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Home My WebLink About2649 OCEAN ST; ; CB031616; Permit04-24-2008 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB031616 Building Inspection Request Line (760) 602-2725 2649 OCEAN ST CBAD RESDNTL 2031401000 $580 520 00 1 Sub Type SFD Lot# 0 Construction Type NEW Reference # Structure Type SFD Bathrooms 6 KIKO RES DEMO 2022 SF DPLX 1 NEW SFD 6358 HAB 1328 DECKS 700 GAR Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# Plan Check# ISSUED 06/11/2003 SB 03/17/2006 03/17/2006 PD Applicant WOLF DESIGN BUILD INC Owner KIKO FREDERICK J TRUST 06-30-98 1459 LI ETA ST 92110 619275-0074 3561 DONNA DR CARLSBAD CA 92008 Building Permit Add I Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $1 98997 Meter Size $0 00 Add'l Reel Water Con Fee $1 293 48 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $5805 PFF (3105540) $0 00 PFF (4305540) $000 License Tax (3104193) $000 License Tax (4304193) $0 00 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $0 00 Sidewalk Fee $000 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $000 MECHANICAL TOTAL $0 00 Housing Impact Fee "" Housing InLieu Fee $0 00 Housing Credit Fee Master Drainage Fee SO 00 Sewer Fee SO 00 Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $238 00 $6000 $4350 $000 $000 $000 $000 $000 $000 $3,683 00 Total Fees $3.683 00 Total Payments To Date $3,683 00 Balance Due $000 BUILDING PLANS _V_ IN STORAGE ATTACHED Inspector FINAL.4PPR Date Clearance NOUCE Please take NOTICE that approval of your project includes the "Impbsition 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 :he protesi crocedures set forth in Government Code Section 65020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 3? 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review sot aside, void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning, zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any tecs/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VALxS~Qg> Plan Ck Deposit Validated B Date/C / i Business Name (at this address)Address (include Bldg/Suite #) Assessor s Parcel #Existing Use Proposed Use 4 12*3*48 # of BathroomsDescription of Work ">Ls? "!>^^<r> /s FT) _ 2 CONTACT PERSON tif different from applicant) SQ FT '#/f Stories 32.8. # of Bedrooms * .. ,. . 7 <=>G-py &}^r Li eta. Name APPLICANT ontractor| Address Ol Agentifor Contractor;!8 D Owner City Agent for Owner State/Zip Telephone #Fax* Name 4 PROPERTY QtyNER Address City State/Zip Telephone # Address City State/Zip Telephone #Name B:"" CONTRACTOR - COMPANYrNAMEt * =; . £: • ...,:.. '% (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 to a civil penalty of not more than five hundred dollars [$500]) U^OU^- P&zj&fiJ fZUidty J^C*' <^A^J VX&<S>^ Name State License ft Address License Class City State/Zip Telephone # City Business License # YT*\ l4*4& Designer Name Address City State/Zip Telephone State License # 6 -.'£.. WORKERS' COMPENSATION ...„,. '" ' -;-F , .F' • :' .- .. ,1... " :. ' • • "' ,,,, ' ' Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued l~l I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) ^0 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as c torJscome subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 OOOh/naydition toahe/ost of compensation, damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNAJUBe- •j&SiSuir*\—*/£~~ »—•> DATE £* ' I / " OWNER-BUILEfcR DECLArtATIOl I hereby affirm that I am exempt frcjn the Contractor s License Law for the following reason n I. as owner o\fche 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) ^p 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) l~l I am exempt under Section _ Business and Professions Code for this reason YES XJNNO1 I personally plan to provide the major labor and materials for construction of the proposed property improvement 2 I (have /{jiTve ng8 signed an application for a building permit for the proposed work 3 I have contracted with the following person (firjri) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _ _ __ _ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) __ PROPERTY OWNER SIGNATURE DATE COMPLETE THIS' SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY "> iH.. iiis 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? O YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES d NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8•„,,!CONSTRUCTION LENDING AGENCY ' ^ , J/;" J;|h ; •'• 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 NJOU^" LENDER S ADDRESS 9 ,„ APPLICANT CERTIFICATION . ' ;.. : ' .•-. i:;:; ./ " :,' .;;!;!5" •:&:•• ;•. . """":" • ::: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of tMs Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date o/suclytysrmit or if the building or work authorized by such permit is suspended or abandoned Jniform Building Code)at any time after the work is commenced for a period of 180 days APPLICANT'S SIGNATU YELLOW Applicant PINK Finance DATE City of Carlsbad Dept Build Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected Bv 0 Inspected Bv Inspected Bv Final Building inspection \ ' FEB 2 6 2008 \ mg Engineering Planning CMWD St Lite Fire I 11 — 7tT\ 01- c,v-ns >i) ' Date I 02/26/2008^^^-^ ] CB031616 Permit Type —RESD'NTL KIKO RES DEMO 2022 SF DPLX Sub Type SFD 1 NEW SFD 6358 HAB 1328 DECKS 700 GAR 2649 OCEAN ST Lot 0 WOLF Phone 6199923289 CA Water Dist CA Date . / 0 Inspected l/i*?'* VApproved ^•"^'Disapproved Date Inspected Approved Disapproved Date Inspected Approved Disapproved Comments City of Carlsbad Final Building Inspection Dept Building Engineering .PjaTTmng CMWD St Plan Check # Permit # CB031616 Project Name KIKO RES DEMO 1 NEW SFD 6358 Address 2649 OCEAN ST Contact Person WOLF Sewer Dist CA Inspected ^//^x--**** Bv / 1 /^^ Inspected Bv Inspected Bv 2022 SF DPLX HAB 1328 DECKS 700 GAR Phone 6199923289 Water Dist CA Date sj / l4i\ & Inspected ^ [ / [ (/•• Date Inspected Date Inspected Lite Fire Date 02/26/2008 Permit Type RESDNTL Sub Type SFD Lot 0 'Approved */ Disapproved Approved Disapproved Approved Disapproved Comments Permit* CB031616 Type RESDNTL SFD Date Inspection Item 04/24/2008 89 04/24/2008 89 02/26/2008 89 06/08/2007 17 06/01/2007 17 05/22/2007 17 05/22/2007 18 05/03/2007 16 05/02/2007 17 05/02/2007 84 04/06/2007 14 04/06/2007 24 04/06/2007 34 04/06/2007 44 04/04/2007 18 03/22/2007 14 03/22/2007 24 03/22/2007 34 03/22/2007 44 03/01/2007 92 02/27/2007 98 02/07/2007 24 02/06/2007 24 01/23/2007 34 01/23/2007 34 12/26/2006 17 12/25/2006 83 12/19/2006 13 12/19/2006 14 11/28/200661 11/21/2006 15 11/09/2006 15 10/11/2006 92 09/21/2006 14 09/01/2006 11 07/10/2006 11 07/10/2006 66 06/30/2006 66 06/20/2006 11 06/20/2006 66 06/16/2006 23 06/02/2006 1 1 05/25/2006 1 1 Final Combo Final Combo Final Combo Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Insulation Interior Lath/Drywall Rough Combo Frame/Steel/Bolting/Weldm Rough/Topout Rough Electric Rough/Ducts/Dampers Exterior Lath/Drywall Frame/Steel/Boltmg/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Compliance Investigation BMP Inspection Rough/Topout Rough/Topout Rough Electric Rough Electric Interior Lath/Drywall Roof Sheathing/Ext Shear Shear Panels/HD's Frame/Steel/Boltmg/Weldin Footing Roof/Reroof Roof/Reroof Compliance Investigation Frame/Steel/Boltmg/Weldin Ftg/Foundation/Piers Ftg/Foundation/Piers Grout Grout Ftg/Foundation/Piers Grout Gas/Test/Repairs Ftg/Foundation/Piers Ftg/Foundation/Piers Inspector Act - PD PD PD PC PC PC PD PD PD PC PC PC PC PD PD PD PD PD PD DB PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PC • PC PC PC PD Rl AP PA AP PA PA we AP we AP we we PA PA AP NR AP NR NR NR PI PA CO we AP we AP CO we AP PA PA CA CA PA we AP AP we PA PA PA AP KIKO RES DEMO 2022 SF DPLX 1 NEW SFD 6358 HAB 1328 DECKS 700 G Comments OK TO OCCUPY UPPER FLOORS GARAGE OK TO TAPE D W LATH @ TUBS/SWRS WALLS & CEILING SEE NOTICE IN THE FILE ROOF DRAINS/OVERFLOWS TSPB SOUTH WALL FLAT ROOF CALLED WOLF AT GARAGE 1ST LIFT® ELEVATOR transition from 16 to 12 block YARD LINE TO POOL AND OUTDOOR APPLICANES Thursday April 24 2008 Page 1 of 2 04/14/200623 Gas/Test/Repairs PD AP MISC YARD OUTLETS 04/11/200611 Ftg/Foundation/Piers PD AP 04/11/200612 Steel/Bond Beam PD AP GRADE BM, PAD FTGS I hursday Apnl 24 2008 Page 2 of 2 City of Carlsbad Bldg Inspection Request For 04/24/2008 Permit* CB031616 Title KIKO RES DEMO 2022 SF DPLX Description 1 NEW SFD 6358 HAB 1328 DECKS 700 GAR Inspector Assignment PD Type RESDNTL Sub Type SFD Phone 6199923289 Job Address 2649 OCEAN ST Suite Lot 0 Location APPLICANT WOLF DESIGN BUILD INC Owner KIKO FREDERICK J TRUST 06-30-98 Remarks Inspec, Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By WOLF Entered By CHRISTINE \ct Comments Comments/Notices/Holds Associated.PCRs/CVs Original PC# 3CR06061 'SSUED k.'MJ R: S!i;l M I SPA ,/ Kl \I< WAI I Inspection History Da:e Description Act 07/26/2008 89 F.nal Combo PA 06/08/200/ 17 Interior Lath/Drywall AP 06/01/2007 17 Interior Lath/Drywall PA 05/22/2007 17 Interior Lath/Drywall PA 05/22/2007 18 Exterior Lath/Drywall WC 05/03/2007 16 Insulation AP 05/C2/2007 17 Interior Lath/Drywall WC 05/02/2007 84 Rough Combo AP 04/06/20C7 14 H'ame/Steel/Holting/Welding WC C4/06/2C07 24 Rough/Topout WC C4/06/2C07 34 Hough Electric PA 04/05/2007 44 Rough/Ducts/Dampers PA 04''C4/?007 18 Exterior I ath/Drywall AP Insp Comments PD OK TO OCCUPY PD PC UPPER FLOORS PC GARAGE OK TO TAPE D W LATH @ TUBS/SWRS PC PD PD PD PC PC PC WALLS & CEILING PC PD r City of Carlsbad Bldg Inspection Request For 01/23/2007 Permit# CB031616 Title KIKO RES DEMO 2022 SF DPLX Description 1 NEW SFD 6358 HAB 1328 DECKS 700 GAR Inspector Assignment PD Type RESDNTL Sub Type SFD Job Address 2649 OCEAN ST Suite Lot 0 Location APPLICANT WOLF DESIGN BUILD INC Owner KIKO FREDERICK J TRUST 06-30-98 Remarks did not say which permit Phone 6199 Inspectq Total Time Requested By WOLF Entered By CHRISTINE CD Description 34 Rough Electric Act Comment uJ (- Comments/Notices/Holds Date 12/26/2006 12/26/2006 12/19/2006 12/19/2006 11/28/2006 11/21/2006 11/09/2006 10/11/2006 09/21/2006 09/01/2006 07/10/2006 07/10/2006 06/30/2006 06/20/2006 06/20/2006 06/16/2006 06/02/2006 05/25/2006 04/14/2006 Associated PCRs/CVs Original PC# PCR06061 ISSUED KIKO RESIDENCE: SPA Cu: RHAR WALL Inspection History Description 17 Interior L 83 Roof She 13 Shear PJ 14 Frame/S 61 Footing 15 Roof/Reroof 15 Roof/Reroof 92 Com pi 14 Frame 11 Ftg/Fo 11 Ftg/Fo 66 Grout 66 Grout 11 Ftg/Fo 66 Grout Act Insp ath/Drywall WC PD sathmg/Ext Shear AP PD unels/HD's CO PD teel/Boltmg/Weldmg WC PD AP PD •oof PA PD •oof PA PD ice Investigation CA PD teel/Boltmg/Weldmg CA PD dation/Piers PA PD dation/Piers WC PD AP PD AP PD dation/Piers WC PC PA PC i/Repairs PA PC dation/Piers PA PC dation/Piers AP PD /Repairs AP PD Comments SOUTH WALL FLAT ROOF CALLED WOLF AT GARAGE 1ST LIFT ©ELEVATOR transition from 16 to 12 block YARD LINE TO POOL AND OUTDOOR APPLICANES MISC YARD OUTLETS City of Carlsbad Bldg Inspection Request For 05/25/2006 Permit* CB031616 Title KIKO RES DEMO 2022 SF DPLX Description 1 NEW SFD 6358 HAB 1328 DECKS 700 GAR Inspector Assignment PD 2649 OCEAN ST Lot Type RESDNTL Sub Type SFD Job Address Suite Location OWNER KIKO FREDERICK J TRUST 06-30-98 Owner KIKO FREDERICK J TRUST 06-30-98 Remarks Phone 6199923289 Inspect Total Time CD Description 11 Ftg/Foundation/Piers Act Comment Comments/Notices/Hold Requested By WOLF Entered By JANEAN Associated PCRs/CVs Original PC# PCR06061 PENDING KIKO RI-SIDENCI-: SPA @ Rl-AR WALL Inspection History Date Description Act Insp Comments 04/14/2006 23 Gas/Test/Repairs AP PD MISC YARD OUTLETS 04/11/2006 11 Ftg/Foundation/Piers AP PD 04/11/2006 12 Steel/Bond Beam AP PD GRADE BM PAD FTGS f t Special tnspection Report 7598 EADS AVENUE LA JOLLA CA 92037 PHONE 1-858 336 7044 Project Address 2649 Ocean Street Project Name Kfko Residence (Seawall) Construction Material Design Strength Source Reinforced Concrete Description ofMatana's ASTMA615#5 fc = 4000 psi Building Permit Number Plan File Number CB 03051 7 Wolf Design Build Engineer Lovelace Engineering General Contractor ..,,,_ _ . .Wolf Design Build Scrfi Contractor ..—....,Design MGM Inc Qtf-ef tospecfran Oa's / Tm» /\mval / Departure 25-May-06 Inspected the reinforcing steel per structural drawings for foundation Approved revision for footing and wall dowels 1/S6, Approved revision to grade beam plan replaced by mat slab #4 top & bottom @ 18" O C each way extending mat through detail 1/S6 footing detail Pilaster detail 5/S6 wtth 5 #5 each way, added base plates for 6x6 TS columns "additional" Radius wall at elevator 6/S6 (note moved under support steel floor above) Other 4x6 TS upgraded to 6x6TS Reinforcing steel layout conforms to plan */tlI - I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED THE WORK INSPECTED IS TO THE BEST OF My KNOWLEDGE (N COMPLiANCE WITH THE APPROVE PLANS SPECIFICATIONS AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS Jr*"t JIM George A Gavit#545 MSPEC^^SfGNATifRr" ' "" RFfilSTRATION NUMBER May 25, 2006 SlJPERiNrhNUAMTS SIGNATURE DATE • St.- L F DESIGN + BUILD WOLFRAM KALBER DESIGNER & GENERAL CONTRACTOR ,INC PROJECT REFINEMENT NOTES DATE REF NO Tfc utfow FT Scale North EXCELLENCE IN CUSTOM RESIDENTIAL DESIGN & CONSTRUCTION 1459 LIETA ST , FAX (760) SAN DIEGO, CA 92110 (619) 275-0074 Lie NO 760276 720-9203 E-mail w o I f d e s i g n b u 1 1 d @ s a n rrcom SAN DIEGO AREA CIRCUIT CARD AND LOAD SUMMARY THIS CARD MUST BE FILLED OUT A.NTJ AVAILABLE VTTHE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION ADDRESS 5.^y7 OCj££\K S+ Ta&lsiRFK/ OWNER PrCNE r CONTRACTOR PHONE Circuit 1 _ -. ! _ r-i t (_• D L Rooms ! i i R > S J i1 i i 1 i Circuit 3 T r- i n Rooms ' """ |R S ! 1 i ! j t [ Circuit 5 -r P o Rooms ' C B R S 1 j i ! ; | iCircuit 7 T _ _ 'Rooms ^ C 3 R i S i j 1 1 1 i | 1 Circuit 9 i T PR -Rooms i ' • b i R i S ii i i ] i il I I Circuit 71 T _ : n • |-> 1 O tiRooms i i i R S T" T i 1 i i C rcuit 2 Rooms T C B R ! s i i i j Circuit 4 j T c B R "Rooms i PERMIT i* t-.\$&5lbf& [CENSUS TRACT s AREA IN SO FT Fill m applicable uems below for new and existing Use remarks as necessary 10 describe work. SERVICE ^A\N^ .RANGE 3 |OV£N i i ! ! i Circuit 6 T p "Rooms ! t B R ii i S I MICROWAVE DRrtR(MIN 5 kW) WATER HEATER COMPACTOR DISHWASHER HEAT PUMP H/P STRIP HEATERS i i IA/G Circuit 8 Rooms i T C 1 B R S 1 Circuit 10 •Rooms T C i Circuit 12 'Rooms i B R i j l ! T C i B Ri l S 'j s ^AfV1^ NAME PLT AMPS KW HcO ?jC& 7&o WIRt St^E OJ AL BHKH SEE Zcx^ ZsZJQ Z&G rFr»H~ WAtt^> Se^AcH FStO •^TuA S *tfu£> \k>fiS$3O fif+T-P Q<4& " PA*J&S id /^fo^s COMPUTED S See Calcul SYSTEM VOL1 GFCI LOCATIC ERVICf ation \ "AGE )NS j SERVICE GROUND'S (a) Slza No (b) Location 1 i T = tail C = ccilmg kght B = wall bracket jghi R = convenience recco i outlet S = switch *Nsme 01 tacn room where ouiise are o«_cd List only r.ffw or inociiSeii orcuns toove List oid Bid new owlets on same circuit rruriang old outlets thus (J) Use circuit spaces above tor general Lighting small appliance, &r»d leomdry Total rmrnbcr ot 15 zmp < 20 arrrp. (including rur* and exti - 1 OAH /> VorXsheet on bacK for S F ^MPS : D only OND ^ OJ <d_ _AL nf rlampfs^f^/iJ ftW^Jt _ 1 (c) Connected YES (k^ NO ( ) 1 certify that accordance full extent of OWNERCON" t all ten iviih rr wn on the w FfiACT Tiinaltons have been torqued m lanufacturer's instructions and that mis circuit card represents the orX performed under this fwmit OR ^uu, ' cnumsoniy ^^ ^^-— -TTT-IHK: ._ one circuus)DATE ^-, -L -O7 SAN DIEGO AREA CIRCUIT CARD AND LOAD SUMMARY THIS CARD MUST BE FILLED OUT AND AVAILABLE VT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION PERMITS Pt-CME CENSUS TRACT ? | CONTRACTOR PBDNE AREA IN SQ FT Circuit 1 Rooms R J S ,3PA I T j Circuit 3 \rn i! Rooms I pPi Circuit 2 *Rooms T ! C B ! R Fill in applicable Hems 'below for new and existing Use remarks as necessary to describe work. TiT i i | Circuit 5 i Rooms Circuit 4 "Rooms T | C B i R T i C B Circuit 1 'Rooms Circuit 9 U- "Rooms Circuit 6 Rooms R B Circuit 8 "Rooms T I C R ! S Circuit "Rooms B R /ircuit 10 Rooms Circuit 12 'Rooms SERVICE Qj^^ RANGE CVEN MICROWAVE DRYER ( Ml N 5 kW) WATER HEATER COMPACTOR DISHWASHER HEAT PUMP H/P STRIP HEATERS A/C %cfe vve.K NAME PLT AMPS KW Z£%? loo WIRE SEE OJ 2> AL BRKR SEE '£30 \OD T i C' B R I S REMARKS B R COWPLTTED SERVICE LOAD AMPS See Calculation Worksheet on back for S F D only SYSTEM VOLTAGE GFCI LOCATIONS SERVICE GROUNQ-BOMD (a) Size No CU (b) Location of ciamp(s) _ (c) Connected YES ( ) AL NO ( T = tail C = ccilmg light R = convenience rcceo t owlei B = wall bracket Light S = switch *N'ame 01 eacn. room where oudcs are locaicd List only new or modified arcuiis above List o'td «nd new ouileLs on same circuit msricng old outieis thus (J) Use cucuit spaces above for general lighting smali appliance, and laundry Total number ot 15 amp greum <-~ crrcmu only 20 arrrp, cucum (including ne* and exiaong Circuus-) I cenify that all termmatrans have been torqued in accordance with manufacturer's instructions and that the work shown on ffils circuit card represents the full extent of the work performed under this permit OWNER/CONTRACTOR SIGNED DATE SAN DIEGO AREA CIRCUIT CARD AND LOAD SUMMARY THIS CARD MUST BE FILLED OUT AND AVAILABLE VTTHE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION ADDRESS ^S)UP\ CCS^J <=5\~ CAls.Uotib&O OWNER PHONE CONTRACTOR FHCT-£ Circuit 1 Rooms T ^fsCfejrt 1 ^w APR 1 Circuit 3 Rooms 9srWi££, Circuit 5 Rooms T c 3 1 !- R ^ S ! ( 1 1 i i C B ($ 8 T G&SKF^ ' f^JCWA. R I ! C QW /- 1 i r~iD C| Z, R S |^>! • r" > \ \ \ Circuit 7 "Rooms G£sfc?T~ ^XY^I Circuit 9 "Rooms Kn^jfa?^ Circuit 11 "Rooms i T c -\ T ?- T C B R B c B S I ! R S 1 ! i R S ,. ,. T — Circuit 2 Rooms T ' 1 C B fy$-i^3&\CQ 1 IH 1 ii R ' S 1 t1 i !- — i r i Circuit 4 1 j "Rooms UvfMCr A/^^ C B R S PERMIT t 1 CENSUS ? ca^iSf^/^" TRACT s AREA IN SQ FT Fill in applicable uems below as necessary to dwcnbe work. SERVlCE^XyX* i RANGE OVBsl ^ ' ! MiCROWAVE °\ ? '_ i Circuit 6 "Rooms 1 ! 1 i i ! 1 T P&no I c B R S DR/ER(MIN 5 kW) WATER HEATER COfvPACTOR DISHWASHER 0 i | HEAT PUMP i i 1i Circuit 8 Rooms lctTZJtfe£ T i | c 1 B R I S S I | Circuit 10 Rooms T 1 1 Circuit 12 "Rooms T c J B R 1 c B ! \ R S H/P STRIP HEATERS A/C Su£> *a.t 9rsJ^iawrr 3\^¥i u<o/T" REMARKS _. for new and exi^ung Use remarks NAME PLT AMPS KW 7j£> too DO 5D y&tf^ WIRE SIZE OJ AL | ^6? (Q BRKH SEE t£& IcD S^ ^> f^/JiT^ f/J ^TAl£-c P^Nf3! TTP cpnvr-P 1 <"^p ,. , , ,. AMPS See Calculation Worksheet on back for S F D only SYSTFM Vni TAfiF 3 r;Fri i or^ATinN.q P^J^^~(^f^-^^ SERVICE GROJND/BOND (a) Size No (b) Location ni At. nf riamp(s) L ._ . ^ (c) Connected YES ( ) NO ( ) T = uul C = ceding light B = wall brackci Lght R = convenience recetu outlet S = switch 'Name 01 cacn room where ouiicts are located LM only new or modified arenas anove List old md new owlets on same circuit marking old oudeis thus Q Use circuit spaces above for general lighting small appliance, and laundry Total number or. 15 amp CETCUJ 20 amp. circui (including nev. fmdexisangc accordance \ full extent of OWNERCON1 \ --ft crrcu^oniy r, H 3TCUUS-)DATP i' all termmalrons have been torqued in ,vuh manufacturer's instructions and tha wn on tfils circuit card represents the the work performed under this permit FRACTOR ^t^-^ c .-— -' -^-D^ SAN DIEGO AREA CIRCUIT CARD AND LOAD SUMMARY THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION ADDRESS Q^b^/y OCj&pr\ /^f- £_Y)£/sGP\ ft cw\s=! ' PHONE CONTRACTOR PrO£ Circuit 1 Rooms T toL- i j-PArlo t Circuit 3 Rooms ("^^"'iix^ T c ! 8 — i — r R J S i ! S| II c IBi !(£ Adflx /Vr—i'Hvrviw tyf*" \ i < 1 R s 1 I 1 ! \ Circuit 5 Rooms 6cuo^ ^Ok&^&yi Circuit 7 "Rooms ft&R. Circuit 9 "Rooms T T ] T iSJSSfW" tA&HrS Circuit 71 "Rooms "r^AS^/VT •f&u ! i i c 11 B R ( S "^ t i c c 17 T c "n B B B 1 R R s 1 s i 1 1 1 R s T i 1 Circuit 2 Rooms So^vH "&x^H T $ C | BII ^ |<2^_ I 1 Circuit 4 Rooms ^o£ot T R s 1 1 !?-! C B R s ! i C&rH-(-Pi 1 i-rf-r- I Circuit 6 "Rooms UOfeoV '•^&gf*»2& Circuit 8 Rooms T>*^icar LA<r-Mr5 Circuit 10 "Rooms T C | ; i i R s i T C T tStesi^ssgt LA(y4^S Circuit 12 'Rooms SA^rS" f^M B V c fn I T r B fL R s R c B 1 R s T^•' s i T = tail C = «nlmg kgnt B = wail bracket light R = convenience iecep i o ml ec S = switch PERMIT ff C&03//3//' CENSUS TRACT # AREA IN SQ FT Fill in applicable uems below for new and existing Use remarks is necessary to describe work. SERVlCESLXb^ RANGE OVEN MICROWAVE DR/ER(MIN 5 kW) WATER HEATER COfvPACTOR DISHVv'ASHER HEAT PUMP NAME PLT AMPS KW <2j£O H/P STRIP HEATERSl A/C A./CL iAc/r REMARKS Vv/IRE SIZE OJ ^Co ML ?> \ BRKR SEE 2f£> 50 50 ^D rnwpi rrrn .qppwirP i HAD , AMPS See Calculation Worksheet on back for S F D only SYSTEM VOLT GFCI LOCATIO SERVICE GRCA (a) Size No (b) Location (c) Connectec 1 certify that a accordance vi the work shov AGE NS JNLYB of cla i Y ill terr mh m vn on ^ND OJ •np(s) AL ES ( ) NO ( ) ninaltons have been torqued in anufacturer's mstrucwons and tha mis circuit card reoreserrts the Ljit onlv new or modified orcuns above List old n\d new oiulets on same circuit rascmng old ouiieu Lhus (T) Use circuit spaces above for general hghcmg small apphajicc, and laundry Total number of 15 amp orcuiis /•? circuiBoniy 20 srrrp, circuits fi (including ne* mnd exnun| full extent of the worK performed under this permit OWNERCONTRACTOR SIGNED DATE SAN DIEGO AREA CIRCUIT CARD AND LOAD SUMMARY THIS CARD MUST BE FTLLED OUT AND AVAILABLE VT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION ADDRESS 7^JJ«-^ CXB&O ?£T ' ' "" lWi\fcH priO\£ UJNIHACTOR FVOF Circuit i Rooms T LkJiti)frr C B R J S -I 1. [ |i 1 f ' ' -[• ' Circuit 3 Rooms 1 T Lfiffiftil 1 ! ! i -- - C JB '1 ' " i ii ] R j S ! i AFI .2- 1 \ Circuit 5 i'Rooms \^n. I T iSAfW- I Circuit 7 i Rooms MASsraC EAnwufc Circuit 9 "Rooms •P>A?^7 ! i 1 c T T | i B c R j S t i I B i c ' Tf I I Circuit T1 "Rooms m&n~ %3D •" ™~— — — m ! B I I T I ,'_- C ] ID B •s 1 R S t i R S 1 If ij ] i R is ! M 1 Circuit 2 "Rooms (Jvdfr \ [ Circuit 4 "Rooms UALU- T C B R , ._.n S j 1 ! (X 1 1 1 i I i i T j C| L- — i i Circuit 6 "Rooms T («*&&& «Mpftf- Circun 8 Rooms iMA^v^L1 l&CuZZJ Circuit 10 "Rooms UF^^r "["I ! i 1 r i j B |R ...., S 1 T — 1 1 1 1 — " ! 1 i i 1 — 1 r I i C j B f i T T """ Circuit 12 »*/ &$& £^TM- c B 1 — i — c f 1 B R S 1 R 1 S I " • ! 1 R 3 ^ ' i T C J3 ! B i R S "LT1 — H i - uu C - ceiling ngat B = wali bruckcc b^: t< = COnvernencg reggp t miTl-f S = swirrh PERMIT* C_6<D?/^//f CENSUS TRACT* AREA IN SQ FT Fill m applicable items below for new and existing Use remarks as necessary to discnbe work. i SERVICE Qj&*C " | FIANCE OVEN MICROWAVE DRYER ( Ml N 5 kW) WATER HEATER | COMPACTOR DISHWASHER HEAT PUMP H/P STRIP HEATERS A/C REMARKS NAME PLT AMPS KW 100 WIRE SEE z.AL BRKR SIZE JOO COMPUTED SERVICE LOAD . AMPS See Calcula SYSTEM VOLT GFCI LOCATO SERVICE GROL (a) Size No (b) Location c (c) Connected 1 certify tnat a accordance w tion V ^GE MS VorXsheet on back for S F D only S&r&feo/v^ JNOBOND OJ AL if ciar•nois\ . . YES ( ) NO ( ) / II terminations have been torqued in ith manofacturer's instructions and tha /n rwi mis circuit narri rsnrsaents tha•; i nine 01 titn. room wftcrc ouiicis src loc. Liii only new or modified cxrctais abo ve List old «nd new outlets on same circuit marking old oudeis ih Use cucuil spaces above for general lighting szniU appliance. Total nomocr of 15 amp COTUUS 20 smp, circuiis full extent of the work performed under this permit OWNERCONTRACTOR . (including ncv, and exisfmg cacwus) cnwusgniy SIGNED DATE _ SAN DIEGO AREA CIRCUIT CARD AND LOAD SUMMARY THIS CARD MUST BE FILLED OUT AND AVAILABLE VT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION ADDRESS ?£P{\ G££VJ C cvvrsB=i CONTRACTOR ;$r, CsM^LS/^i^L^ PriCKE PERMIT* L-C) OZ I/ /£ CENSUS TRACT ff PHCTE | AREA IN SO FT Circuit 1 Rooms T iVt/&Sn3^> c |B R , S i 1 o_2&v?V~ \ i2J { ^7I ! Circuit 3 T ! 'Rooms 1 4W-Uo&i ^ | i C B 2^ R S i •5" 1 ! Circuit 5 j-r Rooms j MMTS&I•gjgO Circuit 7 'Rooms (rJcr-^rfx^ C 7.0 T Circuit 9 •Rooms WA^TSf^ ^tiD Circuit 71 •Rooms £,LC%rfT B i ! R S *2_ 1 i 1 c B 1 1 T |C B i T c B i i •R | S i i R S (o R S 1 Circuit 2 Rooms T C B R &A&5T S \ Circuit 4 j 'Rooms T^gD 2. 1 Circuit S "Rooms &«#%$&. 'f^O Circuit 8 "Rooms c^u^r 'fySP Circuit 10 •Rooms f^M Circuit 12 'Rooms Ci£$tST~ z. C B 1i R S i G>\y s"! i 1 i !i r f ] ! T C B R 1 S 3^1 i2_ 2_ T i i G| B ; i R 1 i (p S ! T T ! j C B R C B i S R 1 s T = tail C = ceiling light 3 = wail bracket b&hi R = convenience receo l outlet S = switch •Name 01 tach room where ouilie arc iocaioa Liii only new or modified circuits above List old md new ouiicts on same circuit msnong old outieis thus (J) Use circuit spaces above for general kehong small appliance, ar«d laundry Total number ot 15 simp c 20 amp, c Fill in applicable uems 'below for new and existing Use remarks as necessary to describe work. SERVICE ££& AC" | RANGE OVEN MICROWAVE Df?yER(MIN 5 kW) WATER HEATER COMPACTOR DISHWASHER i HEAT PUMP H/P STRIP HEATERS A/C 1"" NAME PLT AMPS KW \c£> WIRES Li OJ 2- AL BHKH SfZE |tx3 rv>Mpi iJFn SFRVP-F 1 nAn .... , AM"PS See Calculation Worksheet on back for S F D only SYSTEM VOLTAGE GFCI LOCATIONS T<»$rrH£a>n*> SERVICE GFOJNLVBOND (a) Size No cu (h) | n^ation nf flamp(s) .„.„„.-.,., . AL (c) Connected YES ( ) NO ( ) 1 fftnifv Thai all tsrf accordance with rr full extent of the w OWNER-CONTRACT Ttmertrans have been torqued in lanulacturer's instrucHons and tha This circuit card reprwerrts the orx performed under ihts permit OR srcuiB-J^ cnswBwuy ^^^ /^^\J\^- ^^ v_l U rNVL(lacludmg ncv, and exjaong ctrcuus) SAN DIEGO AREA CIRCUIT CARD AND LOAD SUMMARY rras CARD MUST BE FILLED our XSTJ WAIL.^BLE VTTHE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION i AC-DRESS 9/*nMA OG^M <5T 1 OA1NER I CONTRACTOR Pf-CNh PHCT-JE PERMIT. C-fr 61(6/6 CENSUS TRACT ff i AREA IN SO. FT Circuit 1 Rooms 8 1 R J Circuit 2 I ! IC I B R | S I Fill in applicable items below for new and existing Use remarks iC.rcuit 3 |_ | j i Rooms ! ' ! L' ! ti R !-Rooms * \ D • D i QB H, b i I jCircu.l 5 |T i c JB j Rooms | II R 3 !( i is necs-sary 10 ccscnbe work. NAME PLT AMPS KW MICROWAVE |DRYH5(MIN 5 KW) j WATER HEATER "Rooms COfvPACTOR 1 ^ ' B | R 1 S WIRE SEE I BRKR OJ AL DISH\VASHER HEAT PUMP |H/P STRIP HEATERSJ Circuit ~ 'Rooms C i B I- R i 5 Rooms T i C| B ! R | Circuit 9 ' Rooms C |B R Circuit 10 Rooms T C B ! R I S REMARKS Oi-rcuit T "Rooms T C |B ! R ! S J L I COMPUTED SERVICE LOAD AMPS Circuit 12 'Rooms T I C I B R See Calculation Worksheet on bac^ for S F D only SYSTEM VOLTAGE GFCI LOCATIONS SERVICE GROUND?BOND (a) Size No OJ (b) Location of clamp(s) _ (c) Connected YES ( ) AL NO ( ; tail C = ceding Uznt R = convenient:* rccco '. oullel B = wall braci.it light S = switch *Nsmc 01 eaoi room where outiea arc io Lm criiv n«w or moiinesi cuvuos aoove List old Bid new oudets on same circuu manong o'd ouiios ihus © Use CUCTUI spaces ai»ve ior general ugiong small uppiiMi*, uvd Inm0r>' Total msmbex or 15 amp KTCUJIS / cucum only 20 STTTD. cnciius H (locludtng ns* ma csacai| cir I cenify that all lerminatrons have been torqued in accordance wun manufacturer's instructions and that the work shown on this circuit card represents the full extent of the worx performed under this permit OWNER/CONTRACTOR DATE Main Panel r\ to Panel A ($) g" a CD3o A to O PanelB o n o *— K) O Pool C 3 O GEOTECHNICAL EXPLORATION, INC. SOU. & FOUNDATION ENGINEERING GROUNOWA1ER • ENGINEERING GEOLOGY FIILD MBPOIIT ON OBSBMVATION 99 POUNDATIONS DATE / ~ A 4 TIME ' wJ CLIENT /O4feS _ JOB NO '? PROJECT NAME PROJECT ADDRESS' V I oftfi* * H The footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable 4 The cast-in-place drilled friction piles listed below penetrated material for which the D allowable supporting capacities recommended in the foundation report are applicable The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans The excavations for the cast-m-place belled piers listed below were bottomed on material for j I which the bearing values recommended in the foundation report are applicable The excavations were at least as large as specified on the Foundation Plans The driven piles listed below were observed to be driven to the specified lengths and/or LJ driving resistances to obtain ihe supporting capacities tecemfnended -irv the foundation report Based upon observations, it is our opinion that the foundation recommendations presented in the report of the foundation investigation, job No ^ ~1ot r dated ?_/- *../•** _ (Tare)/(are not) applicable to the conditions observed Foundation Plans hy 1 * >r rf**t~ir ,vfc — '_ - / / 7 if u C were used as a reference for our observations NOTE: 1 The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design 2 Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete 3 The opinions and recommendations presented in this report were based upon our observa- tions and are presented in accordance with generally accepted professional engineering practice We make no other warranty, either express or implied BY \ 7420 Trade St San Diego, Ca 92121 • (858) 549*7222 • FAX (858) 549-1604 B_3_o008 10 Q7H FROM HOLFDESIGNBUILD 6192764039 TO 13585351989 F 1 17S7 /T\ T 17 ^ f2£/S2. *«^_ W O JL JT DESIGN + BUILDjNc WOLFRAM KALBER DESIGNER & GENERAL CONTRACTOR PROJECT REFINEMENT NOTES DATE,<x> REF NO.. /AJ EXCELLENCE IN CUSTOM RESIDENTIAL DESIGN & CONSTRUCTION 1459 LIETA ST . SAN DIEGO, CA 92110 (619) 275-0074 Lie NO 760276 Oct i ^ 02 06p 4GO-G93C p 3 T0 d TWIOi OfA N Certificate of Compliance 1348266 ^rgmiB Cwtrob, 2tc 2513 MMhorfcovfllcTpIt* XkbmoodVA 23223 USA >b- !>•*• lordn Matter CMtracfc 155148 (LR 84671) Date baud: October 11,2002 The products fated below are eligible to bear the CSA Mark shown with adjacent indicators 'C' and 'US' PRODUCTS CLASS 2411 02 - CLASS 2411 82 - AnlbenMdbjr NiekAlfino <£*»"*" Opentun* Man«g«r ELEVATOR EQUOPMBNT Enclosed Etevaiar Eleottwal Bquganait ELEVATOR BqUlPMENT - Pncloirt Blcvuw Eitotaeal E<TUpa»ent - CertCed To U S. Sbmteds Elevator CoatraQos Orion Pro, Orion 2SPD and Vnyagernnfinity nted 20»V«c, 60Hz. 3-phase, DUX 5 hp, max If 6 A. 01 Z30VK, 60Hz, 1 -phase, max 3 hp. max 17A, Control Circuit wiednaa 230Vac, fifflk. 1-pfaue, 3A. Cab LigWwg Ctrcntt: Rated Input 120V&:, £OH? < -phase, 1 4 A, Output rated 24Vsc 60Hz, 1 -phase, 5 A, Door and Gate OpeiAtna OoQiUt rated 24V<fc, 4A (Onoa Pro sod Voyager/MtniT) or 1 ZOVac. 60Hz, 1 -phase, 3 A (Otioo2SFD) APPLICABLE SBOIRREMENTS CAN/C5A-B44 1 ASMEA17S - Elevttor and Egc»l«tnr ElectooU Equipment If«ialby«4 JS Hut US i i nTTT i» llrtintla i|iim1Tiirn| I i*nnii»j «ifan0u ufcmi i»igu -<•» p«rt>a» <.••«•••! u PS 9uoawdt T0/T0 d oaooo 8T EsGil Corporation In <Partnersfiip witfi government for Quitting Safety DATE FEB. 6, 2004 a"~SPPDGANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-1616 SET IV PROJECT ADDRESS 2649 Ocean Street PROJECT NAME SFR FOR KIKO I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI 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 Wolfram Kalber Telephone # (619)275-0074 Date contacted (by ) Fax # Same Mail Telephone Fax In Person REMARK^) # 1) The applicant to slip Sheet Set IV plans into Set III Plans at the City Hall ~#2) The building official to approve the pop-up as shown on D/A15 (6'-8" instead of 7'-C#2) The building official to approve the pop-up as shown on D/A15 (6'-8" instead of 7'-0" mm ) # 3) All Sheets of revised plans need to be stamped & signed as well ^ A reminder that the Site walls, Sea Wall & Shoring was approved under a separate permit By All Sadre Enclosures Esgil Corporation D GA D MB D EJ D PC 2/3 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 1635 Faraday Av Carlsbad CA 92008 Phone (760) 602-2718 Fax (760)602-8558 CITY OF CARLSBAD BUILDING DEPARTMENT To:From: Raenette Abbey Fax:3 Phone:Date: Re*CC: D Urgent D For Review D Please Comment D Please Reply D Please Recycle • Comments. Jl^/UUJ.& -SO c^ To File 2649 Ocean St From Building and Code Enforcement Manager Date December 22, 2003 Re Plan Check comments After seeing this come back from EsGil, Ah Sadre indicated the applicant stated he had previously had this discussed and approved access to the rooftop w/o stairs I have not had this discussion w/ anyone, and cannot approve this w/o legal egress Plans should be routed back to EsGil All will make the contact • Page 1 EsGil Corporation In (Partnership with government fof <Buibfing Safety DATE DEC 17, 2003 Q APPLICANT JURISDICTION Carlsbad * \ a PLAN REVIEWER \ a FILE PLAN CHECK NO 03-1616 \A V SET III PROJECT ADDRESS 2649 Ocean Street PROJECT NAME SFR FOR KIKO 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 I | The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Wolfram Kalber Telephones (619)275-0074 Date contacted (by ) Fax # Same Mail Telephone Fax In Person ARKS # 1) The applicant to slip Sheet Set III plans into Set II Plans at the City Hall The building official to approve the elevator pop-up as shown on D/A15 (4-level condition) A reminder that the Site walls, Sea Wall & Shoring was approved under a separate permit By Ah Sadre Enclosures Esgil Corporation D GA D MB D EJ D PC 12/11 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership witfi government for (But fifing Safety DATE AUGUST 22, 2003 Q APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-1616 SET II PROJECT ADDRESS 2649 Ocean Street PROJECT NAME SFR FOR KIKO 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 XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Wolf Design 1459 Lieta Street San Diego, Ca 92110 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Wolfram Kalber Telephones (619) 275-0074 Date contacted S'Us/oj? (by £-) Fax # Same Mail "^Telephone -^ Fax In Person XI REMARKS Please see attached for remaining items from previous list Site walls, Sea Wall & Shoring was approved under a separate permit By Ah Sadre Enclosures Esgil Corporation D GA D MB D EJ D PC 8/20 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad O3-1616 A To facilitate recheckmg, please identify, next to each item, where the correction has been made on revised plans I Make all corrections on the original tracings, as requested in the correction list Submit two sets of plans for residential projects For expeditious processing, corrected sets can be submitted in one of two ways A Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92009, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments B 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 City Planning/Engineermg/Fire Departments until review by EsGil Corporation is complete 2 Please complete the attached form The special inspection form must reference all applicable details Special inspection form to note name of inspector and add soils compliance will require engineer to verify depth of holes for shoring (Can be completed prior to pulling permit) Section 106 3 5 3 Submit Shop Drawings and Calculations for the Skylights, Elevator, Retractable Glass, Curved Glass, Glass Railing, etc Otherwise, specify all items to be deferred subject to the city approval 4 The elevator pop-up as shown on D/A15 (4-story condition) is subject to the building official approval 5 Show a 1-hr rated elevator shaft detail on plans with ICBO, or UL approval # 6 Provide load calculations/single line diagram for the 400 amp electrical service 7 Dimension elevator footing depth on detail 62/S8 8 Provide calculations for the garage floor and specify 6" (not 4") total decking depth on S3 (per details 9 & 14/S6) 9 Show weld size, type & spacing for steel decking for garage floor on S3 of plans 10 Please specify weld size and type between the stiffener plate and the beam web on detail 13/S6 II Show details of handrails height, details and grip portion, etc for all the stairs (interior and exterior) 12 Show the difference between the tread width per Section 1003333 max variation is 3/8" [Please justify how this is complied with for irregular stairs with non-uniform tread width], otherwise, city approval is required Carlsbad O3-1616 • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc If you have any questions regarding these plan review items, please contact Ah Sadre at 858/560-1468 with Esgil Corporation Thank you EsGil Corporation In (Partnership with government for (BuiCding Safety DATE June 20, 20O3 JURISDICTION Carlsbad d^PDtfTREVIEWER U FILE PLAN CHECK NO 03-1616 SET I PROJECT ADDRESS 2649 Ocean Street PROJECT NAME SFR FOR KIKO 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 XI 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 AJ The applicant's copy of the check list has been sent to Wolf Design 1459 Lieta Street San Diego, Ca 92110 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Wolfram Kalber Telephone # (619) 275-0074 Date contacted 19(23/03 (by (*- ) Fax # Same Mail -—Telephone ^- Fax^/ In Person XI REMARKS Site walls, Sea Wall & Shoring was approved under a separate permit By All Sadre Enclosures Esgil Corporation D GA D MB D EJ D PC 6/12 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad O3-1616 June 2O, 2OO3 PLAN CHECK CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO O3-1616 PROJECT ADDRESS 2649 Ocean Street SET I DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 06/12/03 June 20, 2003 REVIEWED BY Ah Sadre 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 10643, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate recheckmg, 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 B 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? QYes QNo 1 Please make all corrections on the original tracings, as requested in the correction list Submit two sets of plans for residential projects For expeditious processing, corrected sets can be submitted in one of two ways A Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92009, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments B 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 Carlsbad 03-1616 June 20, 2003 NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by City Planning/Engineermg/Fire Departments until review by EsGil Corporation is complete 2 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 The special inspection form must reference all applicable details Special inspection form to note name of inspector and add soils compliance will require engineer to verify depth of holes for shoring (Can be completed prior to pulling permit) 3 Specify the items under separate permit I e , Skylights, Elevator, Pool, Spa, Retractable Glass, Curved Glass, Glass Railing, etc 4 Specify the deck slope and decking material on plans 5 Show elevation of the pop-up elevator in its erected position indicating it meets the elevation limitation, subject to the building official approval 6 Show a one hour rated elevator shaft detail on plans from top to bottom Indicate 1-hour rated doors, glass, etc as required 7 The roof deck over 500 s f requires two exits separated by 1/2 the diagonal area they serve Show how this is accomplished on plans Provide stair details and access to the roof deck on plans 8 Call out all the doors and windows on plans Many are missing I e , doors 21 & 22 on A10 are missing from the door schedule Window in mater tub, and shower, etc 9 Please show glass railing connection details with a safety factor of 4 if a part of this permit 10 Please show source of combustion air (i e , louvered doors) for the mechanical room 11 Please show a S/D in the hallway leading to the master bedroom and library as well as one in the basement 12 Please show GFCI outlets in the basement Also show a GFCI outlet by the wet bar in the basement 13 Show GFCI outlets outdoors (mm one in the rear and one in the front of the house) 14 Please show T & P valve and route of discharge for the water heater with seismic bracing on plans Carlsbad O3-1616 June 20, 2003 15 Please show size and location of electrical service panel as well as sub-panels on plans Also provide load calculations and single line diagram if the service if over 200 amp 16 Please show fluorescent lighting in the kitchen and bathrooms on plans 17 Please complete all blank bubbles on plans including all structural sheets 18 Please label all pad footings on S2 around the elevator 19 Please clarify detail X/S7 as referenced on S4, near grid line 3 20 Please show connection details between FB-2 & FH-2 on S-4, by grid point A- 24 21 Show a built in camber for FB6 & FB7 for 2", per calculations to minimize the drywall distress Sheets S3 & S4, grid line G 5 22 Provide calculations for the garage floor Provide steel decking ICBO approval number and weld size and spacing for garage 23 Provide a shear wall schedule for this project with complete anchorage at framing and sill plates 24 Specify 3x framing and staggered nailing on shear wall schedule if the capacity is over 350plf 25 Please specify weld size and type between the stiffener plate and the beam web on detail 13/S6 26 Please show details and references between the tube post and beam around the elevator on S5 27 Show details of rise, run, handrails height, details and grip portion, etc for all the stairs (interior and exterior) 28 Show the difference between the tread width per Section 1003333 max variation is 3/8" [Please justify how this is complied with for irregular stairs with non-uniform tread width] • 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 • 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 All Sadre at Esgil Corporation Thank you UULJ- ut=j Dae e<- 3383 03 C*rl»b*tf O3-16Z* o, aooa * SPECIAL'! ADOJtffSa Oft LBOAL DESCRIPTION KAN CHECK NUMBER. PKOQRAM OWWW3NAMB' i. »8 WB owrw o» vgent of certify that I, or the afohffecV«rtglne«r of r»con& will £» rasponsto.a for •mpioying the specie) jnsp«tor(ft) as r«Qu(mc by Unitorm Butkttng Code (UBCj 3«cfion 1701 1 for <fw pnjact loefted «t the fllte he tad «bdv« U8C Iscion 10s 3 5U8C lectori 1/ /xA^ »* ir«d by UBC Section 10* 3 5 for the caawnwttoft project loceted tt *e «tt l^ted a) Mnmm»»Nm 8«)l« C*mpJton«* iPrtor to Foundation ifup*ettan Structurvl Concrat* Ov»r 2900 PSt Striteturvt Masonry Designer ftpe«ifi«0 2. Nam*{tl «8h Strength Btoiting EX)»an»ion/Xpexy Arvctxw* CttHuena or firm(s) nwponmibl* for th* •p*oni X OutiM of tfi* »p«ef«f in«pcctor» for (tM wane Kitted abov*- B C HdBQ:sa£9es ON XWJ Carlsbad 03-1616 June 20, 2003 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O3-1616 PREPARED BY All Sadre DATE June 2O, 2O03 BUILDING ADDRESS 2649 Ocean Street BUILDING OCCUPANCY R3/U1 TYPE OF CONSTRUCTION VN BUILDING PORTION LIVING AREA GARAGE DECK Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 6358 700 1328 CB 1 QQ4 1 IRT Ri iildmn Pprmt- FPP •»• 1 Valuation Multiplier By Ordinance Reg Mod VALUE ($) T 580,520 $1,98997" 1994 UBC Plan Check Fee $1,29348 Type of Review f" Repetitive Fee -, f" ™j Repeats Comments I? Complete Review r Other r Hourly F Structural Only Hour Esgil Plan Review Fee $1,11438 Sheet 1 of 1 macvalue doc DATE _ BUILDING /DDR^SS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB f) 3/6/6 5'piR ^ ) P - /f)EST VALUE X 2-^ ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submitted, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see\the^attached report of deficiencies marked witfjjsr**Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date Date ' f By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date ^^ATTACHMENTS 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 ENGINEERING DEPT CONTACT PERSON Name JOANNE JUCHNIEWICZ 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 \WORD\DOCS\CHKLSnBuMing Plancteck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property/dnes E Easements Show on site plan F G H Right-of-Way Width & Adjacent Stree Driveway widths © lCL'\<f\ Existing or proposed sewer latera Existing or proposed water servi Existing or proposed irrigation service Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) thaLs^rves the project Each unit requires a separate service, however, secopia dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 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 \WORD\DOCS\CHKLST\Buikling Plancheck Cklst Form (Generic) doc !<- H ST 2ND 3rd Y/f/yU ILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE ,7 4a Project does not comply with the following. Engineering Conditions of approval for Project No ith (TQ /) / . rfti-JL fliy 4b All conditions are in compliance Date U#^ DEDICATION REQUIREMENTS Dedication for all street Rights-of-Way adjacent to the building site and any storm dram 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 dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date ODD IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 1840040 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 \WORD\DOCS\CHKLST\BuiWing Planctieck Cklsl Forni (RIDDLE HARVEV 7 12-00) doc Rev 1226/96 ., ST BUILDING PLANCHECK CHECKLIST checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date G D 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows D D D 6c Enclosed please find your Future Improvement Agreement Please return agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date D D D 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 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) 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 approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date Graded Pad Certification required (Note Pad certificatipn_may be required even if a grading permit is not required ) ~ H \WOHD\DOCS\CHKLST\Buildlng Plancheck Cklsl Form (Generic 7 14 00) doc BUILDING PLANCHECK CHECKLIST \ ST 2ND 3RD D D 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 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 dram, 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 Cammo 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 n 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 Jthe^City Engineer prior to issuance of grading or building permit, whichever occurs first D D CZI 11 QRequired fees are attached 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 \wORD\DOCS\CHKlSTBuikllngPlancheckCklst Form (Generic) doc j- Rev 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST •>ND jRD D • 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) 12b Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 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 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 STA 1+00 Install 2" service and 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 In general, all major sloped areas of a subdivision/project are to be irngated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\DOCS\CHKLST\BuikJlng Plancheck Cklst Form (Genetic) doc BUILDING PLANCHECK CHECKLIST •j ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D tiM 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D ^ Additional Comments H \WORD\DOCS\CHKLST\BuikJing Plancheck Cklst Form (Genetic) doc 1 PLANNING COMMISSION RESOLUTION NO 5357 2 A RESOLUTION OF THE PLANNING COMMISSION OF THE 3 CITY OF CARLSBAD, CALIFORNIA, APPROVING COASTAL DEVELOPMENT PERMIT CDP 02-28 TO ALLOW THE 4 CONSTRUCTION OF A SINGLE FAMILY RESIDENCE, ON 5 PROPERTY GENERALLY LOCATED AT 2649 OCEAN STREET IN LOCAL FACILITIES MANAGEMENT ZONE 1 6 CASE NAME KIKO RESIDENCE CASE NO CDP 02-28 7 WHEREAS, Frederick Kiko, "DeveloperT'Owner," has filed a verified o 9 application with the City of Carlsbad regarding property, described as 10 Lots 13 and 14 m Block "A" of Hayes Land Company addition to Carlsbad Map No. 2, in the City of Carlsbad, County of San ' * Diego, State of California, according to the map thereof No ,2 1221, filed in the office of the County Recorder of San Diego County, November 4,1909, including that portion if any lying 13 between the above described property and the line of ordinary high tide of the waters of the pacific Ocean and excepting that 14 portion, if any, of said lots lying below the line of the ordinary -. high tide of the waters of the Pacific Ocean ("the Property"), and 17 WHEREAS, said verified application constitutes a request for a Coastal 1 O Development Permit as shown on Exhibits "A - J" dated February 5, 2003, on file in the 19 Carlsbad Planning Department, KIKO RESIDENCE - CDP 02-28, as provided by Chapter 20 21 201 of the Carlsbad Municipal Code, and 22 WHEREAS, the Planning Commission did, on the 5th day of February 2003, 23 hold a duly noticed public hearing as prescribed by law to consider said request, and 24 WHEREAS, at said public hearing, upon hearing and considering all testimony 25 and arguments, if any, of all persons desinng to be heard, said Commission considered all factors 26 relating to the CDP 27 NOW, THEREFORE, BE IT HEREBY RESOLVED by the Planning2o Commission of the City of Carlsbad as follows 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 A) That the foregoing recitations are true and correct B) That based on the evidence presented at the public hearing, the Commission APPROVES KIKO RESIDENCE - CDP 02-28, based on the following findings and subject to the following conditions Findings That the proposed development is in conformance with the Mello n segment of the Certified Local Coastal Program and all applicable policies in that the development is a single-family residence on a previously developed lot, no agricultural activities, sensitive resources, geological instability, flood hazard or coastal access opportunities exist on the site and the development does not obstruct views of the coastline as seen from public lands or public right-of-way or otherwise damage the visual beauty of the Coastal Zone The project is consistent with the provisions of the Coastal Resource Protection Overlay Zone (Chapter 21 203 of the Zoning Ordinance) in that the project will adhere to the City's Master Drainage Plan, Storm Water Ordinance and Grading Ordinance to avoid increased runoff and soil erosion The site is not located in an area prone to landslides or susceptible to accelerated erosion, floods, or liquefaction. The existing slopes do not support any endangered plant/animal species and/or coastal sage scrub and chaparral plant communities The development of steep slopes is permitted in that A A geotechmcal analysis of the site was prepared The analysis concluded subject area to be stable and grading and development impacts mitigatable for the life of the structure and that the development would have no adverse effect on the stability of the coastal slope B Grading of the slope is essential to the development of the site since the steep slopes are located in the middle of the property C The proposed slope disturbance will not damage or alter major wildlife or native vegetation since the site is an infill site containing no native vegetation and is presently developed with a residential structure D Review of the site has concluded that that site contains no habitat or wildlife and that no environmental impacts will result from the project E The project site is not predominated by steep slopes and the site does not serve as a wildlife corridor The proposal is in conformity with the public access and recreation policies of Chapter 3 of the Coastal Act in that adequate vertical public access exists within 400 feet of the property and the subject property was not identified as a potential lot for future additional public access to the shoreline in the Local Coastal Program PCRESONO 5357 -2- The project is consistent with the provisions of the Coastal Shoreline Development 2 Overlay Zone (Chapter 21 204 of the Zoning Ordinance) in that vertical access exists within 400' of the project The site is not now, and has not historical!}, been used 3 for vertical access No vertical access is warranted for this development based upon the ordinance criteria A geotechnical analysis of the project site was prepared The analysis concluded that the proposed development will have no adverse effects c on the stability of the coastal slope The proposed residential structure has been designed with attractive architectural features which will be compatible with the 6 surrounding development and natural environment The proposed grading is needed for the development of the site The project adheres to all coastal 7 "strmglme" setback requirements for the placement of structures, decks, balconies and the sea wall That the Planning Director has determined that the project belongs to a class of projects that the State Secretary for Resources has found do not have a significant impact on the 10 environment, and it is therefore categorically exempt from the requirement for the preparation of environmental documents pursuant to Section 15303 (single-family residence in an urbanized area) and 15332 (infill development) of the state CEQA Guidelines In making this determination, the Planning Director has found that the exceptions listed in Section 15300 2 of the state CEQA Guidelines do not apply to this 13 project 14 6 The project is consistent with the City-Wide Facilities and Improvements Plan, the Local Facilities Management Plan for Zone 1 and all City public facility policies and ordinances The project includes elements or has been conditioned to construct or provide funding to ensure that all facilities and improvements regarding sewer collection and treatment, water, drainage, circulation, fire, schools, parks and other recreational 17 facilities, libraries, government administrative facilities, and open space, related to the project will be installed to serve new development prior to or concurrent with need 18 Specifically, 19 The project has been conditioned to provide proof from the Carlsbad Unified 20 School District that the project has satisfied its obligation for school facilities 21 B The Public Facility fee is required to be paid by Council Policy No 17 and will be collected pnor to the issuance of building permit _ The project is not located in the Coastal Agriculture Overlay Zone, according to Map X of the Land Use Plan, certified September 1990 and, therefore, is not subject to the 24 provisions of the Coastal Agriculture Overlay Zone (Chapter 21 202 of the Zoning Ordinance) 25 The Planning Commission has reviewed each of the exactions imposed on the Developer contained in this resolution, 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 the degree of the exaction is in rough proportionality to the impact caused by the project 28 PCRESONO 5357 -3- Conditions2 3 Note Unless otherwise specified herein, all conditions shall be satisfied prior to issuance of a grading permit 4 1 If any of the following conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained according to their terms, the City shall have the right to revoke or modify all approvals herein granted, deny or further condition issuance of all 7 future building permits, deny, revoke or further condition all certificates of occupancy issued under the authority of approvals herein granted, institute and prosecute litigation to 8 compel their compliance with said conditions or seek damages for their violation No n vested rights are gained by Developer or a successor in interest by the City's approval of this Coastal Development Permit 10 Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications to the Coastal Development Permit documents, as necessary to make them internally consistent and in conformity with the final action on the project Development shall occur substantially as shown on the approved Exhibits Any proposed 13 development different from this approval, shall require an amendment to this approval 14 3 The Developer shall comply with all applicable provisions of federal, state, and local laws and regulations in effect at the time of building permit issuance If any condition for construction of any public improvements or facilities, or the payment of any fees in-lieu thereof, imposed by this approval or imposed by law on this Project are 17 challenged, this approval shall be suspended as provided in Government Code Section 66020 If any such condition is determined to be invalid this approval shall be invalid unless the City Council determines that the project without the condition complies with all requirements of law 20 5 The Developer/Operator shall and does hereby agree to indemnify, protect, defend and hold harmless the City of Carlsbad, its Council members, officers, employees, agents, and 21 representatives, from and against any and all liabilities, losses, damages, demands, claims 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 Coastal Development Permit, 23 (b) City's approval or issuance of any permit or action, whether discretionary or non- discretionary, m connection with the use contemplated herein This obligation survives 24 until all legal proceedings have been concluded and continues even if the City's approval is not validated25 26 6 The Developer shall submit to the Planning Department a reproducible 24" x 36," mylar copy of the Site Plan reflecting the conditions approved by the final decision 27 making body 28 PCRESONO 5357 "* This project shall comply with all conditions and mitigation measures which are required 2 as part of the Zone 1 Local Facilities Management Plan and any amendments made to that Plan pnor to the issuance of building permits 3 8 This approval is granted subject to the approval of SUP 02-01 and V 02-05 and is subject 4 to all conditions contained in Resolutions No 5358 and 5359 for those other approvals 9 This approval shall become null and void if building permits are not issued for this 6 project within 18 months from the date of project approval 7 10 Pnor to the issuance of a building permit, the Developer shall provide proof to the ,, Director from the Carlsbad Unified School District that this project has satisfied its obligation to provide school facilities 9 11 Building permits will not be issued for this project unless the local agency providing 10 water and sewer services to the project provides written certification to the City that adequate water service and sewer facilities, respectively, are available to the project at the time of the application for the building permit, and that water and sewer capacity and 12 facilities will continue to be available until the time of occupancy 13 12 Pnor to the issuance of the grading permit, developer shall submit to the City a Notice of Restnction to be filed in the office of the County Recorder, subject to the satisfaction of 14 the Planning Director, notifying all interested parties and successors in interest that the 15 City of Carlsbad has issued a Coastal Development Permit by Resolution No 5357 on the property Said Notice of Restnction shall note the property descnption, location of 16 the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of Restnction The 17 Planning Director has the authonty to execute and record an amendment to the notice which modifies or terminates said notice upon a showing of good cause by the Developer or successor in interest 19 13 If a grading permit is required, all grading activities shall be planned in units that can be 20 completed by October 1st Grading activities shall be limited to the "dry season," Apnl 1st to October 1st of each year Grading activities may be extended to November 15th or beyond upon wntten approval of the City Engineer and only if all erosion control 22 measures are m place by October 1 st 23 14 The applicant shall dedicate any land seaward of the proposed sea wall to the California Coastal Commission or their designee as agreed to with the California 24 Coastal Commission. Engineering 26 Unless specifically stated in the condition, all of the following conditions, upon the approval of 27 this proposed coastal development permit, must be met pnor to approval of a grading permit or building permit whichever occurs first I PCRESONO 5357 -5- Genera] 2 15 Pnor to issuance of any building permit, Developer shall comply with the requirements of 3 the City's anti-graffiti program for wall treatments if and when such a program is formally established by the City4 16 Developer shall submit to the City Engineer, a reproducible 24" x 36," mylar copy of the site plan and coastal Development plan and a digital copy of said map using NAD 83" 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, improvement or grading plans, whichever occurs first The digital file copy shall be submitted in a format as approved by the City Engineer 10 II Fees/Agreements 17 Prior to the issuance of a building permit for this project the developer shall adjust j2 (merge) the existing (two) 2 lots into one (1). An Adjustment Plat and certificate of compliance shall be approved prior to the issuance of a building permit. 13 18 The developer shall pay all current fees and deposits required 14 .<. 19 Developer shall cause property owner to execute and submit to the City Engineer for recordation the City's standard form Drainage Hold Harmless Agreement regarding 16 drainage from this project 17 20 Pnor 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 19 Lighting and Landscaping District No 1, on a form provided by the City Engineer 20 21 The owner shall make an offer of dedication to the City for all public streets and easements required by these conditions or shown on the Site Development Plan The offer shall be made by a separate document and recorded by the City of Carlsbad All 22 l311^ so offered shall be granted to the City free and clear of all hens and encumbrances and without cost to the City Streets that are already public are not required to be 23 rededicated ' 24 Grading 25 22 Based upon a review of the proposed grading and the grading quantities shown on the 26 Site Development Plan, a grading permit for this project is required Developer shall apply for and obtain a grading permit from the City Engineer prior to the issuance of a 27 building permit for the project OQ [I 23 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 PCRESONO 5357 -6- 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PCRESONO 5357 -7- with Carlsbad Municipal Code Chapter 1516 (the Grading Ordinance) to the satisfaction | of the City Engineer 24 Pnor to hauling dirt or construction materials to or from this project, the developer shall submit to and receive approval from the City Engineer for the proposed haul route The developer shall comply with all conditions and requirements the City Engineer may impose with regards to the hauling operation 25 No grading for private improvements shall occur outside the limits of the project unless a grading or slope easement or agreement is obtained from the owners of the affected properties 26 Developer shall execute and record a City standard Development Improvement Agreement to install and secure with appropriate security as provided by law, public improvements shown on the site development plan and the following improvements including, but not limited to (paving, base, sidewalks, curbs and gutters, medians, grading, clearing and grubbing, undergrounding or relocation of utilities, sewer, and water), to City Standards to the satisfaction of the City Engineer 27 Developer shall underground all utilities to serve the proposed development Code Reminders' 28 Developer shall pay the citywide Public Facilities Fee imposed by City Council Policy #17, the License Tax on new construction imposed by Carlsbad Municipal Code Section 5 09 030, and CFD #1 special tax (if applicable), subject to any credits authorized by Carlsbad Municipal Code Section 5 09 040 Developer shall also pay any applicable Local Facilities Management Plan fee for Zone 1 pursuant to Chapter 21 90 All such taxes/fees shall be paid at issuance of building permit If the taxes/fees are not paid, this approval will not be consistent with the General Plan and shall become void 29 Approval of this request shall not excuse compliance with all applicable sections of the Zoning Ordinance and all other applicable City ordinances, except as otherwise specifically provided herein NOTICE Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as "fees/exactions " You have 90 days from date of final approval to protest imposition of these fees/exactions If you protest them, you must follow the protest procedure 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 1 2*• 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/ exactions DOES NOT APPLY to water and sewer connection fees and capacity charges, nor zoning, grading or other similar application processing or service fees in connection planring with this project, NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously expired PASSED, APPROVED AND ADOPTED at a regular meeting of the otherwise Planning Commission of the City of Carlsbad, California, held on the 5th day of February 2003 by the following vote, to wit AYES NOES ABSENT ABSTAIN J 'JULIE BAKER, Chairperson fi ftCti^^ CARLSBAD PLANNING COMMISSION , - <^|Y I/' . ^^0 \^ I) [' M f\ / V /' ' U( \\iy^ATTEST 1 \yV MICHAEL J HOLZMILLER Planning Director ' 27 28 I /\ p~V «\ ) PCRESONO 5357 -8- Jld-10-20(j6 Fftl|<l!07 PM ENGINSPECTION , • . , I i : PI I \'f , 'I!•Pi,. !'< ' ! ' • -.^;;;' ; >•' •'••1!.-. •: * • ! '>'!>•^;2~.GRADING PERMIT /.I !• :': i LOTSREQUES |!-'f: f!V; | '• N/A'iiKiOTAPF*' * : ,1 . ! • ; ;f 1 '"'• " !;^ ! :'!; 1 /^'•Vi'ii-'oS^Cw? :!';;;! £ ;i [ ' it'.' ' i ,: ^ ' ''. il'5:!t;ii- '': i i , i i i : " : in; ;j 1 1 i : i' '• -' •''• i • '•' •• ! . ' ' r. • ! '. : i / '.' 1 j ' . • ( i ;•'•; i i'1 ; : j., .' 1^ ;. -u' i , !; • ' :>'':;; fir !• ' yrVs |/: Vrtl'll? '•^fi . ;t<^ •;,^ *m -<< ^ ,!| !,^| i'fS Ind^ .'f ii 1 1 ' . t ,.,,.-. '} I i -*"1™ — '• V; i . |;;; ir.l >T£[ 'LiC or^u, !ii r 2 :3i; 4 5 6 ' i Y 8 i-''!i' 9; ; j-| Iji'|].jjj}|:t | m ; .! : /.: f bi^ unacceptable : '!'Site access to requested lots adequate and logically grouped '/! • 'Site erosion control measures adequate ; Overall site adequate for health, safety arid welfare of public Letter from Owner/Dev requesting partial release of specific kits! pads orbldg > ' ' ' ii I S'/z" x 11" site plan (attachment) showing requested Jots submitted '•' ' '" r = ': • , i ' ' I j Compaction report from soils engineer submitted (If soils report jhas been submitted with a previous partial release, a letter from engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases) , EOW certification of work done with finish pad elevations of sp eciftc lots , to be released Letter must state lot (s) is graded to within a teiitfji (1) of the,approved grading plan -: ;' . ; ' \ -^If; i ; , ; • i i ! !8 i Geologic engineer's letter if unusual geologic or subsurface conditions /iiir^e&i'^' ; : j ' ' . ;.• ';1 • ' • 9; Fully .functional fire hydrants within 500 feet of building combustib es "\ '" arid an all weather roads access to site is required ' j • ' . e above stated lots is approved for the ipurpose of building Iftiipermit i^uance^ljssuan vj ifrequiremerrts required pursuant to tfie building permit process j I ! ' i.' !!•• ' ' ^ .'J ' l1 i ! i k ; ; >'• i . i :. • ' ! I . . . • I: '• . . • . I !; IPartial release of the site is denied for the following reasons I I . |:J|. • . i i i 1 Project Inspector Date W#!-iScrstruOTon Manager $["!'! '.t..Kig»!,M.-;: , ;ir-i •LE.11AST5R,-C?-MS1?AJiTSl7E?«JJ:!i P1 ' Date PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKUST ^ Plan Check No CB Planner APN Q 3> I 6 1 b Address (A°\ Cr Saima Qureshy Phone (760) 602- 461 9 7-n vim - 0 s <3— Type of Project & Use Zoning ^~ ~ ^> General Plan CFD (in/out) #_Date of participation Net Project Density •.. - H Facilities Management Zone Remaining net dev acres DDAC Circle One (For non-residential development Type of land used created by this permit ) Legend Item Complete Environmental Review Required DATE OF COMPLETION \Q-J 11 / D Item Incomplete - Needs your action YES I/" NO TYPE Compliance with conditions of approval? If riot, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO 5"S57f {?& PROJECT NO CD Pn~2-- TYPE OTHER RELATED CASES YES ,g Kg DATE Wl< /O V 01- Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval b j } «^ t \^> i \^\ ^ \l , Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Vx NO CA Coastal Commission Authority? YES Ix""" NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # Follow-Up Actions 1) Stamp Building Plans as " Exempt" or" Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed YES NOInclusionary Housing Fee required (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Man 1 Fovide a fully dimensional site plan drawn to scale Show North arrow, property lines, .osements, existing and proposed structures, streets, existing street improvements right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor' s parcel number Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES_ NO 2 Project complies YEJ Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure Front Interior Side Street Side Rear Structure separation 3 Lot Coverage 3 NO Required Required Required Required Required setbacks Required Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4 Height 5 Parking Required Spaces Required Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown J\\Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 - g^Ajyt$F CALIFORNIA-THE RESOURCES Ai Y ARNOLD SCHWARZ1 CALIFORNIA COASTAL COMMISSION 45 FREMONT SUITE 2000 SAN FRANCISCO CA 94105 2219 VOICE AND TDD (415) 904 5200 FAX (415) 904 5400 August 15, 2005 DonNeu " - Planning Director City of Carlsbad Planning Department 1635 Faraday Avenue Carlsbad, CA 92008-7314 RE. City of Carlsbad CDP 02-28 (California Coastal Commission Appeal A-6-< Dear Mr Neu Pursuant to the peremptory writ of administrative mandamus issued in the action Kiko v California Coastal Commission, County of San Diego Superior Court, Case No GIC 827( the Coastal Commission hereby notifies the City of Carlsbad that the stay imposed by Pub Resources Code section 30623 on the City's approval of CDP 02-28 is lifted The City ac CDP 02-28 is now final If you have any questions concerning this matter, please call our counsel, Christopher Pederson, at (41 5) 904-5220 Thank you Smi 'PETER DOUGLAS Executive Director cc Ray Patchett, City Manager Ron Ball, City Attorney Tim Paone, Attorney for Fredenck Kiko Jamee Jordan Patterson, Supervising Deputy Attorney Gene Deborah Lee, California Coastal Commission GLASSWALL SYSTEMS August 20, 2003 Wolf Construction 1459 Lieta San Diego, CA 92110 Attn Wolf Subject Heavy Base Shoe System Calculations Dear Wolf, Here are the calculations you requested for our Heavy Base Shoe System We are confident in our ability to provide you with excellent service and quality products More information & drawings can be attained and downloaded from our website at WWW KINSLO COM We look forward to developing a working relationship with your company, and we appreciate the opportunity to bid on any future projects you may have If you have any other questions, please feel free to call me at (714) 568-1598 or on my cell at (714)720-4294 Sincerely, Brian Love Operations Manager WWW KINSLO COM (714) 568-1598 FAX (714) 568-1599 1533-AE McFaddenAve Santa Ana, Ca 92705 LICENSE NO 805523 REF SWARTZ AND KULPA ENGINEERING, INC. 17632 IRVINE BLVD, SUITE 110 TUSTIN.CA 92780 (714) 832-4513 AA A JOB NO BY CHK'D DATE SHEET 400* -rut RFF SWARTZ AND KULPA ENGINEERING, INC. 17632 IRVINE BLVD. SUFTE 110 TUSTIN.CA 92780 (714) 832-4513 A j /\ A JOB NO BY CHK'D DATE SHEET M**** , 'Wt?oo 4, ft*4t SECTION 2 PROPERTIES OF GLASS MECHANICAL PROPERTIES AVERAGE MECHANICAL PROPERTIES OF GLASS AS AN ENGINEERING MATERIAL The following mechanical properties apply for float glass annealed, heat-strengthened, or fully tempered E Modulus of Elasticity (Young's Modulus) 104x10'psi 7 2x1010N/m2 G Modulus of Rigidity (Shear Modulus) M Poisson's Ratio it Coefficient of Thermal Expansion P Density °f Modulus of Rupture (Flexure)* Annealed Heat-Strengthened Fully Tempered 43x10'psi 3 Ox10'°N/m2 0 22 49 x 10 7/°F 88x107/°C 1 57 Ib/ft3 2 5 g/cm3 6,000 psi 4 13x107N/m* 1 2,000 psi 8 27x107N/m2 24,000 psi 1 65x107N/m2 "Modulus of rupture based on 60-second load and heat strengthened and fully tempered glass meeting minimum re- quirements of Federal Specification DD-G-14038(1) dated 24 Oct73 BRITTLE NATURE OF GLASS AND MECHANICS OF GLASS BREAKAGE The fracture of glass due to its brittle nature can be caused by different mechanical loading systems These are im pact bending, point pressure, and combinations of mechanical loads and additional thermal loads Glass will act elastically until rupture This is depicted by the stress-strain curve of glass load- ed in tension or flexure When bending stress-type loads are placed on glass it will perform elastically until fracture occurs At this point a dramatic fracture will occur at a high stressed area or flaw area No indication of a relatively slower progressive failure will occur because glass s basic nature is to fracture and shatter when load- ed to its ultimate strength Thus the brittle nature of glass for design purposes is illustrated by the linear stress-strain curve from zero strain to failure It is well known that the strength variability of a brittle material is dependent upon such things as cracks defects, flaws and other characteristics related to the load-carrying capabilities and stress strain characteristics The basic mechanics of glass breakage for annealed and heat treated glasses are similar with regard to a stress-strain curve However, the actual properties and breakage particle sizes depend on the heat treatment of the glass While all glass breakage cannot be categorized by simple breakage method it is known that examining the fracture surface at the point where the break originates and a few inches along the fracture path can give important clues as to the cause of breakage and the intensity of stress which caused it An experienced glass technologist can often determine whether the breakage was principally caused by either thermal or bending stresses, whether there had been damage to the glass surface or edge and the approximate level of the stresses Frequently, a break origin analysis will suggest possible inadequacies in the glazing system or jobstte conditions which act as a guide to solv- ing problem areas Sometimes, the analysis can show that high stresses may have contributed to breakage even though a study of the building conditions and load conditions had not at the time established the mechanism that produced the stresses GENERAL STRENGTH PROPERTIES OF ANNEALED HEAT STRENGTHENED AND TEMPERED GLASS Annealed glass is used for many architectural applications to resist wind loads and some degree of thermal loads The substrate glass and whether the glass has a metallic coating will in many instances, deter mine whether the glass has to be heat-treated to resist certain thermal loads The general applications for annealed glass strength will be determined for uniform load resistance to wind loads and other established or defined loads by the design pro fessional When annealed glass is thought to be inadequate or not appropriate for a specific design heat strengthened or fully tempered glass may then be considered As listed previously, the general mechanical properties of each type of glass are similar with regard to their elastic and expansion properties However the modulus of rupture characteristics do change with the degree of heat treatment in the type of glass being considered When glass is heat treated it is put through a special process in- volving heating and cooling of annealed glass The heat treat ment involves putting the outer glass surface in high compres sion with the central portion in compensating tension The glass retains its clarity color light, and heat transmission characteristics, while the strength under uniform static load and resistance to thermal stress in increased depending upon the type of heat treatment Heat treated glasses are usually classified as heat strengthened or fully tempered according to Federal Specification DD-G 1 403B The heat-strengthened glass is to have a surface com pression between 3 500 and 10 000 psi with fully tempered glass having a surface compression of 10 000 psi or more At its upper limits heat-strengthened glass has strength and fracture characteristics similar to those of fully tempered glass In the lower half of the surface compression range heat strengthened glass exhibits markedly different characteristics While heat strengthened is stronger than annealed in many cases the breakage characteristics for the lower level heat-strengthened will be similar to breakage which might be expected from anneal ed glass Other properties that must be considered when reviewing the dif ferences in annealed and heat-treated glasses include fabrication surface hardness strain pattern and manufacturing methods In heat treated glasses a regional strain pattern not visible under many lighting conditions may be detected when polarized light is reflected or transmitted by the glass (Light can easily be polariz ed in the laboratory and under certain conditions, normal daylight becomes polarized ) The strain pattern is an inherent characteristic of all heat-treated glass and is not a defect 1907 UNIFORM BUILDING CODE 4 Glazing m all untamed swinging doors 5 Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any por- tion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches (1525 mm) above a standing surface and drain inlet 6 Glazing m fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-mch (610 mm) arc of either vertical edge of the door m a closed position and where the bottom exposed edge of the glazing is less than 60 in- ches (1525 mm) above the walking surface 7 Glazing m an individual fixed or operable panel, other than those locations described m Items 5 and 6, that meets all of the fol- lowing conditions 71 Exposed area of an individual pane greater than 9 square feet (0 84 m2) 7 2 Exposed bottom edge less than 18 inches (457 mm) above the floor 73 Exposed top edge greater than 36 inches (914 mm) above the floor 7 4 One or more walking surfaces within 36 inches (914 mm) horizontally of the plane of the glazing 8 Glazing m railings regardless of height above a walking sur- face Included are structural baluster panels and nonstructural m-fill panels EXCEPTION The following products and applications are ex empt trom the requirements tor hazardous locations as listed in Items 1 through 8 1 Glazing in Item 6 when there is an intervening wall or other per- manent barrier between the door and the glazing 2 Glazing in Item 7 when a protective bar is installed on the acces- sible sides of the glazing 34 inches (864 mm) to 38 inches (965 mm) above the Door The bar shall be capable of withstanding a horizontal load of 50 pounds per linear foot (729 N/m) without contacting the glass and be a minimum of l'/2 inches (38 mm) m height 3 Outboard pane in insulating glass units and m other multiple glazed panels m Item 7 when the bottom exposed edge of the glass is 25 feet (7620 mm) or more above any grade, roof walking surface or other horizontal or sloped (within 45 degrees of horizontal) surface ad- jacent to the glass exterior 4 Openings in door through which a 3 inch-diameter (76.2 mm) sphere will not pass 5 Assembliesofleaded,facetedorcarvedglassinltemsl,2 6and 7 when used for decorative purposes 6 Curved panels in revolving door assemblies 7 Doors in commercial refrigerated cabinets 8 Glass block panels complying with Section 2110 9 Glazing m walls and fences used as the bamer for indoor and outdoor swimming pools and spas when all ot the following conditions are present 9 1 The bottom edge of the glazing is less than 60 inches (1525 mm) above the pool side of the glazing 9 2 The glazing is within 5 feet (1525 mm) of a swimming | pool or spa water's edge 10 Glazing in walls enclosing stairway landings or within 5 feet (1525 mm) of the bottom and top of stairways where the bot- tom edge of the glass is less than 60 inches (1525 mm) above a 2406.5 Wardrobe Doors. Glazing in wardrobe doors shall meet the impact test requirements tor safety glazing as set torth m UBC Standard 24-2, Part n Laminated glass must also meet the boil test requirements of UBC Standard 24-2, Part n EXCEPTION The impact test shall be modified so that if no breakage occurs when the impacting object is dropped from the height of 18 inches (457 mm), the test shall progress in height increments of 6 mches (152.5 mm) until the maximum of 48 inches (1219 mm) is reached 24066 Glass Railings. Glass used as structural balustrade pan- els in railings shall be one of the following types 1 Single fully tempered glass 2 Laminated fully tempered glass 3 Laminated heat-strengthened glass The panels and their support system shall be designed to with- stand the load specified in Table 16-B A safety factor of 4 shall be used. Each handrail or guardrail section shall be supported by a mini- mum of three glass balusters or otherwise supported so that it re- mains m place should one baluster panel fail Glass balusters shall not be installed without a handrail or guardrail attached. For all glazing types, the minimum nominal thickness shall bel/4 inch (6 35 mm) Glazing materials shall not be installed m railings m parking ga- rages except for those locations where the railing is not exposed to impact from vehicles SECTION 2407 — HINGED SHOWER DOORS Hinged shower doors shall open outward SECTION 2408 — RACQUETBALL AND SQUASH COURTS 2408.1 Test Method. Each panel of glass (including doors) m an actual installation or test mockup shall be impacted from the play- ing side at a point 59 inches (1499 mm) from the playing surface and its horizontal midpoint The impactor and test procedure shall be as described m UBC Standard 24-2, Part I, Category n, using a drop height of 48 inches (1219 mm) Results from a test mockup shall apply only to actual installations m which the glass is no greater m either dimension and is at least as thick Fittings and at- tachments for a mockup shall be identical to those used in actual installations The conditions of Section 2408 2 shall be met 2408 2 End Point Conditions The following conditions shall be met when the glass is impacted as described m Section 2408 1 1 The glass shall not break 2 Deflection at the point of impact shall not exceed iVa inches (38mm) 3 Door hardware shall remain intact and operable 4 The deflection of the door edges shall be no greater than the following tor the listed drop heights The impactor and procedures shall be as indicated m Section 2408 1 Drop Height Deflection, inches (mm) 24 (610) Thickness of adjacent glass + Vg (+ 3 2) 36 (914) Thickness of adjacent glass + J/4 (+ 6 4) Date. 11-18-2002 CONTINUOUS BEAM ANALYSIS Time- 10 32:19 PROJECT Swartz and Kulpa Structural Design and Engineering Glass guardrail SPANS Wl W2 W3 W4 W5 NO PLF PLF PLF PLF PLF 1 00 0.0 00 00 00 HA LI L2 L3 L4 FT. FT c FT FT FT. 3.67 0 21 0 00 0 00 0.00 CONCENTRATED LOADS IPX I LBS FT 1 50.00 -3 67 2 BEAM PROPERTIES L I WEB AREA DX FT IN4 IN2 FT 3 88 1 0000 0 5000 0.02 REACTIONS IN LBS Rl R2 R3 R4 R5 931 49 0 00 0 00 0 00 0 00 W6 PLF 0.0 L5 FT. 0.00 0 00 0 W7 PLF 0.0 L6 FT 0 00 P LBS E-KSI 29500 R6 00 W8 PLF 0 0 HB FT 0.00 X FT 0 00 G-KSI 11300 R7 -881 49 -2200 20 0 00 SPAN 1 SUPPORT MOMENTS IN IN-LBS 0 00 0 00 0 00 UNIFORM INTERNAL MOMENTS X FT 0 00 0 00 M IN-LBS NONE BEAM DEFLECTION SUMMARY DEFLECTION CRITERIA L/600 (INFLECTION POINT METHOD) SPAN 1 LENGTH (FT ) 0 21 OVERHANG LEFT MAX SHEAR- MAX MOMENT • I REQUIRED 881 49 2200 2 0 359 MAX DEFL (IN ) 0 0000 LENGTH (FT ) 3 67 LBS IN-LBS IN4 at X (FT ) 0 088 END DEFL (IN ) 0 0539 BETWEEN 12 in X=0 000 o c I REQD (IN4) 0 007 I REQD (IN4) 0 359 AND X=0 001 FT REF SWARTZ AND KULPA ENGINEERING, INC. 17632 IRVINE BLVD, SUITE 110 TUSTIN.CA 92780 (714)832-4513 A JOB NO BY CHK'D DATE SHEET rvieHiwr 4471 If fci Ol7e>i i^ -T p 7 730 Formulas for StroM and Strain i + e< — oi —— e< in in I +c — ex — —I + I -4- II •+ r* ac if VI c- ^ r% ic + 1 + 1 I- — — i VI e< oe e •*• VI fc II II II II ~ . w . n . v •* I I 6 II II II II * s< ie »e' W VI 3 II i^^ _. ^.•^ " - if. ~ a 2 = U" fc C S 5-= ill -.- -% fc'u _ i 8 S I - E j •6e I 1L J!•» s k-o-H \ REF SWARTZ AND KlJLPA ENGINEERING, INC 17632 IRVINE BLVD, SUITE 110 TUSTIN.CA 92780 (714) 832-4513 A AA JOB NO BY CHK'D DATE SHEET ^T T -OK ft. V -9 Au^/ r Table 1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS (continued) ALLOY AND TEMPER 5050-H32 H34 H32 H34 THICKNESS PRODUCT RANGE IN Sheet < 0017-0249 Sheet 0 009-0 249 Cold Fin Rod & Barf All Drawn Tube Cold Fin Rod & Bart All Drawn Tube 5052 H32 / Sheet & Plate \ All H34 1 Cold Fin Rod & Bar! AH \ Drawn Tube / H36 Sheet 0 006-0 162 5083-H111 H111 H321 H116 H321 H116 -H323 H343 5086-H1 1 1 -H111 -H112 H112 -H112 H112 H116 H32 / H34 V 5154 H38 5454 H1 1 1 H111 H112 -H32 -H34 5456-H111 -H111 H112 H116 H321 H116 H321 H1 16 H321 6005-T5 6105T5 6061 T6 T651 T6 T6510" T6 T651 T6 T6 T6 6063 T5 T5 T6 6351 T5 Extrusions up thru 0 500 Extrusions 0 501 and over Sheet & Plate 0 188-1 500 Plate 1 501-3 000 Sheet 0051-0249 Sheet 0051-0249 Extrusions up thru 0 500 Extrusions 0 501 and over Plate 0 250-0 499 Plate 0 500-1 000 Plate 1 001 2 000 Plate 2 001 3 000 Sheet & Plate \ All Drawn Tube / All Sheet 0 006-0 128 Extrusions up thru 0 500 Extrusions 0 501 and over Extrusions up thru 5 000 Sheet & Plate 0 020-2 000 Sheet & Plate 0 020-1 000 Extrusions up thru 0 500 Extrusions 0 501 and over Extrusions up thru 5 00 Sheet & Plate 0 188-1 250 Plate 1 251 1 500 Plate 1 501 3 000 Extrusions up thru 1 000 Extrusions up thru 0 500 Sheet & Plate 0 010-4 000 Extrusions up thru 1 000 Cold Fin Rod & Bar up thru 8 000 Drawn Tube 0 025-0 500 Pipe up thru 0 999 Pipe over 0 999 Extrusions up thru 0 500 Extrusions over 0 500 Extrusions & Pipe All Extrusions up thru 1 00 TENSION Ffu^ Ffy ksi ks COMPRESSION SHEA t Far F*> ' ksi ksi 22 16 14 14 25 20 18 15 22 16 15 13 25 20 19 15 31 23 21 19 34 26 24 20 37 29 26 22 40 24 40 24 44 31 41 29 45 34 50 39 36 21 36 21 36 18 35 16 35 14 34 14 40 28 44 34 45 35 33 19 33 19 31 12 36 26 39 29 42 26 42 26 41 19 46 33 44 31 41 29 38 35 38 35 42 35 38 35 42 35 42 35 42 35 38 35 22 16 21 15 30 25 38 35 21 24 21 23 26 26 24 24 32 26 37 29 R BEARING ksi ksi ksi 9 44 27 12 50 32 9 44 27 12 50 32 13 60 39 15 65 44 17 70 46 14 78 41 14 78 38 18 84 53 17 78 49 20 88 58 23 95 66 18 21 12 70 36 18 21 12 70 34 17 22 10 72 31 16 21 9 70 28 15 21 8 70 28 15 21 8 68 28 26 24 16 78 48 32 26 20 84 58 33 24 20 81 56 16 20 16 19 13 19 24 21 27 23 22 25 22 24 20 24 27 27 25 25 25 25 11 64 32 11 64 30 7 62 24 15 70 44 17 74 49 15 82 44 15 82 42 11 82 38 19 87 56 18 84 53 17 82 49 35 24 20 80 56 35 24 35 27 35 24 35 25 35 27 35 27 35 24 16 13 15 12 25 19 35 24 20 80 56 20 88 58 20 80 56 20 88 56 20 88 56 20 88 56 20 80 56 9 46 26 85 44 24 14 63 40 20 80 56 COMPRESSIVE MODULUS OF ELASnCfTY* E ksi 10100 10100 10100 10100 10200 10200 10200 10400 10400 10400 10400 10400 10400 10400 10400 10400 10400 10400 10400 10400 10400 10300 10400 10400 10400 10400 10400 10400 10400 10400 10400 10400 10400 10100 10100 10100 10100 10100 10100 10100 10100 10100 10100 10100 10100 Most product and thickness ranges are taken from The Aluminum Association s 1993 edition of 'Aluminum Standards and Data" t Ftu and F,y are minimum specified values (except F^ for 1100-H12 H14 Cold Finished Rod and Bar and Drawn Tube Alctad 3003-H18 Sheet and 5050-H32 H34 Cold Finished Rod and Bar) other strength properties are corresponding minimum expected values t Typical values For deflection calculations an average modulus of elasticity is used numerically this is 100 ksi lower than the values in this column Values also apply to T6511 temper For stress values in MPa multiply the given values in ksi by 6 895 for thickness in mm multiply the given values by 25 4 October 1994 V-7 RFF SWARTZ AND KlJLPA ENGINEERING, INC 17632 IRVINE BLVD, SUITE 110 TUSTIN, CA 92780 (714) 832-4513 A A JOB NO BY CHK'D DATE SHEET \N^1 - ( KftW"| Tl Pfl MIA3. HEX WASHER SLOTTED TABLE 2—MECHANICAL REQUIREMENTS FOR STAINLESS STEEL BOLTS, SCREWS, STUDS AND NUTS (IFI-104) GRADE1 303 A 304 A 304 304 SH 305 A 305 i 305 SH 316 A 316 316 SH XM7 A i XM7 384 A 384 410 H 410 HT 416 H 416 HT 430 GENERAL DESCRIPTION AusteniticStainless Steel- Sol Annealed Austemtic Stainless Steel- Sol Annealed Austemtic Stainless Steel- Cold Worked AusteniticStainless Steel- Strain Hardened Austemtic Stainless Steel Sol Annealed Austemtic Stainless Steel- Cold Worked AusteniticStainless Steel Strain Hardened Austemtic Stainless Steel Sol Annealed Austemtic Stainless Steel Cold Worked Austemtic Stainless Steel Strain Hardened Austemtic Stainless Steel Sol Annealed Austemtic Stainless Steel Cold Worked Austemtic Stainless Steel Sol Annealed Austenitic Stainless Steel Cold Worked Martensitic Stainless Steel Hardened and Tempered Martensitic Siainiess Steel Hardened and Tempered Martensitic Stainless Steel Hardened andTempered Martensitic Stainless Steel Hardened and Tempered Ferntic Stainless Steel MECHANICAL REQUIREMENTS BOLTS SCREWS AND STUDS FULL SIZE BOLTS SCREWS STUDS YIELD1 STRENGTH mm ksi 30 30 50 See Note 6 30 50 See Note 6 30 50 See Note 6 30 50 30 50 95 135 95 135 40 TENSILE STRENGTH mm ksi 75 75 90 See Note 6 75 90 See Note 6 75 90 See Note 6 75 90 75 90 125 180 125 180 70 MACHINED TEST SPECIMENS OF BOLTS SCREWS STUDS YIELD' STRENGTH mm ksi 30 30 45 See Note 6 30 45 See Note 6 30 45 See Note 6 30 45 30 45 95 135 95 135 40 TENSILE STRENGTH mm ksi 75 75 85 See Note 6 75 85 See Note 6 75 85 See Note 6 75 85 75 85 125 180 125 180 70 ELONG ATION3 % Mm 20 20 20 15 20 20 15 20 20 15 20 20 20 20 20 12 20 12 20 HARDNESS ROCKWELL Mm B75 B75 B85 C25 B70 B85 C25 870 B85 C25 B70 B85 B70 B85 C22 C36 C22 C36 B75 NUTS PROOF LOAD STRESS ksi 75 75 90 See Note 6 75 90 See Note 6 75 90 See Note 6 75 90 75 90 125 180 125 180 70 HARDNESS ROCKWELL Mm B75 B75 B85 C20 B70 B85 C20 870 B85 C20 B70 885 B70 885 C22 C36 C22 C36 B75 NOTES TO TABLE 2 1 Legend of grade designations — A—solution annealed SH—strain hardened H—hardened and tempered at 1100 F mm HT—hardened and tempered at 525 F ± 50 F 2 Yield strength is the stress at which an offset of 0 2% of gauge length occurs for all stainless steels 3 Elongation is determined using a gauge length of 2 in or 4 diameters of test specimen in accordance with Federal Standard 151 Method 211 4 Loads at minimum yield strength and minimum ultimate tensile strength for full size products may be computed by multiplying the yield strength and tensile strength stresses as given in Table 2 by the stress area for the product size and thread series as given in Table 2a below 5 Proof loads of nuts in pounds may be computed by multiplying the proof load stress as given in Table 2 by the stress area for the nut size and thread series given in Table 2a 6 Austemtic stainless steel strain hardened bolts screws studs and nuts shall have the following strength properties PRODUCT SIZE in to % m over % to 1 in over 1 to iVi in BOLTS SCREWS STUDS TESTED FULL SIZE YIELD TENSILE STRENGTH STRENGTH mm ksi mm ksi 100 125 70 105 50 90 MACHINED TEST SPECIMENS YIELD TENSILESTRENGTH STRENGTH mm ksi mm ksi 90 115 65 100 45 85 NUTS PROOF LOAD STRESS Ksi 125 105 90 TABLE 2a—TENSILE STRESS AREAS AND THREADS PER INCH PRODUCT SIZE DIA in 6 8 10 12 X* K» y. x> % -f, « J4 % 1 IX, 1X< 11/, IX, COARSE THREAD STRESS AREA sq in 0 00909 00140 00175 00242 00318 00524 00775 0 1063 0 1419 0 1820 02260 03340 04620 06060 07630 09690 1 1550 1 4050 THREADS per in 32 32 24 24 20 18 16 14 13 12 1 1 10 9 8 7 7 6 6 FINE THREAD STRESS AREA sq in 001015 001474 00200 00258 00364 00580 00878 0 1187 0 1599 02030 02560 03730 05090 06630 08560 1 0730 1 3150 1 5810 THREADSper in 40 36 32 28 28 24 24 20 20 18 18 16 14 12 12 12 12 12 Tensile stress areas are computed using the following formula Where A, = tensile stress area in square inches D = nominal size (basic maior diameter) in inches n = number of threads per inch Type 30430 RFF SWARTZ AND KlJLPA ENGINEERING, INC. 17632 IRVINE BLVD, SUITE 110 TUSTIN.CA 92780 (714)832-4513 A j /\ A\ JOB NO BY CHK'D DATE SHEET atttAn id, wtofr^ c VII-66 October, 1994 r October, 1994 VII-67 o32d 3 cP !ifiW in g 3i fi* ^7 S|S E 9-O ** ™X HIi a <° "J0) «25eo o> £5 (/) gT3 _O CO 0) J£u b 135 pE «Q) oP O0 ^1 C II o £ t ^& Sre w CO S oc<m «uj e S a> ISQ!/>1•O «| Ore |«!0 ?,- <0f i>. «"5. . | &E re 1 ao •-£ T ?1a 5 CM S. *"• (T) ent>3 <. <I«" U) Is55g» fc'SI£<n CO OJo> o>eno><D i(A U) (O 00 CO O) CM o>b I ou 2 c o T O 1 O 3 S re c1!Q 0) §o o •DC c Ia) ~, re &lre 2J= re(A JD T3Cajinc'o. TJcre c01coa oo B i L_J M 0)co O)core | o E 3 « E IfO j: g $ 6 4 °* D. S § TO « | I IZ o E S §• ^ 8.I §U. CQ m wr oo <nQ. = « D « S -111Q. ® ,_ ® ^ ^£ .o c o § I c M«•O Om C3 £< UJm (0 £55 ill ^ -^ 01 Ci O o 0° ^18s si o UJCa. 1 MUJ 2 o 3a OS O 8fe VII-68 October 1994 October 1994 VII-69 * A ANALYSIS OF ALUMINUM GLASS RAIL BASE MOULDING ATTACHMENT prepared for J.G. Braun Company 8145 River Drive Morton Grove, Illinois 60053 prepared by Wiss, Janney, Elstner Associates, inc. 330 Pfingsten Road Northbrook, Illinois 60062-2095 WJENo 991570 John E Pearson Licensed Structural Engineer State of Illinois Illinois No 081-005347 These calculations are the property of J G Braun Company and are furnished in accompaniment of the J G Braun Company Rail assembly The calculations encompass general attachment conditions commonly found in buildings Variations of the attachment means examined within should be brought to the attention of J G Braun Company and attachment specifically analyzed by an engmeenng professional These calculations may not be reproduced without permission, nor used beyond the conditions analyzed herein The purpose of these calculations is to check the adequacy of the connection of the J G Braun glass hand railing base- shoe moulding (see Fig 1) to either a concrete or steel substrate. The analysis considers the adequacy of the connection when the standard height railing (42-in ) is subjected to live loads required by model building codes The analysis is limited to the base shoe moulding to substrate connection Analysis of stresses in the glass, top rail, and base shoe moulding are beyond the scope of these calculations Four types of glass railing base shoe mousing connections are considered Case 1 Concrete surface mounted (see Fig 2) Case 2 Concrete flush mounted (see Fig 3) Case 3 Steel fascia mounted (see Fig 4) Case 4 Steel fascia mounted (see Fig 5) Model code regulations require a uniform loading of 50 Ibs per lineal foot (plf) or a 200-lb concentrated load tabe-resisted at the top rail, whichever creates the most severe suesses For the base shoe moulding connection, the 200-lb load applied tn a horizontal direction at the handrail top causes the maximum stresses in the connections The analysis considers shear and moment due to the 200 Ib load being resisted by 3 - SAE Grade 5, V* in diameter cap screws (Fu = 120,000 psi and Fy =^92,000 psi) and 2 - ASTM A307, Vs in diameter T-bolts (Fu = 60,000 psi) - Reference Standards The Aluminum Association (AA), Aluminum Design Manual, Specifications & Guidelines for Aluminum Structures, October, 1994 American Architectural Manufacturers Association (AAMA), Metal Curtain Wall Fasteners (AAMA TIR-A9-1991), 1991 American Concrete Institute (ACI), Building Code Requirements for Structural Concrete (ACI 318- 95), 1995 • American Institute of Steel Construction (AISC), Manual of Steel Construction (Allowable Stress Design), Ninth Edition, 1989 Industrial Fasteners Institute (\?\\ Fastener Standards, 6th Edition, 1988 International Conference of Building Officials (ICBO), Uniform Building Code (UBC), Structural Engineering Design Provisions, Volume 2, 1997 Precast/Prestressed Concrete Institute (PCI), PCI Design Handbook, MNL 120-92,4th Edition, 1992 Note: Relevant reference to these documents in the calculations is made with [ ] (square brackets) 0.125 0125 0.750 0062 I 1.000 0,750 0.093 1,750 2500 PLACES ALL OTHERS RAD 016 OOCD 0.375 Fig I - Aluminum Alloy 6063-T52 shoe moulding 1/4' MIN 5 1/g' MIN. EDGE DISTANCE ' GLASS ALUMINUM BASE ASSEMBLY CENTERED ON STEEL PLATE l/3'CAP SCREWS 12' DC TAPPED INTO STEEL PLATE //////VA//////// .5' (MINIMUM SLAB THICKNESS) -4000 PSI NORMAL WEIGHT CONCRETE 1/2*X4' CONTINUOUS STEEL PLATE 'ANCHORS 3/8* X 3' ASTM A307 T BOLTSr-6* oc Fig. 2 - Surface mounted base shoe moulding PQ uh-u CKuzou CXJ It 00(^u UI—I X D 1/d NUN NMM^ EDGE DISTANCE 4 4 * 4 1/4 ' MIN MIN 3 1/2 ' CONCRETE UNDER PLATE ALUMINUM BASE ASSEMBLY CENTERED ON STEEL PLATE 1/2' CAP SCREWS 13' DC- TAPPED INTO ~ STEEL PLATE • !/£' X 4' CONTINUOUS- STEELPLATE: 4000 PSI, NORMAL WEIGHT CONCRETE (MIN) Fig. 3 - Flush mounted base shoe moulding (recessed in concrete) CJ I I 2- >. ' "— |_J ^(/} -J~ — ' ™ "-"-r^ry^ 2I1-1-1 .— J UJZPQ ^ C_)CO|if ^z LJcD 5 (/5 cxj >, Pg 5 !±I J^u <r<r ^i ^H i— i, <: -5- ^_ ,u / 1.Q / ~ c/o ^ c ^ fc 1 0 b: LN kl \ v v x\ i V \ \ v XV XX NX. XX i/e* CAP SCREWS 12' O.C. TAPPED INTO SIDE PLATE ALUMINUM BASE ASSEMBLY WIN. STEEL THICKNESS = 3/8* Fig. 5 - Fascia mounted base shoe moulding ;c CHscicrowr ""7/7/W WCCTNUHBtR MOINUMWR T&k &*nnen**fy tuf/Ji H*Ict-hra 'cad WJE WUs, Janncy, EtetiMHr Associates, Ine. 330 Pfingitm JWL. Nortkbnok, J&UM* 60063 7/7 /? 7 Bate £0re./ A . (if J.J0 Pfingsun M., Northbrook, Illinois 60062 JD *~7/9 /It PNO4.NUMKR fc«L66 (U. \ \ •*• \ I*- \ 1,2-S-io pg ? 3 V loo Free FT 0,33 Hi C A 1 5C rUud oP S Wl r ?T A = Ot Vy/IC Wiss, Janney, Elstner Associates, Inc. ™ 71- 330 Pfingsten Kd., Northbrook, lUmou 60062 MAOCBY JeP CHECKED BY DATE / / .. _ 7/9/W SHEET NUMBER ^T / /K? PMOJ. NUMBER ft/57D * Zo* tbs/g - 4 Unable 5W V, o 3/4" -o,5"' r o. A re«. s (b .Sfr . , p Yff - WJE WIss, Janney, Elstncr Associates, Inc. 330 Pfingtten Rd., Northbmok, Illinois 60062 MADE BYJe*P CHECKED BY OP "Wtf SHEET NUMBER r//6 PROJ. NUMBERWisw hi ' (Jr\der P- Pi Av= p 2f) 7T ' WjE Wiss, tftanney, Etstner Associates, inc. 330 Pfingstcn Rd,, Northbrook, Illinois 60062 MM*: U J£P CHECKED "7/15-hl PHOJ NUMBU to n? AAnA] // - /3 \ houabe. lartic* _ 1 L^/^o. 5W -^5 • 7S4^ - r/V) J Mi; = /V ,„ /3 fv *MAy /2. 7^- presided f Cedculdc Cc 77 ?• fe+ee) 4 »A uh Z. • ±1 - b ^ ^, / ^ WJE Wlss, Jann«y, Elstnsr Associates, Inc. 330 Pfingaten Rd.. Northbrook, Illinois 60062 MADE BYJ-rP CHECKED BY JkD ~ 7/& In SHEET NUMBER 7//6 PftOJ. NUMBER <??/570 / I V -- /oo Fy "- ID v^txL CFef : i 05, loo i > t ; WJL 330 Pfingtten Rd., Northbrook, Illinois 60062 ~~*^&P CHECKED •¥ &> "7/if/ff antti NUMAcA PHOJ. NUMBER er } A /<> Cp S// ^L )> "\ Pa D^,.A lUJW , A? ex ra^ndA r>\m : A- a* 3" Cone) (A £A ^^ S a ?!^R *Cc t UJ O^/>1 H 10 ^ n •» r< so O ll M »» JO ct 0 -0 fe II K^t- \Q \ |£> «-^» O rO -It csi u —^_ JT~o -4- II -I7 :§\on U)? O g!S§» v< § U£ilC e,« 5 UJ 0- O 1 v> Vo iI It v Q M r:- >v O »» = *k H JUM £ §g ^— ID V. h> T) ~05 ... __ ** / *-330 Pfingstm Rd,, Northbnok, Illinois 60062 CMECKKDBV NUMBCR H A ' A ever rto/411 ... .-- -- — — » • «-..»«.w^, M*«»»t>iek *<i»»»ww»e»k<e«») kktCt " ) *- 330 Pfingsten Rd.. Northbrook, Illinois 60062 JEP CHECKED BY \ t^JD ""i 19 If 9 I? It InItL. 1 110 PMUNUIUCR Wsio 3.7/ oV PAvli tr? ' = 5:75 B"B dep^k «,-)• B-B io»ll tetfj WST Z - ik is 1" deolk of toncTcte -belou? sfee|15 WJE Wlss, Jannay, EJstner Associates, Inc. 330 Pfingpen KtL, Ncrthbrook, Illinois 60062 UADeBVJeP CHECKED *r JU ""?//? /n SHUT NUMBER a /it PROJ. NUMBER 9<?/sr?o 4r«v- 41^ 4 Vt1 + 3^*48, in n- is. 5 S86o Ib^ \ tol- * *) *-330 Pfingsten Rd.. Northbrook, Illinois 60062 JeP CHECKED BT -tt>WKJJ, NUMKR T O t ftfr Jo , 5"J 2573 tt>s --T = 2. X~X <, 3) WJE Wiss, Jannoy, Elstner Associates, Inc. 330 Pfingstcn Rd , Northbrook, lUuiou 60062 MADE BYJe:P CHECKED BY JP ""7/W?? SHEET NUMBER l5"//<2> PRO! NUMBER ftyy?o TeA*»l '/z. ' 4k ^ (p. 4) =2573 Ibs > T .53 Ib* > it*, o^ (id<?es ADT «I.$ o 2 3 §10 =5£•*"< I •" •&0 * S w UJ ^2C3^CT A 0 § c ^c XI^ ^ -o0 z: a. 1^v I BB1 i L i i i i i• i i i i i i i i i i PHi LOVELACE dj ENGINEERING H!!l||| Structural Engineering Services "TC.JU-na-1 17 STRUCTURAL CALCULATIONS DATE MARCH 3 1,2003 PROJECT KIKO RESIDENCE 2649 OCEAN STREET CARLSBAD, CA OWNER FRED KIKO 3561 DONNA DRIVE CARLSBAD, CA 92009 DESIGNER WOLF DESIGN & BUILD 1 459 LIETA STREET S AN DIEGO. C A 92110 JOB JOS 043 A NOTE THESE CALCULATIONS ARE INVALID UNLESS BEARING A WET STAMP & SIGNATURE 6496 Weathers Place Suite 200 San Diego, California 92 1 2 1 -2958 www lovelaceeng com phone 8585359111 fax 8585351989 JOB LOVELACE ENGINEERING, INC Structural Engineering Sendees 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535 9111 Fax (858) 535-1989 SHEET NO .OF. CALCULATED BY_ CHECKED BY SCALE M.X DATE DATE. SUBJECT DESIGN CRITERIA SHEET LOADS VERTICAL ANALYSIS/DESIGN FOUNDATIONS / RETAINING HALLS LATERAL ANALYSIS/DESIGN DETAILS JOB LOVELACE ENGINEERING, INC Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535 9111 Fax (858) 535 1989 SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF_ DATE. DATE GOVERN ING CODE CONCRETE, MASONRY MORTAR GROUT REINFORCING STEEL- •c STRUCTURAL STEEL WELDING: SAWN LUMBER. GLULAMS SOIL UBC F'c=2S00 psf, NO SPECIAL INSPECTION REO'D CU N O ; ASTM C30, F'm= 15-00 psf, NO SPECIAL INSPECTION REQ'D CU N O ; ASTM C210, F'c=lS00 psf, TYPE S ASTM C416, F'c=2000 psf ASTM A615, Fy = 40ksf FOR *3 AND SMALLER ASTM A615, Fy= <£>0ksf FOR *4 AND LARGER CU N O ) ASTM A3fc,Fy= 3&ksi ("STRUCTURAL SHAPES 4 PLATES; ASTM A500, GRADE B, Fy= 46ksf ("STRUCTURAL TUBING; ASTM A53, GRADE B, Fy= 35ksf ("STRUCTURAL PIPE; E10 SERlES-TYP , E30 SERIES FOR A61& GRADE &>0 REINFORCING BARS SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECT DOUGLAS FIR LARCH, ALLOWABLE UNIT STRESSES AS PER UBC, CHAPTER 23 DOUGLAS FIR OR DOUGLAS FIR/HEM 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR CANTILEVER CONDITION ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE psr per perACTIVE SOIL PRESSUREfRESTRAlNED; = PASSIVE SOIL PRESSURE = ^.Oo per SOIL DENSITY = iao pef COEFFICIENT OF FRICTION D EXISTING NATURAL SOIL PER UBC TABLE IS- 1- A SOILS REPORT BY PROJECT NUMBER DATED SOIL CLASSIFICATION &x?U& KKT 1 o JOB — ><-> O 0 p "ral LOVELACES: m £ FNC^IMFFRINf^ SHEET NO ;| -^{S Structural Engineering Services CALCULATED BY ft ^^1 6496 Weathers Place • Suite 200 rHFrKFnnv $^*K»4$&m Phone 858 535 9111 Fax 858 5351989 SCALE LO/6P5 ROOF DEAD LOAD ROOFING C C OPPER ; S (s psf SHEATHING 1 5 RAFTER/CEILING JOlSTS OR TRUSSES 4 0 INSULATION .. 1 5 DRYWALL 2 5 OTHER CELEC MECH MISC ; 0 5 TOTAL DEAD LOAD I "3 0 psf LIVE LOAD •3.D0 psf TOTAL LOAD 5 oto psf 2ND FLOOR DEAD LOAD FLOORING C rtARfN, uier.Cs Fufa. J 40 psf LT WEIGHT CONCRETE -0 SHEATHING 2 0 JOISTS e o DRYWALL 2 5 OTHER CELEC MECH MISC ; 30 TOTAL DEAD LOAD 1 8 0 psf LIVE LOAD CRESlDENTIAL USE PER UBC CHAPTER \6>) 400 psf TOTAL LOAD S80 psf 1ST FLOOR DEAD LOAD FLOORING Ct\Af^C> vJo!?v> F-'-R, •> 40 psf LT WEIGHT CONCRETE 0 SHEATHING 2 0 JOISTS (,.<? DRYWALL 2 5 OTHER CELEC MECH MISC ; 30 TOTAL DEAD LOAD \g> 0 psf LIVE LOAD CRESIDENTIAL USE PER UBC CHAPTER lfe> 40 0 psf TOTAL LOAD £8 0 psf EXTERIOR WALL 1 STUDS 10 psf DRYWALL 2 5 INSULATION | B EXTERIOR FINISH C5-YUC<L,ff* ; lo 0 OTHER CMISC ; 1 0 TOTAL LOAD lb^ psf INTERIOR WALL STUDS 10 psf DRYWALL 5 0 OTHER CMISC ; 1 0 TOTAL LOAD 1.0 psf T— > "2. ll^-Mnr^ OF f DATE DATE DECK SOLAR PANELS IQ 0 psf '^ 0 psf 3, 0 'o? 0 20 4 0 35 1 5 S 0 30 05 05 ilo0 psf SO 0 psf 4'o 0 psf S?cx0 psf 5'o 0 psf H£X0 psf DECK >o 0 psf -0 20 35 "310 as fc>0 0 psf 1 b 0 psf DECK RAISED GARAGE l» 0 psf — 0 psf — 0 SO 0 20 20 35 fc.o •30 S 0 ^5 50 It, 0 psf tiS' 0 psf loO 0 psf 500 psf STAINING WALL 135J0 psf JOB . I 1 raSBEa * H LOVELACE ENGINEERING, INC Structural Engineering Services TT 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535 9111 Fax (858) 535 1989 U '/ ifSHEET NO . T OF =•? •' CALCULATED BY DATE CHECKED BY DATf= SCALE LEVEL . MEMBERS S£-AT"V£ MARK. TVS-1 SPAN* Wl= :?'S UNIFORM LOAD PLF W2 = Pl- P2 = Rl = Rr = Vmax= Mmax = lreq = USE uxla GRADE #1 OR GRADE PLF LBS * LBS LBS LBS = 2SbO LBS = 1 nt,0 FT-LBS = "5-11 N4 CAMBER HARDWARE CAMBER HARDWARE WU W2 = Pl= ^•a.v.o-vfesit V»S JtsJ^9^a/aA'25/- P2= U Rl- Rr = Vmax = Mmax = lreq = USE c^VH^M^/ft GRADE p-^u OR GRADE D UNIFORM LOAD PLF PLF j$i^-- Uftlte LBS\ <- /KLBS 1 _ 1*^^*5 LBS \ ' = SMS3 LBS = 5lSv, LBS = \\Z*>-5,0 FT-LBS - Z-a ° IN4 CAMBER HARDWARE CAMBER HARDWARE r / i o/ ii ~ - ^ MARK RS-SSPAN= m FT W2=5t,C'a3/a\ Pl= RE- ^ P2 = Rl = Rr = Vmax = Mmax= lrecj = USE ^yH«||-f/R GRADE P6U OR GRADE D UNIFORM LOAD = S95R PLF = W-H PLF s^; Fl . .. [= f5>b:£ LBS 1 Jr~ LBS T = ^5BD LBS /f 7/ JL_ = M^ftt LBS = V^SI LB"o1 |oW> L.ti'i? = l^l^to FT-LBS = MS'B N4 CAMBER HARDWARE CAMBER HARDWARE ii I JOB . LOVELACE ENGINEERING Structural Design and Title 24 Energy Analysis 6496 Weathers Place • Suite 200 San Diego California 92121 6195359111 Phone 619 535 1989 Fax SHEET NO CALCULATED BY . CHECKED BY SCALE DATE . DATE . LEVEL MEMBERS FT-LBS IN4 USE UX \0 OR GRADE GRADE CAMBER CAMBER . HARDWARE HARDWARE FT UNIFORM LOAD = PLF PLF Pl= RB-I P2 = Rl = Rr = Vmax = = 1st?. = n<c* -- 1-1^ Mmax= = V^'otl'o 1^3Jbt2_LBS LBS LBS LBS LBS f H' FT-LBS lreq = USE OR GRADE GRADE CAMBER CAMBER HARDWARE HARDWARE MARK Wl = ______ W2 = _____ Pl= ____ P2= __ Rl= __ Rr= ___ Vm<ax=_ 5PAN =FT UNIFORM LOAD = PLF : PLF __= LBS L LBS = LBS _= LBS LBS lreq=_ _FT-LBS "lN4 USE OR GRADE GRADE CAMBER CAMBER HARDWARE I HARDWARE I LOVELACE ENGINEERING JOB . SHEET NO \Aaotjg.. ±2- Structural Design and Title 24 Energy Analysis 6496 Weathers Place • Suite 200 San Diego California 92121 6195359111 Phone 619 535 1989 Fax CALCULATED BY DATE . DATE . SCALE. LEVEL FLOP P. MEMBERS MARK fl-J_SPAN = PI=._..L P2-\_ Rl= Rr=_ Vmax = Mmax = lreq=_ UNIFORM LOAD PLF PLF LSS LBS LSS = "310 "5 LBS ..._=__TL.L8_.LBS i O FT-LSS USE 3 OR Vax |p/ft GRADE K>^ GRADE CAMBER CAMBER HARDWARE HARDWARE MARK Wl = W2 = PI- P2 = Rl= Rr= Vmax = Mmax = FT UNIFORM LOAD =_ _PLF = PLF = LBS = LBS = LBS __.= LBS LBS _FT-LBS IN4 USE OR GRADE GRADE CAMBER CAMBER HARDWARE HARDWARE MARK Wl = ____ W2 = _ Pl= _ P2= _SPAN =FT Rr= ....... Vmax = Mmax = Ireq = UNIFORM LOAD = PLF = PLF = LBS = LBS __^ LBS = LBS LBS _FT-LBS IN4 USE OR GRADE GRADE CAMBER CAMBER HARDWARE HARDWARE li LEVEL MEMBER MARK _F_ wi= £_%{ Pl= !>( Rl = Rr = Vmax = Mmax = lreq = USE J*j| OR t^ MARK £j wi--_sa/ Pl= FB- P2=feuij SH- Vmax = Mmax = lreq = USE y OR LOVELACE ENGINEERING Structural Design and Title 24 Elio^y Analysis 6496 Weathers Place • Suite 200 San Diego California 92 121 6195359111 Phone 619 535 1989 Fax * S BEA M ^ &-]SPAN= H FT ~>/^ "H/^) ^ GV \ 3>/,g^ v \ ss t'-sNf ^t Vs i sTtf sy^j( to/aN • is^-t. fiTu ^Ki, C^L | 0 * *•*} GRADE ilo^U xV'a GRADE ^-•^SPAN= IS FT '°yaS - 2°n> 1 Y-a) t Hb/ !'¥^J 4'Mo/^ l<Vl ?M ° 0 ( [ °AS 4 1 O/S^ " ^i ^1 lo"^:^ V_ X. ^) SEE. £>Tu, BVI- ^Aud ?^H& GRADE GRADE SHFFT MO /OF v : r.AI PI II ATFp RY DATF CHFOkFn RY HATF SCAI F s^ f"\ -^ " ' ^ J V. U^ jV^"' C^-J "~ >^ £ G UNIFORM LOAD = ^rj-3 PLF f . =- lot PLF M^ .^3 vl /til ^1 I I LDb I \> '• 181S LBS f t — """ ^ di "-I I CTT ^. / ' — t '"^j (^ cv ""--, 1 F^^i LBS LS = FT-LBS IN4 CAMBER HARDWARE CAMBER HARDWARE D UNIFORM LOAD W 3> r S B 1 l<^/a) : v^ 0 b P = ^<\o PLF ^ ^ ..y PLF . P®^ 'A KM — ' I ! t^= ^ooo LBS f 4/ 1l y|\ /•B,^= 'flWl LBS 1 » *^= M\^o LBS ^ / j, ,/ j, .' I ^2^.= ^^ ^^ LD& LBS ,S = FT-LBS IN4 CAMBER HARDWARE CAMBER HARDWARE MARK JF_ wu s?j W2 = plzCrjt/- P2--fSb(> Rl = Rr = Vmaxs Mmax: lnsq = USE OR ^£tn"hS~FT " y^-hlo l'VaNi+vJ|of"Cv/aD 5/^ » /aS -V n D [V ^S 4 Mb/'^^A £)V>. ' ' 1. . — 1 -f.M<j> GRADE &>i=- GRADE G UNIFORM LOAD = yTh PLF PLF Pj p w^ )(':/S>= ^^<1te LBS 1 1 °/a = ^ofea LBS | = ldlM-3 LBS y u' r r ,.0' = %^\ t LBS t' = loM"S LBS = ^653* FT-LBS -- QH.^HIN4 CAMBER HARDWARE CAMBER HARDWARE pa ^ / \-F t 7K t * I I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858) 535-1989 Title Dsgnr Description Scope Date 309PM 15 MAR 03 Rev 510300 User KW 0601024 Ver 5 I 3 22 Jun 1999 Win32(c) I98399ENERCALC Steel Beam Design Page 1 s \dau\enercalc\enercalc\03\|03043 ecw Cilcu I Description FB-1 General Information Steel Section W10X39 Center Span Left Cant Right Cant Lu Unbraced Length Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned Pinned 1 1 00 ft Bm Wt Added to Loads 0 00 ft LL & ST Act Together 800 ft 000 ft Fy Load Duration Factor Elastic Modulus 36 OOksi 1 00 290000ksi Distributed Loads DL LL ST Start Location End Location #1 0063 0140 11 000 #2 0126 0280 11 000 17000 #3 #4 0625 17000 19000 wcmswtstmwMKtmzwmmv^wwai^wxmwtts^iai^m^ #5 #6 #7 k/ft k/ft k/ft ft ft fPoint Loads Dead Load Live Load Short Term Location #1 2194 17000 #2 1 875 19000 #3 #4 #5 #6 k k k ft Beam OK Static Load Case Governs Stress Using W10X39 section Span = 11 00ft Fy = 360ksi Left Cant = 0 00ft Right Cant = 8 00ft End Fixity = Pinned Pinned Lu = 0 00ft LDF = 1 000 Actual Moment 45 472 k-ft fb Bending Stress 12950ksi fb / Fb 0 545 1 Shear 8 034 k fv Shear Stress 2571 ksi fv / Fv 0 179 1 Allowable 83431 k-ft 23 760 ksi 44997k 14400 ksi Max Deflection Length/DL Defl Length/(DL+LL Defl) 0610 in 3494 1 3146 1 Force & Stress Summary ^^;^^<a&»8ii»«ai^^ « These columns are Dead + Live Load placed as noted » Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt 45 47 k ft 357k 803k 0 095 m 0000 in 0610 in 0 000 ft 357 1353 4043 -4043 311 637 00840000 0550 0000 -311 1062 LL Center -4043 4043 234 637 0077 0000 0529 0000 -234 11 39 LL+ST &. Center 0077 0000 0529 0000 234 11 39 LL IS) Cants 4547 4547 357 803 0095 0000 0610 0000 -357 1276 LL+ST ! Cants kft kft k-ft kft k k 0 095 in 0 000 in -0610 in 0 000 in -357 k 1276 k Fa calc d per 1 5 1, K*L/r < Cc r.Section Properties W10X39 Depth Width Web Thick Flange Thickness Area 9 920 in 7 985 in 0315m 0 530 in 1 1 50 m2 Weight l-xx lyy S xx Syy 39 06 #/ft 209 00 m4 45 00 in4 42137m3 1 1 271 m3 r-xx r-yy Rt 4 263 in 1 978 in 2160 in I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date 310PM 15 MAR 03 Rev S10300 User KW060I024 Vtr 5 I 3 22 )un I999 Win32 (c) 1983 99ENERCALC Steel Beam Design Page 1 [ s \data\enercalc\enercalc\03\]03043 ecw Calcu j Description FB-2 General Information Steel Section W8X40 Center Span Left Cant Right Cant Lu Unbraced Length Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 36 00 ksi Pinned Pinned Load Duration Factor 1 00 1 8 00 ft Bm Wt Added to Loads Elastic Modulus 29 000 0 ksi 0 00 ft LL & ST Act Together 000 ft 000 ft Distributed Loads DL LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location #1 0090 0200 10000 18000 #1 2035 2432 6000 #2 #3 0126 0280 6000 #2 #3 1 500 1 500 10000 #4 #5 #6 #7 k/ft k/ft k/ft ft ft #4 #5 #6 #7 k k k ft Summary Using W8X40 section Span = 1 8 00ft End Fixity = Pinned Pinned Lu = 0 00ft Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Fy = 36 Oksi LDF = 1 000 Actual 19219 kft 6516 ksi 0274 1 4548 k 1 531 ksi 0 106 1 Allowable 70 080 k-ft 23 760 ksi 42 768 k 14 400 ksi Max Deflection Length/DL Defl Length/(DL+LL Defl) 0191 in 28747 1 1 131 0 1 I j Force & Stress Summary « - These columns are Dead + Live Load placed as noted » Max M + Max M Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc d per 1 5 Section Properties Depth Width Web Thick Flange Thickness Area Maximum 1 9 22 k ft 455k 239k -0191 m 0000 in 0 000 m 0 000 ft 455 239 1,K*L/r<Cc W8X40 8 250 in 8 070m 0 360 in 0 560 in 1 1 70 m2 DL Only i 802 1 84 089 0075 0000 0000 0000 1 84 089 Weight I XX lyy S-xx syy LL S> Center 1922 455 239 -0191 0000 0000 0000 455 239 LL+ST © Center 0191 0000 0000 0000 455 239 39 74 #/ft 14600m4 49 10m4 35 394 in3 12169 m3 LL © Cants 0000 0000 0000 0000 r xx r-yy Rt LL+ST (5> Cants kft kft k-ft kft k k 0 000 in 0 000 in 0 000 in 0 000 m k k ^^\ 3 533 in 2 049 in 2210 in I i r"3 LOVELACE SH,ETNOI ESS! ENGINEERING |U ^^^ Structural Design and Title 24 Energy Analysis pAl (*( f\ ATFH BY jff ""I" ' 6496 Weathers Place • Suite 200 r-HFrKpn RYH San Diego California 92 121 JKEgsiigBEBsas 6195359111 Phone 619 535 1989 Fox qrA| p 1 FVFL f LOO f3. MEMBERS .._J>EAhl£) ^ MARK FB-H SPAN » H FT v Q UNIFORM LOAD W2= •=?£/" 'V^ •!• "7/ l<^ SkfV»^ = 1SS>£> PLF Pl= sM'!'ay'aY11/-a)fV-sN V ' ^ iof>o* LBS P2= ^ = LBS ' Rl= -- ll^H LBS Rr= = S8?-3 LBS Vmax= = <=>%Q~S> LBS Mmax= ='55<"l:S>oFT-LB£ lreq= = j-,jr5 'N4 \ b DATF DATF *i3-5& (Vau>= 5!^*- PI 141 W3 j — ^—2-' 1 v 4$ ^ )— I'-^-H'-f-B7-^ USE -7x1^^ GRADE P-^u. CAMBER HARDWARE OR GRADE CAMBER HARDWARE MARK R^-TSPAN= ^"3 FT l~l UNIFORM LOAD Wl= '5ftCs>~7/a>VSV»^ra/aVi'7/)o^ = Ue*l PLF W2= 5% O"7/^ . = H^3 PLF ^& ^ "pl^-( ss » ^3-3k( ty&^/£y(sA&\ = ^ t o LBS P2=^l-\&i •&(=> + sU^ai^/^V "1)1^ = )03t,s LBS f\ \'\ RU LF6- 1 = LBS s -, ' Y -\' rbT .V. -W Rr= = LBS a' Vmax= = LBS Mmax= <£u iTS.F: L,. VS^AV". /A-tX^= FT-LBS lreq= = IN4 USE Wl'&xMo GRADE CAMBER HARDWARE OR GRADE CAMBER HARDWARE MARK FEL-Jb-SPANs 33.? FT [J UNIFORM LOAD Wl= =58 i303"/1^ = g 8 5" PLF f>s-\ -,.W2= ^^("Sio/'^i = -?S^ PLF pT^feuo A-fea( V-^-VSL n^Ws~{1a/,s+ic00= b-a ^ LBS£ ^ V ^ J J _ t *s.^--Rf^ ' = LBS Rr= = LBS Vmax= = LBS Mmax= S^£ -£rrU, BEAM ^A UL<, = FT-LBS Ireq = = IN4 Ml I 1 HFi i4- i^ N!/ LWTX Y-^t+Stt-j-l '-rF-H USE WVa*^3\0 GRADE ' CAMBER HARDWARE OR GRADE CAMBER HARDWARE Ij I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858) 535-1989 •~Rev~ SI0300 U«r KW060I024 Ver5 I 3 22 )un I999 Win32(c) I9B399ENERCALC Title Dsgnr Description Scope Job#J& Date 310PM 15 MAR 03 Steel Beam Design Description FB-5 | General Information Steel Section Center Span Left Cant Right Cant Lu Unbraced Leng Distributed Loads # DL LL ST Start Location End Location | Point Loads # Dead Load Live Load Short Term Location Ip J# ti?, ' H%%fM%%%%%8%&%8888&&w W12X40 th 1 0409 0780 7000 1 1 940 2920 7000 »fj 2300 ft 000 ft 000 ft 000 ft #2 0153 0340 7000 23000 #2 3785 6778 21 000 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements j| Fy 36 00 ksi Pinned Pinned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 29 000 0 ksi LL & ST Act Together — — J#3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft J #3 #4 #5 #6 #7 k k k ft Summary ' Using W1 2X40 section Span = 23 00ft End Fixity = Pmned-Pinned Lu = 0 00ft Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Fy = 36 Oksi LDF = 1 000 Actual 72 939 k ft 16856 ksi 0709 1 17995 k 5109 ksi 0355 1 Allowable 102 814 kft Max 23 760 ksi Leng(h Length 50721 k 14400 ksi Beam OK Static Load Case Governs Stress 0 798 in 9324 1 3460 1 Force & Stress Summary — «- These columns are Dead + Live Load placed as noted -» Max M + Max M - Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc d per 151 Section Properties Depth Width Web Thick Flange Thickness Area Maximum 72 94 k ft 1456k 1800k -0 798 m 0000 in 0 000 m 0 000 ft 1456 1800 K*L/r < Cc W12X40 1 1 940 in 8 005m 0 295 in 0515m 1 1 80 m2 DL Only (5 2722 542 654 -0296 0000 0000 0000 542 654 Weight I XX lyy S-xx S-yy LL ) Center 7294 1456 1800 -0798 0000 0000 0000 1456 1800 LL+ST @ Center -0798 0000 0000 0000 1456 1800 40 08 #/ft 31000m4 4410:n4 51 926 m3 11 018 m3 LL @ Cants 0000 0000 0000 0000 rxx ryy Rt LL+ST (5) Cants k-ft k-ft k-ft kft k k 0 000 in 0 000 in 0 000 in 0 000 in k k 5126 in 1 933 in 2 140 in I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, (nc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 iRev S10300 : User KW 0601024 Ver 5 1 3 22)un 1999 Win32 i (c) I98399ENERCALC Title Dsgnr Description Scope Date 310PM 15 MAR 03 Steel Beam Design Page 1 s \data\enercalc\enercalc\03\|03043 ecw Calcuj Description FB-6 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X136 Center Span 39 50 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Pinned Pinned Bm Wt Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus gaia^jamiimim^iiisimiaiasfest&ia 3600ksi 1 00 290000ksi Distributed LoadsBmms»MMg^w^*<*iM^aa5mwm-i-v>.a! #1 DL 0 245 LL 0610 ST Start Location End Location 5 000 iBBBBSBSfci-WS #2 0245* 0610 18500 39500 mmimmmiwimmwmmiiisimmmfflmwmiitmmmim #3 #4 #5 0204 0520 5000 18500 #6 #7 k/ft k/ft k/ft ft ft Point Loads #1 Dead Load 1 100 Live Load 1 658 Short Term Location 11 000 > v$f$.'$^^^$$$$$$£ffi'f 'v*r#tviH?&«y^y^y Summary ff Using W1 2X1 36 section Span = End Fixity = Pinned Pinned Lu = Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv #2 1 100 1 650 16500 3950ft Fy = 000ft LDF = Actual 264 830 17184 0723 24996 2359 0164 #3 #4 #5 2500 3762 25500 36 Oksi 1 000 Allowable kft 366174k-ft ksi 23 760 ksi 1 k 152552k ksi 14 400 ksi 1 #6 #7 k k k ft Beam OK ! Static Load Case Governs Stress : Max Deflection -2 059 in Length/DL Defl 5877 1 Length/(DL+LL Defl) 2302 1 fForce& Stress Surnrnary « These columns are Dead + Live Load placed as noted -» Max M + Max M Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Def! Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc d per 1 5 [section Properties Depth Width Web Thick Flange Thickness Area Maximum 264 83 k ft 2413k 2500k 2 059 m 0000 in 0 000 in 0 000 ft 2413 2500 1,K*L/r<Cc W12X136 13410m 12400m 0 790 in 1 250 in 39 90 m2 DL Only (i 10369 945 973 -0807 0000 0000 0000 945 973 LL 5) Center 26483 2413 2500 -2059 0000 0000 0000 2413 2500 LL+ST &. Center -2059 0000 0000 0000 2413 2500 LL @ Cants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0000 in 0 000 in 0000 in 0000 m k k Weight I XX lyy S-xx S-yy 13553#/ft 1 240 00 m4 398 00 m4 184937m3 64194m3 r xx ryy Rt 5 575 in 3 1 58 in 3410 in 11 LEVEI MEMBERS MARK H WU W2 = Pl= FlS- P2=^£/n/5 Rl febt. ±\ RrlLl^/a Vmix = LOVELACE ENGINEERING Structural Design and Title 24 Energy Analysis 6496 Weathers Place • Suite 200 San Diego California 92 121 619 535 91 11 Phone 619 535 1989 fox HEADER, \-\ SPAN* )y> FT vj ) ^/ 1 fc» Sfa ^sio^/atf-Ssif <a/S/ 1®/^ ^lr"ysi-%-34(V^'V-l?i^t- ^ ^^^'-"/aW/a -.- ^T1^1?^! H/>L Jrv^O-113 flHFFT MO . ' HF ^ ^ rAI ni ll ATFP BY DATF CHFCKFO PY HATF RHAI F !H UNIFORM LOAD - = PLF P| l" !B . i**" -O (61 **? | Ci Ck 1 1 1"* ^ O'o -^i \—^2^ fy J/ \/ >t, =^SIULBS t tj/ (• "" • '-.^,.,:-- j 1 (dS - 5>\?"SS LBS / -' it -v'\ r' ix " p r ^ -* » ^ '^_/= \ & (.^ [ LB5 £) ^> Mmax= = "S^^H 13FT-LBS lreq = USE SV OR H x. H GRADE PSU GRADE = bS1^ IN4 CAMBER HARDWARE CAMBER HARDWARE MARK £B WU Sv,( la W2 = PU F£ " P2 = RU Rr = Vmax = Mmax = lreq = USE s/i OR .-a SPAN = )V» FT a x LlL GRADE PSU GRADE D UNIFORM LOAD = |lo^> PLF PLF jP*W i 1**t ioiDO LBS r ~^. LBS t T = "?o-2,n LBS , j ' ^ , ' j. = SlbS13 LBS = 2 Jo So LBS = S?mz>FT-LBS = S3l IN4 CAMBER HARDWARE CAMBER HARDWARE MARK WU SPAN= FT D UNIFORM LOAD PLF W2= = PLF PU LBS P2= = LBS RU Rr = LBS LBS Vmax = = LBS Mmax = (req = USE OR GRADE GRADE FT -LBS IN4 CAMBER HARDWARE CAMBER HARDWARE I LOVELACE ENGINEERING JOB . SHEET NO ^-VsHS 11 Structural Design and Title 24 Energy Analysis 6496 Weathers Place • Suite 200 San Diego California 92121 6195359111 Phone 619 535 1989 Fox CALCULATED BY , OF DATE . DATE . SCALE. LEVEL MEMBERS MARK Wl = __.... W2=_ P|B_._ P2 =__._ _ Rl = Rr = B-7 SPANS UNIFORM LOAD _PLF _PLF _LBS _LBS _LBS J_BS LBS Mmax=_ _ lreq= FT-LBS W USE OR GRADE GRADE CAMBER CAMBER _ HARDWARE HARDWARE Mmax = Ireq =_. USE OR GRADE GRADE CAMBER CAMBER _ HARDWARE HARDWARE MARK FB-1 SPAN» HI. UNIFORM LOAD PLF W2 = Pl= S?00^ (VA.fc \ oAO^ P2 = Rl = Rr = Vmax = Mmax= ^=e.£,. £3TE-'£L, .^A-r lreq = USE Uftx.'SM GRADE OR GRADE = = 3*000 2 5 = = '\ C^t^ = = CAMBER CAMBER PLF (' ' ,iw 3 Les i 4. LBS f~ 1 R^i ^ 'L-D^ v -Q b t LBS LBS FT-LBS IN4 HARDWARE HARDWARE j •i ii — Kc^' 11 £> 1 I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date job#Jo5oH3 311PM 15 MAR 03 \ rRev 510300User KW 0601024 Vw 5 I 3 22 Jun 1999 Win32 (c) I9S399ENERCALC Steel Beam Design Page 1 s \daca\enercalc\enercalc\03\i03043 ecw Calcu I Description FB-7 i General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X120 Center Span 39 00 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Pinned Pinned Bm Wt Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 3600ksi 1 00 290000ksi Distributed Loads #2 #3 #4 DL LL ST Start Location End Location 0275 0610 k/ft k/ft k/ft ft ft Using W12X120 section Span = 39 00ft, Fy = 36 Oksi End Fixity = Pinned Pinned Lu = 0 00ft LDF = 1 000 Actual Allowable Moment 191 057 k ft 322 957 k ft fb Bending Stress 14056ksi 23 760 ksi fb / Fb 0 592 1 Shear 19596k 134139k fv Shear Stress 2104ksi 14400ksi fv / Fv 0 146 1 Beam OK Static Load Case Governs Stress Max Deflection Length/DL Defl Length/(DL+LL Defl) -1 686 in 7065 1 2776 1 Force & Stress Summary Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc d per 1 5 Section Properties Depth Width Web Thick Flange Thickness Area Maximum 191 06k ft 1960k 1960k -1 686 m 0000 in 0 000 m 0 000 ft 1960 1960 1,K*L/r<Cc W12X120 13120m 12320m 0710m 1 105m 3530m2 DL Onlv (£ 7508 770 770 -0662 0000 0000 0000 770 770 Weight I XX lyy S xx Syy « These columns are Dead + Live Load placed as noted » LL LL+ST LL LL+ST Z>. Center © Center © Cants (5> Cants 191 06 1960 1960 -1 686 0000 0000 0000 1960 1960 1 686 0000 0000 0000 1960 1960 11990#/ft 1 070 00 m4 345 00 m4 163110m3 56 006 m3 0000 0000 0000 0000 r-xx r-yy Rt kft kft k-ft kft k k 0 000 in 0 000 in 0 000 in 0 000 in k k | 5 506 in 3126 in 3 380 in I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date 313PM 15 MAR 03 o Rev 5 10300User KW060I024 Vsr S I 3 22 ]un I999 Win32 (c) I98399ENERCALC Steel Beam Design Page 1 s \data\enercalc\enercalc\03\i03043 ecw Calcu I Description FB-8 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X50 Fv 3600ks( Pinned Pinned Load Duration Factor 1 00 Center Span 22 00 ft Bm Wt Added to Loads Elastic Modulus 29 000 0 ksi Left Cant 0 00 ft LL & ST Act Together Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Distributed Loads #1 #2 #3 DL 0516 LL 0 520 ST Start Location End Location Using W1 2X50 section Span = 22 00ft Fy="360ksi End Fixity = Pinned Pinned Lu = 0 00ft LDF = 1 000 Actual Moment 65 699 k ft i fb Bending Stress 12196ksi fb/Fb 0513 1 Shear 1 1 945 k fv Shear Stress 2 648 ksi fv / Fv 0 184 1 #4 #5 Allowable 127993 kft 23 760 ksi 64 948 k 14 400 ksi #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max Deflection 0 501 in Length/DL Defl 1 011 3 1 Length/(DL+LL Defl) 527 0 1 Force & Stress Summary DL Max M + 65 70 k ft 34 24 Max M Max M @ Left Max M @ Right Shear ©Left 1 1 95 k 6 23 Shear @ Right 1 1 95 k 6 23 Center Defl 0 501 in -o 261 Left Cant Defl 0000 in 0000 Right Cant Defl 0 000 in o 000 Query Defl @ 0 000 ft 0 000 Reaction @ Left 1 1 95 6 23 Reaction @ Rt 11 95 6 23 FacalcdpeMS 1,K*L/r<Cc Section Properties W12X50 Depth 12190m Weight Width 8 080m l-xx Web Thick 0 370 in l-yy Flange Thickness 0 640 in S-xx Area 1 4 70 m2 S-yy « These columns are Dead + Live Load placed as noted --» LL LL+ST LL LL+ST <® Center @ Center & Cants (5> Cants 6570 11 95 11 95 0 501 0 501 0 000 0 000 0 000 0 000 0 000 0 000 1 1 95 1 1 95 1 1 95 1 1 95 49 93 #/ft 394 00 in4 56 30 m4 64 643 m3 13936m3 k-ft k-ft k-ft k-ft k k 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in k k r xx 5 177 in r yy 1 957 in Rt 2170m I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858) 535-1989~~" User KW 060 1 024 Ver 5 I 3 22 )un 1 999 Win32 (c) I98399ENERCALC Title Dsgnr Description Scope Date 316PM 15 MAR 03 Steel Beam Design Page 1 s \data\enercalc\enercalc\03\i03043 ecw Calcu I Description FB-9 General Information Steel Section W8X35 Center Span 1 0 00 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 36 OOksi Pinned Pinned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 29 000 0 ksi LL & ST Act Together Distributed Loads I #1 DL LL ST Start Location End Location Point Loads #2 0813 0241 #1 #2 Dead Load Live Load 2 000 2 000 Short Term Location 0 750 8 750 ^ Summary \ i Using W8X35 section Span = 1 0 00ft Fy = 36 End Fixity = Pmned-Pmned Lu = 0 00ft LDF = Actual i Moment 15617 fb Bending Stress 5 991 fb / Fb 0 252 i Shear 7 545 fv Shear Stress 2997 fv / Fv 0 208 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft #3 #4 #5 #6 #7 k k k ft Beam OK Static Load Case Governs Stress Oksi 1 000 Allowable k-ft 61 936 k ft Max Deflection -0 078 in tel 23760ksi Length/DLDefl 23165 1 Length/(DL+LL Defl) 1 537 1 1 k 36 248 k ksi 14400ksi 1 szswmmmmwmsMssamsim'tiimm Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc d per 1 5 1, Section Properties Depth Width Web Thick Flange Thickness Area Maximum 1562k-ft 754k 734k 0 078 m 0000 in 0 000 in 0 000 ft 754 734 K*L/r < Cc W8X35 8120m 8 020m 0310m 0 495 in 1030m2 « These columns are Dead + Live Load placed as noted - » DL Only ( 1060 424 424 0052 0000 0000 0000 424 424' Weight l-xx lyy S xx Syy LL 3). Center 1562 754 734 0078 0000 0000 0000 754 734 LL+ST © Center -0078 0000 0000 0000 754 734 34 99 #/ft 12700m4 42 60 m4 31 281 m3 10623 m3 LL LL+ST <5> Cants © Cants kft kft k-ft k-ft k k 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in 0 000 0 000 m k k ^^^^\r xx 3 51 1 in r-yy 2 034 in Rt 2 200 in LOVELACE ENGINEERING, INC Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535 9111 Fax (858) 535 1989 JOB . SHEET NO CALCULATED BY_ CHECKED BY SCALE . DATE. DATE. FOUNDATION ALLOWABLE BEARING PRESSURE cj=Sooo_pSF fPER DESIGN CRITERIA; CONTINUOUS PERIMETER < BEARING WALL FOOTINGS LOCATION W, = = PLF WIDTH REO.'D = fW,/c) x 12; = = IN USE " WIDE X " DEEP WITH TOP 4 BOTTOM LOCATION WIDTH REO.'D= (W,/cj x 12; =. .PLF IN USE " WIDE X DEEP WITH TOP < BOTTOM LOCATION. W,= WIDTH REQ'D =x 12; = .PLF IN USE " WIDE X " DEEP WITH TOP 4 BOTTOM ISOLATED SPREAD FOOTINGS- MARK F- 1 ,fB-S rf p= 1*80001 H! = P/Cj X 144 = LBS IN USE SQUARE X "DEEP WITH EA WAY (3" CLEAR FROM SOIL; MARK F- P=\\oco jooo LBS Arec,d = P/q x 144 == IDfto SQ IN USE 1 SO.UARE X "DEEP WITH EA WAY r3" CLEAR FROM SOIL; I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope H 3 Date 320PM 15 MAR 03 Rev 510300 User KW 0601024 Ver 5 (c) I98399ENERCAI.C 3 22)un 1999 Win32 Cantilevered Retaining Wall Design Page 1 s \daca\enercale\enercalc\03\i03043 ecw Calcu! Description | Criteria Soil Data Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 1500ft 000ft 000 1 000 in 12000pcf OOpsf Allow Soil Bearing = 2 000 0 psf Equivalent Fluid Pressure Method 60 000 psi 00018 Axial Load Applied to Stem I WftUXttf&fKU^tftffffltUffffffUfKfWftfUfftWftUftttfffsftfHHffx^^ Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footmg||Soil Friction Soil height to ignore for passive pressure Axial Dead Load Axial Live Load 380 380 3000 00ft = 0400 000 in 500 0 Ibs 250 0 Ibs J Footing Strengths & Dimensions ' njffijffiffi-ffi^ffeffft^frjfeijg^iStagia^ fc = 2500 psi Fy = Mm As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3 00 in Axial Load Eccentricity : 0 00 in 000 in 467ft i Btm = 3 00 in 00 in Design Summary Stem Construction Top Stem 2nd 3rd Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 12 293 Ibs 650 in 1 950 psf OK 887 psf OK 2 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2 356 psf ACI Factored @ Heel = 1 072 psf Footing Shear @ Toe = 20 6 psi OK Footing Shear @ Heel = 42 5 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 246 OK Sliding = 099 UNSTABLE! Sliding Calcs Slab Resists All Sliding ' Lateral Sliding Force = 5 415 0 Ibs Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2 356 23146 4573 18573 20 65 85 00 None Speed None Speed None Spec d Heel 1 072 psf 0 ft-# 17418ft-# 17 418 ft # 42 49 psi 85 00 psi I Design height Wall Material Above Ht Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable .El Bar Develop ABOVE Ht Bar Lap/Hook BELOW Ht Wall Weight Rebar Depth d Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick mi ft = = = = = = = lbs = ft-# = ft-# = psi = psi = m = m = psf = m = psi = psi = = = = = m = Stem OK 1000 Masonry 1200 # 5 1600 Center 0568 4750 791 7 1 5374 77 242 3000 3000 1240 575 1 500 24000 Yes No 2578 1 250 11 62 Stem OK500 Masonry 1600 # 6 800 Edge 0817 1 9000 63333 84902 138 242 3600 2808 1640 1300 1 500 24000 Yes No 2578 1 250 1562 Stem OK000 Concrete 1600 # 8 1200 Edge 0813 72675 36 337 5 44 678 5 449 850 4680 1680 1933 1350 Masonry Block Type =Concrete Datare Medium Weight psi = 2 500 0 Fy psi = 60 000 0 Other Acceptable Sizes K Spacing: Toe #4@ 5 50 in #5@ 8 50 in #6@ 12 00 in #7@ 16 50 in #8@ 21 50 in #9@ 27 Heel #4@ 5 50 in #5@ 8 50 in #6@ 12 00 in #7@ 16 50 in #8@ 21 50 in #9@ 27 Key No key defined I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858) 535-1989 Title Dsgnr Description Scope Date job#-JD: 320PM 15 MAR 03 Rev 510300 ! User KW0601024 Ver 5 1 3 22 )un 1999 Win32 I (c) 1963 99ENERCALC Cantilevered Retaining Wall Design c Description j Summary of Overty£ninci& ResistmiJloI£es * Moments | OVERTURNING Force Distance Moment Item Ibs Heel Active Pressure = 5 491 0 Toe Active Pressure = -76 0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = ft ft-# 567 31 1157 0 67 -50 7 Total = 54150 O T M = 310650 Resisting/Overturning Ratio = 2 46 Vertical Loads used for Soil Pressure = 1 2 293 0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe _ Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight _ Key Weight _ Vert Component = Total = RESISTING Force Distance Ibs 48000 5000 24067 2000 26000 1 5364 120430 Ibs ft 733 533 529 583 433 467 867 RM = Moment ft-# 35 200 0 26667 127322 1 1667 11 266 6 133153 76 347 4 I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax {858)535-1989 Title Dsgnr Description Scope Date Job# 319PM 15 MAR 03 Rev 510300 Uxr KW 0601024 Ver 5 I 3 22 Jon 1999 Win32(c) I98399ENERCALC Restrained Retaining Wall Design Page 1 s \daca\enercalc\enercalc\03\iQ3043 ecw Calcul Description WALL BASE Criteria Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Surcharge Loads 1 1500ft OOOtt 1500ft 1500ft 000 1 = 000 in 12000pcf 0 0 psf I Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0 0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load Axial Live Load Axial Load Eccentricity 500 0 Ibs 250 0 Ibs = 00 in Design Summary Total Bearing Load = 10 961 Ibs resultant ecc = 3 72 in Soil Pressure @ Toe = 994 psf OH Soil Pressure @ Heel = 1 537 psf OH Allowable = 2 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 398 psf ACI Factored @ Heel = 2 163 psf Footing Shear @ Toe = 13 3 psi OK Footing Shear @ Heel = 31 9 psi OK Allowable = 85 0 psi Reaction at Top = 1 462 5 Ibs Reaction at Bottom = 7 930 0 Ibs Sliding Calcs Slab Resists All Sliding ' Lateral Sliding Force = 7 930 0 Ibs FootmgDesign R( Factored Pressure = Mu Upward = Mu Downward = Mu Design = Actual 1 Way Shear = Allow 1 Way Shear ssutts_J 1yo^s?BraB^™RHeel Soil Data | Footing Strengths & Dimensions Allow Soil Bearing = 2 000 0 psf FC = 2 500 psi Fy Equivalent Fluid Pressure Method Mm As % = Heel Active Pressure = 65 0 Toe W|dth Toe Active Pressure = 65 0 ^eel width = Passive Pressure = 3000 Total Footing Width Water height over heel 0 0 ft Footing Thickness = FootmgllSoil Friction = 0 400o IU ' Key WidthSoil height to ignore K D ,h for passive pressure = 0 00 in „ n i « -r.v ^ Key Distance from Toe = • Cover @ Top = 3 00 in | Uniform Lateral Load Applied to Stem 1 1 Adjacent Footing Load = 60 000 psi 00018 466ft 400 866 24 00 in 000 in 000 in 466ft @ Btm = 3 00 in 1 Lateral Load = 00 #/ft Adjacent Footing Load = 0 0 Ibs Height to Top = 000ft Footing Width = 000ft Height to Bottom = 000ft Eccentricity = 000 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall j! Concrete Stem Construction Thickness = 1600m Fy = 60 000 psi Wall Weight = 1 93 3 pcf f c = 2 500 psi , Stem is FIXED to top of footing Mmax Between @ Top Support Top & Base Stem OK Stem OK Design height = 1 5 00 ft 8 31 ft Rebar Size = # 5 #6 Rebar Spacing = 1600m 800m Rebar Placed at = Center Edge Rebar Depth d = 8 00 in 1550m fb/FB + fa/Fa = 0000 0254 Mu Actual = 00ft* 111187ft-* Mn * Phi Allowable = 8 083 0 ft-* 43 722 0 ft-* Shear Force @ this height = 0 0 Ibs Shear Actual = 0 00 psi Shear Allowable = 85 00 psi Rebar Lap Required = 23 40 in 28 08 in Rebar embedment into footing = 1 398 2 163 psf Qther Acceptab|e Slzes & spacmgs 16 673 0 ft-* Toe None Spec d _or #4(g 5 50 |n #5@ 8 50 ,n #6@ 4 560 10 453 ft-# Hee| None Spec d _or Not req d Mu < S * Fr 12113 10 453 ft-* Key, NO key defined -or No key defined 1330 31 87 psi 85 00 85 00 psi @ Base of Wall Stem OK 000ft # 8 1200m Edge 1250m 0605 24 863 0 ft-# 41, 123 5 ft-* 9 945 0 Ibs 66 30 psi 85 00 psi 6 00 in 1200m #7@1650 I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Drego.CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Ds9nr DeSCMptl°n Scope Date 319PM 15 MAR 03 I Rev 510300User KW 0601024 Ver 5 I 3 22 Jun 1999 Win32 (c) I98399ENERCALC WallVVdll Page s \data\enercalc\enercalc\03\|03043 ecw Calcu 2 I Calcu | Description WALL BASE ^Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Calcs Soil Over Toe Surcharge Ov Stem Weight Soil Over Heel Footing Weight Soil Pressure Resulting Moment = 3,396 fft-# >» sliding Forces are restrained by the adjacent slab i of Footing Applied from Stem = rHeel d on Stem rToe 1 Force = = = = = = = = Ibs 7500 Ibs Ibs Ibs 2 900 0 Ibs 4 8000 Ibs 2,511 4(bs 10,961 4 Ibs ft 533ft ft ft 533ft 733ft 433ft Base Moment -14,625 3 ft-# ft-# 3 995 0 ft-# ft-# ft-# 154473ft-# 35,1680ft-# 10,874 4 ft-# 50 859 4 ft-# I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date Job# 320PM 15 MAR 03 R«v 510300User KW060I024 Ver 5 I 3 22 )un I999 Win32(c) 198399ENERCALC Restrained Retaining Wall Design "Page 1 I s \data\enercalc\enercalc\03\|03043 ecw Calcu | Description Criteria MID HEIGHT Soil Data rpooting Strengths & Dimensions Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 1500ft 000ft 1500ft 1500ft 000 1 Allow Soil Bearing = 2 000 0 psf = 0 00 in 12000pcf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Water height over heel = Footmg||Soil Friction = Soil height to ignore for passive pressure = 650 650 3000 00ft 0400 000 in 0 0 psf Surcharge Loads 1 Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0 0 psf NOT Used for Sliding & Overturning Uniform Lateral Load Applied to Stem I Lateral Load = Height to Top = Height to Bottom = 0 0 #/ft 000ft 000ft | Axial Load Applied to Stem p Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 500 0 Ibs 250 0 Ibs = 00 in fc = 2500 psi Mm As% Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3 00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall mwmtmpimmiwwmfmfm* Fy = 60 000 psi 00018 4 66 ft 400 = " " 866 24 00 in = 0 00 in = 0 00 in 4 66 ft @ Btm = 3 00 in _JI 0 0 Ibs 0 00 ft = 0 00 in 0 00 ft Line Load 00ft | Masonry Stem Construction | 10521 Ibs 3 37 in = 978 psf OK 1 452 psf OK 2 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom Thickness = 1600m Wall Weight = 1640pcf Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted 1 377 psf = 2 043 psf 12 8 psi OK 31 9 psi OK = 85 0 psi 1 462 5 7 930 0 Ibs Ibs •lidmg Calcs Slab Resists All Sliding iLateral Sliding Force = 7 930 0 Ibs Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth d fb/FB + fa/Fa Moment Actual Moment Allowable fm = Fs = 1 500 DSI Short Term Factor = 1 000 24 000 psi Equiv Solid Thick = 15620m n Ratio (Es/Em) = 25 778 No Special Inspection @Top Mmax Between Support Top & Base Stem OK Stem OK 1500ft 831ft = # S 1600 = Center _ = 775 0000 00 2,008 7 Shear Force @ this height = Foo^ngDesign Results ractored Pressure = vlu Upward = vlu Downward = Wu Design = Actual 1 Way Shear = Mlow 1 Way Shear = Toe I Heel Shear Actual Shear Allowable Rebar Lap Required = 00 000 # 6 in 8 00 in Edge in 1300m 0254 ft-# 6 540 4 ft-# ft-# 6 792 2 ft-# Ibs psi 19 36 psi 2500 in 30 00 in Rebar embedment into footing = 1377 2 043 psf other Acceptable Sizes ) 16244 Oft * Toe None Speed 4560 10453ft* Heel None Spec d 11683 I0453fr# Key No key defined I Spacmgs -or- or or Not Mnt No 1284 31 87 psi req d Mu < S * Fr req d Mu < S * Fr key defined @ Base of Wall Shear NG' 000ft # 8 1600m Edge 1300 in 2233 146253ft-# 6 550 7 ft-# 5,850 0 Ibs 42 40 psi 19 36 psi 6 00 in 85 00 85 00 psi I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 (858) 535-1989 Title Dsgnr Description Scope Job #J 030 13 15 MAR 03 n. :ijev 510300 Jstr KW 0601024 Ver 5 I 3 22 Jun 1999 Win32 ic) I98399ENERCALC Restrained Retaining Wall Design Date 3 20PM Page 2 s \data\enercalc\enercalc\03\|03043 ecw Calcu Description MID HEIGHT Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Calcs Moment @ Top of Fo Surcharge Over Heel Axial Dead Lo Soil Over Toe Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force Soil Pressure Resulting Moment = -2,958 (ft-# >» Sliding Forces are restrained by the adjacent slab F Footing Applie teel = >n Stem = = "oe = = = = :orce = d from Stem Ibs 750 0 Ibs Ibs Ibs 2 460 0 Ibs 4 8000 Ibs 2511 4lbs 10521 4 Ibs = ft 533ft ft ft 533ft 733ft 433 ft Base Moment = -146253ft-# ft-# 3 995 0 ft-# ft-# ft-# 13 103 6 ft # 351680ft-# 108744ft-# 485157ft-# I I I I I I I I I I I I I I I I I I I Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date 322PM 15 MAR 03 Rev 5 10300 User KW0601024 Ver 5 I 3 22 lun 1999 Win32(c) I98399ENERCALC Masonry Flush Wall Pilaster/Column Page 1 s \data\eneixalc\enercalc\03\l03043 ecw Description [General Information Wall Height 15000ft Block Type Thickness 16 in Bearing Plate Width Rebar Size 8 Column Width Rebar Spacing 5 333 in Rebar Location Edge Column Width used Seismic Factor 0 330 Load Duration Factor Seismic Zone 4 Wall Wt Multiplier I Applied Loads Uniform Loads Dead Load Live Load eccentricity load Type Wind Load | Design Values 50000 #/ft 25000 #/ft 0000 in Roof 000 psf Allow Brg Stress 19500 psi Allow Axial Stress 308 20 psi Reduction Factor 0 92 Allow Masonry Bending 247 50 psi Max Allow Moment w/o Axial Load 7 572 1 9 ft-# Max Axial Load w/o Moment 48 1 40 53 Ibs i Load Combinations & Stress Top of Wall DL + LL Btwn Base & Top of Wall DL + LL + Wind DL + LL + Seismic Required Bearing Area ^SXHS^&^^fcSS^^^ii^^^^lM^^^i Details Moment Axial ft-# Ibs 0 00 36 625 0 000 375104 135352 375104 18462 m2 Calculations are designed to 1997 UBC Requirements fe Normal Wt fm 1 500 0 psi 16000m Fs 240000 psi 10000m Em = fm* 7500 No Special Inspection 1 0 000 in Solid Grouted E 11250000 psi 1 000 n 25 778 1 000 Girder Load Dead Load Live Load eccentricity load Type Rebar Area Rebar Depth Wall Weight np 0 2937 \ 0 8243 Radius of Gyration Moment of Inertia 1800000 Ibs 18,00000 Ibs 0000 in Floor 1 481 m2 13000 in 175000 psf k 0 5271 2/kj 4 6032 4511 in 3814700 m4 _J 1 | Bending & Axial Stresses psi Maximum of fb/Fb + fa/Fa -or Steel Masonrv Axial Stress fs / Fs 0 00 0 00 0 00 0 00 102319 4424 Req d Bearing Length 23448 24014 24014 1 1 54 in 0761 0779 0958 Summary Pilaster Design OK i 15 00ft high, 16 00m thick w/ #8 @ 5 33m o c at edge, No Special Inspection, Solid Grouted Governing Load Combination is Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress 44 24 psi Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Summary of Loads & Moments Girder + Uniform Dead Loads Girder + Uniform Live Loads Wall Weight @ mid height DL Moments @ mid-height LL Moments @ mid-height 1841667 Ibs 1820833 Ibs 1 093 75 Ibs 000 ft-# 0 00 ft-# 1,023 19 psi 240 14 psi 0 9579 < 1 0000 (allowable) @TOW Girder DL Moments 0 0 Girder LL Moments 0 0 Wind Moment @ Mid Ht Seismic Moment @ Mid Ht @ Mid Ht 00 ft# 00 ft-# 0 00 ft-# 1 353 52 ft-# JOB LOVELACE ENGINEERING, INC Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535 9111 Fax (858) 535 1989 SHEET NO . CALCULATED BY_ CHECKED BY SCALE DATE. DATE. AREA. SEISMIC LOAD SEISMIC ZONE SEISMIC SOURCE TYPE SOIL TYPE ^c, Na = j.Q Ca= NV= _ Cv= 1=10, STANDARD OCCUPANCY R=5i£_* U = Ti Ct= 0020 hn= — T = CCJChn.)3/4 = — W = TOTAL SEISMIC DEAD LOAD ROOF WEIGHT DIAPHRAGM* LATB^AL AKJALTSIS/12E5IGKJ HIND LOAD EXPOSURE — BASIC WIND SPEED = 10 mph Ce= _jzi_, TABLE \b-Ct Cq= 13, TABLE 16 -H qa = 12 fc psf 1=10, NON-ESSENTIAL FACILITY P= EXTERIOR WALL WGT CTRlB TO DIAPHRAGMS l^ INTERIOR WALL WGT CTRlB TO DIAPHRAGMS "7 ( TOTAL WEIGHT TRlB TO DIAPHRAGM= 2nd FLOOR WEIGHT DIAPHRAGM= lg/ - 3^5-Sio LSS LSS\ b o EXTERIOR WALL WGT CTRlB TO DIAPHRAGMS INTERIOR WALL WGT CTRlB TO DIAPHRAGMS _ TOTAL WEIGHT TRlB TO DlAPHRAGM= 1st FLOOR WEIGHT DIAPHRAGM= EXTERIOR WALL WGT CTRlB TO DIAPHRAGMS INTERIOR WALL WGT CTRlB TO DIAPHRAGMS _ TOTAL WEIGHT TRlB TO DIAPHRAGM = VI p ") 4- "7STig .LBS _LBS .LBS .LBS LBS LBS _ LBS - 'ore IP LBS - 1 c>M 0^1 O LBS SUMMARY TOTAL DEAD LOAD, W= BASE SHEAR, V=-i^-CWSKl BUT NEED NOT EXCEED BASE SHEAR, BUT NOT LESS THAN BASE SHEAR, V=0!lCaICWS CWS — LBS Q.13.Q CWS CWS LBS BUT NOT LESS THAN CSEISMIC ZONE 4 ONLY; BASE SHEAR, V*0 CWS CWS LBS LOVELACE ENGINEERING Structural Design and Title 24 Energy Analysis 6496 Weathers Place • Suite 200 San Diego California 92121 619 535 9111 Phone 619 535 1989 AK SHEET NO CALCULATED BY . CHECKED BY SCALE OF . DATE . DATE . LOAD DISTRIBUTION* LEVEL R 2nd 5 Ist J TOTALS ft wxhx _.Ft |o| -3 kips 12. IS kips ,/A> _psF _psF psF SMEARWALL DESIGN ROOF DIAPHRAGM HIND TRIBUTARY AREA, TA = TA = SEISMIC <VX; N-S _^_£ psF E-W i_£ psF 2nd FLOOR DIAPHRAGM WIND TRIBUTARY AREA, TA = TA = HIND v= CPxTA;/A psF SEISMIC <VX; N-S ^.<\ psF E-W H_^r psF WIND, vx = CPxTA;/A — psF — psF Ist FLOOR DIAPHRAGM WIND TRIBUTARY AREA, TA = SEISMIC Cvx; N-S g. fc psF E-W ^ D psF WIND vx = CPxTA;/A psF — psF .rt2 CN-S; ft2 CE-H; GO VE RNS GOVERNS .rt2 CN-S; Ft2 (E-W ..GOVERNS .GOVERNS .Ft2 CN-S; Ft2 CE-W; GOVERNS GOVERNS &S&M-| -*| LOVELACE „ .,/ 1 sss| ENGINEERING 8HPPTNn £>'8 OP -TB H BBIffll Structural Design and Title 24 Energy Analysis m nmmimM rAI H' M ATFP BY1 1 J 6496 Weathers Place • Suite 200 § San Diego California 92121 CHECKED RY EJSBBBKgaBaa 619 535 9111 Phone 619 535 1989 Fax *" SCALE gRft FLOOR SHEARWALLS JiL_±iDIRECTION LATERAL LOAD, vx= S.^ PSF LINE B TRIB AREA TA= 8*o/s> LOAD e THIS LEVEL = (V,, x TA> LOAD, LEVEL = REDUNDANCY £\(p) = 1 0 BY INSPECTION rmJ,v = (LOADX10/D/V = DATF DATF = M 00 FT2 = hSoLBS LBS TOTAL LOAD = - LBS = (f=>) = 2-20/CrMvNfAl; = = x - ADJUSTED LOAD = = \^oLBS SHEAR WALL LENGTH, L = v-- ^TL/L;= USE <§> PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = S FT, |~1 O K BY INSPECTION OT MOMENT= <=z ()*'£$. ]o} RES MOMENT= ft.q[luhoN4 1 W ^/^t)\0('Siy^c NET MOMENT = UPLIFT = S •*-<=:= in FT = W 75 PLF = %00 FT-LBS ^I'TMs'V-Bi = ^ftft^ FT-LBS "•" =S~7il FT-LBS = !iH3i LBS USE f^l LINE I> TRIB AREA, TA= ]/2>oo/13( LOAD «> THIS LEVEL = (V, x TA;= LOAD, LEVEL • REDUNDANCY Q (P} = ' ^ Br INSPECTION rm« = ('LOAD/10/L^/V = = boo FT2 = TJfS&S LBS = _ LBS TOTAL LOAD = - LBS — -im__ (/=>) = 2-20/CrmflvjA^; = = x - ADJUSTED LOAD= = ^^ftoLBS SHEAR WALL LENGTH, L = v= CTL/L;= USE <§) PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = \7^ FT, n °K BY INSPECTION OT MOMENT = j ^ ^\ ty \ o\ RES MOMENT = 6. "( f n (\ ^V \ \,(\ 0/ai\ ^V^ NET MOMENT = ^ = 1^ FT = ^?SO PLF = 9§Soo FT-LBS = T73>r> FT-LBS = hogo FT-LBS UPLIFT = = IS^oLBSUSE in Josa-t^E LOVEL ENGINE Structural De 6496 Weatt 1 San Diego iaaaaBro^i 61953591 ACE - ^(7:ERING ^P,™ v^l OF "o sign and TlQe 24 Energy Analysis rAir.ni ATFH RV DATF ers Place • Suite 200 California 92121 rwFrKFn RV DATF 1 1 Phone 619 535 1989 Fox ,, -2^-FLOOR SHEARNALLS M-3 DIPFr.TIOKI LATERAL LOAD, vx = _l_2>J=SF TRIB AREA, TA = LOAD « THIS LEVEL (8£>o/sj ="^00 FJ2 = Cvv x TA^= = "13SJOLBS LOAD, LEVEL = = - LBS REDUNDANCY Q C rmax ADJUSTED LOAD = /=>) = 1 0 BY INSPECTION TOTAL LOAD = ' LBS = rLOADXI0/L;/V = = 2-20/CrmavNfA^> = = x - = ^SQOLBS SHEAR WALL LENGTH, L = H-VlS -1 ft. 5" FT v= (TTLAJ:= asS PLF USE <g> PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = 1 S FT, Q O < BY INSPECTION OTMOMENT= -?.^( y?\)}\£\ . = DSlH FT-LBS RES MOMENT = NET MOMENT = UPLIFT = USE LINE H TRIB AREA, TA = LOAD a THIS LEVEL <D,1f''/}D^ hlC/^/sM"7'^/^ = ^r»l FT-LBS = \5"3.|B FT-LBS = i~n^ LBS sl i j 1'o?^<y-3 4-9JGO/ S^/Bs^j = /iB3"S FT2 = (Vv x TAP= = ^1^9} LBS LOAD, LEVEL = = - LBS REDUNDANCY |~~| (/=>) ~ 1 0 BY INSPECTION TOTAL LOAD = ~ LBS rmax ADJUSTED LOAD = = CLOAD/I0/L;/V = = - = 2-20/(rm/ivjA^) = = x = rS^^i LBS SHEAR WALL LENGTH, L= = FT v= CTL/L;= USE O PER SHEAR OVERTURNING SHEAR PANEL LENdf OT MOMENT = RES MOMENTA NET MOMENT = UPLIFT = PLF WALL SCHEDULE FH= FT, D OK BY INSPECTION FT-LBS FT-LBS FT-LBS LBS USE I ^^ LOVEU I •• ENGINEE IS SSSl^ Structural Oesl 1 1' -J 6496 Weathe H San Diego C JiaaaBigeaBsim 619535911 ^CE _ ^<? ERING BHPPTMH SD OP 1& gn and title 24 Energy Analysis HAI Hill ATFH RY DATF rs Place • Suite 200 alifomla 92121 rHPOKPn RY DATF 1 Phone 619 535 1989 Fax RCA1 F ?*£ FLOOR SHEARWALLS JLhiDIRECTION LATERAL LOAD, vx = _lJL_PSF LINE \ TRIE AREA, TA = LOAD « THIS LEVEL = atftd/^ = V3<i0 FT2 Cvu x TA;= = JoM3^ LBS LOAD, LEVEL = = - LBS REDUNDANCY Q <"£ rmax = (f»* ADJUSTED LOAD = >; = 1 0 BY INSPECTION TOTAL LOAD = - LBS CLOAD/I0/L;/V = = - 2-20/fr^jA^; -- --x ' = U3'a LBS SHEAR WALL LENGTH L= \fo-VH =a~1 FT v-- CTLAJ== ^^§ PLF USE <D PER SHEAR HALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = \Q FT, Q C> K BY INSPECTION OT MOMENT* ) 6 ( as£ )( \ £\ = S3B5GlFT-LBS RES MOMENT = NET MOMENT = UPLIFT = USE LINE 3 TRIB AREA, TA = LOAD ® THIS LEVEL = ^^(to^l^y-a - laoD FT-LBS - \ic,^Q^ FT-LBS = IW^^LBSm V<~%o/^ =V310 FT2 cVu x TA;= = ^-^a LBS LOAD, LEVEL= = - LBS REDUNDANCY D (E rmax = (p) - ADJUSTED LOAD = SHEAR HALL LENGTH v= CTL/L;= »; = 1 0 BY INSPECTION TOTAL LOAD = - LBS fLOAD;CI0AJ/V = = - 2-20/(r^jA^)= =x - = io^3^ LBS L= ft-^sS^^.^+lS = ^5 FT = IftH PLF USE (D PER SHEAR HALL SCHEDULE OVERTURNING 6HEAR PANEL L£NC3TH= £.5 FT, O OK BY INSPECTION OT MOMENT = 5<dl8MVloS =IOlo"lFT-LBS RES MOMENTA NET MOMENT = UPLIFT = USE 0,1 jj^h^rfeya s anft FT-LBS ---]°[^°\ FT-LBS = HM-av LBS l -JasfrSS i "H LOVELj i BBS! ENGINEE m $&& Structural Desi _.JL I | 1 6496 Weathe i San Diego C IWaasEBBaB 619535911 fllCE nO ^HING RHFET NO -^ \ OF <^1 ' \gn and Title 24 Energy Analysis CA1 Rill ATFD RV OATF rs Place • Suite 200 allfornla 92121 OHFCKFD BY HATF 1 Phone 619 535 1989 Fox fifiAl F S^JELFLOOR SHEARWALLS lit^ DIRECT ION LATERAL LOAD, vi(= M "> PSF LINE A TRIB AREA, TA= "^Aa. = M& ° FT2 LOAD ® THIS LEVEL =cvv x TA;= = PISS^LBS LOAD LEVEL = = h'SiO LBS REDUNDANCY [] C/t ADJUSTED LOAD = SHEAR WALL LENGTH 3; = 1 0 BY INSPECTION TOTAL LOAD = Lj'Sn> LBS (LOADX\0/L)/V = 2-20/rrmflvjA^; = = x _ = ^TaLBS L= = b.S FT = hSI PLF USE <5) PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH= fc».S" FT, D OK BY INSPECTION OT MOMENT = RES MOMENT = NET MOMENT = UPLIFT » USE LINE D TRIB AREA, TA = LOAD « THIS LEVEL = b.S f faS^Vla^ = BtetM FT-LBS 0 1 |_ll ^ 7^JV> S%. = SUS 0 FT-LBS = (11~Ilfl)v1 FT-LBS = I.^StS" LBS ia )SOD/^Cv^ x TA;= = ^A \ o LBS LOAD, LEVEL = = St^ftQ LBS REDUNDANCY Q CA rmax = ADJUSTED LOAD-- 3; = 1 0 BY INSPECTION TOTAL LOAD = 73^ 0 LBS (LOADX\0/L)/V = = - 2— ^ ^5 //"* r / A ) — _ v ~" *•' ' ^ ma v 'SJ *^R ~ A = T^^DLBS SHE AR WALL LENGTH, L= = |^ FT v= CTL/L;== UOI^ PLF USE <^ PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = 13. FT, H OK BY INSPECTION OT MOMENT = RES MOMENT = NET MOMENT = UPLIFT = USE 13 f JSofcxP^I^) =^"H%(? FT-LBS Of£lf"7(''3l"S^4 • lX(r^!aj4i'%/"y5^|^'V'a = h^b FT-LBS ^ = joB^MFT-LBS lo %>>3^a -t 1 5 °\ 0 = TSn b LBS 51 ^V/geH3I ™1 LOVELACE -1 ' ..$ I 3 ENGINEERING PHPPTNO 7*& or ^0 9 Ks|j Structural Design and Title 24 Energy Analysis H ~..^.m rAICIII ATFD RV 1 1 1 6496 Weathers Place • Suite 200 M San Diego California 92121 rHFOKFD RV iUajamaagt.aai 619 5359111 Phone 619 535 1989 Fox RCAI P aJl^iFLOOR SHEARWALLS ±\li_DIRECTION LATERAL LOAD, vx = _^A_PSF LINE d TRIE AREA, TA= ^°°/^ LOAD ® THIS LEVEL = Cv. x TA;= LOAD, LEVEL = REDUNDANCY {^\ (/=>)= 1 0 BY INSPECTION rmax = (LOADX\0/L)/V = DATF DATP= = ^O'D FT2 = W 1 0 LBS = ^3'Sl'O LBS TOTAL LOAD = WZ O LBS = — rp; = 2-20/(r^J5^) = = x - ADJUSTED LOAD= = •p.T^oLBS SHEAR WALL LENGTH, L = v= CTL/L;= USE <g> PER SWEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = 11 FT, n OK BY INSPECTION OT MOMENT = I M / k^S^ l^ RES MOMENT= Q.^f lO^-Hftf ls/aji^*/ NET MOMENT = UPLIFT = = H FT = loSH PLF = |ot~?fc>0 FT-LBS > = l°13Ho FT-LBS = 85" MH FT-LBS = blo^ LBSUSE pn LINE V^ TRIB AREA, TA= lao°/'^-l-^ LOAD ® THIS LEVEL = (V,, x TA;= LOAD, LEVEL = REDUNDANCY [] OW B I 0 BY INSPECTION rmflv = (-LOAD/!0/L;/V = ^t>/3^y^o) = SSo"S FT2 = ^-/H LBS = - LBS TOTAL LOAD = - LBS = - ('/to; = 2-20/(r^jA^) = = x ADJUSTED LOAD = SHEAR WALL LENGTH, L- v= CTL/L;= USE Q PER SWEAR WALL SCWEDULE 5 BE- Hoi OVERTURNING SHEAR PANEL LENGTH = FT, R OK BY INSPECTION OT MOMENT = RES MOMENTA NET MOMENT = UPLIFT = = - LBS FT PLF i~t F"RAv-^e_ CAUj6- FT-LBS FT-LBS FT-LBS LBS USE BOSOMS 1 3®*®® LOVELJ § •• ENGINEE H| S^^l Structural Desl 1 1 6496 Weathe n San Diego C EJaaaBBaBsasa 619535911 \CE _ ,//.«• ERING .MFFTMO .^S OF ^ ° Jn and Title 24 Energy Analysis r.AI (-.III ATFD RY DATF rs Place • Suite 200 alifornla92121 CHECKED BY DATE 1 Phone 619 535 1989 Fax adAFLOOR SHEARWALLS LATERAL LOAD, vx = J±fi J=SF LINE ) ."S. TRIB AREA, TA-- LOAD « THIS LEVEL » ^2>CV''2K = n^D FT2 (V, x TA;= = "7 Bo I LBS LOAD LEVEL = = ^H^BLBS REDUNDANCY [~1 (&) = 1 0 BY INSPECTION TOTAL LOAD = 131 B-3LBS rmax = ADJUSTED LOAD = SHEAR WALL LENGTH, rLOAD/10/LP/V = = - 2-20/CrmflvN/A^; = = x - = ']3~r^LB£> L= S.b 454^4 10 = ^^ FT = Ml M PLF USE (j) PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH= S, 5 FT D O K BY INSPECTION OT MOMENT = RES MOMENT = «; S f MrTY \^ = 3|-3i>5"M FT-LBS ^ iihu(\-^tl A\S' S31/-^ = Hn^i'S, FT-LBS NET MOMENT = = 5?UH V,2>FT-LBS UPLIFT = USE LINE "2, TRIB AREA, TA= LOAD « THIS LEVEL = = M^l\ LBS 10 ^Cv, x TA;= = "73o? LBS LOAD, LEVEL = = Wi 3 "5) LBS REDUNDANCY Q C/b ADJUSTED LOAD = SHEAR WALL LENGTH, ; = 1 0 BY INSPECTION TOTAL LOAD = \3.733LB5 CLOADX10/L;/V = = - 2-20/Cr^^jA^,; = = x - = I'BTT^SLBS L= Ift-t ^ f W A < = "^fS FT = "?Jb"& PLF USE <g> PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = S 5 FT, Q OK BY INSPECTION OTMOMENT= ^.-=f (l^SiX'm =^^-ft^3FT-LBS RES MOMENTA NET MOMENT = ft.0, f \te/ \75 + I f>M SS"d/5, = ^ Va FT-LBS "" = HtVoO FT-LBS UPLIFT = = "^TcitLBS USE Tp| I uMUdu LOVELACE I 3 ENGINEERING PHFFTNO m SsSeflJ Structural Design and Title 24 Energy Analysis H ..-_-Ji rAi r.ni ATFD RY I * ' 6496 Weathers Place • Suite 200 i San Diego California 92121 rufrx^n RV ELaaaBBaBBB 619 535 9111 Phone 619 535 1989 Fox RCAI F A J^LFLOOR SHEARWALLS H 5 DIRECTION LATERAL LOAD, vx = _5j_PSF LINE tL_ TRIB AREA, TA= "^^/a 4 ^T: LOAD *> THIS LEVEL = <V, x TA;= LOAD, LEVEL = REDUNDANCY Q (£>; = 1 0 BY INSPECTION 34 „ M DATF DATF 5(SVSS) = )MM"3» FT2 = ~733b\ LBS = - LBS TOTAL LOAD = - LBS = ^. rp; = 2-20/rrm.,v JA!) = = x - ADJUSTED LOAD = SHEAR WALL LENGTH, L = =1?U\ LBS FT v= (TLAJ= = PLF USE Q PER SHEAR WALL SCHEDULE ^>EE MOMCPYERTU Ws ING SHEAR PANEL LENGTH = FT, n O < BY INSPECTION OT MOMENT = RES MOMENT = NET MOMENT = UPLIFT = FRAME CAU^6 FT-LBS FT-LBS FT-LBS LBS USE LINE TRIB AREA, TA = LOAD ® THIS LEVEL = (v^ x TA)= LOAD, LEVEL = REDUNDANCY Q (/s) = 1 0 BY INSPECTION rmflx = CLOADA'^/L^/V = FT2 LBS LBS TOTAL LOAD = LBS - (p) = 2-20/CrmJivjA^; = = x ADJUSTED LOAD = SHEAR WALL LENGTH, L = v= CTL/L;= USE Q PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH= FT, R OK BY INSPECTION OT MOMENT = RES MOMENT = NET MOMENT = UPLIFT = LBS FT PLF FT-LBS FT-LBS FT-LBS LBS USE I I I I I I I I I I I I I I I I I I I Company Designer Job Number Lovelace Engineering !M1 ^ > Ml J03043 KIKO RESIDENCE March 2, 2003 7 09 PM Checked By Global Steel Code Allowable Stress Increase Factor (ASIF)- Include Shear Deformation Include Warping No of Sections for Member Calcs Redesign Sections P-Delta Analysis Tolerance Vertical Axis ASD AISC 9th,AISI 99 1 333 Yes No 10 Yes 0 50% Y Materials (General) Material Label | STL Young's Modulus (ksi) 29000 Shear Modulus (ksi) 11154 Poisson s Ratio 3 Thermal Coef (per10A5 F) 65 • Sections Weight Density (lb/ftA3) 490 Yield Stress (ks.) 50 | Section Database Material Area SA(yy) SA(zz) 1 y-y 1 z-z J (Torsion) T/C Label Shape Label (m)A2 (inM) (inM) (mA4) Only COLUMN UPPERBEAM MIDDLEBEAM LOWERBEAM W14X99 W12X65 W12X87 W21X101 STL STL STL STL 291 191 256 298 1 2 I 1 2 1 2 1 2 1 2 1 2 1 2 1 2 402 174 241 248 1110 533 740 2420 537 218 51 ^ 521 — Joint Coordinates N1 N2 N3 N4 N5 N6 N7 N8 0 39 0 39 0 39 0 39 0 0 1325 1325 265 265 365 365 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No NO-NONO-NO No No No i Boundary Conditions Joint Label X Translation (Ib/in) Y Translation (Ib/in) Z Translation (Ib/in) MX Rotation (k-ft/rad) MY Rotation (k-ft/rad) MZ Rotation (k-ft/rad) N1 N2 N4 N3 N6 N5 N7 N8 Reaction Reaction Reaction Reaction Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed | Member Data X-Axis Shape / Material Phyl O M End Releases Member Label 1 Joint J Joint K Joint Rotate Section Set Memb l-End J-End (degrees) Set xyz xyz xyz xyz M1 M2 N1 N2 N3 N4 I COLUMN COLUMN STL STL i End Offsets InactiveVIember l-End J-End Code Length (in) (in) (ft) I1 1325, 1325 RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d]Page 1 I I I I I I I I I I I I I I I I I I I Company Lovelace Engineering Designer MI Job Number J03043 KIKO RESIDENCE March 2, 2003 709PM Checked By Member Data (continued) X-Axis Shape / Material Phyl O M End Releases End Offsets InactivaVlember yiember Label 1 Joint J Joint K Joint Rotate Section Set Memo (-End J-End l-End J-End Code Length (degrees) Set xyz xyz xyz xyz (in) (in) (ft) M3 M4 M5 M6 M7 M8 M9 N3 N4 N5 N6 N3 N5 N7 N5 N6 N7 N8 N4 N6 N8 COLUMN ; STL COLUMN COLUMN COLUMN LOWER MIDDLE STL STL STL STL STL UPPERS ! STL !i T "' | 1325 1325 10 10 39 39 I 39 Steel Design / NDS Parameters Member Label M1 M2 M3 M4 M5 M6 M7 M8 M9 Section Set COLUMN COLUMN COLUMN COLUMN COLUMN COLUMN LOWERBEAM MIODLEBEAM UPPERBEAM Length (ft) 1325 1325 1325 1325 "'10 1 10 39 39 39 Lby-y Ie2 (ft) Lbz-z Ie1 (ft) L_comp le bend (ft) Ky-y 24 24 1 2 12 1 1 1 2 12 1 Kz-z 8 8 65 65 1 1 65 65 1 Cm y-> CH Zrnz-z Cb B Sv\ y y yyy yy /ay z R 0 0 0 0 0 0 0 0 o ! Basic Load Case Data BLC No Basic Load Case Category Category Gravity Description Code Description XYZ Joint 1 j 2 3 4 DL rLL fLL SET DL RLL LL EL Dead Load ! Roof Live Load Live Load Earthquake Load 1 I 6 Load Type Totals Direct Point Dist Area Surf o3 i 1 2 i* Member Direct Distributed Loads, Category DL, BLC 1 DL Member Label Direction Start Magnitude (Ib/ft F) M7 N MS ^ M9 ^ { -300 ( -280 { -180 Member Direct Distributed Loads, Category Member Label Direction Start Magnitude (Ib/ft F) M9 | Y -500 Member Direct Distributed Loads, Category Member Label Direction Start Magnitude (Ib/ft F) M8 >r -830 M7 1 Y j -920 End Magnitude (Ib/ft F) I -300 -280 -180 Start Location (ft or %) 0 i0 I o i End Location (ft or %) ° I0 0 ] RLL, BLC 2 rLL End Magnitude (Ib/ft F) -500 LL, BLC 3 fLL End Magnitude (Ib/ft F) -830 -920 Start Location (ft or %) 0 ! End Location (ft or %) o ; Start Location (ft or %) o I 0 I End Location (ft or %) 0 0 RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d]Page 2 I I I I I I I I I I I I I I I I I I I Company Lovelace Engineering Designer MI Job Number J03043 KIKO RESIDENCE March 2, 2003 709PM Checked By Joint Loads/Enforced Displacements, Category EL, BLC 4 SEL Joint Label [L]oad [M]ass or [Displacement Direction Magnitude (Ib Ib-ft in rad lb*s^2/_ft) N3 N4 N5 N6 N7 N8 L L * L L L L 4 X y X X X X 3700 3700 2400 2400 2000 2000 RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d]Page 3 1 ^,Y i 1—9 1 1 | 1 1 lz-L.x -680lb/ft -1110lb/ft ^^ | j^l 1 • 1 1 1 1 \ -1220lb/f1 !i 1 1 1 1 1 1 1 Loads Lovelace . 1- - 1 \ 4. .,i nl\l\l\/N ! | \/\f\AA,j.v i:,;,f\ I I : I ' ' I : I Ml ' 4' 4' 4' v v v \i/ v \i/ v v v 'J/ v 4' \„„/\/v\|/\A/\/\! ,L •v\^/^nf^AA ,L1/N/\ ^B/Vff /J/ N7 ;\AAAAAAA /\AA!A AAA AAA AAAAAA A i AAAkkA AA A AA A A A A - A A AAA AAJAjA AAA A/-A A A A 1 AA ! [ A|A ii AA /.AJA N5 A|A|A AAlAiAlAlA/\A/\AA ' NAAAA]XAAAAAA ; ; j i • I A AAAA AAlAA AA N3 * LC 1 J T 1 DL+rLLn Engineering -fLL AA i | \ii AJAA AAA AAA j AJAA!A i iA>A AA 4 N8 / N6 / N4 ^ip \ I (12-12) ! March 2, 2003 LINEH MOMENT FRAME 5 33 PM J03043 r3d 1 1 1 1 iz_Lx 2000!b 1 1 1 1 1 I 1 2400lb OOlb 1 1 1 1 1 1 1 Loads Lovelace * N7 N5 N3 ^1 BLC4,SEL Engineering 1 sn/ jj% 2000lb _ 2400lb ^ 3700lb ^ P^ 4. N8 N6 N4 ^N2 March 2, 2003 533PM J03043 r3d Company Lovelace Engineering Designer MI Job Number J03043 K1KO RESIDENCE March 2, 2003 716PM Checked By Load Combinations Num Description 1 ^DL+rLL+fLL(12-12) ! 2 DL+fLl+Ex(t2-13) EnvWS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor y y 1 y ! y I y ! 1 3 9DL+Ex (12-16-1) 4 y y y [1 12DL+fLL+28Ex{12-17)y I 1 5 9DL+28Ex(12-18)jy 1 6 Drift(12-1) j 1 1 11 7 Dnft(12-2) | 8 1 Dnft(12-3) I [ I M 9 Dnft(12-5) 10 Dnft(12-6) ; I 1 [ 1. ' f 1 1 1 1 9 12 9 2|1 3 1ri- I 3 I 1 3 5 [ j ! I 1 14 , 1 1 1 i i 1 2 12 1 2 2 2 5 16 3 116 3 3 5 5 j ! 119 1 i i \ I 4 4 4 4 4 4 I 1 1 28 28 1 4 • 14 Envelope Joint Displacements Joint Label N1 N2 N3 N4 N5 N6 N7 N8 max mm max mm max mm max min max mm max mm max mm max mm X Translate (in) 0000 0000 0000 0000 66 -002 664 002 994 -001 992 001 1 174 006 1 169 -006 Lc 3 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 Y Translate (in) 0000 0000 0000 0000 0 -01 -003 -01 0 -015 -004 -015 0 -017 -005 -017 Lc 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 Z Translate (in) 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 ODOO 0000 0000 0000 0000 Lc 111 1 1 11 vf 1 1 1 11 1 1 1 X Rotate (radians) """ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lc1 1 1 1 11 11 11 1111 1 1 Y Rotate (radians) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Lc1 1 1 1 1 11 1 11 11111 1 Z Rotate (radians) 4153e-4 -4 965e-3 -4153e-4 -5 524e-3 -9 623e-4 •2 81 e-3 9 623e-4 -1 688e-3 -6 687e-4 -2 408e-3 6 687e-4 -1 451 e-3 -8891e-4 -1 321 e-3 8891e-4 -1 242e-3 Lc 1 3 1 2 1 2 1 3 1 2 1 3 1 3 1 2 Envelope Reactions Joint Label X Force Y Force Z Force X Moment (Ib) Lc (Ib) Lc (Ib) Lc (Ib-ft) N1 >max N2 Reaction Totals mm max mm max 3507 78 -75S4 28 -3507 78 -11501 49 0000 1 501373541 1 3 1 2 1 -3907 132 50137354 1517937 1 00274 708 3 1 3 1 NC NC ; NC NC 0000 1 0000 0000 0000 Lc'~1 1 Y Moment (Ib-ft) 0000 0000 0000 0000 M| 0000 Z Moment Lc (Ib-ft) Lc- r 1 1 1 0000 0000 0000 0000 1 11 1 RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d]Page 1 I I I I I I I I I I I I I I I I I I I Company Lovelace Engineering Designer MI Job Number J03043 KIKO RESIDENCE March 2, 2003 716PM Checked By Envelope Reactions, (continued) Joint Label X Force (Ib) Lc mm -16200 2 Y Force (Ib) 111272 237 1 z Lc 3 0 Force (Ib) 000 Lc I 1 X Moment (Ib-ft)Lc Y Moment (Ib-ft)Lc Z Moment (Ib-ft)Lc Envelope Member Section Forces Member Label Section Axial Lc Shear y-y (Ib) (Ib) M1 M2 M3 1 2 max 50137354! 1 mm i -3907 132! 3 max mm 3 imax 4 5 6 7 mm max mm max mm max mm max : mm 8 9 10 1 2 max mm max mm max mm max mm max \ mm 3 4 5 6 7 8 tmax mm max mm max mm max mm max mm max 50283135 -3775 93 50428916 -3644 727 1 3 1 7570 707 Lc 1 3" -3508 342 1 7570 707 3 -3508 342 1 7570 707 3 -3508 342 50574696: 1 -3513525 50720 477 -3382 322 50866 258 -3251 119 51012038 r-3119917 51157819 -2988714 513036 3 1 3 1 3 1 3 1 3 1 -2857512; 3 5144938 -2726 309 1 3 Shear z-z Lc Torque Lc Moment y-y Lc Moment z-z Lc (Ib) (Ib-ft) (Ib-ft) (Ib-ft) 0 0 0 0 3 i 0 1 7570 707 3 -3508342: 1 7570 707 -3508 342 7570 707 -3508 342 7570 707 -3508 342 7570 707 -3508 342 7570 707 3 1 3 1 3 1 0 0 0 0 1 I 0 1 0 1 0 1 1 1 1 1 1 0 1 0 1 0 1 0 1 0 3 i 0 1 3 -3508 342 i 1 7570 707 -3508 342 501 37 354 ; 1 [11713069 1517937 50283 135 15310573 50428 916 15441 77F 50574 696 3 1 3 1 0 0 0 3 ! 0 1 2 3508 342 I 1 11713069? 2 3508 342 11713069 3 (3SOS342 1 15572978? 3 50720 477 i 1 15704 18 3 50866 258 15835 383 51012038 15966586 51157819 [mm 11 6097 788 9 10 1 2 3 max! 513036 mm max mm max mm max mm 16228 991 1 3 1"3 " 1 3 1 3 51449 38 i 1 16360193!; 3 29636 734 570 769 29782515 1 3 1 11713069 3508 342 11713069 3508 342 11 71 3 069 3508 342 11713069 1 2 i 2 1 2 1 2 1 2 3508 342 i 1 11713069 3508 342 11713069 3508 342 11713069 3508 342 2763 458 -10006194 2763 458 701 971 ; 3 | -10006194 max |29928 296 mm 833174 1 3 2763 458 -10006 194 2 1 2 1 2 1 3 1 3 1 3 1 0 0 0 0 0 0 0 0 0 1 1 1 1 0 0 1 1 1 1 1 0 1 0 0 0 0 1 1 1 1 0 1 0 1 0 0 0 0 1 1 1 1 0 i 1 1 0 1 1 0 0 1 0 1 1 11 "1 1 1 o i 1 0 I 1 0 0 0 0 0 0 1 11 1 1 1 0 ; 1 0 0 0 1 1 1 0 i 1 0 0 0 0 0 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0r o 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ! 0 11 1 1 0 0 0 0 1 I 0 1 0 1 1 0 0 1 0 1 i o 111111 11 0 0 0 0 0 0 0 0 1 ( 01 1 1 1 1 1 0 0 0 0 0 0 1 ! 01 0 1 1 0 0 5165059 -11145763 1 !10330118 1 ; -22291 527-I 1 1 1 1 1 1 3 1..__. 15495 1771 1 -3343729 3 20660 236 -44583 053 25825 294 1 -55728816 1 1 1 1 1 1 1 1 30990 353 -66874 58 36155412 -78020 343 41320471 -89166106 46485 53 -100311 87 1 I 0 1 1 •J 1 0 -5165059 -17244241 -10330118 1 | -34488 482 1 §-15495177 1 i-61732722 1 1 1 1 1 1 1 1 1 1 1 1 -20660 236 -68976 963 -25825 294 -86221 204 -30990 353 -103465 445 -36155412 -120709686 -41320471 -137953 926 -46485 53 -155198 167 1 i1 3090 703 1 1 1 o i 1 0 1 -712450221 9022 28 -56513681 4953 856 -4178234 1 3 1 3 1 3 1 3 1 3 ! 1 3 1 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 ]2 1 2 3 1 3 1 3 1 RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d]Page 2 I I I I I I I I I I I I I I I I I I I Ll a Company Lovelace Engineering Designer M 1 Job Number J03043 Envelope Member Section Forces, KIKO RESIDENCE (continued) March 2, 2003 716PM Checked By Member Label i M4 M5 Section Axial Lc Shear y-y Lc Shear z-z (Ib) (Ib) (Ib) 4 5 6 7 8 9 10 1 2 max 30074 076 1 2763458 3 mm 964 377 max 30219857 mm ; 1095579 max 30365 638 mm ; 1226782 maxi30511 418 mm 1357984 max mm max mm max mm 'max mm 30657199 1489187 30802 98 3 1 3 1 3 1 3 1 3 1 162039 j 3 30948 76 1751 592 29636 734 6092 353 max 12978251 5 ; mm 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 max mm 6223 556 29928 296 1 3 1_„ 1 -10006194 2763 458 -10006 194 2763 458 -10006194 2763 458 -10006194 2763 458 1 3 1 3 0 0 0 0 0 1 : 0 3 1 3 -10006 194 : 1 2763 458 ; 3 -10006 194 2763458 -10006194 15108452 6052 705 15108452 3 ! 6052 705 1 6354 758 f 3 maxj30074076 mm max mm 6485 961 1 3 30219857! 1 15108452 6052 705 15108452 6052 705 15108452 6617164! 3 6052705 max!30365638! 1 [15108452 mm ©748 366 max 13051 141 8 mm max mm max mm max rnm 6879 569 30657199 7010771 30802 98 7141 974 30948 76 7273 177 max 11 1002 427 mm 161 721 max mm max mm max mm max mm 1111245 260 741 11222473 359 762 11332497 458 783 1144252 557 804 max 11 1552 543 mm max mm max mm 9 imax 10 mm 3 1 3 1 3 1 3 1 3 1 3 1 3 1 6052 705 15108452 1 3 1 2 3 0 0 Lc Torque Lc (Ib-ft) 1 Oil 1 0 1 ! 0 1 1 1 11 0 1 0 0 0 0 0 0 0 2 = 0 1 0 0 0 1 Moment y-y Lc (Ib-ft) 0 1 0 1 1 i 0 i 1 1 1 1 0 1 0 0 0 1 i 01 1 11..,_ 1 3 | 0 1 2 3 2 3 2 3 2 3 2 6052 705 ! 3 J 15108452 6052 705 15108452 6052 705 15108452 6052 705 -310805 2 3 2 3 2 3 3 -13626 148 i 1 -310805 -13626 148 -310805 3 -13626148 1 3 1 3 1 656 825 3 11662566 755 846 11772589 854 866 11882612 953 887 max |11992 635 1 3 -310 805 J -13626148 -310805 -13626148 -310805 -13626148 -310805 -13626148 1 i -31 0805 3 1 3 -13626148 -310805 3 1 3 1 3 1 0 0 0 0 0 0 0 0 111 111 1 1 0 '• 1 0 ! 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 1 3 1 0 0 0 3 0 1 i 0 3 0 1 I 0 3 . 0 -13626148 : 1 | 0 11 11 0 0 0 0 0 1 0 1 1 11 0 ! 1 0 0 ! o 0 0 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 1 i 0 1 Moment z-z r__.(!MtL 885 432 -27050 999 -3182991 -12319658 1 2411683 1 -7251 415 1 1 o : 1 0 | 1 0 0 0 1 ; 0 1 11 1 111 1 11 0 0 0 0 0 0 1 1 1 1 1 1 17143024 -11319839 31874365 -15388262 46605 706 -19456686 61337047 -23525 1 1 97221 209 36099 467 1 174978209 1 J27188541 1 1 0 | 1 0 0 0 1 i 0 1 1 •J 1111 0 ~ 0 J6 Q 0 0 0 1 [ 0 1|0 1 1 1 1 1 11 11 1 1 11 111 1 1 1 1 -310805 ; 3 | 0 j 1 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 11 1 11 1 1 1 1 0 0 0 0 52735 21 18277614 30492.21 1 1 [9366687 1 1 1 1 1 1 1 1 1 12319658 455 761 -2411.683 -13993787 -17143024 -36236 787 -26277 01 9 -58479 786 -35187946 1 -80722 785 1 -44098 872 1 {-102965784 1 1 -9633 827 Lc ..._ 1 3 1 1 3 1 3 1 3 1 3 1 3 2 3 2 3 2 3 2 3 1 3 1 2 1 2 3 2 3 2 3 2 3 ! -63203 598 I 1 | 1 i -9288 488 0 1 j 0 0 0 1 1 1 0 i 1 0 I 1 ~~"b ~nr 0 I 1 0 0 0 0 0 0 0 0 -48063 433 -8943148 -42553199 -8597 809 -37051 97 -2642 94 -3155074 12497225 1 ! -26049 51 1 1 J27637389 T]-20548 281 1 42777554 1 1 1 1 -15047052 57917719 -9545 822 73057 883 3 1 3 2 3 2 1 2 1 2 1 2 1 2 1 2 1 RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d]PageS I I I I I I I I I I I I I I I I I I I / - Company Lovelace Engineering Designer MI Job Number J03043 KIKO RESIDENCE March 2, 2003 716PM Checked By Envelope Member Section Forces, (continued) Member Label | M6 I M7 i M8 Section Axial Lc Shear y-y Lc Shear z-z Lc Torque Lc Moment y-y Lc Moment z-z Lc (Ib) (Ib) (Ib) (Ib-ft) (Ib-ft) (Ib-ft) 1 2 3 mm max mm max mm 1052908 11002427 3 -13626148 1 2092648 i 3 1111245 2191669 max j1 1222 473 mm 4 max ! mm 5 .6 7 max mm max mm max I mm 8 | max 9 10 1 mm max mm max mm max mm 2 !max 3 mm max mm 4 max 5 6 7 _8 9 10 1 2 3 4 5 6 mm max mm 2290 69 11332497 2389711 1 3 13626148 4315428 1 1 3 13626148!: 1 4315428 1 113626148 3 4315428 1 113626148 3 1144252 I 1 2488 732 11552543 2587 752 11662566 2686 773 11772589 2785 794 11882612 2884815 11992635 2983 836 3 1 3 4315428 13626148 4315428 13626148 '4315428 1 113626148 3 1 T 3 1 3 1 3 1 3 1 3 0 0 11 • 0 1 0 " 0 0 0 0 0.1 0 1 0 0 1 : 011 11 0 0 0 0 0 Mi 0 0 0 0 1 1 1 0 ; 1 1 i 0 4315428 3 13626148 4315428 1 113628148 3 1 3 4315428 13626148 1 3 1 3 0 0 0 0 0 1 | 0 111 111 1 1 0 1 0 0 1 01 111 0 1 1 0 4315428 ; 3 -1123217 3 21812646 -7258814 -1123217 -7258814 -1123217 -7258814 -1123217 -7258814 -1123217 -7258814 max i -1123 21 7 mm '-7258814 max mm max mm max mm max mm max mm max mm max mm max -1123217 -7258814 -1123217 -7258814 -1123217 -7258814 2 j -3297 086 3 16965391 2 -4071 616 3 2 3 2 3 2 3 2 3 12118137 -4846 145 7270 882 1 3 0 0 0 1 0 3 1 3 0 0 0 1 1 0 0 0 0 0 0 0 1 ! 01 1 1 111 o ; 1 -5620674 3 2423 627 -6395 203 -2423 627 -9305 566 1 3 0 0 0 1 ! 0 2 -7270882: 1 2 -14152821 | 2 3 2 3 2 -1123217 3 -7258814 3708 034 -3620 497 2 2 -8718791 -19000075 -9493 32 -23847 33 -10267849 -28694 584 3 0 0 0 0 2 0 3 2 3 1 0 0 0 0 0 0 0 1 i 0 M1 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 1 I 011 1 1 1 0 0 0 0 0 1 i 0 1 0 1 ! 0 1 1 1 1 1 1 1 1 1 1 1 0 1 1 ! o1 1 1 0 1 0 0 2 ; 0 19946333; 1 1 1589865 3708 034 I 2 -3620 497 3708 034 -3620 497 1 2 1 3708 034 2 rnm i -3620 497 max mm max 3708 034 -3620 497 3708 034 mm j -3620 497 1 2 15513815 837 598 11081296 85332 6648 778 -666 935 ± 2216259 1 1-1419202 2 1 -2171 468 -4027 796J 3 1 3 1 3 1 3 1 3 3 1 0 0 i 0 0 1 1 1 1 1 0 i 1 1 • 01 0 I 1 0 0 0 1 0 0 0 1 I 01 0 I 1 0 0 0 0 0 111 1 0 0 0 0 0 0 1 0 0 M 0 2 0|1 0 11 1 111 1 11 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 1 1 1 1 -6525 772 63203 598 12027 908 48063 433 7232 988 1 | 35787 34 1 [2438 068 1 11 1 1 25835 925 -2356 852 1588451 -7151 772 5933 094 1 |-12497225 1 11 1 1 1 11 1 1 11 1 1 1 11 1 "I 11 1 1 0 j 1 0 0 0 0 0 0 0 0 0 0 0 1 I 0 11 1 0 0 0 1 I 0 11 1 111 1 1 1 111 11 -4018321 -27637 389 -13969737 -42777554 -23021 152 -57917719 -31126372 -73057 883 117730552 -113402573 ,33711 472 | -97437 052 -29302 838 -103366153 -5543713 -115553959 -29402 73 -106736995 -12037 -92317148 32734 949 -71312378 68838 229 -29302 838 138578562 33711 472 252419376 117730552 124540 645 -13891 283 47710324 "-1915Q787 -9912416 -30747 041 -19890 328 -61312211 -15370365 -72669 801 1 S -7590 581 1 -67535 157 3 1 3 1 3 2 3 2 3 2 3 2 1 2 1 2 1 2 1 3 i1 I 1 3 I ± 1 2 3 2 3 2 3 "i'j 3 1 3 1 2 1 2 1 1 3 1 3 1 2 3 2 3 2 3 1 RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d] Page 4 Company Lovelace Engineering Designer MI Job Number J03043 KIKO RESIDENCE March 2, 2003 716PM Checked By Envelope Member Section Forces, (continued) Member Label i M9 Section Axial Lc Shear y-y Lc Shear z-z Lc Torque Lc Moment y-y Lc Moment z-z Lc (Ib) (Ib) (Ib) (Ib-ft) (Ib-ft) (Ib-ft) 7 8 9 max mm max mm max I mm 10 [max 1 2 mm max mm max I mm 3 4 5 6 max mm max mm max mm max mm 7 max 8 9 10 mm max 3708 034 -3620 497 3708 034 -3620 497 3708 034 2 -2923 735 1, 1-8460314 2 (-3676002 1 2 -3620 497 1 1 3708 034 ! 2 -3620 497 13626809 2311 708 13626809 2311 708 13626809 2311 708 1 1 3 1 3 1 3 1 3626 809 1 2311 708 13626809 2311 708 13626809 2311 708 13626809 2311 708 13626809 mm 2311 708 max mm max mm 13626809 2311 708 3 1 3 1 3 1 3 1 -12892 833 3 2 3 2 -4428268! 3 -17325 351 -5180535 -2175787 2 3 2 11992635! 1 1052932 : 3 9327 605 604 405 6662 575 155878 3997 545 -292 649 1 3 1 3 1 3 1332515 I 1 -741 176 -1189703 -1332515 -163823 -3997 545 -2086 757 3 ; -6662 575 1 -2535 284 3 13626809;: 1 2311 708 i 3 -9327 605 -2983 81 1 -11992635 3 3 1 3 1 3 1 3 1 3 0 "0 0 0 0 1 11 1 1 0 | 1 0 1 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 1 0 1 1 1 1 1 0 ; 1 0 0 0 0 0 0 0 0 0 0 0 1 ; 0 1 1 111 1 1 0 0 0 0 0 0 0 0 0 0o 0 0 1 i 0 11 1 1 1 0 1 i 0 1 \ o 1 ! o 11 1 1 1 0 0 0 0 111 11 1 11 0 I 1 1 ! 0 1 1 1 1 1 1 1 1 111 1 1 1 0 1 0 I 1 0 0 0 0 0 0 0 0 0 1 1 1 1........ 1 1 1 0 1 3449 026 -48327577 1 7748' 456 -9912416 73975 644 35307 707 158655 956 56126781 73057 883 -6525 772 26864 028 -1011667 -7781 363 -11763951 3 1 3 1 2 3 2 3 1 3 1 3 1 3 -10841 713 2 -3087829 1 -8788 27 -42426 754 0 | 1 -4575252 o ! 1 0 1 — o" I 1 0 I 1 0 i 1o LI ," o 1 0 1 0 -42426 754 179734 -3087"8 29 10329508 -7781 363 26864 028 1 19168331 1 I73057883 1 31126372 f 2 1 2 1 2 1 1 3 1 3 i iii Envelope Member AISC ASP 9th Code Checks ii Label M1 M2 M3 M4 M5 M6 M7 M8 M9 Code Chk 197 341 216 218 184 184 528 630 688 Loc (ft) 1325 1325 0 1325 10 10 39 39 39 Lc 1 2^ r~i 2 1 1 1 1 1 Shear Chk 050 077 087 099 119 119 123 185 152 Loc (ft) 0 0 0 0 0 0 39 39 39 Dir yy y y y y v yy Lc 3 2 1 2 1 1 1 1 1 ASD Eqn H1-1 H1-2 H1-2 H1-2 H1-2 H1-2 H1-3 H1-3 H1-1 Message iiii RISA-3D Version 45 [S \data\Risa3d\03\J03043 r3d]PageS 1 Company Lovelace Engineers Designer M 1 Job Number J03043 j^y*s, \ \-~~Tf ("3 |\jj*T • ^ KIKO RESIDENCE >T • March 709P Check i— •> / .j. 2, 2003 VI sd By t* Load Combinations 1 | [ , 1 [ , | [ Num Description EnvWS 1 DL+rLL+fl_L(12-12) | 2 DL+fLL+Ex(12-13) f y | 3 9DL+Ex (12-1 6-1) : y 4 12DL-HtL+28Ex<:12-175 | f 5 9DL+28Ex(12-18) | 6 Dnft{12-1) 7 Dnft(12-2) B Dntt(12-3) 9 j Dnft(12-5) 10 Drift(12-6} Envelope Joint 1 I I 1 - 1 1 1 1 1 Joint Label N1 N2 N3 N4 N5 N6 N7 N8 RISA-3D Version ly i i y !y f LJLL_ [y Displacements PD SRSS CD BLC Factor BLC Factor BLC Factor BLC y 1,1 y i M y : 1 y I 1 y _ i 1 ! . 1 1 i 1 1 |_ | 1 1 1 2 1 ! 1 ; 1 9 | | 1 i 12 I \ 1 9 1 14 1 12 2 1 12 I 2 1 ! 1 2 1 9 1 r 3 | 1 I 3 1 3 5 3' ._4 5 3 16 16 35 4 4 4 4 J d i 354 4 X Translate Y Translate Z Translate X Rotate (in) Lc (in) Lc (in) Lc (radians) max mm max mm max mm max min max mm max min max mm max mm 45 0 000 11 0000 7 0000 £ 0000 € 908 1 -003 7 91 9 0 6 1 367 9 -003 8 1 367 1 0 7 1 616 9 002 6 1 613 1 -007 8 0 0000 10 0000 6 0 0000 0 000 0000 0 001 -013 -002 -013 7 0000 6 0 6 0000 6 0 7 0000 6 0 10 0000 6 0 7 0000 6 0 6 0000 6 0 7 0000 6 0 001 10 0000 6 0 -02 D -003 -02 ; ! 001 -021 3 -003 7 0000 6 0 6 0000 6 0 7 0000 6 0 10 0000 6 0 7 0000 6 0 6 0000 6 0 -021 7 0000 6 0 [S \data\Risa3d\03\J03043 r3d] Y Rotate Z Rotate Lc (radians) Lc (radians) 6 0)6 6 0 6 el o le 606 606 606 6 016 606 606 606 6 0:6 606 606 606 606 6 282e-4 -8 9566-C L-1 023e-' -7 278e< -2 365e-' -3 158e-i 1 451e-3 -2417e-; -1 803e-< -2 693e-: 1 192e-3 -2 073e-' -2315e-; Factor 1 1 28 28 1 4 1 4 Lc 7 i 10 I 6 5 9 ; 6r 9 7 J 10 [ 6 J 9 7 5 10 I 6 -1 787e-3 | 10 1 606e-3 8 6 i 0 6-1 553e-3 9 : Page 7 LOVELACE ENGINEERING, INC Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535-9111 Fax (619) 535-1989 JOB,. SHEET NO . CALCULATED BY_ CHECKED BY SCALE . , . DATE. DATE. - |V\fP pr = \ 1 V 60 \]\c> PUF } PRODUCT 207 LOVELACE ENGINEERING, INC Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535-9111 Fax (619) 535-1989 JOB, SHEET NO . CALCULATED BY_ CHECKED BY SCALE DATE. DATE. Cv C K - t O PRODUCT 207 LOVELACE ENGINEERING, INC Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535-9111 Fax (619) 535-1989 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 5 - = OH PRODUCT 207 LOVELACE EJVI_G»SIEERIN_G Structural Engineering Services STRUCTURAL CALCULATIONS DATE DECEMBER 2, 2003 PROJECT KIKO RESIDENCE STRUCTURAL CORRECTIONS 2649 OCEAN STREET CARLSBAD, CA OWNER FRED KIKO 3561 DONNA DRIVE CARLSBAD, CA 92009 DESIGNER WOLF DESIGN & BUILD 1459 LIETA STREET SAN DIEGO, CA 92110 JOB J03043C NOTE THESE CALCULATIONS ARE INVALID UNLESS BEARING A WET STAMP & SIGNATURE 6496 Weathers Place Suite 200 San Diego, California 92121-2958 www lovelaceeng com phone 858 535 9111 fax 858 535 1989 LOVELACE ENGINEERING Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone 858 535 9111 Fax 858 5351989 JOB . SHEET NO.OF. CALCULATED BY _ CHECKED BY SCALE ._. DATE \~2-/ \ I t>'7 7 _ DATE KIKO 2649 OCEAN STREET CARLSBAD, CA CORRECTIONS * 2 SEE PROVIDED SPECIAL INSPECTION FORM ON SHEET Sll 1 CORRECTIONS * 1 SEE UPDATED DETAIL | CORRECTIONS * S> SEE UPDATED DETAILS THE BEAMS AT THE GARAGE FLOOR HAVE BEEN RECALCULATED NITH THE &" SLAB AND STEEL FLOOR JOISTS SPACED AT 24" O C (MAX ; THE FLOOR IS O K PER MANUFACTURERS SPECIFICATIONS | CORRECTIONS * 3 SEE UPDATED FRAMING NOTES ON S3 fl CORRECTIONS * 10 SEE UPDATED DETAIL I PHI LOVELACE SHFFT"" ^ ™= *§ •BJj ENGINEERING Hi HwHJ Structural Design and TrUe 24 Energy Analysis CALC1 M ATFP PY DATF i J 6496 Weathers Place 'Suite 200 OHF<-KFn "v DATFH San Diego California 92121 K mi | 619 535 91 11 Phone 619 535 1989 Fox cril P LEVEL liT fL-OoFk MEMBERS REJVr^-i. MARK FB-7SPANn 3^ FT 0 UNIFORM LOAD Hl= 5ft (3oS/-3is) = 8$S~ PLF W2= =. PLF PI. = LBS P2= = LBS RU = LBS Rr= = LBS Vmax= = LBS Mmax= •S'&d '^TEEL. ^tAM d-At^-6 = FT-LBS lreq= = IN4 USE Uii^^TRO GRADE CAMBER HARDWARE OR GRADE CAMBER HARDWARE MARK F6-&SPAN= a^,FT [jf UNIFORM LOAD Wl= ^g^N/p^ l^St^^N = 12.1 \a PLF W2= = PLF Pl= = LBS P2= -- LBS Rl= = LBS Rr= = LBS Vmax= = LBS Mmax= £~ ^=p. £r\ E5LL H^AKA fJ\\jJ^ - FT-LBS lreq= = IN4 USE tU|-a^SO GRADE CAMBER HARDWARE OR GRADE CAMBER HARDWARE MARK FE,-^ SPAN* !Q FT. Q UNIFORM LOAD His l^S'i ^/-a^-^ gtof^/a^ = \3^o1^ PLF W2= ' = PLF |P1 . lt |f^„. . x I w ' Pl= 'o'OO^? //A-fe yoAD ^ = o*00^ Lbb 1 •* v P2= = LBS I" ' RU = LBS >^'i ' ., ' Rr= = LBS Vmaxs = LBS Mmax= ^EJE^ ^5Tt-EL, csArr^l £AU£Xa = FT-LBS lreq= = IN4 USE Ui'fe-x.sM GRADE ' CAMBER HARDWARE OR GRADE CAMBER HARDWARE ! 1 yT Lovelace Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Job# Date 204PM 24NOV03 Rev 560100User KW-0601024, Ver 5 6 I, 25 Oct 2002 (c) 1983 2002 ENERCALC Engineering Softvwre Steel Beam Design Page 1 i \daa\enercalc\enercalc\03\|03043 ecwCaloi Description FB-8 General Information Steel Section W12X50 Center Span Left Cant Right Cant Lu Unbraced Length 2200 ft 000 ft 000 ft 000 ft Calculations are designed to AISC 9th Edition ASD and Fy Pmned-Pinned Load Duration Factor Bm Wt Added to Loads Elastic Modulus LL & ST Act Together 1997 UBC Requirements 36 OOksi 1 00 290000KSI Distributed Loads ] # 1 DL 0 636 LL 0 580 ST Start Location End Location #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft $ Summary Using W1 2X50 section Span = 22 00ft End Fixity = Pinned Pinned Lu = 0 00ft, Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Fy = 36 Oksi LDF = 1 000 Actual 76 589 k-ft 14218 ksi 0598 1 13925k 3 087 ksi 0214 1 Allowable 127993 k-ft 23 760 ksi 64948k 14 400 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 584 in Length/DL Defl 8344 1 Length/(DL+LL Defl) 452 1 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq E2 Maximum 76 59 k-ft 1393k 1393k -0 584 m 0000 in 0 000 in 0000ft 1393 1393 1 K*L/r<Cc 1 Beam Passes Table B5 1 Fb per Eq F1 Section Properties Depth Width Web Thick Flange Thickness Area W12X50 12190m 8 080m 0 370 in 0 640 in 1470m2 DL Only ( 41 50 755 755 -0316 0000 0000 0000 755 755 1 Fb = 066Fy Weight l-xx l-yy S-xx S-yy LL 3> Center 7659 1393 1393 -0584 0000 0000 0000 1393 1393 LL+ST @ Center -0584 0000 0000 0000 1393 1393 49 93 #/ft 394 00 m4 56 30 m4 64 643 in3 13936m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST & Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k 5177 in 1 957 in 2 170 in Lovelace Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date Job* 207PM, 24NOV03 Rev 560100 Uier KW 0601024, Ver 561, 25-Oct 2002 (c)1983 2002 ENERCALC Englireerlng Sofnwre Steel Beam Design Page 1 s \data\cnefcalc\enercalc\03\|03043 ccwCalcu Description FB-9 General Information Steel Section W8X24 Center Span Left Cant Right Cant Lu Unbraced Length 1000 ft 000 ft 000 ft 000 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 36 OOksi Pmned-Pmned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 29 000 0 ksi LL & ST Act Together Distributed Loads #1 DL 1 063 LL 0 300 ST Start Location End Location #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads #1Dead Load Live Load 2 000 Short Term Location 2 000 #2 2000 8000 #3 #4 #5 #6 #7 k k k ft [ Summary ~j| ^^^^^^^^^^^^^^^^^%«Mt»Y;t^ Using W8X24 section Span = End Fixity = Pmned-Pmned Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 1000ft Fy = 360ksi = 0 00ft LDF = 1 000 Actual 21 338 k ft 12262ksi 0516 1 8935k 4 599 ksi 0319 1 Allowable 41 348 k-ft 23 760 ksi 27 977 k 14 400 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 164 in Length/DL Defl 1,1781 1 Length/(DL+LL Defl) 731 6 1 Force & Stress Summary Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Maximum 21 34 k-ft 894k 894k -0164 m 0000 in 0 000 in 0000ft DL Only 1359 544 544 -010200000000 0000 «- These columns are Dead + Live Load placed as noted -» Reaction ©Left 8 94 5 44 Reaction @ Rt 8 94 5 44 Fa calc'd per Eq E2 1 K*L/r < Cc I Beam Passes Table B51 Fb per Eq F1 1, Fb = 0 66 Fy LL ! Center 21 34 894 894 -016400000000 0000 894 894 LL+ST Center LL+ST @ Cants -0164 0000 0000 0000 894 894 0000 0000 0000 0000 k-ft k-ft kft k-ft k k 0000 in 0 000 in 0 000 in 0000 in k k LOVELACE ENGINEERING Structural Engineering Services STRUCTURAL CALCULATIONS DATE AUGUST 12. 2003 PROJECT KIKO RESIDENCE STRUCTURAL CORRECTIONS 2649 OCEAN STREET CARLSBAD, CA OWNER FRED KIKO 3561 DONNA DRIVE CARLSBAD, CA 92009 DESIGNER WOLF DESIGN & BUILD 1459 LIETAA STREET SAN DIEGO, CA 92110 JOB J03043B NOTE THESE CALCULATIONS ARE INVALID UNLESS BEARING A WET STAMP & SIGNATURE 6496 Weathers Place Suite 200 San Diego, California 92121-2958 www lovelaceeng com phone 8585359111 fax 8585351989 JOB LOVELACE I ENGINEERING SHEET N0 OF - Structural Engineering Services CALCULATED BY Y*^. ~^- DATE 6496 Weathers Place • Suite 200 CHECKED BY DATE San Diego California 92121 Phone 858 535 9111 Fax 858 5351989 „., _oOALt . _ KIKO OCEAN PI CORRECTIONS * 2 _ SEE PROVIDED SPECIAL INSPECTION FORM ON SHEET <>il l~l CORRECTIONS * 11 SEE UPDATED PLANS THEIR ARE NO MORE BLANK DETAIL BUBBLES Fl CORRECTIONS * \8> _ THE FOUNDATION AT THE ELEVATOR HAS BEEN MODIFIED AND NOH HAS A &' PIT SEE UPDATED PLANS PI CORRECTIONS * IS THE DETAIL BUBBLE HAS BEEN PROPERLY NUMBERED [CORRECTIONS * 20 SEE NEW DETAIL l CORRECTIONS * 21 PER CODE DEFLECTION REQUIREMENTS, A CAMBER IS NOT REQUIRED 1 CORRECTIONS * 22 SEE UPDATED NOTES FOR DECKING. THIS INCLUDES THE ICBO NUMBER | CORRECTIONS * 23 SEE SHEET SI PI CORRECTIONS * 24 SEE SHEAR WALL SCHEDULE ON SI | CORRECTIONS * 25 SEE UPDATED DETAIL l CORRECTIONS * 2fc> SEE UPDATED PLANS Lovelace Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Rev 56<TT<KTUser KW 0601024, Ver 56 I, 25 Oct 2002(c)l983 2002 ENERCALC Engineering Software Title Dsgnr Description Scope Job# Date 1 47PM 7 AUG 03 Steel Beam Design Page 1 s \data\enercalc\enercalc\03M0304J ecwCalcu Description FB-6 General Information Steel Section W12X152 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 0 245 LL 0610 ST Start Location End Location 5 000 Point Loads # 1Dead Load 1 100 Live Load 1 658 Short Term Location 11 000 3950 ft 000 ft 000 ft 000 ft #2 0245 0610 18500 39500 #21 100 1 650 16500 i" Calculations are designed to AISC 9th Edition ASD and Fy Pinned-Pinned Load Duration Factor Bm Wt Added to Loads Elastic Modulus LL & ST Act Together #3 #4 #5 #6 0204 0 520 f 5000 18500 #3 #4 #5 #62500 3762 25500 1997 UBC Requirements 3600ksi 1 00 290000ksi J #7 k/ftk/ft k/ft ft ft #7 k k k ft Summary 1 Using W1 2X1 52 section Span End Fixity = Pinned-Pinned Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv = 39 50ft Fy = 360ksi = 0 00ft LDF = 1 000 Actual 268 005 k-ft 15417 ksi 0649 1 25318k 2123ksi 0147 1 Allowable 413041 k-ft 23 760 ksi 171 759 k 14 400 ksi Beam OK Static Load Case Governs Stress Max Deflection 1 807 in Length/DL Defl 6575 1 Length/(DL+LL Defl) 2623 1 Force & Stress Summary « - These columns are Dead + Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 268 00 k-ft 2445k 2532k -1 807 m 0 000 in 0 000 in 0000ft 2445 2532 DL Only 10687 977 1005 0721 0000 0000 0000 977 1005 LL & Center 26800 2445 2532 -1 807 0000 0000 0000 2445 2532 LL+ST © Center -1 807 0000 0000 0000 2445 2532 Live Load placed as noted -» LL LL+ST @ Cants ®_ Cants k-ft kft kft kft k k 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in 0 000 0 000 m k k Fa calc'd per Eq E2 1 K*L/r < Cc I Beam Passes Table B5 1 Fb per Eq F1 1 Fb = 0 66 Fy "Lovelace Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date Job# 1 47PM 7 AUG 03 f Rev 56010TT User KW 0601024, Ver 5 6 1, 25 Oct 2002 I (c) 198i 2002 ENERCALC Engineering Software Steel Beam Design Page 2 s \data\enercalc\enercalc\03\|03043 ecwCakumimiummmwmtsmmm Description FB-6 Section Properties W12X152 Depth Width Web Thick Flange Thickness Area 13710m 12480m 0 870 in 1 400 in 44 70 m2 Weight I XX l-yy S-xx S-yy 151 83#/ft 1 430 00 m4 454 00 m4 208 607 m3 72 756 in3 r-xx r-yy Rt 5 656 in 3187 in 3 440 in Lovelace Engineering, Inc '6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Job# Date 1 46PM, 7 AUG 03 Rev 560100User KW 0601024 Ver 5 6 I, 25 Oct 2002 (c) 1983 2002 ENERCALC Engineering Software Steel Beam Design Page 1 i \daca\enercalc\enercalc\03\j03043 ecwCalcu Description FB-7 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X152 Center Span 39 00 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Pinned-Pinned Bm Wt Added to Loads LL & ST Act Together Fy 36 00 ksi Load Duration Factor 1 00 Elastic Modulus 29 000 0 ksi Distributed Loads I #1 #2 DL 0 275 LL 0610 ST Start Location End Location r_ Summary #3 #4 Using W1 2X1 52 section, Span = 39 00ft, Fy = 36 Oksi End Fixity = Pmned-Pmned Lu = 0 00ft LDF = 1 000 Actual Allowable Moment 197128 fb Bending Stress 1 1 340 fb / Fb 0 477 Shear 20218 fv Shear Stress 1 695 fv/Fv 0118 kft 413041 k-ft ksi 23 760 ksi 1 k 171759k ksi 1 4 400 ksi 1 #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max Deflection -1 301 in Length/DL Defl 8736 1 Length/(DL+LL Defl) 3596 1 I Force & Stress Summary « - These columns are Dead + Live Load placed as noted -» Max M + Max M Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq E2 Maximum 197 13 kft 2022k 2022k -1 301 m 0000 in 0 000 m 0000ft 2022 2022 1 K*L/r<Cc I Beam Passes Table B5 1 Fb per Eq F1 1 | Section Properties Depth Width Web Thick Flange Thickness Area W12X152 13710m 12480m 0 870 in 1 400 in 44 70 m2 DL Only ( 81 15 832 832 -0536 0000 0000 0000 832 832 Fb = 0 66 Fy Weight I XX l-yy S xx S-yy LL J) Center 19713 2022 2022 -1 301 0000 0000 0000 2022 2022 LL+ST © Center -1 301 0000 0000 0000 2022 2022 151 83#/ft 1 430 00 in4 454 00 m4 208 607 m3 72 756 m3 LL &. Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @. Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0000 in k k 5 656 in 3187 in 3440 in -Ja3£t ENGINEERING sLOVELACE „, ' j,y Structural Design and Title 24 Energy Analysis CALCULATED BY DATE .6496 Weathers Place • Suite 200 San Diego California 92121 CHECKED BY DATE6195359111 Phone 619 535 1989 Fhx SCALE . g^Q FLOOR SHEARWALLS .trh^DIRECTION LATERAL LOAD vx = _±>Aj=SF LINE A TRIB AREA, TA=__ ^c/-^ - 1fe 0 FT2 LOAD « THIS LEVEL = Cvx x TA;= = olSS*LS5 LOAD LEVEL - = ll^P LSS REDUNDANCY Q ('/to; = ! 0 BY INSPECTION TOTAL LOAD =_ rm,y = (LOADX\0/L)/V = ^ = = x - ADJUSTED LOAD = SHEAR WALL LENGTH L= = b S FT v= CTL/L;= = hsi PLF USE <g> PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = U-S'FT, Q O K BY INSPECTION OTMOMENT= k.SfhS""'Xia^ = S)^ U4 FT-LBS RES MOMENT = 0 q, [ik (_^ ^Sl^S®/^ =2>USO FT-LBS NET MOMENT= =M1blM FT-LBS UPLIFT = USE \™ LINE D TRIB AREA, TA= LOAD « THIS LEVEL = <Vy x TA> LOAD, LEVEL = = "?^9tS"LBS »8o«>/ = ^A\0 LBS = S<?AO LBS REDUNDANCY |~1 <& = 1 ^ BY INSPECTION TOTAL LOAD = 13^ o LBS rmsv a rLOAD-)C]0/L;/V = Cyb; = 2-20/CrmaxjA^; = ADJUSTED LOAD = SHEAR WALL LENGTH, L = S — = x - = I'Si^DLBS = /? FT v= CTL/L;= = <\\\ PLF USE (j) PER SHEAR WALL SCHEDULE OVERTURNING SHEAR PANEL LENGTH = & FT, n OK B^Y INSPECTION OT MOMENT = RES MOMENTA &A\r\( 7.1^) 41 to f lo/2.) V l^( V2.3J g /-a. = fiS^M FT-LSS NET MOMENT=__ »7^Z>eFT-LS5 UPLIFT = = ^^,J5B LBS USE LOVELACE ENGINEERING Structural Engineering Services STRUCTURAL CALCULATIONS DATE FEBUARY 21.2003 PROJECT OWNER DESIGNER KIKO RESIDENCE 2649 OCEAN STREET CARLSBAD, CA FRED KIKO 3561 DONNA DRIVE CARLSBAD. CA 92009 WOLF DESIGN & BUILD 1459 LIETA STREET SAN DIEGO, CA 92110 JOB J03043 NOTE THESE CALCULATIONS ARE INVALID UNLESS BLARING A WET STAMP & SIGNATURE 6496WeirhersPI-u-e Suite 200 San Die»o, Cioinn www lovelaceeng com phone 85.SSH59III fix 85S S3^ 19S9 JOB -^050' LOVELACE ENGINEERING, INC Structural Engineering Services 6496 Weathers Place • Suite 200 San Diego California 92121 Phone (858) 535 9111 Fax (858) 535 1989 SHEET NO .OF ~7 CALCULATED BY_ CHECKED BY SCALE M.DATE DATE GOVERN ING CODE CONCRETE MASONRY MORTAR GROUT REINFORCING STEEL STRUCTURAL STEEL NELDING. SAWN LUMBER. GLULAMS SOIL UBC F'c = 2500 psf, NO SPECIAL INSPECTION REQ'D CU N O ; ASTM C30, F'm= 1500 psf, NO SPECIAL INSPECTION REQ'D CU N O ; ASTM C210, F'c=l800 psf, TYPE S ASTM C416, F'c = 2000 psf ASTM A615, Fy= 40ksf FOR *3 AND SMALLER ASTM A615, Fy= <&0ksf FOR *4 AND LARGER CU N O ; ASTM A3fc,Fy= Sfeksf ("STRUCTURAL SHAPES 4 PLATES; ASTM A500, GRADE B, Fy= 46ksi rSTRUCTURAL TUBING; ASTM A5>3, GRADE B, Fy= 3E>ksf ("STRUCTURAL PIPE; E10 SERlES-TYP, E90 SERIES FOR A6I5 GRADE 60 REINFORCING BARS SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECT DOUGLAS FIR LARCH ALLOWABLE UNIT STRESSES AS PER UBC, CHAPTER 23 DOUGLAS FIR OR DOUGLAS FIR/HEM 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-VS FOR CANTILEVER CONDITION ALLOWABLE BEARING PRESSURE = Qooo ACTIVE SOIL PRESSURE = "S9> pcf ACTIVE SOIL PRESSURECRESTRAINED; = sg> per PASSIVE SOIL PRESSURE = S.O& per SOIL DENSITY =_liS_pcf COEFFICIENT OF FRICTION = O 4 D EXISTING NATURAL SOIL PER UBC TABLE 18-1-A SOILS REPORT BY PROJECT NUMBER DATED SOIL CLASSIFICATION fr»£OTE£rilA 1 <LAL Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Date 302PM 20 FEE 03 rRev 510300 User KW 0601024 VerS I 3 22 Jun 1999 Win32 (c) I98399ENERCALC Cantilevered Retaining Wall Design Description SEAWALL [Criteria Dot To } Soil Data Footing Strengths & Dimensions Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = m l >», V 1 0 00 ft A"ow So1' Bearing = 4Equivalent Fluid Pressure Method J ° " Heel Active Pressure 0 °° 1 Toe Active Pressure = 0 00 in Passive Pressure = 1 1 5 00 pcf Water he'9ht over neel FootmallSoil Friction = Wind on Stem = j Design Summary 0 0 psf Soil height to ignore for passive pressure = ^^•••HTotal Bearing Load = 8 1 36 Ibs resultant ecc = Soil Pressure @ Toe = 1291 in 3 808 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4 250 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = Sliding = 4 763 psf 0 psf 0 0 psi OK 16 7 psi OK 1075 psi 1 84 OK 1 59 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 1 00% Passive Force = less 1 00% Friction Force = Added Force Req d = for 1 5 1 Stability 3 040 0 Ibs - 1 837 5 Ibs - 3 254 2 Ibs 0 0 Ibs OK 00 Ibs OK Stem Construction Design height Wall Material Above Ht Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Bar Develop ABOVE Ht Bar Lap/Hook BELOW Ht Wall Weight Rebar Depth d fm Fs Solid Grouting 2500 380 380 3000 00 0400 psf fc = 4000 psi Fy = 60 000 psi Mm As % = 0 001 8 Toe Width = 1 50 ft Heel Width = 3 50 Total Footing Width = 5TJCT Footing Thickness = 36 00 in Key Width = 1200m nn Key Depth = 600m Key Distance from Toe = 400ft Cover @ Top = 3 00 in @ Btm = 3 00 in ~~ |p Top Stem ft = = _ _ = _ lhs = _ psi = psi = m = m = = m = psi = DSI = stem UK 000 Concrete 1500 # 5 1200 Edge 0596 32300 107667 180776 204 1075 1850 600 1813 1319 Footing Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe Heel 4763 4732 709 4023 000 10752 None Speed None Speed None Spec d Opsf 0 ft-# 8 986 ft-# 8 986 ft-# 16 70 psi 107 52 psi Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick Masonry Block Type =Concrete Data fc Fy Medium Weight psi = 4 000 0 psi = 60 000 0 Other Acceptable Sizes fit Spacing* Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key Not req d Mu < S * Fr Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 FaxJ858^535-1989 f Rev" SI0300I Ussr KW060I024 Vcr 5 I 3 22 ]un I999 Win32(c) 1983V9ENERCALC Title Dsgnr Description Scope Job# ^,03043 Date 3 02PM 20 FEB 03 3/1 Cantilevered Retaining Wall Design Page 2 s \daca\enercalc\enercalc\03\|03043 ecw Calcu Description SEAWALL Summary ofOverturning & Resisting Forces & Moments OVERTURNING Force Distance em Ibs ft leel Active Pressure oe Active Pressure 3 21 1 0 171 0 433 1 00 Moment ft-# 139143 -171 0 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 2 567 5 Sloped Soil Over Heel 388 100266 Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismtcLoad Total = 3 040 0 O T M = 13 743 3 Resisting/Overturning Ratio = 184 Vertical Loads used for Soil Pressure = 8 135 6 Ibs Vertical component of active pressure used for soil pressure Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weight _ Key Weight _ Vert Component _ Total = 000 213 50070 2 50 5 625 0 4 50 337 5 500 __ 43344 81356 Ibs Rlvl= 25 330 4 23563 22500 750 8669 Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 ____ " Title Dsgnr Description Scope Date Job# J 428PM 12FEB03 M/-7 I iev 5I0300 Ustr KW060I024 Ver 5 I 3 22 ]un I999 Win32 (c) 1 983 99ENERCALC Cantilevered Retaining Wall Design Page 1 s \daca\enercalc\enerc.ilc\OJ\i03043 ecwCalcu Description 9 5' RET | Criteria | Retained Height = 9 50 ft Wall height above soil = 0 50 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 0 00 in Soil Density = 12000pcf Wind on Stem = 0 0 psf Axial Load Applied to Stem ji M..--:---J...J, K-H 1-, K~.if.,l. _,,.„!. »c~^,.r.r}i.fff.fMtf. rfr,..,tl Design Summary || Total Bearing Load = 3 794 Ibs resultant ecc = 1 2 98 in Soil Pressure @ Toe = 1 783 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 946 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 165psi OK Footing Shear @ Heel = 0 0 psi OK Allowable = 85 0 psi Vail Stability Ratios Overturning = 1 64 OK Sliding = 1 58 OK lidmg Calcs (Vertical Component Used) Lateral Sliding Force = 2 256 3 Ibs less 1 00% Passive Force = - 2 1 09 4 Ibs less 100% Friction Force = - 1 517 5 Ibs Added Force Req d = 00 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results | Toe Heel ractored Pressure = 1 946 0 psf vlu Upward = 1 1 724 0 ft-# */lu Design = 8 879 0 ft-# \ctuaM-WayShear = 1647 0 00 psi \How1-WayShear = 8500 0 00 psi foe Reinforcing = None Spec d Heel Reinforcing = None Spec d <ey Reinforcing = None Spec d Soil Data | Allow Soil Bearing = 2 000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 Toe Active Pressure = 38 0 Passive Pressure = 300 0 Water height over heel = 0 0 ft FootinglJSoil Friction = 0 400 Soil height to ignore for passive pressure = 0 00 in Axial Dead Load = 500 0 Ibs Axial Live Load ~ 00 Ibs j Stem Construction 1 T°P stem Footing Strengths & Dimensions | fc = 2500 psi Fy = 60 000 psi Mm As% = 00018 Toe Width = 4 00 ft Heel Width = 1 00 Total Footing Width = 5150" Footing Thickness = 1800m Key Width = 1200m Key Depth = 27 00 in Key Distance from Toe = 0 00 ft Cover @ Top = 3 00 in @ Btm = 3 00 in Axial Load Eccentricity = 0 0 in 2nd 3rd KiSS&sHi«^S^Ss2Bssa!z!i2^ Stem OK Stem OK Stem OK Design height ft = 4 67 2 00 0 00 Wall Material Above Ht = Masonry Masonry Masonry Thickness = 800 1200 1200 RebarSize = #5 #6 #6 Rebar Spacing = 1600 800 800 Rebar Placed at = Edge Edge Edge fb/FB + fa/Fa = 0745 0799 0785 Total Force @ Section Ibs = 443 2 1 068 8 1 714 8 Moment Actual ft-#= 7136 26719 54300 Moment Allowable ft-# = 10580 36599 73198 Shear Actual psi= 79 115 184 Shear Allowable psi= 194 194 387 Bar Develop ABOVE Ht m= 3000 3600 3600 Bar Lap/Hook BELOW Ht in= 3000 3600 600 Wall Weight psf= 780 1240 1240 Rebar Depth d in= 525 900 900 f m psi = 1 500 Fs psi = 24 000 Solid Grouting = Yes Special Inspection = No Modular Ratio n = 25 78 Short Term Factor = 1 000 Equiv Solid Thick ln= 760 Masonry Block Type = Medium Weight 1 500 1 500 24 000 24 000 Yes Yes No Yes 25 78 25 78 1 000 1 000 1 1 62 1 1 62 fc psi = Fy psi = Other Acceptable Sizes K Spacing* Toe #4@ 7 75 in #5@ 1 2 00 in #6@ 1 7 00 in #7 @ 23 00 in #8@ 30 50 in #9@ 38 Heel Not req d Mu < S * Fr Key #4@ 1 2 50 in #5@ 1 9 25 in #6@ 27 Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Rev 510300 " User KW0601024 Ver S I 3 22Jun 1999 Win32 (c) I98399ENERCALC Title Dsgnr Description Scope Date Job# J 03 428PM 12FEB03 S/l Cantilevered Retaining Wall Design Page 2 s \daia\enerc3lc\enercalc\03\|03045 ecw Calcu I Description 9 5' RET &Resi^inqForces &Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad OVERTURNING Force Distance Ibs ft 22990 428 367 050 Moment. ft-# 84297 -21 4 Total = 22563 OTM = 84083 Resisting/Overturning Ratio = 164 Vertical Loads used for Soil Pressure = 3 793 8 Ibs Vertical component of active pressure used for soil pressure Force Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert Component RESISTINGDistance ft 500 5000 9948 1932 1 1250 3375 6433 Moment ft-# Total =37938 450 443 483 250 050 500 Ibs RM = 22500 44074 9338 28125 1687 32163 137887 Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope < Rev SI 0300 i Ustr KW 060 1024 Ver 5 I 3 22 ]un 1999 Win32 j (c) I98399ENERCALC Cantilevered Retaining Wall Date Job# o 446PM 12FEB03 Description 6 5' RET '-I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Footing Strengths & Dimensions 650ft 050ft 000 1 000 in 12000pcf 00 psf Axial Load Applied to Stem &ifftfiff4fi3tt!&terzff*<&)m#ia Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = Sliding = Sliding Calcs (Vertical Component Used) 1 977 psf 17 psf 11 7 psi OK 0 0 psi OK 85 0 psi 1 74 1 67 OK OK Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req d = for 1 5 1 Stability 1 173 3 Ibs 1 066 7 Ibs 967 0 Ibs 0 0 Ibs OK 0 0 Ibs OK Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 -Way Shear Allow 1 Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe I 977 0 02957 II 72 8500 None Spec d None Speed None Speed Allow Soil Bearing = 2 000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 Toe Active Pressure = 38 0 Passive Pressure = 300 0 Water height over heel = 0 0 ft Footmg||Soil Friction = 0 400 Soil height to ignore for passive pressure = 0 00 in Axial Dead Load = 700 0 Ibs Axial Live Load = 0 0 Ibs 2417 Ibs 573 in 1 644 psf OK 14 psf OK 2 000 psf f c = 2 500 psi Fy = Mm As % = Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3 00 in Axial Load Eccentricity 60 000 psi 00018 1200m 1400m 1 92ft @ Btm = 3 00 in 00 in Stem Construction Top Stem 2nd Heel 17 psf Oft-# 0 ft-# Oft-# 0 00 psi 0 00 psi Design height Wall Material Above Ht Thickness Rebar Size Rebar Spacing Rebar Placed at n<aoirin PlataLJCol^M LJaLd fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Bar Develop ABOVE Ht Bar Lap/Hook BELOW Ht Wall Weight Rebar Depth d Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick ft = = = = = = = lbs = ft-# = ft-# = psi = psi = m = m = psf = m = PSI = psi = = = = = in = Stem OK 200 Masonry 800 # 5 1600 Edge 0629 3848 5771 1 0580 69 194 3000 3000 780 525 1,500 24000 Yes No 2578 1 000 760 Stem OK 000 Masonry 800 # 5 800 Edge 0712 8028 1 7393 26345 149 387 3000 600 780 525 1 500 24000 Yes Yes 2578 1 000 760 Masonry Block Type = Medium Weight f c psi = Fy psi = Other Acceptable Sizes ex. Spacmgs Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key Not req d Mu < S * Fr Lovelace, Engineering, Inc 6496 Weathers Place, Ste 200 San Diego, CA 92121 Ph (858)535-9111 Fax (858)535-1989 Title Dsgnr Description Scope Job# Date 446PM 12 FEE 03 Rev 510300 Uitr KW 0601024 Ver 5|c) 198399ENERCALC 3 22 Jun 1999 Win32 Cantilevered Retaining Wall Design Description 6 5' RET I Summaryof Overturning & Resisting[Forces_& Moments Item OVERTURNINGForce Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 1 2160 -428 267 050 32427 -21 4 Total = 11733 OTM = 32213 Resisting/Overturning Ratio = 174 Vertical Loads used for Soil Pressure = 24175 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions _ Footing Weight _ Key Weight Vert Component Total = RESISTING Force Distance Moment Ibs ft ft # 7000 5460 6562 1750 3402 24175 Ibs 292 258 258 1 46 242 292 RM = 1 8083 1 4105 9570 4235 9924 5591 7 LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W Suite 100 San Diego CA 92121 3772 JOB_ SHEET NO OF CALCULATED BY_. CHECKED BY . DATE _ DATE phone 858 535 9111 fax 858 535 1989 6 THK C M U W/ "5 BARS • 16 o c (BOTH MAYS; (SOLID GROUT; 4 DOWELS" 16 OC (EXTEND 24 EA WAY;(TYP; 6 THK SLAB W/ "5 BARS • 12 OC BOTH WAYS (CENTERED IN SLAB; a THK C M U W/ "5 HORIZ BARS • 16 O Cf SOLID C.ROJT; •fcBARS« 16 OC fHOOK 14 MIN ; * BARS* 12 OCEACH WAY fTYp • TOP i em; b THK. CM U W/-5 BARS• ifc o c (BOTH WAYS; (SOLID GROUT) •S BARS « Ifc O C (LAP 30 HIM W/BARS BELOW; B THK CMU W/^HORIZ BARS' 16 OC (SOLID GROUT; OPEN CAVITY WITHIN WALL 12 THK C n U W/ *S HORIZBARS • 16 O C (SOLID GROUT; •fc BARS • 8 O C (EXTEND TO TOP OF 12 CtlU « HOOK 24 MIN INTO BTM OF FTG ; 16 THK C M U W/ "5 HORIZBARS • 16 O C (SOLID GROUT; SPECIAL INSPECTION REQP 4x MEMBERS FOR SHORINGBY OTHERS fc 2> MIN FTG WIDTH WIDE FLANGES FORSHORING BY OTHERS RETAINING WALL DETAIL 12/22/28B6 12 03 8585351989 LOVELACE ENGINEERING PAGE 01/01 LOVELACE ENGINEERING Structural Engineering Services December 22, 2006 Re Kiko Residence 2649 Ocean Stieet Carlsbad. CA Dear Building Inspector On December 21,2006.1, as the engineer of lecord, went on a brief site walk at the above referenced proiect I specifically examined the second level and upper level shearwalls and shear trans for I noticed that the following items needed to be addressed Once these items are provided, the shearwalls and shear transfer appear to be per plan based on my limited time at the project 2nd floor framing (sheet S4) Line 1 - Strap across the steel column at the sill plate with an ST6224 Lme 2 - Add HTT16 holdown with retrofit 5/8'1 diameter threaded rod embedded I0!' minimum with Simpson's 'SET' epoxy (special inspection required) (in garage near line A) Lme 3 - Strap across the steel column at the sill plate with an ST6224 - Add 4x blocking (2 bays mm) and CS16 strap at top and bottom of window (m garage near line A) similar to detail 8/S11 - Strap across notch for plumbing in top plates with ST6224 Line D - Install 4x blocking under shearwall Line G - Extend shcarwall to steel column and attach to the column with a continuous 2x per sketch below - Install holdown strap on other side ot shearwall per plan - Install the blocking and strapping at the top of the wall pei plan Roof framing (sheet S5) Lme 3 - Strap across notch for plumbing m top plates with ST6224 Line D - Install holdown straps on shearwall per plan J me E - Install holdown straps on shcarwall per plan If you have any questions concerning this matter, please don't hesitate U> contact me Respectfully submitted, LOVELACE ENGINEERING, INC. phone 8585359lll fax 858535 1989 - web wwwlovelateengcom Mike Israel Structural Design Engineer 5930 Corner-tone Court W Suite 100 San Diego. CA 92(71-377? 04/10/2003 08 13 PAX 8585491604 GEOTECHNICAL EXP Geotechnical Exploration, Inc. SOIL A FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY • • 7420 Trade St San Diego, Ca 92121 • Phone (858) 549-7222 • Fax (858) 549-1604 • E-mail geotech§ixpres com Date: Job No. No. of pages (including this transmittal cover sheet) To: Fax No. From: Subject: Message: '«• NOTt: The information contained In tho facsimto massage may be confidential pwprietaiy and/or legally privileged information Mended only far the u» of the individual or enflty named above. If me reader of thfe message is not ttio intended recipient, you are hereby notified that any copying. cRsseminatton or distribution of confidential, proprietary or privieged Infcxmcmon is stn^Hty prohibited, tf you rxxve received ttws commurncotlon in error, please immediately notify the sender by telephone and we vwi arrange for the return of the tacdmie. Thank you. 04/10/2003 08 13 FAX 8585491604 GEOTECHNICAL EXP 12)02 GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 09 April 2003 Mr and Mrs Frederick Kiko Job No. O2-82O1 3561 Donna Drive Carlsbad, CA 92008 Subject Grading. Shoring and Foundation Plan Review Proposed Kiko Residence 2649 Ocean Street Carlsbad, California Dear Mr and Mrs Kiko As requested by Mr Wolfram Kalber, with Wolf Design Build, and as required in the Carlsbad Plan Correction List 03-517, dated March 5, 2003, by Mr Ray Fuller of Esgil Corporation, we have reviewed the pertinent parts of a set of project plans that include the temporary shoring, grading, and foundation plans for the subject residential site The two sheets of shoring plans have been prepared by Flores Lund Consultants and are dated March 14, 2003. The 11 sheets of foundation plans have been prepared by Lovelace Engineering, and are dated March 21, 2003 The three sheets of site and seawall structural plans were also prepared by Lovelace Engineering, and are dated February 19, 2003 The three sheets of grading plans have been prepared by Tait Engineering and are dated March 24, 2003 The pertinent plans have been reviewed from a geotechnical engineering viewpoint to verify their adequate compliance with our recommendations presented in the "Report of Preliminary Geotechnical Investigation, Proposed Kiko Residence, 2649 Ocean Street, Carlsbad, California", dated June 5, 2002, GEI Job No. 02-8201. In addition, herein we address Item Nos 7 and 9 of the Plan Check Ust Carlsbad 03- 517, dated March 5, 2003, by Mr Ray Fuller of Esgil Corporation 7420 TRADE STREET • SAN DIEGO CA 92121 • (858) 549-7222 • FAX (858) 549-1604 • E MAIL geotechWxpces com 04/10/2003 08 13 FAX 8585491604 GEOTECHNICAL EXP ®03 I •» • Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 2 Comment bv ESQI! Corporation. Item No 7 "The plans are noting shoring by others. Shoring must be in conjunction with this permit Permit cannot be issued until shoring details and design approved. If a part of this permits then need to provide this and have soils report address piles/cladding and special inspection noted placement of shoring/piles " GEI Response: We have reviewed the shoring plans and they appear to be In general conformance with the intent of our recommendations A minor adjustment (5 inches) needs to be made to the elevation of the foundation bottom in the basement area, as shown in the shoring plans, since the foundation will be below the 5-mch proposed slab In addition, the contractor building the planter retaining walls will need to properly plan the construction of the planter walls, since shonng members will be incorporated into the cast m-place retaining wall Regarding the inspection (observation) of the temporary shoring piles being part of the geotechnical engineer scope of work, this depends on City requirements. Some County of San Diego cities do not require that the temporary shoring piles be inspected by the geotechnical engineer of record If the City of Carlsbad requires it or if the owner of the property requests it, then our firm can provide pile-drilling observations for the temporary shoring Comment _by Esgil Corporation. Item No. 9 "Provide a letter from the soils engineer confirming that the foundation plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report)" GEI Response: Herein, the undersigned confirms that we have reviewed the pertinent portions of the foundation plans, grading plans, and shoring plans and we have found them to be in general compliance with the intent of our recommendations 04/10/2003 08 13 FAX 8585491604 GEOTECHNICAL EXP 12)04 Proposed Kiko Residence Carlsbad, California Job No 02-8201 Page 3 We have communicated with the project designer that all retaining wall areas in contact with soil need to be provided with waterproofing to protect the finish of the exterior face of the retaining wall, and that retaining walls should be properly drained with a back dram and subdram Also, boxed planters should be provided, if not already, with subdrams to dispose of any water that may collect at the bottom of the planter boxes Furthermore, if the property owner desires a higher degree of protection against the risk of soil moisture intrusion, a waterproof membrane (we recommend Paraseal) may be placed at the bottom of the slab in lieu of typical plastic moisture barrier between 2 inches of sand. LIMITATIONS The findings and opinions presented herein have been made in accordance with current generally accepted principles and practice m the field of geotechnical engineering within the County of San Diego No warranty, either expressed or implied, is made If you have any questions regarding this letter, please contact our office Reference to our Job No. O2-8201 will help expedite a response to your inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime A Cerros, P E R C E 34422/G E 2007 Senior Geotechnical Engineer JAC/pj cc Mr Wolfram Kalber I I I 1 1 1 1 REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Kiko Residence 2649 Ocean Street Carlsbad, California 3OB NO 02-8201 05 June 2002 W3p%§*±// \//\C^ •~^^&^r*me?.--" CSecifechnical Explorafion, GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 31 July 2002 Frederick and Jessica Kiko Job No 02-8201 3561 Donna Drive Carlsbad, CA 92008 Subject Bluff Edge Determination Proposed Kiko Residence 2649 Ocean Street Carlsbad, California Dear Mr and Mrs Kiko In accordance with your request, we are hereby submitting this letter as clarification of our position regarding determination of the coastal bluff edge at the subject site As previously mentioned in our geotechnical investigation report, we excavated five test pits and three borings to help locate the existing coastal terrace bluff edge As indicated on the geologic cross-section A-A', we determined that the bluff edge is located along contour elevation 18 feet above mean sea level (MSL) This point on the site is where the marine terrace deposits slope steeply down to the west and come in contact with the relatively flat surface of beach sand deposits The bluff face is currently covered with iceplant, so it is not visible As indicated during our meeting with the City of Carlsbad, our bluff edge evaluation utilized information included in the "Coastal Bluffs and Beaches Guidelines," dated February 1, 1996 According to the referenced report, " the bluff edge means the upper termination of a bluff face where the down gradient of the top of the bluff increases more or 7420 TRADE STREET • SAN DIEGO CA 92121 • (858)549-7222 • FAX (858)549-1604 • E-MAIL geotech@ixpres com Kiko Property Job No 02-8201 Carlsbad, California Page 2 less continuously, until it reaches the general gradient of the bluff face The bluff edge is the upper termination of a bluff face When the top edge of the bluff is rounded away from the bluff face, the edge shall be defined as the point at the top of bluff nearest the bluff face beyond which the downward gradient of the land surface increases more or less continuously until it reaches the general gradient of the bluff face " This statement refers to the portion along the top of bluff that is actually rolling over to meet the bluff face On the Kiko property, this point is at the 18 feet elevation contour As such, it is our opinion that the mapped bluff edge is correct and should be adhered to in determining the construction setbacks for this project This opportunity to be of service is sincerely appreciated Should you have any questions regarding this matter, please feel free to contact our office Reference to our Job No. 02-8201 will help to expedite a response to your inquiries Respectfully submitted, GEOTECHNICAL EXPLORATION, INC *~^/ Jay K'Vfeiser, Senior Project Geologist CestfeD ReeHT President CEG 999cexP 3-31-033/RG 3391 JKH/LDR/pj REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Kiko Residence 2649 Ocean Street Carlsbad, California JOB NO. 02-8201 05 June 2002 Prepared for Frederick and Jessica Kiko GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 05 June 2002 Frederick and Jessica Kiko Job No. 02-8201 3561 Donna Drive Carlsbad, CA 92008 Subject Report of Preliminary Geotechnical Investigation Proposed Kiko Residence 2649 Ocean Street Carlsbad, California Dear Mr and Mrs Kiko In accordance with your request and per our proposal dated January 23, 2002, Geotechnical Exploration, Inc. has performed an investigation of the soil and geologic conditions at the subject site The field work was performed on April 5, 2002 In addition, we previously issued a document titled, "Interim Report of Site Conditions, 2649 Ocean Street, Carlsbad, California,"dated April 17, 2002 Based on a review of site plans prepared by WOLF Design*Build, it is our understanding that the site is being developed to receive a single-family residence with a 3-car attached garage, swimming pool, and associated improvements The residential structure is to be a maximum of two stones in height, with a mezzanine and below-grade basement area The structure will be constructed of standard- type building materials utilizing slab-on-grade, with conventional continuous foundations and retaining wall foundation systems Our investigation revealed that the site is underlain by medium dense to dense terrace and formational materials overlain by approximately V/2 to 4 Viz feet of loose to medium dense fill soil In order to reduce the effects of potential settlement, we recommend that the upper 2 to 5 feet of surficial soils be removed and recompacted to provide a more uniform, firm soil base for the proposed structure and improvements It is our understanding that the proposed construction of the two basement levels will result in the removal of all of the existing loose surface soils In the seawall location, dense formational material was encountered at a relatively shallow depth 7420 TRADE STREET • SAN DIEGO CA 92121 • (858)549-7222 • FAX (858)549-1604 • E-MAIL geotech@ixpres com In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed development This opportunity to be of service is sincerely appreciated Should you have any questions concerning the following report, please do not hesitate to contact us Reference to our Job No. 02-8201 will expedite a response to your inquiries Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. , P E ( R C E 34422/G E 2007 Senior Geotechnical Engineer JKH/JAC/LDR/pj D Reed, President CEG 999cexP 3-31-031/RG 3391 I I TABLE OF CONTENTS |l PAGE .• I SCOPE OF WORK 1 II SITE DESCRIPTION 2 11 III FIELD INVESTIGATION 3 I • IV LABORATORY TESTS 4 V GENERAL GEOLOGIC DESCRIPTION 6 [I VI SITE-SPECIFIC GEOLOGIC DESCRIPTION 7 | • VII GEOLOGIC HAZARDS 10 VIII EARTHQUAKE RISK EVALUATION 15 I II II II II IX CONCLUSIONS AND RECOMMENDATIONS 17 X GRADING NOTES 33 XI LIMITATIONS 34 FIGURES la Vicinity Map Ib Site Plan and Geologic Map Ic Cross Section A-A' Ila-f Exploratory Boring and Handpit Logs III Laboratory Test Results IV Foundation Requirements Near Slopes V Retaining Wall Waterproofing and Drainage Schematic APPENDICES A Unified Soil Classification System B EQ Fault Tables and EQ Search Tables C Modified Mercalli Index D General Earthwork Specifications REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Kiko Residence 2649 Ocean Street Carlsbad, California JOB NO. 02-8201 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project (for Vicinity Map, see Figure No la) I. SCOPE OF WORK It is our understanding, based on communications with Mr Wolfram Kalber, and a review of conceptual site plans provided by Wolf Design*Build, that the site is intended for the construction of a two-story, single-family residence (including an attached 3-car garage, a lower-level basement area, a new seawall, a swimming pool, and associated improvements (for Site Plan, see Figure No Ib) It is our understanding that the site will be graded to create a level building pad Construction of the basement levels will result in installation of permanent shoring and the removal of the loose surficial soils The residence will utilize standard slab- on-grade foundations and retaining walls With the above in mind, the scope of work is briefly outlined as follows 1 Identify and classify the surface and subsurface soils in the area of the proposed structures conformance with the Unified Soil Classification System (refer to Figure No II and Appendix A) 2 Review the site geology and make note of any faults or significant geologic features which may affect the development of the site (refer to Appendix B) Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 2 3 Evaluate the condition of the existing fill soils, terrace deposits and formational material 4 Recommend site preparation procedures 5 Recommend an allowable bearing pressure for the existing dense native soils and any recompacted fill soils 6 Evaluate the settlement potential of the existing bearing soils under the proposed structural loads 7 Provide preliminary foundation design information, including active and passive earth pressures to be utilized in design of any foundation structures and retaining walls II. SITE DESCRIPTION The property is known as Assessor's Parcel No 203-140-09 and 10, Lots 13 and 14 of Block A, according to Map No 1221, in the City of Carlsbad, County of San Diego, State of California The site, consisting of approximately 7,000 square feet, is located at 2649 Ocean Street, in the north Carlsbad beach area, in the City of Carlsbad, California The property is bordered on the north and south by developed residential properties, on the east by Ocean Street, and on the west by the Pacific Ocean I I I I I Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 3 A two-story residential structure with a partial basement currently exists on the site Presently, vegetation on the site consists primarily of mature trees, decorative shrubbery and iceplant The property slopes gently to moderately down to the west from Ocean Street Approximate elevations across the site range from a high of 40 feet above mean sea level (MSL) near the street, to approximately 11 feet MSL in the western portion of the site Survey information concerning actual elevations across the site was obtained from a "topographical survey" map by San Diego Land Surveying and Engineers, Inc , dated February 14, 2002 III FIELD INVESTIGATION Three auger borings and five exploratory handpit excavations were placed on the site in areas where the structure, a new seawall, a swimming pool, and improvements are to be located and where representative soil conditions were expected (see Figure No Ib) The soils encountered in the exploratory borings and handpits were observed and logged by our field representative, and samples were taken of the predominant soils throughout the field operation Exploratory boring and handpit logs have been prepared on the basis of our observations and the results have been summarized on Figure No II The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A) In-place samples were obtained by driving a 3-inch outside-diameter (O D ) by 2- 3/8-mch inside-diameter (I D ) split-tube sampler a distance of 12 inches Also, the Standard Penetration Test was performed by using a 140-pound weight falling 30 Proposed Kiko Residence Carlsbad, California Job No 02-8201 Page 4 inches to drive a 2-mch O D by 1-3/8-inch I D sampler tube a distance of 12 inches The number of blows required to drive the sampler the given distance was recorded for use in density determination The following chart provides an in-house correlation between the number of blows and the relative density of the soil for the Standard Penetration Test and the 3-mch sampler Soil Sand and Silt Clay Density Designation Very loose Loose Medium Dense Very Dense Very Soft Soft Firm Stiff Very Stiff Hard Very Hard 2-inch O.D. Sampler Blows/Foot 0-4 5-10 11-30 31-50 Over 50 0-2 3-4 5-8 9-15 16-30 31-60 Over 60 3-mch O.D. Sampler Blows/Foot 0-7 8-20 21-53 54-98 Over 98 0-2 3-4 5-9 10-18 19-45 46-90 Over 90 IV LABORATORY TESTS Field and laboratory tests were performed on the disturbed and relatively undisturbed soil samples in order to evaluate their physical and mechanical properties and their ability to support the proposed structure and improvements The following tests were conducted on the sampled soils Proposed Kiko Residence Carlsbad, California Job No 02-8201 Page 5 1 Moisture/Density Relations (ASTM D1557-98, Method A) 2 Moisture Content (ASTM D2216-92) 3 Standard Penetration Test and Split-Barrel Sampling (ASTM Dl586-99 and Dl587-94) 4 Mechanical Analysis (ASTM D422-98) 5 Direct Shear Test (ASTM D3080-90) The moisture content of a soil sample is a measure of the weight of water, expressed as a percentage of the dry weight of the sample The relationship between the moisture and density of the soil gives qualitative information regarding the soil strength characteristics and soil conditions to be anticipated during any future grading operation The mechanical analysis was used to aid in the classification of the soils according to the Unified Soil Classification System The expansion potential of soils is determined utilizing the Uniform Building Code Test Method for Expansive Soils (UBC Standard No 29-2) In accordance with the UBC (Table 18-1-B), expansive soils are classified as follows Oto20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 6 Based on our experience with similar soils and our visual classification, it is our opinion that the on-site soils have a very low expansion potential, with an expansion index of less than 20 A direct shear test was performed on relatively undisturbed sample in order to evaluate the soil strength and support capacity of the existing dense natural soils The shear test was performed with a constant strain rate direct shear machine The test specimen was saturated and then sheared under various normal loads at a slow rate to allow for drainage of the sample Based on laboratory test data, our observations of the primary soil types on the project, and our previous experience with laboratory testing of similar soils in this area of the County of San Diego, our Geotechnical Engineer has assigned conservative values for friction angle, coefficient of friction, and cohesion to those soils that will have significant lateral support or bearing functions on the project The assigned values are presented in Figure No III and have been utilized in determining the recommended soil bearing capacity, as well as active and passive earth pressure design criteria for retaining wall and foundation design V. GENERAL GEOLOGIC DESCRIPTION The San Diego County area is part of a seismically active region of California It is on the eastern boundary of the Southern California Continental Borderland, part of the Peninsular Ranges Geomorphic Province This region is part of a broad tectonic boundary between the North American and Pacific Plates The actual plate boundary is characterized by a complex system of active, major, right-lateral strike- slip faults, trending northwest/southeast This fault system extends eastward to the San Andreas Fault (approximately 70 miles from Oceanside) and westward to Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 7 the San Clemente Fault (approximately 50 miles off-shore from Oceanside) (Berger and Schug, 1991) During recent history, the San Diego County area has been relatively quiet seismically No fault ruptures or major earthquakes have been experienced in historic time within the San Diego area Since earthquakes have been recorded by instruments (since the 1930s), the San Diego County area has experienced scattered seismic events with Richter magnitudes generally less than 4 0 During June 1985, a series of small earthquakes occurred beneath San Diego Bay, three of these earthquakes had recorded magnitudes of 4 0 to 4 2 In addition, the Oceanside earthquake of July 13, 1986, located approximately 26 miles offshore of the City of Oceanside, resulted in a magnitude of 5 3 (Hauksson, 1988) In California, major earthquakes can generally be correlated with movement on active faults As defined by the California Division of Mines and Geology (Hart, E W , 1980), an "active" fault is one that has had ground surface displacement within Holocene time (about the last 11,000 years) Additionally, faults along which major historical earthquakes have occurred (about the last 210 years in California) are also considered to be active (Association of Engineering Geologist, 1973) The California Division of Mines and Geology defines a "potentially active" fault as one that has had ground surface displacement during Quaternary time, that is, during the past 11,000 to 1 6 million years (Hart, E W , 1980) VI. SITE-SPECIFIC GEOLOGIC DESCRIPTION A geologic investigation of the site was conducted to evaluate the on-site geology and potential of geologic hazards that might affect the site Our investigation drew Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 8 upon information gathered from published and unpublished geologic maps and reports, as well as the results of our recent exploratory excavations The subject site is located within a residential area along the west side of Ocean Street, along the edge of the coastal bluff in the City of Carlsbad The subject site is located in an area with moderate to high geologic risk (as identified by Map 12b of the "Shoreline Erosion Assessment and Atlas of the San Diego Region -- Volume II" [California Department of Boating and Waterways and San Diego Association of Governments]) due to conditions identified as "unprotected, unfavorable geology, inadequate setback and inadequate design " No faults were shown to cross the site The Rose Canyon Fault is located approximately 5 miles west of the subject site Our field investigation and review of pertinent geologic maps and reports indicate that the site is underlain by a limited amount of artificial fill soils, marine terrace deposits and the Santiago Formation Artificial Fill (Oaf) A limited amount of fill (approximately !1/2 to 4 feet) was encountered on the surface mostly in the western portion of the site The fill is loose to medium dense and consists of red-brown to gray-brown, silty, fine to medium sand with roots and sandstone rock fragments The fills are considered to have a very low expansion potential Refer to Figure Nos II and III for details Beach Deposits (Ob) The beach deposits encountered at the site consist of loose to medium dense, dry to damp, light gray, fine to medium sand with lenses of cobble 1 to 6 inches in diameter These materials range from 4 to 41/z feet in thickness and were encountered at the western portion of the site These soils are I I I I III llIIllll llItllllll IIIII p Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 9 considered to have a negligible expansion potential Refer to Figure Nos II and III for details Marine-Terrace Deposits (Qt) The major portion of the site is underlain by Pleistocene-age marine-terrace deposits These materials are medium dense to dense and consist of tan-gray to dark gray and red-brown, fine- to medium-grained and fine- to coarse-grained sand These materials are poorly to moderately well cemented and susceptible to some caving Due to the variable degree of cementation in the terrace materials, any temporary slopes should be cut back to a safe gradient Some of the terrace materials are relatively low density, but have a low consolidation potential The terrace deposits are considered to have a very low expansion potential A review of several geologic maps for this area indicates that the marine-terrace deposits occur as thin, very gently dipping, mantle-like deposits within 2 to 3 miles of the coast One of the older maps (Wilson, 1972) shows these deposits as part of the Lmdavista Formation However, a more recent map (Weber, 1982) includes these deposits as part of the Bay Point Formation Review of the Shoreline Erosion Assessment report also indicates that these deposits are mapped as part of the Bay Point Formation Santiago Formation (Tsb) The site is mapped as being underlain by the Eocene- age Santiago Formation (Weber, 1982) The encountered Santiago Formation consists primarily of dense, well-cemented, tan-gray and green, silty fine sand The Santiago Formation is considered to have low expansion and consolidation potential Refer to Figure Nos II and III for details Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 10 VII GEOLOGIC HAZARDS A Local and Regional Faults It is our opinion that a known "active" fault presents the greatest seismic risk to the subject site during the lifetime of the proposed structures To date, the nearest known "active" faults to the subject site are the northwest-trending Rose Canyon Fault, Coronado Bank Fault and the Elsmore Fault Rose Canvon Fault The Rose Canyon Fault Zone (Mount Soledad and Rose Canyon Faults), located approximately 5 miles west of the subject site, is mapped trending north-south from Oceanside to downtown San Diego, from where it appears to head southward into San Diego Bay, through Coronado and offshore The Rose Canyon Fault Zone is considered to be a complex zone of onshore and offshore, en echelon strike slip, oblique reverse, and oblique normal faults The Rose Canyon Fault is considered to be capable of causing a 7 5-magnitude earthquake and considered microseismically active, although no significant recent earthquake is known to have occurred on the fault Investigative work on faults (believed to be part of the Rose Canyon Fault Zone) at the Police Administration and Technical Center in downtown San Diego and at the SDG&E facility in Rose Canyon, has encountered offsets in Holocene (geologically recent) sediments These findings have been accepted as confirmed Holocene displacement on the Rose Canyon Fault and this previously classified "potentially active" fault has now been upgraded to an "active" fault as of November 1991 (California Division of Mines and Geology — Fault Rupture Hazard Zones in California, 1994) Coronado Bank Fault The Coronado Bank Fault is located approximately 20 miles southwest of the site Evidence for this fault is based upon geophysical data I I I I I II II II II II II II II II II II II II II Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 11 (acoustic profiles) and the general alignment of epicenters of recorded seismic activity (Greene, 1979) An earthquake of 5 3 magnitude, recorded July 13, 1986, is known to have been centered on the fault or within the Coronado Bank Fault Zone Although this fault is considered active, due to the seismicity within the fault zone, it is significantly less active seismically than the Elsmore Fault (Hileman, 1973) It is postulated that the Coronado Bank Fault is capable of generating a 7 0- magnitude earthquake and is of great interest due to its close proximity to the greater San Diego metropolitan area Elsmore Fault The Elsmore Fault is located approximately 24 miles northeast of the site The Elsmore Fault extends approximately 200 km (125 miles) from the Mexican border to the northern end of the Santa Ana Mountains The Elsmore Fault zone is a 1- to 4-mile-wide, northwest-southeast-trending zone of discontinuous and en echelon faults extending through portions of Orange, Riverside, San Diego, and Imperial Counties Individual faults within the Elsmore Fault Zone range from less than 1 mile to 16 miles in length The trend, length and geomorphic expression of the Elsmore Fault Zone identified it as being a part of the highly active San Andreas Fault system Like the other faults in the San Andreas system, the Elsmore Fault is a transverse fault showing predominantly right-lateral movement According to Hart, et al (1979), this movement averages less than 1 centimeter per year Along most of its length, the Elsmore Fault Zone is marked by a bold topographic expression consisting of linearly aligned ridges, swales and hallows Faulted Holocene alluvial deposits (believed to be less than 11,000 years old) found along several segments of the fault zone suggest that at least part of the zone is currently active Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 12 Although the Elsmore Fault Zone belongs to the San Andreas set of active, northwest-trending, right-slip faults in the southern California area (Crowell, 1962), it has not been the site of a major earthquake in historic time, other than a 6 0- magnitude quake near the town of Elsmore in 1910 (Richter, 1958, Toppozada and Parke, 1982) However, based on length and evidence of late-Pleistocene or Holocene displacement, Greensfelder (1974) has estimated that the Elsmore Fault Zone is reasonably capable of generating an earthquake with a magnitude as large as 7 5 Recent study and logging of exposures in trenches in Glen Ivy Marsh across the Glen Ivy North Fault (a strand of the Elsmore Fault Zone between Corona and Lake Elsmore), suggest a maximum earthquake recurrence interval of 300 years, and when combined with previous estimates of the long-term horizontal slip rate of 0 8 to 7 0 mm/year, suggest typical earthquake magnitudes of 6 to 7 (Rockwell, 1985) B. Other Geologic Hazards Ground Rupture Ground rupture is characterized by bedrock slippage along an established fault and may result in displacement of the ground surface For ground rupture to occur along a fault, an earthquake usually exceeds magnitude 50 If a 5 0-magnitude earthquake were to take place on a local fault, an estimated surface- rupture length 1 mile long could be expected (Greensfelder, 1974) Our investigation indicates that the subject site is not directly on a known fault zone, and, therefore, the risk of ground rupture at the site is considered remote Ground Shaking Structural damage caused by seismically induced ground shaking is a detrimental effect directly related to faulting and earthquake activity Ground shaking is considered to be the greatest seismic hazard in San Diego County The intensity of ground shaking is dependent on the magnitude of the earthquake, the Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 13 distance from the earthquake, and local seismic condition Earthquakes of magnitude 5 0 Richter scale or greater are generally associated with significant damage It is our opinion that the most serious damage to the site would be caused by a large earthquake originating on the nearby Rose Canyon Fault Zone Although the chance of such an event is low, it could occur within the useful life of the structures The anticipated ground accelerations at the site from earthquakes on faults within 100 miles of the site are provided in Tables 1 and 2, Appendix B Liquefaction The liquefaction of saturated sands during earthquakes can result in major damage to buildings Liquefaction is the process in which soils are transformed into a dense fluid that will flow as a liquid when unconfined It occurs principally in loose, saturated sands and silts when they are shaken by an earthquake of sufficient magnitude On this site, the risk of liquefaction of foundation material due to seismic shaking is considered to be remote due to the density of the natural-ground material No loss of soil strength is anticipated to occur at the site due to the design seismic event Landslides According to our geologic reconnaissance and a review of the geologic map (Santa Ana Sheet - 1965) and aerial photographs (4-11-53, AXN-8M-99 and 100), there are no known or suspected ancient landslides located on the site Tsunami The site is located at an elevation between 11 feet above mean sea level (MSL) and 40 feet MSL immediately east of the active beach Based upon historical information on tsunami activity in Southern California, it is our opinion that the risk to the site from a tsunami is minimal In addition, since a vertical concrete seawall is proposed, adequate protection should be provided Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 14 Groundwater No groundwater problems were encountered during the course of our field investigation and we do not expect significant problems to develop in the future -- if the property is developed as planned and proper drainage is provided It should be kept in mind, however, that the proposed grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils 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 Positive drainage measures should be constructed to intercept and divert all surface runoff waters away from the structure and improvements planned for the site The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is implemented and maintained at the completion of construction Corrective action should be taken on a site-specific basis, if and when it becomes necessary C Bluff Edge Evaluation As part of our geotechnical investigation, we excavated five test pits to help locate the existing coastal terrace bluff edge As indicated on the geologic cross-section A-A', we determined that the bluff edge is located along contour elevation 18 feet above mean sea level (MSL) This point on the site is where the marine terrace deposits slope steeply down to the west and come in contact with the relatively flat surface of beach sand deposits The bluff face is currently covered with iceplant, so it is not visible We understand that the City of Carlsbad's preliminary assessment determined the bluff edge to be at approximately elevation contour 30 feet above MSL along the west side of the existing wood deck However, our test pit at the 30- Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 15 foot MSL slope top encountered approximately 4 5 feet of artificial fill and topsoil over the terrace deposits D. Summary It is our opinion that a significant geologic hazard does not exist on the site No evidence of faulting or landslide activity was encountered during our investigation of the site The site is situated in a developed neighborhood of Carlsbad and in the event that severe earth shaking does occur from major faulting within the area, compliance with Uniform Building Code requirements for construction should help reduce structural damage to a degree considered acceptable by the UBC From a geotechnical standpoint, our investigation indicates that the proposed residence can be constructed at the site provided the recommendations in this report are followed VIII. EARTHQUAKE RISK EVALUATION Evaluation of earthquake risk requires that the effect of faulting on, and the mass stability of, a site be evaluated utilizing the Mi0 seismic design event, i e , an earthquake event on an active fault with less than a 10 percent probability of being exceeded in 50 years Further, sites are classified by UBC 1997 Edition into "soil profile types SA through SF " Soil profile types are defined by their shear velocities where shear velocity is the speed at which shear waves move through the upper 30 meters (approximately 100 feet) of the ground These are Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 16 SA => Greater than 1500 m/s SB => 760 to 1500 m/s Sc => 360 m/s to 760 m/s SD => 180 to 360 m/s SE => Less than 180 m/s SF => Soil requiring specific soil evaluation By utilizing an earthquake magnitude Mi0 for a seismic event on an active fault, knowing the site class and ground type, a prediction of anticipated site ground acceleration, g, from these events can be estimated The subject site has been assigned Classification "Sc " An estimation of the peak ground acceleration and the repeatable high ground acceleration (RHGA) likely to occur at the project site by the known significant local and regional faults within 100 miles of the site is included in Appendix B Also, a listing of the known historic seismic events that have occurred within 100 miles of the site at a magnitude of 5 0 or greater since the year 1800, and the probability of exceeding the experienced ground accelerations in the future based upon the historical record, is provided in Appendix B Both tables generated from computer programs EQ Fault and EQ Search by Thomas F Blake (1989) utilizing a digitized file of late-Quaternary California faults (EQ Fault) and a file listing of recorded earthquakes (EQSearch) Estimations of site intensity are also provided in these listings as Modified Mercalli Index values The Modified Mercalli Intensity Index follows the EQ Fault and EQ Search tables of Appendix B For earthquake resistant design, the Uniform Building Code requires that the design earthquake acceleration correspond to the one produced by an event with a 10 percent probability of exceedance in 50 years, and that is 0 28g I I I I I I I I I I n ll ll ll ll ll ll ll ll Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 17 IX. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigation conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in this area of the City of Carlsbad Our investigation revealed that the site is underlain by medium dense to dense terrace and formational materials with approximately !1/2 to 41/z feet of variable density fill materials The loose surface soils will not provide a stable soil base for the proposed structure and associated improvements As such, we recommend that these loose surface soils be removed and recompacted as part of the site preparation prior to the addition of any proposed fill and/or structural improvements It is our understanding that the site will be cut down to create the lower-level storage and basement areas As such, the loose surface soils should be removed during the excavation process Due to the poor cementation in the terrace materials, temporary cut slopes may have to be laid back to a safe gradient Some of the deeper terrace materials may have some low m-place densities and require additional removal during the grading operation The seawall location was found to be underlain by dense formational materials at a relatively shallow depth Because of the depth of the basement level and the proximity to the property line improvements, it is very likely that shoring will be required A Preparation of Soils for Site Development 1 The existing structures and vegetation observed on the site should be removed prior to the preparation of areas to receive new fill and/or structural improvements This includes any roots from trees and shrubbery that might I I I I I I I i I I I I I II II ll II ll ll Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 18 extend under the proposed structures or improvements Large roots have been known to cause significant damage to foundations All roots over 1/2- mch in diameter shall be removed from soils to be recompacted To provide a uniform soils base for the proposed structures and rigid improvements (such as the swimming pool, patios, walkways, decking, driveway, etc ), the existing loose fill materials across the site, should be excavated to expose firm native soil, or as per the indications of our field representative Any other areas observed to include loose soils during grading shall be excavated to expose firm native soil The depth of removal is expected to be approximately 2 to 4Vz feet over most of the site The bottom of the excavation should be scarified to a depth of at least 12 inches, watered to approximately optimum moisture content, and compacted to at least 90 percent of Maximum Dry Density The excavated fill materials to be used as fill should be cleaned of any debris and deleterious materials, watered to approximately optimum moisture content and compacted to at least 90 percent of Maximum Dry Density, in accordance with ASTM D1557- 98 standards Those areas supporting proposed improvements or retaining structures should be prepared in a like manner No uncontrolled fill soils should remain on the site after completion of any future site work In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils should be removed and/or recompacted prior to completion of the grading operation Any buried objects, utility lines, abandoned irrigation lines, subsurface disposal systems, etc , which might be discovered on the site during grading, Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 19 should be removed and properly backfilled with approved on-site or imported fill soils and compacted to at least 90 percent of Maximum Dry Density 5 Any backfill soils placed in utility trenches or behind retaining walls that support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc ) should be compacted to at least 90 percent of Maximum Dry Density for low-expansive soils Note Due to the generally poor cementation of the terrace materials and the potential for caving, special care should be taken during excavation of utility trenches and temporary slopes Because of the depth and configuration of proposed temporary slopes, shoring will most likely be required As a minimum, Cal-OSHA safety standards shall be followed B Design Parameters for Foundations 6 The recommended allowable bearing value for design of foundations for the proposed residential structure is 2,000 pounds per square foot This load- bearing value may be utilized in the design of continuous foundations and spread footings when founded a minimum of 18 inches (for the proposed structure) into dense natural ground or properly compacted fill, measured from the lowest adjacent grade at the time of foundation construction We recommend that three-story portions of the structure be founded on at least 24-mch-deep footings For wider and/or deeper footings, the allowable soil bearing capacity may be calculated based on the following equation I I I I I I I II ll ll ll ll ll ll ll ll n Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 20 Qa = 1000D+500W for footings in compacted fill Qa = 1500D+750W for footings in formation where "Qa" is the allowable soil bearing capacity (in psf), "D" is the depth of the footing (in feet) as measured from the lowest adjacent grade, and "W" is the width of the footing (in feet) This load-bearing value may be increased one-third for design loads that include wind or seismic analysis In fill soils, an increase of 500 psf in the allowable bearing value may be allowed for every 1 foot of embedment and for every additional 1 foot in width over the minimum dimensions indicated above, up to a maximum of 5,000 psf Foundations in formational soils may have an allowable bearing increase of 1,500 psf for each additional foot in depth, and 750 psf for each additional foot in width The maximum bearing capacity shall not exceed 6,000 psf 7 The passive earth pressure of the dense natural-ground soils (to be used for design of shallow foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 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 and is comprised of properly compacted fill within the depth of the foundation 8 An allowable Coefficient of Friction of 0 40 times the dead load may be used between the bearing soils and concrete foundations, walls, or floor slabs I I I I I I I I I II II I II II I I I I I Proposed Kiko Residence Carlsbad, California Job No 02-8201 Page 21 10 11 The following table summarizes site-specific seismic design criteria to calculate the base shear needed for the design of the residential structure The design criteria was obtained from the Uniform Building Code (1997 edition) based on the soil characteristics and distance to the closest fault Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Type Value 040 Sc 0 40NA 0 56NV 1 0 1 14 B Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U Based upon our previous laboratory test results and our experience with the soil types on the subject site, the underlying properly compacted fill and/or dense natural soils should experience a total settlement of less than 1 inch and a differential settlement in the magnitude of approximately 1 inch, under a structural static load within the allowable bearing capacity The angular rotation due to static differential settlement is anticipated to be less than 1/240 Our experience indicates that for various reasons, footings and slabs occasionally crack causing ceramic tiles and other brittle surfaces to become damaged Therefore, all footings and slabs should contain at least a nominal amount of reinforcing steel to reduce the separation of cracks, should they occur Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 22 11 1 A minimum of steel for continuous footings should include at least four No 4 steel bars continuous, with two bars near the bottom of the footing and two bars near the top For footings up to 24 inches in depth, the minimum reinforcement shall consist of four No 5 bars 11 2 If isolated square footings are to be used, they should contain, as a minimum, a grid of No 4 steel bars on 12-inch centers, both ways, with no less than three bars each way 11 3 Interior floor slabs on-grade on properly compacted soil should be a minimum of 5 inches actual thickness and be reinforced with at least No 3 steel bars on 18-inch centers, in both directions, placed midheight in the slab Slabs should be underlain by a 3-mch-thick layer of clean sand (S E =30 or greater) overlying a vapor retardant such as Vapor Shield (3-mil, high density, cross laminated) or equivalent Slab subgrade soil shall be properly moistened prior to placement of the vapor retardant and pouring of concrete It is recommended that the moisture content of subgrade soil for slabs and footings be checked within 48 hours prior to concrete placement Building slabs may be thicker and more heavily reinforced if the alternative structural mat slabs are utilized If this option is chosen, the allowable bearing capacity for mat design may be 400 pci modulus of subgrade reaction for soil settlement not exceeding 1/2-mch under static loading For a higher degree of protection against moisture- related problems, the basement level slab shall preferably be protected by a waterproof membrane (such as Paraseal) placed as indicated by the manufacturer Paraseal membranes are usually placed on a gravel bas layer Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 23 For exterior slabs, we recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slabs The joints and cuts, if properly placed, should reduce the potential for random exterior shrinkage cracking In no case, however, shall control joints be spaced farther than 15 feet apart Re-entrant corners shall also be provided with control joints or additional steel reinforcing Due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can still be expected Control joints shall be placed within 12 hours after concrete placement or as soon as the concrete sets and may be cut without aggregate ravelling Reinforced slabs on-grade shall have every other bar interrupted 3 inches before crossing control joints for an effective weak plane result To prevent moisture infiltration, all exterior slab joints shall be sealed with elastomeric seal material The sealant shall be inspected every six months and be properly maintained Due to the proximity of the ocean, the structural engineer should consider the use of concrete with Cement Type II and a water-cement ratio no higher than 0 40 due to sea water chlorides For concrete pavement, we recommend that the compressive strength f'c be at least 4,500 psi at 28 days of age and the slab thickness be not less than 51/2 inches thick, with control joints no farther than 15 feet or the width of the driveway, whichever is less Driveway subgrade soils shall be properly compacted and moisture conditioned before any base and/or concrete placement I I I I I I I I I I ll II (I ll II ll n n n Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 24 NOTE The project Civil/Structural Engineer shall review all reinforcing schedules The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum safeguards to reduce possible crack separations 12 As a minimum for protection of on-site improvements, it is recommended that all nonstructural concrete slabs (such as patios, walkways, etc ) be underlain by at least 3 inches of clean sand, include No 3 steel bars spaced every 18 inches apart at the center of the slab, and contain adequate isolation and control joints spaced no farther than twice the width of the reinforced slab, not more than 15 feet apart, and also at re-entrant corners It should be noted that standard concrete improvements may not perform well, due to the loose surficia! soil conditions As such, each improvement should be designed to tolerate the on-site conditions The performance of on-site improvements can also be greatly affected by soil base preparation and the quality of construction, and is therefore the responsibility of the designer and the contractor installing the improvements Moisture content and verification of subgrade soils compaction for outside improvements is also recommended A representative of our firm shall check that within 48 hours prior to concrete pouring and before steel reinforcing placement C Design Parameters for Proposed Seawall and Retaining Walls Our investigation revealed that, at the location of the proposed seawall, the site is underlain by dense formational materials with a surface layer of beach sand deposits that typically range from 2 to 5 feet below the existing beach grade This loose surface soil will not provide a stable soil base for the proposed seawall As such, recommendations have been made to embed the seawall foundation into the Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 25 underlying formational materials We also recommend that the fill/backfill soils placed behind the seawall and patio/terrace area consist of beach/terrace sand-type material 13 The seawall foundation shall be embedded a minimum of 4 feet into dense formational material due to concern for potential scouring by storm surf action This depth is approximately 3 feet above mean sea level (depending on the beach sand thickness) and is expected to be approximately 14 feet below the adjacent western patio/terrace area 14 The recommended allowable load-bearing value (at a minimum depth of 4 feet into the dense native materials) is 3,500 pounds per square foot for a minimum footing width of 4 feet This load-bearing value may be utilized in the design of the seawall foundation when founded a minimum of 4 feet into the firm natural ground, measured from the bottom of the footing to the lowest adjacent grade at the time of foundation construction This load- bearing value may be increased one-third for design loads that include wind or seismic analysis The soil bearing capacity may be increased 1,000 psf for each additional foot of embedment over 4 feet, and 750 psf for each additional foot in width over 4 feet The total maximum soil end-bearing capacity shall not exceed 6,000 psf All other proposed retaining walls to be constructed should be founded on firm natural ground or properly compacted fills All retaining walls shall be designed based on the following soil design parameters 15 The active earth pressure (to be utilized in the design of the proposed seawall and other retaining walls, etc ) utilizing the on-site materials as I I I II II II II II II II II II II II II II II II II Proposed Kiko Residence Carlsbad, California Job No 02-8201 Page 26 16 backfill should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only) Any surcharge pressures applied within the potential failure block shall also be added to the soil lateral pressures In the event that a retaining wall is surcharged by sloping backfill, the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented in the following table Slope Ratio 44 48 50 52 *To determine design active earth pressure for ratios intermediate to those presented, interpolate between the stated values In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 9xH (nine times the total height of retained soil, considered in pounds per square foot) should be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. Any surcharge applied within the failure block behind the retaining wall shall be considered in the wall design For cantilever retaining walls, the lateral load conversion factor is 0 32 For restrained retaining walls, the lateral load conversion factor is 0 53 The passive earth pressure of the encountered dense natural-ground soils or properly compacted fill (to be used for the design of shallow footings) should be based on an Equivalent Fluid Weight of 300 pounds per cubic foot I I II I I I I II I I II II I I I I I I I Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 27 The passive earth pressure should 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 17 A Coefficient of Friction of 0.40 times the dead load may be used between the bearing soils and concrete wall foundations 18 Due to the possible buildup of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures or behind proposed retaining walls These problems are generally in the form of water seepage through slabs and/or walls, mineral staining, mildew growth and high humidity In order to minimize the potential for moisture-related problems to develop at the site, proper ventilation and waterproofing must be provided for below-ground areas and the backfill side of all structure retaining walls must be adequately waterproofed and drained Should water seeps be observed during grading, additional recommendations will be provided by our firm, as warranted Proper waterproofing, protection board, subdrams and free-draining backwall material such as gravel or geocomposite (Miradram 6000 or equivalent) shall be installed behind all retaining walls on the subject project Geotechnical Exploration, Inc. will assume no liability for damage to structures, which is attributable to poor drainage Subdram shall be placed at least 12 inches below the surface elevation being protected (interior slab) If the subdram is to be installed on top of the foundation heel, then the interior slab shall be at least 12 inches above the footing toe I I I I I I I I I I I I I I I I I I I Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 28 D Slopes 19 The existing slopes on the site appear to be relatively stable However, it is our opinion that the new cut and fill slopes may be subject to future erosion and surficia! failure if left unprotected In order to reduce the risk of future slope stability problems, we recommend that a program of proper landscaping and maintenance be effected as part of development of this site 20 The soils that occur within 5 feet of the face of fill slopes often possess poor lateral stability and structures and other improvements (such as walls, fences, patios, sidewalks, swimming pools, driveways, etc ) that are located within 5 feet of the edge of any slopes could suffer differential movement as a result of the poor lateral stability of these soils Conventional shallow foundations and footings of proposed structures, walls, etc , when founded 5 feet and farther away from the top of allowable slopes, may be of standard design in conformance with the recommended load- bearing value If the proposed foundations and footings are located closer than 5 feet inside the top of allowable slopes, they shall be deepened to 1 5 feet below a line beginning at a point 5 feet horizontally inside the slopes and projected outward and downward, parallel to the face of the slope (see Figure No IV) I I I Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 29 E Temporary Slopes 21 We anticipate that temporary slopes into the terrace material of approximately 10 to 22 feet in height may be required during excavation of the lower-level living areas Based on the results of our field investigation, it is our opinion that the following temporary-slope design criteria may be considered in areas where the excavation slope top will be at least 18 feet away from any existing structures The existing cemented formation materials may be cut vertical for the lower 5 feet and at a slope ration of 0 75 horizontal to 1 0 vertical for the remaining height (for an unsupported period not to exceed eight weeks) For the basement areas, the cuts shall be from the heel of the foundation and extend to at least 12 feet horizontally at the ground level The basement wall backfill shall consist of non-expansive soil Any plans for slopes in excess of the assumed 22-foot maximum must be presented to our office prior to grading to allow time for review and specific recommendations, if warranted Proper drainage away from the excavation shall be provided at all times Soil stockpiles shall not be placed within 6 feet from the top of the cuts A representative of Geotechnical Exploration, Inc. must observe any steep temporary slopes during excavation In the event that soils and formational material comprising a slope are not as anticipated, any required slope design changes would be presented at that time If the temporary slopes as recommended herein are not developed, then shoring will be required I I I I I I II I I I II II II II II II II II II Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 30 22 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 Title 8, Construction Safety Orders, issued by OSHA 23 It is recommended that all compacted fill slopes and natural cut slopes be planted with an erosion resistant plant, in conformance with the requirements of the City of Carlsbad F Floor Slab Vapor Transmission 24 Vapor moisture can cause some problems to moisture sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, m addition to mildew and staining on slabs, walls and carpets 25 The common practice in Southern California is to place vapor retarders made of PVC, or of polyethylene PVC retarders are made in thickness ranging from 10- to 60-mil Polyethylene retarders, called visqueen, range from 5- to 10-mil in thickness The thicker the plastic, the stronger the resistance against puncturing 26 Although polyethylene (visqueen) products are most commonly used, products such as Vaporshield possess much higher tensile strength and are more specifically designed for and intended to retard moisture transmission into concrete slabs The use of Vaporshield or equivalent is highly recommended when a structure is intended for moisture-sensitive floor coverings or uses I I I I II II II II II jl II II II II II II II II II Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 31 27 The vapor retarders need to have joints lapped and sealed with mastic or manufacturer's recommended tape for additional protection To provide some protection to the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom shall also be provided No heavy equipment, stakes or other puncturing instruments shall be used on top of the liner before or during concrete placement In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc All these construction deficiencies reduce the retarder's effectiveness The vapor retarders are not waterproof They are intended to help prevent or reduce capillary migration of vapor through the soil into the pores of concrete slabs Other waterproofing systems must supplement vapor retarders if full waterproofing is desired The owner should be consulted to determine the specific level of protection required, especially for basement- level areas G. Site Drainage Considerations 28 Adequate measures shall be taken to properly finish-grade the site after the structures and other improvements are in place Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities Roof gutters and downspouts should be installed on all structures, with runoff directed away from the foundations via closed drainage lines Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor slabs Failure Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 32 to observe this recommendation could result in undermining and differential settlement of the structure or other improvements on the site The ground surface adjacent to building foundations shall be sloped at a gradient of at least 5 percent within 10 feet, draining away from the foundations In addition, appropriate erosion-control measures shall be taken at all time during construction to prevent surface runoff waters from entering footing excavations and ponding on finished building pads or running uncontrolled over the tops of newly constructed cut or fill slopes Particular care should be taken to prevent saturation of any temporary construction slopes 29 Planter areas, flower beds, and planter boxes shall be sloped to dram away from the foundations, footings, and floor slabs Planter boxes shall be constructed with a sealed bottom and a subsurface dram, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility All landscaped areas shall be provided with proper area drains H General Recommendations 30 Following placement of any concrete floor slabs, sufficient drying time should be allowed prior to placement of floor coverings Premature placement of floor coverings could result in degradation of adhesive materials and loosening of the finish-floor materials Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 33 31 In order to minimize any work delays at the subject site during site development, this firm should be contacted 24 hours prior to any need for observation of footing or caisson excavations or field density testing of compacted fill soils If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to observation of the excavations, in the event that our observation reveals the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i e , deepening the footing excavation, recompactmg soil in the bottom of the excavation, etc ) X. GRADING NOTES Any required grading operations shall be performed in accordance with the General Earthwork Specifications (Appendix B) and the requirements of the City of Carlsbad Grading Ordinance 32 Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed during site grading work and footing excavations to be as anticipated in this "Report of Preliminary Geotechnical Investigation " In addition, the compaction of any fill soils placed during site grading work must be tested by the soil engineer It is the responsibility of the grading contractor to comply with the requirements on the grading or building plans and the local grading ordinance 33 It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in the report are carried out in the field I I I I I I I I ll IIllI llllll ll ll ll ll Proposed Kiko Residence Job No 02-8201 Carlsbad, California Page 34 operations and that our recommendations for design of the project are incorporated m-the""bCiilclifig~and grading plans Our-firm should review the grading and foundation plans when they become available 34 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 others 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 XI. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and native materials located in the City of Carlsbad Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures The actual soil conditions between exploratory excavations may differ 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 that meet the contemporary standard of care in our profession with the County of San Diego No warranty is provided I I I I I I I II II II II II II II II II II II II Proposed Kiko Residence Carlsbad, California Job No 02-8201 Page 35 This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report Once again, should any questions arise concerning this report, please feel free to contact the undersigned Reference to our Job No. 02-8201 will help to expedite a reply to your inquiries Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jay-K hreiser, Senior Project Geologist ReeoT'P'resident C E G 999cexp 3-31-D3J/R G 3391 Jaime A Cerros, P E R C E 34422/G E 2007 Senior Geotechnical Engineer JKH/LDR/JAC/pj /^iSS^vf; <vv^ ,•>•' « ;r~<X- *• .» vW/^-' c^« I I I I I I I II I I I I II I II II II I ll REFERENCES JOB NO 02-8201 June 2002 Association of Engineering Geologists, 1973, Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special Publication, Published July 1973, p 44 California Division of Mines and Geology - Alquist-Pnolo Special Studies Zones Map, November 1, 1991 Clarke, S H , H G Greene, M P Kennedy and J G Vedder, 1987, Geologic Map of the Inner-Southern California Continental Margin in H G Greene and M P Kennedy (editors), California Continental Margin Map Series, Map 1A, Calif Div of Mines and Geology, scale 1 250,000 Crowell, J C , 1962, Displacement along the San Andreas Fault, California, Geologic Society of America Special Paper 71, 61 p Greene, H G , 1979, Implication of Fault Patterns in the Inner California Continental Borderland between San Pedro and Oceanside, in "Earthquakes and Other Perils, Oceanside Region," P L Abbott and W J Elliott, editors Greensfelder, R W , 1974, Maximum Credible Rock Acceleration from Earthquakes in California, California Division of Mines and Geology, Map Sheet 23 Hart, E W , D P Smith and R B Saul, 1979, Summary Report Fault Evaluation Program, 1978 Area (Peninsular Ranges-Salton Trough Region), Calif Div of Mines and Geology, OFR 79-10 SF, 10 Hart E W , 1980, Fault-Rupture Hazard Zones in California, Calif Div of Mines and Geology, Special Publication 42, Rev March 1980, p 25 Hileman, J A , C R Allen and J M Nordquist, 1973, Seismicity of the Southern California Region, January 1, 1932 to December 31, 1972, Seismological Laboratory, Cal-Tech, Pasadena, Calif Kennedy, M P , 1975, Geology of the Oceanside Metropolitan Area, California, Bulletin 200, Calif Div of Mines and Geology, 1975 Kennedy, M P , and S H Clarke, 2001, Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, California Geology, July/August 2001 Kennedy, M P and S H Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif Div of Mines and Geology Open-file Report 97-10A Kennedy, M P and S H Clarke, 1997B, Age of Faulting in San Diego Bay in the Vicinity of the Coronado Bridge, an addendum to Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif Div of Mines and Geology Open-file Report 97-10B Kennedy, M P , S H Clarke, H G Greene, R C Jachens, V E Langenheim, J J More and D M Burns, 1994, A Digital (CIS) Geological/Geophysical/Seismological Data Base for the San Diego 30-x60' Quadrangle, California — A New Generation, Geological Society of America Abstracts with Programs, v 26, p 63 Kennedy, M P and G W Moore, 1971, Stratigraphic Relations of Upper Cretaceous and Eocene Formations, San Diego Coastal Area, California, American Association of Petroleum Geologists Bulletin, v 55, p 709-722 I I I I I I I I I I I •j I I I I I I I Page 2 Kennedy, M P , S S Tan, R H Chapman and G W Chase, 1975, Character and Recency of Faulting, San Diego Metropolitan Area, California, Calif Div of Mines and Geology Special Report 123, 33 pp Kennedy, M P and E E Wetday, 1980, Character and Recency of Faulting Offshore, metropolitan San Diego California, Calif Div of Mines and Geology Map Sheet 40, 1 50,000 Kern, J P and T K Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San Diego County, California in Heath, E and L Lewis (editors), The Regressive Pleistocene Shoreline, Coastal Southern California, pp 1-8 Lmdvall, S C and T K Rockwell, 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, California, Journal of Geophysical Research, v 100, no B-12, p 24121-24132 McEuen, R B and C J Pmckney, 1972, Seismic Risk in Oceanside, Transactions of the Oceanside Society of Natural History, Vol 17, No 4, 19 July 1972 Moore, G W and M P Kennedy, 1975, Quaternary Faults in San Diego Bay, California, U S Geological Survey Journal of Research, v 3, p 589-595 Richter, C G , 1958, Elementary Seismology, W H Freeman and Company, San Francisco, Calif Rockwell, T K , D E Millman, R S McElwam, and D L Lamar, 1985, Study of Seismic Activity by Trenching Along the Glen Ivy North Fault, Elsmore Fault Zone, Southern California Lamar-Menfield Technical Report 85-1, U S G S Contract 14-08-0001-21376, 19p Simons, R S , 1977, Seismicity of San Diego, 1934-1974, Seismological Society of America Bulletin, v 67, p 809-826 Tan, S S , 1995, Landslide Hazards in Southern Part of San Diego Metropolitan Area, San Diego County, Calif Div of Mines and Geology Open-file Report 95-03 Toppozada, T R and D L Parke, 1982, Areas Damaged by California Earthquakes, 1900-1949, Calif Div of Mines and Geology, Open-file Report 82-17, Sacramento, Calif Treiman, J A , 1993, The Rose Canyon Fault Zone, Southern California, Calif Div of Mines and Geology Open-file Report 93-02, 45 pp, 3 plates I I I I I I I I I I I I I I I I I I I SITE MAP Proposed Kiko Residence 2649 Ocean Street Carlsbad, CA Figure No la Job No 02-8201 1~i•6 1 o oo pj ti«T M | 2 si |fl i Pu 0O 3 n ® 8 °al(QO « CD r I iIcr I CD ! |S OTI 03 OCEAN STREET ?SJ-i i> ffl•-^ **" 5."? Ztpisii&it5lS3 "• cr-5 o -Q !± 2 M Q «&£a3 3 3 T1 a» a°00°-™ 3 •* £ -* ™. (D •-*• -*I VC~D n To o>•? 9. Q. 6M 3' q' DI I S ft 3-'. -* 2. aS. § 301 ™ 3 o -»• Q-UJ x °o10Q £< 8^l*s 8- S- m o O IO s- 8- 8- o oI 8I 8IAPPROXIMATE ELEVATION 0ao (0 10 3 0 I \ —•o 8 ^EQUIPMENT Limited Access Auger Drill Rig SURFACE ELEVATION ± 20' Mean Sea Level DIMENSION & TYPE OF EXCAVATION 6-inch diameter Boring GROUNDWATER DEPTH at 10 feet DATE LOGGED ^ 4-5-02 LOGGED BY JKH iLU O - - 2- - 4- - - 6- - — 8- 10- 12 - 14- dm 1 ij i i 1 i i: i1 ; 1 y SAMPLE• yA'\i i •I• FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size Density Moisture Cola) FILL (Qaf) FINE TO MEDIUM SAND, w/ slight silt and some roots, poorly cemented Loose to medium dense Dry to damp Tan-brown TERRACE DEPOSITS (Qt) FINE TO COARSE SAND, w/ some rock fragments Medium dense Damp Tan-gray and brown TERRACE DEPOSITS (Qt) SILTY SANDSTONE, well cemented Dense i Damp Light tan-gray r 1 SANTIAGO FORMATION (Tsb) / Bottom® 11' O C/3 SP- SM SW SM UJ 0 =3 II if 11 g. -=£OPTIMUMOISTUis IS O £ x OLU O t 11m u 13 19 fi5/ 11" o UJ </>_J LU 0-X 3" 2" JL WATER TABLE [X] LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • DRIVE SAMPLE GO SANDCONE/FDT H STANDARD PENETRATION TESTV JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER lla REV.EWEDBY LDR/JAC 4lrl£*Si Geotectmlcal Jf ExPtofatten' lne- ^^ LOG No B-1 J 'EQUIPMENT Limited Access Auger Drill Rig SURFACE ELEVATION ± 34 Mean Sea Level DIMENSION & TYPE OF EXCAVATION 6-mch diameter Boring GROUNDWATER DEPTH at 24 feet DATE LOGGED ^ 4-5-02 LOGGED BY JKH t—U- X UJD - - 2- 4- - 6- 8- - 12- 14-SYMBOLi : i 11 11> 1 ii 111 H. i f ! iiii I i »1 1 1|}i _I!L ' -::\ * * •SAMPLEi i%• V/1 <fc 1 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size Density Moisture Color) FINE TO COARSE SAND, w/ slight silt and some rock fragments Medium dense Damp Tan-gray and red-brown TERRACE DEPOSITS (Qt) - same as above, becomes tan-gray and orange FINE TO MEDIUM SAND poorly to moderately cemented Dense Damp Dark gray and red-brown TERRACE DEPOSITS (Qt) COo CO sw SP nj rf 0 §11 il 11 £ 11o s is il< UJS D Q >- Q z"5 LLJ^ g i % il t §8 24 19 52 Qo_ 11 3" 2" 3" ?L WATER TABLE [X] LOOSE BAG SAMPLE LH IN-PLACE SAMPLE • DRIVE SAMPLE LU SANDCONE/FDT H STANDARD PENETRATION TESTV JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER lib REVIEWED BY ^^ PGeotcctinlcalExploration, Inc. LOG No B-2 J ^EQUIPMENT Limited Access Auger Drill Rig SURFACE ELEVATION ± 34' Mean Sea Level DIMENSION & TYPE OF EXCAVATION 6-inch diameter Boring GROUNDWATER DEPTH at 24 feet DATE LOGGED ^ 4-5-02 LOGGED BY JKH DEPTH FT16- - 18- 20- 22- O/i 26- - 28-SYMBOLV SAMPLEI I FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size Density Moisture Color) FINE TO COARSE SAND, w/ some rock fragments, poorly to moderately cemented Medium dense to dense Dry to damp Light gray-white TERRACE DEPOSITS (Qt) SANDSTONE, well cemented Dense Damp Light tan-gray \ SANTIAGO FORMATION (Tsb) f Bottom @ 25' C/) o COZ) SW SM IN PLACEMOISTURE (%)IN PLACE DRYDENSITY (pd)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pd)DENSITY(%ofMDD)3? ^< <§o_ ^x OUJ O BLOWCOUNTS/FT24 50+ ooasQ- xs o CO ^- 2" 2" JL WATER TABLE ^ LOOSE BAG SAMPLE Q] IN-PLACE SAMPLE • DRIVE SAMPLE [s] SANDCONE/FDT H STANDARD PENETRATION TEST V JOB NAME Proposed K/ko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER lie REVIEWED BY ^^ PGeotedmlcalExploration, Inc. LOG No B-2 J EQUIPMENT Limited Access Auger Drill Rig SURFACE ELEVATION ± 39 Mean Sea Level DIMENSION & TYPE OF EXCAVATION 6-mch diameter Boring GROUNDWATER DEPTH at 16 feet DATE LOGGED ^ 4-5-02 LOGGED BY JKH ( —DEPTH F- - - 2- . — - - 6- 8- •in —i u — - - - 12- — 14- i 1 ••<<>x .1 • N/,s-\ (\& ^ty. '< > "X*.'•X'"'' j ! " i! ?i i ;i i!j ! j ; i ; i 1 SAMPLE. I 1 ' 1 •I 1 ' FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram see Density Moisture Color) SILTY FINE TO MEDIUM SAND, w/ some rock fragments and chunks of sandstone Medium dense Damp Red-brown FILL/ TERRACE (Qaf/Qt) -1' to 2' of fill at the surface FINE TO MEDIUM SAND, poorly cemented Medium dense Damp Tan-gray and orange TERRACE DEPOSITS (Qt) FINE TO MEDIUM SAND w/ slight silt, moderately well cemented Dense Damp Red-brown and tan TERRACE DEPOSITS (Qt) CO CJ CO SM SP SP-" SM LULLJ rfo§ 11 I 1 | ^* 0- Zz m g. LU 11 CL 0O S Isif o tl z'o £ 11 ll CQ O 31 20 53 Q O LU CO-1 LU Q- Xs o 3" 2" 3" JL WATER TABLE £3 LOOSE BAG SAMPLE 0 IN-PLACE SAMPLE • DRIVE SAMPLE [U SANDCONE/FDT H STANDARD PENETRATION TESTV JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER lid REVIEWED BY LQRyJAC |f*4^-« Geotectmlcali Expforatfon, Inc. P^ LOG No B-3 J EQUIPMENT Limited Access Auger Drill Rig SURFACE ELEVATION ± 39' Mean Sea Level DIMENSION & TYPE OF EXCAVATION 6-mch diameter Boring GROUNDWATER DEPTH at 16 feet DATE LOGGED ^ 4-5-02 LOGGED BY JKH h-U- X1 —O-LUO A (2To - - 18- 20- 22- - 24- 26- 28-SYMBOLill SAMPLE1 1 1 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size Density Moisture Color) FINE TO COARSE SAND, w/ some rock fragments, poorly to moderately cemented Dense Damp Tan-gray and orange TERRACE DEPOSITS (Qt) Bottom @ 21 5' COo CO=> SP- SM SW g_ LLI 0 Z> IS £5G& yt ¥* i LU ^D e-£r? z> I" fei >- g§ liIs o 2*0 LU v^ QC- %p 1 0LLJ O ^l!CD O 30 54 Q 0 UJ to—1 LU Q- Xs o 2" 2" JL WATER TABLE ^ LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • DRIVE SAMPLE [s] SANDCONE/FDT ^ STANDARD PENETRATION TESTV JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER lie REVIEWED BY ^^ PGeotectmlcal Exploration, Inc. LOG No B-3 J ^EQUIPMENT Hand Tools, Hand Auger SURFACE ELEVATION ±15 Mean Sea Level DIMENSION & TYPE OF EXCAVATION 3' x 31 x 6' Handpit GROUNDWATER DEPTH at 5 feet DATE LOGGED ^ 4-5-02 LOGGED BY JKH DEPTH FT_ — — 1 - 2- - 3- 4- J ~ 5- ": — 7-SYMBOLjS j'O ( — - T r LU a. FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size Density Moisture Color) FINE TO MEDIUM SAND, w/ lenses of cobbles (to 6" in diameter) Loose to medium dense Dry to damp Light gray BEACH DEPOSITS (Qb) FINE TO COARSE SAND, w/ some rock fragments, poorly cemented Medium dense Moist to wet Tan-brown TERRACE DEPOSITS (Qt) -hand-augered from 4' to 6' SANDSTONE, well cemented Dense Damp "i Light tan-gray r \ SANTIAGO FORMATION (Tsb) / Bottom @ 6' o CO SP sw SM IN PLACEMOISTURE (%)IN PLACE DRYDENSITY (pd)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pd)DENSITY(%ofMDD)ft 8 BLOWCOUNTS/FTSAMPLE 0 D(INCHES)?L WATER TABLE E3 LOOSE BAG SAMPLE H IN-PLACE SAMPLE • DRIVE SAMPLE GTJ SANDCONE/FDT ^ STANDARD PENETRATION TEST V JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER llf REVIEWED BY ^^ Ill4&8 GeotecfinlcalTJ? ExPtotaOon, Inc.w^* LOG No HP-1 J ^EQUIPMENT Hand Tools, Hand Auger SURFACE ELEVATION ±11 Mean Sea Level DIMENSION & TYPE OF EXCAVATION 31 x 31 x 51 Handpit GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 4-5-02 LOGGED BY JKH DEPTH FT. - — - 1 - 2- O 4- ~ _ — 5- - 6-SYMBOL• ^ c{V" | J. | II | I I SAMPLEFIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size Density Moisture Color) FINE TO MEDIUM SAND w/ lenses of cobble (to 6" in diameter) Loose to medium dense Dry to damp Light gray BEACH DEPOSITS (Qb) -hand-augered from 4 5' to 5' SILTY SANDSTONE, well cemented Dense Damp Light tan-gray "\ SANTIAGO FORMATION (Tsb) /" Bottom @ 5' COo CO SP SM IN PLACEMOISTURE (%)IN PLACE DRYDENSITY (pcf)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pcf)DENSITY(%ofMDD)•z. o X OLLJ O ll SAMPLE 0 D(INCHES)I WATER TABLE [X] LOOSE BAG SAMPLE H IN-PLACE SAMPLE • DRIVE SAMPLE [H SAND CONE/F D T ^ STANDARD PENETRATION TESTV JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER ng REVIEWED BY ^^ PGeotectmlcal Exploration, Inc. LOG No HP-2 J '"EQUIPMENT Hand Tools, Hand Auger SURFACE ELEVATION ± 20 Mean Sea Level DIMENSION & TYPE OF EXCAVATION 3' x 3' x 4' Handpit GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 4-5-02 LOGGED BY JKH DEPTH FT- 1 - - 2- - 3- A 5-SYMBOL<<£"'m!l &£ ^'^jl Jl SAMPLE |FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram see Density Moisture Cola) SILTY FINE TO MEDIUM SAND, w/ abundant roots and sandstone fragments Loose to medium dense Dry to damp Red-brown and gray-brown FILL/ TOPSOIL (Qaf) FINE TO MEDIUM SAND, w/ slight silt and some rock fragments Medium dense (poorly cemented) Damp Tan-brown and orange TERRACE DEPOSITS (Qbp) Bottom @ 4' 03 O CO SM SW IN PLACEMOISTURE (%)IN PLACE DRYDENSITY (pcf)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pcf)DENSITY(%ofMDD)•z. o 11 sSm o SAMPLE 00(INCHES)I WATER TABLE K! LOOSE BAG SAMPLE 0 IN-PLACE SAMPLE • DRIVE SAMPLE [s] SANDCONE/FDT H STANDARD PENETRATION TEST V JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER L 02-8201 FIGURE NUMBER llh REVVED BY LDR/JAC PceotectinlcalExploration, Inc. LOG No HP-3 J ^EQUIPMENT Hand Tools, Hand Auger SURFACE ELEVATION 99? DIMENSION & TYPE OF EXCAVATION 3' x 3' x 3' Handpit GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 4-5-02 LOGGED BY JKH DEPTH FT. - - 1 - 2- 3- : 4-SYMBOL. • i • •SAMPLE |FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size Density Moisture Cola) SILTY FINE TO MEDIUM SAND, w/ some roots and rock fragments Loose to medium dense Dry Tan-gray FILL/ WEATHERED TERRACE DEPOSITS (Qaf) - poorly cemented FINE TO MEDIUM SAND, w/ slight silt, moderately well cemented Dense Damp Red-brown and orange A TERRACE DEPOSITS (Qbp) f Bottom @ 3' c/3 O in 3 SM SM IN PLACEMOISTURE (%)IN PLACE DRYDENSITY (pd)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pd)DENSITY(%ofMDD)g + z: o X OLU O BLOWCOUNTS/FTSAMPLEOD(INCHES) |y_ WATER TABLE Kl LOOSE BAG SAMPLE H IN-PLACE SAMPLE • DRIVE SAMPLE GO SANDCONE/FDT H STANDARD PENETRATION TEST V JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER III REV.EWEDBY ^^ ffrfern Geotectinlcal^¥ Exploration, Inc. ^^ LOG No HP-4 J '"EQUIPMENT Hand Tools, Hand Auger SURFACE ELEVATION ± 30' Mean Sea Level DIMENSION & TYPE OF EXCAVATION 3' x 3' x 6' Handpit GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 4-5-02 LOGGED BY JKH DEPTH FT. — — 1 - - - 2- — 3- - 4- — _ — — - — - 7-SYMBOLsv- •j^l ~~^v L ,-£-// '"kx ~ ft £> // ., '. v 'i Cy & i / *| SAMPLE |FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size Density Moisture Color) SILTY FINE TO MEDIUM SAND, w/ abundant roots, cobbles and rock fragments Loose to medium dense Dry to damp Gray-brown FILL (Qaf) -Dram pipe encountered SILTY FINE TO MEDIUM SAND, w/ some rock fragments and large boulders (to 12" in diameter) Medium dense Damp Red-brown FILL (Qaf) SILTY FINE TO MEDIUM SAND, w/ some roots and organics Loose to medium dense Dry -, Dark brown r \ TOPSOIL / FINE TO MEDIUM SAND w/ some coarse rock fragments Medium dense Damp Tan-brown WEATHERED TERRACE DEPOSITS -dense Terrace Deposits encountered on the east \half of the excavation f Bottom @ 6' 03 Ot/3 SM SM SM IN PLACEMOISTURE (%)IN PLACE DRYDENSITY (pd)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pcf)DENSITY(%ofMDD) |1 0LJJ O BLOWCOUNTS/FTSAMPLE 0 D(INCHES) 1I. WATER TABLE [X] LOOSE BAG SAMPLE H IN-PLACE SAMPLE • DRIVE SAMPLE (3 SANDCONE/FDT ^ STANDARD PENETRATION TEST V JOB NAME Proposed Kiko Residence SITE LOCATION 2649 Ocean Street, Carlsbad, California JOB NUMBER 02-8201 FIGURE NUMBER Hj REVIEWED BY ^^ PGeotectinlcalExploration, inc. LOG No HP-5 j 140 130 120 110 100 90 80 LABORATORY SOIL DATA SUMMARY uQ. 5 t- i oc0 \ \ \\ \ \\ \ \ • \ \\ \ \ \\ \ \ s \\ \\\\ / \\ \\s \ ^ \A\ v^\ MAXIMUM DRY DENSITY (pcf) OPTIMUM MOISTURE CONTENT (X) \ \ V\ \\ V-1\A \ N\ \ \ \ \ \ i 115 1*» 5 \ \ \ \ ' \ \ ss 2 [\ \ \ \M 10 E Z6z LL. § 4 LU(X 2 s 3 \ \ DIRECT SHEAR TEST DATA APPARENT COHESION (psf) APPARENT FRICTION ANGLE i 230 39° 2 3 Gravel n o • V IK—- X \ 1 O ? 70 v 2 6( 2 \ VK Sand Coarse To Mediur U 5 O C3 o*T ^ C\J ^ 0 0 o 0 I- ^ ^ I I 1 - - 1- -1 1h1"h1. . L. _ 1- • 1- "^ \ \ r* a ** c 50^5 ,• ~~~T-^ -7^r^' i \ ^ \ { j F ne standard s o oo o 0 Oz- zt t M \ \ i I1 _l_ i 1_i_ i i I 1 i[ \! Fines ^ '. ieve sizes Clay 1 i csj <r f* o o o3 *? -~ O O o O 3 0 O O 00 GW1N QlAMETIr M.1 PECIFIC GRAVITY ERO AIR VOIDS CURVES 10 20 30 LABORATORY COMPACTION TEST 40 SOIL TYPE 1 2 3 SOIL CLASSIFICATION FINE TO MEDIUM SAND with slight silt Tan- brown TERRACE BORING No B-1 TRENCH No DEPTH 3' SWELL TEST DATA INITIAL DRY DENSITY (pcf) INITIAL WATER CONTENT (X) LOAD (psf) PERCENT SWELL E | = 1 - - - £.20 2 3 FIGURE NUMBER 1 1 JOB NUMBER 02-8201 I FOUNDATION REQUIREMENTS NEAR SLOPES Proposed Structure Concrete Floor Slab Reinforcement of TOP OF COMPACTED RLL SLOPE (Any loose soils on the slope surface shall not be considered to provide lateral or vertical strength for the footing or for slope stability Needed depth of imbedment shall be measured from competent soil} COMPACTED RLL SLOPE WITH MAXIMUM INCLINATION AS PER SOILS REPORT Foundations and Floor Slabs Following the Recommendations of the Architect or Structural Engineer Concrete Founation 18" Minimum or as Deep as Required for Lateral Stability Total Depth of Footing Measured from Finish Soil Sub-Grade Outer Most FacV of Footing TYPICAL SECTION (Showing Proposed Foundation Located Within 5 Feet of Top of Slope) 18" FOOTING/5'SETBACK Total Depth of Footing 1.5 10 SLOPE #2.010 SLOPE ^z ^pP Q.it O 8£ a.p 0 T 2' 3' 4 5' 58' 51" 42' 34" 26" Iff1 48" 42" 36" 30" 24" 18" # when applicable Figure No. IV Job No. 02-8201 Geotechnleal Exploration, inc. RECOMMENDED BASEMENT/SUBGRADE RETAINING WAIL/EXTERIOR FOOTING DESIGN Exterior /Retaining Footing / Wall Lower—level Slab-on-grade Crawlspace Sealant Proposed Exterior Grade 6° Mm To Drain at A Mm 2% Fall Away from Bldg Miradram 6000 Properly Waterproofing Compacted To Top Of Wall Backfill Perforated PVC (SDR 35) 4-" pipe with 0 5% mm slope, with bottom of pipe located 12" below slab or Interior (crawlspace) Sealant ground surface elevation, with 1 5 (cu ft) of gravel 1" diameter max, wrapped with filter cloth such as Miradram 6000 Between Bottom of Slab and Pipe Bottom 60'Miradram Cloth IF© NOTE. As an option to Miradram 6000. Gravel or Crushed rock 3/4" maximum diameter may be used with a minimum 12" thickness along the interior face of the wall and 20 cu ft/ft of pipe gravel envelope Figure No. V Job No. 02-8201 Geotecfenteal Exploration Inc. 01-8130-V I I I I I I II II li ll li ll il ll il ll li ll il APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No 200 sieve) GRAVELS, CLEAN GRAVELS (More than half of coarse fraction is larger than No 4 sieve size, but smaller than 3") GRAVELS WITH FINES (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No 4 sieve) SANDS WITH FINES (Appreciable amount) GW Well-graded gravels, gravel and sand mixtures, little or no fines GP Poorly graded gravels, gravel and sand mixtures, little or no fines GC Clay gravels, poorly graded gravel-sand-silt mixtures SW Well-graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines SM Silty sands, poorly graded sand and silty mixtures SC Clayey sands, poorly graded sand and clay mixtures FINE-GRAINED (More than half of material is smaller than a No 200 sieve) SILTS AND CLAYS Liquid Limit Less than 50 Liquid Limit Greater than 50 HIGHLY ORGANIC SOILS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays OL Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity PT Peat and other highly organic soils I I f II It I l APPENDIX B EQ FAULT TABLES AND EQ SEARCH TABLES Kiko TEST OUT A * * EQFAULT * A * * version 3 00 * * * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER 02-8201 DATE 06-05-2002 JOB NAME Kiko Test Run CALCULATION NAME Ki ko Test Run Analysis FAULT-DATA-FILE NAME CDMGFLTE DAT SITE COORDINATES SITE LATITUDE 33 1600 SITE LONGITUDE 117 3500 SEARCH RADIUS 100 mi ATTENUATION RELATION 15) Campbell & Bozorgma (1997 Rev ) - Soft RockUNCERTAINTY (M=Mechan, s=sigma) M Number of Sigmas 0 0 DISTANCE MEASURE cdlSt SCOND 1 Basement Depth 5 00 km Campbell SSR 1 Campbell SHR 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED CDMGFLTE DAT MINIMUM DEPTH VALUE (km) 3 0 EQFAULT SUMMARY Page 1 Kiko TEST OUT DETERMINISTIC SITE PARAMETERS Page 1 ABBREVIATED FAULT NAME NEWPORT-INGLEWOOD (Offshore) ROSE CANYON CORONADO BANK ELSINORE-TEMECULA ELSINORE- 3 LILIAN ELSINORE-GLEN IVY PALOS VERDES EARTHQUAKE VALLEY NEWPORT-INGLEWOOD (L A Basin) SAN JACINTO-ANZA SAN 3ACINTO-SAN JACINTO VALLEY CHINO-CENTRAL AVE (Elsinore) WHITTIER SAN DACINTO-COYOTE CREEK COMPTON THRUST ELYSIAN PARK THRUST ELSINORE-COYOTE MOUNTAIN SAN JACINTO-SAN BERNARDINO SAN ANDREAS - San Bernardino SAN ANDREAS - Southern SAN DACINTO - BORREGO SAN JOSE SIERRA MADRE PINTO MOUNTAIN CUCAMONGA SAN ANDREAS - coachella NORTH FRONTAL FAULT ZONE (West) CLEGHORN BURNT MTN RAYMOND NORTH FRONTAL FAULT ZONE (East) SAN ANDREAS - MOjave SAN ANDREAS - 1857 Rupture EUREKA PEAK CLAMSHELL-SAWPIT VERDUGO SUPERSTITION MTN (San Jacinto) HOLLYWOOD ELMORE RANCH LANDERS APDDHYTMATPMr r KUA.LIVIM 1 t. DISTANCE mi (km) 5 0( 80) 5 0( 80) 20 9( 33 6) 24 4( 39 2) 24 7( 39 7) 33 4( 53 8) 35 2( 56 6) 44 5( 71 6) 45 4( 73 0) 46 9( 75 5) 47 3( 76 1) 47 3( 76 1) 50 8( 81 7) 52 9( 85 1) 55 1( 88 6) 58 0( 93 4) 58 7( 94 5) 59 5( 95 8) 64 9( 104 5) 64 9( 104 5) 66 9( 107 7) 68 1( 109 6) 71 8( 115 5) 71 9( 115 7) 72 1( 116 0) 73 3( 117 9) 75 5( 121 5) 77 2( 124 2) 78 2( 125 9) 79 7( 128 3) 80 2( 129 1) 80 2( 129 1) 80 2( 129 1) 81 0( 130 4) 81 5( 131 2) 82 4( 132 6) 83 4( 134 3) 84 2( 135 5) 87 0( 140 0) 87 9( 141 4) ESTIMATED MAX EARTHQUAKE EVENT MAXIMUM EARTHQUAKE MAG (MW) 6 9 6 9 7 4 6 8 7 1 6 8 7 1 6 5 6 9 7 2 6 9 6 7 6 8 6 8 6 8 6 7 6 8 6 7 7 3 7 4 6 6 6 5 7 0 7 0 7 0 7 1 7 0 6 5 6 4 6 5 6 7 7 1 7 8 6 4 6 5 6 7 6 6 6 4 6 6 7 3 DETERMINISTIC SITE PARAMETERS Page 2 PEAK SITE ACCEL g 0 447 0 447 0 163 0 083 0 105 0 053 0 064 0 027 0 037 0 046 0 035 0 029 0 029 0 027 0 025 0 021 0 023 0 021 0 031 0 034 0 016 0 014 0 019 0 021 0 019 0 022 0 018 0 012 0 Oil 0 Oil 0 013 0 019 0 036 0 010 0 Oil 0 012 0 012 0 009 0 Oil 0 020 EST SITE INTENSITY MOD MERC X X VIII VII VII VI VI V V VI V V V V V IV IV IV V V IV IV IV IV IV IV IVIIIIIIIIIIII IV VIIIIIIIIIIIIIIIIII IV ESTIMATED MAX EARTHQUAKE EVENT APPROXIMATE ~- — — - — - - - ABBREVIATED DISTANCE MAXIMUM | PEAK 1 EST SITE Page 2 Kiko TEST OUT FAULT NAME SUPERSTITION HILLS (San Jacinto) HELENDALE - S LOCKHARDT SANTA MONICA LACUNA SALADA MALIBU COAST LENWOOD-LOCKHART-OLD WOMAN SPRGS OOHNSON VALLEY (Northern) NORTHRIDGE (E Oak Ridge) BRAWLEY SEISMIC ZONE SIERRA MADRE (San Fernando) EMERSON SO - COPPER MTN SAN GABRIEL ANACAPA-DUMEM "• '• -V -ft -V -1 •&•&•'••> •*• -v -f- -"r i• it '• V- •*• ^f -ft i- •> -r- acinto) N SPRGS 0) -•- V *••"••"••* ••: rrn (km) 88 0( 141 7)88 2( 141 9) 88 9( 143 0) 90 1( 145 0) 91 4( 147 1) 92 3( 148 5) 95 6( 153 8)95 6( 153 9) 95 9( 154 4)96 2( 154 8) 96 2( 154 8)96 4( 155 2) 98 0( 157 7) tif--tA*******-ft^V-* J EARTHQUAKE MAG (Mw) 6 6 7 1 6 67 0 6 7 7 3 6 7 6 9 6 4 6 7 6 9 7 0 7 3 •••V- ********* SITE ACCEL g 0 Oil 0 017 0 010 0 015 0 010 0 019 0 010 0 Oil 0 0080 0090 012 0 013 0 015 t*-V-"-fc-'-****-M INTENSITY MOD MERC III IV III IV III IV III III II III III III IV•s i- a v- * * * * ••• •"• -END OF SEARCH- 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE IT IS ABOUT 5 0 MILES (8 0 km) AWAY LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION 0 4470 g Page 3 I I II If II II II II II II II II II II I II II II II Kiko TEST OUT **********-V*******-***** * ** EQFAULT *•*• * "• version 3 00 ** ************************ DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS :OB NUMBER 02-8201 DATE 06-05-2002 JOB NAME Kiko Test Run CALCULATION NAME Kiko Test Run Analysis FAULT-DATA-FILE NAME CDMGFLTE DAT SITE COORDINATES SITE LATITUDE 33 1600 SITE LONGITUDE 117 3500 SEARCH RADIUS 100 mi ATTENUATION RELATION 15) Campbell & Bozorgnia (1997 Rev ) - Soft Rock UNCERTAINTY (M=Median, S=Sigma) M Number of Sigmas 0 0 DISTANCE MEASURE cdlSt SCOND 1 Basement Depth 5 00 km Campbell SSR 1 Campbell SHR 0 COMPUTE RHGA HORIZ ACCEL (FACTOR 0 65 DISTANCE 20 miles) FAULT-DATA FILE USED CDMGFLTE DAT MINIMUM DEPTH VALUE (km) 3 0 EQFAULT SUMMARY Page 1 Kiko TEST OUT DETERMINISTIC SITE PARAMETERS page 1 ABBREVIATED FAULT NAME NEWPORT-INGLEWOOD (Offshore) ROSE CANYON CORONADO BANK ELSINORE-TEMECULA ELSINORE-DULIAN ELSINORE-GLEN IVY PALOS VERDES EARTHQUAKE VALLEY NEWPORT-INGLEWOOD (L A Basin) SAN DACINTO-ANZA SAN DACINTO-SAN DACINTO VALLEY CHINO-CENTRAL AVE (Elsinore) WHITTIER SAN DACINTO-COYOTE CREEK COMPTON THRUST ELYSIAN PARK THRUST ELSINORE-COYOTE MOUNTAIN SAN DACINTO-SAN BERNARDINO SAN ANDREAS - San Bernardino SAN ANDREAS - Southern SAN DACINTO - BORREGO SAN DOSE SIERRA MADRE PINTO MOUNTAIN CUCAMONGA SAN ANDREAS - Coachella NORTH FRONTAL FAULT ZONE (West) CLEGHORN BURNT MTN RAYMOND NORTH FRONTAL FAULT ZONE (East) SAN ANDREAS - MO3ave SAN ANDREAS - 1857 Rupture EUREKA PEAK CLAMSHELL-SAWPIT VERDUGO SUPERSTITION MTN (San Dacinto) HOLLYWOOD ELMORE RANCH LANDERS DISTANCE mi (km) 5 0( 80) 5 0( 80) 20 9( 33 6) 24 4( 39 2) 24 7( 39 7) 33 4( 53 8) 35 2( 56 6) 44 5( 71 6) 45 4( 73 0) 46 9( 75 5) 47 3( 76 1) 47 3( 76 1) 50 8( 81 7) 52 9( 85 1) 55 1( 88 6) 58 0( 93 4) 58 7( 94 5) 59 5( 95 8) 64 9( 104 5) 64 9( 104 5) 66 9( 107 7) 68 1( 109 6) 71 8( 115 5) 71 9( 115 7) 72 1( 116 0) 73 3( 117 9) 75 5( 121 5) 77 2( 124 2) 78 2( 125 9) 79 7( 128 3) 80 2( 129 1) 80 2( 129 1) 80 2( 129 1) 81 0( 130 4) 81 5( 131 2) 82 4( 132 6) 83 4( 134 3) 84 2( 135 5) 87 0( 140 0) 87 9( 141 4) ESTIMATED MAX EARTHQUAKE EVENT MAXIMUM EARTHQUAKE MAG (Mw) 6 9 6 9 7 4 6 8 7 1 6 8 7 1 6 5 6 9 7 2 6 9 6 76 86 8 6 8 6 7 6 86 7 7 3 7 46 66 5 7 0 7 0 7 0 7 1 7 0 6 5 6 4 6 5 6 7 7 17 8 6 46 56 7 6 66 4 6 67 3 RHGA SITE ACCEL g 0 291 0 291 0 163 0 083 0 105 0 053 0 064 0 027 0 037 0 046 0 035 0 029 0 029 0 027 0 025 0 021 0 023 0 021 0 031 0 034 0 016 0 014 0 019 0 021 0 0190 022 0 018 0 012 0 Oil 0 Oil 0 0130 019 0 036 0 010 0 Oil 0 012 0 012 0 009 0 Oil 0 020 EST SITE INTENSITY MOD MERC IX IX VIII VII VII VI VI V V VI V V V V V IV IV IV V V IV IV IV IV IV IV IVIIIIIIIIIIII IV VIIIIIIIIIIIIIIIIII IV DETERMINISTIC SITE PARAMETERS Page 2 ABBREVIATED APPROXIMATE DISTANCE Page 2 [ESTIMATED MAX EARTHQUAKE EVENT MAXIMUM RHGA IEST SITE Kiko TEST OUT FAULT NAME SUPERSTITION HILLS (San Jacinto) HELENDALE - S LOCKHARDT SANTA MONICA LACUNA SALADA MALIBU COAST LENWOOD-LOCKHART-OLD WOMAN SPRGS JOHNSON VALLEY (Northern) NORTHRIDGE (E Oak Ridge) BRAWLEY SEISMIC ZONE SIERRA MADRE (San Fernando) EMERSON So - COPPER MTN SAN GABRIEL ANACAPA-DUME rrn (km) 88 0( 141 7) 88 2( 141 9) 88 9( 143 0) 90 1( 145 0) 91 4( 147 1) 92 3( 148 5) 95 6( 153 8) 95 6( 153 9) 95 9( 154 4) 96 2( 154 8) 96 2( 154 8) 96 4( 155 2) 98 0( 157 7) EARTHQUAKE MAG (MW) 6 6 7 1 6 6 7 0 6 7 7 3 6 7 6 9 6 4 6 7 6 9 7 0 7 3 SITE ACCEL g 0 Oil 0 017 0 010 0 015 0 010 0 019 0 010 0 Oil 0 008 0 009 0 012 0 013 0 015 INTENSITY MOD MERC III IV III IV III IV III III II III III III IV '-Vtrt-V-'--'-********•*******•*****•>*••**<•**** *****--*-V****ft**ft*-*-J -END OF SEARCH- 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE IT IS ABOUT 5 0 MILES (8 0 km) AWAY LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION 0 2905 g Page 3 I I I I I I I llllllllil llI*llnf tt Kiko TEST OUT ************************* * ** EQSEARCH * * ** version 3 00 ** *************************** ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER 02-8201 DATE 06-05-2002 JOB NAME Kiko Test Run EARTHQUAKE-CATALOG-FILE NAME ALLQUAKE DAT MAGNITUDE RANGE MINIMUM MAGNITUDE 5 00 MAXIMUM MAGNITUDE 9 00 SITE COORDINATES SITE LATITUDE 33 1600 SITE LONGITUDE 117 3500 SEARCH DATES START DATE 1800 END DATE 2001 SEARCH RADIUS 100 0 mi 160 9 km ATTENUATION RELATION 25) Campbell & Bozorgnia (1997 Rev ) - soft Rock UNCERTAINTY (M=Median, s=Sigma) M Number of Sigmas 0 0 ASSUMED SOURCE TYPE DS [ss=stnke-slip, DS=Reverse-slip, BT=Blind-thrust]SCOND 0 Depth Source A Basement Depth 5 00 km Campbell SSR 1 Campbell SHR 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km) 3 0 Page 1 I I I I I I I I I I I I Kiko TEST OUT EARTHQUAKE SEARCH RESULTS page I TIME | SITE SITE APPROX FILE LAT LONG DATE (UTC) | DEPTH | QUAKE ACC MM DISTANCE CODE NORTH WEST H M Sec (km) MAG g | INT mi [km] DMG MGI MGI PAS DMG T-A T-A T-A DMG DMG DMG DMG DMG DMG MGI DMG DMG DMG DMG MGI DMG DMG DMG DMG PAS DMG DMG DMG DMG DMG DMG MGI DMG DMG DMG DMG DMG DMG DMG DMG DMG DMG T-A MGI DMG DMG DMG DMG DMG DMG DMG DMG DMG 33 0000 117 3000 33 00001117 0000 32 80001117 1000 32 97101117 8700 32 7000 32 6700 32 6700 32 6700 33 7000 33 7000 33 700033 2000 33 6990 32 8000 33 2000 33 7100 33 7500 33 7500 33 5750 33 8000 33 6170 33 8000 33 6170 33 9000 33 5010 33 6830 33 0000 33 5000 33 7000 33 7000 34 0000 34 0000 33 7500 33 7500 33 7500 33 7500 33 7500 33 3430 33 950033 783032 8170 33 4000 32 2500 34 1000 33 4080 33 200033 9760 33 7830 33 2830 33 2830 33 2830 33 2830 33 9940 117 2000 117 1700 117 1700 117 1700 117 4000 117 4000 11/22/1800 09/21/1856 05/25/1803 07/13/1986 05/27/1862 10/21/1862 05/24/186512/00/1856 05/13/191004/11/1910 117 4000105/15/1910 116 7000101/01/1920 117 5110105/31/1938 116 8000110/23/1894 116 6000110/12/1920 116 9250109/23/1963117 0000106/06/1918 117 0000104/21/1918117 9830 117 6000 117 9670 117 0000118 0170117 2000116 5130 118 0500 116 4330 116 5000 118 0670 03/11/1933 04/22/1918 03/11/1933 12/25/1899 03/14/1933 12/19/1880 02/25/1980 03/11/1933 06/04/194009/30/1916 03/11/1933 118 0670(03/11/1933 117 2500117 5000 118 0830118 0830118 0830 07/23/1923 12/16/1858 03/11/1933 03/11/1933 03/13/1933 118 0830103/11/1933118 0830 116 3460 116 8500 118 1330 118 3500 116 3000 117 5000 03/11/1933 04/28/196909/28/1946 10/02/193312/26/1951 02/09/1890 01/13/1877 117 3000107/15/1905 116 2610|03/25/1937 116 2000105/28/1892116 7210 118 2500 116 1830 116 1830 116 1830 116 1830 116 7120 06/12/1944 11/14/1941 03/23/1954 03/19/1954 03/19/1954 03/19/1954 06/12/1944 2130 0 0 730 0 0 0000 1347 8 2 20 0 0 0 0000 00000000620 0 0 757 0 0 1547 0 0 235 0 083455 4 23 3 0 01748 0 0 144152 6 2232 0 0 223225 0518 4 0 2115 0 0154 7 8 1225 0 0 19 150 0 0000 104738 5 658 3 01035 8 3211 0 0 51022 085457 0 73026 0 10 0 0 0 230 0 0 910 0 0 131828 0 323 0 0 2900232042 9719 9 0 91017 6 04654 0 12 6 0 020 0 0 0 0 0 0 0 0 0 6 0 0 0 0 00 00 00 00 00 0 0 010 0 0 00 0 16 50 0 0 00 0 0 0 0 0 0 0 0 0 0 0 13 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 00 00 00 0 0 0 0 0 2041 00| 00 1649 1 8 1115 0 0104534 7 84136 3 41450 0 95429 0 102117 0 95556 0 111636 0 10 0 0 010 0 0 0 0 0 0 0 0 0 0 0 10 0 6 50 5 00 5 00 5 30 5 90 0 208 0 023 0 016 0 017 0 028 5 00| 0 0125 00 5 00 5 00 5 00 6 00 5 00 5 50 0 012 0 012 0 Oil 0 Oil0 024 VIII IV IV IV V inin ininin V 0 Oil III 0 016 5 70 0 017 5 30| 0 Oil 5 00 0 008 5 00 0 008 6 80 0 034 5 20 5 006 306 405 106 005 505 505 10 5 005 105 106 257 00 5 105 105 305 005 005 805 00 5 40 5 90 6 30 5 00 5 30 6 00 6 30 5 10 5 405 10 6 20 5 50 5 00 5 30 0 009 0 0080 0210 0220 008 0 015 0 009 0 0090 0070 0060 0060 006 0 015 0 027 0 006 0 0060 007 0 0050 0050 0100 005 0 007 0 010 0 014 0 005 0 006 0 010 0 0120 005 0 006 0 005 0 Oil 0 006 0 004 0 005 IV IVIIIIIIIII VIIIII IV IVII IVIIIIIIIIIIIIII IV VIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 11 4( 18 4) 23 1( 37 1) 28 8( 46 3) 32 8( 52 8) 32 9( 53 0) 35 4( 57 0)35 4( 57 0) 35 4( 57 0) 37 4( 60 2) 37 4( 60 2) 37 4( 60 2) 37 7( 60 6) 38 3( 61 7) 40 4( 65 0) 43 4( 69 9) 45 2( 72 7) 45 4( 73 1) 45 4( 73 1)46 4( 74 7) 46 5( 74 8)47 5( 76 5) 48 6( 78 2)49 7( 80 0) 51 8( 83 4) 53 7( 86 4) 54 1( 87 1)54 2( 87 2) 54 4( 87 5) 55 6( 89 6) 55 6( 89 6) 58 3( 93 8) 58 6( 94 4) 58 7( 94 4) 58 7( 94 4)58 7( 94 4) 58 7( 94 4) 58 7( 94 4) 59 3( 95 5)61 7( 99 2)62 3(100 3)62 6(100 7) 62 8(101 1) 63 4(102 1) 65 0(104 5) 65 1(104 8) 66 5(107 0)67 0(107 8) 67 4(108 4) 67 9(109 3) 67 9(109 3) 67 9(109 3) 67 9(109 3) 68 3(109 9) Page 2 I I I I I I I I I I jl (Illllllji Kiko TEST OUT EARTHQUAKE SEARCH RESULTS Page 2 I TIME FILEl LAT LONG DATE | (UTC) | DEPTH | QUAKE CODE | NORTH WEST | | H M Sec (km) | MAG DMG MGI DMG GSP DMG DMG DMG PAS DMG DMG DMG DMG GSP DMG PAS DMG PAS DMG DMG DMG DMG GSP DMG DMG T-A T-A T-A MGI DMG GSN DMG DMG DMG DMG DMG DMG DMG GSP MGI GSP DMG DMG GSP DMG DMG DMG DMG GSP PDG MGI DMG GSP DMG 32 7000 34 0000 33 2170 34 1400 33 1900 33 8500 34 2000 33 9980 34 1000 34 2000 34 1800 34 1800 34 1630 34 1000 34 0610 33 1130 34 0730 34 0170 34 0170 34 0170 34 0170 34 1950 33 9330 34 2700 34 0000 34 0000 34 0000 34 1000 33 2310 34 2030 34 2000 116 3000 118 0000 116 1330 117 7000 116 1290 118 2670 117 4000 116 6060 116 8000 117 1000 116 9200 116 9200 116 8550 116 7000 118 0790 116 0370 118 0980 116 5000 116 5000 116 5000 116 5000 116 8620 116 3830 02/24/1892 12/25/1903 08/15/1945 02/28/1990 04/09/1968 03/11/1933 07/22/1899 07/08/1986 10/24/1935 720 0 0 1745 0 0 175624 0 234336 6 22859 1 0 0 0 0 0 0 5 0 11 1 1425 0 0| 00 046 0 0| 00 92044 5 1448 7 6 09/20/1907 154 0 0 01/16/1930] 034 3 6 01/16/1930 06/28/1992 02/07/1889 10/01/1987 04/09/1968 10/04/1987 07/26/1947 07/25/1947 07/25/1947 07/24/1947 08/17/1992 12/04/1948 117 5400109/12/1970 118 2500109/23/1827 118 2500 118 2500 118 1000 116 0040 116 8270 117 9000 34 30001117 5000 32 9670 32 9670 32 9670 32 9670 34 2670 33 8760 34 0000 33 9020 34 3000 32 9830 34 2390 32 0000 32 0000 32 2000 32 2000 116 0000 03/26/1860 01/10/1856 07/11/1855 05/26/1957 06/28/1992 08/28/1889 07/22/1899 10/22/1942 116 0000110/21/1942116 0000110/21/1942 116 0000110/21/1942 116 9670108/29/1943 116 2670106/29/1992 118 3000109/03/1905 116 2840107/24/1992 117 6000107/30/1894 115 9830105/23/1942 116 8370107/09/1992 117 5000 117 5000 116 5500 116 5500 33 96101116 3180 34 2900 34 0800 32 5000 34 0290 32 0830 116 9460 118 2600118 5500 06/24/1939 05/01/1939 11/05/1949 11/04/1949 04/23/1992 02/10/2001 07/16/1920 02/24/1948 116 3210108/21/1993 116 6670 11/25/1934 02433 9144321 0 520 0 0144220 0 3 353 5 105938 2 24941 0 61949 0 04631 0 221046 0 204152 1 234317 0 143053 0 0000 0000 0000 415 0 0155933 6 150530 7215 0 0 2032 0 0181326 0 162519 0162654 0 162213 0 34513 0 160142 8 540 0 0 181436 2 512 0 0 154729 0 014357 6 1627 0 0 2353 0 0 43524 0 204238 0 045023 0 210505 818 8 0 081510 0 014638 4 818 0 0 11 7 0 0 0 0 0 0 0 0 6 0 0 0 9 5 5 0 8 2 0 0 0 0 0 0 0 0 11 0 0 0 8 0 0 0 0 0 0 0 0 0 15 1 5 00 0 0 00 0 0 00 0 0 0 0 0 1 0 0 0 9 0 0 0 0 0 6 70 5 00 5 70 5 20 6 40 5 00 5 50 5 60 5 10 6 00 5 10 5 20 5 30 5 30 5 90 5 20 5 30 5 10 5 20 5 00 5 50 5 30 6 50 5 40 5 00 5 00 5 00 6 30 5 00 6 70 5 50 6 50 5 00 5 00 5 00 6 50 5 50 5 20 5 30 5 00 6 00 5 00 0 0| 5 30 0 0 0 0 0 0 0 0 12 0 9 0 0 00 0 9 0 0 0 5 00 5 00 5 10 SITE | SITE ACC | MMg IINT 0 016 0 004 0 007 0 0050 012 0 004 0 006 0 006 0 004 0 008 0 004 0 004 0 005 0 005 0 007 0 004 0 0040 004 0 0040 003 0 0050 004 0 012 0 005 0 003 0 003 0 003 0 010 0 003 0 013 0 005 0 Oil 0 003 0 003 0 003 0 Oil 0 005 0 004 0 004 0 003 0 007 0 003 0 004 0 003 0 003 0 003 5 70| 0 006 6 10 5 10 5 00 5 30 5 00 5 00 0 008 0 003 0 003 0 004 0 003 0 003 IV I II II III I IIII I III I I II II II I I II I II I III II I I I III I III II III I I I III II I I I II I I I I I II II I I I I I APPROX DISTANCE mi [km] 68 6(110 5) 69 0(111 0) 70 4(113 3) 70 6(113 6) 70 6(113 6)71 1(114 4) 71 9(115 6) 72 0(115 8) 72 2(116 2) 73 2(117 8) 74 6(120 1) 74 6(120 1) 74 9(120 5) 74 9(120 5) 75 0(120 7) 76 0(122 3) 76 3(122 8) 76 8(123 5) 76 8(123 5)76 8(123 5) 76 8(123 5) 76 8(123 5) 77 1(124 1) 77 4(124 6) 77 7(125 1) 77 7(125 1) 77 7(125 1) 77 9(125 4) 77 9(125 4) 78 0(125 6) 78 4(126 2) 79 2(127 4) 79 2(127 5) 79 2(127 5) 79 2(127 5) 79 2(127 5) 79 5(128 0) 79 6(128 0) 79 7(128 2) 79 9(128 6) 80 0(128 8) 80 0(128 8) 80 1(128 9) 80 6(129 6) 80 6(129 6) 81 0(130 3) 81 0(130 3) 81 1(130 6) 81 4(131 0) 82 3(132 4) 83 2(133 9) 84 3(135 6) 84 3(135 7) Page 3 I I I I I I I I I I I I llll Kiko TEST OUT EARTHQUAKE SEARCH RESULTS Page 3 FILE CODE GSP GSP GSP DMG GSP DMG DMG GSP DMG GSP DMG MGI DMG PAS DMG DMG GSN DMG PAS PAS T-A DMG PAS GSP DMG GSP DMG DMG DMG GSP PAS DMG DMG DMG GSP PAS GSP LAT NORTH 34 0640 34 2620 34 1080 34 3700 34 3400 34 0670 34 0670 34 1390 33 1830 34 3690 34 0830 34 0000 34 0000 33 0130 33 0000 33 0330 34 2010 33 2160 33 9190 33 0820 33 5000 33 9500 33 9440 34 2680 31 8110 34 3410 32 9830 33 2330 32 9500 34 3320 34 3270 34 0000 34 0000 32 9000 34 2310 33 0980 34 2130 LONG WEST 116 3610 118 0020 116 4040 117 6500 116 9000 116 3330 DATE 09/15/1992 06/28/1991 06/29/1992 12/08/1812 11/27/1992 05/18/1940 116 3330105/18/1940 116 4310106/28/1992 115 8500104/25/1957 116 8970112/04/1992 116 3000 118 5000 118 5000 115 8390 115 8330 115 8210 116 4360 115 8080 118 6270 115 7750 115 8200 118 6320 118 6810 116 4020 117 1310 05/18/1940 11/19/1918 08/04/1927 11/24/1987 01/08/1946 09/30/1971 06/28/1992 04/25/1957 TIME | (UTC) | DEPTH H M Sec| (km) 084711 3 144354 5 141338 8 15 0 0 0 160057 5 55120 2 72132 7 123640 6 222412 0 020857 5 5 358 5 2018 0 0 9 0 11 0 9 0 0 0 1 0 0 0 QUAKE MAG 5 20 5 40 5 40 7 00 5 30 5 20 0 0| 5 00 10 0| 5 10 0 0| 5 10 30| 5 30 0 0 0 0 1224 0 0| 00 131556 5 185418 0 224611 3 115734 1 215738 7 01/19/19891 65328 8 11/24/1987 05/00/1868 08/31/1930 01/01/1979 06/16/1994 12/22/1964 116 5290106/28/1992 115 7330101/24/1951 115 7170110/22/1942 115 7170106/14/1953 116 4620107/01/1992 116 4450103/15/1979 116 0000104/03/1926 116 0000109/05/1928 115 7000110/02/1928 118 4750103/20/1994 115 6320104/26/1981 118 5370101/17/1994 15414 5 0000 04036 0 231438 9 162427 5 205433 2 124053 5 2 4 0 0 8 0 1 0 -0 3 11 9 4 9 0 0 0 0 11 3 3 0 2 3 6 0 717 2 6| 00 15038 0| 0 0 41729 9 074029 9 21 716 5 20 8 0 0 1442 0 0 19 1 0 0 212012 3 12 928 4 123055 4 0 0 9 0 2 5 5 40 5 00 5 00 6 00 5 40 5 10 7 60 5 20 5 00 5 80 6 30 5 20 5 00 5 00 5 60 5 20 5 60 5 50 5 50 5 40 5 20 0 0| 5 50 0 0 0 0 13 0 3 8 18 0 5 00 5 00 5 30 5 70 SITE ACCg 0 003 0 004 0 004 0 015 0 004 0 003 0 003 0 003 0 003 0 004 0 004 0 003 0 003 0 006 0 004 0 003 0 022 0 003 0 003 0 005 0 007 0 003 0 003 0 002 0 004 0 003 0 004 0 004 0 004 0 003 0 003 0 004 0 002 0 002 0 003 0 004 6 70| 0 009 SITE MM INT I I I IV I I I I I I I I I II I I IVIIIIIII - - IIIIIII APPROX DISTANCE mi [km] 84 4(135 9) 84 8(136 5) 85 1(136 9) 85 3(137 3) 85 5(137 5) 85 7(137 9) 85 7(137 9) 85 8(138 0) 86 7(139 5) 87 4(140 7) 87 8(141 3) 88 0(141 6) 88 0(141 6) 88 0(141 6) 88 5(142 3) 88 9(143 0) 89 0(143 2) 89 2(143 5) 90 3(145 2) 91 2(146 8) 91 3(147 0) 91 7(147 6) 93 8(150 9) 93 9(151 1) 94 0(151 3) 94 2(151 6) 94 3(151 8) 94 5(152 0) 95 6(153 9) 95 6(153 9) 95 9(154 3) I 96 9(156 0) 96 9(156 0) 97 2(156 4) I 98 2(158 0) I 99 4(160 0) III 99 7(160 4) IIIp -END OF SEARCH- 143 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA TIME PERIOD OF SEARCH 1800 TO 2001 LENGTH OF SEARCH TIME 202 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 11 4 MILES (18 4 km) AWAY LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS 7 6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH 0 208 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION a-value= 1 518 b-value= 0 381 beta-value= 0 877 Page 4 I I I I I I I I I I III tp pp pp Kiko TEST OUT TABLE OF MAGNITUDES AND EXCEEDANCES Earthquake Magnitude 4 0 4 5 5 0 5 5 6 0 6 5 7 0 7 5 Number of Times Exceeded 143 143143502711 31 Cumulative NO / Year 0 70792 0 70792 0 70792 0 24752 0 13366 0 05446 0 01485 0 00495 Page 5 I I I I I I I APPENDIX C I • MODIFIED MERCALL1 INDEX i I I II II IIn0i n I APPENDIX C MODIFIED MERCALLI INTENSITY SCALE OF 1931 (Excerpted from the California Division of Conservation Division of Mines and Geology DMG Note 32) IThe first scale to reflect earthquake intensities was developed by deRossi of Italy, and Forel of Switzerland, in the 1880s, and is known as the Rossi-Forel Scale This scale, with values from I to X, was used for about two decades A need for a more refined scale increased with the advancement of the science of seismology, and m 1902, the Italian seismologist Mercalli devised a new scale on a I to XII range The Mercalli Scale was modified m 1931 by [American seismologists Harry 0 Wood and Frank Neumann to take into account modern structural features The Modified Mercalli Intensity Scale measures the intensity of an earthquake's effects m a given locality, and is Iperhaps much more meaningful to the layman because it is based on actual observations of earthquake effects at specific places It should be noted that because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable time -- weeks or months -- is sometimes needed before an intensity map can be .assembled for a particular earthquake 'On the Modified Mercalli Intensity Scale, values range from I to XII The most commonly used adaptation covers the range of intensity from the conditions of "/ -- not felt except by very few, favorably situated," to "XII -- damage total, I lines of sight disturbed, objects thrown into the air " While an earthquake has only one magnitude, it can have many intensities, which decrease with distance from the epicenter IIt is difficult to compare magnitude and intensity because intensity is linked with the particular ground and structural conditions of a given area, as well as distance from the earthquake epicenter, while magnitude depends on the energy released at the focus of the earthquake Not felt except by a very few under especially favorable circumstances Felt only by a few persons at rest, especially on upper floors of buildings Delicately suspended objects may swing Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake Standing motor cars may rock slightly Vibration like passing of truck Duration estimated IV During the day felt indoors by many, outdoors by few At night some awakened Dishes, windows, doors disturbed, walls make cracking sound Sensation like heavy truck striking building Standing motor cars rocked noticeably Felt by nearly everyone, many awakened Some dishes, windows, etc, broken, a few instances of cracked plaster, unstable objects overturned Disturbances of trees, poles, and other tall objects sometimes noticed Pendulum clocks may stop V VI Felt by all, many frightened and run outdoors damaged chimneys Damage slight Some heavy furniture moved, a few instances of fallen plaster or VII Everybody runs outdoors Damage negligible in building of good design and construction, slight to moderate in well- built ordinary structures, considerable in poorly built or badly designed structures, some chimneys broken Noticed by persons driving motor cars VIII Damage slight in specially designed structures, considerable in ordinary substantial buildings, with partial collapse, great in poorly built structures Panel walls thrown out of frame structures Fall of chimneys, factory stacks, columns, monuments, walls Heavy furniture overturned Sand and mud ejected in small amounts Changes in well water Persons driving motor cars disturbed IX Damage considerable in specially designed structures, well-designed frame structures thrown out of plumb, great m substantial buildings with partial collapse Buildings shifted off foundations Ground cracked conspicuously Underground pipes broken Some well-built wooden structures destroyed, most masonry and frame structures destroyed with foundations, ground badly cracked Rails bent Landslides considerable from river banks and steep slopes Shifted sand and mud Water splashed (slopped) over banks XI Few, if any, masonry structures remain standing Bridges destroyed Broad fissures m ground Underground pipelines completely out of service Earth slumps and land slips in soft ground Rails bent greatly XII Damage total Practically all works of construction are damaged greatly or destroyed Lines of sight and level are distorted Objects thrown upward into the air Waves seen on ground surface I I I I I ll APPENDIX D GENERAL EARTHWORK SPECIFICATIONS I I I ll ll ll APPENDIX D GENERAL EARTHWORK SPECIFICATIONS General The objective of these specifications is to properly establish procedures for the clearing and preparation of the existing natural ground or properly compacted fill to receive new fill, for the selection of the fill material, and for the fill compaction and testing methods to be used Scope of Work The earthwork includes all the activities and resources provided by the contractor to construct in a good workmanlike manner all the grades of the filled areas shown in the plans The major items of work covered in this section include all clearing and grubbing, removing and disposing of materials, preparing areas to be filled, compacting of fill, compacting of backfills, subdram installations, and all other work necessary to complete the grading of the filled areas Site Visit and Site Investigation 1 The contractor shall visit the site and carefully study it, and make all inspections necessary in order to determine the full extent of the work required to complete all grading in conformance with the drawings and specifications The contractor shall satisfy himself as to the nature, location, and extent of the work conditions, the conformation and condition of the existing ground surface, and the type of equipment, labor, and facilities needed prior to and during prosecution of the work The contractor shall satisfy himself as to the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered Any inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawings and specifications, must be brought to the engineer's attention in order to clarify the exact nature of the work to be performed 2 A soils investigation report has been prepared for this project by GEI It is available for review and should be used as a reference to the surface and subsurface soil and bedrock conditions on this project Any recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications Authority of the Soils Engineer and Engineering Geologist The soils engineer shall be the owner's representative to observe and test the construction of fills Excavation and the placing of fill shall be under the observation of the soils engineer and his/her representative, and he/she shall give a written opinion regarding conformance with the specifications upon completion of grading The soils engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted or improperly compacted fills, disturbed bedrock materials, and soft alluvium, and shall have the authority to approve or reject materials proposed for use in the compacted fill areas The soils engineer shall have, in conjunction with the engineering geologist, the authority to approve the preparation of natural ground and toe-of-fill benches to receive fill material The engineering geologist shall have the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity of remedial measures If any unstable condition is being created by cutting or filling, the engineering geologist and/or soils engineer shall advise the contractor and owner immediately, and prohibit grading in the affected area until such time as corrective measures are taken The owner shall decide all questions regarding (1) the interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation I I I I I I I ll ll Appendix D Page 2 Clearing and Grubbing Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandoned improvements, paving, culverts, pipe, and vegetation (including - but not limited to -- heavy weed growth, trees, stumps, logs and roots larger than 1-inch in diameter) All organic and inorganic materials resulting from the clearing and grubbing operations shall be collected, piled, and disposed of by the contractor to give the cleared areas a neat and finished appearance Burning of combustible materials on-site shall not be permitted unless allowed by local regulations, and at such times and in such a manner to prevent the fire from spreading to areas adjoining the property or cleared area It is understood that minor amounts of organic materials may remain in the fill soils due to the near impossibility of complete removal The amount remaining, however, must be considered negligible, and in no case can be allowed to occur m concentrations or total quantities sufficient to contribute to settlement upon decomposition Preparation of Areas to be Filled After clearing and grubbing, all uncompacted or improperly compacted fills, soft or loose soils, or unsuitable materials, shall be removed to expose competent natural ground, undisturbed bedrock, or properly compacted fill as indicated in the soils investigation report or by our field representative Where the unsuitable materials are exposed in final graded areas, they shall be removed and replaced as compacted fill 2 The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least 6 inches, brought to the specified moisture content, and then the scarified ground compacted to at least the specified density Where undisturbed bedrock is exposed at the surface, scarification and recompaction shall not be required 3 All areas to receive compacted fill, including all removal areas and toe-of-fill benches, shall be observed and approved by the soils engineer and/or engineering geologist prior to placing compacted fill 4 Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizontal benches shall be cut into firm, undisturbed, natural ground in order to provide both lateral and vertical stability This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undisturbed, natural ground at the elevation of the toe stake placed at the bottom of the design slope The engineer shall determine the width and frequency of all succeeding benches, which will vary with the soil conditions and the steepness of the slope Ground slopes flatter than 20 percent (5010) shall be benched when considered necessary by the soils engineer Fill and Backfill Material Unless otherwise specified, the on-site material obtained from the project excavations may be used as fill or backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is first removed In the event that expansive materials are encountered during foundation excavations within 3 feet of finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them in fills No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive -- unless designed for this clayey condition However, rocks, boulders, broken Portland cement concrete, and bituminous-type pavement obtained from the project excavations may be permitted in the backfill or fill with the following limitations I I I I I ll ll ll ll Appendix D Page 3 1 The maximum dimension of any piece used in the top 10 feet shall be no larger than 6 inches 2 Clods or hard lumps of earth of 6 inches in greatest dimension shall be broken up before compacting the material in fill 3 If the fill material originating from the project excavation contains large rocks, boulders, or hard lumps that cannot be broken readily, pieces ranging from 6 inches in diameter to 2 feet in maximum dimension may be used in fills below final subgrade if all pieces are placed in such a manner (such as windrows) as to eliminate nesting or voids between them No rocks over 4 feet will be allowed in the fill 4 Pieces larger than 6 inches shall not be placed within 12 inches of any structure 5 Pieces larger than 3 inches shall not be placed within 12 inches of the subgrade for paving 6 Rockfills containing less than 40 percent of soil passing 3/4-mch sieve may be permitted in designated areas Specific recommendations shall be made by the soils engineer and be subject to approval by the city engineer 7 Continuous observation by the soils engineer is required during rock placement 8 Special and/or additional recommendations may be provided in writing by the soils engineer to modify, clarify, or amplify these specifications 9 During grading operations, soil types other than those analyzed in the soil investigation report may be encountered by the contractor The soils engineer shall be consulted to evaluate the suitability of these soils as fill materials Placing and Compacting Fill Material 1 After preparing the areas to be filled, the approved fill material shall be placed in approximately horizontal layers, with lift thickness compatible to the material being placed and the type of equipment being used Unless otherwise approved by the soils engineer, each layer spread for compaction shall not exceed 8 inches of loose thickness Adequate drainage of the fill shall be provided at all times during the construction period 2 When the moisture content of the fill material is below that specified by the engineer water shall be added to it until the moisture content is as specified 3 When the moisture content of the fill material is above that specified by the engineer, resulting in inadequate compaction or unstable fill, the fill material shall be aerated by bladmg and scarifying or other satisfactory methods until the moisture content is as specified 4 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than the density set forth in the specifications Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of acceptable compaction equipment Equipment shall be of such design that it will be able to compact the fill to the specified relative compaction Compaction shall cover the entire fill area, and the equipment shall make sufficient trips to ensure that the desired density has been obtained throughout the entire fill At locations where it would be impractical due to inaccessibility of rolling compacting equipment, fill layers shall be compacted to the specified requirements by hand-directed compaction equipment I I I I I I I I I I I I I llllIII ll Appendix D Page 4 When soil types or combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or compacting operations, the surface of each layer of fill shall be sufficiently roughened after compaction to ensure bond to the succeeding layer Unless otherwise specified, fill slopes shall not be steeper than 2 0 horizontal to 1 0 vertical In general, fill slopes shall be finished in conformance with the lines and grades shown on the plans The surface of fill slopes shall be overfilled to a distance from finished slopes such that it will allow compaction equipment to operate freely within the zone of the finished slope, and then cut back to the finished grade to expose the compacted core Alternate compaction procedures include the backrollmg of slopes with sheepsfoot rollers in increments of 3 to 5 feet in elevation gam Alternate methods may be used by the contractor, but they shall be evaluated for approval by the soils engineer Unless otherwise specified, all allowed expansive fill material shall be compacted to a moisture content of approximately 2 to 4 percent above the optimum moisture content Nonexpansive fill shall be compacted at near-optimum moisture content All fill shall be compacted, unless otherwise specified, to a relative compaction not less than 95 percent for fill m the upper 12 inches of subgrades under areas to be paved with asphalt concrete or Portland concrete, and not less than 90 percent for other fill The relative compaction is the ratio of the dry unit weight of the compacted fill to the laboratory maximum dry unit weight of a sample of the same soil, obtained in accordance with A S T M D-1557 test method The observation and periodic testing by the soils engineer are intended to provide the contractor with an ongoing measure of the quality of the fill compaction operation It is the responsibility of the grading contractor to utilize this information to establish the degrees of compactive effort required on the project More importantly, it is the responsibility of the grading contractor to ensure that proper compactive effort is applied at all times during the grading operation, including during the absence of soils engineering representatives Trench Backfill Trench excavations which extend under graded lots, paved areas, areas under the influence of structural loading, m slopes or close to slope areas, shall be backfilled under the observations and testing of the soils engineer All trenches not falling within the aforementioned locations shall be backfilled m accordance with the City or County regulating agency specifications Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory maximum dry density Any soft spongy, unstable, or other similar material encountered in the trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recommended by the soils engineer and replaced with bedding materials suitably densified Bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment After the needed testing of the pipe is accomplished, the bedding shall be completed to at least 1 foot on top of the pipe The bedding shall be properly densified before backfill is placed Bedding shall consist of granular material with a sand equivalent not less than 30, or other material approved by the engineer No rocks greater than 6 inches m diameter will be allowed in the backfill placed between 1 foot above the pipe and 1 foot below finished subgrade Rocks greater than 2 5 inches in any dimension will not be allowed in the backfill placed within 1 foot of pavement subgrade ll I I ll ll ll Appendix D Page 5 Material for mechanically compacted backfill shall be placed in lifts of horizontal layers and properly moistened prior to compaction In addition, the layers shall have a thickness compatible with the material being placed and the type of equipment being used Each layer shall be evenly spread, moistened or dried, and then tamped or rolled until the specified relative compaction has been attained Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibratory rollers, or other mechanical tampers Impact-type pavement breakers (stompers) will not be permitted over clay, asbestos cement, plastic, cast iron, or nonremforced concrete pipe Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract The contractor shall make his/her own determination in this regard Jetting shall not be permitted as a compaction method unless the soils engineer allows it in writing 8 Clean granular material shall not be used as backfill or bedding in trenches located m slope areas or within a distance of 10 feet of the top of slopes unless provisions are made for a drainage system to mitigate the potential buildup of seepage forces into the slope mass Observations and Testing 1 The soils engineers or their representatives shall sufficiently observe and test the grading operations so that they can state their opinion as to whether or not the fill was constructed in accordance with the specifications 2 The soils engineers or their representatives shall take sufficient density tests during the placement of compacted fill The contractor should assist the soils engineer and/or his/her representative by digging test pits for removal determinations and/or for testing compacted fill In addition, the contractor should cooperate with the soils engineer by removing or shutting down equipment from the area being tested 3 Fill shall be tested for compliance with the recommended relative compaction and moisture conditions Field density testing should be performed by using approved methods by A S T M , such as A S T M D1556, D2922, and/or D2937 Tests to evaluate density of compacted fill should be provided on the basis of not less than one test for each 2-foot vertical lift of the fill, but not less than one test for each 1,000 cubic yards of fill placed Actual test intervals may vary as field conditions dictate In fill slopes, approximately half of the tests shall be made at the fill slope, except that not more than one test needs to be made for each 50 horizontal feet of slope in each 2-foot vertical lift Actual test intervals may vary as field conditions dictate 4 Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the soils engineer Site Protection It shall be the grading contractor's obligation to take all measures deemed necessary during grading to maintain adequate safety measures and working conditions, and to provide erosion-control devices for the protection of excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and flood hazard originating on the project It shall be the contractor's responsibility to maintain slopes m their as graded form until all slopes are m satisfactory compliance with the job specifications, all berms and benches have been properly constructed, and all associated drainage devices have been installed and meet the requirements of the specifications I I I Appendix D age 6 II observations, testing services, and approvals given by the soils engineer and/or geologist shall not relieve the ontractor of his/her responsibilities of performing the work in accordance with these specifications After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no •further excavation or filling shall be done except under his/her observations Adverse Weather Conditions I I I II A II II II I Precautions shall be taken by the contractor during the performance of site clearing, excavations, and grading to protect the worksite from flooding, ponding, or inundation by poor or improper surface drainage Temporary provisions shall be made during the rainy season to adequately direct surface drainage away from and off the worksite Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall During periods of rainfall, plastic sheeting shall be kept reasonably accessible to prevent unprotected slopes from becoming saturated Where necessary during periods of rainfall, the contractor shall install checkdams, desiltmg basins, rip-rap, sandbags, or other devices or methods necessary to control erosion and provide safe conditions During periods of rainfall, the soils engineer should be kept informed by the contractor as to the nature of remedial or preventative work being performed (e g pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc ) Following periods of rainfall, the contractor shall contact the soils engineer and arrange a walk-over of the site in order to visually assess rain-related damage The soils engineer may also recommend excavations and testing in order to aid in his/her assessments At the request of the soils engineer, the contractor shall make excavations in order to evaluate the extent of ram-related damage Ram-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions identified by the soils engineer Soil adversely affected shall be classified as Unsuitable Materials, and shall be subject to overexcavation and replacement with compacted fill or other remedial grading, as recommended by the soils engineer Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1 0 foot, shall be overexcavated to unaffected, competent material Where less than 1 0 foot in depth, unsuitable materials may be processed in place to achieve near-optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications If the desired results are not achieved, the affected materials shall be over-excavated, then replaced in accordance with the applicable specifications In slope areas, where saturated soils and/or erosion gullies exist to depths of greater than 1 0 foot, they shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications Where affected materials exist to depths of 1 0 foot or less below proposed finished grade, remedial grading by moisture-conditioning in place, followed by thorough recompaction in accordance with the applicable grading guidelines herein presented may be attempted If materials shall be overexcavated and replaced as compacted fill, it shall be done in accordance with the slope-repair recommendations herein As field conditions dictate, other slope repair procedures may be recommended by the soils engineer DRAINAGE STUDY FOR KIKO RESIDENCE CARLSBAD - CALIFORNIA February 24, 2003 PREPARED FOR Fred & Jessica Kiko PREPARED BY: Trevor Promnitz T A I T Consulting, Inc 717 Pier View Way Oceanside, CA 92054 Phone 760 433-1166 ASSESSOR'S PARCEL NUMBER- 203-140-10 HYDROLOGY STUDY - TESSICINI TABLE OF CONTENTS: I INTRODUCTION II DISCUSSION & CALCULATION III CONCLUSION IV VICINITY MAP V HYDROLOGICAL SOIL GROUP MAP VI PREVIOUS DRAINAGE AREAS VII RECENTLY GRADED DRAINAGE AREAS VIII REFERENCES Introduction The site is located on the western side of Ocean Street in Carlsbad, fronting onto the Pacific Ocean The site will be divided unto 3 drainage areas for analysis This report was prepared to determine the storm water discharge from the site Discussion & Calculation 1) The existing and proposed situations in Area A are very similar 2) Area B, C & D flows to the west, and discharges onto a sandy percolation basin on the site 3) Area E, F & G also flow to the west and discharge onto the same sandy percolation basin on the site The drainage pattern, and impervious areas of the proposed development is similar to the existing situation The existing and proposed situations in Area A are very similar Area B, C & D - impervious area increases from 0 038 Ac existing, to 0 05 Ac proposed Area E, F & G - impervious area increases from 0 028 Ac existing, to 0 04 Ac proposed The flow for the proposed situation, in the last two areas above, will be slightly greater than the existing situation, but this will be negated as the discharge flows onto a sandy percolation basin on the western side of the property The increase in discharge will merely take fractionally longer to percolate into the sand (See calculations) The following analysis was performed in conjunction with the San Diego County Hydrology Manual (SDCHM) Unless otherwise indicated all calculation worksheets are from the appendices of the SDCHM The folio wing calculations are referenced from the Section IV of the SDCHM Appendix X-C was used to determine the time of concentration This Tc will be used in all calculations, as the length, and grade of each basin is similar Tc = 5 minutes minimum Runoff coefficient to be determined to calculate the discharge for each individual basin Soil group A, (MIC soil has a percolation rate = 6 3 to 20 in /hr ) Impervious areas C = 0 95 (concrete) Pervious areas C = 0 20 (sand) Using the time of concentration, the rainfall intensity was calculated using Appendix XI from the SDCHM (see Calculations) The calculated intensity for the site is as follows Intensity = 66 in/hr The rational method (Q=CIA) is used to calculate the flow generated for each respective basin Proposed situation Basin A C = 0 95 I = 66m/hr A = 008 Ac Q = 0 50 cfs Basin B Basin C Basin D C = 095 C = 095 C = 020 I = 6 6in/hr I = 6 6in/hr I = 6 6m/hr A = 0 01 Ac A = 0 02 Ac A = 0 02 Ac Q = 0 06 cfs Q = 0 12 cfs O = 0 02 cfs TOTAL Q = 0.20 cfs Basin E C = 095 I = 66in/hr A = 001Ac Q = 006cfs BasinF C = 095 I = 66in/hr A = 002Ac Q = 012cfs Basin G C = 020 I = 6 6in/hr A = 0 01 Ac O = 0 01 cfs TOTAL Q = 0.19 cfs We used Manning's Formula to determine the capacity of a 4" dia pipe at a gradient of 2 5%, and have determined that 0 4 cfs can be conveyed The flattest gradient on this pipe run is 4 5%, therefore a 4" dia pipe will be adequate Area drains are to be installed in the planter areas, which drains from one planter to the next, stepping down vertically, and will then discharge onto the sandy percolation basin. We will use the combined discharge from the above areas, 0 20cfs and 0 19cfs, to determine the approach flow approach flow of 0 39 cfs (The percolation rates given for this soil type, varies from 6 3 to 20 in/hr) Using the lowest percolation rate of 6 3 rn/hr, we will calculate the time required for the approach flow to percolate into the sand Volume cf = Qa x Tc(sec) x 27 2 = 0 39 x 300 x 2 7 2 = 158 cf Area of the percolation basin = 1132 sf 158 - 013'deep (1 5 inches) 1132 0 13 = 0 02 x 60 = 1 24 minutes 63in/hr We are assuming that the percolation basin (Area D & G) will overflow during the 100 yr storm, the water spreads out & percolates into the sand We have determined that the flow will infiltrate the soil in approximately 1 1/4 minutes Conclusion In conclusion, we have indicated that the volume of storm water being discharged onto Ocean Street from the site in the proposed situation, is equal to the discharge from the existing situation We have indicated that the implementation of the proposed development, will not significantly change the drainage patterns on the site The impervious area on the western side of the development is larger than in the existing situation, the slight increase in discharge will merely take fractionally longer to percolate into the soil The storm water will percolate into the sand at a faster rate than it can accumulate CITY OF OCEANSIDE HIGHWAY,-^ CITY OF VISTA CITY OF SAN MARCOS PACIFIC OCEAN NOT TO SCALE CITY OF ENCINITAS VICINITY MAP "?" o o o & ~y •t* Location & Soil Hydrologic Group Map KIKO RESIDENCE OCEAN STREET PUBLIC B E A £ // DRAINAGE AREA EXHIBIT \hiko\DWG\EXHlBITS\KIKO-HA-SHT01 dwq 02/14/2003 03 09 07 PM PST TABLE 11 --INTERPRETATIONS FOR LAND MANAGEMENT--Continued Map symbo LfE LpB LpC LpC2 LpD2 LpE2 LrE LrE2 LrG LsE LsF Lu LvF3 . Md tX \t-i p f WE* MnA MnB MoA MpA2 MrG MvA MvC MvD MxA OhC OhE OhF OkC OkE PeA PeC PeC2 PeD2 PfA PfC Py Soil Las Flores-Urban land complex, 9 to 30 percent slopes Las Posas fine sandy loam, 5 to 9 percent slopes, eroded Las Posas fine sandy loam, 9 to 15 percent slopes, eroded Las Posas fine sandy loam, 15 to 30 percent slopes, eroded Las Posas stony fine sandy loam, 9 to 30 percent slopes Las Posas stony fine sandy loam, 9 to 30 percent slopes, eroded Las Posas stony fine sandy loam, 30 to 65 percent slopes Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded Harina loamy coarse sand, 2 to 9 percent slopes ferina loamy coarse' sand, 9 to 30 percent slopes Mottsville loamy coarse sand, wet, 0 to 2 percent slopes Olivenhain- Urban land complex, 2 to 9 percent slopes livenhain-Urban land complex, 9 to 30 percent slopes lacentia sandy loam 5 to 9 percent slopes eroded- ---— - lacentia sandy loam, thick surface, 0 to 2 percent slopes lacentia sandy loam, thick surface, 2 to 9 percent slopes Hydro- logic group D D D TD D D D D D D C C B D D D A B B B B D A A A D D D D D D D D D D D D D D D Erodibility Moderate 2 Moderate 2 Moderate 2 Moderate 2 Moderate 1 — Moderate 1 — Moderate 1 — Moderate 2 — Severe 2 Severe 16 Severe 16 Severe 16 Severe 16 Severe 16 Severe 16 Severe 16 Severe 16 Moderate 2 Limitations for conversion from brush to grass Slight Slight Slight Slight Slight Moderate Moderate Moderate Moderate Moderate Slight Severe Severe SJfight*™' Severe Slight 4/ Slight 4/ Slight 4/ Slight 4_/ Slight Slight Moderate Slight Slight Slight Slight Slight Slight See footnotes at end of table 36 C • O i-03 >, i-0X3-0. C >> <UJ_ OJ3- T3cr >>•—u> a) -»-> oi. C t=c o"'"•r-T3 O «/»S O .OS-'iO «d10 U</1 O "f**m -M •—c,£_cro+»«<-«*- 0ggg o "a. s- -r- o o i- c; -a T» o<a <n cu o o u c a.Oil- 1—t_ jr o C.-*-» CJ uCJ a O> o co u s- X-cx c c J--M S-JE: 3a) c:-«-J «3 CJ tn o r: a ev! a cd or— M- J-«—a. o a c. co t= td•<— or— o 01x: 4J in 0U3| PJQ. lea- OJCL. IS -• crg 2a u. C4 II CO 8- " §<uo:d)totila<uJfe s CJ 0 * a> it o vo ^- cvi <n 6-Hour Precipitation (inches) o LOO tooin o in o tr>«'•••*• . • • c*j CM CM r— g-r J10 S^ in •i: »-i n D. —7*» £• ^*JL*M*»f hi?* "" Z ° 4.6/jgM of waffffJfJfed fH t> • e/ fee ft ye shee //ne CSee Append* X-3) 7^r' 3000 . 'CL MJ/CS 2.600 — /O — .-.— -__,rr /&$$ —-X ^^y _— , - 800 _ - 7OO __ - £00 \ \ £ —500 \ I 400 ^^, *~ ^^.^™* ^3 ~^ 60 ^ \ 200 \. 2~ \IL-"r" \ " ™ \ ~~ ** /oo '^_ -t _ —- f0 0^ ^, 40_ — 30 NOTE JFOR NATURAL WATERSHEDS] — £0 ft ADD TEN MINUTES TO \ COMPUTED TIME OF CON- fS CENTRATION- jl Ibaraaa^anr^srMsTBsrisa.-sa— s=fS — /O $ Seet //ot/rs 4— J — 2 -15 64O / — \Q 5*6 ^ .7^0 ^-^^ — s_ ^ \— 3OOO v^ \ \— — 2OO& \ — /SCO \ -^™ /£££ ^ — /400 — /£00 ~906— 800 — 7O0 — BOO — 5-00 — 300 — 200 A/f/nt/fas — 240 EL /^ - — ^? ~—/D0 ~—3O — 80 — 70 ~—£0 — SO ^ — 40 — 30 — ZO — /8 — /£ — /4 — /2 /rt,«••*_ f^ "*^™ Jjf — 8 — 7 A c«t^ ""^ -tf"llus -^ klUo ^ifuaii^ SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION. (Tc) FOR NATURAL WATERSHEDS DATE APPFKiniX X-A 1 U So! o o ONOo o o oooO o m »—'ONONoJwTiiovovor-r-r-oooooooNooooooooooo oo •—< rr TTr- r- oo oo oo 10in vo voooooooooo oo o ooo ^" OO f*^ ^* C**~ t^ ^" ^J1 io*o\of-r-ooooooON ooooooooo o o oo o ooooooooooo o»ooo«oo»noo>noo«n us<§• 6366 Wi ^i2 22 =s 1t> cn. cJIg>a*3 SS^S ett«)OU 1*3*l <*•£ •3 = EL, r O UlO QU. < 1) r / City of Carlsbad Building Department 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 fcI/CD Buildmg Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential CJ\o3 /A/'L ix/rrm* Zniz -AVIU) I Number of New Dwellin Units Otn\^-IJH- J3Lst- Square Feet of Living Area in New Dwelling jy 3Stf Jfj Second Dwelling Unit Square Feet of Living Area in SOU Residential Additions Net Square Feet New Area Commercial/Industrial City Certification of Applicant Information are Feet Floor Area CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (736-2200 Encirutas Union School District 101 South Rancho Santa Fe Rd Encimtas, CA 92024 (944-4300) San Dieguito Union High School Dis 710 Encimtas Blvd Encimtas, 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 on behalf of the Owner Signature Date RevKed 4/20/nn 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (76O) 602-2700 Building Counter • (760) 602-2719 • FAX (760) 6O2-8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(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 TIT1 c QAYLEN FftfeEMANTITLE DEPUTY SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT NAME OF SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE PHONE NUMBER •"7(00 -351 - CARLSBAD UNIFIED SCHOOL DISTRICT \ \ JEFFERSON ELEMENTARY \ \ AVIARA OAKS ELEMENTARY CARLSBAD HIGH SCHOOL \ \ MAGNOLIA ELEMENTARY [ | AVIARA OAKS MIDDLE SCHOOL | ^] CARLSBAD VILLAGE ACADEMY \ | CALAVERA HILLS SCHOOL \ \ PACIFIC RIM | [ VALLEY MIDDLE SCHOOL \ \ KELLEY SCHOOL [' ] CALAVERA HILLS MIDDLE SCHOOL \ | BUENA VISTA SCHOOL \ \ HOPE SCHOOL [ ] OTHER RECEIVED FROM (If Applicable) PARENT OF J? PAYMENTFQB. DATE - oo AGCQUNTJlUMfiER Receipt No 19110 AMOUNT RECEIVED BY CASH CHECK #. 12-27-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06061 Building Inspection Request Line (760) 602-2725 Job Address 2649 OCEAN ST CBAD Permit Type PCR Parcel No 2031401000 Lot# Valuation $0 00 Construction Type Reference* CB03-1616 Project Title KIKO RESIDENCE SPA m REAR WALL Applicant KALBER WOLF 619992-3289 0 NEW Status Applied ISSUED 04/19/2006 Entered By MDP Plan Approved 12/27/2006 Issued 12/27/2006 Inspect Area Owner KIKO FREDERICK J TRUST 06-30-98 3561 DONNA DR CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $600 00 $000 Total Fees $600 00 Total Payments To Date $600 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE OJ^LY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By^ Date Business Name (at this address)Address (include Bldg/Suite ff) Name **•—"• (r Address City 3 APPLICANT HfContractor CJ Agent for Contractor Q Owner Q Agent for Owner Fax # Name 4 PROPERTY OWNER Address City Address City State/Zip Telephone #Name 5 CONTRACTOR COMPANY NAME (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 to a civil penalty of not more than five hundred dollars I$500J) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone 6 WORKERS COMPENSATION ''• : Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~l I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued l~l I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) n CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE 7 OWNER1 BUILDER DECLARATION I hereby affirm that I am exerr.pt from the Contractor s License Law for the following reason Q 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 woik 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) n 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) Q 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 O YES E]NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work! PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? O YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' Q YES Q NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? Q YES Q 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 CONSTRUCTION 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 9: APPLICANT CERTIFICATION " ~ ; 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 CitV of Carlsbad to enter upon the above mentioned P,M^rtV.rf°r Inspectl0n P^^es 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 AGAIHST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0" deep and demohtio/ or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the profeon)/this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced with.n 1 80 days from the dale of siMyperrnit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced lor a periodof 180 day^Mftdn iQflflXj Uniform Building Corie^ APPLICANT S SIGNATURE ~~ ('WHITE File BELLOW Applicant PINK Finance DATE £7 -dQ EsGii Corporation In (Partners Hip witA government for (ButCding Safety DATE OCT. 24, 2006 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-1616 (REV. # 1) PCR06-61 SET II PROJECT ADDRESS 2649 Ocean Street PROJECT NAME SFR FOR KIKO The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Wolf Design 1459 Lieta Street San Diego, Ca 92110 XJ 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 Wolfram Kalber Telephone # (619) 275-0074 Date contacted (by ) Fax # Same Mail Telephone Fax In Person XI REMARKS # 1) Please complete the attached special inspection form and return to the city for review & approval prior to issuance of the building permit Section 106 3 5 V #2) The plans need to be stamped & signed by the project engineer or architect By All Sadre Comments Pool Cover & Spa are under this permit only Esgil Corporation ""; D GA D MB D EJ D PC 10/19 % • trnsmtldot 9320 Chesapeake Drive. Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 03-1616 (REV # 1) PCR06-61 OCT. 24, 2OO6 City of Carlsbad Building Department NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 03-1616 (REV. # 1) PCR06-61 Job Address or Legal Description 2649 Ocean Street Owner KIKO Address 2649 Ocean Street You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) NOU-E8-2006 10 51ft FROM WOLF DESIGN BUILD 7S04349706 TO 18585351989 P 2 NUV-«fH-<iUUb IUh llUb fin CI1Y Uh UAKbLBflD hflX NU /bU bU^ «bb« r1 U4 Carlsbad O3-1616 (REV. # 1) PCR06-61 OCT. 24, 2006 'SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION PLAN CHECK NUMBER OWNER'S NAME I, as the owner, or agent of the owner (contractors may not employ the special Inspector), certify that I or the architect/engineer of record, will be responsible for employing the special inspectors) as required hy-WnttorajiBuilding Code (UBC) Section 1701 1 for the construction project located at the site(li$ted above, UBC Section 106 3 5 Sign I, as the engineer/arbtytect of record, ce program as required by UB€^£chon 106j Signed fy that I have prepared the following special inspection for the construction project located at the site list| ' 1 List of work requiring special inspection' Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PSI Prestressed Concrete [X] structural Masonry [X] Flag Pole Footing Field Welding High Strength Bolting Expansion/Epoxy Anchors Sprayed-On Flreproofmg Caissons 2 Name(s) of individual^} or firm(s) responsible for the special inspections listed above B —C, ••• 3 Duties of the special inspectors for the work listed above. A. Special mspectora shau ch«CK in with the City ana present their cr«denoaJs tor approval prior to beginning work on me job sits EsGil Corporation In (Partnership with government for (BuiCtfing Safety DATE APRIL 25, 2OO6 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-1616 (REV. # 1) PCR06-61 SET I PROJECT ADDRESS 2649 Ocean Street PROJECT NAME SFR FOR KIKO 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 1X1 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 XI The applicant's copy of the check list has been sent to Wolf Design 1459 Lieta Street San Diego, Ca 92110 Esgil Corporation staff did not advise the applicant that the plan check has been completed 1X3 Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Wolfram Kalber Telephone # (619) 275-0074 Date contacted f |2X(6V (by^/-) Fax # Same Mail Telephone A^Fax /In Person XI REMARKS Pool Cover & Spa are under this permit only By All Sadre Enclosures Esgil Corporation D GA D MB D EJ D PC 4/14 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 03-1616 (REV. # 1) PCR06-61 APRIL 25, 2006 PLAN CHECK CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 03-1616 (REV # 1) PCR06-61 PROJECT ADDRESS 2649 Ocean Street SET I DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 04/20/06 APRIL 25, 2006 REVIEWED BY Ali Sadre 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 10643, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate recheckmg, 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 B 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? (UYes QNo 1 Please make all corrections on the original tracings, as requested in the correction list Submit two sets of plans for residential projects For expeditious processing, corrected sets can be submitted in one of two ways A Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave, Carlsbad, CA 92009, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments B 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 Carlsbad 03-1616 (REV. # 1) PCR06-61 APRIL 25, 2006 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 City Planning/Engineermg/Fire Departments until review by EsGil Corporation is complete 2 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 The special inspection form must reference all applicable details Special inspection form to note name of inspector and soils compliance will require engineer to verify depth of footings/ flag poles 3 Provide stamped & signed plans and calculations for the pool cover & spa 4 Please label the sheets in the submitted plans 5 Please provide connection details on plans for the WF-to-WF and WF-to-Pipe on plans for the Pool Cover 6 Please show information on plans for the pipe in the center of pool cover and its connections to the base & its welding 7 Please show the outline of the skewed W6x25 on cover sheet between the pool cover support and spa support 8 Please specify on plans that only pool cover & spa are under this permit The pool & equipment are under a separate permit Revise the notes on site plans stating that spa is by others 9 On cover sheet of plans show welding between C and WF, TS to L, L to wall below, etc Also show details of the wall below the angle where it is being anchored to 10 Additional corrections may be required once consistent & more comprehensive plans are submitted for review • 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 • 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 Ah Sadre at Esgil Corporation Thank you Carlsbad O3-1616 (REV. # 1) PCRO6-61 APRIL 25, 2006 City of Carlsbad Building Department • NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 03-1616 (REV. # 1) PCR06-61 Job Address or Legal Description 2649 Ocean Street Owner KJKO Address 2649 Ocean Street You are hereby notified that m addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) Carlsbad 03-1616 (REV. # 1) PCR06-61 APRIL 25, 2006 • SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION PLAN CHECK NUMBER OWNER'S NAME I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer's/Architect s Seal& Signature Here Signed — 1 List of work requiring special inspection [>3 Soils Compliance Prior to Foundation Inspection lEl Structural Concrete Over 2500 PSI CD Prestressed Concrete £3 Structural Masonry IEI Flag Pole Footing A B C [H Field Welding G High Strength Bolting [x] Expansion/Epoxy Anchors CH Sprayed-On Fireproofmg n Caissons Name(s) of mdividual(s) or firm(s) responsible for the special inspections listed above 3 Duties of the special inspectors for the work listed above B Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site Carlsbad 03-1616 (REV. # 1) PCR06-61 APRIL 25, 2006 JURISDICTION Carlsbad (REV. # 1) PCR06-61 PREPARED BY Ali Sadre BUILDING ADDRESS 2649 Ocean Street BUILDING OCCUPANCY R3/U1 VALUATION AND PLAN CHECK FEE PLAN CHECK NO 03-1616 DATE APRIL 25, 2006 TYPE OF CONSTRUCTION VN BUILDING PORTION POOL COVER SPA Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) CB Valuation Multiplier By Ordinance Reg Mod VALUE ($) 1994 UBC Building Permit Fee 1994 UBC Plan Check Fee $600 00 Type of Review ^Repetitive Fee~~j Repeats * Based on hourly rate Comments Complete Review D Other r-i Hourly Structural Only 5 Hours Esgil Plan Review Fee $480 00 Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB. ADDRESS DATE RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE Title Dsgnr Description Scope Job# Date 855AM, 6 APR 06 '/I Rev 35013C Steel Beam Design Page 1 Descnption POOL COVER j General Information Steel Section W6X35 Center Span Left Cant Right Cant Lu Unbraced Length | Trapezoidal Loads #1 DL @ Left DL @ Rignl 0 077 | Summary I Calculations are designed to AtSC 9th Edition ASO and 1997 Pmned-Pmned 22 00 ft Bm Wt Added to Loads 0 00 ft LL & ST Act Together 000ft 000ft LL @ Left ST @ LaU LL @ Right 0 34Q ST @ Righl Using W6X25 section, Span = 22 00ft, Fy = 36 Oksl 1 End Fixity = Pmned-Pmned Lu = 0 00ft LDF = 1 000 i Actual Allowable Moment fb Bending Stress fb/Fb I Sh^r fv Shear Stres* fvypv 14423k-ft 33145k-.fl 10339ksl 23760ksi Q43S 1 3 332 k 29 399 k t $32 ksi 14 400 ksl 0113 1 '"f-WBBirSaSiJ'FiJT'-Ari— i"i1".ri.— •--'"'"^Fy Load Duration Factor Elastic Modulus 29 k/n Start Wft End UBC Requirements iaUJWiavTafftiJUjU^WiWiMJ36 OOksl 100 OOOOkSi ft ft Beam OKStatic Load Case Governs Stress ii Max Deflection -0 786 In Lsngtfi/DL Dafl 1,2220 1 LeneriWfDL-KLL Defl) 331 8 1 I Force & Stress Summary Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Sheer @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Maxjmurn 14 42 k-ft 180K 333k .0796 In 0000 In 0 000 In 0000ft DL «- These columns are Dead + Live Losd pleiced as noted ISO 333 Reaction @ Left Reaction @ Rt Fa calc'd per Eq E2-1, K*Ur <• Cc J_|eam Passes Table B51, Fb per Eg F1_-1 W6X25 386-000 056 084 -0216 0000 0000 0000 056084 LL LCejiter 1442 -ODD 180 333 -07960000 0000 0000 180 333 LLfST (Si Center LL @ Cants -079G 0000 0000 0000 160 333 0000 0000 0000 0000 k-fl k-ft k-ft k-ft k k 0 000 in 0000 in DODO m 0000 in k k Section Properties Depth Width Web Thick Flange Thickness Area 6 380 IneodOin 0 320 in 0455m 7 34 m2 Weight l-xx iyy Sxx S-yy 2493#/ft 53 40 hl4 1710in4 1674Qin3 5 625 m3 r-xx r-yy Rt 2 697 in 1 526 in 1 660 in Title Job # Dsgnr Date 1007AM, 17 APR 06 Description / Scope I Rav 563100Ussr KW SWIGS'*, Var 5 6 1 25 Dst-Z0321 jc)1963-20(g £N5SCALC E^inffaj-tnaSsSwiOTi Description STEEL PLATE I General Information Center Span 4 67 ft Left Cantilever ft Right Cantilever ft Single Span Beam (POOL COVER) An£il\/fiiQ °^9e 1 &nitdiyaiia z.Wats»nere8r<!W3V03!Ma oa* Caledalions | fe Moment of fnertla 1 980 \n& Elastic Modulus 29,000 ksi Beam End Fixity Pin-Pm j Point Loads | Magnitude 3 332 k Location 2 330 ft k ft k k k ft ft ft Query Values | Center Location Moment Shear Deflection Lff^^Z.1^3Trto^iiir^ Max *• @ Center 3 69 k-ft Max • @ Center 0 00 k-ft © Left Cant 0 00 K-ft @ Right Cant 0 00 k-ft Maximum * 389 ooooft Left Cant 0 00 k-ft 167k 0 00000 in Shears at 2 33 ft @ Left at 0 00 ft @ R*9ht Maximum Deflections @ Center k"ft @ Left Cant @ Right Cant 0 000 ft Right Cant 0 000 ft 000 k-ft 000 k-ft 0 00 k 0 00 k 0 00000 in 0 00000 in Reactions 1 67 k @ Left 1 67 k 1 66 k @ Right 1 66 k 167k -0213m at 2.33ft 0000 in at 000ft 0 000 In at 0 00 ft PRW a tt&£ SSC Ofi «» 6.6.1 Title Degnr Description Job # Date 856AM 6 APR 06 Steel Column Page 1 S Description SPA 'FLAG-POLE' General Information Ctlouletlom ere designed to MSC 8th MRion ASD and 1997 UBC taqulnmwnts Steel Section P8STD Fy 3SOOkal X-XSideaway SwayAHowed Durttion Factor 1000 Y-YSWesway SwayABovwd Column Height 10500ft Elastic Modwhi* 28 000.00 ktl EndFaBy Ffc-Free X-XUnbracad 10500ft Kxx 2100 Live & Short Term Loads Combine* Y-Y Unbraced 10 500 n Kyy 2 <00 Loads J Axial Load ., Dead Load Live Load Short Term Last) fK^^^^B^B^^^H^^HcHS^K^^^^PV^^^Ej] _ 800* Eoc. for X-X Aids Moments 0000 in R Eoc terY-YAxte Moments 24000 in k nmary Section P&STD Kfi^m- 10 SOfl.AxAl Loads DL" 8.00 LU - 000, 3T = aOQh Ecc. - OOQOta lUr^ths X-X- *0 SOft, Y-Y= 1050ft Column Design OK Combined Stress Ratios AlfiCFormura Hi-1 AISCFOfmuli HI-2 Aisc Formula HI -3 06627 DL+.LL_ DL * fit * ILL rf Chofcen) 0 5627 0 6627 XX Axis Fa calc'd wr So E2 1 ICl/r < Cc Stresses AII0wabk> & Actual fltrecews Fa Allowable fa Actual Dead 1395tei OBSkH Lfae 0 00 kai OOOhsl DL > LL DL 13 SB hsi OSSksl 13 95 tel 095kai FO.XX Atow (F31J fb xx Actual OOOksl OOOksi OOOksl 2310 tot 000 kal 23 10 kfit 0.00 to Fhyy Allow [F31] 2310k* ODOkai 23 10 kd Ib yy Actual 1142ksl OOOtei 11A2kni 1142KS) 1 Analyats Values ^ Fox OL+LL 18 409 psf Cm x OL*LL 0 85 Cba DL*U- 1 75 Foy OL+u. 18409PSI Cnry OLrUL 003 C*yDL-*U- 100 F en DLTLL^ST 18,408 pai Cma( DL*LL+ST 0.85 Cb x DL-»LL*ST 1 75 Fey DL*LL*5T 18409 psl Cmy DLVLL*ST 085 Cb y DU+LL+ST 1^» Max XJ( Am Deflection O.QOOm at OOCOfl Max Y-Y Axis Deflecbon 0725m el 10 800 n | Section Properties P&STD Diameter 8 63 In Weight 28 53 #fll I-M Area 8 40 m2 1 yy S-xx Thickness 0 322 in S-yy r-joc ryy J' 7250B14 7250in4 18 61 2 M 1fiB12m3 2 93d in Title Dsgnr Description Scope Job# Date 1008AM, 17 APR 06 r RBV SBD'03Us«rKW-S601324,V«661 25-0412002 Steel Column Base Plate uuuimiuLiimi m' Hum.ii'u z \toBVENERCAlC\03ij030a3 tCT-CnlcuNltan..U-i-uuuiuiMtjjauitjiui^tuujMaiiii Description BASEPLATE- Loads Axial Load X-X Axle Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Calculations are designed to AfSC 9tti Edition ASD and 1997 UBC Requirements 800 k 1600k-ft 18 000 in 18 000 in 0 87$ m 60 000 in 60 000 in as . Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete PC Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area PSstd 8625m 8 $25 m 0 322 In 0322m 2,500 0 DSl 36 00 ksi 1 000 3500 in 2 8800k 0 442 m2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 360 6 ps! Allow per ACI318-95 A3 1 = 03*fc*Sqrt(A2/A1}*LDF 1,5000 psi Allow per AISCJ9 17500psl Thickness OK 21 719 6 psi 27 000 0 psi Bolt Tension OK 3636k 8800 k Plate Bending Stress Actual tb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable Baseplate OK Partial Bearing Bolts in Tension Rev SBC'DO Ute~ KW-OB01[»1 var S 8 ZS-Oot-ZOCS fc)l9B3.20C2 ENERCALC Engineering Software Description FOOTING - General Information Allow Passive Max Passive Load duration factor Pole is Rectangular Width Restrained @ Surface BD93 Btp$^B]fflKM''ffi^*^E*!jpBQjjj|}MB8t^ffi|j Moments @ Surface Point load Distributed load With Surface Restraint Req'd Depth Pressure @ Base Actual ; Allowable Surface Restraint Foroe Title Job # Dsgnr Date 100SAM 17 APR 06 Description —. / Scope Pole Embedment in Soil twswiiwfcwwMa n J^L*LJ spft FUA"-P01*' ^300 00 pef Applied Loacfs 2 000 00 P9f Point Load 8,000 00 Ibs 1 000 dKtence from base 2 000 ft 60 000 In Distributed Load 0 00 Wft distance to top 0 000 ft distance to bottom 0 000 ft 1 6 000 00 ft-# Total Moment 16,000 00 ft-# 0 00 Total Lateral 8,000 00 Ibs 3180ft 953 94 psf 953 94 psf 13,537 32 Ibs Title Dsgnr Description Scope Date Job* 1007AM 17 APR 06 ffpv 560100 User KW-OS0102C Var 5 6 1 25-Oct-iOQ2!C)18?3-2003 ENEIJtCAlC Engineering S Steel Beam Design Page 1 Description SPA 'FINGER1 [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section • TS5X5X1/4 Center Span 5 00 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 5 00 ft Fixed Free Bm Wt Added to Loads LL&ST Act Together Load Durauon Factor Elastic Modulus 46 OOksi 100 290000ksi Dead Load Live Load Short Term Location #7 2000 2000 k k k ft Using TS5X5X1/4 section Spar = 5 00ft Fy = 460k3i End Rwty = Fixed-Free, Lu = 5 00ft, LDF = 1 000 Actual Moment 4 195k ft fb Bending Stress 7 447 Ksl ftfFb 0270 1 Beam OK Static Load Case Governs Stress Shear fv Shear Stress fvfFv 2078k 0 B31 kSl 0045 1 Allowable 15 548 k-fl 27 600 ksl 23 000 k 1S400ksi Max Deflection Length/DL Defl Length/{DtHl Defl) -0 065 In 18346 1 18346 1 I Force & Stress Summary Max,M + Max M- Max M@Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant DeflRight Cant Deft Query Defl @ Reaction @ Left Reaction @ Rt Facafc'dperEq E2-1 Section Properties Depth Width Thickness Area 4 19 k-ft 208k k -0065 m 0 000 m 0 000 In 0000ft 208 K"L/r<Cc TS5X5X1/4 SOOOfn SOOQln 0 250 In 459ln2 «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST U. LLt-ST Only (8 Center J§L£gDter jSi Cants jgLSgnlSL kft -4 19 k ft k-ft 208 -0 065 0 000 0 000 0 000 0 000 0 000 0 000 0 000 208 Weight l-xx i-yy 5-xx S-yy -0065 0000 0000 0000 208 15 59 AW 16 90 in4 1&90ln4 8 760 In3 6 760 in3 0000 0000 0000 0000 r-xx r-yy k-ft k k 0 000 in 0 000 In 0000 m 0000 In k k _ J 1 919 In 1 919 in •'I i I- i = h .•TC^JE'?!•??» iiUMN^iN • J- ;•} i^ *=;•Bhilai i L F DESIGN»BUILD,« 'KIKO BEACH RESIDENCE WOLFRAM KALBE^ Dts-&^BiGiNtiwj.cc«nwciQii err. •I 1)WO L F DESIGN«3UILD« WOLFRAM KALBER MMMB ft GEWMI CQNHWCIC» CONS1RUCIION 'KIKO BEACH RESIDENCE" OWNERS CARLSBAD CA 92OOB £ OJ 0 POOL - SPA DETAILS — v f^lWO L F DESIGN »BUILD« c^ji^t WOLFRAM KALBCR awwa> » «*RAI romacKw 'KIKO BEACH RESIDENCE" OWNERS CARLSBAD CA 920O0 POOL - SPA DETAILS i)WO L F DESIGN»BUILD« WOLFRAM KALBER ofWMPi<3t I X CtiitHCl IN CUt 1 OM" BESIOENI1AL DEJICN » CONI I B U C I I 0 H "KIKO BEACH RESIDENCE" OWNER3 CARLSBAD CA 82OO8