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Home My WebLink About1280 HOOVER ST; ; CB023282; Permit01-29-2004 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Titfe: Applicant: PEG RAMIER P O BOX 848 OCEANSIDE CA 92049 433-1785 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB023282 Building Inspection Request Line (760) 602-2725 1280 HOOVER STCBAD RESDNTL Subtype: SFD Lot#: 0 $554,212.00 Construction Type: NEW Reference #: 1 Structure Type: SFD 5 Bathrooms: 6 PATELL RES/ SFR 5986 SF LIV 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Owner: Status: Applied: Entered By: Ran Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 10/29/2002 CB 02/19/2003 02/19/2003 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 Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,922.11 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,249.37 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $55.42 PFF $3,251.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $5,400.00 Housing InLieu Fee D1 Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $190.00 $3,206.00 $0.00 $10,086.66 $9,310.76 $0.00 $0.00 $451.00 $509.00 $0.00 $238.00 $110.00 $104.50 $2,925.00 $0.00 $0.00 $1,974.50 $2,060.00 $0.00 $43,043.32 Total Fees: $43,043.32 Total Payments To Date: $39,831.32 Balance Due:$3,212.00 Inspectors FINAL APPROVALf Date: J Clearance: NOTICE; Please take NOTICE tjfet approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." /ou have 90 days from the date this permit was issued to prote/t imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 02-19-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB023282 Building Inspection Request Line (760) 602-2725 Job Address: 1280 HOOVER ST CBAD Permit Type: RESDNTL Parcel No: Valuation: $554,212.00 Occupancy Group; # Dwelling Units: 1 Bedrooms: 5 Sub Type: Lot#: Construction Type: Reference #: Structure Type: Bathrooms: Project Title: PATELL RES/ SFR 5986 SF LIV SFD Status: 0 Applied: NEW Entered By: Plan Approved: SFD Issued: 6 Inspect Area: Orig PC#: ISSUED 10/29/2002 CB 02/19/2003 02/19/2003 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Plan Checkt: Applicant: PEG RAMIER P O BOX 848 OCEANSIDE CA 92049 433-1785 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 BID #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Total Fees: $39,831.32 Total Owner: $1,922.11 $0.00 $1,249.37 $0.00 $0.00 $55.42 $3,251.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $3,420.00 D3/4 $0.00 $0.00 Payments To Date: Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing In Lieu Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $3,729.01 Balance Due $0.00 $160.00 $2,004,00 $0.00 $10,086.66 $9,310.76 $0.00 $0.00 $451.00 $509.00 $0.00 $238.00 $110.00 $104.50 $2,925.00 $0.00 $1,974.50 $2,060.00 $0.00 $39,831.32 : $36,102.31 S4 02/19/03 0002 01 02 CGF:* 36102.31 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK Plan Ck. Deposit Validated By. Date I 0 -Z <?-(fZ. Address (include Bldg/Suite #)Business Name (at this address) Legal Descriptionk ISO 2-100 Lot No.Subdivision Name/Number Uoi No,Total # of units'Q-. - Total # of000201 32 Assessor's Parcel #Existing Use Description of Work Proposed Use 1229«01 SQ.FT. tCTW-5*-' #0f Stories # of Bedrooms /.-74)6 txcitsi^oat^ tents'* 1304$m »!j ias a !i?s !?is« K jfeisiB s s;s!is ria a feit? iistl«< »i«>is!: K s R "»ii?in S KJi'iS ;fl«, p>s ai: s aeiiatj! Hi jHi*S|!!"- "i-"!i r *!"lf # of Bathrooms (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 IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D 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. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date {THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) O CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage ia unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: O 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). jSy I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 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. 1 will provide some of the wo/k, but I havg [of work): * LPROPERTY OWNER SIGNATURE contracted (hired) the following persons to provide the work indicated (include name /address / phone number / type DATE OZ. PERMIl 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 O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to ba constructed within 1,000 feet of the outer boundary of a school site? Q YES O 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. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S ADDRESS 1 certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is conjmenc^tfJSr^pan&d of 180 days (Section 106.4.4 Uniform Building Code). >CL APPLICANT'S SIG DATE WHITE: File YELLOW: Applicant PINK: Finance CltyifCiriskad Final Building Inspection Dept: Building Erffpp(ring PMfij^JWWD SI Plan Check#: Permit #: Project Name: Address: Contact Person: Sewer Dist: Inspected By: Inspected By: Inspected By: X* '- <§r w CB023282 PATELL RES/ SFR 5986 SF LIV 741 SF GAR., 904 SF DECK, 1304 SF PATIOS 1280 HOOVER ST NA Phone: Water Dlst: Date Inspected: Date Inspected: Date Inspected: Lite Fire Date: 01/14/2004 Permit Type: RESDNTL Sub Type: SFD Lot: 0 \l , (^ , * Approved: Disapproved: Approved: Disapproved: Approved: Disapproved: L MhYtfl tTA*S5#^\i ^* Comments: city si email final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fir "^RW- Plan Check #: Date: Permit #: CB023282 Project Name: PATELL RES/ SFR 5986 SF LIV 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Address: 1280 HOOVER ST Lot: 0 Contact Person: NA Phone: Sewer Dist: Water Dist: Subtype: SFD Inspected Bv: f&fdJ /i Inspected By: Inspected Bv: Comments: Date . , ~2/&S£ s Inspected: //L?^/vw Approved:^""" Date Inspected: Apo roved: Date Inspected: Approved: Disapproved: Disapproved: Disapproved: City of Carlsbad Bldg Inspection Request For: 02/11/2004 Permit* CB023282 Title: PATELL RES/SFR 5986 SF LIV Description: 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Inspector Assignment: PY Type: RESDNTL Sub Type: $FD Job Address: 1280 HOOVER ST Suite: Lot 0 Location: APPLICANT PEGRAMIER Owner: Remarks: Phone: 7602148558 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: SHANTU Entered By: CHRISTINE Act Comment Associated PCRs/CVs PCR02317 ISSUED PATELRES-REVISE @ EASTREAR; WALL PCR03045 ISSUED PATEL RES-MOVE FAM RM WALL 5FT; W/STRUCT CHANGES PCR03058 ISSUED PATEL RES-MOVE FIREPLACE; REVISE SHEAR WALL,&FLOOR JOIST CONNECTION PCR03210 ISSUED PATEL RES-ADD 390 SF RETAIN; WALL TO SUPPORT FULL LENGTH OF DRIVEWAY Inspection History Date Description Act 01/29/2004 89 Final Combo CO 01/14/2004 89 Final Combo CO 34 Rough Electric WC PY 39 Final Electrical PA PY 23 Gas/Test/Repairs AP PY WC PY AP PY AP PY AP PY WC PY AP PY AP PY WC PY 12/16/2003 12/16/2003 12/04/2003 12/04/2003 09/22/2003 09/22/2003 09/11/2003 09/09/2003 09/09/2003 09/05/2003 09/05/2003 Insp Comments PY SEE NOTICE ATTACHED RB STOP TOO MUCH NR - SEE NOTICE EMR 29 Final Plumbing 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 16 Insulation 24 Rough/Topout 34 Rough Electric 14 Frame/Steel/Bolting/Welding 18 Exterior Lath/Drywall City of Carlsbad Bldg Inspection Request For: 01/14/2004 Permit* CB023282 Title: PATELL RES/ SFR 5986 SF LIV Description: 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Inspector Assignment: PY 1280 HOOVER ST Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT PEGRAMIER Owner: Remarks: Sub Type: SFD Phone: Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: NA Entered By: CHRISTINE Act Comment Associated PCRs/CVs PCR02317 ISSUED PATELRES-REVISE @ EASTREAR; WALL PCR03045 ISSUED PATEL RES-MOVE FAM RM WALL 5FT; W/STRUCT CHANGES PCR03058 ISSUED PATEL RES-MOVE FIREPLACE; REVISE SHEAR WALU&FLOOR JOIST CONNECTION PCR03210 ISSUED PATEL RES-ADD 390 SF RETAIN; WALL TO SUPPORT FULL LENGTH OF DRIVEWAY Inspection History Date Description Act Insp Comments 12/16/2003 34 Rough Electric WC PY 12/16/2003 39 Final Electrical PA PY EMR 12/04/2003 23 Gas/Test/Repairs 12/04/2003 29 Final Plumbing 09/22/2003 17 Interior Lath/Drywall 09/22/2003 18 Exterior Lath/Drywall 09/11/2003 16 Insulation 09/09/2003 24 Rough/Topout 09/09/2003 34 Rough Electric 09/05/2003 14 Frame/Steel/Bolting/Welding 09/05/2003 18 Exterior Lath/Drywall 09/05/2003 34 Rough Electric 09/05/2003 44 Rough/Ducts/Dampers Act WC PA AP WC AP AP AP WC AP AP WC AP AP PY PY PY PY PY PY PY PY PY PY PY City of Carlsbad Bldg Inspection Request For: 12/16/2003 Permit* CB023282 Title: PATELL RES/ SFR 5986 SF LIV Description: 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Inspector Assignment: PY 1280 HOOVER ST Lot Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: APPLICANT PEGRAMIER Owner: Remarks: PRELIM FINAL ELECTRIC Phone: Inspector: Total Time:Requested By: NA Entered By: CHRISTINE CD Description 34 Rough Electric 39 Final Electrical Act Comment H Associated PCRs/CVs PCR02317 ISSUED PATELRES-REVISE ® EASTREAR; WALL PCR03045 ISSUED PATEL RES-MOVE FAM RM WALL 5FT; W/STRUCT CHANGES PCR03058 ISSUED PATEL RES-MOVE FIREPLACE; REVISE SHEAR WALL,&FLOOR JOIST CONNECTION PCR03210 ISSUED PATEL RES-ADD 390 SF RETAIN; WALL TO SUPPORT FULL LENGTH OF DRIVEWAY Inspection History Date Description Act Insp Comments 12/04/2003 23 Gas/Test/Repairs AP PY 12/04/2003 29 Final Plumbing WC PY 09/22/2003 17 Interior Lath/Drywall AP PY 09/22/2003 18 Exterior Lath/Drywall AP PY 09/11/2003 16 Insulation AP PY 09/09/2003 24 Rougn/Topout WC PY 09/09/2003 34 Rough Electric AP PY 09/05/2003 14 Frame/Steel/Bolting/Welding AP PY 09/05/2003 18 Exterior Lath/Drywall WC PY 09/05/2003 34 Rough Electric AP PY 09/05/2003 44 Rough/Ducts/Dampers AP PY 09/04/2003 18 Exterior Lath/Drywall NS PY 08/29/2003 13 Shear Panels/HD's CO RB 08/29/2003 84 Rough Combo CO RB 08/25/2003 16 Insulation PA PY 08/14/2003 22 Sewer/Water Service AP PY 08/06/2003 22 Sewer/Water Service - AP PY NO SIGN OFF OF SHR INSP SEE ATTACHED NOTICE WATER SERVICE UNSCHEDULED BUILDING INSPECTION r>ATP T~ - ~ INSPECTOR PERMIT # _Cz&£2^&?~ ~~ PLAN CHECK '# JOB Apr>ppgg-7 DESCRIPTION __ CODE DESCRIPTION ACT COMMENTS City of Carlsbad Bldg Inspection Request For 06/25/2003 Permit* CB023282 Title: PATELL RES/ SFR 5986 SF LIV Description: 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Inspector Assignment: PY 1280 HOOVER ST Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT PEGRAMIER Owner: Remarks: Sub Type: SFD Phone: 9498421129 Inspector: Total Time:Requested By: RANDY Entered By: CHRISTINE CD Description 13 Shear Panel s/HD's 15 Roof/Reroof Associated PCRs/CVs PCR02317 ISSUED PATEL RES-REVISE @ EAST REAR; WALL PCR03045 ISSUED PATEL RES-MOVE FAM RM WALL 5FT; W/STRUCT CHANGES PCR03058 PENDING PATEL RES-MOVE FIREPLACE; REVISE SHEAR WALU&FLOOR JOIST CONNECTION Inspection History Comments POST FTG & GRADE BEAM SEE NOTICE ATTACHED EXTERIOR PAD FTGS FLOOR NAILING Date 06/24/2003 06/04/2003 06/04/2003 05/28/2003 05/28/2003 05/20/2003 05/19/2003 05/19/2003 04/22/2003 04/21/2003 04/16/2003 04/16/2003 03/26/2003 03/19/2003 03/19/2003 03/13/2003 Description 83 11 12 11 12 11 13 14 11 11 11 12 11 21 24 21 Roof Sheathing/Ext Shear Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Shear Panels/HD's Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Underground/Under Floor Rough/Topout Underground/Under Floor Act NR AP AP CO CO PA we PA AP AP NR NR PA AP we PA Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY 03/11/2003 11 Ftg/Foundation/Piers PA PY 4 HDS & 2 PAD FTGS ALL EXCEPT BOTH REAR GARAGE & LAUNDRY & BATH OVER GARAGE 6 FTG & 3 HDS j-t > CITY OF CARLSBAD NOTICE (760) 602-2700 1635 FARADAY AVENUE •*" LOCATION (2 8*> PERMIT NO. FOR INSPECTION CALL(760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTljfeff INFORMATIQNjCONTACT /«. YES PHONE -DING INSPiCTOF CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 05/28/2003 Permit* CB023282 Title: PATELL RES/ SFR 5986 SF LIV Description: 741 SF GAR., 904 SF DECK, 1304 SF PATIOS Inspector Assignment: PY Sub Type: SFD 1280 HOOVER ST Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT PEGRAMIER Owner: Remarks: GRADE BEAM INSPECTION Phone: 9493700864 Inspector: Total Time:Requested By: NA Entered By: CHRISTINE CD Description 11 Ftg/Foundation/Piers 12 Steel/Bond Beam Act Comment Associated PCRs/CVs PCR02317 ISSUED PATEL RES-REVISE @ EAST REAR; WALL PCR03045 ISSUED PATEL RES-MOVE FAM RM WALL 5FT; W/STRUCT CHANGES PCR03058 PENDING PATEL RES-MOVE FIREPLACE; REVISE SHEAR WALU&FLOOR JOIST CONNECTION Inspection History Comments EXTERIOR PAD FTGS FLOOR NAILING Date 05/20/2003 05/19/2003 05/19/2003 04/22/2003 04/21/2003 04/16/2003 04/16/2003 03/26/2003 03/19/2003 03/19/2003 03/13/2003 03/1 1/2003 03/11/2003 03/04/2003 Description 11 13 14 11 11 11 12 11 21 24 21 11 11 12 Ftg/Foundation/Piers Shear Panels/HD's Fram e/Steel/Bolting/Weld ing Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Underground/Under Floor Rough/Topout Underground/Under Floor Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Act PA we PA AP AP NR NR PA AP we PA PA PA CO Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY 4 HDS & 2 PAD FTGS ALL EXCEPT BOTH REAR GARAGE & LAUNDRY & BATH OVER GARAGE 6 FTG & 3 HDS NOTED ON S-1 REMOVE CMU - NEED SPECIAL INSPECTION 3000 PSI CONCRETE CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME. LOCATION PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER EsGil Corporation In Partners/up witk government for Quitting Safety DATE: December 13, 2002 Q ARPUOANT "JURIS. JURISDICTION: Carlsbad CTPOTTREVIEWER Q FILE PLAN CHECK NO.: O2-3282 SET: II PROJECT ADDRESS: 1280 Hoover Street PROJECT NAME: SFD for Patel 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. The applicant's copy of the check list has been sent to: Peg Ramier P.O.Box 848, Oceanside, CA 92049 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: Peg Telephone #: (760) 433-1785 Date contacted:!? I 'uYojt (by: f*v) Fax #:2810 Mail -'Telephone Fax<-/ In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/9/02 tmsmU.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad 02-3282 December 13, 2002 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 02-3282 PROJECT ADDRESS: 128O Hoover Street SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 12/9/02 December 13, 2002 REVIEWED BY: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit(please see correction # 1 below) new sets of prints to: JURISDICTION B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad O2-3282 December 13, 2002 • 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked when all the items below are met. 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). This will be checked when all the items below are met. • EXITS, STAIRWAYS, AND RAILINGS 10. Provide details of winding stairway complying with Section 1003.3.3.8.2: Please see the main stairs. a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. • MISCELLANEOUS 25. Please submit calculations for the floor beams and joists for the deck leading to the spiral stair. Please show how the same deck would be laterally supported. Please submit analysis. a) The recommended 6X10 is not reflected on the plans. b) It is not clear how the tributary lateral load would be transferred to wall A with out any drag connectors. c) The analysis for the lateral support addressed only the X-X direction but no Y-Y direction. 26. Please have the design engineer review and sign the truss layout. Carlsbad O2-3282 December 13, 20O2 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q 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 Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In <Partncrsfiip vtitfi. government for Quitting Safety DATE: November 12, 2002 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 02-3282 SET: I PROJECT ADDRESS: 1280 Hoover Street PROJECT NAME: SFD for Patel 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: Peg Ramier P.O.Box 848, Oceanside, CA 92049 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: Peg Telephone #: (760) 433-1785 Date contacted: 1t ] 13/0 u (by: H*^) Fax #: 2810 Mail-^ Telephone -^ Fax S |n Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/31/02 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad 02-3282 November 12, 2002 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 02-3282 JURISDICTION: Carlsbad PROJECT ADDRESS: 128O Hoover Street FLOOR AREA: 6727 SQ. FT. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: November 12, 2002 STORIES: TWO HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/31/02 PLAN REVIEWER: Bert Domingo 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 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed UP the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O2-3282 November 12, 2O02 • 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 4. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • FIELD WELDING • HIGH-STRENGTH BOLTS • DESIGNER-SPECIFIED • OTHER 5. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Carlsbad 02-3282 November 12, 2002 6. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." • GENERAL RESIDENTIAL REQUIREMENTS 7. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Doors and enclosures for showers where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. • EXITS, STAIRWAYS, AND RAILINGS 8. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Please submit calculations. b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 9. Handrails (Section 1003.3.3.6): a) Ends of handrails shall be returned or shall have rounded terminations or bends. 10. Provide details of winding stairway complying with Section 1003.3.3.8.2: a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. Carlsbad 02-3282 November 12, 2002 11. Provide spiral stairway details, per Section 1003.3.3.8.3: a) Minimum run is 7-1/2 inches measured at a point 12 inches from where the treads are the narrowest. b) Maximum rise is 9-1/2 inches. Maximum clear opening between risers is 4 inches. c) Minimum headroom is 6 feet 6 inches. d) The tread must provide a clear walking area measuring at least 26 inches from the outer edge of the supporting column to the inner edge of the handrail. 12. Provide I.C.B.O. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note that the stairway fabrication plans shall be submitted to and approved by the building official prior to installation. • FOUNDATION REQUIREMENTS 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. • FRAMING 14. Show or note fire stops at the following locations per Section 708.2.1: a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal; b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c) In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; d) In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. e) At openings between attic spaces and chimney chases for factory-built chimneys. 15. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Carlsbad O2-3282 November 12, 2002 • MECHANICAL (UNIFORM MECHANICAL CODE) 16. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with (two) 90° elbows. UMC Section 504.2.2. • ENERGY CONSERVATION 17. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." 18. Please show on the sections the R value of the insulation of the floor. 19. Please have the owner/designer sign the space provided for on the CF-1R form. • MISCELLANEOUS 20. Please show detail how the laundry chutes would comply to section 711.6 of the 97 UBC. 21. Please submit documentation for the ICBO NER 409 for the fireplaces. 22. It seems that the referenced details G, H and 1/A9 on sheet A-6 is not compatible. 23. Please show detail 25A/S5 as cross referenced on sheet S-2. 24. Per roof diagram on the calculations, a drag truss seems being proposed to frame 1 but not shown on the framing plan. 25. Please submit calculations for the floor beams and joists for the deck leading to the spiral stair. Please show how the same deck would be laterally supported. Please submit analysis. Carlsbad 02-3282 November 12, 20O2 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a 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 Bert Domingo at Esgil Corporation. Thank you. Carlsbad O2-3282 November 12, 2002 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I. as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. & Signature H*ra Signed 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection Q Field Welding Structural Concrete Over 2500 PSI D High Strength Bolting Prestressed Concrete Q Expansion/Epoxy Anchors Structural Masonry Q Sprayed-On Fireproofing Designer Specified D Other •—iccD 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad O2-3282 November 12, 2O02 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 02-3282 PREPARED BY: Bert Domingo DATE: November 12, 2002 BUILDING ADDRESS: 1280 Hoover Street BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION City estimate House Garage Decks Patio Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 5986 741 904 1304 cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 542,686 542,686 $1,890.79 Man Check Fee by Ordinance Type of Review: D Repetitive Fee Repeats Complete Review D Other r-i Hourly Structural Only Hour* Esgll Plan Review Fee $1,229.01 $1,058.84 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad ^ V^^V^MHm^^^Hi^^H^^B^VMM^^HP^^^MBI^^B^B^^HiPublic Works -- Engineering DATE: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: EST. VALUE: 3*13 ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittaf; 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 see Xhe\ attached report of deficiencies marked with/D-yMake necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By:ate:/ - FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: Ni' ATTACHMENTS Q Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application U Grading Submittal Checklist D Right-of-Way Permit Application Q Right-of-Way Permit Submittal Checklist and Information Sheet HI Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: TANIYA BARROWS City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad, CA 92008 Phone: (760) 602-2773 CFD INFORMATION Parcel Map No: 'pXl Lots: •Recordation: Carlsbad Tract: 1635 Faraday Avenue " Carlsbad, CA 92OO8-7314 • (760) 6O2-2720 • FAX (760) 602-8562 F:WJILDING PLANCHECK CKLST FORM.doc A Rn. 7/14/00 BUILDING PLANCHECK CHECKLIST D SITE PLAN — 0^ D 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements 2. Show on site plan: F. Right-of-Way Width & Adjacent Streets G Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service 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 F:\BUILOING PLANCHECK CKLST FORM.** BUILDING PLANCHECK CHECKLIST A ST oND «RD & n CO? D DISCRETIONARY APPROVAL COMPLIANCE 4a. Project doesjiot comply with the following Engineering Conditions of approval for Project D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D 5- Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15.000 . pursuant to Carlsbad Municipal Code Section 18.40.030, Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" 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: n IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 75,000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:«JILDING PLANCHECK CKLST FORhLdOC Rn. II WOO BUILDING PLANCHECK CHECKLIST .si RD D nan nan 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 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 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 adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:\BUILDING PLANCHECK CKLST FORM.doc RW. 7/14/00 ST,. D D RD D 3 D D 8. BUILDING PLANCHECK CHECKLIST 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are Dt limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: D D D D D D 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 Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 11. a^Required fees are attached Q No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. FWJILHNG PLANCHECK CKLST FORM.doc iST ,ND 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). Atypical 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 provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled T, and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water FmHLEHNO PIANCHECK CKLST FORM-doC R*r. 7/14/00 BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. D D D 12c. Irrigation Use (where recycled water is available) these irrigation D 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: FABUIUMNG PLANCHECK CKLST FORM.doc D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. 4rtn(l£CAddress: Prepared bv:Date: / Bidg. Permit No. Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: <5f"ft\ _ Sq. Ft./Units: i Types of Use: _ Sq. Ft/Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: &F$} Sq. FtVUnits: t Types of Use: Sq. FtVUnits: EDU's: EDU's: ADT's:. ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) •1.PARK-IN-LIEUFEE FEE/UNIT: (_ PARK AREA & #: X NO. UNITS:=$. . TRAFFIC IMPACT FEE ADTs/UNITS:FEE/ADT: 0 3. BRIDGE AND THOROUGHFARE FEE ADTs/UNITS: O"4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: * n *• '5. SEWER FEE EDU's: 1 BENEFIT AREA: EDU's: *- 6. SEWER LATERAL ($2,500) -7. DRAINAGE FEES PLDA rb ACRES: » S"O (DIST.#1 DIST. #2 DIST. #3 ) X FEE/ADT: =$ — ZONE: X FEE/SQ.FT./UNIT: =$ — X FEE/EDU: (f&$® _j <7~Ql@O X FEE/EDU: - =$ _* : HIGH /LOW ^^ X FEE/AC: 3Wf -$ $*" 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWAFEE IRRIGATION F:\FEE CALCULATION WORKSHEET.doc 1 of 2 Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 '02/05/2003 09:12 FAX 7604384178 vit t a 01 ORACNNO INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR; PROJECT Vt0l>*t .GRADING PERMIT HQ IOTS REQUESTED FOR RELEASE N/A- NOT APPLICABLE 0 » INCOMPLETE OR UNACCEPTABLE 1st 2nd. 1. Site access to requested lots adequate and togtesJy grouped. 2. Site erosion control measures adequate. 3. Overall site adequate fer health, safety and vwttam of pubfc 4. Letter of request for partial release submitted. 5. 8;VX11"stteplafl(attadimgnt)*h^ 6. Compaction report from sons engineer submitted. 7. EnglnevofWofkcertfflcattanofw^ 8. Geologic engineer's feller fr unusual geologic or subsurface conditions exist 9. Project conditions of approval checked far oonfWs. 10. weather roads access to she. Partal release; of grading tor the above slated Ids to approvsd for tie purposa df buHbiQ pemrit issuance. Issuance of butting permits is tU subjact to al nonnaj Gty rsqUratnenH laquirad pursuant to the fauMhg permit process. O PartW release of Ihe site b denied fer the fbBowIng reasons,- Protect Inspector Date Conctniction Manager Dale J c\l '••3-jfi o B.D n ^v m)n n^-x PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner APN: Address Phone (&&) 438 -1T&1, extensioi Type of Project & Use: /•*fc j ——— ZoningiO" r/5<PP General Plan: Net Project Density: Facilities Management Zone: DU/AC CFD (in/out) #_ Circle One Date of participation:Remaining net dev acres: {For non-residential development: Type of land used created by this permit: } Legend:X 'tern Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES )( NO TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES Y NO _ TYPE APPROVAL/RESO. NO. 5Z53 DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:^ C f SL [J l~1 Coastal Zone Assessment/Compliance VProject site located in Coastal Zone? YES /* CA Coastal Commission Authority? YES NO. NO If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; <619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: YES NO 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. n n n n Inclusionary Housing Fee required: YES (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!). 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. CD HH O 2. Provide legal description of property and assessor's parcel number. Zoning: GO 1. Setbacks: Front: Interior Side: Street Side: Rear: Required Required Required Required Shown Shown Shown Shown CD CH CD 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required Shown Shown Shown Shown Shown Q 3. Lot Coverage:Required Shown D D *- Height:Required Shown CD CD CD 5. Parking: Spaces Required Guest Spaces Required CD CD CD Additional Comments, Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER f . ^ T i 1 & •"v t * T72L>'*Jinr^/ **t~4"Tu* -hr-> BY DATE SH. 7 OF ^ no* t 7 I A T 1 •v 0*71 SH. or y M # <? £ S ™***0s & Company Designer Job Number HOP Engineering HITESH PATEL 2001-27 Frame Line A, Patel Res December 4, 2002 11:36 AM AChecked By: <J Global Steel Code Include Shear Deformation Redesign Sections Materials (General) AISC 9th Edition ASD Yes Yes Material Label Young's Modulus (Ksi) Shear Modulus (Ksi) Poisson's Ratio Thermal Coef. (per10A5F) Weight Density (K/ffS) Yield Stress (Ksi) STL 29000 11154 .3 .65 .49 36 Sections Section Label Database Shape Material Label Area (ln)A2 SA SA (0.180) (90,270) I (90,270) (InM) I (0,180) (InM) COL TU5X5X4 STL 4.59 1.2 1.2 16.9 16.9 Joint Coordinates Joint Label ! N1 X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) i 0 0 ",.••"' - i' '. ' Q ?.'.-* [ N3 9 v * . -| -f- ' •" 9 ', • * •' ""32 sj^wjpfc A' 0 "-- 12-Vf*fc&'jC 0 >,<•"". t" --~/0'#*,> ^ -'•'! 0 • '-;:,.' 10 ...V/J* ?>r Boundarv Conditions Joint Label X Translation Y Translation Rotation (K/in) (K/in) (K-ft/rad) i N1 t -. :Reaction Reaction Reaction p:::i*BllD:Jii^i4fi^'rt, i ^^fe^pusaeroH - Reaction -*•- Reaction / Member Data Section End Releases End Offsets Inactive Member Member Label 1 Joint J Joint Rotate Set l-End J-End l-End J-End Code Length (degrees) AVM AVM (In) (In) (Ft) M1 islS&SfiiiBrt'M'iWft -1 '*&";.!"i-".r 'K< K-nRlf* v t*ii^«ibTi!Si-^';W.M- M3 N1 N2 N2 Ip^l^BiEjp' J* t N4 "•^.y COL r^xxit-"^ BEAM ^*^^jr t' t.~*i ': " i'i«&s.a{S^^fc-^1 12 - j*"*^*^H<Ervi^^^ 9 Steel Design / NDS Parameters Member Label Section Set Cb Sway B out in Redesign Criteria Section Set Max Depth fin) Min Depth M Max Width M Min Width Max Code Check Min Code Check RISA-2D Basic Version 5.1a [C:\RISA\2001-27-A.r2d]Pagel Company : HCP Engineering Designer : HITESH PATEL Job Number: 2001-27 Frame Line A, Patel Res December 4, 2002 11:36 AM Checked By: Distributed Load Patterns Pattern Label Direction Start Magnitude (K/ft, F) ! UN1FORMX I Ww&st&M F-'.J: !<>• 5li«- ; f.&i. X i vJYl^Bl'. -1 WtytY.,^f^Mk^^•^^f, End Magnitude (Kffl. F) -1 Start Location End Location (Ftor%) (Ftor%) 0 0 Basic Load Case Data BLC No. \ 1 I 3 Basic Load Case Category Description Code DL i DL Plis^l^i^i^^i^^^'^i^'"'^tllP''S^ EQ • EL Pllf 1PP'*1^WL '••:3:~- '•si*:t'*f : - VUtLMSrfKp^^s5?*^ r*f-i;j*i^p w !•. " : ;;," -..>;% " ; , F - - w,wm*^;^"^'"''> , Category Description Gravity Load Type Totals X Y Nodal Point Dist. Dead Loadr>^ *r Earthquake Load * ; jiSMffiO*.~*?/x~*r^ " , "'" Joint Loads/Enforced Displacements, Cateaorv : EL. BLC 3 . Joint Label N2 ! [L]oad or [Displacement L Direction X 1 ^TS^E-'^??^^"-' :-1 ."' 1,UM -•} •' i EQ Magnitude (K, K-ft, In. rad) Joint Loads/Enforced Displacements. Cateaorv : WL. BLC 4 Joint Label N2 I [L]oad or [Dlisplacement L ' Direction Member Distributed Loads. Cateaorv : DL. Member Label M3 i 1 Joint N2 Member Distributed Loads. Cateaorv : LL. Member Label M3 1 Joint N2 i X BLC1 J Joint N4 BLC 2 J Joint N4 3.2 :IVL Magnitude (K. K-ft, In. rad)i :DL .95 Load Pattern Label Pattern Multiplier UNIFORMY .342 i :LL Load Pattern Label Pattern Multiplier UNIFORMY .51 i toad Combinations Num 1 3 Description D + tliili'H^tf D + L L flVtf/i + E 114 ^i-V - . ,9D + E 5 Env WS ! v y ^;"*!if:y j V ! V V i y 1 v PD CD j i i f 1.2D + .5L + E ! y y «8S'l^ll^v . p|^t>* Envelope Joint Displacements Joint Label N1 *,?%&»S' «*' A ". 'J«^«'-s*^, ** IS L^^N2^ max min max lah."-£tlPg?#P7mm;. X Translate (In) Lc 0.000 1 4 0.861 13^^^^,.^ 1 •4 V 1 f i "•* * 1 KIM:* BLC 1 JfefefA-'l * •MS«'&^ 1 -l^d-'i" • 1 ?S"t^ * ~> Jvi7 5- Factor BLC Factor BLC Factor BLC Factor 1 ' XP+"»?*SsKTf^ JffW*. ^ 1 pH»^^-T^/J 1.2 :#$&$ 2 1 1^220" f.yl , "^^ ^^^^^"^^^^^HSlJft i s^sT > ' r i i1'?1^^ -j?*<= w '^ ^* ^$V"*"*3f!*^*t» 2 1 3 1 ^;'e ;^3 Tf ^ W:«-WifiM • ^*«^* ^ -;*Tf flX*" -*. " » " V,^,'' *'- ' *f*ff .'v^vsr^SflKSP 2 .5 3 1 ;Sts»jr 1" *-\'W;.f?»?.*"* - '^ .*• I' Y Translate Rotate (In) Lc (radians) Lc 0.000 -0.000^ 0.001 4 0.000 4 -0.001 ff^^OE M^^tt&l 5 1 @?v&!lr1 H^ RISA-2D Basic Version 5.1a [C:\RISA\200l-27-A.r2d]Page 2 Company Designer Job Number HOP Engineering HITESH PATEL 2001-27 Frame Line A, Patel Res December 4, 2002 11:36 AM ^ Checked By: Envelope Joint Displacements, (continued) Joint Label N3 X Translate Y Translate Rotate (in) Lc (In) Lc (radians)Lc , max i 0.000 0.000 mir»! ;O.OM N4 max -0.004 0.000 0.001 r- //V Envelope Reactions Joint Label N1 X Force (K)Lc :maxi 0.092 i 1 N3 IpSj-jrjj maxi -0.092 '• 1 Y Force (K)Lc 3.834 Reaction Totals :max 0.000 5.934 7.668 Moment (K-ft) Envelope Drift Report Story Number Joint Label X Direction Drift Lc (In) % of Ht. No Stories Defined... Envelope Redesign Shapes Section Set Member Current Suggested Alternate Shapes Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice COL M2 HSS7X4X2 TU7X4X2 HSS7X5X2 HSS8X4X2 Envelope Member Section Forces Member Label Section RISA-2D Basic Version 5.1a [C:\RISA\2001-27-A.r2d]PageS Company : Designer : Job Number : HOP Engineering HITESH PATEL 2001-27 Frame Line A, Patel Res December 4, 2002 *, 11:36 AM Checked By: ' Envelope Member Section Forces, (continued) Member Label Section Axial 1KL Lc Shear Lc Moment Lc min 0.092 1 -1.407 -10.457 3 I 4i I 5 i max : min :max i min :max min 1.692 0.092 1.692 0.092 1.692 0.092 3 0 .1 1 -2.1 3 ; -1.917 1 -4.017 3 -3.485 3 1 -2.852 -7.889 2.651 3 ! -5.73 4 1 -5.934 i 3 10.185 4 3 4 1 3 0.74 I 1 Envelope Member Stresses Member Label Section Axial (Ksl)Lc Shear (Ksi) Bending top Lc (Ksi) Lc Bending bot (Ksi) Lc Envelope Member Deflections Member Label Section x-Translate (In) Lc y-Translate (In) Lc (n) L/y Ratio Lc M1 1 2 3 4 5 max mm max mm max min max mm max rmin 0 0o -0.001 0 -0.002 0.001 -0.003 0.001 -0.004 1 1 4 1 4 1 4 1 4 1 0 0 0.004 -0.13 0.012 -0.417 0.013 -0.71 0 -0.861 j 1 1 4 1 4 1 4 1 3 NC NC NC 1105.64 NC 345.617 NC 202.811 NC 167.212 4 4 4 3 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-A.r2d]Page 4 Company Designer Job Number HOP Engineering H1TESHPATEL 2001-27 Frame Line A, Patel Res December 4, 2002 11:36 AM Checked By: Envelope Member Deflections, (continued} Member Label Section x-Translate (In) Lc y-Translate (In) Lc (n) L/y Ratio Lc Envelope Member AISCASD 9th Code Checks Member Label Code Chk Loc (Ft) Shear Chk Lc Loc (Ft)Lc Fa (Ksi) Ft (Ksi) Fb fKsi) ASD Eqn. M1 0.545 0.039 21.191 28.793 H2-1 10 M3 0.131 3 ' 0.131 23.784 28.793 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-A.r2d]Pages Company : HOP Engineering Designer : H1TESH PATEL Job Number: 2001-27 Frame Line A, Patel Res December 4,2002 11:37 AM Checked By: II. Reactions. LC6:Conn 2.8H Joint Label X Force Y Force (K) (K) ! N1 -4 444 [ffis^^^ssp^'Csi'i'^: I z i^-icsiB-^" 1 Reaction Totals .' -8.96 Center of Gravity Coords (X,Y) (Ft) : -4.34 Moment (K-m g^Jj7^|^|^^PI^^^i^^^S 3.078 4.5 12 I Member Section Forces. LC6:Conn D + 2.8E /? ~4L0~- Member Label Section Axial M Moment (K-ft) P*'</ &> RISA-2D Basic Version 5.1a [C:\RISA\2001-27-A.r2d]Page 6 Title: Dsgnr: Description: Scope: Job* Date: Pole Embedment in Soil Page 1 I Description: General Information Allow Passive Max Passive Load duration factor Pole is Rectangular Width No Surface Restraint 1 Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 150.00 pcf 1,500.00 pcf 1.000 24.000 in 1,584.00 ft-# 0.00 JJ/= 3.295 ft 165.23 psf 164.73 psf Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral With Surface Restraint.. Req'd Depth Pressure @ Base... Actual Allowable Surface Restraint Force 1 132.00 Ibs 12.000ft o.oo #yft 0.000 ft 0.000 ft 1,584.00 ft* 132.00 Ibs 0.000 ft 0.00 psf 0.00 psf 0.00 Ibs t' (c)1983-97 ENERCALC KW-0601612, V5.0.2,1-Jun-1997, Win32 3- *. /J32- I/ \f. ^s \ \ Company Designer Job Number HOP Engineering HITESHPATEL 2001-27 Frame Line 17, Patel Res December 19, 20025:17 PM Checked By: Global AISC 9th Edition ASD Include Shear Deformation Materials (General} Material Label Young's Modulus Shear Modulus Poisson's Ratio Thermal Coef. fper10A5F) Weight Density (KWVB) Yield Stress (Ks!) STL 29000 11154 .3 .65 .49 36 Sections Section Label Database Shape Material Label Area (ln)A2 SA SA (0.180) (90.270) I (90.270) (lnA4) (0,180) (InM) Joint Coordinates Joint Label X Coordinate (Ft) Boundary Conditions Y Coordinate (Ft) Joint Temperature (F) Joint Label X Translation (K/in) Y Translation (K/in) Rotation (K-ft/rad) Member Data Member Label I Joint J Joint Rotate (degrees) Section Set End Releases l-End J-End AVM AVM End Offsets Inactive Member l-End J-End Code Length (In) (In) (Ft) Steel Design INDS Parameters Member Label Section Set L_comp le~bend 1FJL Cm Redesign Criteria Cb Sway B out in Section Set Max Depth (In) Min Depth (In) Max Width (In) Min Width (In) Max Code Check Min Code Check RISA-2D Basic Version 5.1a [C:\RlSA\20ai-27-17Rev.r2d]Pagel Company Designer Job Number HOP Engineering HITESH PATEL 2001-27 Frame Line 17, Patel Res December 19, 20025:17 PM Checked By: V Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude (K/ft.R Start Location (Ftor%) End Location _(Ftor_%l_ Basic Load Case Data BLC No.Basic Load Case Description Category Code Category Description Gravity X Y Load Type Totals Nodal Point Dist. Joint Loads/Enforced Displacements, Category: EL, BLC 3: EQ Joint Label N2 [L]oad or [Displacement Direction Magnitude (K. K-ft. In. rad) 9.24 Joint Loads/Enforced Displacements. Category: WL. BLC 4: WL Joint Label ! N2 [L]oad or fDlisplacement L • Direction X Magnitude (K, K-ft, In, rad) 8.75 i Member Distributed Loads. Category: PL. BLC 1: PL Member Label 1 Joint J Joint Load Pattern Label Pattern Multiplier M3 N2 N4 UNIFORMY .381 Member Distributed Loads. Category: LL. BLC 2: LL Member Label I Joint I M3 N2 J Joint Load Pattern Label Pattern Multiplier N4 UNIFORMY .24 Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor Envelope Joint Displacements Joint Label X Translate Y Translate Rotate fin) Lc fin) Lc (radians) Lc RISA-2D Basic Version 5.1a [C:\RlSA\2001-27-17Rev.r2d]Page 2 Company : HCP Engineering Designer : HITESH PATEL Job Number: 2001-27 Frame Line 17, Patel Res December 19, 20025:17 PM Checked By: Envelope Joint Displacements, (continued) Joint Label X Translate Y Translate Rotate (In) Lc (In) Lc (radians) Envelope Reactions Envelope Drift Report Story Number Joint Label No Stories Defined... X Direction Drift Lc On) % of Ht. Envelope Redesian Shapes Section Set Member Label Current Choice 1 st Choice Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice Envelope Member Section Forces Member Label Section Axial Lc Lc Moment Lc RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17Rev.r2dj PageS Company Designer Job Number HCP Engineering HITESH PATEL 2001-27 Frame Line 17, Patel Res December 19, 2002 5:17 PM Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear Lc Moment Lc 3 fL 5 (K) min ; 0.035 max : 4.644 min ; 0.035 max i 4.644 min 0.035 max 4.644 min ' 0.035 1 3 1 *j 1 3 1 (K) -10.621 0 -10.921 -0.543 -11.465 -1.087 -12.008 4 1 3 1 3 1 3 (K) -10.074 -0.438 -0.756 9.249 -0.472 19.307 0.241 3 4 3 4 1 3 1 Envelope Member Stresses Member Label Section M1 1 max min 2 max 3 4 5 min max mm max min max min !liii^M&*$ v c ' .' N»1 ii M3 Envelooe M Member Label F«;I;iJII i'^lilPi II3S isi^S 11*1!sii|il sfSii *l&:ilS max raft max fran max s&tfn max mm ttiax ^fhM 1 max 2 mm max mm 3 max min 4 max 5 mm max mm Axial (Ksi) Lc 0.142 1 -1.349 4 0.142 ; 1 -1.349 0.142 -1.349 0.142 -1.349 4 1 4 1 4 0.142 1 -1.349 ^ •VS.07V, .0.^42^ • "*t,57) ;r 0:142 >it*57*;> 0.142, ••'1.§fe'6.142-: 1.5? -• 0,142 0.607 0.005 0.607 0.005 .,»'*£v-,,3;. *'f £3 >1H f*3.a «?*! % •*-| *;3 1 3 1 3 1 0.607 3 0.005 • 1 0.607 3 0.005 1 0.607 3 0.005 1 Shear Bending top Bending bot (Ksi) Lc (Ksi) Lc (Ksi) Lc 1.969 -0.015 1.969 -0.015 4 1 4 0.037 -9.738 0.006 1 -5.594 1.969 4 i -0.025 -0.015 1 -1.461 1.969 -0.015 1.969 -0.015 '•EU63H VO:0tfiS »U63j1 ? (MMS**' •"1*983$ *?<MW»S rS1S98^i1 "' O/.O'tS'^ , • -i' Oft**'• .T.aojS^ ,0.015* 0.464 -4.407 0.232 4 1 4 1 ^»^ Pftftr"1 feSst ^fa!£&$ s4i1 4 1 -4.535 4 2.694 1 4 1 4 1 3 4 -0.056 6.838 -0.087*^at»! ft*&$S!^*^^i i* >j»w**$&§m? f***S^•J&WQBFmmi ^WW^'GLOste 6.838 -0.087 3.621 0.17 0 1 : 0.272 1 4 1 9.738 -0.037 5.594 -0.006 1.461 0,025 0.056 -2.694 0.087 -6.838 1 i ^M 1 ^S ^^ |-i Ji Hi i 4 1 4 1 3 1 1 4 1 4 ^SttjjPW: I %ii tet$i iS*jfte^MJ 4^: t&Ss^. 1 3 1 3 -4.663 3 0.158 4 -0.232 1 -4.895 3 -0.464 1 i -5.127 3 0.17 -3.324 -0.087 -6.939 1 4 1 3 0.087 -6.838 -0.17 -3.621 -0.158 -0.272 3.324 -0.17 6.939 0.087 1 4 1 3 4 3 4 1 3 1 ember Deflections Section x-Translate Lc y-Translate Lc (n) L/y Ratio Lc (In) (In) M1 1 2 3 4 5 max mm max mm max mm max mm max min 0 0 0.001o 0.003 0 0.004 0 0.006 -0.001 11 4 1 A 1 4 1 4 1 0 0 0 -0.027 0 -0.081 0 -0.144 0 -0.192 1 1•i 4 1 4 1 4 1 3 NC NC NC 4525.165 NC 1473.309 NC 834.813 NC 623.837 4 4 4 3 R1SA-2D Basic Version 5.1a [C:\RISA\2001-27-17Rev.r2d]Page 4 Company : HOP Engineering Designer : HITESH PATEL Job Number: 2001-27 Frame Line 17, Patel Res December 19, 2002 5:17 PM Checked By: Envelope Member Deflections, (continued} Member Label Section x-Translate Lc y-Translate Lc (n) Uy Ratio |_c (In) (In) Envelope Member AISC ASP 9th Code Checks Member Label CodeChk ASD Eqn. RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17Rev.r2d]PageS Company : HOP Engineering Designer : HITESHPATEL Job Number: 2001-27 Frame Line 17, Patel Res December 19, 2002 5:18 PM Checked By: Reactions. LC 6 ; Conn D + 2.8E Joint Label Center of Gravity Coords (X.Y) (Ft) :1.75 Moment (K-ft) 10 Member Section Forces. LC 6: Conn D + 2.8E Member Label Section Moment (K-ft) K ./- RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17Rev.r2d]Page 6 HCP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, CA 92882-3168 Ph: (909)738-0840 Fax: (909)738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) o FOR Dr. Shantu Patel 2858 Columbia Drive Oceanside, CA 92056 j)//z LOADS (psf): ROOF LOADS: D.L. LL ROOFING SHEATHING FRAMING MISC. CEILING TOTAL ' CEILING LOADS D.L. FRAMING CEIUNG MISC. L.L. psf \ BUILT-UP ^x. 4.0 ^2^3.0 2.0 11.0 3.0 14.0 ^*"20.0 ^ 34.0 BUILT UP w/ Mech. 4.0 2.0 \3.0 5.J) ^^^^ 17.0 20.0 37.0 ASPH. SHINGLES^ 4.0 ^^ 2.0^^^ -^2.0 11.0x13/12= 11.9 3.0 \^^ 14.9 ^^-^ 16.0 ~3fc8 CONG. TILES 10.0 2.0 3.0 2.0 17.0x13/12= 18.4 3.0 3.0 21.4 16.0 37.4 2.0 2.2 0.8 5.0 psf 10.0 psf TOTAL J 15.0 psf FLOOR LOADS: D.L. SHEATHING FRAMING CEILING MISC LL. PRIVATE BALCONY PUBLIC BALCONY 2.0 3.0 3.0 1.0 9.0 psf 40.0 psf 60.0 psf 100.0 psf DESIGN CRITERIA: U.B.C.: 1997 Concrete: F'c = 2,500 pst, u.n.o. Fy = 40 ksi, #3 & #4 Fy = 60ksi,#5to#11 Design Method AC11989 Wood: ^Studs, Joist, Plates No. 2, D.F. Beams 4x No. 2.0.F. Beams 6x or larger No. 1, D.F. GLB 24F-V8 (V10)» Steel: Bolts A307, u.n.o. Design Method . AISC 1989 Fb = 900 psi R> = 1350 psi Fb = 1350 psi Structural LoacteTatM SHEAR WALL SCHEDULE Typeo 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Description 1/2" GWD w/ 5d coder nails at 7" o.c edges and field 5/8" GWD w/ 6d cooler nails at 7" o.c. edges and field 1/2" GWO w/ 5d cooler nails at 4" o.c edges and field 5/8" GWD w/ 6d cooler nails at 4" o.c edges and field 1/2" GWD blocked w/ 5d cooler nails at 4" o.c edges and field 5/8" GWD blocked w/ 6d cooler nails at 4" o.c edges and field (2) layers 5/8" GWD blocked w/ 6d cooler nails at 9" o.c. edges and field at base layer, 8d cooler nails at 7" o.c. edges and field at face layer 7/8" stucco over paper-backed lath w/ 16ga. x 7/8" staoles at 6* o.c. throuahout 3/8" CD or CC ply'wd w/ 8d at 6" o.c. edges and 12" field f 3/8" CD or CC ply'wd w/ 8d at 4" o.c. edges and 12" field 3/8" CD or CC ply'wd w/ 8d at 3" o.c. edges and 12" field 3/8" CD or CC ply'wd w/ 8d at 2" o.c. edges and 12" field 15/32" CD or CC ply'wd w/ 10d at 2" o.c. edaes and 12" field 19/32" CD or CC ply'wd w/ 10d at 2" o.c. edaes and 12" field • Capacity (#/«) 50 58 63 73 75 88 125 180 260 360 490 640 770 870 Anchor Bolt Size 5/8" 5/8" 5/8' 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" Anchor Bolt Spacing 2x Sill Plate 48" 48" 48" 48" 48" 48" 48" 42" 24" 12" 10" N/A N/A N/A 3xSill Plate 48" 48" 48" 48" 48" 48" 48" 48" 46" 32" 25" 19" 15" 14" Special Notes 1 1 2 2 2 SPECIAL NOTES: 1) If 2x sill plates maybe used. 3x studs shall be used at all framing members receiving edge nailing from abutting panels. 2) Use 3x sill plates and 3x studs at all framing members receiving edge nailing from abutting panels. TYPICAL NOTES: a) Framing members shall be Douglas Fir. b) Where plywood is applied on both faces of wall ond nailing is less than 6" o.c., panel joints shall be offset to fall on different framing members, or framing shall be 3x or thicker, nails on each side shall be staggered, sill plates shall be 3x members. c) Framing at adjoining panel edges shall be 3x or thicker and nails shall be staggered where spaced at 2" o.c. d) Plywood joint and sill plate nailing shall be staggered in all cases. e) Plywood panels shall be installed vertical. f) Noils shall be spaced at 12" o.c. along intermediate framing members. g) Nails shall be common or galvanized box. Galvanized noils shall be hot-dipped or tumbled. h) Anchor bolts shall be installed a minimum of 4 3/8" and a maximum of 12" from plate ends. A minimum of two (2) bolts per plate. A 2"x2"x3/16" washer shall be tightened on each bolt to the plate. Anchor bolts shall be embeded a minimum of 7" into first pour. i) All plywood panel edges shall be blocked. j) Provide plywood end nailing to all holdown posts. s V? IV K ^ V. [ I -& V TQ V n n n n n .23)- /XT *••- r 1 L 2°°1-27 T 14" TJIO/L65 JOIST @ 1 6.0" o/c BEAMUSA 1001 OWO&2001 1:58:56 PM ilofl Build Coda: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTE L J -24'- Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 live at 1 00% duration, 27 Dead, 0 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Pointflbs.) Floor(1.00) 0 150 6' Adds to Wall Load BEAR,NG REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Plate 5.50" 5.5" Lett Face 640/546/1186 TJK» Blocking Panel 2 2x6 Plate 5.50" 5.5" Right Face 640 / 468 / 11 08 TJft Blocking Panel LOCATION ANALYSIS: USER LOCATION "X" (HOR1Z.) DIMENSION COMMENT 1 0 DESIGN CONTROLS: LOCATION LL end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(U_: L/480, TLU240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Trus Joist maximum bearing length controls reaction capacity. Limits: End supports, 3.5". Intermediate supports, 525". ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Commercial product listed above. MAXIMUM Shear(lb) ReactionQb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) 1152 1152 6466 DESIGN CONTROL CONTROL 1145 1152 6466 0.503 0.907 2125 Passed(54%) 1885 Passed(61%) 7961 Passed(81%) 0.581 Passed(U555) 1.163 Passed(U308) PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: HCP Engineering Hitesh Patel 2466 Redrock Drive, Corona, CA 92882 909-738-0840 CopyrtgM O 2000 fay Trus Joist. A Weyvtmusar Bustnsss. TJW is a ragMarad tradsmwlc of Trus Jotst. C:\TJBEAM\NA\20Q1 -27-t]1 .bm TJ-Pro™ and TJ-Bsam™ are trademarks of Trus Joist 2001-27 TJI Floor Joist FJ:£. ?J-B«.m™ V5.45 &W Number 700000246S 14" TJI®/L65 JOIST @ 16.0" O/C BEAMUSA 1001 06/06/7001 2:00:33 PM /^ Page1oT2 BuiM Code: 124 > THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension * 32* I 1 -24'-4' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 27 Dead, 0 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Pointflbs.) Roof(1.25) 340 655 0 Adds to Roof Load Point(lbs.) Roof(1.25) 340 655 32' Adds to Roof Load Point(lbs.) Floor(1.00) 0 150 14' Adds to Wall Load SUPPORTS: 1 2x6 Plate 2 2x6 Plate INPUT WIDTH 5.50" 5.50" BEARING LENGTH 5.5" 5.5" JUSTIFICATION Left Face Right Face REACTIONS(lbs.) LIVE/ DEAD/ TOTAL 1275/1319/2593 1275/1293/2568 DETAIL OTHER TJH> Blocking Panel TJI® Blocking Panel COMMENT LOCATION ANALYSIS: USER LOCATION "X" (HORIZ.) DIMENSION 1 0 * DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 1221 1085 2125 Passed(51%) Reaction(lb) 2593 2192 3395 Passed(65%) Moment(ft-lb) 5007 5007 9952 Passed(50%) Live Defl.(in) 0.528 0.589 Passed(L/536) Total Defl.(in) 0.393 0.423 Passed(2L7258) TJ-Pro Rating 46 25 Passed LOCATION Lt. end Span 1 under Floor ADJACENT span loading Bearing 1 under Floor ADJACENT span loading RL end Span 1 under Roof ALTERNATE span loading MID Span 1 under Roof ALTERNATE span loading Rt. Overhang under Roof ALTERNATE span loading Spanl - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(U_: L/480, TLU240). Additional checks follow. - Left overhang(LL: 2L/360, TL2U240); Right overhang(LL: 2L/360, TL2U240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2* 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The load conditions considered in this design include alternate and adjacent member skip loading. - Trus Joist maximum bearing length controls reaction capacity. Limits: End supports, 3.5". Intermediate supports, 5.25". TJ-Pro™ RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 3/4 OSB decking with a poured flooring overlay (overlay will not change results of the rating analysis). The controlling span is supported by walls. Additional considerations for this rating include: TJI blocking with end blocks (10' oc max); Ceiling - Direct Applied =>1/2" thick gypsum; perpendicular partitions. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.10 PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: HOP Engineering HiteshPatel 2466 Redrock Drive, Corona, CA 92882 909-738-0840 Copyright O 2000 by Trus Jo*, A WaywttaauMr Business. TJ» to a ragMarad trademark of Tn» Jotot C:\TJBEAM\NA\2Q01 -ZMJ2.bm TJ-Pro™ and TJ-Bwm1" n trademula of Tim JoM. 2001-27 TJI Floor Joist FJJ Tl-Beam™ v545 MWNMr7000002465 11 -875" TJKSVL65 JOIST @ 16.0" O/C BEAMUSA 1001 06/06/2001 2:05.10PM Page 1 of 2 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED m -14*- Product Diagram ts Conceptual. Analysis for Joist Member Supporting FLOOR - RES. Application. Loadsfpsf): 40 Live at 100% duration, 27 Dead, 0 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(I.OO) 0 150 5' Adds to Wall Load $gPPQRTS: |NpUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LJVE/DEAD/TOTAL DETAIL OTHER 1 2x4 Plate 3.50" 3.5" Left Face 373 / 349 / 722 TJI® Blocking Panel 2 2x4Plate 3.50" 3.5" RightFace 373/305/678 TJI® Blocking Panel LOCATION ANALYSIS: USER LOCATION "X" (HORIZ.) DIMENSION COMMENT 1 0 DESIGN CONTROLS: MAX Shear(lb) Reaction(lb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) TJ-Pro Rating JMUM DESIGN CONfROL 704 704 2435 696 704 2435 0.096 0.189 65 1925 1885 6510 0.453 0.679 25 CONTROL Passed(36%) Passed(37%) Passed(37%) Passed (L/999-f) Passed(U862) Passed LOCATION Lt end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Spanl - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL U360, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2"8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro™ RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 3/4 OSB decking with a poured flooring overlay (overlay will not change results of the rating analysis). The controlling span is supported by walls. Additional considerations for this rating include: TJI blocking with end blocks (10' oc max); Ceiling - Direct Applied ->1/2" thick gypsum; perpendicular partitions. A structural analysts of the deck has not been performed by the program. Comparison Value: 2.03 PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: HCP Engineering HiteshPatel 2466 Redrock Drive, Corona, CA 92882 909-738-0840 CopyrfgMO 2000 by TrasJofrt, A Woywhaeusv Business. TJ»is a ngtotasd trademark of Trui Joist. C:\TJBEAM\NA\2001 -27-1]3.bm Tj-Pro™ and TJ-Beam™ ar* trademarks of Tius Jotat /gy.<^/£* /=>-- " . * if / L £ 3 j£. - «* /fffo-t) \ J . "-7.7-7< 7.0 2 tS&^_^ -W-V^ */ fr.S 02 .f if vs 4 4 Company : Designer : Job Number : HOP Engineering Hitesh Patel 2001-27 2001-27 - frame wall 1 October 7, 2002^ ' ' 3:39 PM , Checked By: f° Global Steel Code AISC 9th Edition ASD Alk»»abteSlile^ increase Factor CASlF) 41.333 Include Shear Deformation Yes Redesign Sections P-Defta Analysts^tolerance •Yes tO.50% Materials (General} Material Label STL Young's Modulus <Ksi) ! 29000 Shear Modulus (Ksi) 11154 Poisson's Ratio .3 Thermal Coef. (per10A5F) .65 Weight Density (K/ftA3) i .49 Yield Stress (Ksi) 36 - ! Sections Section Label COL Database Material Shape Label W12X30 x~ • , -' j DlVt "'* '"'' ' ">^" ''-lr- :n^?^W it/V^t/ /T '' STL Area SA SA 1(90,270) (ln)A2 (0,180) (90,270) (InM) 8.79 '••; 3:V!j; I'STC" ''^f E| T '""^S^ISf^l 1.2 1.2Ifowff^Spi 20.3 i 1(0,180) (InM) 238 |i!|||::f;20^;:;|S?^(!i?|K||238i!Sp Joint Coordinates Joint Label N1 X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) i 0 . 0 0 , '|,; -" '''^,,- M^^fl^ijalxt ;'x ''ft "* <P '""4^;, '/; •'„'"/ '^'s"- |Y "•" -^"^:'f;; *J,";x>f ',: , 1-^ ^ ^ " -' "^'^";j;^:"5fttti;;(J"^^"^^^;|:'|^:!i *^H^^T ^Ijii^^^^Jl^^sisls^l^^i^^^^''',;;,* .• ' |.T**^b ';:'? ;•— ^-1^'" ,;- * -f , -' * '. .- •' ; ; - ^wr,, v; *;, \- ;- *"\- <: i - - .'"'•• v'^,'^ ,fcir>:^' "^"^l^sfSjii'T* 1 *^^|^ •s' hJ^^jf^Wli^^^^J^i^^Jih^j N3 : 14.5 i 24 | 0 .:-X:!.".::':; 'N^;r:3s;:"§f ^^"'|-^VX " ' '- C:-14,'&V-'?V: ::'5\vl: -^ V-. ;l~.-^» ^fff ^^ll^lillifllll^liliSillSi^ir^il^ Boundary Conditions Joint Label N1 X Translation Y Translation Rotation (K/in) (K/in) (K-ft/rad) Reaction i Reaction ; Reaction •>:-' ^vN^'^^^'-^'^^Redctfon' ' :n;l::;";:-Reattk>n <^^:l?Re1alitibB^^ Member Data Member Label 1 Joint J Joint Rotate(degrees) M1 ':r:.q;M2^SP-t M3 N1 : N2 :^-¥iN2»^^ N3 •''••• N3 N4 = ';,"'>- . ^ Section Set COL < BM COL End Releases End Offsets Inactive Member l-End J-End l-End J-End Code Length AVM AVM (In) (In) (Ft) i. !••-••j I - 'i 24 ' ^jt hJE^I^^4-'-l, * ^ l"f.v'^^«ti 24 ! Steel Design/NDS Parameters Member Label M1 Section Set COL Length Lb out Lb in L comp Cb Sway le out le in le bend K out K in CH Cm B out in (Ft) (Ft) (Ft) (Ft) 24 1 i •-•/-. MX^V'liftl^hr^vBM' -^ i;;':|?if -l4.5''^-fi— f H: v" ~r ;y*lvi^iit!!13fii!!§ig M3 COL 24 ! 1. 1. 1. iflf|plf 1. ' i • '*te'<*&*• Redesign Criteria Section Set Max Depth Min. Depth Max Width Min Width Max Code Check Min Code Check (In) (In) (In) (In) COL i .. 16 llf^liSrtSsMiS^ii? 12 7.5 * 7.5 * / 5.5 •" •&$ •» .- .9 j - ,-* ' -".SilfisSifi ^".*«^|,^ RISA-2D Basic Version 5.1a [C:\My DocumentsVHITESH LAPTOP BACKUPSVLAPTOP 070502\RISA D/flal^SOt)1-27-1. Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001 -27 - frame wall 1 October 7, 2002 3:39 PM Checked By: In Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft, F) (Km, F) (Ft or %) (Ft or %) UNIFORMX iX -1 i -1 i 0 : 0 :.; UNlFORMYaSiortCy; .Y.. .:.: f . . ' ;'.- -.;.>""::. At.:::; s ; ';:,- $*$$&&$^ff$£t:&:'lfc C,;;:. :<^-0 1-^-vS^j &£$$**£%•$ '"$*-". --HH Basic Load Case Data BLC No. Basic Load Case Category Description Code 1 dl DL : :x%&$' •'' -•• ^H1$S;I b: ' ; M. f " rr-LL/r :'• ?f -I: 3 wind ! WL 4' '• -; 7"t^'fr|;feq;y!!^P:' • Ki^^?EL':^r'^: Category Gravity Load Type Totals Description X Y Nodal Point Dist Dead Load 1 ; 1 ;^-;! t^HILivMlSaxJ -•'••'• '•• , ,\ • "'• '1 • f 1 "*s j Wind Load 1 ^feCart^tralcl'ilioad '{ • ••'•'. ---1 , !• Joint Loads/Enforced Displacements. Cateaorv : DL. BLC 1 : dl Joint Label [L]oad or [Dlisplacement N3 i L Direction Magnitude (K, K-ft, In. rad) Y -1.02 | Joint Loads/Enforced Displacements. Cateaorv : LL. BLC 2:11 Joint Label [L]oad or [Displacement N3 L ' Direction Magnitude (K, K-ft, In, rad) Y -.82 i Joint Loads/Enforced Displacements. Cateaorv : WL. BLC 3 : wind Joint Label [L]oad or [Dlisplacement N2 L Direction Magnitude (K, K-ft, In, rad) X i 3.54 Joint Loads/Enforced Displacements. Cateaorv : EL. BLC 4 : ea Joint Label [LJoad or [Dlisplacement N2 L Direction Magnitude (K, K-ft, In, rad) X : 4.9 I Member Distributed Loads. Cateaorv : DL. BLC 1 : dl Member Label I Joint J Joint M2 N2 N3 Load Pattern Label Pattern Multiplier UNIFORMY .272 Member Distributed Loads. Cateaorv : LL. BLC 2 : II Member Label I Joint J Joint M2 N2 N3 Load Pattern Label Pattern Multiplier UNIFORMY .08 Load Combinations Num 1 2 3 ' '4'=.;; Description Env d+l V cN-l+w i v d+l-w y ^fell":iNISiWilliilii!liii^! ¥ WS PD CD y ! 1 V t f V y i 1 y i i 1 : BLC 1 ~\ *& - ~ -** -4 1 ?f ,r . Factor 1 C-i't ';%-s^.-!'jj - :ft - ^ 3 • " BLC f\ P2flsl .^^IlliiSil f\ '- = 2 .- 7 * Factor 1 0 j| :'} *|k« " " 1 • 1v» * BLC 3 ".• j^ ' 3 "*4; r" *•' - „ Factor 1 = * * -1 , j. ^ • *,* BLC T" - * v" 5L^s *"' tw * - Factor !;&- rft ; ;t-*^# '^-^^^ s . z&£ RISA-2D Basic Version 5.1a [C:\My Documents\HITESH LAPTOP BACKUPS\LAPTOP 070502\RISA D/ffilflBCBD1-27-1. Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27 -frame wall 1 October 7, 2002 3:39 PM Checked By: Load Combinations (continued) NumDescription Env WS PD CD BUG Factor BLC Factor BLC Factor BLC Factor 5 ; d+l-e v V ! 1 6 | cH-h-2.86 (conn) I I r ; t 4 ; 1 12 1 ...• -•::-, •'^ferrr "•'•''; * - -^ 1 '• <* re^r<?«2 v*^:i%^rg, 1 4 ••••'.'•I -;!*^^' ;-I ^ r ' "^Ift'f • - ':-'4>:J^ ^i:Ht?;-!T -1 32.E -j^^s-:™. iU'::/.Bl '-v-; «»';!>•;<;• -^7 -ft *•••§*;? 7-7 Irt-;* Envelope Joint Displacements Joint Label X Translate Y Translate Lc Lc N1 imax 0.000 0.000 Rotate jradiansl Lc 0.000 min Q.OOQ N2 i max 0.949 0.001 0.001 N3 N4 =mirv v-0.946 -0.007 max, 0.947 -0.001 max 0.000 0.000 0.002 0.000 Envelope Reactions Joint Label X Force Y Force _ . „ J19 Lc_ {K)_ N1 ;max: 2.658 i 5 6.197 Lc Moment M3L 30.818 mm r -2.245 N4 i max 2.242 8.031 Reaction Totals :max mtrt 4.9 6.944 34.018 Lc Envelope Drift Report Story Number Joint Label X Direction Drift Lc (In) % of Ht. No Stories Defined... Envelope Redesign Shapes Section Set Member Label Current Choice 1st Choice Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice COL M1 Yes W12X30 W14X34 W12X35 W16X36 M2 Envelope Member Section Forces Member Label M1 - - :'?!:M2:-i"!li:> Section 1 2 •j 4 5 nil?lint max mm max min max mm max min max mm '$&££ iimnl- Axial (K) 6.197 -1.087 6.197 -1.087 6.197 -1.087 6.197 -1.087 6.197 -1.087 :S3^655=1? -i:t^342-;^i - '"Jtilt.TTfc'"' - Lc 5 4 5 4 5 4 5 4 5 A 'CpFiitjtjh SSI1 Shear (K) 2.245 -2.658 2.245 -2.658 2.245 -2.658 2.245 -2.658 2,245 -2.658 * Lc 4 5 4 5 4 5 4 5 4 5~f-%&., (y*p ' 41! Moment (K) 30.818 -34.025 17.348 -18.075 3.878 -2.125 13.825 -9.591 29.776 -23.061 Lc 4c 4 5 4 5 5 4 5 4 Ht RISA-2D Basic Version 5.1a [C:\My Documents\HITESH LAPTOP BACKUPSVLAPTOP 070502\RISA Dfflal98CBD1-27-1. Company HCP Engineering Designer Hitesh Patel Job Number 2001-27 October 7, 2002 3'39 PM •? 2001-27 -frame wall 1 Checked By: ^ Enve/ooe Member Section Forces, (continued} Member Label Section 2 [ .-,-.: (,v.3 •--. i * •" ' 4 !• ' max min max min max min ; 5 i^max h irntn M3 1 2 ! 3 I 4i 5 max mm max min max min max mtn max mm Axial Lc Shear Lc Moment Lc (K) (K) (K) 2.655 i 4 r-2,242 :•'••{ 5 .:;2.655-^;,,4 •^2:242 i;5 2.655 J 4 ^2.242 > ^5 2,655 A 4 >2.242 5 4.921 15 •'''$> >-2:363-*v V: '$ £3.645 --i^ '*• i; %3;639^V " '*: J2.36S=-;: •'•'' ;^;r4,915'1^ 1.093 ' -6.191 " 4 1^ rT ^ 5--i?.., :f'4/^ ^:;5:;, 1i!i4':=:: 5'>"•"; ::::4H 8.031 4 2.655 4 9.6254 "rr*PS^SH ^ASSISiiP f281i$^ll ^SHfeOSPSS 29.702 0.747 ; 5 -2.242 5 -23.073 8.031 : 4 2.655 4 13.772 0.747 5 -2.242 8.031 4 2.655 5 -9.624 4 0.747 5 -2.242 5 3.826 -2.158 8.031 4 2.655 4 17.276 0.747 5 -2.242 5 -18.088 8.031 4 2.655 4 i 30.726 0.747 : 5 -2.242 5 -34.018 , Sf4"K felf H^S Iftl 4 5 4 5 5 4 5 4 5 4 Envelooe Member Stresses Member Label Section M1 1 max mm 2 max mm 3 max mm 4 max min 5 max mm '-4'M2-::)^-:::^t^mBX min 2 max mm 3 max min 4 max min 5 max i__ „ min M3 1 max , mm 2 max min 3 max min 4 max min 5 max min Axial (Ksi) 0.705 -0.124 0.705 -0.124 0.705 -0.124 0.705 -0.124 0.705 -0.124 0;302 -0.255 0.302 41.255 0.302 -0.255 0.302 -0.255 0.302 -0.255 0.914 0.085 UP-9140.085 0.914 0.085 . 0.914 0.085 0.914 0.085 *Lc 5 4 5 4 5 4 5 4 5 4 4 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 Shear (Ksi) 0.84 -0.994 0.84 -0.994 0.84 -0.994 0.84 -0.994 0.84 -0.994 •F2.318*; -0.406 1.84 :-:: -0.884 1.363 -1.361 0.886 -1.838 0.409 -2.315 0.993 -0.838 0.993 -0.838 0.993 -0.838 0.993 -0.838 0.993 -0.838 Lc 4 5 4 5 4 5 4 5 4 5 £5"m-- ^"Of ; -:-4'! ;?"5 ;:;;4;' f:'5-: *4- ;;:.5-$*••>. 4 5 4 5 4 5 4 5 4 5 3ending top (Ksi) 10.585 -9.587 5.623 -5.397 0.661 -1.207 2.984 -4.301 7.174 -9.263 \ ;M'!4l! >&263S ^5^29:1 ^2^941 - !€84l!i : ?1:,835^ , :5.22S^ -2,978 s ' MM ::-9.24l 7.178 -9.24 2.994 -4.284 0.671 -1.19 5.627 -5.374 10.583 -9.559 Lc 5 4 5 4 5 4 4 5 4 5 ?4IiSii i!$l iSi« ::tS:"l ^5^'. <«' Vr^*f= iiSi* I^R 5 4 5 4 4 5 4 5 4 5 Bending bo (Ksi) 9.587 -10.585 5.397 -5.623 1.207 -0.661 4.301 -2.984 9.263 -7.174 M63^ HPJf 74 : is6yytf*F~ ; WEi^WQ '!%tSit<&m,iy ' Ilfe84§ - •i5i226 r 1^178 9.24 -7.178 4.284 -2.994 1.19 -0.671 5.374 -5.627 9.559 -10.583 Lc 4 5 i 4 i 5 4 5 5 4 5 4 .SB •S?>" L*4- r§ r^^-> "5: 4 H4 '"C !F-^Jl f< -94 5 4 5 5 4 5 4 5 4 RISA-2D Basic Version 5.1a [C:\My Documents\HITESH LAPTOP BACKUPS\LAPTOP 070502\RISA D/RaP^eO01-27-1. Company : Designer : Job Number : : HOP Engineering : HiteshPatel : 2001-27 2001-27 - frame wall 1 October?, 2002 'T 3:39 PM Checked By: % >£ Envelope Member Deflections Member Label Section x- M1 1 max y-Translate (In) Lc (n) L/y Ratio Lc 1 NC mm NC 2 i 3i , 4 i 1 5 , •••^M2^:;,:-:-h;f:.' 1= '= •• i:;2 - j-'/isi K'3' ; [>'/••;.";. ^<>.4;;, f§^;&1 "£. &;$": !:V: '.'.?•'!••'' M3 1 : 2 max mm max mm max mm max min max mm max •min max min max rmin max imin max mm max mm _0 , -0.002 0.001 -0.004 0.001 -0.005 0.001 -0.007 0.949 -0.946 0.948 -0.945 0.948 -0.945 0.947 -0.944 0.94? -0.944 0.009 ' 0.001 0.007 0.001 4 5 4 5 4 5 45 4 5 4 5 4 5 4 5 4 5 4 5 4 5 0.136 -0.124 0.434 -0.405 0.752 -0.72 0.946 -0.949 0.001 -0.007 -0.003 -0.043 -0.033 -0.033 -0.005 -0.044 -0.001 -0.009 0.947 -0.944 0.753 -0.717 5 4 5 4 5 4 4 4 5 5 4 5 4 4 5 5* 4 4 5 4 5 2120.872 2321.282 662.836 711.989 382.8 400.062 304.569 303.532 " ifttfte^i^itWMiitessSh ^•tttf^'^Si.plt£l"<1«i AKIfSSlii&I7|a,*»ssflfJf • 41«« 606iMS! 6Q25»$ - 4209,205 "iiUBtiii• 304.113 305.063 382.535 401.711 5 4 5 : 4 ! 5 I 4 5 4 lllf 111 in!liij Si" SriA^*!;"-Hi55 ^liC^'-FfM^^iffi 4 5 4 5 3 max 0.005 ; min 0 '< 4 max 0.002 : min 0 : i 5 ,max 0: min 0 ! Envelooe Member AISC ASD 9ti Member Label Code Chk LOG (Ft) Lc M1 0.844 ' 0 5 M2 1^0^43 I 14.5 4 M3 ; 0.851 , 24 4 4 i 0.435 I 4 , 662.676 i 5 ! -0.403 : 5 i 714.533 i 4 0.136 i 4 i 2120.997 5 ! -0.124 i 5 : 2328.681 1 0 i 1 I NC 1 0 i 1 i NC i Code Checks Shear Chk Loc (Ft) Lc 0.052 ! 0 ! 5 £ 0.121 ^^H^O^^^ftflSitf^ 0.052 : 0 i 4 ! £ 4 ! 5 ! 4 I 5 Fa Ft (Ksi) (Ksi) .542 28.793 .542 28.793 Fb ASD Eqn. (Ksi) 12.912 H1-2 12.912 H1-2 RISA-2D Basic Version 5.1 a [C:\My Documents\HITESH LAPTOP BACKUPS\LAPTOP 070502\RISA Company : Designer : Job Number : HCP Engineering Hitesh Patel 2001-27 2001-27 -frame walM October 7, 2002 W 3:39 PM Checked By: ^ Reactions. LC 6 : d+/+2.8e (conn) Joint Label N1 "- .H^^^fcft-'.:^^-.,' ,-•?:•" I Reaction Totals : X Force (K) -6.658 /; ••\^062=-^! -13.72 Center of Gravity Coords (X,Y) (Ft): Y Force Moment (K) (K-ft) -7.642 . ' *" j M c*i^ ? "v^i^r- s:;i-'«14,58OVr;'^S 6.944 9.171 89.177 i 24 I Member Section Forces, LC 6; d+/+2.$e (conn) Member Label Section M1 ! 1 2 3 4 ; 5 ~\ %$$j$WQb£*$$$$[^$$& •-!&% (b'LI-J 3>~y N;3^ $!:•% <t A-/, 5 -. fei M3 : 1 2 3 4 5 Axial (K) -7.642 -7.642 -7.642 -7.642 -7.642 ^;7.062» ;~-j.' '::,^7,062%lii 'wise- '-7 (VW-4iPi; J!l~ fi » ,WWfc ,,',"i«tK-.; f%^,Qp2;?^ i-i-:— -7.062"^ 14.586 14.586 14.586 14.586 14.586 Shear (K) 6.658 6.658 6.658 6.658 6.658 ^r«9181ifl 'H-r;-^0^19!*!ii ^^'"sf'f^Bri^ :!V-/<rZ!7!TOg^1 /.UB2 7.062 7.062 7.062 7.062 Moment (K-ft) 89.177 49.229 9.281 -30.667 -70.615 77.199 34.827 -7.544 -49.916 -92.288 /?*~*u P» ~ 2.£(j>»#^- ^Lff £>** /tf 7 ll'l" ''"£*#* * M ^~ " '*"*'fiW* ^ 4z*»>' ?a^ .* i / r?tr J -0 #y/n*& L~£*& tj**>*Wl — / 4*J »*, •**> / - /} Jk RISA-2D Basic Version 5.1a [C:\My Documents\HITESH LAPTOP BACKUPSVLAPTOP 070502\RISA -<fjxr * JJ?? Ms :*) = 9 39*'. ~o MS* \ i ^ -. ST~ZZ. '/* * * t if Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27- frame wall 14 June 12, 2001 11:51 AM Checked By:_ Global Steel Code Include Shear Deformation No. of Sections for Mem&er Gales Redesign Sections P-DeftaAnaMsToferanese AISC 9th Edition ASD L333 Yes Yes0,50% Materials (General) Material Label Young's Modulus (Ksi) Shear Modulus (Ksi) Poisson's Ratio Thermal Coef. (per 10*5 R Weight Density (K/ftA3) Yield Stress (Ksi) STL 29000 11154 .3 .65 .49 36 Sections Section Database \ Material Area SA SA I (90,270) 1 (0.180) Label ^Shape } Label (ln)A2 (0,180) (90,270) (InM) (InM) COL BM / W10X17 / / W10X1T / STL •I:-;1.'-1 STL- -V •- 4.99:-:4,99W::1.2 ":':^2";' 1.2<-l,2-;i<3.56,:,v,a^;,.,m 81.9 r:nm9v;-'-': Jo/nf Coordinates — Joint Label X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) N1 H2-:-.-'^:'f-- N3 ...' . .'N4 -.••••,,.•,-:./;/ 0 •;-?.' •>1;^v.j:i-.0' ••;':"•": :.• •"•' 15 .:..:;v^C'.-'^::;i.5-^:v'-, --'^ 0 -••-:•- • •\.--lQ* ••-••*&;* 10 .-•:.,••:.: :.a^:--:^^i'-- 0 :v-,;'fr;--::-.'0, -:/V; ,,;-•. 0 ^^^D^v.iW Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (K/in) (K-ft/rad) N1 N4'-; /':"'',/. Reaction -".•:-::RfiacfiOR':^-^ Reaction Reaction Reaction ''":^:-R0a<iedn-:;^ Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set l-End J-End l-End J-End Code Length (dearees) AVM AVM (In) fln) (Ft) M1 M2 M3 N1 '^^H2.:^> N3 N2 •.^•••=143 '-•';•" N4 COL BM COL ...:".'••;.-•'• ;. ••-''• •,-'-;;.- >.>:•'. -;1-1 10 ^••>i;:r'-15' - 10 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Nodal Point Dist. 1 2 3 , 4 - dl • ^^^'.•"•.'•••.-.'A'lI.^'/^'V:^^^' wind :^V'--^>.^^>''#' DL ^tl^'VY- WL • '^EL^^ v<. Dead Load •'':•£• ••"'iv.tfito Load ; Wind Load Earthquake Load ' i 1 •1 • u ' 'i n 1'"1'1 . ^ ' RISA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]Page 1 illCompany HOP Engineering Designer Hitesh Patel Job Number 2001-27 June 12, 2001 ' 11:51 AM 2001-27 - frame wall 14 Checked Bv: Joint Loads/Enforced Displacements, Category : WL, BLC 3 : wind Joint Label [L]oad or [Displacement N2 L Direction Magnitude (K. K-ft. (n. rad) X 1.67 f Joint Loads/Enforced Displacements, Category : EL BLC 4 : eg Joint Label [LJoad or [Displacement N2 L Direction Magnitude (K. K-ft, In, rad) ^ X 1.6 Member Distributed Loads, Category : DL, BLC 1 : dl Member Label I Joint M2 N2 J Joint Load Pattern Label Pattern Multiplier N3 UNIFORMY .381 ^ Member Distributed Loads, Category : LL, BLC 2 : II Member Label I Joint M2 N2 J Joint Load Pattern Label Pattern Multiplier N3 UNIFORMY .24 Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor1 2 d+l }f y 1 d+Mw .. •{ Y ^j: /y : J" -t 4t..'". 3 d+l-w jf y 1 4 | d-H+6 i V I ;y :|, ,;::vh t: 5 d+l-e i 6 •<M+2.8e (conn) I t y -.. | ' •'.•.--.-.. 1 - \ •:• 1 ,:;-v;1 "':.::•'" 1 -.-''' 1.1 "••":?•'- -. ; ' . . -' -j-" 1 /'''."I ''<"•.*. 1 --I.-1 ;.'^ ^::,''':;.'' .: 1 i ::V.1 .-<*'- :-•>,';-•'.-:-•••, 1 ;.'. •'! '. :..; 2 :;:-.*!2.-$4 2 V^.21.^.-",-. 2 .":::::.::.2^:i-v- 1 .r'il.'-/'.1: 1 --j;;1 ::":':" 1 '..--. )':1-:;-U 'V-'3'".i.: 3 ;'.>H4 -"..•.' 4 .:'"'-.'4, :': -,,.1;,;:: -1 1 :•• -1 •.:"2,8:"'-;-' .••.. ;! ''..',•'. sV ,-'-•: Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (In) Lc (In) Lc (radians) Lc N1 N2 N3 N4 max min max min max min max mm- 0.000 - 0.000 £• 0.088 t;-Q.08ft'£ 0.085 ':-;-&Q8£::^ 0.000 Q,QQG •:.-;, 2 ^•3:-' 2 'ft3':'' 2 ^.3::; 2 --&& 0.000 ^-'•ttOOQ '•--•' -0.003 •^^Oc004 "^' I -0.003 itilCMW;^ 0.000 : ^1X000-'-^ 2 >:•$ '•-: 2 S'3'i- 3 ::-2vv 3 ^2V 0.000aooo -0.001 v^QOSi::/' 0.002 &HMIW^ 0.000 •S-iftflQO'^ 3 '.•2-' 3 ;--2'.: 3 ^•2 :• 3 EL- = . Envelope Reactions A-^-^'" ^/^^ Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-ft) Lc RISA-2D Basic Version 5.1 a [C:\RISA\2001-27-14.r2d]Page 2 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27- frame wall 14 June 12, 2001 11:51 AM Checked By:_ Envelope Reactions, (continued) Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-ft) Lc N1 N4 Reaction Totals : max mm max min max mm 2.095 0.417 -0.425 -2.087 1.67 -1.67 3 2 3 •"2- 3 2 5.099 4,216 5.099 4.216 9.315 9.315 3 2 2 3 1 5 1.085 ~aQ49 • 8.997 "1.034 2 >3:;; 2 S3:-; Envelope Drift Report Story Number Joint Label X Direction Drift Lc (In) %ofHt No Stories Defined... Envelope Redesign Shapes Section Member Current Suggested Alternate Shapes Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice COL BM M1 M2 Yes W12X14 W10X17 W12X16•?;-*wa««^W10X17 •SOWO»t9^; M14X18 '•^Wt2X22.^i: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (K) (K) (K) M1 M2 M3 1 2 3 4 5 1 2 3 4. ... ..i. 5 1 2 3 4 max mm max mm max min max min max mm max mm max mm max mm max min max min max mm max mm max mm max 5.099 4.216 5.099 4.216 5.099 4.216 5.099 4.216 5.099 4.216 2.087 0.425 2.087 0.425 2.087 0.425 2087 0,425 < ZG87 0.425 5.099 4.216 5.099 4.216 5.099 4.216 5.099 3 2 3 2 3 2 3 2 3 2 *2 :' 3 tf2-: ••£.'• 2 3 2 3 ":# ' ?-3"' 2 3 2 3 2 3 2 -0.417 -2.095 -0.417 -2.095 -0.417 -2.095 -0.417 -2.095 -0.417 -2.095 5.099 4.216 :2.77 1.888 0.441 -0.441 -1.888 ^2.77 J a.216 >5.099 2.087 0.425 2.087 0.425 2.087 0.425 2.087 2 3 2 3 2 3 2 3 2 3 3 2 3 2 3 2 3 2 3 2 2 3 2 3 2 3 2 1.085 -9.049 2.129 -3.812 3.172 1.425 6.661 4.216 11.898 5.26 11,8$S 5.26 -2.356 -6.185 -8.876 -8.897 #.876 •6.164 tt.8771 &2S r 11.877 5.28 6.659 4.219 3.157 1.44 2.095 2 3 2 3 2 3 3 2 3 2 3 5! 3 Jt & ' '?''2 ,3; 2 ?'r 2 3 2 3 3 2 3 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]Page 3 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27- frame wall 14 June 12, 2001 11:51 AM Checked By:_ Envelope Member Section Forces, (continued) Section Axial Lc Shear Lc Moment Lc 00 (K) (K> 5 mm max mm 4.216 5.099 4.216 3 2 3 0.425 2.087 0.425 3 2 3 -3.779 1.034 -8.997 2 3 2 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc M1 .-•VHM2 •:.;.•' - M3 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max mm max mm max mm max mm max mm max mm max mirt max mm max min max min max mm max mm max mm max mm max mm 1.022 0.845 1.022 0.845 1.022 0.845 1.022 0.845 1.022 0.845 0.418 0.085 0.418 0.085 0.418 0.085 0.418 0.085 0.418 0.085 1.022 0.845 1.022 0.845 1.022 0.845 1.022 0.845 1.022 0.845 3 2 3 2 3 2 3 2 3 2 2 3 2i 3 2 3 2 Z :-:2":- 3 2 3 2 3 2 3 2 3 2 3 -0.206 -1.036 -0.206 -1.036 -0.206 -1.036 -0.206 -1.036 -0.206 -1.036 2.522 2085 1.37 0,934 0,218 -0.218 -0.934 -1,37 -2.085 -2.522 1.032 0,21 1.032 0.21 1032 0.21 1.032 0.21 1.032 0.21 2 3 2 3 2 3 2 3 2 3 3 2 3 2 3 2 3 2 3 2 2 3 2 3 2 3 2 3 2 3 6.702 -0.804 2.823 -1.577 -1.055 -2.35 -3.123 -4.934 -3.896 -8.812 -3.896 -8.812 4.581 2.115 6.59 6.574 4.566 2.13 -3.911 -8.79? -3.911 -8.797 -3.125 -4.932 -1.067 -2.338 2.799 -1.552 6.664 -0.766 3 2 3 2 3 2 2 3 2 3 2 3 2 3 2 3 3 2 3 2 3 2 3 2 2 3 2 3 2 3 0.804 -6.702 1.577 -2.823 2.35 1.055 4.934 3.123 8.812 3.896 8.812 3.traG -2,115 -4,581 ^574 -6,59 -2.13. -4.566 &T97 3.§11 8.797 3.911 4.932 3.125 2.338 1.067 1.552 -2.799 0.766 -6.664 2 3 2 3 2 3 3 2 3 2 3 2 ,3 ,2 3 2 -,2 •I?2 3 2 3 2 3 3 2 3 2 3 2 Envelope Member Deflections Member Label Section x-Translate I'D) Lc y-Translate (In) Lc (n) L/y Ratio Lc M1 1 2 3 4 5 max mm max min max mm max min max 0 0 -0.001 -0.001 -0.002 -0.002 -0.003 -0.003 -0.003 1 1 2 3 2 3 2 3 2 0 0 0.019 -0.003 0.056 -0.015 0.086 -0.042 0.086 1 1 3 2 3 2 3 2 3 NC NC NC NC 9261.287 7954.431 5549.436 2864.311 NC 3 2 3 2 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]Page 4 Company Designer Job Number HCP Engineering Hftesh Patel 2001-27 2001-27-frame wall 14 June 12, 2001 11:51 AM Checked By:_ *>/ Envelope Member Deflections, (continued) Member Label Section x-Translate (In) Lc y-Translate On) Lc (n) L/y Ratio Lc M2 .'-. M3 1 : •2-r: 3 • ' ,'i- :'4-;. ,•-.5.." 1 2 3 4 5 mm max Miuin max: min max min max 1 min max min max mm max min max mm max mm max mm -0.004 0.088 ; *CX086 ^•aoer ^086 0.087 VQ.Q87 V/OLOBS M0.087aoss -&Q87 0.004 0.003 0.003 0.003 0.002 0.002 0.001 0.001 0 0 3 2 3 23 2 3, 2 3 2 3 2 3 2 3 2 3 2 3 ,1 1 -0.088 -0.003 -0:004 -0.076 -0.093 -0.126 ^.126 -O076 -0,093 -0.003 -0,004 0.085 -0.087 0.086 -0.041 0.056 -0.015 0.019 -0.003 0 0 2 2 3 3 2 3 2 2 '3 3 2 2 3 2 3 2 3 2 3 1 1 1365.568 »*KX J,'«B^« 2&G2.8Q6 2Qta«21 t^M» 1469,532 240*,B87 2025.981 'NC^rtd NC 1381.83 5533.012 2913.791 9162.254 8158.324 NC NC NC NC 2 ,4 ' 3 2 3 2-2, >'3, 3 2 3 2 3 Envelope Member AISC ASP 9th Code Checks Member Label CodeChk Loc Shear Chk Loc Fa Ft Fb ASDEqn. (Ft) Lc (Ft) Lc (Ks!) (KsO (Ksi) M1 .r-f!.M2-. ,.:. M3 0.541 0,771 0.54 10 15 0 3 2 2 0.054 0,131 0.054 0 ] -•x-l5..-;v-: 0 3 $-2,s 2 9.862,:-.^^a8»:w 9.862 28.793.^•m^93 ;/? 28.793 17.448 %«63» 17.448 H1-2efrmsrv--- H1-2 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]PageS Company Designer Job Number HOP Engineering Hrtesh Patel 2001-27 2001-27-frame wall 14 June 12, 2001 11:52 AM Checked By:_ Reactions, LC 6: d+l+2.8e (conn) Joint Label X Force Y Force Moment 00 00 (K-ft) N1 ••i-.VJ-<^-Wifc;^.^^-,'";J Reaction Totals : -0.994 , ,:,,>a486-'^v -4,48 3.474 v.,:.v.5.841-.-:i: :-: 9.315 9.611 ^:--,t7*436 '£'••• Center of Gravity Coords (X.Y) (Ft):7.5 10 Member Section Forces, LC 6; d+/+2.Se foo/i/i) Member Label Section Axial Shear Momentoo oo (K-m M1 -;"•:•• ^;-/-::M2 •' M3 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 3.474 3.474 3.474 3.474 3.474 3.486 : &486 3.486 3,486 3,486 5.841 5.841 5.841 5.841 5.841 0.994 0.994 0.994 0.994 0.994 3,474 1.145 -1.184 -3,512 -5.841 3.486 3.486 3.486 3.486 3.486 9.611 7.127 4.643 2.159 -0.325 -0.325 •8,986 -8.914 •0.11 17.42& 17.428 8.712 -0.004 -6.72 -17.436 &»/&W»*s &>ts*s — — 9- — -' "* /77«-/?^V }/-- s-.t* *- j.r/c R1SA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]Page 6 X X__ 10 -5 r f "~J •M^ *m - / S ttl P 3 u - _ / y^/ « 3 i 3ff , Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 -frame wall 15 June 12, 2001 11:35 AM Checked By:_ Global Steel Code Allowable Stress Increase Factor (ASIF) Include Shear Deformation No. of Sections ibr Member Cafes Redesign Sections P-Defta Analysis Tolerance AISC 9th Edition ASD 1;333 ' <:f"=r; >..-•; :/^; .. Yes 5 - •'• '--••'.' :••'••:?.• Yes Q.50% ..'••-/-"•';-:';::.,:-",-; '. Materials (General) Material Label STL Young's Modulus (Ksi) 29000 | Shear Modulus (Ksi) 11154 Poisson's Ratio I .3 I Thermal Coef. (perl 0*5 F) .65 Weight Density <K/ttA3) .49 Yield Stress (Ksi) 36 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) Label /€hal5O\ Label (in)A2 (0,180} (90,270) (InM} (InM) COL BM r/wioxi7; f WIQW STL ->•- STL "• 4.99-..'••.••WMfyFt.1.2 ;^2"t 1.2 ">t2w 3.56 :y.K-j-a»-.-n::- 81.9 81,0 Joint Coord/nates Joint Label X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) N1 - N2 ' N3 N4 N5 N6 0 '.V. •.••.^0"' •'-:-••• .."'••'•• 0 -. .. "-v,&5 •:• •. ' •'•.'• •=..'-••• 9.5 9.5 0 •:•'"• V,v. v.^tQ^vV^x; 20 -.•-.'.. ^:\^'-^Q'.^^-^j:^ 10 ' •:,;.v .'".^2Cr ^ £> .vXi 0 "•tf •-.?-*•'•' £••''& --•<,•--:•••'•.• - -" 0 •:£&$-&&& ^••}':Z-':'. ":•,•-. 0 :'^v^.:/0V:;XK-' ;,' Boundary Conditions Joint Label X Translation Y Translation Rotation OWn) OWn) (K-tt/rad) N1 N4 Reaction i Reaction • Reaction • /-'Reaclibn^vy:' Reaction•;MRe&$^s Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set l-End J-End l-End J-End Code Length (decrees) AVM AVM (In) fin) (Ft) M1 • • M2 .'!'-V :-.; M3 ,"-M4 •.:'• :'. M5 -M6 :^'A:.- N1 •'.'••; •••ilJG :..";.• N4 ; L^^HS.-1-''' N2 ;i'\! ,.N3-' ••;-;• N2 ••:;:: :'H-N3 .:-.•. N5 -i- ; ' ":L fcH? •'-' " ' ' ' ' *"~! •'^' f^Kj '., ' :• N5 •V^-NB;-' • COL "-•'- OCOL ' i COL :-:-:;^^0b,'"" /COL)^•".;:t?CQfcf -I*'* , ^1 ,h 1 ' r' i , i ^ • t 10 10 10 10 9.5 9.5 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Pagel Company : HCP Engineering Designer : Hitesh Patel Job Number :2001-27 -frame wall 15 June 12, 2001 1135AM Checked By: Basic Load Case Data BLC No.Basic Load Case Description Category Code Category Description Gravity X Y Load Type Totals Nodal Point Dist.1 2 3 . 4 dl .:... .-. •«./ wl ••••••- eq DL LL WL EL Dead Load ...:.:... Live Load .,•:-:: :,y. Wind Load Earthquake Load 1 :..' !'-c": • • 2 •:"2"-> 2 ::::.::2.,.A Joint Loads/Enforced Displacements, Category: WL, BLC 3: wl Joint Label [Ljoad or JDlisplacement Direction Magnitude (K. K-fl. (n. rad) N2 N3 L , L ••-•• •;-: X .-•-•v.-::^X;.y^!.i/:,' 1.24 ••"•'•-• ^•;-:*-Ji& "':<;y '•••,;•• Joint Loads/Enforced Displacements, Category: EL, BLC 4; eg Joint Label [Ljoad or [Dlisplacement Direction Magnitude (K. K-tt. In. rad) N2 ' '• .:•: N3 - L - -• •••ar;- ',->:•- X •'.; "' - - -X\:r.v#;j; 2.2 ;,;,;:,v,V1;08.V,V^ ,•,,-,, Member Distributed Loads, Category: DL, BLC 1: dl Member Label 1 Joint J Joint Load Pattern Label Pattern Multiplier M5 M6 N2 N3 N5 N6 UNIFORMY UWFQRMY .402 .- .-vitaB^:--;,/ Member Distributed Loads, Category : LL, BLC 2 : II Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M5 M6 N2 N3 N5 - m :-:V:V--'- UNIFORMY : UNJFORMY .48 ::-£-3:».^?tt / Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 1 d-H I y y I 1 2 j d+Hw I y:| y I;;- ] 1 ' 3 d+l-w y | y I 1 4 j d+l+e : I y I :.y i •I 1- 5 d+l-e y y 1 6 I d-H+ZSkrconrr) II ft 1 yL i i 1 1 ;•:":.- :.1, '-, '-': '; >---:'f^:. 1 ;-M.,<-- 1 :v^:l.^; 1 -.;rl:".-r 1 .-•;-t :;•-••• 1 i-Xfa& 2 •; .-:A2 ••.;:; ' 2 V:.2 •::- 2 .-.v^i:v: :OV^' l;>^ 1 :->.:-f ';".':- .-- i j !:•;'".•;' 1 "••VI r:-: 1 ^'•l;^ 'v.:-^-:^; 3 '•v;:;.:4;;i..:::: 4 • '/.^'^. •.-,.;.j,-;i:>^-$ $^•3. -1 'vr^-j ,''-';'- y;';!'.^:::;,,}; -1 ra»*!t ^'^if^f! l£:^;^,^ Ji^r^iv-;;,^ '.-.L-r.1,. •»'. ..-"- =.. •Y&tf'tfy&r ,-i =, ,• ji ^.--^'i ^,^-i.j' .p- ^r.rv-i •."-'' n l;i<'S ^K-1^^ CF^Y'S;..;*, ^- ^';t'V;:' ly'ifs1 V i.1.;1",i'-iV1, ''.•' tv1 .'yii^S/; ; RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 2 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27-frame wall 15 June 12, 2001 11:35 AM Checked By:_ Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (In) Lc (In) Lc (radians) Lc N1 N2 N3 N4 N5 N6 max min max min max mm max min max mm max mm 0.000 0.000 0.165 -Q,t65 0.281 -0.281 0.000 0.000 0.164 -0.164 0.281 -G.281 4 5 4 5 4 5 4 5 4 .*-5 4 5 0.000 0.000 -0.002 -0.006 -0.003 -0.008 0.000 0.000 -0.002 -0,006 -0.003 -0.008 4 5 4 5 4 5 5 4 5 4 5 --4 , 0.000 tXCXXH 0.001-aoof - 0 rOiOOl 1 0.000 V&QQQx ; 0.001 ^UXH ^ 0.001 •'--:•' :0'-<!'> 5-4." 5 M'i- 3 '•&• 5 :& 5 •£4;V 3 ".'2f Envelope Reactions Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-tt) Lc N1 N4 Reaction Totals : max min max mip max min 2.017 -1.274 1.263 -2.006 3.28'---aaa,-:s> 5 i-'45;^,;. 5 4 7.83 2.753 7.83 2753; 10.583 10.583 5 ;;4.;. 4 -5.: 2 -.v:f.': 8.584-to:9sas 10.896 *&527^ 4 -:S* 4 ,^. te-/ Envelope Drift Report Story Number Joint Label X Direction Drift Lc (In) %ofHt. No Stories Defined... Envelope Redesign Shapes Section Member Current Set Label Choice 1st Choice COL BM M5 N/A W12X14 - • •.••/:': ivNd'ite Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice W10X15 J W8X15 »ptable shapes found... , , : W12X16 " Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 00 (K) (K) M1 1 2 3 4 5 max mm max min max mm max min max mm 7.83 2.753 7.83 2.753 7.83 2.753 7.83 2.753 7.83 2.753 5 4 5 4 5 4 5 4 5 4 1.274 -2.017 1.274 -2.017 1.274 -2.017 1.274 -2.017 1.274 -2.017 4 5 4 5 4 5 4 5 4 5 8.584 -10.953 5.4 -5.911 2.215 -0.87 4.172 -0.969 9.214 -4.154 4 5 4 5 4 5 5 4 5 4 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 3 Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 -frame wall 15 June 12, 2001 11:35 AM Checked By:__ Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear Lc Moment Lc 00 00 flO M2 M3 I M4 i M5 T: ' M6 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 -2.--.: 3 4 5 max min max min max min max min max min max mm max mm max mm max min max min max min max min max mm max mm max mm max min max mm max mm max mm max mm max mijv max min max mm max mm :max min 1.918 0.286 1918 0.286 1.918 0.286 1918a286 1.918 0.286 7.83 2.753 7.83 2.753 7.83 2.753 7.83 2.753 7.83 2.753 1918 0.286 1918 0.286 1918 0,286 1.918 0.286 1918 0.286 1.041 -1.143 1.041 -1.143 1041 -1143 1041 -1143 1041 -1.143 1073 4X228 1.073 -•: rO.228 ,1,073 ,-0.228 10T3 iG;228 >1.073^ ? -0,228 3 2 3 2 3 2 3 2 3 2 4 5 4 5 4 5 4 5 4 t 5 2 3 2 3 2 3 2 3 2 3 4 5 4 5 4 5 4 5 4 5 2 3 2 3 2 3 2 3 2 3 0.227 -1072 0,227 -1072 0.227 -1072 0.227 ^1.072 0.227 -1077 2.006 -1.263 2.006 -1263 2.006 -1.263 2.006 -1263 2.006 -1263 1073 -0.228 1073 -0.228 1073 -0.228 1073 -0.228 1.073 -0,228 5.982 2.397 3.887 0.302 1.793 -1793 -0.302 -3.887 -2.397 -5.982 1918 0.286 1.367 -0.265 0.816 •0,816 0.265 -1367 -0.286 -1918 2 3 2 3 2 3 2 3 2 3 4 5 4 5 4 5 4 5 4 5 2-Ti •••£', 3 •:-2- 3 2 3 2 3 5 4 5 4 5 4 5 4 5 4 3 2 3 2 3 2 3 2 3 2 •0.07 -5.304 * -0.637 -Z625 0.277 -1426 2.734 -1771 5.414 -2.338 10.896 -8.527 5.88 -5.369 0.865 -2.211 0.948 -4.15 4.106 -9.166 5,317 0,057 £634 0,628 1#14 -0.265 1769 >2.732 2.34 ^&415 13.736 -3.302 2.017 -6.508 -4.728 -4.738 2.007 -6.498 13.727 -3.293 5.414 -Z338 1512 -Z36E2 -1072 -1087 ,t 1514 -2.364 5.415 -2.34 ^ &•- ••^••: 2 3 5 4 3 2 » •$*: 4 5 4 5 4 5 5 4 5 4 2 3, 2 3 S 4 -3 2 3 2 5 4 5 4 5 4 4 5 4 5 3 2 l'3,12 4, fJ5 ; 2 'ITi^i ^•3 RISA-2D Basic Version 5.1 a [C:\RISA\2001-27-15.r2d]Page 4 Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 -frame wall 15 June 12, 2001 11:35 AM Checked By: Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (Ksi) Lc (KsO Lc (Ksi) Lc (Ksi) Lc M1 •;;:;V;:M2--: M3 : M4 M5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max mm max mm max mm max mm max mm m€tx mm max min max mm max min max mm max mm max mm max min max mm max mm max min max mm max min max mm max mm max mm max mm max mm max mm max 1.569 0.552 1.569 0.552 1.569 0.552 1.569 0.552 1.569 0.552 0.384 0.057 0.384; 0.057 0.384 0.057 0.384 0.057 0.384 0.057 i 1.569 0.552 1.569 0.552 1.569 0.552 1.569 0.552 1.569 0.552 0.384 0.057 0.384 0,057 0.384 0.057 0.384 0.057 0.384 0.057 0.209 -0.229 0.209 -0.229 0.209 -0.229 0.209 -0.229 0.209 5 4 5 4 5 4 5 4 5 4 3 2 3' ;2v. 3 '£' 3 2 3* 2 4 5 4 5 4 5 4 5 4 5 ••2'. 3 2 3 2 3 2 3 2 3 4 5 4 5 4 5 4 5 4 0.63 -0.997 0.63 -0.997 0.63 -0.997 0.63 -0.997 0.63 -0.997 0.112 -G.&3 •', mtt2; -0.53 0.112: -G£3 0.112 -0.53at 12 4)53 0.992 -0.625 0.992 -0.625 0.992 -0.625 0.992 -0.625 0.992 -0.625 0.531 --ati3. 0.531 •&113 asst -0.113 0.531 -0.113 0.531 -&113 2.958 1.185 1.922 0.149 0.887 -0.887 -0.149 -1.922 -1.185 4 5 4 5 4 5 4 5 4 5 2 3 2 3 •2' 3 2 3 2 3 4 5 4 5 4 5 4 5 4 5 2 -3, '2-: 3 2 3 2 3 2 3 5 4 5 4 5 4 5 4 8.112 -6.358 4.378 -3.999 0.644 -1.641 0.718 -3.09 3.077 -6.824 3.929 Q.052: 1^944 0.472 '.t*»'V -0.205 1.311 -2.025 1.731 -4.01 6.316 -8.07 3.977 -4.355 1.637 -0.641 3.074 -0.702 6.789 -3.041 KMM3 >&938 -0.465 -1.95? 0.196 ^1.047 2.024 -1.31 4.011 -1.733 2.446 -10.174 4.82 -1.494 3.509 3.502 4.813 -1.486 5 2.439 5 4 5 4 5 4 4 5 4 5 3 2 ;3 2 4 5 2 3 2 3 5 4 5 4 5 4 4 5 4 5 3 2 3 ?2- 4 5 2 3 2 3 4 5 4 5 4 5 5 4 5 6.358 -8.112 3.999 -4.378 1.641 -0.644 3.09 -0.718 6.824 -3.077 W52i; 43.929 -Q.4?2: ^1.944: 0,205^ -105&) 2.025 -1,311] .-4,01 ft -1731 ; 8.07 -6.316 4.355 -3.977 0.641 -1.637 0.702 -3.074 3.041 -6.789 3.938 ao4& :;f«f:x vQ;465^ ,",1.047^iise•vtai^ -2.O24 1.733" r4,0f1 10.174 -2.446 1.494 -4.82 -3.502 -3.509 1.486 -4.813 10.167 4 5 4 5 4 5 5 4 5 4 #'-" «# S2:/. 73-' 3ftt ^*'-; iS3t: i»:-- 3.;=,- ^'•' 4 5 4 5 4 5 5 4 5 4 ^•2,: !-3- *23 v^3: ^^•::^' -::2-.;^- 22-. 5 4 5 4 5 4 4 5 4 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]PageS Company Designer Job Number HOP Engineering Hitesh Patel 2001 -27 -frame wall 15 June 12, 2001 11:35 AM Checked By:_ Envelope Member Stresses, (continued) Member Label M6 Section Axial Shear Bending top Bending bot (Ksi) Lc (KsO U (Ksi) Lc (KsO Lc 1 2 3 4 5 mm max min max min max min max mm max min -0.2291 0.215 -0.046 0.215 -0.046 0.215 -0.046 0.215 -0.046 0.215 -0.046 5 2 3 2 3 2 3 2 3 2 3 -2.958 0.949 0.141 0.676 -0. 131 0.404 ; -0.404 0.131 -0.676 -0.141 -0.949 4 3 \,2- 3 IZ .-3-; .-2-1 3 2 3 ,2 -10.167 1.731 -4.01 1.75 ••>t12 0,805 0.794 1.751 -1.122 1,733 -4.011 4 2 3 2 3 '5 4a 2 3 2 -2.439 4:01 Ul73t. 1.12L'*t75 -0*794 -0.805 1122^ -1J51 401 T -1.733 5 3 2/a 2 4 5 23 ?3 Envelope Member Deflections Member Label Section x-Translate M Lc y-Translate M, Lc (n) L/y Ratio Lc M1 M2 M3 &*•«*£**.•*:••. :-.? 1 2 3 4 5 1 2 3 4 , 5 1 2 3 4 5 ,-'1v • 2 ' 3 max mm max mm max mm max mm max mm max min max mm max min max min max min max min max min max mm max mm max min max min max :min max 0 0 -0.001 -0.002 -0.001 -0.003 -0.002 -0.005 -0.002 -0.006 -0.002 -0.006 -0002 -0,007 -0.002 -0.007 -0.003 -0.008 -0.003 -0.008 0 0 -0.001 -0.002 -0.001 -0.003 -0.002 -0.005 -0.002 -0.006 -O.OQ2-aooe ; 4).OQ2;: -0.007 XJ.QQ2 11 4 5 «4 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 1 1 5 4 5 4 5 4 5 4 5 <4: •*> -v,4 5 0 0 0.024 -0.019 0.074 -0.062 0.129 -0.116 0.165 -0.165 0.165 ^0.165 0.19 -0.203 0.^5 -0,236 0.259 -0.263 tt28t ? -0,281 0 0 0.019 -0.024 0.062 -0.074 0.115 -0.128 0.164 -0.164 0.164 -O.164 O2Q2 -0.189 0.235 1 1 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 4 1 1 5 4 5 4 5 4 5 4 5 4 5 4 5 NC NC 5049.616 6383.563 1612.726 1930.797 930.185 1038.278 728.889 729.067 NC NC NC NC KG - 9254.932 NC NC NC NC NC NC 6425.888 5076.063 1942.924 1621.179 1044.361 935.064 732.898 732.718 HCi-' NC - NC*i'^ •VNC;/^ 9331.088 5 4 5 4 5 4 5 4 1 • ,4 ~i T I ,' _'J 5 4 5 4 5 4 5 4i, i1 •, ' ^ H li^f I'rTT^V f 1, !j • ^ RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 6 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27-frame wall 15 June 12, 2001 11:35 AM Checked By:_ Envelope Member Deflections, (continued) Member Label Section x-Translate (In) Lc y-Translate (In) Lc (n) L/y Ratio Lc M5 M6 4 5 1 2 3 4 5 1 2 3 4 5 • min max min max min max mm max mm max mm max min max mm max rerun max mm max min max min max min -0.007 -0.003 -aOOSr *O;003 -0.008 0.165 -0.165 0.164 -0.164 0.164 -0.164 0.164 -0.164 0.164 -0.164 Q.281v -.-•SMBI.^0.281^-<*28ia28i -0.281 •;? 0:281 ; -0.281: 0,281 -0.281 4 5 -:;4V ••'S'" r>4- 4 5 4 5 4 5 4 5 4 5 :.;4 / #$3 T4' ;;5:i- i#. *5:>,H::^5' 4 -5":1 -0.225 0^62 -0.259 O1281 ^281 -0.002 -0.006 -0.013 -0.028 -0.03 -0.03 -0.013 -0.028 -0.002 -0.006 v^OQ3',$aaoe^aoo6 ^^X011 Vi^O.011 TQ.011moos ^011 m003 moos 4 5 4 5 4 4 5 5 4 5 4 4 5 5 4 4 5 3 2 4 5 2 3 5 4 NC NC NC NC NC NC NC NC 4534.409 4524.414 4510.045 NC 4545.294 NC NC NC NC . NC NC NC NC NC NC NC NC - 4 5 4 5 i - - Envelope Member AISC ASP 9th Code Checks Member Label Code Chk Loc Shear Chk LOG Fa Ft Fb ASD Eqn. (Ft) Lc (Ft) Lc (Ksl) . (KsO (Ksi) M1 M2 M3 M4 M5 M6 0.519 0.243 0.517 0.243 0.561 0.226 0 10 0to 9.5 9.5 5 3 4 2 4 2 "0052 0.023 0.052 0.028 0.154 0.049 0 -vO. •-. :- 0 -;.v:;0. :'•••." 9.5 9.5 5 3 4 '..'2.^. 4 2 9.862 i'.^«fl«« 9.862 !v/;;'.,:$,8$&^ 10.928 10.928 K 28.793•'••i-^8^aav 28.793 $&3ffi70a> 28.793.r^^ftTttS1 • 17.448 h 17.448 17.448 ,17,4« 18.366 18.366 H1-2 H1& H1-2 H^2 H1-2 H1^ RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 7 ttf Company : Designer : Job Number : HCP Engineering Hitesh Patel 2001-27 -frame walHS June 12, 2001 11:36 AM Checked By: Reactions, LC 6: d+l+2.8e (conn) Joint Label X Force Y Force Moment 00 (K) (K-m N1;^:&:&^N*£^. . Reaction Totals : -4.235 -1949 -9.184 -1.817 12.4 10.583 26.168 24377 ; Center of Gravity Coords (X,Y) (Ft)4.75 12.083 Member Section Forces, LC 6: d+l+2.8e (conn) Member Label Section Axial Shear Moment OO (K) (K-fl) M1 'T'T^-teM2-':.'-: •-•' '-•' '-. :' M3 -..•••'..i^.^^iW'.-,:..^-:..- M5 i.'.^.^ftjJ/IB ••'•;•, ""I-":'.. 1 2 3 4 5 1 , 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 •-. 4 v-. 5 -1.817 -1.817 -1.817 -1.817 -1.817 C'-^ftlflBB7 '•••'<• -;. - *Q.988 •:£:•• '.- ' "'-:iOJ96ft"U-;' -0.988; -0:988 12.4 12.4 12.4 12.4 12.4 3.192 3* 192 3.192 •'•'•.& 192 3.192 3.007 3.007 3.007 3.007 3.007 ; 1,942 ;; 1.942 4 ••-•••". 1,942 '^ •••- '- ••1.942:w. •'.••1;942'>4^ 4.235 4.235 4.235 4.235 4,235 -•' •'•^•tJOS2'^' : • .1.082 ,'j^'- " --1X)W'.':-;i\a • •'-.t.0821'--^?:1' -••-1082^"-: 4.949 4.949 4.949 4.949 4.949 1.942 1.342 1.942 1.342 1.942 -0.83 -2.924 -5.019 -7.114 -9.209 -0.988 : -1,5^ • "^O&v.'C:- ;;•, --.2.641>^:'- -• ^I92;':;v;c:- 26.168 15.58 4.992 -5.596 -16.185^••'"syftat."^"? • •:;-•• "'^253-'^ >;-• -.viaL96lS ^ •;;-::i:-S,662te' -t'.':V.r8i368&".t^ 28.377 16.005 3.633 -8.739 -21.111 7.933 3.078 •1.776 -6>63f " -11.48$ -18.637 -14.18 -4.747 9.661 29.044 •••' • .:^8.368' f r;^ •'i.t."->&3^^, .-.'^^•rl^Sft'^V.; vv''v::j£559:;W^ ^-••,;!l'ti48te^' RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]PageS / * /7 ' * fa V )*•7 a -#^ Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27-frame wall 17 June 13, 2001 8:23 AM Checked By:_ Global Steel Code Allowable Stress Increase Factor (ASIF) Include Shear Deformation No. of Sections for Member Calcs Redesign Sections P-Defta Analysis Tolerance : AISC 9th Edition ASD .1,333 • ': V •-\'-v -;:;.- Yes 5 ' •-,:,' ::- -.-•>.•• Yes 0.50% : Materials (General) Material Label STL Young's Modulus (Ksi) 29000 Shear Modulus (Ksl) 11154 Poisson's Ratio .3 Thermal Coef. (perl 0*5 F) .65 Weight Density (K/ftA3) .49 Yield Stress (Ksl) 36 Sections Section Database Material Area SA SA 1 (90,270) 1 (0,180) Label Shaoe Label (ln)A2 (0.180) (90,270) (lnA4) (ln*4) COL BM W12X26 W12X26 STL STL 7.65 .7.65 ":-:^ 1.2 At.2-- 1.2-n&*17.3 17.3 :*-y 204 204 Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) N1 N2 : N3 N4 0 :. ' - -..,'-.•.(}•> .;./. :- ' 3.5 ... 3.5 ' ..•••• 0 -.;; - ..io^.-x;--.'./;.:. 10 .'•• /-0<™:-:^ 0 r:^eS,^0 ,x:. .'J.>j: 0 •.^^?^,r^i, •.:•:• Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (Win) (K-ft/rad) N1 N4 Reaction Reaction Reaction Reaction Reaction I'^.iFWWttaft1^* Member Data Section End Releases End Offsets Inactive Member Member Label 1 Joint J Joint Rotate Set l-End J-End l-End J-End Code Length (degrees) AVM AVM (In) (In) (Ft) M1 M2 M3 N1 :N2 N3 N2 ^N4 COL BM COL 10 3.5 10 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Nodal Point Dist. 1 2 3 4 d! •••... -••:? :^:B-^:' :.v.v;^:; wind ," '• • ••T'-;.:-'Jee(-J':'V^J'.'.-.V.^ DL i^Ur^^r* WLk-.av--* Dead Load ;-•-•• r'-rvuveysaaa^1^ Wind Load - .^.EarthoiJafe^'ILflitf ^ O^S^'vift; k#$$$im^.^;^ '!'; _' f ' '-..'.- '.L-'~- _ • ' 1 .jr-.^J jf .-..'^i ;!- ^V^^: K'ifc1--'.^ ^: 1 •^i-t;..:-'--; RISA-2D Basic Version 5.1a [C:\RlSA\2CX)1-27-17.r2d]PageS Company : HCP Engineering Designer : Hitesh Pate) Job Number: 2001-27 2001-27 -frame wall 17 June 13, 2001 8:23 AM Checked By: Joint Loads/Enforced Displacements, Category : WL, BLC 3 : wind Joint Label [L]oad or [Displacement N2 L Direction Magnitude (K, K-ft, In. rad) X 8.75 Joint Loads/Enforced Displacements, Category : EL, BLC 4 ; ea Joint Label [LJoad or IDIisplacement N2 L Direction Magnitude (K, K-tt, In, rad) X 7.83 Member Distributed Loads. Category: DL, BLC 1: dl Member Label M2 JLJpint^ N2 J Joint N3 Load Pattern Label Pattern MuitiDlier UNIFORMY .381 Member Distributed Loads. Category: LL, BLC 2: II Member Label M2 I Joint N2 J Joint N3 Load Pattern Label Pattern Multiplier UNIFORMY .24 Load Comb/nations Num Description Env PD CD BLC Factor BLC Factor BLC Factor BLC Factor1 2 d+l if y d-H-w I y I y I 1 I 1 3 d+l-w if y 1 4 d+l*e ( y , ] y I •I'M - 5 d+l-e } 6 d+H-2.8e (conn) I f y 1 1 '•I 1 1 A -". 1 1 1 ., A '.-•:- 1 '••tv 1 -:-1-, 1 1 V 2 ':,r2':.'7: 2 -•:, 2 --.;- 2 ••••;•• 2^-: 1 •'•,t:^- 1 •rfw '•- ':''" 'Vi'i '•-. 1 X::t;:^ : .•;;>• -;:;.:..v -^^,^' •K-^'^ ;•;•-•. 3 ^m&. '':•", •';,':• -/T.vv'-i^. 4 wm-vs fM%'« •.:jr,fe' ^ -1 *^,w -1 -•^8,-; ^••i'/ •-.":••? •p.'.-.:^'^.'. •--,"• •." - .= .-•' .= ; *•- •' ^'"'v:'."-': ;;.; ,;'-.'V •.:?>• •-':- ' ' !".' "" Envelope Joint Displacements Joint Label X Translate Y Translate Rotate On) Lc (In) Lc (radians) Lc N1 N2 N3 N4 max mih max min max min max mih 0.000 0.000 0.182 -0.182 0.181 -0.181 0.000 -0.000 2 3 2 3 2 ;."3 ':• 2 3 0.000 0.000 0.005 -0:006 0.005 *OJ3Q6 0.000 0.000 2 •••,3.:. 2 . 3 3 j;2'"- 3 •;2.v 0.000 0,000 0.001 -,-Oy00f;-^, 0.001 -'; -SOUK)! ;-4; 0.000 T^&KKTc 3 V2. 3 2 3 ,: -2.'-' 3 :42v- Envelope Reactions Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-ft)Lc R1SA-2D Basic Version 5.1a [C:\RISA\2001-27-17.r2d]Page? Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27-frame walM 7 June 13, 2001 8:23 AM Checked By:_ Envelope Reactions, (continued) Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-m Lc N1 N4 Reaction Totals : max min max mm max mm 4.42 -4.351 4.33 -4.399 8.75 -8.75 3 2 3 2 3 2 11.429 -9.255 11.429 -9.255 2.174 £173 3 2 2 3 3 2 25.607 -25.815 25.696 -25.488 2 "•3'< 2 •3-- Envelope Drift Report Story X Direction Number Joint Label Drift Lc % of Ht. (In) ! No Stories Defined... Envelope Redesign Shapes Section Member Current Suggested Alternate Shapes Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice COL BM M1 M2 W10X19 W12X14 W12X22 W12X16 W10X22 :^WtWCt7&tf W14X22 :,^;'M14X1K:; Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (K> (K) (K) M1 M2 M3 1 2 3 4 5 1 •-Z'-- 3 4 5 1 2 3 4 max mm max mtn max min max mm max min max mm max mm max mm max min max min max mm max mm max mm max 11.429 -9.255 11.429 -9.255 11.429 -9.255 11.429 -9.255 11.429 -9.255 4.399 -4.33 4.399 -4.33 4.399 -4.33: 4.399 -4.33 4.399 -••-433.'-.:,-, 11.429 -9.255 11.429 -9.255 11.429 -9.255 11.429 3 2 3 2 3 2 3 2 3 2 2 3 2 3 2 3 2 3 **.3 2 3 2 3 2 3 2 4.351 -4.42 4.351 -4.42 4.351 -4.42 4.351 -4.42 4.351 -4.42 11.429 >9.255 ;tQ.885 -9.799 10.342 -10.342 9,799 -10.885 v:9.255 f -11:42SV 4.399 -4.33 4.399 -4.33 4.399 -4.33 4.399 2 3 2 3 2 3 2 3 2 3 3 -.:.2;- .•3--i ,2-. 3 ,-2, 3 >&:'• :-:3.:.' •&-: 2 3 2 3 2 3 2 25.607 -25.815 14.73 -14.765 3.853 -3.716 7.334 -7.024 18.384 -17.901 :1&304 ^17:901 %a&22 ^3.5^ --0:665 ^a754 8.S33 .^BL4I7 -M^6 :^»13 ' 18.296 -17.813 7.298 -6.988 3.837 -3.7 14.663 2 3 2 3 2 3 3 2 3 2 3 2-3 ,2 3 2 2 3; 2; -' 3>-; 2 3 2 3 3 2 3 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17.r2d]PageS Company : HOP Engineering Designer : Hitesh Patel Job Number: 2001-27 2001 -27 -frame wall 17 June 13, 2001 8:23 AM Checked By:_ Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear Lc Moment Lc (K) 00 00 5 m'm max mm -9.255 n 11.429 -9.255 3 2 3 -4.33 4.399 -4.33 3 2 3 -14.698 25.488 -25.696 2 3 2 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (KsO Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc M1 •"••••••^MZv. •' M3 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max mm max min max mm max min max min max min max min max min max min max mrn max mm max min max min max min max min 1.494 -1.21 1.494 -1.21 1.494 -1.21 1.494 -1.21 1.494 -1.21 0,575 -0.566 0,575 -0,566 0.575 -0,566 0.575 -0.566 0.575 -0.566 1.494 -1.21 1.494 -1.21 1.494 -1.21 1.494 -1.21 1.494 -1.21 3 2 3 2 3 2 3 2 3 2 -i2.- -3 2t -a • 2 3 2 • 3 2 3 2 3 2 3 2 3 2 3 2 3 1.858 -1.887 1.858 -1.887 1.858 -1.887 1.858 -1.887 1.858 -1.887 488 -3.952 4.648 -4.184 4.416 -4.416 4,184 ^t.648 3.952 -4.88 1.878 -1.849 1.878 -1.849 1.878 -1.849 1.878 -1.849 1.878 -1.849 2 3 2 3 2 3 2 3 2 3 3 2 .-3" 2 3 2 3 •-2": 3 2 2 3 2 3 2 3 2 3 2 3 9.278 -9.203 5.307 -5.294 1.335 -1.385 2.525 -2.636 6.434 -6.607 6.434 L -6,607 3,438 i -3.099 0,271 0.239 3.406 -3.067 6:402 -6.576 6.402 -6.576 2.511 -2.623 1.33 -1.379 5.283 -5.27 9.235 -9.161 3 2 3 2 3 2 2 3 2 3 2 3 2 3 2 3 3 ^' 3 2 3 2 3 2 2 3 2 3 2 3 9.203 -9.278 5.294 -5.307 1.385 -1.335 2.636 -2.525 6.607 -6,434j&eor -6,434 *«flfe *a43&^238; '•flMtf ^aOSEV ,:^<W 6.578^ .••«&40& 6.576 -6.402 2.623 -2.511 1.379 -1.33 5.27 -5.283 9.161 -9.235 2 3 2 3 2 3 3 2 3 2 !«.-:- #2;.. L3;:: •"'-3*' -• $8* '"2 - '::fO ''- 33..: g$t S3rf 2 3 2 3 3 2 3 2 3 2 Envelope Member Deflections Member Label Section x-Translate M Lc y-Transfate M. Lc (n)L/y Ratio Lc M1 I 1 2 3 4 5 max min max L_min max min max min max 0 0 0.001 -0.002 0.003 -0.003 0.004 -0.005 0.005 1 1 2 3 2 3 2 3 2 0 0 0.025 -0.025 0.078 -0.077 0.137 -0.136 0.182 1 1 3 2 3 2 3 2 3 NC NC 4747.364 4788.437 1548.198 1558.215 878.962 882.381 658.795 3 2 3 2 3 2 3 RISA-2D Basic Version 5.1a [C:\RlSA\2001-27-17.r2d]Page 9 Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27-frame wall 17 June 13, 2001 8:23 AM Checked By:_ Envelope Member Deflections, (continued) Member Label Section x-Translate M U y-Transtateiloi Lc (n) L/y Ratio Lc M2 M3 1 "2-: 3 4 ' 5 •:.. 1 2 3 4 5 mm max :mm max min max min max rfliri max mm; max mm max mm max mm max mm max mm -0.006 0.182 ,0,182 - ; &182^182ai82>0;i82 0.182- *&182.aw -0,181 0.006 -0.005 0.005 -0.004 0.003 -0.003 0.002 -0.001 0 0 3 2 3 2 3 2 3 2 3 2 ' 3 2 3 2 3 2 3 2 3 ,1 1 -0.182 0.005 -0.006 0.001-aoos -0.001 -0.001 0.001 -0.003 ^0.005, -aooe 0.181 -0.181 0.136 -0.135 0.077 -0.077 0.025 -0.025 0 0 2 2 3 2 3 3 2; 3 2 3 2 2 3 2 3 2 3 2 3 1 1 658.771 NC --4.NC ^ NC NC NC NC NC NC HC NC 661.797 661.773 883.003 886.453 1555.356 1565.467 4769.418 4810.876 NC NC 2 ., ^ • , ' 2 3 2 3 2 3 2 3 Envelope Member AISC ASP 9th Code Checks Member Label Code Cnk Loc Shear Cnk Loc Fa Ft Fb ASD Eqn. (Ft) Lc (Ft) Lc (Ksi) (Ksi) (KsO M1 --•AM2:::N-- M3 0.397 0.228 0.395 0 :/,.":-0 -'-^, 10 3 -3-tf 2 0.098 0:254 0.098 0 •:>:.-a& •••:-" 0 3 ••'2.:^ 2 20.499 •^:«774':^ 20.499 28.793**:m&&$& 28.793 26.902 :?:-v.StJ72r£ 26.902 H1-2-y;:H2^^ H1-2 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17.r2d]Page 10 Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27-frame wall 17 June 13, 2001 8:23 AM Checked By:_ Reactions, LC 6: cf+/+2.8e (conn) Joint Label X Force Y Force Momentno fto (K-m N1 , N4 •':-,&-:•'• Reaction Totals : -10.953 -1&971 - -21.924 -24.826 .:*'$tiZfcvM\- 2.173 64.318 ^eaaaSr-*^;. Center of Gravity Coords (X.Y) (Ft):1.75 10 Member Section Forces, LC 6: d+/+2.fle (conn) Member Label Section Axial Shear Momentoo 00 (K-m M1 M2 M3 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 -24.826 -24.826 -24.826 -24.826 -24.826 10.971 10.971 . 10.911 10.971 10.971 27 27 27 27 27 10.953 10.953 10.953 10.953 10.953 -24.826 -25.37 -25.913 < -26.456 -27 * 10.971 10.971 10.971 10.971 10.971 64.318 36.934 9.55 -17.833 -45.217 ^45,217 -23.256 i -0.82 -22,Q$1 45.478 45.478 18.052 -9.374 -36.801 -64.227 &^L^cn/ /w *#?.**' I/" &* ,</?^ 0 V RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17.r2d]Page 11 ___.. JS/ _ ^ ^&d'+'#iffl<^+^^ ~yzw *s / /•w fas* Z - * -- / 0 "' • A * • COMMERCIAL • RESIDENTIAL • • ROOM ADDITIONS • • COMPETITIVE PRICES* • FREE AND PROMPT ESTIMATES* Specializing in roof and floor trusses 2847 INDUSTRY STREET OCEANSIDE, CA. 92054 ICBO # AA-513 (7^)722-7696 FAX (7^?) 722- 0438 33"-0' ir-6 T-IO 1/2 iPaes Campulrus. Inc. Manutacturtng; * WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown -*-. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibil- ity for such bracing. 5. No load should be applied to any component until alter all bracing and fasteners are complete, and at no time should any toads greater than design loads be applied to any component 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted: I. Design to support loads as shown. 2) Design assumes the top and bottom chords to be laterally braced at 2'-Q" o.c. and at 12-Q" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + -K 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are .to be used in a non-corrosive environment and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on bath faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211 II. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga. material is used. All others are 20 ga. General Notes: Bracing to top and bottom chords not required, p the chord members are braced throughout their continuous sheathing. '"ifes^ 3 IO (0_ 5 *££2in 10So to 10 ni o_ <n 2 i to ci^ m -» ^ •«g;u_iffl.t-«C^jr _:L.2S£to ru ni (O toCD (O (fl O IDto m a \o IDr* 01 en ix ^B£^£S§lS«fKS03^ s^i-8*1! *i 8 a «,° 9s3*oSs*£-i ScuS'owi'.ilii tfd 5; H ° * £-up- m in into ** *•T io 10-• 01 ma m m in f- h- i— i— • £Ein oru z agz r a *- Sz M; u£xam i-* t-om ^V a! ^^L u. a a a-* < E xu a 5 txi u cy in a. u x ujin ui o zSa £ CC UJ t— O cc eo 3Q. O.a a. 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Established 1946 Dr. Shantu Patel , November 26, 2002 2851 Columbia Drive Project No. 2000-080D Oceanside, California 92056 Subject: RESPONSE TO COMMENTS BY THE CITY OF CARLSBAD Project: Proposed Single Family Residence 1280 Hoover Street Carlsbad, California 92008 Reference: 1. "Limited Geotechnical Investigation, Proposed Single Family Residence, 1280 Hoover Street, Carlsbad, California," prepared by Testing Engineers, Inc., dated March 24, 2000. 2. "Grading and Erosion Control Plans, Patel Residence, parcel 2 of P.M. No. 16041," Sheets 1 and 2 of 2, prepared by Armstrong and Brooks Consulting Engineers, dated September 11, 2002. 3. "Foundation Plan, Dr. Patel Residence, 1280 Hoover Street, Carlsbad, California 92008," Sheet S-l, prepared by HCP Engineering, dated June 12,2001. Dear Dr. Patel: In accordance with your request, we have reviewed the plan check comments prepared by the City of Carlsbad's plan reviewer, dated November 12, 2002. We are addressing Comment Number 13, which relates to geotechnical issues for the subject project. Comment Number 13 has been presented below in italics and is followed by our response. 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. The referenced grading and foundation plans have been reviewed and were found to be in substantial conformance with the geotechnical recommendations presented in the referenced soils report. Testing Engineers - San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92 1 I^fTSg^ 1 5-5800 Fax [858] 715-5810 LIMITED GEOTECHNICAL INVESTIGATION Proposed Single Family Residence 1280 Hoover Street Carlsbad, California Prepared for: Dr. Shantu Patel C/O Bridge Motor Inn 1103 North Coast Highway Oceanside, California 92054 By: Testing Engineers - San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, California 92111 Project No. 2000-080 March 24, 2000 Testing Engineers-San Diego, Inc Established 1946 Pr. Shantu Patel C/o Bridge Motor Inn 1103 North Coast Highway Oceanside, California 92054 March 24, 2000 Project No. 2000-080 Subject: T.imited Cteotechnical Investigation Project: Proposed Single-Family Residence 1280 Hoover Street Carlsbad, California Dear Dr. Patel: In accordance with your request, Testing Engineers-San Diego, Inc. has conducted a Limited Geotechnical Investigation at the referenced site in Carlsbad, California. The attached report discusses the geotechnical aspects of the project and provides recommendations for the proposed development. Our subsurface investigation has found that the proposed residential building pad is underlain by a one to two-foot layer of topsoil over dense terrace deposits to the mayimnrn explored depth of eight (8) feet. We conclude that the development of the proposed residence is geotechnically feasible based upon the existing soil conditions, and provided the recommendations contained herein are implemented in the design and construction. Testing Engineers-San Diego appreciates the opportunity to be of assistance to you on this project and welcome the opportunity to continue our role as geotechnical consultants. Should you have any questions regarding the contents of this report, please do not hesitate to contact us. Sincerely, Testing Engineers-San Diego, Inc. SafibuDiallo.RCE Civil Engineer 00-080.rpt Steven N. Bradley, CEG Principal Geologist "ting Engineers - San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92111 [858] 715-5800 10 TABLE OF CONTENTS INTRODUCTION General 1 Purpose 1 Scope of Services > 1 PROJECT BACKGROUND Site Description 2 Proposed Development 2 SITE INVESTIGATION AND LABORATORY TESTING Subsurface Exploration 2 Laboratory Testing Program 2 GEOLOGY Geologic Setting ...3 Site Stratigraphy 3 GEOTECHNICAL EVALUATION General Conclusions 3 Compressible Soils 4 Expansive Soils 4 Groundwater .' 4 Seismic Design Criteria 4 Liquefaction 5 Permanent Slopes 5 Temporary Slopes 5 GRADING AND EARTHWORK RECOMMENDATIONS General 5 Clearing and Grubbing 5 Structural Improvement of Soils , ,. 5 Transitions Between Cut & Fill 6 Method and Criteria of Compaction... . 6 Placement of Oversized Rock , 7 Erosion and Siltation 7 Standard Grading Guidelines 7 FOUNDATION AND SLAB RECOMMENDATIONS General ,7 Conventional Foundations 8 Conventional Slabs-on-Grade 9 Settlement 9 Presaturation of Slab Subgrade 9 TABLE OF CONTENTS (continued) ADDITIONAL RECOMMENDATIONS Retaining Walls 9 Pavements , 10 Trench-Backfill , ....11 Surface Drainage 11 Foundation Review ; f 11 CLOSURE Limits of Investigation 12 Additional Services.... 12 FIGURES Figure 1 - Site Location Map Figure 2 - Plot Plan APPENDICES Appendix A - References Appendix B - Field Exploration Logs Appendix C - Laboratory Test Results INTRODUCTION General This report presents the findings and conclusions of a Limited Geotechnical Investigation for the proposed construction of a single family residence to be located on the west side of Hoover Street in Carlsbad, California, The Site Location Map, Figure 1, follows the text of this report. The investigation basically consisted of field reconnaissance and geologic mapping, subsurface exploration, laboratory testing and engineering/geological evaluation of the obtained information. Purpose The purpose of the investigation was to evaluate the surface and subsurface conditions of the proposed area of development and provide recommendations regarding design of suitable foundation systems for the proposed residence, along with other site development criteria. Scope of Services The following scope of services were conducted during the development of this report: O Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area; O Excavation of four (4) test pits within the limits of the proposed area of development. The test pits were logged by our Project Engineer. A Plot Plan, Figure 2 indicates the approximate test pit locations. Detailed Exploration Logs are contained in Appendix B; O Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis; O Laboratory testing of samples representative of the soils encountered during the field investigation; O Geologic and engineering analysis of the field and laboratory data which provided the basis for our conclusions and recommendations; O Production of this report which summarizes the results of the above analysis and presents our findings and recommendations for site development. SFR Hoover Street O Limited Geotechnical Investigation O Carlsbad. California Q__Proiect No. 00-080 O March 24. 2000 1 PROJECT BACKGROUND Site Description The subject site is a rectangular-shaped residential lot located on the west side of Hoover Street, in the city of Carlsbad, California. The project location is shown on Figure 1, Site Location Map. The site encompasses an area of approximately one (1) acre with a moderate west-sloping natural terrain. Vegetation consisted of grass, shrub, ice plant and few trees. The subject parcel is bordered by similar residential developments. Proposed Development Based on the plans prepared by Sullivan Development of Carlsbad, California, the proposed development will include a single-story structure to be utilized as a residence. A driveway will access the property along the south-east side of the proposed residence from Hoover Street. The Plot Plan, Figure 2, provides a layout of the proposed development. SITE INVESTIGATION AND LABORATORY TESTING Subsurface Exploration The site investigation, consisting of surficial reconnaissance and subsurface exploration, was conducted on March 1, 2000. Subsurface exploration was conducted by test pits excavated with a Case 580L backhoe equipped with a 24-inch bucket. The purpose of the test pit excavations was to evaluate the condition of the soils in the proposed area of development. A total of four (4) test pits were completed to depths ranging from approximately 6 to 8 feet below the existing ground surface. The test pits were logged in the field by the Staff Geologist. Representative samples were collected, sealed in moisture-resistant containers, and transported to the laboratory for subsequent testing. Detailed descriptions of the encountered subsurface materials are provided in the Site Stratigraphy section of this report. The test pit locations are indicated on the Plot Plan, Figure 2. Appendix B contains the Field Exploration Logs, Laboratory Testing Program In addition to the field exploration, a laboratory testing program was conducted to establish the pertinent engineering characteristics of the foundation materials. The laboratory testing program included visual classification, particle size analysis, direct shear, expansion index and maximum dry density and optimum moisture content tests. All laboratory tests were performed in general accordance with applicable ASTM standard specifications or other accepted test methods. Appendix C provides a summary of test procedures and results. SFRHooverjtreetO ILjmited Geotechmca.1 ItwsstigatignO Ramona. CalifomiaQ Project No. 00-080 O March 24,2000 2 GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The coastal areas of the province in Carlsbad are typically made up of Pleistocene marine terrace deposits ( Qm). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. As such, all of the subsurface conditions may not be represented. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the Exploration Logs provided in Appendix B of this report. The following paragraphs provide general descriptions of the encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials which supports vegetation. Topsoil observed in each of the test pits was approximately 1.0 to 2.0 feet thick and consisted of dark brown, silty sand that was moist, loose and porous in consistency with minor amounts of organics (roots and rootlets). Marine Terrace Deposits (Om.) Terrace deposits were observed below the topsoil horizon. They generally consisted of reddish brown, silty sand. The moisture content ranged from damp to very moist and the materials were medium dense to very dense in consistency. Well indurated sandstone and conglomerate were encountered approximately three feet below existing ground. These soils were difficult to excavate. GEOTECHNICAL EVALUATION General Conclusions Based on our investigation and evaluation of the collected information, we conclude that the proposed structural development is feasible from a geotechnical standpoint provided the recommendations contained in this report will be properly implemented during structural development. Based on the non-expansive nature of the granular near-surface soils, it is our opinion that the building pads may be constructed using the on-site materials. In order to provide a uniform support for the structures, overexcavation and recompaction of the structural portions of the building pads will be required. The foundations may consist of reinforced continuous footings with conventional reinforced slabs. Recommendations and criteria for foundation design are contained in the Foundation and Slab Recommendations section of this report. SFRHooyer Street O Limited Gegttchnical Investigation O Carlsbad.California^ Project NEK 00-080 O March 24.2QQO 3 Compressible Soils Our field observations and testing indicate low compressibility within the sedimentary bedrock which underlies the entire site. However, loose topsoil was typically encountered to a depth of approximately 2.0 feet below surface grades. In general, the surficial topsoil is compressible. Due to the potential for soil compression upon loading, remedial grading of these near-surface soils (including overexcavation and recompaction) will be required. Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low; The low- settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork Recommendations section of this report. Expansive Soils The underlying soils consisting of silty sand exhibit a very low potential for expansion. An Expansion Index of zero was obtained from the soils sample tested. . Groundwater Static groundwater was not encountered within the depths of our explorations. In general, it is anticipated that groundwater is generally greater than 100 feet below ground surface in the vicinity of the subject site. , • Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the existence of the Newport- Inglewood Fault Zone approximately seven (7) km west of the subject site. Ground shaking from this fault and the other major active faults in the region is the most likely event affecting the site. The proposed building should be designed in accordance with seismic design requirements of the 1997 edition of the Uniform Building Code or the Structural Engineers Association of California using the following criteria: Parameter Seismic Zone Factor, Z SoU Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Value 0.4 Sd 0.44 0.70 1.0 1.1 B UBC Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U SFR Hoover Street O Limited Geotechnical InvestigationQ Carlsbad. CalifomJaJD gmiecLNo^OQ-080P March 24^2000 4 Liquefaction Based on the absence of shallow groundwater and consistency of the underlying soils, it is our opinion that the potential for liquefaction is very low. Permanent Slopes Permanent cut and fill slopes are anticipated to be less than 5 feet in height and may be constructed at a maximum slope ratio of 2:1 (nor, to vert.) to the heights indicated on the plans. Slopes constructed in such a manner are anticipated to be grossly stable. Due to the granular nature of the on-site soil materials, surficial erosion is a common problem. It is recommended that drought resistant vegetation be planted on the slope faces as soon as practical to enhance the stability of the slope surfaces. Temporary Slopes For the excavation of foundation or utility trenches, temporary vertical cuts to a maximum of 3.5 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (nor. to vert.) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. GRADING AND EARTHWORK RECOMMENDATIONS General Based upon our understanding of the preliminary plans and the information obtained during the field investigation, we anticipate that structures will be founded on continuous footings, which are supported entirely by properly compacted fill. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and ftruhhing AU areas to be graded or to receive fill and/or structures should be cleared of vegetation. Vegetation and the debris from the clearing operations should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, -which need to be rerouted or removed prior to the inception of, or during grading. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil covers portions of the site to depths ranging from approximately 1.0 to 2.0 feet. These loose surficial SFR Hoover Street OjUmited Geotechnical InyestfcationO Carlsbad, gaiifamia O Protect No. 00-080 O March 24. 20QQ 5 soils are susceptible to settlement upon loading. Based upon .the soil characteristics, we recommend the following: * All topsoil or other loose natural or undocumented fill soils (if present) should be completely removed as described herein from areas which are planned to receive compacted fills and/or structural improvements. The bottom of the removal area should expose competent materials as approved by TESD's geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of at least 6 inches, moisture-conditioned from 0 to 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM D-1557 test method). * Overexcavation should be completed for the structural building pad to a rninunum depth of 2 feet below the bottom of the proposed footing or 3.0 feet below surface grade, whichever is greater. The limit of the required area of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). * For non-structural areas, such as driveways, we recommend overexcavation to a minimum depth of 2 feet below existing grade or 1.5 feet below proposed subgrade, whichever is greater, * Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of TESD. Transitions Between Cut and Fill The proposed structure is anticipated to be founded entirely in properly compacted fill. Cut to fill transitions below the structure should be completely eliminated during the earthwork construction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction. should be moisture-conditioned within 2 percent of the optimum moisture content and recompacted to at least 90 percent relative compaction per ASTM test method D-1557. The on-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by TESD prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. SFR Hoover Street O Limited Geotechnical InvestigationO Carlsbad. California O Project No. 00-080 Q March 24. 2000 6 Placement of Oversized Rock All materials for capping the structural building pads should be free of rocks and debris in excess of 3-inch dimension; Select fill should extend a minimum of 5 feet laterally outside the structural footprint. Material up to 12-inch dimension may be placed between 3 and 10 feet from finish grades, but must remain at least 10 feet laterally from the face of permanent slopes and should also not be placed within the alignment of proposed utilities. Although we do not anticipate earthwork construction to create oversized material from 12 to 48 inches in dimension, if encountered, it may be placed in approved non-structural fill areas. The oversized material should be placed in windrows surrounded by granular fill. The rock windrows should be flooded with water to facilitate filling of voids. Care should be taken to avoid nesting of oversize rocks and no large rock should be placed within 10 feet of any slope face. The non-structural rockfill should be capped with a minimum 3 feet of fill containing no rocks greater than 6-inch dimension. Erosion and Siltation Due to .the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, sandbags, siltation basins, positive surface grades, or other method to avoid damage to the finish work or adjoining properties. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the Uniform Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. FOUNDATION AND SLAB RECOMMENDATIONS General The foundation design recommendations herein are "rninimums" in keeping with the current standard-of-practice. They do not preclude more restrictive criteria of the governing agencies or structural considerations. The Structural Engineer should evaluate the foundation configurations and reinforcement requirements for structural loading, concrete shrinkage and temperature stresses. All design and site development criteria should conform to the minimum design requirements provided in the current edition of the Uniform Building Code (UBC). SFR Hoover Street Q Limited Oeotechnicid Investigation Q CarlsfaadJOaJifornia Q Project No. 00-080 Q March 24. 2000 7 Conventional Foundations Conventional continuous footings are suitable for support of the planned residential building and garage. Footings for the structures should be founded entirely in properly compacted fill soil. The footing dimensions, reinforcement, and other structural criteria presented below are based on geotechnical considerations and are not intended to be in lieu of requirements of the .Structural Engineer, Footing Dimensions Exterior footings for a single-story structure should be embedded a minimum of 12 .inches below the lowest adjacent grade and have a minimum width of 12 inches. For two-story structures, the footing depth should be 18 inches at a width of 15 inches. Excavations should be trimmed "neat", square and level, with no loose debris prior to concrete placement. Interior footings should be embedded a minimum of 12 inches at a minimum width of 12 inches. Reinforcement It is recommended that all exterior footings be reinforced with a minimum of four No. 4 steel reinforcing bars placed horizontally in the footing, two near the top and two near the bottom. Interior footings should be similarly reinforced with four No. 4 rebars. The above reinforcement is based on soil characteristics and is not intended to supersede requirements of the structural engineer. Allowable Bearing Capacity A soil bearing pressure of 2>500psf may be utilized for continuous footings founded in properly compacted fill. The soil bearing pressure may be increased by 400 and 250 psf for each additional 6 inch increment of depth and width respectively. For settlement considerations, the maximum allowable bearing capacity should not exceed 4,000 psf for footings constructed into compacted fill. Lateral Earth Resistance Lateral loads against foundations or retaining structures may be resisted by friction between the bottom of the footing and the supporting soil. An allowable friction coefficient of 0.40 may be utilized in the foundation design. Alternatively, an allowable passive earth pressure of 335psf/ft (335pcf EFP) may be used. The values for frictional and passive resistance incorporate a factor- of-safery equal to 1.5, In order to utilize the given values, footings must be poured "tight" against competent soils. Should frictional resistance and passive pressure be used conjunctively, the passive pressure value should be reduced by one-half. A one-third increase in the lateral resistance may be considered for transient loads (wind/seismic). SFR Hoover Street Q Limited GeotechnigaJ Investigation O Carlsbad^Califoroia Q Pfoiec^Ng^OO-080 j) March 24. 2000 Conventional Slabs-on-Grade Conventional interior slabs should be a net 4 inches thick. The slabs should be underlain by a moisture barrier consisting of a minimum of 2 inches of clean sand and 10-mil visqueen sheet. Moisture-sensitive slabs (with tile, linoleum or carpet coverings) should be further underlain (below visqueen) by a minimum 2-inch thick layer of free-draining coarse sand, gravel or crushed rock. Reinforcement for the residential structure and garage should consist of a rniflimum of No. 3 rebar on 18-inch centers. Reinforcement should be located at or slightly above mid-height within the slab section. Reinforcement for actual loading conditions should be as required by the structural engineer. Settlement While subjected to structural loading, a differential settlement up to one-quarter inch should be anticipated, with corresponding total settlement up to one half-inch across the structural span. The values for structure adjustment assume that compressible surficial soil is completely removed within the structural prism; and that proper surface drainage is implemented such that the subsoil moisture content is maintained relatively constant. Presaturation of Slab Subgrade Due to the granular nature of the surficial soils at this site, pre-soaking of the subgrade prior to concrete placement is not required. However, it is recommended that subgrade soil .in areas to receive concrete be watered prior to cpncrete placement. The intention of subgrade moistening is to mitigate any drying shrinkage, which may occur between the time of grading and slab construction. ADDITIONAL RECOMMENDATIONS Regaining Walls Cantilevered retaining walls should be designed for an "active" lateral earth pressure of 35 psf/ft (35 pcf EFP) for approved granular backfill and level backfill conditions. Where cantilevered walls support 2:1 (horvert) sloping backfill, the equivalent active fluid pressure should be increased to 45 pcf. Cantilever walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one-third (1/3) the anticipated-surcharge pressure. Restrained walls should be designed utilizing an "at-rest" earth pressure of 60 psf/ft (60 pcf EFP) for approved granular and level backfill. Restrained walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one-half (1/2) the anticipated surcharge. Retaining wall footings should be embedded a minimum of 18 inches below the lowest adjacent grade. Retaining walls that are to be located near the top of slopes should be designed to allow a minimum daylight distance of 7 feet laterally from the outside edge of the footing to the slope face. SFJLHogver Street O Limited Geotechnica] InvestigationO^Carisbad. California O Project No. 00-080 O March 24. 2000 9 Soil design criteria, such as bearing capacity, passive earth pressure and sliding resistance as recommended under the Foundation and Slab Recommendations section, may be incorporated into the retaining wall design. The design and location of retaining walls should be reviewed by TESD for conformance with our recommendations. Footings should be reinforced as recommended by the structural engineer and appropriate back drainage provided to avoid excessive hydrostatic wall pressures. As a minimum we recommend a fabric-wrapped crushed rock and perforated pipe system. At least 2 cubic feet per linear foot of free-drainage crushed rock should be provided. The remaining wall backfill should consist of approved granular material. This fill material should be compacted to a minimum relative compaction of 90 percent as determined by ASTM D-1557 test method. Flooding or jetting of backfill should not be permitted. Granular backfill should be capped with 18 inches (minimum) of relatively impervious fill to seal the backfill and prevent saturation. It should be noted that the use of heavy compaction equipment in close proximity to retaining structures can result in wall pressures exceeding design values and corresponding wall movement greater than that associated with active or at-rest conditions. In this regard, the contractor should take appropriate precautions during the backfill placement. Pavements The following presents preliminary recommendations for flexible asphalt and rigid concrete pavements. The pavement section requirements have been prepared based on our evaluation of the on-site soils and standard pavement design procedures. The recommendations are not intended to supersede stricter requirements posed by the jurisdictional agency. Asphalt Pavements (AO It is recommended that the constructed pavement subgrade should be evaluated and tested prior to asphalt placement in order to verify the assumed R-value and/or modify the design sections presented. The R-value of the on-site soils is estimated to be 50 for sandy soil excavated from the existing terrace deposits. Based on an R-value of 50, we offer the following preliminary pavement design sections. The actual design and adoption relative to allowable road gradients should be developed by the civil designer based on jurisdictional requirements. Traffic Index Recommended Pavement Section Comments 4.0 2.5" AC on4.0" Class 2 AB Driveway The subgrade soils for the proposed driveway should be scarified to a minimum depth of 6 inches, moisture-conditioned within2 percent of optimum, and recompacted to at least 95 percent SFR Hoove^StreetO Limited Geotechnical InvestiiationO Carlsbad. California OFroiec^No. QCM)80 O March 24. 2000 10 of the Maximum Dry Density per ASTM D-1557. The aggregate base should also be compacted to a minimum of 95 percent relative compaction (ASTM 1557) and should be in conformance with the materials criteria as set forth in Section 26 of the Caltrans Standard Specifications, 1994 Edition. Concrete Pavements (PCO Where rigid concrete pavements are planned to support light vehicular traffic, the following minimum sections are recommended: Traffic Index Recommended Pavement Section Comments 4.0 5.0" PCC on Compacted Subgrade Driveway Compaction of the subgrade soil should be conducted as specified for Asphalt Pavements, above. PCC Pavement should be minimum 3,500 psi concrete. It is recommended that steel reinforcement be provided for PCC pavements, which will sustain heavy impact loading, such as fire trucks. As a minimum for such slabs, we recommend number 3 deformed rebar placed on 24-inch centers each way. Placement of concrete, control/expansion joints, and any reinforcement should be in conformance with ACI specifications and the Structural Engineer's design. Trench Backfill Trench excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be properly bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for both vertical and lateral pipe supports. The remainder of the backfill may be typical on-site soil or low-expansive import which should be placed near optimum moisture content in lifts not exceeding 8 inches in thickness and mechanically compacted to a least 90 percent relative compaction. Surface Drainage Irrigation and drainage at this site should be designed to maintain the current subsurface moisture regime in a state of relative natural equilibrium. Drainage in hardscape areas adjacent to structures should be designed to collect and direct surface waters away from the proposed structures at a recommended minimum gradient of 1 percent. The drainage should be directed to approved drainage facilities. For earth areas, positive drainage with a minimum gradient of 5 percent away from all structures should be provided and maintained for a distance of at least 5 feet to reduce saturation of foundation soils. Earth swales should have a minimum gradient of 2 percent and be directed toward approved drainage receptors. Drainage patterns approved at the time of grading should be maintained throughout the life of the development. SFR Hoover Street O Limited Geotechnical InvestigationO Carlsbad. California O Project No. 00-080 O March 24. 2000 11 Foundation Review Foundation excavations should be reviewed by TESD prior to the placement of forms, reinforcement, or concrete for conformance with the intentions of this investigation. CLOSURE Limits of Investigation Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and Testing Engineers-San Diego, Inc. The samples taken and used for testing, arid the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between test pits and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of TESD and designs adjusted as required or alternate designs recommended, This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field, The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of three years. Additional Services The review of plans and specifications, field observations and testing under our direction is an integral part of the recommendations made in this report. If Testing Engineers-San Diego is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Testing Engineers-San Diego, Inc. SFR Hoover StrteiO Limited Geotechmcal Investigation O Carlsbad. California O Project No, QOO8Q Q March 24.2000 12 Testing Engineers-San Diego, Inc. Project Name: SFR Hoover Street Geotechnical Investigation Carlsbad, CA N Scale: 1' = 1.000" SITE LOCATION MAP - Figure 1 Project No.: 2000-080 Date: March 2000 REFERENCES 1. Bonilla, M.G., 1970, Surface Faulting and Related Effects, in Wiegel, R. L., Earthquake Engineering, Prentice-Hall, Englewood Cliffs, p. 47-74. 2. Bowles, J.E., 1977, Foundation Analysis and Design: few York, NY, McGraw-Hill, 750 p. 3. Hunt, R.E., 1986, Geotechnical Engineering Investigation Manual. New York, NY, McGraw-Hill, 983 p. 4. Hunt, R.E., 1984, fientechnical Engineering Techniques and Practices. New York, NY, McGraw-Hill, 729 p. 5. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas. California Division of Mines and Geology, Map No. 6, Scale 1:750,000. 6. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the.San Diego Metropolitan Area. California. 1975, California Division of Mines and Geology, Bulletin 200. 7. Uniform Building Code. 1997 Edition: Whittier, CA, International Conference of Building Officials, 3 Volumes. 8. Wesnousky, S.G., 1986, Earthquakes. Quaternary Faults, and Seismic Hazard in California. Journal of Geophysical Research, Vol. 91, No. B12, pp. 2587-2631. 9. Winterkorn, H.F., and Fang, H.Y., 1976, Foundation Engineering Handbook: New York, NY, Van Nostrand Reinhold, 751 p. resting Engineers-San Diego, Inc. ACH) N Scale: 1' = 1,000" Tojecl Name: SFR Hoover Street Geotechnical Investigation Carlsbad, CA SITE LOCATION MAP - Figure 1 Project No.: 2000-080 Date; March 2000 REFERENCES 1. Bonilia, M.G., 1970, Surface Faulting and Related Effects, in Wiegel, R. L., Earthquake Engineering, Prentice-Hall, Englewood Cliffs, p. 47-74. 2. Bowles, J.E., 1977, Foundation Analysis and Design:. New York, NY, McGraw-Hill, 750 p. 3. Hunt, R.E., 1986, Geotechnical Engineering Investigation Manual. New York, NY, McGraw-Hill, 983 p. 4. Hunt, R.E., 1984, Geotechnical Engineering Techniques and Practices. New York, NY, McGraw-Hill, 729 p. 5. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas. California Division of Mines and Geology, Map No. 6, Scale 1:750,000. 6. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the.San Diego Metropolitan Area. California, 1975, California Division of Mines and Geology, Bulletin 200. 7. Uniform Building Code. 1997 Edition: Whittier, CA, International Conference of Building Officials, 3 Volumes. 8. Wesnousky, S.G., 1986, Earthquakes, Quaternary Faults, and Seismic Hazard in California. Journal of Geophysical Research, Vol. 91, No. B12, pp. 2587-2631. 9. Winterkorn, H.F., and Fang, H.Y., 1976, Foundation Engineering Handbook: New York, NY, Van Nostrand Reinhold, 751 p. Testing Engineers-San Diego, Inc. LOG OF TEST PIT PROJECT NAME: SFR HoOVCf Street PROJECT ^0: 2000-080 DATE OBSERVED: 3/1/00 METHOD OF EXCAVATION: LOGGED BY: MSD GROUND ELEVATION: LOCATION: . See Map DEPTH (FEET) 5 - - 10 . 15 CLASS SM N UNO SAMPLE \/A BULK SAMPLE k/ /\ MOIST. CONT. 15.1 -9-5. DD 117.7 TEST PIT NO.: XEJ. DESCRIPTION Topsnil: Dark brown silty saud, very moist, loose, fine grained, rootlets. @ 2.0' Formation: Terrace deposits consisting of brown to dark brown sandstone, very dense, moist. Terminated @ 7.01 No Grouadwater No Caving Backfilled on 3/1/00 SOIL TEST LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map TEST PIT NO,: T£=Z - 5 id 15 SM XX 14.5 12.0 Topscril; Dark brown, silty sand, very moist, loose, fine grained, rootlets. @ 1,0' Formation: Dark brown to reddich brown sandstone, moist, medium dense to dense. Terminated® 6:0' No Groundwater No Caving Backfilled om 3/1/00 QG-QSQ.lp Testing Engineers-San Diego, Inc. LOG OF TEST PIT PROJECT NAME: SFR HoOVCr Street PROJECT NO'. 2000-080 DATE OBSERVED: 3/1/00 METHOD OF EXCAVATION: LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map DEPTH (FEET) 5 10 - 15 CLASS SM N UNO SAMPLE BULK SAMPLE MOIST. COMT.DD TEST PIT NO.: TE2. DESCRIPTION Tnpsntl: Dark brown silty sand, very moist, loose, fine grained, roodets. @ 1.0' Pormatinn- Reddish brown sandstone, moist, medium dense to dense, becomes drier below 2-3 feet. Terminated @ 7.01 No Groxuadwater No Caving Backfilled on 3/1/00 SOIL TEST LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map TEST PIT NO.: T£A - 5 ~ 10 - 15 SM GP CK 10.1 10.3 SM lonsoil: Dark brown silty sand, very moist, loose, fine grained, rootlets. @ 1.0' Formation: Reddish brown sandstone, moist medium dense to dense, becomes drier below 2 - 3 feet. @ 6.0' conglomerat layer about six inches (hick, Terminated @ 8.0' No Groundwater No Caving Backfilled om 3/1/00 00-080, ip LABORATORY TESTING Laboratory Testing Program Laboratory tests were performed on representative soil samples to determine their relative engineering properties. Tests were performed in accordance with test methods of the American Society for Testing Materials (ASTM) or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Classification System (USCS). Visual classifications were supplemented^ by laboratory testing of selected samples in accordance with ASTM D-2487. The soil classifications are shown on the Exploration Logs, Appendix B. Maximum Dry Density/Optimum Moisture Content The laboratory maximum dry density and optimum moisture content of selected samples was determined in accordance with ASTM D-1557, Method A. The test results are provided in the following tables. Particle Size Analysis Particle size analyses were performed oa selected representative samples in accordance with ASTM D-422. The results are provided in the following table. Expansion Index Expansion Index tests were performed on representative samples of the near-surface soils. Samples were remolded and surcharged to 144 pounds per square foot in accordance with the Uniform Building Code.Standard No. 18-2. The test results are summarized in the following tables. Direct Shear In order to determine the fill soil bearing capacity, a direct shear test was performed on a soil sample remolded to 90 percent relative compaction in accordance to ASTM D 3080. The test results are provided in the folio whig tables. SUMMARY OF LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY TEST (ASTM D-1557) TP-1 & 2-4' TP-2@ 1-3' 133.0 pcf 132.0pcf 8.5 % 9.5 % RESULTS OF PARTICLE SIZE ANALYSIS (ASTMD-422) RESULTS OF EXPANSION INDEX TESTS (UBC NO. 18-2) TESTING ENGINEERS - SAN DIEGO TESDJOBNO: CLIENT: 00-080 BRIDGE MOTOR INN DIRECT SHEAR TEST DATA TESD LAB NO.: PROJECT: SAMPLE LOCATION: SOIL TYPE: 5402B SFR HOOVER STREET SILTY SAHDfRECOMPACTED TO SOU MAXIMUM DRY DENSITY BOPTIMUM MOISTURE) et StwirMOfrad Shiir 1-HjtoJDATA DIRECT SHEAR GRAPH 0.50 i.00 1£0 NORMAL PRESSURE CALCULATED DATA INITIAL, afttr consolidation/saturation WET DENSITY DRY DENSITY MOISTURE pd pet % COMPRESSION*) oc EXPANSION (+J % FINAL, at fallurt WETDENSTTY DRY DENSITY MOISTURE pet pet % COMPRESSION!-) or EXPANSION t+) % NORMAL PRESSURE SHEAR STRENGTH ksf fcsf 129.7 117.0 10.9% 1.1% 132.7 115.9 14.5% 2.0% 1.04 1.04" 131.8 118.6 11.2% -1.4H 134.8 117.4 14.9% -0,3% 2.06 1.78 126.9 115,4 10.0% 1.9% 132.1 114.9 15.0% 2.3% 4.06 3.3Q FRICTION ANGLE =36.9 degravs COHESION *0.25 ksf 03/24/2000 Pill* GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classification System is used to identify the soil unless otherwise noted, SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D, split-spoon. Qu: Unconfined compressive strength, tsf. Qp; Penetrometer value, unconfined compressive strength, tsf. Me: Water content; %. LL: Liquid limit, %. . PI: Plasticity index, %. DD: Natural dry density, PCF. V : Apparent groundwater level at time noted after completion. AND SAMPLING SYMBOLS CAL: Modified California Sampler - 2 5/8" I.D., 3.0" O.D., except where noted. SS: Split-Spoon -1 3/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. WS: Washed Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION TERM (NON-COHESIVE SOILS) Very Loose Loose Medium Dense . Dense Very Dense TERM (COHESIVE SOILS') Very Soft Soft Medium Stiff Stiff Very Stiff Hard STANDARD PENETRATION RESISTANCE (SPTi Oto4 4 to 10 11 to 30 31 to 50 Over 50 SPT OU - f TSF) Oto2 2 to 4 4to8 8 to 16 16 to 32 Over 32 0 - 0.25 0.25 - 0.50 0.50-1.00 1.00-2.00 2.00 - 4.00 4.00+ PARTICLE SIZE Boulders Cobbles Gravel 8 in. + 8 hi -3 .in 3 in -5mm Coarse Sand Medium Sand Fine Sand 5mm-0.6mm Silt 0.6mm-Q.2mm Clay 0.2mm-0.074mm 0.074 rnm-O.OOSmm 0,005mm Testing Engineers -SanDiego, Inc. Established 1946 Dr. Shantu Patel , November 26, 2002 2851 Columbia Drive Project No. 2000-080D Oceanside, California 92056 Subject: RESPONSE TO COMMENTS BY THE CITY OF CARLSBAD Project: Proposed Single Family Residence 1280 Hoover Street Carlsbad, California 92008 Reference: 1. "Limited Geotechnical Investigation, Proposed Single Family Residence, 1280 Hoover Street, Carlsbad, California," prepared by Testing Engineers, Inc., dated March 24, 2000. 2. "Grading and Erosion Control Plans, Patel Residence, parcel 2 of P.M. No. 16041," Sheets 1 and 2 of 2, prepared by Armstrong and Brooks Consulting Engineers, dated September 11, 2002. 3. "Foundation Plan, Dr. Patel Residence, 1280 Hoover Street, Carlsbad, California 92008," Sheet S-l, prepared by HCP Engineering, dated June 12,2001. Dear Dr. Patel: In accordance with your request, we have reviewed the plan check comments prepared by the City of Carlsbad's plan reviewer, dated November 12, 2002. We are addressing Comment Number 13, which relates to geotechnical issues for the subject project. Comment Number 13 has been presented below in italics and is followed by our response. 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. The referenced grading and foundation plans have been reviewed and were found to be in substantial conformance with the geotechnical recommendations presented in the referenced soils report. Testing Engineers - San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92 1 I^fTSg^ 1 5-5800 Fax [858] 715-5810 LIMITED GEOTECHNICAL INVESTIGATION Proposed Single Family Residence 1280 Hoover Street Carlsbad, California Prepared for: Dr. Shantu Patel C/O Bridge Motor Inn 1103 North Coast Highway Oceanside, California 92054 By: Testing Engineers - San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, California 92111 Project No. 2000-080 March 24, 2000 Testing Engineers-San Diego, Inc Established 1946 Pr. Shantu Patel C/o Bridge Motor Inn 1103 North Coast Highway Oceanside, California 92054 March 24, 2000 Project No. 2000-080 Subject: T.imited Cteotechnical Investigation Project: Proposed Single-Family Residence 1280 Hoover Street Carlsbad, California Dear Dr. Patel: In accordance with your request, Testing Engineers-San Diego, Inc. has conducted a Limited Geotechnical Investigation at the referenced site in Carlsbad, California. The attached report discusses the geotechnical aspects of the project and provides recommendations for the proposed development. Our subsurface investigation has found that the proposed residential building pad is underlain by a one to two-foot layer of topsoil over dense terrace deposits to the mayimnrn explored depth of eight (8) feet. We conclude that the development of the proposed residence is geotechnically feasible based upon the existing soil conditions, and provided the recommendations contained herein are implemented in the design and construction. Testing Engineers-San Diego appreciates the opportunity to be of assistance to you on this project and welcome the opportunity to continue our role as geotechnical consultants. Should you have any questions regarding the contents of this report, please do not hesitate to contact us. Sincerely, Testing Engineers-San Diego, Inc. SafibuDiallo.RCE Civil Engineer 00-080.rpt Steven N. Bradley, CEG Principal Geologist "ting Engineers - San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92111 [858] 715-5800 10 TABLE OF CONTENTS INTRODUCTION General 1 Purpose 1 Scope of Services > 1 PROJECT BACKGROUND Site Description 2 Proposed Development 2 SITE INVESTIGATION AND LABORATORY TESTING Subsurface Exploration 2 Laboratory Testing Program 2 GEOLOGY Geologic Setting ...3 Site Stratigraphy 3 GEOTECHNICAL EVALUATION General Conclusions 3 Compressible Soils 4 Expansive Soils 4 Groundwater .' 4 Seismic Design Criteria 4 Liquefaction 5 Permanent Slopes 5 Temporary Slopes 5 GRADING AND EARTHWORK RECOMMENDATIONS General 5 Clearing and Grubbing 5 Structural Improvement of Soils , ,. 5 Transitions Between Cut & Fill 6 Method and Criteria of Compaction... . 6 Placement of Oversized Rock , 7 Erosion and Siltation 7 Standard Grading Guidelines 7 FOUNDATION AND SLAB RECOMMENDATIONS General ,7 Conventional Foundations 8 Conventional Slabs-on-Grade 9 Settlement 9 Presaturation of Slab Subgrade 9 TABLE OF CONTENTS (continued) ADDITIONAL RECOMMENDATIONS Retaining Walls 9 Pavements , 10 Trench-Backfill , ....11 Surface Drainage 11 Foundation Review ; f 11 CLOSURE Limits of Investigation 12 Additional Services.... 12 FIGURES Figure 1 - Site Location Map Figure 2 - Plot Plan APPENDICES Appendix A - References Appendix B - Field Exploration Logs Appendix C - Laboratory Test Results INTRODUCTION General This report presents the findings and conclusions of a Limited Geotechnical Investigation for the proposed construction of a single family residence to be located on the west side of Hoover Street in Carlsbad, California, The Site Location Map, Figure 1, follows the text of this report. The investigation basically consisted of field reconnaissance and geologic mapping, subsurface exploration, laboratory testing and engineering/geological evaluation of the obtained information. Purpose The purpose of the investigation was to evaluate the surface and subsurface conditions of the proposed area of development and provide recommendations regarding design of suitable foundation systems for the proposed residence, along with other site development criteria. Scope of Services The following scope of services were conducted during the development of this report: O Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area; O Excavation of four (4) test pits within the limits of the proposed area of development. The test pits were logged by our Project Engineer. A Plot Plan, Figure 2 indicates the approximate test pit locations. Detailed Exploration Logs are contained in Appendix B; O Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis; O Laboratory testing of samples representative of the soils encountered during the field investigation; O Geologic and engineering analysis of the field and laboratory data which provided the basis for our conclusions and recommendations; O Production of this report which summarizes the results of the above analysis and presents our findings and recommendations for site development. SFR Hoover Street O Limited Geotechnical Investigation O Carlsbad. California Q__Proiect No. 00-080 O March 24. 2000 1 PROJECT BACKGROUND Site Description The subject site is a rectangular-shaped residential lot located on the west side of Hoover Street, in the city of Carlsbad, California. The project location is shown on Figure 1, Site Location Map. The site encompasses an area of approximately one (1) acre with a moderate west-sloping natural terrain. Vegetation consisted of grass, shrub, ice plant and few trees. The subject parcel is bordered by similar residential developments. Proposed Development Based on the plans prepared by Sullivan Development of Carlsbad, California, the proposed development will include a single-story structure to be utilized as a residence. A driveway will access the property along the south-east side of the proposed residence from Hoover Street. The Plot Plan, Figure 2, provides a layout of the proposed development. SITE INVESTIGATION AND LABORATORY TESTING Subsurface Exploration The site investigation, consisting of surficial reconnaissance and subsurface exploration, was conducted on March 1, 2000. Subsurface exploration was conducted by test pits excavated with a Case 580L backhoe equipped with a 24-inch bucket. The purpose of the test pit excavations was to evaluate the condition of the soils in the proposed area of development. A total of four (4) test pits were completed to depths ranging from approximately 6 to 8 feet below the existing ground surface. The test pits were logged in the field by the Staff Geologist. Representative samples were collected, sealed in moisture-resistant containers, and transported to the laboratory for subsequent testing. Detailed descriptions of the encountered subsurface materials are provided in the Site Stratigraphy section of this report. The test pit locations are indicated on the Plot Plan, Figure 2. Appendix B contains the Field Exploration Logs, Laboratory Testing Program In addition to the field exploration, a laboratory testing program was conducted to establish the pertinent engineering characteristics of the foundation materials. The laboratory testing program included visual classification, particle size analysis, direct shear, expansion index and maximum dry density and optimum moisture content tests. All laboratory tests were performed in general accordance with applicable ASTM standard specifications or other accepted test methods. Appendix C provides a summary of test procedures and results. SFRHooverjtreetO ILjmited Geotechmca.1 ItwsstigatignO Ramona. CalifomiaQ Project No. 00-080 O March 24,2000 2 GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The coastal areas of the province in Carlsbad are typically made up of Pleistocene marine terrace deposits ( Qm). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. As such, all of the subsurface conditions may not be represented. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the Exploration Logs provided in Appendix B of this report. The following paragraphs provide general descriptions of the encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials which supports vegetation. Topsoil observed in each of the test pits was approximately 1.0 to 2.0 feet thick and consisted of dark brown, silty sand that was moist, loose and porous in consistency with minor amounts of organics (roots and rootlets). Marine Terrace Deposits (Om.) Terrace deposits were observed below the topsoil horizon. They generally consisted of reddish brown, silty sand. The moisture content ranged from damp to very moist and the materials were medium dense to very dense in consistency. Well indurated sandstone and conglomerate were encountered approximately three feet below existing ground. These soils were difficult to excavate. GEOTECHNICAL EVALUATION General Conclusions Based on our investigation and evaluation of the collected information, we conclude that the proposed structural development is feasible from a geotechnical standpoint provided the recommendations contained in this report will be properly implemented during structural development. Based on the non-expansive nature of the granular near-surface soils, it is our opinion that the building pads may be constructed using the on-site materials. In order to provide a uniform support for the structures, overexcavation and recompaction of the structural portions of the building pads will be required. The foundations may consist of reinforced continuous footings with conventional reinforced slabs. Recommendations and criteria for foundation design are contained in the Foundation and Slab Recommendations section of this report. SFRHooyer Street O Limited Gegttchnical Investigation O Carlsbad.California^ Project NEK 00-080 O March 24.2QQO 3 Compressible Soils Our field observations and testing indicate low compressibility within the sedimentary bedrock which underlies the entire site. However, loose topsoil was typically encountered to a depth of approximately 2.0 feet below surface grades. In general, the surficial topsoil is compressible. Due to the potential for soil compression upon loading, remedial grading of these near-surface soils (including overexcavation and recompaction) will be required. Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low; The low- settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork Recommendations section of this report. Expansive Soils The underlying soils consisting of silty sand exhibit a very low potential for expansion. An Expansion Index of zero was obtained from the soils sample tested. . Groundwater Static groundwater was not encountered within the depths of our explorations. In general, it is anticipated that groundwater is generally greater than 100 feet below ground surface in the vicinity of the subject site. , • Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the existence of the Newport- Inglewood Fault Zone approximately seven (7) km west of the subject site. Ground shaking from this fault and the other major active faults in the region is the most likely event affecting the site. The proposed building should be designed in accordance with seismic design requirements of the 1997 edition of the Uniform Building Code or the Structural Engineers Association of California using the following criteria: Parameter Seismic Zone Factor, Z SoU Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Value 0.4 Sd 0.44 0.70 1.0 1.1 B UBC Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U SFR Hoover Street O Limited Geotechnical InvestigationQ Carlsbad. CalifomJaJD gmiecLNo^OQ-080P March 24^2000 4 Liquefaction Based on the absence of shallow groundwater and consistency of the underlying soils, it is our opinion that the potential for liquefaction is very low. Permanent Slopes Permanent cut and fill slopes are anticipated to be less than 5 feet in height and may be constructed at a maximum slope ratio of 2:1 (nor, to vert.) to the heights indicated on the plans. Slopes constructed in such a manner are anticipated to be grossly stable. Due to the granular nature of the on-site soil materials, surficial erosion is a common problem. It is recommended that drought resistant vegetation be planted on the slope faces as soon as practical to enhance the stability of the slope surfaces. Temporary Slopes For the excavation of foundation or utility trenches, temporary vertical cuts to a maximum of 3.5 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (nor. to vert.) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. GRADING AND EARTHWORK RECOMMENDATIONS General Based upon our understanding of the preliminary plans and the information obtained during the field investigation, we anticipate that structures will be founded on continuous footings, which are supported entirely by properly compacted fill. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and ftruhhing AU areas to be graded or to receive fill and/or structures should be cleared of vegetation. Vegetation and the debris from the clearing operations should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, -which need to be rerouted or removed prior to the inception of, or during grading. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil covers portions of the site to depths ranging from approximately 1.0 to 2.0 feet. These loose surficial SFR Hoover Street OjUmited Geotechnical InyestfcationO Carlsbad, gaiifamia O Protect No. 00-080 O March 24. 20QQ 5 soils are susceptible to settlement upon loading. Based upon .the soil characteristics, we recommend the following: * All topsoil or other loose natural or undocumented fill soils (if present) should be completely removed as described herein from areas which are planned to receive compacted fills and/or structural improvements. The bottom of the removal area should expose competent materials as approved by TESD's geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of at least 6 inches, moisture-conditioned from 0 to 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM D-1557 test method). * Overexcavation should be completed for the structural building pad to a rninunum depth of 2 feet below the bottom of the proposed footing or 3.0 feet below surface grade, whichever is greater. The limit of the required area of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). * For non-structural areas, such as driveways, we recommend overexcavation to a minimum depth of 2 feet below existing grade or 1.5 feet below proposed subgrade, whichever is greater, * Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of TESD. Transitions Between Cut and Fill The proposed structure is anticipated to be founded entirely in properly compacted fill. Cut to fill transitions below the structure should be completely eliminated during the earthwork construction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction. should be moisture-conditioned within 2 percent of the optimum moisture content and recompacted to at least 90 percent relative compaction per ASTM test method D-1557. The on-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by TESD prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. SFR Hoover Street O Limited Geotechnical InvestigationO Carlsbad. California O Project No. 00-080 Q March 24. 2000 6 Placement of Oversized Rock All materials for capping the structural building pads should be free of rocks and debris in excess of 3-inch dimension; Select fill should extend a minimum of 5 feet laterally outside the structural footprint. Material up to 12-inch dimension may be placed between 3 and 10 feet from finish grades, but must remain at least 10 feet laterally from the face of permanent slopes and should also not be placed within the alignment of proposed utilities. Although we do not anticipate earthwork construction to create oversized material from 12 to 48 inches in dimension, if encountered, it may be placed in approved non-structural fill areas. The oversized material should be placed in windrows surrounded by granular fill. The rock windrows should be flooded with water to facilitate filling of voids. Care should be taken to avoid nesting of oversize rocks and no large rock should be placed within 10 feet of any slope face. The non-structural rockfill should be capped with a minimum 3 feet of fill containing no rocks greater than 6-inch dimension. Erosion and Siltation Due to .the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, sandbags, siltation basins, positive surface grades, or other method to avoid damage to the finish work or adjoining properties. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the Uniform Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. FOUNDATION AND SLAB RECOMMENDATIONS General The foundation design recommendations herein are "rninimums" in keeping with the current standard-of-practice. They do not preclude more restrictive criteria of the governing agencies or structural considerations. The Structural Engineer should evaluate the foundation configurations and reinforcement requirements for structural loading, concrete shrinkage and temperature stresses. All design and site development criteria should conform to the minimum design requirements provided in the current edition of the Uniform Building Code (UBC). SFR Hoover Street Q Limited Oeotechnicid Investigation Q CarlsfaadJOaJifornia Q Project No. 00-080 Q March 24. 2000 7 Conventional Foundations Conventional continuous footings are suitable for support of the planned residential building and garage. Footings for the structures should be founded entirely in properly compacted fill soil. The footing dimensions, reinforcement, and other structural criteria presented below are based on geotechnical considerations and are not intended to be in lieu of requirements of the .Structural Engineer, Footing Dimensions Exterior footings for a single-story structure should be embedded a minimum of 12 .inches below the lowest adjacent grade and have a minimum width of 12 inches. For two-story structures, the footing depth should be 18 inches at a width of 15 inches. Excavations should be trimmed "neat", square and level, with no loose debris prior to concrete placement. Interior footings should be embedded a minimum of 12 inches at a minimum width of 12 inches. Reinforcement It is recommended that all exterior footings be reinforced with a minimum of four No. 4 steel reinforcing bars placed horizontally in the footing, two near the top and two near the bottom. Interior footings should be similarly reinforced with four No. 4 rebars. The above reinforcement is based on soil characteristics and is not intended to supersede requirements of the structural engineer. Allowable Bearing Capacity A soil bearing pressure of 2>500psf may be utilized for continuous footings founded in properly compacted fill. The soil bearing pressure may be increased by 400 and 250 psf for each additional 6 inch increment of depth and width respectively. For settlement considerations, the maximum allowable bearing capacity should not exceed 4,000 psf for footings constructed into compacted fill. Lateral Earth Resistance Lateral loads against foundations or retaining structures may be resisted by friction between the bottom of the footing and the supporting soil. An allowable friction coefficient of 0.40 may be utilized in the foundation design. Alternatively, an allowable passive earth pressure of 335psf/ft (335pcf EFP) may be used. The values for frictional and passive resistance incorporate a factor- of-safery equal to 1.5, In order to utilize the given values, footings must be poured "tight" against competent soils. Should frictional resistance and passive pressure be used conjunctively, the passive pressure value should be reduced by one-half. A one-third increase in the lateral resistance may be considered for transient loads (wind/seismic). SFR Hoover Street Q Limited GeotechnigaJ Investigation O Carlsbad^Califoroia Q Pfoiec^Ng^OO-080 j) March 24. 2000 Conventional Slabs-on-Grade Conventional interior slabs should be a net 4 inches thick. The slabs should be underlain by a moisture barrier consisting of a minimum of 2 inches of clean sand and 10-mil visqueen sheet. Moisture-sensitive slabs (with tile, linoleum or carpet coverings) should be further underlain (below visqueen) by a minimum 2-inch thick layer of free-draining coarse sand, gravel or crushed rock. Reinforcement for the residential structure and garage should consist of a rniflimum of No. 3 rebar on 18-inch centers. Reinforcement should be located at or slightly above mid-height within the slab section. Reinforcement for actual loading conditions should be as required by the structural engineer. Settlement While subjected to structural loading, a differential settlement up to one-quarter inch should be anticipated, with corresponding total settlement up to one half-inch across the structural span. The values for structure adjustment assume that compressible surficial soil is completely removed within the structural prism; and that proper surface drainage is implemented such that the subsoil moisture content is maintained relatively constant. Presaturation of Slab Subgrade Due to the granular nature of the surficial soils at this site, pre-soaking of the subgrade prior to concrete placement is not required. However, it is recommended that subgrade soil .in areas to receive concrete be watered prior to cpncrete placement. The intention of subgrade moistening is to mitigate any drying shrinkage, which may occur between the time of grading and slab construction. ADDITIONAL RECOMMENDATIONS Regaining Walls Cantilevered retaining walls should be designed for an "active" lateral earth pressure of 35 psf/ft (35 pcf EFP) for approved granular backfill and level backfill conditions. Where cantilevered walls support 2:1 (horvert) sloping backfill, the equivalent active fluid pressure should be increased to 45 pcf. Cantilever walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one-third (1/3) the anticipated-surcharge pressure. Restrained walls should be designed utilizing an "at-rest" earth pressure of 60 psf/ft (60 pcf EFP) for approved granular and level backfill. Restrained walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one-half (1/2) the anticipated surcharge. Retaining wall footings should be embedded a minimum of 18 inches below the lowest adjacent grade. Retaining walls that are to be located near the top of slopes should be designed to allow a minimum daylight distance of 7 feet laterally from the outside edge of the footing to the slope face. SFJLHogver Street O Limited Geotechnica] InvestigationO^Carisbad. California O Project No. 00-080 O March 24. 2000 9 Soil design criteria, such as bearing capacity, passive earth pressure and sliding resistance as recommended under the Foundation and Slab Recommendations section, may be incorporated into the retaining wall design. The design and location of retaining walls should be reviewed by TESD for conformance with our recommendations. Footings should be reinforced as recommended by the structural engineer and appropriate back drainage provided to avoid excessive hydrostatic wall pressures. As a minimum we recommend a fabric-wrapped crushed rock and perforated pipe system. At least 2 cubic feet per linear foot of free-drainage crushed rock should be provided. The remaining wall backfill should consist of approved granular material. This fill material should be compacted to a minimum relative compaction of 90 percent as determined by ASTM D-1557 test method. Flooding or jetting of backfill should not be permitted. Granular backfill should be capped with 18 inches (minimum) of relatively impervious fill to seal the backfill and prevent saturation. It should be noted that the use of heavy compaction equipment in close proximity to retaining structures can result in wall pressures exceeding design values and corresponding wall movement greater than that associated with active or at-rest conditions. In this regard, the contractor should take appropriate precautions during the backfill placement. Pavements The following presents preliminary recommendations for flexible asphalt and rigid concrete pavements. The pavement section requirements have been prepared based on our evaluation of the on-site soils and standard pavement design procedures. The recommendations are not intended to supersede stricter requirements posed by the jurisdictional agency. Asphalt Pavements (AO It is recommended that the constructed pavement subgrade should be evaluated and tested prior to asphalt placement in order to verify the assumed R-value and/or modify the design sections presented. The R-value of the on-site soils is estimated to be 50 for sandy soil excavated from the existing terrace deposits. Based on an R-value of 50, we offer the following preliminary pavement design sections. The actual design and adoption relative to allowable road gradients should be developed by the civil designer based on jurisdictional requirements. Traffic Index Recommended Pavement Section Comments 4.0 2.5" AC on4.0" Class 2 AB Driveway The subgrade soils for the proposed driveway should be scarified to a minimum depth of 6 inches, moisture-conditioned within2 percent of optimum, and recompacted to at least 95 percent SFR Hoove^StreetO Limited Geotechnical InvestiiationO Carlsbad. California OFroiec^No. QCM)80 O March 24. 2000 10 of the Maximum Dry Density per ASTM D-1557. The aggregate base should also be compacted to a minimum of 95 percent relative compaction (ASTM 1557) and should be in conformance with the materials criteria as set forth in Section 26 of the Caltrans Standard Specifications, 1994 Edition. Concrete Pavements (PCO Where rigid concrete pavements are planned to support light vehicular traffic, the following minimum sections are recommended: Traffic Index Recommended Pavement Section Comments 4.0 5.0" PCC on Compacted Subgrade Driveway Compaction of the subgrade soil should be conducted as specified for Asphalt Pavements, above. PCC Pavement should be minimum 3,500 psi concrete. It is recommended that steel reinforcement be provided for PCC pavements, which will sustain heavy impact loading, such as fire trucks. As a minimum for such slabs, we recommend number 3 deformed rebar placed on 24-inch centers each way. Placement of concrete, control/expansion joints, and any reinforcement should be in conformance with ACI specifications and the Structural Engineer's design. Trench Backfill Trench excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be properly bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for both vertical and lateral pipe supports. The remainder of the backfill may be typical on-site soil or low-expansive import which should be placed near optimum moisture content in lifts not exceeding 8 inches in thickness and mechanically compacted to a least 90 percent relative compaction. Surface Drainage Irrigation and drainage at this site should be designed to maintain the current subsurface moisture regime in a state of relative natural equilibrium. Drainage in hardscape areas adjacent to structures should be designed to collect and direct surface waters away from the proposed structures at a recommended minimum gradient of 1 percent. The drainage should be directed to approved drainage facilities. For earth areas, positive drainage with a minimum gradient of 5 percent away from all structures should be provided and maintained for a distance of at least 5 feet to reduce saturation of foundation soils. Earth swales should have a minimum gradient of 2 percent and be directed toward approved drainage receptors. Drainage patterns approved at the time of grading should be maintained throughout the life of the development. SFR Hoover Street O Limited Geotechnical InvestigationO Carlsbad. California O Project No. 00-080 O March 24. 2000 11 Foundation Review Foundation excavations should be reviewed by TESD prior to the placement of forms, reinforcement, or concrete for conformance with the intentions of this investigation. CLOSURE Limits of Investigation Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and Testing Engineers-San Diego, Inc. The samples taken and used for testing, arid the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between test pits and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of TESD and designs adjusted as required or alternate designs recommended, This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field, The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of three years. Additional Services The review of plans and specifications, field observations and testing under our direction is an integral part of the recommendations made in this report. If Testing Engineers-San Diego is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Testing Engineers-San Diego, Inc. SFR Hoover StrteiO Limited Geotechmcal Investigation O Carlsbad. California O Project No, QOO8Q Q March 24.2000 12 Testing Engineers-San Diego, Inc. Project Name: SFR Hoover Street Geotechnical Investigation Carlsbad, CA N Scale: 1' = 1.000" SITE LOCATION MAP - Figure 1 Project No.: 2000-080 Date: March 2000 REFERENCES 1. Bonilla, M.G., 1970, Surface Faulting and Related Effects, in Wiegel, R. L., Earthquake Engineering, Prentice-Hall, Englewood Cliffs, p. 47-74. 2. Bowles, J.E., 1977, Foundation Analysis and Design: few York, NY, McGraw-Hill, 750 p. 3. Hunt, R.E., 1986, Geotechnical Engineering Investigation Manual. New York, NY, McGraw-Hill, 983 p. 4. Hunt, R.E., 1984, fientechnical Engineering Techniques and Practices. New York, NY, McGraw-Hill, 729 p. 5. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas. California Division of Mines and Geology, Map No. 6, Scale 1:750,000. 6. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the.San Diego Metropolitan Area. California. 1975, California Division of Mines and Geology, Bulletin 200. 7. Uniform Building Code. 1997 Edition: Whittier, CA, International Conference of Building Officials, 3 Volumes. 8. Wesnousky, S.G., 1986, Earthquakes. Quaternary Faults, and Seismic Hazard in California. Journal of Geophysical Research, Vol. 91, No. B12, pp. 2587-2631. 9. Winterkorn, H.F., and Fang, H.Y., 1976, Foundation Engineering Handbook: New York, NY, Van Nostrand Reinhold, 751 p. resting Engineers-San Diego, Inc. ACH) N Scale: 1' = 1,000" Tojecl Name: SFR Hoover Street Geotechnical Investigation Carlsbad, CA SITE LOCATION MAP - Figure 1 Project No.: 2000-080 Date; March 2000 REFERENCES 1. Bonilia, M.G., 1970, Surface Faulting and Related Effects, in Wiegel, R. L., Earthquake Engineering, Prentice-Hall, Englewood Cliffs, p. 47-74. 2. Bowles, J.E., 1977, Foundation Analysis and Design:. New York, NY, McGraw-Hill, 750 p. 3. Hunt, R.E., 1986, Geotechnical Engineering Investigation Manual. New York, NY, McGraw-Hill, 983 p. 4. Hunt, R.E., 1984, Geotechnical Engineering Techniques and Practices. New York, NY, McGraw-Hill, 729 p. 5. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas. California Division of Mines and Geology, Map No. 6, Scale 1:750,000. 6. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the.San Diego Metropolitan Area. California, 1975, California Division of Mines and Geology, Bulletin 200. 7. Uniform Building Code. 1997 Edition: Whittier, CA, International Conference of Building Officials, 3 Volumes. 8. Wesnousky, S.G., 1986, Earthquakes, Quaternary Faults, and Seismic Hazard in California. Journal of Geophysical Research, Vol. 91, No. B12, pp. 2587-2631. 9. Winterkorn, H.F., and Fang, H.Y., 1976, Foundation Engineering Handbook: New York, NY, Van Nostrand Reinhold, 751 p. Testing Engineers-San Diego, Inc. LOG OF TEST PIT PROJECT NAME: SFR HoOVCf Street PROJECT ^0: 2000-080 DATE OBSERVED: 3/1/00 METHOD OF EXCAVATION: LOGGED BY: MSD GROUND ELEVATION: LOCATION: . See Map DEPTH (FEET) 5 - - 10 . 15 CLASS SM N UNO SAMPLE \/A BULK SAMPLE k/ /\ MOIST. CONT. 15.1 -9-5. DD 117.7 TEST PIT NO.: XEJ. DESCRIPTION Topsnil: Dark brown silty saud, very moist, loose, fine grained, rootlets. @ 2.0' Formation: Terrace deposits consisting of brown to dark brown sandstone, very dense, moist. Terminated @ 7.01 No Grouadwater No Caving Backfilled on 3/1/00 SOIL TEST LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map TEST PIT NO,: T£=Z - 5 id 15 SM XX 14.5 12.0 Topscril; Dark brown, silty sand, very moist, loose, fine grained, rootlets. @ 1,0' Formation: Dark brown to reddich brown sandstone, moist, medium dense to dense. Terminated® 6:0' No Groundwater No Caving Backfilled om 3/1/00 QG-QSQ.lp Testing Engineers-San Diego, Inc. LOG OF TEST PIT PROJECT NAME: SFR HoOVCr Street PROJECT NO'. 2000-080 DATE OBSERVED: 3/1/00 METHOD OF EXCAVATION: LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map DEPTH (FEET) 5 10 - 15 CLASS SM N UNO SAMPLE BULK SAMPLE MOIST. COMT.DD TEST PIT NO.: TE2. DESCRIPTION Tnpsntl: Dark brown silty sand, very moist, loose, fine grained, roodets. @ 1.0' Pormatinn- Reddish brown sandstone, moist, medium dense to dense, becomes drier below 2-3 feet. Terminated @ 7.01 No Groxuadwater No Caving Backfilled on 3/1/00 SOIL TEST LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map TEST PIT NO.: T£A - 5 ~ 10 - 15 SM GP CK 10.1 10.3 SM lonsoil: Dark brown silty sand, very moist, loose, fine grained, rootlets. @ 1.0' Formation: Reddish brown sandstone, moist medium dense to dense, becomes drier below 2 - 3 feet. @ 6.0' conglomerat layer about six inches (hick, Terminated @ 8.0' No Groundwater No Caving Backfilled om 3/1/00 00-080, ip LABORATORY TESTING Laboratory Testing Program Laboratory tests were performed on representative soil samples to determine their relative engineering properties. Tests were performed in accordance with test methods of the American Society for Testing Materials (ASTM) or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Classification System (USCS). Visual classifications were supplemented^ by laboratory testing of selected samples in accordance with ASTM D-2487. The soil classifications are shown on the Exploration Logs, Appendix B. Maximum Dry Density/Optimum Moisture Content The laboratory maximum dry density and optimum moisture content of selected samples was determined in accordance with ASTM D-1557, Method A. The test results are provided in the following tables. Particle Size Analysis Particle size analyses were performed oa selected representative samples in accordance with ASTM D-422. The results are provided in the following table. Expansion Index Expansion Index tests were performed on representative samples of the near-surface soils. Samples were remolded and surcharged to 144 pounds per square foot in accordance with the Uniform Building Code.Standard No. 18-2. The test results are summarized in the following tables. Direct Shear In order to determine the fill soil bearing capacity, a direct shear test was performed on a soil sample remolded to 90 percent relative compaction in accordance to ASTM D 3080. The test results are provided in the folio whig tables. SUMMARY OF LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY TEST (ASTM D-1557) TP-1 & 2-4' TP-2@ 1-3' 133.0 pcf 132.0pcf 8.5 % 9.5 % RESULTS OF PARTICLE SIZE ANALYSIS (ASTMD-422) RESULTS OF EXPANSION INDEX TESTS (UBC NO. 18-2) TESTING ENGINEERS - SAN DIEGO TESDJOBNO: CLIENT: 00-080 BRIDGE MOTOR INN DIRECT SHEAR TEST DATA TESD LAB NO.: PROJECT: SAMPLE LOCATION: SOIL TYPE: 5402B SFR HOOVER STREET SILTY SAHDfRECOMPACTED TO SOU MAXIMUM DRY DENSITY BOPTIMUM MOISTURE) et StwirMOfrad Shiir 1-HjtoJDATA DIRECT SHEAR GRAPH 0.50 i.00 1£0 NORMAL PRESSURE CALCULATED DATA INITIAL, afttr consolidation/saturation WET DENSITY DRY DENSITY MOISTURE pd pet % COMPRESSION*) oc EXPANSION (+J % FINAL, at fallurt WETDENSTTY DRY DENSITY MOISTURE pet pet % COMPRESSION!-) or EXPANSION t+) % NORMAL PRESSURE SHEAR STRENGTH ksf fcsf 129.7 117.0 10.9% 1.1% 132.7 115.9 14.5% 2.0% 1.04 1.04" 131.8 118.6 11.2% -1.4H 134.8 117.4 14.9% -0,3% 2.06 1.78 126.9 115,4 10.0% 1.9% 132.1 114.9 15.0% 2.3% 4.06 3.3Q FRICTION ANGLE =36.9 degravs COHESION *0.25 ksf 03/24/2000 Pill* GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classification System is used to identify the soil unless otherwise noted, SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D, split-spoon. Qu: Unconfined compressive strength, tsf. Qp; Penetrometer value, unconfined compressive strength, tsf. Me: Water content; %. LL: Liquid limit, %. . PI: Plasticity index, %. DD: Natural dry density, PCF. V : Apparent groundwater level at time noted after completion. AND SAMPLING SYMBOLS CAL: Modified California Sampler - 2 5/8" I.D., 3.0" O.D., except where noted. SS: Split-Spoon -1 3/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. WS: Washed Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION TERM (NON-COHESIVE SOILS) Very Loose Loose Medium Dense . Dense Very Dense TERM (COHESIVE SOILS') Very Soft Soft Medium Stiff Stiff Very Stiff Hard STANDARD PENETRATION RESISTANCE (SPTi Oto4 4 to 10 11 to 30 31 to 50 Over 50 SPT OU - f TSF) Oto2 2 to 4 4to8 8 to 16 16 to 32 Over 32 0 - 0.25 0.25 - 0.50 0.50-1.00 1.00-2.00 2.00 - 4.00 4.00+ PARTICLE SIZE Boulders Cobbles Gravel 8 in. + 8 hi -3 .in 3 in -5mm Coarse Sand Medium Sand Fine Sand 5mm-0.6mm Silt 0.6mm-Q.2mm Clay 0.2mm-0.074mm 0.074 rnm-O.OOSmm 0,005mm City of Carlsbad ^ ••^^•••^••^•^^••i^^^^^^^^^^^^^^^^^^HBuilding 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: A.P.N.: Project Applicant (Owner Name(s): Project Description: BUILDING TYPE: Residential: /3 - /3V)-.3 Ad 0 Dr. Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU A/ft Residential Additions: Net Square Feet New Area Commercial/Industrial: City Certification of applicant's information: Square Feet Floor Area MA* Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) Date: TRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215 Mala Way San Marcos, CA 92069 (290-2649) " Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas. CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner wilt file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration Is authorized to sign on behalf of the Owner. Signature:Date: SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) 1635 Faraday Avenue * Carlsbad, CA 92OO8-7314 - (76O) 6O2-27OO • FAX (76O) 6O2-8560 THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT . • • HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE Carlsbad Unifcd School DistrictNAME OF SCHOOL DISTRICT SDi F;n, rr-^ forkM c'l.':-;;:.:a ^Ofl DATE PHONE NUMBER RmricvH 4/17/nn > ^ £ 03-24-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR03045 Building Inspection Request Line (760) 602-2725 Job Address: 1 280 HOOVER ST CBAD Permit Type: PCR Parcel No: . Lot #: 0 Valuation: $0.00 Construction Type: NEW Reference #: CB023282 Project Title: PATEL RES-MOVE FAM RM WALL 5FT W/STRUCT CHANGES Status: ISSUED Applied: 03/07/2003 Entered By: RMA Plan Approved: 03/24/2003 Issued: 03/24/2003 Inspect Area: Applicant: PEG RAMIER@4DES!GN Owner: P O BOX 848 92049 760433-1785 1053 03/24/03 0002 01 02 Plan Check Revision Fee Additional Fees $180.00 $0.00 CGP 180-00 Total Fees: $180.00 Total Payments To Date:$0.00 Balance Due:$180.00 Inspector: FINAL APPROVAL Date: — ——-—- -Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest (hem, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have_BreviQus!y_ieen_aiyen a NOTICE simJlarto this.-QLas to whfcrithe statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO._ EST. VAL. Plan Ck. Deposit Validated By Date f / T Address {include Bldg/Suite #)Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel Existing Use Proposed Use Description of Work #of Stories # of Bedrooms # of Bathrooms Name Address City State/Zip Telephone # JSec. 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 3, commending w'rth Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the fallowing declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 19100) OR LESS) Q 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: FaHure to secure workers' compensation coverage Is unlawful, and ahaH subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (4100,000), In addition to the coat of compensation, damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work end the structure is not intended or offered for sale {Sec. 7044, Business and Professions Code: The Contractor's License Lew 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 ere 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}. C] 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). n I *m 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. Q YES QNO 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 wifl 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 Is the spplicant or future building occupent required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 26505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain, a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETINQ THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the Informetion on the plans is accurate. I agree to comply with all City ordinances and State taws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 1 80 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any tlrm • I'ter Jjje,workjsj»mrj»enced JarSTnirjgitgf 180 days (Section 106.4.4 Uniform Building Code). J DATEAPPLICAC : SIGNATURE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In (Partnership with government for <Bui&fing Safety DATE: March 19, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: PCR03-045(02-3282) SET: I PROJECT ADDRESS: 1280 Hoover Street PROJECT NAME: Revision to Patel 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. 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: Esgi! 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: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/10/03 imsmtl.dot 9320 Chesapeake Drive, Suite 208 + SanDiego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad PCRO3-O45(02-3282) March 19, 20O3Carlsbad PCR03-045(02-3282) March 19, 2003Carlsbad PCR03-045(02-3282) March 19, 2003 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 3282) PREPARED BY: Bert Domingo BUILDING ADDRESS: 1280 Hoover Street PLAN CHECK NO.: PCR03-045(02- DATE: March 19, 2003 BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V N BUILDING 11 AREA PORTION I (Sq. Ft.) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance $180.00 Type of Review: Q Repetitive FeeRepeats D Complete Review D Other m Hourly 1.5 Structural Only Hours Esgll Plan Review Fee $144.00 * Based on hourly rate Comments: Sheet 1 of1 macvalue.doc Transm'rttal From the Office of 4 DESIGN Architecture and Planning- Kennrth Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax: 760-433-2810 www.4designarch.com To: From: Date: City of Carlsbad - Building Department Peg Ramier March 11,2003 Project name: Patel Residence 1280 Hoover Street Carlsbad, Ca. Attached are (2) copies of engineering changes. This same information was submitted on Friday March 7th, 2003 but they did not include a wet stamp and signature. These copies do include a wet stamp and signature from the engineer. Please contact our office if you have any questions. Peg Ramier Transmittai From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax: 760-433-2810 www.4designarch.com To: From: Date: City of Carlsbad - Building Department Peg Ramier March 7, 2003 Project name: Patel Residence 1280 Hoover Street Carlsbad, Ca. These drawings and structural calculations are being submitted for approval for substantial conformity to the previously permitted plan for 1280 Hoover Street. The changes include: Moving the north wall of the family room out 5'-0" to create a straight wall from the kitchen to the family room. Removing 3 small windows on the west wall of the family room to allow for a shear wall. Increasing the width of the columns on the master bedroom deck to allow space for structural columns from foundation to the roof. Raising the floor of the quiet room to make room for structural members above the entry arch. Please contact our office if you have any questions. Peg Ramier HCP ENGINEERING March 4, 2003 Dr. Shantu Patel 2858 Columbia Dr. Oceanside, CA 92056 Re: 1280 Hoover Street Carlsbad, CA 92008 Dear Mr. Patel: The concrete strength noted on Sheet S4 of the drawings of the above referenced project was inadvertently called out as 3,000 psi concrete mix. However, for the structural calculations 2,500 psi concrete strength was used. As such, a 2,500 psi concrete mix can be used for the foundation and grade beam construction. Additionally, deputy inspection and concrete testing is not required for this project. Should you have any questions, please contact this office at (909) 738-0840. 1 307 West Sixth Street Suite 2 1 1 Corona, CA 92882-3 f 68 Phone: 909-738-0840 CONCRETE- 1. All concrete shall attain a minimum compresslve strength of 2,500 pal at 28 days, unless noted otherwise. 2. Aggregates shall be natural sand and rock conforming to ASTM C33. 3. Cement shall be Portland Cement conforming to ASTM C-150, T>pe I or II, low alkali. 4. The following minimum dear distances between reinforcing steel and face of concrete shall bemaintained unless noted otherwise: Stab on grade Center of Sob Concrete below grade, formed 2" Concrete below grade, unformed (pour against earth) 3" Concrete exposed to weather 1 H" 5. Pipes may pass through structural concrete In sleeves, but shall not be embedded therein. Pipes or ducts exceeding one-third the slab or wall thickness shall not be placed In the structural concreteunless specifically detailed. 6. Provide 3/4" chamfer at all exposed corners. 7. Refer to architectural drawings for reveals, areas of textured concrete or special finishes, Items required to be cast Into the concrete, curbs and slab depressions. J/fcy&t. <I 1 I... vww* > ^ / 2-L K 'T' &jg&&)fe&)^&JLJ&^ ->_ Company HOP Engineering Designer Hitesh Patel Job Number 2001-27 Frame 17 & Beam FB16 (Re' Global [Steel Code AISC 9th Edition ASD iPiP^BM:Stte1^1ftl*Gie^elFacfe)r CASJF)1 V^H.333 ""'••'-! • -; -°^S^T-r {Include Shear Deformation \ YesmsmtKmm&mm&cdix-*' -""is - > > *•>-*- <* i Redesiqn Sections i Yes f^&SS^s^SKS^W^&Sit ' - ^''- • 10.50% - . . ':-^:^ -". Materials (General} Material Label Young's Modulus Shear Modulus Potsson's (Ksi) (Ksi) Ratio1 STL 29000 11154 .3 Sections Section Datatese — •*. Material Area Label ^XShajie \ Label (ln)A2 \ COL / W10X30 ) STL j 8.84 Joint Coordinates Joint Label K Coordinate Y Coordinate (Ft) - (Ft) N1 4.5 0 j&S-t P# ^Iflfi^E*' Pf :iS;^|tiJ ' S - 10 t ^ ',*??***• " N3 28 0 - ^••^•^hi^ •?* 1& ~fer* '-*""" E- N5 I 0 10 iH,i>!1^ti^N6^:r; ;;*'?* i^^t^-ilit^til^Pili^'^^iD •* :*'• ' -^ Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (K/in) (K-ft/rad) N 1 Reaction I Reaction i Reaction f;;;^?;3"fh0'-^:<&Ss' = ^iReae^tinT^S ^•Rea^SQlrllPtaiiReaoSoi»-^' March 1,2003 12:13 PM / 2/28/03) Checked By: 3 . 3 > Thermal Coef. Weight Density Yield Stress (per10A5F) (KnVS) (Ksi) .65 .49 ! 36 SA SA 1(90,270) 1(0,180) (0.180) (90,270) (InM) (InM) 1.2 1.2 16.7 170 Joint Temperature (F) 0 I£*v ^; -'"0 !?•'*•#* ^ Io * «. ft * * V**J$ J y ' " , , »"*« * 0 - -- "0 i .«-;, f Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set l-End J-End l-End J-End Code Length (deqrees) ,-- — - AVM AVM (In) (In) (Ft) M1 N1 M3 *^>t&(C"M4 %-!$Hft M5 N5 N2 i^p^N'iiiili^^S^^ N2 I / N4 N6 /"COL Siil^OL^^^ BEAM »;- BEAM ''*\Z* ";- '-X" '' **** ," „"*! ' -C.- , ** •! •.•f-'Sjf ' ^ ^ ' ' s _-:-•#; '^^ &:;;?»%'-, ;^^ *'"U. 10 ^tt ^[^"^^ 4.5 f t-f" 351,5^. *» 4.5 Steel Design / NDS Parameters Member Label Section Set Length (Ft) Lbout leout (Ft) Lbin tein JJ3L L_comp te bend Kout Kin CH Cm Cb Sway B out in M1 COL 10 1. M3 BEAM 4.5 1. M5 BEAM 4.5 1. RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page 1 'Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,2003 12:13 PM Checked By:_ Wood Material Parameters Wood Set Label NDS Species Database Fb (Ksi) Ft (Ksi) Fv (Ksi) Fc (Ksi) E (Ksi)Cm Or E Poisson's mod Ratio Therm Coef. (10A5 F) Weight Density (K/f^S) No Data to Print... Redesign Criteria Section Set Max Depth Win Depth Max Width Win Width Max Code Check Min Code Check (in) (in) (In) [Inl COL 14 10 .8 .5 Distributed Load Patterns Pattern Label Direction Start Magnitude (K/ftF) End Magnitude (K/ft.F) Start Location (Ftor%) End Location (Ftor%) UNIFORMX -1 -1 Basic Load Case Date BLC No.Basic Load Case Description Category Code Category Description Gravity Load X Y Nodal Type Totals Point Dist. Joint Loads/Enforced Displacements. Category: PL BLC 1: dl Joint Label N5 [L]oad or [Displacement Direction Magnitude (K. K-ft, In. red) -.864 Joint Loads/Enforced Displacements, Category: LL BLC 2: II Joint Label N5 [L]oad or [Displacement Direction Magnitude (K. K-a In. rad) -.969 Member Distributed Loads. Category: DL. BLC 1: dl Member Label 1 Joint1 M3 I N5 ^j^^^tM^^^^:\ M5 J Joint Load Pattern Label Pattern Multiplier N2 yigi:!;^j;^!il^:''^:S^||^iJ!f|giS^4 .^ j, j t*. N4 N6 UNiFORMY ' UWBBllpiy^ ^;i UNIFORMY .334 ' 1 ^JSK&J'^'V .334 Member Distributed Loads. Cateaorv: LL. BLC 2 : II Member Label Joint J Joint M3 M5 N5 N2 N4 N6 Load Pattern Label Pattern Multiplier UNIFORMY FORMY .085 .085 RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page 2 Corhpany : HCP Engineering Designer : Hitesh Patel Job Number: 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,2003 12:13 PM Checked By:_ Member Distributed Loads. Category: EL BLC 3 ; eg Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M3 N5 N2 UNIFORMX .241 N4 M5 N4 N6 UNIFORMX .241 Member Distributed Loads. Category: WL. BLC 4 : wd Member Label I Joint J Joint M3 N5 N2 Load Pattern Label Pattern Multiplier UNIFORMX M5 Load Combinations N4 N6 UNIFORMX .27 .27 Mum Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor Envelope Joint Displacements Joint Label X Translate (In) Lc Y Translate M.Lc Rotate (radians)Lc Envelope Reactions Joint Label Y Force Moment (K-ft) Lc RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Pages Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,2003 12:13 PM Checked By:_ _ Envelope Reactions, (continued) Joint Label I (mini X Force (K) -7.832 Lc | 5 | Y Force (K) 1t.138 4Lc A \ Moment (K-ft)Lc Envelope Drift Report Story Number Joint Label No Stories Defined... X Direction Drift Lc (In) % of Ht. Envelope Redesign Shaves Section Set Member Label Current Choice 1st Choice Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice COL M2 W10X22 W14X22 S1 0X25.4 W10X26 Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (K) (K) (K) i M1 ! 1 max 10.066 2 min 4.5 5 3.017 5 22.322 -5.36 2 -31.663 5 imax 10.066 ,i 2 3.017 i 5 21.933 ! mini&ztiii&^&w1^- :-:. • • f1; 5 max m«jh ma* min 4.5 ;Ji?7i86f^l=^i^asar^ !"^i7l86J^ 5 **"t**S:-"•^i? <'?4'i?l ''-.^.'^•••• ':$. -j". -^262^^:^41 -5.36Biiiys^iS- v•$&&&&'* «f$ITO ?<§3v4El6 M3 : 1 max 0 1 -0.778 2 5 v2' ;5- 2 4 : min 0 1 -1.833 3 5 max 1.084 5 : -2.13 min: -1.215 2 -3.719 !ii^M";M4Uf '.» '. -'U :^:;"> t;LM: h; 'v:5 " ' max ^wrt=;rm1a>: nrn •" ".f:4;--14§1:% --^^3I; : ?-3J73tv;"E:-I^A:^'. I43N"S^fe1^ |;;Sr fe^E» ^Ifc^ M5 1 : max: 1.215 ; 2 min -1.084 5 5 max, 0 1 min . ^^^ jfcStSt " &•^^aae ^4JB8 4 ^ 2 -5 4^.-f •„ -7.849 ffflKMTr-25.699 » -?4^^x -2&.316 0 5 2 2 5 iS •-•&.r;"2 51 0 12.491 6.543 • ^^ft^Cpt.'^ «-'£C8Q&) *W-MW: 0a 5 H 3.032 ; 3 9.399 1.943 4 5.7 1.146 0 1 0.59 3 0 4 1 3 5 ?f2\ j:^'- .f6-- 414 3 4 ! 1 0 1 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (Ksi) Lc (Ksi) Lc RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page 4 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 Envelope Member Stresses. Member Label Section jfe|:f'M4^*:'A 1 1 [: 5i M5 1 max min max min max min 5 max min Axial (Ksi) cO.469 — Ol2W >xQ|422& 3X24S 0.137 -0.123 0 0 Frame 17 March 1,2003 12:13 PM & Beam FB16 (Rev 2/28/03) Checked By: (continued) Shear Lc (Ksi)..=2 <, ;>-5'::: l'5'f *22't? 2 C^2.425 1 H;0i905;l ^iS0.88S $ «^t;845::l 1.158 5 0.742 1 0.438 1 0.226 Bending top Bending bot Lc (Ksi) Lc (Ksi) Lc 2V-V Vf&J: lifts 3 4 3 4 •~iQi483' ilOlfOffl- Ii9l614> -2.106 -3.473 0 0 •&"' • 2' £4 : * & '• 4 ^2v? -0.483 ' tfe0j|' .&Drt7 A 3?!~ n*1 3.473 3 2.106 1 1 0 0 121 I§I ISi &4S1 3 4 1 1 Envelope Member Deflections Member Label Section M1 1 I max min 5 . 1 ',• 5 max mm [max mta max min M3 1 max min 5 max :Ki£ ^-5'3 h: -,;<;•- min Iroax! min max i'fhirt M5 1 max mm 5 : max mm x-Translate Lc y-Translate Lc (n) L/y Ratio Lc (In) (In) 0 1 0,1 0101 -0.002 -0.005 0 - 0 *• 5 0.264 2 2 1 1 -0.002 4 -0.004 I 1 -0.227 t .0 v^ .: 0«w* - :0.26&,-w *0.22S ^ 5 trfl • t"t' - ,'2" :"5 0.227 5 0.096 5 -0.264 ' 2 NC NC 454.828 527.813 - -•% i Pjfe-- '"Ji i Ows^ '452^992 l •wK^1^ 5 NC -0.114 2 495.815 0.227 5 -0.002 i 5 -0.264 2 ;4?$,227 ;;4'%:264 ,^£01226 '•"I4X265 5 2 5 2 0.226 5 -0.005 -0.0)2* -OJ005 . -O.OQ2~S -0.004 k -0.002 2 -5 2 oj 1 NC NC ,,-'-KC^ t^lC*^-..'.mc^sK • 'rNCa*"- 4 ! NC -0.265 ; 2 -0.004 1 NC 0.226 5 0.109 2 NC -0.265 2 -0.076 5 736.128 2 5 >&j/j> 2£%Y w»- ^, 2 iN-V « i.% ,.:,• >. #.' 0 Envelope Member AISC ASD 9th Code Checks Member Label CodeChk M1 0.446 Loc JR0 Shear Chk Loc 0.107 Lc Fa Ft Fb ASD Eqn. 19.358 28.793 28.793 H1-2 0:383 0 S0.096 M3 0.151 4.5 0.074 4.5 25.655 28.793 31.672 H2-1 Q.809 0 ^0:126 0.114 0.06 25.655 28.793 31.672 H1-2 Envelope Member NDS Code Checks Member Label CodeChk Loc (Ft) No Data to Print... Shear Chk Lc Loc (Ft) Fc' Lc (Ksi) Ft1 (Ksi) Fb'Fv1 (Ksi) Eqn RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]PageS Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,2003 12:15 PM Checked By:_ MemberSection Forces. LC 6 : t.2D+.5L+2.8E (Conn) Member Label Section Axial Shear M1 M3 M5 12.118 -12.151 12.118 0 -3.037 3.037 -12.151 -1.521 -3.516 3.027 1.032 Moment (K-ft) -74.519 46.989 0 11.334 9.133 Materials (General) Material Label Young's Modulus iKsiL Shear Modulus (Ksi) Poisson's Ratio Thermal Coef. (per 10*5 F) Weight Density (K/ftA3) Yield Stress (Ksi) STL 29000 11154 .65 .49 36 Sections, Section Label Database Shape Material Label Area (ln)A2 SA SA (0.180) (90.270) I (90,270) (InM) (0,180) (InM) COL W10X30 STL 8.84 1.2 1.2 16.7 170 **' RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page 6 .L Mar 04 03 06:57p 0 03/8*1/2083 12113 9OT73S1432 HCP. : CAMTILEUER P-l PAGE 82/86 HCP ENGINEERING Dr. Shanta P^tel -. 2858 Columbia Dr. , Occanside,CA 92056 Re: 1280 Hoover Street . • ." .Carlsbad, CA 92008. -,- . ' '.- ' . • ': : ';. ' .;'.;• ;".. . / -' " DisarMr.Patel: • • \- - ' ;- .. ., ..-. V ;. -. - The concrete strength noted on Sheet S4 of Ac drawing* of Ac abb vertfcreoced project w^ireidvefieiitlycaDcdoulM3,000^^^ : calculations 2^00 psi conone strength was used. As such, a 2^00 psi concrete mix can be used for the foundation and grade beam,comtruction. AddiiionaHy, deputy inspection and COIK^C testing is not required for this pipjecL ... , . Should you have any. Sincerely, Mar 04 03 06:57P 0 P** 33/06 . 03/04/2803 12:13 9097381432 HCP - 1. Al ewier*to iMI «ttafc. a inMmum eompr«nhi> itrwifU) of 1900 p«T at 28 Mm untai natod 2. A«r«9etw rital b* iMIural «a*d «4 rook conforming to ASftf riidf b« Pw«bod Oanwit oantoming to ASM C-1SO, T)p* I of "I tew ataR, Hi* UlMring fldn*Buni char «Manem b«lwwn Minfbftfca MM! oM IBM of conont* «tw*imlw* nvtiri Stab on flratfy im.~-.--n.ifrr — .mi — U.-HLJI .-ruHi.-ii— _______ ____ __C*nttr *fConcrato brio* trad* fenrwd ..t.^^...^..^.^,.— — — --- -..^. CaneraM Mta« «Mdt, uMamwrf ^MT ggotal 5. Ptpf» AMVMCI thrvugh itnieliiMf MRtntt In rtitvM. but ataV «*t M flmbc«M thtrMn.duct* Mceedng «n*-*W UM rf* «r «« IMcHMu riwl not b* ploMd h th« ttnicturd cofwral*urt«n 8. Pnnfd* 3/4" chemfu' at tf ••potH COTMM. 7. M««ir to orehRMtunl dmingp fur rvwato. ena* of t^durwf oonarat* or «B«ciol «nMiafca* c«t intg ft« awwra^ «**» end «tab d«pr«Mton. hap 04 03 G6:57p 0 03/64/2863 12:13 9097361432 HCP : CANTILEVER p.3 PAGE 94/86 Mar 04 03 06:57p 0 . 03/84/2803 12:13 36973B1432 HCP : CANTILEVER PAGE 05/06 Mar 04 03 06:57p 0 ; 83/04/2083 12:13 9097381432 HCP : CANTILEVER p.5 06/86 '*"! • fL* \iID <2COLJJQ< COU_ LJJig§CM vj ~r^5CO i_s*§IBJE aLJJa:uLJJQ.Ac\ 07-02-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR03058 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: 1280 HOOVER ST OCEANSIDE CA 92049 433-1785 1280 HOOVER ST CBAD PCR Lot #: 0 $0.00 Construction Type: NEW PATEL RES-MOVE FIREPLACE REVISE SHEAR WALL.&FLOOR JOIST CONNECTIONS Owner: Status: PENDING Applied: 03/26/2003 Entered By: CB Plan Approved: Issued: Inspect Area: Plan Check Revision Fee Additional Fees $180.00 $0.00 Total Fees: $180.00 Total Payments To Date:$0.00 Balance Due:$180.00 8766 07/02/03 02 180.00 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. . Plan Ck. Deposit Validated By. Date "3 Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel #Existing Use Proposed Use State/Zip Telephone # Fax # Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION; I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such 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). , as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ontractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 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, pujttjgve contracted (tyqd)Jfce following persons to provide the work indicated (include name / address / phone number / type Lof work); 'PROPERTY OWNER SIGNATURE DATE . 24,02 !|Qi$ilfli»^ls^^ 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 Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES CH 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. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Code). LENDER'S NAME LENDER'S ADDRESS 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 issuedj>£jhebuilding Official ufldertte provisions of this Code shall expire by limitation and become null and void if the building or work _authorized by such permit is not coJbrrtenjKj withioyt 80 fwlfypy6 data/of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comnjlQaepdJtfr? poflrfdjf Tj)y6>fcX9>ctj^nJ 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership with government for (Buitding Safety DATE: June 25, 2003 'JURIST JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: PCRO3-58(O2-3282.rev2) SET: III PROJECT ADDRESS: 1280 Hoover St. PROJECT NAME: U The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Reviewed clouded areas on S-1, S-2 & S-3 and their subsequent details and calculations only. City Staff should mark previous A sheets (set II) as set 111 and attache to the S sheets marked set By: Bryan Zuppiger for Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 6/17/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In <P<trtntrsRip witfi government for Quitting Safety DATE: April 25, 2OO3 Q APPUCANT I^JURjg). JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: PCR03-58(02-3282.rev2) SET: II PROJECT ADDRESS: 1280 Hoover St. PROJECT NAME: Revision for the SFD of Patel 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. The applicant's copy of the check list has been sent to: Shantu Patel 2851 Columbia Drive, Oceanside, CA 92056 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: Shantu (^ M) Telephone #: (760) 967-6332 Date contacted: ^U^v°>(by: ^ ) Fax #: (7(^0) 9Co?^*^ * Mail -'Telephone ^ Fax ^ In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/17/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad PCR03-58(02-3282.rev2) April 25, 2003 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad 3282.rev2) PROJECT ADDRESS: 1280 Hoover St. DATE PLAN RECEIVED BY ESGIL CORPORATION: 4/17/03 REVIEWED BY: Bert Domingo PLAN CHECK NO.: PCR03-58(02- SET: II DATE RECHECK COMPLETED: April 25, 2003 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit(please see correction item # 1 below) new sets of prints to: THE JURISDICTION B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad PCRO3-58(02-3282.rev2) April 25, 2003 • 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports 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. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). MISCELLANEOUS 3. Please submit full size revised plans due to this plan change. Please submit the full size structural drawings that were affected by this change. 4. The architectural drawings seem being affected. Please submit the revised sheets accordingly also. This will be checked when item 3 above is met. 5. If the window size / floor area were changed due to this revision, please submit a revised energy analysis. The shear wall plan was included in the submitted plan change but different than what is shown on the foundation plan change as far as shear wall designation is concerned. No response. 6. A complete plan check will be made. Carlsbad PCRO3-5S(O2-3282.rev2) April 25, 2O03 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q 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 Bert Domingo at Esgil Corporation. Thank you. EsQH Corporation In ftrtntrtAif wit* govtnmmtforVutWne Safety DATE: March 10, 3O03 a APPLICANT a JURIS. JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: PCR03-O45|03-3282) SET: I PROJECT ADDRESS: 1280 Hoover Street PROJECT NAME: Revision to Patel 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. 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: Esgif 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 Trtaphona Fax lnP*r»on G REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D QA D MB D EJ D PC 3/10/03 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax (858) 560-1576 1IDS3 Carlafeftd PCR03-045(O2-3282) March 19, a003C*rUb»d PCR03-04S(02-34ft2) Match 19, 2003C«rlsba4 PCR03-045(Oa-3282) March 19, 2003 VALUATION AND PLAN CHECK PEE JURISDICTION: CarUbmd 3282) PLAN CHECK NO.: PCRO3-O45(02- DATE: March 19V 2003PREPARED BY: Bert Domingo BUILDING ADDRESS: 1280 Hoover Street BUILDING OCCUPANCY: R 3 TYPE OF CONSTRUCTION: V N BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Cod* AREA (Sq.Ft.) cb Valuation Multiplier ftyOrdlnanw Reg. Mod. VALUE (S) BWfl, Permit Fee by Ordinance Plan ait* P* by Ordnance $180.00 Type of Review: dWPMipeats G Complete Review D Other m Hourly Structural Only 1.51 Houra Eagll Plan Review Pe«$144.00 * B«Md on hourly i«M Comments: Sheet 1 of1macvalua.doc 17£:OT 1I9S3 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 5 2 ft Z_ DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT /^RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE c Docs/Mlsforms/Plannino englneerino Approvals X r HCP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, CA 92882-3168 Ph: (909)738-0840 Fax: (909)738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR A DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) Dr. Shantu Patel 2858 Columbia Drive Oceanaide, CA 92056 '.ft TOPS FORM 99522 M»3£ IN US,* HCP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, CA 92882-3168 Ph: (909)738-0840 Fax: (909)738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) Dr. Shantu Patel 2858 Columbia Drive Oceanside,CA 92056 f to* D D -V* D D D D D D < * -....... . _ L /L 9 ^*4 T(0 1X • 1 c ds LQ-.L : *X :iV 3dOTS 01 •o-o Q i O TAT WV10H3IH .91 X03Q IV 3d01S 01 Q3ddia)nsd .91 IV 01 Q3ddi; ISd .91 ^^^ \ ^\ H «^ F.I-1 -ALTFRMATF 14'MICRO-LAM AT 16" O.C DR. SHANTU PATEL RES. TJ-B«am(TM) 6.05 Serial Number 7002107162 User 2 3/24/03 2:37:05 PM Pagel Engine Version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 3/4" x 14" 1.9E Microllam® LVL @ 16" o/c \ •23'6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 27.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 50 150 6' SUPPORTS: 1 2 Stud wall Stud wall Input Width 5.25" 5.25" Bearing Length 5.25" 5.25" Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 664/536/0/1200 End, Rim 639/460/0/1099 End, Rim Other 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 1168 1057 4655 Passed (23%) Moment (Ft-Lbs) 6379 6379 12614 Passed (51%) Live Load Defl (in) 0.399 0.570 Passed (U685) Total Load Defi (in) 0.708 1.140 Passed (L/386) TJPro 39 30 Passed Location Lt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span Rating) decking with a gpured flooring overlay. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum Ceiling, Pour Flooring Overlay. A structural analysis of the deck has not been performed by the program. Comparison Value: 3.45 $z PROJECT INFORMATION:OPERATOR INFORMATION: Hitesh Patel HCP Engineering 1307 West Sixth Street, Suite 211 Corona, CA 92882 Phone: 909-738-0840 Fax : 909-738-1432 hcpengineering@yahoo.com Copyright Q 2002 by Trus Joiat, a Weyerhaeuser BusinessMicrollamS is a regi3t«r«d trademark of Trus JolsC.__ ' FJ-1 -ALTERNATE 14'MICROUAM AT 16"O.C DR. SHANTU PATEL RES. 1 3/4" x 14" 1.9E Microllam® LVL @ 16" o/c BusinessTJ-Beam(TM) 8.05 Serial Number: 7002107162 User 2 3/2403 2:37:08 PM Page 3 Engine Version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 22' 9.50" " Max. Vertical Reaction Total (Ibs) 1200 1099 Max. Vertical Reaction Live (IbsJ 664 639 Required Bearing Length in 1.57(H) 1.50(W) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (Ibs) Max Shear (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) LDF =1.00 , Dead + 1057 1168 1168 1200 Floor -956 -1068 1068 1099 6379 0.399 0.708 Loading on all spans, LDF = 0.90 , Dead Only Design Shear {Ibs) 478 -402 Max Shear (Ibs) 523 -447 Member Reaction (Ibs) 523 447 Support Reaction (Ibs) 536 460 Moment (Ft-Lbs) 2780 PROJECT INFORMATION:OPERATOR INFORMATION: Httesh Patel HCP Engineering 1307 West Sixth Street, Suite 211 Corona, CA 92882 Phone: 909-738-0840 Fax : 909-738-1432 hcpengineering@yahoo.com Copyright e 2002 by Trus Joist, a Hayerhaeuser Businns Microllan* ia * r«gist«t*d trademark of Trus Jot at". __' +—*zv s s s soa s J'-Z «p>'0 .91 O 9X2 (Z) \ °>o 0B«> "^ A_l ©m TJX (0CM ^ // K 2oo. Q_V-< S^O V) 1 c Is: 5 > (1 <gin"5 ^ •*«5dx\-Z2 CM $<LJ V D D D D D D D T ,9 03 Q8:03a Q Carlsbad PCR03-58(O2-3282.r<rr2) April 8, 2O03 • 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department. 1635 Faraday Ave., Carlsbad, CA 92008. (760) 902-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning. Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive. Suite 208. San Diego. CA 92123, (858) 560-1468. Deliver aH remaining sets of plans and calculations/reports directly to the Ctty of Cartsbad Building Department tor routing to their Banning. 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 Es complete. 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). • MISCELLANEOUS 3. Please submit full size revised plans due to this plan change. 4. The architectural drawings seem being affected. Please submit the revised sheets accordingly also. 5. If the window size / floor area were changed due to this revision, pfease submit a revised energy analysis. The shear wall plan was included in the submitted plan change but different than what is shown on the foundation plan change as far as shear wan designation is concerned. — J^ /^. &S 6. A complete plan check wUI be made. ST:8 £0026 HCP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, C A 92882-3168 Ph: (909)738-0840 Fax: (909)738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) J FOR Dr. Shantu Patel 2858 Columbia Drive Oceanside, CA 92056 a.- ' "f2/23/03. *4 I K ** 1« tV t^ i RW D D D D D" Sf r ^?. 3?,<l/#iS)*JS? ** 23* tz—rA:-// TOPS FORM 3952S HA3E IN J ^. • ^^ -*) &-**JA. rffir Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27 - frame wall 1 October 7, 2002 3:39 PM - Checked By: _ _'_° ,/tffe Global AISC 9th Edition ASD Include Shear Deformation Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Ratio Thermal Coef. (perl 0*5 F) Weight Density (K/ft*3) Yield Stress IKsi) STL 29000 11154 .3 .65 .49 36 Sections Section Label Database jjhape Material Label Area fln)A2 SA SA (0,180) f90.270) (90,270) (InM) 1(0,180) (InM) COL W12X30 STL 8.79 1.2 1.2 20.3 238 BM Joint Coordinates Joint Label N1 X Coordinate (Ft) 0 Y Coordinate Joint Temperature (Ft) (F); o -• Hi;'5':S''N2^fi^^^ ^ '"•' ^f "£*•*" ? ^241 -^Vn^- N3 14.5 \ 24 ^':-^H4(v^^^^^'>''^i^4^ ' >f-''^" '~0 .'* "*'' 0 r\" * ',' ^ /"iQ ?•-' <! , ; 0 '0 Boundary Conditions Joint Label N1<^K4^:jj* X Translation (K/in) i Reaction I " ? ReacBofi' : Y Translation Rotation (K/in) (K-ft/rad) i Reaction Reaction PSi^MSftliil Member Data Member Label 1 Joint J Joint M1 •; •. <'? v J^'4^1% M3 N1 'B* $':N2':3->>& N3 N2 N4 Section End Releases End Offsets Inactive Member Rotate Set 1-End J-End l-End J-End Code Length (deqrees) AVM AVM (In) (In) (Ft) [ COL BM F"^< • I COL :•:: :v , * ' ' (*L 24 ^ ^ "-^ff r .I 24 Steel Design / NDS Parameters Member Section Label Set M1 ****"' VX9* **^BSI?**'' t***^, Wlfc .-"•'***$?*$'% M3 COL ^^ffi^'F5" R|U|' "^- •'•'&•'^'^;^-fi' v''' fc^lWP ^^ * f '."i COL Length Lb out Lb in L comp Cb Sway le out te in le bend K out K in CH Cm B out in (Ft) (Ft) (Ft) (Ft) 24 I ' 24 I , ^ ^f <W"*'?9s.'%«pi*n ^* *l.*v •* _8*^ 1. ^ftli'^S• ^^ty «*^^1. 1.«**S% **?1. ^ ** «s*• > _#• w i .'l.j^l^feb' ^^ f ^^; -^•7 *^ I i '' I *T^W L^^l*^ Redesign Criteria Section Set Max Depth_i!n Min. Depthiln Max Width Min Width lDL Max Code Check Min Code Check RISA-2D Basic Version 5.1a [C:\My Documents\HlTESH LAPTOP BACKUPS\LAPTOP 070502\RISA DAHJ^BOD1-27T1. Company : HCP Engineering Designer : Hitesh Patel Job Number: 2001-27 2001 -27- frame wall! October 7, 2002 3:39 PM Checked By: Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Km, F) (Km, F) (Ft or %) (Ft or %) UNIFORMX X -1 -1 i 0 0 "-^UNIFORRiilf^^^'^^^Y — "-: ('••-•'••-~^:^^1™^^'*3H - — «^«^Ti— -*- ~*4* — - Basic Load Case Data . BLC No. Basic Load Case Category Category Description Code Description 1 dl DL Dead Load •;'S2fi^fl^^ 3 I wind WL i Wind Load Gravity Load Type Totals X Y Nodal Point Dist. 1 1 1 .- ^4''-'';.V;MHCillfi^ "":f" 5 ''- . "V^T1 ' '1 * I Joint Loads/Enforced Disolacements. Cateaorv : DL. BLC 1 : dl Joint Label [L]oad or Direction [Dlisplacement N3 L Y Magnitude (K, K-ft, In, rad) -1.02 Joint Loads/Enforced Disolacements. Cateaorv : LL. BLC 2 : II Joint Label [L]oad or Direction [Dlisplacement N3 L Y Joint Loads/Enforced Disolacements. Cateaorv : WL. Joint Label [L]oad or Direction [Dlisplacement N2 i L i X Magnitude (K, K-ft, In, rad) -.82 BLC 3 ; wind Magnitude (K, K-ft, In. rad) 3,54 Joint Loads/Enforced Disoiacements. Cateaorv : EL. BLC 4 : ea Joint Label [L]oad or Direction [Dlisplacement N2 1 L X Member Distributed Loads. Cateaorv : DL. BLC 1 : dl Member Label I Joint J Joint M2 N2 N3 Member Distributed Loads. Cateaorv : LL. BLC 2 ; // Member Label I Joint J Joint M2 i N2 i N3 Load Combinations Magnitude (K. K-ft. In, rad) 4.9 Load Pattern Label Pattern Multiplier UNIFORMY .272 Load Pattern Label Pattern Multiplier UNIFORMY .08 Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 1 d+l v : v i ! 1 1 1 Z^H^siifJM^ ' - i - 1'3*- v iv IB! KSKy v& illiilj iPBI 3 d+l-w v I v i ' 1 1 1 V .ifvw*&|-^'f ?! *^81pi|l HHlTtSUB^^ ijSi^3 2 1 9 S^lBtlPl ^^^ iwiiiiH ^^^^^^^^^ ssyiilL; fSipli 2 1 [ 3 -1 11 plilii i^^^^Sff^ii :«^te ^^P!^ ii H i RISA-2D Basic Version 5.1a [C:\My Documents\HITESH LAPTOP BACKUPSVLAPTOP 070502VRISA Company : HCP Engineering Designer : Hitesh Patel Job Number: 2001-27 2001-27-frame wal11 October 7, 2002 3:39 PM Checked By: Load Combinations (continued} Num 5 6 ' = ", Description d+l-e ' fed*w-2.8e(conn) Env WS P V V f '. •--.; D CD 1 . '••••"r1 '";• BLC 1 ;?llfliil -^li^tl* Factor 1 . .^..™, — - - — "•*» BLC 2 »;S:'t"-*i ""•-V*. 2 i^-•^r"* Factor 1 '•***• 1 - -*~~~— BLC 4 ' "«j4 \j^ •*f :S?v Factor -1 ^*^gt Q •••Sjt.O 'J^*— A™. BLC *,:"-*-•, >n--»i -ff *ffii<.,.it*<t * Factor r "-l^-t H1'*"1"/1 Envelope Joint Displacements Joint Label X Translate (In) Lc Y Translate _M Envelope Reactions Joint Label X Force (K)Lc Y Force (K)Lc N1 Moment (K-ft) N4 Reaction Totals max, 2.658 6.197 max 2.242 8.031 max 4.9 6.944 30.818 34.018 Lc Envelope Drift Report Story Number Joint Label X Direction Drift Lc % of Ht. No Stories Defined... Envelope Redesign Shapes Section Set Member Label Current Choice 1 st Choice Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice COL M1 Yes W12X30 W14X34 W12X35 W16X36 M2 Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (K) (K) (K) M1 1 max 6.197 2 3 4 5 S^ifliiB^ min -1.087 max 6.197 min -1.087 max 6.197 min -1.087 max 6.197 min max mm max insirr -1.087 6.197 -1.087 ifSjpSS'^ "iP^Kmif* 'f'i'iMf£iE»/£. ' * 5 4 5 4 5 4 5 A 5 4 MM K*i ^1J$/&# 2.245 -2.658 2.245 -2.658 2.245 -2.658 2.245 -2.658 2.245 -2.658 f^tg&Cgtlsnm^ 4 ^30.818 5 4 5 4 5 4 5 4 -34.Q2S 17.348 -18.075 3.878 -2.125 13.825 -9.591 29.776 ~5~1 -23.061 K H 4 5 4 5 4 5 5 4 5 4 PS RISA-2D Basic Version 5.1a [C:\My DocumentsMHITESH LAPTOP BACKUPS\LAPTOP 070502\RISA D^FTal9eCBD1-27-1. Company : , Designer : Job Number : HCP Engineering Hltesh Patel 2001-27 2001-27 - frame wall 1 ItM'ffl I'PW October 7, 2002 3:39 PM <Jjh Checked By: ^' Envelope Member Section Forces, (continued) Member Label Section 2 -J: ,' 'V h^'slO^''"" [iS4fri jr'-'rV-r i,,;5n r'..'.^ M3 : 1 2 3 4 5 max lifev max SriStf ma* mm max >mih max mm max mm max min max mm max min Axial (K) 2.655 ?*J2:242 5^2-.655 •fe:&2 242 . ^£655 i&242 2;655 —2.242 8.031 0.747 8.031 0.747 8.031 0.747 8.031 0.747 8.031 0.747 Lc 4 5 - 4 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 Shear (K) 4.921 -2.363 -3.645- -3,639 2.369 -4.915 1.093 -6.191 2.655 -2.242 2.655 -2.242 2.655 -2.242 2.655 -2.242 2.655 -2.242 Lc 5 4 *_j>j 4 5 4 5 4 4 5 4 5 4 5 4 5 4 5 Moment (K) 9.625 "-"fS,8@©' * r^liiWt .•&fiSS&l • &$j&33 ' -16l«ft^ '*2&iw£-23Sm 29.702 -23.073 13.772 -9.624 3.826 -2.158 17.276 -18.088 30.726 -34.018 Lc 5 !*#•* K&- 8?4 BP4.' ^5 g &4 !* **•"->*/> 4 5 4 5 5 4 5 4 5 4 - Envelope Member Stresses Member Label £ M1 !' "^^HS^M:- M3 Section 1 2 3 4 5 fet;^ /•;v'J" ^ 2 > >= 3': : 4 .. '! <-:$ •• ^;S :•• 1 2 3 4 5 max mm max mm max mm max mm max min maxmin max miri nlax min max mm max mm max mm max min max mm max min max min Axial (Ksi) 0.705 -0.124 0.705 -0.124 0.705 -0.124 0.705 -0.124 0.705 -0.124 .••:Q.302"^ ^0.255 ! 0^302^ *O,255 -:; r 0.302 -0.255 ; 0.302 -i 4J.255; O.302 ^0:255 0.914 0.085 0.914 0.085 0.914 0.085 0.914 0.085 0.914 0.085 Lc 5 4 5 4 5 4 5 4 5 4 !$4& ^E?; 4 ?&: &&: ;:r.S;-, • ' f "•>.'.L-tt 5;'< ."T: ^ i-55 ;:;:4:^ :;:5;:- 4 5 4 5 4 5 4 5 4 5 Shear (Ksi) 0.84 -0.994 0.84 -0.994 0.84 -0.994 0.84 -0.994 0.84 -0.994 $fi2&18 •1--01406 •'^1184 -^884 B;-1;383 . l;i*-1.J^1 ^C;0.886 P01^838 !;%0^409 =.'!:^3'15 0.993 -0.838 0.993 -0.838 0.993 -0.838 0.993 -0.838 0.993 -0.838 E Lc 4 5 4 5 4 5 4 5 4 5 '5 4 5 .4 ,5 •4 5 4 ,-5 4 4 5 4 5 4 5 4 5 4 5 Bending top (Ksi) 10.585 -9.587 5.623 -5.397 0.661 -1.207 2.984 -4.301 7.174 -9.263 7,174? -9.263 5.229 -2.994* 1.845 1.835 5.226 -2.978 7.178 -9.24". 7.178 -9.24 2.994 -4.284 0.671 -1.19 5.627 -5.374 10.583 -9.559 I Lc 5 4 5 4 5 4 4 5 4 5 ^"4^ '5-r -4' C5 ."4!~ ' 5> 5_. '4 •^s^ "4" 5 4 5 4 4 5 4 5 4 5 Sending bot (Ksi) 9.587 -10.585 5.397 -5.623 1.207 -0.661 4.301 -2.984 9.263 -7.174 *&n*N •fid.SRMw, - *J3R99ffl$[ •M. 838ft•-4.848J ^TtfTttft!f-5-.326^ V0.24'**! -7.178" 9.24 -7.178 4.284 -2.994 1.19 -0.671 5.374 -5.627 9.559 -10.583 Lc 4 5 4 5 4 5 5 4 5 4 HPt!K SfS" ip £5£ ^4"' wB'. w|"r-'S'i 4 5 4 5 5 4 5 4 5 4 RISA-2D Basic Version 5.1a [C:\My Documents\HITESH LAPTOP BACKUPSMAPTOP 070502\RISA D/raflM01-27-1. Company HCP Engineering October 7, 2002 *f . Designer Hitesh Patel 3:39 PM Job Number 2001-27 2001-27 - frame wall 1 Checked By: 1 Envelooe Member Deflections Member Label Section x-Translate Lc y-Translate Lc (n) Uy Ratio Lc (In) (In) M1 1 max 0:1 0:1 NC min 0 1 0 1 NC 2 max 0 4 0.136 5 2120.872 i min -0.002 5 -0.124 >4 2321.282 3 max 0.001 4 0.434 5 min -0.004 5 -0.405 4 4 max 0.001 4 0.752 5 min -0.005 5 -0.72 4 5 max 0.001 4 0.946 5 min -0.007 ' 5 -0.949 4 •$?• M2 Pt • rnax 0.949 4 O.OOt '• 4 ' \ '. mill -0.946 5 -0.007 5 •<*£ I 2 . . rr*ax - 0$48 ..4 -,-0.003: $ •»- . -fifin^ • ^sQ.845 • 5 '-^.043 -fi *"4 " -3 r*&& ^0.94$ " .4 • Nk033.v?^» * • "miri ' °3>.945 • 5- -,*<M)W- * *-"*• " <$ ' TFRfflC itt&947* - 4 "' . >&QQ&£I ^n •.%'»f* 3f$j&, '^-^0:^144 '• 5 "' ' *-Ct044 5 ^S'Ji S-^fiw > k^4%:ii mto ' 'd20t9*Pi ^i aft •- 662.836 711.989 382.8 400.062 304.569 303.532 ' ftft&Xfct-'fic^^t. -"%-KQfc*"^ 6067.905 6C^Sb21@< V^W^W42(3.205 ^i^NHfelf r!^fe%^ M3 1 max 0.009 4 0.947 4 304.1 1 3 min ; 0.001 5 -0.944 5 305.063 2 imax 0.007 4 0.753 4 382.535 min i 0.001 5 -0.717 5 401.711 3 max 0.005 4 0.435 4 min 0 5 -0.403 5 662.676 714.533 4 ^max 0.002 4 0.136 4 1 2120.997 min 0 ' 5 -0.124 5 2328.681 5 max 0 110 1 NC min 0 1 0 1 NC 5 4 5 4 5 4 5 4 •- *> •' %, :*.H JA . ^5* V4 ft-jSNs; ^-> ' 4 5 4 5 4 5 4 5 Envelooe Member AISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) Lc (Ft) Lc (Ksi) (Ksi) (Ksi) M1 0.844 0 5 0.052 0 i 5 5.542 28.793 12.912 H1-2 : ^^M2-^^fen;Oi443^:sft^4 5tS;!J"4 ^^^^^^^^S^^S^'i^i^4S4 *c*' C~ 2&ii93; i^^-ZCii^SilSW^W M3 0.851 24 4 '•• 0.052 0 4 5.542 \ 28.793 12.912 H1-2 RISA-2D Basic Version 5.1a [C:\My Documents\HITESH LAPTOP BACKUPS\LAPTOP 070502\RISA D/fli«9a(H)1-2771. Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27 - frame wall 1 October 7, 2002 3:39 PM Checked By: Reactions. LC 6 : d+/+2.8e (conn) Joint Label X Force (10 N1 ; -:^^;"fF-H4 } y:> I Reaction Totals : -6.658 7 ftftf\ 'Sa}{{ft.8..UKC-JsiftS -13.72 Center of Gravity Coords (X,Y) (Ft) : Y Force Moment (K) (K-ft) -7.642 iisiiilt'iiSSS v*$ 6.944 89.177 M^ 92i28&i* * 9.171 I 24 Member Section Forces. LC 6 ; d+/+2.8e (conn) Member Label Section Axial IK1 Moment IK^tL /:/7.3V 4*:** RISA-2D Basic Version 5.1 a [C:\My Documents\HITESH LAPTOP BACKUPSVLAPTOP 070502\RISA D>ffil9MD1-27r1. TOPS FORM 35522 *"*4^*££, "OPS FORM 39522 /^rLJ&fifl! 4? TOPS FORM 995S2 •^Y?J^ri^3i>ifvr) + afaJ/MAwy ?_&& __ L..._ . __-. ..__.._,.„,_„ _ .._, .. . _. ^ f " 1 \ \ TO ' \ ' \ ; j 3S PORM 59522 i , i ! \ \ J5 ^ b&sY+ &{*tf*'d+&#/&**'$*•f * , m *- ' l ! I i ^^ TOPS FORM 39522 r&77 ~~"_£_____ HCP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, CA 92882-3168 Ph: (909)738-0840 Fax: (909)738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) FOR Dr. Shantu Patel 2858 Columbia Drive Oceanside,CA 92056 "".•!+'&•£. 'vrtV"i«" ;.*>.- K "% *' D D D D d y TOPS FOSM 99522 /f - V•w^ L iL-- ^Z_JL -fc*r /J X^ •^-^ ^^ ^__^ _^ e^j-7--^r—! &£?2 f\ C6mpany : HCP Engineering Designer : HiteshPatel Job Number: 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,200312:13 PM Checked By:__ Global AISC 9th Edition ASD Include Shear Deformation Materials {General} Material Label Young's Modulus (Ksi) Shear Modulus (Ksi) Poisson's Thermal Coef. Ratio (per 10A5 F) Weight Density Yield Stress (Ksi) STL 29000 11154 .3 .65 .49 36 Sections Section Label Joint Coordinates Joint Label X Coordinate Y Coordinate (Ft) Joint Temperature (F) Boundary Conditions Joint Label N1 X Translation (K/in) ! Reaction :f:'^Reactfori^ Y Translation Rotation (K/in) (K-ft/rad) Reaction Reaction s Member Data Member Label Joint J Joint Rotate (degrees) Section Set End Releases l-End J-End AVM AVM End Offsets Inactive Member l-End J-End Code Length (In) (In) (Ft) M1 N1 N2 /"COL 10 N4 M3 N5 N2 BEAM 4.5 M5 N4 N6 BEAM 4.5 Steel Desian / NDS Parameters Member Label Section Set Length Lbout leout JSl Lb in L_comp le in le bend K out K in M CH Cm Cb Sway 8 out in RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Pagel , Company : HCP Engineering . Designer : Hitesh Patel Job Number: 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,2003 12:13 PM Checked By:_ Wood Material Parameters Wood Set Label '. NDS Species Database No Data to Print Fb (Ksi) Ft (Ksi) Fv (Ksi) Fc (Ksi) E (Ksi) Therm Poisson's Coef. Cm Cr E mod Ratio (10/^5 F) Weight Density (KmA3) I Redesign Criteria Section Set Max Depth (In) Min Depth On) Max Width (In) Min Width (In) Max Code Check Min Code Check COL 14 10 .8 .5 Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude OT.F) Start Location fFt or %) End Location (Ftor%) UNIFORMX -1 -1~^-it Basic Load Case Data BLC No.Basic Load Case Description Category Code Category Description Gravity X Y Load Type Totals Nodal Point Dist. jJointLoads/EnforcedDisplacements, Catevorv: DL^BLC 1: dl Joint Label [L]oad or [Displacement Direction Magnitude (K. K-ft In. rad) JomtLeads/Enforced DisDlacements^Category :LL_BLC 2: II Joint Label N5 [LJoad or[Displacement Direction Magnitude fK. K-ft. In. rad) -.969 Member Distributed Loads, Category: DL. BLC 1: dl Member Label I Joint J Joint Load Pattern Label Pattern Multiplier Member Distributed Loads, Categorxj^LL, BLC 2; // Member Label I Joint J Joint M3 M5 N5 N2 N4 N6 Load Pattern Label Pattern Multiplier UNIFORMY UNIFORMY .085 .085 R1SA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page 2 .Company * Designer Job Number HOP Engineering Hitesh Patel 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,2003 12:13 PM Checked By:_ Member Distributed Loads. Category: EL. BLC3: eo Member Label M3 1 1 joint N5 J Joint N2 Load Pattern Label Pattern Multiplier i UNIFORMX m W-,^. ' ;>; i-N2 . * M5 i N4 i N6 1 UN FORMX FORMX .241 .241 Loads. Category: WL. BLC 4: wd Member Label I Joint J Joint M3 N5 N2 JM4 Load Pattern Label Pattern Multiplier UNIFORMX MS N4 N6 UNIFORMX Load Combinations .27 .27 Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor Envelope Joint Displacements Joint Label X Translate fin) Lc Y Translate fin) Lc Rotate (radians) Lc Envelope Reactions Joint Label Y Force Moment (K-ft)-- /*. -- RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page 3 £dmpany , Designer Job Number HCP Engineering Hitesh Patel 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1,2003 12:13 PM Checked By: Envelope Reactions, (continued) Joint Label I I mini X Force (K) ^7.832 Lc I 5 | Y Force (10 atf/138^ LcM;| Moment (K-ft)Lc Envelope Drift Report Story Number Joint Label X Direction Drift Lc % Of Ht. No Stories Defined... Envelope Redesign Shapes Section Set Member Label Current Choice 1 st Choice Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice COL M2 W10X22 W14X22 W10X26 M4/IS12X4CI8 Envelope Member Section Forces Member Label Section ! M1 : 1 : 5 i ^..>^K2."4'*":*'1;5:!; •;. -e- 5 •. ". , * '•; M3 1 5 IS-^lftf;^- | 1 • 5 ; M5 11 , 5 i max mm max mm max min max min max mm max mm max min max min max min jiiax min Axial (K) 10.066 4.5 10.066 4.5 i%7-J0ft!M!$^ KX"* •"*•:., ftfw* -':^\fr;*.'4j2GB~*{ Y^86t:S i >-W282^ 0 0 1.084 -1.215 4,145 -1.933 3.731 -2.2 1.215 -1.084 0 0 Lc 2 5 2 5 ^Sff 281'$ IfflN >Pi$% 1 1 5 2 3" ••5-,5s 2 2 5 1 1 Shear (K) 3.017 -5.36 3.017 -5.36ii&f f ? & f^.41SK-: SiJI.'$jS "" ' -0.778 -1.833 -2.13 -3.719 :'-'ftW ' : '.2^6AV -2.3f8 -4.83* 3.032 1.943 1.146 0.59 Lc 5 2 5 2 ?"5*•^.: r-s- '? •4 3 4 3 *2 ~ > -S s 4, K't -S 3 4 3 4 Moment (K) 22.322 -31.663 21.933 -7.849 - ™*Bw^WlV*•^anis>K 0 0 12.491 6.543 -]?^I2^ "rt;3Q6; ^IMwWKS1 *-iMi AnB. J^•^*I cdnm *. 9.399 5.7 0 0 Lc 5 2 2 5 ^$X wZB* ^>&Wri ^1 1 3 5OR « di*.* 3 4 1 1 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot Lc (Ksi) Lc (Ksi) Lc RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page 4 .Company : HCP Engineering . Designer : Hitesh Patel Job Number : 2001-27 Envelope Member Stresses. Member Label Section m$Mim^:^i^ ?'•>':*.&>• ^4P5-1L &;$& M5 ! 1 : 5 i max rhin max mftv max mm max mm Axial (Ksi) •:-0j46S;3 «&2» ®to&32$« ••3B2&S® 0.137 -0.123 0 0 Frame 17 March 1,2003 12:13 PM & Beam FB16 (Rav 2/28/03) Checked Bv: (continued) Lc 1^2pip«- a ss»ffi!ift 2 5 1 1 Shear (Ksi) 'C12.4251 i;^90fl -0.886 i ti* j&l^ 1.158 0.742 I 0.438 i 0.226 Bending top Bending bot Lc (Ksi) Lc (Ksi) Lc ffcafiN HfSI 3 Psl lf*r^2-: -2.106 4 i -3.473 3 4 0 0 i^l 4 3 1 1 3A73 3 2.106 4 0 1 0 1 Envelooe Member Deflections Member Label Section M1 ! 1 i 5 l^'Mi^ff Jl'ifSf.-;-; &.':*$? i M3 1 ; 5 ' IIWl^^W ;,* ; !;&&," !: '.".-Q" "i M5 1 5 max min max min irn£ix irn% max ?mW max min max mm ^mak min max min max mm max mm x-Translate (In) 0 0 -0.002 ! I -0.005 'T w^lil^fjfV'^ii^^T > ~& '1 E^^i V\il^S?b'IM^ F^fejoe;^rf 3>.oo4;w " 0.227 -0.264 0.227 ! -0.264 .> p. rt, nnvV'- -it".. '!' -t' H jtJI ,'#•«:- :^-W-fcfcf •^-•'.ymm*^- ^.2B5$t* 0.226 -0.265 0.226 -0.265 i i Lc 1 1 5 2 '?<4~'j&.!%*%^ S^S li^SPfes-"»S-*P 5 2 5 2 .iRif'f :O!u"•gi i;|-'A''* ^**^!S*,!*;1 »2;# 5 2 5 2 y-Translate Lc (n)L/y Ratio Lc (In) 0 0 0.264 -0,227 0.096 1 ! NC 1 i NC 2 5 IPP HP* 5 -0.114 I 2 -0.002 -0.005 $-^3 ft-YWV^s:^H^mKiW*»mmai •PUI0i» lilffiKW -0.002 -0.004 0.109 -0.076 5 2 4 1 2 5 454.828 527.813 NC 495.815 NC NC ^^^i?Kfc*^i^ NC NC NC 736.128 2 5 P«pm ^ 2 HHl 5 Envelooe Member AISC ASD 9th Code Checks Member Label Code Chk i M1 ! 0.44?i feiWKfeJ^Bt 0:383 'f - i M3 i 0.151 : teil:M4'*!^::;'t;'0.809 -"I ==-•• ! M5 i 0.114 Loc (FQ_ 0 i -0- -...:.1: 4.5 i ' 0 r l~ !•• 0 ! Lc 2 5 2 2 2 Shear Chk 0^m i 0"tit 107 i .096 ^ .074 ! .126$ , 0.06 ! Loc (Ft) Lc 0 -*$&* ^fJb>./V $^t£f :i^pvs^ 4.5 2 Fa Ft Fb ASD Eqn. (Ksi) (Ksi) (Ksi) 19.358 28.793 28.793 H1-2 3 «j:rHiSjn.*'fe;B; fll^f"i- :.j.:'\/ %^,^'-.- ^ "P14- 0 3 I sfc? I 25.655 28.793 31.672 H2-1 •HffiiK3IH 25.655 f 28.793 31.672 H1-2 Envelope Member NDS Code Checks Member Label Code Chk Loc Shear Chk (Ft) Lc No Data to Print Loc (Ft) Lc Fc* Ff Fb1 Fv1 Eqn (Ksi) (Ksi) (Ksi) (Ksi) RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2Q01-27-F17.r2d]PageS Company Designer Job Number HCP Engineering HtteshPatel 2001-27 Frame 17 & Beam FB16 (Rev 2/28/03) March 1, 2003 12:15 PM Checked By: r- Member Section Forces. LC 6:1.2D+.5L+2.8E (Conn) Member Label Section Moment (K-m £v*/6z> Materials (General) Material Label i STL Young's Modulus (Ksi) ! 29000 Shear Modulus (Ksi) 11154 Poisson's Ratio .3 Thermal Coef. (per 1 0*5 F) .65 Weight Density (K/f^S) .49 Yield Stress (Ksi) 36 I Sections Section Label Database Shape Material Label Area (ln)A2 SA SA (0,180) (90.270) (90,270) (InM) I (0,180) (InM) RISA-2D Basic Version 5.1a [C:\Program Files\Risa\2001-27-F17.r2d]Page6 'r?/&fr?^f/ TOPS FORM 93522 I 90C 096C • O CM r 00 TTUJCD OfiOC HCP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, CA 92882-3168 Ph: (909)738-0840 Fax: (909)738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR A DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) FOR Dr. Shantu Patel 2858 Columbia Drive Oceanside, CA 92056 March 4,2003 Dr. ShantuPatel 2858 Columbia Dr. Oceanside, CA 92056 Re: 1280 Hoover Street Carlsbad, CA 92008 Dear Mr. Patel: The concrete strength noted on Sheet S4 of the drawings of the above referenced project was inadvertently called out as 3,000 psi concrete mix. However, for the structural calculations 2,500 psi concrete strength was used. As such, a 2,500 psi concrete mix can be used for the foundation and grade beam construction. Additionally, deputy inspection and concrete testing is not required for this project. Should you have any questions, please contact this office at (909) 738-0840. Sincerely, Hitesh Patel, P.E. CONCRETE: 1. All concrete shall attain a minimum compressive strength of 2,500 psl at 28 days, unless noted otherwise. 2. Aggregates shall be natural sand and rock conforming to ASTU C33. 3. Cement shall be Portland Cement conforming to ASTM C-150. Type I or II, low alkali. 4. The following minimum clear distances between reinforcing steel and face of concrete shall be maintained unless noted otherwise: Slab on grade Center of Slab Concrete below grade, formed 2" Concrete below grade, unformed (pour against earth) 3" Concrete exposed to weather 1 %" 5. Pipes may pass through structural concrete In sleeves, but shall not be embedded therein. Pipes or ducts exceeding one-third the slab or wall thickness shall not be placed in the structural concrete unless specifically detailed. 6. Provide 3/4" chamfer at all exposed corners. 7. Refer to architectural drawings for reveals, areas of textured concrete or special finishes, Items required to be cast Into the concrete, curbs and slab depressions. X/___________________ ..^ TO = S FOR:'' ii i 1 1 99522. j. HGP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, CA 92882*3168 Ph: (909) 738-0840 Fax: (909) 738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR tffi7/S-/0Z. 't\ zfafa '2\ ?/<//*3. • '4\ 3/1/03 - f£\ 4/S/& - DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) , j FOR Dr. Shantu Patel 2858 Columbia Drive Oceanside, CA 92056 *'*- I.Sfc . a /,.-- - f-S*'" HCP ENGINEERING 1307 West Sixth Street, Suite #211, Corona, CA 92882-3168 Ph: (909)738-0840 Fax: (909)738-1432 STRUCTURAL CALCULATIONS AND DETAILS FOR DR. PATEL RESIDENCE 1280 HOOVER STREET CARLSBAD, CA 92008 (Project #2001-27) /&* Js* FOR Dr. Shantu Patel 2858 Columbia Drive Oceanside, CA 92056 **' LO-.l : -^ =X03a IV 3dOTS Oi 01 Q3ddlM) } I A i v TL/i-i I FJ-1 -ALTFRMATF 14' MICROHM AT 16" O.C DR. SHANTU PATEL RES. 1 3/4" x 14" 1.9E Microllam® LVL (a) 16" o/c r BusinessTJ-S<»am(TM) 6.05 Serial Number 7002107162 User 2 3/24/03 2:37:06 PM Pag»1 Engine Version: 1.5.12 """ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED •23-6" Product Diagram is Conceptual LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf); 40.0 Live at 100 % duration, 27.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 50 150 6' SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/UplmVTotal 5.25" 5.25" 664 / 536 / 0 /1200 End, Rim 5.25" 5.25" 639 / 460 / 0 /1099 End, Rim Other 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 1168 1057 4655 Passed (23%) Moment (Ft-Lbs) 6379 6379 12614 Passed (51%) Live Load Deft (in) 0.399 0.570 Passed (L/685) Total Load Defl (in) 0.708 1.140 Passed (L/386) TJPro 39 30 Passed Location LL end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span Rating) decking with a poured flooring overlay. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum Ceiling, Pour Flooring Overlay. A structural analysis of the deck has not been performed by the program. Comparison Value: 3.45 _ . / PROJECT INFORMATION:OPERATOR INFORMATION: Hitesh Patel HCP Engineering 1307 West Sixth Street. Suite 211 Corona, CA 92882 Phone: 909-738-0840 Fax : 909-738-1432 hcpengineering@yahoo.com Copyright O 2002 by Trus Joist, a Heyerha*ua*r Business MicrollauB ia a registered trademark of Trus Joist. FJ-1 -ALTERNATE 14' MICROLAM AT 16" O.C DR. SHANTU PATEL RES. 1 3/4" x 14" 1.9E Microllam® LVL (a) 16" o/c 'A 18feyerfiaeuser BusinessTJ-B»m(TM) 6.05 Serial Nui&r 7002107162 User 2 3/24/03 2:37:03 PM Pages EngineVariton: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group * 22' 9.50" A Max. Vertical Reaction Total (Ibs) 1200 1099 Max. Vertical Reaction Live (Ibs) 664 639 Required Bearing Length in 1.57(W) 1.50(11) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (Ibs) Max Shear (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1057 1168 1168 1200 -956 -1068 1068 1099 6379 0.399 0.708 Loading on all spans. LDF Design Shear (Ibs) Max Shear (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) 0.90 , Dead Only 478 -402 523 -447 523 447 536 460 2780 PROJECT INFORMATION:OPERATOR INFORMATION: Hitesh Patel HOP Engineering 1307 West Sixth Street, Suite 211 Corona, CA 92882 Phone: 909-738-0840 Fax : 909-738-1432 hcpengineering@yahoo.com Copyright O 2002 by Trus Joist, a H*y«rha«us«r BusinaaaKicrollas* la a cegist»r*d trademark of Trus Joist. May 24, 2003 To: City of Carlsbad Building Department, and Anyone Whom it May Concern From: David McKinley, McKinley Engineering Subject: Residence for Dr. Shantu Patef on Hoover St, in Carlsbad - Demonstration of Title 24 Energy Compliance for 2003 Revision to Family Room Addition It has come to my attention that design changes were made to the family room of the subject house after the Title 24 energy calculations performed by this office were submitted to the Building Department. These changes have called into question the compliance of the project with Title 24. I have reviewed the changes, and have concluded that the project still complies with Title 24, based on the following observations. 1. The performance method of Title 24 compliance is based on energy use per square foot of floor area. Normally, increasing the square footage of construction, while holding other building design features constant, will improve compliance with Title 24. 2. In general, Title 24 compliance margin is inversely related to glazing areas. That is, reducing glazing area while holding other building features constant will also improve compliance with TftJe24. 3. The changes in the subject project involved both increasing floor area by 90 square feet, and reducing the glazing area by 27 square feet. These two changes both tend to improve compliance with Title 24 energy standards. 4. To verify that compliance was maintained, I modeled the changes using the approved Micropas 6.01 computer program. I found that the compliance margin improved from 0.02 kbtu/sf-yrtoO.11 kbtu/sf-yr. Hence, there should be no question that the subject project still complies with the Title 24 energy standards. If there are any questions, feel free to call. Sincerely, David McKinley Principal Engineer McKlnlcy Engineering David J. McKinley, P.€. 6O8 HHo Wag. Vista, CA 92O83 (760)414-1992. tax (76O) 414-9622 Mechanical Engineer #M27436, Chemical engineer #CH4S5I fti.oLUz 8 coq o: LL o3 0£ ^fUtt!^ LiJ <CL COa: LU O00CM o