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HomeMy WebLinkAbout2034 ARENAL RD; ; CB082232; Permit12-23-2008 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: MIKE LLOYD 2138 CURTIS DR VISTA CA 92084 760-631-4457 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB082232 Building Inspection Request Line (760) 602-2725 2034 ARENAL RD CBAD RESDNTL Sub Type: 2165911200 Lot#: $50,000.00 Construction Type: Reference #: 0 Structure Type: 0 Bathrooms: ALESIA: ADD ELEVATOR RAD 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 12/11/2008 JMA 12/23/2008 12/23/2008 Owner: ALESIA FRANK&SHARON C/O GRANT GOLDMAN 10960 WILSHIRE BLVD #938 LOS ANGELES CA 90024 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $418.56 Meter Size $0.00 Add'l Reel. Water Con. Fee $272.06 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $5.00 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $695.62 Total Fees:$695.62 Total Payments To Date:$695.62 Balance Due:$0.00 Inspector^ FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "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. City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718/2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application Plan Check No.Q&QS 22^3*Z> Est. Value Plan Ck. Deposit Date JOB ADDR SUITEff/SPACEff/UNIT# CT/PROJECT #« BEDROOMS # BATHROOMS TENANT BUSINESS NAME • / *" C°NSTR- TYPE occ- GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D # _ NO D AIR CONDITIONING YES D NO D FIRE SPRINKLERS YES D NO D •z/wz^APPLICANT NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL PROPERTY OWNER NAME CONTRACTOR BUS. NAME ^W5>- ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS lTY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed oursuant to the provisions of the Contractor's License law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt there from, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: ni I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. L~) I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. __ Policy No. __ Expiration Date _ This section need not be completed if the permit is for one hundred dollars ($100) or less. L7I 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 * I hereby affirm that I am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of properly 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). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. D Yes O No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sectlont25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? n Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? . O Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? O Yes O No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address \ certify that I have read the application and state that the above information is coirect and that the information on the plans is accurate. I a&ee to comply with all City ordinances and State laws relating to building construction. 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 CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Buildina Offejal undertperprovisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within \ 180 days from the date of such permit or if the-Mowgor wock^Morized tjy-sagfcjfejSW is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). I ^APPLICANT'S SIGNATURE City of Carlsbad Bldg Inspection Request For: 05/26/2010 Permit* CB082232 Title: ALESIA: ADD ELEVATOR Description: Type:RESDNTL Sub Type: RAD Job Address: 2034 ARENAL RD Suite: Lot: 0 Location: OWNER ALESIA FRANK&SHARON Owner: Remarks: A M PLEASE Total Time: Inspector Assignment: TP Phone: 7606136828 Inspector: "r" Requested By: SKIP CLARK Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Af Comments/Notices/Holds Associated PCRs/CVs Original PCS Date 06/09/2009 06/05/2009 06/05/2009 05/28/2009 05/28/2009 05/28/2009 05/28/2009 02/17/2009 02/17/2009 Inspection History Description 17 Interior Lath/Drywall 16 Insulation 18 Exterior Lath/Drywall 13 Shear Panels/HD's 14 Frame/Steel/Bolting/Welding 15 Roof/Reroof 34 Rough Electric 1 1 Ftg/Foundation/Piers 12 Steel/Bond Beam Act AP AP AP AP AP AP AP AP AP Insp TP PC PC TP TP TP TP TP TP Comments EsGil Corporation In (Partners/tip with government for Quitting Safety DATE: 12/18/2O08 D APPLICANT JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 08-2232 SET: I PROJECT ADDRESS: 2034 Arenal Road PROJECT NAME: Alesia Elevator XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. REMARKS: By: Aaron Goodman Enclosures: EsGil Corporation D GA D MB D EJ D PC 12/15/2008 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 City Of Carlsbad O8-2232 12/18/2008 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Aaron Goodman BUILDING ADDRESS: 2034 Arenal Road PLAN CHECK NO.: 08-2232 DATE: 12/18/2008 Set I BUILDING OCCUPANCY: R-3 TYPE OF CONSTRUCTION: V-B BUILDING PORTION Elevator Addition Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code EA 1 cb Valuation Multiplier 50,000.00 By Ordinance Reg. Mod. VALUE ($) 50,000 50,000 $418.43 Plan Check Fee by Ordinance Type of Review: E PI Repetitive Fee~^T] Repeats Complete Review D Other ,—i Hourly Structural Only Hour $271.98 Esgil Plan Review Fee $234.32 Comments: Installation of an elevator in a two story dwelling. $50,000 estimated value. Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER DATE ADDRESS RESIDENTIAL ADDITION MINOR « $17,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER ADDITION PLANNER DATE *ENGINEE DATE Oocs/Misforms/Planning Engineering Approvals D D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB08-2232 Address 2034 Arenal Road Planner Chris Sexton Phone (760) 602- 4624 APN: 216-591-12 Type of Project & Use: elevatorject Density:1.0 DU/AC Zoning: R-1 General Plan: RMH Facilities Management Zone: 6 CFD (in/out) #_Date of participation: Remaining net dev acres:. Circle One (For non-residential development: Type of land used created by this permit: Legend: IE! Item Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES D NO EX] TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: YES D NO n TYPE Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES d NO D CA Coastal Commission Authority? YES Q NO D 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): Habitat Management Plan Data Entry Completed? YES Q NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES D NO Q (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: 03 D D Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. n n n n n n n n n Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D 2. Project complies: YES D NOQ Zoning: 1.Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20^ Shown 20' Required 10' Shown 15' Required Shown _ Required 2£ Shown 20' Required Shown _ 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: Required Required Required Required Required Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: 5. Parking: Required <40% Shown 26% Required <30' Shown 23'6" Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ Shown _ Additional Comments _ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE DATE H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Analysis of an Elevator Addition GOVERNING CODE 2007 CBC Designer: Lloyd and Associates Mike Lloyd 2138 Curtis Drive Vista, Ca. 92084 Engineer: Manning Engineering, Inc. 41892 Enterprise Circle South, Suite E Temecula, Ca. 92590 Tel. 951-296-1044 Fax. 951-296-1047 Project* 4411 DEC 2008 V- JOB#PAGE i OF 1.0 OF 2.0 3 1,3 , ) ^ 2/,6-ftf LL 'J)L PROJECT ENGR UATb MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1 044 FAX 909-296- 1047 JOB#PAGE L OF X F --7 PROJECT. ENGR _ DATE _ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB #PAGE OF L = 7 L-L U/?L =^ n (2 "DL - to Li - r~ T -f X'd> H I PROJECT. ENGR _ DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE OF 3,0 AA/ALY?/? /2 = 1-7 ( 77/7" PROJECT. ENGR _ DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningengineeringinc(a)verizon.net Title: Dsgnn Project Desc.: Project Notes: Job* Printed: 5 DEC 2008, 1:30PM Wood Beam Design Rle:C:\2008JOBS\2008JOBSMsc\MISCW4404tee.ec6 ENERCALC, INC. 1983-2008, Yen 6.0.19, N:99278 Calculations per BC 2006, C3C 2007, 2005 NDS Description : ALESlA (ROOF RR) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Beam is Fully Braced against Fb- Fb- Fc- Fc- Fv Ft lateral-torsion buckling Compr Tension Pril Perp 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi £ : Modulus of Elasticity Ebend- xx Eminbend - xx Density 1,700.0ksi 620.0 ksi 32.210pcf I Applied Loads Load for Span dumber H ILWfeimtilLEai:, ID) -EMEU liir= (M» ft/ft In DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio teitesy'»!» = 1<Qft Q.252 1 2x8 302.03 psi 1,200.00 psi +0+|_r+f-| 3.477ft Span # 1 0.018 in 0.000 in 4613 0.036 in 0.000 in 2306 7.0ft Service loads entered. Load Factors will Maximum Shear Stress Ratio = Section used for this span fv : Actual = Fv : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = '_ De applied for calculations. SA":I3esrap;O!sMSssi 0.121 : 1 2x8 21 .87 psi 180.00 psi +D+Lr+H 6.436ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M Q«SBlll MKfciin» Ewe! tape Length = 7.0 ft ' 1 0.252 +D !Ls3gfc=?.ffift 1; Ma Length = 7.0 ft 1 0.126 +D+Lr+H ll@agfl!r,=?.iffi t 01232 Length = 7.0 ft 1 0.220 Overall Maximum Deflections - Unfactored V 0.121 ®K1! 0.061 ffiLW 0.106 Loads Summary of Moment Values Mactual fb-design Fb-allow Vactual 0.33 302.03 1,200.00 0.16 «? SUM IS&S tig 0.17 151.01 1,200.00 0.08 6L33 3HM3 1JJBJBP ffi.« 0.29 264.27 1,200.00 0.14 Summary of Shear Values fv-design Fv-allow 21.87 180.00 tea issau» 10.93 180.00 21ST 1»W 19.14 180.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span 3;SZ$ MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA.CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningengineerinqinc@verizon.net Title: Dsgnn Project Desc.: Project Notes: Job# Printed: 5 DEC 2008 1:30PM Wood Beam Design Description : ALESIA (ROOF RR) Waxfflttu0i Deflections foe Load Comfatnatiofis - Unfactored Loads Re: C:\2008JOBS\2008JOBS\miscMSCW4404lee.ec6 ENERCALC, •INC. 1983-2008, Ver 6.0.19, N:99278 LoaifCamitiiraaiibn: Spam lfe;.D.(»«riward0.efl; D Only Lr Only Maximum Vertical Load Combination EliQ.niijf Lr Only Lr+L Only 1 1 1 Reactions - Unfactored Support 1 fl.189 0.095 0.095 0.095 0.189 0.0182 0.0182 Support 2 •0.189 0.095 0.095 0.095 0.189 LaeatioairrSpaa 3.523 3.523ass 3525 Support notation : Far left is £1 Max.. Upward Deffi 0.0000 0.0000 Location, im, Spam 0.000 0.000 ffiffiB MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningengineeringinc@verizon.net Title: Dsgnr: Project Desc.: Project Notes: Job* Printed: 5 DEC 2008. 1:30PM Wood Beam Design Fife: C:\2008JOBS\2008JOBStosc\MlSCW4404tee.ec6 ENERCALC, INC. 1983-2008, Ver 6.0.19, N:99278 Description: ALESIA (TRELLIS) Material Properties * T r ~* ^ J?fc ^~-E? ft^^a^j-i-Ljtfiitaj&S- j^g_?*_J?fllcLlh,i,i A.jM-^a Calculations per iBC 2006, CBC 2007, 2005 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Beam is Fully Braced against lateral-torsion " T Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft buckling D(0.01)T_r(0.01) * 1, 000.0 psi 1, 000.0 psi 1 ,500.0 psi 625.0 psi 180.0 psi 675.0 psi E : Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend-xx 620.0ksi Density 32.210prf T » Applied Loads Load for Span dumber 11 (UMtaiaiuraiii:: 0=ti»,, Hjr=tWiW, 7.0 It *" Service loads entered. Load Factors will be applied for calculations. IniW^M«6=1Litt DESIGN SUMMARY ..... Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection 0.064 1 4x6 83.30psi 1,300.00 psi +D+Lr-i-H 3.477ft Span # 1 Maximum Shear Stress Ratio = 0.027 Section used for this span 4x6 1 fv : Actual = 4.80 psi Fv: Allowable = 180.00 psi Load Combination +D+Lr+H Location of maximum on span = 6.577ft Span # where maximum occurs = Span # 1 Max Downward Live Load Deflection = 0.007 in Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for Load Load Combination Segment Length Span # Length = 7.0 ft 1 +D tejgfe=7.M * Length = 7.0 ft 1 +D+Lr+H Lati»=Mft t Length = 7.0 ft 1 0.000 in 12690 0.01 3 in 0.000 in 6345 Combinations Max Stress Ratios M V 0.064 0.027 toat USB 0.032 0.013 Burn urn 0.056 0.023 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design 0.12 83.30 1,300.00 0.06 4.80 MS 4tS5 tSBlil'.li (MB 2rH8 0.06 41.65 1,300.00 0.03 2,40 (M2 as;3ffi tsmm ®is® ^.s® 0,11 72.89 1,300.00 0.05 4.20 Fv-allow 180.00 listfli 180.00 mm 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span BuHljr-KL 1i Max. "-" Defl Location in Span Load Combination Max, "+" Defl Location in Span iS1!32 CiS5 i«W) ttMi MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA.CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningengineeringinc@verizon.net Title: Dsgnr. Project Desc.: Project Notes: Job* Printed: 5 DEC 2008. 1:30PM Wood Beam Design Description: ALESIA (TRELLIS) Re: C:\2008JOBS\2008JOBS\itiscMSCW4404lee.ec6 ENERCALC. INC. 1983-2008. Ver: 6.0.19, N:99278 Deflections for Load CotRbwiations - LJnf actor ed Leads Load! CteBfefefibis- DOnly Lr Only ILi«€iQli% Maximum Vertical Load Combination IDiQiitip LrOnly Lr-vL Only Sf3319« Mi 1 1 1! Reactions • Unfactored Support 1 0.070 0.035 0.035 0.035 0.070 K.D<M»ai;«e# 0.0066 0.0066 WiS Support 2 0.035 0.035 0.035 0.070 l-flcaliwhSiSD: Max:. Upward; Deft LacaiibD>ittSpaiJ: 3.523 0.0000 0.000 3.523 0.0000 0.000 3.323 SiffiffiB ©.,§• 3K3 l..®i)B ffiffllffi Support notation : Far left te #1 MANNING ENGINEERING, INC. Title: Job* 41892 Enterprise Circle So. Ste. E Ds9nr: Date: 1:33PM< 5 DEC 08_ . J\ _„_„„ Description :Temecula, CA.92590 Tel:(951) 296-1044 / Fax: 296-1047 Scope . manningengineeringinc@verizon.net Rav.: 580005 User: KaMEffiSrtiS- WerSSffi Description Timoer Member Ir Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Cantilever Span Span Uniform Dead Load Uniform Live Load Results Mmax @ Center @X = Mmax @ Cantilever fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Cantilever DL Defl Cantilever LL Defl Total Cant. Defl L/Defl Ratio t-^ztma^ Timber Beam & Joist afeaascwcSLTasorL ! TRELLIS BEAMS in in ft psi psi ksi 6x10 5.500 9.500 0.00 Douglas Rr - Larch, No.l 1,350.0 85.0 1 ,600.0 1.250 Sawn No ft #/ft #/ft 7.00 100.00 35.00 ft #/ft #/ft 4.00 100.00 35.00 Ratio = 0.1408 in-k ft in-k psi psi psi psi 5.70 2.66 -12.96 156.7 1 ,687.5 Bending OK 15.0 106.3Shear OK Ibs Ibs Ibs Ibs Ibs Ibs TlfrfrHii'Kif^amii^rHSi^^^s^^--^^ 235.71 122.50 358.21 864.29 302.50 1,166.79 Ratio OK in in in ft in in in -0.002 38,731.3 -0.003 27,933.2 -0.005 2.968 16,686.0 -0.014 -0.005 -0.018 5,221.5 MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA.CA 92590 Tel: 951-296-1044 Fax: 951-296-1047 manninqengineeringinqSjverizon.net Title: Dsgnn Project Desc.: Project Notes: Job# Printed: 4 DEC 2008. 3:16PM Wood Column Description: ALESIA Rle: C:\2008JOBS\2008JOBS\misc\MISCW4404iee.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.19. N:99278 General Information Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005 Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) Wood Species Wood Grade Fb-Compr 1,500.0 psi Fv Fb- Tension 1,500.0 psi Ft Fc-Prtl 1,000.0 psi Density Fc - Perp 1 ,000.0 psi E : Modulus of Elasticity ... X-x Bending Basic 1 ,400.0 Minimum 1 ,400.0 22.50 ft 150.0 1,000.0 33.0 y-y Bending 1,400.0 1 ,400.0 Wood Section Name 2x8 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width Exact Depth Area Psi Ix PSi |y pcf Axial 1, 400.0 ksi Rrarp rnnrfitinn i 1.50 7.250 10.8750 47.6348 2.0391 :nr rlpfiertinn (hi in Allowable Stress Modification in Cf or Cv for Bending jn"2 Cf or Cv for Compression jnA4 Cf or Cv for Tension inM Cm : Wet Use Factor Ct : Temperature Factor Cfu: Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? inklinrA alonn nnlnmns • Factors 1.0 1.0 1.0 1.330 1.0 1.0 1 .0 WS 15. No (non-gib Load Dsrriisinafen 2SXQ® 1BC & ASCE 7-05 Applied Loads X-X '(width) axis:: Bifflj? SHiassd! agaiinM tadfcj altar§ X4C Ms Y-Y fdepth'} axis ::Ft!i% feral atpmst tadiiBgj atomgi Y-Y Aaas Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS Axial Load at 22.50 ft, D = 0.070, LR = 0.070, W = 0.020 k BENDING LOADS ... Lai. lUraiawi load! oeafet MM, W = §..« Mt Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Formla Ccsmp< +• Location of max.above base At maximum location values are... Applied Axial Applied MX Applied My Fc: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.50385 : 1 IMDS; Es\i. 3..S-3 11.1745 ft 0.14607k -1 .2656 k-ft 0.0 k-ft 1 ,330.0 psi +D+W+H 22.50ft 2S..6B9? psi 1991501 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.2250 Ik Bottom StongW 0.22SO k Top along X-X 01® k Bottom along X-X Olffl k Maximum SERVICE Load Lateral Deflections... Along Y-Y -1.7480 in at 11.3255ft above base for load combination: W Only Along X-X 0.0 in at 0.0ft above base for load combination: n/a Other Factors used to calculate allowable stresses... Bending Compression Tension Cf or Cv: Size based factors 1.000 1.000 Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+D+L+H-KEMJMH; -€>H€2miH€;I5)l+H +D+W+H +D-K).750Lr4fl,750L+{>.750W+H-i^^^m^iams^a^mm -slfflWMfi Maximum Reactions - Unfactored .0087170 .0087170 [UM3556 3UK23416: 0.50385 0.37799 0;..3>7?9e ffi.5IK7/9) PASS 0.0 ft PASS 0.0ft PASS. 0.1.B ft PASS a.fl- ft PASS 11.1745ft PASS 11.3255ft PASS 11.3255 ft PASS t1..t745ft X-X Axis Reaction Load Combination ©Base @Top ( 0.0 0.0 QUO) tt.® 0.10371 0.077781a,0ji7/?sii QJ£B7t Y-Y Axis Reaction 5) Base @ Top PASS PASS PASS: PAS'S PASS PASS PASS PASS Note: Only 22.50 ft 22.50 ft 22..5Q ft 22.50} ft 22.50 ft 22.50 ft 2Z.5O ft 22.5® ft non-zero reactions are listed. EXMjp MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA.CA 92590 . Tel: 951-296-1044 Fax:951-296-1047 manningengineeringinc@verizon.net Title: Dsgnn Project Desc.: Project Notes: Job* Printed: 4 DEC 2008. 3:16PM Wood Column File: C:\2008JOBSV2008JOBSMscWISCW44Mlee.ec6 b _^_^ ENERCALC. INC. 1983-2008. Ven 6.0.19. N:99278 f. Note: Oniy non-ze.ro reactions ace listed. Description: ALESIA Load Combination Lr+LfOniy WOflip D + L + S+W/2 D+L+W+S/2 Load Combination DOnly Lr+LfOnly WOnly D+Lr + L D + L + S+W/2 D+L + W + S/2 Sketches X-X Axis Reaction Y-Y Axis Reaction @Base @Top ©Base @Top KWIS fer L0 <— 1 | 0.225 0.113 0.225 ad CxHjrfwalims - Uafactored Loads Max. X-X Deflection Distance Max. Y-Y Deflection 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in — — y -0.225 -0,113 -0.225 Distance 0.000 ft 0.000 ft 0.000ft 0.000ft 0.000ft 0.000 ft [ i j i 1i 1 * . 1 ^*~ ! i 1 1j L .. re tcaal enlefed vaiue. Arrows do nm leflect at MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningengineeringinc@verizon.net Title: Dsgnn Project Desc.: Project Notes: Job# Printed: 5 DEC 2008, 232PM \A/«r»rlVVOOU Hocinn Rie:C:\2008JOBS\2008JOBS\misc\MISCW44041ee.eci ~ ^~ ' 9 J* ENERCALC, INC. 1983-2008, Ver 6.0.19, N:99278 Description: ALESIA*(HDR1J ...... '" ...... ~ ~ -• • -- - ~ • — — - Material Properties Caic Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade :No.1 Beam Bracing : Beam is Fully Braced against lateral-torsion ir v Fb- Fb- Fc- Fc- Fv Ft buckling * Compr Tension Prll Perp 1 ,000.0 psi 1 ,000.0 psi 1 ,500.0 psi 625.0 psi 180.0 psi 675.0 psi u'ations per IBC 2005, CdC 2007: 2005 KDi E : Modulus of Elasticity Ebend-xx 1, 700.0 ksi Eminbend-xx 620.0ksi Density 32.210pcf I Applied Loads Service loads entered. Load Factors will be applied for calculator Load for Span Number 1 -.DESIGN SUMMARY __. '-, Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination i Location of maximum on span = ; Span # where maximum occurs = i Maximum Deflection Max Downward Live Load Deflectioi Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for Load Load Combination Segment Length Span # Cteisill HlriSffliiiiM Bnueibpe Length = 4.830 1 1 +D tagfc=<M3G« - t Length = 4.830 ft 1 0.664 1 4x6 862.61 psi 1,300.00 psi +D+L+H 2.399ft Span # 1 n = 0.005 in = 0.000 in 12876 0.065 in = 0.000 in 888 Combinations Max Stress Ratios M V 0.664 0.369 ffiSins am 0.664 0.369 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow 1.27 862.61 1,300.00 1.18 ®B,tt lifflMj 1.27 862.61 1,300.00 PiJiPflK JZ=±~QE1|!W! MSHHHSJBI 0.369 : 1 4x6 66.48 psi 180.00 psi +D+L+H 4.376ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 0.85 66.48 180.00 <M mm mm 0.85 66.48 180.00 n-D+Lr+H Length = 4.830 ft 1 0.652 0.363 Overall Maximum Deflections • Unfactored Loads t.HS S0E.1i2 1i.3fflB.Iffi 1.25 847.73 1,300.00 SOS) 0.84 65.33 180.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span 24M MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningengineeringinc@verizon.net Title: Dsgnn Project Desc.: Project Notes: Job* Printed: 5 DEC 2008. 2:32PM ! Wnrtrl Room Rao inn nte: C:\2008JOBS\2008JOBS\mscWISCW4404tee.TO VVOOQ Beam UeSign ENERCALC, INC. 1983-2008, Ver:6.0.19, 1*99278 ^l^gp^y^rf^gTWTf^rr?^ i, |: A silt's fepOTeA •'' i s' £ "•' i"' i yL^T^^Ja!%a^^^^*6^i.*JU^^.aT>^fc^?£ul'K'^'^"^\S:^^^ {A<-.?^.?*-4'Z:?'**?*.&3-.'!^-r.&'&:&z-:f»':t:^^?~ti^^^ Description: ALESIA(HDRI) Maxknum Deflections for Load Corobiifiations - Unfactored Loads Load; C0rnit3iniati0iT: DOnly LOnly Maximum Vertical Load Combination I Only Lr+L Only Span: Maxi.Dawwatd'Bsff; 1 1 T: Reactions • Unfactored Support 1 0.978 0.072 0.072 1.051 0.0608 0.0045 Support 2 1:0511 0.978 0.072 0.072 1.051 ILacafionJiir.SpaB: IM; 2.431 2.431 Support notation : Far left is #1 3X.. Inward; DBfi: Location is S|3aiit: 0.0000 0.000 0.0000 0.000 MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax: 951-296-1047 manningengineeringinc(g)verizon .net Title: Dsgnr: Project Desc.: Project Notes: Job* Printed: 5 DEC 2008. 2;32PM Wood Beam Design Description: ALESIA(HDR2) Material Properties He:C:\200BJOBS£008JOBS\miscMSC*4404lee.eo ENERCALC, INC. 1983-2008, Ven 6.0.19, N:99278 tabulations per IBC 200c, CBC 2007, 2005 NDJ Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade :No.1 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft 1 ,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi E : Modulus of Elasticity Ebend- xx 1 Eminbend - xx Density 1 ,700.0 ksi 620.0 ksi 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I V **1 Applied Loads •Load for Span Number 1 ^D£SlGttSUMMAR£ •Maximum Bending Stress Ratio = 0.424: 1 Section used for this span 4x4 : fb: Actual = 636.27 psi FB: Allowable = 1,500.00 psi Load Combination +D+L+H Location of maximum on span = 1,242ft Span # where maximum occurs = Span # 1 ! Maximum Deflection Max Downward Live Load Deflection = 0.008 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 3778 Max Downward Total Deflection = 0.020 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1480 Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for caicuiatior Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4x4 57.30 psi 180.00 psi +D+L+H 2.215ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M Summary of Moment Values Summary of Shear Values V Mactual fb-design Fb-allow Vactual fv-design Fv-allow QnsalllK Length +D llsngfe -*ENL-«tHi Length +D+LNH liJSITQitlli Length = 2.50 ft =235) ffi = 2.50 ft — 2i 3E! fti = 2.50 ft 1 1i 1 1 1 0.424 ®.25S 0,424 t&m 0.383 0.318 MM 0.318 fflLUM 0.287 0.38 t3 0.38 as 0.34 636.27 1, mm i 636.27 1, 500,00 sttK ,500.00 SSHili Ti.SIi.lll! 573.95 1,500.00 0,47 57.30 tit m.ss 0.47 57.30 dH2S; 3?-ft§*4! 0.42 51.68 180.00 na« 180.00 m» 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax: 951-296-1047 manningengineeringinc@verizon.net Tide: Dsgnn Project Desc.: Project Notes: Job# Printed: 5 DEC 2008, 2:32PM Wood Beam Design Hie: C:\2008JOBS\2008JOBS\miscWISCW4404lee.eo ENERCALC, INC. 1983-2008, Ver 6.0.19, N:99278 Cornbinaticins - Unfactored Loads loads CarntaiiiatiQm DOnly LOnly HjNLCtai!// B-MUr-s-IL Maximum Vertical Spaiir Max;. Dfl»nwarai; D.efli tLQcaSGRiinriSfani; Max:, lUfiwaraiiBefl: liEiGatibninni-Sjjaiii: 1 1 11 1i Reactions - Unfactored 0.0123 0.0079 SMSt ©!M3 1.258 1.258tss tss Support rioiation : Far left is #1 0.0000 0.0000 (MM© 0.000 0.000 GKME- §ff« Load Combination Support 1 Support 2 LOnly Lr+L Only 0.369 0.238 0.238 0.606 0.606 0.369 0.238 0.238 0.606 MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningenqineeringinc(5)verizon.net Title: Dsgnn Project Desc.: Project Notes: Job# Printed: 5 DEC 2008, 2:36PM Jfa \A/nnrlVVOOa Description: ALESIA (HDF Material Properties File: C:\2008JOBS\2008JOBSWsc\MISCW4404tee.eci ENERCALC, INC. 1983-2008. Ver 6.0.19, N:99278 -r: yl^Igl»^^^."'•^gs^£^g^y^gg''"~v~^"T7T?Tn:T^^•v-;^T^^- i"gvt •-^'^-.'^"t'f ^^fi Calculations per IBC 2006, CBC 2007, 2005 MDJ Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr '1,000.0 psi Fb - Tension 1,000.0 psi Fc-Prll 1,500.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi Beam is Fully Braced against lateral-torsion buckling : Douglas Fir - Larch :No.1 £; Modulus of Elasticity Ebend-xx 1,700.0 ksi Eminbend-xx 620.0 ksi Density 32.21 Opcf 4.330 (I AppliedLoads Service loads entered. Load Factors wiii be applied for calculator Load for Span Number 1 DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.310:1 Maximum Shear Stress Ratio = Section used for this span 4x12 Section used for this span fb : Actual = 340. 92 psi fv : Actual FB: Allowable = 1,1 00.00 psi Fv : Allowable = ; Load Combination +D+L+H Load Combination Location of maximum on span = 2.180ft Location of maximum on span = Span # where maximum occurs = Span#1 Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = 0.007 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 7647 Max Downward Total Deflection = 0.010 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 5126 Maximum Forces Load Combination Segment Length CtesllS ISKJiiBaiij! Bmetaf Length = 4. 330 ft +D L^S=CBffift Length = 4.330 ft ILagto=CS» Length = 4.330 ft Overall Maximum "-:•': Design '<Q&*i&m 4x12 42.11 psi 180.00 psi • +D+L+H 0.000ft Span # 1 & Stresses for Load Combinations Span# se 1 Ii 1 1) 1 Deflections - Max Stress Ratios M V 0.310 0.234 ens tw 0.310 0.234 die ®.KT< 0.258 0.195 Unfactored Loads Summary of Moment Values Mactual fb-design 2.10 340.92 t@S 1111227 2.10 340.92 MS mi23f 1.75 283.78 Fb-allow 1,100.00 lUiSfiffi) 1,100.00 vmm 1,100.00 Summary of Shear Values Vactual 1.11 ffii3E 1.11 HB.3S 0.92 fv-design 42.11 1tt« 42.11 HX» 35.05 Fv-allow 180.00 WMS® 180.00 mm 180.00 Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA.CA 92590 Tel: 951-296-1044 Fax: 951-296-1047 manningengineeringinc@verizon.net Title: Dsgnn Project Desc.: Project Notes: Job* Printed: 5D=C2008: 2:36PM Wood Beam Design f fe.TjSE?'11 JS-;\ 'A \> *B v) ^ ^' J ^"1*4'-1'-Tf^'i^^^S'^^^^5i-i-irV' IT—rrirPi; '-it •fe-1'"*^Trt-iif f airtW-n- -i-S^n-fr -5" *^1E«BflSiiiR4iJ Description: ALESiA(HDR3J ^, . ,, Maximum Deflections for Load CotnfciffiiMions - Unfactored Loads Fte C:\2008JOBS\2M8JOBS\msc\MISCW4404tee.ec' ENERCALC, INC. 1983-2008, Ver: 6.0.19, N:99278 E^S^iiiEfflfc^^i^^ii£2ii'niiS^S33I^KiiS3iiasL. Locate; ite Span* DOniy LOnly 0.0033 0.0068 2.180 2.180 0.0000 0.0000 JaSlH) 0.000 0.000 0>-s-LT*lL 11 (MWM Maximum Vertical Reactions - Unfactored Load Combination LOnly LK. Only Support 1 1:938 0.639 1.299 1.299 1.938 Support 2 1S38 0.639 1.299 1.299 1.938 MANNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax: 951-296-1047 manninqengineerinqinc(5>verizon .net Title: Dsgnn Project Desc.: Project Notes: Job# Printed: 5 DEC 2008. 2:38PM (Wood Beam Design ^pyS^SJf^SfTT^l^SS^SS<>-«Sii2iiE£i£3teffiBiBS; Hie: C:\2008JOBS\2008JOBS\mscMSCtt4404tee.eo ENERCALC, INC. 1983-2008, Ver 6.0.19, N:99278 J^^^^^^^>^^J:^.U44g.»^4j^^ri^.^B^-.^fev'^^->.^::j^-i-^ Description: ALESIA(HD aicu;stions oer SBC 2006. CBC 2007, 2005 Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr 1,000.0 psi Fb - Tension 1,000.0 psi Fc-Prll 1,500.0 psi Fc-Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi : Beam is Fully Braced against lateral-torsion buckling : Douglas Fir - Larch :No.1 £; Modulus of Elasticity Ebend-xx 1,700.0 ksi Eminbend-xx 620.0ksi Density 32.21 Opcf Applied Loads Load for Eipan Number 1 llMrnisoilM:: P=i3S,, L=t2»fe<t, Tilt DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = '. Load Combination Location of maximum on span = Span # where maximum occurs = I Maximum Deflection \ Max Downward Live Load Deflection = ; Max Upward Live Load Deflection = '. Live Load Deflection Ratio = ', Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = ii ^ tiiiawWa-tltt 0.174: 1 4x6 226. 15 psi 1,300. 00 psi +D+L+H 1.078ft Span # 1 0.002 in 0.000 in 16383 0.003 in 0.000 in 7539 2170ft * Service loads entered. Load Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Factors will be applied for calculator j^^SJ8!ig^f:!5l«T'|'gj[4l^^^^' 0.155 : 1 4x6 27.89 psi 180.00 psi +D+L+H : 1.719ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M Length = 2.170 ft ' 1 0.174 +D lisms&^zmn t ®.« Length = 2.170 ft 1 0.174 +D+Lr+H fi^ag&i^ 2,11/8 fit t MS* Length = 2. 170 ft 1 0.154 Overall Maximum Deflections • Unfactored V 0.155 tf» 0.155 (EWft 0.137 Loads Summary of Moment Values Mactual fb-design Fb-allow 0.33 226.15 1,300.00 (MSi 122* tSMKM) 0.33 226.15 1,300.00 tflS USSR ti,3K(Di) 0.29 200.13 1,300.00 Summary of Shear Values Vactual tv-design Fv-allow 0.36 27.89 180.00 ffi.1S 1S0S 1i*!» 0.36 27.88 180.00 (MS 1SK H8ft.(W 0.32 24.68 180.00 Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span annas MA.NNING ENGINEERING INC. 41892 ENTERPRISE CIRCLE SO. STE. E TEMECULA, CA 92590 Tel: 951-296-1044 Fax:951-296-1047 manningengineeringinc@verizon.net Tide: Dsgnn Project Desc.: Project Notes: Job# Printed: 5 DEC 2008. 2:36PM \AI rlWOOQ Description: ALESIA(HDR^ Fte C:\2008JOBSB008JOBS\misc\MISC»4404lee.eci ENERCALC, INC. 1983-2008, Ven 6.0.19, N:99278 - SJnfactored Loads Lsadj Com&ifiatiQB DOnly LOnly !iirti.(Dm|' Maximum Vertical Load Combination GJIOnif L Only Lr+L Only Spatr Max;. EtaWMarei! Qeffi 1 1 1; 11 Reactions • Unfactored Support 1 0.331 0.282 0.282 0.613 0.0019 0,0016 Support 2 0.613 0.331 0.282 0.282 0.613 LocatiteiftSpati: lBlax..l!ip>Kardi0efl! L 1.092 0.0000 1.092 0.0000 1;.I@B ftSEBiti.ia tin® Support notation : Far left is if'i jscadiOTiiaSfaffi 0.000 0.000 SiMffi Siffiffli JOB#DAGE •fli) Wo- _ 4 //Z PROJECT. ENGR _ DATE _ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 CB082232 2034 ARENAL RD ALESIA: ADD ELEVATOR To ^ Approved Date 8 Building rt t Planning CjQK Engineering U/ffoffS, Fire ' Heallh HazMat/Air Quality Iz) /el Of {l-Q-o"*: \p-)fo-OS^ Comments Date Building Planning Engineering Fire Forms/Fees sent Rec'd School CFD PFF PE&M Special Insp. Fire Sewer <3~7*f/s fa ^ Due? By 6 •> \* H M M ^ V-/7,- Fees Complete Application 6 Related DOM. Complete -