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Home My WebLink About2032 LADERA CT; ; CB070440; Permit04-12-2007 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 CB070440 Building Inspection Request Line (760) 602-2725 2032 LADERA CT CBAD RESDNTL Sub Type SFDR 2164821800 Lot# 0 $236,844 00 Construction Type VN Reference # 1 Structure Type SFA 2 Bathrooms 2 5 MORI RES DEMO EXIST 1414 SFD NEW2114SFD.483GAR 545 DECKS Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# Plan Check* ISSUED 02/15/2007 KG 04/12/2007 04/12/2007 Applicant SEBASTIAN MARISCAL STUDIO STEC 4125 SORRENTO VALLEY BLVD 92009 858-558-2100 Owner MORI KENICHI 2032 LADERA CT CARLSBAD CA 92009 Building Permit Add'l 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 Total Fees $1,90424 $968 52 $000 $629 54 $000 $000 $2368 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 Total Payments To Date Meter Size Add'l Reel Water Con Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (31 041 93) License Tax (4304 193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $1,90424 Balance Due PF Ul r*n $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $14600 $7000 $6650 $000 $000 $000 $000 $000 $000 $1 904 24 $000 \T<~1 r»» . , ,_. • IN STORAGE -ATTACHED Inspector FINAL APPROV 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 proceduie 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 T CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , CarlsbadrCA 92008 PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date jZ- /!) Address (include Bldg/Suite #)urft^H Business Name (at this address)top, Legal Lot No *£?! Unit No Phase No Total # of units Assessor's Parcel #xisting Use Proposed Use Description of Work 2 ""ICONTACT PERSON nt f #of Stories of Bedrooms • # of Bathrooms Name 3 APPLICANT t VJ,.ESJCbntractor D Agent Address for Contractor n Owner F1 Agent City :for Owner State/Zip Telephone # V Fax # Name :4:"iJsppRdi Address city State/Z Address City State/Zip ' Telephone #Name J5..j:::CONTRACTOR -COMPANY NAME H Jii" (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 dollar^ [$500]) Address City State/Zip TelephoDesigner Name State License # _ B11. WORKERS' COMPENSATION ...... - .^!: ...;»; ^aftM*" """".„ „ : °*- v ' ":"" Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations PI 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 ^3L 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 c^rnpensation,insurancej;arrier and policy number are •- Insurance Company .SJTl^C TWi 5 f flTVjg- OWflftL Policy No *f Q JH tyj - (> Expiration Date %\ I I \ Q| / if /(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) G 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^cetfeTage fs unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cosfof compensation damages as provided for in Section 3706 of the Laboijcode, jnterest and attorney s fees SIGNATURE < —-^^^sJ^S/^ ' DATE 7 I OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason C] I, as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) Q 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 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O YES ONO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / 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 ^?£ , "; ^1 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? Q. YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management district? C~l YES l~l NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site' l~l YES 3 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 I CONSTRUCTION LENDING AGENCY ::. LX ;:... • • • : .'ii';;::'" .....„„„„., "" = ft- ^ •:"•!"": ~ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code) LENDER'S NAME _ LENDER'S ADDRESS __ 9 \APPLICANT CERTIFICATION ' " : . c_-:'":- ;^iiii£:'C"-P- "• K 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 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 proyigipfrs^Hhis 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 theda«5of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for/jEmenod q^80 da^s (Action 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad RECEIVED Final Bidding Inspection ' MAR 3 L 2008 KNl.'Nl Dept Building Engineering Planning CMWD St Lite F:ire I Plan Check # Permit # Project Name Address CB070440 MORI RES DEMO EXIST 1414 SFD NEW2114SFD.483GAR 545 DECKS 2032 LADERA CT Contact Person HUNTER LEGGIT Phone 8585181451 Sewer Dist LC Water Dist O Lot Date 03/31/2008 Permit Type RESDNTL Sub Type SFDR 0 Inspected By ,_ Inspected By j Inspected By Date Inspected Date Inspected Date Inspected Approved Approved . Approved Disapproved Disapproved Disapproved Comments 4/2/08 SEBASTIAN MARISCAL STUDIO Mr Pete Dreibelbis City of Carlsbad - Building Department Inspections 1635 Faraday Avenue Carlsbad, CA 92008 Pete, This letter is in regards to the temporary occupancy approval and pending final inspection approval for my project at 2032 Ladera Ct Carlsbad, CA 92009, #CB- 070440 As discussed and agreed upon, we have opted to get approval for temporary occupancy prior to final inspection approval in order to allow for the owner to occupy prior to completing the required site work The remaining site work consists of completing the drainage patterns and final grading This work will be completed and scheduled for inspection in no more that one month from today, that being May 2, 2008 Regards, General Contractor Hunter Leggitt, LEED A P. Sebastian Mariscal Studio 4125 Sorrento Valley Blvd , Suite C San Diego, CA 92121 Phone (858)518-1451 Owner Kemchi Mori 2032 Ladera Ct Carlsbad, CA 92009 4125 sorrento valley blvd suite c san diego, ca 92121 p 858 558 2100 f 619330 2888 www sebasfcanmanscal com Inspection List Permit* CB070440 Type RESDNTL SFDR Date Inspection Item 05/01/2008 89 05/01/2008 89 04/02/2008 89 04/01/2008 89 02/28/2008 24 02/28/2008 63 02/14/2008 89 02/14/2008 92 01/09/2008 17 01/04/2008 17 12/11/2007 16 12/10/2007 16 1 2/03/2007 84 11/20/200724 11/20/2007 34 10/30/2007 14 10/30/2007 34 10/23/2007 34 10/11/2007 13 10/09/2007 13 Final Combo Final Combo Final Combo Final Combo Rough/Topout Walls Final Combo Compliance Investigation Interior Lath/Drywall Interior Lath/Drywall Insulation Insulation Rough Combo Rough/Topout Rough Electric Frame/Steel/Bolting/Weldm Rough Electric Rough Electric Shear Panels/HD's Shear Panels/HD's Inspector Act PD - PD RB PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD MC AP Rl PA CA PA we CA we AP AP AP CA AP PA PA PA PA CO AP CO MORI RES DEMO EXIST 1414 SFD NEW 2114 SFD.483 GAR. 545 DECKS Comments AM PLEASE OK TO OCCUPY - NOT @ 7 45AM FINAL SHOWER VALVES IN WALLS SHOWER SHOWER @ DBL SHR WALL NO ONE AROUND OK TO WRAP NEED SHEAR SCHED RFI.EXPOSE H2 5@BALLOON FRME &LEDGER 10/04/2007 15 10/02/2007 14 09/26/2007 14 09/06/2007 16 09/05/2007 44 08/31/2007 12 08/31/2007 14 08/31/2007 44 08/21/2007 22 07/30/2007 1 1 07/25/2007 21 07/16/2007 31 07/11/2007 62 06/29/2007 1 1 06/29/2007 12 Roof/Reroof Frame/Steel/Bolting/Weldm Frame/Steel/Bolting/Weldm Insulation Rough/Ducts/Dampers Steel/Bond Beam Frame/Steel/Bolting/Weldm Rough/Ducts/Dampers Sewer/Water Service Ftg/Foundation/Piers Underground/Under Floor Underground/Conduit-Winn Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD AP PA CA AP PA PA PA CA AP AP PA CA PA PA PA ROOF @ SUB FLOOR @ SUB FLOOR SLAB SUBFLOOR GROUT masonry ftgs Thursday May 01 2008 Page 1 of 1 ,i City of Carlsbad Bldg Inspection Request For 05/01/2008 Permit# CB070440 Title MORI RES DEMO EXIST 1414 SFD Description NEW 2114 SFD.483 GAR 545 DECKS Inspector Assignment PD 2032 LADERACT Lot Type RESDNTL Sub Type SFDR Job Address Suite Location APPLICANT SEBASTIAN MARISCAL STUDIO Owner MORI KENICHI Remarks AM PLEASE Phone 8585181451 Inspect Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By HUNTER Entered By JANEAN Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR08018 ISSUED WAB1 RF:S REVISION TO ROOF, SLOPES Inspection History Date Description Act Insp 04/02/2008 89 Final Combo PA PD 04/01/2008 89 Final Combo CA RB 02/28/2008 24 Rough/Topout PA PD 02/28/2008 63 Walls WC PD 02/14/2008 89 Final Combo CA PD 02/14/2008 92 Compliance Investigation WC PD 01/09/2008 17 Interior Lath/Drywall AP PD 01/04/2008 17 Interior Lath/Drywall AP PD 12/11/2007 16 Insulation AP PD 12/10/2007 16 Insulation CA PD 12/03/2007 84 Rough Combo AP PD 11/20/2007 24 Rough/Topout PA PD 11/20/2007 34 Rough Electric PA PD Comments OK TO OCCUPY - NOT FINAL @ 7 45AM SHOWER VALVES IN WALLS SHOWER City of Carlsbad Bldg Inspection Request For 04/02/2008 Permit* CB070440 Title MORI RES DEMO EXIST 1414 SFD Description NEW 2114 SFD.483 GAR 545 DECKS Inspector Assignment PD Sub Type SFDR 2032 LADERACT Lot Type RESDNTL Job Address Suite Location APPLICANT SEBASTIAN MARISCAL STUDIO Owner MORI KENICHI Remarks Phone 8585181451 Inspector/ Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By HUNTER Entered By CHRISTINE Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR08018 PENDING WABI RES REVISION TO ROOF, SLOPES Inspection History Date Description Act Insp 04/01/2008 89 Final Combo CA RB 02/28/2008 24 Rough/Topout PA PD 02/28/2008 63 Walls WC PD 02/14/2008 89 Final Combo CA PD 02/14/2008 92 Compliance Investigation WC PD 01/09/2008 17 Interior Lath/Drywall AP PD 01/04/2008 17 Interior Lath/Drywall AP PD 12/11/2007 16 Insulation AP PD 12/10/2007 16 Insulation CA PD 12/03/2007 84 Rough Combo AP PD 11/20/2007 24 Rough/Topout PA PD 11/20/2007 34 Rough Electric PA PD 10/30/2007 14 Frame/Steel/Boltmg/Weldmg PA PD Comments @ 7 45AM SHOWER VALVES IN WALLS SHOWER !DBL SHR WALL c T,E:ONSTRUCT1ON Jl ESTBVG & JLNGINEERING, INC. GEOTECHNICALAND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTffiL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 DAILY FIELD REPORT General Description.. i-lAi-*-. ft ft '/Vs.. t*1 .'"* liTiVt I £ N i p in-i-i til *1?gaAA-/>. Vj ri 11 s Cur £ ir s t^i t- U^ . r A. '/\t> i/s . H P fl 4% fW", S. i \AA^Yn^ypct r%f 7>y i/i> . Comments/Areas of Additional Concern. ^ |}r\u flh.ft )tJf AT ^ ^x^pin C DATE GEOTECHNICALAND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTEEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 T,EONSTRUCTION JLESTBVG& JLNGINEEMNGJNC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 DAILY FIELD REPORT Client:/I/?Job Number Day(s)t Job Location.Date®: ,/^ Gen Contractor Sub Contractor: General Description- ' rr Comments/ Areas of Additional Concern DATE GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 Aug 01 07 11 52a Sebastian Manscal Studio 619-330-2888 FAX PROJECT WABI HOUSE -2032LaderaCt #CB070440 DATE 7/10/D7 TO Pete Dreibelbis (inspector) / Crty of Carlsbad B&S FROM Hunter Leggitt FAX 760-602-8560 FAX (619)3302888 # OF PAGES (INCLUDING COVER)SUBJECT Setback Compliance Cert REMARKS URGENT Q FOR YOUR REVIEW Q REPLY ASAP Q PLEASE COMMENT Pete- Sorry for the delay in getting you this certificate Attached is the compliance report from my surveyor. For your clarification, I have also attached an illustration of the "media shelf that he has mentioned as an exception. This is a low extension of the building in the west setback and is approved in the permitted construction set. Please let me know if you have any questions Thanks, Hunter HUNTER LEGGITT SEBASTIAN MARISCAL STUDIO www sebasfoanmanscal com 4125 Sorrento Valley Blvd , Suite C San Diego CA, 92121 T 858 558 2100 ext 117 M 858518.1451 F 619330.2888 d1Z5 Sorrento VaHeyHvd Suite C S.nD.eoo C A T 658 558 2100 F 619 330 2838 Aug 01 07 11 53a Sebastian Manscal Studio 619-330-2888 BARRY ROCKWELL SURVEYING 4891 Ronson Court, Suite I • San Diego, CA 92111 (858)569-9148 • FAX (858) 560-1746 E-Mail • RockweHsurvevs(S>sbcqlobal net Date To Subject: July 10, 2007 City of Carlsbad Building Department 1635 Farad ay Ave Carlsbad, CA 92008 Wabf House 2032 Ladera Court Carlsbad, CA 92009 To whom it may concern, A site survey was performed on July 10, 2007 on the above referenced lot Based on the information gathered from the survey, I hereby state that the foundation walls for the aforementioned lot have been checked and found to be in substantial conformance with the approved site plan dated 4/12/07, and within the setbacks represented thereon, with the exception of the "media shelf along the westerly building line Todd C Rockwell, PLS Aug 01 07 11 53a Sebastian Manscal Studio 619-330-2888 p3 __ /"""*>_ ,__ _ PROPERTY LINE ft \ x 2% SLOPE i \x TODRAIN Aug 01 07 11 53a Sebastian Manscal Studio 619-330-2888 EsGil Corporation In Partnership with government for (RwCding Safety DATE April 12, 2007 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-0440 SET III PROJECT ADDRESS 2032 Ladera Court PROJECT NAME Wabi Residence X] 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 I | 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 Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS Sq footage changed from 1915 to 2114 for dwelling and from 483 to 479 for garage Kl REMARKS OK to issue with applicant replacing sheets T1, R2, R3, AO 0, A7 1, A8 1 & U1 4 in set II with the new sheets T1, R2, R3, AO 0, A7 1, A8 1 & U1 4 marked set III and adding sheets U1 5 & U1 6 marked Set III to Set II Received one set only Applicant is carrying the perforated plans to the City By Bryan Zuppiger Enclosures Esgil Corporation D GA D MB D EJ D PC LOG trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (BuiCding Safety DATE April 5, 2007 OjXEBJCANT OJURISJ) JURISDICTION Carlsbad OPCATa FILE PLAN CHECK NO 07-O440 SET II PROJECT ADDRESS 2032 Ladera Court PROJECT NAME Wabi Residence 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 I | 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 IXI The applicant's copy of the check list has been sent to Hunter Leggitt 4125 Sorrento Valley Boulevard, Suite C San Diego, CA 92121 I I 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 Hunter Leggitt Telephone # 858 558 2100 x117 Date contacted 4/J°~*{by fa>r ) Fax# 619 3302888 Mail - Telephone Fax^^ In Person ] REMARKS Sq footage changed from 1915 to 2114 for dwelling and from 483 to 479 for garage By Ray Fuller Enclosures Esgil Corporation D GA D MB D EJ D PC 03/29/07 trnsmtl dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 J Carlsbad 07-044O April 5, 2007 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O7-0440 JURISDICTION Carlsbad PROJECT ADDRESS 2032 Ladera Court FLOOR AREA See Below Dwelling 1915 ft2 Garage 483 ft2 Deck 545 ft2 DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED April 5, 2007 STORIES 2 HEIGHT 22' @ north elev. sheet A2.1. DATE PLANS RECEIVED BY ESGIL CORPORATION 03/29/07 PLAN REVIEWER Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), that adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans.! Carlsbad 07-044O April 5, 2007 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be m sequence. The notes in bold are current. 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Avenue, Carlsbad, CA 92008, and (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, and (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 Sq footage for this project has changed (was 1915 habitable ) to 2114 sq ft. Pease revise energy calculations and T-24 sheet to reflect this 3. Show on the title sheet all structures, pools, site retaining walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included "or provide details for these structures on the plans UBC Section 106 3 3 3 Did not see where sq footages of walls was noted on cover sheet and where structural addressed this'' 9 Please detail the roof and "patio" floor(s) water proofing on the plans. Detail F4 and U1.4 does not specify an approved method for earth method. 10 Please submit the roof product listing and manufacturers specifications Show the material weight with water and how the assembly maintains a Class A fire-retardancy as required by the City of Carlsbad Detail F4 and U1.4 does not specify an approved method for earth method. 11 Please submit sizing calculations for the storm water drains into the interior of the structure Not provided. 13 Provide a letter from the soils engineer confirming that Ihe foundation plan, grading 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 (was required by the soil report) Not provided. The person responsible for their preparation must sign all final sheets of plans (California Business and Professions Code) Final sets Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation Please specify the expiration date of license (California Business and Professions Code) \ Carlsbad 07-O44O April 5, 2007 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 Bryan Zuppiger at Esgil Corporation Thank you EsGii Corporation In Partnership -with government for (Suiting Safetyr DATE February 23, 2007 a AEELJCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-0440 SET I PROJECT ADDRESS 2032 Ladera Court PROJECT NAME Wabi Residence 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 XI The applicant's copy of the check list has been sent to Hunter Leggitt 4125 Sorrento Valley Boulevard, Suite C San Diego, CA 92121 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 Hunter Leggitt Telephone # 858 558 2100 x117 Date contacted ;U^/(el(by p~ ) Fax# (<tf°i) J>Jc. Mail Telephone-/ Fax S In Person REMARKS By Bryan Zuppiger Enclosures Esgil Corporation D GA D MB D EJ D PC 02/20/07 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 Carlsbad O7-O440 February 23, 2007 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 07-0440 JURISDICTION Carlsbad PROJECT ADDRESS 2032 Ladera Court FLOOR AREA See Below Dwelling 1915 ft2 Garage 483 ft2 Deck 545 ft2 DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED February 23, 20O7 STORIES 2 HEIGHT 22' @ north elev. sheet A2.1. DATE PLANS RECEIVED BY ESGIL CORPORATION 02/20/07 PLAN REVIEWER Bryan Zuppiger FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), that adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3,1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e . plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans.! Carlsbad 07-O44O February 23, 2007 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Avenue, Carlsbad, CA 92008, and (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, and (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building/Plumbmg/Mechanical Codes and the 2004 edition of the California Electrical Code, which adopt the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC 3 Unable to locate section sheet 1/A3 4 as referenced on sheet A1 1 4 Show on the title sheet all structures, pools, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included "or provide details for these structures on the plans UBC Section 106 3 3 3 5 Show locations of permanently wired smoke detectors with battery backup a) Centrally located in corridor or area giving access to sleeping rooms b) On each story c) When sleeping rooms are upstairs, at the upper level in close proximity to the stair d) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling heighl in the hallway • NOTE Detectors shall sound an alarm audible in all sleeping areas of the unit UBC Section 3109 1 6 Please check the door call-out @ 2nd floor Master Bedroom, 1C 7 Provide stairway and landing details that are referenced to the floor plan UBC Sections 100333 a) Maximum rise is 7" and minimum run is 11" When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum Carlsbad 07-O440 February 23, 2OO7 8 Provide guardrail details that are referenced to the floor plan at the pond edge and stairwell UBC Section 509 1 they shall have connection details adequate to resist the horizontal force prescribed in UBC Table 16-B 9 Please detail the roof and "patio" floor(s) water proofing on the plans 10 Please submit the roof product listing and manufacturers specifications Show the material weight with water and how the assembly maintains a Class A fire-retardancy as required by the City of Carlsbad 11 Please submit sizing calculations for the storm water drains into the interior of the structure 12 The soils engineer recommended that he/she review the foundation excavations please note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance wilh the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report" 13 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (was required by the soil report) 14 Detail 3/S2 1 begs some questions, a) Why is this necessary, b) Where is the bond beam design for the concrete member supporting the exterior wall, c) How does the floor beam relate to this detail? 15 Please detail the steel column bases on the foundation plans Pads, grade beams, etc? 16 Please complete note 8 on the foundation plans, P1 ? / 17 Is detail 4/S2 0 required? 18 Please show the screen wall foundation on the foundation plan 19 The interior patio foundation footing details show soil on the outside? Is the patio surface soil? 20 Show minimum 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders Section 2306 3 21 Please show the floor joist/floor beams/post hardware on the plans 22 Show minimum underfloor access of 18" x 24" to all areas UBC Section 2306 3 Carlsbad O7-O44O February 23, 2OO7 23 Show minimum underfloor ventilation equal to 1 sq ft for each 150 sq ft of underfloor area Openings shall be as close to corners as practical and shall provide cross ventilation on at least two approximately opposite sides UBC Section 2306 7 24 Nails for shear transfer connection (using A35's, etc ) may not be driven parallel to the flanges of TJI's (i e , along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained Details or notes on the plans should make this clear Nails may be driven perpendicular to TJI flanges 25 Please label and cross-reference all beams on the plans to the calculations, without the labeling and cross-referencing, I can not effectively determine code compliance or consistency between the plans and the calculations 26 Please show all holdown straps required by the calculations on the plans • MECHANICAL (UNIFORM MECHANICAL CODE) 27 Show the location, type and size (BTU's) of all heating and cooling appliances or systems Based on the response more corrections may follow 28 Show source of combustion air to furnace per Chapter 7 UMC Specify the location and sizes of both of the combustion air openings 29 Show minimum 30" deep unobstructed working space in front of furnace UMC Section 903 30 Note that passageway to the mechanical equipment in the attic shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic UMC Section 908 0 31 Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic or underfloor space UMC Sections 908 0 & 9090 32 Note on the plans that the FAU closet or alcove must be 12 inches wider than the furnace or furnaces being installed UMC Section 904 1 33 Provide installation details for furnaces located under the floor, UMC Section 909 0, or located on the roof or the building exterior UMC Section 910 0 34 Specify on the plans the following information for the fireplace(s), UBC Section 106 3 3 a) Manufacturer's name b) Model name/number c) ICBO approval number, or equal d) Show height of chimney above roof per ICBO approval or UBC Table 31 -B e) Note on the plans that approved spark arrestors shall be installed on all chimneys UBC Section 3102 3 8 35 The maximum length of a clothes dryer duct is 14 feet with (two) 90° elbows All terminations shall be 3' from any opening in a building UMC Section 504 2 2 Carlsbad 07-O44O February 23, 2007 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 36 Show on the plan the amperage and location of the electrical service panel When the service is over 200 amps, submit single line diagram, panel schedule and load calculations 37 In addition to the information shown on the plans, show on the plan the amperage and location of sub-panels Subpanels are not approved in garage firewalls, bathrooms, clothes or linen closets 38 Show on the plans that receptacle outlet locations will comply with NEC Art 210-52(a) 39 For a single-family dwelling unit, show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling NEC Art 210-52 (e) This receptacle must be GFCI protected 40 Show on the plans that countertop receptacle outlets in kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate countertop spaces NEC Art 210-52(c) All counter top outlets in the kitchen shall be GFCI protected. 41 Per NEC Art 210-11 (c)3, note on the plans that bathroom circuiting shall be either a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets 42 Show on the plans a wall receptacle adjacent to each lavatory in the bathroom NEC Art 210- 52(d) 43 Show on the plan that receptacle outlets in hallways 10 leet or more in length shall have at least one receptacle outlet NEC Art 210-52(h) 44 Show at least one wall switch-controlled lighting outlet to be installed in every habitable room, in bathrooms, hallways, stairways, attached garages, and detached garages with electric power, and at the exterior side of outdoor entrances or exits At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps NEC Art 210(a) 45 All bedroom branch circuits now require arc fault protection Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected " NEC Art 210-12(b) 46 Show on the plan that all 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors, at all kitchen counters and at wet bar sinks comply with the ground-fault circuit-interrupter protection specified in NEC Art 210-8 • PLUMBING (UNIFORM PLUMBING CODE) Carlsbad O7-O44O February 23, 20O7 47 Show water heater size (1st hour rating), type, and location on plans UPC Section 501 0 48 New residential units must be pre-plumbed for future solar water heating Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof City Ordinance No 8093 49 Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof City Ordinance No 8093 50 All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means City Policy • ENERGY CONSERVATION 51 Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement) a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately Note Approximately % of the fixtures will be required to be of the high efficacy variety b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer (Closets under 70 square feet are exempt) d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor Note Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts Regular incandescent, quartz halogen and halogen MR lamps do not comply The person responsible for their preparation must sign all final sheets of plans (California Business and Professions Code) Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation Please specify the expiration date of license (California Business and Professions Code) 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 Bryan Zuppiger at Esgil Corporation Thank you Carlsbad 07-O440 February 23, 20O7 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 07-0440 PREPARED BY Bryan Zuppiger DATE February 23, 2007 BUILDING ADDRESS 2032 Ladera Court BUILDING OCCUPANCY R3/U TYPE OF CONSTRUCTION VN BUILDING PORTION dwelling garage deck Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code RIHn Pprmif FPP h\/ HrHma AREA ( Sq Ft ) 1915 483 545 cb ni-o ^T Valuation Multiplier / 101 99 X 2661 J / 1441 By Ordinance Reg Mod VALUE ($) 195,311 12,853 7,853 216,017 fcftAC QO5>yub y^ Plan Check Fee by Ordinance Type of Review l~l Repetitive Fee Repeats Complete Review D Other r-| Hourly Structural Only Hour Esgil Plan Review Fee Comments $589 501 $507 88 macvalue doc City of Carlsbad "—^ W^^^V^B^^^^^WV9HJ^HPHIHHHHB"9H^HKHHIHIHiHIBBHPublic Works — Engineering DATE BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER cP/<£ - BUILDING PLANCHECK CHECKLIST PLANCHECK NO EST 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 submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements Please se marked or s codes and standards specifications to this applicable sheets h DENIAL iched report of deficiencies necessary corrections to plans for compliance with applicable Submit corrected plans and/or office for review Only the sent By Date Date Date By FOR OFFICIAL USE ONLY ERING AUTHORIZATION TO ISSUE BUILDING PERMIT- Date ATTACHMENTS D Dedication Application G Dedication Checklist D Improvement Application D Improvement Checklist [] Neighborhood Improvement Agreement LJ Grading Permit Application G Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M. FARMER City of Carlsbad Address 1635 Faraday Avenue. Carlsbad. CA 92008 Phone (760) 602-2741 NOTE: If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. A-4 , CA 9200|8-7314 • (76O) 602-2720 • FAX (760) 60&*8S62 BUILDING PLANCHECK CHECKLIST D D SITE PLAN Provide a fully dimensioned site plan drawn to scale Show Arrow & Proposed Structures Basting Street Improvements roperty Lines (show all dimensi :asements Right-of-Way Width & Adjacent Streets veway widths Existing or proposed sewer lateral " Existing or proposed water service Existing or proposed irrigation service D D 2 Show on site plan A 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) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF Example. Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. 1- \F armor .Kothy'iMASTERSXBuiiiJiiig Plancheck CWsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST , ST 0ND 0RD2ND 3™ DISCRETIONARY APPROVAL COMPLIANCE D EH 4a Project does not comply with the following Engineering Conditions of approval for Project No D D D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS D D 5 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 $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS D D 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 $ 82.000 , 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 lorm and the requirements on the F \Famier\KATHY\MASTERS\Buikling Plancheck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST D iND RD3' D D D D 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 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ 400 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit n n n n n n Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 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 ODD GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill import. export and remedial) This information must be included on the plans. 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 ODD Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \Farnier\KATHY\MASTERS\Building Planctieck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST .. ST n D D 7d No Grading Permit required D D n 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D D 8 A RIGHT-OF-WAY PERMIT is required lo 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 __ D D 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 NPDES PERMIT D D D 10a Storm Water Requirements Applicability Checklist Completed D D D 10b Priority Determination and compliance D Priority Project D Subject to Standard Permanent Storm Water BMP's D Exempt CD D 11 /Q Required fees are attached D No fees required WATER METER REVIEW D D D 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 f \Faimer\KATHYWASTERSBuilding Plancheck Cktet Form (Genertt) doc |ST -.NO ,RD D D D 12b BUILDING PLANCHECK CHECKLIST • 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) 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 piovide 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 irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water '- 1.F«ifmer'.Kathy\MA3TF:F1Sl.3u]lding Plancheck Ckist Form (Generic) doc Rev 7/14/00 RD D BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future 12c Irrigation Use (where recycled water is available) 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 13 Additional Comments: 1:FtirmQi\Kat(iy\.MASTcHS\Ou::diny PiancMeck Cklst Form (Generic) doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal Address Prepared by Date Bldg Permit No by Date EDU CALCULATIONS List types and square footages for all uses Types of Use <J F^O Sq Ft /Units Types of Use Sq Ft /Units APT CALCULATIONS List types and square footages for all uses Types of Use JV=- Q Sq Ft /Units Types of Use Sq Ft /Units EDU's EDU's ADT's ADT's FEES REQUIRED WITHIN CFD D YES (no.bndge &-thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS D 2 TRAFFIC IMPACT FEE ADT's/UNITS FEE/ADT -$ D 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 ADT's/UNITS X FEE/ADT DlSf #2 DIST #3 , / = $ s^"^ D 4 FACILITIES MANAGEMENT FEE UNIT/SO FT D 5 SEWER FEE EDU's BENEFIT AREA EDU's ZONE X FEE/SQ FT /UNIT FEE/EDU FEE/EDU £*<^Tflt6».{ D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA ACRES D 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE = $. = $ HIGH /LOW = $ METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\Fee Calculation Worksheet I of 2 ROW 7/-M/nn 583 ill PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Planner D Address Erin Endres Phone(760)602-4625 APN Type of P Zoning Proj f_ ect & Use ^rGeneral Plan CFD (in/out) #_Date of participation D Net Project Density Facilities Management Zone Remaining net dev acres. DU/AC Circle One (For non-residential development Type of land used created by this permit ) Legend: £*] Item Complete f Qjtem Incomplete - Needs your action Environmental Review Required: YES NQ<^ TYPE DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval Discretionary Action Required: APPROVAL/RESO NO PROJECT NO YES NO/C TYPE. DATE OTHER RELATED CASES Compliance with conditions or approval9 If not, state conditions which require action Conditions of Approval D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO CA Coastal Commission Authonty? YES NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Dnve, 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 D O Incluslonary Housing Fee required: YES HO^^^ (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 mn n n Site Plan: 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (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_ H 2 Project complies YES Zoning: I] 1 Setbacks Front Intenor Side Street Side Rear Top of slope ^ 2 AccessorylsfrOctdfe-se] Front Intenor Side Street Side Rear Structure separation HI 3 Lot Coverage NO Required Required Required Required Required J2acks ReouTFeoS----. Required Required Required Reauired Required / ,-j I <^^> Shown <^~ ^ -7 '5" Shown 71W Shown ,. ^p' (Ov Shown 4-' (a%v~i Shown _ Shown ^~~~~-— -~_ Shown ^~~Shown Shown^~~^-^ Shown ^"^\ ^rf*} <7 <^ ^ °7"IV I'D Shown *--=' ' ^- h- 4 Height- 5 Parking <z4J Required / 'I ^ Spaces Required (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown D D D Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 •f _. STRUCTURAL CALCULATIONS For WABI RESIDENCE Prepared'For SEBASTIAN MARISCAL STUDIO Prepared By MOBAYED CONSULTING GROUP 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (858) 586-7855 * FAX (858) 586-7845 MO 06053-2.10 nATC iccnnnt~fr~\ i u. i«j).^OL.a-/02/15./2007 REVISION DATES' MCO \/\/\/ MOBAYEO CONQULTINB GROUP 7340 SILVEFTTON AVENUE, SUITE 208 SAN DIEGO, CALIFORNIA 92126 (858) 586-7855 • FAX (8583 586-7845 JOB.O<oOS3 UJAB1 SHEET NO . CALCULATED BY_ ^CHECKED BY SCALE OF DATE. DATE. .STkUGTURALcALCULATlONS :TABLE OF CONTENTS ITEM DESIGN; LOADS ROOF FRAMING.. , . FLOOR FRAMING "• COLUMN &>AD FOOTINGS WALL&CONT FOOTINGS LATERAL ANALYSIS & DESIGN . SPECIAL STRUCTURAL DESIGN SPECIAL'DETAILS PAGES D1TO D.7.. R1TO F1 TO ciTO" W1 TO L1TO I J] DESIGN CRITERIA 1 GOVERNING CODES 1997 UBC 1989 ACI 9TH EDITION AISC 2 3 4 SEISMIC ZONE MAXIMUM SOIL BEARING -2,000 >SF MATERIAL AND DESIGN STRESSES CONCRETE FV = 3,&OQ PSI. STEEL REINFORCING FY = 1 50 KSI STRUCTURAL STEEL FY = - BOLTED CONNECTION KSI MASONRY BLOCK F'H = }i £$0 "" PS1" STEEL REINFORCING Fy • SPECIAL INSPECTION-- YES -GL-B COMBINATION-- : ......... : KSI BASIC LIVE LOADS- 1 :9/1l ; ROOF ~°> RSF: ^i : ~ i FLOORS.. ..4D PSF. .. ATTICS —"" " ' ....... ' ~" .....~OMAR MOBAYED" sE. 4184 - • © © O ©€ JOB. MCG MOBAYED COIMSULTIIMG GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL [858] 586-7855 FAX [858] 586-7845 SHEET NO .OF_ CALCULATED BY.. CHECKED BY SCALE DATE. DATE. I-33-0-7 - 07 RJ-) o i2 (P f(*" >/, 3-2 SS/42.H fHOOUCT 2M-I |&ngk SIMS) 2(8-1 (PjAW) Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job* Date 251PM, 25 JAN 07 Rev 510304 userKW-0802950,V«r51 3 22-Jw1M9 Win32(c)1M3-MENERCAl.C Timber Beam & Joist Page 1 c \enereato\06053wabi ecwCalculations / Timber Member Information ^x— - Timber Section Beam Width in Beam Depth in Le Unbraced Length ft Timber Grade Fb- Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status Center Span Data Span ft Dead Load W. Live Load #/ft Dead Load #/ft Live Load ft/ft Start ft End ft Point #1 DL Ibs LL Ibs @X ft Results Ratio = Mmsx @ Center in-k @X= ft fb Actual psi Fb Allowable psi fv Actual psi Fv Allowable psi Reactions @ Left End DL Ibs LL Ibs Max. DL+LL Ibs ©Right End DL Ibs LL Ibs Max. DL+LL Ibs Deflections Center DL Defl in L/Defl Ratio Center LL Defl in L/Defl Ratio Center Total Defl in Location ft L/Defl Ratio Rj-1 / R 2x12 V 2x 1 500 15 11250 132 000 0 Douglas Fir - Larch Douglas Fir - 8250 1,30 950 9 1,6000 1,900 1250 10( Sawn Sa Repetitive Repetiti 20 00 20 2000 50 26 60 40 0 7451 0 91 2796 54 1000 10 8837 1,23 1,1859 1,34 Bending OK Bending O 378 6 1188 9Shear OK Shear 0 20000 500 266 00 400 46600 900 200 00 500 266 00 400 46600 900 Ratio OK Deflection -0 253 -0 : 9492 73 -0 336 -0 : 7137 92 -0 589 -0 ! 10000 10 ( 407 4 40 $y ^ ^—TCatey •y/M-f/? V Ix-Ox r"""^ 1 s ) 132 ) 0 ch Douglas Fir - La 3 1,30 0 9 0 1,90 0 10( m Sa e Repetiti yo 20 )0 29 0 53 38 3C 114 18! 14 08C X) 51 K) 10 3 1,16 5 1,34 Bending O 9 6 0 9Shear O K) 404 )0 530 0 934 X) 404 X) 530 X) 934 K Deflection < 6 -02 7 1,11 I 69 )6 -0£ 0 10C 3 42 Y *ions ace des ( "N. YA^XC ) 1 5 ) 132 ) 0 ch Douglas Fir - D 1.30C 0 9 0 1,90 0 1 m S e Repetit 30 19 0 50 0 40 15 30 0 170 0 0 9 09! 5 56 0 9 7 1,28 5 1,34 Bending O 6 0 9Shear O K) 574 0 380 K) 954 0 585 0 380 0 965 K Deflection 5 -o; 2 67 5 -o; 0 1,07 •01 0 9! 0 41 f |n§d-to499J NDS and 1997 UBC Requirements | Of J o ~~^~ — 0 0 K) wn ve 1 30 )0 30 )0 K) 0 1 7 0 1 5 6 0 | 7 30 7 3 30 3 i 8 2 2 0 0 30 2 ranStandard Structures Inc. P.O Box K Santa Rosa, Ca 95402 (877)980-7732 Fax:(707)838-8377 wwwssfspec.com COMPANY Mobayed Consulting Group 7940 Silverton Ave Suite 208 San Diego, Ca 92126 (858) 586-7855 - Fax (858) 586-7845 Jan 29,20071250 _ PROJECT 06053WabiRJ-2 wwb Design Check Calculation Sheet SSI Sizer 2 01 LOADS (lbs.psf,orplf) Name Load 1 Load 2 Type Dead fXSox^) Distribution Full Area Full Area Magnitude Start End 50 00 (16.0)* 40 00 (16 0)* Location [ft] Start End Units psf psf *Tnbutary Width 'tis} \^ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): o1 Dead Live Total Bearing Capacity Req'd Len Stif fener 667 533 J2&lr 17601-3/4 No . - - _<*^ \f>~ 667 533__^Lsee- 1760 1-3/4 No 11-7/8" SSI 42M v Spaced at 16" o c, Flange specific gravity = 0 50 SECTION VS. DESIGN CODE using NDS 2001 (Ibs, Ibs-ft, or in) Criterion Shear Bending (+) Dead Defl'n Live Defl'n Total Defl'n Analysis Value V = 1200 M - 6000 0 43 = L/562 0 34 = L/702 -0-TT1= L/3*2— x Design Value Vr = 1760 Mr - 8149 0 50 = L/480 1 00 = L/240 Analysis /Design (%) V/Vr = j68-te M/Mr -jn.firl 68 32 •^e-ffS—i i -»'?/ J> —. <l/^~e>^> ** ADDITIONAL DATA. \'dl'' <• 2£i' FACTORS F CD CM Ct Fv' n/a 1 00 1 00 1 00 Fb' + n/a 1 00 1 00 1 00 E' n/a 1 00 1 00 CL CF Cfu Cr 1 000 1 000 1 00 1 07 Cfrt 1 00 1 00 1.00 Ci 1 00 1 00 1 00 Cn LC# 1 00 2 2 — 2 Shear LC #2 = D+L, V = 1200 Ibs Bending(+) LC #2 = D+L, M = 6000 Ibs-ft Deflection LC #2 = D+L EI= 633e06 Ib-in2 C= 6 69e06 in-lb/in Total Deflection - 1 00(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES: 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing 8 The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc for accuracy JOB.0& O 5 3 MCG-MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 794Q SILVERTON AVENUE, STE SOB SAN DIEGO CALIFORNIA 92126 TEL [858] 586-7855 FAX (858) 586-7845 SHEET NO .OF_ CALCULATED BY . CHECKED BY SCALE DATE. DATE.3- X -r 1, 11 -^ 82 FT- ~ ( So+4-0) = OJ, 3' oo < ;: ',2* 9-1 PfiOOUCT 204-1 (Sngfe Stem) 205-1 [PUM) 21 COMPANY Standard Structures InC. Mobayed Consulting Group P.O Box K Santa Rosa, Ca 95402 7940 Silverton Ave Suite 208 (877)980-7732 Fax (707)838-8377 ^58)58e?78M *Flif(858) 586 www.ssiSDec.com Jan 29, 2007 13 12 Design Check Calculation Sheet SSI Sizer 2 01 LOADS (Ibs, psf, or plf) Name Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Type Distribution Magnitude Location [ft] Units Start End Start E»lcP\ Dead Partial Ar 50 00 (16 0)* 0 00 /3 00 psf Floor Partial Ar 40 00 (16 0)* 0 00 / 3 00 psf Dead Partial Ar 22 00 (16 0)* 3 00 / 17 00 psf Floor Partial Ar 40 00 (16 0)* 3 00 I 17 00 psf Dead Partial Ar 50 00 (16 0)* 17 00 1 20 00 1 psf Floor Partial Ar 40 00 (16 0)* 17 00 \20 OO/ psf •Tributary Width (in) >>- /- MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) • 0' Dead 40 Live 53 Total 93 Capacity 176 Req'd Len 1-3/ Stiffener N 5 3 9 0 4 o , _ PROJECT -7845 06053WabiRJ-3 wwb /tt_ i/\ ' i^J? 3-I5-O7 ^•1405 ^ 533 | 1760 1-3/4 No T-^- 11-7/8" SSI 32K/T Spaced at 16" 6c , Flange specific gravity = 0 50 SECTION VS DESIGN CODE using NDS 2001 ( Ibs, Ibs-ft, or In ) ^ Criterion A Shear Bending (+) Dead Def 1 ' n Live Defl'n Total Defl'n nalysis Value Design Value Analysis/Design (%) ^^. — ^*-* V - 939 Vr = 1760 V/Vr = ^3— 39 ^ M - 4301 Mr - 5796 M/Mr - J4~«Ht (_-M 0 29 - L/834 0 46 = L/520 0 50 = L/480 92 15 Or*5^= L/3£6 — . 1 00 = L/240 74 85 ADDITIONAL DATA ^ u •(*<*'' V__ *O9 FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCS Fv1 n/a 1 00 1 00 1 00 - - - - 1 00 1 00 1 00 ,' Fb' + n/a 1 00 1 00 1 00 1 000 1 000 1 00 1 07 1 00 1 00 - ? E' n/a 1 00 1 00 - - - - 1 00 1 00 - } Shear LC #2 = D+L, V = 939 Ibs Bending ( + ) LC #2 = D+L, M = 4301 Ibs-ft Deflection LC #2 = D+L EI= 455e06 Ib-in2 C- 6 60e06 in-lb/in Total Deflection - 1 00 (Dead Load Deflection) + Live Load Deflection (D=dead L-live S«snow W=wind I=impact C=construction CLd-concentrated! (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES. 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing ffl Standard Structures Inc. Mooayed Consulting Group P.O. Box K Santa Rosa, Ca. 95402 7940 Silverton Ave Suite 208 (877)980-7732 Fax.C707)838-8377 Kl^ 7^5 ^af (858) 586 www.sstepec.coni Jan 29,20071337 Design Check Calculation Sheet SSISizer201 LOADS (lb»,psf,orptf) Name Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Type Distribution Magnitude Location [ft] Units Start End Start End Dead Partial Ar 50 00 (16 0)* 0 00 3 00 psf Floor Partial Ar 40 00 (16 0)* 0 00 3 00 psf Dead Partial Ar 65 00 (16 0)* 3 00 17 00 psf Floor Partial Ar 40 00 (16 01* 3 00 17 Qri psf Dead Partial Ar 50 00 (16 0)* 17 00 20^00 psf Floor Partial Ar 40 00 (16 0)* 17 00 /20 00/ psf tributary Width (in) V ~-"V *-, \^' ^ i^Xs 1 T > MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ^•^•^HO1 Dead 80 Live 53 Total 134 Capacity 176 Req'd Len 1-3/ Stiffener N 7 3 0 0 4 o PROJECT 1-7845 06053WabiRJ-4wwb ¥4\sQ^J 3-3-£?7 -Zo.KL-^ 807 533 1340 1760 1-3/4 No 11-7/8" SSI 42M Spaced at 16" o c , Flange specific gravity = 0 50 SECTION VS. DESIGN CODE using NDS 2001 ( Ibs, Ibs-ft, or in ) Criterion A Shear Bending (+) Dead Defl'n Live Defl'n Total Defl'n nalysis Value Design Value Analysis/Design (%) -"] S V = 1340 Vr = 1760 V/Vr = _7ji_14 QM - 6910 Mr - 8149 M/Mr = «" ""> • 7 / 0 54 - L/443 0 34 = L/702 0 50 = L/480 68 32 0_aS = L/2-7^ 1 00 - L/240 *»-30 ADDITIONAL DATA ^ '> °v ^ ^+^ Lc)3 FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1 00 1 00 1 00 - - - - 1 00 1 00 1 00 2 Fb' + n/a 1 00 1 00 1 00 1 000 1 000 1 00 1 07 1 00 1 00 - 2 E' n/a 1 00 1 00 - - - - 1 00 1 00 - 2 Shear LC #2 - D+L, V = 1340 Ibs Bending ( + ) LC #2 - D+L, M •= 6910 Ibs-ft Deflection LC #2 - D+L EI= 633e06 Ib-in2 C= 6 69e06 in-lb/in Total Deflection — 1 00 (Dead Load Deflection) + Live Load Deflection (D-dead L-live S-snow W-wind I-impact C=construction CLd-concentrated) (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing JOB. MCQ MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO, CALIFORNIA 92126 TEL [858] 586-7855 FAX (858)586-7845 SHEET NO .OF CALCULATED BY.. CHECKED BY SCALE ttATP 3- | 9-^ 0-7 So - 2 U(>(-\Fr - r-a 23 C<£> ^ / 5"<5 -/ 4-O}3- raOOUCI 204-1 (Sag* 9«K| 205-1 (PxtM) JOB. MC MOBAYED CONSULTING GROUP - CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL [858)586-7855 FAX (858)586-7845 SHEET NO .OF_ CALCULATED BY CHECKED BY SCALE DATE. DATE. 2-07-07 X •f -252, PLF IB = (89 ~- - •— l*J * Lf 31 * < A A. > 53 u (WXHJCT20411SngkSlMB) 205-1 (P*««ll MobSyed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Descnption Scope Job* Date 1242PM, 7 FEB 07 o Rev 510304UwKMMM02B50 VarS 1 3 22-Jun-1M» Win32 (C)19«3-MENERCA1.C Timber Beam & Joist Page 1 c \enercalc\06053wabi ecwCalculations Description WABI RESIDENCE (RB-10, RB-11, RB-12) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv- Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi RB-10 6x12 5500 11500 000 * jf\ RE Prilm 52 118 0 Douglas Fir - Larch Truss Joist - Mf 1,3000 850 1,6000 1000 Sawn No 2,90 29( 2,00 10 Manuf/P Center Span Data Span Dead Load Live Load Point #1 DL LL@x Results Mmax @ Center@x = fb Actual Fb Allowable fv Actual Fv Allowable ft #ffi #ffi Ibs Ibs ft 2000 18200 7000 Ratio = 0 9594 m-kft psi psi psi psi 15120 1000 1,2472 1,3000 Bending OK 545 850Shear OK 19 87 53 1,760. 1,650 16C 04C 167 14 1,35 2,90 Bending O 9 29Shear O Reactions @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 1,82000 70000 2,520 00 1.82000 70000 2,520 00 Ratio OK in in in ft -0587 4085 -0226 1,0622 -0813 10000 2951 1,164 812 1,977 2,292 1,870 4,162 Deflection -o: 65 -02 85-oe 10; 36 ^y / Calculations are designed to 1997 NDS and 1997 UBC Requirements | -11 i.2 50 75 )0 RB-12 6x12 5500 11 500 000 cMil Douglas Fir - Larch 0 0 0 )0 ne Jo 50 DO 00 30 00 00 82 5212 6 )0 ( 0 0 1,3000 850 1,6000 1250 Sawn No 2400 4100 3500 03333 6566 1200 5417 1,6250 Bending OK 201 1063Shear OK \ I B 15 90 05 35 60 95 3K 60 1 74 9 34 74 9 49200 42000 91200 49200 42000 91200 Deflection OK -0274 1,0495 -0234 1,2294 -0509 12000 5662 j JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL [858] 586-7855 FAX (858) 586-7845 SHEET NO .OF_ CALCULATED BY.. CHECKED BY SCALE DATE. DATE. 2-o8 - X PRODUCT 2W I ISngkSMsl 205-1 IPxtMl MCG JOB.O B MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL. [858] 586-7855 FAX (858) 586-7B45 SHEET NO .F1 OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. X 8.5' 377 33 ^ g>. o g "-y 3 C-o 77 (, -7*0.$-- $,f X ?. {, . - -/, main 204-1 isr* swsi 205-1 (pxtMi MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO. CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED BV CHECKED BY SCALE OF DATE. DATE. Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job* Date 819PM, 22 MAR 07 tor 510302 U«erKW4M29SO V«r5 1 3.22-Jun-1WO Win32 <c)1M3-WENERCM£Steel Column Base Plate Page 1 c.\enercalc\06053wabi eonrCalculations Description 06053 WABI RESIDENCE @ B & 3 (W10X100) General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width •••••••••••••••••— —\ Summary | Concrete Bearing Stress Actual Bearing Stress Allow per AC1 10 15 Allow per AISCJ9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements j[ 3383k OOOk-ft 12000m 6000m 0625 m 12000m 12000m Bearing Stress OK 469 9 psi 1,7850 psi 1,3965 psi Thickness OK 35,6529 psi 35,910 0 psi Bolt Tension OK 0000k 5500k Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses , Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area Full Beanng TS5x5x1/4 5000m 5000m 0 250 in 0 250 in 3,000 0 psi 3600ksi 1330 2 000 m 2 5500k 0 442 m2 Baseplate OK No Bolt Tension JOB. MCGr MOBAYED CONSULTING GROUP = CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE. STE 808 SAN DIEGO, CALIFORNIA 92126 TEL (858] 586-7855 FAX (858) 586-7845 UJ/SHEET NO __ CALCULATED BY S/ If CHECKED BY _ SCALE _ OF DATE. DATE. '/ A / _/ — <=>' i ~j. 2 J ^~ " l-o K PROOUCT 2IX-1 (Sqk SMS) 205-1 (PDMI MCG JOB. MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE. STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO .UJ I, I CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. , przr- PBOOua 204-1 l&ngk SlMCI 205-1 (PiAWI Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description. Scope Job* Date 423PM, 8FEB07 Rw 510303UMT KW4602B50 VerS.1 3 22-JUA-19M Win32 (c)1M3-MENERCALC Cantilevered Retaining Wall Design Page 1 c \enercalc\06053wabi ecwCalculations Description RETAINING WALL @ PL (PROPERTY LINE)/ @ OFURO BATH PATIO Criteria |Soil Data | Retained Height = 400ft Allow Soil Beanng = 2,660 0 psf ^ ui/aii ho^hf at™ » o« i n nn » Equivalent Fluid Pressure MethodWall height above soil = 000ft Heel Active Pressure = 350 Slope Behind Wall = 000 1 Toe Active Pressure = 00 Height of Soil over Toe = 12 00 in Soil Density = 1 1 0 00 pcf Wind on Stem = 0 0 psf Lateral Load Applied to Stem | | Design Summary || Total Beanng Load = 1,244 Ibs resultant ecc = 11 00 in Soil Pressure @ Toe = 1,214 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1 ,533 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6 7 psi OK Footing Shear @ Heel = 2 7 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 1 50 OK Sliding = 1 57 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 557 5 Ibs less 100% Passive Force= • 5000 Ibs toss 100% Fnction Force= - 373 2 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results p Toe Heel Factored Pressure = 1,533 Ops Mu' Upward = 0 OfW Mil' rtnwnwnrrl - n <n ft i Water height over heel = 00 ft Footmg||Soil Friction = (^030JJ<£> 3s Soil height to ignore *'/ ej£. for passive pressure = 000 in -7 Lateral Load = 20 0 #/ft Stem Construction | Top stem Footing Strengths & fc = 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 Height to Top = Height to Bottom = Dimensions | = 60,000 psi 00014 245ft 075 320 1200m 000 in 000 in 000ft @ Btm = 3 00 in 1000ft 400ft Design height ft= 000 Wall Material Above "Ht" = Masonry Thickness = 8 00 Rebar Size = #5 Rebar Spacing = 24 00 Rebar Placed at = Edge fb/FB + fa/Fa = 0 996 / Total Force @ Section Ibs = 400 0 Moment Actual ft-#= 1,2133 Moment .Allowable = 1,2188 Shear .Actual psi= 70 Shear Allowable psi= 258 Bar Develop ABOVE Ht in = 30 00 Bar Lap/Hook BELOW Ht m= 869 Wall Weight = 84 0 Rebar Depth 'd* in= 525 fm psi= 1,500 / Fs psi= 24,000 Solid Grouting = Yes / Special Inspection = No / Modular Ratio 'n1 = 2578 Short Term Factor = 1 330 ^ '' Equiv Solid Thick m= 760 f Masonry Block Type = Normal Weight t f^fartfmtet Flat* Mu Design = 2,063 43 ft* fc psi = Actual! -Way Shear = 666 271 psi FY PS' = Allow 1-Way Shear = 8500 85 00 psi other Acceptable Sizes & Spacing* Toe Reinforcing = None Spec'd Toe Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key No key defined Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr. Description. Scope Job* Date 423PM, 8 FEB 07 UJ3 Rev 510303 Uwr KW-0802950 VerS 1 3 22-Jun-1tB> Win32(c) 1M3-M ENERCM.C Cantilevered Retaining Wall Design Page 2 c \enercalc\06053wabi ecwCalculafaons Description RETAINING WALL @ PL (PROPERTY LINE)/ @ OFURO BATH PATIO Summary of Overturning & Resisting Forces & Moments . .OVERTURNING. . Force Distance Moment tern Ibs ft ft-# Heel Active Pressure = 437 5 1 67 729 2 foe Active Pressure - Surcharge Over Toe * \djacent Footing Load = Vdded Lateral Load = 1200 800 9600 _oad @ Stem Above Soil = SeismicLoad = Total = 5575 OTM = 1,6892 Resisting/Overturning Ratio = 1 SO Vertical Loads used for Soil Pressure = 1 ,244 1 Ibs /ertical component of active pressure used for soil pressure RESISTING .Force Distance Ibs ft 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 = 367 2695 3360 4800 1219 1,2441 Ibs 316 000 123 278 160 320 RM = 1 Moment ft-# 1158 3301 9352 7680 3902 2,539 3 Mr*r5-MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DEGQ, CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 JOB ^ '•*' ^ ^ -^ SHFFT NO LA^f «* O OF CALCULATED BY -5/%"^/ nATF "^- 1 7 ~ D / CHFCKFD BY DATE SCAIF L^C^Cr-G'^, f-£>i~jhj, dpLih4i5- (<&tj) ' / ffHr</?T-? r- *. - 1 3 o-u - 2 v< PBOOoa iOt-t (Sn* SMsl 20S-1 (MM) JOB. MC MOBAYEP CONSULTING GROUP - CONSULTING STRUCTURAL ENGINEERS ^ 7940 SILVERTON AVENUE STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858] 586-7855 FAX (858] 586-7845 SHEET NO .OF_ CALCULATED BV_ CHECKED BY SCALE DATE. DATE. x B IS (V\ t; • V i /v o>C ./y _ 81 - J &,- o, PWXXCTJW.I (FWdrt) &k>0^-$ MUBAYtU CONSUMING (JHUUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO. CALIFORNIA 92196 TEL (858] 586-7855 FAX (858) 586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE. DATE. DATE. 3' 21-01 VltBXCK* \ (Snjh SUMS) ZOS-l (PlMeU Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Date 1 56PM, 21 MAR 07 Rw 510303 User KVWeCOSSO VtrS1 S ZZ-Jun-1»e \Mn32 Cantilevered Retaining Wall Design c.\enercalc\06053wabi ecwCatoulations I Description 06053 WABI RESIDENCE, SITE WALL @ BACKYARD, BEHIND GAS FIRE PIT Criteria | Retained Height = 800ft Wall height above soil = 0 50 ft Slope Behind Wall = 200 1 Height of Soil over Toe = 1200m Soil Density = 11000pcf Wind on Stem = 0 0 psf Lateral Load Applied to Stem | Design Summary | Total Bearing Load = 3,853 IDS resultant ecc = 1142m Soil Pressure @ Toe = 2,189 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,012 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 23 3 psi OK Footing Shear @ Heel = 26 8 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 1 56 OK Sliding = 1 52 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,428 0 IDS less 100% Passive Force= - 2,347 2 Ibs tess 100% Friction Force= - 1,348 6 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results | Toe Heel Factored Pressure = 2,012 0 ps Mu' Upward = 6,483 0 fM Mu' Downward = 1,638 1,409 ft-* Mu Design = 4,845 1,409ft-* Actual 1-Way Shear = 2325 2677ps Allow 1 -Way Shear = 8500 SSOOps Toe Reinforcing = NoneSpec'd Heel Reinforcing = None Spec'd Key Reinforcing = NoneSpec'd Soil Data | Allow Soil Beanng = 2,660 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55 0 Toe Active Pressure = 00 'assrve Pressure = 250 0 Water height over heel = 0 0 ft Footmg||Soil Friction = 0 350 Soil height to ignore for passive pressure = 0 00 in Lateral Load = 150#ffi Stem Construction 1 Top stem Footing Strengths & fc = 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 Height to Top = Height to Bottom = 2nd Dimensions | = 60,000 psi 00014 275ft 150 425 1200m 800m 2800m 2.50ft @ Btm = 3 00 in 1300ft 800ft Design height ft= 400 000 Wall Material Above "HI" = Masonry Masonry Thickness = 800 1200 Rebar See = #5 #7 Rebar Spacing = 2400 800 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0881 0950 Total Force @ Section lbs= 5150 1,8350 Moment .Actual ft-# = 1,0742 5,4808 Moment .Allowable ft-#= 1,2188 5,7717 Shear Actual psi= 90 191 Shear .Allowable psi= 258 258 Bar Develop ABOVE Ht in= 3000 4200 Bar Lap/Hook BELOW Ht m = 3000 700 Wall Weight psf= 840 1330 Rebar Depth 'd' m= 525 943 fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = No No Modular Ratio 'n' = 2578 2578 Short Term Factor = 1330 1330 F Equrv Solid Thick m= 760 1162 t Masonry Block Type = Normal Weight F Concrete Deta t f c psi = Fy psi = Other Acceptable Sizes & Spacing* Toe #4® 14 00 in, *5@ 21 75 in, #6@ 31 00 in, #7@ 42 00 in, #8@ 48 25 in, «9@ 4 Heel Not req'd, Mu < S * Fr Key #4@ 28 75 in, #5@ 44 50 in, #6@ 48 Moba?ed Consulting Group 7940 Silverton Avenue, Suits 208 San Diego, CA 92126 (T) 858-686-7855, (F) 8585-586-7845 Title. Osgnr Description. Scope Date Job* 1 56PM, 21 MAR 07 R*v 510303 UOT KVW»02»50. VW5.1 3 22-Jun-tMI WM2 Cantilevered Retaining Wall Design Page 2 c:\enefcalc\06053wabiecvsrCatajlation8 Description 06053 WABI RESIDENCE, SITE WALL @ BACKYARD, BEHIND GAS FIRE PIT Summary of Overturning & Resisting Forces & Moments 1 . .OVERTURNING . Force Distance Moment tern Ibs ft ft-# Heel Active Pressure = 2,3530 Foe Active Pressure = Surcharge Over Toe = \djacent Footing Load = \dded Lateral Load = 75 0 .oad @ Stem Above Soil = SeemicLoad = 3 08 7,255 0 1150 8625 Total = 2,4280 OT.M. = 8,1175 Resisting/Overturning Ratio = 1 56 Vertical Loads used for Sori Pressure = 3,8532 Ibs /erbcal 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 Weigrit(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total- RESISTING ....Force DistanceIbs ft 4400 69 3025 9100 1467 6375 2333 1,1763 3,8532 Ibs 400 408 000 138 318 358 213 283 425 R.M- Moment ft-# 1,7600 281 4159 2,8945 5256 1,3547 661 1 4,9995 12,6393 8mMasw/#5@24ino/c Solid Grout, 12mMasw/#7@8mo/c Solid Grout, V-0" @Toe Designer select #0@0'n allhonz remf @Heel 2 3/4" '2 1/2" 2'-9" r-r r-6" 4'-6" 2'-4" 6" ff-cr ff-6" 2353 # 2189 psf Mobafed Consulting Group 7940 SHverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title: Dsgnr: Description Scope Job* Date 2 12PM, 21 MAR 07 603 R*f 510303UMrKWUMBMO V«r5t3,22-Jun-1«M Win32t Cantilevered Retaining Wall Design Page 1 I c\enefcatc\06053wabi ecwCateulations I Description 06053 WABI RESIDENCE, SITE WALL @ BACKYARD, BEHIND GAS FIRE PIT Criteria | Retained Height = 800n Walt height above soil = 0 50 ft Slope Behind Wall = 200 1 neignt OT son over Toe = 1200 in Soil Density = HOOOpcf Wind on Stem = 0 0 psf Design Summary | Total Beanng Load = 3,853 Ibs resultant ecc = 8 73 In Soil Pressure @ Toe = 1 ,838 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1 ,690 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20 8 psi OK Footing Shear @ Heel = 26 8 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 1 74 OK Sliding = 1 57 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2.353 0 Ibs less 100% Passive Force* - 2,347 2 Ibs less 100% Friction Force= - 1 ,348 6 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results fe TAA UAA!IQg rlgpl Factored Pressure = 1,690 Ops Mu' Upward = 5,791 0 fM Mu' Downward = 1 638 1 409 fW Mu Design = 4,153 1,409ft-* Actual 1 -Way Shear = 2080 2677ps Allow 1-Way Shear = 8500 8500ps Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data | Allow Soil Beanng = 2,000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55 0 Toe Active Pressure = 00 Passive Pressure — 250 0 Water height over heel = 0 0 ft Footmg||Soil Fnctaon = 0 350 Soil height to ignore for passive pressure = 0 00 in Stem Construction | Top stem Design height ft= 4CX Wall Material Above "Hf = Masonrj Thickness = 80 RebarSize = # ! Rebar Spacing = 24 0( Rebar Placed at = Edge fb/FB + fa/Fa = 0 64 Total Force @ Section Ibs = 440 ( Moment Actual tt-#= 586" Moment Allowable ft-# = 916' Shear Actual psi= 7' Shear Allowable psi= 19' Bar Develop ABOVE Hi in = 30 01 Bar Lap/Hook BELOW Ht m = 30 OX Wall Weight psf= 84 ( Rebar Depth 'd1 m= 52! fm psi= 1,50( Fs psi = 24,OCX Solid Grouting = Ye; Special Inspection = N< Modular Ratio 'n' = 25 7! Short Term Factor = 1 00( f Equiv Solid Thick in= 76X I Masonry Block Type = Normal Weight I Concrete Data t f c psi = Fy psi = Other Acceptable Sizes & Spacing* Toe #4@ 16 50 in, #5® 25 50 in, #6@ Heel Not req'd, Mu < S * Fr Key #4@ 28 75 in, #5@ 44 50 in, #6@ • Footing Strengths & Dimensions | fc = 2,500 psi Fy = 60,000 psi Mm As % = 0 0014 Toe Width = 275ft Heel Width = 1 50 Total Footing Width = 4 25 Footing Thickness = 12 00 in Key Width = 8 00 in Key Depth = 28 00 in Key Distance from Toe = 2 50 ft Cover @ Top = 3 00 in @ Btm = 3 00 in 2nd ( Stem OK) 000 f Masonry ) 1200 5 # 7 ) 800 ; Edge 0 0990 ) 1,7600 r 4,693 3 » 4,741 7 r 174 I 194 ) 4200 ) 700 ) 1330 5 993 ) 1,500 ) 24,000 s Yes ) No J 2578 ) 1000 ) 1162 36 25 in, #7@ 48 25 in, #8@ 48 25 in, #9@ 4 18 Moba$ed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 868-586-7855, (F) 8585-586-7845 Title Dsgnr Description • Scope job* Date 212PM, 21 MAR 07 3| Rnr 510303Unr KVW802S50, VW5.1 3.22-Jun-UW, 1MI32(C)1983-»ENQ«CALC Cantilevered Retaining Wall Design afcV06053v Page 2 abt ecwCakajlations I Description 06053 WABI RESIDENCE, SITE WALL @ BACKYARD, BEHIND GAS FIRE PIT Summary of Overturning & Resisting Forces & Moments 1 ..OVERTURNING. .Force Distance Moment tern Ibs ft ft-* Heel Active Pressure = 2,3530 308 7,2550 "oe Active Pressure = Surcharge Over Toe = !\djacent Footing Load = \deted Lateral Load .oad @ Stem Above Soil = SeismicLoad = Total = 2,3530 OTM = 7,2550 Resisting/Overturning Ratio = 1 74 Vertical Loads used for Soil Pressure = 3,8532 Ibs Vertical component of active pressure used for soil pressure . RESISTING . . Force Distance Ibs ft 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 Weigrrt(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total" 4400 69 3025 9100 1467 6375 2333 1,1763 3,8532 Ibs 400 408 000 138 318 358 213 283 425 RM = Moment ft-* 1,7600 281 4159 2,8945 5256 1,3547 661 1 4,9995 12,639 3 8 in Mas w/ #5 @ 24 in o/c Solid Grout, 12 m Mas w/#7 @ 8 in o/c Solid Grout, r-0" #0@0m @Toe #0@0m @Heel Designer select allhonz remf ^^ / '/ 4'-6"2 3/4" / 4'-0" "*~2" 3" + • I v-orl — 7- 3" 1 t 2-4" 1 6" 1 !. ff-o" k ' 1 1 , ff-6" ^ r 1 Z-6" 2'-9" r-r r-6" 4'-3" 1838.3psf JOB.Of* Mr*R- \.j/\jyvv,</ MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE. STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHEET NO LA i ^->j~ OF CALCULATED BY <T A/ n*TE ^-21" O// i CHECKED BY DATF RCAI F ^ S 7f~ /2-f?7~~/ l*sfaLA 'j 3.Q PBOOUCI204-1 (Sngk Stab) 205-1 (Pidded) Mobayed Consulting Group 7940 Sllverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title: Dsgnr Description Scope Date 905AM, 22 MAR 07 Rev 510309 Uwr KW-OM2MO VerS.1 3,22-Jun-1«W Win32(41M3-WBIERCALC Cantilevered Retaining Wall Design Page 1 c\enercalc\06053wat)iecwCalculations I Description 06053 WABI RESIDENCE SITE RETAINING WALL w/ WOOD SCREEN AT LINE 1 (REAR BACKYARD) OR AT LINE 3 8 (REAR BACKYARD), w/WIND PRESSURE Criteria | Retained Height = 300ft Wall height above soil = 0 50 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 6 00 in Soil Density = 11000pcf Wind on Stem = 0 0 psf Lateral Load Applied to Stem | Design Summary fe Total Beanng Load = 1 ,225 IDS resultant ecc = 12 26 in Soil Pressure @ Toe = 1 ,006 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,31 8 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8 7 psi OK Footing Shear @ Heel = 4 6 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 1 53 OK Sliding = 1 57 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 451 0 Ibs less 100% Passive Force* - 281 3 Ibs less 100% Fncton Force* - 428 6 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results | Toe Heel Factored Pressure = 1,318 Ops Mu1 Upward = 3,125 Oft-t Mu' Downward = 1,020 216fH Mu Design = 2.105 216 fM Actual 1-Way Shear = 870 460ps Allow 1-Way Shear = 8500 8500ps Toe Reinforcing = NoneSpec'd Heel Reinforcing = NoneSpec'd Key Reinforcing = NoneSpec'd Soil Data | Allow Soil Beanng = 2,660 0 psf Equivalent Fluid Pressure Method -leel Active Pressure = 35 0 Toe Active Pressure = 00 Passive Pressure = 250 0 Water height over heel = 0 0 ft Footmg||Soil Fncton = 0 350 Soil height to ignore for passive pressure = 0 00 in Lateral Load = 180 ft/ft Stem Construction | . Top stem Footing Strengths & fc = 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 Height to Top = Height to Bottom = Dimensions | = 60,000 psi 00014 250ft 1 17 367 1200m 000 in 000 in 133ft @ Btm = 3 00 in 1250ft 300ft Design height ft= 000 Wall Material Above "Ht" = Masonry Thickness = 8 00 Rebar Size = #5 Rebar Spacing = 1600 Rebar Placed at = Edge fb/FB + fa/Fa = 0976 Total Force @ Section Ibs = 328 5 Moment Actual ft-#= 1,4828 Moment. Allowable = 1,5199 Shear Actual psi= 56 Shear Allowable psi= 258 Bar Develop ABOVE Ht m = 3000 Bar Lap/Hook BELOW Ht m = 688 Wall Weight - 840 Rebar Depth 'd' m = 550 fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n1 = 2578 Short Term Factor = 1 330 f Equrv Solid Thick m= 760 * Masonry Block Type = Normal Weight9 Concrete Data t fc psi = , Fy psi = 1 Other Acceptable Sizes & Spacing* Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Mobayed Consulting Group 7940 SHverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title- Dsgnr Description. Scope Job* Data 905AM, 22 MAR 07 Rw 510303 UMTKWOM2MO Vor 5.1.3,22-Jun-IWO Win32 (01M3-MENERCALC Cantilevered Retaining Wall Design Page 2 cVenareakaoeosavMbiecw-Calculationa I Description 06053 WABI RESIDENCE SITE RETAINING WALL w/ WOOD SCREEN AT LINE 1 (REAR BACKYARD) OR AT LINE 3 8 (REAR BACKYARD), w/ WIND PRESSURE Summary of Overturning & Resisting Forces & Moments j Ham ..OVERTURNING...Force Distance Moment Ibs ft ft-* .... RESISTING...Force 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 = 2800 1710 133 875 3733 1,4963 1,8696 153 1,2247 Ibs Vertical component of active pressure used for soil pressure Total = 4510 OT.M Resisting/Overturning Ratio = Vertical Loads 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 1651 342 1 = 5—~ 1 = 1375 2940 5500 780 1.2247 Ibs 000 125 283 183 133 367 R.M = 5642 1719 8330 1,0085 2862 2,8637 37 8mMasw/#5@16ino/c Solid Grout, "21/2" #0@0m @Toe Designer select *0@0m allhonz reinf @Heel V-2" 3'-8" 6" 3--0" UJ38 Pp= 281 25# 280 # 1005 8psf JOB.O&OS3 MCQ MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858] 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF_ DATE. DATE. 3-.2.2-07 fL( //v\v f -2.+ " y"x 12." rtHt 8 " FTOCUCT 204-1 |S«gk SMI) 205-1 |PMM) '(Mdoayecl Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job* Date- 10 14AM, 22 MAR 07 Page 1 | c.\enercalcV06053wabiecwCalculatKxi8 i Rw 910301 DOT-KW-OMBQSO Ver51 3,22-Jun-t99» Win32 Cantilevered Retaining Wail Design Description 06053 WABI RESIDENCE SITE RETAINING WALL @ REAR BACKYARD BTWN 1-3 1 Criteria J Soil Data Retained Height = 400ft Wall height above soil = 0 50 ft Slope Behind Wall = 1 50 1 Height of Soil over Toe = 6 00 in Soil Density = HOOOpcf Wind on Stem = 0 0 psf | Design Summary Total Bearing Load resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe AC! Factored @ Heel Footing Shear @ Toe Footing Shear® Heel Allowable Wall Stability Ratios Overturning Sliding 1 84 1 52 OK OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Force= less 100% Friction Force= Added Force Req'd for 1 5 1 Stability = Footing Design Results Factored Pressure Mu1 Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1.350 757 195 561 742 8500 None Spec'd None Spec'd None Spec'd Allow Soil Bearing = 2,000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55 0 Toe Active Pressure = 00 Passive Pressure = 250 0 Water height over heel = 0 0 ft Footing||Soil Friction = 0 350 Soil height to ignore for passive pressure = 0 00 in Footing Strengths & Dimensions fc 1,584 Ibs 419 in 1,437 psf OK 24 psf OK 2,000 psf 1,350 psf 23 psf 7 4 psi OK 12 9 psi OK 85 0 psi 782 3 Ibs 632 8 Ibs 554 3 Ibs 0 0 Ibs OK 0 0 Ibs OK fc = 2,500 psi Fy => 60,000 psi Mm As% = 00014 ToeWidth = 100ft Heel Width = 1 17 Total Footing Width = ZTT Footing Thickness = 1200m Key Width = 8 00 in Key Depth = 9 00 in Key Distance from Toe = 1 00 ft Cover @ Top = 3 00 in @ Btm = 3 00 in Stem Construction Top Stem Heel 23 psf Oft* 631 ft-# 631ft-# 12 86 psi 85 00 psi ft =Design height Wan Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment .Allowable = Shear Actual psi = Shear .Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth 'd' m = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick m = Masonry Block Type = Concrete Dataf c psi = Fy psi = Other Acceptable Sizes & Spaclngs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Not req'd, Mu < S * Fr Stem OK 000 Masonry 800 # 5 2400 Edge 0640 4400 5867 9164 77 194 3000 600 840 525 1.500 24,000 Yes No 2578 1000 760 Normal Weight iMottayefi Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, C A 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope job* Date- 10 14AM, 22 MAR 07 R«v 510303 User KVW»02»SO Ver5.13.22-Jun-1S»«, Win32(c)1M3-WENERCALC Cantilevered Retaining Wall Design Page 2 c Venefcate\06053watn eonrCateulatons Description 06053 WABI RESIDENCE SITE RETAINING WALL @ REAR BACKYARD BTWN 1-3 1 Summary of Overturning & Resisting Forces & Moments I OVERTURNING. . Force Distance Moment tern Ibs ft ft-# 4eel Active Pressure = 7823 178 1,3908 roe Active Pressure - surcharge Over Toe = \djacent Footing Load = \dded Lateral Load .oad @ Stem Above Soil = SeismicLoad = Total = 7823 OTM = 1,3908 Resisting/Overturning Ratio = 1 84 Vertical Loads used for Soil Pressure = 1,5836 Ibs /ertical component of active pressure used for soil pressure . RESISTING Force Distance Ibs ft 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 = 2201 92 550 3780 3250 750 5212 1,5836 Ibs 192 200 000 050 133 108 133 217 RM = Moment ft* 4220 184 275 5040 3522 1000 1,1294 2,553 5 15 8mMasw/#5@24ino/c Solid Grout, 6" 23/4" #0@0m @Toe Designer select *°@°ln all honz remf @Heel r-o" 8"6" r-r 2'-2" i 3" 6" 4--0" r-0" T 4'-6" UJ43 782 29# 2404psf 14375psf /\S\S\ -inR t^ ^r LS ^ \J *. p, — , MOBAYEU CONSULTING GKOUP * _ _^^- CONSULTING STRUCTURAL ENGINEERS N/"sw/"S7r 794Q SILVERTON AVENUE, STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHFETNO LA-J 1 (' TAI r.UI ATFn RY -* ' I rHPCKFn RY Sr.ALE OF nATF ^-22-^7 DATE S/T7T UuA^i FFL^sfS- rzx // #''"-<= X * Moftayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 TWe Dsgnr Description Scope Date. 12 05PM, 22 MAR 07 Rwr 510303UMT KW-OWM60 VwS 1 3,22-JUO-19M, VHn3i fc)1M3-MENB«ALC Cantilevered Retaining Wail Design Page 1 c:\enerealc\060S3wabi ecwCalculabons Description 06053 WABI RESIDENCE SITE WALL @ LINE 1 (ONLY), @ BACKYARD Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = Wind on Stem = [Lateral Load Applied Design Summary 1 .Soil Data 200ft Allow Soil Bearing = 2 n en « Equivalent Fluid Pressure Metho0 5U n Heel Active Pressure 000 1 Toe Active Pressure 24 00 in Passive Pressure = 1 1 0 00 pcf Water height over heel = Footing||Soil Friction = 0 0 psf Soil height to ignore for passive pressure = to Stem | 1 Total Bearing Load = 724 Ibs resultant ecc = 3 05 in Soil Pressure @ Toe = 831 psf OK Soil Pressure © Heel = 37 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1 ,093 psf ACI Factored @ Heel = 49 psf Footing Shear © Toe = 2 1 psi OK Footing Shear © Heel = 3 3 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 290 OK Sliding = 765 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 175 5 Ibs less 100% Passive Force^ - 1,1 250 Ibs less 100% Friction Force= - 217 2 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Ldtcrsl Lode = Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at naeinn fViti I 6600 psf d 350 00 2500 00ft 0300 000m 180#rtt I Top Stem ft = = fb/FB + fa/Fa = Total Force @ Section Ibs = Moment .Actual ft-# = Moment Allowable = Shear .Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht m = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth *d' in = fm Fs Solid Grouting Footing Strengths & fc = 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 = 300m Height to Top Height to Bottom = Dimensions | = 60,000 psi 00014 050ft 1 17 1 67 1200m 000 in 000m 000ft @ Btm = 3 00 in 300ft 200ft Stem OK 000 Masonry 800 * 5 £>/£-2400 i a , <- r '^y.^ Center ^^- O>> 7 ™j^- *>"-'•*: 258 3000 600 840 381 psi= 1,500 psi= 24,000 Yes 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 U^^lntnji 49 psf Oft-# 153ft-# 153ft-# 3 27 psi 85 00 psi Modular Ratio 'n' Short Term Factor Equrv Solid Thick Masonry Block Type = Concrete Data = 1 330 m= 760 Normal Weight fc psi = Fy psi = Other Acceptable Size* & Spacing* Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Mo*ay%d Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job # v Date-12 05PM, 22 MAR 07 R*r 510301 UnrKW-OMOMO Vw513 22-Oi»-1«M.Win32<c)1M3-MENERCMjC Cantilevered Retaining Wall Design Page 2 c.\enercalcV06053wat)iecwCalculatK)n8 I Description 06053 WABI RESIDENCE SITE WALL @ LINE 1 (ONLY), @ BACKYARD Summary of Overturning & Resisting Forces & Moments J Item .OVERTURNING. Force 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 = 1575 180 100 350 1575 630 Total = 1755 OTM = 2205 Resisting/Overturning Ratio = 2 90 Vertical Loads used for Soil Pressure = 724 0 Ibs Vertical component of active pressure used for soil pressure RESISTING. Force Distance Moment Ibs ft ft-# Soil Over Heel = 1101 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load - Axial Dead Load on Stem = Soil Over Toe = 1100 Surcharge Over Toe = Stem Weight(s) = 210 0 Earth @ Stem Transitions= Footing Weight = 250 0 Key Weight Vert Component = 439 142 1560 000 025 083 083 167 275 1750 2084 732 Total'7240 Ibs RM:6400 O-l.-l ^ 1 I 7-0" ] i F #0@0m @Toe Designer select #Q@0 111 a|| hnrry nMnf @Heel • • > • • » 6" .^^ i .s^ ^ 7-0" 3" 1 • • 6"r-r r-8"b» i r-cr " 3" ' 1 7-6" [ ^ t 157 5# / A 44psf JOB. MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 794Q 9LVERTON AVENUE, STE 208 SAN DIEGO, CALIFORNIA 92126 TEL [858] 586-7855 FAX (858) 586-7845 SHEET NO . £y/g/x5"? / 3r OF_ CALCULATED BY_ CHECKED BY SCALE HATE /.#-//?= C 1-2- Lu, - >,&*£ PLI* Sov-^^t-j- '-£ - 522 F&-8 k «,r"\ i '• \ \r • / 1,T A /-\/r\ Z**inv "m+ /A- / 2 r op wy mOOUCl 2W-1 tS«gk9»as)20S-1 IMded) Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title. Dsgnr Description Scope Job* Date. 522PM, 22 MAR 07 Rnr 510302 UMT KMHMBMO. VerS.1 3.22-JW-1MB Win32(c)HP««DCnCALC Plywood Shear Wall & Footing c:\eneroalcSOC053wabiecvrC Page Description 06053 WABI RESIDENCE SHEAR WALL FOOTING @ LINE C, BTWN 1-2 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural 1 8d 15/32" 16 00 in Wall Length Wall Height Wall Weight Ht/ Length Calculations are designed to 1997 NOS and 1997 UBC Requirements | •jjOOOJL End Post Dimension 3 50 in /8QOOJW Seismic Factor ^-- 0~183 "? > *Mo 000 psf ~~^s> Nominal Sill Thick ^ 2 00 1600 fa* Loads | Vertical Loads Point Load # 1 Point Load # 2 Point Load #3 Uniform Load # 1 Uniform Load # 2 7,650 00 Ibs 10,270 00 Ibs 000 Ibs 1,005 00 #/ft 000#/ft at at at 000ft 500ft ft 0 00 ft to 5 00 ft 0 00 ft to 0 00 ft Lateral Loads . Uniform Shear @ Top of Wall 690 00 #ffi Uniform Shear @ Top of Wall 0 00 Ml Strut Force Applied @ Top of Wall 0 00 Ibs Strut Force Applied @ Top of Wall 0 00 Ibs Moment Applied @ Top of Wall 0 00 ft-# 5000ft 5000ft 3,45000 Ibs 000 Ibs Footing \ Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 2500ft 5000ft 2500ft 10000ft 200ft 1200 in Concrete Weight Rebar Cover fc Fy Mm Steel As % 145 00 pcf 3 00 in 2,500 00 psi 60,000 00 psi 000140 Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 704 6#/ft, Capacity = 730 000#/ft -> OK Wall Overturning = 27,892 8ft-#, Resisting Moment = 51,812 5ft-#, End Uplift = 0 OOlbs Max Soil Pressures @ Left = 2,058 2psf, @ Right =y Sill Bolting 1/2" Bolts @ 14 38m, 5/8" Bolts @ 22 42in,l37?Bolte Footing Summary... Max Footing Shear = 34 OSpsi, Allowable =100 OOpsi -> OK Bending Reinforcement Req'd @ Left = 0 43m2, @ Right = 0 51m2 Minimum Overturning Stability Ratio = 3 969 1 w Mvayed Consulting Group 7940 Sitverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job# Date 522PM, 22 MAR 07 i-ll Rn- 510302 UMT KW-OM2MO. V*rS13 22-Jun-1WS Win32 (41M3-MENERCAIJC Plywood Shear Wall & Footing Page 2 c.\enefcalc\060S3wabt ecwCalculattoO$ I Description 06053 WABI RESIDENCE SHEAR WALL FOOTING @ LINE C, BTWN 1-2 Footing Analysis Soil Pressures... Ecc of Resultant @ Footing Centertme Sorl Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments.Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears.. vu/ 85 @ 'd' from Left Wall Edge vu/ 85 @ 'd1 from Right Wall Edge Allowable Vn Overturning. Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left To Right 0 947 ft 1 447 ft 2,058 23 psf 566 27 psf 12,928 45 ft-# 4,005 02 ft-# 28 653 psi 8 240 psi 100 000 psi 31,41600ft-# 137,775 00 ft-# 4386 1 173 27 psf 15,27899 1,654 48 ft-# 2 862 psi 34 030 psi 100 000 psi 31,41600ft-# 124,675 00 ft-# 3969 1 STRUCTURAL CALCULATIONS For WABI RESIDENCE Prepared For: SEBASTIAN MARISCAL STUDIO Prepared By: MOBAYED CONSULTING GROUP 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (858) 586-7855 * FAX (858) 586-7845 PROJECT NO.: 06053-2.10 DATE ISSUED: 02/15/2007 REVISION DATES: MCG^ MOBAYEP CONSULTING dROUP JOB.O&053 7940 SILVERTON AVENUE, SUITE 208 SAN DIEGO. CALIFORNIA 92126 (858] 586-7855 • FAX (858) 586-7845 SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. i TTABLE OFJCONTENTS" ITEM ROOF FRAMING \ ''... FLOOR FRAMING - '—\ COlUMN'&^AD'FOOfiNGS WALL&CONT FOOTINGS LATERAL ANALYSIS..& DESIGN SPECIAL STRUCTURAL DESIGN SPECIALDETAILS * ! i •••f • PAGES pitq__p:7 R1.TO F1 TO C1 TO W1TO LI TO DESIGN CRITERIA 1 GOVERNING CODES 1997UBC 1989 ACI . • 9TH EDITION AISC 2 SEISMIC ZONE . ^T 3 MAXIMUM SOIL'BEARING PSF 4 MATERIAL AND DESIGN STRESSES "'CONCRETE"p^j^^MZ PSI," STEEL REINFORCING ' KSI KSI STRUCTURAL STEEL .Fy = ... -BOLTED-CONNECTION - : ' [ : t i "~ MASONRY BLOCK- F'j = r_PSI; STEEL REINFORCING FY = g»o—KSI SPECIAL INSPECTION- YES OR\NO/ i : ! i ! I i ; • ! | ! . i i C LIVE LOADS . ! ' ; ; i i i >RS...yi ~ i&_ JIAL.J PSF ! ! ' jiii' r , . f-£! PSF..-. i. ;-..-....; J l.._.i ^-. ! i ' ''• ': ^A^^it ; ; ' "!' ' "' ' " : i ; ;'is;...!.._ j... ' l_ : " r i i "i 1" i"": ~ : .. .. „... ; • . . ' — .'.. . .'. \ . '"""OMARM .... I.SE.41W - ' — • i : i '•• I 1 i 3BAYED~~. .„:.. ; nccua a».< i \ t x •v/- -vx- x 1J r^ f-« MOBAYhU CUNSULIINU UKUUP IVI ^^ ^* CONSULTING STRUCTURAL ENGINEERS SAN DIEGO CALIFORNIA 92 126 TEL (858) 586-7855 FAX (858] 586-7845 SHFFT NO £_ J 1 CALCULATED BY -^ '/ CHECKED BY SCAIE OF DATE DATE DESIGN LOADS Roof Roofing 2 3 psf Plywood (OSB) . 2.0 Framing 3 0 Insulation. ' .15 Ceiling . 28 MPE 1 5 Misc'l . 1 9 T&t'l DL= 1 5 0 psf LL= 20 0 psf (reducible) Add BM wt Roof Deck Built-Up Deck (2x12 @ 24" o c +2x deck) 7 0 psf Roofing .2 5 Plywood (OSB) 2 0 Framing 3 0 Insulation 1 5 Ceiling . 2 8 MPE .1 5 Misc'l 1 7 Tot'l DL= 22 0 psf LL= 40 0 psf Add BM wt Roof Garden/ "Grass" (Semi-Intensive) Green Tech Rf Garden system (11 Yi" module, w/ Lt mix) 50 0 psf Roofing 2 5 Plywood (OSB) 2 0 Framing 3 0 Insulation 1 5 Ceiling 2 8 MPE . 1.5 Misc'l 1.7 Tot'l DL= 65 0 psf LL= 40 0 psf Add BM wt •yin (""* MOBAYED CONSULTING GROUP * *"* '*•—- CONSULTING STRUCTURAL ENGINEERS ^/^/^S 7940 SILVERTON AVENUE STE 2O8 SAN DIEGO CALIFORNIA 92 126 TEL (858] 586-7855 FAX (858] 586-7845 SHFFT NO CALCULATED BY CHECKED BY £>Z OF DATE DATE design loads cont Roof Garden/ "Gravel w/ small plants" (Extensive) Green Tech Rf Garden system (8 Yi module, w/ Lt mix) 35 0 psf Roofing Plywood (OSB) Framing Insulation Ceiling MPE Misc'l 2 5 2 0 30 1.5 28 1.5 1 7 Tot'l DL= 50 0 psf LL= 40 0 psf Add BM wt JOB. MCG MOBAYED COMSULTING GROUP = CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. design loads cont Floor (w/ carpet) Carpet + Pad Plywood Framing Insulation Ceiling MPE Misc'l 1 2 psf .2 5 30 1.5 2 8 . 1.5 .1 5 Jot'I DL= 140 psf LL= 40 0 psf Deck LL= 40 0 psf Add BM wt Add stone w/ mortar 18 0 psf Add for hardwood 4 0 psf Walls Exterior Exterior (w/ stone) Interior orl ire 1 5 0 psf 25 0 psf .10.0 psf PfiOCOT W I |S«SH 5>«l "05-1I JOB. MCG MOBAYED CONSULTING GROUP = CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED 8Y_ CHECKED BY SCALE OF DATE. DATE. design loads cont Seismic V = 2.5 Ca I W dl RP = 1.1 W dl ^ Rp VASD = 0 79 W dl Rp VASD = 0.143 W dl where Ca = 0.44 Na = 1.0 Rp = 5 5 wood shear wall Wc\\- (v/Jooo) Soi<_ ..wood shear wall Wind P = Ce Cq qs I P = 16.4 psf where.Cq = 1.3qs = 12 6 psf 1 = 10 Ce = (exp C) P = 17.36 psf P = 18 5 psf P = 19 5 psf 0-15', ce = 1.06 16'-20' ce = 1 13 21'-25' ce = 1.19 PRODUCT "<U I (SaijK SHRSI38 < I In.) [n © © © 0 O © © ©€ MCG JOB. MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. ~ 33-07 RJ-) o 20' Zx;-n^ •/• r 0,77 " PRODUCT 204-1 [Single Sheas) Z05-I (Pmkd) Mebayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 Title Dsgnr Description: Date Job* 251PM, 25 JAN 07 ( 1 ) BOB-OBB-f BOO, (r> BOBO-OBO-r B*O Scope Rev 510304 UfM-KMM»02MO.V«rS13,22-Juv1«M Win32 (c)1M3-WENERCALC Description Timber Beam WABI RESIDENCE (RJ-1) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb- Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi RJ-1 2x12 1500 11250 000Douglas Fir - Larch 8250 95,0 1,6000 1 250 Sawn Repetitive Ot JOISt c.\enercalcV06053wablecwCalculations I ^— - Catenations ar^deslgnjcLtoJaa^NDS and 1997 UBC Requirements | 1500" 13250 000 Douglas Fir - Larch 1,3000 950 1,9000 1000 Sawn Repetitive /AL-f /7RJ-3, ^_^-"V2x14/. 1 socT 13250 000 Douglas Fir - Larch 1,3000 950 1,9000 1000 Sawn Repetitive 000 ( ) Douglas Fir -Larch V___--v _^i_---^ 1,3000 950 1,9000 1000 Sawn Repetitive Center Span Data | Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft m.#m #/ft #ffl ft ft Ibs Ibs ft 2000 2000 2660 Ratio = 0 7451 m-k ft psi psi psi psi 2796 1000 8837 1,1859Bending OK 378 1188Shear OK 2000 5000 4000 09144 5400 1000 1,2303 1,3455Bending OK 609 950Shear OK 2000 2900 5300 3800 3000 11400 18500 08679 5125 1000 1,1677 1,3455 Bending OK 641 950Shear OK 1900 5000 4000 1500 3000 17000 0 9529 \ 5627 950 1.2821 1,3455Bending OK 656 950Shear OK Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 20000 26600 46600 20000 26600 46600 Ratio OK in in in ft -0253 9492 -0336 7137 -0589 10000 4074 50000 40000 90000 50000 40000 90000 Deflection OK -0326 7367 -0261 9208 -0586 10000 4093 40400 53000 93400 40400 53000 93400 Deflection OK -0215 1,1142 -0345 6950 -0561 10000 4280 57447 38000 95447 58553 38000 96553 Deflection OK | -0338 6742 -0212 1,0740 -0550 9500 4142 HIStandard Structures Inc. P.O. Box K Santa Rosa, Ca. 95402 (877)980-7732 Fax- (707)838-8377 wwwssispec.com COMPANY Mobayed Consulting Group 7940 Silverton Ave Suite 208 San Diego, Ca 92126 (858) 586-7855 - Fax (858) 586-7845 Jan 29, 2007 12 50 PROJECT 06053WabiRJ-2 wwb Design Check Calculation Sheet SSI Seer 2 01 LOADS (Ibs, psf.orplf) Name Load 1 Load 2 Type Dead Floor Distribution Full Area Full Area Magnitude Start End 50 00 (16 0)* 40 00 (16.0)* Location [ft] Start End Units psf psf tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 20' Dead Live Total Bearing Capacity Req'd Len. Stif fener 667 533 1200 1760 1-3/4 No 667 533 1200 1760 1-3/4 No 11-7/8" SSI 42M Spaced at 16" o c, Flange specific gravity = 0 50 SECTION VS. DESIGN CODE using NDS 2001 (Ibs, Ibs-ft, or in) Criterion Shear Bending (+) Dead Defl'n Live Defl'n Total Defl'n Analysis Value V = 1200 M - 6000 0 43 = L/562 0 34 = L/702 0 77 = L/312 Design Value Vr = 1760 Mr - 8149 0 50 - L/480 1 00 = L/240 Analysis/Design (%) V/Vr = 68 18 M/Mr - 73 63 68 32 76 86 ADDITIONAL DATA: FACTORS F CD CM Ct Fv' n/a 1 00 1 00 1 00 Fb'+ n/a 1 00 1 00 1 00 E1 n/a 1 00 1 00 CL CF Cfu Cr 1 000 1 000 1 00 1 07 Cfrt 1 00 1 00 1.00 Ci 1 00 1 00 1 00 Cn LC# 1 00 2 2 2 Shear LC #2 = D+L, V = 1200 Ibs Bending(+) LC #2 = D+L, M = 6000 Ibs-ft Deflection- LC #2 = D+L El- 633e06 Ib-in2 C= 6 69e06 in-lb/in Total Deflection = 1 00(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES: 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing 8 The specific product application loads, spans, and spaangs have been provided by others and have not been reviewed by Standard Structures, Inc for accuracy JOB.0& O S 3 MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. /- ^ (22 + 40") //33'- 82 f>LF< 53 FT- <f~0 G.C- 3' ) 4- SLS , (p 32- M 74- 'A I ' M 'M 1 3'4 t~^, - / 9 '„ PKOOUCt 2041 (Sngk SMsl 20S-1 (Pi«kdl HIStandard Structures Inc. Mobayed Consulting Group P.O. Box K Santa Rosa, Ca. 95402 7940 Silverton Ave Suite 208 San Diego Ca 92126(877)980-7732 Fax (707)838-8377 (858) 586-7855 - Fax (858) 586 www.ssispec.com Jan 29, 2007 1312 Design Check Calculation Sheet SSI Sizer 2 01 LOADS (lbs,psf,orplf) Name Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Type Distribution Magnitude Location [ft] Units Start End Start End Dead Partial Ar 50 00 (16 0)* 0 00 3 00 psf Floor Partial Ar 40 00 (16 0)* 0 00 3 00 psf Dead Partial Ar 22 00 (16 0)* 3 00 17 00 psf Floor Partial Ar 40 00 (16 0)* 3 00 17 00 psf Dead Partial Ar 50 00 (16 0)* 17.00 20 00 psf Floor Partial Ar 40 00 (16 0)* 17 00 20 00 psf •"•Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) • •••^Ho1 Dead 40 Live 53 Total 93 Capacity 176 Req'd Len 1-3/ Stiffener N 5 3 9 0 4 o PROJECT 1-7845 06053WablRJ-3 wwb •^•1 20' 405 533 939 1760 1-3/4 No 11-7/8" SSI 32M Spaced at 1 6" oc, Flange specific gravity = 0 50 SECTION vs DESIGN CODE using NOS 2001 ( Ibs. Ibs-ft, or in ) Criterion A Shear Bending (+) Dead Defl'n Live Defl'n Total Defl'n nalysis Value Design Value Analysis/Design (%) V - 939 Vr - 1760 V/Vr = 53 33 M - 4301 Mr - 5796 M/Mr = 74 21 0 29 - L/834 0 46 = L/520 0 50 = L/480 92 15 0 75 = L/320 1 00 = L/240 74 85 ADDITIONAL DATA FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCft Fv' n/a 1 00 1 00 1 00 - - - - 1 00 1 00 1 00 2 Fb'+ n/a 1 00 1 00 1 00 1 000 1 000 1 00 1 07 1 00 1 00 - 2 E' n/a 1 00 1 00 - - - - 1 00 1 00 2 Shear LC #2 - D+L, V = 939 Ibs Bending (+) LC #2 - D+L, M - 4301 Ibs-ft Deflection LC #2 - D+L EI= 455e06 Ib-in2 C- 6 60e06 in-lb/in Total Deflection = 1 00 (Dead Load Deflection) + Live Load Deflection (D=dead L-live S-snow W-wind I=impact C-construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing 8 The specific product application loads, spans, and spaangs have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy Ac- 21 COMPANY Standard Structures (IK. Mobayed Consulting Group PO. Box K Santa Rosa, Ca. 95402 7940 Silverton Ave Suite 208 San Diego Ca 92126(877)980-7732 RK.(707)838-8377 (858) 586-7855 - Fax (858) 586 www sstepeccom Jan 29, 2007 13 37 Design Check Calculation Sheet SSISizer201 LOADS <lb*,psf,orplf) Name Load 1 Load 2 Load 3 Load 4 Load 5 Load € Type Distribution Magnitude Location [ft] Units Start End Start End Dead Partial Ar 50 00 (16 0)* 0 00 3 00 psf Floor Partial Ar 40 00 (16.0)* 0 00 3 00 psf Dead Partial Ar 65 00 (16 0)* 3 00 17 00 psfFloor Partial Ar 40 00 (16 0)* 3 00 17 00 psf Dead Partial Ar 50 00 (16 0)* 17 00 20 00 psf Floor Partial Ar 40 00 (16 0)* 17 00 20 00 psf *Tnbutary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : •^^M o1 Dead 80 Live 53 Total 134 Capacity 176 Req'd Len 1-3/ Stiffener N 7 3 0 0 4 o PROJECT H7845 06053WabiRJ-4 wwb •^•V 20' 807 533 1340 1760 1-3/4 No 11-7/8" SSI 42M Spaced at 16" oc, Flange specific gravity = 050 SECTION vs DESIGN CODE using NDS 2001 ( Ibs, Ibs-ft, or In ) Criterion A ShearBending (+) Dead Defl'n Live Defl'n Total Defl'n nalysis Value Design Value Analysis/Design (%) V - 1340 Vr - 1760 V/Vr = 76 14M - 6910 Mr - 8149 M/Mr = 84 79 0 54 - L/443 0 34 = L/702 0 50 = L/480 68 32 0 88 = L/271 1 00 - L/240 88 30 ADDITIONAL DATA FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#Fv' n/a 1 00 1 00 1 00 - - - - 1 00 1 00 1 00 2 Fb'+ n/a 1 00 1 00 1 00 1 000 1 000 1 00 1 07 1 00 1 00 - 2 E1 n/a 1 00 1 00 - - - 1 00 1 00 2 Shear LC #2 - D+L, V - 1340 Ibs Bending (+) LC #2 - D+L, M - 6910 Ibs-ft Deflection LC #2 •= D+L EI« 633e06 Ib-in2 C- 6 69e06 in-lb/in Total Deflection = 1 00 (Dead Load Deflection) + Live Load Deflection (D-dead L-live S=snow W=wind I=impact C-construction CLd-concentrated) (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing 8 The specific product application loads, spans, and spaongs have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENLE STE 208 SAN DIEGO CALIFORNIA 92126 TEL [858)586-7855 FAX (858)586-7845 SHEET NO .OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. ±rc I)€> A- 0,0-7" v i 32 ft, 1*t /*- PflOOUCT 2« 1 (S«tll SIWB) 205-1 {Pxfttal) ranStandard Structures Inc. P.O Box K Santa Rosa, Ca 95402 (877)980-7732 Fiax-(707)838-8377 www^sispec com COMPANY Mobayed Consulting Group 7940 Silverton Ave Suite 208 San Diego, Ca 92126 (858) 586-7855 - Fax (858) 586-7845 Jan 29,20071410 PROJECT 06053WabiRJ-5wwb Design Check Calculation Sheet SSISizer201 LOADS (lbs,psf,orplf) Name Load 1 Load 2 Type Dead Floor Distribution Full Area Full Area Magnitude Start End 50 00 (19.2)* 40 00 (19 2)* Location [ft] Start End Units psf psf Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead Live Total Bearing Capacity Req'd Len. Stiffener 360 288 648 1760 1-3/4 No 360 288 648 1760 1-3/4 No 11-7/8" SSI 32Me Spaced at 19 2" o c, Flange specific gravity = 0 46 SECTION VS. DESIGN CODE using NDS 2001 (Ibs, Ibs-ft, or in J Criterion Shear Bending (+) Dead Defl'n Live Defl'n Total Defl'n Analysis Value V = 648 M - 1458 0 04 = <L/999 0 03 - <L/999 0 07 = <L/999 Design Value Vr = 1760 Mr - 4740 0 22 = L/480 0 45 = L/240 Analysis/Design (%) V/Vr = 36 82 M/Mr - 30 76 14 43 16 24 ADDITIONAL DATA: FACTORS F CD CM Ct Fv' n/a 1 00 1 00 1 00 Fb' + n/a 1 00 1 00 1 00 E' n/a 1 00 1 00 CL CF Cfu Cr 1 000 1 000 1 00 1 07 Cfrt 1 00 1 00 1 00 Ci 1 00 1 00 1 00 Cn LC# 1 00 2 2 2 Shear LC #2 = D+L, V = 648 Ibs Bending(+): LC *2 = D+L, M = 1458 Ibs-ft Deflection LC #2 = D+L EI= 410e06 Ib-in2 C= 6 60e06 in-lb/in Total Deflection = 1 00(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES: 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing 8 The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc for accuracy If Standard Structures Inc. P.O. Box K Santa Rosa, Ca. 95402 (877)980-7732 Fax:(707)838-8377 www.ssispec.com COMPANY Mobayed Consulting Group 7940 Silverton Ave Suite 208 San Diego, Ca 92126 (858) 586-7855 - Fax (858) 586-7845 Jan 29, 2007 14 19 PROJECT 06053WabiRJ-6 wwb Design Check Calculation Sheet SSI Sizer 2 01 LOADS (lbs,psf,orplf) Name Load 1 Load 2 Type Dead Floor Distribution Full Area Full Area Magnitude Start End 50 00 (19 2)* 40 00 (19 2)* Location [ft] Start End Onits psf psf *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead Live Total Bearing Capacity Req'd Len Stiffener 580 464 1044 1760 1-3/4 No 580 464 1044 1760 1-3/4 No 11-7/8" SSI 32Me Spacedat192"oc, Flange specific gravity = 0 46 SECTION VS. DESIGN CODE using NOS 2001 (Ibs, Ibs-ft, or in) Criterion Shear Bending (+) Dead Defl'n Live Defl'n Total DefX'n Analysis Value V = 1044 M - 3785 0.22 = L/774 0 18 = L/968 0.40 = L/430 Design Value Vr = 1760 Mr - 4740 0 36 = L/480 0 73 = L/240 Analysis/Design (%) V/Vr = 59 32 M/Mr - 79 84 49 58 55 78 ADDITIONAL DATA: FACTORS F CD CM Ct Fv1 n/a 1 00 1 00 1 00 Fb'+ n/a 1 00 1 00 1 00 E' n/a 1 00 1.00 CL CF Cfu Cr 1 000 1 000 1 00 1 07 Cfrt 1 00 1 00 1 00 Ci 1 00 1 00 1.00 Cn 1 00 LC# 2 2 2 Shear • LC #2 = D+L, V = 1044 IDS Bending( + ) • LC #2 = D+L, M = 3785 Ibs-ft Deflection LC #2 = D+L EI= 410e06 Ib-in2 C= 6 60e06 in-lb/in Total Deflection = 1 00(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations- ASCE 7-02 DESIGN NOTES: 1 Please verify that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions will void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing 8 The specific product application loads, spans, and spacmgs have been provided by others and have not been reviewed by Standard Structures, Inc for accuracy MCG JOB. MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHEET NO /' u CALCULATED RV J>/V/ CHECKED BY SCALE OF DATE. DATE. A- %* uo - (is 4- (!£)'< 4- "2-S" /o — - »\ \ v - = 4/3 fry,£, /\ -33.1 PDOOUCT KH-I l&ngk Stwtsl 205-1 (f*MM) x \*s-^s \. ** M M MOBAYfcU UUNSUL1 INti UHUUP *^*~*~^" CONSULTING STRUCTURAL ENGINEERS ^S\/^i7 7940 SILVERTON AVENUE. STE 208 SAN DIEGO. CALIFORNIA 92126 TEL (858] 586-7855 FKX [858] 586-7845 R&- Z A- *?'*& 't&f*' 2- SHEET N CALCUU CHECKE SCALE 0 /*^ / / OF *s/-^ 2'-<07~67ITEDBY _>/~7 nATF ' D BY DATF _ ^^* 35™ S~OO jjg-fc v ^^ ' ^' ^^ ^Oo ri /- ^- ^— 5 ^~/o /'i. ^ ^ jj 3- 1 " ! l4-' ^'s< G43/%/*<££_ ' * O ' r- ' -77 ,-' /x::'/^ }J.) f LL. -33 -r~ loo- ) fo V f-a s 7 ( ^"(y -f- ^ ) ft./= 74 A PBOOUCT KK I (Sngli Slwts) ZOS-1 {PmiM! IMobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job# Date 1 03PM, 7 FEB 07 N2. Rev 510303 UMT KVW-00029SO V«r5 1 3 22-Jun-1W9 Win32 (C) 1MJ-99 ENERCALC Multi-Span Steel Beam Page 1 c \enercalc\06053wabi ecwCalculations Description WABI RESIDENCE ( RB-2) Calculations are designed to AISC 9th Edition ASP and 1997 UBC Requirements^General Information Fy - Yield Stress 50 00 ksi All Spans Considered as Individual Beams Load Duration Factor 100 Span Information Description Span Steel Section End Fixity Unbraced Length Loads ft ft RB-2 3850 W21X101 Pin-Pin 000 Live Load Used This Span ? Dead Load Live Load Dead Load Live Load Start End Results Mmax @ Cntr @X = Max @ Left End Max @ Right End fb Actual Fb Allowable fv Actual Fv Allowable k/ft k/ft k/ft k/ft ft ft Yes 0663 0330 0150 3000 17000 k-ft ft k-ft k-ft psi psi psi psi 19463 1874 000 -000 10,3075 33,000 0Bending OK 1,9354 20,0000Shear OK Reactions & Deflections Shear @ Left Shear @ Right Reactions DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = Span/Deflection Ratio Query Values Location Shear Moment Max Deflection k k k k k k k k in ft 2067 1966 1432 635 2067 1331 635 1966 -0741 1925 6236 ft k k-ftin 000 000 000 000 000 000 000 2067 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 I I \ \ \ 000 000 000 000 JOB. MCG MOBAYED CONSULTING GROUP = CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO. CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. log So /k *3 '.33'-• = 12-c PCI- - 2 •f- - 24-3 < 32. 5 7^5^ P£/- < ,« r-_ 4,^ 2 fro 8z rt- VsJ-'tt.g •7fk.^H ^ ^-55 ^ - 0,3$ " PflOCUCI 2W1 ISngk Sheets) JOM iPukled) 4/lobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Descnption Scope Date Job# 131PM, 7FEB07 Rev 510303UMT KVtM»02»SO V«rS13 22-Jun-1M> Win32(4 H83-W EN6RCALC Multi-Span Steel Beam Page 1 c.\enercalc\06053wabi ecwCalculaflons Description WABI RESIDENCE (RB-3) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy-Yield Stress SOOOksi Spans Considered Continuous Over Supports Load Duration Factor 1 00 Span Information Descnption Span Steel Section End Fixity Unbraced Length Loads Live Load Used This Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X Results Mmax @ Cntr @X = Max @ Left End Max @ Right End fb Actual Fb Allowable fv Actual Fv Allowable ft ft RB-3/ (mid-span) 1600wtoxipo Pin-Pin 000 ? kffi Wft k k ft k k ft No 0108 0053 k-ft ft k-ft k-ft psi psi psi psi 000 000 000 -9342 9.987 3 33,0000 Bending OK 8881 20,0000 Shear OK RB-3/(canfl) 400 W10X100 Pin-Free 350 Yes 0127 0053 15520 7050 4000 1760 1650 0500 000 400 -9342 000 9,987 3 33,000 0 Bending OK 3,537 4 20,000 0 Shear OK Reactions & Deflections Shear @ Left Shear @ Right Reactions DL @ Left LL @ Lett Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Span/Deflection Ratio Query Values Location Shear MomentMax. Deflection k k k k k k k k in ft 498 670 -3 13 -1 84 -498 2265 1075 3340 0138 928 1,3893 ft k k-ftin 000 498 000 000 2670 2257 2265 1075 3340 000 000 000 -0231 400 4153 000 000 000 000 000 000 2670 000 000 000 000 000 -9342 000 000 000 000 000 000 000 000 000 000 000 \ \ I 1 1 000 000 000 000 Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job# Date 120PM, 7FEB07 Rev 510301Us«r KVWB02850 Ver513 22-JW-19M Win32 (c)1«W.WENERCALC Multi-Span Steel Beam Page c \enercalc\06053wabi ecwCalculationsJ Description WABI RESIDENCE (RB-3) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy-Yield Stress SOOOksi Spans Considered Continuous Over Supports Load Duration Factor 100 Span Information Description Span Steel Section End Fixity Unbraced Length Loads ft ft RB-3/ (mid-span) 1600 W10X10P Pin-Pin 000 ^"~ Live Load Used This Span ? Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X Results Mmax @ Cntr @X = Max @ Left End Max @ Right End fb Actual Fb Allowable fv Actual Fv Allowable k/ftkm k k ft k k ft ( Tf5^( OflJS 0053 k-ft ft k-ft k-ft psi psi psi psi 000 000 000 -9342 9,987 3 33,0000 Bending OK 9442 20,000 0Shear OK RB-3 / (canf I) 400 wioxioo **— . . ^ i _ A>T> (ZyOPin-Free . -—-^3. — J • — I/ L- L t>7 ( — -*-" ( -^ ^ ^"^ 350^^--~- ^^•"""^ ~\^^> ^ /Yes^X L 0 127 0053 15520 7050 4000 1760 1650 0500 000 400 -9342 000 9,987 3 33,000 0 Bending OK 3,537 4 20,000 0 Shear OK Reactions & Deflections Shear @ Left Shear @ Right Reactions DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Span/Deflection Ratio Query Values Location Shear Moment Max Deflection k k k k k k k k in ft 455 713 -313-142 -455 2265 11 18 3383 0134 939 1,4326 ft k k-ft in 000 455 000 000 2670 2257 2265 11 18 3383 000 000 000 -0226 400 4239 000 000 000 000 000 000 2670 000 000 000 000 000 -9342 000 000 000 000 000 000 000 000 000 000 000 1 1 1 i i 000 000 000 000 JOB. MCGr MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO, CALIFORNIA 92126 TEL [858)586-7855 FAX (858)586-7845 SHEET NO .OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. R6-5- 2 ' bot , ^ ) i i ) ) 1 M 3' n X^ *> < 8' PWXXJCTZM1 (SuigltSMiKliOS-l (Pikled) JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO. CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO .OF CALCULATED BY_ CHECKED BY SCALE HATP DATE LO - (. FflOOUP 204-1 {SngkSlMB)2»l (f*MM| JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE. STE 208 SAN DIEGO, CALIFORNIA 921 SB TEL [858)586-7855 FAX (858)586-7845 SHEET NO .OF CALCULATED BY_ CHECKED BY SCALE DATE DATE /- 2 £- Job ft? .- 9-60 7' — -K^? /• reOOUCT 20411Sngk Staffil »S-1 |P»MI Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description. Scope Job* Date 1 46PM, 25 JAN 07 Rev 510304 UMT KW4602MO VarS 1 3 22-JM-19M Win32(c) 1983-99 ENERCALC Timber Beam & Joist Page 1 c \enercalc\06053wabi ecwCalculations Description WABl RESIDENCE (RB-1, RB-4 THRU RB-9) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb- Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi RB-1 6x12 5500 11 500 000 RB-4 Prilm 5.2 5250 11875 000 Calculations are designed to 1997 NDS and 1997 UBC Requirements } RB-6 Prilm 5.2 5250 11875 000 Douglas Fir - Larch Truss Joist - MacMil Truss Joist - MacMI 1,3000 85,0 1,6000 1250 Sawn No 2,9000 2900 2,0000 1000 Manuf/Pme No 2,9000 2900 2,0000 1000 Manuf/Pme No RB-6 6x12 5500 11500 000 Douglas Fir - Larch 1,3000 850 1,6000 1000 Sawn No RB-7 6x12 5500 11500 000 Douglas Fr - Larch 1,3000 850 1,6000 1000 Sawn No RB-8 6x12 5500 11500 000 Douglas Fr - Larch 1,3000 850 1,6000 1000 Sawn No RB-9 Prilm 5.2 5250 11875 000 Truss Joist -MacMil 2,9000 2900 2,0000 1000 Manuf/Pme No Center Span Data \ Span Dead Load Live Load Dead Load Live Load Start End Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft #/ft #/ft ft ft 1650 21300 20000 Ratio = 0 8561 m-k ft psi psi psi psi 16866 825 1,3912 1,6250 Bending OK 718 1063Shear OK 1150 54900 58000 29900 4500 06777 24250 552 1,9653 2,9000 Bending OK 1490 2900Shear OK 800 74000 58000 10800 3000 8000 03750 13419 403 1,0875 2,9000 Bending OK 1030 2900Shear OK 800 48400 37600 07371 8256 400 6810 1,3000 Bending OK 627 850Shear OK 500 48400 37600 03743 3225 250 2660 1,3000 Bending OK 318 850Shear OK 550 74000 58000 06644 5989 275 4941 1,3000 Bending OK 565 850Shear OK 1425 30900 40000 191 00 7250 14250 06842 \ 244 84 752 1,9843 2,9000 Bending OK 1248 2900Shear OK Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 1,75725 1,65000 3,407 25 1,75725 1,65000 3,407 25 Ratio OK in in in ft -0318 6217 -0299 6621 -0618 8250 3206 4,239 00 3,335 00 7,57400 3,420 00\ 3,33500 ) 6.755_gp' 3,128 75 2,320 00 5,44875 s.ssT^ 2,320 00 ) 5,651 25 ' 1,93600 1,50400 3,44000 1,93600 1,50400 3,440 00 Deflection OK Deflection OK Deflection OK -0174 7931 -0156 8859 -0330 5704 4185 -0051 1,8729 -0036 2,631 6 -0088 4000 1,0942 -0040 2,4004 -0031 3,089 9 -0071 4000 1,3509 1,21000 94000 2,15000 1,21000 94000 2,15000 Deflection OK -0006 9,832 2 -0005 12,6563 -0011 2500 5,533 5 2,035 00 1,59500 3,630 00 2,035 00 1,59500 3,630 00 Deflection OK -0014 4,831 5 -0011 6,1644-0024 2750 2,708 6 2,530 01N 2,850 00 ' 5,38pJ),1 3,210 24 2,850 00 6,06024 Deflection OK | -0255 6718 -0253 6752 -0508 7182 3368 JOB. MCQ MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL [858] 586-7855 FAX (858)586-7845 SHEET NO .OF_ CALCULATED RV CHECKED BY SCALE DATE. DATE. 2-07-07 RB-/0 = (60 , 81 '-S3 31 PRODUCT 2M-t JOB. MCQ MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO, CALIFORNIA 92126 TEL [858)586-7855 FAX [858)586-7845 SHEET NO ./?/$•OF_ CALCULATED BY_ CHECKED BY SCALE DATE DATE /-29-Q7 RB-iZ ^ 1 ) 11 1 1 1 1 "l 1 1 ^ PBOOUCT 2W-1 ISffgfe SMS) ZOS-I {PMMI Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job* Date 1242PM, 7FEB07 a Rev 510304 User KW-0602S50 V«rS 1 3 22-Jun-1M9 Win32 (c) 1983-89 ENERCALC Timber Beam & Joist Page 1 c \enercate\06053watH ecw Calculations Description WABI RESIDENCE (RB-10, RB-1 1, RB-12) Timber Member Information ' 0, Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi RB-10 6x12 5500 11500 000 RE Prtlm 52 11 8 0 Douglas Fir - Larch Truss Joist - Mi 1,3000 850 1,6000 1000 Sawn No 2,90 29 2,00 1 0 Manuf/P Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center@x = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ftm Ibs Ibs ft 2000 18200 7000 Ratio = 0 9594 m-k ft psi psi psi psi 15120 1000 1,2472 1,3000 Bending OK 545 850Shear OK 19 87 53 1,760 1,650 16C 046 167 14 1,35 2,90 Bending O 9 29Shear O Reactions @ Left End DL LL Max DL+LL ©Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 1,82000 70000 2,520 00 1,82000 70000 2,520 00 Ratio OK in in in ft -0587 4085 -0226 1,0622 -0813 10000 295 1 1,164 812 1,977 2,292 1,870 4,162 Deflection -0 • 65 -o; 85 -0( 10 ; 36 / Calculations are designed to 1997 NDS and 1997 UBC Requirements ) -11 >.2 >0 75 )0 cMil 0 0 0 X) ne Jo RB-12 6x12 5500 11 500 000 Douglas Fir - Larch 1,3000 850 1,6000 1250 Sawn No 1 50 00 DO DO 00 00 82 52 12 '6 10 < 0 0 15 90 05 35 60 95 3K 60 1 74 9 34 74 9 2400 4100 3500 03333 6566 1200 5417 1,6250 Bending OK 201 1063Shear OK 49200 42000 91200 49200 42000 91200 Deflection OK -0274 1,0495 -0234 1,2294 -0509 12000 5662 I \ 1 ,nR MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO .OF_ CALCULATED BY CHECKED BY SCALE DATE FT-1 /tf ' V ...]I i — « F ...I.. '- V 1 V n ' i • i 11 i .'^ * 1 f5-- // CU = //"a SSI 31 VI Q PHOOUCT 204-1 (Smjfc SIMS) 205-1 (PjMtdl tm^ Standard Structure! InC. Mobayed Consulting Group 1 Iff PO. Box K Santa Rosa, Ca 95402 794° Silverton Ave Suite 208 III San Diego Ca 92126III (877)980-7732 Fax (707)838-8377 (858) 586-7855 - Fax (858) 588- *^{ wwwssispec.com Jan 29, 2007 12 12 PROJECT 7845 06053WabiFJ-1 wwb Design Check Calculation Sheet SSISizer201 LOADS (Ibs, psf, or pif) Name Load Load Load Load Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 Dead Partial Ar 18 00 (16 0)* 0 00 11 00 psf 2 Floor Partial Ar 40 00 (16 0)* 0 00 11 00 psf 3 Dead Partial Ar 32 00 (16 0)* 11 00 16 00 psf 4 Floor Partial Ar 40 00 (16 0)* 11 00 16 00 psf 5 Dead Point 120 11 00 Ibs 'Tributary Width in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) . P^HHH 0' Dee Lm TotBean Caps Req1 Stif d 244 e 427 al 671 city 1760 d Len 1-3/4 fener No •V-l 16' 353 427 780 1760 1-3/4 No 11-7/8" SSI 32M Spaced at 16" o c , Flange specific gravity = 0 50 SECTION VS DESIGN CODE using NDS 2001 ( Ibs, Ibs-ft, or in ) Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 780 Vr = 1760 V/Vr = 44 31 Bending( + ) M - 2909 Mr - 5796 M/Mr = 50 19 Dead Defl'n 0 14 = <L/999 Live Defl'n 0 20 - L/971 0 40 = L/480 49 42 Total Defl'n 0 34 - L/567 0 80 - L/240 42 26 ADDITIONAL DATA. FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCtt Fv' n/a 1 00 1 00 1 00 - - - - 1 00 1 00 1 00 ? Fb' + n/a 1 00 1 00 1 00 1 000 1 000 1 00 1 07 1 00 1 00 - ? E1 n/a 1 00 1 00 - - - 1 00 1 00 - 2 Shear LC #2 - D+L, V - 780 Ibs Bending(+) LC #2 - D+L, M - 2909 Ibs-ft Deflection LC #2 - D+L El- 455e06 Ib-in2 C- 6 60e06 in-lb/in Total Deflection = 1 00 (Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact c=construction CLd=concentrated? (All LC's are listed in the Analysis output) Load combinations ASCE 7-02 DESIGN NOTES 1 Please verily that the deflection limits are appropriate for your application 2 This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only Product substitutions mil void this analysis 3 This analysis assumes that the top chord of the designed product is braced over the full length 4 Deflection is based upon the El of the product only 5 Moment has been increased for repetitive member usage 6 Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading 7 The product listed above must be supported on a member with adequate bearing and nailing 8 The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc for accuracy JOB. MCGr MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858] 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. 8 , o <£ LL C ~ h fa ^foT CfLt.}J 8 0. fflOWXTZW I (S«iglt Steel 205-1 (Pj*W) JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. FJ--6 rJ- UJ -53 - -0*03• 74 2 PBOOUCT ZO11 |S«gk SMsl 205-1 (P*MM| JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 2-oB - ' ' t/Jfi -2. xr C. ny. y PROOUCT id 11Sngk SMsl 205-1 iPxttotl Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 921 26 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr. Description Scope Job* Date 838AM, 8FEB07 R«v 510304UMT KW-0802850 VerS 1 3 22-Jun-1W» Win32 (c)igC3-MENERCALC Timber Beam & Joist Page 1 c.\enercalc\06053wabiecwCalculations Description WABI RESIDENCE (FJ-3 THRU FJ-7) Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber GradeFb- Basic Allow Fv- Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Cantilever Span Span Uniform Dead Load Uniform Live Load Results Mmax @ Center@x = Mmax @ Cantilever fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Cantilever DL Defl Cantilever LL Defl Total Cant Defl L/Defl Ratio in in ft psi psi ksi FJ-3 FJ-4 2x8 1 500 7250 450 2x8 1500 7250 400 Douglas Fir- Larch Douglas Fir - Larch 8250 950 1,6000 1000 Sawn Repetitive ft mm Ibs Ibs ft 800 2400 ft #/ftm 450 2400 5300 Ratio = 0 6621 m-k ft in-k psi psi psi psi 108 272 -936 7120 1,0754 Bending OK 421 950Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 6562 -6708 -145 23437 30558 53995 Ratio OK in in in ft in in in -0008 12,1095 0050 1,921 9 0045 5024 2,1359 -0042 -0208 -0250 4328 8250 950 1,6000 1000 Sawn Repetitive 800 2400 5300 1,66000 7500 400 2400 08213 1172 502 -230 891 5 1,0856 Bending OK 474 950Shear OK 17575 21200 38775 1,77225 21200 1,98425 Deflection OK -0087 1,0980 -0064 1,4980 -0151 4224 6354 0165 0102 0287 3593 Calculations are designed to 1997 NDS and 1997 UBC Requirements | FJ-5 2x6 1500 5500 000 Douglas Fir - Larch 8250 950 1,6000 1000 Sawn Repetitive 800 2400 5300 07925 739 400 000 9775 1.2334Bending OK 497 950Shear OK 9600 21200 30800 9600 21200 30800 Deflection OK -0066 1,4443 -0147 6540 -0213 4000 4502 FJ-6 2x8 1500 7250 000 Douglas Fir - Larch 8250 950 1,6000 1 000 Sawn Repetitive 600 4300 5300 250 4300 5300 04071 441 276 -360 3355 1,1385Bending OK 387 950Shear OK 10660 15900 26560 25890 31910 57800 Deflection OK -0010 7,425 5 -0020 3,5508 -0030 2904 2,407 3 0002 0002 0004 13,6757 FJ-7 2x6 1 500 5500 000 Douglas Fir - Larch 8250 950 1,6000 1000 Sawn Repetitive 400 1300 5300 01960 158 200 000 2095 1,2334 Bending OK 186 950Shear OK 2600 10600 13200 2600 10600 13200 Deflection OK -0002 21,3307 -0009 5,232 1 -0011 2000 4,201 5 1 1 | i * \ JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858)586-7855 FAX [858)586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 2-0 - 0,1" PROOUCI204-1 |SngleSllMSI20S-1 (P»W) JOB.n MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL, (858) 586-7855 FAX (858) 586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. IS 377 -f- (JO, - - 77 <r J—:—' ' 1 i i ^ i T T T -/8,5' -/, •7 {SngHSwsl 205-1 (PMOM) JOB.ST 3 MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO. CALIFORNIA 92126 TEL (858] 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED BY_ CHECKED BY SCALE _^- ' OF DATE. DATE. +- 122. * oo n( p - r ( 10) S -' 9-U Ay. = -f-l 9-0 C 0/9 7 O.73 ."^Hl"^\ Tl ---, r*"TJ**tf"rTTiy 11-1.- U PROOUCT 2W t (Snglt 9«B) 205-1 (PuKM) JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO OF CALCULATED BY CHECKED BY SCALE DATP /' DATE 6/17 -, 743 t, v /^ -h '<• /-: ^,^ 1 "L.' a-/ 7^//T/ i£~/>u 8 .26,4 /O 0 ^xo '——jy <s POOOUCT 204-1 |Srt»SteK) 305-1 |Pid*d) JMobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Rw 510304UMT KMMM02990 V«f 5 1 3 2&JW1M9 Win32 Description WABI RESIDENCE Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb- Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi FB-1 Prtlm 5.2 5250 11875 000 Title Dsgnr Description . Scope Timber Beam & Joist (FB-1 T ^ &s F 6» 55 11 5 0 fruM Joist -MacMil Douglas Fir-L 2,9000 2900 2,0000 1000 Manuf/Pme No 1,30( 8J 1.60C Job* Date 221PM, 7FEB07 F/o Page 1 jj c \enercafc\D6053wabi ecwCalculatons 1 HRU FB-7, FB-10) / J •^t 6-2 2 00 00 (0 srdn 10 >0 )0 1060 SaWn No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @X Point #2 DL LL @X Point #3 DL LL @X ft m.m. m#/ftftft Ibs Ibs ft Ibs Ibsft Ibs Ibs ft 1650 25600 36000 Calculations are designed to 1997 NDS and 1997 U^C FB-3 6x12 5500 11500 000 Douglas Fir - Larch 1,3000 850 1,6000 1000 Sawn No FB-4 6x12 5500 11 500 000 1,0000 950 1,6000 1000 Sawn No FB4 Prtlm 70 7000 24000 000 Prtlm 52 118 0 Truss Joist -MacMil Truss Joist -Ms 2,9000 2900 2,0000 1250 Manuf/Pme No 2,9<X 29( 2.CXX 10 Manuf/P 8k) 22200 260 (lO Cantilever Span Span Uniform Dead Load Uniform Live Load Point #1 DL LL @X ft #ffi #ffi Ibs Ibs ft Results Ratio = 0 7030 Mmax @ Center @X = Mmax @ Cantilever fb Actual Fb Allowable fv Actual Fv Allowable in-k ft m-k psi psi psi psi 25156 825 000 2,038 8 2,9000 1600 13400 5300 5400 12000 3500 94000 1,10000 3500 650 12200 10000 9000 1000 6500 23400 5500 1 000 16500 2000 0500 2700 55700 40700 10500 5700 9500 27000 73000 34000 1000 1,30000 70000 9500 73000 34000 26000 14 264 100 940 1,100 80 04f35 5^24 425 000 4309 1,3000 Bending OK Bending <|>K 1086 2900Shear OK B77 850Shear OK Reactions @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Deflections Ibs Ibs Ibs Ibs Ibs Ibs 2,11200 2,970 00 5,08200 2,11200 2,970 00 5,082 00 Ratio OK D< 09231 12948 525 000 1,0681 1,3000 02380 21 84 309 000 1802 1,0000 Bending OK Bending OK 785 850 226 950Shear OK Shear OK 05399 1,31524 1307 000 1,9572 3,625 0 Bending OK 1200 3625Shear OK 1-7 2 0 5 0 Ml 0 0 0 0 le o X) X) 10 X)to )0 05271 18862 801 000 1,5286 2.9600 Bending OK 810 2900Shear OK — • 1 — 94350 1.10500 2,04850 94350 1,10500 2,048 50 eflectiojiOK 1,97470 1,65744 3,632 14 1 1,29830 71056 2,008 86 1 95623 39000 ,34623 73077 33500 ,06577 Deflection OK Deflection OK 9,687 58 6.611 47 1629904 9,948 92 6,755 03 16703 95 Deflection OK 2,25 ) 86 1.17B43 3,42228 2,38514 1,32857 3,71)3 71 Deflectioiji OK / Requirements \ FB-10 4x8 3500 7250 350 Douglas Fir - Larch 8250 950 1,6000 1000 Sawn No 1 800 2300 1 350 2300 5300 33300 21000 3500 0 9390 \ 000 000 -2839 9260 9862 Bending OK 453 950Shear OK 1 -7130 -13245 -203 75 66880 52795 1,19675 Deflection OK \ Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job* Date 221PM, 7FEB07 Rov 510304 User KW-0602B90 VerS 1 3. 22-Jun-1H8 Win32(c)1M3-WENERCALC Description Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Cantilever DL Defl Cantilever LL Defl Total Cant Defl L/Defl Ratio WABI RESIDENCE in in in ft in in in -0291 6796 -0410 4832 -0701 8250 2824 1 Timber (FB-1 -0 4,3 -0 3,7 -( <t 2,( /s^ly Beam & Joist Page 2 \ c.\enercalc\06053wabiecw-Cateulat)ons I THRU FB-7, FB-10) 023 531 027 254 051 250 09-6 (<" -0262 7330 -0178 1,0770 -0440 7552 4363 -0009 8,9472 -0004 20,207 7 -0013 3198 6,201 6 -0527 6148 -0363 8928 -0890 13500 3641 -0r -0 1,21 -0 7 4 jfny" '17 31 131 1 5 J48 12 22 f S/ 0041 2,3620 0042 2,271 0 0083 4704 1,1586 -0152 -0135 -0288 2922 JOB MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE. STE 208 SAN DIEGO, CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO CALCULATED RV CHECKED BY SCALE OF DATE. DATE. F8-8 8 ~ <,* 0 LO - / 18 -f 4oj> 4\ x 8 A r-A r F8-8 -IJ v. A ^ -°. a y-- PRODUCT 201 \ (Srigfe SUM) 205-1 JOB. MCG MOBAYED CONSULTING GROUP :. CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 FI3SHEET NO . CALCULATED BY 5 ^"V CHECKED BY _ SCALE _ OF DATE. DATE. CO- • - & -.( /<=> - y X *7 <^* f s^-1 /V r ScSr 92.x.7 " PRODUCT !041 (Sngk Slwtt) 205-1 (PldiW)P P/U JOB. MCG-MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858) 586-7855 FAX [858] 586-7845 SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 77 •> *> 37 UJ ^ ^4- / G \ Q X T ( O ) J = 73 6 < -/ JT- PBOOUCI204-1 {Sngk SIMS) 205-1 |PxkM) JOB. MCG MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858) 586-7855 FAX (858) 586-7845 SHEET NO.OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. ~ Q £?«-<* 7 +- JTB — /« c./or / ><• /n 4- PflOOUCI 204 t (Snik SIMS) 20S-1 (Pldtell Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Date Job* 940AM, 8FEB07 Km- 510304UMTKW-OB020SO Ver513 22-JW-1M9 Win32 (c)1«S-WEN6RCALC Timber Beam & Joist Page 1 c \enercalc\06053wabi ecwCalculations Description WABI RESIDENCE (FB-8, FB-8A, FB-8B, FB-9, FB-12) Timber Member Information Umber Section Beam Width in Beam Depth in Le Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv- Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status Calculations are designed to 1997 NDS and 1997 UBC Requirements || FB-8 FB-9 FB-8A FB-8B 6x8 8x8 6x8 8x8 5500 7500 5500 7500 7500 7500 7500 7500 000 000 000 000 Douglas Fir - Larch Douglas Fir - Larch Douglas Fir - Larch Douglas Fir - Larch 1,3000 1,3000 1,3000 1,3000 850 850 850 850 1,6000 1,6000 1,6000 1,6000 1 000 1 000 1 000 1 000 Sawn Sawn Sawn Sawn No No No No FB-12 FB-12/ alt 6x8 6x10 5500 5500 7 500 9 500 000 000 Douglas Fir - Larch Douglas Fir - Larch 1,6000 1,3000 850 850 1,6000 1,6000 1 000 1 000 Sawn Sawn No No Center Span Data fc Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Deft Location L/Defl Ratio ft mm. Ibs Ibs ft 850 15400 32000 Ratio = 0 7664 in-k ft psi psi psi psi 51 37 425 9963 1,3000 Bending OK 627 850Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 65450 1,36000 2,014 50 65450 1,36000 2,014 50 Ratio OK In in in ft -0058 1,7447 -0121 8396 -0180 4250 5668 1125 15400 32000 09845 8999 562 1,2798 1,3000Bending OK 637 850Shear OK 86625 1,80000 2,666 25 86625 1,80000 2,66625 Deflection OK -0132 1,0262 -0273 4938 -0405 5625 3334 850 23400 28000 08310 5570 425 1,0803 1,3000 Bending OK 680 850Shear OK 99450 1,19000 2,18450 99450 1,19000 2,18450 Deflection OK -0089 1,1482 -0106 9596 -0195 4250 5227 850 48600 32000 09556 8735 425 1,2423 1,3000 Bending OK 782 850Shear OK 2,06550 1,36000 3,425 50 2,06550 1,36000 3,425 50 Deflection OK -0135 7539 -0089 1,1450 -0224 4250 4546 750 21800 8000 65000 1,36000 3750 08530 7037 375 1,3647 1,6000 Bending OK 707 850Shear OK 1,14250 98000 2,12250 1,14250 98000 2,12250 Deflection OK -0082 1,0966 -0085 1,0567 -0167 3750 5381 750 21800 8000 65000 1,36000 3750 06543 7037 375 8506 1,3000 Bending OK 543 850Shear OK 1,14250 98000 2,122 50 1,14250 98000 2,12250 Deflection OK -0040 2,2286 -0042 2,147 5 -0082 3750 1,0937 | 1 j JOB. MCG MOBAYED CONSULTING GROUP '— CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENLE. STE 208 SAN DIEGO, CALIFORNIA 98126 TEL (858] 586-7855 FAX (858) 586-7845 SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. c]*_£i£ Z-VKB ^ s ='* 'w-o^j^ri•'Uyisju:!. W.MO«f ^^ /*--,«»«T»7^iA.f7p> ^ ^^ = /?7^ 5^ = ^5 y^4^/ /7?^^Cf I Ho 3-3" PDOOUCT W I ISngt SIKKI ZOJ-t (Puktol) Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job* Date 423PM, 8FEB07 Rev 510303 Uwr KW-0602S50 V«r513 22-Jun-KM Wbl32(c)198M»ENERCALC Cantilevered Retaining Wall Design Page 1 c \eneroalc\060S3wabi ecwCalculafaons Description RETAINING WALL @ PL (PROPERTY LINE)/ @ OFURO BATH PATIO Criteria | Retained Height = 4 00 ft Wall height above soil = 0 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 1 2 00 in Soil Density = 110 00 pcf Wind on Stem = 0 0 psf Lateral Load Applied to Stem | Design Summary 1 Total Bearing Load = 1,244 IDS resultant ecc = 11 00 in Soil Pressure @ Toe = 1,214 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,533 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6 7 psi OK Footing Shear @ Heel = 2 7 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 1 50 OK Sliding = 1 57 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 557 5 Ibs less 100% Passive Force* - 5000 Ibs tess 100% Fnction Force= - 373 2 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results | Toe Heel Factored Pressure = 1,533 0 psi Mu' Upward = 0 0 ft-* Mu1 Downward = 0 43 ft-* Mu Design = 2,063 43 ft* Actual 1 -Way Shear = 666 2 71 psi Allow 1-Way Shear = 8500 85 00 psi Toe Reinforcing = NoneSpec'd Heel Reinforcing = None Spec'd Key Reinforcing = NoneSpec'd Soil Data | Allow Soil Bearing = 2,660 0 psf ^"" Equivalent Fluid Pressure Method Heel Active Pressure = 35 0 Toe Active Pressure - 00Dassrve Pressure = 250 0 Water height over heel = 00ft Footing||Soil Fnction = (j^30fj<0 o,£ Soil height to ignore .'> cfci for passive pressure = 000 in -? Lateral Load = 20 0 #/ft Stem Construction I Top stem Footing Strengths & fc = 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 Height to Top = Height to Bottom = Dimensions | = 60,000 psi 00014 245ft 075 320 1200m 000 in 000 in 000ft @ Btm = 3 00 in 1000ft 400ft Design height ft= 000 Wall Matenal Above "Hf = Masonry Thickness = 8 00 RebarSize = #5 Rebar Spacing = 24 00 Rebar Placed at = Edge fb/FB + fa/Fa = 0 996 / Total Force @ Section Ibs = 400 0 Moment Actual fc#= 1,2133 Moment .Allowable = 1,2188 Shear .Actual psi= 70 Shear .Allowable psi= 258 Bar Develop ABOVE Ht in = 30 00 Bar Lap/Hook BELOW Ht in = 869 Wall Weight = 84 0 Rebar Depth 'd* m= 525 fm psi= 1.50C Fs psi= 24.00C Solid Grouting = Yes Special Inspection = No Modular Ratio "n" = 25 78 Short Term Factor = 1 330 Equrv Solid Thick m= 7601 Masonry Block Type = Normal Weight ' Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined / / / Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job* Date 423PM, 8FEB07 UU3 Rev- 510303 Uwr KMMM029SO Var 5 1 3 J2-JWI-1 MS Win32 (c) 1M3-W EN6RCAIC Cantilevered Retaining Wall Design Page 2 c \enercalc\06053wabi ecwCalculations ! Descnption RETAINING WALL @ PL (PROPERTY LINE)/ @ OFURO BATH PATIO Summary of Overturning & Resisting Forces & Moments Item .. OVERTURNING .. Force 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 = 437 5 1 67 1200' 800 7292 9600 Total = 5575 OTM = 1,6892 Resisting/Overturning Ratio = 150 Vertical Loads used for Soil Pressure = 1,244 1 Ibs Vertical component of active pressure used for soil pressure RESISTING. Force Distance Moment Ibs ft ft-# Soil Over Heel = 36 7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = 269 5 Surcharge Over Toe = Stem Weight(s) = 336 0 Earth @ Stem Transitions= Footing Weight = 480 0 Key Weight Vert Component = 1219 316 1158 000 123 278 1 60 320 3301 9352 7680 3902 Total 1,2441 Ibs RM'2,539 3 UJ4 8 in Mas w/ #5 @ 24 in o/c Solid Grout, V-0" 4'-0"4'-0" "23/4" #0@0m #0@0m @Heel Designer select allhonz remf 2'-51/2"9" 3l-2 1/2" r-cr 20psf Pp=500# 437 5# 1213 7psf JOB. MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO, CALIFORNIA 92126 TEL [858] 586-7855 FAX (858) 586-7845 SHEET NO .U , CHECKED BY_ SCALE OF DATE. DATE. \ Q 4 B'-ti" ' CoH-C. FTr \ i PBOOOCT 204-1 {Sngk SheeB) 205-1 (F*»ol) Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Descnption Scope Date Job* 510PM, 8 FEB 07 7 Rev 510303Uw KW-0802S50 V«r51 3 22-Jun-1W9 Win32(c)«83.WB«RCALC Cantilevered Retaining Wall Design Page 1 c \enercalc\060S3watn ecvf Calculations Description RETAINING WALL @ LINE 1 z L J Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = 500ft 000ft 000 1 12 00 in 11000pcf |Soil Data Allow Soil Beanng = 2,6600 psf Equivalent Fluid Pressure Method I I Footing Strengths & Dimensions | Wind on Stem OOpsf" Heel Active Pressure Toe Actrve Pressure Passive Pressure Water height over heel FootmgllSoil Friction Soil height to ignore forpass-vepressure Lateral Load Applied to Stem | Lateral Load 350 = 00 = 250 0 = 00ft = 0350 = OOO.n 600#/ft f c = 2,500 psi X Fy = Mm As % Toe Width Heel Width Total Footing Width Footing Thickness = 60,000 psi 00014 165ft 125 3 from Toe = Cover® Top = 3 00 in 290 12 00 in 000 in 000 in 000ft Btm = 3 00 in 550ft 450ft Design Sumnwy Total Beanng Load resultant ecc 1,533 IDS 6 91 in J Soil Pressure® Toe = 1,169 psf OK Soil Pressure ©Heel = ° Psf OK Allowable = 2.660 psf Soil Pressure Less Than Allowable Stem Construction Design height Wall Material Above "Hf Thickness Rebar Size Rebar Spacing • Top Stem Ji Stem OK ft= 000 = Masonry 2400 ACI Factored® Toe AC. Factored ©Heel Footmg Shear ©Toe Footing Shear ©Heel 1,450 psf Opsf 10 2 psi OK 8 5 psi OK = 85 0 psi Wall Stability RatiosOverturning = 183 OK Sliding = 1 50 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 690 0 Ibs less 100% Passive Force= - 5000 Ibs tess 100% Friction Force= - 536 5 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK L>B9i{jii uam fb/FB + fa/Fa Total Force @ Section = lbs = Moment. Actual ft-# = Moment. .Allowable Shear Actual Shear .Allowable Bar Develop ABOVE Ht Bar Lap/Hook BELOW Ht Wall Weight Rebar Depth 'd*Masonry uatafm Fs Solid Grouting = psi = psi = in = m = = m = psi = psi = = 0844 4975 1,0292 1,2188 87 258 3000 737 840 525 1,500 24,000 Yes Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,450 1,840 601 = 1,239 1018 8500 = NoneSpec'd = NoneSpec'd = NoneSpec'd Heel Opsf OfHSt 450ft-# 450 fM* 8 53 psi 85 00 psi Modular Ratio 'n' Short Term Factor Equiv Solid Thick Masonry Block Type: Concrete Data = 1 330 •/ m= 760 Normal Weight FY psi = PS' = other Acceptable Sizes &Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope ' ^2?beRCM£s 1 3 ZWu"-1">9 W"02 Cantilevered Retaining Wall Design Description RETAINING WALL @ LINE 1 Job* Date 510PM, 8FEB07 t/ufl Page 2 | c \enercalc\06053wabi ecvrCalculations I Summary of Overturning & Resisting Forces & Moments 1 .. OVERTURNINGForce Distance Moment Item Ibs ft ft-* Heel Active Pressure = 6300 200 1,2600 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 600 ' 600 3600 Load @ Stem Above Soil - SeismicLoad = Total = 6900 OTM = 1,6200 Resisting/Overturning Ratio = 1 83 Vertical Loads used for Soil Pressure - 1,5329 Ibs Vertical component of active pressure used for soil pressure . .RESISTING.Force Distance Ibs ft 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 = 3208 181 5 4200 4350 1756 1,5329 Ibs 261 000 083 198 145 290 R.M* Moment ft-# 8368 1497 8330 6307 5092 2,959 5 8mMasw/#5@24ino/c Solid Grout, "23/4"S-CT #0@0in @Toe Designer select *°@°in all honz remf @Heel T-7 3/4" 2-103/4" r-0" 3" 5--0" 60psf 630 # 11695psf Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Job# Date 518PM, 8FEB07 R«v 510303 UMTKW-06029SO VtrS 1 3 22-Jun-igM Win32 (O1S83-WEN6RCALC Cantilevered Retaining Wall Design Page 1 c:\snerealc\06053wabi ecwCalculations Description RETAINING WALL @ LINE 1 (W/O WIND LOAD)case 2 Criteria J Soil Data Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 500ft 000ft 000 1 1200m 11000pcf 00 psf 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 RatiosOverturning Sliding Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Force* less 100% Fnction Force= Added Force Req'd = for 1 5 1 Stability = 630 0 Ibs SOOOlbs 522 9 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 1.241 1,404 506 898 833 8500 None Spec'd None Spec'd None Spec'd Footing Strengths & Dimensions | Allow Soil Beanng = 2,000 Opsf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footang||Soil Friction Soil height to ignore for passive pressure 350 00 = 2500 00ft = 0350 = 000 in 1,494 Ibs 467m 1,005 psf OK 82 psf OK 2,000 pgf 1,241 psf 101 psf 8 3 psi OK 8 5 psi OK 85 0 psi 217 OK 162 OK MO0I 101 psf Oft-# 450ft-# 450ft-# 853 psi 85 00 psi fc = 2,500 psi Fy = 60,000 psi Mm As % = 0 0014 Toe Width = 150ft Heel Width = 125 Total Footing Width = 2~75~ Footing Thickness = 12 00 in Key Width = 0 00 in Key Depth = 0 00 in Key Distance from Toe - 0 00 ft Cover @ Top = 3 00 in @ Btm = 3 00 in Stem Construction Top Stem Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at ft = S fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth o" m = fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equrv Solid Thick psi = psi = in = Stem OK000 Masonry 800 # 5 2400 Edge 0796 4375 7292 9164 77 194 3000 600 840 525 1,500 24,000 Yes No 2578 1000 760 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spaclngs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Mftbayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description • Scope STJi^S^c51 3 22Jun-1'99 Wb*2 Cantilevered Retaining Wall Design Job* Date 518PM, 8FEB07 I^P- Page 2 | c Venercalc\oe053wabt ecwCalculatoons I Description RETAINING WALL @ LINE 1 (W/O WIND LOAD)case Summary of Overturning & Resisting Forces & Moments OVERTURNING .Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 6300 200 1,2600 Toe Active Pressure - Surcharge Over Toe = Adjacent Footing Load = , Added Lateral Load Load @ Stem Above Soil = SeismicLoad = Total = 6300 OTM = 1,2600 Resisting/Overturning Ratio = 2 17 Vertical Loads used for Soil Pressure - 1 ,493 9 Ibs Vertical component of active pressure used for soil pressure . .RESISTING... . Force Distance Ibs ft 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 Weights) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = 3208 1650 4200 4125 1756 1,4939 246 000 075 183 138 275 Ibs RM = 2 1 Moment ft-# 7887 1238 7700 5672 4829 2,732 5 UJ/3 8 in Mas w/ #5 @ 24 in o/c Solid Grout, r-o11 #0@0in @Toe «0@0m @Heel allhonz retnf "23/4"5'-0"ff-0" y-sr r-o" 630 # 10047psf Mbbayed Consulting Group 7940 Sllverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description. Scope Job* Date 533PM, 8FEB07 Rev 510303UWTKVIMIU2HO V«r 5.1 3,22-JucMWS Win32W1W3-WENERCALC Cantilevered Retaining Wall Design 1 c.\enercalc\06053wabi ecwCataHationg Description RETAINING WALL @ LINE 4, GARAGE WIND LOAD, easel Criteria | Retained Height = 325ft Wall height above soil = 0 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 1 2 00 in Soil Density = HOOOpcf Wind on Stem = 0 0 psf | Lateral Load Applied to Stem | Design Summary | Total Bearing Load = 927 IDS resultant ecc = 6 50 in Soil Pressure @ Toe = 1 ,425 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,805 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6 8 psi OK Footing Shear @ Heel = 5 2 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 1 57 OK Sliding = 219 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 376 1 1bs tess 100% Passive ForctF - SOOOlbs less 100% Friction Force= - 3244lbs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results jp Toe Heel Factored Pressure = 1,805 Ops Mu' Upward = 580 0 fM Mu' Downward = 153 254 fW Mu Design = 427 254ft-* Actual 1-Way Shear = 677 5 18 ps Allow 1 -Way Shear = 8500 SSOOps Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data | Allow Soil Beanng = 2,6600 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35 0 Toe Active Pressure = 00 Passive Pressure = 250 0 Water height over heel = 0 0 ft Footing||Soil Friction = 0 350 Soil height to ignore for passive pressure = 0 00 in Lateral Load = 60 0 #ffl Stem Construction I Top stem Footing Strengths & fc = 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 Height to Top = Height to Bottom = Dimensions ) = 60,000 psi 00014 075ft 120 1 95 1200m 000m 000 in 000ft @ Btm = 3 00 in 375ft 275ft Design height ft= 000 Wall Material Above "Hf = Masonry Thickness = 8 00 RebarSize = #5 Rebar Spacing = 24 00 Rebar Placed at = Center fb/FB + fa/Fa = 0549 Total Force @ Section Ibs = 244 8 Moment .Actual ft-#= 3952 Moment Allowable = 7197 Shear Actual psi= 60 Shear Allowable psi= 258 Bar Develop ABOVE HL m= 3000 Bar Lap/Hook BELOW Ht m = 600 Wall Weight = 84 0 Rebar Depth 'd' m= 381 fm psi = 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n1 = 25 78 Short Term Factor = 1 330 f Equw Solid Thick in= 760 I Masonry Block Type = Normal Weight t Concrete Data \ f c psi = Fy psi = Other Acceptable Sizes & Spacing* Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope Date 533PM, 8FEB07 FUv 510303UMT KW-O802950 VW513 22-Jun.1tM Win32 <C)1««W9EN£RCALC Cantilevered Retaining Wall Design Page 2 c;\enercalc\06053wat>iecv>rCalculafaons I Description RETAINING WALL @ LINE 4, GARAGE WIND LOAD, easel Summary of Overturning & Resisting Forces & Moments . OVERTURNING . Force Distance Moment tern Ibs ft ft* Heel Active Pressure = "oe Active Pressure = Surcharge Over Toe = Vdjacent Footing Load = \dded Lateral Load = .oad @ Stem Above Soil = JeismicLoad = 316 1 1 42 447 8 600 ' 425 2550 Total - 3761 OTM = 7028 Resisting/Overturning Ratio = 1.57 Vertical Loads used for Soil Pressure = 9268 Ibs /ertical 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 ft 1907 168 000 825 038 273 0 1 08 2925 098 88 1 1 95 9268 Ibs RM.= 1 Momont 3210 309 2958 2852 1718 1,1046 8inMasw/#5@24ino/c Solid Grout, V-CT *0@0in @Toe )m @Heel Designer select allhonz reinf 3'-3" r-2 1/2" r-n 1/2" r-o" y-y UJ/8 eo pd 316 09# 1425 psf » Mobayed Consulting Group 7940 Silverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title S88"^Dcscriptlon Scope Job* Date 539PM, 8FEB07 Page 1 | c \enefeateTO053wabiecwCalculations I 5 ' 3 2*J"-1"* Wln32 Cantilevered Retaining Wall Design Description RETAINING WALL @ LINE 4, GARAGE, case 2 ( w/o wind) umena g Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = Wind on Stem = aou uaui g 325ft Allow Soil Beanng = 2,0000 psf nnn* Equivalent Fluid Pressure Method00011 Heel Active Pressure = 350 000 1 Toe Active Pressure = 00 12 00 in Passive Pressure = 11000pcf Water height over heel = Footing||Soil Fnction = 0 0 psf Soil height to ignore for passive pressure = 2500 00ft 0350 000 in rooting sirengins fc = 2,500 psi Mm As% Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe & Fy s S = = Cover® Top = 3 00 in Design Summary | Total Beanng Load = resultant ecc = Soil Pressure @ Toe = Sod Pressure @ Heel = 927 Ibs 3 20 in 865 psf OK 86 psf OK 2.000 ocf Stem Construction Design height 1 Top Stem Dimensions = 60,000 psi 00014 075ft 1 20 1 95 12 00 in 000 in 000 in 000ft @ Btm = 3 00 in | Stem OK ft= 000 Wall Material Above "Ht" = Masonry Thickness Rebar Size Rebar Spacing = 800 = #5 = 2400 ACI Factored @ Toe AC, Factored® Heel Footing Shear® Toe Footing Shear® Heel 1,095 psf 109 psf 4 0 psi OK 5 2 psi OK 850 psi ,bs Moment .Actual ft-# Moment ^llowable 0370 1848 2002 541 2 OK 247 Sliding = 2 61 Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 31611bs less 100% Passive Forces - 5000 Ibs less 100% Fnction Force= - 324 4 Ibs Added Force Req'd for 15 IStabilrty 00 Ibs OK 00 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 = s := s Toe 1,095 395 153 242 398 8500 None Spec'd None Spec'd None Spec'd Heel 109 psf Oft-# 254ft-# 254ft-# 5 18 psi 85 00 psi Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight = Rebar Depth 'd' m = Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick Masonry Block Type =Concrete Data 3000 600 840 381 Yes 2578 1 000 in = 7 60 Normal Weight FV psi = PSI = other Acceptabto Sizes & Spacing* Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Mbbayed Consulting Group 7940 Sllverton Avenue, Suite 208 San Diego, CA 92126 (T) 858-586-7855, (F) 8585-586-7845 Title Dsgnr Description Scope. S^S^^Svw51 3 22Jon-19M VMa Cantilevered Retaining Wall Design Job* lA-^O Date 539PM, 8FEB07 Page 2 | c \enercalc\06053watH ecwCateulations 1 Description RETAINING WALL @ LINE 4, GARAGE, case 2 ( w/o wind) Summary of Overturning & Resisting Forces & Moments OVERTURNING . ..Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 3161 142 4478 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 3161 O.TM. = 4478 Resisting/Overturning Ratio = 2.47 Vertical Loads used for Soil Pressure = 9268 Ibs Vertical component of active pressure used for soil pressure ... RESISTING .. Force Distance Ibs ft 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 Weights) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = 1907 825 2730 2925 881 9268 Ibs 168 000 038 108 098 195 RM = 1 Moment ft-# 3210 309 2958 2852 1718 1,1046 8 in Mas w/ #5 @ 24 in o/c Solid Grout, 1--0" #0@0in @Toe #0@0m ©Heel Designer select allhonz reinf 3*-3" r-2 1/2" r-n 1/2" r-o" 3"-3" 31609* 86465psf < *JOB. MCC MOBAYED CONSULTING GROUP CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858) 586-7855 FAX (858] 586-7845 SHEET NO .L > CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. /g=- + _L ( + il f 4- ? f -4- 1 ( Zfc) /<»'J- - 9-8 -*- V = "2.3 •+- 9-'=> -f-M s ^25.22, o - Ic £•»*" t tor 4- I 2- < 3 v 2.; A ^ ; XL-. CJ^ -Ef f -h- ^f •T* 4 ( ^ ^ e"( 3r ) 1. -2. 4-3-UT4- l^-.^-j + ^ to,«Jr ^ 13 -f- ; V -35" -. 2. PKOO(JCT20*l{S>igleSMs|:iK-l(FMMI < • Ji >/39 "t- 4- "-^ ^ i.7-4-' Tf •t • » © © ©©© © © ©£ JOB.ObOSB MCG MOBAYED CONSULTING GROUP ^ CONSULTING STRUCTURAL ENGINEERS 7940 SILVERTON AVENUE, STE 208 SAN DIEGO CALIFORNIA 92126 TEL (858)586-7855 FAX (858)586-7845 SHEET NO .LS OF CALCULATED BY_ CHECKED BY SCALE -o 7 DATE U £D ^i_ V( f V , 12.: 3.2 <Z 7 - A/S-k ^x = 2,49 3' 3 4 = Vw = • S - 0.89 •5 2. /c r /72 PKODUa 204 I (Single SMtS) 205-1 (PMlM) MCG MOBAYED CONaULTIIMQ GROUP 7940 SILVERTON AVENUE, SUITE 208 SAN DIEGO, CALIFORNIA 92126 C858) 586-7855 • FAX (858] 586-7845 JOB. SHEET NO OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. /?/=• u* fv-o. s WE"PUf1 U56 3 "P. -- 1.76, 4.21 260 Ho MX /,-280 D 1-02,3&Q MOBAYEO CONSULTING GROUP 7940 SILVEF1TON AVENUE. SUITE 208 SAN DIEGO. CALIFORNIA 92126 C8581 586-7855 • FAX (8581 586-7845 JOB. SHEET NO .-LJL OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. V-S--.no*. fv r o.use 35,1. /Ha/ A/ tfa/s 0,49 £50 n KM -PI+O2 43 PH02 36/o 2o -.j-2.4?./.7-z 397 No H&'s. tfrlJSL <? moon sw-i !»9i»-« u-i MCG MOBAYEP COIMSULTIIMO GROUP 7940 SILVERTON AVENUE, SUITE 208 SAN DIEGO. CALIFORNIA 92126 (858) 586-7855 • FAX C858) 586-7845 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF. DATE. 'DATE. .2-03-07 *4—»e»MAitJ &p fv 7 PHOZ D J-^sr . CONSTRUCTION TESTING & ENGINEERING, INC SAN DIEGO, CA 1441 Monticl Road Suite 115 Esoondido, CA 92026 (760) 746-4955 (760) 746-9806 FAX RIVERSIDE, CA 14538 Meridian Parkway Suite A Riverside, C A 925 18 (951) 571-4081 (951) 571-4188 FAX VENTURA, CA 1645 Pacific Avenue Suite 107 Oxnard, CA 93033 (805) 486-6475 (805) 486-901 6 FAX TRACY, CA 242 VV Larch Suite F Tracv, CA 95376 (209)839-2890 (209) 839-2895 FAX SACRAMENTO, CA 3628 Madison Avenue Suite 22 N Highlands, CA 95660 (916)331-6030 (91 6) 33 1-6037 FAX July 27, 2007 Sebastian Manscal Studio Attention Mr Hunter Leggitt 4125 Sorrento Valley Boulevard, Suite C San Diego, California, 92121 Telephone (S58)-558-2100 CTE Project No 10-8532G Via Facsimile (619)-330-2888 Subject Reference Final Letter for Testing of Compacted Fill Proposed Wabi Residence 2032 Ladera Court Carlsbad. California Preliminary Geotechmcal Investigation Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad Caifornia CTE Job No 10-8532G, dated August 21, 2006 Mr Leggitt As requested, Construction Testing & Engineering Inc (CTE) has performed the necessary observation and testing of minor fill materials during recent earthworks at the referenced site This letter is provided as certification that the recent fill placement has been conducted in general conformance with the recommendations specified in the appioved project soils report and our recommendations during grading referenced above Field-testing of the compacted material in the building pad area was also performed in accordance with ASTM D- 2922 (nuclear method) Results of the field-testing indicate that fill materials were compacted to a minimum of 90 of the laboratory maximum dry density as determined by test method ASTM D-l 557 Tabulated results of the field compaction testing perfoimed are provided in the attached Table I, "Compaction Test Summary" The laboratory maximum density results are provided in Table II, "Laboratory Test Results " Due to the very minor amount of fill placed at the site for the lecent construction, a compaction test location may is not considered necessary CTE personnel also observed the bottom of the proposed footing excavations Based on our observations the exposed materials were generally not expansive and were of proper depth and bearing capacity foi the proposed improvements The opportunity to be of service is appreciated If you have any questions, please do not hesitate to contact this office Respectfully submitted. ING & ENGINEERING, INC !ath. GE #2665 Principal Engineer GEOTECHNICAL • ENVIRONMENTAL • CONSTRUCTION INSPECTION AND TESTING • CIVIL ENGINEERING • SURVEYING TABLE I COMPACTION TEST SUMMARY Job Name Wabi Residence Job Addi ess 2032 Ladci a Coui t. Cai Isbacl Date 7/23/2007 7/23/2007 ' Test No 1 2 Location Noith East Section South East Section Elevation 01 Depth Feet FSG FSG Job No 10-8532G Date 7/27/2007 Density pcf 1158 1142 Moisture Content % Dry Weight 80 92 Relative Compaction % 97% 96% Soil Type ! 1 TEST FAILED SEE RETFST TABLE II LABORATORY TEST DATA Job Name Wabi Residence Job Addiess 2032 Ladeia Couit, Cailsbad Sample No Maximum Diy Density pcf Optimum Moistuie Content %wt Job No 10-8532G Date 7/27/2007 Soil Description 195 120 Beige silly SAND CONSTRUCTION TESTING & ENGINEERING. INC. SAN DIEGO CA 1441 Montiel Road Suite 115 Escondido, CA 92026 (760) 746-4955 (760) 746-9806 FAX RIVERSIDE, CA 121 55 Magnolia Ave Suite 6C Riverside CA 92503 (951)352-6701 (951) 352-6705 FAX VENTURA CA 1645 Pacific Ave Suite 107 Oxnard CA 93033 (805) 486-6475 (805) 486-9016 FAX TRACY CA 242 W Larch Suite F Tracy CA 95376 (209) 839-2890 (209) 839-2895 FAX SACRAMENTO CA 3628 Madison Ave Suite 22 N Highlands CA 95660 (916)331-6030 (916) 331-6037 FAX N PALM SPRINGS CA 19020N Indian Ave Suite 2-K N Palm Springs CA 92258 (760) 329 4677 (760) 328-4896- FAX PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED IMPROVEMENTS TO MORI RESIDENCE 2032 LADERA COURT CARLSBAD, CALIFORNIA PREPARED FOR SEBASTIAN MARISCAL STUDIO ATTENTION LEONARD PEREZ 4125 SORRENTO VALLEY BOULEVARD, SUITE C SAN DIEGO, CALIFORNIA, 92121 PREPARED BY CONSTRUCTION TESTING & ENGINEERING, INC 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CALIFORNIA 92026 CTEJOBNO 10-8532G GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTimi CIVIL rNGItiFERING JTSURVEYING TABLE OF CONTENTS Section Page 1 0 EXECUTIVE SUMMARY 1 2 0 INTRODUCTION AND SCOPE OF SERVICES 2 2 1 Introduction 2 2 2 Scope of Services 2 3 0 BACKGROUND INFORMATION 2 3 1 Site Location and Description 2 3 2 Proposed Improvements 3 4 0 FIELD AND LABORATORY INVESTIGATION 3 4 1 Field Investigations 3 4 2 Laboratory Investigation 3 50 GEOLOGY 4 5 1 General Physiographic Setting 4 5 2 Geologic Conditions 4 5 2 1 Artificial Fill Soils 5 522 Tertiary Santiago Formation 5 5 3 Groundwater Conditions 5 5 4 Geologic Hazards 5 541 Local and Regional Faulting 6 542 Site Near Source Factors and Seismic Coefficients 6 543 Tsunami and Seiche Damage 7 544 Landshdmg or Rockshdmg 7 545 Compressible and Expansive Soils 7 546 Liquefaction Evaluation 8 547 Seismic Settlement Evaluation 8 548 Corrosive Soils 9 6 0 CONCLUSIONS AND RECOMMENDATIONS 9 6 1 General 9 6 2 Site Preparation 10 6 2 1 General 10 622 Site Excavations 11 6 2 3 Fill Placement and Compaction 11 624 Fill Materials 12 6 3 Temporary Construction Slopes 12 6 4 Foundations and Slab Recommendations 13 641 General 13 642 Spread Foundations and Slabs-on-Grade 13 643 Foundation Setback 14 6 4 4 Foundation Settlement 14 6 5 Lateral Resistance and Earth Pressures 14 6 6 Exterior Flatwork 16 6 7 Vehicular Pavements 16 6 8 Drainage 17 6 9 Slopes 18 6 10 Construction Observation 6 11 Plan Review 7 0 LIMITATIONS OF INVESTIGATION FIGURES 18 19 19 FIGURE 1 FIGURE 2 APPENDICES INDEX MAP EXPLORATION LOCATION / GEOLOGIC MAP APPENDIX A APPENDIX B APPENDIX C APPENDIX D REFERENCES CITED EXPLORATION LOGS LABORATORY METHODS AND RESULTS STANDARD SPECIFICATIONS FOR GRADING Preliminary Geotechmcal Investigation Page 1 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G 1 0 EXECUTIVE SUMMARY Our investigations were performed to provide site-specific geotechmcal information foi the construction of the proposed improvements to the Mori Residence on the north side of Ladera Court, in Carlsbad, California The proposed development is considered feasible from a geotechmcal viewpoint provided that recommendations in our report are implemented during design and construction Based on our observations and reference review, soils beneath the site consist of artificial fill soils overlying Tertiary Santiago Formation deposits Our explorations show that there is approximately twelve- to greater than twenty-feet of artificial fill overlying Tertiary Santiago Formation Groundwater was not encountered at this site during our investigation During seasonal weather changes, areas of local saturation may be encountered However, from a review of preliminary project plans, we do not anticipate that groundwater will affect the proposed development, provided appropriate surface drainage is maintained Based on the geologic findings and referenced review, no active surface faults are known to exist at the site In general, the results of our review indicate that the proposed project can be constructed as planned provided the recommendations presented in this report are followed Preliminary Geotechmcal Investigation Page 2 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G 2 0 INTRODUCTION AND SCOPE OF SERVICES 2 1 Introduction Construction Testing and Engineering, Incorporated ("CTE") has prepared this geotechmcal engineering report for the proposed improvements to the Mori Residence The site is on the north side of Ladera Court, m Carlsbad, California Figure 1 is a map showing the general location of the site 2 2 Scope of Services Our scope of services included • Review of readily available geologic reports pertinent to the site area (Appendix A contains a list of cited references) • Explorations to determine subsurface conditions to the depths influenced by the proposed construction • Laboratory testing of representative soil samples to provide data to evaluate the geotechmcal design characteristics of the site foundation soils • Definition of the general geology and evaluation of potential geologic hazards at the site • Preparation of this report detailing the investigation performed and providing conclusions and geotechmcal engineering recommendations for design and construction 3 0 BACKGROUND INFORMATION 3 1 Site Location and Description The site is located on the north side of Ladera Court, approximately two miles west of the Interstate 5 Freeway in Carlsbad , California Figure 2 is a sketch showing the approximate configuration of the site and existing improvements The site is roughly rectangular in shape and generally flat An approximately 20-30 foot high, 2 1 slope descends down upon the backyard from the north The site is situated at an elevation Preliminary Geotechmcal Investigation Page 3 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G of approximately 140 feet above mean sea level (msl) Land use near the site consists of residential properties 3 2 Proposed Improvements We understand that the proposed development/project will include the demolition of most or all existing improvements and the subsequent construction of a new two-story, wood-frame lesidential building and associated improvements Associated improvements may include parking and drive areas, utilities, and landscaping areas We understand the proposed improvements will be located in the same general area of the existing improvements and will cover the majority of the site 4 0 FIELD AND LABORATORY INVESTIGATION 4 1 Field Investigations Field investigations at this site, performed July 27, 2006, included site reconnaissance and excavation of two soil borings Soils were logged and visually classified in the field by a geologist using the Unified Soil Classification System The field descriptions have been modified, where appropriate, to reflect laboratory test results Excavation logs including descriptions of the soil, in situ field-testing data, and supplementary laboratory data are included in Appendix B Figure 2 is a map showing the approximate locations of the explorations conducted by this firm 4 2 Laboratory Investigation Specific laboratory tests conducted for this investigation included grain size analysis, In-Place Moisture and Density, Maximum Dry Density and Optimum Moisture Content (Modified Preliminary Geotechnical Investigation Page 4 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G Proctor), Direct Shear, Sand Equivalent, and Chemical Analysis Test method descriptions and laboratory results are presented in Appendix C 5 0 GEOLOGY 5 1 General Physiographic Setting San Diego is located with the Peninsular Ranges physiographic province, which is characterized by its northwest-trending mountain ranges, intervening valleys, and predominantly northwest trending active regional faults The San Diego Region can be further subdivided into the coastal plain area, a central mountain-valley area and the eastern mountain valley area The site is located within the costal plain sub-province The costal plain sub-province ranges in elevation from approximately sea level to 1200 feet above mean sea level and is characterized by Cretaceous and Tertiary sedimentary deposits that onlap an eroded basement surface consisting of Jurassic and Cretaceous crystalline rocks In addition, this area is characterized by uplifted marine terraces that roughly parallel the present day coastline The terraces have been dissected by intermittent streams forming deep canyons m response to the on going uplift Uplift has been accommodated primarily along northwest and subsidiary northeast trending faults associated with Rose Canyon Fault System 5 2 Geologic Conditions Based on mapping compiled by Tan and Kennedy (1996), surface soils in the site vicinity consist of Tertiary Del Mar and Tertiary Santiago Formation However, based on our explorations, surface and near surface soils consist of artificial fill soils overlying Tertiary Santiago Formation as evidenced in our soil boring B-l Soil borings B-2 and B-3 did not penetrate the entire depth of the fill but it is anticipated that units of either the Tertiary Del Mar Formation or Santiago Preliminary Geotechnical Investigation Page 5 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21, 2006 CTEJobNo 10-8532G Formation underlie these materials The soil descriptions below are based on qualitative and quantitative attributes of the soils at the site 5 2 1 Artificial Fill Soils Fill soils were encountered in each of our explorations to a maximum depth of approximately 19 5 feet below existing grade Fill soils appear to be relatively well compacted These materials were observed to consist primarily of medium dense, slightly moist, yellow to gray, silty, fine-grained SAND, with occasional sandstone chips and orgamcs The upper five feet (minimum) of the artificial fills will require mitigatrve grading prior to construction of the proposed improvements, as recommended herein 522 Tertiary Santiago Formation Tertiary-age Santiago Formation deposits were observed beneath site fill soils in B-l from 14 fbg to the maximum depth explored of 19 5 fbg These materials generally consist of dense, slightly moist, light gray, silty, fine-grained SANDSTONE These native materials are suitable for support of the proposed improvements as recommended herein 5 3 Groundwater Conditions Groundwater was not encountered during our explorations to the maximum depth of 19 5 fbg at the site Although groundwater levels may fluctuate, groundwater is not expected to affect the proposed improvements if proper drainage is maintained 5 4 Geologic Hazards From our investigation it appears that geologic hazards at the site are primarily limited to those caused by violent shaking from earthquake generated ground motion waves The potential for Preliminary Geotechnical Investigation Page 6 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21, 2006 CTEJobNo 10-8532G damage from displacement or fault movement beneath the proposed structures should be consideied low The site is not within a State of California-designated Alquist-Pnolo Special Studies Zone for earthquake faults 5 4 1 Local and Regional Faulting Based on our site reconnaissance, evidence from our explorations, and a review of appropriate geologic literature, it is our opinion that the site is not transected or underlain by known active faults According to the California Division of Mines and Geology, a fault is active if it displays evidence of activity in the last 11,000 years (Hart and Bryant, 1997) The Rose Canyon Fault Zone, approximately 8 5 kilometers to the southwest, is the closest known active fault (Jennings, 1987) Other principal active regional faults include The Coronado Banks, San Jacmto, Palos Verdes, San Andreas, and Elsmore Faults 542 Site Near Source Factors and Seismic Coefficients In accordance with the 2001 California Building Code, Volume 2, Figure 16-2, the referenced site is located within seismic zone 4 and has a seismic zone factor of Z=0 4 The nearest active fault, the Rose Canyon Fault Zone, is approximately 8 5 kilometers to the southwest and is considered a Type B seismic source Based on the distance from the site to the Rose Canyon Fault Zone, near source factors of Ny=l 06 and Na=l 0 are appropriate Based on the shallow subsurface explorations and our knowledge of the Preliminary Geotechmcal Investigation Page 7 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21, 2006 CTEJobNo 10-8532G area, the site has a soil profile type of SD and seismic coefficients of Cv=0 68 and Ca=0 44 543 Tsunami and Seiche Damage The potential for tsunami damage at the site is considered low, based on the site's elevation (approximately 135 to 140 feet above sea level) and distance from the ocean According to McCullough (1985) the potential for 100 and 500 years tsunami events is four and six feet This suggests that there is a very low probability of site damage due to the elevation of the building pad of the site Seismically induced seiche (oscillatory waves) damage is also considered unlikely for the reasons stated above, and due to the sites distance from and elevation above Batiquitos Lagoon 544 Landshdmg or Rockshding According to Tan and Giffcn (1995), the site area is generally susceptible to landshding However, we did not observe active landslides or rockshdes at the site In addition, landslides have not been mapped near the site area (Tan and Kennedy, 1996) We anticipate that the potential for landshding or rockshdmg to affect the site during its design life is negligible 545 Compressible and Expansive Soils Based on geologic observation and laboratory testing of onsite soils, the fill materials generally exhibit low to moderate compressibility and very low to low expansive characteristics Compressible fill materials, generally observed within the upper five feet off the site, will be mitigated via overexcavation and recompaction Underlying native materials are generally non-compressible and non-expansive Furthermore, native Preliminary Geotcchnical Investigation Page 8 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21. 2006 CTEJobNo 10-8532G materials do not appear to be subject to significant seismic settlement, therefore, these materials are considered suitable for support of proposed improvements 546 Liquefaction Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strength during earthquake-induced shaking and behave as a liquid This is due to loss of point- to-point gram contact and transfer of normal stress to the pore water Liquefaction potential varies with groundwater level, soil type, material gradation, relative density, and the intensity and duration of ground shaking The potential for damage to the site from liquefaction of site soils is considered low This is based on the anticipated depth to groundwater and the generally medium dense or better nature of underlying native soils in the area 547 Seismic Settlement Evaluation Seismic settlement occurs when loose to medium dense granular soils densify during seismic events We anticipate that topsoils and/or loose or soft surficial soils will be mitigated during site grading The upper 10 to 15 feet of materials at the site were generally found to be medium dense, but may experience very minor seismic settlement The recommended uniform layer of engineered fill beneath the site and the foundation recommendations herein will adequately mitigate the potential adverse effects of differential settlement of deeper fill soils in the unlikely event of a major earthquake in Preliminary Geotechmcal Investigation Page 9 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G the immediate vicinity of the site Therefore, in our opinion, the potential for seismic settlement resulting in damage to site improvements should be considered low 548 Corrosive Soils Chemical tests were conducted from select soil samples to evaluate the soil corrosivity Based on the results, the potential for corrosion of ferrous metals is considered low Sulfate concentrations indicate a moderate potential for corrosion of concrete At a minimum, CBC guidelines for concrete in contact with soils shall be used CTE does not practice corrosion engineering, and a corrosion specialist should be consulted if additional investigation and/or evaluation are deemed necessary by the project architect or structural engineer 6 0 CONCLUSIONS AND RECOMMENDATIONS 6 1 General We conclude that the proposed construction on the site is feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design and construction of the project Based on our subsurface investigation and engineering analysis, the proposed improvements can be supported on spread foundations designed and constructed as recommended herein However, preparatory site grading will be required Specific recommendations for the design and construction of improvements at the subject site are included in the subsequent sections of this report Post-tension foundations are also well-suited for the subject site If post-tension Preliminary Geotechnical Investigation Page 10 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G foundations are preferred, our office may be contacted for additional design and construction recommendations 6 2 Site Preparation 6 2 1 General The site should be cleared of any debris and other deleterious materials In areas to receive engineered fill, structures or distress-sensitive improvements, expansive, surficial eroded, desiccated, burrowed, or otherwise loose or disturbed soils should be removed to the depth of competent underlying materials, to a minimum depth of fivejfcet bglas& existing grade, and to a minimum depth of 24inches below Droposed foundations,00 * «W*«8!^';fei^-'^«^«-«--'1<!**^ whichever is deepest ifc*g«fi^flatf>^ ^/.^:^,*K^0w emto^ However, localized areas of deeper removals may be required In addition, any materials disturbed during demolition of existing site improvements shall be completely removed and replaced as engineered fill Organic and other deleterious materials not suitable for structural backfill should be disposed of offsite at a legal disposal site Prior to placing any engineered fill, the exposed subgrade shall be scarified, moisture conditioned to near optimum moisture content, and properly recompacted General engineered fill shall be compacted to a minimum 90% relative compaction (per ASTM D 1557) at the near optimum moisture contents Preliminary Geotechnical Investigation Page 11 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21, 2006 CTEJobNo 10-8532G 6 2 2 Site Excavations Site excavations can generally be accomplished using heavy-duty construction equipment Design recommendations for temporary construction slopes are provided in a subsequent section of this report Site excavations should be observed by CTE Such observations are essential to identify field conditions that differ from those identified during our subsurface investigation and to adjust designs to actual field conditions encountered 623 Fill Placement and Compaction As stated, an engineer or geologist from CTE should be called upon to verify that the proper site preparation has occurred before fill placement begins As stated, following the recommended removals, areas to receive fills or improvements should be scarified, moisture conditioned near optimum moisture content, and properly recompacted General fill and backfill should be compacted to a minimum relative compaction of 90% as evaluated by ASTM D-1557 (except in pavement areas) at moisture contents near optimum (generally within two percent) The optimum lift thickness for backfill soil will be dependent on the type of compaction equipment used Generally, backfill should be placed in uniform lifts not exceeding eight inches in loose thickness If proposed, sloping backfill shall be properly keyed and benched Backfill placement and compaction should be done in overall conformancc with geotechnical recommendations and local ordinances All grading shall be performed in accordance with the regulations of the governing authorities Preliminary Geotechmcal Investigation Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 Page 12 CTEJobNo 10-8532G 624 Fill Materials Soils derived from on-site materials are considered suitable for reuse on the site as fill, provided they are screened of significant organic materials and materials greater than three inches in maximum dimension, if encountered Imported fill beneath structures, pavements and walks should have an expansion index less than or equal to 30 (per UBC 18-I-B) with less than 35% passing the no 200 sieve Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer to determine strength characteristics before placement on the site 6 3 Temporary Construction Slopes Sloping recommendations for unshored temporary excavations are provided herein The recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing Recommended slope ratios are set form in Table 1 SOILS TYPE SLOPE RATIO (Horizontal Vertical) MAXIMUM HEIGHT C (Artificial Fill)5 1 (MAXIMUM)8 FEET Actual field conditions and soil type designations must be verified by a "competent person" while excavations exist according to Cal-OSHA regulations In addition, the above sloping recommendations do not allow for potential water seepage, or surcharge loading at the top of slopes by vehicular traffic, equipment or materials Appropriate surcharge setbacks must be Preliminary Geotechnical Investigation Page 13 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G maintained from the top of all unshored slopes Excavations shall not encroach within all plane extended down from adjacent foundations or improvements to remain 6 4 Foundations and Slab Recommendations 641 General The following recommendations are for preliminary planning purposes only These foundation recommendations should be reviewed after completion of earthwork and testing of surface soils We anticipate all foundations for proposed structures will be founded entirely in properly compacted engineered fill materials Foundations should not straddle transitional conditions (changes from cut to fill soils) 642 Spread Foundations and Slabs-on-Grade Continuous and isolated spread footings are suitable for use at this site We anticipate that all building footings will be founded entirely in properly compacted fills, as recommended herein *Fmmmw*m*&&&^ la- allowable bearing value may be increased by one third for short duration loading which includes the effects of wind or seismic forces Minimum footing reinforcement for continuous footings should consist of four No 4 reinforcing bars, two placed near the top and two placed near the bottom or as per the project structural engineer The structural engineer should design isolated footing reinforcement Preliminary Geotechmcal Investigation Page 14 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21. 2006 CTEJobNo 10-8532G i.-gia-graste shall measure a minimum 45 inches thick Minimum slab reinforcement should consist of #4 reinforcing bars placed at maximum 24-inch centers, each way, at mid-slab height Moisture sensitive floor areas shall be underlain by a minimum 10-mil visqueen layer, with all laps sealed or taped Slabs subjected to heavier loads may require thicker slab sections and/or increased reinforcement 643 Foundation Setback i*. Footings for structures should be designed such that the horizontal distance from the face of adjacent slopes to the outer edge of the footing is a minimum of 10 feet Parallel excavations within 10 lateral feet should not encroach within a 1 1 plane extending downward from the closest bottom edge of adjacent existing footings to remain 644 Foundation Settlement Based on the preliminary plans as well as the conditions observed at the site, the maximum total static settlement is expected to be less than 1 0 inches and the maximum differential static settlement is expected to be less than 0 5 inches Total and differential dynamic settlements are anticipated to be less than 0 5 inches, and will not likely affect the proposed improvements 6 5 Lateral Resistance and Earth Pressures Foundations placed in firm, well-compacted fill material may be designed using a coefficient of friction of 0 35 (total fnctional resistance equals the coefficient of friction times the dead load) A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 1,000 pounds per square foot) may be used The allowable lateral resistance Preliminary Geotechmcal Investigation Proposed Improvements to Mori Residence 2032 Ladcra Court, Carlsbad, California August 21,2006 Page 15 CTEJobNo 10-8532G can be taken as the sum of the factional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of the total allowable resistance Walls below grade up to ten feet high and backfilled using granular soils may be designed using the equivalent fluid weights given in Table 2 below If segmental block walls are proposed at the site, our office shall be contacted and additional design and construction recommendations will be provided upon request •,/••. .'STABLE 2 • .' • ,. •' ••,• -' '••'••-. :": ' . '• ". '•; ' '"-.,', EQUlY£iJ$jrc^^ '.,.:',,,;-% " ' • (pounds per cubic foot) '.'"•" . . '• -: WALL TYPE CANTILEVER WALL (YIELDING) RESTRAINED WALL LEVEL BACKFILL 35 55 SLOPE BACKFILL 2 1 (HORIZONTAL VERTICAL) 55 85 The above values assume non-expansive backfill and free draining conditions Measures should be taken to prevent a moisture buildup behind all walls below grade Drainage measures should include free draining backfill materials and perforated drains Drams should discharge to an appropriate offsite location We recommend that walls below grade be backfilled with soils having an expansion index of 20 or less The backfill area should include the zone defined by a 1 1 sloping plane, extended back from the base of the wall Wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D1557-91 Backfill should not be placed until walls have achieved Preliminary Gcotechnical Investigation Page 16 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G adequate structural strength Heavy compactors, which could cause distress to walls, should not be used 6 6 Exterior Flatwork To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation soils, we recommend that such flatwork be reinforced and installed with crack-control joints at appropriate spacing as designed by the project architect The upper 12 inches of subgrade should be properly recompactcd before placing concrete Flatwork shall be a minimum four inches thick We recommend flatwork be reinforced with minimum #3 rebar spaced at maximum 18 inches, on center, both ways Reinforcing shall be located near mid-height of the concrete section 6 7 Vehicular Pavements The proposed development may include the construction of pavement areas Presented in Table 3 below are recommended pavement sections Two options are presented Option 1 is for construction of asphalted concrete pavements, Option 2 is for construction of full-depth concrete pavements The pavement sections presented are based on estimated traffic indices and the design value for the Resistance "R"- Value of onsite materials The upper 12 inches of subgrade and all base materials shall be compacted to 95% of laboratory determined maximum dry density, as per ASTM D1557, at moisture contents near optimum Preliminary Geotechmcal Investigation Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 Page 17 CTEJobNo 10-8532G '•; ' '-V " ::..- -:.V '">'- TABLES '*$$ ;." . •' ' ' ' ' V-'-. > • • PRELIMINARY; RECOMMENDED PAVEJVIENf THICKNESS . .;. ^.'. ''. Traffic Area Drive and Parking Areas Assumed Traffic Index 45 Preliminary Subgrade "R"-Valuc 25+ Option 1 Asphalt Pavements AC Thickness (inches) 20 or 35 Class II Aggregate Base Thickness (inches) 40 or 00 Option 2 Full Depth Concrete Pavements (inches) 55 At the owner's option, upon completion of preparatory grading m the proposed pavement areas, additional subgrade sampling and testing for "R" Value determination can be conducted This additional testing will enable us to modify the pavement sections based on the as-graded conditions, if necessary 6 8 Drainage Surface runoff should be collected and directed away from improvements by means of appropriate erosion reducing devices and positive drainage should be established around the proposed improvements Positive drainage should be directed away from improvements at a gradient of at least two percent for a distance of at least five feet Surficial contours within the area should keep water from affecting the foundations provided planter areas are not over watered The project civil engineer should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site Preliminary Geotechnical Investigation Page 18 Proposed Improvements to Mori Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G 69 Slopes Graded slopes should be constructed at 2 1 (horizontal vertical) or flatter Although graded slopes on this site will be grossly stable (i e , factor of safety greater than 1 5), the soils will be somewhat credible Therefore, runoff water should not be permitted to dram over the edges of slopes unless that water is confined to properly designed and constructed drainage facilities Erosion resistant vegetation should be maintained on the face of all slopes As previously stated, all graded slopes shall be properly keyed and benched Typically, soils along the top portion of a fill slope face will tend to creep laterally We do not recommend that distress sensitive landscape improvements be constructed within five feet of slope crests in fill areas 610 Construction Observation The recommendations provided in this report are based on preliminary design information for the proposed construction and the subsurface conditions found in the exploratory boring locations The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project All earthwork should be observed and tested to verify that grading activity has been performed according to the recommendations contained within this report All foundation excavations shall be evaluated by the project engineer before reinforcing steel placement Preliminary Gcotechmcal Investigation Page 19 Proposed Improvements to Mon Residence 2032 Ladera Court, Carlsbad, California August 21,2006 CTEJobNo 10-8532G 6 11 Plan Review CTE should review all project grading and foundation plans before the start of earthworks to identify potential conflicts with the recommendations contained in this report 7 0 LIMITATIONS OF INVESTIGATION The recommendations provided in this report are based on the anticipated construction and the subsurface conditions found in our explorations The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project All earthworks should be observed and tested to verify that grading activity has been performed according to the recommendations contained within this report The project engineer should evaluate all footing trenches before reinforcing steel placement The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report Variations may exist and conditions not observed or described m this report may be encountered during construction Our conclusions and recommendations are based on an analysis of the observed conditions If conditions different from those described in this report are encountered, our office should be Preliminary Geotechmcal Investigation Proposed Improvements to Mori Residence 2032 Ladera Court. Carlsbad, California August 21,2006 Page 20 CTEJobNo 10-8532G notified and additional recommendations, if required, will be provided upon request We appreciate this opportunity to be of service on this project If you have any questions regarding this report, please do not hesitate to contact the undersigned Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC DanT Math, GE #2665 Principal Engineer Dennis A Kihan Project Geologist Martin Siem,CEG #2311 Certified Engineering Geologist ot '900ft La Canta J?*»art And Service Rd \ APPROXIMATE SITE LOCATION 59 -SI 3i <? «Cammo Robtedo ^ *4h r i | If Ravean C! * \i t\^2$ * *c% ,* V .*•* I u; 3 3 S ~ ?006 MapQuest, Inc Code Grado Av«reda Prn«irt«ra La Ouela In <V tgV ©2006NAVTEQ Tim31mi 2006 MapQu4«t, irw ©2006 NAVTEO CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL AND CCWSTRUCTiON ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD, STE 115 ESCONDiDO CA. 92026 (760) 746-4955 SITE INDEX MAP PROPOSED IMPROVEMENTS TO MORI RESIDENCE 2032 LADERA COURT CARLSBAD, CALIFORNIA CTE JOB NO: 10-8532G "AS SHOWN DATE: 08/06 1 B-l Qaf B-2 EXISTING RESIDENCE Qaf B-3 LEGEND B-l APPROXIMATE BORING LOCATION QUATERNARY ARTIFICIAL FILL CONSTRUCTION TESTING & ENGINEERING, INC GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD STE 115 ESCONDIDO CA 92026 (760) 746-4955 EXPLORATION LOCATION/GEOLOGIC MAP PROPOSED IMPROVEMENTS TO MORI RESIDENCE 2032 LADERA COURT CARI.SBAD, CALIFORNIA CTE JOB NO10-8532G NONE DATE FIGURE08/06 2 APPENDIX A REFERENCES CITED REFERENCES CITED 1 Hart, Earl W and Bryant, WA, 1997, "Fault-Rupture Hazard Zones in California, Alquist-Pnolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps," California Division of Mines and Geology, Special Publication 42 2 Jennings, C W , 1987, "Fault Map of California with Locations of Volcanoes, Thermal Springs and Thermal Wells " 3 Tan, S S , and Giffen, D G , 1995, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California Landslide Hazard Identification Map", California Department of Conservation, Division of Mines and Geology, Open- File Report 95-04, State of California, Division of Mines and Geology, Sacramento, California 4 McCulloch, D S , 1985, "Evaluating Tsunami Potential" in Ziony, J I, ed , Evaluation Earthquake Hazards in Los Angeles Region - An Earth-Science Perspective, U S Geological Survey Professional Paper 1360 5 Tan, S S , and Kennedy M , 1996, "Geological Map of the Oceansidc and San Marcos 7 5? Quadrangles", Geological Maps of the Northwestern Part of San Diego County, California, California Department of Conservation, Division of Mines and Geology 6 Uniform Building Code, 1997, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada APPENDIX B EXPLORATION LOGS /\CONSTRUCTION TESTING & ENGINEERING. INC GCOTECHNICAl I C QMS TflUCTI ON ENGINEERING TESTING AND INSPECTION DEFINITION OF TERMS PRIMARY DIVISIONS SECONDARY DIVISIONS c/3 5 a to U.II< 5 < a £ §CN 0 GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER TI IAN NO 4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO 4 SIEVE CLEAN GRAVELS CLEAN SANDS < 5% FINES SANDS WITH FINES WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES LITTLE OR NO FINES POORLY GRADED GRAVELS OR GRAVEL SAND MIXTURES LITTLE OF NO FINES SILIY GRAVELS, GRAVEL-SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, PLASTIC FINES SP SM WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FfNES CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES FINE GRAINED SOILSMORE THAN HALF OFMATERIAL IS SMALLERTHAN NO 200 SIEVE SIZESILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50 ML INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, SLIGHTLY PLASTIC CLAYEY SILTS SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50 or MH INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY, SANDY. SILTS OR LEAN CLAYS ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS HIGHLY ORGANIC SOILS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES BOULDERS COBBLES GRAVEL COARSE FINE SANDo/inu COARSE MEDIUM FINE AND CLAYS 12" 3" 3/4" CLEAR SQUARE SIEVE OPENING 10 40 200 U S STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) AX- Maximum Dry Density S- Gram Size Distribution E- Sand Equivalent 1- Expansion Index HM- Sulfate and Chloride Content , pH, Resistivity OR - Corrosivity D- Sample Disturbed PM- Permeability SG- Specific Gravity HA- Hydrometer Analysis AL- Atterberg Limits RV- R- Value CN- Consolidation CP- Collapse Potential HC- Hydrocollapse REM- Remolded PP- Pocket Penetrometer WA- Wash Analysis DS- Direct Shear UC- Unconfmed Compression MD- Moisture/Density M- Moisture SC- Swell Compression 01- Organic Impurities FIGURE | BL1 I I I I I I I I I I I I I I I I I I I ^f y I \ CUNSIHUUIUN ThSIINU & ENUINhhKINU, INU rfT \ Mil HnNIin RQAr HUII> M« 1 ESCO^OICO CA S?0?fi ! 7Bfl 745 «5! PROJECT DRILLER SHEET of CTEJOBNO DRILL METHOD DRILLING DATE LOGGED BY SAMPLE METHOD ELEVATION t)OLu c.a -5- -10- -15- •20- •25- 1 C ?: C/D ^ cr H ci = i I I I ••7 i Blows/FootC1 o3=>-, 1& Q Moisture (%)OJD >^OO V3u CO P "SM" Ml 5 tj ^CL C3 V BORING LEGEND DESCRIPTION buiK aampie Standard Penetration Test Thin Walled Aniiv Coip of Enginecis Sample Groundwater Table — Soil Type or Classification Change ^ Formation Change [(Approximate boundaries queried (9)1 Quotes are placed around classifications where the soils exist in situ as bedrock Laboratory Tests FIGURE | BL2 /x f/ |-v. CONSTRUCTION TESTING & ENGINEERING, INC ^L............ .....™\ mi M-iNii i Riun S.iiiF us i Firnnmnn C* gjfjfi 7!fl 7<£ ObS PROJECT MORI RESIDENCE DRILLER PACIFIC DRILLING SHEET 1 of 1 C're JOB NO 10-8532G DRILL METHOD TRI POD RIG DRILLING DATE 7/27/2006 LOGGED BY DRIES SAMPLE METHOD IBULK, RING, SPT ELEVATION -137' UU £ §"a -0 -5- - - -10- - - :- — ~" -?&• - - -25- c/: —"0 \)( H 5 —Q / T ^ 8 £o D3 20 17 27 4 5 5 7 8 7 13 16 13 19 21 Q. Q £^Q 1159 g u ui O2 7 5 o E O CO D OfJc "a. 0 BORING: B-l DESCRIPTION QUATERNARY ARTIFICIAL FILL (Oaf) Dense, slightly moist, light grayish yellow, silty fine grained SAND (SM), no bedding observed, with small chips of SANDSTONE, appears to be fill Medium dense SANTIAGO FORMATION (Tsa) )ense, slightly moist, light gray silty fine grained SANDSTONE SM), occasional rusly orange streaks, near horizontal Total Depth 195' No Groundwater Borehole backfilled with Bentonite Chips Laboratory Tests MAX, DS, CHEM MD WA WA 1 B-l Boring B-l I I I I ^C/ h^t-V— •— \. CONSTRUCTION TESTING & ENGINEERING, INC » GroTfrnNicAi I CfiNSTRurTioN EfticiNrrniNfi TFSTINC AND INSPCCTIOHmi MONUEL KOMI SLUE tis i ESCONCICO u 92016 i JSD '« tsss PROJECT MORI RESIDENCE DRILLER PACIFIC DRILLING SHEET 1 of 1 CTEJOBNO 10-8532(5 DRILL METHOD TRI POD RIG DRILLING DATE 7/27/2006 LOGGED BY DRIES SAMPLE METHOD BULK, RING, SPT ELEVATION -131'Depth (Feet)-0- - — -5- - - -19- - - - 5- — "" — -29- - - -2., _ « CO 1 1 J Unven 1 yptBlows/Foot8 10 12 7 i./ 18 24 10 10 12 7 9 14 10 12 19 o. 1 c 1072 Moisture (%)129 c CJ Oilq "a,2O BORING: B-2 DESCRIPTION QUATERNARY ARTIFICIAL FILL (Oaf) Medium dense, slightly moist, hsht grayish yellow, silty fine grained SAND (SM), with chips and pieces of SANDSTONE Yellowish brown with 2" thick gray layer Probably still in fill, at 1/8" thick stick in fill Total Depth 195' ••Jo Groundwater Borehole backfilled with Bentomte Chips Laboratory Tests SE MD | B-2 I /\ {/ I-V-. CONSTRUCTION TESTING & ENGINEERING, INC X X mi uninii loin sun in i fsrniincn ci sjtis i 711 ill i:si PROJECT MORI RESIDENCE DRILLER PACIFIC DRILLING SHEET I of 1 CTR JOB NO 10-8532G DRILL METHOD TRI POD RIG DRILLING DATE 7/27/2006 LOGGED BY DRIES SAMPLE METHOD BULK, RING, SPT ELEVATION -130' ' *J c. ~ Q ca -0 --V- -A -5- - - -19- - - -1 5-1 J» - - -20- -25- £ Iu.I 1C cs T 6 9 J_ 10 T 5 11 7 9 / I5 L. 25 8 10 11 c-g. I 1 c 1076 g 5S 149 C .C I •si •^ 01)o o "o. O BORING: B-3 DESCRIPTION QUATERNARY ARTIFICIAL FILL (Oaf) Medium dense, slightly moist, light gray, silty fine grained SAND (SM) Light grayish yellow, with chips of light gray SANDSTONE mixed in, appears to be engineered fill Chips of SANDSTONE mixed in fill Total Depth 16 5' ^lo Groundwater Borehole backfilled with Bentonite Chips Laboratory Tests SE WA MD WA | B-3 APPENDIX C LABORATORY METHODS AND RESULTS APPENDIX C LABORATORY METHODS AND RESULTS Laboratory tests were performed on representative soil samples to detect their relative engineering properties Tests were performed following test methods of the American Society for Testing Materials or other accepted standards The following presents a brief description of the various test methods used Laboratory results are presented m the following section of this Appendix Classification Soils were classified visually according to the Unified Soil Classification System Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487 Particle-Size Analysis Particle-size analyses were performed on selected representative samples according to ASTM D422 In-Place Moisture/Density The m-place moisture content and dry unit weight of selected samples were determined using relatively undisturbed chunk soil samples Chemical Analysis Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride content, pH, Corrosivity, and Resistivity Direct Shear Direct shear tests were performed on either samples direct from the field or on samples recompacted to 90% of the laboratory maximum value overall Direct shear testing was performed in accordance with ASTM D3080-72 to evaluate the shear strength characteristics of selected materials The samples were inundated during shearing to represent adverse field conditions Modified Proctor To determine the maximum dry density and optimum moisture content, a soil sample was tested in accordance with ASTMD-1557 ^"7 I-V- CONS IRUCI ION IbSIING & ENGINEERING, INC LOCATION B-l B-l B-3 B-3 LOCATION B-l B-2 B-3 LOCATION B-l LOCATION B-l LOCATION B-l LOCATION B-l LOCATION 200 WASH ANALYSIS DEPTH PERCENT PASSING (feet) #200 SIEVE 5 10 5 15 IN-PLACE MOISTURE AND DEPTH (feet) 2 5 10 SULFATE DEFFH (feet) 1-4 CHLORIDE DEPTH (feet) 1-4 CONDUCTIVITY CALIFORNIA TEST 424 DEPTH (feet) 1-4 RESISTIVITY CALIFORNIA TEST 424 DEPTH (feet) 178 199 158 155 DENSITY DRY DENSITY (pcf) 1159 1072 1076 RESULTS ppm 94 1 RESULTS ppm 188 RESULTS uS/cm 171 RESULTS ohms/cm 1-4 4750 MAXIMUM DRY DENSITY & OPTIMUM MOISTURE CONTENT (MODIFIED PROCTOR) DEPTH OPTIMUM MOISTURE (feet) (%) CLASSIFICATION SM SM SM SM MOISTURE 75 129 149 DRY DENSITY (pcf) B-l 1-4 120 1195 LABORATORY SUMMARY CTE JOB NO 10-8532G CONSTRUCTION TESTING & ENGINEERING, INC RrnnTh«irM I fnHS'HirrnnN FNTIMFFRINT TCSTING ANP fNS^rrnnM SAND EQUIVALENT LOCATION DEPTH SAND EQUIVALENT _ (feet) _ (average) B^2 2 3l B-3 2 28 LABORATORY SUMMARY CTE JOB NO 10-8532G PRECONSOLIDATION SHEARING DATA 0055 i 0055 - 01 1 10 TIME (minutes)VERTICAL STRESS 1000 psf 3000 psf _5QDILnsi 10 12 14 IB IS 20 STRAIN (%) FAILURE ENVELOPE 5000 4000 ina. LU OL <n o 3000 UJ w 2000 1000 - 0 1000 2000 3000 VERTICAL STRESS (psf) 4000 5000 SHEAR STRENGTH TEST Sample Designation Depth (ft)Cohesion Angle of Friction Sample Description Bl 1-4'Opsf 352 Tan Silty Sand, Remold @ 90% mtial Moisture (%)114%Initial Dry Density (pcf) mal Moisture (%24 5%Final Dry Denstiy (pcf) 1076 864 CTEJOBNO 10-8532G FIGURE No C-l LAB NUMBER 16548 DRY UNIT WEIGHT (pcf)SAMPLE NUMBER B-l CTE JOB NO 10-8532G d 45 40 35 30 25 20 1 5 0 05 00 95 90 85 0 i \ \ \ \ V \ \ \ \ \ \ \ \ ,\\\ \\\ \ \ \\ \ \ / . _ . K , \ \ \ \ \\\ \ \ V XN V \ \ > f\ V: \ - \ \\ \\\v\ \\ vAN \v ^\ x \ \ \\\\\\ \ \ \xx>v \..\\ \xv^;^ •-— — "s\ ........ \\\\\ \ \ \^\\\ \ \\^vX.\ \ \ \: :\ v \\\ : : :"\\NJ\ 5 10 15 20 25 30 35 PERCENT MOISTURE (%) \STMD1557 METHOD JX] A D B Q C MODIFIED PROCTOR RESULTS DEPTH (FEET) 1-4 5 SOIL DESCRIPTION BEIGE SILTY SAND CONSTRUCTION TESTING & ENGI GEOTECHNICAI. AND CONSTRUCTION ENGINEERING TESTI H41 MONTIELROAD STE 115 ESCONDIDO CA 92026 f MAXIMUM OPTIMUM DRY DENSITY MOISTURE (PCF) CONTENT (%) 1195 120 NEERING, INC DATE 8/06 M(j.ANUINbPtUIIUN • ' 60'™ FIGURE C-2 APPENDIX D STANDARD SPECIFICATIONS FOR GRADING Appendix D Page D-l Standard Grading Specifications Section 1 - General The guidelines contained herein represent Construction Testing & Engineering's standard recommendations for grading and other associated operations on construction projects These guidelines should be considered a portion of the project specifications Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and or requirements as specified herein The project geotechmcal consultant shall interpret disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein Section 2 - Responsibilities of Project Personnel The geotechmcal consultant should provide observation and testing services sufficient to assure that geotechmcal construction is performed in general conformance with project specifications and standard grading practices The geotechmcal consultant should report any deviations to the client or his authorized representative The Client should be chiefly responsible for all aspects of the project He or his authorized representative has the responsibility of reviewing the findings and recommendations of the geotechmcal consultant He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project The Contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements Section 3 - Preconstruction Meeting A preconstruction site meeting shall be arranged by the owner and/or client and shall include the grading contractor, the design engineer, the geotechmcal consultant, owner's representative and representatives of the appropriate governing authorities Section 4 - Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc The appropriate approvals should be obtained prior to proceeding with grading operations Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded Clearing and grubbing should extend to the outside of all proposed excavation and fill areas Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc) and other man-made surface and subsurface improvements from the areas to be graded Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechmcal consultant at the time of demolition Appendix D Page D-2 Standard Grading Specifications Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site Clearing, grubbing and demolition operations should be performed under the observation of the geotechmcal consultant Section 5 - Site Protection Protection of the site during the period of grading should be the responsibility of the contractor Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechmcal consultant, the client and the regulating agencies Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall Ram related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions as determined by the geotechmcal consultant Soil adversely affected should be classified as unsuitable materials and should be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the geotechmcal consultant The contractor should be responsible for the stability of all temporary excavations Recommendations by the geotechmcal consultant pertaining to temporary excavations (e g, backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor Recommendations by the geotechmcal consultant should not be considered to preclude requirements that are more restrictive by the regulating agencies The contractor should provide during periods of extensive rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable When deemed appropriate by the geotechmcal consultant or governing agencies the contractor shall install checkdams, desiltmg basins, sand bags or other drainage control measures In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1 0 foot, they should 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 m-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair recommendations herein If field conditions dictate, the geotechmcal consultant may recommend other slope repair procedures Section 6 - Excavations Appendix D Page D-3 Standard Grading Specifications 6 1 Unsuitable Materials Materials that are unsuitable should be excavated under observation and recommendations of the geotechmcal consultant Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengmeered or otherwise deleterious fill materials Material identified by the geotechmcal consultant as unsatisfactory due to its moisture conditions should be overexcavated, moisture conditioned as needed, to a uniform at or above optimum moisture condition before placement as compacted fill If during the course of grading adverse geotechmcal conditions arc exposed which were not anticipated in the preliminary soil report as determined by the geotechmcal consultant additional exploration, analysis, and treatment of these problems may be recommended 6 2 Cut Slopes Unless otherwise recommended by the geotechmcal consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2 1 (horizontal vertical) The geotechmcal consultant should observe cut slope excavation and if these excavations expose loose cohesionless, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill If encountered specific cross section details should be obtained from the Geotechmcal Consultant When extensive cut slopes are excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top of the slope 6 3 Pad Areas All lot pad areas, including side yard terrace containing both cut and fill materials, transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and replaced with a uniform compacted fill blanket of 3 feet Actual depth of overexcavation may vary and should be delineated by the geotechmcal consultant during grading For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope This may be accomplished utilizing a berm drainage swale and/or an appropriate pad gradient A gradient in soil areas away from the top-of-slopes of 2 percent or greater is recommended Section 7 - Compacted Fill All fill materials should have fill quality, placement, conditioning and compaction as specified below or as approved by the geotechmcal consultant 7 1 Fill Material Quality Excavated on-site or import materials which are acceptable to the geotechmcal consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement All import materials anticipated for use on-site should be sampled tested and approved prior to and placement is in conformance with the requirements outlined Appendix D Page D-4 Standard Grading Specifications Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids The amount of rock should not exceed 40 percent by dry weight passing the 3/4- inch sieve The gcotechmcal consultant may vary those requirements as field conditions dictate Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the recommendations below Rocks greater than four feet should be broken down or disposed off-site 7 2 Placement of Fill Prior to placement of fill material, the geotechmcal consultant should inspect the area to receive fill After inspection and approval, the exposed ground surface should be scarified to a depth of 6 to 8 inches The scarified material should be conditioned (i e moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate government agencies Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density Each lift should be treated m a like manner until the desired finished grades are achieved The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials and weather conditions When placing fill in horizontal lifts adjacent to areas sloping steeper than 5 1 (horizontal vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill No compacted fill should be placed in an area after keying and benching until the geotechmcal consultant has reviewed the area Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement of fill Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture Appendix D Page D-5 Standard Grading Specifications conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over- excavated Following a period of flooding, rainfall or overwatenng by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas Rocks 12 inches up to four feet maximum dimension should be placed below the upper 5 feet of any fill and should not be closer than 11 feet to any slope face These recommendations could vary as locations of improvements dictate Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface Select native or imported granular soil (S E 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechmcal consultant at the time of placement The contractor should assist the geotechmcal consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill The contractor should provide this work at no additional cost to the owner or contractor's client Fill should be tested by the geotechmcal consultant for compliance with the recommended relative compaction and moisture conditions Field density testing should conform to ASTM Method of Test D 1556-82, D 2922-81 Tests should be conducted at a minimum of two vertical feet or 1,000 cubic yards of fill placed Actual test intervals may vary as field conditions dictate Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechmcal consultant 7 3 Fill Slopes Unless otherwise recommended by the geotechmcal consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2 1 (horizontal vertical) Except as specifically recommended in these grading guidelines compacted fill slopes should be over-built and cut back to grade, exposing the firm, compacted fill inner core The actual amount of overbuilding may vary as field conditions dictate If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the geotechmcal consultant The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface Appendix D Page D-6 Standard Grading Specifications At the discretion of the geotechmcal consultant, slope face compaction may be attempted by conventional construction procedures including backrollmg The procedure must create a firmly compacted material throughout the entire depth of the slope face to the surface of the previously compacted firm fill intercore During grading operations, care should be taken to extend compactive effort to the outer edge of the slope Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately established desired grades Grade during construction should not be allowed to roll off at the edge of the slope It may be helpful to elevate slightly the outer edge of the slope Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts At intervals not exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly dozer trackrolled For pad areas above fill slopes, positive drainage should be established away from the top-of-slope This may be accomplished using a berm and pad gradient of at least 2 percent Section 8 - Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted m-place above the conduit, prior to initiating mechanical compaction procedures Other methods of utility trench compaction may also be appropriate, upon review of the geotechmcal consultant at the time of construction In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechmcal consultant Clean granular backfill and/or bedding are not recommended in slope areas Section 9 - Drainage Where deemed appropriate by the geotechmcal consultant, canyon subdram systems should be installed in accordance Typical subdrams for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications Appendix D Page D-7 Standard Grading Specifications Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i e , gutters, downspouts, and concrete swales) For drainage in extensively landscaped areas near structures, (i e , within four feet) a minimum of 5 percent gradient away from the structure should be maintained Pad drainage of at least 2 percent should be maintained over the remainder of the site Drainage patterns established at the time of fine grading should be maintained throughout the life of the project Property owners should be made aware that altering drainage patterns could be detrimental to slope stability and foundation performance Section 10 - Slope Maintenance 10 1 - Landscape Plants To enhance surficial slope stability, slope planting should be accomplished at the completion of grading Slope planting should consist of deep-rooting vegetation requiring little watering Plants native to the southern California area and plants relative to native plants are generally desirable Plants native to other semi-arid and and areas may also be appropriate A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration 10 2 - Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces Slope irrigation should be minimized If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall 103 -Repair As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall This measure is strongly recommended, beginning with the period prior to landscape planting If slope failures occur, the geotechmcal consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair If slope failures occur as a result of exposure to period of heavy rainfall, the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation 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 Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant Information MORI RESIDENCE CB070440 2032 LADERA COURT 216-482-18-00 KEN MORI DEMO EXISTING 1,414 SFD,BIIILD NEW SFD V-N 1 New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area jare Feet Floor Area Daie SCHOQLDISTFRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) rtmtas Union School District fOl South Rancho Santa Fe Rd .Encimtas, CA 92024 (944-4300 ext 166 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) ^=^ -San Diegmto Union High School District 710EncimlasBlvd Encmitas, CA 92024 (753-6491) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Certification" ot AppllcanfTCJwners 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 Revised 3/30/2006 Date SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))********************************************************************* THIS FORM INDICATES THAT-JHESCTOOL DISTRICT REQUIREMENTS FOR THE PROJECffHAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE Stephen G. Ma Associate Sup* Pusingg-s NAME OF SCHOOL DISTRICT ^u crunn, n^.™SAN DK3WTO UNION HK5H SCHOOL DSIWCT DATE PHONE NUMBER __,Hbo- Revised 3/30/2006 04-02-2008 City of Carlsbad 1635 Faraday Ay Carlsbad, CA 92008 Plan Check Revision Permit No PCR08018 Building Inspection Request Line (760) 602-2725 Job Address 2032 LADERA CT CBAD Permit Type PCR Parcel No 2164821800 Lot# 0 Valuation $0 00 Construction Type NEW Reference # CB070440 Project Title WABI RES REVISION TO ROOF SLOPES Applicant LEGGITT HUNTER STEC 4125 SORRENTO VALLEY BLVD SAN DIEGO 92121 858-518-1451 Status ISSUED Applied 02/07/2008 KG 04/02/2008 Entered By Plan Approved issued Inspect Area Owner MORI KENICHI 2032 LADERA CT CARLSBAD CA 92009 04/02/2008 Plan Check Revision Fee Additional Fees $9000 $000 Total Fees $90 00 Total Payments To Date $90 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, ci 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 requireo information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will ba 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 proje, t 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 City of Carlsbad Plan Check Revision No. Project Address Contact Address Building Department Original Plan Check No Ph ft^-frfo - I45| Fax kfl - Q. _ APN Business at this address General Scope ofwnri, Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I Elements revised lans Calculations Soils D Energy D Other Describe revisions in detail List page(s) where each revision is shown List revised sheet that replace existing sheets Does this revision, in any way, alter the exterior of the project? O Does this revision add ANY new floor area(s)? 7 Does this revision affect any fire related issues? 8 Is this a complete set that replaces the original permitted set? Yes Yes Yes No No EsGil Corporation In (Partnership with government for QuiCding Safety DATE February 21, 2O08 a JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR08-018(07-0440) SET II PROJECT ADDRESS 2032 Ladera Court PROJECT NAME Plan Change (Revise Roof Slope )for the Wabi Residence XI 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 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 Telephone # Date contacted (by ) Fax # Mai! Telephone Fax In Person XI REMARKS Set 1 of revisions is the final set - no new sheet(s) required as correction was resolved with a fax from the engineer Previous approved City sets sent back By Ray Fuller Enclosures LOG Esgil Corporation D GA D MB D EJ D PC (P) 02/21/08 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership with (government for (ftuikfing Safety DATE February 14, 2O08 OAEEL1CANTCD juR'iiQ JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR08-0 18(07-0440) SET I PROJECT ADDRESS 2032 Ladera Court PROJECT NAME Plan Change (Revise Roof Slope )for the Wabi Residence 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 X] The applicant's copy of the check list has been sent to Hunter Leggitt 4125 Sorrento Valley Boulevard, Suite C San Diego, CA 92121 Esgil Corporation staff did not advise the applicant that the plan check has been completed [X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Hunterkeggitt Telephone # 858518-1451 Date contacted ^1^°\b^-'^> ) Fax #619 330 2888 Mail ^Telephone Fax / In Person REMARKS By Ray Fuller Enclosures Esgil Corporation D GA D MB D EJ D PC O2/11/08 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-15"?6 Carlsbad PCRO8-018(07-0440) February 14, 2008 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO PCRO8-O18(O7-O440)JURISDICTION Carlsbad PROJECT ADDRESS 2032 Ladera Court FLOOR AREA See Below STORIES 2 Dwelling 1915 ft3 Garage 483 ft2 HEIGHT 22' @ north elev. sheet A2.1. Deck 545 ft2 DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION ESGIL CORPORATION 02/11/08 DATE INITIAL PLAN REVIEW PLAN REVIEWER Ray Fuller COMPLETED February 14, 2OO8 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), that adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PCR08-018(07-0440) February 14, 2O08 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Avenue, Carlsbad, CA 92008, and (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, and (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 The proposed change is to eliminate slopes to drains for green roof system The statement stating that it has been reviewed and found to be adequate must be justified with calculations for all structural members supporting this area Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation Please specify the expiration date of license (California Business and Professions Code) 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 Ray Fuller/ Bryan Zuppiger at Esgil Corporation Thank you Carlsbad PCRO8-018(O7-O440) February 14, 2008 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Ray Fuller BUILDING ADDRESS 2032 Ladera Court BUILDING OCCUPANCY R3/U PLAN CHECK NO PCR08-018(07-0440) DATE February 14, 2008 TYPE OF CONSTRUCTION VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Rlrln Pprmih FPP hu nrrlina AREA (Sq Ft) cb Valuation Multiplier By Ordinance nrp ^ Reg Mod VALUE ($) Plan Check Fee by Ordinance Type of Review I I Repetitive Fee"j Repeats $9000 Complete Review D Other m Hourly D Structural Only 075 Hour* Esgil Plan Review Fee $72 00 Comments macvalue doc Feb 21 08 11 19a Sebastian Manscal Studio 619-330-2888 P1 FAX PROJECT WAB1 HOUSE DATE 2/21/08 TO RAY FULLER @ ESGIL CORP FROM Hunter Leggitt FAX 8585601576 FAX (619) 330 2888 * OF PAGES (INCLUDING COVER)SUBJECT PLAN CHECK CORRECTION REMARKS Q URGENT [] FOR YOUR REVIEW Q REPLY ASAP Q PLEASE COMMENT Plan Check # PCR08-018 (07-0440) Ray- Attached is the structural calculation indicating the REVISED DL of 44 PSF < ORIGINAL DL of 50 PSF This should provide you with the requested information for the revision Please call me if you have any additional questions rhanks Hunter HUNTER LEGGITT SEBASTIAN MARISCAL STUDIO www sebastianmanscal com 4125 Sorrento Valley Blvd , Suite C San Diego CA, 92121 M 8585181451 F 6193302888 4i2SSonenlo Va'ley Bi«J S-Jrte C Sar D*go CA 32121T BSS 556 2100 F 619 320 2868 2/4/08 STUDIO Plan Check # 07-0440 Revision #1 Address. 2032 Ladera Ct, Carlsbad, CA 92009 Description of revision in detail: The "green roof portion of the roof has been revised from the original permitted plans to eliminate all sloping to roof drains. The flat roof design is meant for the proper function of the green roof system All originally permitted roof drains and overflows remain per code In regards to CBC Section 1611.7 - Water Accumulation, I have had the structural engineer review the revised design and its impact on the original structural design due to the added ponding load. Included m the submittal is the letter of approval stating that the revised design has been reviewed and the additional load complies with the original structural design Please call me if you have any questions Thanks, Hunter Leggitt SEBASTIAN MARISCAL STUDIO www sebastianmanscal com 4125 Sorrento Valley Blvd., Suite C San Diego CA, 92121 T. 858.558 2100 ext 117 M. 858.518.1451 F. 619.330 2888 41.!1:"' vr?-r:!'i v.iN-v ! wo T.II I \7\ MCG MDBAYED CONSULTING GROUP OMAR MOBAYED S E PRESIDENT October 30, 2007 Sebastian Manscal Studio 4125 Sorrento Valley Blvd , Suite "C" San Diego, CA92121 Attention Mr Hunter Leggitt Project Wabi Residence, MCG# 06053-1 1 Subject Flat Roof / Ponding Check 2008 Dear Hunter The purpose of this letter is to summarize our Structural Evaluation of the building roof framing system for water ponding due to revising the roof slope from sloped roof to flat We have evaluated the structural roof framing system, considering a 2" maximum water ponding and a 37 Lb/sf gravel/green roof mix load Based on our analysis, it is our opinion that the 2" maximum water ponding does not compromise the structural integrity of the roof framing system However, due to the increased deflection from water ponding, we anticipate that the hung sliding glass to possibly jam Should you have any^questions? Please call Very Trul Mob Itmg Group syed, S E Om/as 7940 SILVERTON AVENUE, SUITE 208 • SAN DIEGO, CALIFORNIA 921 845 MOBAYED CONSULTING GROUP OMAR MOBAYED S E PRESIDENT October 30, 2007 Sebastian Manscal Studio 4125 Sorrento Valley Blvd , Suite "C" San Diego, CA92121 Attention Mr Hunter Leggitt Project Wabi Residence, MCG# 06053-1 1 Subject Flat Roof / Ponding Check Dear Hunter The purpose of this letter is to summarize our Structural Evaluation of the building roof framing system for water ponding due to revising the roof slope from sloped roof to flat We have evaluated the structural roof framing system, considering a 2" maximum water ponding and a 37 Lb/sf gravel/green roof mix load Based on our analysis, it is our opinion that the 2" maximum water ponding does not compromise the structural integrity of the roof framing system However, due to the increased deflection from water ponding, we anticipate that the hung sliding glass to possibly jam Should you have any^questions? Please call Very Trul) Mob Om/as 7940 SILVERTON AVENUE, SUITE 208 • SAN DIEGO, CALIFORNIA 93126 86-7845 X o H V\ $ ^--^m 5£co Om 00O M58O IS>o £o Si?*f (^ © V oT^> ^K> Fr 2Jinm |O( > ~nT533JO o5 >z m- oe m I CD'C ;33l s** Irnm