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Home My WebLink About2705 HIGHLAND DR; ; CB091626; Permituiiuing rermit r. Add'l Building Permit Feel Plan Check / Add'I Plan Check Fee /. 7 Plan Check Discount f Strong Motion Fee Park in Lieu Fee 2 Park Fee LFM Fee Bridge Fee Other Bridge Fee ' BTD#2Fee BTD#3 Fee Renewal Fee . . Add'IRenew'alFee. , Other Building Fee HMPFee. Pot. Water Con. Fee vieter Size AddI Pot. Water Con. Fee \ Red. Water Con. Fee \ Green Bldg Stands (5B1473) Fee Total Fees: $32,275.90 Total Payme IN City of Carlsbad 1.635 Faraday Av Carlsbad, CA 92008 11-13-2009 Residential Permit Permit No: CB091626 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2705 HIGHLAND DR CBAD RESDNTL Sub Type: SFD ,1561109500 Lot #: 0 $323925.00 Construction Type: 5B Reference #: 1 Structure Type: SFD 2 Bathrooms: 2.5 OLIVER RES-NEW SFD 2,723 SF LIVING, 802 SF GARAGE, 1,635 SF DECKS (3) ON VACANT LOT Status: ISSUED Applied: 10/02/2009 Entered By: LSM Plan Approved: 11/13/2009 Issued: 11/13/2009 Inspect Area: Orig PC#: Plan Check # Applicant: CRAIG TAPLEY P0 BOX 7193 MAMMOTH LAKES CA 93546 760 934 4348 Owner: .LISK&GREG OLIVER CMAMM OX OTH 2 I.AKESCA 93546 760 91456-12U)ru \\\ 1,461.29 Meter Size $0.00 -. AddI Red. Water Con Fee j $0.00 $949.84 / . Meter Fee $364.00 $0.00 SDCWA Fee $4,492.00 $0.00 ' ,,. CFD Payoff Fee $0.00 '$32.39 .•--PFF (3105540) $5,895.44 $000 PFF (4305540) \ $5,441.94 "$O 00 License Tax (3104193) I $0.00 Line Tax (4304193) .\ $0.00 $0.00 TraffiE Impa6t Fee (3105541) $2,650.00 J%$000 Traffic Irnact Fee,(4305541)' I I $0.00 $0.00 Sidewalk Fee / 1 $0.00 $O?00 I FLUMBINGTOTAL / / $153.00 "$O 0O ELECTRICAL TOTALS I / $70.00 $000 \MECHANICALTOTAL . 1 1 $83.00 A50.60 H&ii'nglrri'"patFe'"" $0.00 000 Housing InLieu Fee 7. / $4,515.00 5,060.00 01 Housing Credit Fee / $0.00 D3/4" Master Dinage Fee ' / $0.00 Sewer Fee / $1,096.00 -: $0.00 Additional Fees "'. / $0.00 $12 00--.-------' I I-, I I /1T0TAbPERMIT FEES 'ffiSf g \-1'- - S: To Date $32,275.90 Balance Due: $32,275.90 $0.00 FINAL APPROVAL - Inspector: ~4~, Date: " Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 /2718/2719 Fax: 760-602-8558 Building Permit Application Plan Check No. - Est. Value c- Plan Ck. Deposit q4qLf Date , JOB ADDRESS - - 1i4/4L14iz SUITE#/SPACE#/UNIT# . APN I5 ,fl9 -3E, - CT/PROJECT# LOT# PHASE# J #OFUNfTS J #BEDROOIVIS #BATHROOMS TENANr BUS INESS NAME cONSTR.1YPE ocC.GR0uP DESCRIPTION OF WORK Include Square Feet of Affected Area(s) 7PZL710 J& J/1i' il1f4' '/2W '1/ /7:94'4- L5/ 7bé '7/ 44= TC7j4/ 44o/7J5P 4',&M Z, 73 6,tV,Pz. - , EXISTING USE - - . 'VACJiT LOT PROPOSED USE LW JL1 . GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESI. NCD AIR CONDITIONING YESDNO , FIRE SPRINKLERS YES QNO" CONTACT NAME (If Different FomAPPIlcanv 4 4eAl ADDRESS APPLICANT NAME rp07/q3 - ' ADDRESS f, £ 7/3 CITY i T sTATEr . ZIP CITY STATE ZIP -• PHONE FAX, •. PHONE • . FAX •• EMAILr AO EMAIL . - • - PROPERTY OWNER NAME • • CONTRACTOR BUS. NAME ADDRESS . . .. . - . • • • ADDRESS • - CITY ' - . 'STATE • ZIP Aw 7 .•. . 43.. CITY STATE ZIP - . • PHONE,. • - ., FAX - , - PHONE ' FAX EMAIL7- - - . - -'- '- . EMAIL - ARCH/DESIGNER NAME & ADDRESS Al STATE LIC. U 7 77 STATE LIC.# , CLASS I crry Bus. UC# (Sec. 7031.5 Business and Professions Code: Any City or Counts 'applicant for such permit to file a signed statement that he is Iic Business and Professions Code) or that he is exempt therefrom, civil oenaltv of not more than five hundred dollars ($500)). which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the ensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a 00113(2(000 G®Ut?OøO Workers' Compensation Declaration: I hereby affirm under penally of pe4wy one of the following declarations. El 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 width this permit is issued. Di have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for winch this permit is issued. My workers' compensation insurance carder and policy .. number are: Insurance Co . Policy No. Expiration Date This section need not be competed if the permit is for one hundred dollars ($100) or less. []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. CONTRACTOR SIGNATURE DATE 000000I00 OO?O®O Ihe0y affirm that I am exempt hom CDntractor's License Law for the following reason: I, 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). fl I, as owner of the property, are 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). [] lam exempt under Sections Business and Professions Code for this reason: . 1. Macted plan to provide the major labor and materials for consUuctionof the proposed property improvement Yes ONo not) signed an application for a building permit for the proposed work. 3. with the following person (fine) to provide the proposed construction (include name address /phone !contractors' Ircense 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! eddress! phone !contactors' license number): 5. l will provide sorireof the work, but lhave ct hired) the following persons to provide the work indicated (include name / address / phone / type of work): PROPERTY OWNER SIGNATURE DATE ':'. ' 7T (ØO(?(M?O UMOO 003?O@(Z) tØ@ G30000300000volza OMOG0000 (P)C?O ®DG& Is the applicant or future building occupant required to submit a business Ian, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Aunt Act? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district orair uality management district? Dyes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [—]Yes IN 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. C3003(D(37O90 (QOG)ODØ CQ)G? I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) CMI Code). Lender's Name Lender's Address Q9911004209 (MOV00013129000 Icertitythati have read the application and state thatthe above Information ls coned and thatthe inform don on the plans isasurete. I agreew conq)lywith all Cityonli ances and State Im reladngto bulldingconstnictton. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CSBAD 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 ovar50 deep and demolition or construction of structures over 3stories in height EXPIRATION: Every permit issued by the &jiIng Official under the provisions of this Code shat expee by limitation and become nut and 'ord if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such perrrritis susperrdedor abarrdorred at anytime after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Bufrilrrg Code). APPUCANVS SIGNATURE DATE 4 - i -.4 1 - ,.e. -. 1i'-" •'', . t 4 ,44 if 1 "4 '4 - 3 - 4 - "4 - a ' - .. .-c ,' .-•-• -- 4 '4'.-.. I . • q ,, ' ',I •4.4 ..', '. ' . - . -5 '- -: ' •- - FA V., .t.., City of Carlsbad Bldg Inspection Request For: 06/16/2011 (La j -; ,Permit# CB091626 Inspector Assignment: PD Title: OLIVER RES-NEW SFD 2,723 SF 'Description: LIVING, 802 SF GARAGE, 1,635 SF DECKS (3) ON VACANT - LOT- - Type: RESDNTL Sub Type: SFD Phone: 6613048496 Job Address:. 2705 HIGHLAND DR - -. Suite: - Lot: 0 Locatior / Inspector OWNER LISA & GREG OLIVER - Owner: OLIVER GREG&LISA r . - - - Remarks: AMP1ASE - _ ._ •b •_. &-- -. Total Time Requested By JOHN '- (- Entered By CHRISTINE CD Descrlptlon Act Comments 19 Final Structural 29 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Comments/Notices/Holds Notice . SWPPP fees due, see SW09-50 Associated PCRs/CVs/SWPPPs Original PC# PCR10102 ISSUED • OLIVER-DEFERRED SUBMITTAL FOR; SPIRAL STAIRS SW090050 ISSUED OLIVER RESIDENCE; NEW SFD 2723 SF LIVING 802 SF GAGE 1635 SF DECKS (3)C Inspection History Date. • Description Act Insp Comments ' 9/16/2010 27 Shower. Pan/Roman Tubs AP RB 09/16/2010 39 Final Electrical PA RB OK FOR MTER REL 07/30/2010 17 Interior Lath/Drywall PA MC tNT DRYWALL ONLY NEED TUB SHOWER LATH 07/30/2010 18 Exterior Lath/Drywall AP MC 07/30/2010 23 Gas/Test/Repairs AP MC 07126/2010- 16 Insulation - AP PD .07/26/2010 -.84 Rough Combo AP PD ON 7-22-10 BY RB -'07/22/2010 14 Frame/Steel/Bolting/Welding WC RB -, 07/22/2010 -18 Exterior Lath/Drywall WC RB 07/22/2010 :1 84 Rough Combo ' - AP RB SEE PICK UP LIST '- 07/15/2010 14 Frame/Steel/Bolting/Welding NR PD - .'07/15/2010 24 Rough/Topout - AP .'PD ç i c. I A- •'- - -A- -1. W.O.5t/,L( / DATE l ol f. . .' . . . NAME /€.. HOURS 2.S Geotechnical Coastal, -.Geologic • Environmental FOOTING TRENCH OBSERVATION SUMMARY . Client Name Project Name 2'l Location/Tract:. Unit/Phase/Lot(s) .AJ/4 Referenced Geotechnical Report(s) A//il r 15,PW47,v, / 37 i7W M4 /7r) Observation Summary fi '3 Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions Date in the trench are generally free of loose soil and debris non-yielding and uniform, and plumb, and are in general conformance with those indicated in the geotechnical report. Initials A representative of GeoSoils Inc observed and reviewed footing excavation depth/width Footing //I ,o/? Date excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report .......... : 04 91. Initials P A'rèpresentative of GeoSoils, Inc. reviewed footing setbacks fromslope face (if applicable). The "07 45 Date setback was in general accordance with the recommendations of the geotechnical report fl5 Initials 7r 9f/t V1Jo"-1 /p7' 771f 1i/JDate 47 7//p or /. r,/ct1 7Ir.r Notes to Superintendent/Foreman Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingIy.i 4 /.fs7e-'6t 7C/ •. In the event of a site change subséquentto our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be Contacted to perform additional site observations and/or testing. 4 This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. . . . Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading ,v/4 t Re"pres'entaie of GeoSoils, Inc C 41 Palmer Way - . 1446 E. Chestnut Ave. • 26590 Madison Ave. • -isbad, CA 92008 (,-)933 Santa Ma, CA 92701 • Murrieta, CA 92562 £ City otCarlsbad Final Building InsPection Dept: Building Engineering cRlanning CMWD St Lite Fire Plan Check #: Date: 06/16/2011 . Permit #: CB091626 Permit Type: RESDNTL Project Name: OLIVER RES-NEW SF13 2,723 SF Sub Type: SFD LIVING, 802 SF GARAGE, 1,635 SF DECKS (3) ON VACA . ' Address: 2705 HIGHLAND DR Lot: 0 - Contact Person: JOHN Phone: 6613048496 Sewer Dist: CA Water Dist: CA . it .sected Date Inspected: Approved: Disapproved: -- Inspected Date :. B: Inspected: Approved: Disapproved: 'Inspected .. Date By: . Inspected: Approved: Disapproved: ,4. • Comments: . , ,'• 0 . - j - - ••'O 4 - ,'- . - . *0 . -S •••: City of Carlsbad >.- Final Building Inspection \ \ , Dept: Building Eg ing Planning. CMWD St Lite Fire \ \ .-.---- Plan Check #: - Date: \ 06116/2011 Permit #: C6091626 Permit Type: RESDNTL Project Name: OLIVER RES-NEW SFD 2,723 SF Sub Type: \.-SFD LIVING, 802 SF GARAGE, 1,635 SF DECKS (3) ON VACA Address: 2705 HIGHLAND DR - Lot: 0 - Contact Person: JOHN Phone: 6613048496 . Sewer 01st: CA • Water 01st: CA inspect 7 Date . W, a~ By:Inspected Approved \/" Disapproved: Inspea(0, a, Date By . Inspected: Approved: Disapproved: ..In spected Date By: . Inspected: Approved: Disapproved: Comments: 1 17 . • , ( EsGil Corporation In (Partnership with govement for ui16zng safety ; DATE:. NOV. 04, 2009 . NT S.. OJURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: CB09-1626 SET: II . —PROJECT ADDRESS: 2705 HIGHLAND DRIVE PROJECT NAME:' SFR FOR OLIVER N The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list -. and should be corrected and resubmitted for a complete recheck. . LII The check list transmitted herewith is for your information. The plans are being held at Esgil . '.Corporatior until corrected plans are submitted for recheck. LI 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: CRAIG TAPLEY P.O. BOX 7193 MAMMOTH LAKES, CA 93546 I • 4. : EsgiVCorporation staff did not advise the applicant that the plan check has been completed. LI . Esil Corporation staff did advise the applicant that the plan check has been completed. Përs6n contacted: CRAIG S . Telephone #: 1-760-934-4348 I Date-contacted: (by: ) Fax #: 'Mail TeIephonë Fax In Person LI REMARKS By: ALl SADRE . . S Enclosures: S ' EsGilCorporation . S El GA S MB. LlEJ El PC .11/3 : 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 j . ••- , S EsGil Corporation In(Partnership with Government for Building Safety DATE: OCT. 08, 2009 9,A22LLCANT I JURIS. JURISDICTION: CARLSBAD PLAN REVIEWER 0 FILE PLAN CHECK NO.: CB09-1626 SET: I PROJECT ADDRESS: 2705 HIGHLAND DRIVE PROJECT NAME: SFR FOR OLIVER '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 checklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until borrected plans are submitted for recheck. •• -,The alicant's copy- the check list is enclosed for the jurisdiction to forward to the applicant p - contact person. The applicant's copy of the check list has been sent to: . .CRAIG TAPLEY P.O. BOX 7193 MAMMOTH LAKES, CA 93546 EsgI Corporation 'staff did not advise the applicant that the plan check has been completed. Esgii Corporation staff did advise the applicant that the plan check has been completed. Person contacted: CRAIG Telephone #: 1-760-934-4348 Date contacted/Of f/O?(b)/4J) Fax # 1 . Mali V Telephone ,/'Fax In Person iIl REMARKS ai c-tu-e - jo By: ALL SADRE .. Enclosures: .• EsGil Corporation El GA LI MB LI EJ LI pc 10/5 9320 Chesapeake Drive, Suite 208.• San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 4 CARLSBAD CB09-1626 OCT. 08, 2009. . PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: CB09-1626 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2705 HIGHLAND DRIVE ' FLOOR AREA: 2,723; 15T: 1,113;.2N01,610; GARAGE: 802; Deck: 654; Porch: 164; Roof Deck: 365 STORIES TWO HEIGHT 22' REMARKS V ' DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JLJRISDICTION 10/2 ESGIL CORPORATION 10/5 ., DATE INITIAL PLAN REVIEW . . PLAN REVIEWER:' AL!. SADRE COMPLETED: OCT. 08, 2009 ,FOREWORD (PLEASE READ) This plan review is Iiriited to the technical requirements contained in -the International Building Code, Uniform Plumbing Code, Uniform Mechanical. Code, National Electrical Code and state V 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 V . 'Department, Fire Department or other departments. Clearance from Those departments may be V required prior to the issuance of a building permit. V VV .' . . V V '. Preent California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following módelcodes: 2006 IBC, 2006 UPC, 2006 V UMC and 2005 NEC.: .' . V .• - V V <V V V The above regulations apply, regardless of the code editions adopted by ordinance V V 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. 105.4 of V V the 2006 International Building .VCode, the approval of the plans does not permit the violation of any state, county or city law. V V 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. V Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CB09-1626. OCT. 08, 2009 PLANS The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new complete 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: . . 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. . . . . Bring one correctedset of plans and calculations/reportstoEs'Gil 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. A reminder that the plans deviating from conventional wood frame construction shall have the structural portions signed and' sealed by the California state licensed engineer or architect responsible for their.preparatibn, along with structural calculations. (California Business and Professions Code). Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007' California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. Please'revise the note under SITE PLAN title, "Code Compliance' note, on Sheet Al, accordingly. . 3. Please revise the notes on plans, throughout, to 'delete the references to UBC 'Specific Required as noted on the cover sheet, top left, and .most Other sheets of . plans.. . . .. 4 Please revise the sheet index on the cover sheet of plans so the plan content matches the sheet index so far as their description of the content i.e., door schedule, electrical plans etc I . do not match 5 1' Please revise the notes on plans to eliminate the code references and section numbers to the 1997 UBC Too many locations to itemize Please double check - all sheets of plans prior to re-submittal. I.e., see A73, top left of the sheetas well as note # 2 under detail 3. . ... ... 6. Please specify the size of the skylighth on floor plans. 7 Please call out transom windows Q and their spacing on floor plans 8 Please clrify existing floor plans as noted on Sheet A4-,under area calc s CARLSBAD CB09-1626 ? OCT. 08, 2009 - STRUCTURAL . 9. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. 10. Specify on the foundation plan or structural specifications sheet the soil classification and the soils expansion index, of the foundation. Section A106.1.1. ,,1 I 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: The building pad was prepared in accordance with the soils report, • The utility trenches have been properly backfilled and compacted, and - . The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." ... 12. 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. 13 Note on plans that surface water will drain away from building and show drainage pattern The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces) Section 18033 .. n':' ,.. 14.; Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. IBC, Section 2304.11.2.1. Dimension this on details as per Sheet. S0.3. V '\ 4 ' V - 15 Please clarify footings with zero embedment as implied on detail 12/SO 3 Special Inspection of Materials and Construction 16 The plans shall indicate that special inspection will be provided for the following work. (Section A106.1) Welding Welding inspection should be provided in accordance with Table 1704.3. - -Concrete construction. Special inspections and verifications should be provided in accordance with Table 1704.4. . c) ,.. Wood construction. High-load-diaphragms using values from Table 2306.3.2 shall be . - . , installed with special inspections. Section 1704.6.1. d). Soils. Special inspection should be provided for placement of fill 12 inches or more deep - • . in accordance with Section 1704.7. •• -'V 4 - V. V • - . 4',- ., q • • • VV CARLSBAD CB09-1626 OCT. 08; 2009 V 17 A Statement of Special Inspections, prepared by the registered design - professional in responsible charge shall be submitted This statement shall V V include a complete list of materials and work requiring special inspection, the : inspections to be performed and an indication whether the special inspection will be continuous or periodic Section 1705.2. ,18. Please note where detail 12/SO.3 is referenced on plans. 19 Please indicate where details 3, 4 & 5/SO 4 are referenced on plans V 20. The following design loads shall be clearly indicated on the construction V V• • documents. (Section 1603.1) V . Floor live load. Uniformly distributed, concentrated, and impact live load, V including anylive load reductions used, should be indicated. V. V Roof live load. Each roof live load used should be indicated. V V V V V . Wind load The following information should be provided (Section 16031 4) Wind importance factor, I and building category V V V V o Applicable internal pressure coefficient V ' ' o V components and cladding (the design wind pressure in terms of psf to be used for V V - V V V •, V , the design of exterior component and cladding materials not specifically designed by V V V the registered design professional V 4 V VV V•VV V VVtV . •,: • Seismic design data. The following information should be provided. (Section 160315) Seismic importance factor, IE and occupancy category Mapped spectral response accelerations Ss and S V V V V • V o Site class Spectral response coefficients 5D5 and 5D1 V V V o V Basic seismic-force-resisting system(s) V - o Design base shear V V V o Seismic response coefficient(s), Cs fVV - •t - V V V o Response modification factor(s), R * V V o Analysis procedure used. . •. V . . CARLSBAD CB09-1626 OCT. 08, 2009 . •.. 1.' Provide a schematic in caic's. showing the designation, location & length of all shear panels along with the required horizontal/ vertical straps & HD's. Also show the beams on Sheet S2, over doors 8 & 11 and adjacent windows. Please specify the angle of the two columns on detail 1 .5/SO.3. Alternatively, dimension the spacing of the pipes at the top. Please specify where details 1, 3 7, 8, 9, 12A 131S0.5 are referenced on structural plans.. . -. MECHANICAL 24 Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows CM C*Section 504.3. PLUMBING 25 Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3., Provide a note on the plans: The control valves in bathtubs,.whirlpool bathtubs, showers and tub-shower combinations :,mu.st. be.pressure balanced or thermostatic mixing valves CPC Section 41.4 .5 and 4,18.0. Specify on the plans: Water cdnserving fbtures:. New water closets shall use no more than 1.6 gallons of water per flush, lavatories and kitchen, faucets may not exceed 2.2 GPM and showers may not exceed 2:5 GPM of flow. CPC Section 402.0. ' r.. MISCELLANEOUS &CITY POLICY ITEMS 28 Nails for shear transfer connection (using A35 s etc.) may not be driven parallel to the flanges of TJl'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 TJl flanges . ; 29. "The City of Carlsbad requires the installation of a. "bypass tee-and associated ball valves" be installed above grade on the main water supply -line before it enters the building Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has- a. detail avilable', Standard drawing W35) 30 All flexible metal conduits Type AC cables Type MC cables Mineral insulated . .' . metal sheathed cables, and ron'-metallicconduit systems sThall have equipment ground conductors run with the circuit conductors 18 12 247 31. The UFER ground may only be a copper conductor for commercial and industrial electrodes Rebar is allowed for residential use only up to 200 amperes . •• . CARLSBApCBO9-1626 OCT. 08, 2009 .•• 32. The use of flexible metal conduit as a grounding .means must comply with City 'Policy 84-36. 33; No wiring is permitted on the roof of a building andwiring' on the exterior of a building requires approval by the'Building Official. (City Policy). 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), Note "two 3/4" copper pipes must be installed to the most convenient future solar .panel location when the water'heateris not in a one story garage and is not directly below the most south facing roof. (City Ordinance No.. 8093). 36. All chimneys attached to any appliance or fireplace that burns solid fuel shall be . equipped with an approved spark arrester. The net free area of the spark arrester shall be not less than four times the net free area of the outlet of the 'chimney. The spark arrester screen shall have heat and corrosion resistance : equivalent to twelve gauge wire, nineteen gauge. galvanized wire or twenty-four gauge stainless steel. Openings shall not permit the passage of sphees having a diameter larger than one-half inch and shall not blOck the passage of spheres having a diameter of less than three-eight inch. Cit'.ordinance. 37. 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). 38 To speed up the review process note on this list (or a copy) where each correction item has been addressed i.6., plan sheet note or detail number, calculation page etc 39 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 hot resulting from this correction list? Please indicate: •' ' Yes . No -Ll 40. The jurisdiction has contracted with Esgil Corporation lOcated at 9320 . Chesapeake Drive, Suite 208, San Dieg6, California. 92123; telephone number of ,• - 858/560-1468, to perform theplan reviéwforyour project. If you have any questions regarding these plan review items please contact ALl SADRE at Esgil - Corporation. Thank you. . . . •• - - • • '•• ':' . - • . . CARLSBAD CB09-1626 OCT 08, 2009 [DO NOT PAY - THIS IS NOT AN INVOICE] : . VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CB09-1626 PREPARED BY: ALl SADRE DATE: OCT 08, 2009 -, BUILDING ADDRESS: 2705 HIGHLAND DRIVE - . BUILDING OCCUPANCY R3/U TYPE OF CONSTRUCTION VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 2723 . GARAGE 802 DECKS 654 PORCK . 499 4. ROOF DECK 365 'Air Conditioning Fire Sprinklers TOTAL VALUE 323,925 Jurisdiction Code CB By Ordinance I $11,348.891 Bldg. Permit Fee by Ordinance j I $876 781 Plan Check Fee by Ordinance Type of Review.'l Complete Review r Structural Only ' . f Repetitive Fee r Other .• . J Repeats r Hourly 1Hr. @ * I. . Es Gil Fee I $755.381 - - * Côrnirients: - • Sheet lofi - . . I 'V -. macvalue.doc + City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: /0 V PLANCHECK NO.: CB BUILDINGAbDRS: 27Of(&J)b PROJECT DESCRIPTION: V V ASSESSOR'S PARCEL NUMBER: — 1. ( U _C)1 EST. VALUE:'________ ENGINEERING DEPARTMENT V APPROVAL DENIAL V V The item you have submitted for review has been approved. The approval is based on plans, Please sCeep V attached report of deficiencies marked wake necessarycorrections to plans information and/or specifications provided in your or specififor compliance with applicable submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or this date, including field modifications, must be specifications to this office for review. reviewed by this office to insure continued V - ' conformance with applicable codes. Please review carefully all comments attached, as failure to comply V . • with instructions in this report can result in suspension V of. permit to build. 4J&,ODate: (O28'2 V El A Right-of-Way permit is required prior to corstruction of the following improvements: By: Date: 'VV • V By Date - V V 4•• - - . • A - Pfi-UYW'JV e4Ty(lWNL. FOR OFFICIAL USE ONLY ENGINEE RING AUTHORIZATION TO ISSUE BUILDING PERMIT' y Date: ,ATTACHMENTS V -ENGINEERING DEPARTMENT CONTACT PERSON El Dedication Application/Checklist Name Linda Ontiveros El City of Carlsbad Encina Wastewater Screening Survey V a El 'Encroachment Application/Checklist Address 1635 Faraday Avenue, Carlsbad CA 92008 'y2LL- .'Y.P4Tri1 Map (Reference) •• Phone: (760) 602.2773 Fax: (760) 602-1052 V El Grading Plan Application/Checklist Email Linda Ontiveros@carlsbadca gov El Improvement Application/Checklist CFD INFORMATION 'r El Neighborhood Improvement Agreement Dj\J6 Reference No(s) El Right-of Way Permit Submittal Checklist -" •.' and Information Sheet T71i\LAL— Lot No.:OA O tpi iii. ' El Storm Water Compliance Forms Recordation Iv'1P4P 2272272__ El Other V V)~5P4'P4e 4 StNO9-o ' Subdivision/ — •• V Carlsbad Tract: flj4,S 13 V V ',,1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760)602 -8562 - BUILDING PLANCHECK CHECKLIST SITE PLAN ND 3RD D 1. Providea fully dimensioned site plan drawn to scale. Show: North Arrow F. Right-of-Way Width & Adjacent Streets Existing & Proposed Structures . Driveway widths Existing Street Improvements Existing or proposed sewer lateral D Property Lines Existing or proposed water service . . Easements . Existing or proposed irrigation service eN (. D) LLI . El 2. Show on site plan. . •4 C A. Site address - B. Assessor's Parcel Number .. Legal Description 41P ErE/t7\1 4- '7j4 1i2,tE'- OFor 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. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography 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. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: 4.'. - 4 - .4 EXISTING PERMIT NUMBER DESCRIPTION 2 Rev. 2102/09 BUILDING PLANCHECK CHECKLIST 1ST '2 ND 3RD,. 1:1 El E 1/,., 0 E1 1 SSt_fl .: -S - S '5,. ---''5 - - ':- 5 5 DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following Engineering Conditions of approval for Project No. All conditions are in compliance. Date: 'DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $_17,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please' have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" 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 $ 82,000 , 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 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: 4-. 3 Rev. 2102/09 Ei 11 -- 1s1 2 ND 3R0 ii BUILDING PLANCHECK CHECKLIST IMPROVEMENT REQUIREMENTS continued 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 $441 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: Enclosed please find your Neighborhood Improvement Agreement (NIA). Please return agreement signed and notarized to the Engineering Department. Completed by: Date: No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be .submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: Graded Pad Certification required. '(Note: Pad certification may be required even if a grading permit is not required.) 7d :No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. • 4 4 Rev. 2/O2,9 - BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT 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. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance 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. STORM WATER COMPLIANCE 10a. U Requires Project Storm Water Permit: P8f -SVJ_Og-i5 . Tier I/Tier II (Requires SWPPP) - Please complete attached forms Q No threat -Please complete attached Storm Water- Exemption form DEVELOPMENT FEES ttAVV 00N ThX(-C9 itIM Required fees ae-atteehe& 0 More information needed Q No fees required • ..,• BUILDING PLANCHECK CHECKLIST 1 ST ? 3RD WATER METER REVIEW U 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 receive "standard" 1" service with 5/8" meter. .1 ' All residential units that need to be fire sprinkled receive a 1" meter. See Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing - systems criteria. If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which AN I>. P' include total fixture counts and maximum water demand in gallons per minute 'Jt Qt-b)NAJ%[c,E (gpm). 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). •. •. •. NOTE: Upon declaration of Drought Response Level 3 condition, no new - ' potable water service shall be provided and no new temporary meters or permanent meters shall, be provided. See Ordinance 44 for more information. - - 0 0 12b. Irrigation Use (where recycled water is not available) I-p'-' ' All irrigation meters must be sized via irrigation calculations (in gpm) prior to ' -1. • - approval. The developer must provide these calculations. Please follow these - • guidelines: - : • • 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: ' :.. • TA 1+00 Install 2" service and 105.-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, the landscape consultant has already reviewed this if landscape plans have been prepared, but the - • . • applicant must provide the calculations to you for your use. 6 Rev. 2/02/09 ..,. BUILDING PLANCHECK CHECKLIST ST 2ND 3RD WATER METER REVIEW continued - 12b. Irrigation Use (continued) 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 service boundary, the City is in - the process of switching these irrigation services/meters to a new recycled water line LI 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. 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 I - - can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for this. El LI El 13 Additional Comments ) 7 Rev. 2/02)09 . ENGINEERING DEPARTMENT FEE CAL CULA TION WORKSHEET rIZIEstimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. ;Address: 27(5 I-I Bldg. Permit No. repared by: Date: Checked by: Date: EDUCALCULATIONS: List types and square footages for all uses. Types of Use:. SF1 Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: Types of Use.- Sq Ft./Units: EDU's: - •• .. / - , Types of Use: * Sq. Ft./Units: EDU's: ADT CALCULATIONS List types and square footages for all uses -': Types of Use:S Sq. Ft./Units: ADT's: -"Types, of Use: Sq. Ft./Units: ADT's: .- *4 •-' Types of Use Sq Ft./Units: ADT's 44 • S Types of Use Sq Ft./Units: ADT's: - FEES REQUIRED 1,-;-WITHIN CFD 0 YES (no bridge & thoroughfare fee in District #1 reduced Traffic Impact Fee) Z ZNO , 0 1 PARK—IN—LIEU FEE NW QUADRANT NE QUADRANT SE QUADRANT SW QUADRANT 4 , - FEE/UNIT:___________ X NO. UNITS:_________ _;/• * - r "-- ..'.;/2: TRAFFIC IMPACT FEE ADT s/7 X FEE/ADT O 3 BRIDGE AND THOROUGHFARE FEE (01ST #1 01ST #2 01ST #3 , - ADT s/UNITS X FEE/ADT t .4'CILITIES MANAGEMENT FEE ZONE win '1 UNIT/SQ FT X FEE/SQ. FT /UNIT / SEWER FEE . . . - EDU's: )b I X FEE/EDU I) =$__________ BENEFIT AREA: '.':' - — - —.--.- — .---.---- EDU's: X FEE/EDU 6 DRAINAGE FEES PLDA HIGH /LOW_______ ACRES X FEE/AC: XPI TABLE WATER FEES 8b6 r 4: UNITS CO E CONNECTION FEE METER F SDCWA FEE F \FARMER\KATi4y\MASTERSFEE CALCULATION WORKSIIEET.d0c2008.doc ' fl • Rev. 7/14100 4 * *•*• CITY of CARLSBAD 1635 Faraday Ave : Carlsbad, CA 92008-7314 760.602.2720. Attn: Linda Ontiveros Plan Check Response r Reference DWG 444-3 - Lot No Parcel B, OLIVER Residence Recordation Map 20272 4 Subdivision MS 05-13 Site Plan: 1 Please review for all items added to Graphic Site Plan A-i, A-li record map 2 All infrastructure located per city map information refer to A-i, refer to slope 2% away from Building as a minimum standard All grading minimized for location and placement of concrete foundations, embedments etc 3 Please review Legal Description A-1, as well I have attached the drawing 444-3 as a member to the Permit set A- 1. i - Grading Requirements 7a /7e As noted on plans only remedial grading will be required for placement of Concrete foundations and embedments No additional excavation or grading will be It , required on the Site Typical Site work will be performed to create Water, Sewer, Power, Gas connections Then the Driveway, Garage and adjacent stemwall footings will be excavated and forms set The limit of all grading will be a directive of the location on this simple Single family Residence structure - - ( / . -.- . Thank you Craig Tapley, Project Manager "OLIVER Residence" Design Dimension A P.O. Box 7193 Mammoth Lakes, CA 93546 7609344348 Email CT@,DEsign-Dimension.net -.-,. . * - . - -..- ., .-.! •- . - : t - H 1' STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. V THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN- OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5.. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 V INCH MINIMUM AGGREGATE. 6 ADEQUATE EROSION AND. SEDIMENT CONTROL AND V PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES SF0, 802 SF GARAGE, 1,635 SF DECKS (3) ON VACANT LOT , VI lii. •. 4 ;.. For City-Use Only,: .1 P 4 - .4 V I _V V - - PROJECT INFORMATION, - Site Address: 2705 HIGHLAND DR Assessor's Parcel Number: 156-110-95 Project ID: CB 09-1 626 Construction Permit Not' SW 09-50 Estimated Construction StirtDte fi — Project Duition V V Months Emergency Contact: 0 3 Name: Cre.O -r 24 hour PhoneC7 1f -2t I -' Perceived Thre5joLSton Water Quality Medium Low If medium box is c e , nust attach a site plan sheet showing proposed work area and location of proposed structural BMPs ' V V. 4, —I VV - CITY OF CARLSBAD STANDARD FORM - TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WATER COMPLIANCE CERTIFICATE I My project is not in a category of permit types exempt from the Construction SWPPP requirements I My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I My project does not requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) I My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, - an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1- through April 30). - I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT, I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT -- PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND'AT ALLT!MES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP ThROUGHTOUT THE. DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD.'° , ( (•) A NAME (PRINT) - V (S)w KS AGENT NAME (SIGNATURE) W DATE If . 4 . - V V• - V -I , V - PV• . P - . 4 - t .. .4 ' , 'S •• 1 S 4, 1 Waste Management and Materials Erosion Control Sediment Control BMPs Tracking Non-Storm ater Pollution Control BMPs BMPs Control BMPs M — - . 5 $ CL9 9 . co E - - CD a Best Management Practice — C E — .E IV .— a- 2 C — — (BMP)Description-)' ° is O -o ° . a ac E -a° — 16 0 . ' .CL CM CM tZ to V 0 ° a W U) U) U) - 0 U- 0 0> a U) .22 U) 0. U).E j5 0 U)a ci CL o O >0 is.2 U) is. .2 U) a.o COO a (O 2 al X 2 CS O CASQA Designation -, 'r ? 'f ' ? r'r 'T 9' 47 00 LU LU C) LU • 0 LU (n LU U) LU CO LU U) LU U) LU (n .UJ Cl) 7 LU X — of I- co Z U) Z (1) Z Cl) z - Construction Activity ' GradinglSoilDisturbance - — . ' Trenching/Excavation -- — — — Stockpiling . • OnhlingiBonng - Concrete/Asphalt Sawcutting Concretefiatwork — — — — — — — — Paving Conduit/Pipelnstallation Stucco/MortarWork —. ---. .— • Waste Disposal - * Staging/Lay Down Area - Equipment Maintenance and Fueling 41, %~a Hazardous Substance Use/Storage — Dewatenng -- — — — — — — — — — - — — — — Other (list): Site Access Across Dirt --- '• '-:— ____-___ _______ - — S. -;----- Instructions Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction Add an; other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description For each activity descrribed, pick one or more best management practices (BMPs) from the list located alon the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP columns Do this for each activity that was checked off and for each of the selected BMPs selected from the list For Example —If the project includes site access across dirt then check the box to the left of Site Access Across Dirt Then review the list for something that applies such as "Stabilized Construcion Ingress/Egress" under Trackiiig Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box. where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in - Cover with Plastic in the blank column under the heading Erosion Control BMPs Then place an X in the box where Stockpiling row intersects the new Cover with Plastic column To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measiires.- The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project - - 5 5 ,_ 5- r. * -s - -• -- -.- - - S • I •' . . — -.5- -' S :5 .: .- .. . . . - • Page 2of.2_. -I- .L ... PLANNING DEPARTMENT -. . BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB091626 Address 2705 HIGHLAND DR • Planner GINA RUIZ Phone(760)602-4675 APN: 156-110-95-00 Type of Project & Use: NEW SFR Net Project Density: DU/AC 01 . Zoning: R.1 General Plan: RLM Facilities Management Zone: 1 Cf D (in/out) #_Date of participation:_____ Remaining net dev acres:_____ . ••., (For non-residential development: Type of land used created by this permit: . • • Circle One 0) 0) 0) _c . 'I-: - Legend: Z Item Complete LI Item Incomplete -Needs your action ' El Environmental Review Required: YES LI NO Z TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: -LI -fl Discretionary Action Required: YES LI NO Z TYPE • APPROVAL/RESO. NO. DATE PROJECT NO OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval Eli LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES El NO • CA Coastal Commission Authority? YES El 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): Z E]1`0 - Habitat Management Plan Data Entry Completed? YES LI NO Eli . If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus - •- (A/PIDs, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type - •- impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES Z NO fi FEE-IS: $4515.00 .(Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES Z NO LI (A/PIDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, - - Enter Feb, UPDATE!) - - .• , . -.. - • . I H:'ADMlNTemplate\Building Plancheck Review Checklist.doc Rev 4/08 4 • SitéPlan: LI LI ' SEE ADDITIONAL COMMENTS BELOW (IF ANY) ',• Policy 44 - Neighborhood Architectural Design Guidelines LI LI 1. Applicability: YES LI NO LI LI. 2. Project complies: YES [j]NO[j - Zoning: *THERE IS A SIDEYARD SWAP APPRVD ON THIS PROPERTY FOR: 5' INT. & 15' STREET SIDE LI, LI. 1. Setbacks: T Front: Required Shown ,. •'- Interior Side: Required *5' Shown 5' Street Side: Required *1Ev Shown ' Rear: Required 20' Shown 47' Top of slope Required N/A Shown N/A . LI LI'. 2. Accessory structure setbacks: N/A Front: 5 ' Required Shown t r Interior Side: Required Shown Street Side: Required Shown .' ,.'- Rear: Required Shown - • Structure separation: Required Shown LI LI ' 3 Lot Coverage Required 40% MAX Shown LI LI 4 Height Required 30 OR LESS IF ROOF PITCH IS 3:12 LESS THAN 3:12 PITCH=24 MAX Shown 30 w14 12 Roof Deck Required LESS THAN 24' Shown LI R-.4 5. Parking: : ' Spaces Required 20'x 20' GARAGE Shown 20'x 20' GARAGE .\, • (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI D /'' Additional Comments OK TO ISSUE AND 'ENTERED APPROVAL INTO COMPUTER GR DATE 10/8/09 5' 5 •. : .1 . - ',.• 5-.'.' - I ' , '5 - 5 1, . ' - . H:\ADMiN\Tempiate\Buiiding Piancheck Review Checkiist.doc Rev 4/08 : - . ... - .4 5TKCTKALCALCLAT1ON5 0 K Oliver Kesidence 2705 higklancl Drive ...ArN 156-1 10-5 5 Carlsbad, CA $ . -.. ; .,.• - . QO977 CIVIL OFCALIf 4 SEP 2 2009 • . -' . A, • • - • ,,. . .: 4 4 1 •• • • •• . . CL1NT Dc5lgn DPmcn5Ion JOb NO: 09-270 DATE:., 150-09 Øq .4 * t b PROJECT NAME: Oliver Residence JOB NUMBER: 09-270 - CALCULATED BY: JMP .. DATE: 8-30-09 SHEET NO: .. _1. PROJECT NOTES:.. ,.• - 1.GENERAL S All work shall conform to the 2007 CBC and applicable local codes. Where applicable allowable stresses have been increased 15% (Except Alpine, Plumas and Placer Counties) for short duration and 331/o for seismic and wind loading. Jeffrey Pritchett, P.E. is responsible for the structural items in the plans only. Should any changes be made, or should the results of these calculations not be fully or properly transferred to the plans, Jeffrey Pritchett,'.P.E. assumes no responsibility for the structure. . All codes and standards shall be the most current edition as of the date of the'• calculations. . The details shown on the drawings are typical. Similar details apply to similar conditions. . • . - The calculations are based upon a complete structure. Should an unfinished structure be subjected to loads, Jeffrey Pritchett, P.E., should be consulted for an interim design or if not, will assume no liability. Jeffrey Pritchett, P.E. shall be notified of existing corditions that differ from those shown on these details and plans. . . . . 2. SITE WORK 4 Building sites are assumed to be.drned and freeof clay or expansive soil. Any other, conditions should be brought t'theatt ip,n_ofJf,fr,ey Pritchett, P.E:. These calculations assume stablOunditurbedsoUsand level or steppéd footings. Any other conditions should be reportedtô-Jeffrey, Pritchett, P.E.: - All footings shall bear on undisturbed soil with afooting depth 24 below finished grade All finished grade shall slope away from fciindatio for a minimum of 10'-0". An assumed soil bearing pressure is detëFFnined and will be increased in accordance 1-4Jwith, lBCTable1804.2. - No snow or water is to be allowed to collect around foundation during construction. It is the contractor's responsibility to ensure that the building site drains freely, and that any standing water or snow is removed immediately. 3 FILL AND BACKFILL Fill material shall be free from debris, vegetation, andothr foreign substances Backfill trenches shall be compacted to 90% relative density per ASTM D1557to within 12" of finished grade. The top 12" shall be landscape fill. '. - - S • C) Backfill at pipe trenches shall be compacted on both sides of pipe in 6" lifts. . S. d) Waterproof exterior faces of all foundation walls adjacent to usable spaces. Waterproofing of all foundation and retaining walls:to be the responsibility of theowner and/or contractor. * . - •. I - 4. - - . - • . - S. •. -. - Jcjj - - - ! T PROJECT NAME Oliver Residence JOB NUMBER: 09-270 CALCULATED BY: JMP - DATE:8-30-09 SHEET NO: 2 - . PROJECTNOTESCONTD: All backfill against foundation walls must be compacted to 90% relative density, unless otherwise directed by a soilsreport. Install perforated pipe sub-drain typical behind all retaining walls. Use 4" 4 PVC except • where noted otherwise. Slope pipe to drain to daylight and drywell.' 4..00NCREtE' a) All concrete shall have a minimum 28-day compressive strength of 2500 psi for footings and 2500 psi for retaining walls, U.N.O. , b) Concrete shall be air-entrained to 5% ± 1%. "c) Reinforcement shall be ASTM A615, grade 60 ksi, U.N.O. 'd)- Lap reinforcing a minimum.of 40 bar diameters at all splices, U.N.O. -j-e)t ''All slabs on.grade (SOG) shall have a minimum thickness of 4" and be reinforced with .• 'WWF 6x6-'W10xW10 as per ASTM A185, or with Fibermesh as per manufacturers' 6 equivalent to mesh specified above, U.N.O. All SOG have been ,specifications . • designed assuming an f'c of 2500 psi, but shall be constructed with 3,500-psi concrete. ,rf) Waterproofing of foundations and retaining walls is the responsibility of the owner. g) 4 Reinforcement cover in cast-in-place concrete shall be as follows: 3"• - Concrete cast against and permanently exposed to earth. - - 1 1/2" - Concrete exposed to earth or weather with #5 bars or smaller. 3 1 W' -.Concrete not exposed to weather or in contact with ground, #11 bars and t• • • smaller. - 4 1 1/2"-- Beams, columns, and pilaster, cover over ties 5. 1 1/2" Cleá'r to top for reinforcement in slabs on grade. h) .- -Provide slab control joints (saw cut or plastic. inserts) at 20'-0" maximum spacing each vày for 4" slab; joint depth to be 1/4 of slab depth. * - -• ' 5:-MASONRY - • • - a) All masonry units shall conform to ASTM C90 grade N units, U.N.O. • P) All rnásonry cells are to be solid grouted with mortar conforming to ASTM C279, -type S, with a 28 day compressive strength of 2000 psi, minimum, U.N.O. - p) . Vertical steel placement in masonry stem walls to be #4 bars at 16" o.c. maximum ' spacing, U.N.O. • d) Horizontal steel placement in masonry stem walls to be #4 bars at 24" o.c. maximum -• * spacing,U.NO • . -. ••-- : - F • I *-• . , I I -. • - - • I' • - - -- -••.•-. - F - -. - • ; .l. , • - -- - ' F * * -- -.- - -- ,- - -, - -, - - •V PROJECT NAME: "Oliver Residence JOB NUMBER 09-270 CALCULATED BY:JMP DATE: 8-30-09 -.. SHEET NO: V 3 PROJECT NOTES CONTD. . 6_LUMBER/FRAMING t 'I All lumber framing shall be Douglas Fir Larch with moisture content <19%, U.N.O. V Glu-Lams used for simple spans shall be 24F-V4, U.N.O. Glu-lams used for : continuous spans, or for cantilevered conditions, shall be 24E-V8 U.N.O. Glu Lans - exposed to weather shall be rated for exterior use by manufacturer or apprdved protection from exposure to be provided. All plywood shall conform to APA PS 1. All shear plywood shall be C-D, C-C, 303 (TI- ll), or approved equal. (i.e. - Masonite Omniwood or LPI Inner-Seal vertical groove .• siding). V Where multiple trimmers or studs are specified, those trimmers are to be stacked in all wall framing and solid blocking to be provided at all floors down to the foundatiOn. V. Where posts with column caps, straps, or bearing plates are called for, the load is to be transferred to the foundation with posts as specified, in the plans and solid verticalgrain blocking at all floors -, All 4x and 6x posts, columns, and headers to be DF #1 or better, U N 0 All other 4x and 6x framing members to be DF #2 or better, 'U.N.O.-,V All studs to be stud grade or better, U.N.O. In no instance shall a stud wall be used to resist lateral pressures due to snow or soil. It is the owner and/or. contractors responsibility to eliminate snow and/or soil to stud wall contact All laminated veneer lumber (LVL) and parallel strand lumber (PSL).spécified shall have the following minimum design strengths 1 1 3/4"wide Fb=2600 psi, F220 psi E=1 ,800,000 psi 2. 2 11/16"wide and greatêr:.Fb=2900 psi, F=290 psi, E=2,000000 psi: V VV V All multiple-ply LVL members to beattached with (3) rows of I 6 common nails at o.c. for entire length of member. Fo'athree-piece member theñailing is from each side. Foundation sill plates, nailers, and ledgers in direct contact with concrete and within6', of ground to be preservative treated Douglas Fir 4 I) All framing members specified in these calculations and/or plans are minimums, and larger members of equal or better grade may be substituted m) No green lumber shall be used on this project 7 HARDWARE I STRUCTURAL STEEL tl All hardware called for shall be Simpson Strong-Tie Co, Inc. and installed per, the manufacturers specifications, U.N.O. Structural steel shall conform to ASTM A50 or better. Steel pipe columns shall conform to ASTM A53, Type E or S. Steel tube sections shall conform ASTM A500, Grade B. -- PROJECT NAME: Oliver Residence ' JOBNUMBER:09-270 CALCULATED BY: JMP DATE 8-30-09 - SHEET NO: 4 I PROJECT NOTES CONTD: ; c) All welding shall conform to the American Welding Society specifications. Certified welders apprOved by the local building authority shall perform all welding. All shop Welding shall be in an approved fabricators shop authorized by the local building 'authority or specific inspection per IBC Section 1704. All welding electrodes shall be E70XX or shielded wires with F ~ 70 ksi. All nails specified are common nails. No substitutions unless approved in writing by Jeffre' Pritchett, P.E. or specifically addressed in these calculations or the plans. All - nails exposed to weather shall be galvanized. f) Theminimum nailing for all framing shall conform to CBC Table 2304.9.1. All bolts specified must meet ASTM A307. Bolt holes to be /32 to /16 larger than - ri : ;speèified bolt. Washers shall be used at each bolt head and nut next to wood. All washers to be not less than standard cut washers. I • .5 -S • •-. S - 5 -5--- •-5-- S S - - - .(, • • - • • 5, • S- ¶5 - - .- • -, PROJECT NAME:' Oliver Residence JOB NUMBER: 09-270 CALCULATED BY:JMP DATE:_,.. , 8-30-09 SHEET NO: c VERTICALDESIGNCRITERIA: RAFTERDESIGNDEADLOAD WORKSHEET ' 1 ROOFING (includes paper) I.. Composition 3.0 psf Metal 2.0 psf LI Shake 3.0 psf Li " * .:-,; :,.• Tile 9.0 psf LI SHEATHING: 1/2" plywood 1.5 psf Li 5/8" plywood 1.8 psf - 3/4 plywood 2.3 psf Li RAFTERS: 24" 0/C 16" 0/C 2x8 1.5 psf Li 2.2 psf 2x10 1.9 psf Li 28p5f Li 2x12 2.2 psf Li 3.3psf 1 3hx14LVL 3.6 psf Li INSULATION R30 1.5 psf Li R38 2.9 psf CEILING - Acoustical fiber tile: 1.0 psf 1/2" gypsum board: 2.0 psf Li ," .' - , -'-. •• 1 ,Iu :JYIJUIII IJU2IU. }JI .'- Metal suspension system: 0.5 psf Li ' •. '-. 1/2" plywood 1.5 psf Li ' RAFTER TOTAL LOAD: 13.5 psf - Use 20 psf for design I t - ' ' ' .. I • -' - - I - c- -: -. . 'V• -. 4V •• • PROJECT NAME: Oliver Residence V JOB NUMBER: 09-270 CALCULATED BY:JMP V V V DATE: • V •• 8-30-09 V V SHEET NO: VV - V V VERTICAL DESIGN CRITERIA: V V - V 4 V V* V FLOOR DESIGN DEAD LOAD WORKSHEET FLOOR FINISH: 11/2" Gyperete 15.0 psf LI V , 1/2 Stone 150 psf LI Tile 10.0 psf LI Carpet 2.5 psf FLOOR SHEATHING - 1-1/8" plywood 33 psf LI 3/4' plywood 2.2 psf 5/8' plywood l8 psf Ll FLOOR JOISTS 24" 0/C 16" 0/C 12" 0/C 2x12 22 psf LI 33 psf Z 44 psf LI 2x10 l9psf[1 28psfLI 37psfLI - 2 x 8 1.5 psf LI 2.2 psf LI 2.9psf LI 91,4" 121210's 1.1 psf LI 1.5 psf LI '• .2.2 psf LI V V 11-7/8" 121210's 1.3 psf LI 1.7 psf LI 2 5 psf LI INSULATION - 7" Bat 2.1 psf LI 9"Bat 27 psf LI - 11" Bat 3.3 psf CEILING 5/8 gyp board 2.5 psf Z V - 1/2' gyp board 20 psf LI 1" plaster 80 psf LI FLOOR TOTAL LOAD: 13.8 psf, use 20psf -• - - • : V V V -• V 'V ;VV . V V • - V ••V • V • •V V V -. j V V . j I ' S * •." , I - "Cont'errninous 48 States 2006 International Building Code Latitude, =33.161 :•;: Lbngitude=-117.333 Spectral'Response Accelerations Ss and Si : 4;-5Ss. 'and S1 = Mapped Spectral. Acceleration Values Site Class B '.Fa = 1.0 ,Fv = 1.0 Data ar --,'based on a 0.01 deg grid spacing Perud So (sec) (g) 0.2 1.268-(Ss Site Class B) 1 0 iO.478.(S1)1 Site Class B) Conterminous 48States 2006 International Building Code Latitude =33.161. '.Lbngitude -117.333' Spectral Response Accelerations SMs and SM1 SMs'= Fax S9 and,SM1 = Fv x Si Site Class D - Fa= 1.0 ,Fv = 1.522 Period _,'So -: sec) .(g) 1.268 (SMs,.Site' Class B) 0.727 (SM1, Site Class B) 1•' 1 Conterminous 48 States 2006 1lnternàti6nal. Building Code Latitude = 33.161 ` Longitude'=-117.333 - Design Spectral. Response Accelerations SDs and SD1 SD.= 273 x SM and SD1 = 2/3 x SM1 Site Class D - Fa = 1 0 ,Fv = 1.522 - A ' •S' •,'' S Period Sa 0 21 10.845 (SDs, Site Class D) t JOB #: 09270 CLIENT: Design Dimension PROJECT: Oliver Addition ' ENGINEER: JMP . DATE 8/30/09 SEISMIC DESIGN CRITERIA SEISMIC USE GROUP = I (per 1616.2) Corresponding I factor (per 1604.5) = 1.0 (Values below taken from USGS Seismic Design Parameters Software Program) S = mapped" max. considered earthquake spectral response acc. @ 0.2 sec. period for site class B (per Figure 1615 (3)) = 1.268 g S1 = 'mapped" max. considered earthquake spectral response acc. @ 1.0 sec. period for site class B (per Figure 1615 (4)) = 0.478 g - SOIL SITE CLASS D (per Table 1615.1.1) * -. • .. . Fa = site coefficient per Table 1615.1.2 (1) (1.0 for site class D and S> 1.25g) F = site coefficient per Table 1615.1.2 (2) ., * (1.5 for site class D and S > 0.5g) .. = 1.522 . MCE (Maximum considered earthquake) spectral response accelerations (5% damped) SDS = (2/3) * Fa * Ss 0.845 g SDI = (2/3) * Fv * S = 0.485 g SEISMIC DESIGN CATEGORY = D (per 16163) SEISMIC BASE SHEAR (Simplified analysis procedure for seismic design of buildings, 1617.5) - -' V = [(0 7*F*S)/R]*W R = 6.5 per Table 1617.6.2 (5 for Special reinforced concrete sher walls) - - (6.5 for Light framed walls with shear panels) where: .- -• F = 1.0 for one story building, 1.1 for two story building, 1.2 for three story building W = total seismic dead load + factored snow load (where required) - 0.7 = Allowable Stress Design Factor V = 0.091 *W for one story buildings V = 0.100 *W for two story buildings ... V = 0.109 *W for three story buildings . .• - -, - Roof Framing Beam Trib. Wdth Fir (ft) DL Fir (ps LL Fir (psf) Trib. Wdth Roof (ft) DL Roof (psf) LL Roof (psf) Trib. Wdth Deck (ft) DL Deck (Ps LL Deck (Ps Wall Htj (ft) DL Wall (psfl WDL (PLF) I WLL I (PLF) WTOTAL (PLF) Length (ft) Beam per table w 1 _ (PLF) RxDEAO (lb) RxLIvE (lb) RxTOTAL (Ib) 1-10.5 HI H2 H3 H4 H5 ________ 20.00 20.00 20.00 20.00 20.00 20.00 40.00 40.00 40.00 40.00 40.00 40.00 8.00 7.00 8.00 5.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 _ _ 9.00 1.00 30.00 30.00 30.00 30.00 30.00 30.00 40.00 40.00 40.00 40.00 40.00 40.00 20.00 20.00 20.00 20.00 20.00 20.00 160 140 270 30 160 100 160 140 360 40 160 100 320 280 630 70 320 200 4.00 8.50 7.50 8.50 4.50 6.50 6x8 DF#1 5.25x7.25 LVL 5.25x9.5 LVL 5.25x7.25 LVL 6x8 DF#1 5.25x7.25 LVL 2900 610 1954 610 1856 1296 320 595 1013 128 360 325 320 595 1350 170 360 325 640 1190 2363 298 720 650 H6 20.00 40.00 9.00 20.00 20.00 30.00 40.00 20.00 180 180 360 8.50 5.25x725 LVL 610 765 765 1530 RBI 20.00 40.00 9.00 20.00 20.00 30.00 40.00 4.00 20.00 260 180 440 16.00 5.25x14 LVL 782 2080 1440 3520 RB1.5 20.00 40.00 9.00 20.00 20.00 30.00 40.00 4.00 20.00 260 180 440 8.00 5.25x14 LVL 4600 1040 720 1760 RB2 20.00 40.00 13.00 20.00 20.00 30.00 40.00 4.00 20.00 340 260 600 15.00 5.25x14 LVL 949 2550 1950 4500 RB3 20.00 40.00 11.00 20.00 20.00 30.00 40.00 20.00 220 220 440 16.00 5.25x11.875 LVL 477 1760 1760 3520 RB4 20.00 40.00 '11.00 20.00 20.00 30.00 40.00 20.00 220 220' 440 8.00 5.25x11.875 LVL 2640 880 880' 1760 RB6 ' '20.00 40.00 7.50 20.00 20.00, 1.00 30.00 40.00 4.00 20.00 260 190 450 15.00 5.25x14 LVL 949 1950 1425 3375 2000 4000 200 2000 2000 3000 4000 2000 40 40 80 1000 2x12#1sAT24 243 200 200 400 2 ff '.20.00 40.00 '2.00 20.00 20.00 30.00 . _40.00 20.00 40 40 80 15.00' 2x12 #1's AT 24 100 '300 300 ö 20.00 40.00 . 20.00 20.00 1.33 30.00 40.00 20.00 40 53 93 14.50 2x's at 16, 11 "min 111 290 387 677 - JOB #: 09-270 CLIENT: Design Dimension PROJECT: Oliver Residence ENGINEER: JMP DATE: 9/28/09 4. .4- 4, "4 '4 - - -. ''•.$ - - p 5-1/4" MICRO-LAM I 8E BEAM LOAD TABLE (pif) Cd= 1 00 - Material Properties Ajustment Factors Section Froperties - combination symbol= M-L Cd 1.00 member b (in) d (in) I S (in') A (in') I (in') -. . Fb= 2600 PSI Cm 1.0 5-1/4" X 7-1/4" 525 725 460 3806 167 F -.285 psi - C -I ~0 5-1/4"x 9-1/4"'5.25 9.25 74.9 48.56 346 .. •. ' ". ,.. E= 1.8 x100 Psi C= 1.0 5-1/4"x 9-1/2" 5.25 9.5 79.0 49.88 375 • Deflection Criteria - C -. 1.0 -1/4 x 11-1/4" 'P5.25 11.25 110.7 59.06 623 U 240 Ch= 1-0 5-1/4" x 1 7/8 525 11.875 1234 162.34 733 LL= U 360 - Cvt2 varies - - -1/4" x 14" 5.25 14 171.5 73.50 1201 •- * Ajust Shear for Distance "d" ?=. yes -114"x 16" 5.25 16 2240 84.00 1792 • (input "yes" or "no") - . -1/4" x 18" 5.25 18 1 283.5 9450 2552 -1/4" x 19.25" 5.25 19.25 1 324.2 101.06 3121 Notes: This table assumes that all beams have continuously supported compression flanges, if not adjust M values by C1 - Volume factors, Cv. are included in calculations for the various depth, width, and length combinations. Span (ft) 4 5 6 7 8 9 10 11 12 13 14 1 15 16 17 18 19 20 21 22 23 24 25 'TL 10420 5335 3087 1944 1303 915 667 501 386 304 243 198 163 136 114 97 83 72 63 55 48 43 5-1/4" x 7-1/4" ALL 6947 3557 2058 1296 868 610 445 334 257 202 162 132 109 90 76 65 56 48 42 37 32 28 M 4982 3189 2214 1627 1246 984 797 659 554 472 407 354 311 276 246 221 199 181 165 151 138 128 V 5181 3815 3019 2497 2130 1856 1645 1477 1340 1227 1131 1049 978 916 861 813 770 731 696 664 635 608 TL 21641 11080 6412 4038 2705 1900 1385 1041 802 630 505 410 338 282 237 202 -173 150 130 114 100 89 5-1/4"x9-1/4" ALL 14428 7387 4275 292 1803 1267 923 694 534 420 337 274 225 188 158 135 115 100 87 76 67 59 M 8111 5191 3605 2648 2028 1602 1298 1072 901 768 662 577 507 449 401 359 324 294 268 245 225 208 V 7507 5336 1 4139 3381 1 2857 2474 2182 1951 1765 1611 1481 1371 1276 1194 1121 1057 1000 948 902 860 822 787 i-. 23444 12003 6946 4374 2930 2058 1500 1127 868 683 547 445 366 305 257 219 188 162 141 123 109 96 5-1/4"x9-1/2" ALL 15629 8002 4631 2916 1954 1372 1000 752 579 455 365 296 244 204 172 146 125 108 94 82 72 64 M 8555 5475 3802 2793 2139 1690 1369 1131 951 810 698 608 535 474 422 379 342 310 283 259 238 219 V .7842 5547 4291 3499 2954 2555 2252 2013 1819 1660 1526 1413 1315 1229 1154 1088 1029 976 928 885 845 809 1rL 38933 19934 11536 7264 4867 3418 2492 1872 1442 1134 908 738 608 507 427 363 311 269 234 205 180 159 5-1/4" x 11-1/4" ALL 25955 13289 7690 4843 3244 2279 1661. 1248 961 756 605 492 406 338 285 242 208 179 156 137 120 106 M 11997 7678 5332 3917 2999 2370 1920 1586 1333 1136 979 853 750 664 592 532 480 435 397 363 333 307 V 10562 7182 5441 4379 3664 3150 2762 2460 2217 2017 1851 1710 1589 1484 1392 1311 1238 1174 1115 1062 1014 971 TL 45789 23444 13567 8544 5724 4020 2930 2202 1696 1334 1068 868 715 596 502 427 366 316 275 241 212 188 5-1/4"x11-7/8" ALL 30526 15629 9045 5696 3816 2680 1954 1468 1131 889 712 579 477 398 335 285 244 211 183 161 141 125 M 13367 8555 5941 4365 3342 2640 2139 1768 1485 1266 1091 951 835 740 660 592 535 485 442 404 371 342 V 11723 7842 5892 4718 3935 3374 2954 2626 2364 2150 1971 1819 1690 1577 1479 1392 1315 1246 1183 1127 1076 1029 TL 75031 38416 22231 14000 9379 6587 4802 3608 2779 2186 1750 1423 1172 977 823 700 600 519 451 395 347 307 5-1/4"x14" ALL 50021 25611 14821 9333 6253 4391 3201 2405 1853 1457 1167 949 782 652 549 467 400 346 301 263 232 205 M 18579 11891 8257 6067 4645 3670 2973 2457 2064 1759 1517 1321 1161 1029 917 823 743 674 614 562 516 476 V 16758 10474 7617 5985 4929 4190 3643 3223 2889 2618 2394 2205 2044 1904 1783 1676 1581 1496 1420 1351 1289 1232 112000 57344 33185 20898 14000 9833 7168 5385 4148 3263 2612 2124 1750 1459 1229 1045 896 774 673 589 519 459 5-1/4" x 16" ALL 74667 38229 22123 13932 9333 6555 4779 3590 2765 2175 1741 1416 1167 973 819 697 597 516 449 393 346 306 M 24267 15531 10785 7924 6067 4793 3883 3209 2696 2297 1981 1726 1517 1343 1198 1076 971 880 802 734 674 621 V 23940 13680 9576 7366 5985 5040 4353 3830 3420 3089 2816 2588 2394 2227 2082 1954 1842 1741 1651 1570 1496 1429 T1 159469 81648 47250 29755 19934 14000 10206 7668 5906 4645 3719 3024 2492 2077 1750 1488 1276 1102 958 839 738 653 5-1/4"x18" ALL 106313 54432 31500 19837 13289 9333 6804 5112 3938 3097 2480 2016 1661 1385 1167 992 851 735 639 559 492 435 M 30713 19656 13650 10029 7678 6067 4914 4061. 3413 2908 2507 2184 1920 1700 1517 1361 1229 1114 1015 929 853 786 V 35910 17955 11970 8978 7182 5985 5130 4489 3990 3591 3265 2993 2762 2565 1 2394 . 2244 2112 1995 1890 1796 1710 1632 species= DF#1 Fb= 1000 psi F= 180 psi E= 1.7 xlO° psi Deflection Criteria U 360 U 480 Ajust Shear for Distance "d ?= (input yes" or "no' Ajustment Factors Cd= 1.00 Cm= 1.0 Ct= 1.0 Ci= 1.0 Cr= 1.15 Ch= 1.0 yes 2x WOOD JOIST LOAD TABLE (plf) Cd= 1.00 Section Froperties and Size Factors member b (in) d (in) S (in) A (in) I (in) C 2x4 1.5 3.5 3.06 5.25 5.36 1.5 2x6 1.5 5.5 7.56 8.25 20.80 1.3 2x8 1 1.5 7.25 13.14 10.88 47.63 1.2 2x10 1.5 9.25 21.39 13.88 98.93 1.1 2x12 1.5 11.25 1 31.64 16.88 177.981 1.0 2x14 1.5 13.25 1 43.89 19.88 290.78 0.9 Span (ft) 3 4 5 6 7 8 9 10 11 12 13 14 1 15 16 17 18 19 1 20 TL 500 211 108 62 39 26 19 13 10 8 6 5 4 3 3 2 2 2 2x4 ALL 375 158 81 47 30 20 14 10 8 6 5 4 3 2 2 2 1 1 M 391 220 141 98 72 55 43 35 29 24 21 18 16 14 12 11 10 9 V 521 369 285 233 1 196 170 150 134 121 1 110 101 94 87 82 1 77 72 68 65 - TL 1940 818 419 242 153 A 102, 72 52 39 30 24 19 16 13 11 9 8 2x6 ALL 1455 614 314 182 115 77 54 39-'-30 23 18 14 12 10 8 7 6 5 M 837 471 301 209 154" 118 93 75 62 52 45 38 '33,' 3 29 26.. 23 21 19 V 950 642 485 390. . 325-'280,. 245 218 196 179 1 164 151 141. 131 123 116 109 104 ATL 4443 1875 960 555 - 350 234 . 165 120 90 ' 69 55, 44 36 29 24 21 17 j5 - 2x8 'ALL 3332. 1406 720 417- 262 . 176 . 123 :90 68 52 41 33 27 22 18 15 13 11t M 1343 756 484 336 247 189 .149 121 100 84 72 62 • 54 47 42 37 33 30 - V 1457 935 688 545 1 451 384 335 1 297 267 '242 221 204 - 189 176 165 155 147 - - 139 - TL 9228 3893 1993 1154 .726 487 ".342 249 187 - 144 113 91 74 61 51 43 36 31 2x10 ALL 6921 2920 1495 865 545 - 365 256 187 140 108 85 68 55 46 38 32 27 . 23 M 2004 1127 722 501 368 282 - 223 180 149 125 107 92 80 70 62 56 50 ' 45 V 2283 1355 963 747 610 516 446 394 352 318 291 267 247 230 215 202. 191 180 TL 16602 7004 3586 2075 1307 875 615 448 337 259 204 163 133 109 91 77 65 56 - 2x12 .ALL 12451 5253 2689 1556 . 980 657 461 336 253 195 153 123 100 82 68 58 49 42 M- 2695 1516 970 674 495 379 -299, 1243 200 168 144 124 108 95 84' 75 67 61 V 3600 1906 1 1296 982 790 661 568 498, 444 400 1 364 334 309 287 268 1 251 236 223 AlL 27123 11443 5859 3390 2135 1430 1005 732 550 424 333 267 217 179 149 126 107 92 2x14 'ALL 20342 8582 4394 '2543 1601 1073 753' 549 413 318 250 200 163 134 112 94 80 ,69- M 3365 1893 1211 ' 841 * 618 473 374 303 250 210 179 155 135 118 105 93 '' 84 76 - V 6025 2662 1709 1258 995 824 702' 612 543 487 442 1 405,1 373 1 346 1 322 302 284 1 268 Material Properties \jusF-377-5 Uo-rs - species= DF#1 . Cd 1-00- Fb= 1350 psi . Cm= 1.0 F,,= 180 psi C1= 1.0 - Er 16 T X10b psi c=. 1.0 . Deflection Criteria - . C= 1.0 i= U 240 - C 1.0 1L L/360 . -. .-•- - . . 4 - Ajust Shear for Distance d' ?= . yes . . .• . . - - - . • (input "yes" or "no') Section Properties and Size Factors member b (in) d (in) S (in') A (in') I (in') C1 6x6 5.5 . 5.5 2773 30.25 76.3- 1.0 6x8 - 5.5 7.5 51.56 41.25 193.4 . 1.0 6x10 .5.5 9.5 82.73 52.25 393.0 1.0 6x12 5.5 11.5 121.23 63.25 697.1 1.0 6x14 1 5.5 1 13.5 1167.061 7425 11127.7 0.99 6x16 1 5.5 1 15.5 - 1220.231 85.25 1 1706.8 0.97 -.4 -- . .. - - . - - - - • - 4.. . . 4 • •• . -. .' .., - a - • • - - - - .- - .. - - • - 6x WOOD BEAM LOAD TABLE (pif). Cd= 100 - Span (ft) 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 TL 10042 4236 2169 1255 790 530 372 271 204 157 123 99 80 66 55 46 40 34 29 25 22 20 6x6 ALL 6695 2824 - 1446 837 527 353 248 181 136 105 82 66 54 44 37 31 - 26 23 20 17 - 15 13 M 2773 1560 998 693 509 390 308 250 206 173 148 127 111 97 86 77 69 62 57 52 47 . 43 V 3485 2355 1778 1428 1193 1025 898 799 720 655 601 555 516 481 451 425 401 380 361 344 329 315 TL 25463 10742 5500 3183 2004 1343 943 688 517 398 313 251 204 168 140 118 100 86 74 65 57 50 6x8 ALL 16975 7161 3667 2122 1336 895 629 458 344 265 209 167 136 112 93 79 67 57 49 43 38 33 M 5156 2900 1856 1289 947 725 -573 464 384 322 275 237 206 181 161 143 129 116 105 96 88 81 V 5657 3600 2640 2084 1722 1467 1277 1131 1 1015 921 843 776 720 671 629 591 558 528 501 477 455 435 TL 51748 21831 11178 6469 4073 2729 1917 1397 1050 809 636 509 - 414 341 284 240 204 175 151 131 115 101 6x10 ALL 34499 14554 7452 4312 2716 1819 1278 931 700 539 424 339 276 227 190 160 136 116 101 87 77 67 M 8273 4654 2978 2068 1520 1163 919 745 615 517 441 380 331 291 258 230 206 186 169 154 141 129 V 8852 5189 3670 2839 2315 1954 1691 1490 1332 1204 1098 1010 935 870 813 764 720 681 646 614 586 559 TL 91795 38726 19828 11474 7226 4841 3400 2478 1862 1434 1128 903 734 605 504 - 425 361 -T1 0 268 233 204 179 6x12 ALL 61197 25817 13218 7650 4817 3227 2267 1652 1241 956 752 602 490 403 336 283 241 207 178 155 136 120 M 12123 6819 4364 3031 2227 1705 1347 1091 902 758 646 557 485 426 378 337 302 273 247 225 206 189 V 14012 7286 4923 3718 2986 2495 2143 1878 1671 1505 1370 1256 1160 1078 1006 944 889 839 795 756 720 687 TL 148500 62648 32076 18563 11690 7831 5500 4010 3012 2320 1825 1461 1188 979 816 688 585 501 433 377 330 290 604 ALL 99000 41766 21384 12375 7793 5221 3667. 2673 2008 1547 1217 974 792 653 544 458 390 334 - 289 251 220 193 M 16489 9275 5936 4122 3029 2319 1832 1484 1226 1031 878 757 660 580 513 458 411 371 337 307 281 258 - v 23760 10183 6480 4752 3752 3099 2640 2299 2037 1828 1658 1517 1398 1296 1208 1131 1064 1004 950 902 859 819 TL 224761 94821 48548 28095 17693 11853 8324 6069 4559 3512 2762 2212 1798 1482 1235 1041 885 759 655 570 499 439 6>16 ALL 149840 63214 32366 18730 11795 7902 5550 4046 3040 2341 1841 1474 1199 988 823 694 590 506 437 380 333 293 M 21405 12041 7706 5351 3932 3010 2378 1926 1592 1338 1140 983 856 753 667 595 534 482 437 398 364 334 V 49104 14442 1 8466 1 5988 1 4632 1 3777 1 3189 2759 1 2431 1 2173 1964 1792 1 1648 1525 1419 1327 1 1246 1175 1 1111 1054 1002 955 species= DF #2 Fb= 900 psi F= 180 psi E= 1.6 xlo°Psi Deflection Criteria U 240 U 360 Ajust Shear for Distance "d ?= (input "yes" or no') Ajustment Factors C= 1.25 Cm 1.0 Ct= 1.0 Ci= 1.0 Cr 1.0 Ch 1.0 yes 4x WOOD BEAM LOAD TABLE (pif) Cd= 1.25 Section Froperties and Size Factors member b (in) d (in) S (in3) A (in) I (i) C 4x4 3.5 3.5 7.15 12.25 12.51 1.5 4x6 3.5 5.5 17.65 19.25 48.53 1.3 4x8 3.5 7.25 30.66 25.38 111.15 1.3 4x10 3.5 9.25 49.91 32.38 230.84 1.2 4,12 3.5-1 11.25 1 73.83 1 39.38 415.28 1.1 4x14 1 3.5 1 13.25 1102.411 46.38 1678.481 1.0 Span (ft) 3 . 4 5 6 7 8 . 9 10 11 12 13 14 .15 . 16 17 18 19 20 TL 1647 695 356 206 130 87 61 44 33 26 20 16 13. 11 9 8 6 6 4x4 ALL 1098 463 237 137 86 58 41 30 22 17 13 11 9 7 6 5 4 4 M 893 502 322 223 164 126 99 80 66 56 48 . 41 36 31 28 25 22 20 V 1521 1076. 1 832 678 573 496 , 437 1 390 353 1 322 296 274 255 238 1 224 211 200 1 189 TL 6390 2696 1380 799 503 337L, 237 173 130 100 79 63 51 42 35 30 . 25 22 4x6 &L 4260 1797 920 533 335 225 158 115 86 67 52 42 34 28 23 20 17 14 M 1912 1075 688 478 351 269 .,212 172 142 119 102 88 76 67,-60 53 48 43 - ' V 2772 1873 1414 1136 949 815 714 636 573 521 478 441 410 .383 359 338 319 303 ¶TL 14637 6175, 3162 .1830 1152 772, 542 395. 297 229 180 .144 117; 96 80 68.. .58 49 4x8ALL7 9758 4117 2108 1220 768 515 361 263 198 152 120 96 78 64 54 - 45 38'.'33 M 3322 1868 1196 830 610 467. 369.. 299 247 208 177 153 133:117-'103 92 83 75 V 4249 2727 2008. 1589 .1314 1121 '977 866 777 705 646 595 552 515 '482 453 428 405 TL 30399 12824 6566 3800 2393 1603 .1126 :821 617 475 374. 299 243 .200 167 141 120 '103. 4x10 ALL 20266 8550 4377 2533 1595 1069 751 547 411 317 249 199 162 134 111 94 80 68 M 4991 2808 1797 1248 917 702 555 449 371 312 266 229 200 175 155 139 124 112 'F 6660 .3951 2808 2179 1779 1504 1302 .1148 1027 929 848 780 722 1 ,672 628 590 . 556 526 TL 54688 23071 11813 6836 4305 2884 .2025 1477.. 1109 .854 672 538 ;438 360 .301 253 '215 . 185 4x12 LL 36458 15381 7875 4557 2870 1923 1350 984 740 570 448 359 292 240 200 169 144 123 M 6768 3807 2436 1692 1243 952 752 609 503 423 360 311- 271 238 211 188 169 ..152 - V 10500 5559 3780 -2864 2305 1929 .1658 1 1454 1295 1167 1062.. 974 900 836 78.1 733 . 690, 652 'TL 89347 37693 19299. 11168 ., 7033 4712 3309 2412 1812 1396.. .1098 879 . 715 589 491 414 352 302 4x14 ALL 59564 25129 12866 7446 4689 3141 2206 1608 1208 .,931 732 586 477 393 327 276 234 201 M 8534 4801 ,3072 2134 ' 1568 1200 948k 768 .635 . 533 454 392- 341 ' . 300 266 . 237 . 213 .. 192 - V 17574 7765 4984 3669 2903 2402 2048 1786 1582 1421 '1289 1180 1088 1009 '941. 881 829 782 - - . - . - - . ,. .. - - - - -. .. •- .r . ,- - -- .'. - - - - 3-1/2t1 MICRO-LAM-18E BEAM LOAD TABLE ,(p Cd- 125 Material Properties - justment -actors combination symbol= M-L Cd= 1.25- Fb= 2600 psi Cm= 1.0 F= 285 psi.' - C= 1.0 E=. 1.8 x10" f)Si C10)=1.0 Deflection Criteria . C,= .1.0 - LI 240 -. Ch= 1.0 U 360 - C v (2)= varies Ajust Shear for Distance "d" ?= yes (input yes" or 'no) - Section member b (in) d (in) -- S (in') A (in') -- I (in 3-1/2 x 7-1/4": 3.5 7.25 30.7' 25.38 111 3-1/2" x 9-114" 3.5 9.25 49.9. 32.38 231 3-1/2" x 9-1/2" 3.5 9.5 52.6 33.25 250 3-1/2" x 11-114" 3.5 11.25 .73.8 39.38 415 3-1/2" x 11-7/8" 3.5 11.875 82.3 41.56 488 3-1/2" x 14" 3.5 14 114.3 49.00 800 3-112' x 16" 3.5 16 149.3 56.00 1195 3-1/2"x 18" 3.5 18 189.0 63.00 1701 3-1/2" x 19.25" 3.5 19.25 216.2 67.38 2081 Notes: This table assumes that all beams have continuously supported . . . compression flanges, if not adjust M values by Ci Volume factors, Cv, are included in calculations for the various depth, . width, and length combinations. Span (ft) 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 1 24 25 TL 6947 3557 2058 1296 868 610 445 334 257 202 162 132 109 90 76 65 56 48 42 37 32 28 3-1/2" x 7-1/4" ALL 4631 2371 1372 864 579 407 296 223 172 135 108 88 72 60 51 43 37 32 28 24 21 19 M 4152 2657 1845 1356 1038 820 664 549 461 393 339 295 260 230 205 184 166 151 137 126 115 106 V 4318 3179 2515 2081 1775 1547 1371 1231 1117 1022 942 874 815 763 718 677 641 609 580 553 529 507 TL 14428 7387 4275 2692 1803 1267 923 694 534 420 337 274 225 188 158 135 115 100 87 76 67 59 3-1/2"x9-1/4" ALL 9618 4925 2850 1795 1202 844 616 462 356 280 224 182 150 125 106 90 77 66 58 51 45 39 M 6759 4326 3004 2207 1690 1335 1081 894 751 640 552 481 422 374 334 300 270 245 223 204 188 173 V 6256 4447 1 3449 2817 1 2381 2062 1 1818 1626 1 1470 1342 1 1234 1143 1 1064 1 995 934 1 881 833 1 790 752 717 685 656 TL 15629 8002 4631 2916 1954 1372 1000 752 579 455 365 296 244 204 172 146 125 108 94 82 72 64 3-1/2"x9-1/2" &L 10419 5335 3087 1944 1302 915 667 501 386 304 243 198 163 136 114 97 83 72 63 55 48 43 M 7129 4563 3168 2328 1782 1408 1141 943 792 675 582 507 446 395 352 316 285 259 236 216 198 183 V 6535 4623 3576 2916 2461 2129 1876 1677 1516 1383 1272 1177 1096 1024 962 907 858 813 774 737 705 674 LtTL 25955 13289 7690 4843 3244 2279 1661 1248 961 756 605 492 406 338 285 242 208 179 156 137 120 106 3-1/2"x11-1/4" ALL 17303 8859 5127 3229 2163 1519 1107 832 641 504 404 328 270 225 190 161 138 120 104 91 80 71 M 9998 6398 4443 3265 2499 1975 1600 1322 1111 947 816 711 625 553 494 443 400 363 330 302 278 256 V 8801 5985 4534 3649 3054 2625 2302 2050 1847 1681 1543 1425 1324 1237 1160 1092 1032 978 929 885 845 809 TL 30526 15629 9045 5696 3816 2680 1954 1468 1131 889 712 579 477 398 335 285 244 211 183 161 141 125 3-1/2" x 11-7/8 ALL 20351 10419 6030 3797 2544 1787 1302 979 754 593 475 386 318 265 223 190 163 141 122 107 94 83 M 11139 7129 4951 3637 2785 2200 1782 1473 1238 1055 909 792 696 617 550 494 446 404 368 337 309 285 V 9769 6535 4910 3932 3279 2812 2461 2189 1970 1791 1 1642 1 1516 1408 1314 1232 1160 1096 1038 986 939 897 858 /Th 50021 25611 14821 9333 6253 4391 3201 2405 1853 1457 1167 949 782 652 549 467 400 346 301 263 232 205 3-1/2' x 14" ALL 33347 17074 9881 6222 4168 2928 2134 1603 1235 971 778 632 521 434 366 311 267 230 200 175 154 137 M 15483 9909 6881 5056 3871 3058 2477 2047 1720 1466 1264 1101 968 857 765 686 619 562 512 468 430 - 396 V 13965 8728 6348 4988 4107 3491 3036 2686 2408 2182 1995 1838 1703 1587 1486 1397 1317 1247 1183 1126 1074 1027 T1 74667 38229 22123 13932 9333 6555 4779 3590 2765 2175 1741 1416 1167 973 819 697 597 516 449 393 346 306 3-1/2" x 16" ILL 49778 25486 14749 9288 6222 4370 3186 2394 1844 1450 1161 944 778 648 546 464 398 344 299 262 230 204 M 20222 12942 8988 6603 5056 3995 3236 2674 2247 1915 1651 1438 1264 1120 999 896 809 734 669 612 562 518 V 19950 11400 7980 6138 4988 4200 3627 3192 2850 2574 2347 2157 1995 1856 1735 1629 1535 1451 1376 1308 1247 1191 TL 106313 54432 31500 19837 13289 9333 6804 5112 3938, 3097 2480 2016 1661 1385 1167 992 851 735 639 559 492 435 3-1/2"x18" ALL 70875 36288 21000 13224 8859 6222 4536 3408 2625 2065 1653 1344 1107 923 778 -661 567 490 426 373 328 290 - M 25594 . 16380 11375 8357 6398 5056 4095 3384 2844 2423 2089 1820 1600 1417 1264 1134 1024 . 929 846 774 711 655 V 29925 14963 9975 7481 5985 4988 4275 3741 3325 2993 2720 2494 2302 2138 1995 1870 1760 1663 1575 1496 1425 1360 12 41 PROJECT NAME: Oliver Residence JOB NUMBER: 09-270 CALCULATED BY:JMP DATE: 8-30-09 SHEET NO:_______________________ .................................. ... . t . .. .. . . •- ell a _____________ PL ()bo çcF ( )( +(t ) (c) pç O L I ILLS I I F * :.--' .. t2L4. r I- •• . •I . . F - - ., _ - .1 F *-••' .. ••.4 ., ., I' - - . I : - F - I - • . - - Title: Job# .f Dsgnr: Date: 4:20PM, 28SEP09 Description ç Scope rRev: 580004 User: KW-0606614, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1 lga3003ENERcALC Engineering Software overe aiios Description z R135 General information-,/2001 NDS 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name MicroLam: 5.25x11.87 Center Span 15.00 It .....Lu 0.00 ft Beam Width - 5.250 in . Left Cantilever It .....Lu 0.00 ft Beam Depth ,. 11.875 in ' Right Cantilever It .....Lu 0.00 ft Member Type . Manuf/So.Pine Joist - MacMillan, MicroLam 1.8E W ,Truss Fb Base Allow 2,600.0 psi 4' - - Load Our. Factor . 1.250 Fv Allow 285.0 psi Beam End Fixity Pin-Pin FcAllow 750.0 psi ' 4' - - - E 1,800.0k5i TrapezolcJaILoads #1 DL @ Left ' . 140.00 #Ift LL @ Left 140.00 #/ft Start Loc 0.000 ft DL @ Right .. - 200.00 #Ift LL @ Right 200.00 #/ft End Loc 8.000 ft #2 DL @ Left . - , 260.00 #/ft LL © Left 260.00 #/ft Start Loc 8.000 ft DL © Right " 260.00 #Ift LL © Right 260.00 #/ft End Loc 15.000 ft [ SUmrnarY ,] Beam Design OK Span= 15 ooft Beam Width = 5 250in x Depth = 11 875in Ends are Pin Pin 4' Max Stress Ratio . 0.364 : 1 4' MaximurnMoment 12.2 k-ft Maximum Shear * 1.5 4.6k Allowable' . 33.4 k-ft Allowable 22.2 k Max Positive moment, 12 18 k ft at 8.160 It Shear © Left 2.80 k Max. Negative Moment . . -0.00 k-ft at 15.000 ft © Right 3.56k Max © Left Support - . . QQ k-ft . Camber: @ Left 0.000 in Max © Right Support . 4' . 0.00 k-ft '. © Center 0.278 in Max.M allàw ' 33.42 Reactions... © Right 0.000 in . fb ' 1,184.25 pi * fv '73.61 psi Left DL 1.40 k Max 2.80k Fb 3,250.00 psi Fv 356.25 psi Right DL 1.78 k Max 3.56 k efIectioris' .. ,Center Span... . . , Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.186 in -0.371 in Deflection 0.000 in 0.000 in 4" - - '.:Location , 7.620 ft . 7.620 ft ...Length/Defl 0.0 0.0 • 4' '..Length/Defl' 970.3 ' 485.13 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... '' Deflection 0.000 in . 0.000 in @ Center' , '. ,.,. 0.278 in - .. ...LengthlOefl 0.0 0.0 @ Left4 0.000 in ©Right'' 0.000 in .,, Stre s _s 4 . , Bending Analysis Ck ' . '19.086 Le 0.000 It Sxx 123.389 in3 Area 62.344 in2 . . . .f ' ,1.000'Rb ' 0.000 Cl 2801.332 Max Moment . Sxx Reg'd Allowable ft * ©Center ' 12.18 k-ft 44.96 in3 3250.00 psi ©Left Support, . 0.00 k-ft , 0.00 in3 3,250.00 psi © Right Support * .0.00 k-ft 0.00 in3 3,250.00 psi - Shear Analysis' - . . @ Left Support - © Right Support 'Design Shear ' 3.79 k ' 4.59 k Area Rquired 10.634 in2 12.882 in2 . . Fv Allowable 356.25 psi 356.25 psi Bearing @ Supports. i 'Max. Left Reaction - ' 2.80 k , Bearing Length Req'd 0.711 in Max Right Reaction 3.56 k Bearing Length Req d 0.904 in --• '' -. .,. 4' ' Title: - Job# l.A Dsgnr: Date: 4:20PM, 28 SEP 09 Description: Scope: - - - Rev: 580004 User: KW-0606614,Ver5.8.0,1-0ec-2003 General Timber Beam Page (c)1983-2003 ENERCALC Engineering Software - oiiver.ecw:Calculations Description R137 L!.raI Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 5.25x16 Center Span 17.50ft :....Lu 0.00 ft Beam Width 5.250 in Left Cantilever 1.00ft .....Lu . 0.00 ft Beam Depth 16.000 in Right Cantilever 2.50 ft . . .. .Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan,MicroLam 1.8EW ' - Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 FvAIlow 285.0 psi Beam End Fixity Pin-Pin Fc Allow . 750.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 320.00 #/ft LL 340.00 #/ft . Left Cantilever DL 320.00 #/ft LL 340.00 #/ft Right Cantilever DL 320.00 #/ft LL 340.00 #/ft LPoint Loads Dead Load 1,950.0 lbs 1,780.0 lbs lbs lbs lbs lbs . lbs Live Load 1,430.0 lbs 1,780.0 lbs lbs lbs lbs lbs lbs ...distance -1.000 ft 6.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary I Beam Design OK Span= 17.50ft, Left Cant= 1.00ft, Right Cant= 2.50ft, Beam Width = 5.250in x Depth = 16.in, Ends are Pin-Pin . * Max Stress Ratio 0.601 : 1 .i :, -' Maximum Moment 36.5 k-ft Maximum Shear * 1.5 11.0 k , Allowable 60.7 k-ft . Allowable 29.9 k Max. Positive Moment 36.48 k-ft at 6.866 ft Shear: . @ Left 8.17k Max. Negative Moment -2.11 k-ft at 0.000 ft . ' @ Right - 7.09k Max @ Left Support -3.71 k-ft . . Camber: @ Left' " 0.065 in Max @ Right Support -2.06 k-ft ' - @ Center 0.412 in Max. M allow - 60.67 Reactions... @ Right 0.172 in fb 1,954.34 psi fv 131.05 psi Left DL, 6.25 k Max . 12.21k Fb 3,250.00 psi Fv 356.25 psi Right DL - 4.29 k Max 8.74k Deflections .. -- Center Span... Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.274 in -0.594 in - Deflection 0.044 in 0.097 in . ...Location 8.541 ft 8.541 ft Length/Defl 550.4 - 246.6 ...Length/Defl 765.3 353.63 Right Cantilever.... S Camber( using 1.5 * D.L. Defi ) Deflection 0.114 in 0.251 in @ Center 0.412 in , ...Length/Defl 524.2 239.4 @ Left 0.065 in .: . @ Right 0.172 in . . Title: Job # •.. . Dsgnr: Date: 4:20PM, 28 SEP 09 • Description - - ' - 580004 User: KW-0606614, Ver 5.8.0, 1-Dec-2003 Scope .-FRev: General Timber Beam Page 2. (c)1983-2003 ENERCALC Engineering Software oliver.emCalculations Description RB7 Stress Caics Bending Analysis -- I Ck 19.086 Le 0.000 ft Sxx 224.000 in3 Area 84.000 in2 Cf - 1.000 Rb 0.000 Cl Max Moment • Sxx Recid Allowable fb Ceiter • 36.48 k-ft 134.70 1n3 3,250.00 psi @ Left Support. 3.71 k-ft 13.70 in3 3,250.00 psi @ Right Support - . - 2.06 k-ft 7.62 in3 3,250.00 psi Shear Analysis @ Left Support • Right Support • . Design Shear, •.- • 11.01 k 9.40k Area Required . .. - - 30.899 1n2 26.382 in2 • Fv: A!Iowable. . • 356.25 psi - 356.25 psi Bearing © Supports • • Max. Left Reaction - - 12.21 k Bearing Length Req'd 3.100 in - Max. Right Reaction 4 • 8.74 k Bearing Length Reqd . 2.221 in • Query Values • M,V, & D @ Specified Locations • . Moment Shear Deflection - . © Center Span Location = . 0.00 ft -3.71 k-ft 8.11 k 0.0000 in • @ Right Cant. Location = - 0.00 ft -3.71 k-ft 8.11 k 0.0000 in @ Left Cant. Location = - 0.00 ft. -3.71k-ft 8.11k 0.0000 in . -..- , • ..; , .-•. •• .. f •..- ,. .......... -q _ • . - . . • • : • -. •. - - • - .• . . .'. . ..-,.-, •• ., - - .. • - .. .•- -- - • • . :.; • .. •. :. . . • , -4 JOB #: 09-270 CLIENT: Design Dimension PROJECT: Oliver Residence ENGINEER: JMP DATE: 9/28/09 Column Table - all members DF#2 u.n.o. Col. # Height Load Load Total Load Design Allow. Connection (ft.) Source P (Ibs) P (Ibs) Member (Ibs) Simpson, u.n.o. CI 12 RB1 3520 3520 6x6DF#I 14300 C2 12 1.2*RB1 4224 4224 6x6DF#1 14300 C3 12 1.4*RB1.5 2464 2464 6x6DF#1 14300 C4 12 R131.5 1760 R132 4500 6260 4x10 DF#2 7090 C5 12 R132 4500 4500 6x6DF#I 14300 C6 13 RB3 3520 3520 6x6DF#I 12550 C7 13 1.2*RB3 5400 5400 6x6 DF#1 14300 C8 13 1.4*RB4 2464 2464 6x6 DF#I 14300 C9 13 RB4 1760 1760 4x6 DF#2 3600 dO 9 R135 2800 2800 4x6 DF#2 13170 CII 9 R137 12300 12300 4x6 DF#2 13170 C12 9 13137 8800 8800 4x6 DF#2 13170 C13 9 R136 3375 3375 4x6 DF#2 13170 . 0 0 Le = •. 13 (ft) Size Type b - d Fc E MN (nominal)_() j (psi) (10"6 psi) 2x6 DFSTUD 1.5 5.5 825 0.51 2x6 DF #2 1.5 5.5 1350 0.58 (2)2 x 6 OF STUD 3 5.5 825 0.51 4 x 6 DF #2 . 3.5 5.5 1350 0.58 CF comp) Fc* Fee Cp Fe JPL P 100% CAP (Ib) P ALLOWABLE (Ib) (80%) 1.1 1134 521 0.40 459 3785 3028 1.1 1856 593 0.29 547 4512 3610 1.1 1134 521 0.40 459 7570 6056 (3)2 x 6 OF STUD 4.5 5, 5 825 0.51 1.1 Ti.T 1856 1134 593 521 0.29 0.40 547 459 10528 11355 8423 1 9084 6 x 6 , DF. #1 5.5 1 1000 1 0.58 1 1 1250 1 593 1 0.42 1 519 1 15698 1 12558 , 11 !• . _4 WOOD POST DESIGN - Design based on 2005 NDS Le 8(ft) c= 0.8 Cd= 1.25 Cm ct=• .. POSTS FOR 6" THICK WALLS M restrained axis Nd Size (nominal) Type b . (in) d J)_ Fe (psi) E MN (10A6 psi) Cf Fc* Fce Cp F'c (psi)(Ib) P 100% CAP ALLOWABLE (Ib) (80%) 2 x 6 . DF STUD .1.5 5.5 825 0.51 1.1 1134 1376 0.75 854 7049 5639 .2x6 DF #2 1.5 5 1350 0.58 1.1 1856 1565 0.63 1168 9638 7710 (2) 2 x 6 DF STUD .3 5.5 825 0.51 1.1 1134 1376 0.75 854 14098 11279 0.58 1.1 1856 1565 63 1168 22488 17990 0.51 1.1 1134 1376 0.75 854 21147 16918 0.58 1 1250 1565 0.76 953 28830 23064. E MN (10A6 psi) CF Fc* Fce Cp F'c _• P 100% CAP (Ib) ALLOWABLE (Ib) (80%) 0.51 1.1 ______ 1134 ______ 881 0.60 679 5598 4479 0.58 1.1 1856 1002 0.46 855 7057 5645 0.51 1.1 1134 881 60 679 11197 8957 0.58 1.1 1856 1002 0.46 855 16465 13172 0.51 1.1 1134 881 0.60 679 16795 13436 0.58 . 1 1250 1002 0.61 763 23073 18458 Le 12 (ft) Size (nominal) Type ... b (i)_ d . • jfl_ Fc (psi) -E MN (10"6 psi) CF Fe" Fce ______.Jp!L Cp F'c P 100% CAP (Ib) P ALLOWABLE (Ib) (80%) 2x6 DF STUD . 1.5 5.5 825 0.51 1.1 1134 612 0.46 522 4310 3448 2x6 - DF #2 1.5 5.5 1350 0.58 1.1 1856 696 0.34 631 5203 4162 (2)2 x 6 OF STUD 3 5.5 825 0.51 1.1 1134 612 0.46 522 8619 6895 '4x6 DF #2 1.3.5 . 5.5 1350 0.58 1.1 1856 696 0.34 631 12139 9711 (3)2 x 6.1 OF STUD 1 4.5• 5.5 825 0.51 1 1.1 .1134 612 046 522 12929 10343 6x6 DF#1 1 5.5 5.5 1000 0.58 1 1 1250 696 0.47 1 590 17848 14278 4x6 . DF #2 5 5.5 1350 -(3)2x6 DF STUD 4.5 5 825 6x6 DF #1 5.5 -5 1000 Le = .10 (ft) Size (nominal)_JL Type b d JL Fc (psi) 2x6 DF STUD 1.5 5 825 2x6 DF #2 1.5 5.5 1350 1Jx6 OF STUD 3 5 825 4x6 DF#2. 3.5 5.5 1350 )x6 DF STUD 4.5 5 825 6 x 6 OF #1 5.5 . 5.5 1000 :--. . . .• Fc* Fc(Cd)(Crn)(Ct)(CF) , . .• .,- .4Fcé (.822(E1IN))/(Le/d)A2 Fc = Fc*(Cp). .4 .• 4 - •,. 4 ' .F. . Size (nominal) Type __________ b ...Qi d Fc E 41N (106 psi) CF Fc" (comp)___J2) Fce Cp Fc 155%CAP (lb) ALLOWABLE (lb) (80%) 2x4 DF STUD 1.5 3.5 850 0.51 1.1 1169 557 0.417 487 2559 2047 2x4 OF #2 1.5 3.5 1350 0.58 1.5 2531 634 0.236 597 3134 2507 _(2)x4 DF STUD 3 3.5 850 0.51 1.1 1169 557 0.417 487 5118 4095 4 x 4 OF #2 3.5 3.6 1350 0.58 1.5 2531 634 0.236 597 7312 5849 4x6 DF#2 5.5 3.5 1350 0.58 1.3 2194 634 0.269 590 11362 9090 4x8 DF#2 7.25 3,5 1350 0.58 1.3 2194 634 0.269 590 14978 11982 4x10 1 OF #2 1 9.2513.5 1 1350 1 0.58 1 1.3 1 2194 1 634 1 0.269 1 590 1 19110 1 15288 Size (nominal) Type ________ b J d _( Fc E MN (10"6 psi) CF (2) Fc" Fce Cp F'c j D (lb) P ALLOWABLE (lb) (80%) 2x4 DF STUD 1.5 3.5 850 0.51 1.1 - 1169 - 440 0.341 399 2094 1676 2x4 OF #2 1.5 3,5 1350 0.58 1.5 2531 501 0.189 478 2512 2009 (2) 2 x 4 OF STUD 3 3.5 850 0.51 1.1 1169 440 0.341 399 4189 3351 4x4 DF #2 3.5 3.5 1350 0.58 1.5 2531 501 0.189 478 5861 4688 x 6 DF #2 5.5 3.5 1350 0.58 1.3 2194 501 0.216 475 9134 7308 4x8 DF #2 7.25 3.5 1350 0.58 1.3 2194 501 0.216 475 12041 9633 4x10 OF #2 9.25 3.5 1350 0.58 1.3 2194 501 0.216 475 15363 12290 Size (nominal) Type _________ b d Qj Fc E NN (106 psi) CF 122Tpj Fc" Fce Cp F'c () P 100% CAP (lb) ALLOWABLE (lb) (80%) 2x4 OF STUD 1.5 3.5 850 0.51 1.1 - 1169 357 0.283 331 1735 1388 2x4 OF #2 1.5 3.5 1350 0.58 1.5 2531 406 0.155 391 2054 1643 (2) 2x 4 OF STUD 3 as 850 0.51 1.1 1169 357 0.283 331 3471 2777 4x4 DF #2 3.5 3.5 1350 0.68 1.5 2531 406 0.155 391 4793 3834 4 x6 DF #2 5.5 3.5 1350 0.58 1.3 2194 406 0.177 389 7485 5988 4x8 - OF #2 7.25 3.5 1350 0.58 1.3 2194 406 0.177 389 9866 7893 4 x 10 OF #2 9.25 3.5 1350 0.58 1.3 2194 406 0.177 389 12588 10071 4x12 OF #2 11.3 3.5 1350 0.58 1.3 2194 406 0.177 389 15310 12248 3.5 x 7.25 LVL 7.25 3.5 1555 0.96571 1.3 2527 675 0.250 633 16062 12850 3.5 x 9.5 LVL 9.5 3.5 1565 0.95571 1.3 2527 675 0.250 633 21047 16837 3.5x 11.875 LVL 11.9 3.5 1555 0.96571 1.3 2527 675 0.250 633 26308 21047 3.5x14 1 LVL 1 14 1 3.5 1565 0.96571 1 1.3 1 2527 1 675 1 0.250 633 31016 24813 1') ff+ Size (nominal) Type _________ b _( d _Q Fc E MW (106 psi) CF (22) Fc" Fce - Cp Fc 100%CAP (lb) PALLOWABLE (lb) (80%) 2 x 4 OF STUD 1.5 3.5 850 0.51 1.1 1169 248 0.202 236 1238 990 2x4 DF #2 1.5 3.5 1350 0.58 1.5 2531 282 0.109 275 1443 .1155 (2)2 x 4 DF STUD 3 3.5 850 0.51 1.1 1169 248 0.202 236 2475 1980 4 x 4 OF #2 3.5 3.5 1350 0.58 1.5 2531 282 0.109 275 3368 2695 4 x 6 OF #2 5.5 3.5 1350 0.58 1.3 2194 282 0.125 274 5271 4217 4x8 DF#2 7.25 3.5 1350 0.58 1.3 2194 282 0.1251 274 1 6949 5559 4 x 10 1 OF #2 1 9,251 3.5 1 1350 1 0.58 1 1.3 1 2194 1 282 1 0.125 1 274 1 8866 1 7092 I= l%tfl Size (nominal) Type _________ b _() d Fc f) E MN (106 psi) CF (comp) Fc - Fce - Cp F'c J P 150% CAP (lb) P ALLOWABLE (lb) (80%) 2 x 4 OF STUD 1.5 3.5 850 0.51 1.1 1169 211 0.173 203 1063 851 2 x 4 OF #2 1.5 3.5 1350 0.58 1.5 2531 240 0.093 235 1235 988 (2)2 x 4 DF STUD 3 3.5 850 0.51 1.1 1169 211 0.173 203 2127 1701 4 x 4 OF #2 3.5 3.5 1350 0,58 1.5 2531 240 0.093 235 2881 2305 4 x 6 2F #2 5.5 3.5 1350 0.58 1.3 2194 240 0.07 107 234 4512 3609 x8 4;8 OF #2 7.25 3.5 1350 0.58 1.3 2194 240 0.1 234 1 5947 4758 4x 10 DF #2 1 9.25 3.5 1350 0.58 1.3 2194 240 0.107 234 7588 6070 Fc" = Fc(Cd)(Cm)(Ct)(CF) Fce = (.822(E 0))/(Le/d)A2 Fc = Fc*(Cp) S 5' p...... S ' , I, '1 WOOD POST DESIGN Design based on 2005 NDS Le= 8(ft) c= 0.8 Cd= 1.25 Cm= 1 Ct= 1 POSTS FOR 4" THICK WALLS b restrained axis / PROJECT NAME Oliver Residence JOB NUMBER 09-270 - CALCULATED BY JMP DATE: 8-30-09 SHEET NO: 2 FLOOR FRAMING: FLOOR FRAMING DESIGN LOADS: Floor framing dead load = 20 psf Floor framing live load = 40 psf I P FLOOR PLYWOOD 3/4" CD -X APARated (32/16) or OSB equivalent (mm.) - Apply face grain perpendicular to frariiing , - 'Stagger panels and nail with 1 O common at 6" o.c. at edges and boundaries (gable ends, - frieze blocks, blocking, drag trusses; shear blocks, etc.), and 12" o.c. field, U.N.O. 4 4 FLOOR JOISTS:'. Use Truss Joist MacMillan TJI 1-joists or approved equal as specified in the plans Install I-joists per manufacturer's specifications or DF#2 wood joists as specified in the plans -' 5' -• •. - 4 - - - S • -. . - • - '. , -' •,• 4 •S•_• S •• '• .: ••'•• - 4 - - •4•-• .r.;--2• :-- - ---'- ,•' 4 - ;_.- '-.•.- - -•.- ,-- '4 -p-.. 1: iTlll! \ •1 / —HUS2S.1YP. / .-26AT I60IC.TVP. I. '' ftJ fI1IJ Ai •. VERT GRAIN BUM ~t,6 AUGHEO W POST AS AUGNEDwl I0F#2JGERwIf__I IL AL I VE eL =7q NEDwiPOSTAáE / I 14 lo IT All OVE ~EML]r TO PICK UP <c COLUMN ABOVE ALIGHEO± POST ABOVE 7- OLD ';_I. ---7- -a--__ __ \ E HEEEEj7L SJI 46 @lV°/ 'N_jj1j c1V / / LiALI771lLLL±L 7 -.4 -' - 4 ,-.-.- 1 - ' ,•. -;--:' ._. - 14 4 - -. - I -- L - - - JOB 09270 - CLIENT Design Dimension PROJECT Oliver Residence - ENGINEER JMP - DATE 9/28/09 ,- - * - - 4_' - 441 • - . - 2nd Floor _FramJ_ Beam # Trib. Wdth Fir (ft) DL Fir (psi) LL Fir (psi) Trib. Wdth Roof (ft) DL Roof (psi) LL Roof (psf) Trib. Wdth Deck (ft) DL Deck (psi) LL Deck (psi) Wall Htj (It) DL Wall I (psi) W (PLF) W,_ (PLF) WTOTAL (PLF) Length (It) Beam per table I (PLF) RXDEAD (lb) RXLIVE (lb) RXTAt (lb) RB7 20.00 40.00 6.00 20.00 20.00 30.00 40.00 20.00 120 120 240 7.50 4x8 DF#2 375 450 450 900 RR3 20.00 40.00 2.00 20.00 20.00 ___ 30.00 40.00 20.00 40 40 80 8.00 2x8 AT 240/C 176 160 160 320 I-l7 20.00 40.00 20.00 20.00 8.00 30.00 40.00 20.00 240 320 560 16.50 5.25x16 LVL 973 1980 1 2640 4620 H8 21.00 - 20.00 40.00 .20.00 20.00 30.00 40.00 - 20.00 420 840 1260 3.00 6x8 DF#1 5150 630 1 1260 1890 H9 15.00 20.00 40.00 20.00 20.00 . 30.00 40.00 20.00 300 600 900 5.50 6x10 DF#1 2070 825 1650 2475 1-112 10.00 20.00 40.00 - 20.00 20.00 30.00 40.00 20.00 200 400 600 3.00 4x8 DF#2 3320 300 600 900 DJ2 20.00 40.00 20.00 20.00 1.33 30.00 40.00 20.00 40 53 93 14.00 2xs at 16, 11 "min 111 280 373 653 DBI 20.00 40.00 20.00 20.00 8.00 30.00 40.00 20.00 240 320 560 10.00 6x10 DF#1 745 1200 1600 2800 DB2 20.00 40.00 20.00 20.00 10.00 30.00 40.00 20.00 300 400 700 5.00 6x8 DF#1 1850 750 1000 1750 DJ3 20.00 40.00 20.00 20.00 1.33 30.00 40.00 20.00 40 53 93 10.00 2xs at 24, 9"min 187 200 267 467 FB3 11.00 20.00 40.00 20.00 20.00 30.00 40.00 20.00 270 440 660 12.00 1 5.25x11.875 LVL 1130 1320 2640 3960 20.00 40.00 20.00 20.00 30.00 40.00 20.00 0 0 0 0 20.00 40.00 20.00 20.00 30.00 40.00 20.00 0 0 0 0 0 0 20.00 40.00 20.00 20.00 30.00 40.00 20.00 0 0 _______________ 0 0 20.00 40.00 20.00 20.00 30.00 40.00 20.00 0 0 0 - - -ö - . _1 - _ 4 - 4 4-- -- 1 ••__ ..-. -• -, - . 4 -4.-'. 4 . . . -. - . 4.. 4 _s- '.- , - . * S * 4 - -.4 - - / ,c) 1,0 I'14 ________________ DATE _______________ SUBJECT ___________________________________________________ SHEET NO.________ OF__________ 1K BY DATE 1 JOB NO. I t3. .to LJ (,)t3o L'-, f.-.- - - -- .--. .... - - _ I . r 1 • j r r .1 • - - tj I . - . • Ii .? .......... . . . - - - i ........ 010,3) .... :. - frX) 3o L-J LJL -• :L. ? ' P1 )ir -. • - ,. • •L. - . - •: - _.: . •. .• .t_ . - .- Ho •-Eit - ---1L - •• ..... , . ..,• .• • .. . • -, .. • .. - :-• k t . • - *)L b -. clue nnn n.. o 1n,n Title Job# , - -. . '' Dsgnr: Date: 4:20PM, 28 SEP 09 Description - Scope Rev: : 580004 User KW06064 Ver5801Dec 2003 General Timber Beam Page 1 -2003 ENERCALC Engineering Software eaations Description. - H10.. [eñérai Information - Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined - Section Name '6x10 Center Span 4.50 ft .....Lu 0.00 ft Beam Width . ' -- ' 5.500 in Left Cantilever ft .....Lu 0.00 ft - Beam Depth . : Member Type " 9.500 in Right Cantilever ft .....Lu 0.00 ft . Sawn * Douglas Fir- Larch, No.1 • , ' •• -, , .. - Fb Base Allow 1,350.0 psi Load Dur. Factor. , 1.250 - Fv Allow . 170.0 psi Beam End Fixity - Pin-Pin ,. Fc Allow 625.0 psi E 1,600.0 ksi Full Length 'UnfformLoads : Center .. - DL 670.00 #/ft LL 800.00 #/ft : • Left Cantilever DL #/ft LL #/ft - . - Right Cantilever , DL #/ft LL #/ft Point Loads -: - Dead Load --. 1,950.0 lbs lbs lbs lbs lbs lbs lbs - Live Load. 1,425.0 lbs lbs lbs lbs lbs lbs . lbs - I - ...distance' . 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft -, - Summary Beam Design OK Span 4.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin -. Max Stress' Ratio 0.648 : 1 'Maximum Moment .5.6 k-ft Maximum Shear * 1.5 7.2 k ..Allowable ' - ' 11.6 k-ft Allowable 11.1 k Max. Positive Moment. '5.60k -ft at 1.746 ft Shear: © Left 5.93k - Max. Negative Moment . 0.00 k-ft at 4.500 ft @ Right 4.06k Max@ Left Support , ' 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support. • 0.00 k-ft @ Center 0.024 in . . Max. M allow" ' 11.63 Reactions... @ Right 0.000 in - fb 812.25 psi - , ' N 137.65 psi Left DL 3.02 k Max 5.93k - -' 'Fb ' 1,687.50 psi • Fv 212.50 psi Right DL • 1.94 k Max 4.06k •• Deflections '•, Center Span.,. - Dead Load Total Load Left Cantilever... Dead Load ______ Total Load Deflection ' ' - - -0.016 in -0.033 in Deflection 0.000 in 0.000 in ,- ...Location ' 2.142 ft. 2.160 ft ...Length/Defl 0.0 0.0 - '...Length/Defl . '" 3,330.9 1,656.33 Right Cantilever... Camber ( using 1.5 * D.L. Defi ) .. Deflection 0.000 in 0.000 in - @ Center , . 0.024 in Length/Deft 0.0 0.0 -. - ©Left., . . • . 0.000 in - @ Right . 0.000 in . .• *._. -. .. ' . '-, - ' - . • • - : . :,' ' - • '. 4 . - , . .:. . - * -. 4• .j.4•.,.•- -.4 ', - .4 Title: . Job # Dsgnr: Date: 4:20PM, 28 SEP09 Description Scope L ev' 4 Genera! Timber. Beam Pae 2 (c)1983-2003 ENERCALC Engineering Software rei!atI s Description H10 Stress Caics Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 '.. Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 5932.499 Max Moment Sxx Reg'd , -. - Allowable fb @ Center 5.60 k-ft 39.82 1n3 , - 1,687.50 psi @ Left Support 0.00 k-ft 0.00 in3 -, . 1,687.50 psi @ Right Support 0.00 k ft 0.00 in3 1 687.50 Psi,- Shear Analysis @ Left Support @ Right Support Design Shear 7.19 k 4.38 k Area Required 33.845 in2 20.610 in2 * Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 5.93 k Bearing LengthReq'd 1.726 in. Max. Right Reaction 4.06 k Bearing Length Req'd ,. 1.180 in . . Query Values ., . . .. . M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 5.93k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k-ft 0.00 k . 0.0000 in .s @ Left Cant. Location = 0.00 ft . 0.00 k-ft -. . . 0.00 k 0.0000 in -, .,1__. .• * -r -- I' . I - d '•.,_IS.• -S - . ,,. '. - S S.- _.5_ ft. 5 5 55 5 . S - , *55 - . - ' *. -•• . * 4 ...- .5.'-. .,. . . S - ..........'. ... -,. f-S .-...--- II .5 • - . - _f* ..:•- * p a - L.. 4 - Title Job # r • Dsgnr Date 4 2OPM 28 SEP 09 Description Scope: • L 9803EALCinen ware 'h''' oIer.ecwCalculations --Description . FBi General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined • Section Name Prilm: 5.25x16.0 Center Span 22.00 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 16.000 in , - Right Cantilever 2.00ft .....Lu 0.00 ft . Member Type . Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.OE Fb Base Allow 2900.0 psi Load Dur..Factor, 1.250 FvAllow 290.0 psi Beam End Fixity . Pin-Pin Fc Allow 650.0 psi • E 2,000.0 ksi LF611 Length Uniform Loads Center DL 25.00 #/ft LL 55.00 #/ft . . - Left Cantilever. .. DL #/ft LL #/ft -'Right CaPtilever ' DL 25.00#/ft LL 55.00 #/ft . •. Point' Làads. . Dead Load ., 1,460.0 lbs 3,590.0 lbs 2,250.0 lbs lbs lbs lbs lbs ' Live Load 1,010.0 lbs 2,670.0 lbs 1,950.0 lbs lbs lbs lbs lbs ...distance 0.000 ft . 8.000 ft 24.000 ft 0.000 ft 0.000 ft 0.000 ft . 0.000ft Summary Beam Design OK • Span= 22.00ft, Right Cant= 2.00ft, Beam Width = 5.250in x Depth = 16.in, Ends are Pin-Pin Max Stress,Ratio 0.512 : 1 . ' Maximum Moment'- . 34.6 k-ft Maximum Shear * 1.5 6.8 k Allowable • 67.7 k-ft Allowable 30.5 k Max. Positive Morñent 34.62 k-ft at 8.035 ft Shear: © Left 4.66k Max. Negative Moment -4.55 k-ft at 22.000 ft @ Right 4.35k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in , Max @ Right Support •- -8.56 k-ft @ Center 0.480 in Max M allow - 67.67 Reactions @ Right 0.091 in lb •- 1854.45 psi • .- fv • 81.38 psi Left DL 3.81 k Max 7.13k - Fb ' 3,625.00 psi , - Fv 362.50 psi Right DL 4.09k Max 7.91k Center Span... - Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection • . . -0.320 in -0.659 in Deflection 0.000 in 0.000 in • ., • - ,..'.Location ' 9.852 ft . 10.139 ft ...Length/Defl • 0.0 0.0 ..Length/De1l. • • . 824.8 400.89 Right Cantilever... Camber (using 1.5 * D.L. Defi ) ... . Deflection 0.061 in 0.144 in • , - -@ Center . . 0.480 in ...Length/Defl 791.7 332.9 @Left - 0.000 in @Rght 0.091 in 'S S.', •S. 4' . . . p. -. '.4 f•• ,,.• . ' - .: ,- . ' .. ,. . 4. Title: - Job # 3 Dsgnr: - . Date: 4:20PM, 28 SEP 09 Description Scope Rev: 580004 User KW0606614 Ver550 1 Dec2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software . oiiver.ecw:Calculations Description FBI Stress Caics . . .. - Bending Analysis . Ck 19.049 Le 0.000 ft Sxx 224.000 in3 Area 84.000 in2 Cf 1.000 Rb 0.000 Cl 7126.818 Max Moment Sxx Reg'd , Allowable lb . @ Center 34.62 k-ft 114.59 in3 3625.00 psi @ Left Support 0.00 k-ft 0.00 in3 . 3,625.00 psi @ Right Support 8.56 k-ft 28.34 in3 3,625.00 psi Shear Analysis @ Left Support ©Right Support .. . -.•. . - Design Shear 6.84 k 6.38 k Area Required 18.858in2 17.611'in2 Fv Allowable 362.50 psi 362.50 psi p Bearing @ Supports . - •• . I . Max. Left Reaction 7.13 k Bearing Length R&q'd . 2.088 in Max. Right Reaction 7.91 k Bearing Length Req'd .2.317 in . . [Luery Values M, V, & D @ Specified Locations Moment . Shear . Deflection. @ Center Span Location = 0.00 ft 0.00 k-ft . 4.47 k - . 0.0000 in - Right Cant Location = 0.00 ft 0.00 k ft 4 47 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00kft - : 0.00 k . 0.0000 ii ,. I I f . -- I . - -?- - . . . - - ,. •, , , ., - -• - . - 4 - - ., . . -. - • SO I - - '- .-- •1 - . . r • - ! . •• . .- .... .1. . •-•a- _ .• , . .-- i... . - •. - - ...... .• • - V . - . •- .. _q_ -- . -' . V.,..-. t' I. Title Job# Dsgnr Date 4 20PM 28 SEP 09 Description ••_4_ .. Scope User. 3 Ver 5.8.0, 1 -Dec-2003 2003 RCALC gnwareW-0606614, V Page Generalliber Beam 1 oliver.ecw. Calculations Description F132 L2,1nformat1on Code Ref 1997/2001 NDS 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined .4Section Name MicroLam: 5.25x14 Center Span 22.00 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft ;Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.8E W - Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi . Beam End Fixity . Pin-Pin -. - - FcAllow 750.0 psi E 1,800.0 ksi E Full Length Uniform Loads • Center . . -, DL 25.00 #/ft LL 55.00 #/ft - Left Cantilever DL . #/ft LL #Ift 'Right Cantilever DL ' 25.00 #/ft - LL 55.00 #/ft • . -: , . Point Loads Dead Load 1,240.0 lbs 880.0 lbs lbs lbs lbs lbs lbs Live Load - " 1,240.0 lbs 880.0 lbs lbs lbs lbs lbs lbs distance 1 0.000 ft 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary - Beam Design OK Span= 22.00ft, Beam Width = 5.250in x Depth = 14in, Ends are Pin-Pin - Max Stress Ratio 0.289 : 1 • . '.Maximum Moment 134 k-ft Maximum Shear * 1.5 2.9 k Allowable. 46.4 k-ft Allowable 26.2 k -' Max. Positive Mornent . 13.44k-ft at 8.008 ft Shear: @ Left 2.00k • j Max.! Negative Moment •. 0.00k-ft at 22.000 ft @ Right 1.52k Max @ Left Support ' 0.00 k-ft . Camber: @ Left 0.000 in r ' - 0.00. k-ft Max @ Right Supporl - @ Center 0.303 in Max M allow. 4645 Reactions © Right 0.000 in th .940.18 psi fV 38.95 psi Left DL 2.07 k Max 4.48k - Fb 3,250.00 psi Fv 356.25 psi Right DL 0.59k Max 1.52k - Deflections 1 '1 . • Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load 0 . Deflection -0.202 in -0.477 in Deflection 0.000 in 0.000 in .:.Location .- 10.384 ft 10.472 ft Length/Deft 0.0 0.0 - ...Lehgth/Defi . • 1,307.1 553.58 Right Cantilever... Camber ( using 1.5 * D.L. Defi ) ... •• Deflection 0.000 in 0.000 in .. .@ Center . 0.303 in Length/Deft 0.0 0.0 - • . . © Left . . .... 0.000 in , , ©Right 0.000 in - • - ,.•' • .t -- Title: : Job # S Dsgnr: Date: 4:20PM, 28 SEP 09 Description : Scope: I User. KW-0606614, Ver 5.8.0, 1-Dec-2003 General Timber Beam - - rye L83-200_ENERCALC Engineering Software . Description FB2 Stress Caics Bending Analysis • Ck 19.086 Le 0.000 ft Sxx 171.500 in3 Area 73.500 in2 Cf 1.000 Rb 0.000 Cl 4480.000 Max Moment Sxx Recid Allowable fb @ Center 13.44 k-ft 49.61 in3 - 3250.00 psi @ Left Support 0.00 k-ft 0.00 in3 3250.00 psi @ Right Support 0.00 k-ft 0.00 in3 3250.00 psi Shear Analysis © Left Support @ Right Support . Design Shear 2.86 k 2.14 k Area Required 8.036 in2 6.015 1n2 Fv: Allowable 356.25 psi 356.25 psi . . . .. - Bearing @ Supports . Max. Left Reaction 4.48 k Bearing Length Reqd 1.138 in Max. Right Reaction 1.52 k Bearing Length Reqd .0.386 in ValuesQuery M, V & D © Specified Locations Moment . - Shear Deflection Center Span Location = 0.00 ft 0.00 k-ft . 2.00 k . 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft . 0.00 k . 0.0000 in . @ Left Cant. Location = 0.00 ft 0.00 k-ft - 0.00 k 0.0000 in . - I .. _4• - 4- -- i - . -• - .. - .,. - .- . 4.. 1 * I, 'I r Title Job# . Dsgnr: Date: 4:20PM, 28 SEP 09 -• -., . - , . Description: Scope: Rev: 560004 6614, Ver 5.8.0, 1 -Dec-2003 General Llgaoo3 Timr Beam Page 1 ENERcALc Engineering Software - oliver ec aliois Description H11 [eraI Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined r . Section Name MicroLam: 5.25x9.5 Center Span 6.50 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth , . 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.8E W Fb Base Allow 2,600.0 psi • ' Load Dur. Factor . - 1.250 Fv Allow 285.0 psi Beam End Fixity - Pin-Pin Fc Allow 750.0 psi • . F 1,800.0k5i • Full Length Uniform Loads Center ' . DL 310.00#/ft LL 240.00 #/ft Left Cantilever DL . #/ft LL #/ft . Right Cantilever . DL . #/ft LL #/ft [PntLoads - , Dead Load 1,320.0 lbs lbs lbs lbs lbs lbs lbs Live Load 2,640.0 lbs lbs lbs lbs lbs lbs lbs • - • .. distance 4.50.0 ft ., 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft- L SUmmaTYIJ Beam Design OK an= 6.50ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin ax Stress Ratio ' 0.372 : 1 7..: axirrum Moment • . 8.0 k-ft Maximum Shear * 1.5 6.2 k ' Allowable - 21.4 k-ft Allowable 17.8 k Max. Positive Moment ' 7.96 k-ft at 4.498 ft Shear: @ Left 3.01 k - - Max. Negative Moment ' 0.00k-ft , . at 0.000 ft @ Right 4.53k - Max @ Left Support - -. 0.00 k-ft Camber: @ Left 0.000 in , , ' Max © Right Support 0.00 k-ft . @ Center 0.051 in Max. Mallow. .. 21.39 Reactions... @ Right 0.000 in • fb • 1,209.14 psi fv 123.31 psi Left DL 1.41 k Max 3.01 k Ri .. 3,250.00 psi •. Fv• 356.25 psi Right DL 1.92 k Max 4.53k Deflections . 1 - Center Span .. Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.080 in Deflection 0.000 in 0.000 in . ...Location . 3.406 ft 3.432 ft Length/Deft 0.0 0.0 ...Length/Defl 2,286.5 977.32 Right Cantilever... . . . Camber( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center . - 0.051 in ...Length/Defl 0.0 0.0 @ Left - 0.000 in @ Right' ,. - 0.000 in 0 Title: Job# Dsgnr: . Date: 4:20PM, 28 SEP 09 Description Scope: Rev: 580004 User. KW-0606614, Ver 5.8.0, 1 -Dec-2003 c)1983-2003 ENERCALC Engineering Software General Timber Beam .olivere Calculations Description Hil Stress Calcs Bending Analysis Ck 19.086 Le 0.000 ft Sxx 78.969 in3 Area 49.875 in2 - Cf 1.000 Rb 0.000 Cl 3005.961 Max Moment Sxx Req'd Allowable fb @ Center 7.96 k-ft 29.38 in3 - 3,250.00 psi @ Left Support 0.00 k-ft 0.00 1n3 3,250.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,250.00 psi - Shear Analysis @ Left Support @ Right Support Design Shear 3.87 k 6.15 k ' .. Area Required 10.850 in2 17.263 in2 . -p Fv: Allowable 356.25 psi 356.25 psi .. Bearing @ Supports Max. Left Reaction 3.01 k Bearing Length Req'd . 0.763 in Max. Right Reaction 4.53 k Bearing Length Req'd ' 1.150 in Query Values -- M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 3.01 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k - . 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft - 0.00 k 0.0000 in . S S * Title Job# Dsgnr Date 4 2OPM 28 SEP 09 .5' . Description: - - - Scope: • User: KW-0606614, Ver 5.8.0. 1 -Dec-2003 General Timber Beam Page over aiioj (c1983-2003ENERCALC Engineering Software . Description . FB4 General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name MicroLam: 5.25x11.87 Center Span 6.50 ft .....Lu 0.00 ft Beam Width . 5.250 in Left Cantilever ft .....Lu 0.00 It Beam Depth . 11.875 in . Right Cantilever ft .....Lu 0.00 ft . Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.8E W Fb Base Allow 2,600.0 psi Load Our. Factor ' -. •. . 1.250 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,800.0 ksi Full Length Uniform Loads Center . v DL 140.00 #/ft LL 280.00 #/ft - . Left Cantilever ' - DL #/ft LL #/ft Right Cantilever- DL #/ft . LL #/ft Point Loads ' Dead Load 6,250.0 lbs lbs - lbs lbs lbs lbs lbs Live Load 5,950.0 lbs lbs lbs lbs lbs lbs lbs ...distance '. 3.000ft . 0.000ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 6.50ft, Beam Width = 5.250in x Depth = 11.8751n, Ends are Pin-Pin j Max Stress Ratio : •' 0.6541 . ' Maxim'um' Moment ' 21.8k-ft Maximum Shear 1.5 11.3k Allowable -. 33.4.k-ft Allowable 22.2 k Max. Positive Monent ' 21.85k-ft at 2.990 ft Shear: @ Left 7.93k ' Max Negative Moment 0.00 k ft at 0.000 ft @ Right 7.00 k Max @Left Support - 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support . . 0.00 k-ft @ Center 0.076 in Max M allow 3342 Reactions @ Right 0.000 in fb 2;124.60 psi fv . 180.91 psi Left DL 3.82 k Max 7.93k - Fb. Y - 3,250.00 psi : . Fv 356.25 psi Right DL 3.34 k Max 7.00k S. Lflections .. . Center Span.:. . . Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection - -0.051 in -0.104 in Deflection 0.000 in 0.000 in - Location 3.172 ft . 3.172 ft ...Length/Defl 0.0 0.0 ...Length/Defl * 1,537.0 753.41 Right Cantilever... ' Camber ( using 1.5 D.LDefI ) ... Deflection 0.000 in 0.000 in @ Center •, . - . 0.076 in ...Length/Defl 0.0 0.0 - @Left. 0.000 in : © Right 0.000 in. - -- •,.-1 .- - * . - ., . ' r - .- - ,•_•_ , S - - , - - ••v-_ ' .5 . , I 4- • .• -': . • '. ..-, - - 4 i,_• •• * -', . Title: Job# Dsgnr: . Date: 4:20PM, 28 SEP 09 Description: Scope Rev: : . Page 2 580004 General Timber Beam (c)1983-2003 ENERCALC Engineering Software oliver.ecw:Calcula tons Description FB4 Stress - -= Bending Analysis Ck 19.086 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 Cl 7934.230 - Max Moment Sxx Req'd -. Allowable fb © Center 21.85 k-ft 80.66 in3 3250.00 psi @ Left Support 0.00 k-ft 0.00 1n3 3,250.00 psi @ Right Support 0.00 k-ft 0.00 in3 . - 3,250.00 psi Shear Analysis @ Left Support @ Right Support - Design Shear 11.28 k 9.87 k , Area Required 31.660 in2 27.709 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 7.93 k Bearing Length Req'd 2.015 in Max. Right Reaction 7.00 k Bearing Length Req'd 1.777 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 7.93.k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in - .,_ 1 I - : •:, . Title : Job # ... Dsgnr: Date: 4:20PM, 28SEP09 • . '- : ' ', •• S - Description: • ' -.. 5' Scope User: . 1 Rev: 580OG4 KW-0606614, Ver 5.8.0, 1 -Dec-2003 General Timber Beam Page (c)i9832003ENERCALCEneenngSoThNare oliver.ecwCalculations Description F. B5 : ' ' LGeneraI information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 Center Span 22.00 ft .....Lu 0.00 ft Beam Width 5.125 in - Left Cantilever ft .....Lu 0.00 ft Beam Depth :' * 24.000 in Right Cantilever ft .....Lu 0.00 ft • Member Type ., GluLam Douglas Fir, 24F - V4 - -, S Fb Base Allow 2,400.0 psi ' S I: .. ' Load Dur. Factor , •. 1.250 . Fv Allow 240.0 psi . Beam End Fixity - Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi L gth Uniform Loads Center . DL • ' 550.00 #/ft LL 460.00 #/ft . - Left Cantilever. DL #/ft LL #Ift . Right Cantilever ' DL #/ft LL #/ft ---',. -.LntLoads • Dead Load . - 600.0 lbs 600.0 lbs 600.0 lbs 600.0 lbs lbs lbs ' lbs / Live Load . . 600.0 lbs 600.0 lbs 600.0 lbs 600.0 lbs lbs lbs lbs ' .distance .i 0.000 ft 8.000 ft 10.750 ft 19.250 ft 0.000 ft 0.000 ft 0.000ft marY Beam Design OK an= 22.00ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin-Pin 7_Ma~ Stress Ratio 0.649 : 1 ' axinum Moment 74.2 k-ft Maximum Shear* 1.5 16.8 k - , Allowable 114.2 k-ft Allowable 36.9 k -4 • Max. Positive Moment 74.18k-ft at 10.736 ft Shear: @ Left 12.64k Max. Negative Moment t . 0.00k-ft at 22.000 ft @ Right 13.18k •. Max© Left Support . 0.00 k-ft Camber: @ Left 0.000 in Max@ Right Support 0.00 k-ft ' @ Center 0.4831n Max Mallow 11423 Reactions...@ Right 0.000 in -' fb 1,809.35 psi'' fv 136.92 psi Left DL 7.41 k Max 13.84k Fb 2,786.11 psi - Fv • 300.00 psi Right DL 7.09 k Max 13.18k ' .•$'.. [efiections sCenter Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection . -0.322 in -0.599 in Deflection 0.000 in 0.000 in - ...Location - . . • 11.000 ft - 11.000 ft ...Length/Defl 0.0 0.0 ,'• '.o' '. . ...Length/Defl, , -. 820.4 440.77 Right Cantilever... S Camber ( using 1.5 * D.L. Defi ) ... . . . Deflection 0.000 in 0.000 in -enter - , 0.483 in - . ...Length/Defl 0.0 0.0 ,.." .. Left . - . . 0.000 in @ Right..0.000 in S. - .. I . •,.. - , -. - ' * - • . • ' • .. -. ., • .•. ,.-4*• . . - -. .-•-. ..1, I - s ',. •. • ,. _ .- . a.., . . ., ...S*' *,t S Job #- Title - Dsgnr Date 4 2OPM 28 SEP 09 * Description Scope Rev: 580004 - - User: KW-0606614, Ver 5.8.0, 1-Dec-2003 General Timber Beam . Page 2 (c)1983-2003 ENERCALC Engineering Software oliver.ecw:Calculations Description FB5 .. Stress Caics : Bending Analysis ,.. Ck 19.865 Le 0.000 ft Sxx 492.000 in3 Area .123.000 in2 - Cv 0.929 Rb 0.000 Cl Max Moment Sxx Re 'd - Allowable fb - @ Center 74.18 k ft 31951 1n3 I 2786 11 psi @ Left Support 0.00 k-ft 0.00 in3 - 2,786.11 psi - - @ Right Support 0.00 k-ft 0.00 1n3 . . 2,786.11 psi : .: Shear Analysis © Left Support @ Right Support Design Shear 16.02 k 16.84 k Area Required 53.410 in2 56.137 in2 - Fv Allowable 300.00 psi 300.00 psi BearingSupports Max. Left Reaction 13.84 k Bearing Length Req'd - - 4.154 in Max. Right Reaction 13.18 k - Bearing Length Req'd 3.957 ii Query Values M, V, & D @ Specified Locations Moment . Shear - , ' Deflection @ Center Span Location = 0.00 ft 0.00k-ft . - - 12.64 k - ' , 0.0000 in •- •-.., @ Right Cant. Location = 0.00 ft 0.00k-ft - '-0.00k' . - 0.0000 in-. @ Left Cant Location = 0.00 ft 0.00 k ft 0 00 k 0000 in ' ..t *7. t I I V. , •., * ) - ILI- --4 , I -.,-4 Y . . ' - 4 7 1 . - _' " 1 . -. . ,' - - -•.. '-1, I - •' , - - -, 4 - * 4. '_.e._- .4 - - 4 1 -,.- .4,'. ,; ----',.•. 1 . .4. -' 1. 7 - - .- -! I. .. _' •-. V - I. • ' . .. - , - -v Title Job# Dsgnr: Date: 4:20PM, 28 SEP 09 - Description: , . . - - Scope Rev: 580004 User: KW-0606614, Ver 5.8.0, 1 -Dec-2003 General Timber Beam Page 1 8gm over. eCwaimOs - Description H13 LGeneral Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedj Section Name MicroLam: 5.25x9.5 Center Span 4.50 ft .....Lu 0.00 ft Beam Width. , 5.250 in . Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in ' Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.8E W • . •. . Fb Base Allow 2,600.0 psi S Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity' ' ' Pin-Pin . FcAllow 750.0 psi • E 1,800.0ksi : - Point Loads , Dead Load 4,100.0 lbs lbs lbs lbs lbs lbs lbs -' Live Load 3,800:0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.250 ft ' 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft C i mmaIYJ Beam Design OK -. Span= 4.50ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin .: , . Max Stress Ratio - . 0.416 : 1 p Maximum Moment 89 k ft Maximum Shear * 1.5 59 k Allowable : . - 21.4 k-ft Allowable 17.8 k • Max Positive Moment ' 8.89 k ft at 2.250 ft Shear @ Left 3.95 k Max. Negative Moment . . .. 0.00 k-ft at 4.500 ft @ Right 3.95k Max @ Left Support - ' 0.00 k-ft . . Camber: @ Left 0.000 in Max @ Right Support : 0.00 k-ftP- . - @ Center 0.030 in Max M aIIow- 21 39 Reactions @ Right 0.000 in fb 1,350.53 psi ' . 118.80 psi Left DL 2.05 k Max 3.95k . Fb - 3,250.00 psi . , Fv 356.25 psi Right DL 2.05 k Max 3.95k Deflections Center Span... . Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.020 in -0.038 in Deflection 0.000 in 0.000 in Location 2.250 ft . 2.250 ft ... Length/Defl 0.0 0.0 - - • .:.Length/Defl 2,710.8 .1,406.87 Right Cantilever... Camber( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.030 in Length/Defl 0.0 0.0 . • ., . - @ Left- -' '- ' - 0.000 in •- © Right • 0.000 in • . . Stress Calcs Bending Analysis '. . Ck • 19.086 Le 0.000 ft - Sxx 78.969 in3 Area 49.875 in2 Cf 1.000 Rb 0.000 Cl 3950.000 . 5 . . Max Moment Sxx Reg'd Allowable th @ Center • 8.89 k-ft 32.82 in3 3,250.00 psi @ Left Support • 0.00 k-ft 0.00 in3 3,250.00 psi © Right Support 0.00 k-ft ' 0.00 in3 3,250.00 psi Shear Analysis ' • @ Left Support © Right Support Design Shear, . . . 5.93 k 5.93 k , ' Area Required' .' 16.632 in2 16.632 in2 -, Fv: Allowable -. - . 356.25 psi 356.25 psi . •-•.• . • .iBearingSupportS . . . Max. Left Reaction '- • 3.95 k Bearing Length Req'd 1.003 in Max Right Reaction 3.95 k Bearing Length Req d 1.003 in JOB #: 09-270 CLIENT: Design Dimension PROJECT: Oliver Residence ENGINEER: JMP DATE: 9/28/09 tl 4 0 -0 $ ¼ Column Table - all members DF#2 u.n.o. 0 Col. # Height Load Load Total Load Design Allow. Connection (ft.) Source P (Ibs) P (Ibs) Member (Ibs) Simpson, u.n.o. C14 8 RB7 900 900 4x4 C15 8 H7 4620 4620 4x6 18000 C16 8 H9 2475 2475 (2)2x6 11280 C17 8 H10 6000 6000 (2)2x6 11280 C18 8 H10 4000 4000 (2)2x6 11280 C19 9 FBi 7200 7200 6x6 DF#1 18450 C20 9 H13 4000 4000 4x6 18000 $ :. C21 9 FB2 4500 4500 6x6 DF#1 18450 C22 9 FB2 1500 1500 4x6 . - 18000 C23 9 2*DB1 5600 5600 6x6 DF#1 C24 9 F133 3960 3960 (2)2x6 11280 C25 8 Hil 3000 3000 (2)2x6 11280 C26 8 Hil 4600 4600 (2)2x6 11280 C27 9 D132 1750 1750 6x6 DF#1 C28 9 F133 8000 8000 4x6 18000 C29 9 F133 7000 7000 4x6 18000 C31 9 F135 13900 13900 6x6 DF#1 18450 C32 9 F135 13200 13200 6x6 DF#1 18450 $ 4 0 0 - - - 5rw6CONC PAD - - w!UBARS @I2OIC, -- EAWAY FOR L&NOING - • \ - tvA <•\ ' ri \ fl1 / r1 E1 -. 34 LI ' LI LI I .• :•\ LxJ [x __ ___ ___ ___ LXI F-'=-- I _____ - ______ - f - _____ I '~ kl~ L - • I r ____ - -' I Ii '1 I I - _____ __••__._.._••.•I .._ - ____ I ....... __ ____ g q 71111 I T IN znz P4 A _i4i___I__-L__4 '1 I I I • - •;/• .• I - - • - • I I • -•• ,•/J i L111 J JOB #: 09-270 CLIENT: Design Dimension PROJECT: Oliver Residence ENGINEER: JMP DATE: 9/28/09 FOUNDATION DESIGN - CONTINUOUS FOOTINGS : EXTERIOR qAIL@ 18' BELOW NATURAL GRADE = 1000 PSF (allowable foundation pressure) - TYPICAL FOOTING THICKNESS @ EXTERIOR = 8 IN HEIGHT OF STEMWALL= 10 IN d - FTG. THICK + 1/2 STEMWALL HT. = 13 IN q = ALL - (150 PCF)(d/12)FT = 838 PSF TYPICAL FOOTING WIDTH (W) @ EXTERIOR = -12 16 24 30 481N ' GALL = (q)(W)/12 = 838 1117 - 1675 2094 3350 PLF L ,1 1• -'I - 1 - - • ¼ 4 ,... I -• I I ',, JOB #: 09-270 "CLIENT: • Design Dimension PROJECT: Oliver Residence ENGINEER: JMP .DATE •,9/28/09 FOUNDATION DESIGN ISOLATED FOOTINGS INTERIOR qALL@ 12 BELOW NATURAL GRADE 1000 PSF (allowable foundation pressure) ' -TYP.FOOTlNG THICKNESS-(d)@ INTERIOR = 8.00 IN q qALL- (150PCF)(d/12)FT = 900 PSF EXTERIOR, • qALL@ 18 BELOW NATURAL GRADE 1000 PSF '(allowable foundation fressure) TYPICAL FOOTING THICKNESS @ EXTERIOR= 8 IN - HEIGHT OF PIER = 10 IN - ' d- FTC. THICK +1/2 PIER HT.= 13 IN ,qALL (150PCF)12)FT_ 838 PSF I •t t .AREARE = P/q -. . (where P = load) ' ----g----- ---_ -__________ - -im -I- *See next page forpoint loads on cont footings L •- JOB #: 09-270 . CLIENT: Design Dimension PROJECT: Oliver Residence ENGINEER: JMP DATE: 9/28/09 FOUNDATION DESIGN qALLow= 1000 psf Fl 346,7 Ftg Width (w)= 24 in. Allowable Footing Load depth increase = 1 F2,5,8,9 Ftg Width (w)= 16in' Fl (o = 1500 PLF Ftg Depth (d)= 1.5 ft. F2 (o = 660 PLF F3 o= 1200 PLF - F4 o= 1450 PLF F5 co= 800 PLF. F6 o = 1260 PLF F7 (0= 1320 PLF incr.)*w*(2*d)]2*d*o = F8 (0 = 580 PLF F8 o= 730 PLF Fl FALLOW 1500 lbs. ,.. F2 PALLOW 2020 lbs. p .. . . . F3 FALLOW 2400 lbs. F4 FALLOW 1650 lbs. F5 PALLOW= 1600 lbs F F6 FALLOW 2220 lbs. F7 PALLOW= 2040 lbs. F8 FALLOW 2260 lbs. I 2d F9 SALLOW 1810 lbs. . PIER SIZES FOR POINT LOADS ON CONT. FTGS. PIER PIER FTG ALLOW. ADD. q ADD. SQ. ADD. LOAD # LOAD LOAD AREA FTG. AREA NEEDEI LENGTH LBS LBS LBS PSF SQ. FT. INCH SQ. FT P1 3520 F3 2400 1120 838 1.34 32 1.78 P2 4224 F2 2020 2204 838 2.63 32 3.56 P10 4400 F5 1600 2800 838 3.34 32 3.56 P1225 11800 F9 1810 9990 838 11.93 54 14.25 P26 4600 F9 1810 2790 838 3.33 32 3.56 P24 3960 F4 1650 2310 838 2.76 36 3.00 P18 4000 F4 1650 2350 838 2.81 36 3.00 P17 6000 F4 1650 4350 838 5.19 42 525 P28 8000 F9 1810 6190 838 7.39 48 8.00 P22 1500 F6 2220 -720 838 -0.86 N/A 11/Ill/I/I P20 4000 F6 2220 1780 838 2.13 36 300 P32 13200 F6 2220 10980 838 13.11 60 15.00 P15 4620 F8 2260 2360 838 2.82 32 3.56 P31 13900 F7 2040 11860 838 14.16 60 15.00 P19 7200 F7 2040 5160 838 6.16 48 8.00 P21 4500 F7 2040 2460 838 2.94 36 3.00 ----__ SI' __ -- - .4- - :• '- .4 .- -, .. ••; : - . 4 -' S. * - .....,i t . 'S 5, •55 t ':"- - - -- ._I 'i -t * 4- - -- S .4 • -5 V V , - -S - 5 •4' .. . .5' '* , . '_'\* 'ts -.' *-' S . •' - 4 . '"'• :-- :. .4 5.,.. . - *5 .• 1-' , .5. ''1 4 - .5, S ._ "'-4 ':' * V.'5 S 4-. . . . 5*. ' •,"..' ,.' 4 •• S * k * . • 5.5* - - ,' r - - - * .' - I' 1 - :' - . . 4,5*. :', it4441 •4 - . 4,.' -5, 5. . 5. . •./t_, -5 . . , . S * ... . 4' . .* - '. .. •4'4 *, V ' •'V , , _4 • * -' -:-. 1_. 4 SPREAD FOOTING & PIER SCHEDULE SYMBOL WIDTH DEPTI- (each side) 12" 10" 18" 10" 24" 10" 28" 12" 32" 12" 36" 12" 42" 12" 48" 14" 54" 14" 60" 14" CONTINUOUS FOOTING SCHEDULE WIDTH DEPTH 12" 8" 16" 8" 18" 8" 21" 8" 24" 8" 28" 10" 32" 10" •, - - - - - :-' P * - PROJECT NAME: Oliver Reidhde' JOB NUMBER: 09-270 ' CALCULATED BY: JMP DATE: . 8-30-09 - - - SHEET NO:— VERTICALDESIGN -.7 STEEL CAPACITY - CAPACITY (each way) (Sb=lSOO PSF) (Sb=2000 PSF).• (2) #4's 1 500# 2,000# (2)#4's 3,375# 4,500# 7,200# 9,600# 9,800# 13,067# •-;.. 4 • '_4• 5 4-. - • .-. T. • - - 12800# 17067# 18900# .- '25,200# .. 25,725#-`..,-'-.34,300# - 4- -4 q8,400#;' . '•* ---4' . •'_• •4 • 4 4- - , 51 200# 48,600#. ' • 64,800#' 67,500# 90,000# CAPACITY ' 'CAPACITY : (Sb 1500 PSF) •. (Sb2000 PSF) : 1,500#/FT - . . ' 2,000#/FT - - 2,000#/FT., -. I- , 2,667#/FT '2,475#/FT '3 300#/FT -I f 2,888#/FT .- -- -: 3,851#/FT. - •_•'_'4' -•- 3 600#/FT - . --.4- 4 800#/FT '4200#/FT 5600#/FT 4 800#/FT 6 400#/FT 4. J ' 4 - --'-ai 1 . , S.-' f • • (3)#4's (3)#4's (4) #4's (5)#4's (6)#4's #4's #4's #4's STEEL (continuous) (1)#4 (1)#4 (2)#4's (2) #4's #4's #4's (3)#4's 130.5 . . F=[( ... Where FPX need not exceed 0.4SDSIEWPX, but shall not be less than 0.2SDSIEWPX (IBC 1620.4.3) * therefore: max FPX = 0.338 wPX min FPX = 0.169 wPX 4 * JOB NUMBER 09-27O ,CLIENT: Design Dimension PROJECT: Ener Remodel ENGINEER: JMP ;DATE: , 9/21/09 SEISMIC LOADING: VERTICAL DISTRIBUTION: Roof Dead Load: 200: Roof Snow Load 0 0 Floor Dead Load 20.6 Wall Dead Load 20 0 Wall Height Upper Floor 9 0 Lower Floor L 8 0 Design Base Shear 0.100 *J • : SOS = 0.845 g . 4 - per seismic design criteria Width of Building . - Along Gridline 1 R = 6.5 per IBC 1617 6 2 Along GndlineAl 500 Height of Building !25 0 WEIGHTS: Roof Floor Wall Total Area Area Length Weight (sq. ft.) (sq. ft.) (ft.) (kips) Roof Level . 1350.0 0.0 210.0 45.9 Floor Level 55.0 2230.0 250.0 84.6 VERTICAL DISTRIBUTION TABLE (per IBC 1617.5.2): DIAPHRAGM DISTRIBUTION TABLE (per IBC 1620.4.3): Weight - * W, 2nd Floor 45.9 F I Ii I I I f--vJ 1i - - . ..... •. ?. - ; .. ---- - - ; - -, - H - HOR 1 SISOING 12 IX3CEDARTFUM STUCCO 12 - - , - - - 1 ATE LA 0 to 60 FKRIA I U 'U I I I I I r I I IE1J I. : JOB No: 09-270 - ENGINEER: JMP CLIENT: Design Dimension DATE: 9/21/09 PROJECT: Enzer Remodel UPPER FLOOR: Design Wind Speed = 85 mph Edge Strip (a) = 10%(Ieast horiz. Dimension) OR 40%(HTP), whichever is less Exposure Coefficient = C = 1(w or L) = 4.00 Mean Roof Height (h)= 25 feet = .4h = 10 Therefore 4.00 governs Building Width (w) (long)= 50 feet But 4% of w or L -Or- 3 feet are mm., therefore 1 3.00 Building Length (L) (short)= 40 feet Governing a = 4.00 feet Roof Slope = 4 /12 End Zone Dist.= 2*a 8.00 feet 25' mean roof height - REZ RIZ WEZ WIZ I Minimum Calculated Governin' - Roof Ext. Roof Int Wall Ext. Wall Int Wind Wind Wind Seismic DESIG1 Zone (s.f.) Zone (s.f.) Zone (s.f.) Zone (s.f.) Load Load Load Load LOAD wi . n R k ,2176 (IbsI (lhsl lIbs (lh1 (lbs ) 0 0 0 0 0 Wind I ... :. 45.0 15.0 600 1802 1802 1092 1802 Wind 2 ...:-.L. 35.0. 350 1148 1148 630 1148 Wind - 3 - - ' - ;200.O'i 2000 4350 4350 2229 4350 Wind 4 •. -- - -. 55.0 -.20.0 750 2239 2239 1415 2239 Wind 5 ... '. -' . .. . 0 0 0 0 0 Wind 0 0 0 0 0 Wind - ='i .. 0 1 0 0 0 1 0 lWind TO GRID 0 TO GRID I - - TO GRID 2 -. TO GRID 3 TO GRID .: -. TO GRID to GRID O TO GRID :0 0 0 0 0 0 Wind TO GRID O'.'/ A . ' 40.0 - .".10.0 .90.0 . - .150 1550 3278 3278 1259 3278 Wind TO GRID A B . .... ;u-gs.o . - . 190.0. 2850 4133 4133 2702 4133 Wind TO GRID B '- - C 40.0 . 15.0 4. ... 90.0 30.0 1750 3605 3605 1956 3605 Wind TO GRID .0 13 0 0 Wind TO GRID O 0 0 0 Wind TO GRID TO GRID O 0 ... 0 0 0 Wind ________ .-. .. . 0 1 0 1 0 1 0 Wind TOGRIDO I. MAIN FLOOR: CONTROLLING LOADS: 25' mean roof height combined combined combined REZ RIZ WE Z WIZ Minimum Calculated Governin' MAX LOWER WIND SIESMIC WORST CASE . Roof Ext. Roof Int - Wall Ext. Wall Int Wind Wind Wind Seismic DESIGN DESIGN DESIGN DESIGN - . u.11 -Zone (s.f.) Zone (s.f.) Zone (s.f.) Zone (s.f.) Load Load Load Load LOAD LOAD LOAD LOAD ' wh .w. n I ' 0 I w 2 A m,.e5 21 78 v (IbsI (Ihc1 (lbs 1 (lbs 1 (lbs ) (lbs 1 (lbs ) (lbs ) 0 70 0 0 0 0 0 0 0 Wind -60.0. -. 1 600 1968 1968 1471 1968 3770 2563 3770 Wind 2 ...- i 1 / 80.0 ,.,., ' 80.0 1600 4364 4364 2546 4364 5512 3176 5512 Wind 155.0 1 1550. 3371 3371 1560 3371 7721 3789 7721 Wind _4 . .130.0 1300 2828 2828 2607 2828 5067 4023 5067 Wind IwC 0 35.0 5.0 400 . 1257 1257 646 1257 1257 646 1257 Wind - 0 0 0 0 0 0 0 0 Wind .. .... 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 Wind _A .-•, . '85.0 1050 . 3223 3223 1839 3223 6501 3098 6501 Wind B i . .'-.. . - , 200.0 2000 4350 4350 4474 4474 8483 7176 8483 Wind C . . -S' .1 .85:0 - 300 1150 3441 3441 3114 3441 7045 5070 7045 Wind z ....., -'4' . 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 0 0 Wind ,..... . .0 0 00 0 00 Wind - 0 0 0 0 0 0 0 Wind FOUNDATION:I Wall Total Wall Length (ft.) Sill Plate Shear Load (lb/ft.) 2x Sill Plate, 3x Sill Plate, or Double AB's # of 1/2 ABs # of 5/8 ABs 1/2" A.B. Spacing (1n4 5/8" A.B. Spacing (in.) 0 ZERO 2 2 ZERO ZERO I 22.0 171 3X 5 4 48 48 '..v42.0 _.'.131 3X 7 5 48 48 -21.0 _- _- 368 3X 10 7 24 36 20.0_. 253 3X 7 5 36 48 - 6.0. 209 aX 2 _2_ 48 48 %1 ZERO 2 2 ZERO ZERO .i ZERO . 2 2 ZERO ZERO -. - • - ZERO 2 ZERO -A . .32.0 __- 203 3X 9 _ 48 B -- _50.0 170 3X _11_ _ 48 C '47.0 .-• 150 . 3X 9 48 ZERO 2 U2ZERO ZERO - ZERO 2_ - ZERO - ... ZERO 2 ZERO -. ZERO 2 ZERO JOB No 09-270 ENGINE JMP CLIENT: Design Dimension DATE: 9/21/09 PROJE( Enzer Remodel - - - UPPER FLOOR: SHEAR LOADS: SEISMIC LOADS: Callout eismi Wind 6 310 434 4 460 644 3 600 840 2 770 1078 A 770 1078 B 870 1218 1_105-1 1740 2436 iaIl Total Panel Length (ft.) Panel Height (ft.) Seismic Shear Load (lb./ft.) Wind Shear Load (lb/ft.) Seismic Edge Nailing Wind Edge Nailing Gov. Edge Nailing Pert. Shear Wall Design. Over- turning Ft (lbs.) Holdown Selection o ZERO ZERO n.a I 15.0 . 9.0 218 360 6 6 6 n.a. 2 5.3 9.0 119 217 6 6 6 n.a. 3 -10.5 . 9.0 212 414 6 6 6 n.a, 4 '-20.0 9.0 71 112 6 6 6 n.a. - 5 - ZERO ZERO n.a. o ZERO ZERO n.a. ' o . ...ZERO ZERO . n.a. o - . . ZERO ZERO n.a. A :15.0 '9.0 84 219 6 6 6 n.a. B 30.5 .9.0 89 135 6 8 6 n.a. ,. C -34.5 9.0 57 104 6 6 6 n.a. - ZERO ZERO n.a. ZERO ZERO n.a. - ZERO ZERO n.a. ZERO I ZERO n.a. RoofSeismicLoa 2.23 Wall Seismic Load: . 2.23 Floor Seismic LoE 2.23 - - Wall Roof Area (sq. ft.) Floor Area (sq. ft.) Wall Length (ft.) Unfactored Seismic Load (lbs.) r p Factored Seismic Load (lbs.) Diaphr. Seismic Load (lbs.) o r . . - rl. 0 0.000 1.00 0 1 0 1 80.0 230.0 40.0 1092 0.387 - 1092 1845 2 1700 . -25.0 630 0.211 630 1064 - 690.0 -130.0 40.0. 2229 0.376 2229 3766 4 410.0 : 50.0. 1415 0.125 1415 2392 0.000 0 0 - i. 0.000 0 0 ., 0.000 0 .0 1350.0 155.0 5365 0 :... 0.000 0 0 A 340.0 - . 50.0 1259 0.149 1259 2128 B 750.0. 80.0 85.0 2702 0.157 1 2702 4567 C .260.0 280.0. 75.0 1956 0.100 1956 3305 0 - .--. 0.000 0 0 0 . . ... - . . 0.000 0 0 _0 .. . ., 0.000 0 0 _0 . -. . 0.000 0 0 1 1350.0 210.0 5917 0.387 MAIN FLOOR: SHEAR LOADS: SEISMIC LOADS: Roof Seismic Loa 2.23 Wall Seismic Load: 2.23 Floor Seismic Lo 2.23 Vail Total Panel Length (ft.) Panel Height (ft.) Seismic Shear Load (lb/ft.) Wind Shear Load (lb/ft.) Seismic Edge Nailing Wind Edge Nailing Gov. Edge Nailing Pert. Shear Wall Design. Over- turning Ft' (lbs.) Holdown Selection 0 - :- ZERO ZERO n.a... . -. I 10.5., 8.0 244 359 6 6 4 1499 .HTT22 2 .24.3 8.0 131 227 6 6 6 n.a. 3 . 1121.0 . 8.0 180 368 6 6 6 j j n.a. 4 -. 9.7 8.0 415 522 4 4 1 4 1 4179 HTT22 5 6.0 8.0 108 209 6 6 4 1676 . . 0 - ZERO ZERO n.a. o ZERO ZERO n.a. 0 ZERO ZERO n.a. A '.17.5 .' ;,8.0 177 372 6 6 6 n.a. B 47.8 18.0 150 178 6 6 6 n.a. C - 42.7 .8.0 : 119 165 6 6 6 n.a.. o . ZERO ZERO n.a. o . ZERO ZERO n.a. o ' - ZERO ZERO n.a. o ZERO ZERO n.a. V . Unfactored Factored Diaphr. Roof Floor Wall Seismic Seismic Seismic Area Area Length Load r p Load Load wall (so. ft.) (so. ft.) (ft.) (lbs.) (lbs.) (lbs.) 5 - .150.0 35.0/ 646 0.201 646 101 - .. 0 0.000 0 0 0 0 0.000 0 0 C - 720.0 85.0 3114 1 0.136 0 ,"-' 0 0.000 0 . . 0 0.000 0 --- 0 0.000 0 .' - 0 0.000 55.0 2230.0 250.0 9427 0.501 .5 r$- T - I rj --------- • 1 I I - VA - I •IV • I I, ra I I ±- VV I ...I.-.':H I.-J•-•. V - •V •-? - - - - - 1 -. - - - - - - - . Zn OD . •V I •V'• I •--- - I - - V I I I - V V • - ..__ • • • - • '4 - —1-- - '- I - _______ - - • V '\\r--'4I - 4--- I..-_ I '- ' I V - I - - - ••- - • • -. •• •5•_ -4•- -- - 4- V• T V PROJECT NAME:Oliver Residence i-.. .. JOB NUMBER:09-270 V " ' CALCULATED BY:JMP DATE: 8-30-09 SHEET NO: .5. . ..: SHEARWALL SCHEDULE V 'SHEAR.. CAPACITY. EDGE-NAIL 16d NAIL 3x STUDS AT SYMBOL PLYWOOD LBS_ PER FT. SPACING SPACING PANELEDGES 3/8 ..260 8d@6 o.c. 6" o.c. NO /\ 3/8" 380 8d @ 4 o.c. 4 o.c. NO V . .3/8" 490 -- 8d @ 3" o.c., 3" o.c. YES staggered 2 , .3/8" • 640 8d @ 2" o.c., 2" o.c. YES V . staggered 4/4 V.1/2"BIS V V V 920 - 1 O @ 4" o.c. per plans YES 1/2 -B/S. 1,200 lOd @ 3 o.c. per plans YES /\ 1/2' B/S 1,540 lOd @ 2' o.c. per plans YES V 5/8" B/S . 1,740 .V lOd @ 2" o.c. per plans YES Use common nails all field nailing at 12" o.c., U.N.O. Use 3/8" Shear ply / OSB or rated equivalent, U.N.O. Nail all hear ply with edge nail spacing at top plates, mudsill, all posts, all king '-studs, and all studs with holdowns. V V * Double shear walls to have shear ply with specified nailing both sides. Offset V V panel edges or provide 3x studs at location where edge nailing is located on both V sides of wall-stud. B/SisBothSides. 'V .• . . Use Simpson MST48 or MSTC52 to strap across beams at any break in top 'plates, U.N.O. V. Provide blocking at edges of any shear ply applied horizontally. Nailing of gypsum board applies to both edge and field nailing V •1: • V V - • - V r ¼, - - JOB #: 09-270 CLIENT: Design Dimension PROJECT: Enzer Remodel ENGINEER: JMP DATE: 9/21/09 Per IBC Table 2306.3.1, 5/8' sheathing W/ lOd's @60/c edge, 120/c field Diaphragm Loads Boundary 2nd LvI Case D.F. Vm (PLF) H.F. V max (PLF) Case 1(1) 285 234 Other (0) 215 176 Bndry (B) 320 262 I I - -,- '.. ', ..• -. -' ,- ' : •, C.,,,, C. 'C- Wall Case (1, 0, B) Governing Lateral Load (Ibs) % of Load to Diaph. Trib. Lateral Load (Ibs) Length of Wall Line (ft) - v (PLF) - Allow, Vm, (PLF) Does wind control? (Y or N) Vm w/ Wind Incr. (PLF) OK? 0 1 1 0 1845 100 1845 22 84 176 Y 247 ' YES 2 0 1148 100 1148 22 52 176 'Y , 247 YES 3 0 4350 100 4350 45 97 176' . .Y 247 YES 4 0 2392 100 2392 43 56 176 Y 247 YES 5 _0_ 0 0 A 0 3278 100 3278 32 102 176 Y ' 247. YES B 0 4567 100 4567 43 106 176 Y - 247 YES C 0 3605 100 3605 43 84 176 . Y 247 YES 0 - 0 ___ .1'• -- ___ 0 O I, . 114 • - - • .'- - .1 .• , I•i • . 1st Level Wall Case (1, 0, B) Governing Lateral Load (Ibs) % of Load to Diaph. Governinc Lateral Load (Ibs) Length of Wall Line (ft) Allowabl v v, (PLF) (PLF) Does wind' control? (Y or N) Vmax w/ Wind Incr. (PLF) OK? 0 1 0 2486 100 2486 22 113 215 Y 301 YES 2 0 4364 100 4364 42 104 215 V .301 YES 3 0 3371 100 3371 22 153 215 V 301 YES 4 0 4407 100 4407 42 105 215 Y. - 301 YES 5 0 1257 100 1257 22 57 215 V 301 YES 0 O -I- --- -I- - 1' '' •' C C ': •. • ' _f C '• • ' • . .• . • ' T. • v JOB # 09-270 CLIENT:. Design Dimension , PROJECT. Erzer Remodel -ENGINEER: JMP DATE: ' .. 9/21109 ••. Chord Forces •. • 2ndLeveI-Grid4 M=w L/8 w = ; 160 PLF - M= 36995 ft-lb - .- -. - ••\ • L, 43 feet .,. ' b= 22 feet Chord Force = I = C C=M/b -. C= 16821b 16d sinker (12d common nail) = 118# Reqd penetration to use full design value of Z = 120 = 12(0.148) 1.78" > 1.5" therefore reduce Z -' - .i • ,-- - Cd=151178 =085 CD = 1.33 (for wind / seismic) Z = (1 33)(0.85)(1 1P) = 133# N=T/Z N ='12.6 nails .Use (16) 16ds1nker (12d common) 2.5" 0/c - • :' -. typ. u.N.O. • -' ---:- ;• '-j. - 4 • - ,• .- . .•'. ••. . .. • •- "+-. . 7; •.•• -- •••-•.- .• -.• •-..•-• ,._ • . . .•. '•• . / -- . ;. _-•t 4_. -- -• . - t • -. . •! •. .4 r . T S. 1st Level - Grid C w = 124 PLF M= 24857 ft-lb L= 40 feet b= 22 feet C= 1130 lb N = 8.5 nails Use (16) 16d sinker (12d common) i 2.5' 0/c typ., U.N.O. . CERTIFICATION OF Development Services CITY OF SCHOOL FEES PAID 1635 Faraday Avenue BuddungDepartmet CARLSBAD . B-34 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: OLIVER RESIDENCE Building Permit Plan Check Number: CB091626 .&. .#. ,'. .•• ProjectAddress: 2705 HIGHLAND DR A.P.N. 1561109500 1Project Applicant LISA & GREG OLIVER ' (Owner Name): Project Description: NEW SFD .• .i •...• - Building Type: Residential: I New Delling Unit(s) 2723 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: CJ '77119q Date: 10/2812009 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District E Vista Unified School District El San Marcos Unified School District 2 I Camino Real 1234 Arcadia Drive 215 Mata Way Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) San Marcos, CA 92069 (290-2619) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District E San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. ::-'Encinitas, CA 92024(944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner - 'vi11 file an amended certification of payment and pay the additional fee if Owner requests an increase in the number ' of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: • Date: Page 1 of 2 Rev. 03/09 tpt V - SCHOOL DISTRICT SCHOOL FEE CERTIFICATION -. (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. ; SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the develOper, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL f TITLE ASSIS SUPERINTENDENT ___ . CARLSBAD UN1FthD SCHOOL DISTRICF 6225 EL CAMNO REAL 4AME'OF SCHOOL DISTRICT CAMBAD, CA 9W * 4 vyvthQ( awcl PHONE NUMBER .-• • • •. 4 4I •- * IL 1 - : • . -, ' •,4 . .' -- ,-.) .,• 4,. '4 .... .•.• . 9f V II,, *t_•• 4 ..-. i _, . ...' - t.' -• . . . .- - • • , ) B 34 ' Page 2 of 2 Rev. 03/09 .-, - • 4 , . City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-16-2010 Plan Check Revision Permit No:PCRI0102 Building Inspection Request Line (760) 602-2725 Job Address: 2705 HIGHLAND DR CBAD Permit Type: PCR •• Status: ISSUED Parcel No: 1561109500 Lot #: 0 Applied: 09/13/2010 Valuation: $0.00 Construction Type: NEW Entered By: RMA Reference #: C13091626 Plan Approved: 09/16/2010 PC : Issued: 09/16/2010 Project Title: OLIVER-DEFERRED SUBMITTAL FOR Inspect Area: SPIRAL STAIRS Applicant: . - Owner: JONATHAN THORPE , ..- - OLIVER GREG&LISA • . .PO BOX 3122 • 3085 MADISON ST 92008 MAMMOTH LAKES CA 93546 '661 304-8496 Plan Check Revision Fee/ :9 $0.00 Additional Fees / $60.00 I / Total Fees: . j $60.00 Total Payments To Date: $60.00 Balanóe Due: $0.00 i - -. 1 j \ - lico. I) J U ,.- FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE thai approval of your project includes the Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the prOtest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. BUILDING CITY OF Plan Check CARLSBAD ' Comments Development Services Building Division 1635 Faraday Avenue 760-602-2719, www.carlsbadca.gov By: Steve Borossay (Contact Hours for Steve: Tues.-FrI., 1pm - 5pm) Phone: 760-602-7541 Pemift__FCR I 0 I C _ Address: 2-7 Q5 44'j Tt' Date- / t4- (, C)C • When.coirectlons "mall departments are received please run new prints.' . [J Provide: A statement on the 11(1. Sheet of the plans stating that the project shall comply with the 2007 CA Building Code, -. 2007 CMC; 2007 CPC, 2007 CEC and the 2008 CA Energy Efficiency Standa,ds. a Provids A note titled Scope of Work" describing the work to be performed under this permit - .. . = ½ - - 4 / - . -. •': . L c:-• • :' : 3 . f••# CITY OF CARLSBAD -PLAN CHECK REVISION Development Services APPLICATION 163 Building Division 5 Faraday Avenue B-I 5 760-602-2719 www.carlsbadca.gov Plan çeck Revision No. O Original Plan Check No. - .Poject Address i'j a Date________________ - Contact __________ ph_( ( 3O '/4Y9Fax 7 (31 S7(6 Email %*10(f7CCM5Jff1A 1A ,ContactAddress _ ' City Zip General Scope of Work 'Originalplans prepared by an architect or engineer, revisions must be signed & stamped by that person. I Elements revised: -L1 Plans Calculations Soils Energy LII Other___________________________ -. .- 2 • 3 4 Describe revisions in detail List page(s) where List revised sheets each revision is that replace - shown existingsheets Oe_çJL £A' - - ; -- '! - ;" ,3 ' 5 Does this revision, in any way, alter the exterior of the project? - :6' Does this revision acid ANY new floor area(s)? El Yes 7 Does this 'revision affect any fire related issues? El Yes -: 8 Is this a complete set? No --,I . '- A!5Signàture 1635 Faraday Avenue, Carlsbad, CA 92008 3- Yes No UrNo Phone: 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov - 3•1 .. -. '(Se-OW. L - CONSTRUCTION NOTES THESE SPIRAL STAIRS SHALL COMPLYWITH 2007 CRC SEC 10098 -APPROVED MATERIALS BY.._C,jVY'J ,• 1- 1. ALL FABRICATION SHALL CONFORM TOAISC MANUAL OF STEEL CONSTRUCTION 1' cro i L.. 1O t3 EDITION . . I U U , .- . ' 2. PIPE SHALL CONFORM TO ASTM A53,GRADE B. . '-+P,&pf -czPAn : 4 075 3 TUBING SHALL CONFORM TOASTMA500 GRADE B. - 6. THE LANDING AND ALL TREADS SHALL CONSIST OF ONE OF THE FOLLOWING WALKING Ll4rI .J(4,rr SURFACES,: A. 3/16 INCH DIAMOND PLATE TACK WELDED'TO THE FRAME. I 'I f'ff'1" /,'7 \ B 1 114 INCH PLYWOOD 24-1 PLYWOOD OR C 2X12 HEART GRADE REDWOOD FASTENED TO THE IRON FRAME WITH 5 #10 WOOD SCREWS / TP Td ct . . ALL WALKING SURFACES USED FOR LANDING AND/OR TREADS SHALL HAVE NON-SLIP I iii A COATING PERMANENTLY BONDED TO SURFACE 7 CONCRETE SHALL HAVE fc2000 PSI AT 28 DAYS . •,. . - i - - WELDING 7W a-^ !' , - WELDS SHALL BE DONE BY CERTIFIED WELDERS USING E-7OXXWELDING I .-,----' \\\\ I ,_ .. ' ELECTRODES ijil J SPECIAL NOTES: NO FIELD WELDS REQUIRED FOR WORK.SHOWN ON SPIRAL STAIR PLAN. ( i / 1 An application to perform Off-Site Fabrication must be submitted to the Inspection Services Division for approval prior to fabrication 2 A Certificate of Compliance for Off-Site Fabrication must be completed and submitted to the Inspection Services Division prior to erection of prefabricated components. . 3 A Property Owners Final Report of Work Requiring Special Inspection must be completed by the - ' PLAN VIEW t LAN DING ' property owner, property owners' agent of record, 'or engineer of record and submitted to the Inspection Services Division. ' • . . , . . C 4 The special inspector must be approved by the City of San Diego I I I i I 5 The testing laboratory must be approved by the City of San Diego I IIM BASIS OF DESIGN - 1 2007 CBC(2006 IE.C) MUST BE WET SIGNED BY ENGINEER Ft-AT I 1 2 FOUNDATION DESIGN PARAMETERS I -4 • . - . . - Soil Type: SD; S8=o.15,F1.6,orS=o24orS(z/3)*5016 Ii Seismic Source Type B --A '-es - 3. DESIGN LOADS: Dead Ioad=10 psf ; Live Ioad=100 psf - - III - s' ' p0 4 LOAD COMBINATIONS D+ L 0 90+E II 5 SEISMIC DESIGN PROCEDURE ASCE 7 Chapter 13 Sec. 133 - . •, , - , •. 6. SEISMIC DESIGN CATEGORY: D; Site Class B& D - . -, - y4VX b"'(8 17 \\\ 7 BASE SHEAR FORMULA:F=16xSIw whereSD=016 I=1O or F0256W Master Plan No. 13 FUT ELEVATION - 5'Ø&6'ØSPIRALSTAIRCASE ICA 75 yz x. I // i//-7' • - . . . - .. . - .. .. . . . - . Ii ,I . I - . . - . - ., •- . . -. . - - 4 Stair Eabncator Knight:lron Works,, Inc. DRAWN By Vistd, CA 92083. REVISED (760) 726-1220, 945-098 (I ,••,,, I,-" 'i Universal Structures " 3-. S STRUCTURAL 'CONSULTANT: - - 3€c. - c- -• , • . -. - - f4a 12883 Flintwood Way hANDRAIL DETAIL ALTERNATES - PCA tO 10A' HANDRAIL DETAIL ALTERNATIVES' -. " '34 / ,, .: San Diego. CA 92130 -. •. •. - DRAWING NUMBER (858) 259-6122 6112(F) i cJ C9r j of L