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HomeMy WebLinkAbout165 SYCAMORE AVE; ; CB051279; Permit08-23-2005 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: ILA SCHMIDT PO BOX 2466 92018 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB051279 Building Inspection Request Line (760) 602-2725 165 SYCAMORE AV CBAD RESDNTL 2041220200 $315,192.00 Sub Type: RAD Lot #: 0 Construction Type: VN Reference #: 0 Structure Type: 0 Bathrooms: 0 JONES RES 3182 SF NEW SFD-DEMO EXIST 1223 SF SFD.684 GARAGE-464 SF DECK Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check*: ISSUED 04/05/2005 KG 08/23/2005 08/23/2005 Owner: JONES GERALD A 7727 JACK RABBIT LN HIGHLAND CA 92346 Building Permit Add! Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,211.84 Meter Size $0.00 Add'l Reel. Water Con. Fee $787.70 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $31.52 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 $195.00 $60.00 $65.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2,351.56 Total Fees: $2,351.56 Total Payments To Date:$857.77 Balance Due:$1,493.79 Inspector: BUILDING PLANS IN STORAGE •ATTACHED 08/23/05 0002 01 CGP FINAL APPROVAL Date: OV /*Clearance: NOTICE: Please take NOTICE tfrat 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 orevrouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. [493-79 APPLICATION CITY OF CARLSBAD BUI 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By Date ^ Address (include Bldg/S&ite #)Business Name (at this address) Subdivision Name/NumberLegal Description Assessor's Parcel # Description-of Work 2; CONTACT PERSON (if dlftfrent fro 3.;: ^APPLICANT Q Contractor D Agent for Contractor D Owner Name 4, PROPERTlfOWNE ^ Address TI i;i..wj»i' tflt City State/Zip Telephone # Address City State/Zi Telephon 5>; : CONTRACTOR ^COMPANY NAME ^^R A *T0f "S&Z -O I { J (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 ajw applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Designer Name 9tate License # ' Address License Class Address City State/Zip "\/Citv Business License #r City State/Zip Telephone # Telephone 6. ^WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE__ DATE 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: |_] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). n I. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type af work): PROPERTY OWNER SIGNATURE DATE COMPLETE f HIS SECTION FOR fiOfi^ESlOEflTIAl BUIU3ING PERMITS ONLY: 'I- 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 Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8.; ;£?0NST«UCTidN LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Code). LENDER'S NAME LENDER'S ADDRESS 9U";iAPPfelCANTCERtlFlCATION L -. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes, I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition^.emiJtiiumUJIToT'structures 6ver'"3' stories in height. EXPIRATION: Every permit issued by the building Official under the provisions|6f ihis Code shall expire by limitation and become null and void if the building or work authorized by such permit is not comme/irJed within 180 flays from the date of suBhaermit or it the building or work authorized by such permit is suspended or abandoned at any time after the work is co[nnieric((d Jtora^riod.et'TBQ day«^Section 106.4Uunitorm Building Code). APPLICANT'S SIGNATURE V // l-"*^—>*- »lA^~ AJ DATE WHITE: File YELLOW: Applicant PINK: Finance (LDP City of Carlsbad Final Building Inspection Dept: Building Engineering Plan Check #: CMWD StLite Fire Date:08/14/2006 Permit #: Project Name: Address: Contact Person: . Sewer Dist: Inspected Bv: (MA; Inspected Bv: Inspected Bv: Comments: CB051279 JONES RES 3182 SF NEW SFD-DEMQ EXIST 1223 SF SFD.684 GARAGE-464 SF DECK 165 SYCAMORE AV OCLLA^ Phone: V1lr>O-<%i4O C CA 0 Water Dist: CA Rate / \yi / Lri/CllG ^ / I KL ?%JOm<^ Inspected: K> 1 1 & lk> Date Inspected: Date Inspected: Permit Type: RESDNTL Sub Type: RAD T Lot: 0 <W1 Approved: y Disapproved: Approved: Disapproved: Approved: Disapproved: CttyofCrtsbad final Building Inspection AUG 1 4 2)06 Dept: Building Plan Check**: Permit #: .Planning CMWD St Lite Fire . Date: 08/14/2006 CB051279 PermltType: RESDNTL ProjectName: JONES RES 3182 SF NEW SFD-DEMO SubType: RAD EXIST 1223 SF SFD.684 GARAGE-464 SF DECK Address: 165 SYCAMORE AV Lot: 0 Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected By: _ Inspected By: _ Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: Inspection List Permit*: CB051279 Type: RESDNTL RAD Date Inspection Item 08/23/2006 89 08/23/2006 89 08/17/2006 19 08/17/2006 29 08/17/2006 39 08/17/2006 49 08/17/2006 89 07/19/2006 22 05/12/2006 17 05/02/2006 82 04/24/2006 31 04/21/2006 14 04/21/2006 16 04/18/2006 84 03/14/2006 14 03/14/2006 83 03/13/2006 14 02/08/2006 15 12/02/2005 32 11/30/2005 14 11/23/2005 11 11/18/2005 11 11/02/2005 11 10/21/2005 11 10/20/2005 11 10/12/2005 21 10/12/2005 22 Final Combo Final Combo Final Structural Final Plumbing Final Electrical Final Mechanical Final Combo Sewer/Water Service interior Lath/Drywall Drywall/Ext Lath/Gas Test Underground/Conduit-Wirin Frame/Steel/Bolting/Weldin Insulation Rough Combo Frame/Steel/Bolting/Weldin Roof Sheathing/Ext Shear F rame/Steel/BoIti ng/Weld in Roof/Reroof Const. Service/Agricultural Frame/Steel/Bolting/Weldin Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Sewer/Water Service Inspector Act - PY PY PY PY PY - PY PY PY PY TP TP PY PY PY PY PY PY PY PY PY PY PY PY PY PY Rl AP NR PA NR NR Rl AP AP AP AP we AP AP we AP NR PA AP PA AP CO PA PA CO AP NR JONES RES 3182 SF NEW SFD-DEMO EXIST 1223 SF SFD.684 GARAGE-464 SF Comments GMR EMR PRE ROCK CAN LIGHTS NEED TO PRE-ROCK CAN LIGHT - NEED ATTIC ACCESS NEED SERVICE GROUND & COLD WATER BOND NEED TRUSS CALCS TPP EMR SUB FLOOR GRADE BEAM SEE NOTICE ATTACHED FTG EXCEPT GRADE BEAM 2 POST FTGS SEE NOTICE Thursday, August 24, 2006 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 08/23/2006 Permit* CB051279 Title: JONES RES 3182 SF NEW SFD-DEMO Description: EXIST 1223 SF SFD.684 GARAGE-464 SF DECK Inspector Assignment: PY Sub Type: RAD 165 SYCAMORE AV Lot 0 Type: RESDNTL Job Address: Suite: Location: APPLICANT ILA SCHMIDT Owner: JONES GERALD A&PATRICIA R Remarks: Phone: 7608400597 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: JAY Entered By: CHRISTINE Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# CV060195 CLOSED N- TRASH ON LOT; PCR06024 ISSUED JONES RES DEFFERED TRUSS SUB; Inspection History Date Description Act 08/17/2006 19 Final Structural NR 08/17/2006 29 Final Plumbing PA 08/17/2006 39 Final Electrical NR 08/17/2006 49 Final Mechanical NR 07/19/2006 22 Sewer/Water Service AP 05/12/2006 17 Interior Lath/Drywall AP 05/02/2006 82 Drywall/Ext Lath/Gas Test AP 04/24/2006 31 Underground/Conduit-Wiring AP 04/21/2006 14 Frame/Steel/Bolting/Welding WC TP 04/21/2006 16 Insulation AP TP 04/18/2006 84 Rough Combo AP PY 03/14/2006 14 Frame/Steel/Bolting/Welding WC PY Insp Comments PY PY EMR PY PY PY PY PRE ROCK CAN LIGHTS PY NEED TO PRE-ROCK CAN LIGHT - NEED ATTIC ACCESS PY NEED SERVICE GROUND & COLD WATER BOND From: Doug Baker 760-729-7803 To: Ed Mutan Date: 10/2W2005 TIRW: 8:00:58 AM Page2of2 Baker Land Surveys, Inc 4213 Sunnyhill Drive Carlsbad, CA. 92008 (760) 729-6676 Fax 729-7803 Wall Footing Forms Certification Letter Date:October 28,2005 From: To: John Douglas Baker City of Carlsbad Engineering and Building Department Subject: Wall footing forms certification for the construction of the residence located at 165 Sycamore Ave., Carlsbad, CA. City of Carlsbad Building Permit # CB051279. This letter is to inform you that I, John Douglas Baker, Licensed Surveyor 6287, performed a field survey on 8/09/05 to provide Mullen Construction Company with building line stakes per said approved plans. A boundary survey was performed to establish property lines and said construction staking was in relation to the boundary survey. I again visited said site on 10/19/05 to verity building line stakes were used to construct wall-footing forms. Wail footing forms were found to be constructed per said approved plans. ALLIED EARTH TECHNOLOGY P.O.BOX I932»ELCAJON, CALIFORNIA 92022-1932 TELEPHONE(6l9>447-4747 ROBERT CHAN, RE. October 25, 2005 Mr. Gerald Jones 7727 Jack Rabbit Lane Highland, CA 92346 Subject: Project No. 04-1106E6 Report of Foundation Trench Inspection Proposed Residential Building Site 165 Sycamore Avenue Carlsbad, California Dear Mr. Jones: in accordance with your request, we have inspected the foundation trench excavations for the proposed residential building on subject property, more specifically referred to as being Lot 12 in Block B of Palisades, according to Map thereof No. 1747 (APN 204-122-02-00) in the City of Carlsbad, State of California. The results of the inspection indicated that these foundation excavations are extended to the proper depth and bearing strata, and are founded in competent natural or compacted fill soils. It is recornmended that these foundation trench excavations be cleared of all debris and loose soils immediately prior to the placement of concrete. UystJomitted, ALLIED E4RTH TECHNOLOGY P.E. EsGil Corporation In Partnership with government for Quitting Safety DATE: July 26, 2OO5 Q APPLICANT JURISDICTION: Carlsbad P PLAN REVIEWER U FILE PLAN CHECK NO.: 05-1279 SET: IV PROJECT ADDRESS: 165 Sycamore Avenue PROJECT NAME: SF0 for Jones The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: |)//vfe£ ) ^ax #: Mail Telephone^ rax In Person 23 REMARKS/I/PLEASE HAVE THE ARCHITECT TO MAKE THE SPECIAL INSPECTION PROGRAIvTON THE COVER SHEET COMPATIBLE WITH THE ONE SHOWN ON SHEET S1; TO INDICATE ON THE FLOOR PLAN THAT THE FAU WOULD BE AT LEAST 18" OFF THE GARAGE FLOOR; TO SHOW AT LEAST ONE ELECTRICAL RECEPTACLE OUTLET AT GRADE LEVEL AT THE BACK ; AND TO HAVE THE OWNER AND THE AUTHOR SIGN THE RESPECTIVE SPACE ON THE CF-1R FORM. By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/21/05 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership witfi government for (Bui&fing Safety DATE: July 7, 2005 P -APPLICANT CTd JURIS. 3 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-1279 SET: III PROJECT ADDRESS: 165 Sycamore Avenue PROJECT NAME: SFD for Jones 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. X] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X] The applicant's copy of the check list has been sent to: Architura P.O.Box 2466, Carlsbad, CA 92018 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: J Michael Winfield Telephone #: (760) 433-4300 Date contacted: 1/&®$ (by: &) Fax #: ffiQ— YSS Mail Telephone --'^Fax-^ In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 6/27/05 tmsmu.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 05-1279 July 7, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 05-1279 PROJECT ADDRESS: 165 Sycamore Avenue SET: III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 6/27/05 July 7, 2005 REVIEWED BY: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new complete sets of prints to: Please see comment # 1 below. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 05-1279 July 7, 2005 * 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. 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code).). This will be checked when all the items below are met. 5. 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. PLEASE INCLUDE THE ITEMS SHOWN BELOW PLEASE HAVE THE SPECIAL INSPECTION PROGRAM SHOWN ON THE COVER SHEET COMPATIBLE WITH THE TABLE SHOWN ON THE STRUCTURAL PLANS. 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 STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS DESIGNER-SPECIFIED OTHER 6. 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^PLEASE SEE ITEM 5 ABOVE. PLEASE HAVE THE OWNER SIGN THE SPACE PROVIDED FOR ON THE PROGRAM. Carlsbad 05-1279 July 7, 2005 • ROOFING 20. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. NO RESPONSE PROVIDED. 21. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. NO RESPONSE PROVIDED. THE RESPONSE WAS SHEET 2 BUT SEEMS NONE SHOWN. • GARAGE AND CARPORTS 23. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2..NO RESPONSE PROVIDED. . THE RESPONSE WAS SHEET 2 BUT SEEMS NONE SHOWN. 24. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4._NO RESPONSE PROVIDED. THE RESPONSE WAS SHEET 2 BUT SEEMS NONE SHOWN. • FOUNDATION REQUIREMENTS 29. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practical and shall provide cross ventilation on at least two approximately opposite sides. Section 2306.7t THE RESPONSE WAS TO SEE FLOOR PLAN BUT SEEMS NONE SHOWN. NONE SHOWN ON SHEET S-2 AS RESPONDED. • MECHANICAL (UNIFORM MECHANICAL CODE) 34. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. THE RESPONSE WAS SHEET 6 BUT SEEMS NOT INCLUDED IN THE PACKAGE. SHEET 6 AS RESPONDED BUT SEEMS NOT INCLUDED IN THE SUBMITTAL. 35. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 310.11. PLEASE SEE ITEM 34 ABOVE. 36. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: PLEASE SUBMIT DOCUMENTATION OF THE SPECIFIED ICBO 2161. Manufacturer's name. Model name/number. ICBO approval number, or equal. Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 3102.3.8. Carlsbad 05-1279 July 7, 20O5 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 38. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCI protected. SHEET 6 AS RESPONDED BUT SEEMS NOT INCLUDED IN THE SUBMITTAL. 42. Show on the plan that receptacle outlets in hallways comply with NEC Art. 210-52(h), which reads as follows^ NO RESPONSE, . SHEET 6 AS RESPONDED BUT SEEMS NOT INCLUDED IN THE SUBMITTAL. For hallways of 10 feet or more in length at least one receptacle outlet shall be required. • PLUMBING (UNIFORM PLUMBING CODE) 44. In the garage, provide an adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. NO RESPONSE . Also where is the heater now? SHEET 6 AS RESPONDED BUT SEEMS NOT INCLUDED IN THE SUBMITTAL. • ENERGY CONSERVATION 47. All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR. Please show the recommended R value of the insulation of the floor above the garage. NO RESPONSE. AGAIN NO RESPONSE. 50. Please have the owner sign the space provided for on the CF-1R form. NO RESPONSE. THIS TIME THE AUTHOR DID NOT SIGN. CARLSBAD SPECIAL CODE REQUIREMENTS 68. 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). No response. 69. 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. 8Q93V V No response. 70. 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 PolicvV }. No response. Carlsbad 05-1279 July 7, 2005 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In Partnership witK government for (BuiGfing Safety DATE: June 15, 2005 Q APPUQANT JURISDICTION: Carlsbad DIFOTJREVIEWER Q FILE PLAN CHECK NO.: 05-1279 SET: II PROJECT ADDRESS: 165 Sycamore Avenue PROJECT NAME: SFD for Jones 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. X] 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: Architura P.O.Box 2466, Carlsbad, CA 92018 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: J Michael Winfield (^ ,M), Telephone #: (760) 433-4300 Date contacted: 0>Mo5(by: ^ ) Fax #: Mail "telephone ^ Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 6/7/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O5-1279 June 15, 20O5 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 05-1279 PROJECT ADDRESS: 165 Sycamore Avenue SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 6/7/05 June 15, 2005 REVIEWED BY: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new complete sets of prints to: Please see comment # 1 below. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please "contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad O5-1279 June 15,2005 • 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. 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code).). This will be checked when all the items below are met. 5. 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. PLEASE INCLUDE THE ITEMS SHOWN BELOW. 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 STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS DESIGNER-SPECIFIED OTHER 6. 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. PLEASE SEE ITEM 5 ABOVE. Carlsbad 05-1279 June 15,2005 • GENERAL RESIDENTIAL REQUIREMENTS 12. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): For clarity, please show on the floor plan the affected glasses. a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. PLEASE SEE BEDROOM 3 DOOR TO THE DECK. 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. PLEASE SEE THE WINDOW OF THE BATH 2 ADJACENT TO THE SHOWER. • EXITS, STAIRWAYS, AND RAILINGS 13. Guardrails (Section 509.1): b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B.- Please submit calculations. • ROOFING 19. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of 14 inch per foot for drainage. Section 1402.3. NO RESPONSE PROVIDED. 20. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. NO RESPONSE PROVIDED. 21. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. NO RESPONSE PROVIDED. • GARAGE AND CARPORTS 22. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. Please show on the floor plans which walls would be protected. Any opening should be protected also. NO RESPONSE PROVIDED. 23. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. NO RESPONSE PROVIDED. 24. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4 NO RESPONSE PROVIDED. Carlsbad 05-1279 June 15,20O5 • FOUNDATION REQUIREMENTS 29. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practical and shall provide cross ventilation on at least two approximately opposite sides. Section 2306.7. THE RESPONSE WAS TO SEE FLOOR PLAN BUT SEEMS NONE SHOWN. • FRAMING 32. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1.. THE RESPONSE WAS TO SEE UPPER FLOOR PLAN BUT SEEMS NONE SHOWN. 33. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-II-E-1. This is for the floor sheathing. THE RESPONSE WAS SHEET 4 BUT SEEMS NONE SHOWN. • MECHANICAL (UNIFORM MECHANICAL CODE) 34. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. THE RESPONSE WAS SHEET 6 BUT SEEMS NOT INCLUDED IN THE 35. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms. Show basis foroompliance.UBC.Sec.310.il. PLEASE SEE ITEM 34 ABOVE. 36. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: PLEASE SUBMIT DOCUMENTATION OF THE SPECIFIED ICBO 2161. Manufacturer's name. Model name/number. ICBO approval number, or equal. Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. Note on the plans that approved spark arresters shall be installed on all chimneys. UBC, Section 3102.3.8. ELECTRICAL (NATIONAL ELECTRICAL CODE) 38. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCI protected. 42. Show on the plan that receptacle outlets in hallways comply with NEC Art. 210-52(h), which reads as follows: NO RESPONSE. For hallways of 10 feet or more in length at least one receptacle outlet shall be required. Carlsbad 05-1279 June 15,2005 • PLUMBING (UNIFORM PLUMBING CODE) 44. In the garage, provide an adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. NO RESPONSE . Also where is the heater now? • ENERGY CONSERVATION 47. All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR. Please show the recommended R value of the insulation of the floor above the aaraae. NO RESPONSE. 50. Please have the owner sign the space provided for on the CF-1Rform. NO RESPONSE. CARLSBAD SPECIAL CODE REQUIREMENTS 68. 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). No response. 69. 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. 8093V Y No response. 70. 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 PolicvV }. No response. 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 U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In Partnership with government for Quitting Safety DATE: April 19, 2O05 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O5-1279 SET: I PROJECT ADDRESS: 165 Sycamore Avenue PROJECT NAME: SFD for Jones 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. A] The applicant's copy of the check list has been sent to: Architura P.O.Box 2466, Carlsbad, CA 92018 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 contactejJ: J Michael Winfield(^tJ Telephone #: (760) 433-4300 Date cMzmfy/wfc (by: ^) Fax #: Mailt-/Telephone-x^ Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/7/05 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 ^ (858)560-1468 4 Fax (858) 560-1576 Carlsbad 05-1279 April 19, 2O05 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: O5-1279 JURISDICTION: Carlsbad PROJECT ADDRESS: 165 Sycamore Avenue FLOOR AREA: 3182 SQ. FT. STORIES: TWO REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: AprU 19, 2005 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/7/05 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 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 05-1279 April 19, 2005 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked when all the items below are met. 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code).). This will be checked when all the items below are met. 4. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. 5. 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 • STRUCTURAL CONCRETE OVER 2500 PSI • FIELD WELDING • HIGH-STRENGTH BOLTS • DESIGNER-SPECIFIED • OTHER Carlsbad O5-1279 April 19, 2005 6. 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. 7. 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." • FIRE PROTECTION 8. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. c) On each story. d) When sleeping rooms are upstairs, at the upper level in close proximity to the stair. e) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. • NOTE: Detectors shall sound an alarm audible in aH sleeping areas of the unit. Section 310.9.1. • GENERAL RESIDENTIAL REQUIREMENTS 9. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. Please show the type(slider, single hung, etc) of the windows on the floor plan. 10. Window area must be at least 1/1 Oof the floor area and a minimum of 10 square feet per Section 1203.3. Please show the type(slider, single hung, etc) of the windows on the floor plan. 11. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. Please show the type(slider, single hung, etc) of the windows on the floor plan. Carlsbad O5-1279 April 19, 2005 12. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): For clarity, please show on the floor plan the affected glasses. 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 13. Guardrails (Section 509.1): a) Shall have a height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Please submit calculations. c) 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". 14. Provide stairway and landing details. Sections 1003.3.3. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. 15. Handrails (Section 1003.3.3.6): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. c) Ends of handrails shall be returned or shall have rounded terminations or bends. Carlsbad O5-1279 April 19, 2005 16. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction. Section 1003.3.3.9. • ROOFING 17. Specify on the plans the following information for the roof materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 18. Specify roof slope. 19. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of V* inch per foot for drainage. Section 1402.3. 20. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 21. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. • GARAGE AND CARPORTS 22. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. Please show on the floor plans which walls would be protected. Any opening should be protected also. 23. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. 24. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4. Carlsbad 05-1279 April 19, 2005 • FOUNDATION REQUIREMENTS 25. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 26. 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." 27. 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. 28. Show minimum underfloor access of 18" x 24". Section 2306.3. 29. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practical and shall provide cross ventilation on at least two approximately opposite sides. Section 2306.7. • FRAMING 30. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Please see item 7 above. 31. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 32. Show location of attic access with a minimum size of 22"x30") unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1. 33. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-M-E-1. This is for the floor sheathing. Carlsbad 05-1279 April 19, 2005 • MECHANICAL (UNIFORM MECHANICAL CODE) 34. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. 35. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 310.11. 36. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. d) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. e) Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 3102.3.8. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 37. Note on the plans that receptacle outlet locations will comply with NEC Art. 210-52(a). 38. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCI protected. 39. Show on the plans that countertop receptacle outlets comply with NEC Art. 210-52(c), which reads as follows: In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches. Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space. Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate countertop spaces. 40. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 41. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. NECArt.210-52(d). Carlsbad O5-1279 April 19, 2O05 42. Show on the plan that receptacle outlets in hallways comply with NEC Art. 210-52(h), which reads as follows: For hallways of 10 feet or more in length at least one receptacle outlet shall be required. 43. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). • PLUMBING (UNIFORM PLUMBING CODE) 44. damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. • ENERGY CONSERVATION 45. 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. 46. 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." 47. All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR. Please show the recommended R value of the insulation of the floor above the garage. 48. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). 49. 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." 50. Please have the owner sign the space provided for on the CF-1R form. • MISCELLANEOUS 51. The detail 11/S-1 referenced LPT shear transfer but the schedule shows differently. Please see the shear wall 4 @ the roof level. 52. Please show the designed drag force for the drag trusses. 53. May need drag truss along the shear wall 2 at the roof level. Carlsbad 05-1279 April 19, 2005 54. Please show holdown detail on the plans for the shear walls @ the floor level. Please cross reference the same to the framing plan. 55. The item# 10 under the second floor framing notes is not clear to the referenced details for the holdowns. 56. Please show connection detail on the plans the drags to the right of the MFI(9). Please cross reference the same on the framing plan. Please see the other shear walls. 57. Please cross reference the recommended lap splices of the chords on the framing plans. 58. The referenced detail 40/S-2 near shear wall 9 seems not compatible. 59. The shear wall 1 seems no support system below. 60. The recommended shear walls 4 and 12 seem different than what are shown on the plans. 61. Please show how the lateral load from the shear wall 6 and the tributary load of the 2nd floor would be transferred to the shear wall 12. 62. Please show where the RB2, 4 and the FB21 would be on the framing plan. 63. Please show the referenced SIC for the moment connection detail. 64. Please show the recommended specifications of the steel beams and columns on the plans. 65. Please cross reference the pad designation shown in the calculations with the designations shown on the foundation plan. 66. A complete plan check will be made. Carlsbad 05-1279 April 19, 2005 CARLSBAD SPECIAL CODE REQUIREMENTS 67. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 68. 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). 69. 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). 70. 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 05-1279 April 19, 2005 City of Carlsbad ^ •••^••M^M^^MHHVm^^^^^H^HMMM^^^^^HBuilding Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 05-1279 Job Address or Legal Description 165 Sycamore Avenue Address T7VJ J&C£ Wtf&tt 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) SPECIAL INSPECTION PROGRAM Carlsbad O5-1279 April 19, 2005 ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: ®$ * <^7^ 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. Engineer's/Arch Itict'i Sul & Signature H»r» Signed 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection Q Field Welding Structural Concrete Over 2500 PSI Q High Strength Bolting Prestressed Concrete Q Expansion/Epoxy Anchors Structural Masonry Q Sprayed-On Fireproofing 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 05-1279 April 19, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: O5-1279 PREPARED BY: Bert Domingo DATE: April 19, 2005 BUILDING ADDRESS: 165 Sycamore Avenue BUILDING OCCUPANCY: R 3 TYPE OF CONSTRUCTION: V N BUILDING PORTION House Garage Decks Fireplace Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) 3182 684 464 1 cb Valuation Multiplier 82.00 23.00 12.00 2,000.00 By Ordinance Reg. Mod. VALUE ($) 260,924 15,732 5,568 2,000 284,224 $1,116.36 Plan Check Fee by Ordinance Type of Review: Repetitive FeeRepeats Complete Review D Other r-n Hourly Structural Only Hour Esgll Plan Review Fee $725.63 $625.16 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE:PLANCHECK NO.: CB BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL EST. VALUE: 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. D A Right-of-Way permit is required prior to construction of the following improvements: Please see^Ste. attached report of deficiencies marked witnD. J/lake necessary corrections to plans or specifi&atierfs for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By: FOR OFFICIAL USE ONLY (GINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTAC^ENTS D Dedication Application D Dedication Checklist HI Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [J Right-of-Way Permit Submittal Checklist and Information Sheet U Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: TANIYA BARROWS City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad. CA 92008 Phone: (760) 602-2773 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: 1635 Faraday Avenue F:\BUILDING PLANCHECK CKLST FORM.doC Carlsbad, CA 92008-7314 1 (76O) 602-272O FAX (760) 6O2-8562 Rev. 7/14/00LIn BUILDING PLANCHECK CHECKLIST SITE PLAN -ST 2ND 3RD /^ D D ^s 1- Provide a fully dimensioned site plan drawn to scale. Show; A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service D D EJ 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D./£ewer and water laterals should not be located within proposed driveways, per standards. D ED/ 3- Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION F:\BU1LD1NG PLANCHECK CKLST FORM-doc iST BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Pcoiect No. 4b. AH conditions are in compliance. 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 Vz x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 75.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:\BUILDING PUWCHECK CKLST FORM.** BUILDING PLANCHECK CHECKLIST iST ,ND ,RD D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $360 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D D D D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. D D Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST iST RD3 D n n n 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: n n n n n n 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. ired fees are attached o 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. F&UtlDING PLANCHECK CKLST FORM.dOC BUILDING PLANCHECK CHECKLIST iST ,ND ,RD D • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 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 F:«UILO1MO PLANCHECK CKWST FORM.bOC BUILDING PLANCHECK CHECKLIST 1 £ O service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. CU CD CH 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. CU D D 13. Additional Comments: F.-tBUILDING PLANCHECK CKLST FORM.doc an PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner iff APN: Address Phone (760) 602- Type of Project & Use: General Plan: . fi Net Project Density:DU/AC CFD (in/out) #_Date of participation:. Facilities Management Zone: Remaining net dev acres:. Circle On* (For non-residential development: Type of land used created by this permit: ) Leoend:_ 13 Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES NO_ TYPE_ : DATE OF COMPLETION: ' Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: _ Discretionary Action Required: APPROVAURESO. NO. PROJECT NO. YES NO DATE. TYPE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ; ; Cl Coastal Zone Assessment/Compliance . . Project site located 'in Coastal Zone? YES _ ^_ NO _ CA Coastal Commission Authority? YES _ NO _ ;_ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): ' _ Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ _ NO D Follow-Up Actions: 1) Stamp Building Plans as "Exempf or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES _ NO _ (Effective date of Inclusionary Housing Ordinance - M.ay 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!) 9/D1 Site Plan: H:\ADMtr^CHJNTER\BWBHnchkRevChklst D D ffDD ODD D D Jf DD DD D 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*yird slopes). i * *2. Provide legal description of property and assessor's parcel number. j^ Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO 2. Project complies YES _NO >m Zoning: 1. Setbacks: Front: Interior Side: Street Side:. Rear Top of slope: Required Required Required Required Required D D 2- Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: Required Required Required Required Required Required 4. Height 5. Parking: Required Spaces Required ShownShM*- Shown Shown Shown Showri Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required . 1 Shown Additional Comments DK.TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUhfTER\BldgPlnchkR9vChWrt 06/22/2035 12:25 8587555G69 CDHNSEAD PAGE 02 EAD INC. I .'.I JMSULTAMTS H- PROJECT NAME ...__\]PJ^?^_, PROJECT NUMBER ...., PREPARER ..CD^T?r±- DATE SHEET ... _ OF _ fOLLOUT 'Car s ^7 ^^> 06/22/2905 12:25 8587555669 COHN&EAD PAGE 03 EAD INC, PROJECT NAME PROJECT \Analysis & Design JOHN ItV/lANDOUST. RE. 3 SO STEVENS AVE. SUITE 3O7 SOLANA BEACH, CA 92O7S TEL: [858} 732-6O55 FAX: [B5S) 755-5663 ADDENDUM STRUCTURAL CALCULAT ON PASTEL ADD T NDEX Loads -3 / EAD INC. ngtneertng STRUCTURAL DCSinN CONSULTANTS in a lysis & Design $kK3PROJECT NAME ... PROJECT NUMBER PREPARER .CU^r^r. DATE T^-.G$ SHEET OF %) firWtf .£!.„ ,7 '3S" *-- '3^r "&•+ \J ~ IJ~ ^^L = . ?5^r -z. *?- v~- -^. o^^./%V Mil1'11 —-—V L 5^ A i/ iA^ii^. Lg? V^ L^^ 2fe £<5 ^ Av. uufMj^-. ^ 2^^'^ Ol^ A \/ ~V - _ t ' EAD INC. ~ngineering OCSIGN CONSULTANTS Inafysts & Design PROJECT NAME .. PROJECT NUMBER PREPARER SHEET DATE OF C-U> r ,2 Y<§ .241 "7, O \Analysis & Design JOHN IMAMDOUST, RE. 3 BO STEVENS AVE. SUITE 3O7 SOL-ANA BEACH, CA S2O75 TEL: (B5B] 7S2-BO55 FAX: tBSSJ 755-5B6B TRUOTURAL ALGULAT ON NPEX Loadings Roof Framing Flaar Framing Latera Loads Foundations 1-2 3-22 23-73 -1 5 BAD INC. Analysis & Design PROJECT NAME PROJECT NUMBER SHEET .... DATE / ...... OF _J/.j$r__ 1.5 35.0 9.0 ^,3 / 0 2, 3 * -15-0 LJL- 40.P 7t> BAD INC. Analysis & Design PROJECT NAME PROJECT NUM! PREPARER SHEET OL LL z 2/3 = 2.5 = /z. ^ 46 fa* = 40. D 75.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job #05.09 Date: 3:16PM, 16 MAR 05 Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam PageI c:\ec55^jones.ecw:ROOF FRAMING Description DJ1 General Information Calculations are designed to 1997 ND5 and 1997 UBC Requirements Section Name LVL:1.750x11.875 Beam Width 1.750 in Beam Depth 11, 875 in Member Type Savm Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Center Span 18.00ft Lu Right Cantilever ft Lu Truss Joist - MacMtlan, MicroLam 1 .8E W Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1, 800.0 ksl 0.00ft 0.00ft 0.00ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 1 Summary | Span= 18.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive MomentMax. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 765.29 psi Fb 2,600.00 psi Deflections 15.00 m LL@l_eft 15.00 m LL@ Right 25.00 #/ft LL@Left 25.00 m. LL@ Right = 1.750in x Depth = 11.875Jn 0.294 : 1 2.6 k-ft 8.9 k-ft #/ft Start Loc #ffi End Loc 40.00 #/ft Start Loc 40.00 #ffi End Loc Ends are Pin-Pin Maximum Shear* 1.5 Allowable 2.62 k-ft at 9.288ft Shear: @ -0.00 k-ft at 18.000ft @ 0.00 k-n 0.00 k-ft 8.91 fv 38.92 psi Fv 285.00 psi Camber: (§ <§ €Reactions... 1 0.000 ft 4.000 ft 4.000 ft 18.000 ft JLeftRight jLeft ! Center I Right LeftDL 0.23 k Max Right DL 0,26 k Max Beam Design OK 0.8 k 5.9 k 0.45k 0.60k 0.000 in 0.229 in 0.000 in 0.45k 0.60k k Center Span... Dead Load Deflection -0.153 in ...Location 9.072ft ...Length/Defl 1,411.9 Camber (using 1.5 * D.L. Defl )... @ Center 0.229 in @ Left 0.000 in @ Right 0.000 in Total Load -0.343 in 9.072 ft 629.15 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 Q.OOQ in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 21.339 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000ft Sxx 41.130 in3 Area 0.000 Cl 0.000 Max Moment Sxx Reo'd 2.62 k-ft 12.11 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 0.65 k 0.81 k 2.265 in2 2.838 in2 285,00 psi 285.00 psi 0.45 k Bearing Length Req'd 0.60 k Bearing Length Req'd 20.781 in2 Allowable fb 2,600.00 psi 2,600.00 psi 2,600.00 psi 0.342 in 0.460 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:16PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399. Ver 5.6.1, 25-Oct-20Q2 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec5S\tones.ecw:ROOF FRAMING Description DJ1 Query Values M,V, A D ©Specified Locations Moment © Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft <ffi Left Cant. Location - 0.00 ft 0.00 k-ft Shear 0.45k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Rmax = 0.4k Vmax® left = 0.4k .38 1S.19 18.0 flof lertinn Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05. Date: 9:15AM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:ROOF FRAMING Description H1 General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 5.500 in 7.500 in Sawn 1.250 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir- Larch, Fb Base Allow Fv Ailow Fc Allow E 7.00ft Luft Lu ft Lu No.1 1,350.0 psi 85.0 psi 625.0 psi 1,600.0ksi 0.00ft 0.00 ft 0.00 ft Full Length Uniform Loads f \ Center DL Left Cantilever DL Right Cantilever DL 1 75.00 #/ft LL #/ft LLm LL 128.00 #/ft #/ft #/ft 1 Summary | Span= 7.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 444.98 psi Fb 1,687.50 psi Deflections = 5.500in x Depth = 7.5in, 0.308 ; 1 1.9 k-ft 7.3 k-ft 1.91 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 7.25 fv 32.74 psi Fv 106.25 psi Ends are Pin-Pin Maximum Shear* 1 3.500 ft 0.000 ft Reactions... LeftDL Right OL Allowable Shear: Camber: 0.64 k 0.64k 5 @Left @ Right @Left @ Center @ Right Max Max Beam Design OK 1.4 k 4.4 k 1.09k 1.09k 0.000 in 0.048 in 0.000 in 1.09k 1.09k l Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @Left @ Right Stress Calcs Bending Analysis Ck 24.972 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.032 in 3.500ft 2,612.1 Defl ) ... 0.048 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 1.91 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.35k 12.710 in2 106.25 psi 1.09k 1.09k Total Load Left Cantilever... -0.055 in Deflection 3.500 ft ...Length/Defl 1,541.04 Rjght cantilever... Deflection ...Length/Defl DeaoM.oad Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Sxx 51.563in3 Area 41.250 in2 Cl 0.000 Sxx Reo'd 13.60 in3 0.00 in3 0.00 in3 @ Right Support 1.35k 12.710in2 106.25 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 1,687.50 psi 1.687.50 psi 1,687.50 psi 0.316 in 0.318 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Date: Job #05. 9:15AM. 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399. Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 e:\ec55\jones.ecw:ROOF FRAMING Description H1 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft © Left Cant. Location = 0.00 ft 0.00 k-ft Shear 1.09k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dfnax ' -0.055m Rmax* 1.1k vnwx a toft* i.ik Rmax = 1.1k Vrn«(Brt»l.1k 7.0 Location fit) E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Date: Job #05. 9:17AM, 16 MAR 05 Scope •.Structural Gales 7 Rev: 560100 User: KW-0605399. Vef 5.6.1, 25-Ocl-2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jon es.ecw:ROOFFRAMING Description H2 General Information Section Name 6x6 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 5.500 in 5.500 in Sawn 1.250 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 6.00 ft . . ft . , ft .. 1,350.0psi 85.0 psi 625.0 psi 1, 600.0 ksi .. .Lu . . .Lu . . .Lu 0.00 ft 0.00 ft 0.00ft Trapezoidal Loads I #1 DL @ Left DL @ Right 1 Summary | #/ft 80.00 #/ft LL @ Left #/ft Start LOG LL@ Right 64.00 #/ft End Loc 0,000 ft 6.000 ft Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth - 5.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 156.71 psi Fb 1 ,687.50 psi 0 0.36 k-ft -0.00 k-ft 0.00 k-ft 0,00 k-ft 3.90 fv Fv .113 ; 1 0.4 k-ft Maximum Shear 3.9 k-ft Allowable at 3.432 ft Shear: at 6.000 ft Camber: Reactions... 12.00 psi LeftDL 0.10 k 106.25 psi Right DL 0.18k *1.5 ©Left @ Right ©Left © Center © Right Max Max 0.4 k 3.2 k 0.16k 0.31k 0.000 in 0.017in 0.000 in 0.16k 0.31k Deflections | Center Span- Deflection ...Location ...Length/Defl Camber ( using 1 .5 * D.L. @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 24.972 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Dead Load -0,011 in 3.096 ft 6,439.5 Defl ) ... 0.017 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 0.36 k-ft 0.00 k-n 0.00 k-ft Total Load Left Cantilever... -0.019 in Deflection 3.096 ft ...Length/Deft 3,821.23 R|ght Cantilever... Deflection ...Length/Defl Sxx 27.729 in3 Area Cl 0.000 Dead Load Total Load 0.000 in 0.000 in 0.0 0.000 0.0 30.250 in2 0.0 n 0.000 in 0.0 1 Sxx Reo'd Allowable fb 2.58 in3 1, 0.00 in3 1 0.00 in3 1 687.50 psi 687.50 psi 687.50 psi @ Left Support @ Right Support 0.24 k 2.239 in2 106.25 psi 0.36k 3.416 in2 106.25 psi Bearing @ Supports Max. Left Reaction Max, Right Reaction 0.16k 0.31 k Bearing Length Req'd Bearing Length Req'd 0.048 in 0.090 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05. Date: 9:17AM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1983-2QQ2 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones-ecwiROOF FRAMING Description H2 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft O.QOk-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 0.16k 0.00k 0.00k Deflection 0.0000 In 0.0000 in 0.0000 in Sketch & Diagram Drnax = -O.Q19ln Rmax " 0.2k Vmax ® len = 0.2k Rmax * 0,3k Vmax IJSi it = 0.3k 0.0 Df>f I Location fftl E.A.D., Inc, 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05. Date: 9:18AM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 {c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones,ecw:ROOF FRAMING Description H3 General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 5.500 in 7.500 in Sawn 1.250 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir- Larch, Fb Base Allow Fv Allow Fc Allow E 1 00.00 #/ft LL #/ft LL #/ft LL 7.00ft Lu 0.00ft ft Lu 0.00 ft ft Lu 0.00 ft No.1 1,350.0psi 85.0 psi 625.0 psi 1. 800.0 ksl 64.00 #m #/ft #/ft \ 1 Summary 1 Span= 7.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 246.84 psi Fb 1,687.50 psi Deflections = 5.500in x Depth = 7.5in, 0.171 ; 1 1.1 k-ft 7.3 k-ft 1.06 K-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 7.25 fv 18.16 psi Fv 1 06.25 psi Ends are Pin-Pin Maximum Shear * 1 3.500 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.38 k 0.38k 5 @Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 0.7 k 4.4 k 0.61k 0.61k 0.000 in 0.029 in 0.000 in 0.61k 0.61k 1 Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @Left @ Right Stress Calcs Bending Analysis Ck 24.972 Le Cf 1 .000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max, Left Reaction Max. Right Reaction Dead Load -0.01 9 in 3.500 ft 4,406.7 Defl ) ... 0.029 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 1.06 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.75 k 7.051 in2 106.25 psi 0.61 k 0.61 k Total Load Left Cantilever... -0.030 in Deflection 3.500 ft ...Length/Defl 2.778.03 Right cantilever... Deflection ...Length/Defl Sxx 51.563in3 Area Cl 0.000 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 41 .250 in2 Sxx Reg'd Allowable fb 7.54 in3 0.00 in3 0.00 in3 @ Right Support 0.75k 7.051 in2 1 06.25 psi Bearing Length Req'd Bearing Length Req'd 1,687.50 psi 1,687.50 psi 1,687.50 psi 0.176 in 0.176 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Gales Job #05. Date: 9:18AM, 16 MAR 05 Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-Z002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec5Syones.ecw:ROOF FRAMING Description H3 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 0.61 k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Oman. = -O.OSffln Rmax Vmax 6.30 7.0 f lorflnn Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope : Structural Gales Job # 05. Date: 8:52AM, 16 MAR 05 R6v: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2Q02(c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ecS5\jones,ecw:ROOF FRAMING Description ROOF DECK General Information Section Name LVL:1 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 750x11.875 1 .750 in 11. 875 in 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 18.00ft Lu ft Lu ft Lu MicroLam1.8EW 2,600.0 psi 285.0 psi 750.0 psi 1 ,800.0 ksi 0.00ft 0.00fto.ooft Trapezoidal Loads | I #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary | 15.00 #lil LL@Left #/ft Start Loc 15.00 #/ft LL @ Right #/ft End Loc 25.00 #/ft LL@Left 40.00 #/ft Start Loc 25.00 #/ft LL @ Right 40.00 #/ft End Loc 0.000 ft 4.000 ft 4.000 ft 18.000 ft Beam Design OK Span= 18.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max ©Right Support Max. M allow fb 765.29 psi Fb 2,600.00 psi 0.294 ; 1 2.6 k-ft Maximum Shear * 1 .5 8.9 k-ft Allowable 2.62 k-ft at 9.288 ft Shear: @ -0.00 k-ft at 18.000 ft @ 0.00 k-ft Camber: @ 0.00 k-ft @ ft 01 <§°-sl Reactions... 0.8 k 5.9 k Left 0.45 k Right 0.60 k Left 0.000 in Center 0.229 in Right 0.000 in fv 38.92 psi LeftDL 0.23 k Max 0.45k Fv 285.00 psi Right DL 0.26k Max 0.60k Deflections Center Span... Deflection ...Location ...Length/Defl *Dead Load Total Load Left Cantilever... Dead Load Total Load -0.1 53 in -0.343 in Deflection 9.072ft 9.072 ft ...Length/Defl 1,411.9 629.15 Right Cantilever... Camber ( using 1.5 * D.L. Defl } ... Deflection @ Center @Left @ Right 0.229 in ...Length/Defl 0.000 in 0.000 in 0.000 in 0.000 in 0.0 0.0 Q.OOO in 0.000 in 0.0 0.0 Stress Calcs | Bending Analysis Ck 21.339 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable 0.000ft Sxx 41.130in3 Area 20.781 in2 0.000 Cl 0.000 Max Moment Sxx^Reo'd Allowable fb 2.62 k-ft 12.11 in3 2,600.00 0.00 k-ft 0.00 in3 2,600.00 0.00 k-ft 0.00 in3 2,600.00 @ Left Support @ Right Support 0.65 k 0.81 k 2.265 in2 2.838 in2 285.00 psi 285.00 psi psi psi psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.45k 0.60 k Bearing Length Req'd Bearing Length Req'd 0.342 in 0.460 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05. Date: 8:52AM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ec*:ROOF FRAMING Description ROOF DECK Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft O.OOk-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00ft O.OOk-ft Shear 0.45k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Rmax = 0.4k Vmai @ left = 0.4k 8.9O 10.77 -12.58 U.3O 16.18 18.0 or-tinn Location fftl E.A.D,, Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Scope: Structural Calcs Job #05.09 Date: 9:02AM, 17 MAR 05 Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:ROOF FRAMING Description RB1 General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3.5x11.875 3.500 in 11. 875 in 1.000 Pin-Pin 32.000 pcf Center Span 9.00 ft . . Left Cantilever ft . . Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ..Lu . .Lu . .Lu 0.00 ft 0.00ft 0.00ft Full Length Uniform Loads I Center Left Cantilever Right Cantilever DL DL DL 290.00 #ffi #/ft #ffi LL LL LL 144.00 #/ft #ffi Point Loads | Dead Load 200.0 Ibs Live Load 400.0 Ibs ...distance 5.000 ft 1 Summary f Span= 9.00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 840.86 psi Fb 2,900.00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft = 3.500in x Depth = 1 1 .875in, Ends are Pin-Pin 0.290 ; 1 5.8 k-ft Maximum Shear 19.9 k-ft Allowable 5.76 k-ft at 4.968ft Shear: 0.00 k-ft at 9.000ft 0.00 k-ft Camber: 0.00 k-ft 19-88 Reactions... fv 68.47 psi LeftDL 1.44 k Fv 290.00 psi Right DL 1.46k Beam M.5 2. 12. @Left ©Right ©Left @ Center @ Right Max Max Ibs Ibs 0.000ft Design OK 8 k 1 k 2.26k 2.33k 0.000 in 0.076in 0.000 in 2.26k 2.33k 1Center Span... Dead Load Deflection -0.050 in ...Location 4.536ft ...Length/Defl 2,138.7 Camber ( using 1.5 * D.L. Defl)... @ Center 0.076 in @ Left 0.000 in @ Right 0.000 in Total Load -0.083 in 4.536 ft 1,304.04 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl DeadJ-oad 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solaria Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 i Date: 9:02AM, 17 MAR 05 / Scope:Stnjctural Calcs Rev: 560100 User; KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:ROOF FRAMING Description RB1 Stress Calcs Bending Analysis Ck 21 .298 Le Cf 1.000 Rb 0.000 ft 0.000 Max Moment @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv. Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 5.76 0.00 0.00 k-ft k-ft k-ft @ Left Support 2.75 9.468 290.00 2.26 2.33 k in2 pst k k Sxx 82.259 in3 Cl 0.000 Sxx Rea'd 23.85 in3 0.00 in3 0.00 in3 @ Right Support 2.85k 9.812 in2 290.00 psi Area 41.563 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Bearing Length Req'd 0.994 in Bearing Length Req'd 1.023 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 2.26 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Sketch & Diagram «WUUUUUUJUUU- t u iei IUUUU S.18 — ,4 «4«ft 403 0 3.46 2 2.88 £ 2.31 _ ~ 1 1-15 ~1 £ 0.58 -j I ° MO.* 3 I 1 1 1 •• I fc I 1 1 __ L^^ l^^^^^^^^^^^hL— — — * "^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^fc | —~^^ — ^^^^^^^^^^^^^^^^^^^^^KI d .87 H .77 2 .87 ^ .58 t*8 A .30 d^QTIQ^sllO^E Omax = -0.083in Rpnftlnn Mnmont^Location Tft"! Rmax = 2.3k vmax® left = 2.3k Rnlax = 2.3* Vmax ® rt - 2.3k 9.0 Dpf l*>Location fftl E.A.D., Inc. 380 Stevens A vs., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job # 05.09 Date: 9:11AM, 17 MAR 05 Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:ROOF FRAMING Description RB2 General Information Section Name Priam: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 7x11.88 7.000 in 11. 880 in 1.000 Pin-Pin 32.000 pcf Calculations are designed to 1997 NDS and 1997 UBC Requirements | Center Span 16.50ft Lu 0.00 Left Cantilever ft Lu 0.00 Right Cantilever ft Lu 0.00 Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ft ft ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 25.00 #/ft 25.00 #/ft 200.00 #/ft 200.00 #/ft LL@Left 40.00 #ffi Start Loc 0.000 ft LL@ Right 40.00 #/ft End Loc 10.000 ft LL@Left 130.00 #/ft Start Loc 10.000 ft LL@ Right 130.00 #/ft End Loc 16.500 ft Point Loads I Dead Load 1,41 6.0 Ibs Live Load 870.0 Ibs ...distance 10.000ft Summary | Span= 16.50ft, Beam Wi Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,098.58 psi Fb 2,900.00 psi Ibs Ibs 0.000 ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft Ibs Ibs 0.000ft Beam Design OK dth = 7.000in x Depth = 11.88in, Ends are Pin-Pin 0.379 ; 1 15.1 k-ft Maximum Shear * 1 .5 4.7 k 39.8 k-ft Allowable 24.1 k 15.07 k-ft at 9.966 ft Shear: @ Left 1 .93 k -0.00 k-ft at 16.500 ft @ Right 3.46k 0.00 k-ft Camber: @ Left 0.000 in 0.00 k-ft ©Center 0.296 in •>Q7Q ©Right O.OOOinl39-79 Reactions... fv 56-14 psi LeftDL 1.14 k Max 1.93k Fv 290.00 psi Right DL 2.13k Max 3.46k Deflections Center Span... . Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @Left @ Right Dead Load -0.1 98 in 8.778 ft 1,002.3 Defl ) ... 0.296 in 0.000 in 0.000 in \ 1 1 Total Load Left Cantilever... Dead Load Total Load -0.325 in Deflection 0.000 in 0.000 in 8.712ft ...Length/Defl 0.0 0.0 608.95 Rjgnt Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 9:11AM, 17 MAR 05 Scope :Structural Calcs Rev: 560100User KW-0605399, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:ROOF FRAMING Description RB2 Stress Calcs li Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le 0.000 ft Sxx 164.657 in3 Area Rb 0.000 Cl 0.000 Max Moment Sxx Rea'd 15.07 k-ft 62.38 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 2.77 k 4.67 k 9.548 in2 16.099 in2 290.00 psi 290.00 psi 1.93 k Bearing Length Req'd 3.46 k Bearing Length Req'd 83.160 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.424 in 0.760 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location - 0.00 ft 0.00 k-ft iffi Left Cant. Location = 0.00 ft 0.00 k-ft Shear 1.93k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram 15.0713.57 12.0610.55 Umax = -0.325in Rmax= 1.8fc Vmax ® led = 1.9k Rmax = 3.5k Vmax ® rt = nrtinn 1.5Q 3.25 4.gO 6.50 e.22 0.97 1 .53 13.10 li.8* 16.5 Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05. Data: 8:52AM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399. Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55Vones.ecw:RQOF FRAMING Description RB3 General Information Section Name Prllm: Beam Width Beam Depth Member Type 8m Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3.5x14.0 3.500 in 14.000 in 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 11.00ft . . .Lu ft . . .Lu ft . . .Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads \ Center Left Cantilever Right Cantilever DL DL DL 405.00 #/ft #/ftm LL LL LL 240.00 #/ft #/ft #/ft Point Loads Dead Load 200.0 Ibs Live Load 400.0 Ibs ...distance 7.000ft 1 Summary | Span= 11.00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft 1,170,94 psi Fb 2,900.00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs k Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft = 3.500inx Depth - 14.in, 0.404 ; 1 11.2k-ft 27.6 k-ft 11.16k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 27.63 fv 99.15 psi Fv 290.00 psi Ends are Pin-Pin Maximum Shear * 1 .5 Allowable 5.852 ft Shear: @ Left 11.000ft ©Right Camber: @ Left @ Center @ RightReactions... LeftDL 2.36 k Max Right DL 2.41 k Max Beam Design OK 4.9 k 14,2 k 3.83k 3.99k 0.000 in 0.1 36 in 0.000 in 3.83k 3.99k 1 Center Span... Dead Load Deflection -0.091 in ...Location 5.544ft ...Length/Defl 1,451.0 Camber ( using 1.5 * D.L. Defl)... ©Center 0.136 in @ Left 0.000 in @ Right 0.000 in Total Load -0.151 in 5.544 ft 873.41 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens A vs., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05. Date: 8:52AM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (0)1983-2002 ENERCAUC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:ROOF FRAMING Description RB3 Stress Calcs Bending Analysis Ck 21 .298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv; Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Query Values 0.000 ft 0.000 Max Moment 11.16 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.61 k 15.906 in2 290.00 psi 3.83 k 3.99k M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft Sxx 11 4.333 in3 Cl 0.000 Sxx Reo'd 46.16 in3 0.00 in3 0.00 in3 @ Right Support 4.86k 16.753 in2 290.00 psi Bearing Length Bearing Length Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Area 49.000 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Req'd 1.682 in Req'd 1 .753 in Shear Deflection 3.83 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in \ \ Sketch & Diagram | •44-WWUUimiWJW I 1 im 10.04 < 4 MM/rt -7 a 4 *L 5.58 - S 4.48 - f In 2.23 — 1 U2i1 i ^f i i i _1_^M|Ma|te_ , , fc_ 1JLQi Omax = -0.151ln Ranrllnn Location fftt Rmai« 3.8k Vmax® left = 3.6k Rmax = 4.0k Vmax ® rt = 4.0k 8.70 0.00 1 .Oi Hof lartlnn Location rftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05. Date: 9:15AM, 16 MAR 05 Scope :Structural Gales Rev: 560100 User: KW-0605399. Ver 5.6.1, 25-Oct-2002 {c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ecS5\jones.ecw:ROOF FRAMING Description RB4 General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3.500 in 11 .250 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 405.00 #/ft LL #/ft LL Wft LL 5.00ft Lu 0.00 ft ft Lu 0.00 ft ft Lu 0.00 ft No.1 1,350.0psi 85.0 psi 625.0 psi 1, 600.0 ksi 520.00 #/ft #ffi #/ft \ 1 Summary | Span= 5.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 474.29 psi Fb 1,485.00 psi = 3.500in x Depth = 11.25in 0.661 ; 1 2.9 k-ft 9.1 k-ft 2.92 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 9.14 fv 56.20 psi Fv 85.00 psi , Ends are Pin-Pin Maximum Shear * 1 Allowable 2.500 ft Shear: 5.000 ft Camber: Reactions... LeftDL 1.03 k Right DL 1.03k 5 @Left @ Right @Left @ Center @ Right Max Max Beam Design OK 2.2 k 3.3 k 2.33k 2.33k 0.000 in 0.01 3 in 0.000 in 2.33k 2.33k Deflections | Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 27.920 Le Cf 1.100 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.009 in 2.500 ft 6,852.1 Defl ) ... 0.013 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 2.92 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.21 k 26.035 in2 85.00 psi 2.33k 2.33 k Total Load Left Cantilever... -0.020 in Deflection 2.500ft ...Length/Defl 3,036.22 Right Cantilever- Deflection ...Length/Defl Sxx 73.828 in3 Area Cl 0.000 Sxx Reo'd 23.58 in3 0.00 in3 0.00 in3 @ Right Support 2.21 k 26.035 in2 85.00 psi Bearing Length Req'd Bearing Length Req'd Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 39.375 in2 Allowable fb 1,485.00 psi 1,485.00 psi 1,485.00 psi 1.067 in 1.067 in E.A.O., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description; Engineering Job #05. Date: 9:15AM, 16 MAR 05 Scope :Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw;ROOF FRAMING Description RB4 Query Values M,V, &D@Specified Locations Moment @ Center Span Location = 0.00ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00ft 0.00 k-ft Shear 2.33k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dmax = -Q,02Qin Rmax = 2.3K Vmax a left = 2-3k Rmw = 2.3k Vmax ffl rt = 2.3k OJQD -0.00 -0.00 -0.01-0.01 -0.01 g -0.01-0.02.£ -0.02^ -0.02 4.50 5.01 lontinn Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Scope: Structural Gales Job # 05. Date: 9:15AM, 16 MAR 05 Rev: 560100User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:ROQF FRAMING Description RB5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Section Name Prllm: 5.25x14.0 Beam Width 5.250 in Beam Depth 14.000 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1 .000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 18.00ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 120.00#/ft LLm LL #ffi LL 64.00 #/ft #/ft #/ft 1 Summary | Span= 18.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 567.71 psi Fb 2,900.00 psi Deflections = 5.250in x Depth = 14.in, 0.196 ; 1 8.1 k-ft 41.4 k-ft 8. 11 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 41.45 fv 32.09 psi Fv 290.00 psi Ends are Pin-Pin Maximum Shear * 1 9.000 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear Camber: 1.23 k 1.23k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 2.4 k 21.3 k 1.80k 1.80k 0.000 in 0.201 in 0.000 in 1.80k 1.80k 1Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @Left @ Right Dead Load -0.134 in 9.000 ft 1,610.6 Defl ) ... 0.201 in 0.000 in 0.000 in Total Load Left Cantilever... Dead Load Total Load -0.197 in Deflection 0.000 in 0.000 in 9.000 ft ...Length/Defl 0.0 0.0 1,096.05 Rignt Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs | Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max^Moment 8.11 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.36k 8.132 in2 290.00 psi 1.80k 1.80 k Sxx 171.500in3 Area 73.500 in2 Cl 0.000 Sxx Rea'd Allowable fb 33.57 in3 2,900.00 psi 0.00 in3 2,900.00 psi 0.00 in3 2,900.00 psi @ Right Support 2.36k 8.132 in2 290.00 psi Bearing Length Req'd 0.528 in Bearing Length Req'd 0.528 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05. Date: 9:15AM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-06C5399. Ver 5.6.1, 25-Oct-2002 fc)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 citeeSSVones.ecwROOF FRAMING Description RB5 Query Values M,V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft m Left Cant. Location = 0.00ft 0.00 k-ft Shear 1.80k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Omax = -0,197111 Rroax = 1.8k Vmaxffli left = 1.8k Rmax = 1.Bh Vmax@rt= 1.8K 1.73 3.34 5.35 7.10 8.90 10.77 12.38 U.30 16.1Q 13.0 Location ffn TJ-Beam® 6.16 Serial Number 7003002369 Usar2 3/16/200510:25:52AM Page 1 Engine Version: 1.16.5 FJ1 11 7/8" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 18' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 3.50" 2.25" 480/144/0/624 3.50" 2.25" 480/144/0/624 Detafl Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 610 610 2680 Design -604 610 2680 0.269 0.349 42 Control 1705 1202 6180 0.440 0.879 30 Control Passed (35%) Passed (51%) Passed (43%) Passed (L/785) Passed (L/604) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 5' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.69 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Jones 05.09 OPERATOR INFORMATION: Paul Metzgar EAD Inc. 380 Stevens Ave. Suite 307 Solana Beach, CA 92075-9207 Phone : 858 792 6055 Fax : 858 755 5669 xr7gtcat@yahoo.com Copyright © 2004 by Trus Joist, a Weyechaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist*", Pea1" and TJ-Pco*" ai« tradamarlca of Tsua Joist. C:\TJBeam\Job Files\Jones FJl.ams E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Date: Job # 05.09 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1,25-Oct-2002 (C)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55^ones.ecw:F1.00R FRAMING Description DJ2 Calculations are designed to 1997 NDS and 1997 UBC Requirements!General Information Beam Width 1.750 in Member Type Sawn Bm Wt Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Center Span 8.50 ft Left Cantilever ft Right Cantilever 3.50ft Truss Joist - MacMillan, MicroLam 2.0E E Fb Base Allow 2,925.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 3.50 ft Repetitive Member Fuil Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 35.00 #/ft #ffi 35.00 #/ft LL LL LL 40.00 #/ft #ffi 60.00 #/ft Summary Span= 8.50ft, Right Cant= 3 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 275.58 psi Fb 2,721. 23 psi Deflections 50ft, Beam Width = 1.750in x 0.109 ; 1 -0.6 k-ft 6.0 k-ft Depth = 9.5in,Ends are Pin-Pin Maximum Shear * 1 Allowable 0.60 k-ft at 3.916ft -0.24 k-ft at 8.500ft 0.00 k-ft -0.60 k-ft 5.97 fv 31. 17 psi Fv 285.00 psi Reactions... LeftOL Right DL Shear: Camber: 0.14 k 0.33k 5 ©Left @ Right ©Left @ Center @ Right Max Max 0.5 k 4.7 k 0.31k 0.41k 0.000 in 0.016in 0.004 in 0.31k 0.75k ICenter Span... Dead Load Deflection -0.011 in ...Location 3.916ft ...Length/Defl 9,373.8 Camber ( using 1.5 * D.L. Defl)... ©Center 0.016 in @ Left 0.000 in © Right 0.004 in Total Load -0.030 in 4.107ft 3,445.38 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.003 in 32,823.5 Total Load 0.000 in 0.0 -0.030 in 2,818.2 Stress Calcs Bending Analysis Ck 21.207 Le Cf 1.000 Rb © Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 7.207 ft 16.383 Max Moment 0.60 k-ft 0.00 k-ft 0.60 k-ft @ Left Support 0.37k 1.297 in2 285.00 psi 0.31 k 0.75 k Sxx 26.323 in3 Cl 0.930 Sxx Reo'd 2.45 in3 0.00 in3 2.67 in3 @ Right Support 0.52k 1.81 8 in2 285.00 psi Bearing Length Req'd Bearing Length Req'd Area 16.625 in2 Allowable fb 2,925.00 psi 2,925.00 psi 2,721.23 psi 0.234 in 0.572 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1963-2002 ENERCALC Engineering SofUyare General Timber Beam Page 2 c:\ec55tjones.ecw:FLOOR FRAMING Description DJ2 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00ft 0.00 k-ft Shear 0.26k 0.26k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dmax = -O.OSOin 3.Sft Rm« = 0.3k Vmax @ [aft' 0.3k Mmax ffl right = -0.6K-ft Rmax = O.Bk Vmax ®n* o.4k Defl SS right end = O.D3ln 59 10.80 12.0 Plof I (art inn Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title : Jones Dsgnr: pwm Description : Engineering Scope: Structural Gales Job # 05.09 Date: 11:12AM. 17 MAR 05 Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:Vec55\jonas.ecw:FLOOR FRAMING Description H4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j| Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 7.500 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 5.00ft Lu ft Lu ft Lu No.1 1,350.0 psi 85.0 psi 625.0 psi 1. 600.0 ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads |j Center Left Cantilever Right Cantilever DL DL DL 300.00 #/ft LL #/ft LL #/ft LL 410.00 #/ft #/ft #/ft 1 Summary | Span= 5.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 523.03 psi Fb 1 ,350.00 psi Deflections = 5.500in x Depth = 7.5in, 0.578 ; 1 2.2 k-ft 5.8 K-ft 2.25 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 5.80 fv 49. 16 psi Fv 85.00 psi Ends are Pin-Pin Maximum Shear* 1 2.500ft 5.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.77 k 0.77k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 2.0 k 3.5 k 1.80k 1.80k 0.000 in 0.021 in 0.000 in 1.80k 1.80k I Center Span... Deflection ...Location ...Length/Deff Camber ( using 1.5 * D.L. @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 27.920 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -O.OU in 2.500 ft 4,269.7 Defl ) ... 0.021 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 2.25 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.03 K 23.859 in2 85.00 psi 1.80 k 1.80k Total Load Left Cantilever... Dead Load Total Load -0.033 in Deflection 0.000 in 0.000 in 2.500ft ...Length/Defi 0.0 0.0 1,835.51 Rignt Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 k Sxx 51.563in3 Area 41.250 in2 Cl 0.000 Sxx Reo'd Allowable fb 19.98 in3 1,350.00 psi 0.00 Jn3 1,350.00 psi 0.00 in3 1,350.00 psi @ Right Support 2.03k 23.859 in2 85.00 psi Bearing Length Req'd 0.523 in Bearing Length Req'd 0.523 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 11:12AM, 17 MAR 05 Scope :Structural Calcs Rev: 560100User KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)19B3-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw;FLOOR FRAMING Description H4 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft Q.OOk-ft @ Right Cant. Location = 0.00 ft 0.00 k-fl Iffi Left Cant. Location = 0.00ft O.OOk-ft Shear 1.80k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram tf/pi3x = 2-2H-R = -0.033in Rmw» 1,8k vmax ffl lefl = 1.3* Rmw=1.8k Vmax a it = 1.8k 50 5 .CU lor-tinn Location Tftt E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 11:13AM, 17 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399. Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ecS5fones.ecw:FLOOR FRAMING Description H5 General Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Calculations are designed to 1997 NDS and 1997 UBC Requirements | 5,500 in 9.500 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Aiiow Fc Allow E 433.00 #/ft LL #/ft LL #ffi LL 7,00ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft No.1 1 .350.0 psi 85.0 psi 625.0 psi 1,600.0ksi 520.00 #ffi #/ft #/ft \ 1 Summary | Span= 7.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 857.00 psi Fb 1,350.00 psi Deflections = 5.500in x Depth = 9.5in, 0.885 : 1 5.9 k-ft 9.3 k-ft 5.91 k-ft at0.00 k-ft at 0.00 k-ft 0.00 k-ft 9.31 fv 75.21 psi Fv 85.00 psi Ends are Pin-Pin Maximum Shear * 1 3.500 ft 7.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 1.56 k 1.56k 5 @Left @ Right @Left @ Center @ Right Max Max Beam Design OK 3.9 k 4.4 k 3.38k 3.38k 0.000 in 0.057 in 0.000 in 3.38k 3.38k k Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L © Center ©Left © Right Dead Load -0.038 in 3.500 ft 2,198.9 Defl ) ... 0.057 in 0.000 in 0.000 in Total Load Left Cantilever... -0.083 in Deflection 3.500 ft ...Length/Defl 1,013.53 Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs | Bending Analysis Ck 27.920 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 5.91 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.93 k 46.233 in2 85.00 psi 3.38 k 3.38 k Sxx 82.729 in3 Area Cl 0.000 52.250 in2 Sxx Req'd Allowable fb 52.52 in3 0.00 in3 0.00 in3 @ Right Support 3.93k 46.233 in2 85.00 psi Bearing Length Req'd Bearing Length Req'd 1,350.00 psi 1,350.00 psi 1,350.00 psi 0.982 in 0.982 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job #05.09 Date: 11:13AM, 17 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (Q19B3-20Q2 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:FLOOR FRAMING Description H5 Query Values H, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 3.38k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram n^f Iprtlnn 38 2.08 2.78 3.49 Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 11:14AM. 17 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Vsr 5.6.1, 25-Oct-2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 e:\ec55\jones.ecw:FLOOR FRAMING Description H6 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Beam Width Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 9.500 in Sawn 1.000 Pin-Pin 32.000 pcf Douglas Fir- Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 7.00 ft . . ft . . ft . . 1, 350.0 psi 85.0 psi 625.0 psi 1, 600.0 ksi . . .Lu . . .Lu . ..Lu 0.00 ft 000 ft 0.00 ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 275.00 #/ft #/ft #ffi LL LL LL 290.00 #/ft a/flam i Point Loads Dead Load 836.0 Ibs Live Load 704.0 Ibs ...distance 1.500ft 1 Summary | Span= 7.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 693.51 psi Fb 1,350.00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs i Ibs Ibs ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft ~ 5.500in x Depth = 9.5in, 0.938 ; 1 4.8 k-ft 9.3 k-ft 4.78 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 9.31 fv 79.70 psi Fv 85.00 psi Ends are Pin-Pin Maximum Shear * 1.5 Allowable 2.940 ft Shear: @ Left 0.000 ft @ Right Camber: @ Left @ Center „ ,. @ RightReactions... LeftDL 1.66 k Max Right DL 1.18k Max Beam Design OK 4.2 k 4.4 k 3.23k 2.35k 0.000 in 0.052 in 0.000 in 3.23k 2.35k 1 Center Span... Deflection ...Location ...Length/Defl Dead Load -0.035 in 3.388 ft 2,428.8 Total Load -0.068 in 3.388ft 1,237.44 Camber ( using 1.5 * D.L. Defl )... @ Center 0.052 in @ Left 0.000 in @ Right 0.000 in Left Cantilever- Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 11:14AM, 17 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (0)1963-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\iones.ecw:FLOQR FRAMING Description H6 Stress Calcs Bending Analysis Ck 27.920 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le 0.000 ft Sxx 82.729 in3 Area Rb 0.000 Cl 0.000 Max Moment Sxx Rea'd 4.78 k-ft 42.50 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 4.16 k 2.84 k 48.990 in2 33.460 in2 85.00 psi 85.00 psi 3.23 k Bearing Length Req'd 2.35 k Bearing Length Req'd 52.250 in2 Allowable fb 1,350.00 psi 1,350.00 psi 1,350.00 psi 0.939 in 0.683 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00ft 0.00 k-ft Shear 3.23k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram k Dmax « -Q.oefiin Rmax * 3.2k Vmax & left = 3.2k Rmax = 2.3k Vmax ® rt = 2.3* Dcif lentinn Location fffi E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job #05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones,ecw:FLOOR FRAMING Description FB1 General Information Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Lo< Center Left Cantilever Right Cantilever 35x11.875 3 500 in 11. 875 in Sawn 1.000 Pin-Pin 32.000 pcf ids DL DL DL Calculations are designed to 1997 NDS and 1997 UBC Center Span 8.00 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist- MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 670.00 #/ft LL 920.00 #/ft #/ft LL #/ft #/ft LL #/ft Requirements I 1 1 Summary | Span= 8.00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1 ,866.38 psi Fb 2,900.00 psi Beam Design OK = 3.500in x Depth = 11.875in, Ends are Pin-Pin 0.644 ; 1 12.8 k-ft 19.9 k-ft 12.79 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 19.88 fv 175.46 psi Fv 290.00 psi Maximum Shear * 1 Allowable 4.000 ft Shear: 8.000 ft Camber: Reactions... LeftDL 2.72 k Right DL 2.72 k 5 ©Left © Right ©Left © Center @ Right Max Max 7.3 k 12.1 k 6.40k 6.40k 0.000 in 0.096 in 0.000 in 6.40k 6.40k Deflections | Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. © Center ©Left @ Right Stress Calcs Bending Analysis Ck 21.298 Le Cf 1 .000 Rb @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.064 in 4.000ft 1,498.1 Defl ) ... 0.096 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 12.79 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 7.29k 25.147 in2 290.00 psi 6.40k 6.40 k Total Load Left Cantilever... -0.151 in Deflection 4.000ft ...Length/Defl 636.28 R|flhl cantilever... Deflection ...Length/Defl Sxx 82.259 in3 Area Cl 0.000 Sxx Rea'd 52.94 in3 0.00 in3 0.00 in3 © Right Support 7.29k 25.147 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 fc 41.563 In2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 2.812 in 2.812 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Gales Rev: 560100 User: KW-06Q5399, Ver 5.6.1. 25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:FLOOR FRAMING Description FB1 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00ft 0.00 k-ft Shear 6.40k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram TflMMJJMTl Rmax = 6.4k Vmax ® left = 8.4k Rinax * 8.4k Vmax @ rt = 6.4k 8.0 lortinn Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-06Q5399. Ver 5.6.1. 25-Oct-2C02 (C)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:FLOOR FRAMING Description FB2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.5x11.875 3.500 in 11. 875 in Sawn 1.000 Pin-Pin 32.000pcf Center Span 8.00ft . , Left Cantilever ft . . Right Cantilever ft . , Truss Joist- MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ..Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 120.00 #/ft #/ft #ffi LL LL LL #/ft #ffi #ffi Trapezoidal Loads #1 DL(£ DL<£ gLeft § Right #/ft 95.00 #/ft LL @ Left LL @ Right #/ft 80.00 #ffi Start Loc End Loc 0.000 ft 8.000 ft Point Loads Dead Load 680.0 Ibs Live Load 576.0 !bs ...distance 4.000ft 1 Summary | Span= 8.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max@ Right Support Max. M allow fb 619.39 psi Fb 2,900.00 psi Ibs Ibs tbs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0 = 3.500in x Depth = 1 1 .875in, Ends are Pin-Pin 0.214 ; 1 4.2 k-ft 19.9 k-ft 4.25 k-ft at -0.00 k-ft at 0.00 k-ft 0.00 k-ft 19.88 fv 47.99 psi Fv 290.00 psi Maximum Shear Allowable 4.000 ft Shear: 8.000 ft Camber: Reactions... LeftDL 0.98 k Right DL 1.11 k *1.5 ©Left @ Right @Left @ Center @ Right Max Max Ibs Ibs Ibs Ibs 000 ft 0.000ft Beam Design OK ** 2.0 k 12.1 k 1.38k 1.61k 0.000 in 0.044 in 0.000 in 1.38k 1.61k Deflections | Center span... Deflection ...Location ...Length/Defl Deag Load -0.030 in 4.032 ft 3,253.6 Total Load -0.044 in 4.032 ft 2,174.44 Camber ( using 1.5 * D.L. Defl)... @ Center 0.044 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title : Jones Dsgnr: pwm Description: Engineering Job #05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Gales Rev: 560100 User: KW-0605399. Ver 5.6.1, 25-Oct-2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec551jones.ecw:FLOOR FRAMING Description FB2 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000ft Sxx 82.259 in3 Area 0.000 Cl 0.000 Max Moment SxxReQ'd 4.25 k-ft 17.57 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 1.87k 1.99k 6.435 In2 6.877 in2 290.00 psi 290.00 psi 1.38 k Bearing Length Req'd 1.61 k Bearing Length Req'd 41.563 in2 Allgwabl^fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.606 in 0.708 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location - 0.00ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 1.38k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram i 120#ffi i75»m ypiax = *.2k-ft Dmax = -0.044Jn Rmax= 1.4k Vmax® left 3 1.4k Vmax@rt= 1.6k 7.20 8.0 Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 5:28PM, 16 MAR 05 Scope :Structural Gales Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2002 {c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:FLOOR FRAMING Description FB3 General Information Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 7 0x24.0 7. 000 in 24.000 in Sawn 1.000 Pin-Pin 32.000pcf Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 21,00ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00 ft 0.00ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 260.00 #/ft #/ft #/ft LL LL LL 200.00 m#/ft#/ft Point Loads Dead Load 600.0 Ibs Live Load 500.0 Ibs ...distance 8.000ft 1 Summary | Span= 21.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 808.71 psi Fb 2,900.00 psi 4,100.0 Ibs Ibs Ibs 4,450.0 Ibs Ibs Ibs k Ibs Ibs Ibs Ibs Ibs Ibs 18.000 ft 0.000 ft 0.000 ft 0.000ft 0.000 ft 0.000ft = 7,000in x Depth = 24.in, Ends are Pin-Pin 0.370 ; 1 45.3 k-ft Maximum Shear 162.4 k-ft Allowable 45.29 k-ft at 12.096 ft Shear: 0.00 k-ft at 21.000ft 0.00 k-ft Camber: 0.00 k-ft 162-40 Reactions... fv 107.22 psi LeftDL 4.08 k Fv 290.00 psi Right DL 6.86k Beam Design OK * 1.5 18.0 k 48.7 k ©Left 7.12k ©Right 12.97k ©Left 0.000 in ©Center 0.1 91 in ©Right 0.000 In Max 7.12k Max 12.97k Deflections | Center Span... Dead Load Deflection -0.128 in ...Location 10.836ft ...Length/Def] 1,975.3 Camber ( using 1.5 * D.L. Defl)... ©Center 0.191 in © Left 0.000 in @ Right 0.000 in Total Load -0.230 in 10.920 ft 1,095.96 Left Cantilever- Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job #05.09 7-7 Date: 5:28PM, 16MAR05~-> [ Scope:Structural Calcs Rev: 560100 User KW-0605399, Ver 5.6.1. 25-Oct-2002 (C)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:tec55\jones.ecw:FLOOR FRAMING Description FB3 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb 0.000 ft 0.000 Max Moment @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 45.29 0.00 0.00 k-ft k-ft k-ft @ Left Support 9.25 31 .880 290.00 7.12 12.97 k in2 psi k k Sxx 672.000 in3 Cl 0.000 Sxx Req'd 187.40 in3 0.00 in3 0.00 in3 @ Right Support 18.01 k 62.11 4 in2 290.00 psi Area 168.000 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Bearing Length Req'd 1 .566 in Bearing Length Req'd 2.850 in Query Values M, V, & D @ Specified Locations @ Center Span Location @ Right Cant. Location = @ Left Cant. Location = =0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 7.12 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Sketch & Diagram i -4WWIWWUIWW i IWJWIi, l\\\\mR 40.78 ~ 4«wft 3e-23 — ^ 18.12 — t I »•« —£ 4.53 -a I 3 QJttO. •* < 1 \^^mmjjjji^^^_\_ TZH^I .J^^^^^^^^^^^^^BJ Jd^^^^^^^^^^^^^^^HL ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^Li.02 i.13 ^.24 ^.35 Hl.*6 1^.57 1^.07 1(i.78 1^.60 2* Dtnax = -0.230in Location fftl Rmax = 13.0k Vmax ® rt = 13.0k 21.0 lartinn 6.24 8.33 10.46 Location fftt .98 21.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c}1983-2002 ENERCAIC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:FLQOR FRAMING Description FB4 Calculations are designed to 1997 NDS and 1997 UBC Requirements |General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 7.0x24.0 7.000 in 24.000 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span 21.00ft . . Left Cantilever ft . . Right Cantilever ft . . Truss Joist- MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi ..Lu ..Lu ..Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 15.00#/ft LL m. LL #ffi LL 53.00 #/ft #/ft #/ft Trapezoidal Loads #1 DL<£ DLg §Left I Right 120.00 #/ft 120.00 #/ft LL @ Left LL @ Right #ffi #/ft Start Loc End Loc 16.000 ft 21.000 ft Point Loads Dead Load 4,000.0 Ibs Live Load 6, 100.0 Ibs ...distance 18.000ft 1 Summary | Span= 21.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 533.02 psi Fb 2,900.00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0 = 7.000in x Depth = 24.in 0.303 ; 1 29.8 k-ft 162.4 k-ft 29.85 k-ft at -0.00 k-ft at 0.00 k-ft 0.00 k-ft 162.40 fv 88.00 psi Fv 290.00 psi , Ends are Pin-Pin Maximum Shear Allowable 17.976ft Shear: 21.000 ft Camber: Reactions... LeftDL 1.19 k Right DL 4.51 k *1.5 ©Left @ Right ©Left @ Center @ Right Max Max Ibs Ibs Ibs Ibs 000ft 0.000ft Beam Design OK 14.8 k 48.7 k 2.62k 10.29k 0.000 in 0,080 in 0.000 in 2.62k 10.29k k Center Span... Deflection ...Location ...Length/Defl Dead Load -0.054 in 11.592ft 4,704.4 Total Load -0.121 in 11.592ft 2,074.99 Camber ( using 1.5 * D.L. Defl)... @ Center 0.080 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Gates Job # 05.09 Date: 3:17PM, 16 MAR 05 Rev; 560100 User: KW-0605398, Ver 5.6.1, 25-Oct-2002 (c)19S3-2Q02 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:FLOOR FRAMING Description FB4 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1 .000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 29.85 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.63k 12.501 in2 290.00 psi 2.62 k 10.29 k Sxx 672.000 in3 Cl 0.000 Sxx Req'd 123.51 in3 0.00 in3 0.00 in3 @ Right Support 14.78 k 50.981 in2 290.00 psi Area 168.000 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Bearing Length Req'd 0.576 in Bearing Length Req'd 2.262 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.62o.oo 0.00 Deflection k 0.0000 in k 0.0000 in k 0.0000 in Sketch & Diagram -WJUIUUUWWIUJ T ] UUUIUUUitW JJJ JillJ-YnTI 1 1 t ( 2e.ae * + w»™ jo §g " 20m S. 1194 „ 8.85 i s ° ! : t i i i i m i ^^•^^^^^'t t^^ri^^^^^^U I --^H i _~*^^^^^^^^^^ri^^^^^^^^^^^M ^^^^^^^^^^^^^^ ^^•^^^^^^^k Ronrlinn Location fftl Dmax*-0,121in Rmax = 2.6k Vmax ® left = 2.8k Rmax = 10.3k Vmax © rt = 10.3k OJOD -O.D1 -0.03 -0.04 ^ -O.OS -D.D7 -0.08 -O.D8 -D.11-0.12 6.24 8.35 10.40 Location fffi 21.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002(c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec5g)ones.ecw:FLOOR FRAMING Description FB5 Calculations are designed to 1997 NDS and 1997 UBC Requirements |General Information Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.5x11.875 3.500 in 11. 875 in Sawn 1.000 Pin-Pin 32.000 pcf Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 9.00 ft . . ft .. ft .. Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi ..Lu ..Lu ..Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 368.00 #/ft #/ft #/ft LL LL LL 448.00 #ffi #/ft #/ft Trapezoidal Loads #1 DL<£ DL<£ §Left g Right 36.00 #ffi 36.00 #/ft LL @ Left LL @ Right 120.00 #ffi 120.00 #/ft Start LOG End LOG 5.000 ft 9.000 ft Point Loads Dead Load 525.0 Ibs Live Load 240.0 Ibs ...distance 5.000ft 1 Summary | Span= 9.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,552.63 psi Fb 2,900.00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0 - 3.500in x Depth = 11.875in 0.535 ; 1 10.6 k-ft 19.9 k-ft 10.64 k-ft at 4 -0.00 k-ft at 9 0.00 k-ft 0.00 k-ft 19.88 fv 132.46 psi Fv 290.00 psi Ends are Pin-Pin Maximum Shear Allowable .968 ft Shear: .000ft Camber: Reactions... LeftDL 1.96 k Right DL 2.10k *1.5 @Left @ Right ©Left @ Center @ Right Max Max Ibs Ibs Ibs Ibs000ft 0.000ft Beam Design OK 5.5 k 12.1 k 4.19k 4.62k 0.000 in 0.1 10 in 0.000 In 4.19k 4.62k ICenter Span... Dead Load Deflection -0.073 in ...Location 4.536ft ...Length/Defl 1,477.2 Camber ( using 1.5 * D.L. Defl)... ©Center 0.110 in @ Left 0.000 in @ Right 0.000 in Total Load -0.155 in 4.536 ft 698.48 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job # 05.09 Date: 3:17PM, 16 MAR 05 Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)19S3-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:FLOOR FRAMING Description FB5 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 10.64 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5.09 k 17.535 in2 290.00 psi 4.19 k 4.62k Sxx 82.259 in3 Cl 0.000 Sxx Rea'd 44.04 in3 0.00 in3 0.00 in3 @ Right Support 5.51 k 18.983 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 41.563ln2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.843 in 2.032 in 1 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 4.19k 0.00k 0.00k Deflection 0.0000 in 0.0000 In 0.0000 in Sketch & Diagram I bmax i -Q.155in Rmax = 4.2k Vmax® left = 4.2k Rmax = 4,8k Vmax ffi rt = 4.Bk 8.10 0.0 Location fffi E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec5ajones.ecw:FLOOR FRAMING Description FB6 Calculations are designed to 1997 NDS and 1997 UBC Requirements IGeneral Information Section Name Prilm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11. 875 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Center Span 10.00ft Lu Truss Joist- MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00ft 0.00 ft 0.00ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right 225.00 #/ft 225.00 #/ft 144.00 #/ft 144.00 #/ft #/ft 76.00 #/ft LL @ Left LL @ Right LL @ Left LL @ Right LL @ Left LL @ Right 360.00 #/ft 360.00 #/ft 480.00 #/ft 480.00 #/ft #/ft 64.00 #/ft Start Loc End Loc Start Loc End Loc Start Loc End Loc 0.000 ft 6.000 ft 6.000 ft 10.000 ft 0.000 ft 6.000 ft Point Loads Dead Load 525.0 Ibs Live Load 240.0 Ibs ...distance 4.000ft 1 Summary | Span= 10.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 1,280.32 psi Fb 2,900.00 psi Deflections 855.0 Ibs 720.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 6.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft = 5.250in x Depth = 1 1 .875in, Ends are Pin-Pin 0.441 : 1 13.2k-ft 29.8 k-ft 13.16k-ft at -0.00 k-ft at 0.00 k-ft 0.00 k-ft 29.82 fv 94.45 psi Fv 290.00 psi Maximum Shear Allowable 5.440 ft Shear: 10.000 ft Camber: Reactions... LeftDL 1.92 k Right DL 1.75k *1.5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 5.9 k 18.1 k 4.37k 4.54k 0.000 in 0.104In 0.000 in 4.37k 4.54k 1Center Span... Deflection ...Location ...Length/Defl Dead Load -0.069 in 5.000 ft 1,733.9 Total Load -0.157 in 5,040 ft 763.77 Camber ( using 1.5 * D.L. Defl)... ©Center 0.104 in © Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl DeadJ-oad 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Data: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User KW-0605399, Ver 5.6.1, 25-Oct-2002(O1983-2002 ENERCALC Enaineerina Software General Timber Beam Page 2 c:\ecS5fones.ecw:FLOOR FRAMING Description FB6 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 13.16 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5.67k 19.556 in2 290.00 psi 4.37 k 4.54k Sxx 123.389 in3 Area 62.344 in2 Cl 0.000 Sxx Reo'd Allowable fb 54.47 in3 2,900.00 psi 0.00 in3 2,900.00 psi 0.00 in3 2,900.00 psi @ Right Support 5.89k 20.305 in2 290.00 psi Bearing Length Req'd 1 .280 in Bearing Length Req'd 1.330 in Query Values M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 4.37 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Sketch & Diagram 765lbS *575lbS ___— -rrTTTTTTTTTWUU UUUJrriTTTTuU U U U U i«*n T 9.22 — ' W4*m S 5.27 — « 3.95 —1£ 2.63 _-. g '-32 -3 "> 2 OJD^- i__^ ^^^nmm^I ! ^fl^^^^^^k,!I J^^^^^^^^^Hb. I I^^H^^^^^^Bkl ^^^^1.87 i.07 3.88 iS3 ^.08 A. 90 1, 90 6.00 11 Dmax =-0.1S7ln Location (ft! Rmax* 4.4k Vmax ® left = 4.4K Vmax ffl rt = 4.5k 7.00 0.00 10.0 n*»f lortlnn Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description; Engineering Job n 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55!jones.ecw:FLOOR FRAMING Description FB7 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name Prllm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11. 875 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1 .000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 9.00ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00ft 0.00 ft 0.00ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 1 20.00 #ffi LL #/ft LL #/ft LL 400.00 #/ft #m Summary Span= 9.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 781 .70 psi Fb 2,900.00 psi Deflections = 3.500in x Depth = 1 1.875in, 0.270 ; 1 5.4 k-ft 19.9 k-ft 5.36 k-ft at 4 0.00 k-ft at 0 0.00 k-ft 0.00 k-ft 19.88 fv 67.39 psi Fv 290.00 psi Ends are Pin-Pin Maximum Shear * 1 Allowable 500 ft Shear: 000ft Camber: Reactions... LeftDL 0.58 k Right DL 0.58 k 5 @Lett @ Right ©Left @ Center @ Right Max Max 2.8 k 12.1 k 2.38k 2.38k 0.000 in 0.029 in 0.000 in 2.38k 2.38k 1Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @Left @ Right Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.020 in 4.500 ft 5,529.9 Defl ) ... 0.029 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 5.36 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.80k 9.658 Jn2 290.00 psi 2.38k 2.38k Total Load Left Cantilever... Dead Load Total Load -0.080 in Deflection 0.000 in 0.000 in 4.500 ft ...Length/Defl 0.0 0.0 1 ,350.36 Rignt cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 i Sxx 82.259 in3 Area 41.563 in2 Cl 0.000 Sxx Reo'd Allowabj^fb 22.17 in3 2,900.00 psi 0.00 in3 2,900.00 psi 0.00 in3 2,900.00 psi @ Right Support 2.80k 9.658 in2 290.00 psi Bearing Length Req'd 1 .047 in Bearing Length Req'd 1 .047 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1,25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\iooes.ecw:FL.OOR FRAMING Description FB7 Query Values M,V, &D@ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location - 0.00 ft 0.00 k-ft Shear 2.38k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dmax * -O.OKNn Rmax = 2.*k Vmaxffi left« 2.4k Rmax = 2.4k Vmax @ rt = 2.4k OJW •0.01 •0.02 -^ -D.D3g. -0.04 -0.04 -D.05 -0.06 -0.07-0.08 .77 2.07 ; .58 . .*8 ! .3Q < .20 ,r.1Q I MO ! i.O n»f lortlnn Location TftT E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399. Ver 5.6.1, 25-Oct-2002 {c)19B3-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:VecS5\jones.ecw:FLOOR FRAMING Description FB8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name Prllm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11. 875 in Member Type Sawn Bm Wt. Added to Loads LoadDur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 1 20.00 #ffi LL #ffi LL #ffi LL 6.00ft Lu 0.00 ft ft Lu 0.00 ft ft Lu 0.00 ft Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 400.00 #/ft #/ft #/ft \ 1 Summary | Span= 6.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 347.42 psi Fb 2,900.00 psi Beam Design OK = 3.500in x Depth = 11.875in, Ends are Pin-Pin 0.133 ; 1 2.4 k-ft 19.9 k-ft 2.38 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 19.88 fv 38.51 psi Fv 290.00 psi Maximum Shear * 1 3.000 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.39 k 0.39k 5 ©Left @ Right ©Left @ Center @ Right Max Max 1.6 k 12.1 k 1.59k 1.59k 0.000 in 0.006 in 0.000 in 1.59k 1.59k Deflections \ Center Span... Deflection ...Location ...Length/Defl Dead Load -0.004 in 3.000 ft 18,663.4 Total Load -0.016 in 3.000 ft 4,557.48 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.006 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs I Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max, Right Reaction 0.000 ft Sxx 82.259 in3 Area 0.000 Cl 0.000 Max Moment Sxx Req'd 2.38 k-ft 9.85 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 1.60k 1.60k 5.519 in2 5.519 in2 290.00 psi 290.00 psi 1.59 k Bearing Length Req'd 1.59 k Bearing Length Req'd 41.563 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.698 in 0.698 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:17PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec5S\jones.ecw:FLOOR FRAMING Description FB8 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft <a Left Cant. Location = 0.00 ft 0.00 k-ft Shear 1.59k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram (ftnax = 2.4h-ft Dmax = -0.01 Bin Rmax *1,Bk Vmax ® [eft = 1.6k Rmax = 1.6k Vmax@rt= 1.6k Rof lantinn .78 2.38 Location rttl 5.10 6.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Sofana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399. Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:FLOOR FRAMING Description FB9 Calculations are designed to 1997 NDS and 1997 UBC Requirements |General Information Beam Width Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density rx11 88 7 000 in 11 880 in Sawn 1.000 Pin-Pin 32.000 pcf Truss Joist - MacMilian, Fb Base Allow Fv Allow Fc Allow E 21.00ft Lu ft Lu ft Lu Parailam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 15.00#/ft#m fl/ft LL LL LL 53.00 #ffi #ffi #/ft Point Loads Dead Load 840.0 Ibs Live Load 2,800.0 Ibs ...distance 2.000ft 1 Summary | Span= 21.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft> 663.34 psi Fb 2,900.00 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0 = 7.000in x Depth = 11 .88in, Ends are Pin-Pin 0.256 ; 1 9.1 k-ft Maximum Shear 39.8 k-ft 9.10 k-ft at 6.468ft 0,00 k-ft at 21.000ft 0.00 k-ft 0.00 k-ft 39-79 Reactions... fv 74.34 psi Left DL Fv 290.00 psi Right DL Allowable Shear: Camber: 1.11 k 0.43k *1.5 ©Left @ Right ©Left @ Center @ Right Max Max Ibs Ibs Ibs Ibs 000ft 0.000ft Beam Design OK 6.2 k 24.1 k 4.20k 1.25k 0.000 in 0.1 73 in 0.000 in 4.20k 1.25k Deflections \ Center Span... Dead Load Deflection -0.116 in ...Location 9.996ft ...Length/Defl 2,179.4 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.173 in @ Left 0.000 in @ Right 0.000 in Total Load -0.371 in 9.744ft 680.14 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Gales Rev: 560100User KW-0605389. Ver 5.6.1. 25-Oct-2002(c)19B3-2002 ENERCALC Engineering Software General Timber Beam Page 2 c;\ecS5\jones.ecw:FLOOR FRAMING Description FB9 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 9.10 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 6.18 k 21.318 in2 290.00 psi 4.20 k 1.25k Sxx 1 64.657 in3 Cl 0.000 Sxx Rea'd 37.66 in3 0.00 in3 0.00 in3 @ Right Support 1.76k 6.077 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 83.160 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.923 in 0.276 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 4.20k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Rmax = 4.2k Vmax ffl Wit = 4.2k 2.02 i.13 6.2* 9.35 10.48 12.57 14.67 16.78 18.8O 21.0 Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:Vec55\jones.ecw:FLOQR FRAMING Description FB10 Calculations are designed to 1997 NDS and 1997 UBC Requirements |General Information Section Name Prllnv 5 9«hMi ft?* Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5 250 in 1 1 875 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span 1 1 .00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 200.00 #ffi #/ft #/ft LL LL LL 400.00 #ffi #/ft #/ft Point Loads Dead Load 1,1 00.0 Ibs Live Load 3,100.0 Ibs ...distance 5.000 ft 1 Summary | Span= 11.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,090.01 psi Fb 2,900.00 psi 108.0 Ibs 360.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs 7.000ft 0.000ft 0.000ft 0.000ft 0 = 5.250in x Depth = 11.875in, Ends are Pin-Pin 0.721 : 1 21. 5 k-ft 29.8 k-ft 21 .49 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 29.82 fv 126. 15 psi Fv 290.00 psi Maximum Shear Allowable 5.016ft Shear: 11.000 ft Camber: Reactions... LeftDL 1.82 k Right DL 1.74k *1.5 ©Left @ Right @Left @ Center @ Right Max Max Ibs Ibs Ibs Ibs 000ft 0.000ft Beam Design OK 7.9 k 18.1 k 5.84k 5.58k 0.000 in 0.130in 0.000 in 5.84k 5.58k Deflections \ Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5 @ Center ©Left © Right Dead Load -0.087 in 5.456 ft 1,520.7 D.L. Defl)... 0.130 in 0.000 in 0.000 in Total Load -0.287 in 5.456 ft 459.14 Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title : Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job # 05.09 Date: 3:18PM, 16 MAR 05 Rev: 560100 User: KW-0605399. Ver 5.6.1,25-Oct-2002(c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 2 Description FB10 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 21.49 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 7.86k 27.119 in2 290.00 psi 5.84 k 5.58 k Sxx 123.389 in3 Cl 0.000 Sxx Req'd 88.93 in3 0.00 in3 0.00 in3 @ Right Support 7.48k 25.805 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 62.344 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.711 in 1.636 in Query Values M,V, &D@Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 5.84k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dmax x -0.287ln Rmax = 5.8* Vmax ® l«fl = 5.8k Rmax * 5.6k Vmax ©it = 5.6k 1.06 2.16 3.27 4.37 5.48 6.SS 7.60 8.79 C ,QD 11.01 Location rffi E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job # 05.09 Date: 3:18PM, 16 MAR 05 Rev: 560100User KW-0605399. Ver 5.6.1. 25-Oct-2002 (c)19B3-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:Vec55\jones.eCTf:FLOOR FRAMING Description FB11 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5 250 in 11. 875 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span 9.00ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 200.00 #/ft #/ft #/ft LL LL LL 400.00 #/ft #ffi #/ft Point Loads Dead Load Live Load ...distance 1,1 00.0 Ibs 3,1 00.0 Ibs 5.000 ft 108.0 Ibs 360.0 Ibs 7.000 ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft Summary Span= 9.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max@ Left Support Max @ Right Support Max. M allow fb 1,554.28 psi Fb 2,900.00 psi Deflections = 5.250in x Depth = 1 1 .875m, Ends are Pin-Pin 0.536 ; 1 16.0 k-ft 29.8 k-ft 15.98 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 29.82 fv 11 7.00 psi Fv 290.00 psi Maximum Shear * 1 Allowable 5.004 ft Shear 9.000 ft Camber: Reactions... LeftDL 1.48 k Right DL 1.66k 5 ©Left @ Right ©Left @ Center @ Right Max Max 7.3 k 18.1 k 4.73k5.46k 0.000 in 0.063 in0.000 in 4.73k 5.46k \Center Span... Dead Load Deflection -0.042 in ...Location 4.608ft ...Length/Defl 2,564.0 Camber < using 1.5 * D.L. Defl)... @ Center 0.063 in @ Left 0.000 in @ Right 0.000 in Total Load -0.141 in 4.608 ft 765.70 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job # 05.09 Date: 3:18PM, 16 MAR 05 Rev: 560100 User: KW-0605399. Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:FLOOR FRAMING Description FB11 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Cf 1.000 Rb 0.000 Max Moment ©Center 15.98 k-ft @ Left Support 0.00 k-ft @ Right Support 0.00 k-ft Shear Analysis @ Left Support Design Shear 6.20 k Area Required 21.395 in2 Fv: Allowable 290.00 psi Bearing @ Supports Max. Left Reaction 4.73 k Max. Right Reaction 5.46 k Sxx 123.389 in3 Area 62.344 in2 Cl 0.000 Sxx Req'd Allowable fb 66.13 in3 2,900.00 psi 0.00 in3 2,900.00 psi 0.00 in3 2,900.00 psi @ Right Support 7.29k 25.154 in2 290.00 psi Bearing Length Req'd 1 .387 in Bearing Length Req'd 1.600 in Query Values M, V, & D @ Specified Locations @ Center Span Location = 0.00 @ Right Cant. Location = 0.00 @ Left Cant. Location = 0.00 Moment ft 0.00 k-ft ft 0.00 k-ft ft 0.00 k-ft Shear Deflection 4.73 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Sketch & Diagram "Wiuiuumuuuum T wiuumw 14.38 mil «°*» 11 is & 6.38 | 'C 3.2D1 i 1.6D -^1 5 QJQO. ^ t i i i • i i iL-^^^^^fc- 1 11 ^^^^^^^KL ! . ^^^^^^^^^^^L l^^^^^^^^^^^^fek Q&^ijJ 2.07 3.38 4.48 4.30 rf.28 1.19 ^T.10 \ Location Tftl Rmax = 4.7k Vmax @ left = 4.7k Rmax = S.S* Vmax ® rt = 5.6k 0.0 Hcaflcai-tinn Location E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:FLOOR FRAMING Description FB12 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name Prllm : 5.25x1 1 .875 Beam Width 5.250 in Beam Depth 1 1 .875 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - Ma Fb Base Allow Fv Allow Fc Allow E 10.00ft Lu ft Lu ft Lu ;Millan, Para I lam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00ft 0.00ft 0.00ft Trapezoidal Loads | #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 76.00 #/ft LL(£ 76.00 #/ft LL(£ 200.00 #/ft LL(£ 200.00 #/ft LL« gLeft 8 Right &Left 3 Right 64.00 #/ft Start Loc 64.00 #/ft End Loc 64.00 #/ft Start Loc 64.00 #/ft End Loc 0.000 ft 6.000 ft 6.000 ft 10.000 ft Point Loads | Dead Load 2,200.0 Ibs Live Load 2,700.0 Ibs ...distance 6.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft Ibs Ebs 0.000 ft Ibs Ibs 0.000ft 1 Summary | Span= 10.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,381. 14 psi Fb 2,900.00 psi = 5.250in x Depth = 11.875in, Ends are Pin-Pin 0.476 : 1 14.2 k-ft 29.8 k-ft 14.20 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 29.82 fv 92.37 psi Fv 290.00 psi Maximum Shear * 1 6.000 ft 10.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 1.43 k 2.17k .5 @Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 5.8 k 18.1 k 2.83k 4.11k 0.000 in 0.1 07 in 0.000 in 2.83k 4.11k Deflections j Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5 @ Center @Left @ Right Dead Load -0.072 in 5.280 ft 1,676.0 D.L. Den)... 0.107 in 0.000 in 0.000 in Total Load -0.144 in 5.240 ft 831.63 Left Cantilever- Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solaria Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Date: Job # 05.09 3:18PM, 16 MAR 05 Scope:Structural Gales Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c>1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55fr)nes.ecw:FLOOR FRAMING Description FB12 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft Sxx 123.389 in3 Area 0.000 Cl 0.000 Max Moment Sxx Req'd 14.20 k-ft 58.76 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 4.02 k 5.76 k 13.866 in2 19.859 in2 290.00 psi 290.00 psi 2.83 k Bearing Length Req'd 4.11 k Bearing Length Req'd 62.344 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.829 in 1.203 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft © Left Cant. Location = 0.00 ft 0.00 k-ft Shear 2.83k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Rmax = 2.8k Vmaxffl lsft = 2.flk 0.96 107 2.07 3.08 4.08 9.08 6.90 7.09 0.00 10.0 Location (ft! E.A.D., inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Date: Job # 05.09 3:18PM, 16 MAR 05 Scope:Structural Gales Rev: 560100User KW-0605399, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec5S\jones.ecw:FLOOR FRAMING Description FB13 Calculations are designed to 1997 NDS and 1997 UBC Requirements!General Information Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density 5.250 in 11. 875 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span 14.00ft Lu Right Cantilever ft Lu Truss Joist- MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right 160.00 #/ft 160.00 #/ft 50.00 #/ft 50.00 #/ft 160.00 #/ft 160.00 #ffi LL @ Left LL @ Right LL @ Left LL @ Right LL @ Left LL @ Right 32.00 #/ft 32.00 #/fl #ffi #/ft 32.00 #/ft 32.00 #/ft Start Loc End Loc Start Loc End Loc Start Loc End Loc 0.000 ft 2.000 ft 2.000 ft 8.000 ft 8.000 ft 14.000 ft Point Loads Dead Load 320.0 Ibs Live Load 224.0 Ibs ...distance 2.000ft 1 Summary | Span= 14.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max@ Left Support Max @ Right Support Max. M allow fb 836.55 psi Fb 2,900.00 psi Deflections 600.0 Ibs 320.0 Ibs 507.0 Ibs 224.0 Ibs 6.000ft 8.000ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft = 5.250in x Depth = 11.875in, Ends are Pin-Pin 0.288 ; 1 8.6 k-ft 29.8 k-ft Maximum Shear Allowable 8.60 k-ft at 6.048ft Shear: 0.00 k-ft at 0.000ft 0.00 k-ft 0.00 k-ft 29.82 fv 48.83 psi Fv 290.00 psi Camber: Reactions... LeftDL 1.55 k Right DL 1.47k *1.5 @Left @ Right ©Left ©Center @ Right Max Max Beam Design OK 3.0 k 18.1 k 2.23k 2.00k 0.000 in 0.203 in 0.000 in 2.23k 2.00k I Center Span... Defection ...Location ...Length/Defl Dead Load -0.135 in 7.000 ft 1,243.4 Total Load -0.197 in 6.944ft 850.74 Camber ( using 1.5 * D.L. Defl)... @ Center 0.203 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job #05.09 Date: 3:18PM, 16 MAR 05 Rev: 560100 User: KW-0605399. Ver 5.6.1. 25-Oct-2002 (cH 983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:VecS5\jones.ecw:FLOOR FRAMING Description FB13 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb 0.000 0.000 Ft Max Moment @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 8.60 0.00 0.00 k-ft k-ft k-ft @ Left Support 3.04 10.496 290.00 2.23 2.00 k in2 psi k k Sxx 123.389 in3 Cl 0.000 Sxx Reo'd 35.59 in3 0.00 In3 0.00 in3 @ Right Support 2.71 k 9.330 in2 290.00 psi Area 62.344 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Bearing Length Req'd 0.652 in Bearing Length Req'd 0.586 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 2.23 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Sketch & Diagram 1f444| 11 102*11wrtruuuuiuu T Tl?9*fnlajJoll 111'"Wl f 1 ! 1111111111ilHHtHi ^ 4.30 _ tiiaam 2_58 _ S 1-72 —£ 0.80 -^ 1 s 041D; 1 i LJ m fljjd^^ , ,1 1 .d^^^^B^ 1 iJ^^^^^^^^^^hL 1 ^™" ™ "™™"™™^- 'Jl^ _^^ —•¥•¥•¥•¥•¥••¥•••¥••1^ -TSS ^.70 i.10 i.57 (J.07 8.38 SJ.78 1^.10 li.59 1 RpnHInn Mnmontc Location fftl Dmax = -0.197in Rmax 12.2k Vmax ® left = 2.2k Rmax * 2.0k Vmax @ rt * 2.0k 14.0 Ptpf lariinn Locertion fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Sofana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page c:\ec5S^jones.ecw:FLOOR FRAMING Description FB14 Calculations are designed to 1997 NDS and 1997 UBC Requirements IGeneral Information Section Name Prllm: 5.2s*ii.a7S Beam Width Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.250 in 11. 875 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span 4.00ft Lu Truss Joist- MacMillan, Parailam 2.QE Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 50.00 #/ftmm LL LL LL #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance 3,600.0 Ibs 2,700.0 Ibs 1.500ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft 1 Summary | Span= 4.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 585. 14 psi Fb 2,900.00 psi Deflections = 5.250inx Depth = 1 1 ,875in, 0.332 ; 1 6.0 k-ft 29.8 k-ft 6.02 k-ft at 1 0.00 k-ft at 4 0.00 k-ft 0.00 k-ft 29.82 fv 96.31 psi Fv 290.00 psi Ends are Pin-Pin Maximum Shear * 1 504ft 000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 2.38 k 1.48k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 6.0 k 18.1 k 4.07k 2.49k 0.000 in 0.008 in 0.000 in 4.07k 2.49k 1 Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5 @ Center ©Left © Right Dead Load -0.005 in 1.872ft 8,796.5 D.L. Defl)... 0.008 in 0.000 in 0.000 in Total Load -0.009 in 1.856ft 5,127.07 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User; KW-0605399. Ver 5.6.1. 25-Ocl-2002 fc)19S3-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jQnes.ecw:FLOOR FRAMING Description FB14 Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le 0.000ft Sxx 123.389 in3 Area Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd 6.02 k-ft 24.90 in3 0.00 k-ft 0.00 In3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 6.00 k 3.64 k 20.705 in2 12.558 in2 290.00 psi 290.00 psi 4.07 k Bearing Length Req'd 2.49 k Bearing Length Req'd 62.344 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.191 in 0.730 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft (ffi Left Cant. Location = 0.00 ft 0.00 k-ft Shear 4.07k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram i Dmax = -0.0091n Rmax = 4.1k Vmaxffl left = 4.1k Rmax = 2.5k Vmax Q) ft • 2.5k i.Oi lur-tinn Location (ftl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title : Jones Dsgnr: pwm Description : Engineering Date: Job # 05.09 3:1 8PM, 16 MAR 05 Scope:Structural Gates Rev: 560100 User: KW-0605399. Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:FLOOR FRAMING Description FB15 Calculations are designed to 1997 NDS and 1997 UBC Requirements IGeneral Information Beam Width Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 11. 250 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir- Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 10.00ft ..ft ..ft .. 1,000.0 psi 95.0 psi 625.0 psi 1, 700.0 ksi ...Lu ...Lu . ..Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 95.00 #/ft #/ft #/ft LL LL LL 80.00 #ffi #/ft #ffi (Summary | Span= 10.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max ©Right Support Max. M allow fb 373.33 psi Fb 1,100.00 psi = 3.500in x Depth = 1 1 .25in, Ends are Pin-Pin 0.339 ; 1 2.3 k-ft 6.8 k-ft 2.30 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 6.77 fv 28.56 psi Fv 95.00 psi Maximum Shear* 1 Allowable 5.000ft 10.000 ft Reactions... LeftDL Right DL Shear: Camber: 0.52 k 0.52k 5 ©Left @ Right ©Left ©Center @ Right Max Max Beam Design OK 1.1 k 3.7 k 0.92k 0.92k 0.000 in 0.050 in 0.000 in 0.92k 0.92k Deflections | Center Span... Dead Load Deflection -0.033 in ...Location 5.000 ft ...Length/Defl 3,629.2 Camber (using 1.5 * D.L. Defl)... © Center 0.050 in © Left 0.000 in © Right 0.000 in Total Load -0.059 in 5.000 ft 2,049.16 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Totai Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 33.438 Le Cf 1.100 Rb @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 2.30 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.12 k 11.837 in2 95.00 psi 0.92 k 0.92 k Sxx 73.828 in3 Cl 0.000 Sxx Rea'd 25.06 in3 0.00 in3 0.00 in3 @ Right Support 1.12k 11.837in2 95.00 psi Bearing Length Req'd Bearing Length Req'd Area 39.375 in2 Allowable fb 1,100.00 psi 1,100.00 psi 1,100.00 psi 0.420 in 0.420 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399. Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec5gjones.ecw:FLOOR FRAMING Description FB15 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00ft 0.00 k-ft © Left Cant. Location - 0.00 ft 0.00 k-ft Shear 0.92k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dmax = -O.OSBin Rmax = 0.9k Vmax 18 left = 0.9k Rmax = 0.9k Vmax @ ft * 0.9k .00 10.0 Hof i Location ffll E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title : Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399. Ver 5.6.1, 25-Oct-2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:FLOOR FRAMING Description FB16 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name Prilm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11. 875 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1 .000 Beam End Fixity Pin-Pin Wood Density 32.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 16.00ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00ft 0.00 ft 0.00 ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 23.00 #ffi LL #/ft LL #/ft LL 60.00 #/ft #/ft #/ft Summary Span= 16.00ft. Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 430.57 psi Fb 2,900.00 psi Deflections = 3.500in x Depth = 1 1 .875in, Ends are Pin-Pin 0.148 : 1 3.0 k-ft 19.9 k-ft 2.95 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 19.88 fv 23.43 psi Fv 290.00 psi Maximum Shear * 1 Allowable 8.000ft 0.000 ft Reactions... LeftDL Right DL Shear: Camber: 0.26 k 0.26k 5 ©Left @ Right @Left @ Center @ Right Max Max 1.0 k 12.1 k 0.74k 0.74k 0.000 in 0.073 in 0.000 in 0.74k 0.74k 1 Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center ©Left © Right Dead Load -0.049 in 8.000 ft 3,945.7 Defl ) ... 0.073 in 0.000 in 0.000 in Total Load Left Cantilever... -0.139 in Deflection 8.000 ft ...Length/Defl 1,379.01 Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs j Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Maj^Moment 2.95 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.97k 3.359 in2 290.00 psi 0.74k 0.74 k Sxx 82.259 in3 Area 41.563 in2 Cl 0.000 Sxx Reo'd 12.21 in3 0.00 in3 0.00 in3 @ Right Support 0.97k 3.359 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.324 In 0.324 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:18PM, 16 MAR 05 Scope:Structural Calcs 13 Rev: 560100User: KW-0605399. Ver 5.6.1, 25-Oct-2002(c}1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55\jones.ecw:FLOOR FRAMING Description FB16 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 0.74k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 In Sketch & Diagram Rmax = 0.7k Vmax ® teft« o.7k Rmax = o.7k Vmax a rt = 0.7k rtdf lartinn Location fftl E.A.D., Inc. 380 Stevens Ave., Suite 307 So I an a Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job # 05.09 Date: 3:57PM, 16 MAR 05 Rev: 560100 User KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:CRAWL SPACE Description FB17 General Information Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 5.500 in 11. 500 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir -Larch, Fb Base Allow Fv Allow Fc Allow E 8.00ft Lu ft Lu ft Lu No.1 1,350.0 psi 85.0 psi 625.0 psi 1, 600.0 ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads | Center Left Cantilever Right Cantilever DL DL DL 1 20.00 #/ft LL #ffi LL #ffi LL 400.00 #/ft #/ft #/ft 1 Summary | Span= 8.00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 422.91 psi Fb 1,350.00 psi = 5.500inx Depth = 11. 5in, 0.458 : 1 4.3 k-ft 13.6 k-ft 4.27 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 13.64 fv 38.91 psi Fv 85.00 psi Ends are Pin-Pin Maximum Shear * 1 4.000 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.54 k 0.54k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 2.5 k 5.4 k 2.14k 2.14k 0.000 in 0.01 7 in 0.000 in 2.14k 2.14k Deflections j Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @Left @ Right Stress Calcs Bending Analysis Ck 27.920 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.011 in 4.000 ft 8,666.6 Defl ) ... 0.017 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 4.27 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.46k 28.952 in2 85.00 psi 2.14 k 2.14 k Total Load Left Cantilever... Dead Load Total Load -0.044 in Deflection 0.000 in 0.000 in 4.000 ft ...Length/Defl 0.0 0.0 2,175.45 Rjght Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 I Sxx 121.229 in3 Area 63.250 in2 Cl 0.000 Sxx Reo'd Allowable fb 37.98 in3 1,350.00 psi 0.00 in3 1,350.00 psi 0.00 in3 1,350.00 psi @ Right Support 2.46k 28.952 in2 85.00 psi Bearing Length Req'd 0.621 in Bearing Length Req'd 0.621 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Gales Job # 05.09 Data: 3:57PM, 16 MAR 05 Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (0)1963-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec55Sones.ecw:CRAWI- SPACE Description FB17 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.14k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram 7.20 8.0 rtinn Location (ft) E.A.D., Inc. 380 Stevens Ave., Suite 307 Solaria Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:57PM, 16 MAR 05 Scope :Structural Gales Rev: 560100User: KW-0605399. Ver 5.6.1, 25-Oct-2002(C)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jonas.ecw:CRAWL SPACE Description FB18 Calculations are designed to 1997 NDS and 1997 UBC Requirements IGeneral Information Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 11. 500 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No Fb Base Allow Fv Allow Fc Allow E 9.00ft Lu ft Lu ft Lu 1 1,350.0 psi 85.0 psi 625.0 psi 1 ,600.0 ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads \ Center Left Cantilever Right Cantilever DL DL DL 15.00#ft LL #/ft LL #/ft LL 53.00 #/ft #ffi #ffi Point Loads Dead Load 852.0 Ibs Live Load 2,840.0 ibs ...distance 6.000ft 1 Summary | Span= 9.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 801 .38 psi Fb 1,350.00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0.000 ft 0.000ft = 5.500in x Depth = 1 1 -5in, 0.768 : 1 8.1 k-ft 13.6 k-ft 8. 10 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 13.64 fv 65.31 psi Fv 85.00 psi Ends are Pin-Pin Maximum Shear 5.976 ft9.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.41 k 0.70k *1.5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 4.1 k 5.4 k 1.60k 2.83k 0.000 in 0.032 in 0.000 in 1.60k 2.83k l Center Span... Dead Load Deflection -0.021 in ...Location 4.824ft ...Length/Defl 5,128.2 Camber (using 1.5 * D.L. Defl )... @ Center 0.032 in @ Left 0.000 in @ Right 0.000 in Total Load -0.085 in 4.860 ft 1,263.22 Left Cantilever... Deflection ...Length/Defi Right Cantilever... Deflection ...Length/Defl Dead Load O.OOQ in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Slovens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Scope: Structural Calcs Job # 05.09 Date: 3:57PM, 16 MAR 05 Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:tec55\jone5.ecw:CRAWL SPACE Description FB18 Stress Calcs Bending Analysis Ck 27.920 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft Sxx 121.229 in3 Area 0.000 Cl 0.000 Max Moment Sxx Req'd 8.10 k-ft 71.96 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 2.28 k 4.13 k 26.878 in2 48.596 in2 85.00 psi 85.00 psi 1.60 k Bearing Length Req'd 2.83 k Bearing Length Req'd 63.250 in2 Allowablejfb 1,350.00 psi 1,350.00 psi 1,350.00 psi 0.465 in 0.823 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00ft 0.00 k-ft Shear 1.60k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram i Ruiax* 1.6k Vmax a led = 1.6k Rmax = 2.8k Vmax ® rt * 2.8k .77 2.87 3.58 4..18 ! .38 £ .23 7.10 6.10 Location Cfll E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Osgnr: pwm Description: Engineering Job # 05.09 Date: 3:57PM, 16 MAR 05 Scope :Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c}1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:tec55\jones.ecw:CRAWL SPACE Description FB19 General Information Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 5.500 in 11. 500 in Sawn 1.000 Pin-Pin 32.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 9.00ft Lu ft Lu ft Lu No.1 1,350.0 psi 85.0 psi 625.0 psi 1,600.0ksi 0.00ft 0.00ft 0.00ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 144.00 #/ft LL #/ft LL #/ft LL 480.00 #/ft #/ft #/ft 1 Summary | Span= 9.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 639.48 psi Fb 1,350.00 psi = 5.500inx Depth = 11. Sin, 0.634 ; 1 6.5 k-ft 13.6 k-ft 6.46 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 13.64 fv 53.93 psi Fv 85.00 psi Ends are Pin-Pin Maximum Shear* 1 4.500 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.71 k 0.71 k 5 ©Left @ Right ©Left © Center ©Right Max Max Beam Design OK 3.4 k 5.4 k 2.87k 2.87k 0.000 in 0.031 in 0.000 in 2.87k 2.87k Deflections \ Center Span- Deflection ...Location ...Length/Defl Camber { using 1.5 * D.L. @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 27.920 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.021 in 4.500 ft 5,162.6 Defl ) ... 0.031 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 6.46 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.41 k 40.130 in2 85.00 psi 2.87k 2.87k Total Load Left Cantilever... -0.084 in Deflection 4.500 ft ...Length/Defl 1 ,278.85 Riflnt cantilever... Deflection ...Length/Defl Dead Load TotalLoad 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Sxx 121.229in3 Area 63,250 in2 Cl 0.000 Sxx Reo'd 57.42 in3 0.00 in3 0.00 in3 @ Right Support 3.41 k 40.130 in2 85.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 1,350.00 psi 1,350.00 psi 1,350.00 psi 0.835 In 0.835 in E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 3:57PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User KW-0605399. Ver 5.6.1, 25-OcI-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ecS5\iones.ecw:CRAWL SPACE Description FB19 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0-00 ft 0.00 k-ft Shear 2.87k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dmax * -Q.OMin Rmax = 2.9k Vmax ffl lefl = 2.9k Rmax = 2.9k Vmax ffl rt = 2.9k 0.87 • .77 2.67 3.58 J .*8 5.39 0.29 7.1Q 8.10 Q.O Location fffi E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date; 3:57PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Od-2002 (c}1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55frines.ecw:CRAWL SPACE Description FB20 Calculations are designed to 1997 NDS and 1997 UBC Requirements |General Information Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.25x11.875 5.250 in 11. 875 in Sawn 1.000 Pin-Pin 32.000 pcf Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 15.00ft .. ft . . ft .. Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi ..Lu . .Lu . .Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 14.00 #/ft#m #/ft LL LL LL 53.00 m #ffi #/ft | Point Loads Dead Load 2,400.0 Ibs Live Load 1,600.0 Ibs ...distance 2.000ft 1 Summary | Span= 15.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 776. 16 psi Fb 2,900.00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0 = 5.250in x Depth = 1 1 .875in, Ends are Pin-Pin 0.331 ; 1 8.0 k-ft 29.8 k-ft 7.98 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 29.82 fv 96.1 3 psi Fv 290.00 psi Maximum Shear Allowable 2.040 ft Shear: 0.000 ft Camber: Reactions... LeftDL 2.29 k Right DL 0.53 k *1.5 ©Left @ Right ©Left @ Center @ Right Max Max ibs Ibs Ibs Ibs 000ft 0.000ft Beam Design OK 6.0 k 18.1 k 4.07k 1.14k 0.000 in 0.1 51 in 0.000 in 4.07k 1.14k 1 Center Span... Dead Load Deflection -0.101 in ...Location 6.660ft ...Length/Defl 1,786.3 Camber (using 1.5 * D.L. Defl )... ©Center 0.151 in @ Left 0.000 in @ Right 0.000 in Total Load -0.194 in 6.780 ft 926.08 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr. pwm Description: Engineering Job # 05.09 Date: 3-.57PM, 16 MAR 05 Scope:Structural Gales Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ec5ffljones.ecw:CRAWL SPACE Description FB20 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft Sxx 123.389 in3 Area 62.344 in2 0.000 Cl 0.000 VjajcMoment Sxx Reg'd Allowable fb 7.98 k-ft 33.02 in3 2,900.00 psi 0.00 k-ft 0.00 in3 2,900.00 psi 0.00 k-ft 0.00 in3 2,900.00 psi @ Left Support @ Right Support 5.99k 1.59k 20.666 in2 5.494 in2 290.00 psi 290.00 psi 4.07 k Bearing Length Req'd 1.194 in 1.14k Bearing Length Req'd 0.334 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 4.07 k 0.0000 in @ Right Cant. Location = 0.00ft 0.00 k-ft 0.00k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Sketch & Diagram i «WWWHUUIUUUII T 1 ,«_ _LJM^nuuuuuiuuiuu** s-a — J^ u £'£ _^^^^^^^^^^^^^^^Bb_L i &fllHIHIHhE„,»,„• nt.* d \ .ts ^2&^i*G$a&i .17 d .oe iST^^eisT^i Vmaxffl ten = 4.1k Ronrlinn Mnmont*Location Tftl .15 2.OS , .*Q .00 7.17 (.08 1 .18 11.00 -K .10 15.0 lortlnn Location fttl E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title : Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 4:38PM, 16 MAR 05 Scope:Structural Gales Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\jones.ecw:CRAWL SPACE Description FB21 Calculations are designed to 1997 NDS and 1997 UBC Requirements IGeneral Information Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 11. 500 in Sawn 1.000 Pin-Pin 32.000 pcf Douglas Fir - Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 6.25ft .. ft . . ft . . 1,350.0psi 85.0 psi 625.0 psi 1, 600.0 ksi ...Lu .. .Lu . . .Lu o.oo ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 144.00#ffi #ffi #/ft LL LL LL 480.00 #/ft #/ft #/ft Point Loads Dead Load 2,200.0 Ibs Live Load 1,800.0 Ibs ...distance 3.000ft 1 Summary | Span= 6.25ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 925.57 psi Fb 1,350.00 psi Deflections Ibs Ibs Ibs tbs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft = 5.500in x Depth = 11. Sin, 0.968 ; 1 9.4 k-ft 13.6 k-ft 9.35 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 13.64 fv 82.24 psi Fv 85-00 psi Ends are Pin-Pin Maximum Shear Allowable 3.000 ft Shear: 0.000 ft Camber: Reactions... LeftDL 1.64 k Right DL 1.55k M.5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 5.2 k 5.4 k 4.07k 3.91k 0.000 in 0.033 in 0.000 in 4.07k 3.91k kCenter Span... Dead Load Deflection -0.022 in ...Location 3.100ft ...Length/Defl 3,383.9 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.033 in @ Left 0.000 in @ Right 0.000 in Total Load -0.051 in 3.100 ft 1.467.94 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 4:38PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-OCI-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 c:\ecS5\|ones.ecw:CRAWL SPACE Description FB21 Stress Calcs Bending Analysis Ck 27.920 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 9.35 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5.20 k 61.196 in2 85.00 psi 4.07k 3.91 k Sxx 121.229 in3 Cl 0.000 Sxx Rea'd 83.12 in3 0.00 in3 0.00 in3 @ Right Support 4.96k 58.372 in2 85.00 psi Bearing Length Req'd Bearing Length Req'd Area 63.250 in2 Allowable fb 1,350.00 psi 1,350.00 psi 1,350.00 psi 1.185 in 1.139 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00ft 0.00 k-ft @ Right Cant. Location = 0.00ft 0.00 k-ft @ Left Cant. Location = 0.00ft 0.00 k-ft Shear 4.07k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram Dmax = -0.051 In Vmax ® left = • Rmax = 3.8k Vmax a rt = 3.9k lorlion Location fftl EAD INC irzafysis &L Design PROJECT NAME PROJECT NUMBER ___.£S£??L... PREPARER____^..'.<a_-_ DATE SHEET n# OF ... = fo V ^s/ X.xl-o ^ * w=-. EAD INC. Analysis & Design PROJECTNAME — PROJECT NUMBER PREPARER &_*J?L'. DATE SHEET OF EAD INC. inafysts & Design PROJECT NAME PROJECT NUMBER PREPARER __.&.;$[V DATE SHEET "^^ OF . C//J * -a) = . C//) * . fccr.01 o\ x°i'/2 u 10 x C - . f lo. Bcr- Wr. u> x 2 - EAD INC. Inafysts & Design PROJECT NAME PROJECT NUMBER PREPARER _...£/__A; SHEET n/o OF lur- I Mr \ur- Tt> &XT - 5- -7 liar. EAD INC. inalysis & Design PROJECT NAME PROJECT NUMBER PREPARER ,...gi__ SHEET DATE OF MJ AIL ( 13 ^ . 0| 0 ^ Z t 4- . EAD ING. \nalysis &C Design PROJECT NAME PROJECT NUMBER PREPARER _...£... SHEET DATE OF ALL 4-7 5.99k 2.8fk Q i 4 22.50ft <^ Mmax = 30.75 k-ft at 5.50 ft from toft Dmax = -0.0938 in at 10.77 ft from left Rl = 5.591 k Vmax @ left = 5.591 k Rr = 3.213 k Vmax @rt = 3.213k 2.70k 3 19.00ft o- Mmax = 12.76 k-fl at 8.98 ft from left Dmax * -0.0229 in at 9.32 ft from left Rl-1.421 k Vmax @ left = 1.421 k Rr-1.278k Vmax @rt» 1.278k Analysis & Design PROJECT NAME .\J.O.yS^?. PROJECT NUMBER ...&S&3.... PREPARER &_*&.'_ DATE SHEET SH OF V, * X _L 3? A' 1U * \\fri. * SI - to -t- f f EAD INC. inafyfis & Design PROJECT NAME PROJECT NUMBER PREPARER ._...^L._£L DATE 3j_&z> SHEET &^_. OF _ _.._ /7YP t '• 4-7' y-i ft S f^&W*' fatMjtetf^&fr.* = B1^7lh p H - , SHE ARINALL SCHEDULE A A A A A A / A I MoUrkal 3/0' Struct 1 pbiooct, on* »0flof Mall 1/2' Struct 1 pkp»ood,on» : eld* of Mall S/&' Struct 1 pkMoatone •Id* of wll 3/&1 Struct 1 pkf*?od,on* »lda of MO!) 3/&' Strvct 1 pk**ood,ona •& of Mall 1/2' Struct 1 pluiood, cna etoa of Mall 3/&1 Struct 1 pk^cod Each »la> of wall 1/2' Strvct 1 ply,ply*?od ^ Each *Id« of Mall Bomdart) < •dga nallhg (&Jl4 EKf W at 6" 04. attopplato lOd at 6* or, attopplata W oi 4'ox.- staaoorat ailtfdao* ftdatS'or.- etaaaor at alloc^f W at 2'ox.- rtagaarat all edgoQ \0d at 2'^.- •ta^aarat 01100900 ftd at 3'0£.- stagger at all *3ge« (Od at 2'o^.- ctagqarat adAOOM Ftold nailingm>u Mat 12' oi. lOdat 12' ot. &dat O'o^. fid at Q'o^. Mat 12'ojc. lOdat 12' ot. &dat 12' o^. lOdat I2'o^. Bottom /«Hl plata conrwctlon I6d at ft' o^. I6d at 4' 0£.. 3/&1 DJa x &' long lag bolts at 6" o-c. pr*-arUU»tdL »U*I naetwrs) afl&' Dla x 6' long lag bolU at ft" o&. pr*-oHU»td. 0to«l nathen) 5v15' Pkx x 10- k?ng lag bclU at I61 o^. pr*- drill f«td *td«l Moshdre) 5/B' Pta. x W long lag botte at 16' o^. pr*- drill fetd. stodl Mash0r«} 3/4' Dlo, x 10' long lag botto at 161 o^c. pr*- drill (etd rtd«l na0h0r») 3/4' Pta. x kT long lag botU at fi' o^. pr*-arflU»M. >U«I Mash*r»J Anchor boft *tz« andepachg &»' Pkx e* 46' O.&. S/&' Dkx ot 4fl" o-c. B/S>' Dla ot 32* o^ 5V&' Dta. at 32' a*. 5/B' Pta. at 16' Oi. 5/B* Dta. ot »6' 0£. 3/4" o5a at I61 ot. 9/4' cfcu at ft' ot. AIIOMobto •h*<r 2dOI?yft 340 by ft 430 by ft. S» by ft TSO by ft oTObyft 1110 ty ft rwobyft EAD ING. inalysis & Design PROJECTNAME PROJECT NUMBER PREPARER ...... ^. SHEET DATE OF s qWI* A- A- nw+71 B - lo' L 1)1. "5 BAD INC. & Design PROJECTNAME PROJECT NUMBER PREPARER SHEET DATE OF f2- * F^2- D EAD IN \nalysii & Design PROJECT NAME PROJECT NUMBER PREPARER ....-g.rf?.; DATE SHEET... . W* OF + 7-5' . t EAD INC. tlysts & Design PROJECT NAME PROJECT NUMBER PREPARER &_>#.'. DATE SHEET I feg^M (? o -1- , (-o EAD INC. !•>!''/lie c>-n><.Inafysis & Design PROJECT NAME PROJECT NUMBER PREPARER £ SHEET DATE OF - ,*iC&!*\}} - . T c II1 , f l-4l"x 2.= t- \\ IL 1 o Ai v i\ o i\ Iiff x o $IR ri o< o* I <^ <^> JONES MF1 'NgoUnits~~K2dPlots~~Jeq~MrKs~Hnch' 0 15 E'G 'Alpha''Tp Alphap''Angle 29E6 11.6E6 'Rb'Re''Kpf 'Kff 50000 )INTS Jt N T Cl C2 C3 Jt N T 'Cl''C2 C3 1 3 5 FT 0. 0. 0. 0. 0. 18. 0. 12. 12. 2 4 6 0. 0. 0. 21. 8. 21. 0. 12. 12. IEMBERS 'Jt~~JtGK~NameM~~UblFb''E''GAlphaTheta~RLT'FV_'Kl 'Kn~Rb/Rc1 2 3 4 5 3 6 4 5 6 3 3 3 3 3 W12X40 W12X40 W12X40 W12X40 W12X40 2 2 2 2 2 C C B B B IRAPHICS jnin~Xmax~Ymin~Ymax"'Zmin~ZmaxXp Yp Zp Kp< Title 1.MJ JONES MF1 iUP PORTS-~Jt~ 1 ,OADS ~*Vi i~i"*— J-\— L (J1 JINT T SF ~TC] «" 4 Mag DEAD DEAD •~"Jt T 2 SF LOAD Mag Jt T Mag~~~Jt T Mag rp.j t- "I ,_,J. _L L. -L t: -> Jt'Mag Jt Mag Jt 'Mag Jf Mag 4 ]MBER ZC -.360 ZC -.180 Jt Jt'Da Fa 'Db''Fb' 3 4 5 -OADS 1 'OINT 4 5 6 W"l a "IN. J. o 4 ZD ZD ZD LIVE LIVE LOAD -.300 -.440 -.440 Jt Mag Jt'Mag Jt'Mag Jt Mag 4 EMBER ZC -.360 ZC -.180 Jt Jt'Da Fa 'Db''Fb' 3 4 5 )ADS 4 5 6 ZD ZD ZD -.260 -.400 -.400 4 SEIS SEISMIC LOAD Jt'Mag Jt Mag Jt'Mag Jt Mag 3 .P.MBINE icid D D+L -D+S YC T S S S 1 1 1 2.37 CrLcid~~ . DEAD . DEAD . DEAD 4 YC ~~CrLcid~~ 1. LIVE 1. SEIS 2,.37 ~~CrLcid~~ 6 YC ~~CrLcid~~ 2.37 CrLcid ~CrLc id CrLcid MD+S S .9 DEAD 1. SEIS S .9 DEAD -1. SEIS >L+S S 1. DEAD .75 LIVE .75 SEIS L 1. DEAD 1. LIVE 1. 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"nginccnng STRUCTURAL DESIGN CONSULTANTS inafytis &f. Design PROJECT NAME PROJECT NUMBER PREPARER __&.;A SHEET j& DATE OF -V ^ LL **•LIVE. Mi-l -fi .0 EAD ING. , . . „ .vafysts & Design PROJECTNAME PROJECT NUMBER PREPARER £j. SHEET DATE OF _= °\ - "7 n. EAD INC, inalysis & Design PROJECT NAME PROJECT NUMBER PREPARER _&..&; DATE SHEETOF -I- it- fef , 12" 5- CVV) Ux.3>xloxl.1 w/'/ \ EAD INC. Analysis &C Design PROJECT NAME PROJECT NUMBER PREPARER... .&.. SHEET DATE OF J£ ,i?> feM 11-1 lo.s . so? BAD INC. \nalysis & Design PROJECT NAME PROJECT NUMBER PREPARER ___.£/.:<?_;_____ DATE SHEET 1(&... OF __ > ArUU 2x &&*&& feM- BAD INC. Inafysis & Design PROJECT NAME PROJECT NUMBER ..Q.&Q??! PREPARER_._..^L*Al ... DATE SHEET M OF ... Mp =• E.A.D., Inc. 380 Stevens A vs., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 6:02PM, 16 MAR 05 Scope:Structural Calcs Page T~b c:\ec55\jones.ecw:FOUNDATIONS | Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2Q02(C)1983-2002 ENERCALC Engineering Software Square Footing Design Description FB3 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 4.000 k 3.000 k 0.000 k 4 0.000 psf 1 45.00 pcf 1.000 6.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 2.500 ft 18.00 in 3 5 3.250 2,500.0 psi 60,000.0 psi 1,800.00 psf Reinforcing | Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 14.438 in 0.0033 0.0000 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.243 in2 0.606 in2 0.0014 1 Summary 1 2.50ft square x 18.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 3- #5 bars 1,337.50 psf 1,800.00 psf 1,337.50 psf 1,800.00 psf 1.01 k-ft/ft 23.43 k-ft / ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 4 #4's 2 #5's 2 #7's 1 #8's Footing 0.00 psi 85.00 psi 5.72 psi 170.00 psi OK 2 #6's 1 #9's 1 #10'S E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title : Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 6:02PM, 16 MAR 05 Scope:Structural Calcs Page T~k jjgcSgjones.ecw:FOUNDATIONS j Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c}1983-2002 ENERCALC Engineering Software Square Footing Design Description FB4 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 4.500 k 5.890 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 6.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 3.000 ft 18.00 in 4 5 3.250 2,500.0 psi 60,000.0 psi 1,800.00 psf Reinforcing | Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 14.438 in 0.0033 0.0001 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.243 in2 0.728 in2 0.0014 1 Summary I 3.00ft square x 18.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 4- #5 bars 1,371. 94 psf 1,800.00 psf 1,371. 94 psf 1 ,800.00 psf 1.65k-ft/ft 25.95 k-tt / ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 4 #4's 3 #5's 2 #7's 1 #8's Footing 0.57 psi 85.00 psi 10,94 psi 170.00 psi OK 2 #6'S 1 #9's 1 #10's E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description : Engineering Job # 05.09 Date: 6:03PM, 16 MAR 05 II6 Scope :Structural Calcs Page 1~| c:\ecS5\jofies.acw:FOUNDATIONS | Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 {C)1983-2002 ENERCALC Engineering Software Square Footing Design Description FB10 ffVD General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 7.900 k 9.200 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 6.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 4.000 ft 18.00 in 5 5 3.250 2,500.0 psi 60,000.0 psi 1,800.00 psf Reinforcing | Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Win. Reinf % to Req'd 14.438 in 0.0033 0.0003 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.243 in2 0.970 in2 0.0014 1 Summary 1 4.00ft square x 1 S.Oin thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 5- #5 bars 1,286.25 psf 1,800.00 psf 1,286.25 psf 1,800.00 psf 3.02 k-ft/ft 24.38 k-ft / ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 5 #4's 4 #5's 2 #7's 2 #8's Footing 6.23 psi 85.00 psi 21. 90 psi 170.00 psi OK 3 #6'S 1 #9's 1 #10's E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 6:03PM, 16 MAR 05 I! Scope:Structural Calcs Rev; 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (CJ1983-2002 ENERCALC Engineering Software Square Footing Design Page c:\ec55\jones.ecw:FOUNDATIONS Description FB17 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Win. Reinf % to Req'd Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 1.000k 3.200 k 0.000 k 4 0.000 psf 1 45.00 pcf 1.000 6.00 in 14.438 in 0.0033 0.0000 in2 0.0014 % Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf 2.000 ft 18.00 in 3 5 3.250 2,500.0 psi 60,000.0 psi 1,800.00 psf 0.243 in2 0.485 in2 0.0014 I 1 Summary | 2.00ft square x 18.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 3- #5 bars 1,267.50 psf 1,800.00 psf 1,267.50 psf 1,800.00 psf 0.57 k-ft / ft 29.06 k-ft / ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn'Phi : Allow Two-Way Alternate Rebar Selections... 3 #4's 2 #5's 1 #7's 1 #8's Footing 0.00 psi 85.00 psi 1.88 psi 170.00 psi 2 #6's OK 1 #9's 1 #10's E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 6:03PM, 16 MAR 05 Scope:Structural Gates Rev: 560100User: KW-0605399, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Square Footing Design Page 1 c:\ec55\jones.ecw:FOUNDATIONS Description FB19 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 4.300 k 6.500k 0.000 k 4 0.000 psf 145.00 pcf 1.000 6.00 in 14.438 in 0.0033 0.0002 in2 0.0014 % Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf 3.000 ft 18.00 in 4 5 3.250 2,500.0 psi 60.000.0 psi 1,800.00 psf 0.243 in2 0.728 in2 0.0014 I 1 Summary | 3.00ft square x 18.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 4- #5 bars 1,417.50 psf 1,800.00 psf 1,417.50 psf 1,800.00 psf 1.72k-ft/ft 25.95 k-ft / ft Vu : Actual One-Way Vn'Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 4 #4's 3 #5's 2 #7's 1 #8's Footing 0.60 psi 85.00 psi 1 1 .38 psi 170.00 psi OK 2 #6's 1 #9's 1 #10's E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 6:03PM, 16 MAR 05 Scope:Structural Gales Pagei| c:\ec55\jones.ecw:FOUHDATIONS | Rev: 560100 User: KW-0605399, Ver 5.6.1. 25-Oct-2002 (C)1983-2002 ENERCALC Engineering Software Square Footing Design Description FB21 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Calculations are designed to ACI 318-95 and 1997 UBC Requirements jj 2.000 k 4.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 6.00 in 14.438 in 0.0033 0.0000 in2 0.0014 % Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc f=y Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf 2.500 ft 18.00 in 4 5 3.250 2,500.0 psl 60,000.0 psi 1,800.00 psf 0.243 in2 0.606 in2 0.0014 \ 1 Summary I 2.50ft square x 18.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 4- #5 bars 1,177.50 psf 1,800.00 psf 1,177.50 psf 1,800.00 psf 0.92 k-ft / ft 30.92 k-ft / ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn'Phi : Allow Two-Way Alternate Rebar Selections... 4 #4's 2 #5's 2 #7's 1 #8's Footing 0.00 psi 85.00 psi 5.22 psi 170.00 psi OK 2 #6's 1 #9'S 1 #10's E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 \ Date: 6:09PM, 16 MAR 05 Scope:Structural Gales Rev: 560100User: KW-0605399. Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c:\ecS5\jones.ecw:FOUNDATIQNS Description TYP. STRIP FTG. General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 1,800.0 psf Dimensions... 1.000 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % 1.500ft 1.000ft 18.00 in 6.00 in 12.00 in 0.000 in 0.0014 Rebar Center To Edge Distance 3.50 in Loads | Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments- Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 0.830 k 0.820 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ...ecc along X-X Axis ...ecc along Y-Y Axis 0.000 in 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k | Summary | 1 .50ft x 1 .00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y* Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio , 18.0in Thick, DL+LL 1,317.5 1,800.0 0.000 in 0.000 in No Overturning No Overturning w/ Column Support DL+LL+ST 1,31 7.5 psf 1,800.0 psf 0.000 in 0.000 in 1.500:1 6.00 x 12.00inxO.Oin Footing Design OK high Actual Allowable MaxMu Required Steel Area Shear Stresses.... 1-Way 2-Way 0.213 k-ft per ft 0.244 in2 per ft Vu Vn * Phi 0.000 85.000 psi 0.000 170.000 psi Footing Design j Shear Forces Two-Way Shear One-Way Shears. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Lett Mu @ Right Mu @ Top Mu @ Bottom 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi i9-1 0.21 k-ft 0.21 k-ft 0.00 k-ft 0.00 k-ft ACI 9-2 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi ACI 9-2 0.19k-ft 0.19 k-ft 0.00 k-ft 0.00 k-ft ACI9-3 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi ACI 9-3 0.06 k-ft 0.06 k-ft 0.00 k-ft 0.00 k-ft Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 1.1 psi 1.1 psi 0.0 psi 0.0 psi As Rea'd 0.24 in2 per ft 0.24 in2 per ft 0.02 in2 per ft 0.02 in2 per ft E.A.D., Inc. 380 Stevens Ave., Suite 307 Solana Beach, Ca 92075 Title: Jones Dsgnr: pwm Description: Engineering Job # 05.09 Date: 6:09PM, 16 MAR 05 Scope:Structural Calcs Rev: 560100 User: KW-0605399, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c:Vec5gjones.ecw:FOUNDATIONS Description TYP. STRIP FTG. Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left 1.317.50 1,317.50 2,008.50 1,844.50 693.75 Right 1,317.50 1,317.50 2,008.50 1,844.50 693.75 Top 1,317.50 1,317.50 2,008.50 1,844.50 693.75 Bottom 1,317.50 psf 1,317.50 psf 2,008.50 psf 1,844.50 psf 693.75 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL AC! 9-1 & 9-2 ST ....seismic = ST* 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7n1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ALLIED EARTH TECHNOLOGY P.O.BOX 1932 -EL CAJON, CALIFORNIA 92022-1932 TELEPHONED 19)447-4747 ROBERT CHAN, RE, SOIL INVESTIGATION PROPOSED RESIDENTIAL BUILDING SITE 165 SYCAMORE AVENUE CARLSBAD, CALIFORNIA FOR MR- GERALD JONES ARCHITURA PROJECT ARCHITECT PROJECT NO. 04-1106E6 FEBRUARY 10,2005 ALLIED EARTH TECHNOLOGY P.O.BOX 1932 »EL CAJON, CALIFORNIA 92022-1932 TELEPHONED 19)447-4747 ROBERT CHAN, RE.February 10, 2005 Architura P.O. Box 2466 Carlsbad, CA 92018 Subject:Project No.04-1106E6 Soil Investigation Proposed Residential Building Site 165 Sycamore Avenue Carlsbad, California Gentlemen: In accordance with your request and authorization, we have completed the soil investigation for the proposed residential building site on subject property, more specifically referred to as being Lot 12 in Block B of Palisades, according to Map thereof No. 1747, (Assessor's Parcel No. 204-122-02-00), in the City of Carlsbad, State of California. We are pleased to submit the accompanying soil investigation report to present our findings, conclusions and recommendations relative to the safe and economical development of the project site. The soil investigation was conducted under the supervision of the undersigned. The scope of our investigation included field exploration, laboratory testing and soil engineering analysis. No adverse soil conditions were encountered which would prohibit the development of the site. This opportunity to be of service is sincerely appreciated. Should you have any questions regarding this report, please do not hesitate to contact our office. lifted, TECHNOLOGY ,P.E. TABLE OF CONTENTS Page No. INTRODUCTION 1 DESCRIPTION OF PROJECT ; 1 SCOPE OF WORK 1 FIELD INVESTIGATION 2 LABORATORY TESTS 3 SITE DESCRIPTION 3 SITE GEOLOGY AND SUBSURFACE SOIL CONDITIONS 4 GROUNDWATER 4 TECTONIC SETTING , 4 GEOLOGIC HAZARDS Groundshaking 5 Liquefaction Potential 5 Landslides 5 FINDINGS, CONCLUSIONS AND RECOMMENDATIONS General 5 Expansion Indices of On-Site Soils 6 Sulfate Content of On-Site Soils 6 Grading 7 Foundation and Slab Design R Concrete Flatwork 9 Retaining Wall Design 9 Lateral Loading 10 TABLE OF CONTENTS (Cont'nd) UBC Seismic Coefficients 10 Backfill Over Utility Trenches 11 Surface Drainage and Maintenance 11 Grading and Foundation Plan Review 11 LIMITATION AND UNIFORMITY OF CONDITIONS 12 Figure No. I - Site Location Map Figure No. 2 - Approximate Location of Exploratory Borings Figure Nos. 3 to 4, inclusive - Boring Log Sheet Appendix I - General Grading and Earthwork Specifications Appendix II - Laboratory Tests ALLIED EARTH TECHNOLOGY P.O.BOX 1932 -EL CAJON, CALIFORNIA 92022-1932 TELEPHONED! 9)447-4747 ROBERT CHAN, RE. February 10,2005 SOIL INVESTIGATION INTRODUCTION This report presents the findings and conclusions of a soil investigation conducted at the site of a proposed single-family residence located at 165 Sycamore Avenue, in the City of Carlsbad, State of California. Subject property is more specifically referred to as being Lot 12 in Block 8 of Palisades according to Map thereof No. 1747 (Assessor's Parcel No. 204-122-12-00). The location of the property is shown on Figure No. 1, entitled, "Site Location Map". DESCRIPTION OF PROJECT It is our understanding that the existing single-family residence and detached garage on the site are to be demolished to accommodate the proposed development, which will consist of a two-story residence. SCOPE OF WORK The objectives of the investigation were to inspect and determine the subsurface soil Project No. 04-1106E6 Architura 02/10/05 Page 2 165 Sycamore Avenue conditions and certain physical engineering properties of the soils beneath the site, and to evaluate any potential adverse geotechnical conditions that could affect the proposed project, in order that engineering recommendations could be presented relative to the safe and economical development as presented proposed. In order to accomplish these objectives, a total of two exploratory borings were excavated, and inspected, and representative samples of the subsurface soils were collected for laboratory testing and analysis. The data derived from the field observations and laboratory test results were reviewed and analyzed, and a summary of our preliminary findings, opinions and recommendations is presented in this report. FIELD INVESTIGATION The field exploratory phase of our investigation was performed on December 27,2004, and involved a reconnaissance of the site, and the excavation of two exploratory borings with a portable continuous flight auger. The exploratory borings were drilled at various locations on the site where the most useful information relative to subsurface soil conditions may be obtained. The exploratory borings were drilled to a depth of 6.0 feet below existing ground surface. The location of the exploratory borings is shown on Figure No. 2, entitled, "Approximate Location of Exploratory Borings'*. The drilling operation was performed under the direction of our field personnel, and a Project No. 04-1106E6 Architura 02/10/05 Page 3 165 Sycamore Avenue continuous log of soil types encountered in the exploratory borings was recorded at the time of excavation, and is shown on Figure Nos. 3 to 4, inclusive, each entitled, "Boring Log Sheet". The soils were visually and texturally classified by the field identification procedures set forth on the Unified Soil Classification Chart. The in-situ densities of the soils encountered were determined at various depths with a Triggs penetrometer. LABORATORY TESTS The samples collected during our field investigation were subjected to various tests in the laboratory to evaluate their engineering characteristics. The tests were performed in accordance with current A.S.T.M. testing standards or other regulatory agency testing procedures. A summary of the tests that were performed and the final test results are presented in Appendix II hereto. The tests that were performed included determinations of the maximum dry densities and optimum moisture contents, the sulfate content, as well as the Expansion Indices of the soils encountered. SITE DESCRIPTION The property consists of a rectangular-shaped lot of approxiatmely 4,375 square feet, located on the south side of Sycamore Avenue, east of Carlsbad Avenue. The single story residence and detached garage on the site are to be demolished to accommodate the proposed development. The site relatively level, with drainage in a northerly direction into Sycamore Avenue. Project No. 04-1106E6 Architura 02/10/05 Page 4 165 Sycamore Avenue SITE GEOLOGY AND SUBSURFACE SOIL CONDITIONS A review of available Geologic Maps indicate that the general area is underlain by the Quaternary-age terrace deposits. On subject property, the terrace deposits were encountered in the form of medium dense to dense, silty fine sands. These terrace deposits were overlain by a 12-inch layer of topsoils; consisting of loose dark brown fine sands. GROUNDWATER No groundwater was encountered in the exploratory borings to the maximum depth of exploration at 6.0 feet. TECTONIC SETTING No evidence of faulting was noted during our surface reconnaissance of the site and general area. A review of available geologic literature did not reveal any major faulting in the area. It should be noted that much of Southern California, including the City of Carlsbad area, is characterized by a series of Quaternary-age fault zones which typically strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. A review of available geologic maps indicate that the subject property is approximately 38.2 km (23.9 miles) southwest of the active Elsinore/Julian Fault zone (Type A Fault), and Project No. 04-1106E6 Architura 02/10/05 Page 5 165 Sycamore Avenue 8.8 km (5.5 miles) north of the active Rose Canyon Fault Zone (Type B Fault). GEOLOGIC HAZARDS Groundshaking The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the active fault zones mentioned above. For seismic design purposes, soil parameters per the 1997 edition of the Uniform Building Code were determined using the UBCSEIS Program, and presented hereinafter. Liquefaction Potential In consideration of the competent natural soils underlying the site, and the absence of high groundwater level, it is our opinion that soil liquefaction does not present a significant geotechnical hazard to the proposed site development. Landslides Review of available geologic maps of the area and site observations did not reveal signs of any ancient landslides. The terrain of the general area is relatively level, and the potential for landslides on subject and adjacent properties is considered minimal. FINDINGS, CONCLUSIONS AND RECOMMENDATIONS General 1. Based on the results of the investigation, it our opinions that the currently proposed site development is feasible from a geotechnical engineering standpoint, provided that the Project No. 04-1106E6 Architura 02/10/05 Page 6 165 Sycamore Avenue recommendations presented in this report are incorporated into the design plan(s) and are properly implemented during the construction phase. 2. It is noted that some of the recommendations may have to be modified and supplemental recommendations may have to be presented, depending on the actual subsurface conditions encountered during construction. 3. All of the soils encountered on the site are suitable for use as supporting materials for proposed structure, provided that the recommendations contained herein are followed. Expansion Indices of On-Site Soils 4. The soils encountered on the site possess low expansion potential (Expansion Index = 28). Sulfate Content of On-Site Soils 5. Laboratory test results indicate that soils encountered are subject to moderate sulfate exposure (sulfate content of 350 ppm). It is recommended that the requirements of concrete exposed to sulfate-containing solutions as presented in Table 19 A-43 of the Uniform Building Code be followed. Project No. 04-1106E6 Architura 02/10/05 Page 7 165 Sycamore Avenue Grading 6. H is recommended that the earthwork be accomplished in accordance with the Grading Ordinance of the City of Carlsbad , UBC Chapter A33, Appendix I attached hereto, entitled, "General Grading and Earthwork Spedficalions", and- . recommendations as presented in this Section. 7. Where the recommendations of this Section of the report conflict with those of Appendix I, this Section of the report takes precedence. 8. Grading operation should begin with the demolition of the existing structures, and clearing and grubbing of the site. All debris should be hauled away and disposed ofoffsile. 9. After clearing and grubbing of the site is completed, it is recommended that the upper 24 inches of the existing soils on the site be removed. These upper soils consist of topsoils or soils disturbed by the removal of the footings of the existing structure. The bottom of the excavation should be scarified to a depth of 8 inches; the removed soils properly moistened, and uniformly recompactcd to at least 00 percent of maximum dry density prior to the placement of any additional fill soils. 10. All fill soils should be properly moistened, placed in layers and compacted until proposed grade elevations are reached. The layers of fill should not exceed 8 Project No. 04-1106E6 Architura 02/10/05 Page 8 165 Sycamore Avenue inches Tor adequate bonding. All fill soils should be compacted to at least 90 percent of maximum dry density at approximately 120% of optimum moisture content in accordance with A.S.T.M. D1557. Foundation and Slab Design 11. It is recommended that a safe allowable soil bearing value of 1,800 pounds per square foot be used in the design and checking of continuous or spread footings that arc a minimum of 12 and 24 inches in minimum horizontal dimension, respectively and are embedded at least 18 inches below the surface of the competent natural or compacted filled ground surface. 12. The above safe allowable soil bearing value may be increased by one third when considering wind and/or seismic forces, 13. The settlement of foundations, when designed and loaded as outlined above, is within acceptable tolerance limits for light residential buildings of this type. 14. It is recommended that all continuous footings be reinforced with 4 115 rebars; two rcbars located near the top, and the other two rebars near the bottom of the footings Isolated pier footings should be reinforced with a minimum of2 W5 rebars, in both directions, placed near the bottom of the footings. 15. The concrete slab on grade should he 4 inches net in thickness, and be reinforced with 113 rebars @ 18 inches on center, placed at mid-height of slab. The concrete Project No. 04-1106E6 Architura 02/10/05 Page 9 165 Sycamore Avenue slab should be underlain by 4 inches of clean sand. In areas to be tiled or carpeted, a visqueen-type moisture barrier should be placed at grade and be overlain by one-inch of protective sand cover. This moisture barrier should he heavily overlapped or sealed at splices. Please note that the foundation and slab reinforcement requirements are based on soil characteristics, and should be superceded by the requirements of the project architect. 16. It is recommended that our firm inspect the foundation trench excavations for the proposed structure to ensure proper embedment into competent natural or compacted fill soils. Concrete Flntwork 17. Considering the on-site soil conditions, it is recommended that concrete flatwork be at least 3 Vz inches in thickness, reinforced with 6x6-10/10 welded wire mesh at midheight of concrete slab. One-inch expansion joints at 15-foot, intervals, and l/4 inch weakened plane contraction joints at 5-foot intervals with #4x24" rebars @ 30 inches on center should be provided. Retaining Wall Design 18. No high retaining walls are proposed for the development of the site. The on-site soil conditions are such that standard cantilever type retaining walls such as those presented in the San Diego Regional Standards or the City of Carlsbad Ruilding Project No. 04-1106E6 Architura 02/10/05 Page 10 165 Sycamore Avenue Department may he used, where appropriate. All backfill soils should be compacted to at least 90 percent of maximum dry density. Lateral Loading 19. To resist lateral loads, it is recommended that the pressure exerted by an equivalent fluid weight of 250 pound per cubic foot be used for footings or shear keys poured neat against properly compacted fill soils, or dense undisturbed natural soils. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in the design for passive resistance. This value assumes that the horizontal distance of the soil mass extends at least 10 feet or three times the height of the surface generating the passive pressure, whichever is greater. 20. A coefficient of sliding friction of 0,30 may be used for cast-in-placc concrete on competent natural or compacted fill soils. Footings can be designed to resist lateral loads by using a combination of sliding friction and passive resistance. The coefficient of friction should be applied to dead load forces only, UBC Seismic Coefficients 21. The seismic coefficients in accordance with the current Uniform Building Code were determined using the UBCSEIS Program. The results arc presented on (he following page: Project No. 04-1106E6 Architura 02/10/05 Page 11 165 Sycamore Avenue Soil Profile Type: Sc Seismic Zone Factor : 0.4 Seismic Source Type : B Near Source Factor: Na = 1.0 Nv ~ 1.0 Seismic Coefficient Ca - 0.40 Cv = 0.59 Backfill Over Utility Trenches 22. It is recommended that backfill soils placed in utility trenches located within 5 •; feet of any improvements and deeper than 12 inches, or backfill soils placed in any trench located 5 feet or more from a building and deeper than 5 feet, be compacted under our observation and tested to verify compliance with the earthwork specifications for the project. Surface Drainage and Maintenance 23. Adequate drainage control and proper maintenance of all drainage facilities arc imperative to minimize infiltration of surface water into the underlying soil mass in order to reduce settlement potential and to minimize erosion. The property should have drainage swales which direct slorm and excess irrigation water away from the site and into (he street gutters or other drainage facilities. No surface runoff should be allowed to pond on the site. Grading ami Foundation Plans Review 24. It is recommended that our firm review the final grading and foundation plans for the proposed site development to verify their compliance with the Uniform Building Code, Chapter A33, as required by the State of California. Project No. 04-1106E6 Architura 02/10/05 Page 12 165 Sycamore Avenue LIMITATION AND UNIFORMITY OF CONDITIONS 1. The preliminary findings and recommendations contained in this report pertain only to the site investigated and are based on the assumption that the soil conditions beneath the entire site do not deviate substantially from those disclosed in the exploratory borings. If any variations or undesirable conditions are encountered during grading, or if the scope of the project differs from that planned at the present lime, our firm should be notified in order that supplemental recommendations can be presented, if necessary. 2. This report is issued with the understanding that it is the responsibility of the Owner, or his representative, to ensure that the information and recommendations presented herein are brought to the attention of the Project Architect and Engineer and are incorporated into the plans and specifications for the project. Furthermore, the Owner, or his representative, will also be responsible for taking the necessary measures to ensure that the Contractor and subcontractors properly carry out the recommendations in the field. 3. Professional opinions and recommendations presented in this report are based partly on our evaluation and analysis of the technical information gathered during the study, partly on the currently available information regarding the proposed project, and partly on our previous experience with similar soil conditions and projects of similar scope. Our study has been performed in accordance with (he Project No. 04-1106E6 Architura 02/10/05 Page 13 165 Sycamore Avenue minimum standards of care exercised by other professional geotechnical consultants currently practicing in the same locality. We do not, however, guarantee the performance of the proposed project in any respect, and no warranties of any kind, expressed or implied, are made or intended in connection with the study performed by our firm. 4. The findings and recommendations contained in this report are valid as of (he present date. However, changes in the conditions of the property could occur with the passage of time, whether they be due to natural processes or due to man made actions on the subject and/or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result 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 by our firm and should not be relied upon after a period of two years. Figure Nos, 1 to 4, inclusive, and Appendices I and IT are parts ofthis report. \ J J1 SITE LOCATION MAP NOT TO SCALE PROJECT NO.O4- 1106EG FIGURE NO.rl CVJ U1) iOO'OS / "I j CD tn o X C/) XUl "1 L J I IT) *3AV BdOlAIVOAS nrf10 CD a2 ae? o CO CD O CQ O g Q_ XLU o •^^w*oS O LU Q_Q_ eg dz: UJa; LUu>o IVo 6"Z. oUl~3oa:a. BORING LOG SHEET BORING NO. 1 FT.DESCRIPTION SOIL TYPE Dark brown, very moist, loose (topsoils) dense (fill soils) SILTY SANDS (SM) Brown, moist, medium dense T) SILTY SANDS (SM) 10* 15* 16* 13* Bottom of Boring (No Refusal) LEGEND o- * Indicates representative sample Indicates Triggs penetrometer Blowcounts/ft Triggs Penetrometer Granular 0 Very loose 5 Loose 11 Medium dense 31 Dense 51 Very dense Cohesive 0 Very soft 2 Soft 5 Medium stiff 9 Stiff 16 Very stiff 31 Hard Project No. 04-1106E6 Figure No. 3 BORING LOG SHEET BORING NO. 2 FT.DESCRIPTION SOIL TYPE - , ' • - - 1 f 0 1 2 3 4 5 6 Dark brown, moist, loose (topsoils) Brown, moist, medium dense © SILTY SANDS (SM) SILTY FINE SANDS (SM) 13* 21* 18* 16* Bottom of Boring (No Refusal) Project No. 04-1106E6 Figure No. 4 APPENDIX I GENERAL GRADING AND EARTHWORK SPECIFICATIONS 1.0 Generalr 1.1 These recommended grading and earthwork specifications are intended to be a part of and to supplement the Geotechnical Report(s). In the event of r a conflict, the recommendations of the Geotechnical Report(s) will supercede these specifications. Observations during the course of earthwork operations may result in additional, new or revised recommendations that could supercede these specifications and/or the recommendations in the Geotechnical Report(s). 1.2 The Owner or his authorized representative shall procure the services of a qualified Geotechnical Consulting Firm, hereinafter to be referred to as the ^_ "Geotechnical Consultant" (often the same entity that produced the Geotechnical Report(s)). ^ 1.3 The Geotechnical Consultant shall be given a. schedule of work by the Earthwork Contractor for .the subject project, so as to be able to perform required observations; testing and mapping of work in progress in a timely „ manner.•T^* 1.4 The work herein includes all activities from clearing and grubbing through „_ fine grading. Included are trenching, excavating, backfilling, compacting and grading. All work shall be as shown on the approved project drawings. i— ; 1.5 The Geotechnical Consultant or a qualified representative shall be present on site as required, to observe, map and document the subsurface *~ exposures so as to verify the geotechnical design suppositions. In the event that observed conditions are found to be significantly different from the interpreted conditions during the design phase, the Geotechnical " Consultant shall notify the Owner, recommend appropriate changes in the design to suite the observed conditions and notify the agenc(ies) having jurisdiction, where required. Subsurface areas to be geotechnically observed, mapped, record elevations or tested include cleared natural ground for receiving fill or structures, "remedial removal" areas, key bottoms and benches. APPENDIX I Page 2 1.6 The guidelines contained herein and any standard details attached herewith represent this firm's recommendations for the grading and all associated operations on the subject project. These guidelines shall be considered to be a part of these Specifications. 1.7 If interpretation of these guidelines or standard details result in a dispute(s), the Geotechnical Consultant shall conclude the appropriate interpretation. 1.8 The Geotechnical Consultant shall observe the processing of subgrade and fill materials and perform the required compaction testing. The test results shall be provided to the Owner and the Contractor and if so required, to the agenc(ies) having jurisdiction. 1.9 The Geotechnical Consultant shall not provide "supervision" or any "direction" of work in progress to the Earthwork Contractor, or to any of the Contractor's employees or to any of the Contractor's agents. 1.10 The Earthwork Contractor : The Earthwork Contractor (contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the Owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the Owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading APPENDIX I Page 3 plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soils, improper moisture conditions, inadequate compaction, insufficient buttress key size, adverse weather, etc. are resulting in a qualify of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the Owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and grubbing : vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the Owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lifts shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Article 9 and 10; 40CRF; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, APPENDIX I Page 4 the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 2.2 Any asphaltic pavement material removed during clearing operations should be properly disposed of at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided that they are placed in accordance with Section 3.2 of this document. 2.3 During grading, soil or groundwater conditions other than those identified- in the Geotechncal Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 2.4 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.5 Over-excavation : In addition to removals and over-excavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich highly fractured or otherwise unsuitable ground shall be over-excavated to competent ground as evaluated by the Geotechnical Consultant during grading, 2.6 Benching: Where fills are to be placed on ground with slopes steeper than 5 : 1 (horizontal : vertical), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotcchnic;il Consultant. Fill placed on ground sloping flatter than 5 : 1 (horizontal : vertical) shall also be benched or otherwise over-excavated to provide a flat subgrade for the fill. 2.7 Evaluation/Acceptance of Fill Areas : All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, APPENDIX 1 Page 5 mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Materials to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize Material: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches shall not be buried or placed in fill unless location, materials and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layer: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near horizontal layers generally not exceeding 8 inches in thickness when compacted. The Geotechnical Consultant may accept thicker layers if testing indicates that the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. APPENDIX I Page 6 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557). 4.3 Compaction of Fill : After each layer has been moisture-conditioned, mixed and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified- level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum dry density per ASTM Test Method Dl 557. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant, Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing : Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations : The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that APPENDIX I Page 7 sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details, The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain- extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-overcut slopes are to be graded, the cut portion of the slopes shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfill 7.1 The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE > 30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum dry density from 1 foot above the top of the conduit to the surface. APPENDIX I Page 8 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed.in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. J J J J 1 1 1 1 1 b NATURAL OROUND PROJECTPLAN1T01 MINIMUM FROM TOE OF SLJOPE TO APPROVED GROUND TYPICAL BENCH HEIGHT FILL SLOPE •REMOVE UNSUITABLE MATERIAL 2 MIN.-KEY DEPTH k-15'MIN.-H1. LOWEST BENCH (KEY) NATURAL GROUND FILL-OVER CUT-SLOPE BENCH HEIGHT REMOVE UNSUITABLE MATERIAL IDWEST BENCH - 2'MIN.KEY DEPTH CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS CUT FACE TO BE CONSTRUCTED PRIOR TO FILL PLACEMENT NATURAL GROUND ' DESIGN SLOPE PROJECT PLAN 1 TO 1 MINIMUM FROM TOE OF SLOPE TO APPROVEDGROUND CUT-OVER RLL-SLOPE FOR SUBDRA1NS SEE STANDARD DETALL C L. BENCH HEIGHT _^ u^——^-' ^=? 2)MIN_J I— I51MIN.H KEY DEPTH ' LOWESTrvt.Tut.Km BENCH(KEY) REMOVE - UNSUITABLE MATERIAL BENCHING SHALL BE DONE WHEN SLOPES ANGLE IS EQUAL TO OR THAN 5:1 MAXIMUM BENCH HEIGH SHALL BE 4 FEET MAXIMUM FILL WIDTH SHALL BE 8 FEET. L KEYING AND BENCHING DETAIL- A ALLIED EARTH TECHNOLOGY r-z-lO'MlN. COMPACTED FILL J J J JETTED OR FLOOED GRANULAR MATERIAL OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO RLL ALL THE VOIDS DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE FILL PROFILE ALONG WINDROW SECTION "A A" JETTED OR FLOOED GRANULAR MATERIAL I OVERSIZE ROCK DISPOSAL 1 DETAIL _ B ALLIED EARTH TECHNOLOGY .NATURAL GROUND BENCHING REMOVE UNSUrTABLE MATERIAL iavMIN. OVERLAP FROM THE TOP. HOG RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR^ROCK C3Cu.FT/FT.)WRAPPED IN FILTER FABRIC FILTER FABRIC CMlRAFI 140 OR APPROVED EQUIVALENT)\ CANYON SUBDRAIN OUTLET DETAIL PERFORATE PIPE 6" WIN. DESIGN FINIS QRADE COLLECTOR PIPE SHALL BE MINIMUM 611. DIAMETER SCHEDULE 40 PVC PERFORATED PIPE SEE STANDARD DETAIL D FOR PIPE SPECIFICATION FABRIC £==-==£^ (MIRAR 140 N OR APPROVED EQUIVALENT) 20'MIN IBfa -NON PERFORATED. 6"5' MIN. >2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS I! PERMEABLE. J J J CANYON SUBDRAINS ALLIED EARTH TECHNOLOGY DETAIL _C OUTLET PIPES4* (p NON.PERFORATED PIPEIOO'MAX-O.C-HORIZONTALLY.301MAX.O.C.VERT1CALLY BENCHING BACKCUTM OR FLATTER a1 WIN.__ 15'MIN. KEY WIDTH" \POSITIVE SEAL SHOULD BE '.OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET FILTER FABRIC M1RAF114O OR APPROVED EQUIVALENT J j i I i L L OUTLETPPE (NON-PERFORATED) CAORANS CLA&l. PERMEABLEOR*2 ROC&. (3 Cu FT/FTJWRAPPED IN FILJER FABRIC. COVER T.CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE SUBDRAIN INSTALLATION -SUBDRAIN COLLECTOR PIPE SHALL BE INSTALLED wn» PERFORATIONS DOWN OR.UNLESS OTHERWISE DESIGNATED BY THE GEOTECHNICAL CONSULTANT. OUTLET PIPE SHALL BE&>N-PERFORATED PIPE.THE SUBDRAIN PIPE SJ^LLHAVE AT LEAST8 PERFORATIONS UNIFORMLY SPACED PER FOOT. PERFORATION SHALL BE 1A£TOJ/2"]F DR'LLED HOLES ARE USED-ALL SUBDRAIN RPES SHALL HAVE A GRADIENT AT LEAST 2%TOWARDS THE OUTLET SUBDRAIN PIPE . SUBDRAIN PIPE SHALL BE ASTMD2751,SDR23.5 orASTM D1527, SCHEDULE 40.0R ASTMD3O34.SDR 23.5,SCHEDULE^)0 POLYV1NYL CHLORIDE PLASHC (PVOPIPE- ALL OUTLET PIPE SHALL BE PLACED IN A TRENCH NO WIDER THAN TWICE THE SUBDRAIN PIPE, PIPE SHALL BE IN SOIL OF SE>30 JETTED OR FLOODED IN PLACE EXCEPT FOR THE OUTSIDE 5 FEET WHICH SHALL BE NATIVE SOIL BACKFILL BUTRESS OR REPLACEMENT FILL SUBDRAINS DETAIL - D ALLIED EARTH TECHNOLOGY Project No. 04-1106E6 Architura 02/10/05 165 Sycamore Avenue APPENDIX II LABORATORY TEST RESULTS 1. The maximum dry density and optimum moisture content of the fill soils encountered were determined in accordance with A.S.T.M. D1557, Method A. The results of the tests are presented as follows : Maximum Optimum Soil Dry Density Moisture Content Description (Ibs./cu.ft.) (% Dry Wt.) Boring #1 Brown silty sand 121.0 9.6 Sample #1 (SM) Depth 2.5' 2. The Expansion Index of the most clayey soils were determined in accordance with UBC Test No. 18-2. The results of the test are presented as follows : Soil Expansion Description Index Boring #1 Brown silty sand 28* Sample #1 (SM) Depth 2.5' Considered to possess LOW expansion potential Project No. 04-1106E6 Architura 02/10/05 165 Sycamore Avenue APPENDIX II LABORATORY TEST RESULTS (Cont'nd) 3. The sulfate content of the soils were determined in accordance with California Test No. 417. The results are presented below : Sulfate Soil Content Description Boring #1 Brown silty sands (SM) 350 Moderate Sample #1 Depth 2.5' JUL-08-2I3H5 FRI 11:09 AH CITY OF CARSLBAD FAX NO. 760 602 8558 P. 02 City of Carlsbad - — if- "~-~MHMMMBII^HPl^Hi^^BI^^HBM r* ft/i-O^'-^U J I Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issu ng a building permit, The City will not issue any building permit without a completed school tee form. Project Nome: Building Permit Plan Check Number; Project Address: A.P.N.: Project Apalicant (Owner Kame): Project Description: Building Tvpe: Residential: (lO . \/A/ 3? 0 of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Urtrt: Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area Commercia /Industrial: Square Feet Floor Area City Certification of Applicant Information: STRTCTS WITHIN THE CITY OF Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331 -5000) Date: San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinilas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of ApplicanVOwii#r*. Trie person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification ol payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after th<r building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Oviier is the owner/developer of the above described projects), or that the person executing this declaration is authorized to f ic n behalf of tbt Owoer. Signature:Date: Revised 4/20/00 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (760) 6O2-2700 Building Counter • (76O) 6O2-2719 * FAX f76Ol m-OB-2005 FRI ll'.lO AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts))**************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL A _fe TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER _, /&?£>• Revised 4 ^20/00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-10-2006 Plan Check Revision Permit No:PCR06024 Building Inspection Request Line (760) 602-2725 Job Address: 165 SYCAMORE AV CBAD Permit Type: PCR Status: PENDING Parcel No: 2041220200 Lot#: 0 Applied: 02/09/2006 Valuation: $0.00 Construction Type: NEW Entered By: SB Reference*: CB051279 Plan Approved: Issued: Project Title: JONES RES DEFFERED TRUSS SUB Inspect Area: Applicant: Owner: JAY PENROD JONES GERALD A&PATRICIA R 7727 JACK RABBIT LN 2890 PIO PICO AV 92008 HIGHLAND CA 92346 840-0597 Plan Check Revision Fee $180.00 Additional Fees $0.00 Total Fees: $180.00 Total Payments To Date: $0.00 Balance Due: $180.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any otfier 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 lees in connection with this project. NOR DOES IT APPLY to any tees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATIONi ,CITY OF CARLSBAD BUILDING DEPARTMENT1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLYPLAN CHECK NOLAEST. VAL.Plan Ck. DepositValidated ByDateddress (include Bldg/Suite #)Business Name (at this address)Legal DescriptionAssessor's Parcel #Description of Work -Lot No. Subdivision Name/NumberExisting UseSO. FT. #of Stories Unit No. Phase No.Proposed Use# of Bedrooms Total # of units# of BathroomsiState/Zip Telephone #Fax # Address City State/Zip Telephone # Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [5500]). Name State License # Address License Class City State/Zip City Business License # Telephone Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. f~l I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100.000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7. OWNER-BUILDER DECLARATION = • ' =•: ••••• •".-. >•::•'. r==!: -"O;.". . '-.-.• '.' •>• .'••' ••'•;•••; ^^---^i .^-^l^ .^^•^••;:.~ ^a;V.r";'y' .,.:,-. 1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES [~)NO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm! to provide the proposed construction (include name / address / phone number / contractors license numberl; 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work {include name / address / phone number / contractors license number); 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE CQMPBIIWfHlSSE^iOfr^^ ::;:':= -V1'1 ! : ' -V ' ' •>' >r"X :.-.V! '^^'::\^i^m^S-':^ '•'< ':•.•"%.;•;?; !-! X :•'.»<.• 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 fj NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I^-IK^^ • •=: '•'"'-.:• :;:;-. '"•.'••'" : ' ' . ' •' •• :' ' •" •'.•...-. -.''.'••• :-'. ;../ '••:•.'•:-,'•;•'••• '•••''> .";;::/'. !•• I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097|i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. (EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from thariate 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 Mr a period.*f 180 days {Soction 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In <Partnersfiip -witH government for (Buihfing Safety DATE: March 9, 2006 .Q .APPLICANT JURIS. JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: PCR06-024(05-1279.REV) SET: II PROJECT ADDRESS: 165 Sycamore Ave. PROJECT NAME: Trusses(deferred) for Jones SFD X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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: X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA Q MB D EJ D PC 3/7/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership -with government for <BuiUing Safety DATE: February 21, 2006 O£EEUCAN~ JURISDICTION: Carlsbad a~PCAN REVEWER Q FILE PLAN CHECK NO.: PCRO6024(O5-1279.REV) SET:! PROJECT ADDRESS: 165 Sycamore Ave. PROJECT NAME: Trusses(Deferred) for Jones SFD 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 fist and should be corrected and resubmitted for a complete recheck. XI This transmittal 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. A] The applicant's copy of this transmittal has been sent to: Jay Penrod 2890 Pio Pico Ave., Carlsbad, CA 92008 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: Jay Penrod Telephone #: (760) 840-0597 Datecpntacted^|34(6^ (by.fc>^) Fax #: Mail / Telephone / Fax In Person • REMARKS: 1. Specify truss identification numbers on the plans. 2) Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3,4.1. By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 2/13/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 Carlsbad PCR06024(05-1279.REV) February 21, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PCR06024(05-1279.REV) PLAN CHECK NO.: DATE: February 21, 2006PREPARED BY: Bert Domingo BUILDING ADDRESS: 165 Sycamore Ave. BUILDING OCCUPANCY; R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance ^ i Type of Review: Q Complete Review $180.00 D Structural Only D Repetitive Fee ~T| Repeats * Based on hourly rate Comments: D Other m Hourly 1.5 Hours * Esgil Plan Review Fee $144.00 Sheet 1 of 1 macvalue.doc Specializing in Roof and Floor Trusses * COMMERCIAL * RESIDENTIAL * * ROOM ADDITIONS * * COMPETITIVE PRICING * * FREE AND PROMPT ESTIMATES * NO EX^TiON TAKEN • MAKE CORRECTIONS NOTED D RFjarEL rj REVISEANDRESUBMIT D SU3r/'T SPECIFIED IFEM D CHFCKING IS ONLY FOR GENERAL CONFORMANCE WfTH THE DESIGN CC-sftPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THEW^MA™ « n THE CONTRACT DOCUMENTS. ANY ACTION SHOW is SUBJECT TO THE REQUIREMENTS OF THE PLANS AND SPEOFICATICNS. CONTRACTOR tS RESPONSIBLE FOR: DIMENSIONS WHICH SHALL 8E CONW.«0 WD CORRELATED AT THE JOB SITE; FASRiCATraN PROCESS^ ANC^ FEDfiiQJES OF CONSTRUCTION; COORWCTON OF Hi? wofi.' -vtTH THAT OF ALL OTHER TRADES AND THE SATISFACTORY PERFORMANCE Of nlS WORK. 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UJ r^ (^ —n 'O -o ^ § P -0 -C **> f- 2 O- II II H Z t*5 tC &0 O O L £ (3 Campulrus. Inc. Manufacturing • Engineering • Computer Systems WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus upon request. GENERAL NOTES, unless otherwise noted: I. Design to support loads as shown. 2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12'-0" o. c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211 II. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga. material is used. All others are 20 ga. General Notes: Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. * QOHNSLiit TRUSS IMC. ASSUMES HO * RESPONSIBILITY FCfl TRUSSES Cul OR WALLED IMPR3PE3LY. * BACKCHARGES ARE NOT ACCEPTED * ATM ATI 3M BMH BMT CH CTB DHS OUT jTS DTD ETB :TH ETR 1 3 5 2 1 1 1 2 1 g 2 3 1 2 2636309 26363 10 3636821 2636812 DRAG = 2BOG £636913 2662225 26622JE 2636815 2636817 2636818 2S3S819 2636820 2636321 2635822 DRAG = 600 OCEANSIDE TRUSS 11C CERTIFIED INSPECTION CLIS IN STRICT ACCORDANCE HITH UBC 2321.3 PREF/WI GATED_j_7 MWM, aces _ Scale: 3/32" U4> ifo; 0 w. £ te s a:;*(HnSO^^aSSQ"0?it2oz3=!u«8»§$28ScoutLaoTuiiuu.I I I t i i j i i S U-UJ"" QwUJso: 1££ Q Oo: UJQ. r^^ /^ ^ tsiU)V? 5/A .y o o