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Home My WebLink About1280 HOOVER ST; ; CB012661; Permit03-02-2006 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CBOl266l Building Inspection Request Line (760) 602-2725 1280 HOOVER STCBAD RESDNTL 2061502100 $602,689.00 1 Sub Type: SFD Lot #: 0 Construction Type: NEW Reference #: Structure Type: SFD Bathrooms: 6 PATEL RES/ SFD/5636 SF HABITAL 768 SF GARAGE, 294 SF DECK Applicant: KENCHRISSAIA P O BOX 848 OCEANSIDE CA 92049 433-1785 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: EXPIRED 08/10/2001 CB Owner: 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 $2,047.39 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,330.80 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $60.27 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $3,438.46 Total Fees: $3,438.46 Total Payments To Date:$1,173.00 Balance Due:$2,265.46 ] Inspector: FINAtAPPRbVAL \\ \\'- ' -! 11 >. —tvl / Date:(^ LLl!— ' ] Cleer&Roe 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 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 exoired^ PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 t, PROJECT INFORMATION Address (include Blag/Suite #) FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By £ Date £?'//'< / / "?<3 j Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units lLn.tofe-.S82- (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 for the performance hich this permit is 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 provjded of the work for which this permit is issued. n I have and will maintain workers' compensation, as required by Section 3700(i ' issued. My worker's compensation insurance carrier and policy n1 Insurance Company (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS n CERTIFICATE OF EXEMPTION: I certify that in the performanci to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unl thousand dollars ($100,000), In addition to the cost of compensation, SIGNATURE 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for tHfollowing reason: Q I, as owner of the property or my employees with wages as their Me 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 tfwnJbn, 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 bull sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, 'Business and Pr Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with c pursuant to the Contractor's License Law). O ' am exempt under Section Business and Professions CBe for this reason: to one hundred ^Section 3706 of the Labor code, interest and attorney's fees. DATE I personally plan to provide the major labor and materials for constructionpf the proposed property improvement. f_J VES\ —v , bI (have / have not) signed an application for a building permit for the proposed w£r.k. 1 \• I have contracted with the following person (firm) to provide the proposed construction (include name / addresM/ phone nu rovement is ssionsWode: The itractorub licensed .-—^ '• rV contractors license number): 4. I plan to provide portions of the work, but I have hired the following person 'tj cooidinate. supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE NO 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 Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? O 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. 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 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 time after the work is commenced for a period of 180 days (Saetionjirre.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE YELLOW: Applicant PlNK: Finance EsGil Corporation In T&rtnersfaf witfi government for iJuititing Safety DATE: January 25, 2002 q^EBUQANT JURJS. JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 01-2661 SET: H 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: 4 Design 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: Kennith Chriss Telephone #: (760) 433-1785 Date contacted: (by: ) Fax #: (760) 433-2810 Mail Telephone Fax In Person REMARKS: Please have the city staffs review and approve the attached outstanding correction list. By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 1/17/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 Carlsbad 01-2661 II January 25, 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). 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). 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. WHO SIGNED THE SPECIAL INSPECTION? Carlsbad 01-2661 II January 25, 2002 EXITS, STAIRWAYS, AND RAILINGS 7. 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. Provide details of winding stairway complying with Section 1003.3.3.8.2: c) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. d) Maximum rise is 8 inches. • FRAMING 13. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. IF INTENDING TO DEFER APPROVAL OF THE ITEMS 7, 9 & 13 ABOVE, PLEASE SHOW THE FOLLOWING STATEMENT ON THE COVER SHEET. 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." EsGil Corporation In Tartntukip vtitfi government for 'Buibting Safety DATE: August 23, 2001 Q APPLICANT JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 01-2661 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. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: 4 Design P.O.Box848, Oceanside, CA 92049 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kennith Chriss Telephone #: (760) 433-1785 Date contacted: «"^K-j (by: **-) Fax #: (760) 433-2810 Mail Telephone-^ Fax*'' In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation Q GA D MB D EJ D PC 8/14/01 tmsmtUot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 01-2661 August 23, 20O1 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 01-2661 JURISDICTION: Carlsbad PROJECT ADDRESS: 1280 Hoover Street FLOOR AREA: 5636 SQ. FT. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: August 23, 2001 STORIES: TWO HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/14/01 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 O1-2661 August 23, 2001 • 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 • SPECIAL MOMENT FRAME CONNECTIONS (SEISMIC ZONES 3 & 4 ONLY) • HIGH-STRENGTH BOLTS • DESIGNER-SPECIFIED • OTHER 05/24/2002 KEN CHRISS AIA P O BOX 848 OCEANSIDE CA92049 Re: Application Date: 08/10/20010:00:00 Plan Check #: CB012661 Address: 1280 HOOVER ST Expiration Date: 08/10/2002 0:00:00 Permit Type: RESDNTL Description: PATEL RES/ SFD/5636 SF HABITAL 768 SF GARAGE, 294 SF DECK You applied to have your plans checked on the date noted above. To date, the related building permit has not been obtained. The original plan review application will expire as no building permit has been issued. Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will be destroyed. The provisions of sections 304 (d) of the Uniform Building Code state: "Section 304 9d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee." In order to provide better service, please indicate your handling choice for the plans originally submitted and return this letter to the Building Department. Project Abandoned - I will pick up plans within 10 days Project Abandoned - Plans may be destroyed. If you have any questions, please contact the Building Department at (760) 602-2718. Raenette Abbey Building Department Carlsbad 01-2661 August 23, 2O01 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. • GENERAL RESIDENTIAL REQUIREMENTS 6. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. • EXITS, STAIRWAYS, AND RAILINGS 7. 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". 8. Handrails (Section 1003.3.3.6): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) Ends of handrails shall be returned or shall have rounded terminations or bends. 9. 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. b) Maximum rise is 8 inches. Carlsbad 01-2661 August 23, 2001 FOUNDATION REQUIREMENTS 10. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 11. 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. 12. If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. • FRAMING 13. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. • ENERGY CONSERVATION 14. The window schedule shall clearly describe the required U-factor and solar heat gain coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations. 15. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of UL181, 181 A, or 181B, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. 16. Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." Carlsbad O1-2661 August 23, 2001 17. All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR. 18. 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." • MISCELLANEOUS 19. The door schedule is not on sheet GN2 as indicated on sheet A-2. Please clarify. 20. The garage door to the house should be 1 3/8" solid core with closer. 21. Please show on the floor plan the type(slider, single hung, etc.) of the windows. Egress, lighting and ventilation requirements will be checked. 22. Please show legend for the electrical layouts. 23. GFCl is required for the receptacles located on the outside, garage, near lavatories, and the kitchen counter. 24. Please provide at least one GFCl protected receptacle for the kitchen island. 25. Please complete the load calculations for the tabulation for the single diagram requirements. 26. Please show the size of the floor joists on the floor framing plan. 27. Page 6 of the calculations shows omitted and lined but, the recommended beams are reflected on the framing plans. Please clarify. 28. It seems that the bending stresses shown on the specifications for the woods is not compatible with the 97 UBC. 29. Please show on the calculations the S and A reqd. unless a tabulation is included in the calculations the M and V allowable for the recommended structural elements. 30. The RB5 recommended PSL but, the plan shows differently. Please clarify. Carlsbad O1-2661 August 23, 2001 31. Please show the recommended size of the grade beams and the rebar requirements for the same. 32. Any framing system for the patio to the south of the family /nook area? Please show how the same would be laterally supported. • CARLSBAD SPECIAL CODE REQUIREMENTS 14. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 14. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 14. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. 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. Carlsbad 01-2661 August 23, 2001 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 01-2661 Job Address or Legal Description 1280 Hoover Street Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 01-2661 August 23, 2001 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. EnglnMi'i/ArchlUcfi SMI ft Signature H>ra Signed 1. List of work requiring special inspection: Q Soils Compliance Prior to Foundation Inspection Q Field Welding Q Structural Concrete Over 2500 PSI Q High Strength Bolting Q Prestressed Concrete O Expansion/Epoxy Anchors Q Structural Masonry Q Sprayed-On Fireproof ing O Designer Specified Q Other 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 01-2661 August 23, 2001 JURISDICTION: Carlsbad VALUATION AND PLAN CHECK FEE PREPARED BY: Bert Domingo BUILDING ADDRESS: 1280 Hoover Street PLAN CHECK NO.: 01-2661 DATE: August 23, 2001 BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION House Garage Deck Fireplace Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 5636 768 476 3 5636 cb Valuation Multiplier By Ordinance Reg. Mod. CITY VALUE ($) 602,689 602,689 $2,047.39 Plan Check Fee by Ordinance Type of Review; Repetitive Fee Repeats Complete Review D Other D Hourly Esgil Plan Review Fee Structural Only Hour $1,330.80 $1,146.54 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad ^~ ••^^^•^••••••M^^^HM^^^H^^HV'AIHl^HV^^^MMBI^P^^^^^IPublic Works Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDrfESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: S*£>Cfl- 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 submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: Please marked or spec codes a specifics' attached report of deficiencies lake necessary corrections to plans for compliance with applicable fords. Submit corrected plans and/or this office for review. ate: Data: Date: By: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: Casey R. Arndt City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: CA 92008-7314 - (760) 602-2720 - FAX (76O) BUILDING PLANCHECK CHECKLIST ,ND RD D 3 D D SITE PLAN 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: R 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 H:\D«vetopmwil S«vtca«\MASTERS\CHECKUSTS\Buikflng Plmdwck CUM Form.doc * • BUILDING PLANCHECK CHECKLIST ,RD D D D DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does notcomply with the following Engineering (Conditions of approval for Project No. SteGLtMJL C l>r 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 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 W 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: (9°IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 75.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:\Devafopmsnt S«vicB8\MASTEHS\CHECKLJSTS\Bulfclinj Planch** CUit Fonn.doc ., ST pND 3RD BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: D D D 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: CD D CH 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. D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). tZI 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.) H:\Devetopmant SenicMWAS7ERS\CHECKLISTS\Buildlna Plancheck CMM Form,doc * t ST1 D D ND2 D D RD3 D n BUILDING PLANCHECK CHECKLIST 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for; D D D D D D a a 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. Q 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. H:\Oev«topmem Servic«\MASTERS\CHECKLISTS\Bu(kllng Planch** CM*t Form.doc BUILDING PLANCHECK CHECKLIST ,ST sND • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). n 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled t(W". The irrigation service should look like: STA1+00 Install 2" service and 2. 3. .5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:\Devefopmmt Swvice»\MASTERS\CHECKLISTS\BuHding Plincheck CMtt Form.doc ST BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. [H O 12c. Irrigation Use (where recycled water is available) these irrigation n 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: H:\0av«fepment SwvicM\MASTERS\CHECKLISTS\Bif Ming Ranch** Cklit Form.doc PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Chec Planner _^ APN: Address Phone (760) 602- Type of Project & Use: A/t\}J Zoning: p-"}' CFD (in/nntl # Net Project Density:DU/AC Circle One General Plan:V\*V\ Facilities Management Zone: Date of participation: _ Remaining net dev acres: (For non-residential development: Type of land used created by this permit: ) Legend: X Item Complete Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action NO TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions v/hich require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES opolitan Drive, Suite 103, NO NO^T If California Coastal Commission Authority: Contact them at - 7575 San Diego CA 92108-4402; (619) 767-2370 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 #: 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. H:\ADMIN\COUNTER\BldgPlnchkRevChklst Inclusionary Housing Fee required: YES NO (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 {including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation Required Required Required Required Required setbacks: Required Required Required Required : Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 3. Lot Coverage:Required Shown 4. Height:Required Shown 5. Parking:Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments l . • ~rli OK TO ISSUE ENTERED APPROVAL INTO COMPUTER T&T-* DATE Carlsbad Fire Department 012661 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report: Q9/Q6ffiooi Fire Prevention (760) 602-4660 Building Plan Reviewed by: Name: Address: u 4-Design Architects 719 Pier View Way City, State: Oceanside CA 92054 Plan Checker: Job Name: Pate) Residence Job#! 012661 Job Address: 1280 Hoover Street Bldg #: CB012661 Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. LJ Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. LJ Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review FD Job # 1st 012661 ?nrl ^rd .... Oth^r Agency ID FD File # 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 920S6 Mr* LOADS (psf): ROOF LOADS: D.L L.L ROOFING SHEATHING FRAMING MISC. CEILING TOTAL ' DSf \ BUILT-UP "\^ 4.0 ^^^0 3.0 2.0 11.0 3.0 14.0 ^"20.0 ^ 34.0 BUILT UP w/ Mech. 4.0 2.0 \^ 3.0 ^^-\ 5.0 '"XJ^-O ^^"^^"3:0. ^^ 17.0 20.0 37.0 ASPH. SHINGLES^ 4.0 ^^ 2.0 ^^ 5rO^ ^2.0 11.0x13/12= 11.9 3.0 \ 14.9 . 16.0 ^304 CONC. TILES 10.0 2.0 3.0 2.0 17.0 x 13/12= 18.4 3.0 3.0 21.4 16.0 37.4 CEILING LOADS D.L. FRAMING CEILING MISC. L.L. 2.0 2.2 0.8 5.0 psf 10.0 psf TOTAL 15.0 psf FLOOR LOADS: D.L. SHEATHING FRAMING CEILING MISC L.L. PRIVATE BALCONY PUBLIC BALCONY 2.0 3.0 3.0 1.0 9.0 psf 40.0 psf 60.0 psf 100.0 psf * tr.V- DESIGN CRITERIA: U.B.C. :1997 Concrete: F'c = 2,500 psi, u. n.o. Fy = 40 ksi, #3 & *M Fy = 60ksi,#5to*11 Design Method ACl 1989 Wood: ^Studs. Joist, Plates No. 2, D.F. Beams 4x No. 2, D.F. Beams 6x or larger No. 1, D.F. GLB 24F-V8(V10) Steel: Bolts A3Q7, u.n.o. Design Method AISC 1989 Fb = 900 psi Fb= 1350 psi Fb = 1350 psi Structural Loads Table SHEAR WALL SCHEDULE Typo 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Description 1/2" GWD w/ 5d cooler noils at 7" o.c edges ond field 5/8" GWD w/ 6d cooler nails at 7" o.c. edges ond field 1/2" GWD 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 ayer 7/8" stucco over paper— backed lath w/ 16ga. x 7/8" staoles at 6" o.c. throu about 3/8" CD or CC ply'wd w/ 8d at 6" o.c. edges and 12" field 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 ond 12" field 5/32" CD or CC ply'wd w/ 10d at 2" o.c. edaes and 12" field 9/32" CD or CC ply'wd w/ 10d at 2" o.c. edaes and 12" field Capacity (#/ft) 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" IO- 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 and 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) Nails shall be spaced at 12" o.c. along intermediate framing members. g) Nails shall be common or galvanized box. Galvanized nails 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. » » I *V »«/ «4 LDr"' i ='i l[>-^Sk • i,• fta^.™- •— r' V^t^n ,i3 U ^"Vj1 ^! J* 4-TF^ iX£/ i i dfenrr*^. t^y ^^ \>^^^ ^<^^ ,rif X t I I y _ XZ \ #$2. ff /> * 4tf& 2 S', / ..' W j*n r 2001'27 Tj)Fioorjoist Fj-1 14" TJI®/L65 JOIST @ 16.0" 0/C BEAMUSA 1X1 (W06/2001 1:56.55 PM Page 1 of 1 BuiW Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTE ffl -24'- Product Diagram is Conceptual. LOADS: Analysts for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Uve at 100% duration, 27 Dead, 0 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Pointflbs.) Floor(I.OO) 0 150 6' 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.) UVE/ DEAD/ TOTAL 640/546/1186 640/468/1108 DETAIL OTHER TJKD Blocking Panel TJMD Blocking Panel LOCATION ANALYSIS: USER LOCATION "X" (HORIZ.) DIMENSION 1 0 COMMENT DESIGN CONTROLS: MAXIMUM DESIGN Shear(lb) 1152 1145 ReactionOb) 1152 1152 Moment(ft-lb) 6466 6466 Uve Defl.(in) 0.503 Total Defl-On) 0.907 CONTROL 2125 1885 7961 CONTROL Passed(54%) Passed (61%) Passed(81%) LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading 0.581 Passed(L/555) MID Span 1 under Floor loading 1.163 Passed(L/308) MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TUL/240). - Deflection analysts 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, 5.25". 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. PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: HCP Engineering Hitesh Patel 2466 Redrock Drive, Corona, CA 92882 909-738-0840 Copyright* 2000 by Trus Joist, A Weyertoeuser Business. TJM) te a resbtored trademark of Tn» Jott. C:\TJBEAMWA\2001-27-fj1.bm TJ-Pro™ and TJ-Bwm1" are trademark* of Trus Joist. 2001-27 TJI Floor Joist FJ-£ TJ-Beam™ v5.4S Serial Number 7000002465 14" TJKSVL65 JOIST @ 16.0 O/C BEAMUSA 1001 06W2Q01 2:00:33 PM /^ Page 1 of 2 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I Overall Dimension » 32* 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 PointObs.) Roof(175) 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 Lett Face Right Face REACTIONS(lbs.) LIVE/DEAD/TOTAL 1275/1319/2593 1275/1293/2568 DETAIL OTHER T JHft Blocking Panel TJ® Blocking Panel LOCATION ANALYSIS: USER LOCATION "X" (HORIZ.) DIMENSION COMMENT 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.fin) 0.528 0.589 Passed(L/536) Total Defl.(in) 0.393 0.423 Passed(2L/2S8) TJ-Pro Rating 46 25 Passed LOCATION It. end Span 1 under Floor ADJACENT span loading Bearing 1 under Floor ADJACENT span loading Rt 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(LL: L/480, TL:L/240). Additional checks follow. - Left overhang(LL: 2L/360, TL2U240); Right overhang(LL: 2L/360, TL:2U240). - 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 OSS decking with a poured flooring overlay (overlay will not change results of the rating analysis). The controlling span t$ 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: HCP Engineering HiteshPatel 2466 Redrocfc Drive, Corona, CA 92882 909-738-0840 Copyright <S 2000 by Trus Joist, A Weywfiwuoer Business. TJW* a registered trademark of Try* Joist. C.\TJBEAM\NA\2001 -27- TJ-Pro m ana TJ-Seam™ am tndemartte of Tn» Joist. 2001-27 TJI Floor Joist Fj;J 11.875" TJI®/L65 JOIST @ 16.0" o/cf-J-Beam™ vS.45 Serial Number. 7000002465 3EAMUSA 1001 Q6K)6/2001 2'.05:10PM =age 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 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 Point(lbs.) Floor(LOO) 0 150 5' Adds to Wall Load SUPPORTS: 1 2x4 Plate 2 2x4 Plate WIDTH 3.50" 3.50" BEARING LENGTH 3.5" 3.5" JUSTIFICATION Left Face Right Face REACTlONS(lbs.) LIVE/DEAD/TOTAL 373/349/722 373/305/678 DETAIL OTHER TJI® Blocking Panel TJf® Blocking Panet LOCATION ANALYSIS: USER LOCATION "X" (HORIZ.) DIMENSION COMMENT 1 0 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Sbear<lb) 704 696 1925 Passed(36%) Reaction(lb) 704 704 1885 Passed(37%) Moment(ft-lb) 2435 2435 6510 Passed<37%) Live Defl.(in) 0.096 0.453 Passed(L/999+) Total Defl.(in) 0.189 0.679 Passed(L/862) TJ-Pro Rating 65 25 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 Spam - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/360, TL:U240>. - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): AH 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 ~>M2" thick gypsum; perpendicular partitions. A structural analysis of the deck has not been performed bytheprogram. Comparison Value: 2.03 PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: NCR Engineering Hitesh Patel 2466 Redrock Drive, Corona, CA 92882 S09-738-0840 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJI® rs a registered trademark of Trus Joist. C:\TJBEAM\NA\2001 -27-fj3.bm Tj-pro™ and TJ-Beam™ we trademarks of Trus Joist. J t_ ~z * j«r / /, * ,/jf "* I + I p • * f, t. 0 ' /rt. r %*av^*S**so~*s ^ Z- SJGt/*'* &,,* 2- f./tfZff'te -P.*l < ZIL^ & >sT ~ 2 J> .4 X Company HCP Engineering Designer Hitesh Patel Job Number 2001 -27 2001 -27 - frame wall 1 June 11, 2001 2:51 PM Checked By: Global Steel Code AISC 9th Edition ASD MfiSWStfi^^ Include Shear Deformation Yes No. of Sections for Me Redesign Sections «il^i^<&V^4^ ^^^^^f^'.^^^i;:^:^:: Yes ssiaitftiitWS^^ -:.v^;;7v: ^ •;-?.=. Materials (General) Material Label STL Young's Modulus Shear Modulus Pofsson's Thermal Coef. Weight Density Yield Stress (KsD (Ksi) Ratio (per! 0*5 F) (KmA3) (Ksi) 29000 11164 .3 Sections .65 .49 36 Section Database Material Area SA SA I (90,270) I (0,180) Label Shape Label (ln)*2 {0,180) (90,270) (InM) (InM) COL-"-"-- ^fltt^-:'^I W12X30 /-5>wi»^STL y:r'.-«^£:v 8.79 ^WtRv^ 1.2 ;;.fiW 1.2 !^-%K!^: 20.3 B&fi$Bi$£$\ 238 £-&#^^Ori Joint Coordinates Joint Label N1 N2 N3 X Coordinate (Ft> 0 0, . 14.5 h i ft4 , , 4' * MS - i ; Y Coordinate (Ft) 0 r. ., 24 /, , t 24 1 ' n , . ItJF' ^ -" Joint Temperature (F) 0 1 .&',' , . 0 ,' '' i^O lf> ' . . • Boundary Conditions Joint Label N1 X Translation Y Translation Rotation (K/in) (Kfln) (K-ft/rad) | Reaction React ,,,,,.:., .^.w.'.^.y- ^ ,.;^' jpl^^j^pp^ ^-^r^BlSJft Member Data Member Label M1 '•">:;.•:,:-, ^MS^'r^'v1^ M3 on Reaction iil*p g^l^iKliiittf ^ Section End Releases End Offsets Inactive Member I Joint J Joint Rotate Set 1-End J-End l-End J-End Code Length (dearees) AVM AVM (In) (In) (Ft) N1 N2 £$#&l&&£x-].:'^*;i&' N3 N4 COL , ' 8M COL 24 : 1«feS 24 Basic Load Case Data BLC No. Basic Load Case Category Description Code 1 2, • - •..' - - -.-. • i -- '.'ii: ''I---. , 'j >•'-•' •' -i 3 dl DL W^fel tL^t^: :'{ ''-:'. ^L§^ ^ ' T' • 1. wind WL ,^ ; ;&v^ -^vi^ Category Description Dead Load j;^|; i^^ip|^>'-.,^'. Wind Load WriW§^i6^^.^& Gravity Load Type Totals X Y Nodal Point Dist. 1 &rs:&&:.^i£*'>& '•&&:".1 ^:-l'^\'^^:^^^;:--^ 1 ^^r:':."^"-. RISA-2D Basic Version 5.1a [C:\RlSA\2001-27-1.r2d]Page 1 Company : HCP Engineering Designer : Hitesh Patel Job Number: 2001-27 June 11, 2001 ' 2:51 PM 2001 -27 - frame wall 1 Checked By: Joint Loads/Enforced Displacements, Category : DL, BLC 1 : df Joint Label N3 [L]oad or fO]tsplacement L Direction Magnitude (K. K-ft, In. rad) Y -1.02 Joint Loads/Enforced Displacements, Category : LL, BLC 2 : II Joint Label i N3 [LJoad or [Displacement L Direction Magnitude (K, K-ft, In, rad) Y | -.82 K Joint Loads/Enforced Displacements, Category : WL, BLC 3 : wind Joint Label N2 tLJoad or [DJisDlacement L Direction Magnitude fK. K-ft. In. rad) X 3.54 ^ Joint Loads/Enforced Displacements, Category : EL, BLC 4 : eg Joint Label N2 BJoad or [Displacement L Direction Magnitude (K, K-ft. lnf rad) X 3.87 / Member Distributed Loads, Category : DL, BLC 1 : dl Member Label M2 t Joint N2 J Joint Load Pattern Label Pattern Multiplier N3 UNIFORMY .272 Member Distributed Loads, Category : LLf BLC 2:11 Member Label M2 1 Joint N2 J Joint Load Pattern Label Pattern Multiplier N3 UNIFORMY t .08 / Load Combinations Mum 1 Description d+l Env WS PD y I y CD BLC Factor BLC Factor BLC Factor BLC Factor 1 V^UV^.'Y'^.tffj*^ I 1 3 d+l-vv j;4-''"|;. .^.t'-'^-iiiftlN).1''^1^;^ y 1 y .-r-y^taV^"- 1 '/6;C-i '•&(£ 5 d+l-e y 1 y 6 :|.: ,':<l*^;8e(cOWii^;^;^4i'.>. •!{•' ';:.'" 1 .'•- '.v-IVI';;:; 1 ^ 1 1 KA&'^i 1 ••A '•.^•;^:(-'r; 1 ; 1 ' 1 '^.t >':•-• Jj-1' '.-:; -^"-.i-i1 ,'^-:l.J , 2 2 2 :';k*3S;s:^ i,r j--i.it s:'".-M,'j;' ''.•:' 2 "lri^t.1". 1 ' i ^ 1 r--V;;l^.-' 1 £"#:• •.:•' 3 3 ^•.'- 4W^;: 4 •.i;"'4i ;*<;'.'; 1 -1 .::.,':1-'': -1 2,0 J . '-"?...."'• Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (In) Lc On) Lc (radians) Lc N1 N2 max •"iifitffcE max 0.000 £-r0jj&99^ 0.75 A 4§-: 4 0.000 •-• \i0HBWt -* 0 4 .^Sr^ 4 0.000 ;/-"fWBE^ 0.001 5 ?."4*: 5 RISA-2D Basic Version 5.1 a [C:\RISA\2001 -27-1 .r2d]Page 2 Company : HOP EngineeringDesigner : Hitesh Patel Job Number: 2001-27 2001 -27 -frame wall! June 1 1 , 2001 2:51 PM Checked By: Envelope Joint Displacements, (continued) Joint Label X Translate Y Translate Rotate fln) Lc (In) Lc (radians} Lc N3 N4 '• '-^^N^^-i^.tyv&s min max minr max ti$&i -0;746 . 0.748 -0-745 0.000 1^503008^ 5 4 5 4 *» -0.006. -0.002 4X008. 0.000 ftsMW;^ 5 5 4- 5 ^: -0,002 0,002 -aaor 0.000 ••^BjflttF^ 4 5 "4: 5 s*:-; _. -,~2 Envelope Reactions Joint Label N1 -•:" .'.-^•°^'-^J-'--^':\ i"': N4 v&£$$$$^^j£&te- Reaction Totals : maxf$a%:' max min max min X Force Y Force Moment / (Ki Lc (K> Lc (K-tt). Lc Kf^^^t^f //</?- <^>? 2.143 5 5.431 5 24.003 4 " / , Y%-$j$3i^ ••'-'& /ffl - 77 7 y<r '' 1.727 5 7.265 4 27.214 4 ^ * ^?$%$iim£» Wti& ^Bfj." i.-/^23l921::'^ :^:$; " / y - /> ^ <S3 3.87 5 6.944 1 f&(*3ie^ft ^i^;i:; 'tgiSWiS."; !V?3K, Envelope Drift Report Story Number Joint Label X Direction Drift Lc % of Ht. Cfn) No Stories Defined... Envelope Redesign S/iapes Section Member Current Suggested Alternate Shapes Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice COLv.''-:.:J:-'-;^BlWL''v.i';;K.'V::^ '" M1 Yes W12X30 W14X30 W16X31 W14X34 ,W$'&t-^^ Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 00 <K) (K) M1 •••.-.V^«E ' ' 1 2 3 4 5 t ^ '2>' 3i ' (, 4 max mm max min max mm max mm max mm ma%min max fnfet max jniR,L max min- 5.431 -0.321 5.431 -0.321 5.431 -0.321 5.431 -0.321 5.431 -0.321 ,^JKW','-T-Tajr "I r2^4 ' j,i?1*727 'b2.1^' . '.rt-W^ ^.2.14 ' -1.>2T 5 4 5 4 5 4 5 4 5 4 '4^ ,5 ' 4, S,hJ '4.' '•5^ 4'lJ5, 1.73 -2.143 1.73 -2.143 1.73 -2.143 1.73 -2.143 1.73 -2.143 l..l'*ft4S||f . rQ.321'4.tasi , j ! ~$jse& <'2bKpd '-abari1 i.6Cfe -4.149 4 5 4 5 4 5 4 5 4 5 £ 4. 5 4 5 4 i 5 4 24.003 -27.21 13.625 -14.352 3.248 -1.494 11.364 -7.13 24.222 -17.508 '2f&12ai£2 '-irJtt 6W? , "44J8N -5.903 -^^8 ^Wt"" -14,028 4 5 4 5 4 5 5 4 5 4 5, 4 6 ^4 5 f4 ^5 RISA-2D Basic Version 5.1 a [C:\RISA\2001-27-1.r2d]Page3 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001 -27 -framewall! June 11, 2001 2:51 PM Checked By:_ Envelope Member Section Forces, (continued) Member Label M3 Section Axial Lc Shear Lc Moment Lc 00 CK) (K) 5 1 2 3 4 5 max min max mm max min max mm max mm max mm 23f4" iJi.w |J 7.265 1.513 7.265 1.513 7.265 1.513 7.265 1.513 7.265 1.513 f 4 £4 4 5 4 5 4 5 4 5 4 5 0.32T •"? ' S&42S ' 2.14 -1.727 2.14 -1.727 2.14 -1.727 2.14 -1.727 2.14 -1.727 $" •4" 4 5 4 5 4 5 4 5 4 5 -.24H5&;. '"trjSK?" 24.155 -17,527 11,313 -7,165 3.197 -1.529 13.559 -14,372 23.921 -27.214 \4 5 4 5 4 5 5 4 5 4 5 4 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (Ksi) Lc (KsD Lc (Ksft Lc (Ksil Lc M1 V::^$s8K. M3 1 2 3 4 5 r t ' ' 2 i 4 T 5 1 2 3 4 5 max min max min max mm max mm max mm max min max min max min max mini max min' max mm max mm max mm max min max mm 0.618 -0.037 0.618 -0.037 0.618 -0,037 0.618 -0.037 0.618 -0.037 0,243 j rO-1$6i 0,24$ -0.196 0.243 ta&'iW 0.244 "-Q.^9© ffifi^' %19§ 0.827 0.172 0.827 0.172 0.827 0.172 0.827 0.172 0.827 0.172 5 4 5 4 5 4 5 4 5 4 T*-JL ^gv 4 ^5i '4 H5, flc 5 4 5 4 5 4 5 4 5 4 5 0.647 -0.802 0.647 -0.802 0.647 -0.802 0.647 -0.802 0.647 -0.802 <t2$&l!' ., ') -W2'; " T.65*r • '*&&&? *i "itef-ijsriii •ti-iyi«, *l'$52 4 1,22 ' ' '^Z059 0.801 -0.646 0.801 -0.646 0.801 -0.646 0.801 -0.646 0.801 -0.646 4 5 4 5 4 5 4 5 4 5 &T 4r ft' 4a.4 ' 5 4 '5 4' 4 5 4 5 4 5 4 5 4 5 8.465 -7.467 4.465 -4.239 0.465 -1.01 2.218 -3.535 5.447 -7.535 ' 5*447: . ! rTJt8& H " "43365-' -2.;J& ' •l i" 18444 1.&36 'jJiSttf1' ^2,^16' 5^*52^ -7^514 \ 5.452 -7.514 2,229 -3.519 0.476 -0.995 4.471 -4.218 8.466 -7.442 5 4 5 4 5 4 4 5 4 5 '4' ^*4 ' S.u '4 S'1 S* ,4' 5 4 5 4 5 4 4 5 4 5 4 5 7.467 -8.465 4.239 -4.465 1.01 -0.465 3.535 -2.218 7.535 -5.447 ' 7.S351 - r T&Mr1 v&13 '" ^^4,369 i1 4'iS36^ -1.844 j2, t f©; i ' -4.364 ?^5t4 ,,' "-6^4^^ 7.514 -5.452 3.519 -2.229 0.995 -0.476 4.218 -4.471 7.442 -8.466 4 5 4 5 4 5 5 4 5 4 '$' *4* 5 4 Vs ,4 4 5 4 5 4 5 4 5 5 4 5 4 5 4 RISA-2D Basic Version 5.1 a JC:\RJSA\2Q01-27-1.r2dJ Page 4 Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27 - frame wall 1 June 1 1 , 2001 2:51 PM Checked By; Envelope Member Deflections Member Label Section x-Transfate Lc y-Translate Lc (n) L/y Ratio LC 1 M1 I, M2 , , I M3 Envelope Mt 1 2 3 4 5 ,,1/1'!i 1 1 , « 3 , 1 Cl 4' 5 .*• p 1 2 3 4 5 max mm max mm max min max min max mm max iniir 1***min max jjjfe_ max min max Ww max mm max min max min max min max min 0 0 0 -0.002 0 -0.003 0 -0.005 0 -0.006 ^AP.75i,, , '•Qt$46TL jflMWfty. *. -<5.^j® "' '017^ (j f flUJWCM ttTW '^.iT^t ) , it&$f8* tj ,^at45< 0.008 0.002 0.006 0.001 0.004 0.001 0.002 0 0 0 1 1 4 5 4 5 4 5 4 5 4 ,5 s*4Js 4 i©11 4; n'SX » 4 5 4 5 4 5 4 5 4 5 1 1 0 0 0.108 -0.097 0.346 -0.316 0.598 -0.565 0.746 -0.75 ,£...„ -0.006 '-. 'tQjOfei^cwtii1^ * ^Ot^^1' I'.^DIfSiL -0^009 , ^^iil, J ' -0.002 * -O.008 0.748 -0.745 0.596 -0.562 0.347 -0.315 0.109 -0.096 0 0 1 1 5 4 5 4 5 4 5 4 4 , ^r-5' ^,? tH-i+4r L^l,^ ,4Sj™'^1 j 4 5 4 5 4 5 4 5 1 1 NC NC 2654.841 2976.52 831.609 910.47 481.915 509.596 385.806 384.143 ' ' NC ' ,''' &C ,', • e i 'NC s 4^8,^33': ,6063.39 6029.674 ! NC 4729:648 > rHJiiis v VV ij^p^ n 384.893 386.416 481.29 512.043 831.021 914.226 2654.001 2987.387 NC NC 5 A 5 4 5 4 5 4 , h 4 'S'k ,4 .5 j 4 5 4 5 4 5 4 5 imberAISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) Lc (Ft) Lc (Ksf) fKsi) tKSil M1 ,,-.^§W;--^ M3 0.677 •%3&£: 0.684 0 pv.^14:^.-:-^ 24 5 -,4,- 4 0.042 .«&&" 0.042 0 ^;^v-v. 0 5 :'•&.& 4 5.542 ^mm^^ 5.542 28.793 7-.?$8&Jt0Bi& $ 28.793 12.912 -:.v.o*;,flKR!>" "•'.-.^^--.•jfi'i..^/'*-" .."•- 12.912 H1-2'^m^-^ H1-2 RISA-20 Basic Version 5.1a [C:\R»SA\2001-27-1.f2d]Page5 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27- frame walM June 11, 2001 2:53 PMChecked By:_ Reactions, LC €: d+l+2.8e(conn) Joint Label X Force(K) N1 ^•-••\^--\/'^^^P'^'l^:: Reaction Totals : -5.215 ::'^^^62t^^ -10.836 Center of Gravity Coords (X,Y) (Ft) : Y Force Moment(K> (K-m -5.499 'i\\-% :&&&&&&&$ 6.944 70.095 ^^^982885^^? 9.171 | 24 Member Section Forces.LC 6: d+l+2.8e (conn) Member Label Section M1 M3 Axial IKl-5.499 -5.499 -5.499 -5.499 -5.499 6.621 12.443 12.443 12.443 12.443 12.443 Shearm 5.215 5.215 5.215 5.215 5.215 5.621 5.621 5.621 5.621 5.621 Moment J*W?L70.095 38,805 7.515 -23.775 -55.065 61.668 27.943 -5.783 -39.509 -73.235 ^" RISA-2D BasicVersion 5.1a [C:\RISA\2001-27-1.r2d]Page 6 2* ///J»- 5V - 7" -'/v J 3 ( ' T /5S?) "4 tifett XT- jfi 7 o TV- / --J %* O /? 7? ^JS, ^Sb? - <#/x^ Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27 - frame waH 14 June 12, 2001 11:51 AM Checked By:_ Global Steel Code Include Shear Deformation Redesign Sections AISC 9th Edition ASD Yes Yes Materials (General) Material Labef Young's Modulus J<s*L Shear Modulus JKsD_ Poisson's Ratio Thermal Coef. (perl 0*5 F) Weight Density (K/ft*3) Yield Stress ,. t*Si) STL 29000 11154 .3 .65 .49 36 Sections Section Label Material Label Area Qn)*2 SA SA (0.180) (90.270) (90,270) (InM) (0,180) (InM) COL STL 4.99 1.2 1.2 3.56 81.9 6MF Joint Coordinat Joint Label X Coordinate V Coordinate Joint Temperature (Ft) (Ft) (R N1 N2 , N3 N4 0 0 15-ts; 01& 10" ' ; >o " " 0 0 0 '. i ' Q' Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (Kflrrt (K-ft/rad) N1 . ^'..jJP,/?.;;' ?? Reaction^"•/WaWH^r;Reaction ^^R&i&i^:^ Reaction Wj$IIB88&#&zl Member Data Section End Releases End Offsets Inactive Member Member Label ) Joint J Joint Rotate Set l-End J-End l-End J-End Code Length (decrees) AVM AVM (In) (In) (Ft) M1 •'•':';: Ifl2'. ::-.-" :/ M3 N1 ' :-:.. vflE1:-"--^ N3 N2 -'.-".'..'..' "^KSt; -•.';- N4 ^-."^•-r -':-''' COL '.'"/;' fflyftf ?'-'.;'•' COL -. :.., :-,.,:• ,..,^ 10 ^.--v'fS' •;•• • 10 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Noda) Point Dist, 1 . /2' ''.' 3 .•>\'4' - dl £•?•:•': ",,;\-'-::;:0"^>:-;'''"^ "•••• wind ^••^^•..ec^-M^^' ,.• DL "••!':lifc* "; '"^ WL•^EEtv.1.,-:^ Dead Load .: '.;j-(':?;'.-'~\3ffi$&iity'l.:-''.ii Wind Load ^ • Earthquake Load - ;- -" 'c.^^.'.---''.'.: v^X'V.;-'' 1 -;^'4^u .;,.-, ,- -- . r 1i RISA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]Pagel Company : HCP Engineering Designer : Hitesh Patel Job Number : 2001-27 June 12, 2001 11:51 AM 2001-27 - frame wall 14 Checked By: Joint Loads/Enforced Displacements, Category : WL, BLC 3 : wind Joint Label [LJoad or [Displacement N2 L Direction I x Magnitude (K, K-n. in. rad> 1.67 | ' Joint Loads/Enforced Displacements, Category : EL, BLC 4 : ea Joint Label [LJoad or IDliSDlacement N2 L Direction X Magnitude (K. K-n, In, rad) ^ 1.6 Member Distributed Loads, Category : DL, BLC 1 : dl Member Label I Joint M2 N2 J Joint N3 Load Pattern Label Pattern Multiplier UNIFORMY .381 ' Member Distributed Loads, Category : LL, BLC 2 : II Member Label I Joint M2 N2 J Joint N3 Load Combinations Load Pattern Label Pattern Multiplier UNIFORMY ,24 Mum Description Env 1 dH . y WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor y 1 :-• :2\: \":.:.:",". .:'', . ' ; dBflBi* ••?.;.• ••;•; .;•;, ;;[. • ^ ik'^f^t I 1 3 | d+ 4 1 ' d+ 5 d+ -w j y *e ' ( y -e y Y 1 'iy y :;.0-;-|"'/-:'':id*f-t-2:8e^GOnn) [ , i '1 j 1 1 1 1 1 1 1 1 1 1 1 1 ' 1 1 . 1 1 1 1 2 2 , 2 2 2 2P 1 1 1 1 1 ,1 '3 i v 3 4 '. ,1 4 ' 4' ' 1 -1 r" 1 -1 r 2.8, , , ! . Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (In) Lc (tn) Lc (radians) Lc N1 N2 ••, : •,':•!=: '-.\ .'.•• ••••'••f'v N3 ,'- -,; '-,''' ";'U'V; '•"'..^ >.':''..,';-;. .; N4 . .. ;. .,"^':-*\;. .. ';' '"-..'.;. max '&$$; max :|ilf&' max SfcfcK max 'iMtet: 0.000 :,X''0Wi&;! 0.088 iit^BBBBB^ 0.085 '^^flSSBBO 0.000 vjQaOW1:.:, 2 ;^Si;i 2 -^Sfi1* 2 S'3;S 2 K3^; 0.000 '-^00BW^^ -0.003 ••%*fl@WlK^ -0.003" KiMIWi-i^' 0.000-^^QMdi'v^ 2 •i -:j|£ 2 :^3^ 3.,,^,,, 3a.--i=•.„• 0.000 ;:^B0309^"r- -0,001 :;;^KOflfe^ 0.002 ^WWSf.^1 0.000 ;v5ttfiiB0v; 3 ^i^' 3 ^Ig:.:;:' 3 .;2'!' 3 .":8'!.' Envelope Reactions A-^.^ #<»' Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-tt) Lc RISA-2D Basic Version 5.1 a [C:\RISA\2001 -27-14.r2d]Page 2 Company Designer Job Number HCP Engineering Hitesh Patet 2001-27 2001-27-frame waif 14 June 12, 2001 11:51 AM Checked By:_ Envelope Reactions, (continued) Joint Label N1 N4 Reaction Totals X Force Y Force Moment (K) Lc (K) Lc (K-ft) Lc max mm max max 2.095 -0.425 1.67 5.099 5.099 9.315 1.085 8.997 Envelope Drift Report Story Number Joint Label No Stories Defined... X DirectionDrift Lc fln) % Of Ht. Envelope Redesign Shapes Section Member Current Suggested Alternate Shapes Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice COL M1 ;>:>:Vvffl2'"r:''Q"•• :¥i*: •; W12X14 ^•Y;VVtQ>W^: W12X16 YJ:;W0if8fe,^: W10X17 W'<ffi&&$3&w</. M14X18 vi,'*#j$%58!- •.- Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (K) (K) (K) M1 •.;::V*P'-" M3 1 2 3 4 5 1 2 3 4 , 5 1 2 3 4 max mm max mm max mm max mm max mm max ,rtt& max min max "$fe max min max 'nrSrr max mm max mm max mm max 5.099 4.216 5.099 4.216 5.099 4.216 5.099 4.216 5.099 4.216 2,^7 r WSELr Z« IM2S 2.^8? <M25 2.1087tx«s 2JQ87^bl^5 ; 5.099 4.216 5.099 4.216 5.099 4.216 5.099 3 2 3 2 3 2 3 2 3 2 .''£' # <% 3' ,2 3 2 3 2 "3 2 3 2 3 2 3 2 -0.417 -2.095 -0.417 -2.095 -0.417 -2.095 -0.417 -2.095 -0.417 -2.095 5.099;4iw ' 2.77 , 1888 &441 *0.441 *l«8d ,-2.77 -*t2i6Aos© 2.087 0.425 2.087 0.425 2.087 0.425 2.087 2 3 2 3 2 3 2 3 2 3 ^2 3 2 3 2 3 2 3 2 2 3 2 3 2 3 2 , 1.085 -9.049 2.129 -3.812 3.172 1.425 6.661 4.216 11.898 5.26tiJ** S^S©^ " 4LBBB1 H@J1^ ^fcQlfB ^69? ^2Jft.-ai64 '1111877 - 5,28 11.877 5.28 6.659 4.219 i 3.157 1.44 , 2.095 2 3 2 3 2 3 3 2 3 2 3 2 3 2 ,3 2 2 3 2 3 2 3 2 3 3 2 3 R1SA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]Page3 Company Designer Job Number HOP Engineering Hftesh Patel 2001-27 2001-27-frame wall 14 June 12, 2001 11:51 AM Checked By:_ Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear Lc Moment Lc <KJ 00 flO 5 mm max mm 4.216 I 5.099 4.216 3 2 3 0.425 2.087 0.425 3 2 3 L -3.779 1.034 -8.997 2 3 2 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (Ksft Lc (KsO Lc (Ksi) Lc (KM) Lc M1 M2 M3 Envelope M< 1 2 3 4 5 1, i 2' ''3- , , 4 5 1 2 3 4 5 max mm max min max min max mm max min max, min max1 min max mm max min max min max mm max mm max mm max mm max mm 1.022 0.845 1.022 0.845 1.022 0.845 1.022 0.845 1.022 0.845 '. 0.418 0.085 'ff418 0.085 i; £01410 •> .iWWSc'J "TQL4IJP*' ( lOJDflfe , .0*4!$'' 6*0851, 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 n5' 3' "2i 'i3, r2 "3 $ , ^v 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 2,52|2j '23996!',* tissr 0.934 Q;$l& ^EjUHjB , "Jft fiflf4' " i-rtJBffi •^085:"-2.S22"'1 1.032 0.21 1.032 0.21 1.032 0.21 1.032 0.21 1.032 0.21 2 3 2 3 2 3 2 3 2 3 3 ,?•" '?' *&' 3, 2 .3, SLM3 . 2 2 3 2 3 2 3 2 3 2 3 6.702 -0.804 2.823 -1.577 -1.055 -2.35 -3.123 -4.934 -3.896 -8,812 -3:896 -8*®12- -Ujfih' 1 &ft£ n't] . 6.59 &9T4 - . £j61jfe , '2J3.,! 'ii *Mit 5 '' 1 ^&.7&?"r -3.911 -8.797 -3.125 -4.932 -1.067 -2.338 2.799 -1.552 6.664 -0.766 3 2 3 2 3 2 2 3 2 3 r r£ * /& *£?] r^t , &t< i 3"fS1 3 2 3 2 2 3 2 3 2 3 0.804 -6.702 1.577 -2.823 2.35 1.055 4.934 3.123 8.812 3.896 OiDH OiQjffl II ^, \ 3,8Sfe [ -fi^HS .-4*^8^ -6(874^ -6.59 4'if3 ^ -4.566 , ' 8.797^!' %9tt 8.797 3.911 4.932 3.125 2.338 1.067 1.552 -2.799 0.766 -6.664 2 3 2 3 2 3 3 2 3 2 '3 '2 3 ',2 3,2 ,2 3 *2 .3 2 3 2 3 3 2 3 2 3 2 ;mber Deflections Member Label Section x-Translate Lc y-Translate Lc (n) L/y Ratio Lc M1 1 2 3 4 5 max mm max mm max min max mm max 0 0 -0.001 -0.001 -0.002 -0.002 -0.003 -0.003 -0.003 1 1 2 3 2 3 2 3 2 0 0 0.019 -0.003 0.056 -0.015 L 0.086 -0.042 0.086 1 1 3 2 3 2 3 2 3 NC NC NC NC 9261.287 7954.431 5549.436 2864.311 NC 3 2 3 2 R/SA-2D Basic Version 5.1a [C:\RJSA\2001-27-14.r2d]Page 4 Company HCP Engineering June 12, 2001 ' Designer : Hitesh Patel 11:51 AM Job Number: 2001-27 2001-27 -frame wall 14 Checked By: Envelope Member Deflections, (continued) Member Label ,.;. m '••• M3 Envelope M^ Section x-Translate Lc y-Translate Lc (n) L/y Ratio Lc (In) (In) 1 2 1 3 4i'.- 5 1 2 3 4 5 mm max mm maX min max mira! max mifo max min max min max min max mm max mm max mm -0.004 0.088 •&Q86 r '' Q0S7 ' ,* J -0.086 , 0jG®7 -0.067 v 'OtOBS! * -MB? 0.085 1 -^0:087 0.004 0.003 0.003 0.003 0.002 0.002 0.001 0.001 0 0 3 2 ,3' 2Is'r| 2: ,3 . 2a1,^ 3 2 3 2 3 2 3 2 3 1 1 -0.088 -0,003 -Q.OO4 4<j,076P -0.093 r' ' ^13$ 1 -0.126 f '^0?©^ 'r- -0.093 h -0:003 : -0:004 0.085 -0.087 0.086 -0.041 0.056 -0.015 0.019 -0.003 0 0 2 L$ '^14 ^,\- ng^ 3, 2 > hfitS .^i'' H ,|i^'v 2* 2 3 2 3 2 3 2 3 1 1 1365.568 ' ''WC . ''' NC . 2502.806 &V1&82f ! '^4^59^ 1469.532 2491.887 2025.961 - '; 'i|SC,l|V": • NC3T ' NC 1381.83 5533.012 2913.791 9162.254 8158.324 NC NC NC NC 2 3, 2 '3 2 2 .',3,1 '' 3 2 3 2 3 smberAISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) Lc (Ft) Lc (KsO (Ksi) (Ksi) M1 Vv^.J«-:W? M3 0.541mv$&: 0.54 10 1 '^^» 0 3 :;,-2/.'; 2 0.054 •%-S8St; 0.054 0 ^:.«^-. 0 3'£&:?11- *!".!...-, 2 9.862 1>P##S3^$ 9.862 28.793•^MSWK;^: 28.793 17.448^r^eaae^' 17.448 H1-2 *$8*&'V , H1-2 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-14.r2d]Page 5 Company Designer Job Number HCP EngineeringHitesh Patel 2001-27 2001-27-frame wall 14 June 12, 2001 11:52 AM Checked By:_ Reactions, LC 6: d+/+2.8e (conn) Joint Label X Force Y Force Moment (K) 00 (K-tt) N1 V /;/•;; it::.^'|f^.^:;^.:':-v?-' Reaction Totals : -0.994 •^••.:f -31186 t -4.48 Center of Gravity Coords (X,Y) (Ft) : 3.474 '&84t 9.315 7.5 9.611 1 7.4$^;;'^ 10 Member Section Forces. LC €: d+t+2.8e (conn) Member Label Section Axiaf Shear Moment (K) (K) (K-ft> M1 KC'.'r*£ M3 1 i 2 1 3 4 5 J' ', . 2iii..,.. 3 ' .'li'i1 2 3 4 5 3.474 3.474 3.474 3.474 3.474 3.486 ' Mi/.. &38T *' ^ MO*,/'1,.&** :< 5.841 5.841 5.841 5.841 5.841 ^ 0.994 0.994 0.994 0.994 0.994 ' 3.474:„.. ;.i,l^../ - ^ vl.184 f '^-3^2 ..' -S.841 i 3.486 3.486 3.486 3.486 3.486 9.611 7.127 4.643 2.159 -0.325 -0.325 ,- .«|*f.:f 4-a,9$4 1v , '.'-fftfiW JM , ,' 1M^ 17.428 8.712 -0.004 -6.72 -17.436 /^/^^^^^^^ /rt*t?*4 v=W +* ?.r'c it * Jl* &'**y KX2 ,l ~y tlv/Z'W-^, /I&r-St RISA-2D Basic Version 5.1 a [C:\RISA\2001 -27-14.r2d]Page6 Xf & 10 M riff 3 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27-frame walM5 June 12, 2001 11:35 AM Checked By:_ Global Steel Code Allowable Stress Increase Factor (ASIF) Include Shear Deformation Redesign Sections AISC 9th Edition ASD Yes Yes Materials (General) Material Label Young's Modulus _{Ksi> Shear Modulus J<sjl Poisson's Ratio Thermal Coef. (perl 0*5 F) Weight Density (K/ft*3) Yield Stress (Ksi) STL 29000 11154 .3 ! .65 .49 36 Sections Section Database Material Area SA SA I (90.270) I (0,180) Label /3ha6e~^ Label (ln)A2 (0,180) (90.270) fln*4) On*4) COL .•'!.:•• ^BM'.-.x' '•;'::: ' /W10X17; $*'WtffiQSffi&-1-; STL •'•- •"•:*:$&&'$;.-••.'• 4.99 >". -'.-.. 4&8i$ •;•••;'-> 1.2 .. :t*-2&; 1.2 V$M& 3.56 ?;^-;i|^5$'M;'-'\' 81.9 V.; -8%9;' ' ' / Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) N1 142 N3 N4 N5 •:•••• ••-•^'•ilWS': '••"'' '.•".^••,? 0 0 0>as 9.5 ".-^.^^•i.^5vi.lr!\''^:1;^ 0 10 20 0 10 v^^^iaBt.^'?1;;^:^ 0 0 0 0 0 '•^^^-:"J:^r.1'^'^':':r^.7 Boundary Conditions Joint Label X Translation Y Translation Rotation (Kflm (Win) (K-fUrad) N1 • .;''.;N4'-i:-'".:f;'/i Reaction '::' ':;;-R§SietSin€: •# Reaction ^-'•^(lili^i^^^ Reaction ^i^^icHS^;'/:;;. 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 (degrees) AVM AVM (in* fin) (Ft) M1 M2 M3 • . . •• --'M4' .'•• ..- ••••, M5 M6 N1 1 •'-"•'-. -.v|iis^^.-"4 N4 '•-"-•'•'NS''-. ;• "':- N2 •"-• H3 >• •';-.; N2 ..'.••V^HS:. ."•" N5 . '("."Ife"' • .:.. N5 N6 •"'•,. .' ' V •'-" ••'':: COL ; -.'./COL""1' •" COL '•"-• ''<SDfc\ : '- 10 ' 10 10 -: 10 -: 9.5 9.5 RISA-2D Basic Version 5.1a [C:\RlSA\200l-27-15.r2d]Pagel Company : Designer : Job Number : HCP Engineering Hltesh Patel 2001-27 - frame wall 15 June 12, 2001 11:35 AM Checked By:_ Basic Load Case Data BLC No. 1 -•'-, .2 •,-'. 3 ::v$v..::;i. Basic Load Case Description dl ..••••-?••• •• '"^-^ff •••:"• v- '^.v'' Wl ;:.:.:.V:;,..'-.:.^-'i:;'.:;\:'..,:v:':;v,: Category Category Code Description DL -:;:'•- %&;-'. "••- WL ;;-?$s£}# '.^: Dead Load i1: ':.'.: ':v^l^;iL©aGl.-:;;:'"/ ,:'- Wind Load -' •; ' Earthquake Load ¥ i. Gravity Load Type Totals X Y Nodal Point Dist. ;<J^;-:;)^ Jo/nf Loads/Enforced Displacements, Category : WL, BLC 3 : Joint Label N2 ;;^-V'V:i;::;'^S;^'-;::::^ TJ :•'•.! [LJoad or Direction fDlisolacement L **':?-->\^*f'Q:^-*' '^'.'- X ..;.-; i. •-';'.'-• Iffi^'-^y-:-*'':^ .*':<••&. .•>.*•'•.•"'••''"'.• 2 •;-'^- W^St^ >•?'•::'.' Wl 2 '".^••.'.'•.^Z'.' : " V:..^;v^r:L:.;:-' Magnitude (K, K-fi, In. rad) 1.24 J ^3Vv l£r*>r?; Jo/nf Loads/Enforced Displacements, Category : EL, BLC 4 : eq Joint Label N2 •^'::vV^y1^B*i:^:'.ftS [LJoad or Direction [Dlisplacement L ^r/.-'VSJt^^'V'^v,-:--1^- X v^^;i-^j'^:^'«^;:.:f Magnitude (K, K-ft. In, rad> -' -;"!•:' '?1-0!"*1''' L"V 2.2 / Member Distributed Loads. Category: DL, BLC 1: dl Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M5 MS N2 N3 N5 r N6 UNIFORMY OKJPORMY .402 .182 Member Distributed Loads. Category :LL, BLC 2: II Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M5 ••r^^f^^-^^m N2m^ym^mt^[N5^^^-••ap^1^^UNIFORMY ^^mKmw^m1. .48 M^;W!;Sr'/ Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 1 d+i ivy 1 ,2 I , d-H+w,, \ y I y \ 11 3 d-H-w I y I y I 1 •JM''-*~\'-::*-!--'.<^ 1 5 d+i-© Ivy 1 •6' •1'!11''M-i^M38l*.i*fllrWO "1 f '11 *1 I I I ! 1 1 f 1 , 1 ' 1 .t , 1 1, - 1 1 1 1 i' ' 2 * .2,.,; 2 ' 2'-' 2 ' 2' : n 1 1 , 1 1,' 1 1 1 ' , 3' ' 3 "r, 4 - 4 4 4 - -1 1 .• -1 2:8 1, ' R1SA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 2 Company : HCP Engineering June 12, 2001 Designer : Hitesh Patel 11:35 AM Job Number : 2001-27 - frame wall 15 Checked By: Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (In) Lc On) Lc (radians) Lc N1 N2 N3 N4 N5 N6 L ';"!• '•' ••' ' '.!: ' ''! ' "'- '. ' :'•• i ' ,' ' max mtfr max min max max min max min max •^Hf' 0.000 0:000 0.165 *ffi«6 0.281 -0.281 0.000 0,000 0.164 -0.164 0.281 ^)flS3W^'.7 4 5, 4 $ 4 5 4 5 4 5 4 IK 0.000o.ooo -0.002 -0,006 -0.003 -0.008 0.000 <BBNSB$1 , -0.002 *Q$0&n;;. -0.003 :^.flfflttSSii-; 4 ,5 4 5; 4 5 5 3& 5 '$& 5 ^4 0.000 0,09©^ - 0.001 -&0©1 0 ^,001 0.000 ^IflMBiK 0.001 ^•-'^fittSfe"'^ 0.001 ^^BK^ 5 4 5 4 3 2 5 $<> 5 -'"•J^j|.l: r 3 £S& Envelope Reactions Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-ft) Lc N1 '^'•l:^::^f4C^:'':^W' N4 l::(^^A^-:i^-l^ Reaction Totals : max min max min max •ffiS&i 2.017 Jfc*fSiBfttf 1.263 $Sf8&t&$ 3.28 *^JS(8S£$ 5 '•'I'l'SWI1^ 5 $fti 5 '•l$f 7.83 ^8BRJ&£$ 7.83 ^ ''LiTS ' TISIBi;!i1i-;iH1 •i^ff'f^E^'fS^i^;^!^ 10.583 f^^BWP^ 5 *#fo 4 ^jliSiti 2 1?!:1C. Envelope Drift Report Story X Direction Number Joint Label Drift Lc %ofHt. (In) No Stories Defined... I Envelope Redesign Shapes 8.584 ^IMSW 10.896 4*^38385^ 4 t^Rjft 4^sfe? *"•* •»" /— f ' Q%£ •— Section Member Current Set Label Choice 1st Choice COL ,•;•,.. OH*,:--1'11- •• 1 M5 ^•;;;-.|«^J..^:.v 1 "l '^'i ..! W12X14 :-.=• -••'-:l:^;:;-l:l'N6-'acc Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice W10X15 ^ptay^'!slia'p^s!!ifc W8X15 ffiWTfiti^ ''iV" • •• ;• !••'= - •'• ' W12X16 i''"" • • ' :i;i- '•.•':. ? '-. . ' ' '. Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (K) (K) (K) M1 1 2 3 4 5 max min max mm max mm max mm 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 8.684 -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 5.1 a [C:\RISA\2001-27-15.r2d]Page3 Company Designer Job Number HCP Engineering Hftesh Patel 2001-27 - frame wall 15 June 12, 2001 11:35 AM Checked By: Envelope Member Section Forces, (continued) Member Label Section MB* M3 M5 41 i ' 2' max max max ttft max•-m&tf' max mm max mm Axial -JSL Lc 7.83 2.753 7.83 2.753 max mm max mm max min max wtfft max mm max mm max mm max mm max mm IKl'4Sfe '"'"I-mtfi min M ST^Imin max: min 7.83 2.753 7.83 2.753 7.83 2.753 0,286 1.041 -1.143 1.041 -1.143 1.041 -1.143 1.041 -1.143 1.041 -1.143 13WJ -0.22S -0.22& "3 Shear M, Lc 2.006 -1.263 2.006 -1.263 fc * 2.006 -1.263 2.006 -1.263 2.006 -1.263 5.982 2.397 3.887 0.302 1.793 -1.793 -0.302 -3.887 -2.397 -5.982 Moment JO. 10.896 -6.527 5.88 -5.369 0.865 -2.211 0.948 3 3 3* 3 2 -4.15 4.106 -9.166 13,736 -3.302 2.017 -6.508 -4.728 -4.738 2.007 -6.498 13.727 -3.293 -2.364 -2.34 Lc -2 4 5 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 4 Company Designer Job Number HOP Engineering Hitesh Patel 2001-27-frame wall 15 June 12, 2001 11:35 AM Checked By: Envelope Member Stresses Member Label Section M1 M3 M5 max mm max mm max mm max mm max mm min max max mm max min Axial (Ksi)Lc 1.569 0.552 1.569 0.552 1.569 0.552 1.569 0.552 1.569 0.552 1.569 0.552 1.569 max min max mm max min v ran «*.min max ra max min max mm max mm max mm max 0.552 1.569 0.552 1.569 0.552 1.569 0.552 0487 0.209 -0.229 0.209 -0.229 0.209 -0.229 O.209 -0.229 0.209 4 «3? 3 Shear (KsO Lc 0.63 -0.997 0.63 -0.997 0.63 -0.997 0.63 -0.997 0.63 -0.997 0.992 -0.625 0.992 -0.625 0.992 -0.625 0.992 -0.625 0.992 -0.625 2.958 1.185 1.922 0.149 0.887 -0.887 -0.149 -1.922 -1.185 5 Bending top (Ksi) Lc 8.112 -6.358 4.378 -3.999 0.644 -1.641 0.718 -3.09 3.077 -6.824 1. 6.316 -8.07 3.977 -4.355 1.637 -0.641 3.074 -0.702 6.789 -3.041 -1.733 2.446 10.174 4.82 -1.494 3.509 3.502 4.813 -1.486 2.439 3 1 3 fi S 2 Bending bot (Ksi> Lc 6.358 4 -8.112 3.999 -4.378 1.641 -0.644 3.09 -0.718 6.824 -3.077 8.07 -6.316 4.355 -3.977 0.641 -1.637 0.702 -3.074 3.041 -6.789 10.174 -2.446 1.494 ^.82 -3.502 -3.509 1.486 -4.813 5 10.167 4 S 3 2 .2 a3 3' 3 4 2 RISA-2D Basic Version 5.1 a [C:\RISA\200l-27-15.r2d]Page5 Company Designer Job Number HOP Engineering Hftesh Patel 2001 -27 - frame wall 1 5 June 12, 2001 11:35 AM Checked By: Envelope Member Stresses, (continued) Member Label Section min -0.229 .Jiiifei min min min Axial Shear Bending top Bending bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc -2.958 0,949 -0.949 -10.167 4 -2.439 5 3i*^l 31 Envelope Member Deflections Member Label Section M1 M3 max mm max mm max mm max mm max mm max mm max mm max mm max mm max mm max max x-Translate (In) Lc -0.001 -0.002 -0.001 -0.003 -0.002 -0.005 -0.002 -0.006 0 -0.001 -0.002 -0.001 -0.003 -0.002 -0.005 -0.002 -0.006 -0 I1 5, y-Translate flm Lc (n) L/y Ratio Lc 0.024 -0.019 0.074 -0.062 0.129 -0.116 0.165 -0.165 0.019 -0.024 0.062 -0.074 0.115 -0.128 0.164 -0.164 1 •6 NC NC 5049.616 6383.563 1612.726 1930.797 930.185 1038.278 728.889 729.067 ;N© NC NC 6425.888 5076.063 1942.924 1621.179 1044.361 935.064 732.898 732.718 NC NC RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 6 Company : HOP Engineering June 12, 2001 Designer : Hitesh Patel 11:35 AM Job Number : 2001-27 - frame wall 15 Checked By:^ Envelope Member Deflections, (continued) Member Label I M5 \$^'''l:t$t&}&.'< . Envelope Mi Section x-Translate Lc y-Translate Lc (n)L/y Ratio Lc On) (in) '•'.ffi \*$$l ,:-.V?.> ./^l :r^ 1 2 3 4 5 t '* i ' 2, i ^ 3 4, 5 :v0?MK max -Miiife max sniWft1 max mm max mm max mm max min max min max aflrt* max min max mlri* max min max tfifci l^©Mls -0.003 & -0. 008 $&QNMi0$ KvtefliK! 0.165 -0.165 0.164 -0.164 0.164 -0.164 0.164 -0.164 0.164 -0.164 , .tfi&iiLi - -Q.2&1 |L |f\**rlO«4- J]H rUL^fflQiffift | ^^\J*j5ifiinlilpJrO g \ff, jcBPlh ^^Jitl&tjFp1 ^OiSHL .fi*Cfi2^ d p i j\ •Tjiagt WKft i^K iil iftl S^»^F 4 5 4 5 4 5 4 5 4 5 •4| rStl ^i^fljw l^wS ^^^1 ittSJ'I4^r '5^! II^MS- 0^62 -0:259sucttiftt !^Wi!81 ''• -0.002 -0.006 -0.013 -0.028 -0.03 -0.03 -0.013 -0.028 -0.002 -0.006 . -0,003 -0,008 -O.006isti&iii&v '^vttiwiv'"Hi-^ii!i j- -0:006 - 1'*6WWI'^ -0:003 • ^'^ffiG^ "^ i^f, ^5' -4 ^H$ ^aj" 4 5 5 4 5 4 4 5 5 4 ,1,4 4v ^r> ?i2 ^4 . '97- 2 ? ^.' S^i ,4 ^ r NC -I ^ 1 i NC C . \ NO: *'tiG"" NC NC NC 4534.409 4524.414 4510.045 NC 4545.294 NC NC.,. w*y+ p tfJ\J nl«/ ^ i ^MC^. *-jfe 1 '/Mti ',.;,. /.jNC ' * ITli^|0r^'J, NC , " 'NC' imber AISC ASD 9th Code Checks i 4 5 4 5 * ' Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) Lc (Ft) Lc (Ksi) (Ksi> (Ksi) M1 M2 M3m M5 M6 0.519 Q;243 0.517 0.243 0.561 0.226 ' 0 ' !,tfli !' r 0 , , ' 1f0 ' ' 9.5 p'M T 5 .''»" 4> ',2 /; 4 2 0.052 0.028 0.052 0,028 0.154 0.049 0 ' i' -0 ' 0 • ! ,{',0^ 9.5 as 5>&* A .2"!' 4Ii2" 9.862'XMtta Of 9.862 - ^ttfift?' 10.928 10.928 28.793 ',fif 'HffSSK^ 28.793 ,.l< 28.5W, 28.793 ,;m793 17.448 17.448 '" 17,-Whl-', 18.366 1&3S6 H1-2wduat$,& \ H1-2 IWS H1-2 H142 RISA-2D Basic Version 5.1 a [C:\RISA\2001-27-15.r2d]Page 7 Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 - frame wall 15 June 12, 2001 11:36 AM Checked By:_ Reactions, LC 6: d+/+2.8e (conn) Joint Label X Force Y Force Moment HO 00 (K-tt) N1 . ', '' ,(' 'J*t 4l . ' ,,',' Reaction Totals . -4.236 -4:9»^'J -9.184 -1.817tfjzmffim* 10.583 26.168&$$myffi&!x Center of Gravity Coords (X,Y) (Ft) : 4.75 | 12.083 I Member Section Forces, LC 6 : d+/+2.8e (conn) Member Label Section Axial Shear Moment (K) (K) (K-ft) M1 t ' M2 ' " i M3 'i:^'j^Wfi#-.; ' ,.J M5 :,."v ;-:•;;: iir.^KB p 1 2 3 4 5r 4 *' .' J2L'^ vi- ' , H, |4 > ' , ' 0 ^ 1 2 3 4 5 ^/$%" A '2* * ,'n3& !,.. ^4i> » 5 i 1 2 3 4 5 'if \i '.Jt ">3;/lr'' frt't1,! '^ ' -1.817 -1.817 -1.817 -1.817 -1.817 -0,988 i _. ! ^dU9MI,W? -0.988 i JyM,-C&'998.'tf, rif 'tOfBn^fr 12.4 12.4 12.4 12.4 12.4 LJ| '^'1t9^ T, , It. jitBfTW 'i; ,.'f. j,3..19fe ^ ., ^^JSJtfi^f^t,^i ' ^isiss^i 3.007 3.007 3.007 3.007 3.007 f '' '1.9^12 "; ,' . , 119^2^. ',' !,'" !i1*,®S2' , ''. ' "" '1^942' \ v, ' , 1.9421 i i 4.235 4.235 4.235 4.235 4.235 IT 1:082 ' p [11i™S^A, ,[lt i " IWiB,^ :,.„ .,,,il£^.,.1 1 ",' ifii^i®^:^, 4.949 4.949 4.949 4.949 4.949 ? 'i.lfJWIft1^:} *" F.1ftflSIKHL;S' , k lr£9tev , ^, V ^fWWBbil^f ^'r Is9i2 ''. 'f -0.83 -2.924 -5.019 -7.114 -9.209 ^ !' , l^:^SB ' " >; f A,i ^fi^sS®/, ,,h 'i>H3LOft , ;HI' .h'.ijfiWf' - ,4.192 \ 26.168 15.58 4.992 -5.596 -16.185 2:453 4 ' <>0i!8£&i ,' -2.95Q i 'V rSt^ra' ' ' i -8.368 28.377 16.005 3.633 -8.739 -21.111^v^ryws1 ,'fe .''^-fe^i1" '.'./lirfcSOT . . ^,;4^S3f' '' 1J T -11.486 j>' -18.637 -14.18 -4.747 9.661 29.044 j'*8k368 * :'-Se2^Hn" r^i-tiWd ,n1 V ' 4tS59 '. 11.486 —) b/rt/^0^ ) /tf'lt*'' / V -f. 7^ RISA-2D Basic Version 5.1a [C:\RISA\2001-27-15.r2d]Page 8 - •$/y II tl *m '*r Ty/t r~. /7 , if £ Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27-frame wall 17 June 13, 2001 8:23 AM Checked By:_ Global Steel Code Include Shear Deformation No. of Sections for Member Calcs Redesign Sections P-Delta Analysis Tolerance" AISC 9th Edition ASD Yes Yes Materials (General) Material Label Young's Modulus JKSQ. Shear Modulus Poisson's Ratio Thermal Coef. (perl 0*5 F) Weight Density (K/ft*3) Yield Stress (Ksi) STL 29000 11154 .3 .65 .49 36 Sections Section Database Material Area SA SA I (90,270) I (0,180) Label Shape Label (ln)A2 (0.180) (90.270) (ln*4> (InM) COL ' :"-;jWff.^ :'.'•>; W12X26 ^-WtWfcVV. STL •\' :•?. 1":SyFE!-^:- 1 •;'-• 7.65•y--^m®^1.2 -<-<vi^ 1.2^jtfasjto'r;..:-,• •- fc'irifc-li- '. • 17.3 ;;^;.vTO^''" 204 ^V;J3$r^;'-' Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) N1 N2 N3 N4 0 ,0' 3.5., . >s:5 0 10* 10,: o •* ; 0&* ' 0 , 0" '' **"' Boundary Conditions Joint Label X Translation Y Translation Rotation (Win) (K/in) (K-ft/rad) N1 •;:.-'^.-'.3SPS^^'/.:";: Reaction^^••ff^m&s^f^,Reaction tyf-'&SN&ffifcw-i'. Reaction i'$$WSif&N8$&'- 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 (dearees) AVM AVM (In) (In) (Ft) M1 ""•'- -'"i|ii2'— :;- •'':-":< M3 N1 r v: ,^'$2^ •"-'-- N3 N2 \ -i'f:-$Nfc-f: •', N4 COL '•-•C3$6t&"^.j ry COL ,,, ,....V; ...,;.'_: _'.'•-" '' '..- /V ,';?••' 10 V.'-:t;^S^ '• ' 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 '••&:;••:" 3 '. rf-'t df •'!:/^:,:.',-,:,-f,:Vv.: ,•'.•.•:.-,:;;::• wind ^;:^^>"?M:'fe'V^*iV DL VA-HEi;;^^ WL•^ffis>-:.\& Dead Load '• :•'.••• -'.''^tli^fiS^A; •"•';•.•.- "./:: Wind Load ^ ::-:Sai^aua)Ste*a^^tivS, -.j..5 :;..".;;,^; L 1 •-"•;*•.•"•.. .•*•... • '•'I11 ,"-:;..• .,-; 1 '•"1v':;- RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17.r2d]Page 6 Company HCP Engineering Designer Hitesh Patel Job Number 2001-27 June 13, 2001 8:23 AM 2001-27 - frame wall 17 Checked By: Joint Loads/Enforced Displacements, Category : WL, BLC 3 : wind Joint Label [LJoad or [Dlisplacement N2 L Direction Magnitude fK. K-fi, In. rad) X 8.75 Joint Loads/Enforced Displacements, Category : EL, BLC 4 : eq Joint Label [Ljoad or [Dlisplacement N2 L Direction Magnitude (K. K-tt, In. rad) X 7.83 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 1 Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor d+l y y 1 2 "' " d+Mwji" '"'....'i y-. r> nva ^ " 3 ! 4 " 5 d+l-w y y 1 ,','!' ' d+te ,' ri !.5Ki ^ 1 V 11J i1' I', fit* d+l-e y y 1 6 I ' 6^ttftBe fcoKfeff M. Ti T ' '11 1 '!, ,"'tr1 i 1 ' ' "I1 1 j • Vr 1 * J ij i*^ 'i 1 i ^ -JV " •* 1 f i *i a 1 I^JM h 2 '""* 2?^ iv "* 2 • [Zi v i 2 • 2J '' ^ + ' 1 ! tpf'^ ^ 1 Ii*i * -r1 1 •J t'' $ ,' 1 ' 3 f '-4 '^ ', f " 4 4 iffr i ' ' "t"" ' -1 , t , ' ? -1 &tt"i i ' r H HI ' ' 1 '= 1 ^ i ^ Envelope Joint Displacements Joint Label X Translate Y Translate Rotate On) Lc (In) Lc (radians) Lc N1 '-*••''. ^->'i$$3ti?t$j- N2 1 N31 i '-j, i t N4 • max min max min max$$m max l*rtWS 0.000 0.182 3&M0K$ 0.181ifflii^si 0.000JSVKWW.^ 2 1^^' 2 ^J3B 2 33!if 2 ^9^ 0.000 ^flMKK^ 0.005 4?. 006 0.005Wj®$ii$$it 0.000 f^HStK^ 2 MS- 2 JSWf 3 $^j$ 3 ^S 0.000 f^lSMBB^ 0.001 J^tKWK^ 0.001 ^DWPfi^ 0.000 ^SEflBO^: 3 ^8t£ 3 $2$ 3 /^.' 3 ,;^v Envelope Reactions i ^» /• ** Joint Label X Force Y Force Moment (K) Lc (K) Lc (K-ft) Lc RISA-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 walM7 June 13, 2001 8:23 AM Checked By: Envelope Reactions, (continued) Joint Label N1 N4 Reaction Totals max max max X Force Y Force Moment (K) Lc (K) Lc (K-ffi Lc 4.42 4.33 8.75 11.429 11.429 2.174 25.607 25.696 Envelope Drift Report Story Number No Joint Label Stories Defined X Direction Drift Lc % of Ht. fin) Envelope Redesign Shapes Section Member Current Suggested Alternate Shapes Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice COL ".&?•';'• -BI9P.1'1 ;f •>';':- M1 rUi'/^..L>J8IS^iv,^ W10X19 ^•^CM^il^^ W12X22 ^•Mfcv'v W10X22f- ' ' '• '•' &'& tit1 tfn\f'iA'-*v&£''i' \-\-\ -•1 • - -'"• i " iVtf^lJOuRl^J'^ri ''V"i -'-I- " ^ W14X22i^'^jfli^life^^ Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 00 00 00 Ml [•:^*e M3 1 2 3 4 5 1 2 t 3 4 51 1 2 3 4 max mm max mm max mm max mm max mm max min max &¥,'max iwjh 'max' min max -min max mm max mm max mm max 11429 -9.255 11.429 -9.255 11.429 -9.255 11.429 -9.255 11.429 -9.255 ".&&&'<TJ*«"WSfl ( .1^33, 4499.i.;-4^.. 4:399 ;: Cr4fJ»-" ' 4*3@9 ]'^4't33 ." 1 1 .429 -9.255 11.429 -9.255 11.429 -9.255 11.429 3 2 3 2 3 2 3 2 3 2 jjji* ''3 2 3 2s2a 2 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 *H4H&''-a»L^ KttbWfc 4.W«ti«" Vt0^342 9,799 -mess : 9.255 ^11.429 4.399 -4.33 4.399 -4.33 4.399 -4.33 4.399 2 3 2 3 2 3 2 3 2 3a! 2 3 2 3 ? 3 fe-: 3 2 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 ,i&aaf>«9Q1J 8.622 -9.565 -^665 43.154 8-533 ^477 1K296 -1^:8*3 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:\RfSAl2G01^27-7 7.r2d]PageS Company Designer Job Number HOP Engineering Hitesh Patel 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) (KJ CK) 5 mm max min -9.255 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 (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc M1 ^V<$i|fl2 M3 Envelope Mt 1 2 3 4 5 1 2>l $ '4 f ' £h 1 2 3 4 5 max mm max mm max mm max mm max mm max min maxr min max min max, min max min max mm max mm max mm max mm max mm 1.494 -1.21 1.494 -1.21 1.494 -1.21 1.494 -1.21 1.494 -1.21 i*0£76 -0.566 ' ' 0-S75, * ' -0-566 &57S. "^SjSSe1.: , 0J57&L. -0,566 *Q.5T3'L i -0,366'' 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 2 •3,a 3 2 $" 5: 3 -2 3 2 3 2 3 2 3 2 3 2 3 1.858 -1.887 1.858 -1.887 1.858 -1.887 1.858 -1.887 1.858 -1.887 48* ' -3.952 4.S4S, -4.184 441ft -4:416 fa •" niHlQufrlKTW'JU-V^Ti I -4.&ft"' j QJ fMCfJ^"^ -4.88- 1.878 -1.849 1.878 -1.849 1.878 -1,849 1.878 -1.849 1.878 -1.849 2 3 2 3 2 3 2 3 2 3 • £ '•<% ;"'3! ,2, 3 fc\ ri'ST 2pk$v- '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 HB.JB&7,; 3s43S^ -3.099 G.2H 'b^S^'1 3 406 , ^.06?1 i6^KKE'n -Mrt- 1 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 A & ,3f '2 'S'^ 3 2' ^h^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 -6.434 6:607 • <•&&& 3.099 -3.438 -O^^1,b"jOlj2!?1 •rSWIPTT" -3.406 "@*)570[l ^6,^fe^ 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 3 $ 1 2 3 2 ^3 *2" £ 2 3 2 3 3 2 3 2 3 2 ;mf>er Deflections Member Label Section x-Translate Lc y-Translate Lc (n) L/y Ratio Lc (In) fin) M1 1 2 3 4 5 max mm max min max 'min max mm 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:VRISA\2001-27-17.r2d]Page 9 Company Designer Job Number HOP 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 Lc y-Translate M Lc (n) Uy Ratio Lc • . ;v.«.: ;,:>. M3 1 < 2 i 3 4 ', 5.; 1 2 3 4 5 mm max fltfn max &iiL max tnin max 'rViio 'ffWmin max mm max mm max mm max min max mm -0.006 -fctaa * -<MflE£'< Q4JK? "OLftBE* 0,182 .••atfe,fti*r *Q.18$ ftllflt , ^Q.161 0.006 -0.005 0.005 -0.004 0.003 -0.003 0.002 -0.001 0 0 3 2 3 2 '^ X4' -,,2,; 3 2 3 2 3 2 3 2 3 2 3 1 1 -0.182 '4*005 - -0.006 . ItKQOt1 -0.003 • -&£$? ^flUOM<3^d0i -0.003 0.005 -Q.OG6 < 0.181 -0.181 0.136 -0.135 0.077 -0.077 0.025 -0.025 0 0 2 2 3 3; J3'1» ? 2L $ 2 3 2 2 3 2 3 2 3 2 3 1 1 658.771 ' NC NC r?4C ^ "NC NG ftic NC1 in 140 '- N<3 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 Chk Loc Shear Chk Loc Fa Ft Fb ASD Eon (Ft) Lc (Ft) Lc fKsi) (Ksi) (Ksi) M1 •-'• ••'*%&{ ^"$ M3 0.397 -•:ww^ 0.395 0"mm^ 10 3 *&$ 2 0.098;,nsm^ 0.098 0 vF&Sift* o 3 'S^wt 2 20.499 :^IWW^ 20.499 28.793 SOWW:?:3 28.793 26.902 Or^tOTK-^^ 26.902 H1-2 ^MB&fr-.^ H1-2 RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17.r2d]Page 10 Company : HOP Engineering June 13, 2001 J Designer : Hitesh Patel 8:23 AM Job Number: 2001-27 2001-27 -frame wall 17 Checked By: Reactions. LC 6 : d+/+2.8e (conn) Joint Label N1 .'-. :-"'• '.''.V-fHilV^i'V-^'"^? Reaction Totals : X Force Y Force Moment (K) (K) (K-ft) -10.953 -24.826 € ^•-^ll^Sil^v1.-^ ; , 27^, , , '1 -21.924 2.173 Center of Gravity Coords (X,Y) (Ft): 1.75 >4.318 •^;Jfi*E!*;'; •'.•:'""! 10 I Member Section Forces, LC6: d+l+2.8e (conn) Member Label section Axial Shear Moment (K> (K) (K-ft) M1 V:-;^'^fifl2 M3 1 2 3 4 5 ' 1, , , 2*r3ji ,'$.."... 5 1 2 3 4 5 -24.826 -24.826 -24.826 -24.826 -24.826>i&9fi iftW ' 1©S71 **" '"iOi^fl ""1 iawt 27 27 27 27 27 10.953 10.953 10.953 10.953 10.953;> -24.826, psster-1«^ai3fr , -^5*4qS ' i -2/ 10.971 10.971 10.971 10,971 10.971 64.318 36,934 9,55 -17.833 -45.217 , .#5,217 ! + "*3p'«S9v 'i L. Ao2,< "'i22^q91 ,L 45^478 45.478 18,052 -9.374 -36.801 -64.227 ^j^t^^/#*#£-.*" ^ &* „ /?^/#f> RISA-2D Basic Version 5.1a [C:\RISA\2001-27-17.r2d]Page 11 X // - /#a^/#*s*x 7'" 5 **, rsl < it if /J&YJf. 4*23**'" ** 5 •- / XH/££^ /^7*>/ /45V *' V* j!W /tf * '£-/ z- ffi. 00/Z XT y JOB NO. BY DATE SH. OF RAFTERS/JQISIS: Stress Grade No. 2 (D.F.) Fb= See chart below L (DESIGN) W=12+16==28psf Size & Spcg. 2x4 @ 24"o.c. 2x4@16"o.c. 2x4® 12"o.c. 2x6@24"o.c 2x6@16"o.c. 2x6©12"o.c. 2x8@24"o.c. 2x8 @ 16"o.c. 2x8 <2J 12"o.c, 2xlO@24"o.c 2xlO@16"o.c 2xlO@12"o.c L/240 i/180 7'-0" 8'-0" 8MO" 11 MT 12'-r 13MO" 14*-5" 16'-7W 18'-3M 18'-5" 21M" 23'-3" T-8" 8'-IOM 9'-8*ir-r 13'-10W 15'-3"is'-ir 18'-3M 20'-0W 20J~4W 23'-3" 25'-7" Wood Shake Rftrs. Wood (Asphalt) Shingles Jsts. RAFTERS: For wood shingles, multiply L by 1.03 For asphalt shingles, multiply by 1.04 CEILING JOISTS: Stress Grade No. 2 (D.F.) Fb ~ See chart below L (DESIGNS Size & Spcg 2x4@24"o.c 2x4@16Mo.c 2x6@24"o.c. 2x6@16"o.c. L/240 lO'-lO" UlSO lO'-lO"ir-ii" 17MT E=1.6xlOE6psi L (DESIGN) L (DESIGN) W=15+16*31 psf W=18+16=34 psf L/240 L/180 6'-9" 7'-9" 8'-6" -10'-7" 12'-2" 13M" 14'-0" 16MT -17'-7"i7'-i<r 20'-5" 22)-5" 7'-5" 8'-6M 9MM ir-r 13M" 14'-9W 15M" 17*-7" 19'-4" 19'-8" 22>-5M 24'-9" U240 L/180 6'-T' 7'-*" 8'-3" 10'-3M 1T-9"ir-ir 13'-T' 15'-6M ir-i" 7J-3" 8'-3" 9f-l"ir-4" 13'-0" !4*-3" 14M" 17'-1" 18'-0 17>.3» 19'-0W 19MO" 21MO" 21'-9" 24'-0M Wood Shake Jsts. Cone. Tile Rftrs. Cone. Tile Jsts. ^lCH-16*26 psf) (W=9+I6 -25 psf) = 1.6xlOE6psi L (DESIGN) Size & Spcg 2x8@24wo.c. 2x8@16"o.c. 2x8(5J12"o.c. L/240 17'-10" 20'-4" 22*-5w L/180 19'-T' - 22'-5" 24'-9" SIZE 2x4 2x6 2x8 2x10 2x12 2x14 SINGLE USE Fb 1350 1170 1080 990 900 810 REP. USE(x 1.15) 1552 1345 1242 1138 1035 931 .TaHT FRAMING: Stress Grade No.2(D.F.) Fv=95 psi Single Use -Fb = 900 psi 2x8 14191 17739 Repetitive Use - Fb=1035 psi Size 2x4 2x8 2x12 Mallow 4755"-* 16320 32747 1.25 5944"-* 20400 40934 Stress Grade No.l (D JR.) Single Use - Fb=1000 psi Size Mallow 1*25 Mallow 2x8 15770 19710 2x12 31640 39550 faz.'- Repetitive Use -Fb=l 150 psi »*—z r * JOB NO. BY DATE SH. OF BEAMS and HEADERS: Stress Grade No.2 (D.F.) Fv=95 psi Fb=900 psi Size 4x4 4x8 4x12 4x16 Mall,ow 9.6"-k 35.8 73.1- 122.1 1.25Mallow 12.0"-k 44.8 91.3 ,ow 770# 1600 2490 152.6 ! 3380 1.25V.Howl 960# 2000 3110 4220 I (in) 12.5 111.1 415.3 1034.4 Stress Grade No. 1 p.F.) Fv=95 psi Fb=lOOO psi Mallow I 1.25Mallow 10.7Tc 39.9 81.2 135.7 13.4 "k 49.8 101.5 169.6 Stress Grade No. 1 (D.F.) Fv=85psi Fb=1350psi Vallow |l.25V-Uw| I (in)4 Stress Grade S.S. (D.F.) Fv=85psi Fb=1600psi Malic 41.6"k 132.4 262.8 105.5 264.5 465.5 .25Ma]|ow 52.0"k 165.5 328.5 131.8 330.6 581.9 MICROLAM & PARALLAM TRUS JOIST 1997 -1 > _l ^ < _J o tt o £ _i en a. s < _l _1 < a: < a. SIZE 1 3/4" x 5 1/2" 1 3/4" x 7 1/4" 1 3/4" x 9 1/4" 1 3/4" x 9 1/2" 1 3/4" x 11 1/4" 13/4" x 11 7/8" 1 3/4" x 14" 1 3/4" x 16" 1 3/4" x 18" 1 3/4" x 9 1/4" 1 3/4" x 9 1/2" 1 3/4" x 11 1/4" 13/4" x 11 7/8" 1 3/4" x 14" 211/16" X91/4" 211/16" x 91/2" 211/16" x 11 1/4" 211/16" x 11 7/8" 211/16" x 14" 211/16" X 16" 211/16" x 18" 3 1/2" X 9 1/4" 3 1/2" X 9 1/2" 31/2" x 11 1/4" 31/2" x 11 7/8" 3 1/2" x 14" 3 1/2" x 16" 3 1/2" X 18" 5 1/4" x 9 1/4" 5 1/4" X 9 1/2" 51/4" x 11 1/4" 51/4" x 11 7/8" 5 1/4" X 14" 5 1/4" x 16" 5 1/4" x 18" 7" 9 1/4" 7" 9 1/2" 7" 11 1/4" 7" 117/8" 7" 14" 7" 16" 7" 18" MOMEIv 100% 2,125 3,555 5,600 5,885 8,070 8,925 12,130 15,555 19,375 6,210 6,530 8,985 9,950 13,580 9,539 10,250 13,800 15,280 20,855 26,840 33,530 12,415 13,055 17,970 19A900 27,160 34,950 43,665 19,625 19,585 26,955 29,855 40,740 52,430 65,495 24,830 26,115 35,940 39,805 54,325 69,905 87,325 IT {ft. Ib) 125% 2,656 4,444 7,000 7,356 10,088 11,156 15,163 19,444. 24,219 7,763 8,163 11,231 12,438 16,975 11,924 12,813 17,250 19,100 26,069 33,550 41,913 15,519 16,319 22,463 24,875 33,950 43,688 54,581 24,531 24,481 33,694 37,319 50,925 65,538 81,869 31,038 32,644 44,925 49,756 67^06 87,381 109,156 SHEA 100% 1,830 2,410 3,075 3,160 3,740 3,950 4,655 5,320 5,985 3,130 3,215 3,805 4,020 4,735 4,805 4,935 5,845 6,170 7,275 8,315 9,350 6_,260 6,430 7,615 8,035 9,475 10,825 12,180 9,390 9.645 11,420 12,055 14,210 16,240 18,270 12,520 12,855 15,225 16,070 18,945 21,655 24,360 =* (Ibs) 125% 2,288 3.013 3,844 3,950 4,675 4,938 5,819 6,650 7,481 3,913 4,019 4,756 5,025 5,919 6,006 6,169 7,306 7,713 9,094 10,394 11,688 7,825 8,038 9,519 10,044 11,844 13,531 15,225 11,738 12,056 14,275 15,069 17,763 20^300 22,838 15,650 16,069 19,031 20,088 23,681 27,069 30,450 I <in*4) 24 56 115 125 208 244 400 597 851 115 125 210 245 400 175 190 320 375 615 915 1.305 230 250 415 490 800 1,195 1.700 345 375 625 735 1,200 1.790 2,550 460 500 830 975 1.600 2,390 3.400 PARALLAM & MICROLAM.xls Established 1946 August 23, 2001 Project No. 2000-080B Test ing Engineers-San Diego, Inc. Dr. Shantu Patel C/o Bridge Motor Inn 1103 North Coast Highway Ocearaide, California 92054 Subject: FOUNDATION PLAN AND DETAILS REVIEW 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. Structural Drawings, Sheets S-l through S-5, prepared by HCP Engineering, dated June 12,2001. Dear Dr. Patel: In accordance with your request, we have reviewed the provided foundation plan and details for the above referenced site, prepared by HCP Engineering. The foundation plan and details were found to be in substantial conformance with the recommendations presented in the referenced soils report. Please complete the foundation notes on Sheet S-5 in accordance with the referenced soils report. **" If you should have any questions, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, Testing Engineers - San Die «Jk Saliou Diallo, RCE 54071 Senior Engineer Cc: Ken Chriss, 4 Design Architecture & Planning 2000-080B Foundation Flan and Details Review /ca Bradley, CEO 1 Principal Geologist Testing Engineers - Son Diego. Inc., 7895 Convoy Court. Suit* 18 San Diego, CA. 92111 (858] 715-5800 F»x [858] 715-58)0 ' 7. ^ — ? J7- XJ Company Designer Job Number HOP Engineering Hitesh Patel 2001 -27 2001 -27 - frame wall 14 October 12, 2001 10:35 AM Checked By: Global / Steel Code Include Shear Deformation Redesign Sections Tolerance AISC 9th Edition ASD 1,33$ Yes Yes Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Ratio Thermal Coef. (per 10*51=) Weight Density (K/fl*3) YieW Stress 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) On*4) OnA4) COL BM TU5X5X4 W10X33 ' STL STL 4.59 9,71 1.2 1.2 1.2 1-2 16.9 36,6 16.9 170 Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (Ft) (Ft) (F) N1 - «2 N3 N4 0 0 9 9 0 12 12o- 0 0 0 0 Boundary Conditions Joint Label X Translation Y Translation Rotation (K/in) (K/in) (K-n/rad) N1 N4 Reaction Reaction Reaction Reactor* Reaction Reactor* Member Data Section End Releases End Offsets Inactive Member Member Label 1 Joint J Joint Rotate Set 1-End J-End 1-End J-End Code Length (degrees) AVM AVM (In) (In) (Ft) M1 ^:^^w^- v/'-^ M3 N1 $.>. •;"^N2 • N3 N2 N3 N4 COL ^ BM COL 12 9 V1"' 12 Basic Load Case Data BLC No.Basic Load Case Description Category Code Category Description Gravity Load Type Totals X Y Nodal Point Dist.1 2 3 4 dl tl wind eq DL LL WL EL Dead Load Live Load Wind Load Earthquake Load 2 2 1 1 1 1 RISA-2D Basic Version 5.1a [C:\Program Files\RISA\2001-27-a.r2d]Page 1 Company HCP Engineering 2S£?.22' 2W)1 Designer Hitesh Patel 10:35 AM Job Number 2001-27 2001-27 -frame wall 14 Checked By: Joint Loads/Enforced Displacements, Category : DL, BLC 1 :dl / Joint Label N2 $3 [LJoad or Direction Magnitude fDIisplacement (K, K-n. In. rad) L Y -1.8 t Y -13 Joint Loads/Enforced Displacements, Category : LL, BLC 2:11 Joint Label N2 ; ,: ;N3 [L]oad or Direction Magnitude Displacement (K, K-n. In, rad) L Y -.8 x t Y -.8 Joint Loads/Enforced Displacements, Category : WL, BLC 3 : wind Joint Label N2 [L]oad or Direction Magnitude [Displacement (K. K-fi. In, rad) L X .944 / Joint Loads/Enforced Displacements, Category : EL, BLC 4 : eg Joint Label N2 [LJoad or Direction Magnitude [Displacement (K, K-tt. In, rad) L X 3.3 ^ Member Distributed Loads, Category: DL, BLC 1: dl Member Label I Joint J Joint Load Pattern Label M2 N2 N3 UNIFORMY Pattern Multiplier | .392 Member Distributed Loads, Category: LL, BLC 2: II Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M2 N2 N3 UNIFORMY .17 Load Combinations Mum Description Env WS PD CD BLC Factor BLC Factor Bt-C Factor BLC Factor 1 d+l Y y 1 2 <W+w y I y I 1 3 d+t-w y y 1 4 lH+e ._y I y t 5 d+l-e y y 1 ^^M^^^s»-<tiot^:.:.. . .• 1-t 1 .1 1 1 1 1 - 1 i 1 1 1 i 2 ' 2 2 2 2 f a 1 1 1 1 1 •* 3 3 A A A 1 : - -1 1 -1 .&&. . ... RISA-2D Basic Version 5.1a [C:\Program Files\RISA\2001-27-a.r2d]Page 2 Company Designer Job Number HCP Engineering Hitesh Pate! 2001 -27 2001 -27 - frame wall 1 4 October 12, 10:35 AM Checked By Envelope Joint Displacements Joint Label X Translate On) Lc Y Translate (In) Lc Rotate (radians)Lc N1 N2 N3 N4 max mm max min max min max min 0.000 0,000 0.888 -0.888 0.887 *Qu687' 0.000 0.000 4 5 4 5 4 5 4 5 0.000 0.000 -0.003 -0,008 -0.003 -0.QQ8 0.000 0.000 4 5 4 5- 5 4 5 4 0.000 0,000 0 •&00S 0.001 0 0.000 &30G 5 4 5 4 5 4 5 4 ;' /, Envelope Reactions Joint Label X Force Y Force Moment 00 Lc (Kl Lc (K-n) Lc N1 N4 Reaction Totals : max mm max mm max mm 1.711 -1,59 1.589 -1-71 3.3 -3.3 5 4 5 4 5 4 7.294 2.964 7.294 2M4 10.258 10.238 5 4 4 5 1 4 9.818 -10.302 10.295 4MM1 4 5 4 5 Envelope Drift Report Story Number Joint Label No Stories Defined.. X Direction Drift Lc M. % of Ht. Envelope Redesign Shapes Section Member Current Suggested Alternate Shapes ** Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice COL BM ;:%:.-: M1 M2 HSS1 0X3.5X3 W12XH HSS10X4X3wiaxie TU10X4X3 W1QX17 HSS1 0X5X3 M14X19 Envelope Member Section Forces Member Label M1 M2 Section 1 2 3 4 5 •1 2 max mm max min max min max min max min max min max min Axlaf 00 7.294 2.964 7.294 2.964 7.294 2.964 7.294 2.964 7.294 2.964i.ri -1.589 - . 171 -L8# Lc 5 4 5 4 5 4 5 4 5 4 4 5 4 5 Shear (K) 1.59 -1.711 1.59 -1.711 1.59 -1.711 1.59 -1.711 1.59 -1.711 4,694 0.364 i43 -&90* Lc 4 5 4 5 4 5 4 5 4 5 5; 4 '«. 4 Moment (KJ 9.818 -10.302 5.049 -5.168 0.28 -0.034 5.101 -4.489 10.235 -9.258ms&s -9,258 1.095 •&S54 Lc 4 5 4 5 4 5 5 4 5 4 5 .4 -5 4 RISA-2D Basic Version 5.1 a [C:\Program Files\RISA\2001 -27-a.r2d]PageS Company Designer Job Number HOP Engineering Hitesh Patel 2001-27 2001-27-frame wall 14 October 12, 2001 10:35 AM Checked By; '/' Envelope Member Section Forces, (continued) Member Label i M3 Section 3 4 5 1 2 3 4 5 max mm max mto max mm max min max min max mm max mm max mm Axial (K» 1.71 -1,589 .171 "1.S8& -l?f -1.589- 7.294 2.964 7.294 2.964 7.294 2.964 7.294 2.964 7.294 2.964 Lc 4 5 4 $ •4 5 4 5 4 5 4 5 4 5 4 5 Shear (K) '£«' .. -iias - 0301,~a.4a «64 /-4.8S& ; 1.71 -1.589 1.71 "~ -1.589 1.71 -1.589 1.71 -1.589 1.71 -1.589 Lc -S 4- $ 4-" -5' 4 4 5 4 5 4 5 4 5 4 5 Moment <*Lr&19§. , -&205 1089.,"*&S4e 10,228 '-0.iS2, 10.228 -9.252 5.097 -4.486 0.28 -0.033 5.046 -5.164 9.811 -10.295 Lc 5 4 4 $. 4 5 4 5 4 5 5 4 5 4 5 4 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bet (KsD Lc (Ksi) Lc (KaO Lc (Ksi) Lc M1 M2 M3 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max mm max mm max min max mm max mm max mill max min max min max min max min max mm max mm max mm max mm max mm 1.589 0.646 1.589 0.646 1.589 0.646 1.589 0.646 1.589 0.646 0,176 4X1$4aim -0,164am 3X1S4 &178 -0.164 0,176 -0,164 1.589 0.646 1.589 0.646 1.589 0.646 1.589 0.646 1.589 0.646 5 4 5 4 5 4 5 4 5 4 4 $ 4" 5 -4- 5 4 5 4 5 4 5 4 5 4 5 4 5 4 5 0.763 -0.821 0.763 -0.821 0.763 -0.821 0.763 -0.821 0.763 -0,821 1:996'.-aiw i.46flk -O3S$ 0,921 :'^$2T 0.383 -1,459 -0,155-lose 0.821 -0.763 0.821 -O.763 0.821 -0.763 0.821 -0.763 0.821 -0.763 4 5 4 5 4 5 4 5 4 5 5 4 6 4 5 4 S -4- «•- 4 4 5 4 5 4 5 4 5 4 5 18.288 -17.429 9.174 -8.963 0.06 -0.497 7.969 -9.054 16.435 -18.168 ^;17& •'4.54S 1972 •We ,1;786 •1785 ,2.97 -«T4 3,t77 &M3L 16423 -18.157 7.963 -9.049 0.059 -0.497 9.167 -8.957 18.275 -17.417 5 4 5 4 5 4 4 5 4 5 4 .6- -4 $ 4 5 5 4 5 4- 5 4 5 4 4 5 4 5 4 5 17.429 -18.288 8.963 -9.174 0497 -0.06 9.054 -7.969 18.168 -16.435;3;51S • -3J7S <X3?6 -r£97g «1;78S -1JB8 0.374 &Sff 3,515 ^3.W 18.157 -16.423 9.049 -7.963 0.497 -0.059 8.957 -9.167 17.417 -18.275 4 5 4 5 4 5 5 4 5 4 •5 4 5 4 S 4 4. -5 4 5 4 5 4 5 5 4 5 4 5 4 RISA-2D Basic Version 5.1 a [C:\Program Files\RISA\2001-27-a.r2d]Page 4 Company Designer Job Number HCP Engineering Hitesh Patel 2001-27 2001-27-frame wall 14 October"! 2, 2001 10:35 AM Checked By: 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 max min max mm max mm max min max min max mm max min max: min max min max min max mm max mm max mm max mm max mm 0 0 -0.001 -0.002 -0.002 -0.004 -0.002 -0.006 -0.003 -0.008 0.888 -0.888 0.688 -&888 0.888 -0.888 0,888 -&S8S 0^8? ^xeefr 0.008 0.003 0.006 0.002 0.004 0.002 0.002 0.001 0 0 1 1 4 5 4 5 4 5 4 5 4 b A '5 4 5 4 5 4 5 4 b 4 5 4 fa 4 fa 1 1 0 0 0.139 -0.133 0.442 -0.426 0.746 -0.728 0.888 -0.888 H9.003 . -O.008 -0,013 -G#10 4J.021 -0.021 -0,013 -0.619 -&OQ3 -0,008 0.887 -0.887 0.745 -0.728 0.442 -0.426 0.139 -0.133 0 0 1 1 b 4 fa 4 5 4 b 4 4 b 6, 4 5 ,4 4 S 5 4 4 b 4 5 4 fa 4 fa 1 1 NC NC 1036.326 1082.54 325.87 337.817 193.054 197.694 162.15 162.146 NC ito NC 71$9J$9 71S&B4S 7149.024 NC 7197,976 NC NC 162.266 162.262 193.188 197.834 326.092 338.056 1037.025 1083.304 NC NC b 4 b 4 5 4 fa 4 4 S J 4 6 4 b 4 5 4 5 4 5 Envelope Member AISC ASP 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) Lc (Ft) Lc (Ksi) (Ksi) (KsO M1 .B.:::^?M2 M3 0.633 0.128 0.632 0 9 . 12 b 4 4 0.043 0.104 0.043 0 9 0 b 4 4 21.191 23.784 21.191 28.793 28.7S3 28.793 31.672 28.793 31.672 H1-2 H1-2 H1-2 RISA-2D Basic Version 5.1a [C:\Program Files\RISA\2001-27-a.r2d]PageS Company : HOP Engineering Designer : Hitesh Patel Job Number: 2001-27 2001 -27 -frame wall 14 October 12, 2001 10:38 AM Checked By: Reactions, LC 6: tf+/+2.8e (conn) Joint Label X Force Y Force Moment (K) (K) (K-ffl N1 •^&:'&&\.tf#y'A-:-:- Reaction Totals : -4.561 - -9.24 -0.933 MiisiBH-" 10.258 27.927 "2&$EKli Center of Gravity Coords (X.Y) (Ft):4.5 12 Member Section Forces, LC 6; d+/+2.ge (conn) Member Label Section Axial Shear Moment (K) 00 (K-m M1 M2 M3 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 -0.933 -0.933 -0.933 -0.933 -0.933 4,679 4.679, 4.679 4.679 4*679, 11.191 11.191 11.191 11.191 11.191 4.561 4.561 4.561 4.561 4.561 - *3.S3&'- ' -4,798 -6.062 : •-7,32?" • *6J5S1 . 4.679 4.679 4.679 4.679 4.679 27.927 14.245 0.563 -13.12 -26.802 :.-2&8d2 -17.429- '• -£211 9&8£ - 27-76 27.76 13.722 -0.315 -14.353 -28.391 Vfa/> T-SZ.t/^ RISA-2D Basic Version 5.1a [C:\Program Fiies\RISA\2001-27-a.r2d] nun •*** Carlsbad 01*3661ad. aooi City of Carlsbad.—i— ^ i '•^PMiMS'M^BSSSSS^^g^sssassssJSMSlBaMSSSfii13 u i Id i n fj BUILDING DEPARTMENT Do Not Remove From flans Plan Check No. 01-2661 Job Address or Legal Description 138O Hoowr Street Addxeas You arc hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors hawing a current certification from the City of San Diego, Los Angeles, or ICBO are approved is Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirement! for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County B usldiag Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be pv«n until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of die inspectors who will perform the special inspections on each of the items indicated on the levecse side of this sheet. (over) nuy Carlsb&dO 1-2661 Aucu»t23* 3OO1 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: /2&> M&MX. PLAN CHECK NUMBER:NAME: I as the owrwr. or agent of the owner (contractors may ng employ the special inspector), certify that I or the srchilecVenflinMir of record. wiH be responsible for employing the special inspectors) a» required by Uniform Bulkfing Code <U8C) Section 1701.1 tor the construction project located at the site listed above. UBC Section 106.3.5. Slgntd I, M the engineer/architect of record, certify that I have prepared the following tpeciel inspection program •• required by UBC Section 106.3.5 for the conitruction project locrod «the *iie listed ibove. SlfMd 1. List of WOT* requiring specie! Inspection: Soils Compliance prior to Foundation Inspection Structural Concrete Over 2500 PSI Prestre*»0d Concrete Structural Masonry Deelpner Specified TS Field lrV«knng Hlflh Strength Botting Kxpan«|on/Epoxy Anchors SpfmyftoX)n Ftreproofinfl D 2. Name(s) of lnd!vWual(s) or firm(s) responsible for the epeeiel fnepscti«n« listed above: B. C. 3. Duties of trw«P*dBl Inspector* for the work listed above; A. B. C. iniptclor»»r*nchea^n»4lhih«Ctyindpr«wit^ LIMITED GEOTECHNICAL INVESTIGATION Proposed Single Family Residence 1280 Hoover Street Carlsbad, California Prepared for: Dr. Shantu Patei C/Q Bridge Motor Inn 1103 North Coast Highway Oceanside, California 92054 By: Testing Engineers - San Diego, Inc. 7895 Conroy Court, Suite 18 San Diego, California 92111 Project No. 2000-080 March 24, 2000 Testing Engineers- San Diego, Inc.Established 1946 Dr. Shantu Patel C/o Bridge Motor Inn 1103 North Coast Highway Oceanside, California 92054 March 24, 2000 Project No. 2000-080 Subject: Limited Gftntechnical 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 maximum 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 antl 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. SaBbu Diallo, RCE 5 Civil Engineer 00-080.rpt Steven N. Bradley, CEG Principal Geologist sting Engineers - San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92111 [858] 7 1 5-5800 Fax [858] 7 1 5-58 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 ; 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 die 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 me 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 O Project No. 00-080 Q March 24,2000 1 PROJECT BACKGROUND pite 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. SFILHoQver Street (^Limited Geotechnical InvestigationQ Ramona, California O Project NCL 004180 Q 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. TopsoU 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. SFR Hoover Street O Limited Geotechnical Investigation O Carlsbad. California O Project No. 00-080 O March 24. 2000 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 Soil 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 Q Limited Oeotechnical InvestigationO Carlsbad. California O Project No. (XM180 O 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 Grubbing All 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 SgRjto^verSjreKjgjymitgd Geotechnical Investigation O Carlsbad^ California Q Project No.jO-OgO Q MarcJL24,;2gQQ 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, moisturerconditioned 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 niiniinum 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 confonnance 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. SFRjJDOyer Street Q Limitedi Geotecjmical jnygtigaponOj^yrlsbad. California O Project No^OD-OSO 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 "niinimums" 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 rninimum design requirements provided in the current edition of the Uniform Building Code (UBC).. SFR Hoover Street Q Limjttd Geotectinical Investigation O Carlsbad. California Q Project No. 00-080 Q March 24.200Q 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 arid 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 rninimum 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 factional and passive resistance incorporate a factor- of-safety 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 O Limited Geotechnical Investigation O Carlsbad. California O Project No. 00-08HO 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 rninimum 2-inch thick layer of free-draining coarse sand, gravel or crushed rock. Reinforcement for the residential structure and garage should consist of a muiimum 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. Presaturatiou 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 concrete 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 Retaining 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 (honvert) 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. SFR Hoover Street O LimJted Geotechnical Investigation O 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 Recornmendations 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 ihinimum 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 (rniriimum) 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 (.AC) 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 on 4.0" Class 2 AB Driveway The subgrade soils for the proposed driveway should be scarified to a niinirnuin depth of 6 inches, moisture-conditioned within 2 percent of optimum, and recompacted to at least 95 percent SFRHooverStreet Q LimitedGeotedmfcalInvestigationO Carlsbad. CaliforniaQLProfcctNo.JX1-08QO 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 (PCC) 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 rninimum 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 Investigation Q 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. SER Hoover Street O Ljmitedjfotechnical Investigation C^ Carlsbad, California Q Project No^OQ-OgO Q 12 Testing Engineers-San Diego, Inc. MX) N Scale: V = 1,000" Project Name: SFR Hoover Street Geotechnical Investigation Carlsbad, CA SITE LOCATION MAP - Figure 1 Project No.: 2000-080 Date: March 2000 1a.Q. 00, cg'*-'s aj-i O)0)h- § Q. 5 "Z. oLU O LU O oooCM I1C OGOO OOOCM S ,o> « f 5 o c -o"> ~*" (0o w -Qo o 42xl 1or-6 ou. a>w -g (U BIS2BENCES 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: 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 Hoover Street PROJECT NO-. 2000-080 DATE OBSERVED: 3/1/00 METHOD OF EXCAVATION: LOGGED BY: MSD GROUND ELEVATION: LOCATION: . S 66 Map DEPTH (FEED 5 - - 10 : 15 CLASS SM N UNO SAMPLE \/A BUIJC SAMPLE V/\ MOIST. CONT. 15.1 - 9-5 0D 117.7 TEST PIT NO.: TP-1 DESCRIPTION Tnpsnil; Dark brown silty sand, very moist, loose, fine grained, rootlets. @ 2.0' Formation: Terrace deposits consisting of brown, to dark brown sandstone, very dense, moist. Terminated @ 7.0' No Groundwater No Caving Backfilled on 3/1/00 SOIL TEST LOOSED BY: MSD GROUND ELEVATION: LOCATION: See Map TEST PIT NO.: TP-2 5 - 10 - 15 SM \/A \/A/ \14.5 12.0 Tnpsntt; Dark brown silty sand, very moist, loose, fine grained, rootlets. @ l.O1 Formation: Dark brown to reddicli brown sandstone, moist, medium dense to dense. Terminated® 6:0' No Groundwater No Caving Backfilled om 3/1/00 00-080, lp Testing Engineers-San Diego, Inc. LOG OF TEST PIT PROJECT NAME: SFR HoOVCf Street PROJECT NO: 2000-080 DATE OBSERVED: 3/1/00 METHOD OF EXCAVATION: LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map DEPTO (FEEH 5 10 - 15 CLASS SM N UNO SAMPLE BULK SAMPLE MOOT. CONT.DD TEST PIT NO.: TP-1 DESCRIPTION Tnpsnil: Darkbrown silty sand, very moist, loose, fine grained, rootlets. @ 1,0' Eotmafioni Reddish brown sandstone, moist, medium dense to dense, becomes drier below 2-3 feet. Terminated® 7.0' No Groundwater No Caving Backfilled on 3/1/00 SOIL TEST LOGGED BY: MSD GROUND ELEVATION: LOCATION: See Map TEST PIT NO.: TE=4 - 5 - 10 - 15 SM GP X 10.1 10.3 SM Topsnil; Darkbrown 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 thick. Terminated @ 8.0' No Groundwater No Caving Backfilled om 3/1/00 00-080. lp 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^ 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 wife ASTM D-1557, Method A. The test results are provided in the following tables. Particle Sfoe Analysis Particle size analyses were performed on 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 hi 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 following tables. SUMMARY OF LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY TEST (ASTMD-1557) RESULTS OF PARTICLE SIZE ANALYSISCASTM 0-422) RESULTS OF EXPANSION INDEX TESTS (UBC NO. 18-2) TP-4® 0-2'0 (very low) TESTING ENGINEERS - SAN DIEGO TESOJOBNQ:CLIENT: QQ-Q80 BRIDGE MOTOR INN DIRECT SHEAR TEST DATA TESD LAB NO.: PROJECT: SAMPLE LOCATION: SOIL TYPE: 94028 SFR HOOVER STREET TP-2ft1'-3' SILTY SAND [RECOMPACTED TO 90% MAXIMUM DRY DENSITY 0 OPTIMUM MOISTURE) VKtaxettfui 1-2-4jfclQATA 3.50 I.DO DIRECT SHEAR ORAPH 2.00 IfO J.OO NORMAL raBSWKI K'-QMH 4.50 CALCULATED DATA INITIAL, iflvconfolldatlonf saturation WET DENSITY DRY DENSITY MOISTURE pcf pcf% COMPRESSION^ or EXPANSION (+} % FINAL, at Allure WET DENSITY DRY DENSTTY MOISTURE COMPRESSION!.) or EXPANSION [+} NORMAL PRESSURE SHEAR STRENGTH pcf pcf % H ksf ksf 129.7 117.0 10.9% 1.1* 1327 115,9 14.5% Z0% 1.04 1.04 1318 116.8 11.2% •1,4% 134.8 117,4 14.9% -0.3% 2.06 1.78 126.9 115.4 10.0% 1.9* 13Z1 114.9 15.0ft 2.3% 4.06 3.30 FRICTION ANGLE * COHESION' 38.9 drarees 0.25 ksT 03/24/2000 Plata. 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. Water content-, %. Liquid limit, %. . Plasticity index, %. Natural dry density, PCF. Apparent groundwater level at time noted after completion. Me: LL: PI: DD: V : DRILLING 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) STANDARD PENETRATION RESISTANCE (SPT) Very Loose Loose Medium Dense , Dense Very Dense TERM (COHESIVE SOILS) Very Soft Soft Medium Stiff Stiff Very Stiff Hard Oto4 4 to 10 11 to 30 31 to 50 Over 50 SPT OU - (TSF) Oto2 2 to 4 4 to 8 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+ PARTICLESIZE Boulders Cobbles Gravel Sin. + 8 in-3.in 3 in -5mm Coarse Sand Medium Sand Fine Sand 5mm-0.6mm Silt 0.6mm-0.2mm Clay 0.2mm-0.074rnm 0.074 irun-0,005mm 0.005mm CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title S Patel Residence Date. .07/30/01 21:00:45 Project Address 1280 Hoover St. ******* Carlsbad, Ca 92008 *v6.01* | I Documentation Author... David McKinley ******* j Building Permit # I McKinley Engineering I I 1659 James Drive I Plan Check / Date I Carlsbad, CA 92008 | . I 760-434-3750 I Field Check/ Date I Climate Zone 07 Compliance Method MICROPAS6 v6.01 for 2001 standards by Enercomp, Inc. I MICROPAS6 V6.01 File-PATELRES Wth-CTZ07S92 Program-FORM CF-1R [ ! User#-MP1707 User-McKinley Engineering Run-S Patel Residence I GENERAL INFORMATION Conditioned Floor Area 5636 sf Building Type Single Family Detached Construction Type New Building Front Orientation. Front Facing 206 deg (SW) Number of Dwelling Units... 1 Number of Stories 2 Floor Construction Type.... Slab On Grade Glazing Percentage 21.5 % of floor area Average Glazing U-factor... 0.4 Btu/hr-sf-F Average Glazing SHGC 0.35 Average Ceiling Height 11.4 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments Wall Wood R-13 R-0 R-13 0.088 Door None R-0 R-0 R-0 0.330 Roof Wood R-ll R-0 R-ll 0.047 Floor Wood R-13 R-0 R-13 0.046 SlabEdge None R-0 R-0 F2=0.760 SlabEdge None R-0 R-0 F2=0.510 FENESTRATION Orientation Area (sf) U- Factor SHGC Interior Shading Exterior Shading Over- hang/ Fins Door Window Window Window Door Door Door Door Front Front Front Front Front Front Front Front (SW) (SW) (SW) (SW) (SW) (SW) (SW) (SW) 62.2 12.0 12.0 26.3 62.2 62.2 62.2 62.2 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.350 0.350 0.350 0.350 0.350 0.350 0.350 0.350 Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard None None None None Yes Yes Yes Yes 5* i <1 <wc,<£i§Sfe£ SLIJ "(!) z< w -v^5s^3^^ ; ^^ . ^1• '^^1^ ^ ^i^^ \iH •* .9 to .* r^ y$ ^)1 ...-f ,VJ d r^rh j^- 4i\l \ <=*> w . ^.^ * 4 Q o S w 2* uj w Q S H m W< B LUOQ.i-.CC