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2339 SHAWN CT; ; CBR2021-2845; Permit
Building Permit Finaled Residential Permit Print Date: 10/12/2022 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2339 SHAWN CT, CARLSBAD, CA 92008-2078 BLDG-Residential Work Class: 1675311600 Track#: $14,436.78 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Patio Description: 559 SF ATTACHED PATIO COVER W/ GAS & ELECTRIC TO BBQ & APPLIANCES Applicant: Property Owner: TYLER VAN STRIGHT 337 S CEDROS AVE, # J CO-OWNERS CRAIG AND KRISTINA AUSTIN 2339 SHAWN CT SOLANA BEACH, CA 92075-1951 (858) 436-7777 x2 FEE ATTACHED ACCESSORY & UTILITY USES BUILDING PLAN CHECK FEE (manual) CARLSBAD, CA 92008 BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) Total Fees: $1,527.44 Total Payments To Date: $1,527.44 (city of Carlsbad Permit No: CBR2021-2845 Status: Closed -Finaled Applied: 09/16/2021 Issued: 01/05/2022 Finaled Close Out: 10/12/2022 Final Inspection: 10/04/2022 INSPECTOR: Alvarado, Tony Dreibelbis, Peter Renfro, Chris Contractor: RUSSELL ANDERSON 2732 CHESTNUT AVE CARLSBAD, CA 92010-212S (760) 522-3973 Balance Due: AMOUNT $864.58 $561.98 $98.00 $1.00 $1.88 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 fort h 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 limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (city of "-,, Carlsbad RES;DENTIAL BUILDING PERMIT APPLICATION 8-1 -~ll;/~ P Ian Cheek ~h?Pif Est. Value PC Deposit ---------o--< Date __ q_-_i&_-;;;>.._\_ Job Ad~ss 2339 Shawn Court, Carlsbad, CA 92008 Suite: APN: 167-531-16-00 -----' CT/Project#: CBR2021-2845 Lot#:. ___ _ Fire Sprinklers: 0 YES €) NO Air Conditioning: 0 YES O NO Electrical Panel Upgrade:C)YES@ NO BRIEF DESCRIPTION OF WORK: 559 SF ATTACHED PATIO COVERW/ GAS & ELECTRIC TO BBQ & APPLIANCES. ~ Addition/New: 0 Living SF, 0 Deck SF, 559 Patio SF, 0 Garage SF Is this to create an Accessory Dwelling Unit? 0 Y 0 N New Fireplace? 0 Y O N , if yes how many? _1 __ D Remodel: _o ____ SF of affected area Is the area a conversion or change of use? 0 Y 0 N 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? gas BBQ -=-------------- □solar: ___ KW, ___ Modules, Mounted:0Roof0Ground, Tilt:0 vO N, RMA: OvO N, Battery:C)Y ON, Panel Upgrade: OY ON D Reroof: __________________________________ _ D Plumbing/Mechanical/Electrical Only: _________________________ _ D Other: __________________________________ _ APPLICANT (PRIMARY CONTACT) Name: Tyler Van Stright Address: 337 S Cedros Ave Suite J City: Solana Beach Phone: 760-521-0866 State:_C_A __ Zip: 92075 Email: tyler@jlcarchitecture.com DESIGN PROFESSIONAL Name: Jean-Louis Coquereau Address: 337 S Cedros Ave Suite J City: Solana Beach State:_C_A __ Zip: 92075 Phone: _________________ _ Email: jean-louis@jlcarchitecture.com Architect State License: _C_2_2_9_3_8 ________ _ PROPERTY OWNER Name: Craig and Kristina Austin Address: 4660 Telescope Ave City: Carlsbad State:._C_A __ Zip: 92008 Phone: (760} 216-4669 Email: craigaustin100@gmail.com ~~::~-g~~~ESAM)f~ -( A --.' ,:·::. Address: 1-, 7 SL c..,\~NV'f /~J€ · $0 - City:[A\Ll..~~ State: C,~-zip: qw\0 .O Phone760 m...: ... n ...... L Email: ..!7\N§)f~-vv;y, ~1 7(;6@.~lL C/)'J,v\,._ __ State License:. \OY 'A i...q _ Sus. Lice)ll~-....,._ .... 6=:},...s~Y~--- (Sec. 70315 Business and Professions Code: Any City or county which requires a permit to construct, alter, improve, demolish or repair any structure, prior:t:o its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {SSOO}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-271-9 Fax: 760-602-8558 Email: Sui!ding@carlsbadca.gov B-1 Page 1 of2 Rev. 06/18 { OPTION A}: WORKERS'COMPENSATION DECLARATION: J hearby affirm under penalty of perjury QLig of the following declarations: , 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. ,.--f 3ve and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the worl<fnc which this permit is iss)-1_,ed: /7 -• MY workers' cnmr:,pnc;;1:i-inn insurance carrier and policy number are: Insurance Coff!pany Name: .s'e A ___ • :..!... 0 Policy No.• 0 Expiration Date:_ ~ -""' ·1 · - , I r "6<11 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 be come ~ject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to :::::::~:~T::.~•2ru=:¢oome•=tio•,®m,g~as~••~:::;ro~:~;•••;;;:;:~ ~ . . ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: O 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder wlll have the burden of proving that' he did not build or improve for t he purpose of sale). 0 ·1, 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). 0 I am exempt under Section ________ Business a[ld Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. QYES ONO 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4: I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): s. I 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): OWNER SIGNATURE: □AGENT DATE: ______ _ -------------------------- CONSTRUCTION LENDING AGENCY, lF ANY: l 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: _____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or.risk management and prevention program under Sections 25505, 2SS33 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I Yes / No Is the applicant or future building occupant required to obtain a• permit from the air pollution control district or air quality management district? Yes / No ls the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes/ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR. POLLUTION CONTROL DISTRICT. AP.PUCANT CERTIFICATION: ·1 certify ~at I have read the application and state that the above information is correct 0 and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize 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 OlY OF CARLSBAD AGAJNST ALL LIABILm ES, 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 S'O' deep and demolition or construction of structures over 3 stories in height. 1635 Faraday Ave Carlsbad, CA 92008 8-1 Ph; 760-602-2719 Fax: 760-602-8558 Page 2 of2 Ema il: Building@carlsbadca.gov Rev. 06/18 PERMIT INSPECTION HISTORY for (CBR2021-2845) Permit Type: BLDG-Residential Application Date: 09/16/2021 Owner: CO-OWNERS CRAIG AND KRISTINA AUSTIN Work Class: Patio Issue Date: 01/05/2022 Subdivision: CARLSBAD TCT#83-20 Status: Closed -Finaled Expiration Date: 11/28/2022 Address: 2339 SHAWN CT CARLSBAD, CA 92008-2078 IVR Number: 35951 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 06/01/2022 06/01/2022 BLDG-18 Exterior 183935-2022 Passed Tony Alvarado Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/04/2022 10/04/2022 BLDG-Final Inspection 193300-2022 Passed Chris Renfro Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, October 12, 2022 Inspection Complete Complete Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2021-2845) Permit Type: BLDG-Residential Application Date: 09/16/2021 Owner: CO-OWNERS CRAIG AND KRISTINA AUSTIN Work Class: Patio Issue Date: 01/05/2022 Subdivision: CARLSBAD TCT#83-20 Status: Closed -Finaled Expiration Date: 11/28/2022 Address: 2339 SHAWN CT IVR Number: 35951 CARLSBAD, CA 92008-2078 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03/24/2022 03/24/2022 BLDG-11 179062-2022 Passed Peter Dreibelbis Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-21 179063-2022 Passed Peter Dreibelbis Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-23 179064-2022 Partial Pass Peter Dreibelbis Reinspection Incomplete GasfTesURepalrs Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 179037-2022 Passed Peter Dreibelbis Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/25/2022 05/25/2022 BLDG-23 183590-2022 Passed Chris Renfro Complete GasfTesURepalrs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-83 Roof Sheating, 183589-2022 Passed Chris Renfro Complete Exterior Shear (13, 15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof BLDG-84 Rough 183532-2022 Passed Chris Renfro Complete Combo(14,24,34,44) Wednesday, October 12, 2022 Page 1 of 2 ·p:e:"ffdopmen·t s,rv:ipe'S . lulldloi.·l>NU.lori :163S ·F•faGa'f Aveou.e 1~--6P2·'.t7-1'9. ~tc~l'{s1)_~1#9isiw In .acc:prd'a.ni:.'!lllffi Ch•~"' o(tfi,-~Ct11(orpjJ' ij1.1i1d{ng e~d• the-follo\¥:l(fll mu;it~, ·tP.,,u~l~d Wben,'W9i:I(. M'\liu.·p~•d. req,ulhl•. •PK.Ill fnsp"'9ii;.•trJ,t°'ijt11l ~-l'.V.ltif?O,J!hcl, tonfi~~•~-tn~fftlJI .~•.J11l1fi• G~R2.o'l..( -1.&"\'5° . . Frqject/~errriit: ~,1a.~-i,,p~c;,•-\} '-•1.. .Project Addr&ls$}·-2;_· __ 1.;:J_ • .,_,_~_H ___ . ""--¥+ ... : · __ ~_c_. ;'T(_· ·----------- -~-TH.IS SECTitlN MUST BE COMPI.EfED BY· THE· PAOPERT'("'oWNeRtAOTH~D l.t.Q!ljf. Please oh$:k>'lf. 10.u ,ant-<Mnel'!'lk!ll'det· CJ. (rf yoi:I .aheclte'd as owrntr•bUlrder:YOU .musf-all$o;c:ornple~ 'Seotlon-8:~f,tnt, ~9"""'1lllt f Name;·{Pleaseprf11t) :~ ~,..~~ . . 47 ;' · t.6,i(·f?..,klffk ~&,(/ j}/:q . . ((.~If MailinaAddress· -52' ~-t ·pl,i1,Jl,~ ,ii;_ (o~-'/t,(fj . 5~:-inrf.i, l:ql\~J-!il'tkM .f)·~llf. j.~i,, EM~H· m {gye,t~',4.1' .,P"~lra.g,e:l\a,,,<t•-id .. Phone! ,9-ff~fS:,lii:~'Jit.1 _ 1 am!--O.E'roj)tlrty Pw/1er cpr~pert¥ ownen Agfnt ot.R~nt ,OP,rch1le'~~'91 Rtr~or~' _)(epg_1tt9-er.·o_f·R~<t S~te,of--"Ca,llfor.n1a ~tration NumbAr· C-~?io/J ,:l+ Sxpitatlon.llate¾ ,J.2, ~il'I"" 2'?t1 ~G~l:J;IIKENlf: I, th~ uj\(ieralgned:. de¢J~~ ).lr}d_$t"l~~l,'lllllfof p~j~rf;tl,rj~jit~-1«~, fJU1~ ~ftlf~•llf ~iillft,irflla, m,t:1 I:\&~ ~ii1 unde~tand_, acl<nplNl_~~e. (Ind p!'<)lj).lse· \~ ccimp!Y. with tfle· Cf1:tof,~cts_o.,:1ct,requlrementa for. special lnspectfons, structural obJerv•ilons,_.coNlru.dtion m•terial• testing eni, aff-slte,f•btfcat19(j of' t.luildll19 .dm:t'ip~tts,.:aa ptQctifled in .tht· slate:mef\t·Qf Sl?Geial lil$pectio11~~~pta.r1s .,1.ld, ~~J:~guit,ffl PY'~h~ C-~llfO:mf.~'-IJUfl~lrjg t;,e .. -o. -Slg~unl; ~, ,,, . ,,,.,,,,,,Oate .. ""7"'(2,;f"tl . , .. • lW INTERWEST DATE: 10/19/2021 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2021-2845 PROJECT ADDRESS: 2339 Shawn Court SET: II □ APPLICANT □ JURIS. PROJECT NAME: Remodel & Patio Cover Addition to Austin Residence ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone 0 REMARKS: By: Scott Harris lnterwest (by~ Telephone#: Email: Fax In Person Enclosures: 10/4/2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • 1W INTERWEST DATE: October 1, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2021-2845 PROJECT ADDRESS: 2339 Shawn Court SET: I □ APPLICANT D JURIS. PROJECT NAME: Remodel & Patio Cover Addition to Austin Residence D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. cg] The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. cg] The applicant's copy of the check list has been sent to: Tyler Van Stright D lnterwest staff did not advise the applicant that the plan check has been completed. cg] lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Tyler Van Stright Telephone#: 760-521-0866 Date contacted: (by: ) Email: tyler@jlcarchitecture.com Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest Fax In Person Enclosures: 9/20/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2021-2845 October 1, 2021 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2021-2845 JURISDICTION: Carlsbad PROJECT ADDRESS: 2339 Shawn Court FLOOR AREA: Patio -559 SF REMARKS: DA TE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: October 1, 2021 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: DA TE PLANS RECEIVED BY ESGIL CORPORATION: 9/20/21 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2021-2845 October 1, 2021 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 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 lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. PLANS 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 2. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable) FIRE PROTECTION 4. Note on the plans that the locations of the smoke alarms and carbon monoxide alarms will be field verified by the City Building Inspector, per Section R314: 5. Specify roof material and application for the patio. Chapter 9. a) In California, roofing shall be a fire-retardant roof covering that is at least Class C. Section R902.1.3. STRUCTURAL 6. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form. Carlsbad CBR2021-2845 October 1, 2021 7. Show the hold down (HDU2) at the end of the shear walls at line A-Bas called out on page L 7 of the structural calculations. Refer to sheet S 102 of the plans. MECHANICAL 8. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name/model number and ICC approval number, or equal. b) Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CMC Section 802.5.4. c) Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9.2. d) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section CRC1004.3. ELECTRICAL 9. A balcony, deck, porch, or patio that is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E) (3). This receptacle must be GFCI protected. MISCELLANEOUS 10. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 11. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Error! Reference source not found. at lnterwest. Thank you . Carlsbad CBR2021-2845 October 1, 2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 2339 Shawn Court BUILDING OCCUPANCY: R3/U BUILDING AREA Valuation PORTION ( Sq. Fl.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisd icl1an Code cb By Ordinance 1997 UBC Buildin g Permit Fee ... 1997 UBC Plan Check Fee ,.. I ;-·:.I' Type of Review: Complete Review D Repetitiv@ Fee ~ -Repeats Comments: D Other D Hourly EsGilFee PLAN CHECK#.: CBR2021-2845 DATE: October 1, 2021 Reg. VALUE ($) Mod. 14,436 D Structural Only 1--------11 Hr. @ • $103.31 I Sheet 1 of 1 _., LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES STRUCTURAL CALCULATIONS DATE: PROJECT: ARCHITECT: SEPTEMBER 14, 2021 A USTI N RESIDENCE PATIO COVER 2339 SHAWN COURT CARLSBAD, CA 92008 JLC ARCHITECTURE 337 SOUTH CEDROS AVENUE, SUITE J SOLANA BEACH, CA 92075 JOB: ]20237 u f-u ii f-u w ...J w °" (/) <( ('.) ~ 0:: w > 0 u It) I-0 ,q' -co (..) ~ (/) N 2 n. w I 3: 0 U wz 'r<{I<C N uu cJ:;::~ &!(/)~n. O> <( aJ M ~~ (.) M oi co N tli co 858.535.9lll I fax 858.535.1989 I www.lovelaceeng.com 10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121 > 1--0 o~ ON C.00 ~N ~-('I) c.o l{) :c t---0) c.o ~ Lt) ~ co N I T"" N 0 N a:: m 0 LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES 10509 Vista Sorrento Parkway, su;te 102, San Diego. CA 92171 JoB J2O231 -AUSTIN PATIO COVER SHEET NO. TC-I Of ------- CALCULATED BY F.D.A. DATE ------- CHECKED BY __________ DATE ______ _ p/Jone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE ___________________ _ TABLE O F CONTENTS SUBJECT SHEET DESl6N CRITERIA ...................................................................................................................................................... DC-I DESl6N LOADS ........................................................................................................................................................... DL-1 VERTICAL ANALYSIS/DESl6N .............................................................................................................................. V-1/12 LATERAL ANALYSIS/DESl6N ............................................................................................................................... L-1/10 FOUNDATIONS /-RETAININ6 HALLS ................................................................................................................... F-1/2 STRUCTURAL NOTES / SCHEDULES/ DETAILS (WHERE APPLICABLE) ............................................. N/A TOTA L /21 LOVELACE ENGINEERING JOB __________________ _ SHEET NO. DG-I OF ------- CALCULATED BY _________ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92171 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN CRITERIA 60VERNIN6 GODE, GBG 2019 GONG-RETE: AGI 318-14 f 'e,=2500 psi, NO SPECIAL INSPECTION REQ'D. (U.N.O.) MASONRY: TMS 402-16 / AGI 530-13 MEDIUM V'IEl6HT, ASTM GC!O, f'm= 1500 psi, SPECIAL INSP. REQ'D MORTAR: ASTM G210, f'e,=I800 psi, TYPES 6ROUT: ASTM G416, f 'e,=2000 psi REINFORGIN6 STEEL, ASTM A6I5, F~= 40ksi FOR # 4 AND SMALLER ASTM A6I5, F~= 60ksi FOR # 5 AND LAR6ER (U.N.O.) SrRUGTURAL STEEL: AISG 360-16, 15TH EDITION ASTM A512, F~= 50 ksi (STEEL SHAPES) U.N.O. ASTM A500, 6RADE B, F~= 46ksi (STRUCTURAL TUBE) ASTM A53, 6RADE B, F~= 35ksi (STRUG TURAL P IPE) ASTM A36, F~= 36 ksi (PLATES) BOLTIN6, A301, SIN6LE PLATE SHEAR CONN. V'IELDING: HOOD: &LULAMS, SOIL: A325-N, A4C!O-N Hl6H STREN6TH, SIN6LE PLATE SHEAR CONN. ElOXX SERIES-TYP., EC!O SERIES FOR A6I5 GRADE 60 REBAR SHOP V'IELDIN6 TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD V'IELDIN& TO HAVE CONTINUOUS SPECIAL INSPECTION. NDS-I8 DOU6LAS F IR LARCH 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR CANTILEVER CONDITION ALLOV'IABLE BEARIN& PRESSURE = 1500 ACTIVE SOIL PRESSURE = __ _ AT-REST SOIL PRESSURE (RESTRAINED) = __ _ PASSIVE SOIL PRESSURE = __ _ LATERAL EARTHQUAKE PRESSURE = __ _ COEFFICIENT OF FRIG TION = __ _ X EXISTIN& NATURAL SOIL PER GBG TABLE 1806.2 SOILS REPORT BY, PROJEG T NUMBER, DATED, psf pGf pGf pGf pGf LOVELACE ENGINEERING JOB ___________________ _ SHEET NO. D L-1 OF ______ _ CALCULATEDBY _________ DATE _____ _ STRUCTURAL EN GINEERING SERVICES CHECKED BY __________ DATE _____ _ 10509 Vista Sorrento Parkway, su:te 102, San D1090, CA 92121 phone 858.535.911 1 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ DESIGN LOADS 'ROOF DEAD LOAD: ROOFING ( GONG. TILE ) ............................. . SHEATHING ................................................ . RAFTER/GEILING JOISTS OR TRUSSES ...................... . INSULATION ................................................ . DRYHALL ................................................. . OTHER (ELEG., MEGH., MISG.) ............................... . TOTAL DEAD LOAD: LIVE LOAD: (ROOF USE PER IBG TABLE 1601.1) TOTAL LOAD: FLOOR DEAD LOAD: FLOORING (WOOD I GARPET4PAD) ........................ . LT. WEIGHT GONGRETE .................................... . SHEATHING ................................................ . JOISTS .................................................... . DRYHALL ................................................. . OTHER (ELEG., MEGH., MISG.) .............................. . TOTAL DEAD L OAD: LIVE LOAD: (-RESIDENTIAL USE PER IBG TABLE 1601.1) TOTAL LOAD, EXTERIOR WALL STUDS ..................................................... . DRYWALL ................................................. . INSULATION ................................................ . EXTERIOR FINISH ( STUGGO) .............................. . OTHER (MISG.) TOTAL LOAD, INTERIOR WALL STUDS ..................................................... . DRYHALL ................................................. . OTHER (MISG.) TOTAL LOAD: 14.0psf 1.5 3.5 1.5 2.5 1.0 2 4 .0 psf 20.0psf 44.0psf 1.0 psf 2.5 1.5 10.0 1.0 16.0 psf 1.0 psf 5.0 1.0 1.0 psf + SOL A'R 4 .0 2B.O psf 20.0psf 4B.Opsf Project Title: Engineer: Project ID: Project Descr: I Wood Beam Project Name FDA J20 V1 Project File: J20237.ec6 UC#: KW-06013959. Build:20.21.9.13 DESCRIPTION: [RB-1] Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Allowable Stress Design Load CombinatiorASCE 7-16 Wood Species Douglas Fir-Larch Wood Grade No.1 Beam Bracing Completely Unbraced Fb + Fb - Fe -Prll Fe -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 Elasticit_ Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31.21 O pcf D(0. 1960) Lr(0.280) Applied Loads Beam self weight calculated and added to loads Loads on all spans ... 4x10 Span= 7.0 It Uniform Load on ALL spans : D = 0.1960, Lr= 0.280 k/ft DESIGN SUMM.P,RY Maximum Bending Stress Ratio Section used for this span fb: Actual = 0.375 1 4x10 = 663.30psi = 1,771.01 psi Fb: Allowable Load Combination +D+Lr+H, LL Comb Run (L *) Location of maximum on span Span # where maximum occurs = 3.363ft Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Span# 1 0.039 in Ratio = -0.035 in Ratio= 0.062 in Ratio = -0.051 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 7.0 ft 0.197 0.177 0.90 1.200 1.00 1.00 Length = 2.0 ft 2 0.076 0.177 0.90 1.200 1.00 1.00 +D+L +H, LL Comb Run (*L) 1.200 1.00 1.00 Length = 7.0 ft 1 0.177 0.159 1.00 1.200 1.00 1.00 Length = 2.0 ft 2 0.068 0.159 1.00 1.200 1.00 1.00 +D+L +H, LL Comb Run (L *) 1.200 1.00 1.00 Length = 7 .0 ft 1 0.177 0.159 1.00 1.200 1.00 1.00 Length = 2.0 ft 2 0.068 0.159 1.00 1.200 1.00 1.00 +D+L+H, LL Comb Run (LL) 1.200 1.00 1.00 Length = 7.0 ft 1 0.177 0.159 1.00 1.200 1.00 1.00 Length = 2.0 ft 2 0.068 0.159 1.00 1.200 1.00 1.00 4x10 Span= 2.0 ft Service loads entered. Load Factors will be applied for calculations. Design OK = 0.303 : 1 4x10 Maximum Shear Stress Ratio Section used for this span fv: Actual = 68.09 psi Fv: Allowable Load Combination = 225.00 psi +D+Lr+H, LL Comb Run (LL) Location of maximum on span Span # where maximum occurs = 6.257ft 1234>=360 1362 >=360 778>=240 946>=240 Span: 1 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (L*) Span: 1 : +D+Lr+H, LL Comb Run (L*) Span: 2 : +D+Lr+H, LL Comb Run (L*) Span# 1 Momeni Values Sfiear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 0.99 1.05 252.14 1282.07 0.62 28.62 162.00 1.00 1.00 1.00 0.41 97.62 1292.31 0.25 28.62 162.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.99 1.05 252.14 1422.43 0.62 28.62 180.00 1.00 1.00 1.00 0.41 97.62 1435.42 0.25 28.62 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.99 1.05 252.14 1422.43 0.62 28.62 180.00 1.00 1.00 1.00 0.41 97.62 1435.42 0.25 28.62 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.99 1.05 252.14 1422.43 0.62 28.62 180.00 1.00 1.00 1.00 0.41 97.62 1435.42 0.25 28.62 180.00 Project Title: Project Name V2 Engineer: FDA Project ID: J20 Project Descr: !wood Beam Project File: J20237.ec6 UC#: KW-06013959, Build:20.21 .9.13 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: [RB-1] Maximum Forces & Stresses for Load Combinations Load Combination lv'lax Slress Ral1os lv'lomenl 'i7alues Sfiear 17alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v +D+Lr+H, LL Comb Run ('L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.131 0.144 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.97 232.26 1771.01 0.70 32.33 225.00 Length = 2.0 ft 2 0.130 0.144 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.97 232.26 1792.74 0.60 32.33 225.00 +D+Lr+H, LL Comb Run (L') 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.0 ft 1 0.375 0.286 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.76 663.30 1771 .01 1.39 64.39 225.00 Length = 2.0 ft 2 0.054 0.286 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.62 1792.74 0.25 64.39 225.00 +D+Lr+H, LL Comb Run (LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .0 ft 1 0.339 0.303 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.50 599.90 1771.01 1.47 68.09 225.00 Length = 2.0 ft 2 0.130 0.303 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.97 232.26 1792.74 0.60 68.09 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .0 ft 1 0.155 0.138 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.05 252.14 1632.00 0.62 28.62 207.00 Length = 2.0 ft 2 0.059 0.138 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.62 1649.89 0.25 28.62 207.00 +D+0.750Lr+0.750L +H, LL Cc 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.117 0.140 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.86 207.90 1771.01 0.68 31.40 225.00 Length = 2.0 ft 2 0.111 0.140 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.60 1792.74 0.51 31.40 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.316 0.246 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.38 1771.01 1.20 55.44 225.00 Length = 2.0 ft 2 0.054 0.246 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.62 1792.74 0.25 55.44 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.0 ft 1 0.290 0.259 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.13 512.96 1771.01 1.26 58.22 225.00 Length = 2.0 ft 2 0.111 0.259 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.60 1792.74 0.51 58.22 225.00 +D+0.750L+0.750S+H, LL Co 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.0 ft 1 0.155 0.138 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.05 252.14 1632.00 0.62 28.62 207.00 Length = 2.0 ft 2 0.059 0.138 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.62 1649.89 0.25 28.62 207.00 +D+0.750L+0.750S+H, LL Co 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.155 0.138 1.1 5 1.200 1.00 1.00 1.00 1.00 0.99 1.05 252.14 1632.00 0.62 28.62 207.00 Length = 2.0 ft 2 0.059 0.138 1.1 5 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.62 1649.89 0.25 28.62 207.00 +D+0.750L+0.750S+H, LL Co 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.155 0.138 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.05 252.14 1632.00 0.62 28.62 207.00 Length = 2.0 ft 2 0.059 0.138 1.1 5 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.62 1649.89 0.25 28.62 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 2252.52 0.62 28.62 288.00 Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 2291.85 0.25 28.62 288.00 +D+O. 750Lr+O. 750L +0.450W· 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.092 0.109 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.86 207.90 2252.52 0.68 31.40 288.00 Length = 2.0 ft 2 0.087 0.109 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.83 198.60 2291 .85 0.51 31.40 288.00 +D+O. 750Lr+O. 750L +0.450W· 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.249 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.38 2252.52 1.20 55.44 288.00 Length = 2.0 ft 2 0.043 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 2291 .85 0.25 55.44 288.00 +D+O. 750Lr+0.750L +0.450W· 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.228 0.202 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.13 512.96 2252.52 1.26 58.22 288.00 Length = 2.0 ft 2 0.087 0.202 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.83 198.60 2291.85 0.51 58.22 288.00 +D+O. 750L +0.750S+0.450Wt 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 2252.52 0.62 28.62 288.00 Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 2291.85 0.25 28.62 288.00 +D+O. 750L +O. 750S+0.450Wt 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 2252.52 0.62 28.62 288.00 Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 2291.85 0.25 28.62 288.00 +D+O. 750L +0.750S+0.450Wt 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 2252.52 0.62 28.62 288.00 Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 2291.85 0.25 28.62 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.067 0.060 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.63 151.29 2252.52 0.37 17.17 288.00 Length = 2.0 ft 2 0.026 0.060 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.24 58.57 2291.85 0.15 17.17 288.00 +D+O. 70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 2252.52 0.62 28.62 288.00 Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 2291.85 0.25 28.62 288.00 +D+O. 750L +O. 750S+0.5250E· 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 2252.52 0.62 28.62 288.00 Project Title: Project Name Engineer: FDA Project ID: J20 Project Descr: I Wood Beam LIC#: KW-06013959, Build:20.21.9.13 Lovelace Engineering, Inc. DESCRIPTION: [RB-1] Maximum Forces & Stresses for Load Combinations Load Combination Ii/lax S!ress Ra!1os lillomen! 'values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M fb Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 +D+O. 750L +O. 750S+0.5250E · 1.200 1.00 1.00 1.00 1.00 0.99 Length = 7.0 ft 1 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 +D+0.750L +0.750S+0.5250E· 1.200 1.00 1.00 1.00 1.00 0.99 Length = 7.0 ft 1 0.112 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.05 252.14 Length = 2.0 ft 2 0.043 0.099 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.41 97.62 +0.60D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.99 Length = 7.0 ft 0.067 0.060 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.63 151.29 Length = 2.0 ft 2 0.026 0.060 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.24 58.57 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr+H, LL Comb Run (L*) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H, LL Comb Run (*L) +D+L+H, LL Comb Run (L*) +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L*) +D+Lr+H, LL Comb Run (LL) +D+S+H 1 2 +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L +0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+O. 70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+O. 70E+H D Only Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) H Only 0.0616 0.0000 3.480 3.480 +D+Lr+H, LL Comb Run (L*) Support notation : Far left is#· Support 1 Support 2 Support 3 1.633 2.795 0.900 1.620 0.653 1.175 0.653 1.175 0.653 1.175 0.653 1.175 0.573 1.815 1.633 2.155 1.553 2.795 0.653 1.175 0.593 1.655 1.388 1.910 1.328 2.390 0.653 1.175 0.653 1.175 0.653 1.175 0.653 1.175 0.593 1.655 1.388 1.910 1.328 2.390 0.653 1.175 0.653 1.175 0.653 1.175 0.392 0.705 0.653 1.175 0.653 1.175 0.653 1.175 0.653 1.175 0.392 0.705 0.653 1.175 -0.080 0.640 0.980 0.980 0.900 1.620 V3 Project File: J20237.ec6 (c) ENERCALC INC 1983-2021 Sfiear 'values F'b V fv F'v 2291.85 0.25 28.62 288.00 0.00 0.00 0.00 0.00 2252.52 0.62 28.62 288.00 2291.85 0.25 28.62 288.00 0.00 0.00 0.00 0.00 2252.52 0.62 28.62 288.00 2291.85 0.25 28.62 288.00 0.00 0.00 0.00 0.00 2252.52 0.37 17.17 288.00 2291.85 0.15 17.17 288.00 Max. "+" Defl Location in Span 0.0000 -0.0507 Values in KIPS 0.000 2.000 Wood Beam I• Ii t DESCRIPTION: [RB-2] CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination :A.SCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Project Title: Project Name Engineer: FDA Project ID: J20 Project Descr: V4 ie: .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Fb + Fb- Fc -Prll Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0psi 170.0psi 675.0 psi . . E : Modulus of Elasticity Ebend-xx 1 , 600. 0 ksi Eminbend -xx 580.0 ksi Density 31 .21 Opet D(0.1960t Lr(0.280) I 8x14 8x14 Span = 16.50 ft Span = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.1960, Lr= 0.280 k/ft 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 0.52~ 1 8x14 881.17osi = 1,665.47psi +O+Lr+H, LL Comb Run (L*) = &204ft = Span# 1 Max Downward Transient Deflection 0.191 in Max Upward Transient Deflection -0.074 in Max Downward Total Deflection 0.335 in Max Upward Total Deflection -0.127in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio = Ratio= Ratio = Ratio= Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 1033>=360 652 >=360 590>=240 376>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct C FN Ci Cr Cm Ct CL M fb +0-+H Length= 16.50 ft 0.315 0.153 0.90 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 Length = 2.0 ft 2 0.019 0.153 0.90 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 +O+l -+H, LL Comb Run ('L} 0.987 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.284 0.138 1.00 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 Length = 2.0 ft 2 0.017 0.138 1.00 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 +O+l-+H, LL Comb Run (L ') 0.987 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.284 0.138 1.00 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 Length = 2.0 ft 2 0.017 0.138 1.00 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 +D+l-+H, LL Comb Run (LL) 0.987 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.284 0.138 1.00 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 Length = 2.0 ft 2 0.017 0.138 1.00 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 Design OK 0.252 : 1 8x14 53.59 psi = 212.50 psi +O+Lr+H, LL Comb Run (LL) 15.394 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1204.27 1.58 23.46 153.00 1213.72 0.19 23.46 153.00 0.00 0.00 0.00 0.00 1336.52 1.58 23.46 170.00 1348.41 0.19 23.46 170.00 0.00 0.00 0.00 0.00 1336.52 1.58 23.46 170.00 1348.41 0.19 23.46 170.00 0.00 0.00 0.00 0.00 1336.52 1.58 23.46 170.00 1348.41 0.19 23.46 170.00 ~ Project Title: Project Name V5 LOVELACE ENGINEERING Engineer: FDA 10509 Vista Sorrento Pkwy, Ste 102 Project ID: J20 San Diego, CA 92121 Project Descr: 858-535-9111 Wood Beam Ie: .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 , .. , ' • - DESCRIPTION: [RB-2] Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb F'b V Iv F'v +D+lr-+H, LL Comb Run (*L) 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.219 0.113 1.25 0.987 1.00 1.00 1.00 1.00 0.99 6.93 364.88 1665.47 1.62 23.96 212.50 Length = 2.0 ft 2 0.031 0.113 1.25 0.987 1.00 1.00 1.00 1.00 1.00 1.00 52.46 1685 01 0.44 23.96 212.50 +D+lr-+H, LL Comb Run (L *) 0.987 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.529 0.250 1.25 0.987 1.00 1.00 1.00 1.00 0.99 16.73 881.17 1665.47 3.58 53.09 212.50 Length = 2.0 ft 2 0.014 0.250 1.25 0.987 1.00 1.00 1.00 1.00 100 0.44 22.96 1685 01 0.19 53.09 212.50 +D+lr-+H, LL Comb Run (LL) 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.520 0.252 1.25 0.987 1.00 1.00 1.00 1.00 0.99 16.45 866.57 1665.47 3.62 53.59 212.50 Length = 2.0 ft 2 0.031 0.252 1.25 0.987 1.00 1.00 1.00 1.00 1.00 1.00 52.46 168501 0.44 53.59 212.50 +O+S-+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 0.247 0.120 1.15 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 1534.19 1.58 23.46 195.50 Length = 2.0 ft 2 0.015 0.120 1.15 0.987 1.00 1.00 100 1.00 1.00 0.44 22.96 1550.40 0.19 23.46 195.50 +0+0.750Lr+0.750L-+H, LL Comb R, 0.987 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.221 0.112 1.25 0.987 1.00 1.00 1.00 1.00 0.99 7.00 368.47 1665.47 1.61 23.83 212.50 Length = 2.0 ft 2 0.027 0.112 1.25 0.987 1.00 1.00 100 1.00 1.00 0.86 45.08 1685.01 0.38 23.83 212.50 +0+0.750Lr+0.750L-+H, LL Comb R1 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.454 0.215 1.25 0.987 1.00 1.00 1.00 1.00 0.99 14.35 755.69 1665.47 3.08 45.68 212.50 Length = 2.0 ft 2 0.014 0.215 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 1685.01 0.19 45.68 212.50 +0+0.750Lr+0.750L-+H, LL Comb R, 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.447 0.217 1.25 0.987 1.00 1.00 1.00 1.00 0.99 14.14 744.75 1665.47 3.11 46.06 212.50 Length = 2.0 ft 2 0.027 0.217 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.86 45.08 1685.01 0.38 46.06 212.50 +0+0.750L+0.750S-+H, LL Comb RL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.247 0.120 1.15 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 1534.19 1.58 23.46 195.50 Length = 2.0 ft 2 0.015 0.120 1.15 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 1550.40 0.19 23.46 195.50 +0+0.750L+0.750S-+H, LL Comb RL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.247 0.120 1.15 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 1534.19 1.58 23.46 195.50 Length = 2.0 ft 2 0.015 0.120 1.15 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 1550.40 0.19 23.46 195.50 +0+0.750L +0.750S-+H, LL Comb RL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.247 0.120 1.15 0.987 1.00 1.00 1.00 1.00 0.99 7.20 379.29 1534.19 1.58 23.46 195.50 Length = 2.0 ft 2 0.015 0.120 115 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 1550.40 0.19 23.46 195.50 +0+0.60W-+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.50 ft 0.179 0.086 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 Length = 2.0 ft 2 0.011 0.086 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 +0+0.750Lr+0.750L +0.450W-+H, LL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.174 0.088 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.00 368.47 2121.46 1.61 23.83 272.00 Length = 2.0 ft 2 0.021 0.088 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.86 45.08 2155.89 0.38 23.83 272.00 +0+0.750Lr+0.750L+0.450W-+H, LL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.356 0.168 1.60 0.987 1.00 1.00 1.00 1.00 0.98 14.35 755.69 2121.46 3.08 45.68 272.00 Length = 2 .0 ft 2 0.011 0.168 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 45.68 272.00 +0+0.750Lr+0.750L+0.450W-+H, LL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.351 0.169 1.60 0.987 1.00 1.00 1.00 1.00 0.98 14.14 744.75 2121.46 3.11 46.06 272.00 length = 2.0 ft 2 0.021 0.169 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.86 45.08 2155.89 0.38 46.06 272.00 +D+0.750L +0.750S+0.450W-+H, LL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.179 0.086 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 Length = 2.0 ft 2 0.011 0.086 160 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 +0+0.750L+0.750S+0.450W-+H, LL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.179 0.086 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 Length = 2.0 ft 2 0.011 0.086 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 +O+O. 750L +0.750S+0.450W-+H, LL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.179 0.086 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 Length = 2.0 ft 2 0.011 0.086 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 +0.60D+0.60W+0.60H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.107 0.052 1.60 0.987 1.00 1.00 1.00 1.00 0.98 4.32 227.57 2121.46 0.95 14.07 272.00 Length = 2.0 ft 2 0.006 0.052 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.26 13.78 2155.89 0.12 1407 272.00 +D+O. 70E+0.60H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 0.179 0.086 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 Length = 2.0 ft 2 0.011 0.086 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 +O+O. 750L+O. 750S+0.5250E+H, LL 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.179 0.086 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 Length = 2.0 ft 2 0.011 0.086 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 Load Combination Max Stress Ratios Segment Length Span# M V +O-+-0.750L-+-0.750S-+-0.5250E+H, LL Length = 16.50 ft 1 0.179 0.086 Length = 2.0 ft 2 0.011 0.086 +D-+-0. 750L-+-0.750S-+-0.5250E+H, LL Length = 16.50 ft 1 0.179 0.086 Length = 2.0 ft 2 0.011 0.086 -+-0 60D-+-0.70E+H Length = 16.50 ft 1 0.107 0.052 Length = 2.0 ft 2 0.006 0.052 Overall Maximum Deflections Load Combination Span +D+Lr+H, LL Comb Run (L '} Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L +H, LL Comb Run ('L} +D+L +H, LL Comb Run (L '} +D+L +H, LL Comb Run (LL} +D+Lr+H, LL Comb Run ('L} +D+Lr+H, LL Comb Run (L '} +D+Lr+H, LL Comb Run (LL} +D+S+H +D-+-0. 750Lr-+-0.750L +H, LL Comb Run (' +D-+-0.750Lr-+-0.750L+H, LL Comb Run (L +D-+-0.750Lr-+-0.750L+H, LL Comb Run (L +D-+-0.750L-+-0.750S+H, LL Comb Run ('L +D-+-0.750L-+-0.750S+H, LL Comb Run (L' +D-+-0.750L-+-0.750S+H, LL Comb Run (LL +D-+-0.60W+H +D-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +D-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +D-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +D-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +D-+-0.750L+0.750S+0.450W+H, LL Comb +0.60D-+-0.60W-+-0.60H +D-+-0. 70E-+-0.60H +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb -+-0.60D-+-0.70E+H DOnly Lr Only, LL Comb Run ('L} Lr Only, LL Comb Run (L '} Lr Only, LL Comb Run (LL} H Only 1 2 V6 Moment Values Shear Values Cd C FN Ci Cr Cm Ct CL M lb F'b V Iv F'v 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.987 1.00 1.00 1.00 1.00 0.98 7.20 379.29 2121.46 1.58 23.46 272.00 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.44 22.96 2155.89 0.19 23.46 272.00 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.987 1.00 1.00 1.00 1.00 0.98 4.32 227.57 2121.46 0.95 14.07 272.00 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.26 13.78 2155.89 0.12 14.07 272.00 Max. • -• Defl Location in Span Load Combination Max. '+' Defl Location in Span 0.3353 8.296 0.0000 0.000 0.0000 8.296 +D+Lr+H, LL Comb Run (L '} -0.1272 2.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support3 4082 5.164 2.276 2.904 1.772 2.260 1.772 2.260 1.772 2.260 1.772 2.260 1.738 2.854 4.082 4.570 4.048 5.164 1.772 2.260 1.746 2.706 3.504 3.993 3.479 4.438 1.772 2.260 1.772 2.260 1.772 2.260 1.772 2.260 1.746 2.706 3.504 3.993 3.479 4.438 1.772 2.260 1.772 2.260 1.772 2.260 1 063 1.356 1.772 2.260 1.772 2.260 1.772 2.260 1.772 2.260 1.063 1.356 1.772 2.260 -0.034 0.594 2.310 2.310 2.276 2.904 Project Title: Project Name Engineer: FDA Project ID: J20 Project Descr: V7 1e: .e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 t.11 I DESCRIPTION: [RR-1] CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties . . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced t ! • 6x10 ~ Span = 3.50 ft Fc -Prll Fe -Perp Fv Ft D(0.0420) Lr(0.060} ..0 6x10 Span= 19.50 ft 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.21 Opet ¼ r 6x10 Span = 3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans ... Uniform Load on ALL spans : D = 0.0420, Lr= 0.060 kilt DE_SIGN SUM!lf.4RY 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 = 0.600: 1 6x10 = 665.87psi 1, 109.75psi +D+Lr+H, LL Comb Run (*L*) 9.832ft = Span# 2 Max Downward Transient Deflection 0.315 in Max Upward Transient Deflection -0.178 in Max Downward Total Deflection 0.501 in Max Upward Total Deflection -0.277 in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio = Ratio= Ratio= Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 743>=360 470 >=360 467 >=240 302 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +O+H Length = 3.50 ft 1 0.046 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 Length= 19.50 ft 2 0.314 0.068 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 Length = 3.50 ft 3 0.046 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 +O+l. +H, LL Comb Run ('*L) 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 Length = 19.50 ft 2 0.283 0.061 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 Length = 3.50 ft 3 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 +O+l. +H, LL Comb Run ('L *) 1.000 1.00 100 1.00 1.00 1.00 Length= 3.50 ft 1 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 Length = 19.50 ft 2 0.283 0.061 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 Length = 3.50 ft 3 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 +O+l. +H, LL Comb Run ('LL) 1.000 1.00 1.00 1.00 1.00 1.00 Design OK 0.121 : 1 6x10 = 27.17 psi = 225.00 psi +D+Lr+H, LL Comb Run (LL*) = 3.500 ft Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 808.68 0.38 10.97 162.00 802.59 0.38 10.97 162.00 808.68 0.11 10.97 162.00 0.00 0.00 0.00 0.00 898.37 0.38 10.97 180.00 890.68 0.38 10.97 180.00 898.37 0.11 10.97 180.00 0.00 0.00 0.00 0.00 898.37 0.38 10.97 180.00 890.68 0.38 10.97 180.00 898.37 0.11 10.97 180.00 0.00 0.00 0.00 0.00 ~ Project Title: Project Name ve LOVELACE ENGINEERING Engineer: FDA 10509 Vista Sorrento Pkwy, Ste 102 Project ID: J20 San Diego, CA 92121 Project Descr: 858-535-9111 Wood Beam ie: .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I• II , • . DESCRIPTION: [RR-1] Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb F'b V Iv F'v Length = 3.50 ft 1 0.042 0061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.38 10.97 180.00 Length = 19.50 ft 2 0.283 0.061 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 890.68 0.38 10.97 180.00 Length = 3.50 ft 3 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.11 10.97 180.00 +D+L +H, LL Comb Run (L tt) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.38 10.97 180.00 Length = 19.50 ft 2 0.283 0.061 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 890.68 0.38 10.97 180.00 Length = 3.50 ft 3 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.11 10.97 180.00 +O+L +H, LL Comb Run (L •L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.38 10.97 180.00 Length = 19.50 ft 2 0.283 0.061 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 890.68 0.38 10.97 180.00 Length = 3.50 ft 3 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.11 10.97 180.00 +D+L +H, LL Comb Run (LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.38 10.97 180.00 Length = 19.50 ft 2 0.283 0.061 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 890.68 0.38 10.97 180.00 Length = 3.50 ft 3 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.11 10.97 180.00 +D+L +H, LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.38 10.97 180.00 Length = 19.50 ft 2 0.283 0.061 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 890.68 0.38 10.97 180.00 Length = 3.50 ft 3 0.042 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 898.37 0.11 10.97 180.00 +D+Lr+H, LL Comb Run (**L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.033 0.046 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.36 10.42 225.00 Length = 19.50 ft 2 0204 0.051 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.56 226.21 1109.75 0.40 11.51 225.00 Length = 3.50 ft 3 0.081 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.28 11.51 225.00 +D+Lr+H, LL Comb Run (*L *) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.033 0.118 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.93 26.63 225.00 Length = 19.50 ft 2 0.600 0.118 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.59 665.87 1109.75 0.93 26.63 225.00 Length = 3.50 ft 3 0.033 0.118 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.11 26.63 225.00 +D+Lr+H, LL Comb Run (*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.033 0.116 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.91 26.09 225.00 Length = 19.50 ft 2 0.576 0.121 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.41 639.49 1109.75 0.95 27.17 225.00 Length = 3.50 ft 3 0.081 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.28 27.17 225.00 +D+Lr+H, LL Comb Run (L tt) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length = 3.50 ft 1 0.081 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.40 11.51 225.00 Length = 19.50 ft 2 0.204 0.051 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.56 226.21 1109.75 0.40 11.51 225.00 Length = 3.50 ft 3 0.033 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.11 11.51 225.00 +D+Lr+H, LL Comb Run (L *L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.081 0.049 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.38 10.97 225.00 Length= 19.50 ft 2 0.179 0.049 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.37 198.93 1109.75 0.38 10.97 225.00 Length = 3.50 ft 3 0.081 0.049 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.28 10.97 225.00 +D+Lr+H, LL Comb Run (LL•) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.081 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.95 27.17 225.00 Length= 19.50 ft 2 0.576 0.121 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.41 639.49 1109.75 0.95 27.17 225.00 Length = 3.50 ft 3 0.033 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.11 27.17 225.00 +D+Lr+H, LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.081 0.118 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.93 26.63 225.00 Length = 19.50 ft 2 0.552 0.118 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.22 612.57 1109.75 0.93 26.63 225.00 Length = 3.50 ft 3 0.081 0.118 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 90.62 1122.43 0.28 26.63 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length = 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.033 0.047 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.37 10.56 225.00 Length = 19.50 ft 2 0.210 0.051 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.60 232.59 1109.75 0.40 11.37 225.00 Length = 3.50 ft 3 0.069 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1122.43 0.24 11.37 225.00 +D+0.750Lr+0.750L +H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.033 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.79 22.71 225.00 Length = 19.50 ft 2 0.507 0.101 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.88 562.46 1109.75 0.79 22.71 225.00 Length = 3.50 ft 3 0.033 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.11 22.71 225.00 +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb F'b V fv F'v Length = 3.50 ft 1 0.033 0.099 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.78 22.31 225.00 Length = 19.50 ft 2 0.489 0.103 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.74 542.64 1109.75 0.81 23.12 225.00 Length = 3.50 ft 3 0.069 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1122.43 0.24 23.12 225.00 +D-+-0.750Lr-+-0.750L+H, LL Comb R; 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.069 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1122.43 0.40 11.37 225.00 Length = 19.50 ft 2 0.210 0.051 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.60 232.59 1109.75 0.40 11.37 225.00 Length = 3.50 ft 3 0.033 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.11 11.37 225.00 +D-+-0.750Lr-+-0.750L+H, LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.069 0.049 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1122.43 0.38 10.97 225.00 Length = 19.50 ft 2 0.191 0.049 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.46 212.25 1109.75 0.38 10.97 225.00 Length = 3.50 ft 3 0.069 0.049 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1122.43 0.24 10.97 225.00 +D-+-0.750Lr-+-0.750L+H, LL Comb R; 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.069 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1122.43 0.81 23.12 225.00 Length = 19.50 ft 2 0.489 0.103 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.74 542.64 1109.75 0.81 23.12 225.00 Length = 3.50 ft 3 0.033 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1122.43 0.11 23.12 225.00 +D-+-0.750Lr-+-0.750L+H, LL Comb R1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.069 0.101 1.25 1.000 1.00 1.00 100 1.00 1.00 0.53 77.29 1122.43 0.79 22.71 225.00 Length = 19.50 ft 2 0.471 0.101 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.60 522.48 1109.75 0.79 22.71 225.00 Length = 3.50 ft 3 0.069 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1122.43 0.24 22.71 225.00 +D-+-0.750L-+-0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length = 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D-+-0.750L-+-0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length = 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D-+-0.750L-+-0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length = 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D-+-0.750L-+-0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length = 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D-+-0.750L-+-0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length = 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D-+-0.750L-+-0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length= 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D-+-0.750L-+-0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.38 10.97 207.00 Length = 19.50 ft 2 0.247 0.053 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.74 252.23 1022.33 0.38 10.97 207.00 Length = 3.50 ft 3 0.036 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1032.83 0.11 10.97 207.00 +D-+-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 100 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +D-+-0.750Lr-+-0.750L-+-0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.37 10.56 288.00 Length = 19.50 ft 2 0.165 0.039 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.60 232.59 1413.26 0.40 11.37 288.00 Length = 3.50 ft 3 0.054 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.74 0.24 11.37 288.00 +D-+-0.750Lr-+-0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.79 22.71 288.00 Length= 19.50 ft 2 0.398 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.88 562.46 1413.26 0.79 22.71 288.00 Length = 3.50 ft 3 0.026 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 22.71 288.00 +D-+-0.750Lr-+-0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb F'b V Iv F'v Length = 3.50 ft 1 0.026 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.78 22.31 288.00 Length = 19.50 ft 2 0.384 0.080 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.74 542.64 1413.26 0.81 23.12 288.00 Length = 3.50 ft 3 0.054 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.74 0.24 23.12 28800 +D+O. 750Lr+0.750L +0.450W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.054 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.74 0.40 11.37 288.00 Length = 19.50 ft 2 0.165 0.039 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.60 232.59 1413.26 0.40 11.37 288.00 Length = 3.50 ft 3 0.026 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 11.37 288.00 +0+0.750Lr+0.750L +0.450W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.054 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.150 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.46 212.25 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.054 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.74 0.24 10.97 288.00 +D+0.750Lr+0.750L+0.450W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.054 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.74 0.81 23.12 288.00 Length= 19.50 ft 2 0.384 0.080 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.74 542.64 1413.26 0.81 23.12 288.00 Length = 3.50 ft 3 0.026 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 23.12 288.00 +0+0. 750Lr+0.750L +0.450W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.054 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.74 0.79 22.71 288.00 Length= 19.50 ft 2 0.370 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.60 522.48 1413.26 0.79 22.71 288.00 Length = 3.50 ft 3 0.054 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 77.29 1435.7 4 0.24 22.71 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 160 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +D+0.750L+0.750S+0.450W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +D+0.750L +0.750S+0.450W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37,31 1435.74 0.11 10.97 288.00 +0+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +D+0.750L +0.750S+0.450W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288 00 +D+O. 750L +0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 160 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 28800 +0.60O+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.016 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 22.39 1435.74 0.23 6.58 288.00 Length= 19.50 ft 2 0.107 0.023 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.04 151.34 1413.26 0.23 6.58 288.00 Length = 3.50 ft 3 0.016 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 22.39 1435.74 0.07 6.58 288.00 +O+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0,038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +D+0.750L +O. 750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb F'b V Iv F'v Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 100 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +O+O. 750L +0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +0+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 100 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +0+0.750L +O. 750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 100 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +0+0.750L +0.750S+0.5250E+H, LL 1.000 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length = 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 100 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +0+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.026 0.038 1.60 1.000 1.00 1.00 100 1.00 1.00 0.26 37.31 1435.74 0.38 10.97 288.00 Length= 19.50 ft 2 0.178 0.038 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.74 252.23 1413.26 0.38 10.97 288.00 Length = 3.50 ft 3 0.026 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.31 1435.74 0.11 10.97 288.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.016 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 22.39 1435.74 0.23 6.58 288.00 Length = 19.50 ft 2 0.107 0.023 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.04 151.34 1413.26 0.23 6.58 288.00 Length = 3.50 ft 3 0.016 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 22.39 1435.74 0.07 6.58 288.00 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination Max."+' Defl Location in Span 1 0.0000 0.000 +O+Lr+H, LL Comb Run ('L') -0.2768 0.000 +O+Lr+H, LL Comb Run ('L ') 2 0.5007 9.832 0.0000 0.000 3 0.0000 9.832 +O+Lr+H, LL Comb Run ('L ') -0.2769 3.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Support3 Support 4 Overall MAXimum 1.370 1.370 Overall MINimum 0.795 0.795 +O+H 0.556 0.557 +O+L +H, LL Comb Run ("L} 0.556 0.557 +O+L +H, LL Comb Run ('L') 0.556 0.557 +O+L+H, LL Comb Run ('LL) 0.556 0.557 +O+L +H, LL Comb Run (L "} 0.556 0.557 +O+L +H, LL Comb Run (L 'L) 0.556 0.557 +O+L +H, LL Comb Run (LL') 0.556 0.557 +O+L +H, LL Comb Run (LLL) 0.556 0.557 +O+Lr+H, LL Comb Run ("L) 0.538 0.785 +O+Lr+H, LL Comb Run ('L ') 1.142 1.142 +O+Lr+H, LL Comb Run ('LL) 1.123 1.370 +O+Lr+H, LL Comb Run (L") 0.785 0.538 +O+Lr+H, LL Comb Run (L 'L) 0.767 0.767 +O+Lr+H, LL Comb Run (LL') 1.370 1.123 +O+Lr+H, LL Comb Run (LLL) 1.352 1.352 +D+S+H 0.556 0.557 +0+0.750Lr+0.750L +H, LL Comb Run (' 0.542 0.728 +0+0.750Lr+0.750L+H, LL Comb Run(' 0.995 0.995 +0+0.750Lr+0.750L+H, LL Comb Run(' 0.981 1.167 +0+0.750Lr+0.750L+H, LL Comb Run (L 0.728 0.542 +0+0.750Lr+0.750L+H, LL Comb Run (L 0.714 0.714 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.167 0.981 Vertical Reactions Load Combination -+ll•-0.750[r-+0.750L+H, LL Comb Run (L +0-+-0.750L-+-0.750S+H, LL Comb Run(" +0-+-0.750L-+-0.750S+H, LL Comb Run ('L +0-+-0.750L-+-0.750S+H, LL Comb Run (•L +0-+-0.750L-+-0.750S+H, LL Comb Run (L• +D-+-0.750L-+-0.750S+H, LL Comb Run (L • +0-+-0.750L-+-0.750S+H, LL Comb Run (LL +0-+-0.750L-+-0.750S+H, LL Comb Run (LL +0-+-0.60W+H +0-+-0. 750Lr-+-O. 750L-+-0.450W+H, LL Comb +0-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +D-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +0-+-0.750Lr-+-0.750L-+-0.450W+H, LL Comb +0-+-0.750Lr-+-0.750L+0.450W+H, LL Comb +D-+-0.750Lr+0.750L+0.450W+H, LL Comb +0-+-0.750Lr+0.750L+0.450W+H, LL Comb +0-+-0.750L+0.750S-+-0.450W+H, LL Comb +0-+-0.750L+0.750S-+-0.450W+H, LL Comb +0-+-0.750L+0.750S+0.450W+H, LL Comb +0-+-0.750L-+-0.750S-+-0.450W+H, LL Comb +0-+-0.750L+0.750S+0.450W+H, LL Comb +D-+-0.750L+0.750S+0.450W+H, LL Comb +0-+-0.750L-+-0.750S+0.450W+H, LL Comb +0.60O+0.60W-+-0.60H +0-+-0. 70E-+-0.60H +D-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +0-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +0-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +0+0.750L+0.750S-+-0.5250E+H, LL Comb +0-+-0.750L-+-0.750S+0.5250E+H, LL Comb +0-+-0.750L-+-0.750S-+-0.5250E+H, LL Comb +0+0.750L-+-0.750S+0.5250E+H, LL Comb -+-0.60O-+-0.70E+H D Only Lr Only, LL Comb Run ( .. L) Lr Only, LL Comb Run ("l •) Lr Only, LL Comb Run ('LL) Lr Only, LL Comb Run (L ") Lr Only, LL Comb Run (L "L) Lr Only, LL Comb Run (LL •J Lr Only, LL Comb Run (LLL) HOnly Support 1 Support notation : Far left is #1 Support 2 1.153 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.542 0.995 0.981 0.728 0.714 1.167 1.153 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.334 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.334 0.556 -0.019 0.585 0.566 0.229 0.210 0.814 0.795 Support 3 1.153 0.557 0.557 0.557 0.557 0.557 0.557 0.557 0.557 0.728 0.995 1.167 0.542 0.714 0.981 1.153 0.557 0.557 0.557 0.557 0.557 0.557 0.557 0.334 0.557 0.557 0.557 0.557 0.557 0.557 0.557 0.557 0.334 0.557 0.229 0.585 0.814 -0.019 0.210 0.566 0.795 Support4 V12 Values in KIPS L1 ~ LOVELACE AUSTIN F.D.A. ENGINEERING JLC 9/14/2021 $tn,,Q\Jm1 t'.ngtnNJnng So~ J20237 Page: SEISMIC WEIGHT Level 2 ROOF Typical Plate Ht. (ft.) 8 Element Type Dead Load ( psf) Area (sf) Weight Diaphragm ROOF 24 1900 45600 Diaphragm 0 Diaphragm 0 Dead Load (psf) Length (ft.) Weight Wall EXTERIOR 16 185 23680 Wall INTERIOR 7 180 10080 Wall 0 Dead Load (lbs.) Weight Misc./ Concentrated 0 Total Weight (lbs.) 79360 Seismic Weight (lbs.) 62480 Level 1 FLOOR Typical Plate Ht. (ft.) 8 Element Type Dead Load (psf) Area (sf) Weight Diaphragm FLOOR 14 1575 22050 Diaphragm ROOF 24 1475 35400 Diaphragm 0 Dead Load (psf) Length (ft.) Weight Wall EXTERIOR 16 215 27520 Wall INTERIOR 7 130 7280 Wall 0 Dead Load (lbs.) Weight Misc./ Concentrated 0 Total 92250 Seismic Weight 91730 Level 2 Overall Ht. 18.S AUSTIN JLC J20237 SEISMIC BASE SHEAR 11 Period Calculation System All Other Systems Ts = 0.588 s Ta = TL= 0.178 s 8 s Ct 0.02 0.75 '----------------------------------' Base Shear System R Wood Shear Walls 6.5 Site Class: ~ SDS=~ 5D1 = 0.473 s1 = 1 o.367 Vertical Distribution Fx = CvxV ht. (ft.) wx (lbs.) hx Omega 2.5 Cs = W= V= Cd 4.5 1.0 0.124 154.21 k 19.07 k Total Base Shear wx*hx'k Cvx F.D.A. 9/14/2021 Page: per ASCE 7, Fig. 22-14 per ASCE 712.8.1.1 Fx k 10 62480 18.S 1 1155880 0.597173464 11.4 k ._ ___ 1 __ __,L __ 8;...s:...__.J.__9_1_n;..o _ __,L _ ___:8_.5:...__.J._ __ 1 __ .J....._7_79_7_o_5_..1....:o_.4--=0-2;_82_6--=5-3;_6.J._ __ 1_.1 _ ___. k 18.5 ft. 1935585 L2 9/14/21 , 4:06 PM U.S. Seismic Design Maps L3 OSHPD J20237 -AUSTIN PATIO COVER 2339 Shawn Ct, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1698749, -117.3235656 ' Ridgecrest() ;- Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.005 s, 0.367 SMS 1.206 SM, null -See Section 11.4.8 Sos 0.804 So, null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.44 FPGA 1.2 PGAM 0.527 TL 8 SsRT 1.005 SsUH 1.116 SsD 1.5 S1RT 0.367 S1UH 0.403 S1D 0.6 PGAd 0.5 CRs 0.9 https://seismicmaps.org Description 9/14/2021. 4:06:13 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Gran~., Map data ©2021 1/3 I! t,2:~1trf,?Jk. PROJECT : AUSTIN S1ructu-;:f)IE-,;g,~rn'l9 CLIENT : JLC Son,iees JOB NO. : J20237 DATE : Wind Anal sis for Low-rise Buildin , Based on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category(B. e or D. ASeE 7-16 26.7.3) Importance factor (ASeE 7-16 Table 1.s-21 Basic wind speed (ASeE 7-16 26.5.1 or 2018 1se1 Topographic factor (ASeE 7-16 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width, including overhangs Overhang sloped width I = w V = K" = he = hr = L = B = Oh = C 1.00 110 1 18 24 55 50 2 for all Category mph, (177.03 kph) Flat ft, (5.49 m) ft, (7.32 m) ft, (16.76 m) ft, (15.24 m) ft, (0.61 m) PAGE DESIGN BY F.D.A REVIEW BY Effective area of components (or Solar Panel area) A 12 tr, <== Overhang? (Yes or No) YES 1.12 m'J DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load 19.04 kips, (85 kN}, SO level (LRFD level}, Typ. 18.88 kips, (84 kN} Max total u ward force ANALYSIS Velocity pressure qh = 0.00256 K, K., Kd K. v2 146.206 ft-kips, (198 kN-m) 53.91 ki s, 240 kN 23.91 psf where: % = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) K, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1. pg 268) Ka= wind directionality factor. (Tab. 26.6-1, for building, page 266) 0.91 0.85 21.00 ft L4 h = mean r_o_of_h-'e"-'i._h_t ______________ ~ K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory) '--___ <_M=in,;..,.;:Lc:.,~B), [Satisfactory) (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Design pressures for MWFRS p = qh [(G c., )-(G c.,)] where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311 ). Pmin = 16 psf (ASeE 7-16 28.3.4) G epr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1 . page 312 & 313) G c. 1 = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) 0.18 or -0.18 a= width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1 B, 0.1L, 0.4h), MIN(0.04B. 0.04L), 3) = 5.00 ft Net Pressures (psfl, Basic Load Cases Net Pressures tosfl, Torsional Load C ases Roof ancile 8 = 13.50 Roof ancile 8 = 0.00 Roof an ~le 8 = 13.50 Surface Net Pressure with Net Pressure with Surface Net Pressure with Ge0 , G eP1 (+Ge.,) (-GC01) Ge0, (+GC0 1) 1 0.47 2 -0.69 3 -0.43 4 -0.37 5 6 1E 0.72 2E -1.07 3E -0.62 4E -0.55 5E 6E Leed Case A (Transverse) 7.02 15.63 -0.45 -15.06 -20.80 -12.19 -0.69 -20.80 -14.64 -6.03 -0.37 -13.15 -13.13 -4.53 -0.45 -15.06 0.40 5.26 -0.29 -11.24 12.85 21.46 -0.48 -15.78 -29.88 -21.28 -1.07 -29.88 -19.14 -10.53 -0.53 -16.97 -17.43 -8.82 -0.48 -15.78 0.61 10.28 -0.43 -14.58 Load Case B (Longitudinal) se (-GC0;) (+GC01) (-Ge01) -6.45 1T 0.47 1.75 3.91 -12.19 2T -0.69 -5.20 -3.05 -4.54 3T -0.43 -3.66 -1.51 -6.45 4T -0.37 -3.28 -1.13 13.87 Roof an~le 8 = 0.00 -2.63 -7.17 Surface Net Pressure with Ge0, (+Ge0 ,) (-Ge0 ,) -21.28 ST 0.40 1.31 3.47 -8.37 6T -0.29 -2.81 -0.66 -7.17 18.89 -5.98 Load Case A (Transverse) Load Case B (Longitudinal) L5 Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction) Area Pressure kl with Area Pressure (k\ with Surface (fl') (+Ge.,) (-Ge.ii Surface (ft') (+Ge.,) (-Ge.,) 1 810 5.69 12.66 Poverhang = -16.74 psf 2 1157 -24.06 -14.11 2 1157 -24.06 -14.11 (ASeE 7-16 28.3.3) 3 11 57 -15.21 -5.26 3 1157 -16.94 -6.98 5 864 4.54 11.98 4 810 -10.64 -3.67 6 864 -9.71 -2.27 1E 180 2.31 3.86 2E 257 -7.68 -5.47 2E 257 -7.68 -5.47 3E 257 -4.36 -2.15 3E 257 -4.92 -2.71 SE 186 1.91 3.51 4E 180 -3.14 -1.59 6E 186 -2.71 -1.11 :E Horiz. 19.47 19.47 ~ Horiz. 18.88 18.88 Vert. -52.12 -28.46 Vert. -38.97 -16.49 Min. wind Horiz. 18.48 18.48 Min. wind Horiz. 16.80 16.80 28.4.4 Vert. -44.00 -44.00 28.4.4 Vert. -44.00 -44.00 Torsional Load Case A (Transverse Direction) Torsional Load Case B /Lonaitudinal Direction) Area Pressure kl with Torsion /ft-kl Area Pressure k) with Torsion lft-k l Surface (ft') (+Ge.,) (-Ge.,) (+Ge.,) (-Ge.,) Surface (ft') (+Ge.,) (-Ge.,) (+Ge.ii (-Ge.i) 1 315 2.21 4.92 25 55 2 1157 -24.06 -14.11 -14 -8 2 450 -9.36 -5.49 -25 -14 3 1157 -15.21 -5.26 9 3 3 450 -6.59 -2.71 17 7 5 339 1.78 4.70 17 45 4 315 -4.14 -1.43 47 16 6 339 -3.81 -0.89 37 9 1E 180 2.31 3.86 52 87 2E 257 -7.68 -5.47 45 32 2E 257 -7.68 -5.47 -40 -29 3E 257 -4.36 -2.15 -25 -13 3E 257 -4.92 -2.71 26 14 5E 186 1.91 3.51 43 79 4E 180 -3.14 -1.59 71 36 6E 186 -2.71 -1.11 61 25 1T 495 0.87 1.93 -12 -27 ST 525 0.69 1.82 -8 -22 2T 707 -3.68 -2.16 12 7 6T 525 -1.47 -0.35 -18 -4 3T 707 -2.59 -1 .07 -8 -3 Total Horiz. Torsional Load, Mr 146.2 146.2 4T 495 -1.63 -0.56 -22 -8 Total Horiz. Torsional Load, Mr 141 141 Design pressures for components and cladding .r',-----77 3er2~J!: ~µ~3.! P = qhl (G c.i -(G c.,H ~ I r---, I I I I I I I ·-I I I I I I where: p = pressure on component. (Eq. 30.3-1, pg 334) 2 I 1 I . I I 2el -12, 2,I -l2e I I .e I I :J: I ~ I Pmin = 16.00 psf (ASeE 7-16 30.2.2) I I I I IN I G c. = external pressure coefficient. I '-----'-+-3 6h I I I I 11-,L ___ o,i;'..J .6h ~t~~Jr lli~2,i-'3-; ~ see table below. (ASCE 7-16 30.3.2) Walls 8= 13.50 0 Roof (h7' Roof 9>7· Effective Zone 1 Zone 1' Zone 2 Zone 2c Zone 2n Zone 2r Area (fl") GC• -GCp GC• -GCp GC, -GC, GC, ·GCp GC, -GC• GC• -GC, Comp. 12 0.52 -2.50 . . -0.52 -2.50 0.52 -3.42 0.52 -3.42 Effective Zone 3 Zone 3e Zone 3r Zone 4 Zone 5 Area (fl") GCp -GC• GC, -Ge, GC, -GC, GC, -GC, GC, -Ge, 12 . I . 0.52 -4.52 0.52 -4.52 0.99 -1.09 0.99 -1.37 Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2r Comp. & Cladding Po•ltlve NegeUv• Positive N-O•tlve Positive Neoativ• Positive Negerive Po•ltlv• N.a•tlve Positive ~g•tiv• Pressure 16.66 I -64.07 16.66 -64.07 16.66 I -85.95 16.66 -85.95 ( psf) Zone 3 Zone 3e Zone 3r Zone 4 Zone 5 Posffiv• NegetJ..-. Po$/tiv• N.gatlve Po$ltiv• Neg•tiv• Po£itl..-. Neg•rlve Posltl'v• Neg•tJv• (The Max Pressure I 16.66 -112.33 16.66 I -1 12.33 27.88 I -30.27 27.88 I -37.10 112.33 psf} L6 ~ LOVELACE AUSTIN F.D.A. _. ::~r~E~~:~~ Sor,ces JLC 9/14/2021 J20237 Page: LATERAL STORY FORCES II Seismic Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load (psf) 0 0.7 2 11391 1900 0.7 4.2 7684 3050 0.7 1.8 Wind Direction N-S A-0 Force = 19.04 Pressure = 23.3 psf Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 3 0.6 plf 2 8 47 376 10 0.6 140 plf 1 8 55 440 8 0.6 112 plf 816 sf Direction E-W 1-4 Force = 18.88 k Pressure= 25.1 psi Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 3 0.6 plf 2 8 45 360 10 0.6 151 plf 1 8 49 392 8 0.6 121 plf 752 sf LOVELACE ENGINEERING Srrvctoral l:ngineerlno &.rvioea AUSTIN JLC J20237 Level Name Level# Lateral Line FLOOR 1 A-B Direction N-S F.D.A. 9/14/2021 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos = 0.804 p = 1.0 Story Load 1.8 SF Factor 600 1.0 Total/2 = Seismic Load psf Load (lbs) '"'ll Load Type L Worst Case Load (plf) 112 Length L (ft.) 4 Load L (lbs.) 448 529 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Total Add. Load 0 Total Seismic Load= 529 lbs. Total Wind Load = SHEAR Segment l 2 2.75 2.75 H 10 10 H/L Ratio Load Ratio 0.50 0.50 Load E 265 265 Adj. Load E 469 469 Load W 112 112 Adj. Load W 80 80 Unit Shear E 171 171 Unit Shear W 29 29 Max Shear 171 PLF I USE# l Shear Wall OVERTURNING OTME 2579 2579 OTMW 1092 1092 Wall Weight 16 16 Wall UDL 1S6 1S6 Unif. DL Concen. DL CDL loc. DLMoment 590 590 DL Mom. E 288 288 DLMom. W 354 354 Net OT E 2292 2292 Net OTW 738 738 UPLIFT Uplift E 833 833 Add. Uplift E Uplift W 268 268 Add. Uplift W Tot. Uplift E 833 833 Tot. Uplift W 268 268 HD# l l • • No HD required, by inspection ••·See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Worst Case Load (plf) 112 Length R (ft.) 0 Load R libs.) 0 224 lbs. Offset Factor Adjust. Load Total Add. Load 0 224 lbs. Total Shear Length (ft.) 6 lbs. lbs. lbs. lbs. plf plf Capacity= 260 plf #-ft. #-ft. I psf plf I plf lbs. ft. #-ft. #·ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. I lbs. lbs. lbs. L7 Brl'l.ilo CIIKHOU LOVELA CE ENGINEERING Structural Eng1ne&nng Serv,ces AUSTIN JLC J20237 Level Name Level# Lateral Line FLOOR 1 C-D Direction N-S F.D.A. 9/14/2021 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 1.8 SF Factor 1000 1.0 600 1.0 Total/2 = Seismic Load ADDITIONAL SEISMIC LOAD Line A Segment H H/L Ratio Load Ratio Load E Adj. Load E Load w Adj. Load W Unit Shear E Unit Shear W Load (lbs.) Offset Factor 3252 1.00 Total Add. Load Total Seismic Load = 1 16 8 0.5 1.00 4663 4914 3510 291 219 Max Shear 291 psf Load (lbs) 1763 Load Type L Worst Case 1058 Load (plf) 112 0 length L (ft.) 4 0 Load L (lbs.) 448 1411 lbs. Total/2 = Wind Load ADDITIONAL WIND LOAD Adjust. Load Line Load (lbs.) 3252 A 3290 3252 4663 lbs. Total Wind Load = SHEAR EXISTING OK PLF I USE# 2 Shear Wall OVERTURNING OTME OTMW Wall Weight Wall UDL Unit. DL Concen. DL COL loc. DL Moment DL Mom. E DLMom. w Net OT E Net OTW Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. Uplift W HD# 37305 39312 16 128 16384 7986 9830 29319 29482 1832 1843 1832 1843 • -No HD required, by inspection UPLIFT • • -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 1624 lbs. Offset Factor Adjust. Load 1.0 3290 Total Add. Load 3290 4914 lbs. I Worst Case 112 25 2800 Total Shear Length (ft.) 16 lbs. lbs. lbs. lbs. pit plf Capacity= 350 plf #-ft. #-ft. I psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. I lbs. lbs. lbs. LB 8~ Rllio CIC 2J06.:S LOV E LACE ENGINEERING Structural Cng,nGering Service& AUSTIN JLC J20237 Level Name Level# Lateral Line FLOOR 1 1 -2 Direction E-W MANUFACTURED SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 1.8 SF Factor 550 1.0 Total/2 = Seismic Load pst 48S lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load = 485 lbs. SHEAR Segment 1 L H 10 Allow. Load E 630 Drift E 0.50 Allow. LoadW 810 DriftW 0.67 load Ratio E 1.00 Load Ratio W 1.00 Shear E 48S Shear W 241 Ma• Ratio 0.77 < OVERTURNING OTM E 4850 OTMW 2410 Wall Weight 16 Wall UDL 160 Unit. DL Concen. DL COL loc. DL Moment 80 DL Mom. E 39 DLMom.W 48 Net OT E 4811 NetOTW 2362 UPLIFT Uplift E 4811 Add. Uplift E Uplift W 2362 Add. Uplift W Total Uplift E 4811 Total Uplift W 2362 HD# 7 WIND LOAD Load Type L Worst Case Load Type R Load iplf) 121 Load !pit) Length L !ft.) 4 Length R (ft.) Load L !lbs.) 482 Load R (lbs.) Total/2 = Wind Load 241 lbs. ADDITIONAL WIND LOAD Line I Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load = 241 lbs. STIFFNESS Segment Stiffness E 1 2.00 lbs. in. lbs. Total 2.00 in. CAPACITY Segment E lbs. 1 1 lbs. 1.0 #-ft. #-ft. pst pit pit lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. F.D.A. 9/14/2021 Page: Worst Case 121 0 0 Stiffness W 1.49 1.49 w 0 L9 LOVELACE ENGINEERING ----Structural €.nglnooring Services AUSTIN JLC J20237 Level Name Level# Lateral Line FLOOR 1 3 Direction E-W F.O.A. 9/14/2021 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.804 p = 1.0 Story Load 1.8 SF Factor 1250 1.0 600 1.0 Total/2 = Seismic Load psf Load (lbs) 2204 Load Type L Worst Case 1058 Load (plf) 121 0 Length L (ft.) 27 0 Load L (lbs.) 3254 1631 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WINO LOAD line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) 1 3147 1.00 3147 1 2109 Total Add. Load 3147 Total Seismic Load = 4779 lbs. Total Wind Load = SHEAR Segment 1 2 3 3.5 3.5 4 H 8 8 8 H/L Ratio 2.3 2.3 2.0 Load Ratio 0.32 0.32 0.36 Load E 1520 1520 1738 Adj. Load E 1738 1738 Load W 1265 1265 1446 Adj. Load W 904 904 1033 Unit Shear E 496 496 434 Unit Shear W 258 258 258 EXISTING OK Max Shear 496 PLF I USE# 4 Shear Wall OVERTURNING OTM E 12164 12164 13902 OTMW 10123 10123 11569 Wall Weight 16 16 16 Wall UDL 128 128 128 Unit. DL 564 564 564 Concen. DL COL loc. DL Moment 4239 4239 5536 DL Mom. E 2066 2066 2698 DLMom. W 2543 2543 3322 Net OT E 10098 10098 11203 NetOTW 7580 7580 8247 UPLIFT Uplift E 2885 2885 2801 Add. Uplift E Uplift W 2166 2166 2062 Add. Uplift W Tot. Uplift E 2885 2885 2801 Tot. Uplift W 2166 2166 2062 HO# 1 1 1 . -No HD required, by inspection .. -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Worst Case Load (plf) 121 Length R (ft.) 4 Load R (lbs.) 482 1868 lbs. Offset Factor Adjust. Load 1.0 2109 Total Add. Load 2109 3977 lbs. I Total Shear I Length (ft.) 11 lbs. lbs. lbs. lbs. plf plf Capacity= 640 plf #-ft. #-ft. I psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. I L10 Bv R■llo CBC 2506.3 / F1 LOVELACE ENGINEERING JOB ___________________ _ SHEET NO. __________ OF ______ _ CALCULATEDBY _________ DATE _____ _ STRUCTURAL ENGINEER I NG SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 CHECKEDBY __________ DATE _____ _ phone 858.535.911 1 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ FO U N DATION DESIGN ALLOV"lABLE BEARIN6 PRESSURE, q = 1500 PSF (PER DESl6N CRITERIA) CONTINUOUS PERIMETER 4 BEARIN6 V'IALL FOOTIN6S: LOCATION: MAX GONTINUOUS FOOTING H1= MAX LOAD = 1500 PLF V"llDTH REQ'D= (V"l 1/q x 12) = IS00,.(5 x 12 = 12 IN I USE: 12 "HIDE X 12 "DEEP HITH 2 :Ii 4 TOP 4 BOTTOM I LOCATION: H,= = PLF HIDTH REQ'D= (H1 /q x 12) = = IN I USE: "HIDE X "DEEP HITH TOP 4 BOTTOM I LOCATION: H, = = PLF HIDTH REQ'D= (H1/q x 12) = = IN IUSE: "HIDE X "DEEP HITH TOP 4 BOTTOM I ISOLATED SPREAD FOOTIN6S: ( I-STORY GONT. FTG. POINT LOADS ) MARK: (F-1) P= GONT. FTG. GAPAGITY (MIDHALL) Areq'd = P/q X 144= _"_0_0__,0&ci..s,...o""o'--'X'-'--'-l--'4-'4'-------------- = 3000 LBS ti 11 = 288 SQ IN ~ USE: IZJ PER PAD FOOTIN6 SCHEDULE 12"x24"=28Bin2 MARK: (F-2 ) P= GONT. FTG. GAPAGITY (ENDHALL) =2250 LBS C1 = 216 SQ IN A,eq'd = P/q x 144= _22_5_,_0,._,,_,c'-<....!.x.,__,_14-'-4-'------------- USE: IZI PER PAD FOOTIN6 SCHEDULE MARK, (F-3) 12"xlB"=216in2 P= 18" x 18" x 12" DEEP PAD FTG. GAPACITY = 3315 LBS = 324 A ,eq'd = P/q x 144= ""'%-'l.l,.<L~x'-'-14.,_4_.,__ __________ _ SQ IN USE: IZJ PER PAD FOOTIN6 SCHEDULE 18"xlB"=324in2 F2 LOVELACE ENGi NEERING JOB ___________________ _ SHEET NO. __________ OF ______ _ CALCULATEDBY _________ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ :0509 \list a Sorrento Parkway. Suite '02, San D ego, CA 92721 pl>one858.535.9111 • fax SSB.535.1989 • w,-w,lovelaceeng.corn SCALE __________________ _ ALLOV'IABLE BEARING PRESSURE, q = 1500 PSF (PER DESIGN CRITERIA) ISOLATED SPREAD FOOTINGS: MARK, (F-4) P= 24" x 24" SQ. PAD FTG. GAPAGITY = 6000 LBS Areq'd = P/q X 144= _6_0_0~0&u.5,--.a..'---X'--'----'I_,4_4'----________ =_5_1_6_SQ IN 24"x24"=5lbin2 USE, ~ PER PAD FOOTING SCHEDULE MARK, (F-5) P = 30" x 30" SQ. PAD FT6. GAPAGITY = 9315 LBS Areq'd = P/q x 144= _"_3_15.u;.,,.,,_,____coXc_.!_I4.,_4.!,..._ ________ =____:9:.:.0_;0:__SQ IN 30"x30"=Cf00in2 USE: ~ PER PAD FOOTING SCHEDULE MARK, (F-0) P= 36" x 36" SQ. PAD FT6. GAPAGITY = 13500 LBS Areq'd = P/q X 144= _1_35_o_o!.1;8.ll-L...C.0.x __,I__,4c.....4'------------=--=I2=--6=--9-'--SQ IN 3b"x3b"= I2Cfbin2 USE, @) PER PAD FOOTING SCHEDULE MARK, (F-1) P= 42" x 42" SQ. PAD FTG. GAPAGITY = 18315 LBS Areq'd = P/q X 144= _1e_3_1..£51=-<!'"'-"X:,____c_l44..!......!. _________ =.:.__ll-=6_4.:.__SQ IN 42"x42"= 1164in2 USE: [£) PER PAD FOOTING SCHEDULE MARK: (F-8) P= 48" x 48" SQ. PAD FT6. GAPAGITY =24000LBS Areq'd = P /q x 144 = _.2_40_0_,_0""'-'"-'--'XC>.--'.I4--'--'4 ________ =-=2:.:.3--=0=--4..:..SQ IN 48 "x 48" = 23041n2 USE: [[) PER PAD FOOTING SCHEDULE