.1781_.082 _3.178 J_.082 _.094 _12.41 _.016 ACI 9.3(E) .9DL-1.43EL 86.93 _.058 _.058 _3.619 _3.619 _.094 _12.41 _12.41 _.016 Concrete Bearina Check Results (Only Vertical LoadsConsidered!) Bearing Be: 26764.8 It DescriDtion Load Sets and Factors Bearing Bu (k) Bearing Bu/Bc ACI 9.1 1.4DL+1.7LL 426.734 .023 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 320.05 .017 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 320.05 .017 ACI 9.2(E) 1.05DL+1.275LL+1.4EL 320.05 .017 ACI 9.2(E) 1.05DL+1.275LL-1.4EL 320.05 .017 ACI 9.3(W) .9DL+1.3WL 178.704 .01 ACI 9.3(W) .9DL-1.3WL 178.704 .01 ACI 9.3(E) .9DL+1.43EL 178.704 .01 ACI 9.3(E) .9DL-1.43EL 178.704 .01 RISAFoot Version 1.03 [C:RlSAOceanVillas-01.rftJ Page 2 4 FROM : THE-BEACH. PHONE NO. : 7296950 aii,2aei O9: 61342559 O.4LHONTEc Jul. 11 2001 09: 4BPM P2 C.W. LA MONTE Co. Soil sod Foundation E1neering Services July11, 2001 JOB NO. 00-3*16 CITY OF CARLSBAD end Development Deparent 2075 Las Pabmas Drive Cndsbsd, Ca. 92009 SUBJECT; ADDENDUM NO.1 REPORT OF SOIL iNVESUGATION PTopoeed Condoomuum Project- omm Viflas 2490 Ocean 3Iiect C&1sba Ca. Dw Sirs: In or REPORT 01: SOBS INVESTIGATION dated July IL 2000 under Jus1IQn& under paragraph S page 6 the section on Soil Bathig Value should read at 11owr Soil Dearlag Value A bearing capeisy of 2000 paf rasy be eaennnd%r 9W footings when 0unded a niluimum of 12 hwha Into the erining fitm terrace uzcziais orproperb con*ed W. This bearing capacity y be Increased by oi"61id, when c &=* wmd andfor sâsznic leading. Mditiousl bearing may be sobieved at a value øf 500 psf per toot dfaddMonal depth into the terrace mmeiui& or prcsrly coingacted 0 to a uidmum value of 5000 psf As a1waye ffym have mW questions concerning INs addendum feel free to contact our oce at (619)462.9061. C.NT,C 0;6; CLZ*D W. LA MONTE RCE 25,241 FROM : THEBEcH PHONE NO. : 7296950 Jul. 11 2001 09: 49PM P3 07/1/28. 09: GIUS29859 Q4L.MDN! EW PAGE e2 C.W. LA MONTE CO Soil and Foundation Engineering 4350 Pain Acnu, Suite 25 La Mean, •CL 91941 Phone((119) 462.9861, Fax (619) 462-9859 July 11,20111 CITY OF CARLSBAD EmOneffingNmunm 2075 Lee Pa Drive Cd, CL 92009 SUBJECTS Fundatka Plan Review Ocean Vee 2490 Ocean Street Carlsbad, CA. Dear Sirs: Job No. 00-2816 Our firm has reviewed the above subject thundation plans nn4 grading plans ead speeftesim by Michael &oad & Menins and it is our prolonal opinion tha plans an in SUb&IrI offornoe with our "REPORT OF SOILS 21VESTIGAflON' fir Ocean Villas Site dated July 18, 2000 and tba r cov".-'ions in the report are properly Incorporated lathe plans. As always if you have any questions conce miag this lanes feel flee to COMM ow oce. Reapanflilly M*Mftw C.W. LAMOIflZ CO.. C8 o ,* 1' a 5241,GE495 oFESsfrj N.025241 /a -9f. ibJtL An( j &' C W La' Monte Company Soil and Foundation Engineers 4350 PALM A VENUE, SUITE 25 LA MESA, California 9294.1 Phone: (619) 462-9861 Fax: 462-9859 July.i8, 2000 TO: Mr. Pat McGuire 2609 Ocean Street Carlsbad, California 92008 -.- ... job. N0 002816 SUBJECT: Report of Soils Investigation Proposed Condominium Project 2490 Ocean Street Carlsbad, California Gentlemen; In accordance with your request, we have performed a soils investigation for the proposed residential project. In general, we found the site suitable for the proposed project provided that the recommendations contained herein are adhered to. We are presenting herein our findings and recommendations. If you should have -any. questions after4ev ewing..thi report p1eased&uurhesitate -. contact our office. . This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company 6f L— Cliffi. LaMonte, R.C.E. 25241, G.E. 0495 Clloh'174~_f REPORT OF SOILS INVESTIGATION Proposed Condominium Project 2490 Ocean Street Carlsbad, California :. JOB NO. 00-2816 - July 18, 2000 ...... Preparedfor: Mr. Pat McGuire 2609 Ocean Street -. ... • •. :.. Ca!Iad,a1io!a.9008 Prepared by: C. W. LA MONTE COMPANY 4350 PALM Avenue, Suite 25 LA MESA, California 92141 TABLE OF CONTENTS SCOPE OF WORK AND PRWECT DESCRIPTION ................................................................................ I FiNDINGS................................................................................................................................................ 2 SiteDescription ..................................................................................................................................... 2 Descriptionof Soil s............................................................................................................................... 2 GroundWater.......................................................................................................................................2 TECTONIC SE7TING .............................................................................................................................. 3 UNIFORMBUILDING CODE DESIGN iNFORMATION ......... . ............................................. ..............3 GEOLOGIC HAZ4RDS .................................................................... . ........................................................... 4 RECOMMENDATIONS..................................................................................................... . . .. .s - General Site Development ......................................................................................................... .......... 5 - E5tth Work andGrading ....................................................................... ............ ......... .. ...... ................. 6 FillSuitability ...................................................................................................................................6 Earth Work .................................................................................... ........................................... ........ 6 Foundations....................................................................................... ................................................... 6 Dimensions and Embedment ................................................................ ............................................. 6 Soil Bearing Value:-.........................................................................................................................6 Foundation Reinforcement................................................................................................................6 AnticipatedSettlements ..................................................................................................................... 7 Foundation Excavation Observation ................................................................................................... 7 ExpansiveCharacteristics ....................................................................................................................... .7 ConcreteSlabs-on-grade ............ . ......................... ................................................................................. 7 General.............................................................................................................................................7 SlabReinforcement ............. . ............................................................................................................ 7 Interior Slab Curing Time ................................................................................................................. 7 Design Parameters for Earth Retaining Structures .................................................................................8 ActivePressure ................................................................................................................................. 8 Lateral Pressure .............................. . ................................................................................................... .8 Waterproofing andSubdrain Observation..........................................................................................8 Backfill.............................................................................................................................................8 Factorof Safety ................................................................................................................................ 9 Foundation and Grading Plans Review ..................................................................................................... 9 TemporaryCut S1opes ......-............................................-.-.•.::::;.-.--.......... Site Drainage Considerations ............................................ . ............................................. ....................... 9 FIELDiN VESTIGATION....................................................................................................................-io-- L4BORA TORY TETS AND SOIL INFORMATION ................................................................................ 10 GRADINGNOTES................................................................................................................................:10 L[MM TIONS ......................................................................................................................................... 11 FIGURES Figure No. 1 - Site Location Map Figure No. 2 Plot Plan Figure No. 3a and c Test Excavation Logs Figure No. 4 Laboratory Test Results Appendix "A" Standard Grading Specifications Appendix "B" Unified Soil Classification Chart REPORT OF SOILS INVESTIGATION Proposed Condominium Project 2490 Ocean Street Carlsbad, California The following report presents the findings and recommendations of the C.W. La Monte Company for the subject property. SCOPE OF WORKAND PROJECT DESCRIPTION It is our understanding that the existing residence is to be removedrand a new condominium structure will be constructed. The new structure will be a maximum of two-stories in height over a subsurface garage. The structure will be of wood-frame construction and founded on conventional, shallow foundations. The garage will be constructed usingm nry walls with a concrete floor slab-on-grade. The elevation of the garage will be a maximum of 13 feet below the existing grade. With the above in mind our scope of work consisted of the following: Identify and classify the surface and subsurface soils to depths, in conformance with the Unified Soil Classification System (refer to Appendix A). Determine the allowable presumptive bearing pressures for the natural ground and any soils to be used in compacted fill based on their assumed shear-strength characteristics. Recommend treatment for any expansive soils and/or uncompacted fill or compressible alluvial soils that, if left ii_piaçç and unmo4ifie4coul.. result i_ ffiiCure and costhetdániages to the structure and proposed additions. Predict the settlement potential of the natural ground or re-compacted fill soils under the proposed structural loads. Recommend active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. Describe general site geology and possible geologic hazards, which could have an affect on the development. . Provide Uniform Building Code, seismic design criteria Preparation of this report, presenting our findings, conclusions and recommendations, and appropriate graphics. It was not within our scope of work to evaluate the site for hazardous materials contamination. Job No. 00-2816 July 18, 2000 Page 2 FINDINGS Site Description The project site consists of a rectangular shaped parcel of land, approximately .13 of an acre in size and located at the northeast corner of the Ocean Street and Pacific Avenue intersection in the City of Carlsbad. The property is further bounded on the north and east by existing residential development. Refer to the attached Site Location Map (Figure 1) and Plot Plan (Figure 2) for a layout of the site and location of existing and proposed improvements. Theproperty 1 situated on gently sloping terrain, elevated above the, adfãent Ocean Street up to 5 feet. Elevations on the site range from approximately 46.5 (MSL) at he southeast corner of the site to 41.8 feet (MSL) at the northwest corner. The property is currently improved with a one-story, wood frame single fmily residential structure with a detached garage. The structures appear to be founded on conventional shallow foundations with raised wooden and slab-on-grade floors. Exterior improvements include concrete driveway and sidewalk slabs, concrete block site walls and a pool with concrete decking. Vegetation consists of lawn grass, landscape shrubbery and a few trees. Description of Soils The site is underlain with terrace deposits and associated, surficial topsoil. These soils and subsurface conditions are described individually below, also refer to the attached Test Excavation Logs for more detailed information on the encountered soil conditions. Marine Terrace Deposits: The site is underlain at depth with the Quaternary- aged 1errace.posIts..Jflie terracen the site consists of lightbrnwnlo..xed brown.==—.-- medium dense to dense, slightly silty sand to fine to medium sand. Topsoil and Fill: The terrace deposits are overlain with 3 to, 6 feet of natural ground topsoil. The topsoil's consists primarily of loose to medium dense, dark brown, silty sands. The upper surface of the topsoils may consist of undifferentiated fills less than one foot in. thickness. Ground Water No ground water was encountered in our test excavations, however, it should be kept in mind, that any required grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is implemented at the completion of construction. Corrective action should be taken on a site-specific basis if, and when, it becomes necessary. Job No. 00-2816 July 18, 2000 Page 3 TECTONIC SETTING No major faults are known to traverse the subject site but it should be noted that much of Southern California, including the San Diego County area is characterized by a series of Quaternary-age fault zones which typically consist of several individual, en echelon faults that generally strike in a northerly to north-westerly direction. Some of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active, according to the criteria of the California-Division of Mines and Geology. Active fault zones are those which have shown coiclusrve evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no movement during Holocene time. The active ROSe Canyon Fault Zone (RCFZ) is located approximately 3 kilometers southwest of the subject site. Other active fault zones in the region that could possibly affect the site include the Coronado Banks and San Clemente Fault Zones to the west, the Elsinore and San Jacinto Fault Zones to the northeast, and the Agua Blanca and San Miguel Fault Zones to the south. UNIFORM BUILDING CODE DESIGN INFORMATION The following design factors were obtained from the 1997 addition of the Uniform Building Code based on site conditions and location. ..- .- .. .-.-- Seismic Zone Factor (Z) - Table 16-I . . The Seismic Zone Factor (Z) is.determined:from Seismic Zôiie Map, Figure 16-2. - The project is located in Zone 4. Z=0.40 Soil Profde Type - Table 16-J . The materials encountered at the subject site fall into the S Soil Profile Type. Seismic Coefficient Ca - Table 16-Q The Seismic Coefficient is determined from the above table using the Soil Profile Type and the Seismic Zone Factor. Ca = 0.44 Na Seismic Coefficient Cv -Table 16-R The Seismic Coefficient is determined from the above table using the Soil Profile Type and the Seismic Zone Factor. = 0.64 Nv Job No. 00-2816 July 18, 2000 Page 4 Near Source Factor (Na 1) - Table 16-S The near source factor is based on the Seismic Source Type and fault distance. Na 1 = 1.0 Near Source Factor (Nv 1) - Table 16-T The near source factor is based on the Seismic Source Type and fault distance. Nv1=1.2 •..... Seismic Source Type - Table 16-U The seismic source type is listed in the below table, as determined from Table 16-U. Seismic Source Distance Maximum Moment Slip rate, SR (mm/yr) Type . . Magnitude (M) B 3 k •M<7.0 SR<2 GEOLOGIC HAZARDS General No geologic hazards of sufficient magnitude to preclude development of the site as we presently contemplate it are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable for the proposed development. --.. - - Ground Shaking A likely geologic hazard to affect the site is ground shaking as a result of movement - along one of the major active fault zones mentioned above. Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely the site will experience the effects of at least one moderate to large earthquake during the life of the proposed structure. Construction in accordance with the minimum requirements of the Uniform Building Code, the Structural Engineers Association of California lateral force. design requirements, and local governing agencies should minimiie potential damage due to seismic activity Landslide Potential and Slope Stability Due to the sites relatively level terrain and underlying stable formation, landsliding and slope instability are considered a negligible hazard.. Surface Rupture and Soil Cracking Based on the information available to us, it is our professional opinion that no faults are present at the subject site proper so the site is not considered susceptible to surface rupture. The likelihood of soil cracking caused by shaking from distant sources should be considered nominal. Job No. 00-2816 July 18, 2000 Page 5' Liquefaction The materials at the site are not subject to liquefaction due to such factors as soil density, grain-size distribution, and groundwater conditions. Expansive Soils The encountered soils at the site appear to be non-expansive. Tsunamis . . Tsunamis are great sea waves produced by a submarine earthquake or volcailic euption. - The-highest historically recorded waves to affect the San Diego coastal ãk has been slightly over six feet. There is a low, yet finite, 'possibility that the site could possibly be subject to tsunami-related hazards in the event of a large earthquake along one of the offshore fault zones. Seiches Seiches are periodic oscillations in large bodies of standing water such as lakes, harbors, bays, or reservoirs. There is a low, yet finite, possibility that the site could possibly be subject to seiche-related haids in the event of a large earthquake. Flooding - According to the 1997 edition of the Flood Insurance Rate Map prepared by the US Federal Emergency Management Agency, the site is located outside the boundaries of both the 100-year and the 500-year flood lines. RECOMMENDATIONS General Site Developmeiit •.-•,. -- .•- --'-- •--', The site is overlain with approximately 3 :tO 6 feet of loSe topsoils. These materials are unsuitable in there present condition to support the proposed building loads. However, it is anticipated these loose materials will be completely removed in the building area by the basement the excavation, exposing firm terrace deposits at the bearing 'level of the structure. If loose topsoil remain in an area to receive structural improvements, we recommend the complete removal and re-compaction the loose material. The, loose topsoil shall be removed to expose firm terrace deposits. The excavation should extend laterally' a minimum distance of five feet outside the structure perimeter or to a distance equal to the depth of removal below footings (whichever is greater). Prior to receiving fill, the bottoms of the excavation (as prepared' above) should be scarified to a depth of approximately 12 inches, moisture conditioned to over optimum moisture content, and then recompacting the prepared soils to at least 90 percent of their maximum dry density. Excavated and/or imported soils should then be placed back in the excavation in thin compacted layers at slightly over optimum moisture contents to the proposed finish grade. Job No. 00-2816 July 18, 2000 Page 6 It is recommended that exterior improvements (such as driveways, patio slabs, etc.) be founded on a minimum of 2 feet of properly recompacted fill. Earth Work and Grading Fill Suitability On-site excavated materials may be used as compacted fill material or backfill. This fill should be placed in compacted layers not exceeding eight inches in thickness at slightly over optimum moisture content and at least 90 percent of the maximum dry aensity. The on-site materials, typically; posses a very low expansion potential. Any ii,orted soil materials shall posses an expansion index of less than 30 and be obtained from an approved borrow pit or stockpile. Earth Work . . . All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special provisions (Appendix "B"). All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All embankments, structural fill and ifil should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to at least 90 percent of its maximum dry density. Pavement section subgrade and overlying base should be compacted to at least 95 percent of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with ASTM Test D-1557-91, Method A or C. Foundations.... ..."- .- Dimensions and Embedment. Conventional shallow foundations may be utilized in the support of the proposed structures. Foundations should be constructed in accordance with minimum requirements of the Uniform Building Code (UBC). Two story structures should have a minimum foundation depth of 18 inches below lowest adjacent finished grade and a 15-inch minimum width and three story structure 18 inches wide by 24 inches deep, per the Uniform Building Code. Soil Bearing Value A bearing capacity of 2000 psf may be assumed for said footings when founded a minimum of 12 inches into the existing firm terrace materials or properly compacted fill. This bearing capacity may be increased by one-third, when considering wind and/or seismic loading. Foundation Reinforcement It is recommended that continuous footings be reinforced with at least two No.4 steel bars; one reinforcing bar shall be located near the top of the foundation, and one bar near the bottom. The steel reinforcement will help prevent damage due to normal, post construction settlement, resulting from variations in the subsurface soil conditions. This Job No. 00-2816 July 18, 2000 Page 7 recommendation does not supersede reinforcement required for structural considerations. Anticipated Settlements Based on our experience with the soil types on the subject site, the soils should experience settlement in the magnitude of less than 0.75 inch under a structural load of 2,000 pounds per square foot on firm terrace deposits or properly compacted fill. It should be recognized that minor hairline cracks normally occur in concrete slabs and foundations due to shrinkage during curing and/or redistribution of stresses and some - cracks may be anticipated. Such cracks are not necessarily an indication Of e*cessive vertical movements. -. Foundation Excavation Observation In order to minimize any work delays at the subject site during site development, this firm should be contacted 48 hours prior to any need. for: inspect-ion of footing excavations or to perform grading observation or field density testing of compacted fill soils. If possible, placement of forms, templates and steel reinforcement in footing excavations should not occur prior to our inspection of the excavations. :Sometimes foundation excavation observation reveals the need to deepen, redesign or otherwise mitigate unanticipated or adverse conditions. Therefore, prior observation would eliminate the need to remove any formwork or steel reinforcement in the affected footing excavation in order to correct the observed problem. Expansive Characteristics The recommendations of this report reflect a very low expansive condition. Concrete Slabs-on-grade_ General - - - Concrete floor slabs, if used shall be a minimum thickness of four inches and may be placed over the native terrace sandS. A 6 mil visqueen moisture barrier under slabs will reduce the potential for moisture intrusion through floor slabs. Visqueen, where used should be overlain with approximately 2 inches of sand. Slab Reinforcement The slab should be reinforced #3 reinforcing bars placed at 24 inch centers, each way or with 6x6-6/6 steel wire mesh. The reinforcement should be placed on concrete "chairs" or spacers, to within the middle third of the slab. Theoretically, the above-recommended rebar and wire mesh options provide similar reinforcement strength. However, based on our past experience, we have found that the wire mesh is often and is more easily pushed to the bottom of the slab during the finishing process, thus significantly reducing its intended reinforcing, function. The rebar grid, if properly supported, is less likely to be dislodged during the finishing process. Thus, unless the concrete finisher is diligent in this regard, the rebar option is the preferred method of slab reinforcement; Interior Slab Curing Time Following placement of concrete floor slabs, sufficient drying time must be allowed prior Job No. 00-2816 July 18, 2000 Page 8 to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. Prior to installation, standardized testing can be performed to determine if the slab moisture emissions are within the limits recommended by the manufacturer of the specified floor- covering product. Design Parameters for Earth Retaining Structures Active Pressure The active earth pressure to be used in the design of retaining walls, shall be based on an - Equivalent Fluid Weight of 32 pcf (pounds per cubic foot) at any depthThis active pressure value is for level backfill and assumes an unrestrained condition, and that proper drainage is provided behind the wall. This pressure value assumes the wall is backfllled with on-site excavated, sands. If restrained retaining walls are used a uniform pressure equal 8 times the wall height shall be added to above determined active pressure. Lateral Pressure The passive earth pressure of the encountered natural-ground soils and any recompacted fill soils (to be used .for design of building foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pcf (pounds per cubic foot). This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation. We recommend that the upper 1-foot of soil not protected by pavement or concrete slabs be neglected when calculating passive resistance. A Coeff t'ièñtof Fr1ionbf"ö time thdead load may be used between the bearing soils and concrete wall foundations or structure foundations and floor slabs founded on— férmational or similar materials. When combining frictional and passive resistance, the former should be reduced by one-third. Waterproofing and Subdrain Observation The geotechnical engineer should be requested to verify that waterproofing has been applied and that subdrains are properly installed behind the walls. However, unless specifically asked to do so, we will not verify proper application of the waterproofing. Retaining walls that are not properly waterproofed and y drained are potentially subject to cosmetic staining (such as efflorescence), surficial spalling and decomposition and excessive moisture emissions (and resulting problems) into the interior space. Backfill All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfllled until the masonry has reached an adequate strength. Job No. 00-2816 July 18,2000 Page 9 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the. design to prevent the walls from overturning and sliding. Foundation and Gradina Plans Review The• foundation and grading plans should be submitted to this office fo? re/iew to - ascertain that the recommendations provided in this report have been follóWd and that the assumptions utilized in its preparation are still valid Temporary Cut Slopes Temporary slopes at the subject site shall be constructed in accordance with sections 1504, 1539-1547 of Title 8, Construction Safety Orders, issued by OSHA. The temporary cut slope material will consist of granular material classified as Soil Type "B" by OSHA criteria for temporary excavations. Type "B" soils require temporary cuts to be excavated at an approximate 1:1 slope ratio. If steeper cuts are required, it is recommended a slope stability analysis be performed of the proposed cut angle. Shoring may be desirable in some areas if it is necessary to protect adjacent off-site improvements. Site Drainage Considerations Adequate-measures shall be taken to properly finish-grade the site after4he-additions and==— other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs.d footings, onto the natura1 drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will ensure drainage that no waters will seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other improvements on the site. In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly-constructed cut or fill slopes. Planter areas and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes shall be constructed with a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the Foundations, footings, and floor slabs, to an adequate drainage facility. Structure retaining walls shall be properly water proofed and provided with a subdrain system. Our firm prior to implementation should review the water proofing system and Job No. 00-2816 July 18, 2000 Page 10 drainage design. FIELD INVESTIGATION Three hand excavated test excavations were placed on the site, specifically in areas where representative soil conditions were expected and where the proposed structures will be located. Our investigation also included a visual site reconnaissance and observations of nearby cut slopes. The excavations were visually inspected and logged by our field geologist, and samples were taken of the predominant soils throughout the field operation. Test excavation logs have been prepared on the basis of our inspètiori and the results have Wen summarized on Figures No. 3 a through c. The prédomint soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). LABORA TOR YTESTS AND SOIL INFORMATION Tests were performed on the disturbed and undisturbed soil samples in order to determine their physical and mechanical properties and their ability to support the proposed structure. Laboratory test results are presented on the attached Figure No. 8. The following tests were conducted on the sampled soils: Moisture Content (A.S.T.M. D2216-71) Density Determinations Expansion Index Tests (UBC 18-1) The relationship between the moisture and density of undisturbed and remolded soil samples give qualitative, information regarding the soil strength characteristics and soil conditions to 'be'antici$ted'during any:ture gradingoperation. The expansion potential of clayey. soils was determined utilizing the UBC Expansion—Index Test. Expansive soils are classified as follows: Expansion Index Potential Expansion 0-20 Very Low (or considered "Non-expansive'!). 21-50 Low 51-90 Medium 91-130 High 130-Above Very High GRADING NOTES Any required grading operations shall be performed in accordance with the requirements of local Grading Ordinances, under the observation of a qualified Soils Engineer or supervised Field Soils Technician. It is the responsibility of the Owner and/or Developer to ensure that the recommendations summarized in this report are carried out in the field Job No. 00-2816 July l8,2000 Page 11 operations. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of other is the responsibility of the Contractor. The Contractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. LIMITATIONS Our -conclusioiff and recommendations have been based on all available di obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in the area. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural expOsures. It is, therefore, necessary that all observations, conclusions; and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis, which meets the contemporary standard of care' in our profession. No other warranty is expressed or implied. This report should be considered valid for a period of three (3) years, and is subject to review by our firm following that time. If significant modifications are made to the building and/or grading plans, especially with respect to the height and location of any cut and fill slopes, and the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. The firni C. W. La Monte Co. shall noe held responsible for changes to the physical condition of the, property, such as addition of fill soilsor changing drainage patters, which occur subsequent to the issuance of this report. Once again, should any questions arise concerning this report, please do not hesitate to contact us. Respectfully submitted, C.W. La Monte Company .-'QF ESS!0T ( 41, SITE LOCATION MAP Proposed Condominiums 2490 Ocean Street Carlsbad, California SITE LAeuNA. ... S . Army.andNaxy Acade PO -10 H lid 3y - - Pñnted fiom TOPO! 01997 Wi1dfbwr Pzoductxrns (www.topo.com) JOB NO. 00-2816 FIGURE NO. I 39.93 I. OVERHEAD WOES 04038 CURB- 41.50 I PLOT PLAN GEOTECHNICAL LEGEND Test Excavation Location TE4 Approximate Location of Proposed Structure Ti. WAIL WI FEKE CONC WALK 2 STORY HOUSE .WALWI P000EENUR 48.38 .47.31 'S._GASMARKQUf _________ - •tI. 4337 4495• 46.03 4440 . 4133 PACIFIC AVENUE NOTE: This plot plan Is not to be used for legal purposes. All dimensions and locatloons are approximate. ENGINEERING LEGEND: AC ASPHALT Bk? -BAac FLOW PREVENTER Ci. -CURB INLET CU - CATCH DAM CONC -CONCRETE TL -l7ERLfl4E FLE -FLPIPRIC. FT -FINEE FLOOR PH -FIREHYDRANT O -GAS MG -IRRIGAflON IRGV -IRRIGAIlON VALVE LT -1101ff ME -MANHOLE OH OVRRHEAD FED -Pn3AsrAL. 5. -PROPERTY UNE PP -P9WERPOLE sco -SEWERaEANOIFT SDG&E -SAN DIEGO GAS £ ILTh1C CO SD STORMDUN S -SEWER ntANSFORMER THE -TELEPHONE (FTP) -TYPICAL UG -UNDERGROUND POWERIGAS W -WATER WM -WA1E1METH( WV -WATER VALVE --- -PROPERTY LiNE .1 I rA TEST BORING 1 Surface Elevation: NA Date: 7/12/00 Logged By: JBR I rl) - -. Drilling Method: Hand Auger Drive Weight: Drop: 0 c) DESCRIPTION OF SUBSURFACE CONDITIONS TOPSOIL - SM Dark brown, loose to medium dense, very moist, slightly silty - SP fine to medium sand. 2- 3 -. 4- 7.1 104.4 5 - -.SM SP MARINE TERRACE FORMATION - Reddish brown to brown, medium dense, very moist, slightly silty fine to medium sand. 6- @ 7 feet becomes dense 7 - 8- ........r,.:.... - . . . Excavation Bottom 10 - 12 - Proposed Condominium Project C W LA MONTE COMPANY PROJECT: 2490 Ocean Street Carlsbad, CA Soil and Foundation Engineering Services . JOB NO. 00-2816 1 FIGURE NO. 3a TEST BORING 2 o Surface Elevation: NA Date: 7/12/00 Logged By: JBR 0 . - GO rA Drilling Method: Hand Auger Drh?e Weight Drop: 0 u DESCRIPTION OF SUBSURFACE CONDITIONS TOPSOIL SM Dark brown, loose to medium dense, very moist, slightly silty SP fine to medium sand. . 4 7.1 104.4 SP MARINE TERRACE FORMATION Reddish brown to light brown, medium dense, very moist, slightly silty I fine to medium sand. 6—I . @ 7 feet becomes dense 9 - 10 - . 11 12 , -• j:... •. •. . ..._ ....- ...... . ..... .. •. • :. ...... ..r:-................ Excavation Bottom Proposed Condominium Project C W. LA MONTE COMPANY PROJECT: 2490 Ocean Street Carlsbad, CA Soil and Foundation Engineering Services JOB NO. 00-2816 FIGURE NO. 3b TEST BORING. 3 Surface Elevation: NA Date: 7/12/00 Logged By: JBR Drilling Method: Hand Auger Drive Weight: Drop: 0 0 DESCRIPTION OF SUBSURFACE CONDITIONS 10 TOPSOIL SM Dark brown, loose to medium dense, very moist, slightly silty SP - fine to medium sand. . . 2 — • 7.1 104.4 . 3 - - 5 . 6—- 7 - MARINE TERRACE FORMATION sm Reddisarown to light brown, dense, SP medium verymoist, slightly silty fine to medium sand. . .. : . ... . . .. . @ 10 feet becomes dense II - 12 - 13 Excavation Bottom C. W. LA MONTE. COMPANY posed Condominium Pmject PROJECT: 2p4'090 Ocean Street Carlsbad, CA Soil and Foundation Engineering Services JOB No. 00-2816 I 'FIGURE NO. 3c E1111111IM11111111 IE1111111IM11111111 I IIIHiI,:___1111111 i''iiEIIIF -iIIIII1 mo iiiiiuuiiiiiii E1111111IM11111111 E1111111IM11111111 I__:-IIlIIHIIiHIl I- 1111111 IIiilI I 1111111 -1111111 IUHIHII .uPIIIHH 1111111 1111111 I IIIIIII 1111111 I--- 1111111 __IIIIIII I__IIIHOIiuIIIIII Im.. :i.J!hlJI!!i it z ir z 0 I— a 0 U) z 0 I I LOAD CONSOLIDATION TEST NORMAL LOAD (psf) C. W. La Monte Company. I PROJECT: Job No. 00-2816 Test Excavation 9 3 @7 feet Proposed Condominium Project 2490 Ocean Street Carlsbad, CA FIGURE NO. 4a - EXPANSION INDEX TEST RESULTS Sample Location TE 2 1t03' Condition remolded Initial Moisture Content (%) 8.5 Initial Dry Density (pcf) 108.0 Final Moisture Content 18 Normal Stress (psf) 144 EXPANSION INDEX : 0 CLASSIFICATION . Very Low. MAXIMUM DRY DENSITY Sample Location Optimum Moisture (%) Maximum Dry Density 7P2, 1to3 . 9 -117 Job No. 00.2816 Figure No. 4b Appendix "A" STANDARD GRADING AND CONSTRUCTION SPECIFICATIONS These specifications present the usual and minimum requirements for projects on which C.W. La Monte Company is the geotechnical consultant. No deviation from these specifications will be allowed, except where specifically superseded in the preliminary geology and soils report or in other written communication signed by the Soils Engineer or Engineering-Geologist of record. GENERAL The Soils Engineer and Engineering Geologist is the Owner's or Builders' representativepn the-Project. E the purpose of these specifications, participation by the Soils Engineer includes that observation perfornted b any persóiiThr persons employed by, and responsible to, the licensed Civil Engined signing the soils reports. All clearing, site preparation, or earthwork performed on the project shall be conducted by the Contractor under the supervision of the Soils Engineer. It is the Contractor's responsibility to prepare the ground suifaáe to rècèive the fills to the satisfaction of the Soils Engineer and to place, spread, mix, water, and compact the fill in accordance with the specifications of the Soils Engineer. The Contractor shall also remove all material considered unsatisfactory by the Soils Engineer. It is also the Contractor's responsibility to have suitable and sufficient compaction equipment on the job site to handle the amount of fill being placed. If necessary, excavation equipment will be shut down to permit completion of compaction. Sufficient watering apparatus will also be provided by the Contractor, with due consideration for the fill material, rate of placement, and time of year. A final report shall be issued by the Soils Engineer attesting to the Contractor's conformance with these specifications. SITE PREPARATION - All vegetation and deleterious material shall be disposed of off site. This removal shall be concluded prior to placing fill. Soil, alluvium, or bedrock materials determined by the Soils Engineer, as being unsuitable for placement in __________ compacted fihlflhaliberemoVedfrom the siterThe Spita Engiheer must appr rnTterial incop. as a part of a compacted fill. After the ground surface to receive fill has been cleared, it shall be scarified, diked, or bladed-by-the Contractor until it is uniform and free from ruts, hollows, hummocks, or other uneven features which may prevent uniform compaction. The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified. If the scarified zone is greater than 12 inches in depth, the excess shall be removed and placed in lifts restricted to 6 inches. Prior to placing, fill, the ground surface to receive fill shall be inspected, tested as necessary, and approved by the Soils Engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed by the Soils Engineer and /or governing agency. In order to provide uniform bearing conditions in cut-fill transition lots and where cut lots are partially in soil, colluvium, or un-weathered bedrock materials,.the bedrock portion of the lot extending a minimum of 3 feet outside of building lines shall be over excavated a minimum of 3 feet and replaced with compacted fill. COMPACTED FILLS Any material imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soils Engineer. Roots, tree branches, and other matter missed during clearing shall be removed from the fill as directed by the Soils Engineer. Rock fragments less than 6 inches in diameter may be utilized in the fill, provided: 1. They are not placed in concentrated pockets. Appendix A Standard Grading and Construction Specifications Page 2 There is a sufficient percentage of fine-grained material to surround the rocks. The Soils Engineer shall supervise the distribution of rocks. Rocks greater than 6 inches in diameter shall be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. Material that is spongy, subject to decay or otherwise considered unsuitable should not be used in the compacted fill. Representative samples of material to be utilized as compacted fill shall be analyzed by the laboratory of the Soils Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Soils Engineer as soon as possible. Material used in the compaction process shall be evenly spread, watered processed, and compactedjp thin lifts not to exceed 6 inches in thickness to obtain a uniformly dense layer. Thèfihl shall be placed and compacted on a horizontal plane, unless otherwise approved by the Soils Epgizieer. If the moisture content or relative density varies from that required by the Soils Engineer, the Contractor should re-work the fill until the Soils Engineer approves it. Each layer shall be compacted to 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. (In general, ASTM D-1557-91, the five-layer method will be used.) - If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soils condition, the area to receive fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the soils report. All fills shall be keyed and benched through all topsoil, colluvium, alluvium or creep material, into sound bedrock or firm material except where the slope receiving fill exceeds a ratio of five horizontal to one vertical, in accordance with the recommendations of the Soils Engineer. The key for hillside fills should be a minimum of 15 feet in width and within bedrock or similar materials, unless otherwise specified in the soil report. Subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, or with the recommendations of the Soils Engineer or Engineering Geologist. The contractor will be required to obtain a minimum relative compaction of ent 2ut to tbh_ ilb-pef Tf fillilopes, bflFesses, and 7996ilization fills. This may be ahievedby either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the reufred compaction. All fill slopes should be planted or protected from erosion or by other methods specified in the soils report. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped of all soil prior to placing fill. CUT SLOPES The Engineering Geologist shall inspect all cut slopes at vertical intervals not exceeding 10 feet. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soils Engineer, and recommendations shall be made to treat these problems. Cut slopes that face in the same direction as the prevailing drainage shall be protected from slope wash by a non-credible interceptor swale placed at the top of the slope. Unless otherwise specified in the soils and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Drainage terraces shall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations of the Soils Engineer or Engineering Geologist. GRADING CONTROL I, Appendix A Standard Grading and Construction Specifications Page 3 Observation of the fill placement shall be provided by the Soils Engineer during the progress of grading. In general, density tests should be made at intervals not exceeding 2 feet of fill height or every 500 cubic yards of fill placement. This criteria will vary, depending on soil conditions and the size of the job. in any event, an adequate number of field density tests shall be made to verily that the required compaction is being achieved. Density tests may also be conducted on the surface material to receive fills as determined by the Soils Engineer. All clean-outs, processed ground to receive fill, key excavations, subdrains, and rock disposals must be inspected and approved by the Soils Engineer or Engineering Geologist prior to placing any fill. It shall, be. the Contractor's responsibility to notify the Soils Engineer when such areas are ready for ihspeôtion. ......- CONSTRUCTION CONSIDERATIONS The Contractor shall provide necessary erosion control measures, during grading and prior to the completion and construction of permanent drainage controls. Upon completiqn..of grading and termination of inspections by the Soils Engineer, no further filling or excavating, including that necessary for footings, foundations, large tree wells, retaining walls, or other features shall be performed without the approval of the Soils Engineer or Engineering Geologist. Care shall be taken by the Contractor during final grading to preserve any berms, drainage terraces, interceptor swales, or other devices ofpermanentnature on or adjacent to the property. In the event that temporary ramps or pads are constructed of uncontrolled fill soils during a future grading operation, the location and extent of the loose fill soils shall be noted by the on-site representative of a qualified soil engineering firm. These materials shall be removed and properly recompacted prior to completion of grading operations. Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site shall be constructed in accordance with section 1541 of Title 8, Construction Safety Orders, issued by OSHA. FOUND4TIONSNffAR-TOPS-OF-SLOPES .-• -- •._- A. Foundations and footings of proposed structures, walls, et cetera, when located seven feet and further away from the top of slopes, may be of standard design in conformancwith the recommended soil bearing value. If proposed foundations and footings are located closer than seven feet from the top of slopes, they shall be deepened at least one foot below an imaginary plain projected from a point seven feet horizontally inside the top of the fill slope and parallel to the lice of the fill slope (See Figure No. 5) of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION 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: OC ,,', -4 c nZ Building Permit Plan Check Number: /Z 7(7 Project Address: A01 2 A.P.N.: Project Applicant (Owner Name): Project Description: Oc* '4. ma L)ce/rfn4 C2J7, JI6fl1 I tin, P/L4 ,f)L& Building Type: Residential: Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of /1 ______ Applicant Information: / h" Date: 74'%, 801 Pine Ave. Carlsbad CA 92009 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (736-2200) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign ii ehalf of the Owner. / Signature: Date: 1635 Faraday Avenue • Carlsbad, CA 7314 • (760) 602-2700 • FAX (760) 602-8560 Revised 4/20/00 801 Pine Avenue L1— 77- SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) 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 TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER From: Pat Kelley To: 4DESlGNsd.quik.com Date: 7/11/01 8:30AM Subject: CB0I-1769 Mezzanine Marshal - I spoke wl Sergio @ EsGil and we agreed that the stairs themselves need not be counted as floor area in the mezzanine area calculation. The upper landing must be calc'd therein as you noted it was. The stairs will then be counted as part of the second floor area. We also agreed that UBC 1004.2.3.2 considers legal mezzanines to be separate from the area calculation for the purposes of requiring 2 exits from the remaining roof deck area. This means as long as the mezzanine remains a mezzanine, and the rest of the floor area is less than 500 sf, only one exit is required from that level. If the mezzanine is closed off by future occupants however, this level would require two separate exits as you know. Let me now if I can assist in other areas. Pat Kelley CC: kculver©esgil.com VP IlL 000IHA ARCHITECTURE R PLANNING I KEN CHRISS. ARCHITECT July 27, 2001 City of Carlsbad, Building Department 1635 Faraday Avenue Carlsbad, CA 92008-7314 RE: Ocean Villas, 2490 Ocean Street To Whom It May Concern: The following are the habitable square footages for the above referenced 3-unit condominium project per unit: Unit A 3,077.54 SF Unit B 2,914.01 SF Unit C 3.17581 SF Total 9,167.36 SF Please contact our office with any further questions or concerns. Sincerely, /~) Timot1y Bingham Project Team Coordinator Cc: Pat McGuire, Ocean Villas, Inc. ill U P.O. BOX 848 • OCEANSIDE, CALIFORNIA 92049 • 760-433-1785 U FAX: 760-433-2810 U .II May-16-01 05:14P ( P.01 City of Carlsbad Plumbing - Electrical - Mechanical Worksheet Project Address Z'r'fr). 2,?9 g r 241 7c.;e'b, 1) Permit No. '('/'ó/]77 Questions below refer to work being done for this permit only. ,g vtn.ttlb - 5 Plumb (' StEUC1US ii.i1S lb • Number of new or relocated fixtures, traps, or floor drains? New building sewer line? -WFW LAWA11,S)MMYes No% Number of roof drains? 12. lnstallIaltr water line? 9 W t A XAV t4V1Vi'es No X Number of water heaters? Number of hose bibs? CD Gas piping system - Install ...._.... Repair Number of new or relocated gas outlets New water meter - No. of Size st 1-6 I." I Potable Irrigation C (UMNc %51Iw(, M1W. FOE. Electrical / Number of new panels or subpanels? 4 Size of New Service (pOO I.s Single Phase Size Number of amperes Three Phase 0 Number of amperes Three Phase - 480 Number of amperes Remodel (relocate existing outlets/switches or add outlets/switches Yes No Mechanical Number of furnaces, NC, or heat pumps? 3 Number of fireplaces? - Number of exhaust fans? —1 2. Number of exhaust hoods? 3 Number of boilers or compressors? 0 Number of HP? New or relocated duct work? Yes No BEFORE THE PERMIT CAN BE FEE'D OUT THIS FORM N DS TO BE R NED TO THE BUILDING DEPARTMENT - FAX NLIMBE (760) 602-8558 5/ 22/oj e(511 -D Rt' i2D,Iof — Fj-Iy\ CB011769 2490 OCEAN ST CBADC2.'i.VL91 2.'t99 ip' 2i 98 ae,cAi 5t OCEAN VILLA CONDO-2494 & 2498 11,789 SF, SUB GAR 2951 SF, ROOF DK 802 SF, RESDFffL CONDO Inti (1-1PISSKENITH / ENGINEERING '7-I0-oI k /lt I FIRE APPRIFORM HEALTH DEPT HAZ MAT! AIR QUAL * OTHER SEWER DISTR BLDG GRADING LETTER TO FROM APPLICANT APPLICANT £ - ruri wiiui - , '-L/i7 (A • R4J- 'JJoi ENGCORR )7 71/ 0/ SCHOOL FORM . CFD FORM (p)/3i.r9/ jy- •) qJ (LJLL- cifoi PE&MWOnKSHEEr BLDG FEES COMPLETE - s-4 SJ /a CL) F' 76 1iq/o/ Cc I Ac. 1, -Jlf(/L /, i/°t 1•• S ,' If 4 .• c $6e 9 & 71 Y, 6p" off NVI-d / / (/i 7 1tcL (1) - • ___ ___________ ,'•