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HomeMy WebLinkAbout1231 BASSWOOD AVE; ; CBR2018-1587; Permit(rc ityof Building Permit Finaled. Carlsbad Residential Permit Print Date: 10/28/2020 Permit No: CBR2018-1587 Job Address: 1231 BASSWOOD AVE, CARLSBAD, CA 92008-1902 Status: Closed - Finaled Permit Type: BLDG-Residential Work Class: Single Family Detached Parcel #: 2051123400 Track #: Applied: 07/03/2018 Valuation: $979,458.96 Lot #: Issued: 07/31/2019 Occupancy Group: Project #: DEV2018-0070 Finaled Close Out: #of Dwelling Units: 1 Plan #: Bedrooms: 6 . Construction Type: Bathrooms: 7.0 Orig. Plan Check #: Inspector: CRenf Plan Check #: Final Inspection: 10/28/2020 Project Title: BASSWOOD AVENUE RESIDENCE Description: PATEL: 6,072 SF LIVING // 1,323 SF GARAGE //599 SF PATIOS (PREVIOUS SFD DEMOLISHED PER CB142994) Applicant: Property Owner: SHANUP PATEL PATEL PARESH J AND HARSHANABEN P 3666 PlO PICO DR 3666 PlO PICO DR CARLSBAD, CA 92008-2554 CARLSBAD, CA 92008 - (909) 9102964 FEE AMOUNT BUILDING PERMITFEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) DRAINAGE FEE PLDA B Low Runoff ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK &INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES - outside CFD SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 - Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM WATER METER FEE 1" Displacement (P) WATER SERVICE CONNECTIONFEE 3/4" DISPLACEMENT (P) $3,477.00 $2,433.90 $957.60 $96.00- $170.00 $110.00 $224.00 $29,478.23 $40.00 $127.33 $246.00 - $56.00 $54.00 - $1,825.00 Total Fees: $39,295.06 Total Payments To Date: $39,295.06 Balance Dud: $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 forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely followthat 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 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMATIAPCD ('City f carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No.2Oi9_%t91 Est. Value c ) gi5g Plan Ck. Deposit Date .-•t — — JOB ADDRESS 1231 Basswood Ave I SUITE#/SPACE#/UNrTC APN 2M W - 112 - 34 - A LOT A PHASE A NETS I#OFU MS 111BEOR OOMS 6 Ic BAThROO I TENANT BUSINESS NAME 1CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) New construction of a residential home. 6,072sqlft Livable + 1323sq1ft Garage + 599sq!ft patio Prim cu6FD cerco— ct'%2w- EXISTING USE PROPOSED USE I I GARAGE (SF) 1323 PATIOS (SF) 599 1DECKS(50 I FIREPLACE I'E5D NO AIR CONDITIONING I YES IZINOI:I IFIRESPRINKLERS YES CZINoI:I APPLICANT NAME Contact Shanup Patel PROPERTY OWNER NAME Paresh Patel ADDRESS 3666 Pio Pico Dr ADDRESS 3666 Pio Pico Dr CITY Carlsbad STATE ZIP Ca 92008 CITY STATE ZIP Carlsbad CA 92008 PHONE 9099102964 FAX I 7607290253 PHONE 9099102964 IFAX 7607290253 EMAIL shanuppatel(gmail,com EMAIL Pareshpate19096yahoo.com DESIGN PROFESSIONAl. CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL STATE LIC. A STATE LIC.# CLASS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: R I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carder and policy number are: Policy No. Expiration Date isection need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attorney's fees. AT CONTRACTOR SIGNATURE DAGENT DATE thereby affirm that lam exempt from Contractor's License Law for the following reason: [] 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 Law dons not apply to an owner of property who buMs or improves thereon, and who does such work himself or through his own employees, provided thaI such improvements are not intended or olliored for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exdus'ively 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). [J lam exempt under Section ____________Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement DYes Dio 2.1 (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to ,tions of the work, butt ' tj sib !Jowing person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): 5.1 wi provide sam f the worl,(ut I have ntrac 6df the following persons to provide the work indicated (include name! address! phone! type of work): ,.PROPERTYWNER SIGNATURE []AGENT DATE ®cGI ¶?1O3000VOOM ®G ® 0906 11101)(6000@ 900100170 ®? Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 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. a®o ccic I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lenders Name Lenders Address IcoitifythatI have mad the application and slate thatthe above infoimation iscormctandthatthe Information on the plans lsaccurate. I agree tocomplywithall City ordinances and State laws ielatingto building construction. I hereby authorize representative of the City olCarlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pent is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisionsof this Code shall expire by limitation and become null and void f the building or work authorized by such permit is not commenced within 180 days from the date ofsuch pemtitorif the building or workauthori such permit is suspended or abandoned at any time after the work is commenced for a period of l8O days (Section 106.4.4 Uniform Building Code). ,'APPLICANT'S SIGNATURE c::t DATE o Z_ Permit Type: BLDG-Residential Application Date: 07/03/2018 Owner: COOWNER PATEL PARESH J AND HARSHANABEN P Work Class: Single Family Detached Issue Date: 07/31/2019 Subdivision: MULLS ADD Status: Closed - Finaled Expiration Date: 04/26/2021 Address: 1231 BASSWOOD AVE lVR Number: 12293 CARLSBAD, CA 92008-1902 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO FINAL pending pickup items, Need No CO2Ismoke detector on first and second floors, GFCI receptacles at all toilets, AC disconnects need to be labeled and silicone added, need PV inspection. BLDG-Plumbing Final' Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final No ,10I23I2020 1012312020 Cancelled Tony Alvarado spectIonlflComPIe!!J Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO FINAL pending pickup items, Need No CO2/smoke detector on first and second floors, GFCl receptacles at all toilets, AC disconnects need to be labeled and silicone added, need PV inspection. BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes 1012712020 10/27I2020 BLDG-Final Inspection 142075-2020 Failed Chris Renfro Re!nspectlonIncomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency PV system double check main panel, plans No call for 40 amp breaker, not 50 amp. BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes L10~2812qLO ,, 10/28/2020 BLDG-35 Solar Panel 142488-2020 Passed - Chris Renfro ... Complete Checklist Item COMMENTS - Passed BLDG-Building Deficiency PV inspection Ok Yes T BLDG-FinaIlnspecdon142489-2020 Passed Chris Renfro Comptej Checklist Item COMMENTS Passed BLDG-Building Deficiency Corrections completed Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes Wednesday, October 28 2020 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 07/03/2018 Owner: COOWNER PATEL PARESH J AND HARSHANABEN P Work Class: Single Family Detached Issue Date: 07/31/2019 Subdivision: MULLS ADD Status: Closed - Finaled Expiration Date: 04/26/2021 Address: 1231 BASSWOOD AVE IVR Number: 12293 CARLSBAD, CA 92008-1902 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01110/2020 01110/2020 BLDG-84 Rough 115917.2020 Passed Chris Renfro Complete Combo(14,24,34,44) - - - - - 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 01/1512020 01I1512020 BLDG-16 Insulation 116450-2020 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01123/2020 0112312020 BLDG-82 Drywall, 117211-2020 Passed Chris Renfro Complete Exterior Lath, Gas Test, --Hot Mop Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior Lath-Drywall Yes BLDG-18 Exterior Lath and Yes Drywall BLDG-23 Gas-Test-Repairs Yes 06/0112020 0610112020 BLDG-23 128929-2020 Passed Chris Renfro Complete GaslTestlRepalrs - --------- Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06119/2020 06/19/2020 BLDG-34 Rough 130605-2020 Cancelled Peter Dreibelbis Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/2312020 06123/2020 BLDG-33 Service 130944-2020 Passed Chris Renfro Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/14/2020 10/1412020 BLDG-Final Inspection 140933-2020 Partial Pass Chris Renfro Reinspection Incomplete Wednesday, October 28, 2020 - Page 2 of 3 Building Permit Inspection History Finaled Cray of Carlsbad Permit Type: BLDG-Residential Application Date: 07/03/2018 Owner: COOWNER PATEL PARESII J AND HARSHANABEN P Work Class: Single Family Detached Issue Date: 07/31/2019 Subdivision: MULLS ADD Status: Closed - Finaled Expiration Date: 04/26/2021 Address: 1231 BASSWOOD AVE iVR Number: 12293 CARLSBAD, CA 92008-1902 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0810212019 0810212019 BLDG-SW-Pre-Con 099532-2019 Failed Paul Burnette Reinspection Incomplete Checklist item COMMENTS Passed• BLDG-Building Deficiency No 0810512019 08/0512019 BLDG-21 099821-2019 Passed Chris Renfro Complete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-22 Sewer/Water 099820-2019 Passed Chris Renfro Complete Service - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Pre-Con 099322-2019 Cancelled Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/15/2019 0811512019 BLDG-11 100891.2019 Passed Paul York Complete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/2812019 08128/2019 BLDG-32 Const. 102313.2019 Passed Peter Dreibelbls Complete Servlce/Agricultural(Te mp) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/2912019 10/29/2019 BLDG-15 Roof/ReRoof 109075.2019 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Building height certification collected Yes 11/0512019 1110512019 BLDG-13 Shear 109888-2019 Passed Chris Renfro Complete Panels/HD (Ok to wrap) Wednesday, October 28, 2020 Page 1 of 3 4$v BUILDING HEIGHT CERTIFICATION BY MILLOT ENGINEERING CO. 860 N. VICEROY AVE COVINA CA. 91723 City of Carlsbad OCT 29 2019 RECORD COPY BUILDING DIVISION A7 •____________ ______ ___ GARAGE _ BUILDING "\\ \ I PROJECT ADDRESS: 1231 BASSWOOD AVE. CARLSBAD CA. 92008 HEIGHT AT THE LOWEST ELEVATION WITHIN 5' OF THE BUILDING ........... HEIGHT AT THE HIGHEST ELEVATION OF THE BUILDING ROOF/PARAPET ....... OVERALL BUILDING ROOF/PARAPET HEIGHT (IN Fl)................... HEIGHT OF PROJECTIONS ABOVE ROOF (CHIMNEY/ELEVATOR/STAIRS)......... 98.43' 128.66' 30.23' -0- SIGNED ON 10/15/2019 .BRTO MILLOT LS 7552 9iL?O 7iic/LL P 12/31/2019 6ILBERTO MILLOT - PLS 7552 City of Carlsbad Ift-GORD COPE INSPECTIONS INC. Daily Report NOV 0 5. 2019 BUILDING DIVISION Project Name:PARESH PATEL CUSTOM HOME Project # Project Address: 123 BASSWOOD AVENUE, CARLSBAD, CA 92008 Report Date: 9/20/19 InspectorADRIAN HAMILTON Client: Contractor: License Required for Inspection: Permit #: License #:8231611 Exp. Date: Jurisdiction:CARLSBAD Jurisdiction License TYPE OF WORK :(check one) DReinforced Concrete []Post-TensionDMasonryfl Weld ing/BoltingON S Grout D(SFRM) Spray-Applied FireproofingO Epoxy Anchors/RebarDACI Der Description of Work PERFORMED SPECIAL INSPECTION FOR EPDXY OF 5/8" (HDU 5)& 7/8" (HDU 8) DIAMETER HOLDOWNS AND 5/8" ANCHOR BOLTS INTO CONCRETE SLABFOR SILL PLATE. HOLDOWNS WERE EMBEDDED A MINIMUM OF 10" ANDANCHOR BOLTS WERE EMBEDED A MINIMUM OF 6" DEEP (SPACED @ 32" O.C). ALL HOLES WERE DRILLED PRIOR TO INSPECTION. ALL HOLES WERE CHECKED PRIOR TO PLACEMENT OF HOLDOWNS, ANCHOR BOLTS AND EPDXY FOR DEPTH AND CLEANESS. HOLES WERE AIR-BLOWN AND FREE FROM DEBRIS PRIOR TO PLACEMENT. SIMPSON SET XP TYPE EPDXY WAS USED. TOTAL OF (4) HOLDOWNS& (34) ANCHOR BOLTS WERE EPDXIED. REFERENCES - SEE A-7 FOR GRID LINES AND LOCATIONS. - SEE SHEARWALL SCHEDULE AND RFI FROM ENGINEER FOR DEPTH. the information contained in this rcuort k subject to correction hr this insncctar for ativ inadvertent errors or unisinru DATE REGULAR O.T. TIME IN TIME OUT 9/20/19 4 ' 12:00 PM 1:00PM Inspector Name: ADRIAN HAMILTON S A AGORD COPY City of Carlsbad NOV 052019 BUILDING DIVISION I40LPOWN PER PLAN - SIMPSON 'SET' EPDXY-TIE APHESIVE.(ICC R-521) INSTALLATION PER MANUF. SPECIFICATION COLD JOINT (WHERE OCCURS) SPECIAL NOTES: I. ANCHORS MUST BE UNDISTURBED A FOR 48 HRS. AFTER INSTALLATION. I CONTACT ENGINEER WHEN AT TIME I. : OF CONSTRICTION THE TEMPERATURE IS NOT BETWEEN 45 F 4110 F. PROVIDE SPECIAL INSPECTION PER CEO 2016 EDITION, SECTION 1104. (WHERE REO'D. PER CHART BELOW). VERIFY 111W. CLEARANCE TO TENDONS WITH POST-TENSION ENGINEER. (WHERE OCCURS). MIN f'(c) OF EXISTING CONC. c 2500 per. USE HIT FOR 102A, I05A, AND HPAHD22(2P). 1. CONSULT THE ENGINEER IF L+2' EXCEEDS DEPTH OF EXISTING FOOTING. I DWG. FO-026 I 4X OR (2)-2x NI 1=Af% MATERIAL E.N. L THREADED ROD, A301 PER ART BELOW. (L=EMBEB. LENGTH • ROD INTO CONC.) A INTERIOR CONDITION WHERE OCCURS) ULR FOR 81-8 FOR f-POUR I 2-POUR SYSTEM DI SYSTEM I H02A HDUS HD6A/4DU8 HDIOA PHD8 ANCHOR /' 5/8' 1/8' 1/8' DIA EMBED. 0' 10' 10' 15' SPECIAL INSP. REQ'D I YES YES YES YES RETROFIT FOR MISSED HOLDOWN 9 OFESs, °I NO. C065593 lr'i EXP. 9-30-21 rn Isaiah E. Gruhier Independent City of CarIsb7 ECO Inspection 61a NOV 06 2019 RON. 0790 RY Special Inspection & NDT t'J!LDING DIVISION San Diego, CA 92120 Inspection Report Project Name: Cre_ ékeJ Project Address: tIZA 304-55LA00'D -late. Engineer: DC.' Sub Contractor: Contractor: tcr 3ethcr' Cr*. Page: \ of \_Report#:_bTh'.. Permit#: C2,,,. File #: DSA#: Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel - H.S. Bolts H.S. Bolts - _. Plans/Specs Masonry - - - Prisms Conc. PSI - •..... Clearances Concrete - - - Mortar/Grout - - Grout PSI - Positions - Epoxy - Conc. Cylinders - — Mortar PSI )cL Sizes - H.S. Bolting - Fireproof - - Steel - Laps Past Tension - - — Elect.IWire - Consolidation - Ultrasonic - - - Fireproof — Fireproof - - - Epoxy c r cCrf 2*bcy rZ7A 15' : . , Sk- Lr rc.r 3'teek 4i, A Fs -i kie.ek 4r .Ske— 'ui itj 0:1 ezMki rie 7)*5 d e*S 4-\ A 5O-\. P' & pp ro'..r tj CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. Inspector: lsaiah1E. quhler Cert: SD#869 I ICC# 5099268 Insp. Date: Time Start: Time Stop: Owner/Representative: Date: IL 17579 El Cajon Drive Hesperia, CA 92345 (562) 397-5229 aesoiltest@gmail.com Client: 54Ar4JP ?YTL - Date:8 _t10 —/9 Address: 12-3 / B Woc, 0 At/ Legal Description: Ccj sre,'1 4,C-- Type of Inspection: I vi .r- ?.1e4.4 j4oce' Comments: Reference(s): I- August 7, 2019 City of Carlsbad Building Inspector RE: Property Lines and Building Lines Certification for 1231 Basswood Ave. Carlsbad City Building Inspector: We are California Licensed Land Surveyors and Engineers and We Have Staked the Property and Building Lines within a precision of of the dimensions shown on the approved plans. If you have any questions please, do not hesitate to give me a call. k(GILEERTO M1LLOT) Gilberto Millot Ca P.E., L.L.S. LS 1552 562-572-3507 Cell betomillot@earthlink.net# 860 N. VICEROY AVE. COVINA CA. 91723; PH. (626) 966-4251, 626-966-4290 MILLOT ENGINEERING CO, 1 A One Source Design Company July 23, 2019 City of Carlsbad Building Inspector RE: Pad Certification - 1231 Basswood Ave. Carlsbad City Building Inspector: We Have checked the elevation at which the Building Pad has been built and We found that: The site Pad Elevation conforms to the approved Building Plans within permitted range of +1- 0.10'. If you have any questions please, do not hesitate to give me a call. Gilberto Millot Ca P.E., L.L.S. 562-572-3507 Cell betomillot@earthlink.net 860 N. VICEROY AVE. COVINA CA. 91723; PH. (626) 966-4251, 626-966-4290 I] V/ EsGil A SAFEbullf Company DATE: December 14, 2018 L3 APPLICANT W1u RIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-1587 SET: III PROJECT ADDRESS: 1231 Basswood Ave PROJECT NAME: SFD for Patel LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. E The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone (b 00 y) Fax In Person Telephone #: Email: REMARKS: Trusses are deferred. By: Abe Doliente Enclosures: EsGil 12/6/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGilV/0 A SAFEhudt'Company DATE: November 28, 2018 APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-1587 SET: II PROJECT ADDRESS: 1231 Basswood Ave PROJECT NAME: SFD for Patel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact persoh. The applicant's copy of the check list has been sent to: Delfin Poquii EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Delfin Poquiz Telephone #: 909-578-5557 Date contacted: (by: ) Email: dcpoquiz99©gmail.com Mail Telephone Fax In Person REMARKS: By: Abe Doliente Enclosures: EsGil 11/20/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2018- 1587 November 28, 2018 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures will be verified before the plans are approved. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures will be verified before the plans are approved. GENERAL RESIDENTIAL REQUIREMENTS Provide exhaust fam outside of the water closet compartment at the following locations: macter bath, bath 2 and bath 3. Recheck bath 2. STAIRWAYS, AND RAILINGS Guards (Section R312): Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. Shall have a height of 42" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Carlsbad CBR2018- 1587 November 28, 2018 GARAGE AND CARPORTS 18. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1. FOUNDATIONISTRUCTURAL 20. Revise foundation note 6 on sheet A-7 to agree with the soils report. (2 - #4 at top and 244 at bottom) as called out on page 9 of the soils report. Sheet A-7 refers to detail 3/SD-I along grid line II. This detail does not apply. Please clarify. Sheet A-7 refers to details 15/FD-1 and 15/SD-1 along grid line 8. Detail 15/FD-1 does not apply. There is no detail 15/SD-I. Please clarify. Sheet A-8 refers to detail IS/SD-1 along grid linel2. There is no detail 15/SD-I. Please clarify. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Trusses are deferred. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. This goes with item 25. MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No L3 The jurisdiction has contracted with EsGil, 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 Abe Doliente at EsGil. Thank you. EsGil A SAFEbuilrCompany DATE: July 17, 2018 JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-1587 SET: I PROJECT ADDRESS: 1231 Basswood Ave PROJECT NAME: SFD for Patel O APPLICANT o JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Delfin Poquiz LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Delfin Poquiz Telephone #: 909-578-5557 Date contacted:'l t1 (by ) Email: dcpoquiz99gmail.com Mai J(relephone Fax In Person LI REMARKS: By: Abe Doliente Enclosures: EsGil 7/6/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2018-1587 July 17, 2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2018-1587 JURISDICTION: Carlsbad PROJECT ADDRESS: 1231 Basswood Ave FLOOR AREA: SF!) - 6072 SF Garage - 1323 SF Patio —599 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 17, 2018 STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/6/18 PLAN REVIEWER: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. 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 2015 International 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 CBR2018-1587 July 17, 2018 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO, corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS Indicate on the Title Sheet of the plans the name of the legal owner. Section R106.1 .1. The building permit application shows a different owner from the one shown on the plans. Please clarify. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures will be verified before the plans are approved. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures will be verified before the plans are approved. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2016 California Residential Code, which adopts the 2015 IRC, 2015 UMC, 2015 UPC and the 2014 NEC. Section R106.1. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Carlsbad CBR2018-1587 July. 17, 2018 FIRE PROTECTION 6. An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings. Please clearly note this on the plans. Section R313.2. GENERAL RESIDENTIAL REQUIREMENTS 7. Bathrooms and powder rooms must be mechanically ventilated (an openable window won't suffice). Section R303.3.1. 8. Provide exhaust fam outside of the water closet compartment at the following locations: master bath, bath2 and bath 3. STAIRWAYS, AND RAILINGS 9. Guards (Section R312): Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. Shall have a height of 4" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Shall be detailed to show capability to resist a concentrated load of 200 pounds in. any direction along the top rail. Table R301.5. 10. Provide stairway and landing details. Section R311.7. Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6'-8". Minimum width is 36". The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 11. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.5.1. 12. A nosing (between 3/4" and 11,4") shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311.7.5.3. Carlsbad C8R2018-1587 July 17, 2018 13. Handrails (Section R311.7.8): Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1-% inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-V2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. ROOFS/DECKS/BALCONIES 14. Show the required ventilation for attics. The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. 15. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 16. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1h" maximum openings. Section R806.1. 17. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. GARAGE AND CARPORTS 18. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. FOUNDATION/STRUCTURAL 19. Revise the notes on the foundation plans to show the floor slabs-on-grade and concrete pavement to be at least 4 inches of concrete reinforced with #4 rebar spaced at. 16 inches on center each way entirely supported on a 12-inch layer of certified compacted fill. Slab on-grade and concrete pavements on native soil/certified compacted fill transition areas are not allowed. Carlsbad CBR2018-1587 July 17, 2018 Revise foundation note 6 on sheet A-7 to agree with the soils report. (2 - #4 at top and 24 4 at bottom as called out on page 9 of the soils report. Delete note 15 under foundation notes on sheet A-7 of the plans. Show hold downs (HDU5) along grid 5 as called out on page 33 of the structural calculations. Sheets A-7, A-8 and A-9 refer to many details that do not apply or are not shown. Examples: On the garage foundation plan, references to details 3/SD-I, 7/SD-1, 9/SD-I, 10/SD-I, 11/SD-I, etc. Please review the plans before resubmitting. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. ELECTRICAL Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). PLUMBING An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas' pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408,409, 410. Carlsbad CHR2018-1587 July 17, 2018 RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. 31. Revise sheet A-i 0 to comply with the current California Green Building Standards Code. ENERGY CONSERVATION 32. Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." 33. Electric Vehicle Charging: Note on the plans that electrical vehicle supply equipment (EVSE) rough-in only is required in one and two family dwellings and townhornes with attached garages. The EVSE rough-in consists of a minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle box will be provided. The main service panel must be sized to accommodate a future 208/240 Volt 40 ampere dedicated branch circuit. California Green Code 4.106.4. 34. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3'. 35. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 Carlsbad CBR2018-1587 July 17, 2018 36. All domestic hot water piping to have the following minimum insulation installed: W pipe (1/2" insulation); 3/4' pipe (1" insulation); 1" to 1-1/2" pipe (144" insulation). CPC 609.11 & ES 150.00) a) Additionally, the 1/2" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.0(j) MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. * Have changes been made to the plans not resulting from this correction list? Please indicate: YesLJ No El The jurisdiction has contracted with EsGil, 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 Abe Doliente at EsGil. Thank you. Carlsbad CBR2018-1587 July 17, 2018 fDO.NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-1587 PREPARED BY: Abe Doliente DATE: July 17, 2018 BUILDING ADDRESS: 1231 Basswood Ave BUILDING OCCUPANCY: R3/U [BUILDING 1PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFD 6072 141.76 860,767 Garage 1323 36.38 48,131 Patio 599 12.33 7,386 Air Conditioning 6072 5.39 32,728 Fire Sprinklers TOTAL VALUE 949,011 Jurisdiction Code 1cb 113y Ordinance 1997 UBC Building Permit Fee - 1997 UBC Plan Check Fee - vj Type of Review: 01 Corn plete Review o Structural Only I 0 Other 0 Repetitive Fee I Hourly EsGil Fee * Repeats 0 I I e $~,466.2~D Comments: Sheet 1 of 1 - 1 0" U ( Cb- ?LAA5 r7 TrT 7.. RECEIVED DEC 03 2018 :ry OF CARLSBAD i. ,-:.-.DING DIVISION BCP ENGINEERING 34670 CREEKW000 COURT. VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 AL -TLs T 414-d 4 rcCr çfr •:-c- \ gJ r& r c AL ?J1s •E d talk .11k (s7 BCP ENGINEERING 34670 CREEKW000 COURT. VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 6972005 ( W't - Lta 1 76 7;.f # ; /1(7 os[. G-5--) -çL q?c' PFLff/ J-6 t'. /7o Mcoc V\:74 q C , (1 qoO(ir) r( r1 Tjl IL Ar UZ jj/ y9S 1 2 2 BCP ENGINEERING TWO-STORY RESIDENCE FOR: SHANUPPATEL 1231 BASSWOOD AVE. CARLSBAD, CA 92008 ARCH: DCP DESIGN DATE: 3/27/2018 JOB NO. 18-2169 C. NO. C065593 EXP. 9-30-19 1pi'-N~714 0 m 0 C i~6- -- 34670 CREEKWOOD COURT. VUCAIPA, CA 92399 TEL. (909)215-5071 FAX. (909)697-2005 BCP ENGINEERING 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX (909)697-2005 PROJECT: RESIDENCE OF SHANUP PATEL \DINGS (TWO-STORY HOUSE): ROOFING: Roofing material = 10.0 PSF Sheathing = 1.5 PSF Framing for roof = 2.5 PSF Insulation = 0.5 PSF Framing for crg = 0.5 PSF Finish, 1/2" dw = 2.5 PSF Mech,Elect.Misc = 1.0 PSF Allowance = • 0.5 PSF Adjust for slope = 1.0 PSF DL = 20.0 PSF LL = 16.0 PSF TL = 36.0 PSF DESIGN CRITERIA: 2016 CBC & ASCE/SEI 7-17 Conc. Fc' = 2500 PSI (No Special Inspection) Steel Grade = Grade 40 Allow. Soil pressure=1500 PSF 3-SEC GUST - - -100 MPH Exposure "C" EXTERIOR WALL: FLOOR LOAD: Stucco = 10.0 PSF Finish = 2.5 PSF Plywood = 1.1 PSF Sheathing 23/32" pw = 2.25 PSF Gyp = 2.2 PSF Framing = 3.2 PSF Framing = 1.3 PSF Insulation = 0.5 PSF Insulation = 1.4 PSF Finish, 1/2" dw = 2.5 !F Misc = 0.0 PSF Mech,EIecMisc = 0.5 PSF - ----------------- Allowance = 0.55 PSF TL = 16.0 PSF --•-------------- DL = 12.0 PSF LL = 40.0 PSF INTERIOR WALL: TL = 52.0 PSF 2 sides gyp = . 4.4 PSF Framing = 1.2 PSF Insulation = 1.4 PSF . Plywood 3/8" = 1.1 PSF • Misc = 1.9 PSF TL 10.0 ---------------------- PSF . BCP ENGINEERING 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909)697-2005 PROJECT: RESIDENCE OF SHANUP PATEL LOADINGS (GARAGE: 5 ROOFING: Roofing material = 10.0 PSF Sheathing = 1.5 PSF Framing for roof = 2.5 PSF Insulation = 0.5 PSF Framing forcl'g = 0.5 PSF Finish, 1/2" dw = 2.5 PSF Mech,Elect,Misc = 1.0 PSF Allowance = 0.5 PSF Adjust for slope = 1.0 PSF DL = 20.0 PSF LL = 20.0 PSF I TL = 40.0 PSF EXTERIOR WALL: Stucco = 10.0 PSF Plywood = 1.1 PSF Gyp•• = 2.2 PSF Framing = 1.3 PSF Insulation = 1.4 PSF Misc = 0.0 PSF TL = 16.0 PSF INTERIOR WALL:— . 2 sides gyp = 4.4 PSF Framing = 1.2 PSF Insulation = 1.4 PSF Plywood 3/8" = 1.1 PSF Misc - = 1.9 PSF TL 10.0 PSF DESIGN CRITERIA: 2016 CBC & ASCEISEI 7-17 Conc. Fc' = 2500 PSI (No Special Inspection) Steel Grade = Grade 40 Allow. Soil pressure=1500 PSF 3-SEC GUST = 100 MPH Exposure "C" BCP ENGINEERING 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX (909)697-2005 IBEAM CALCULATIONS: BEAM # I FL BM @ GRID 3 L= 12' DL= 6612 LL= 6.6*40 BEAM # 2 FL BM BETWEEN DINING & KITCHEN 1= 12' DL= 6 6*12 LL= 6.6*40 BEAM # 3 FL BM @ FAMILY ROOM L= 21' DL= 13*12 LL= 13*40 = 79.2 PLF 264 PLF USE 3.5X 11.875 P=LAM = 79.2 PLF = 264 PLF USE 3.5X 11.875 P=LAM = 156 PLF = 520 PLF USE 5.25 X 16 P=LAM BEAM # 4 FL BM BETWEEN PATIO & FAMILY ROOM L= 16 DL= 6.5*12 78 PLF LL= 6.5*40 = 260 PLF PDL= Reaction BM#3 Right = 1840 LB PLL= Reaction BM#3 Right = 5460 LB X= 8.7' USE 5.25 X 16 P=LAM # 5 HEADER BETWEEN FAMILY ROOM & PATIO L= 9.7 DL= 5*12 = 60 PLF LL= 5*40 = 200 PLF PDL= Reaction BM#9 Right = 3070 LB PLL= Reaction BM#9 Right = 5980 LB X= it USE 5.25 X 11.875 P=LAM 3,, BCP ENGINEERING 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX (909)697-2005 IBEAM CALCULATIONS: BEAM # 6 DROP BM BETWEEN FOYER & FAMILY ROOM L= 14' PDL= Reaction BM #3 Left 1840 LB P11= Reaction BM #3 Left = 5460 LB X= 7' USE 5.25X 11.875 P=LAM BEAM # 7 FL BM BETWEEN DINING & PATIO L= 13' DL= 910 = 90 PLF USE 3.5 X 11.875 P=LAM BEAM # 8 TJI FLOOR JOIST ONE PLY L= 26' 01= 12 11= 40 BEAM # 9 FL BM © FAMILY ROOM 1= 23' DL= 13*12+9*10 LL= 13*40 = I2PSF = 4OPSF USE (1) PLY 11 7/8 TJI 230 @ 16" O.C. SEE CALCS ON PAGE L+ 0 = 246 PLF = 520 PLF USE 5.25X18P=LAM BEAM# 10 HDR@GARAGE L= 16' DL= 12.520 LL= 12.5*20 = 250 PLF. = 250 PLF USE 3.5 X 11.875 P=LAM BCP ENGINEERING 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909)215.5071 FAX (909)697-2005 BEAM CALCULATIONS: BEAM# ii HDR@GARAGE L= 8' DL= 4*20 80 LB LL= 4*20 = 80 LB USE 4X10 DFL#2 hUe BIOdC Line 1 Project Title: You can change this area Engineer: Project ID: ueinglheSethflgSrnnuitsffl and then using the 'Printing & Title Block* selection. MODE REFERENCES .".- Calculations per NDS2015, IBC 2015, CBC 2016, ASCE 7.16 Load Combination Set :IlBC 2015 Material Properties Analysis Method: Allowable stress uesugn Fb - Tension '2OOW : MädO1öTE151i Load CombinaUor IBC 2015 Fb- Compr 2900 psi Ebend- xx 2200 ksi Fc - Pril 2900 psi Eminbend - xx 1118.19ksi Wood Species : Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSI 2.2E Fv 290 psi Ft 2025 psi Density 32.21 pcI Beam Bracing : Beam is Fully Braced against lateral-torsion buckling AppliedLoads service loads entered. l.ãFactors will be applied tor caiculatiøns. -. ... _.. . - . _• - Beam sell W519ht0a1cu1a15d and added to loads tlniformLoad: 0 = 0.07920, 1= 0.2640, Tributary Width = 1.0 ft .PM&!RY.....- ....................................... Maximum Bending Stress Ratio = 0.3191 Maximum Shear Stress Ratio 0.221 : 1 Section used for this span 3,5x11.875 Section used for this span 3.501875 lb : Actual 92560ps1---- ----fv -ActuaI------ 64.07 pS1 - FBAIiowabIi 290000pst FvA11owabIe 290.00 psi Load Combination 40+1.41 Load Combination +0+141 Location of maximum on span = 6.00011 Location of maximum on span 0.00011 Span Maximum Deflection _________ Max 0ownw&d L.Lr*S peflectiolr .--.. ....--.--.-...----- Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max uownwara_total uefiecruon or154irRhio935 MaxlfliurnForces&$tresses for Load combinations Load combination Max Stress Ratios Moment Values Shear Values Segment LengthSpan SI MV CdC FNCiCrCmC _CLMlbPbVlvFv .0.11 0.00 0.000.00 0.00 Lengtfl =12:011 rToW'0062090T0T00t00T00T00. .... 1T00 iU23Z38 2610.00-6.4-51CO --t000---toa--tUol:00-1.00--1.00 0.00............O:000D0 -00 Length _Mull _1_0.319 0221_1.00 000i0l0Wt0O T tr iT6o 2900.00 1.78 64.07 290.00 0+1r4t 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - __:25. .Oo1Oo.........00 ...........00..........1:9............2238 36200..........:0:4r16o ........ 1.000 1.00 1.00 1.00 1.00 1.00 on 0.00 0.00 0.00 Length z 12.011 1 0.070 0.048 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 3335.00 0.45 16.09 333.50 .040.750Lr40.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 it 1 0.208 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3625.00 1.44 52.08 362.50 .0.0.750140.750S'*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the Settings' menu item and then using the Pnting & Title Block selection. Project Title: Engineer: Project Descr: Project iD: 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Fb V iv Pv Length :12Oft 1 0.226 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3335.00 1.44 52.08 333.50 .D+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :12.Oft 1 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 +040.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 12.0 ft I 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 4O40.150Lr40.750L40.450WH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :12.oft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 4090.750L40.750S40.450W4fI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :120ft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 4O.0.T5OL40.750S40.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0ft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 40.600+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :12.oft 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 e0.60040.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 12.0 ft 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 Overall MaxImum Deflections Load Combination Span Max. - Deft Location in Span Load Combination Max. + Deft Location in Span +O.L.H 1 0.1540 6.044 0.0000 0.000 VorticaiReac ions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 OverallMAximum 2.115 2.115 Overall MiNimum 0.319 0.319 40.H 0.531 0.531 404L4H 2.115 2.115 O4 r+H 0.531 0.531 40.S4I 0.531 0.531 0040.750Lr40.750L41 1.719 1.719 4040.750L40.750S44 1.719 1.719 +040.60W.H 0.531 0.531 .O.0.70E.H 0.531 0.531 4040.750Lr40.750L40.450W4H 1.719 1.719 +D40;750L40.750S.*O.450W+H 1.719 1.719 .D,0.750L40.750S40.525E41 1.719 1.719 40.60040.60W90.60H 0.319 0.319 .0.60D40.70E40.60H 0.319 0.319 D Only 0.531 0.531 Lr Only LOnly 1.584 1.584 S Only W Only E Only H Only Title block 1.100 1 --You can change this iv unglhe Sethngnuiem =--- - and then using the 'Panting & Title Block selection. 'roiect I me: -Engineer cooEREFERENcgS Calculations per NDSI20I5, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set :}IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticily LoadCotTinabon: IBC 2015 Fb - Compr 2900 psi Ebend-xx 2200ksi Fc - Prll 2900 psi Eminbend - xx 1118.19ksi Wood Species : Truss Joist Pc - Perp Fv 750 psi 290 psi Wood Grade : Parallam PSL 22E Ft 2025 psi Density 32.21 pd Beam Bracing : Beam Is Fully Braced agalnstt8taTa1trsTolrbT1Ck11flg ppied Lc ads Service loads entered. Load Factors will be applied for calculations. ---- - odiui -:liWulu caICUl3W and .JUI1U%Utoads unaormLoad: u=u.u1w1A, L:02b40TTiibtjtarYWidtWTO1V DESIGN SUMMARY Maximum Bending Stress Ratio 0.312 1 Maximum Shear Stress Ratio = 0.221 :1 Section used Tar this span 3511T5 -SecUonUedi0r1hfsSpn' .....--351t675 tb Actual 925.60psi Iv: Actual = 6407 psi FB : Allowable 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination 404.41 Load Combination +0.141 000011 Location of maximum on span 6.000ft Location of maximum on span Span #WM'e-madmum occurs Maximum Deflection Max Downward L+LrsS Deflection 0.115 in Ratio = 1248 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 -if -Max DownwardrTotatveltectian 0ff-Rtto935".... Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load..CombiflatlOfls Load Combination Max Stress Ratios -Moment Values Shear Values Segment Length Span U M V Cd C FIV C i Cr Cm C I C1 M lb Fb V lv PV 4041 0.00 0.00 0.00 0.00 Length = 1.11 It 1 O089U62 0.ti01000 i.0ff.... 404L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.319 0.221 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.34 925.60 2900.00 1.78 64.07 290.00 +0Lr4f 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.064 0.044 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 3825.00 0.45 16.09 362.50 -4OO-0OG--O00- Length : 12.0 ft 1 0.070 0.048 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 3335.00 0.45 16.09 333.50 4D40.750Lr90.7501.41,1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.208 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3625.00 1.44 52.08 362.50 4040.750L40.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change-this area Engineer: Project ID: using the 'Settings' menu item Project Descr: 16 and then using the 'Printing & Title Block' selection. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V fv Fv Length: 12.0 It 1 0.226 0.156 1.151.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3335.00 1.44 52.08 333.50 .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: 12.0 ft 1 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 4040.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length; 12.04 1 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 .040.750Lr40.750L40.450W.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 120ft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 00J5OL.0.75OS40.450W4$ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 12.0 It 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 .0.0.750L0.750S40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 12.0 It 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 40.600.0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 .0.600.0.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 Overall Maximum Deflections Load Combination Span Max. - Deft Location in Span Load Combination Max. 'i' Dell Location in Span .0.141 1 0.1540 6.044 0.0000 0.000 VefflcaLRoictIOns . . .. ' .' Support notation : Far left is #1 Values in KIPS Load Combination - Support 1 Support 2 overallMAXu -MU m 2.115 2.115 Overall MiNimum 0.319 0.319 .0*1 0.531 0.531 .0.1*1 2.115 2.115 +D.1r4 0.531 0.531 .O+S41 0.531 0.531 +00.750Lr40.750L.H 1.719 1.719 .0.0.750L40.750S41 1.719 1.719 4040.60W.H 0.531 0.531 .0.0.70E.H 0.531 0.531 .0e0.750Lr40.750L90.450W.H 1.719 1.719 4040.750140.750540.450W4H 1.719 1.719 .0.0.750L40.750840.525E#I 1.719 1,719 4060D90.60W40.60H 0.319 0.319 .0.60D.0.70E.0.60H 0.319 0.319 D Only 0.531 0.531 LrOnly L Only 1.584 1.584 S Only W Only EOnly H Only Tile Block Line I rrqeci I me: You can change this area Engineer: Project ID: usIng the 6etUngs menu item and then using the Pdnting & Title Block selection. Description: 8M CODE REFERENCES Calculations per NDSI20I5, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set :lBc 2015 Material Properties Analysis Method: Allowable Stress Design Fb. Tension 2,900.0 psi Load Co tinaiion r0c2615 Fb - Cornpr 2900.0 psi Fc•Pr1l 2.900.0 psi Wood Species : Truss Joist Fc- Perp Fv 750.0 psi 290.0 psi Wood Grade : Parallam PSL 2.2E Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Modulus of Elasticity Ebend- xii 2,200.0ks1 Eminbend-xx 1,118.l9ksi Density 32.210pcf - -- Applied Loads Will be appbeWTOrcalCUlatiOflS. - - 8ew(weIehtwltdt;døiIddtu1Oads --........-.---.-- .---------.-.--.. ---- ____-.---.--...-.--------- Uniform Load: 0 = 0.1560, L = 0.520, Tributary Width = t.0 ft pg$IGJL$LLMMMY----------- ... .. --.. Maximum Bending Stress Ratio = 0.70 1 Maximum Shear Stress Ratio 0.393 : I Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 lb:Actual = 2,051 .80ps1 fv:Actual = 114.11 psI_____ A1löW15W = 29000i...............------PvAll0wabte ....- 29000p51 Load Gnbtatlon --toad Combnator -eDiL*H Location of maximum on span 10.50011 Location of maximum on span = 0.000 it Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max 0uwnward L.Lr*0eflUOfl 0.581 In Ra4 _____ - .............--_____ Max Upward L+L.r+S Deflection 0.000 in Ratio = 0 <360 Max Downwsrdlbtal Deflection 0776 in-Ratta-' -- Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces& Stresses for LoadComblflations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd C FN C1 Cr Cm C t CL M fb Pb V fv F'v +D4H 0.00 0.00 0.00 0.00 -. Length 21.0ft I ff98 orn 0:9 t00 100 1.00......00i0ff964 .... 1T6F2816t00 sDL4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.708 0.393 1.00 1.000 1.00 1.00 1.00 1.00 1.00 38,30 2,051.80 2900.00 6.39 114.11 290.00 404Lr4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.142 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.64 516.17 3625.00 1.61 28.71 362.50 j.90fl _100 iojaoi.00___._.____o.00_aoo_.o.00_--0.0O- Length =21.0ft 1 0.155 0.086 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.64 516.17 3335.00 1.61 28.71 333.50 4D40750Lr4O75OL4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.01t 1 0.460 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 3625.00 5.19 92.76 362.50 .040.750L40.750SH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings menu item Project Descr: and then using the "Panting & Title Block" selection. Project ID: Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span 4 MV C C FN C I Cr Cm C t CL M fb F'b V fv F'v Length 21.0ft 1 0.500 0.278 1.15 1.000 1.00 1.00 1.00 1.00 1.00 31.13 - 1,667.89 3335.00 5.19 92.76 333.50 +O.0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.111 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.64 516.11 4640.00 1.61 28.71 464.00 4O40.70EH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 21.0ft 1 0.111 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.64 515.17 4640.00 1.61 28.71 464.00 O.0.750Lr40.750L40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 21.0ft 1 0.359 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 4640.00 5.19 92.76 464.00 .D.0.75011I..0.750840.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 21.0ft 1 0.359 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 4640.00 5.19 92.76 464.00 .O0.750L40.750S'0.5250E'H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.0ft 1 0.359 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 4640.00 5.19 92.76 464.00 40.6040.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :21.Ott 1 0.067 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.78 309.70 4640.00 0.96 17.22 464.00 .0.60040.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.087 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.78 309.70 4640.00 0.96 17.22 464.00 Overalls Maximum Detlectlpns Load Combination Span Max. "-"Deft Location in Span Load Combination Max. 'i-' Deft Location In Span 1 0.7757 10.577 0.0000 0.000 Vertical Reactions , Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.295 7.295 Overall MiNimum 1.101 1.101 1.835 1.835 .DsL4l 7.295 7.295 .O.LrH 1.835 1.835 .0+5*1 1.835 1.835 .0+0.750Lr40.750L*I 5.930 5.930 .0.0.750L40.750S*l 5.930 5.930 .0.0.60W'+l 1.835 1.835 .040.70E.H 1.835 1.835 4040.750Lr40.750L90.450W*l 5.930 5.930 4040.750L40.750S40.450W4H 5.930 5.930 4040.7501.40.750940.525154H 5.930 5.930 +0.60D40.60W40.60H 1.101 1.101 40.60D40.70E40.60H 1.101 1.101 D Only 1.835 1.835 LrOnly L Only 5.460 5.460 S Only WOflly E Only H Only Title BlOck Line 1 Protect Title: You can Itangethis area Engineer: ProJect Descc using the swings menu Item and then using the'Printing & iiue Blocks selection, ProlectiD: t I REFERENCES Calculations per NbS.2015, IBC2015 CBC2016, ASCE 7-16 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design FD - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination: IBC 2015 Fb- Compr 2900.0 psi Ebend- xx 2.200.0ksl Fc- Pl 2,900.0 psi Eminbend xx 1.118,19ksl Wood Species :Truss, Joist Fc - Perp Fv 750.0 psi 290.0 psi WodGiade : Parallam PSL 2.2E Ft 2,025.0 psi Density 32.210pcf Beam Bradng : Beam is Fully Braced against lateral-torsion buckling .fj be applied for calculations. BeamselIweight calculated'and added to loads UnifOrm Load; 0= 0:0780, L = 0:260, TrIbutary Width = 1.0 It Point Load; Dt.840. L=5.460kØ8.470ft Q9$j_qN 41 AN 1Maxinium• Bending. Stress Ratio 0.748 1 Maximum Shear Stress Ratio = 0.385: 1 Section used -for this span 5.25x16;0 Section used for this span 5.25x16O lb : Actual = 2,167.92 psi fv : Actual = 111.79 psi FS: Allowable 2,900.00p5i Fv: Allowable = 290.00 psi Load Combination +L#4 Load Combination *04.41 Locatlon ci maximum on span 846711 Location of maximum on span 14.715.ft Span *twhere maximum ours = Span #1 Span # where maximum occurs Span #1 Maximum Deflection MaxOard L+Lri'S Deflection 0.302 in Ratio = 635 Max Upward L'Lr'PS Deflection 0.000 in Ratio = 0 <360 M3XOOWflWOI'd Total Deflection 0.407 in Ratio = 471 Max:iipwardTOtalDeflectlOfl 0.000 in Ratio = 0 <180 Maximum Forces &.Stresses for-Load Combinations_________________________________________________________ LoadGombinallon Max Stress Ratios. Moment Values Shear Values Segment Length Span 4 M V C0 C FIV C i Cr Cm C I CL M lb Pb V i F'v +041 0.00 0.00 0.00 0.00 Length=f6.011 1 0.214 0.111 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 2610.00 1;62 29.00 261.00 404.414 1.000 1.00 1.00 1.00 1.00 tOO 0.00 0.00 000 0.00 Leng1h16.0ft 1 0748 0:385 1.00 1.000 1.00 LOU 1.00 1.00 1.00 40.47 2,167.92 2900.00 626 111,79 290.00 4O.Lr4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len9th=160ft 1 0.154 0.080 1:.25 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 3625.00 1.62 29.00 36250 40'89H 1.000 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Length =16.0f1 1 0.161 0.081 1.15 1.000 1.00 1,00 1.00 1.00 1.00 10.42 558.15 3335.00 1.62 29.00 333.50 4040.T5OLr4G150L9H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0ft 1 0.487 0,251 1.25 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765,47 3825.00 5.10 91.09 362.50 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the Printing & Title Block' selection. Title Block Line 6 PfiI'tt OJAN 2013. 1145AM ii D - .. oo .eam A Description: BM #4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V fv F'v 4040.7501.+0.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.529 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765.47 3335.00 5.10 91.09 333.50 4040.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0ft 1 0.120 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 4640.00 1.62 29.00 464.00 4040.70EsH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 16.0ft 1 0.120 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 4640.00 1.62 29.00 464.00 +040.750Lr40.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :16.oft 1 0.380 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765.47 4640.00 5.10 91.09 464.00 sOi0.750L.0,750S40.450W.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.380 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765.47 4640.00 5.10 91.09 464.00 4O0,750L40.750S40.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 It 1 0.380 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765.47 4640.00 5.10 91.09 464.00 +0.60D40,60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.072 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 334.89 4640.00 0.97 17.40 464.00 40.60D.0.70E40.60H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0ft 1 0.072 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 334.89 4640.00 0.97 17.40 464.00 OveraW:Maximum Deflections Load COmbination Span Max.'' Dell Location in Span Load Combination Max. 'i' Dell Location in Span *O+1.H I 0.4074 8.117 0.0000 0.000 Veil icat Reactions Support notation: Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 6.290 Overall MiNimum 0.984 1.049 1.640 1.748 .04.H 6.290 6.719 1.640 1.748 *O+S.H 1.640 1.748 4040.750Lr40.750L4H 5.127 5.476 .D.0.7501.40.75041 5.127 5.476 sO40.60W4$ 1.640 1.748 +040.70E4H 1.640 1.748 .O.0.750Lr40.750L0.450W4H 5.127 5.476 4040.750140.750S40.450WH 5.127 5.476 .040.750L40.750S40.525E41 5.127 5.476 40.60D40.60W40.60H 0.984 1.049 40.60D40.70E40.60H 0.984 1.049 0 Only 1.640 1.748 LrOnly L Only 4.650 4.970 S Only W Only E Only H Only TIfle Block Line 1 . Project Title: You'cancttange,this area Engineer: Prolect ID: using-the 'Settings' menu Item Project Descr: and then using the Printing & Title. Block selection. CODE REFERENCES Calculations per NDS 20150 IBC 2015. CBC 2018. ASCE 7-16 Load Combination Set' :'IBC 2015 Material Properties Analysis M€thod: Allowable Stress Design Fb - Tension 2,900.0p3! E: Modulus of Elasticity Load.Conthinalion : IBC'2015 Fb - Compr 2,900.0 psi Ebend-xx 2.200.Oksi Fc-Pi1l 2.900.0 psi WoodSpacies : Truss Joist Fc- Perp 150.0 psi Wood Grade : ParaHam PSL 2.2E. Fv 290.0 psi Ft 2.025.0 psi Beam Braclflg : Beam Is Fully Braced against lateral-torsion buckling Density 32.210pcf AppHed.Loads Service toads entered. Load Factors will be. applied for calculations. Bean selt'weightcatculated.and added to-loads Uniform Load; D=0.060, L 020 Tributary Width 1,0 Ii Point Ld: 0=3.070, L=5.980 k t'V 1.0 ft DES1GN:SUMMARY ;Maximum Bending' Stress RatIo 0.3131 Maximum Shear Stress Ratio 0.762 : I Section used for:this span 5.25x1 1.875 Section used for this span 5.25xi:1875 lb Actual = 907.93pa1 tv Actual = 220,913-psi FS': Allowable = 2.900 00 psi Fv : Allowable = 20.00,e8i toadjcorflblnauon Location of maximum on span Span #Where maximum Occurs i Maximum Deflection MaxDOwnward L+Lr+S Deflection Max vpwani L'trSDeft5ctlon I Max.Downward Total Deflection I Max'Urd:Total. Deflection +O+L4H 1.451 ft Span it 1 0,063 In Ratio = 0.000 in Ratio = 0.092 in Ratio = 0.000 in Ratio Load-Combination Location of maximum on span Span# where maximum occurs 1851 0 <360 1270 0<180 0.000ft = Span#1 Maximum Forces &.8! for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Spanit M V C C FN C1 Cr Cm C t CL M lb Pb V Fi PV 40441 0.00 0.00 0:00 0.00 Length :9.70f1 1 0.115 0.280 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 2610.00 3.04 7318 261.00 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9:70:tt 1 0.313 0:762 110 1.000 '1.00 1.00 1.00 1.00 1.00 9.34 907.93 2000.00 aia 220.96 290.00 .04lj4Ii 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 0.00 Length =9.70ft 1 0.082 0.202 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 3625.00 3.04 73.18 362.50 4045441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0.00 Length a 9.70 ft 1 0.090 0.219 1.15 1.000 1.00 1,00 1.00 1.00 1.00 3.07 298.99 3335.00 3.04 73.18 333.50 4040J50Lr4750L44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0:00 Lefl9lh=970ft 1 0208 0.508 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7,.77 755.25 3625.00 1.65 184.02 32.50 Eminbend - xx 1.1 18.19ksi Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Pnting & Title Block' selection. Load Combination Max Stress Ratios Moment Values -Shear Values Segment Length Span # M -V C C FN C Cr Cm C CL M lb -Pb V fv F'v +040.750140.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.101t 1 0.226 0.552 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 3335.00 7.65 184.02 333.50 +040.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.70ft 1 0.064 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 4640.00 3.04 73.18 464.00 .0.0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.70ft 1 0.064 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 4640.00 3.04 73.18 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :9.loft 1 0.163 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 4640.00 7.65 184.02 464.00 +O40.750L40.750S40.450WsH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.70ft 1 0.163 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 4640.00 7.65 184.02 464.00 4040.750L40.750S90.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.701t 1 0.163 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 4640.00 7.65 184.02 464.00 +0.60D+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.70ft 1 0.039 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 179.39 4640.00 1.82 43.91 464.00 +0.6013..0.70E+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.70,ft 1 0.039 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 179.39 4640.00 1.82 43.91 464.00 OveralIMaxImiifliiDefIections Load Combination Span Max. - Dell Location in Span Load Combination Max. + Deft Location in Span +0.141 1 0.0916 4.425 0.0000 0.000 VeItk&Reactions .. . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.446 Overall MINimum 1.867 0.405 3.112 0.675 40+141 9.446 2.262 .D#1r41 3.112 0.675 +D+S4I 3.112 0.675 *00.750Lr0.750L+H 7.862 1.865 .0.0.7501+0.750541 7.862 1.865 +0.0.60W41 3.112 0.675 .00.70E4I 3.112 0.675 4040.750Lr40.7501..0.4504H 7.862 1.865 .0.0.7501.0.750S40.450W.H 7.862 1.865 .iO.0.750L40.750S.0.525E4H 7.862 1.865 .0.60D.0.60W.0,60H 1.867 0.405 40.60D.0.70E+0.60H 1.867 0.405 DOny 3.112 0.675 Lr Only I Only 6.334 1.586 S Only W Only E Only H Only Title Block UriC 1 Project Title: You can clange this area Engineer: Project ID:t I using the 'SeffinIgir menu Item Project Descr: and then•uslngthe'Pilntlng & Title OloW selection. Description: BM16 CODEREFERENCES Calculations per NDS'201166 IBC 2015,. CBC 2016, 'ASCE 7-16 Load Combination Set: 1.9c.20% Material: Properties Analysis Method.: Allowable Stress Design Fr, - Tension 2,900.0 psi E: Modulus of Elasticity LoadCcmbinadon 1100, 2015 Fb - Compr 2,900 .0 psI Ebend-xx 2,200.0tcsi Fc - Pill 2,900.0 psi Eminbend - xx 1,118.19ksi WoodScies : Truss Joist Fc - Perp 750.0 psi WoodGrade : Paraliam PSL 2.2E Fv 290.0 psi Ft 2025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Applied Loads - Service loads entered. Load Factors will be applied for calculations. Boom self weight calculated and added to toads Point Load: 0= 1.840 L=5.460k(S 7.01t N 7_00 Maximum Bending Stress Ratio = ............... .. 0.868 1 Maximum Shear Stress Ratio 0.310: 1 Section used for this span 525x11.875 Section used for this span 5.25x11.875 lb : Actual 2,518.08ps1 hi : Actual 89.84 psi .FB : Allowable = 2,900.00psi Fv: Allowable 290,00 psi LoadCornblnatton sO+L#I Load Combination 4D4t4H Loation-of maximum onspan 7.00011 Location of maximum on span 13.02911 Span #whete maximum occurs = Span 111 Span U where maximum occurs Span #1 Maximum Deflection Max Downward L+Lr+S Deflection 0.336 in Ratio = 499 Max. Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.457 in Ratio = 367 Max Upward TotalDeflectIn 0.000 in Ratio = 0.4180 Maximum Forces& Stresses for-Load: Combinations MaxStress Ratios Moment Values Shear Values Seginent Length. Span# M V Cd C FN C, Cr Cm C t C1 M fb F'b V lv ry 0.00 0.00 0.00 0.00 Length= 14.011 1 0.253 0.093 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.78 659.54 2610.00 1.00 24.16 261.00 404t.4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00. 0.00 000 0.00 Length = 14.011 1 0.868 0.310 1.00 1.000 1.00 1.00 1.00 1.00 1.00 25.89 2,518.05 2900.00' 3.73 8944 290.00 4041 r4H 1.000 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length'=14011 1 0182 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.78 659,54 362.5.00 1.00 24.16 362.50 40+64H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.011 1 0.198 0:072 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.78 659.54 3335.00 1.00 24.16 333.50 .047501140.75014H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0'ft 1 0.556 0.203 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.11 2,053.43 3625.00 3.05 73.42 362.50 .D0.750L40.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Moment Values Shear Values M lb Pb V lv Fv 21.11 2,053.43 3335.00 3.05 73.42 333.50 0.00 0.00 0.00 0.00 6.78 659.54 4640.00 1.00 24.16 464.00 0.00 0.00 0.00 0.00 5.78 . 659.54 4640.00 1.00 24.16 464.00 0.00 0.00 0.00 0.00 21.11 2,053.43 4640.00 3.05 73.42 464.00 0.00 0.00 0.00 0.00 21.11 2,053.43 4640.00 3.05 73.42 464.00 0.00 0.00 0.00 0.00 21.11 2,053.43 4640.00 3.05 73.42 464.00 0.00 0.00 0.00 0.00 4.07 395.72 4640.00 0.60 14.49 464.00 0.00 0.00 0.00 0.00 4.07 395.72 4640.00 0.60 14.49 464.00 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the"Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: Dnflt5 6JA1J2018. 1213PM I . . .. FNRA[C INC 1g83O1dRuik1614gIA IMr61Sdfl Description : BM #6 Load Combination Max Stress Ratios Segment Length Span # M V C C FN C i Cr Cm C t C1 Length = 14.0 it 1 0.616 0.220 1.15 1.000 1.00 1.00 1.00 1.00 1.00 e040.60W#$ 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 it 1 0.142 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +040.70E41 1.000 1.00 1.00 1.00 1.00 1.00 Length 14.0ft 1 0.142 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D40J50Lr40.750L40.450W441 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.oft 1 0.443 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +040.750L40.750S90.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.0ft 1 0.443 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40.0.750L90.750840.5250Ei+l 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.oft 1 0.443 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 460D90.60W40601-1 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 1 0.085 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 1 0.085 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. Deft Location in Span Load Combination Max. "+ Deft Location in Span 40+141 1 0.4574 7.051 0.0000 0.000 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MiNimum 0.611 0.611 +041 1.018 1.018 904141 3.748 3.748 +0slr#1 1.018 1.018 +O+S+H. 1.018 1.018 +040.750Lr+0.750141 3.065 3.065 +D+0.7501*0.750S41 3.065 3.065 0'0.60W41 1.018 1.018 t040.70E41 1.018 1.018 4040.750Lr40.7501.40.450W4H 3.065 3.065 +O+0.7501+0.750840.450W41 3.055 3.065 4040.750L40.750S40.525E41 3.065 3.065 90.60D40.60W90.60H 0.611 0.611 40.60D40.70E40.60H 0.611 0.611 DOnly 1.018 1.018 LrOnly L Only 2.730 2.730 S Only W Only E Only H Only Title Block LIne 1 Project Title: You can change this area Engineer: Project ID: using the Settings' menu item Project Deso: and :hen using the 'Printing & Title Block' selection. CODE REFERENCES Calculations per NDS 2015. JBC 2015. £BC2016. ASE 1-16 Load Combin3tion Set: IBC 20.15 Material: Properties Analysis Method Allowable Stress Design Fb Tension 2900 psi E Modulus of Elasticity Load Combination : IBC 2015 Fb - Compr 2900 psi Ebend. xx 2200 ksi Fc; - Pril 2900 psi Eminbend - xx 111819ksj Wood Species : Truss Joist Fc - Peip 750 psi Wood Grade : Paratlam PSL 2.2E Fv 290 psi Ft BeamBracing : Beam Is Fully Braced against lateral-torsion buckling 2025 psi Density 32.21 pcI AppliedLods ______ Beam self weight calculated and added to loads Uniform Load: D = 0.090, Tributary Width =1 0 ft Maximum Bending Stress Ratio = Section used for this span lb Actual FB : Allowable Load Combination Location of maximum on span = Span #where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward LsLr4S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.1171 Maximum Shear Stress Ratio 0.076 : 1 3.5xl1.875 Section used for this span 3.5xll.575 306.01 psi Iv : Actual 19.89 pal 2,610,00psi Fv : Allowable = 261.00 psi Load Combination 6.500ft Location of maximum on span 12.051 ft Span ft 1 Span ft where maximum occurs = Span #1 0.000 in Ratio= 0<360 0.000 in Ratio= 0 <360 0.060 in Ratio= 2611 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations LoadComblnalion Max Stress-Ratios Values Shear Values Segment Length Span # M .V Cd C FN C Cr Cm C t CL M lb Fb V lv Fv 0.00 0.00 0.00 0.00 Length =13.Oft 1 0.117 0.076 0,90 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 2610.00 0.55 19.89 281.00 4041.4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0.00 Length =13.Oft 1 0.106 0.069 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 2900.00 0.55 19.89 290.00 1.000 too too 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 13.04 1 0.084 0.055 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.10 30501 3625.00 0.55 19.89 362.50 10+S411 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.oft 1 0.092 0.060 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 3335.00 0.55 19.89 333.50 D40.750Lr40.750LsH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length --- 130ft 1 0.084 0.055 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 3625.00 0.55 19.89 362.50 '00.750L.0.750S+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 ON 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: qX0 and then using the 'Printing & Title Block' selection. Title Block Line 6 -wribc 6J4N2018.I'56N.1 'A'Ood Bea' He cisers vne1iDOCUME-IIENERCA'2t1L218-1 ECS ENERCALC INC 1983.2014 81ii1d614918 Ver6l&430 Description: BM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length son #MVCd C FN C i Cr Cm C I CL M lb F'b V lv F'v Length = 13.0 It 1 0.092 0.060 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 3335.00 0.55 19.89 333.50 4040.60W'dl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.oft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 308.01 4640.00 0.55 19.89 464.00 .Os0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0ft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 4040.750Lr40.7501.40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 13.0ft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 00.750L0.750S0.450W'*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 13.0ft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 4040.750L90.750S40.5250EsH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 13.0ft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 305.01 4640.00 0.55 19.59 464.00 ..0.6OD40.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :13.0 It 1 0.040 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 183.60 4640.00 0.33 11.94 464.00 +0.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.040 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 183.60 4640.00 0.33 11.94 464.00 Overall Maximum-Deflections Load Combination Span Max. . Den Location in Span Load Combination Max. +' Deft Location in Span DOniy 1 0.0597 6.547 - 0.0000 0.000 VertlàalRectlons . :. Support notation: Far left is #1 -- Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 45 Overall MiNimum 0.387 0.387 0.645 0.645 0.645 0.645 D+Lr'eH 0.645 0.645 40+S4H 0.645 0,645 *040.750Lr40.750L4H 0.645 0,645 40.0.750L40.7505*H 0.645 0.645 .0+0.60W.H 0.645 0.645 .D'0.70E#$ 0.645 0.645 4040.750Lr40.750L40.450W4t 0.645 0.645 *040.750140.750S40.450W'H 0.645 0.645 9OsO.7501.40.750540.525E1H 0.645 0.645 .0.60D.0.60W0.60H 0.387 0.387 .0.60040.70E40.60H 0.387 0.387 D Only 0.645 0.645 LrOnly L Only S Only W Only E Only H Only Title Block Une 1 You rX thange1hiwarea--- using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: -• Enineer .....- Project 0escr: .PmiecU.\. Description: BM #9 CODE REFERENCES Calculations per NDSj2015, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set: IIBC 2015 -MaterIaLPtop!ies._. Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination: IBC 2015 Fb - Compr 2900 psi Ebend- xx 2200ks1 Fc - Prii 2900 psi Eminbend - xx 1118.19ksi Wood Species : Truss Joist Fc- Perp 750 psi Wood Grade : Paraltam PSL 2.2E Fv 290 psi Fl 2025 psi Density 32.21 pcI - -Ong Beam BrBeam is Fully Braced againstialeral siorrbuckling- -------- ---• - Appied Loads Bum self weghrcatcoatedantaddedloioads--- Uniform LoaD02460520T1ttbuadlfrt0ir P$!GNJIMMARY Maximum Bending Stress Ratio 0.7601 5iif&O lb: Actual = 2,203.15psi FBrAlfl =..........2.,900si Load Cambln=n Location of maximum onspan = 11.500 ft SØan I where maximum occurs .. Service !oads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio 0434: 1 SetIon usedfor1h1s span fv: Actual = 125.85 psi AllOWable 2900pi toad eornblnallon...........- .....----- ---- -- .0441 Location of maximum on span = 0.000 ft -.....Sjaii#whreinaximum occurs - Maximum Deflection Max Downward L+Lr+S Deflection 0.587 in Ratio = 470 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 MaxuownwarTätaweltection........................O8jRätib 3T(T -• ............••-__ Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces.& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values G r- _C -- C1 y__IA _____fbVfrPv 9041 0.00 0.00 0.00 0.00 Length =23.011 1 0.286 0.164 0.90 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 2610.00 2.69 42.71 261.00 Q400 -1.00..--t.0O....1.00...L00. 000 Length r23.oft 1 0.760 0.434 1.00 1.000 1.00 1.00 1.00 1.00 1.00 52.05 2,203.15 2900.00 7.93 125.85 290.00 '04(.r9H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.0ft 1 0.206 0.118 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 3625.00 2.69 42.71 362.50 40+641 1.000 1.00 1.00 1.00 LOU LOD 0.00 0.00 0.00 0.00 Length =2.OIt 1oz24o:12an5T000"Too T00 tOO"iOO TOO......17:65 ,-747.7o33350Q2594Z7r3335U- 4090.75OLV4OJ5OL4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :23.oft 1 0.507 0.290 1.25 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1,839.29 3625.00 6.62 105.07 362.50 4040.750L0.75064l 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 title Block Line I Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr: and then using the Printing & Title Blocks selection. Description: BM #9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN c i Cr Cm C C1 M fb F'b V tv F'v Length =23.Oft 1 0.552 0.315 1.15 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1,839.29 3335.00 6.62 105.07 333.50 4O.0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.161 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 4640.00 2.69 42.71 464.00 4040.70E4f1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.Oft 1 0.161 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 4640.00 2.69 42.71 464.00 .040.750Lr40.750L,0.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :23.Ott 1 0.396 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1839.29 4640.00 6.62 105.07 464.00 .040.750L40.750590.450W*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :23.Oft 1 0.396 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1,839.29 4640.00 6.62 105.07 464.00 .0.0.750L40.750S40.5250E#f 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.396 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1,839.29 4640.00 6.62 105.07 464.00 0.600'0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.097 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.60 448.62 4640.00 1.61 2563 464.00 0.60D.0.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.0f1 1 0.097 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.60 448.62 4640.00 1.61 25.63 464.00 Overall'MaXlmum Deflections. Load Combination Span Max. '-" Defi Location in Span Load Combination Max. "i Defi Location in Span 4044ff 1 0.8881 11.584 0.0000 0.000 Vertical Reactions . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 9.052 9.052 Overall MiNimum 1.843 1.843 0#4 3.072 3.072 4041441 9.052 9.052 3.072 3.072 .D+S.H 3.072 3.072 40'0.750Lr40.750L4+f 7.557 7.557 .00.750L40.750S4H 7.557 7.557 .D.0.60W41 3.072 3.072 .'.D0,70E+H 3.072 3.072 +040.750Lr40.750L40.450W4H 7.557 7.557 4O'O.750140.750S40.450W1+I 7.557 7.557 4040.750140.750S40.525E'H 7.557 7.557 40.60D+0.60W40.60H 1.843 1.843 90.60D40.70E40.60H 1.843 1.843 D Only 3.072 3.072 Lr Only I Only 5.980 5.980 S Only W Only E Only H Only Title Block Line 1 Project Title: - ..........--Engineer----- e 0011111p, inenu it ...----.-.---.--.....................................rojectOesci;. and then using the 'Printing & Title Block' selection. CODE REFERENCES Calculations per NDS12015, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set: IIBC 2015 Material Properties -- Analysis Method: Allowable Stress Design Fb - Tension 3,625.0 psi E: Modulus of Elasticity Load Combination: IBC 2015 Fb - Compr 3,625.0 psi Ebenri- xx 2200ks1 Fc - Prll 3,625.0 psi Eminbend - xx 1118.19ksi Wood Species : Truss Joist Fc - Perp 938.0 psi Wood Grade -P9raHamP5L-22E------------- -•------------.F-v-------.......---363.0-pet.- ____ --- Beam _Bearn-IrPully"ced-apinst late ral-forsion buckling Ft 2,531.0 psi Density 32.21pcf -.Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to toads -- Unitonn Load: 0 = 0250tux =02- Maximum Bending Stress Ratio = 0.52$ 1 Maximum Shear Stress Ratio = 0.286: 1 Sectlon used fchtsspan 35fl;575 -Se-ctiioru1rs-pan------- 35flg75 lb : Actual = 2,377.49ps1 lv Actual 129.87 psi F8Muwbl Load Combination 4Ol.tl4H Load Combination 4O4Lr#3 Location of maximum on span = 800011 Location of maximum on span = 15.066 it - ---Span 1wtiere-madmnrn-occurs--------------......an#wmmrs------------. ........ Maximum Deflection Max Downward L+Lr+5 Deflection_ in ati Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 - --- Max Downward Total Defle - . .....---.---.-- -------.... Max Upward Total Deflection 0.000 in Ratio = 0 <180 M3X mum orcbw&1trosWbrLoadCmblnations Load Combination Max Stress Ratios Moment Values -Shear Values Segment Length Span # M VCdC Fv C 1 Cr CmCC1Mlb Pb VIv F'v .041 _______ _________ __ 000 0.00 0.00 0.00 -. Lengm=i.utt r - u.ii 0202 -0s01.000 T0 1.83 66.12 326.70 404l 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 -o:82 -Too1:000 T00• ..........d........,fO.44 ---- ....___•-__ .112 3610D 40.tr4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -tei1h16:0ft1 0:525........286 -1:251:00O 1.00....1.00...100.1...i:00 16:30 2,377.49 431:25.............3•••9•7...... 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length -16.01t 1 0.290 0.158 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1.21044 4168.75 1.83 66.12 417.45 4040.75OLr40J50L9H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 ---------.4600251T25 1:000....-1:00.......1:00......1:00 1:00- TOO' 14.30 208S.734531.2 ....... 400.750L40.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 title* Block Line 1 Project Title: You can change this area Engineer: using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Proiect ID: eV4 IJvwuI,IIuuI • h".. - IV Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V IV F'v Length =16.Oft 1 0.290 0.158 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 4168.75 1.83 66.12 417.45 +090.60W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 5800.00 1.83 66.12 580.80 40+0.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 it 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 5800.00 1.83 66.12 580.80 'O.0.750Lr.0.750L.0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :16.0 It 1 0.360 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.30 2085.73 5800.00 3.16 113.93 580.80 +0+0.7501-+0.750S40.450.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 5800.00 1.83 66.12 580.80 400.7501.40.750S0.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 5800.00 1.83 66.12 580.80 460DO.60W0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :16.oft 1 0.125 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.98 726.27 5800.00 1.10 39.67 580.80 0.60D40.70E0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.125 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.98 726.27 5800.00 1.10 39.67 580.80 Deflections Load Span Max. ".' Deft Location in Span Load Max. + Deft .D.Lrdl 1 0.7030 8.058 0.0000 0.000 Vertical Reactions Support notation Fat left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.074 4.074 Ovemli MiNimum 1.245 1.245 +0*1 2.074 2.074 +0+141 2.074 2.074 0.Lr4l 4.074 4.074 +0+S41 2.074 2.074 '0+0.750Lr40.750L#1 3.574 3.574 sDs0.750L+0.750S44 2.074 2.074 +D+0.60W.H 2.074 2.074 +040.70E41 2.074 2.074 +13.0.75OLr.0,7501.+0.450W41 3.574 3.574 4040.750L40.750S+0.450W+H 2.074 2.074 4O0.750L0.750S.0.525E4+1 2.074 2.074 +0.60D+0.60W+0.60H 1.245 1.245 .0.60D470E+0.60H 1.245 1.245 D Only 2.074 2.074 Lr Only 2.000 2.000 L Only S Only W Only E Only H Only Title Block. Line 1 Project Title: You can change this area Engineer: Project ID: using the Seu1ngs menu Item Project Descr: and then using the Printing & Titte:810ck selection. I'NW IJAf42015, 11 VM WOW OM CODE REFERENCES Calculations. per NDS20M (BC 2015. cRC 2016..McE 7-16 Load combination Set : (BC 2015 MaterlaiPropertles Analysis Method: Allowable Stress Design Fb- Tension 1,094.0 psi E: Modulus of Elasilcily Load Combination ABC 15 Fb - Compr 1094.0 psi Ebejid- xx 1300 ksi Fc- Prll 750.0 psi Eminbend - xx 470ksi Wood Species : Douglas Fir - Larch Fc - Perp 7810 ps Wood Grade : No-2 Fv 213.0 psi Ft 531.0 psi Density 32.21 pd Beam Bracing : Beam Is Fully Braced against lateral-torsion buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.080, Lr = 0.080, TributaryWictth = 1.0 ft DES!GN.S!IMM4RY Maximum Bending Stress Ratio - ... 0.1981 ... Maximum Shear Stress Ratio 0.094: 1 Section used for this span 400 Section used tot this span 400 Ib: Actual 321 .67psi N. Actual 25.11 psi FB Allowable = 1,641.00 psi Fv : Allowable 266.25 psi Load Combination +D4L1sH Load Combination 4D4_r441 Location of maximum on span 4.000ft Location of maximum on span = 7241 ft Span# wherernaximum occurs = Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.025 in Ratio= 3884 0.000 in Ratio= 0 <360 0.052 in Ratio = 1858 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load combination Max Stress Ratios MOmefll Values Shear Values Segment Length Span if M V C C FN C1 Cr Cm C t C1 M lb Pb V fv F'v 04l 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.142 0.068 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.70 187.80 1181.52 0.28 13.10 191.70 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.128 0.062 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.70 187.80 1312.80 0.28 13.10 2130 'eo.Lr.H 1.200 1.00 1.00 1.00 1.00 too 0.00 0.00 0.00 0.00 Length :8.0ft 1 0.196 0.094 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 321.57 1841.00 0.54 25.11 255.25 sDSfi 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length- 8Oft 1 0.111 0.053 1.15 1.200 11)0 1.00 1.00 1,00 1.00 0.70 167.80 1509.72 0.28 13.10 244.95 -.0075OLr'0.7501.4H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.Oft 1 0.113 0.083 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.18 283.21 1641.00 0.48 22.11 266.25 4040.750140.750S41 1200 1.00 1.00 1.00 1.00 1.00 0100 0.00 0.00 0.00 Title Block Line 1 YoU cn change this area using the Seltings menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C i Cr Cm C 1 CL Mfb Pb V iv F'v Length :8.oft 1 0,111 0.053 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 1509.72 0.28 13.10 244.95 0+0.60W'H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :8.oft 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 9040.70EsH 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :8.Oft 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 O40.750Lr40.75OL40.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.Oft 1 0.135 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.18 283.21 2100.48 0.48 22.11 340.80 l040.750L40.750S40.450W#f 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.0ft 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 '040.750L40.750S4.5250E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 40.600.0.60W40.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft 1 0.048 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.42 100.68 2100.48 0.17 7.86 340.80 .e0.60D..0.70E40.60K 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft 1 0.048 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.42 100.68 2100.48 0.17 7.86 340.80 Load Combination Span Max. '- Deft Location in Span Load Combination Max. + Dell Location in Span 1 0.07 4.029 0.0000 - 0.000 - Vettical:Reactlons. Support notation: Far left is #1 Values in KIPS Load Combination Support 1Support 2 Overall MAXimum 0.669 Overall MINimum 0.209 0.209 40411 0.349 0.349 40+IH 0.349 0.349 0.669 0.669 'O+S'll 0.349 0.349 .040.750Lr40.750L4H 0.589 0.589 4040.750L40.750S11 0.349 0.349 +040.60W911 0.349 0.349 4040.70E41 0.349 0.349 40.0.750Lr40.750L90.450W4H 0.589 0.589 .0+0.750L40.750S40.450W#I 0.349 0.349 0+0.750L40.750S+0.525E.H 0.349 0.349 40.60D40.60W40.60H 0.209 0.209 *0.60D.0.70E.0.60H 0.209 0.209 D Only 0.349 0.349 LrOnly 0.320 0.320 L Only S Only W Only E Only H Only Design Maps Summary Report USGS Design Maps Summary Report User—Specified input Building Code Reference Document 2012/2015 International Building Code (which uhiis USGS hazard data available in 7006) Site Coordinates 33.161310N, 117.33861°W Site Soil ClasSification Site Class D - "Stiff Soil" Risk Category I/Il/Ill Page 1 of I V\ USGS—Provided Output Ss = 1.1379 SNs = 1.189g Sus = 0.792g = 0.437 g Sms = 0.682 g S = 0.455 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEr, RtnporiseSpect!urn Detg7i PM!pOri.e Spectrum Period. tiej 41.Od. . ..... ..... ..... . . Although this information is a product of the U.S.Geological SLIIVCy. we provide no warranty, expressed or Implied, as to the ar.curar.y of the data contained therein. rhls tool is not a substiri,t for technical subject -matter knowledge. https://eathquake.usgs.gov/cn 1/designmaps/us/summary.php?template=minimal&Iatitud... 12/23/2017 SHEARWALL SCHEDULE S.W. TYPE WALL SHEATHING . SILL PLATE NAILING SILL PLATE A.B'S ON WOOD FLOOR ON FOUNDATION A /\ /!\ 318" APA RATED PLYWOOD WITH 8d COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD. ---( 350 PLF ). 16 d SINKER AT 3" 0_C 5/8,, DIAMETER X12 A.B'S AT 32" 0_C A / 15132" STRUCTURAL I PLYWOOD WITH 8d COMMON NAILS AT 3"O.C. AT EDGES AND 12" O.C. FIELD. () ----------------------------------------------------( 550 PLF) 16 d SINKER AT 3" 0.0 518" DIAMETER X12" A.B'S AT 16" O.0 (3X SILL PLATE) A I \ 15132" STRUCTURAL I PLYWOOD WITH lOd COMMON NAILS AT 3"O.C. AT EDGES AND 12' O.C. FIELD. () 3/8" DIAM X6" LAG BOLTS @ 8" O.C. 5/8" DIAMETER X12" A.B'S AT 8" O.0 -------------------------------------------------( 665 PLF) (U.N.0) (3X SILL PLATE) A 15/32" STRUCTURAL I PLYWOOD WITH lOd COMMON NAILS AT 2"0.C. AT EDGES AND 12" O.C. FIELD. (*) 3/8" DIAM X8" LAG BOLTS @ 8" O.C. 5/8" DIAMETER X12" A.B'S AT 8" 0_C ---- ... - ........................ - ...... ( 870 PLF) (U.N.0) (3X SILL PLATE) (*) PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 4,5 AND 6. (*) PROVIDE 3X MUD SILL PLATE WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 4, 5 AND 6. * RUN PLWOOD OVER POST AND/OR APPLY PLYWOOD BEFORE BOX-OUT. -2005 BCP ENGINEERING ILATERAL CALM (TWO-STORY HOUSE) CALCULATE ROOF WEIGHT 'WR" Roof; Roof DL= Roof Area= Ext Wall Wt= Ext Wall L= Ext Wall Ht= Int Wall Wt= Int Wall L= Int Wall Ht-- Parapet Wt= Parapet L= Parapet Ht-- Second Floor; Floor DL= Floor Area= Ext Wall Wt= Ext Wall 1= Ext Wall Ht= Int Wall Wt= Int Wall L= Int Wall Ht-- Lower Roof Area= Lower Roof DL Length of Ext Wall under Lower Roof Length of Interior Wall under Lower Roof Height of Ext, Int Walls 20 PSF Roof=DL*Roof Area = 80120.0 LB 4006 SF Ext Wall=Wt*L*H/2 = 17568.0 LB 16 PSF Int Wall=Wt*L*H/2 = 17145.0 LB 244 FT Parapet=Wt*L*H = 0.0 LB 9 FT 10 PSF WR 114833.0 LB 381 FT 9 FT 0 PSF CALCULATE FLOOR WEIGHT "W2" 0 FT O FT Floor=DL*Floor Area = 23280.0 LB Ext Wall=Wt*L*H/2+WallAbove = 39040.0 LB 12 PSF Int Wall=Wt*L*H/2+WallAbove = 29080.0 LB 1940 SF Low Roof=DL*Area = 0.0 LB 16 PSF Ext Wall Under Low Roof=Wt*L*H/2 = 0.0 LB 244 FT Int Wall Under Low Roof=WtLH!2 = 0.0 LB 11 FT 10 PSF W2 = 91400.0 LB 217 FT 11 FT 0 SF W = WR + W2 = 206233.0 LB 0 PSF OFT 6.2 FT OFT f 9.5 FT 11 FT 11.5 FT '30 VARIABLES: Ss= 1.137 SI= 0.436 FOR SITE CLASS D: Fa 1.0 Fv= 1.5 SMs= 1.189 SM1= 0.682 SDs=(213*SMs)= 0.792 SDI(2/3*SMI= 0.455 Wr= 114833 LBS T=1.5*Ct*Hn 0.75= 0.32 SEC W2 91400 LBS Cs=SDI*I/(R*T)= 0.22 W= 206233 LBS Cs=SDs*I/R= 0.12 Min Cs= 0.12 1= 1.0 V=Min Cs*W 25128.70 LBS R= 6.5 1.3*Working V=V/1.4= 23333.79 LBS Ct= 0.020 Hn= 23.0 FT c— Redundancy Factor = 1.3 Hr= 21.0 FT H2= 11.0 FT LATERAL LOAD PER UNIT AREA OF HORIZONTAL PROJECTION: - - HOUSE Fr V*Wr*Hr/(Wr*Hr+W2*H2)= 16467.96 P2 =V*W2*H2/(W2*H2+Wr*Hr) 6865.83 Roof Area = 4006.0 Floor Area = 1940.0 Lower Area= 0 WIND LOAD: project info; Wind Exposure= C Wind Speed= 100.0 MPH Load Case= 1.0 Roof Angle= 14.0 degrees Roof Height= 27.2 Fr (PSF)=Fr/Roof Area F2 (PSF)=F2/Floor A + Lower A) Ps=lambda*Kzt*I*Ps30 VARIABLES: lambda; per ASCE 7 Table (6-2)= Kzt; per ASCE 7 Figure (6-4) I; per ASCE 7 Section (6-2)= Ps30; per ASCE 7 Figure (6-2)= Wind Load Ps= = 41PSF = PSF 1.34 1.00 1.00 14.40 PSF 13 , , BCP ENGINEERING Roof; CALCULATE ROOF WEIGHT "WR" Roof DL= 20 PSF Roof Area= 1532.0 SF Roof=DLRoof Area= 30640 LBS Ext Wall Wt.= 16 PSF Ext WaII=Wt.*L*H/2= 7104 LBS Ext Wall L= 111.0 FT mt WaII=Wt.*L*H/2= 840 LBS Ext WaIIHt= 8.0 FT mt Wall Wt= 10 PSF mt Wall L= 21.0 FT WR = 38584 LBS mt Wall Ht= 8.0 FT U V VARIABLES: 4.5 FT Ss 1.137 SI= 0.436 + Site Class Dl 1 8.0 FT Fa= 1.0 Fv 1.5 SMs= 1.189 T=1.5*Ct*(Hn)AO.75 = 0.16 SEC SMI= 0.682 Cs=(SD1*1) I (RT) = 0.43 SDs=(2/3 SMs) 0.792 Cs=(SDs*l) I R = 0.12 SDI=(2/3 SMI)= 0.455 Use Minimum Cs = I = I V=Cs*WR = 4701.31 LBS R= 6.5 1.3*Working Stress V=Strength V/1.4 = 4365.50 LBS WR = 38584 LBS .t Seismic Factor=WorkingStress V/W = 0.113 Ct= 0.020 L.. Hn= 9.5 FT Redundancy Factor = 1.3 LATERAL LOAD PER UNIT AREA OF HORIZONTAL PROJECTION: Fl (PSF)=Fl/(Roof Area) =PSF WIND ANALYSIS: Ps=(Iambda)*Kzt*l*Ps30 (Per ASCE 7 (6-1) Wind Load Data: Wind exposure= C OTHER VARIABLES: Wind speed= 100.0 MPH IambcIa;perASCE 7 TABLE (6-2) = 1.21 Load case= 1.0 kzt;per ASCE 7 FIG (64) = 1.00 Roof angle= 22.0 DEG I; per ASCE 7 SEC (6-2) = 1.00 Roof height 12.5 FT Ps30; per ASCE 7 FIG (6-2) = 14.40 Wind Load=Ps = (Iambda)*Kzt*l*Ps30 = PSF BCP ENGINEERING SHEARWALL AT GRID I Seismic Shear = 27.5*73*4.1 = 8231 LB = Seis force I Length = 286 PLF Wind Shear = 26*7.5*19.4 = 3783 LB = Wind force / Length = 131 PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 8.50 12.00 8.33 0.00 0.00 HT. (FT) 9 9 9 0 0 WT. (PLF) 214 694 214 0 0 "X" (Fr) 0.00 31.00 57.00 N/A N/A UPLIFT (LB) 2024 . 71 2035 0 0 HOLDWN (2) CSI6 (I) CS 16 (2) CSI6 N/A N/A DRAG (LB) 1427 1218 850 #VALUE' #VALUE' DR DETAIL B B B N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 2 Seismic Shear = 27.5*73*4.1 = 8231 LB = Seis force / Length = 284 PLF Wind Shear = 26*7.5*19.4 = 3783 LB = Wind force I Length = .10 PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 9.00 11.00 9.00 0.00 0.00 HT. (FT) 9 9 9 0 0 WT. (PLF) 214 694 214 0 0 "X" (FT) 2.50 39.50 58.00 N/A N/A UPLIFT (LB) 1977 264 4977 0 HOLDWN (2) CSI6 (1) CSI6 (2) CSI6 NIA NIA DRAG (LB) 12O2 2090 1143 #VALUE' #VALUE' DR DETAIL C C C N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 3 Seismic Shear = 17*55*4.1 = 4114 LB = Seis force / Length Q8 PLF Wind Shear = 16.5*7.5*19.4 = 2400 LB = Wind force / Length = 122 PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 4.75 9.50 5.50 0.00 0.00 HT. (FT) 9 9 9 0 0 WT. (PLF) 214 254 214 0 0 (FT) 0.00 20.50 46.50 N/A N/A UPLIFT (LB) 1,570 .t 1151 1522 0 0 HOLDWN (1) CSI6 (1)CSI6 (1) CSI6 NIA NIA DRAG (LB) 614 632 711 #VALUE' DR DETAIL B B B N/A N/A USE TYPE 3 SHEARWALL BCP ENGINEERING i'3 SHEARWALL AT GRID 4 Seismic Shear = 35*55*4.1 = 7900 LB = Seis force/ Length = 304 PLF Wind Shear = 35*10.5*19.4 = 7130 LB = Wind force I Length = 274 PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 13.00 13.00 0.00 0.00 0.00 HT. (Fl) 9 9 0 0 0 WT. (PLF) 116 116 0 0 0 "X" (Fl) 0.00 39.00 N/A N/A N/A UPLIFT (LB) 2282 2282 0 0 0 HOLDWN (2) CSI6 (2) CSI6 N/A N/A N/A DRAG (LB) t975 1975 #VALUE' #VALUE' #VALUE! DR DETAIL B B N/A N/A N/A USE TYPE3SHEARWALL SHEARWALL AT GRID 5 Seismic Shear = 27.5*73*4.1 = 8231 LB = Seis force / Length = .433 PLF Wind Shear = 26*7.5*19.4 = 3783 LB = Wind force! Length = 199, PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 4.75 4.75 4.75 4.75 0.00 HT. (FT) 9 9 9 9 0 WT. (PLF) 214 254 214 214 0 "X" (FT) 0.00 11.00 36.00 47.25 N/A UPLIFT (LB) 3594 3537 3594 3594 HOLDWN (3) CSI6 (3) CSI6 (3) CSI6 (3) CSI6 N/A DRAG (LB) 06- 1622 1583 . 1,306 #VALUEI . DR DETAIL B B B B NIA USE TYPE 4 SHEARWALL SHEARWALL AT GRID 6 Seismic Shear = 26*70*3.5+6231 = 14601 LB = Seis force / Length = 344 PLF Wind Shear = 26*10*19.4+3783 = 8827 LB = Wind force I Length = ':1'208 PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 9.50 33.00 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WT. (PLF) 672 672 0 0 0 "X" (FT) 4.33 28.00 N/A N/A N/A UPLIFT (LB) , 1864 HOLDWN HDU5 N/A N/A N/A N/A DRAG (LB) b03 2577 #VALUEI #VALUE' #VALUE! DR DETAIL D D N/A N/A N/A USE TYPE 3 SHEARWALL BCP ENGINEERING iq SHEARWALL AT GRID 7 Seismic Shear = 26*70*3.5+8231 = 14601 LB = Seis force / Length = 1I1' PLF Wind Shear = 26*10*19.4+3783 = 8827 LB = Wind force I Length = 431 PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 10.00 10.50 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WT. (PLF) 672 203 0 0 0 11XU (Fl) 3.00 40.00 N/A N/A N/A UPLIFT (LB) 5819 7195 - 0 0 0 HOLDWN HDU8 HDU8 N/A N/A NIA DRAG (LB) - 4,411 4067 #VALUE' #VALUE #VALUE' DR DETAIL MST 60 MST 60 N/A N/A N/A USE DOUBLE TYPE 3 SHEARWALL SHEARWALL AT GRID 8 Seismic Shear = 26*703.5+823 1 = 14601 LB = Seis force/ Length =' PLF Wind Shear = 26*10*19.4+3783 = 8827 LB = Wind force / Length = 552 PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 16.00 0.00 0.00 0.00 0.00 HT. (FT) 11 0 0 0 0 WT. (PLF) 672 0 0 0 0 ")Cl (FT) 0.00 N/A NIA N/A N/A UPLIFT (LB) T6813 + 0 0 0 HOLDWN HDU8 N/A N/A N/A NIA DRAG (LB) 10108 #VALUE' #VALUE' #VALUE' #VALUE! DR DETAIL (3)CSI6 N/A N/A N/A N/A USE TYPE DOUBLE 4 SHEARWALL SHEARWALL AT GRID 9 Seismic Shear = 35*52*3.5+7900 = 14270 LB = Seis force / Length = . 601' PLF Wind Shear = 35*10*19.4+7130 = 13920 LB = Wind force I Length = 488 PLF Diaphragm Length = = 52.0 LF LENGTH (Fl) 9.50 19.00 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WT. (PLF) 163 510 0 0 0 "X" (FT) 8.00 33.00 N/A NIA N/A UPLIFT (LB) 5043 2601 0 0 0,11 HOLDWN HDU8 HDU8 N/A N/A NIA DRAG (LB) 2195 4299 #VALUE! #VALUE' #VALUEt DR DETAIL G G N/A N/A N/A USE TYPE 4 SHEARWALL 35 BCP ENGINEERING SHEARWALL AT GRID 10 Seismic Shear = 18*52*3.5+8231 = 11507 LB = Seis force I Length = 426 PLF Wind Shear = 18*10*19.4+3783 = 7275 LB = Wind force I Length = PLF .269 Diaphragm Length = = 52.0 LF LENGTH (FT) 11.00 16.00 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WI. (PLF) 202 202 0 0 0 "X" (Fl) 0.00 36.00 N/A N/A N/A UPLIFT (LB) 4021. 3718 0 o .0 HOLDWN HDU8 HDU8 NIA NIA NIA DRAG (LB) 54 1 3278 #VALUE' #VALUE' #VALUEf DR DETAIL G G N/A N/A N/A USE DOUBLE TYPE 5 SHEARWALL SHE WALL AT GRID Seismic Siè = 26*703.5+8231 LB X146 Seis force/ Length Wind Shear N= 26*10*19.4+3783 Wind force I Length Diaphragm Length = N, = 52.0 LF LENGTH (FT) 16.0, 0.00 0.00 0.96' 0.00 HT. (FT) 11 N, 0 0 0 WI. (PLF) 672 \ 0 0 ' 0 0 "X" (FT) 0.00 \. N/A N/A / N/A NIA UPLIFT (LB) 6813 N, o. 0 HOLDWN HDU8 ZE! N/A NIA DRAG (LB) 1O #VALU' jVLUEI DR ##VAWE' DETAIL (3) CSI6 N/A N N/A N/A USE TYPE DOUBLE 4 SHEARWALL SHEARWALL AT GRID Seismic Shear = 35*52*3.5+7900 'N = 14270 LB = Seis force / LengthZ = . 5.01 PLF Wind Shear = 35*10*19.4+71 = 13920 LB = Wind force/ ength = .488 PLF Diaphragm Len th = = 52.0 LF 19.00 0.00 "N 0.00 0.00 HI. (FT) 11 0 NO 0 WT. (PLF)510 0 0 "X" (FT) LENGTH (FT)X ,604 33.00 N/A N/A N, N/A UPLIFT (LB) 0 HOLDWN 2601 HDU5 NIA NIA NIA DRAG (LB)/ 2195 4299 #VALUEI #VAtUE' IALUEI DR DET,9tC G G N/A N/A ,,/ USE TYPE 4SHEARWALL BCP ENGINEERING 36 SHEARWALL AT GRID 11 Seismic Shear = ((11.84*10)+(12.5*45)+(9.6*7.33))*2.8 = 2179 LB = Seis force / Length = 136' PLF Wind Shear = 10.34*6.25*17.4 = 1124 LB = Wind force / Length = .ZO PLF Diaphragm Length = = 62.7 LF LENGTH (FT) 8.00 8.00 0.00 0.00 0.00 HT. (FT) 8 8 0 0 0 WI. (PLF) 210 378 0 0 0 'X" (FT) 0.00 48.00 N/A N/A NIA UPLIFT (LB) 586 182 0 0 0 HOLDWN HDU5 HDUS N/A N/A N/A DRAG (LB) ' 811 > 1 579 #VAWE' #VALUE' #VALUEI DR DETAIL B B N/A - N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 12 Seismic Shear = ((11.84*10)+(12.5*45)+(9.6*7.33))*2.8 = 2179 LB = Seis force / Length = . 1. 56 PLF Wind Shear = 10.34*6.25*17.4 = 1124 LB = Wind force / Length = 132 PLF Diaphragm Length = = 55.5 LF LENGTH (FT) 8.50 0.00 0.00 0.00 0.00 HT. (Fl) 8 0 0 0 0 WI. (PLF) 378 0 0 0 0 "X" (Fr) 28.50 N/A N/A N/A N/A UPLIFT (LB) 108 0 - 0 0 HOLDWN HDU5 N/A N/A N/A N/A DRAG (LB) iTt #VLUE' #VALUE' #VALUE' #VALUk 5 DR DETAIL B N/A N/A N/A N/A USE TYPE 3SHEARWALL SHEARWALL AT GRID 13 Seismic Shear = ((3.67*8)+(22.5*25))*2.8 = 1716 LB = Seis force / Length = 271 PLF Wind Shear = 26.17*8.5*17.4 = 3871 LB = Wind force I Length = 6i2 PLF Diaphragm Length = = 22.0 LF LENGTH (FT) 6.33 0.00 0.00 0.00 0.00 HI. (Fr) 8 0 0 0 0 WI. (PLF) 171 0 0 0 0 "X" (FT) 15.70 N/A N/A N/A N/A UPLIFT (LB) 4S3fi 0 0 6 HOLDWN HDU5 N/A N/A N/A N/A DRAG (LB) 2762 /VALUE' #VALUE' #VALUE' 4vALUEI DR DETAIL D N/A N/A N/A N/A USE TYPE 5 SHEARWALL BCP ENGINEERING 37 SHEARWALL AT GRID 14 Seismic Shear = ((22.5*25)+(5*23.5))*2.8 = 1972 LB = Seis force I Length = 110 PLF Wind Shear = (22.5*8.5*17.4)+(5*6.25*17.4) = 3872 LB = Wind force I Length = 215 PLF Diaphragm Length = 22.61-F LENGTH (FT) 18.00 0.00 0.00 0.00 0.00 HT. (FT) 8 0 0 0 0 WT. (PLF) 107 0 0 0 0 X" (FT) 4.00 N/A N/A N/A N/A UPLIFT (LB) 1085 0 0 0 HOLDWN HDU5 N/A N/A NIA N/A DRAG (LB) 704 #VALUE' *VALUE! #VALUE' #VACUEI DR DETAIL B N/A N/A N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 15 Seismic Shear = (6.5*23.6)*2.8 = 445 LB = Seis force / Length = 56 PLF Wind Shear = 5*5.13*17.4 = 446 LB = Wind force / Length = 56 PLF Diaphragm Length = = 20.7 LF LENGTH (FT) 8.00 0.00 0.00 0.00 0.00 HT. (FT) 8 0 0 0 0 WT. (PLF) 208 0 0 0 0 "X" (FT) 0.00 N/A N/A N/A N/A UPLIFT (LB) ;54 0 0 0 HOLDWN HDU5 N/A N/A N/A NIA DRAG (LB) 273 #VALUE' #VALUE' #VALUE', #/ALUEI DR DETAIL B N/A N/A N/A N/A USE TYPE 3 SHEARWALL SHEARW AT GRID Seismic Shear ..- = LB = Ses force / Length = iiJllfihJ PLF Wind Shear = .. = LB = Wind forc'1'Lerigth = ffJt PLF Diaphragm Length = -..--- = LF LENGTH (FT) 0.00 0.00 —0.00 0.00 0.00 HT. (FT) 0 0 ..- 0 0 0 WT. (PLF) 0 o_-...._ '01 0 0 "X" (Fl) ._-4i'A N/A N/A UPLIFT (LB) '#IV/0I #DIV/01 #DIVIO' " ,#DIV/0' HOLDWN NIA #DIV/0' N/A #DIV/0' NLI #DIVitY'.. NIA DRAG (LB) DR DETAIL .- N/A N/A N/A N/A US TYPE IK 34670 CREEKW000 COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697.2005 SHEAR WALL AT GRID 8 ol d c j, ce vi window opening vi V (shear) VARIABLES: 3.83 ft H=k+I+I+m= 11.00 FT 1= 2.25 ft M= 2.67 ft A=d+c+c+e= 16.00 FT d= 5.00 ft 3.00 ft V1=V(k+I)/A= 2739.04 LBS. e= 5.00 ft V= 7208.00 LBS V2=V1(d+c)/(k+I)= 3604.00 LBS. unit shear vi=Vi/k= 715.15 PLF unit shear v2=V2/d= 720.80 PLF THEREFORE USE DOUBLE TYPE 4 SHEARWALL 1~ 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 Tc e vi window opening V (shear) H=k+I+I+m= 11.00 FT A=d+c+c+e= 19.00 FT V1=V'(k+I)/A= 4566.40 LBS. V2=V1(d+c)/(k+I) 8261.58 LBS. unit shear vl=V1/k= 1192.27 PLF unit shear v2=V2/d 1032.70 PLF VARIABLES: k= 3.83 ft 1= 2.25 ft M= 2.67 ft d= 8.00 It 3.00 ft le= 5.00 ft 14270.00 LBS THEREFORE USE DOUBLE TYPE 5 SHEARWALL MEMBER REPORT Level, Floor: Joist 1 F 0 R T E 1. piece(s) 11 7/8" TM® 230 @ 16" OC Overall Length: 16'7" PASSED 22 + + 0 0 16' All locations are measured from the outside face of left Support (Or left cantilever end).All dimensions are horizontal. oesign*_ti;atts Rdt 4P. .Lo1diCOfl (Pani) Member Reaction (lbs) 568 @ 2 1/2" 1183 (2.25") Passed (48%) 1.00 1.0 0 + 1.0 L(All Spans) Shear (lbs) 555 0 3 1/2" 1655 Passed (34%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-lbs) 2265 @8' 3 1/2" 4215 Passed (54%) 1.00 1.0 D + 1.0 I. (All Spans) Live Load Defi. (In) 0.226 @8' 3 1/2' 0.404 Passed (1./859) -- 1.0 0 + 1.0 L (All Spans) Total Load Dell. (In) 1 0.294 @8' 3 1/2' 0.808 Passed (1./661) 1.0 0 + 1.0 L (All Spans) Ti. 47 - 40 Passed Deflection criteria: U. (1/480) and TL (1./240). Top Edge BracIng (W): 'Top compression edge must be braced at 5' 8' 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" 0/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down. Additional considerations for the Ti-Pro" Rating include: None • 114th "'T"" Load$ to Suppoorb (*s) :''i; •i ,.. __RsQrt ibbi Supports______"02 kmi 1 'Stud wall - SPf _Avali _ 442 _Accuorles Rim Board 2-Stud wall .S _3.50" 3.50' _2.25' 2.25 _1,75" 1.75" J _133 133 442 _575 575 _1U4__ 11/4" Rim Board 'Rim Board Is assumed to can',' all loads applied directly above It, bypassing the member being designed. .M Comniente - Uniform (PSF) tL1(stde),_spadag 0 to 16' 7' 16" _____(0.90) 12.0 ___ 40.0 ' Residential - living System : Floor Member Type : Joist Budding Use: Residential Building Code: IBC 2015 Design Methodology: ASD 1eyerhát1INoteL.. ,'Al " .5 SUSTAIN FORESTRY INlTlATfVF tyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. syerhaeuser expressly disclaIms any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. ww.woodoywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to cum1t the need for a design professional as determined by the authority having juflsdiclion. The designer of record, builder or framer Is responsible to sure that this calculation Is compatible with the overall project. Products msinufaclured at Weyerhaeuser facilItIes are third-party certified to sustainable stzy standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under (ethnical reports ESR-1153 and ESR- 1387 and/or tasted accordance with applicable ASTM standards. For current code evaluation reports refer to hflp://www.woodbywycom/SeMCeS/S_CcdeRepolt.aSPX. e product application, Input design loads, dimensions and support information have been provided by fnrt,' Software Operator Forte software Operator -J_.Job N__ UCNJPMIN PO(JLIIZ ii.P ENGINEERING L.I /lJhO' .0" 1/6/2018 9.53:15 AM Forte v5 2, Design Engine VS 6.0 14 Page 1 of I 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (809) 215-5071 FAX (909) 697-2005 tL ?14L ~r)'4 11 re-A =- vz~ '-'------ 2 cc(),- tq C'q, L'~Ay IT - (~ 5/f.1 BCP ENGINEERING 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL (909) 215-5071 FAX (909) 697-2005 c f.cp& Mrci )2 72io A c! \7OTTOfl = ql 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 &i -rkT cifc PLL I V'0~( cvtg)'Ql,'- '-- ,'Lccc2 pr cçL4tA-a. pe-J UL fiL-i 111 ) ff'E 7&J1 ? 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 k~ WALL- @? c 7 (2 7, Y £ -, L1 tj_?q _a) tLL ( i I000# V - (lei4f ( Acccv.' 14(F'(2_ 2 f,3 11 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 A-- -3 tTC ?PL - - - c I lv%j A te CreOz4 P-L /S5 f'5T A 5Th & 12" A I dc' r 7-65- SEE MORE.. STRUCTURAL CALCS IN. REVISIONS LEO EMINEEMKI GEOTECHNE.CAL - CIVIL - SURVEY 17579 EL CAJON DRIVE HESPERIA, CA 92345 PH: (562) 397-5229 aesoi ltest(2jgmai I .com April 8, 2019 ENG-1 9-009 Shanup Patel 1231 Basswood Avenue Carlsbad, Ca 92008 Subject: Compaction Report for the Proposed Two-Story Dwelling with an attached Two-Car Garage; 1231 Basswood Avenue, Carlsbad, CA Gentlemen: This presents the results of soil compaction testing at the subject site. The work was in conjunction with the grading operations to prepare the property for the construction of the proposed two-story dwelling with an attached two-car garage to be located on the site (Plate 1). All soils within the limits of the proposed building perimeters plus at least 5 feet to the sides were removed to a maximum depth of 4.5 'feet below the proposed sub-grade. After the bottom of the excavation areas were inspected and approved by this firm, the top 6 inches of the exposed surfaces were scarified, watered as needed to reach their near-optimum moisture content and thoroughly-compacted. The inspection reports of the bottom of the excavation areas were given to the grading contractor. Basswood Ave. 2 ENG-19-009 Soil was then placed in 87inch maximum thickness layers. The bottom layer and each subsequent layer was watered as needed to reach their near optimum moisture content and thoroughly-compacted with a Caterpillar Track Loader, until, the approximated sub-grades were achieved. Based on the test results, it is certified that the soils tested were thoroughly-compacted to a minimum relative compaction of 90 percent based on laboratory maximum compaction value obtained using ASTM Method D1557. The compaction tests were performed by the Sand Cone Method, ASTM Method S1556. The test results are shown on the attached page and their locations are shown on the attached Plot Plan (Plate 1). This should provide the requested information. Please call if there are any questions. Respectfully submitted, A.E. Engineering OD Gilberto Millot w No. 54t4 f) rn Chief Engineer -30-11", Alejandro Encizo Project Engineer Attachments: Tables I and 2 Plot Plan, Certificate A.E. ENGINEERING Basswood Ave. 3 ENG-19-009 TABLE 1 SUMMARY OF FIELD COMPACTION TESTS ASTM METHOD D1556: SAND CONE METHOD Test No. Test Date Dept h, in Soil Type Dry Weight pcf Soil Moisture % Relative Compaction % 1 3-19-19 2.5 A 108.3 14.6 94.2 2 3-19-19 2.5 A 108.8 14.6 94.6 3 3-20-19 1 A 108.2 14.1 94.1 4 3-20-19 1 A 108.4 14.1 94.3 5 3-26-19 2.5 A 109.5 15.0 95.2 6 3-27-19 1 A 109.9 14.7 95.6 7 3-30-19 0.4 A 108.6 14.5 94.4 8 3-30-19 0.4 A 109.3 14.3 95.0 9 3-30-19 0.4 A 109.0 14.4 94.8 TABLE 2 LABORATORY MAXIMUM COMPACTION ASTM D1557 Soil Type Soil Classification Maximum Optimum Moisture % Compaction, pcf Silty Sand, fine to A medium grained, dark 115.0 13.5 brown (On-Site) Note: The test depths are referenced from the approximated sub-grade elevation. A.E. ENGINEERING ---j *14 I ! i i i I I APN: 205-112-35-00 ji H j I I --' — - - AVAI iI 'k:I i1 LAJ iZ'i 5 i 4 3 !lJt : N - .A'4N-> r _ B— oL i smy N it :!i I -'APN: 20-11-27-00 -' APN: 205-112-28-00 0 T I - 2 2 No — I D3ST I I CARACC 10 •?, 0 / 0 I , (0 1') In 0 — c-I a / a ol Z / - b — - — - a - __- - i ç r LJi — I APN: 205-112-29-IPQ_j APN: 205-1112-30-00 I L 0 1 1. OTj 24 KEY 2 DENSITY TEST PROPOSED APPROVED AREAS FILLED WITH CERTIFIED FILL COMPACTED TO A MINIMUM RELATIVE COMPACTION OF 90X A.E. ENGINEERING CIVIL SOILS SURVEY 17579 EL CA/ON DRIVE (562)397-5229 HESPERIA, CA 92345 aesolitest@gniall.com PLOT PLAN 1231 BASSWOOD AVENUE CARLSBAD, CA BY: PLATE: I CITY OF CARLSBAD ENGINEERED GRADING CONSULTANT STATEMENT Job Address, or Tract No.: 1231 BASSWOOD AVENUE Locality: _CARLSBADI CA Owners: SHANUP PATEL Contractor: Permit No.: BY SOILS ENGINEER Based upon tests and observations, the earth fills placed on the following lot(s) were installed upon properly prepared base materials and compacted In compliance with requirements of Building Code Section 3313. Fill slope surfaces have been compacted and buttress fills or similar stabilization measures have been Installed in accordance with my recommendations as approved by the Building Official. Sub- drains have been provided where required and locations of said sub-drains are shown on plans dated. Lot(s) No(s). See report dated April 8.2019 for compaction test data and procedure, recommended allowable soil bearing value and other special recommendations. Expansive Soils No. Lot(s) No(s). .Q OP Buttress No, Lot(s) No(s)- .&o. 1OAa,, Remarks: None No. 53464 OF CM-\. Gilberto Millot Exp. 06-30-19 I L GEOTECHNICAL - CIVIL - SURVEY 17579 EL CAJON DRIVE HESPERIA, CA 92345 PH: (562) 397-5229 aesoiltest@gmail.com SOIL ENGINEERING INVESTIGATION REPORT PROPOSED TWO STORY DWELLING WITH AN ATTACHED FOUR CAR-GARAGE 1231 BASSWOOD AVENUE CARLSBAD, CALIFORNIA PROJECT NO. ENG-18-006 DATE: FEBRUARY 2,2018 Prepared for: Shanup Patel SOIL ENGINEERING INVESTIGATION REPORT PROPOSED TWO STORY DWELLING WITH AN ATTACHED FOUR CAR-GARAGE 1231 BASSWOOD AVENUE CARLSBAD, CALIFORNIA PROJECT NO. ENG-18-006 DATE: FEBRUARY 2,2018 INTRODUCTION This report presents the results of a soil engineering investigation performed on the property. The purpose of the investigation was to determine the soils parameters applicable to the design and construction of the proposed improvements. Based on the findings, the soil conditions at the subject site are suitable for the construction of the proposed improvements provided the recommendations included herein are incorporated into their design and construction. A.E. ENGINEERING Basswood Ave. 2 ENG-18-006 SCOPE The scope of this investigation included the following items: Inspected site conditions. Performed exploratory work involving test borings to determine the depth and types of earth materials present and to obtain samples. Laboratory testing of samples to determine their physical properties. Reviewed an undated preliminary site plan provided by the owner. Reviewed the San Diego County Liquefaction Zones Map, "www .sandiegocounty .gov/oes/docs/DRAFT_COSD_Liquefaction 1" California Geological Survey, Official Map of Seismic Hazard Zones. Reviewed California Geological Survey, "Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117". Reviewed ICBO Maps of known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada. Analyzed data, formulated conclusions and recommendations, and prepared the report. A.E. ENGINEERING Basswood Ave. 3 ENG-18-006 PROPOSED IMPROVEMENTS The preliminary site plan shows that the proposed improvements include a two story single-family dwelling with an attached four car-garage to be located on the slightly-sloping site. A concrete driveway will provide access from the Street to the proposed improvements (Plate 1). SITE CONDITIONS The subject site is located east of Pico Drive and south of Carlsbad Village Drive in the City of Carlsbad. The property is currently vacant; the surface is mostly covered by wild grass and weeds. The property is relatively-flat, rectangular shaped lot approximately 72 feet wide by 200 feet long. Drainage is semi-controlled sheet flow towards the rear of the property. The surrounding developments consist of single-family dwellings. A.E. ENGINEERING Basswood Ave. 4 ENG-18-006 FIELD EXPLORATION On January 12, 2018, three exploratory borings were dug with hand-held tools to a maximum depth of 6 feet. The earth materials were logged and classified using the visual and tactile field identification procedures of the Unified Soil Classification System. Undisturbed 2.5- inch diameter core samples were obtained for laboratory testing. The earth materials encountered are described in the Earth Materials Section and on the logs of borings included in the Appendix. The locations of the exploratory sites are shown on Plate 1. EARTH MATERIALS The earth materials encountered at the site consist of fill and native soil. The fill soils are Silty Sands which are dry to slightly moist, loose, dark brown. The maximum amount of fill soils was encountered in Test Boring No. 2 and 3 and is about 2 feet. The native soils are also Silty Sands which are moist, firm, light gray with golden brown. The earth materials encountered are described graphically on the logs of borings in the Appendix. A.E. ENGINEERING Basswood Ave. 5 ENG-18-006 LABORATORY TESTS Laboratory tests were performed on typical soil samples. Field moisture content, unit weight and shear strength characteristics were determined from these test results. The shear strength values determined are shown graphically in the Appendix. Direct Shear These tests were performed on representative samples of the native soils that were saturated at least 24 hours under a normal load prior to application of the shear load. Each sample was sheared at a constant rate of displacement of 0.05 inches per minute in accordance with the consolidated-drained shear test procedure. A.E. ENGINEERING Basswood Ave. 6 ENG-18-006 CONCLUSIONS AND RECOMMENDATIONS The site is considered geotechnically suitable for the construction of the proposed improvements provided the recommendations herein are considered in the design and followed during construction. Foundations During the field exploration fill soils were encountered within the building area, with fill having a maximum depth of about 24 inches. Therefore, the proposed two story dwelling and garage should be supported on continuous footings placed into firm and competent certified compacted fill. All soils within the building perimeter plus at least 5 feet to the sides should be entirely removed and re-compacted to a minimum depth of 3 feet below proposed footing or the fill soils whichever is greater. The bearing capacity for continuous footings with a minimum width and depth of 12 inches is 1,500 psf for certified compacted fill. The bearing value may be increased 20 percent for each additional foot of width or depth to a maximum of 2,700 psf. The bearing capacity allowed is for the total of dead and frequently applied live loads and may be increased by one- third for short duration wind and seismic loading. A.E. ENGINEERING Basswood Ave. 7 ENG-18-006 Lateral Desi2n Resistance to lateral loads may be derived from the skin frictional forces acting at the base of footings and by passive pressure. The skin friction coefficient for use with dead load forces is 0.30 for certified compacted soils. The unit passive pressure for the first foot of depth using both internal frictional and cohesive shear strength components is 300 psf, with an increase of 100 percent for each additional foot of depth to a maximum of 3,000 psf. If the passive and skin frictional components are combined, the passive components should be reduced by a factor of one third. Settlement Settlement of the foundation is expected to occur immediately upon initial load application. Maximum settlement is expected to be less than 1/2-inch and differential settlement is expected to be less than 1/4-inch provided all foundations are supported as recommended. A.E. ENGINEERING Basswood Ave. 8 ENG-18-006 Floor Slabs-On-Grade and Concrete Pavements Floor slabs-on-grade and concrete pavements should be at least 4 inches of concrete reinforced with #4 rebar spaced at 16 inches on center each way entirely supported on a 12-inch layer of certified compacted fill. Slabs on-grade and concrete pavements on native soil/certified compacted fill transition areas are not allowed. Concrete slabs which are to be covered with flooring should be underlain by a plastic vapor barrier that should consist of a 10-mil gauge polyvinyl chloride plastic film or equivalent (A vapor barrier is not required for the garage slabs). Because the vapor barrier prevents moisture from draining from fresh concrete, a better concrete finish can usually be obtained if at least 2 inches of sand is spread over the vapor barrier prior to placing the concrete. This sand layer also protects the plastic sheet while the concrete is being placed. The sub-grade materials should be thoroughly-saturated and maintained saturated at least 24 hours prior to placing the vapor barrier. A.E. ENGINEERING Basswood Ave. 9 ENG-18-006 Expansive Soils The native soils are silty sands. Although no actual expansion index test was performed, the silty sands are considered to be low to non-expansion. However, footings into certified compacted fill should be provided with two, #4 rebar at top and bottom and slabs on-grade and concrete pavements should be reinforced with #4 rebar spaced at 16 inches on center ach way. Sub-grade soils for slabs should be saturated at least 24 hours prior to placing concrete. Liquefaction Potential The Official Map of The San Diego County Liquefaction Zones (Reference # 5) shows that the subject site is not located in an area susceptible to soil liquefaction. Therefore, special recommendations to mitigate potential soil liquefaction are not necessary. A.E. ENGINEERING Basswood Ave. 10 ENG-18-006 Seismic Coefficients 2016 California Building Code Site Class "D" Ss = 1.137 Si = 0.436 FA = 1.00 Fv = 1.50 SmS = 1.189 Srni = 0.682 SDs = 0.792 SDI = 0.455 The southern California region can be subject to heavy shaking as a result of moderate to major earthquakes with a magnitude of 6 or greater. The use of the seismic coefficients included herein is intended to prevent loss of life and to minimize but not entirely eliminate structural damage. Moreover, major foundation problems are not anticipated as a result of earthquake- induced liquefaction, fault ground rupture or displacement and settlement provided the proposed foundation system is constructed as recommended with the limitations mentioned herein above. A.E. ENGINEERING Basswood Ave. 11 ENG-18-006 Grading Grading operations shall be in conformance with the following specifications: Excavation soils may be used as compacted fill provided that it is clean and free of debris. Areas to be covered with compacted fill should be grubbed and stripped of all vegetation, debris and other deleterious materials. Soils with in the garage area should be removed to a minimum depth of at least 12 inches below slabs on-grade and pavements. Footings, slabs on-grade and pavements on cut/fill transition areas are not allowed. The top 6 inches of the exposed surface(s) should be scarified, watered as needed to reach its near-optimum moisture content and thoroughly-compacted to a minimum relative compaction of 90 percent. The soils to be used for compaction should be watered and mixed to obtain a uniform optimum moisture content, placed in layers not thicker than 8 inches and mechanically compacted to a minimum relative compaction of 90 percent. Crushed miscellaneous or aggregate base materials should be compacted to a minimum relative compaction of 95 percent. This should be confirmed by a relative compaction test performed by the Soils Engineer or his representative at intervals not to exceed 2 feet in thickness. This procedure of layering, compaction, and testing should be continued until final grade is reached. A.E. ENGINEERING Basswood Ave. 12 ENG-18-006 The compaction characteristics of compacted fill should be based on a laboratory maximum compaction test performed in accordance with ASTM Method D1557. The field unit dry weight should be determined by the Sand Cone Method, ASTM Method D1556. No jetting or flooding of fill or backfill soils is permitted. Care shall be exercised during rough grading so that affected areas will drain properly without causing erosion offsite. Inspection and testing of all compaction work shall be under the supervision of the Soil Engineer or his representative. Please allow at least 24 hours to schedule the required inspections or tests. The Contractor shall have a responsible field superintendent on the project, in full charge of the work, with authority to make decisions. He shall cooperate fully with the Soil Engineer in carrying out the work. Fill or backfill soils shall not be placed, spread or rolled during unfavorable weather. When the work is interrupted by rain, operations shall not be resumed until the Soil Engineer in collaboration with the Contractor determine that conditions will permit satisfactory results. A.E. ENGINEERING Basswood Ave. 13 ENG-18-006 12. An abandoned sewage disposal system encountered during grading operations should be treated in the following manner. Liquids and compressible materials in a septic tank and seepage pit should be pumped out. Any structural portion within 5 feet of finish grade should be removed, and the cavity should be filled with suitable compacted soil, gravel or clean sand. A two-sack cement-sand slurry mix may be used in lieu of compacted materials except within 5 feet below any footing bottom. Septic tanks should be removed entirely and the cavity backfilled entirely with compacted soil, sand, or with gravel up to within 2 feet of the surface and capped with soil. No evidence of the existence of a sewage disposal system was noticed during the field investigation but such structures may have been used and abandoned. Drainaie Roof and pad drainage should be collected and conveyed to the street via non-erodible conduits. Drainage should not be allowed to pond against the footings. A.E. ENGINEERING Basswood Ave. 14 ENG-18-006 Inspections and Avøroval The bottom of the proposed fill areas and all footing excavations should be inspected and approved by this firm prior to the placement of compacted fill or placing forms. Approval by the City Inspector may also be required. Compacted materials should be tested to confirm that the required minimum relative compaction values of 90 percent have been achieved based on ASTM Test Method D1557. Please advise this office at least 24 hours prior to any required inspection or compaction testing. (NOTE: ADDITIONAL COSTS FOR REVIEWING, SIGNING AND STAMPING OF THE BUILDING PLANS, REQUESTED INSPECTIONS AND DENSITY TESTING ARE NOT INCLUDED IN THE CONTRACT FEE FOR THIS REPORT). Limitations This report has been prepared for the exclusive use of Shanup Patel. It is his responsibility to assure that the information and recommendations contained herein are made available to the designers and contractors of this project. This report is subject to review and approval by the Building Official. This report is based on the information obtained from exploratory borings and sampling locations using generally-accepted soils engineering practices. However, conditions can be expected to vary between points of exploration. No warranty, expressed or implied is made or intended in connection with this report or by any other oral or written statement. Any liability in connection herein shall not exceed the fees for the investigation. A.E. ENGINEERING Basswood Ave. 15 ENG-18-006 The opportunity to be of professional service is sincerely appreciated. Please call if you have any questions concerning this report. Respectfully submitted, A.E Engineering Gilberto Millot Alejandro Encizo Chief Engineer Project Engineer R.C.E. # 53464 Exp. 06-30-19 Attachments: Appendix with 5 Plates A.E. ENGINEERING APPENDIX BASSWOOD AVE. TB-2 m 7. 1 m rw I =rm-- 1 m I TWO-STORY I I DWELLING I I 9 I TB-3 KEY TB-2.. TEST BORING PROPOSED A.E. ENGINEERING 17579 EL CAJON DRIVE (562) 397-5229 HESPERIA, CA 92345 aesoiItestgmaiI.com II #% Ml ALl 1231 BASSWOOD AVENUE CARLSBAD, CA PLATE: I LOG OF BORING PROJECT DASSWOOD AVENUE PROJECT No. NG- I 8-00 BORING No. _I LOCATION 5EE PLOT PLAN LOGGED BY AE DATE 1-12-18 LI I CLASSIFICATION, MOISTURE, TIGHTNESS ?99 (0-I .5') SILTY SAND (FILL); DRY TO SLIGHTLY MOIST, L005, • DARK DROWN. 1 - /2Z (1.5'-G') NATIVE SILTY SAND (SM); MOIST. FIRM, LIGHT GRAY WITH GOLDEN DROWN. 2 - - / NO WATER, NO CAVING 6 STOPFD @ 7- 8- 9 - 10 - A.E. ENGINEERING PLATE 2 LOG OF BORING PROJECT 5A55 WOOD AVENUE PROJECT No. NG- I ö-OO BORING No. _2 LOCATION 5EE PLOT PLAN LOGGED BY A DATE I-I2-I8 U oe CLASSIFICATION, MOISTURE, TIGHTNESS ?X (0-2) SILTY SAND (FILL); DRY TO SLIGHTLY MOIST. LOOSE. - DARK DROWN. 1- 2 (2'-G) NATIVE SILTY SAND (SM); MOIST, FIRM, LIGHT GRAY - WITH GOLDEN DROWN. 3 * 103.5 11.8 3 - - NO WATER. NO CAVING 6 STOPPED @ 7- 8 - 9 - 10 - A.E. ENGINEERING PLATE 3 LOG OF BORING PROJECT BASSWOOD AVENUE PROJECT No. NG- I ö-OO BORING No. _3 LOCATION 5EE PLOT PLAN LOGGED BY AE DATE w I ,.. a.I- C .13 CLASSIFICATION, MOISTURE, TIGHTNESS ()99J (0-2) SILTY SAND (FILL); DRY TO SLIGHTLY MOIST, LOOSE, DARJ. DROWN. 1- 2 (2-C') NATIVE SILTY SAND (SM); MOIST, FIRM. LIGHT GRAY / WITh GOLDEN CROWN. - ______ NO WATER, NO CAVING STOPPED @ C' 7— a- 9 - 10- A.E. ENGINEERING PLATE 4 DIRECT SHEAR TEST PROJECT NAME' BASSWOOD AVENUE JOB No,, ENG-18-006 SOIL CLASSIFICATION' SILTY SAND (SM) SAMPLE No' 2-1 3' PLOTTED BY, AE DATE' 1-26-18 CHECKED BY' GM Ws 24.9 Z Vf 11.8 Z % 103.5 PCF C 120PSF ço29 ° UNDISTURBED * REMOLDED __ RESIDUAL_____________ 3000 2500 2000 1500 1000 500 000, 0 500 1000 1500 2000 2500 3000 3500 ULTIMATE NORMAL STRESS, PSF A PEAK RESIDUAL A.E.ENGINEERING PLATE 5 GEOTECHNICAL - CIVIL - SURVEY 17579 EL CAJON DRIVE HESPERIA, CA 92345 PH: (562) 397-5229 aesoiltest@gmail.com SOIL ENGINEERING INVESTIGATION REPORT PROPOSED TWO STORY DWELLING WITH AN ATTACHED FOUR CAR-GARAGE 1231 BASSWOOD AVENUE CARLSBAD, CALIFORNIA PROJECT NO. ENG-18-006 DATE: FEBRUARY 2,2018 Prepared for: Shanup Patel Co C) W ' - '—'•— a I BUILDING ENERGY ANALYSIS REPORT I 2 PROJECT: Project Designer: DCP Designs P.O. Box 3174 Fontana, CA 92334 (909) 578-5557 Basswood Ave Residence 1231 Basswood Ave Carlsbad, CA 92008 Report Prepared by: Timothy Carstairs, CEA, HERS, GPR Carstairs Energy Inc. 2238 Bayview Heights Drive, Suite E Los Osos, CA 93402 (805) 904-9048 0 CARSTAIRS ' ENERGY INC. Job Number: 18-06167 Date: 6/16/2018 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software — www.energysoft.com. I TABLE OF CONTENTS I Cover Page Table of Contents 2 Form CF-1 R-PRF-01 -E Certificate of Compliance 3 Form RMS-I Residential Measures Summary 12 Form MF-I R Mandatory Measures Summary 13 Room Load Summary 17 EnergyPro 7.2 by EnergySoft Job Number. ID: 18-06167 User Number 6249 I CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF41 Project Name: Residential Building Calculation DatelTlme: 14:40, Sat. Jun 16. 2018 Page f of 9 Calculation Description. TIle 24 Analysis Input File Name: Basswood Ave Residence (1231).hbdl6x GENERAL INFORMATION 01 Project Name Residential Building 02 CalculatIon Dsac,tpllcn TItle 24 Analysis 03 Project Location 1231 Basswood Ave - 04 City Carlsbad 05 Standard. Version Compliance 2017 06 P Code 02008 07 Compliance Manager Verilon BEMCITIpMgT 2016.&0 (1016 SP2) Do I Climate Zone CZ? 09 Software Version EnergyPro7.2 10 Building type Single Family 11 Front Orientation (daglCardinel) 0 12 Project Scope Newly Constructed 15 Numb., of DmaUlng Units I 14 Total Coot floor Area (fit) 6072 15 I Number of Zone. I 16 Stab Arsa(ft2) 3088 17 Number of Stories 2 IS Addition Good. floor Arsa6r)l nla 19 Natural Gas Available Yes 20 Addition Slab Ares, (112) nla 21 GlaalngPsrc.ntage(%) 14% COMPLIANCE RESULTS 01 Building Compile. with Computer Perfoimaci" - 02 Thl. building Incorporate. futur that require fluid testing .ndloryertflcation by acsdlfl.d HERS rater underthe supervision are CEC-approved HERS provider. 03 ml. building Incorporates orB V\ :. - V F -.1 " 1 1-./ ENERGY USE SUMMARY 04 05 06 07 08 Energy U.. (kTDVlft3-yr) Standard Design Proposed Design Compliance Margin Percent Inrov.m.nt Space Heating 4.40 4.69 -029 -6.6% Space Cooling 0.00 0.17 .0.17 0.0% lAO Ventilation 0.90 1 0.90 0.00 0.0% Water Heating 3.59 3.07 0.52 14.5% Photovoltaic Offset - 0.00 0.00 - Compliance Energy Total 5.69 9.83 0.08 0.7% Registration Number 216f010174702 A-00600000000006000 Registration Datafllme: 201846-191 39 HERS Provider csiccits e CA Building Energy Eflidoncy Standards -2016 Residential Compliance Report Wrelon - CF1 R-0430201 8-1016 SP2 Report Generated at 2018-06-1614:41:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CPIR.PRF41 Project N.m.: Residential Building Calculation DateflIme: 14:40. Sat Jun 16, 2018 Page 2019 Calculation Description: Title 24 AnalysIs Input File Name: Basswood Ave Residence (1231).ifbdl6x ENERGY DESIGN RATING Energy Design Rating (EON) lain alternate way to express the energy perfonnance ofs building using • scoring system where 100 represents the energy perfonnance of the R.,Idsn1lsI Energy Service, (RESNET) reference home characterization of the 2005 InternatIonal Energy Conservation Code (IECC) with California modeling assumption. A score of zero represents the energy performance ofa building that combines high levels of energy, efficiency with renewable generation tozero our Its TDV energy. Because EON Includes consideration of components not regulated by Tide 24 Pit S (such as domestic appliances and consumer electronics), It Is not used to show compliance with Part but may Instead be used by local Jurisdictions pursuing local ordinance. under Tlffs 24 Part 11 (CAI.Green). Ass Standard Design building under the 2010 Building Energy Efficiency Standards I. significantly more efficient than the baseline EON building, the EON of the Standard Design building I. provided for Information. ShWaft the EDR score of the Proposed Design I. provided separately from the EON value of Installed PV so that the effects of efficiency and renewable energy can both be seen EON of Standard Efficiency EON of Proposed Efficiency EDR Value of Proposed PV. Beitery Final Proposed EDR 42.6 42.4 0.0 42.4 o Design meets liar I requirement of 15% or greater cede compliance margin (CALGreen A4.203.I.2.I) and Qq verification prerequisite. o Design meets liar 2 requirement 0130% or great.r code compliance margin (CALOreen A4.203.1.2.2) and 011 verifIcation prerequisite. D Design meets Zero Net Energy (ME) Design Designation requirement for Single Family In climate zone CZ7 (San DIego) (CALOreen AI.202.1.2.3) Inducing on.elta photovoitsic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EON) ofzero or less. The PV System must be verfif ad. Notes: Excess PV Generation EON Credit Bypassing PV size limit may violets Net Energy Metering (NEIl) rules REQUIRED SPECiAl. FEATURES The following are features that must be installed as condition for metIng eranalysle Ducts with high levelofInsulation V Floorhas high levelofInsulation t. 0A HERB FEATURE SUMMARY Ft The following lee summary of the features that must be field.venfied bye certified HERS Rater sea condition for meeting the modeled energy performance for this computer analysis Additional detail is provided in the building components tables below. Building-level Verifications: IAN mechanical ventilation Cooling System Verification.: Minimum Airflow Fin Efficacy WattslCFM HVAC Distribution System VerIfIcatIons: Duct Sealing Domestic Not Water System Verifications: —None— BUILDING. FEATURES INFORMATION 01 02 03 04 05 05 07 Project Now Conditioned Roar Area (&) Number of Dwelling units Number of Bedrooms Number of Zones Number ci Ventilation Cooling Systems Number of Water Heating Systems Residential Building 6072 I 1 1 6 1 1 0 1 1 Registration Numbet 218.P010174762000.0000X00000006 Registration Datelrime: 201806.1912:22:39 HERS ProVider. CaICERTS hr CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CFI R.04302018.1016 SP2 Report Generated at 2018.06.1614:41:23 CERTIFICATE OF COMPLIANCE -RESIDENTiAl. PERFORMANCE COMPLIANCE METHOD CFIR-PRF41 Project Name: Residential Building Calculation DatslTlme: 14:40, Set, Jun 16, 2018 Page 3 of 9 Calculation Description: Till. 24 Analysis Input File Name: Basswood Ave Residence (1231).nbdl6x ZONE INFORIIATION In 02 03 04 06 06 07 Zone Name Zone Type HVAC System Name Zeiss Floor Are a IfI2) Avg Ceiling Height Water Heating System I Water Heating System 2 IJvingArea Conditioned HVACSystem1 6072 11 OHWSySI nla OPAQUE SURFACES - 01 02 03 04 06 00 07 08 Name Zone construction Azimuth Orientation Gross Area (ft2) Wlndow&DacrAres I2p Tilt(deg) Front MR Living Area R-13VAiul 0 Front 396 106 90 Left Wail Living Area R-13 Wall 90 Left 658 71 90 Raw Wail LMng Area R-13 Wall 180 Back 572 208 90 Right Wail Living Area R-13 Wall 270 Right 858 134 90 Front V462 Living Area R-13 Waif - 0 Front 468 126 90 Left Wall 2 Living Area R-13 WaIl 90 Left 684 53 90 Rear VAl12 Living Area . _1171.3,M11,180 Back 468 Be 90 Right Waif 2 LlvingA,Me IjR 13Wall 270 Right 684 68 90 Interior surface Living Arqa-Tj:Gsmgd,j6,J 4 S.R3 Vntl1 nld n!a kS ,, 176 18 We Roof LIvIn*a , r,.R40R00Att1C .- nis . fF8 538 n/a n/a Roof 3 LivingAre R-30Rooftic fl/a rid' 2984 We nfa Raised Floor Living Area R-19 Floor No Crawlspace n/a We 434 We nla Front V/all 3 _Owage_ R.0 V/all 0 Front 242 0 90 Left Wail 3 _Gw'age_ R-0 Wail 90 Left 693 0 90 Roar Wag ,_Garago_ R-0 MR 180 Back 242 0 90 Right V/all 3 _Garaga_, R.0 Wall 270 Right 693 0 - 90 ATTIC 01 02 03 ) 04 05 06 07 08 Name Construction 1pe ) Roof Rise Roof Reflectance Roof Emlttancs Radiant Banter Cool Roof Attic Living Area Aft Roofl.MngArea Ventilated J 4 0.1 0.85 Yes No Registration Number als.Po1o1m7roA-000.000.0000000.0000 Registration DaWT1me: 2018.06-1912:22:39 HERS Provider. ceIcEns inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CFI R44302016-1016 6P2 Report Generated at 2018-08-1614:41:23 CERTIFICATE OF COMPLIANCE. RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name: Residential Building Calculation Dat.1TIm.: 14:40, Sat. Jun 16, 2018 Peg. 4 0t9 Calculation Description: Title 24 Analysis Input File Name: Basswood Ave Residence (1231 ).rlbdl6x FENESTRATION I GLAZING 01 02 03 04 05 06 07 08 09 10 Hera. Tp. Sce(Od.ntatton-Azlmuth) Width (ft) HeIght ((1) MultIplier Area (&) 11,1416dtor SHGC ExtetforShading Window Window Front Wall (Frcnt-0) - - 1 24.0 0.32 0.25 Insect Screen (default) Window 2 Window From Well (Front-O) - - 1 210 0.32 0.25 Insect Screen (default) Window 3 Window Front Wall (Front-0) - - 1 21.0 0.32 025 Insect Screen (default) Window 4 Window Left Wall (Left-SO) - - 1 15.0 032 0.25 heed Sam n (default) Window 5 Window Left Wall (Left-SO) - - 1 150 032 0.25 ln.et Screen (default) Window 6 Window Left Wall (Left-SO) - - 1 5.0 0.32 0.25 Insect Screen (default) Window 7 Window Left Well (1.1140) - - 1 8.0 0.32 0.25 heed Sean (default) Window Window Left Well (Left-SO) - - 1 8.0 0.32 0.25 (need Screen (default) Window 9 Wndow Left Wall (Left-SO) - - 1 20.0 0.32 0.25 Insect Screen (default) Window 10 Window Rear Wall (Bade-ISO) - - 1 300 0.32 0.25 heed Screen (default) Sliding Glass Door Window Rear Well (Back-180) - - 1 128.0 0.32 0.25 (need Screen (default) Window 11 Window R---rWall (980 -14W ' "- 1 500 032 025 Insect Screen (default) Sliding Glees Door 2 Window " IOught Well (Right 270) fr J.1 -j - 480 032 025 Insect Scow (default) Window 12 Window ' >..~,.' RIjlflRió,*-2?O) r '15.O 0.32 0.25 breed Screen (default) Window 13 Window ' Right WaU (Right 27O) -' f"-.) -p150 032 025 Insect Screen (default) Window 14 Window Right Well (Right-270) - - 1 15.0 0.32 025 breed Screen (default) Window 15 Window Right Wall (Right-270) - - 1 15.0 0.32 0.25 bisect Screen (default) Window, 16 Window Right Well (Right-270) - - 1 60 0.32 0.25 Insect Screen (default) Window 17 Window Right Wall (Rlght470) - - 1 10.0 0.32 0.25 Insect Screen (default) Window IS Window Right Wall (Right-270) - - I - 100 0.32 025 heed Screen (default) Window 19 (Front.0) - - 1 30.0 0.32 0.25 breed Screen (default) Window 20 Window (Front-0) - - 1 180 0.32 0.25 Insect Screen (default) Window, 21 Window aFrord Window (Front.0) - - 1 30.0 0.32 0.25 Insect Screen (default) Window 22 Window (Front-O) --1 15.0 0.32 0.25 Insect Screen (default) Window 23 Window (Front-a) - - 1 30.0 0.32 0.25 insect Screen (default) Window 24 Window Left Well 2 (1elt.S0) - - 1 50 1 0.32 0.25 Insect Screen (default) Window 25 Window Left Well 2 (Left-SO) - - 1 18.0 0.32 0.25 insect Screen (default) Window 26 Window Left Well 2 (Left-SO) - - 1 5.0 0.32 0.25 (need Screen (default) Window 27 Window Left Well 2 (Left-SO) - - 1 120 032 025 bisect Screen (default) Registration Nunibe, 215.polo1747624003000.0000000.0000 Registration Datefllme: 2015.66-19 122239 HERS Provider CaicaRrs inc. CA Bulldog Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R44302015-1016 SP2 Report Generated at 2018.06-1614:41:23 CERTIFICATE OF CCMPUANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR.PRF.OI Project Name: Residential Building Calculation DatelTim.: 14:40, Sat. Jun 16. 2018 Peg. S of 9 Calculation Description: Title 24 Analysis Input File Name: Basswood Ave Residence (1231 ).nbdl6x tMndow28 Wndce Left VH 2 (1.e11-90) - - - 1 12.0 0.32 025 Insect Screen (default) Window 20 Wndow Rear VMI2(Badc-180) - - 1 240 0.32 0.25 Insect Screen (default) Wndow 30 Window Rear 4at1 2 (Back-180) - - 1 20.0 0.32 0.25 Insect Screen (default) tMndow 31 Wndow Rear lAsh 2 (Back-I 80) - - 1 20.0 0.32 0.25 Insect Screen (default) Wndow32 Wndow Row Wag 2(80d6.180) - - 1 24.0 0.32 0.25 Insect Screen (default) Wndow 33 Wndow Right lASI 2 (Right-770) - - 1 8.0 0.32 0.25 Insect Screen (default) Wndow 34 Wndow Right lAsh 2 (Right-210) - - I - 8.0 0.32 0.25 Insect Screen (default) Wndow 35 Wndow Right V.512 (Right-270) - - 1 6.0 0.32 0.25 Insect Screen (default) WIndow 38 WIndow Right iAil 2 (Right-270) - - I - 80 032 025 Insect Screen (default) Window 37 Wndow Right V.512 (Rlght-770) - - I - 16.0 0.32 0.25 Insect Screen (default) Wndow 38 Window Right tAut 2 (Right-270) - - I - 6.0 0.32 0.25 insect Screen (default) WIndow 39 WIndow Right V.512 (Right-270) - - 1 8.0 0.32 0.25 Insect Screen (default) WIndow 40 Wndow Right V.512 (Right-770) - - 1 80 032 0.25 Insect Screen (default) OPAQUE DOORS 01 02 03 04 Nwia a. if d.fiuddlig .i Aram (fit) U4actcr 00cr FrontiAsl. 400 050 Door 2 - Interior Surface iao 050 Registration Number: 218 1011476 000000.0000000.8050 Registration Date(run.: 2015.06.19 12:39 HERS Provlder. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CFIR.043020181016 SP2 Report Generated at 2018.06.1614:41:23 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR..PRF4I Project N.m.: Residential Building Calcul.tlon Dateftlme: 14:40, Sat Jun 16, 2018 PagiS of 9 Calculation Description: Tide 24 Analysis Input File Name: Basswood Ave Residence (1231).rlbdl6x OPAQUE SURFACE CONSTRUCTIONS lii 02 03 04 05 00 07 Total Cavity Winter Design Construction Name Surface 1,p. Construction 1p. Framing 11-value U48ctor Assembly Layers inside Finish: Gypsum Board Cavity / Frame: nolnsuL/2x4 R-0 VleU Exterior VAil, 'mod Framed lAinti 20 @ 16 In. O.C. none 0.361 Extador Finish: 3 Coal Stucco bralde Finish: Gypsum Board Cavity/ Frame. noinwt/2x4 Roof Deck. Wood Sidinglsheathinpjdecidrig R-O Roof No Attic Cathedral Ceiling. Wood Framed Ceiling 2x4 @ ill in. O.C. none 0.484 1 •Roofing: Light Roof (Asphalt Shingle) Cavity/Frame: no maul. /Z14 Top Chid 2x4 Top Chord of Roof Truss @24 Roof Deck: Wood SldinoJaheaffiingAiacidrig Attic ROOtLiVIng Area Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Cavity/Frame: R-13/Zc4 R-13 Wofl Exterior Wags I Wood Framed Wail 2x4 @16 In. O.C. R 13 0.101 Exterior Finish: 3 Coat Stucco Inside Finish: Gypsum Board R40 Roof AIIIC Ceilings (below attic) Wood Framed Ceiling 2X4 @24 In. 0 C ' R 307 0032 Cavity/Framô: R-9. I /2s4 Over Calling Joists R-20 9lnuI • j (I • Inside Finish Gypsum Board cavlty/Frame:R-I3/2x4 R-13VM11 lnteilcrWalls Framed Wall ,2x4 1,60 ... R13 0.092 Other Side Finish: Gypsum Scald - Floor Surface: Carpeted R 19 in 5-112 in. Floor Deck: Wood Siotngfsheathlng/decldng R-19 Floor No Crewtepece Exterior Floors Wood Framed Floor 2x6 16 in. O.C. cavity (R-18) 0.052 1• Cavity/Frame: R-I9 in 5.112 in. (R-I8) /2x6 SLAB FLOORS 01 02 03 04 05 08 07 Name Zone Area (&) Perimeter (ffl Edge Ineul. Realue a Depth Carpeted Fraction Heated Stab Living Area 3088 244 None I No Slab 2 _Gerege_ 1323 170 None 0 No BUiLDING ENVELOPE- HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (05) Quality IneteihsIlon of Spray Foam Insulation Building Envelope Air Leakage CFMSO Not Required Not Required Not Required nla Registration Number: 216pOt01147acA.000400c000c000000 Registration Datefllme: 20130-191222:30 HERS Provider. caicamis inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Wrsron - CFIR44302018-1018 SP2 Report Generated at 2018.06-1614:41:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR.PRF41 Project Name: Residential Building Calculation Datemme: 14:40, Sat, Jun 16. 2018 Pig.? 019 Calculation Description: 118024 Analysis Input File Name: Basswood Ave Residence (1231 ).rlbdl8x WATER HEATING SYSTEMS 01 02 03 04 05 08 Name System Irp. Dlsblbullcn Type Water Heat., Number of Heater. Solar Fv.ollcn (%) 0KW Bye 1 014W Standard DHW Hester 1 (2) 2 .0% WATER HEATERS 01 02 03 04 05 06 (17 08 09 10 11 12 Ham. Heater Element Type link Type Numb., of Unit. Tank Mum. (gal) Uniform Energy Factor I Energy Factor Efficiency Input Rating Pilot I Thermal Efficiency I Tank Insulation R-valu. (InVEst) Standby Loss I Recovery Eff First Hour Rating I Row Rat. NEEA Had Pump Brand I Model I Other link Location or AmbIent Condition 0KW Heater 1 Gas small Instantaneous 2 0 0.96 EF 199.000 Btuflir R.OIR.0 na nfa We fife - SPACE CONDI11CMPIO SYSTEMS 01 02 03 04 05 08 SC Sy. Name System Type Heating Unit Name Coding Unit Name Fin Name Diabibution Name HVAC Systesnl Other Heating "Coding HtinjCcmpinent I fCoobng Component I HVAC Fan I Air D,airlbuticn System I HVAC HEATING UNIT TYPES i Mir 01 ' 04 Name System TWO, Number of Units Efficiency Heating Component I Cnt,tFwnace - 2 95AFUE HVAC -COOUNG UNIT 'TYPES CI 02 03 04 J 05 06 07 05 Name System Type Number of Units Efficiency EER SEER Zonally Controlled Compressor Type HERS Veiflicatlan Cooling Component I SplitAlrCond 2 11.7 14 Not Zcnal Single Speed COO 71eflt HVAC COOLING -HERS VERIFICATION 01 02 03 04 05 08 Name Verified Airflow AbElow, lirget VerIfied EER VerifIed SEER Ve,tfledRs*tgemnt Charge Cooling Component 14iers-cod Required 350 Not Required Not Required Not Required Registration Number 2I8P01017474O00oO0000oO8O0OO Registration Date/Time: 2016.06-1912:22:39 HERS PTOVIdec CIICERTS leo. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CFI R-04302018-1016 SP2 Repast Generated at 2018.06-16 14:41:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR.PRF"OI Project Name: Residential Building Calculation Datelllme: 14:40. Sat, Jun 16, 2018 Page of 9 Calculation Description: Tale 24 Analysis Input File Name: Basswood Ave Residence (1231 ).nbdl6x HVAC- DISTRIBUTION SYSTEMS 01 02 03 04 05 08 07 Name Type Duct Leakage Insulation R-value Duct Location Bypass Duct HERS Vsrfllcallon Air Distribution System I 0ucts4itic Sealed and tested 8 AttIc None Air DiNtribution System HVAC DISTRIBUTION -HERS VERIFICATION 01 02 03 04 05 08 07 05 Nine Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Oust Design Burled Ducts Deeply Burled Ducts Lowleakag. Air Handler Air Distribution System 1.hers4ist Required 5.0 Not Required Not Required Not Required Not Required nib HVAC-FAN SYSTEMS - 01 02 03 04 Name 1ip. Fan Power (Watt.ICFM) HERS Verification HVAC Fan I Single Speed PSC Furnace Fan 0.58 I{VAC Fan I4ers4an NVAC FAN SYSTEMS- HERS VERIFICATION 01 l-02 ( 03 Plains 4VãffledFitt WIN OraW I ' J' Rsqulred Fan Efffdency(Wstta/CFM) HVAC Fan 1-1rers4n .j t 0.58 lAO (indoor Air Quality) FANS 01 02 03 04 05 ) 08 Dwelling Unit LAO CPu IAOWattaICFM lAO Fan 1*0 Recovery Effedlvsness(%) 4 HERS Verification SFam IAQVentRpt 113 25 Default 0 J Required Registration Nwnber. 21&PO1O1747eaP.0004000000000.0000 Registration Dateflime: 201846.1912:2239 HERS Provider. CaICERT3 inc, CA Butting Energy Efficiency Standards -2016 Residential Compliance Report VersiOn - CFIR-04302010-1016 SP2 Report Generated at 2018'06-16 14:41:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR.PRFOI Project Name: Residential Building Calculation Datsfflme: 14:40, Sat, Jun 16, 2018 Page 9 of 9 Calculation Description: Mile 24 Analysis Input File Name: Basswood Ave Residence (1231 ).nbdl6x OOCUNENTA1ON AUTHOR'S DECLARATION STATEMENT 1.1 certify that this Certificate at Compliance documentation Is acetate and complete. Documentation Author Name. - Documentation Author Signature: Timothy Carstairs Company: Signature Date: Carstairs Energy Inc. 2018.06-19 10:22:50 Address CEMIERS Certification Identification (If applicable): 2238 Bayvlew Heights Drive, Suite E R-16-06-10042 CItyl8tateIZip: Phone: Los Osos, CA 93402 805-904-9048 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certWi the following under penalty of perjury, under the laws of the State of California I am eligible under Division 3 at the Business and Professions Code to accept responsibility forth. building design Identified on this Certificate of Compliance I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24. Part I and Part S of the California Code of Regulations. The building design features or system design features identified on this Certificate at Compliance we consistent with the information prodded on other applicable compliance documents, worksheets, calculations, plans and specifications submitted tothe enforcementagengy for approval with thisbuilding pennitapplicatrnr Responsible Designer Name Responsible Designer Signaturei' .' DELFINPOQUIZ company -' < -, Date S! DCP Designs 2018-06-19 12:22:39 Address License P. 0. Box 3174 N/A CltylSlat&Zlp: Phone: Fontana, CA 92334 909-578-5557 771 Digitally signedbyCalcERT3. This digltalergnatureis provided In order tosecure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the mtonnation. Registration Number 218p010174?62A.000-000.00000000000 Registration Datelflme: 2018.08.19 1a2239 CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CFIR.04302018-1016 SP2 HERS Provlder catcams kr. Report Generated at 2018.08-1614:41:23 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Basswood Ave Residence Building Type 0 Single Family C) Addition Alone C) Multi Family C) Existing+ Addition/Alteration Date 6/16/2018 Project Address 1231 Basswood Ave Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 6,072 Addition n/a # of Units I INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed R 13 4,292 New Door Opaque Door - no insulation 40 New Roof Wood Framed Attic R 30 3,522 New Slab Unheated Slab-on-Grade - no insulation 3,088 Perim = 244' New Floor Wood Framed w/o Crawl Space R 19 434 New FENESTRATION I Total Area: 8141 Glazing Percentage: 134 % New/Altered Average U-Factor 0.32 Orientation Area(11) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (N) 192.0 0.320 0.25 none none Bug Screen New Left (E) 124.0 0.320 0.25 none none Bug Screen New Rear (S) 296.0 0.320 0.25 none none Bug Screen New Right (W) 202.0 0.320 0.25 none none Bug Screen New HVAC SYSTEMS Qty. Heating Mm. Eff Cooling Mm. Eff Thermostat Status 2 Central Furnace 95% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Mm. Eff Distribution Status 2 Small Instantaneous Gas 0 0.96 Standard New EnemvPiu 7.2 by EnemySoft User Number: 6249 ID: 18-06167 Paae 12 of 17 2016 Low-Rise Residential Mandatory Measures Summary Qj Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures regardless of the compliance approach used. Review the respective section for more infonnation. lExceptions may ap* tRAviM 111412011711 Building Envelope Measures: 1106' '1 Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfm1ft2 or less when tested per NFRC-400 orASTM E283 orAAMAIWDMNCSA 10111.S.2/A440-2011.' § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). 110.6(b):''Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from TABLES - 110.6-A and 110.6-B for compliance and must be caulked and/or weatherstripped. Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, gasketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). 110 Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of 110.8(i) when the installation of a cool roof is specified on the CFIR. § 110.80): Radiant Barrier. A radiant baffler must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood-home ceiling; or the weighted average Ufactor must not exceed 0.043. Minimum R-19 or weighted average U-factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.' § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R-value. Above Grade Wall Insulation. Minimum R-13 insulation in 2x4 inch wood homing wall or have a 1.1-factor of 0.102 or less (R-19 in 2x6 or U- § 150.0(c): factor of 0.074 or less). Opaque non-homed assemblies must have an overall assembly U-factor not exceeding 0.102, equivalent to an installed value of R-13 In a wood framed assembly.' § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood homed floor or 0.037 maximum U-factor.' § 150.0(Q: Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 permlinch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Rebrder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This § 150.0(g)1. requirement also applies to controlled ventilation crawl space for buildings complying with the exception to § 150.0(d). § 150.0(g)2. Vapor Retarder. In Climate Zones 14 and 16, a Class for Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. 1500' sq,. Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.58; or the weighted average U-factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)IA: Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. 150 0'e'1B Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device.' § 150.0(e)IC: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control.' & 150.0(e)2:'Pilot Light Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: 110 0 1103 Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Enemy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut-on temperature fOr compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.' 110.2(c): Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat: Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. 110.3(c)7: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTUThr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water healing systems to allow for water tank flushing when the valves are closed. 1105 Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btulhr are exempt); and pool and spa heaters.' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)1: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; orACCA Manual J using design conditions specified in § 150.0(h)2. - , 2016 Low-Rise Residential Mandatory Measures Summary § 1 h 3k Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryervent. 01h3B• Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by y manufacturer's instructions. 150.00)1:r Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, must have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2k nominal diameter of 314 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures.' 150 o'2B• Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non-crushable casing or sleeve.' 150 0"2C 3 UI Water piping and cooling system line insulation. Pipe fOr cooling system lines must be insulated as specified in § 150.00)2k Distribution piping for steam and hydronic heating systems or hot water systems must meet the requirements in TABLE 120.3-A.' § 150.00)3: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.0(j)3k aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. 150.00)3B:" Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a 3 Class I or Class II vapor retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a 3 150.0(n)l:'• 120V electrical receptacle within 3 feet of the water heater, a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btulhr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. 150.0(n)3: 3 . Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: & 110. ' ' 8'd'3• 3 Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, In writing, that the insulation meets this requirement. CMC Compliance. All air-distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0,602.0,603.0,604.0,605.0 and ANSl/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing 150 01m'f (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible duds must be mechanically fastened. Openings must be sealed with 3 . mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 'A inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the duds.' Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150 0'm'3 Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. 3 150.0(m)7: Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. & 150. I 0'm'8 3 Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and 150.0(m)9: wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct Porous inner core flex duct must have a non-porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be seated and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0(m)lland Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of 6 150.0(m)12. 2016 Low-Rise Residential Mandatory Measures Summary - Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the 150.0(m)13: supply plenum. The space conditioning system must also demonstrate airflow a 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy s 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendoc RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced air systems.' Ventilation fOr Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(0): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole-building ventilation. 150 O'o'IA- Field Verification and Diagnostic Testing. Whole-building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.' Al " ' Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. 110.4(b)3: Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that " will allow all pumps to be set or programmed town only during off-peak electric demand periocis. § 110.5: Pilot Light Natural gas pool and spa heaters must not have a continuously burning pilot light 150-0 Pi.. Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: & Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements • of110.9.' & 110.9(e): • JAB High Efficacy Light Sources. To qualify as a JAB high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JAB. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)1B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for insulation contact (IC) § 150.0(k)1 C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JAB-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downlight luminaires in ceilings. 150 o'k'ID• Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)1E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. 150 0'k'1F - Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k).' Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1G: with Reference Joint Appendix JAB. Installed lamps must be marked with 'JA8-2016' or 'JA8-2016-E' as specified in Reference Joint Appendix JAB. § 150.0(k)IH: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JAB compliant and must be marked with 'JA8-2016-E.' § 150.0(k)2k Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)28: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems. 150 O'k'c• Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. & 150 O'kE• Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(f); and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: itfunctions as a vacancy sensoraccording to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(0; and all other requirements in § 150.0(k)2. 150.0(k)21: Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if ft pjJ5 the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 2016 Low-Rise Residential Mandatory Measures Summary § 2J• Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. & 150 0'k'K Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JAB, except luminaires in closets less than 70 square feet and luminaires in hallways.' § 150.0(k)21: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other 15D.0IkA• 1" buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS). Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either 6 150.O(k)3A or with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 01kc• Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in H 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150.0(k)3D.- Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. & ISo 01k" - r• Internally Illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of power as determined according to § 130.0(c). 01k• Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4,140.6, and 141.0. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must § 150.0(k)6B: Comply with the applicable requirements in §§ 110.9, 130.0, 130.1, 140.6 and 141.0; and Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10(b) through § 110.10(e). § 110.10(a)2: Low-rise Multi-famIly Buildings. Low-rise multi-family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area, The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet For low-rise multi-family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' § 110.10(b)2: Orientation. All sections of the solar zone located on steep-sloped roofs must be oriented between 110 degrees and 270 degrees of true north. & 110• 1 1o'b'Wk Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment' Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane.' & 110 - '.r Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be dearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel): and a pathway for routing of plumbing from the solar zone to the water-heating system. & 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 11010(b) through 11 10.10(c) must be provided to the occupant § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as 'For Future Solar Electric'. ROOM LOAD SUMMARY Project Name Date Basswood Ave Residence 6/16/2018 System Name Floor Area HVAC System 6,072 Living Area I 1st Floor 1 1 9801 20,8011 Z1271 9801 20,8011 Z1271 6771 26,656 2nd Floor 4 1 9661 20,5031 Z0551 9661 20,5031 Z0551 5271 20,752 PAGE TOTAL TOTAL * 1,945 41,304 4,183 1,203 47,408 1,9451 41,3041 4,183 1,203 47,408 I * Ir. load Title 4GitY of Carlsbad (ICERTIFICATIO N ts] SCHOOL FEES IPAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit #: Project Address: Assessor's Parcel #: Project Applicant (Owner Name) DEV2018-0070, BASSWOOD AVENUE RESIDENCE CBR2018-1587 1231 BASSWOOD AVE 2051123400 COOWNER PATEL PARESH J AND HARSHANABEN P FiviAl Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 E1Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 Residential Square Feet: RE CE! VE New/Additions: 6,072 JUL 292019 Second Dwelling Unit: ______________________________ Commercial Square Feet: OF BUILDING '0 New/Additions: City Certification: City of Carlsbad Building Division Date: 07/19/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. FM--]San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) FN--]San Marcos Unified Sch. C 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) L1 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 - SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Date: (i --4 ..- 14 CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: 6225 FE. CAMINO REAL Phone: I ( C) :3) so j) CARLSBAD, CA 92009 Community & Economic Development - Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 790-602-8558 fax 1'building@carlsbadca.gov BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control t I BMP S Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs 2 0 .2 C Cl) o o a E E - .5C 2 "rn°' 2 .2 E .2- .L Cl' 0 C Best Management Practice* 0) (I, 0. C • g g Cl) (BMP)Description-3 0 0 - — - a' Cl) a '-. 0 0 0 0 D -4-' a > 0 - 0 0 C . C N C C Q) 0 a Lii U) Cfl CI) C) Li CD ..- 0 U)> 0 U) i.. U) o .,. U) E .. 0 cn 0 i.. 0 C Q 0 0 o Cl) > 0 0 .,. Cfl 0 ~ U) 0.0 CI) 0 0 0 U) 0 0 :i: 0 0 C.) CASQA Designation - N 00 0 . .- I') * It) CO N CO - CJ I) ¶ T C4 '? ' '? to Co C)C) 0 S JJLLJJJJJJ J4 d U) U) U) U) Construction Activity W LU Lii Lii W U) U) U) U) U) U) U) F- F- Grading/SoilDisturbance _Trenching/Excavation - Stockpiling - — - - - - - - — Drilling/Boring - - --- - - — — — — .- — — — — — - Concrete/Asphalt Sawcutting - - - - - - - - - - - - - - - - - ---- - - - - - - - - - — — — — — — - Concrete Flatwork --- - Paving - - - - - - - — - — - - - - - - - -. — Conduit/Pipe Installation - - - — — — .. - - - - - - - - - - - - - - — - - - - — — Stucco/Mortar Work . --- - Waste Disposal — — - --- — — — — .- — — Staging/Lay Down Area - - - - - - - - Equipment Maintenance and Fueling Hazardous Substance Use/Storage - Dewatering - - - - — - - - — - - - - - - - - - — Site Access Across Dirt — - -- — — - - - — - — - - - - — - — — — — — — - Other (list): - - - - - -- - - - - - - - - - - - - -. - - - - - - - - - - Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list o BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during constructioq from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for inforftiation and details of the chosen BMPs and how to apply them to the project. STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP ,cLQiicg - = STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SA11SFAC110N OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR. BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER OWNER'S AGENT NAME (PRINT) OWNTT/OWNER'S / AIL AGENT NAME (SIGNATURE) E-29 PROJECT INFORMATION Site Address: Assessor's Parcel Number: Emergency Contact: Name: 24 Hour Phone: Construction Threat to Storm Water Quality (Check Box) El MEDIUM 0 LOW Page 1 of 1 REV11/17 PERMIT REPORT City of Carlsbad Print Date: 11/05/2020 Permit No: PREV2019-0067 Job Address: 1231 BASSWOOD AVE, Permit Type: BLDG-Permit Revision Parcel #: 2051123400 Valuation: $ 0.00 Occupancy Group: #of Dwelling Units: 0 Bedrooms: 0 Bathrooms: 0.0 CARLSBAD, CA 92008-1902 Work Class: Residential Permit Revisic Track #: Lot #: Project #: DEV2018-0070 Plan U: Construction Type: Orig. Plan Check U: CBR2018-1587 Plan Check # Status: Closed - Finaled Applied: 03/26/2019 Issued: 07/31/2019 Finaled Close Out: 11/05/2020 Inspector: Final Inspection: Project Title: BASSWOOD AVENUE RESIDENCE Description: PATEL: ADDING STEEL BEAMS AND CHANGE TRUSS SYSTEM Applicant: Property Owner: SHANUP PATEL PATEL PARESH J AND HARSHANABEN P 3666 PlO PICO DR 3666 PlO PICO DR CARLSBAD, CA 92008-2554 CARLSBAD, CA 92008 (909) 910-2964 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE - $262.50 Total Fees: $ 297.50 Total Payments To Date: $ 297.50 Balance Due: $9.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760'-602-2700 1760-602-8560 fl www.carlsbadca.gov c ' PLAN CHECK REVISION OR Development Services CjY of DEFERRED SUBMITTAL Building Division 760-602-2719 Carlsbad APPLICATION 1635 Faraday Avenue B-I 5 . www.carlsbadca.gov Original Plan Check Number CBR2018 1587 Plan Revision Number L\ PRL'/ '0 jq -07 Project Address 1231 BASSWOOD AVE., CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name _DEL RN P0 QUIZ Phone (909) 578-5557 Fax Address P. 0. BOX 3174 City_FON TA NA Zip _92334 Email Address dcpoquiz99grn all. corn Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: )Plans 0 Calculations U Soils 0 Energy D Other 2. Describe revisions in detail 3. List page(s) where each revision is shown ORIGINAL PARALAM WOOD BEAMS HAD BEEN REPLACED WITH STEEL BEAUS. 3 SHEET A-8 WOOD POSTS SUPPORTING THOSE PREVIOUS WOOD BEAMS WERE REPLACED WI STEEL PIPE COLUMNS 3 SHEET A-? & A-8 WOOD ROOF TRUSSES USED TO BE 2-POINT BEARING, NOW SPECIFIED AS 4-PT BEARING- 3 SHEET A-9 FOUR CONC. PAD FOOTINGS ADDED FOR THOSE 4-STL. PIPE COLUMNS & TWO WALL ___________ IO011NGS ALONG SIDE OF THE STAIRS FROM GRID -9 TO ALMOST GRID -iD 3 SHEET A-? & DETAILS JZ 18 & 20/FD-1 ON THE STRUCTURAL CALCS: PAGES 4, 5 & 6 BEAMS ARE OMITTED AND ADDED STEEL ____________ BEAMISI ON PAGE 6-A. PAGES 46 TO 50 ARE ADDED tUh' I/IL 3 ILL L W. /?LILAGLMLNI5 WI THEIR NEW STEEL PIPE COLUMNS AND NEW CONC. PAD FOOTINGS PAGES 4,5,6 de b—A & PAGES 46 TO 50 Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? D Yes No Does this revision affect any fire related issues? 0 Yes No Is this a complete set? A Yes/1 n No £Signature Date 1635 Faraday Avenue, Carlsbad, CA 920 f: 760-602- 2719 E?: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadcagov EsGil A SAFEbuilttompany DATE: April 4, 2019 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-1587 Rev (PREV2019-0067)_____ SET: I PROJECT ADDRESS: 1231 Basswood Ave PROJECT NAME: SFD for Patel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: /' (by. Email: Mail TeIepho' Fax In Person REMARKS: Trusses are deferred. By: Abe Doliente Enclosures: Original set of approved plans EsGil 3/28/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2018-1587 Rev (PREV2019-0067) April 4, 2019 1 [DO NOT PAY— THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-1587 Rev (PREV2019-0067) PREPARED BY: Abe Doliente DATE: April 4, 2019 BUILDING ADDRESS: 1231 Basswood Ave BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code lcb IBY Ordinance I 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee I V Type of Review: Repetitive Fee 1. Repeats * Based on hourly rate E Complete Review El Other Hourly EsGil Fee 0 Structural Only 2 Hrs.@ $105.00 I $210.00I Comments: Sheet 1 of 1 BCP ENGINEERING TWO-STORY RESIDENCE FOR: SHANUP PATEL 1231 BASSWOOD AVE CARLSBAD, CA 92008 ARCH: DCP DESIGN DATE: 31912019 JOB NO.. 18-2169. (oFEs C. NO. C065593 rq EXP. 9-30-19 34670 CREEKWOOD COURT, VUCAIPA, CA 92399 TEL. (909)215-071 FAX. (909697-2005 RLVIRIG I q . W(ol FLOOR LOAD: Finish - = 2.5 PSF Sheathing 3/4"planks = 2.25 -- PSF Framing = 3.2 PSF Insulation = 0.5 PSF Finish. 1/2" dw = 2.5 PSF Mech,Elect,Misc = 0.5 PSF Allowance = 0.55 PSF DL = 12.0 ---------------------- PSF - LL - = 40.0 PSF TL = 52.0 PSF BCP ENGINEERING 34670 CREEKW000 COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909)697-2005 PROJECT: RESIDENCE OF SHANUP PATEL LOADINGS (TWO-STORY HOUSE): 7,- ROOFING: Roofing material = 10.0 PSF Sheathing = 1.5 PSF Framing for roof = 2.5 PSF Insulation = 0.5 PSF Framing for cl'g = 0.5 PSF Finish, 1/2" dw = 2.5 PSF Mech,Elect,Misc = 1.0 PSF Allowance = 0.5 PSF Adjust for slope = 1.0 PSF DL = 20.0 ----------------------- PSF LL = 16.0 PSF TL 36.0 PSF DESIGN CRITERIA: 2016 CBC & ASCE/SEI 7-17 Conc. Fc' = 2500 PSI (No Special Inspection) Steel Grade = Grade 40 Allow. Soil pressure=1500 PSF 3-SEC GUST --- 100 MPH Exposure "C" EXTERIOR WALL: - Stucco - = 10:0 PSF Plywood = 1.1 - PSF Gyp = 2.2 PSF Framing = 1.3 PSF Insulation = 1.4 PSF Misc = 0.0 PSF IL = 16.0 PSF INTERIOR WALL: 2 sides gyp = 4.4 PSF Framing = 1.2 PSF Insulation = 1.4 PSF Plywood 3/8" = 1.1 PSF Misc = 1.9 PSF - IL 10.0 ----------------------- PSF BCP ENGINEERING 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909)697-2005 PROJECT: RESIDENCE OF SHANUP PATEL LOADINGS (GARAGE: 5 ROOFING: Roofing material = 10.0 PSF Sheathing = 1.5 PSF Framing for roof = 2.5 PSF Insulation = 0.5 PSF Framing for cl'g = 0.5 PSF Finish, 1/2" dw = 2.5 PSF Mech,Elect,Misc = 1.0 PSF Allowance = 0.5 PSF Adjust for slope = 1.0 PSF DL = ------------------ 20.0 PSF LL = 20.0 PSF IL = 40.0 PSF EXTERIOR WALL: - - Stucco = 10.0 PSF Plywood = 1.1 PSF Gyp = 2.2 PSF Framing = 1.3 PSF Insulation = 1.4 PSF Misc = 0.0 PSF TL = 16.0 ----------------------- PSF INTERIOR WALL: 2 sides gyp = 4.4 PSF Framing = 1.2 PSF Insulation = 1.4 PSF Plywood 3/8" = 1.1 PSF Misc = 1.9 PSF IL 10.0 ---------------------- PSF DESIGN CRITERIA: 2016 CBC & ASCE/SEI 7-17 Conc. Fc = 2500 PSI (No Special Inspection) Steel Grade = Grade 40 Allow. Soil pressure= 1500 PSF 3-SEC GUST = 100 MPH Exposure "C" 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX (909)697-2005 (BEAM CALCULATIONS: BEAM # I FL BM @ GRID 3 L= 12' DL= 6.6*12 LL= 6.6*40 # 2 FL BM BETWEEN DINING & KITCHEN L= 12' DL= . 66*12 LL= 6.6*40 = 79.2 PLF = 264 PLF USE 3.5 X 11.875 P=LAM = 79.2 PLF = 264 PLF USE 3.5 X 11.875 P=LAM LE L LL_ BM12YROO M = 156 PLF 520 PLF T52X4P=LAM # 4 FL BM BETWEEN PATIO & FAMILY ROOM L= 16' DL= 6.5*12 = 78 PLF LL= 6.540 = 260 PLF PDL= Reaction BM#3 Right 1840 LB PLL= Reaction BM#3 Right 5460 LB X= 8.7' USE 5.25X16P=LAM # 5 HEADER BETWEEN FAMILY ROOM & PATIO L 9.7' DL= 5'12 = 60 PLF LL= 540 = 200 PLF PDL= Reaction BM#9 Right = 3070 LB PLL= Reaction BM#9 Right 5980 LB I' USE 5.25 X 11.875 P=LAM 34670 CREEKW000 COURT, YUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX (909)697-2005 IBEAM CALCULATIONS: # 6 DROP BM BETWEEN FOYER & FAMILY ROOM L .14' PDL= Reaction BM #3 Left 1840 LB PLL= Reaction BM #3 Left 5460 LB 7' USE 5.25 X 11.875 P=LAM # 7 FL BM BETWEEN DINING & PATIO 13' DL= 9*10 = 90 PLF USE 3.5 X 11.875 P_-LAM # 8 TJI FLOOR JOIST ONE PLY L= 26' DL= 12 = 12 PSF LL= 40 = 40 PSF USE (1) PLY 117/8 TJI 230 © 16" O.C. SEE CALCS ON PAGE 4 0 D jL= 13*12+9* 246 PLF L= 1 520 PLF A BEAM# 10 HDR@GARAGE 16' DL= 12.5*20 LL= 12.520 = 250 PLF = 250 PLF USE 3.5 X 11.875 P=LAM BCP ENGINEERING 34670 CREEKWOOD COURT. VUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX.(909)697-2005 BEAM CALCULATIONS: '*4 34670 CREEKWOOD COURT. YUCAIPA CALIFORNIA 92399 TEL (909)215-5071 FAX (909)697-2005 ADDITIONAL BEAM: BEAM # 51 STEEL FLUSH BM TO SUPPORT THEATER: 22.83 DL= (17.5*20)+(10*10)+(17.5*12) = 660 PLF LL= (17.5*20)+(17.5*40) = 1050 PLF USE W10x54 Title Block Line 1 You can citange this area using the'Settings' menu item and then using the'Printing & Title Block' selection. Title Block Lino 6 Project Title: Engineer: Protect Descr; Project ID: r rwOOu earn .i B vv File ENERCAIC, INC. 1983-2014, 8u8d:6.I4.9.18, Voi6.15.4.20 Lic. Description: GM #1 CODE REFERENCES Calculations per NDS20I5, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2900 psi Ebend- xx 2200 ksi Fc - PrIl 2900 psi Eminbend -xx 11 18.19ksi Wood Species : Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 32.21pc1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to toads Uniform Load: 0 = 0.07920, L = 0.2640, Tributary Width = 1.0 It DESIGN SUMMARY Maximum Bending Stress Ratio = 0.3191 Maximum Shear Stress Ratio = 0.221 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 925.60psi lv Actual = 64.07 psi F8: Allowable 2,900.00psi Fv : Allowable = 290.00 psi Load Combination Load Combination 40"L4H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span if where maximum occurs = Span if 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.115 in Ratio = 1248 Max Upward L+LrsS Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.154 in Ratio = 935 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations___________________________________________________________________ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span if M V Cd C EN C i Cr Cm C t CL M lb Pb V fu F'v .O*H - - 0.00 0.00 0.00 0.00 Length =12.oft 1 0.089 0.062 0.90 1.000 1.00 1.00 1.00 100 1.00 1.59 232.38 2610.00 0.45 16.09 261.00 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.319 0.221 1.00 1.000 1.00 1.00 1.00 1.00 1.00 634 925.60 2900.00 1.78 64.07 290.00 'O.Lr*i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.064 0.044 1.25 1.000 1.00 1.00 1.00 1.00 1.00 159 232.38 3625.00 0.45 16.09 362.50 1000 1,00 100 1.00 1.00 100 0.00 000 0.00 0.00 Length= 12.0 ft 1 0.070 0.048 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1,59 232.38 3335.00 0.45 16.09 333.50 eD.0,75OLrs0.75014H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.208 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3625.00 1.44 52.08 362.50 .0'0.750L.0.7505eH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the settings menu item Project Descr: and then using the'Printing & Title Block selection. Title Block Line 6 PIIPtd. 6 JAN o18, iI3OM Wood Bea" File c Ue wnerDOCUME-lENERCA'-2I8.2i6-1 EC6 " *. . .. IIWEi1LsIsTM* Lice iiuI ENGINEERS Description : OM #1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C I CL M lb Pb V lv Fv Length 12.0ft 1 0.226 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3335.00 1.44 52.08 333.50 ..0i0.60W4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 12.0ft 1 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 .0.O.70E*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 4040.750Lr4O.750L40.450W.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 12.0ft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 O40.750L40.750S40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0ft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 4040.750L40.750S40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.Oft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 40.60D0.60W.0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 12.0ft 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 .0.60D.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 =12.oft 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 Overall Maximum Deflections Load Combination Span Max. - Deft Location in Span Load Combination Max. '+ Deft Location in Span 1 0.1540 6.044 0.0000 0.000 Vertical Reactions . . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.115 2.115 Overall MINimum 0.319 0.319 .0*1 0.531 0.531 '0i-1.H 2.115 2.115 .O.Lr.H 0.531 0.531 0.531 0.531 +0.0.750Lr0.750L#1 1.719 1.719 40+0.750L0.750S#1 1.719 1.719 .040.60W'H 0.531 0.531 +O.0.70E41 0.531 0.531 +0.0.750Lr.0.750L+0.450W.efl 1.719 1.719 .0.0.750L.0.750S.0.450W.H 1.719 1.719 .D40.750L.0.750S40.525EsH 1.719 1.719 '0.60D.0.60W40.60H 0.319 0.319 .0.60D.0.70E.0.60H 0.319 0.319 D Only 0.531 0.531 Lr Only L Only 1.584 1.584 S Only W Only E Only H Only title 1310cR Line 1 Project I ale: Yüu vai dinge this area En9inccr: Protect ID: using the Seflings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 pmft (i JAN 20. ii 32W Wood Beam File = cUses1OAnelWOCUME-11ENERCA-208-216-1.EC6 Et1ERCALC INC. 1983.2014, 8ud:6.14.9.18, Vec6.15.4.20 . Licensee : BCP ENGINEERS Description: 8M 92 CODE REFERENCES Calculations per NDS 2015, IBO 2015, CRC 2018, ASIDE 7-18 Load Combination Set; IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Comoination: IBC 2015 Fb - Compr 2900 psi Ebend. xx 2200 ksi Fc - Pill 2900 psi Eminbend xx 1118.19ksi Wood Species : Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 32.21 pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. - Beam self weight calculated and added to loads Uniform Load: 0 = 0.07920, L = 0.2640, Tributary Width = 1.0 it DESIGN SUMMARY Maximum Bending Stress Ratio = 0.319 1 Maximum Shear Stress Ratio = 0.221 :1 Section used for this span 3.5x11.875 Section used for this span 3.5x1 1.875 fb: Actual = 925.60psi fv . : Actual = 64.07 psi FO : Allowable = 2!900.00psi Fv Allowable = 290.00 psi Load Combination 40414H Load Combination 40+L#I Location of maximum on span 6.00011 Location of maximum on span = 0.000 It Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L'Lr+S Deflection 0.116 in Ratio = 1246 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.154 in Ratio = 935 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination SegmentLength Span# Max Stress Ratios M V C C IN C i Cr Cin C t CL Moment Values M lb Fb V Shear Values Iv F'v 4041 0.00 0.00 0.00 0.00 Length :12.oft 1 0.089 0.062 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 2610.00 0.45 16.09 261.00 .04141 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.319 0.221 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.34 925.60 2900.00 1.78 64.07 290.00 .0.Lr41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.064 0.044 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 3625.00 0.45 16,09 362.50 .0.641 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.070 0.048 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 3335.00 0.45 16.09 333.50 .D40.750Lr40.750L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 i.ength= 12.0 ft 1 0.208 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3625.00 1.44 52.08 362.50 4040.750L90.750S+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the 'settings' menu item Project Descr: 10 and then using the 'Printing & Title Block' selection. Title Block Line PMei 6 JAN 2018 II32M Description: BM #2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C I CL M lb Pb V fv Pv Length = 12.0 ft 1 0.226 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 3335.00 1.44 52.08 333.50 sO+0.60W44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :12.0 ft 1 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 .0+0.70E4t 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.050 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 232.38 4640.00 0.45 16.09 464.00 +D0.750Lr40.750L40.450W441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0ft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 4O'0.750L40.750S.0.450W.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 00.750L40.750S40.5250EH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.162 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.16 752.30 4640.00 1.44 52.08 464.00 40.600.0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.030 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.43 4640.00 0.27 9.65 464.00 Overall Maximum Deflectlofls Load Combination Span Max. Deft Location in Span Load Combination Max. + Deft Location in Span 40441 1 0.1540 6.044 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.115 2.115 Overall MINimum 0.319 0.319 'D41 0.531 0.531 404.+H 2.115 2.115 +0+1r4H 0.531 0.531 404S4FI 0.531 0.531 .0.0.750Lr+0.750L'H 1.719 1.719 .l.0.0.750L40.750S41 1.719 1.719 400.60W+H 0.531 0.531 90+0.70E9H 0.531 0.531 4040.750Lr90.750L40.450W41 1.719 1.719 'D'0.750L40.750S'0.450W41 1.719 1.719 40.0.750L40.750S40.525E4H 1.719 1.719 40.60D.0.60W40.60H 0.319 0.319 '0.6000.70E40.60H 0.319 0.319 D Only 0.531 0.531 LrOnly L Only 1.584 1.584 S Only W Only E Only H Only Title Block Line 1 rroject i ne: You can change this area Engineer: Project ID: using the Se1t1ngs menu item Project Descr; it and then using the Printing & Title Block' selection. Title Block Line 6 Pirttu AH' 7018 l24M I Wood Beam Fdc.tUsDOCUME'iiENERcA2182161.Ec6 I ENERcALc. INC. 1983-2014. 8uit6.14.9.18. Ver6.15.430 Description; 8M#3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2018, ASCE 7-18 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination :iBC2015 Fb - Compr 2,900.0 psi Ebend- xx 2,200.0ks1 Fc - Pill 2,900.0 psi Eminbend -xx 1,11B.l9ksi Wood Species : Truss Joist Fc - Perp 750.0 psi WoodGrede Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling - - Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.1560, L = 0.520, Tributary Width = 1.011 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span lb . Actual FB : Allowable Load Combination Location of maximum on span Span ft where maximum occurs Maximum Deflection Max Downward L+L.r+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.708 1 Maximum Shear Stress Ratio 5.25x16.0 Section used for this span = 2,051.60pi Iv: Actual 2,900.00 psi Fv : Allowable Load Combination = 10.50011 Location of maximum on span = Span # 1 Span if where maximum occurs 0.581 in Ratio = 434 0.000 in Ratio = 0 <360 0.776 in Ratio = 324 0.000 in Ratio = 0 <180 0.393 :1 5.2506.0 = 114.11 psi = 290.00 psi = 0.00011 = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C Fill C1 Cr Cm C I C1 M lb Pb V IV F'v 404H 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.198 0.110 0.90 1.000 1.00 100 1.00 1.00 1.00 9.64 516.17 2610.00 1.61 28.71 261.00 .DL4t 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =21.oft 1 0.708 0.393 1.00 1.000 1.00 1.00 1.00 1.00 1.00 38.30 2,051,80 2900.00 6.39 114.11 290.00 4U4Lf+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth=21.0ft 1 0.142 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9,64 516.17 3625.00 1.61 28.71 362.50 4D+S4H 1.000 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length =21.Oft 1 0.155 0.086 1.15 1.000 100 100 1.00 1.00 100 9.64 516.17 3335.00 1.61 28.71 333.50 4040.750Lf40.750L4H 1.000 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length =21.01t 1 0.460 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 3625.00 5.19 92.76 362.50 4040.750140.750S4H 1,000 1.00 1.00 1.00 00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings menu Item Project Descr: and then using the Printing & Title Block selection. Description: BM #3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C I CL M lb F'b V fv F'v Length =21.01t 1 0.500 0.278 1.15 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 3335.00 5.19 92.76 333.50 *D40.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 21.0ft 1 0.111 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.64 516.17 4640.00 1.61 28.71 464.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.111 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.64 516.17 4640.00 1.61 28.71 464.00 'D*0.750Lr.0.750L*0.450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.359 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 4640.00 5.19 92.76 464.00 +D*0.750L*0.750S*0.450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.0ft 1 0.359 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 4640.00 5.19 92.76 464.00 +040.750L*0.7505+0,5250Eifl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.359 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.13 1,667.89 4640.00 5.19 92.76 464.00 .0.60D*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 21.oft 1 0.067 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.78 309.70 4640.00 0.96 17.22 464.00 *0.60D*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 =21.oft 1 0.067 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.78 309.70 4640.00 0.96 17.22 464.00 OverállMaximumDeflections Load Combination Span Max. "-p Deft Location in Span Load Combination Max. + Deft Location In Span '.0+1.41 1 0.7757 10.577 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.295 7.295 Overall MiNimum 1.101 1.101 +041 1.835 1.835 7.295 7.295 1.835 1.835 +D+SsH 1.835 1.835 4D.0.750Lr40.750L41 5.930 5.930 *0*0.750L*0.750841 5.930 5.930 e0e0.60WfI 1.835 1.835 e0*0.70E44 1.835 1.835 *0*0.750Lr*0.7501*0.450W+H 5.930 5.930 '.0*0.750L*0.750S*0.450W41 5.930 5.930 '0*0750L*0750S40525E41 5.930 5.930 *0.60D*0.60W10.60H 1.101 1.101 *0.60D*0.70E*0.60H 1.101 1.101 D Only 1.835 1.835 Lr Only L Only 5.460 5.460 S Only W Only E Only H Only Tulle Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Piject Descr: and then using the "Printing & Title Block" selection. Wood Beam Description: 8M#4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016. ASCE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900.0 psi E: Modulus of Elasticity Load Combination: IBC 2015 Fb Compr 2,900.0 psi Ebend- xx 2,200.0 ksl Fc - Pill 2,900.0 psi Eminbend -xx 1,118.19ksj Wood Species : Truss Joist Fc - Perp 750.0 psi Wood Giade : Parallarn PSL 2.2E Fv 290.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,025.0 psi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. - Beam sell weight calculated and added to loads Uniform Load: 0 = 0.0780, L = 0.260, Tributary Width = 1.0 It Point Load: D = 1.840. L= 5.460 k8.470ft 'Maximum Bending Stress Ratio 0.748 I Maximum Shear Stress Ratio 0.385 : I Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb : Actual = 2,167.92 psi Iv: Actual 111.79 psi PB Allowable = 2,900.00psi Fv Allowable = 290.00 psi Load Combination 40+L+H Load Combination 4OIt4H Location of maximum on span = 8.46711 Location of maximum on span = 14.715 ft Span #where maximum occurs = Span #1 Span It where maximum occurs = Span #1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.302 in Ratio = 635 Max Upward L+Lr.S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.407 in Ratio = 471 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span It Max Stress Ratios M V C C FN C i Cr Cm C C1 Moment Values M lb Pb V Shear Values Iv Pv ,D ,H 0.00 0.00 0.00 0.00 Length 16.Oft 1 0.214 0.111 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 2610.00 1.62 29.00 261.00 404L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengift= 16.0 ft 1 0.748 0.38b 1.00 1.000 1.00 1.00 1.00 1.00 1.00 40,47 2,167.92 2900,00 6.26 111,79 290.00 4D4Lr4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0100 0.00 0.00 Length= 16.0 It 1 0.154 0.080 1.25 1.000 100 1,00 1.00 1.00 1.00 10.42 558.15 3625.00 1.62 29.00 362.50 ,O,S*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.167 0.087 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 3335.00 1.62 29.00 333.50 .04J5OLr40.7501.+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.487 0.251 1.25 1.000 1.00 1.00 1.00 1.00 1.00 32,96 1,765.47 3625.00 5.10 91.09 362.50 Title Bl,ock Line 1 . Project Title: You can change this area Engineer: Proiect ID: j using the Settings menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Pnnre'r: OJAN 2018. 1145AM utI 1te=cMJsestOwnertDOCUME-i1ENERCA-2%l8-2161 l EC6 vwOO-Bearn ENERCALC INC 1983-2014 ifQt Description: SM #4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C IN C I Cr Cm C t CL M lb F'b V N F'v *00.750L40.750SH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 it 1 0.529 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765.47 3335.00 5.10 91.09 333.50 +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 :16.01t 1 0.120 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 4640.00 1.62 29.00 464.00 *D+0.70E#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 16.0ft 1 0.120 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.42 558.15 4640.00 1.62 29.00 464.00 #0*0.750Lr*0.750L+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.380 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1765.47 4640.00 5.10 91.09 464.00 *0e0.750L+0.750S*0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.380 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765.47 4640.00 5.10 91.09 464.00 40.0.750L*0.750S0.5250E4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.380 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.96 1,765.47 4640.00 5.10 91.09 464.00 40.60D*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 z16.oft 1 0.072 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 334.89 4640.00 0.97 17.40 464.00 .0.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.072 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 334.89 4640.00 0.97 17.40 464.00 OverailMaxirnum Deflections Load Combination Span Max. '-' Defi Location in Span Load Combination Max. +' Dell Location in Span 1 0.4074 8.117 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values In KIPS Load Combination - Support 1 Support 2 Overall MAXimum 6.290 6.719 Overall MINimum . 0.984 1.049 *041 1.640 1.748 *0+141 6.290 6.719 'O*lr*H 1.640 1.748 sO*S#I 1.640 1.748 *0*0.750Lr*O.750L*H 5.127 5.476 *0*0.750L*0.750Si+t 5.127 5.476 *0*0.60W41 1.640 1.748 *0*0.70E41 1.640 1.748 *0*0.750Lr+0.750L0.450W#t 5.127 5.476 +0*0.750L*0.750S+0.450W41 5.127 5.476 040.750L*0.750S40.525E#I 5.127 5.476 *0.60D+0.60W*0.601-1 0.984 1.049 i0.60D*0.70E+0.60H 0.984 1.049 D Only 1.640 1.748 Lr Only L Only 4.650 4.970 S Only W Only E Only H Only Title Block Line 1 Project Tiller You can change this area Engineer: Project ID: c using the Se1tings menu item PrOjcI Descr: and then using the Printing & Title Block' selection. Title Block Line 6 ' 2015 I? UWLI Wood Beam Fit j ENERc,AI.c, INC,198 148ikt6.14.9.18,Vec6,15A.3OLic. • KW-06005603 Licensee: BCP ENGINEERS Description: BM 95 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 716 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi Load Combination: IBC 2015 Fb- Compr 2,900.0 psi Fc - Pril 2,900.0 psi Wood Species : Truss Joist Fc Perp 750.0 psi Waud Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Modulus ofElasucity - - - - - Ebend- xx 2,200.Olcsi Eminbend - xx 1,118.19ki Density 32.210pcf Applied Loads Service toads entered Load Factors will be applied for calculations. Beam self weight calculated and added to toads Unilurm Load: 0 = 0.060, L = 0.20, Tributaty Width = 1.011 Point Load: 0 = 3.070, L = 5.980k () 1.0 it DESIGN SUMMARY RI*I1T Maximum Bending Stress Ratio = 0.3131 Maximum Shear Stress Ratio 0.762 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 11b: Actual = 907.93ps1 fv : Actual = 22D.9 psi FS : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination 40441 Load Combination Location of maximum on span = 1.45111 Location of maximum on span = 0.000 it Span # where maximum occurs = Span #1 Span 4 where maximum occurs = Span # I Maximum Deflection Max Downward L+Lr+S Deflection 0.063 in Ratio = 1851 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.092 in Ratio= 1270 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C Cr Cm C CL M lb F'b V Iv F'v 0.00 0.00 0.00 0.00 Length =9.70 ft 1 0.115 0.280 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3,07 2999 2610.00 3.04 73.18 261.00 40414H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.70 it I 0.313 0.762 1.00 1.000 1.00 1.00 1.00 1.00 1.00 934 90793 2900.00 9.18 220,96 290.00 4044.rI41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.70ft 1 0.082 0.202 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 3625.00 3.04 73.18 362.50 10+54f 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.70ft 1 0.090 0.219 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 3335.00 3.04 73.18 333.50 040.750Lr0.750L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.loft 1 0.208 0.506 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 3625.00 7.65 184.02 362.50 Title Block Line 1 Project Title: You can change this area Engineer: Prolect ID: using the "Settings menu 'tern Project Descr: and then using the'Printing & Title Block' selection. Title _Block _Line 6 Pniteqj. 6 J 201& 1215PM Description: SM #5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C I Cr Cm C I CL M lb Pb V fv Fv D0.7501-0.750Ss41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.70 it 1 0.226 0.552 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 3335.00 7.65 184.02 333.50 4040.60 Will 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.70ft 1 0.064 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 4640.00 3.04 73.18 464.00 '0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.70ft 1 0.064 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 298.99 4640.00 3.04 73.18 464.00 00.75OLr+O.750L0.450W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.70 It 1 0.163 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 4640.00 7.65 184.02 464.00 O0.750L0.750S+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.70 ft 1 0.163 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 4640.00 7.65 184.02 464.00 4040.750L40.750S40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.70ft 1 0.163 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.77 755.25 4640.00 7.65 184.02 464.00 40.60D0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.70ft 1 0.039 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 179.39 4640.00 1.82 43.91 464.00 .0.60D+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 =970ft 1 0.039 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 179.39 4640.00 1.82 43.91 464.00 Overall Maximum Deflections Load Combination Span Max. V Deft Location in Span Load Combination Max. + Dell Location in Span 1 0.0916 4.425 0.0000 0.000 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.446 2.262 Overall MINimum 1.867 0.405 +041 3.112 0.675 9.446 2.262 3.112 0.675 3.112 0.675 .0+0.750Lr+0.750L41 7.862 1.865 +0+0.750L40,750S4$ 7.862 1.865 +040.60W+H 3.112 0.675 .040.70E41 3.112 0.675 .0+0.750Lr+0.7501-40.450W+H 7.862 1.865 +O.0.750L40.750S0.450W44 7.862 1.865 4040.750L40.750S40.525E41 7.862 1.865 +0.60D40.60W.0.60H 1.867 0.405 +0.60D+0.70E+0.60H 1.867 0.405 D Only 3.112 0.675 LrOnly L Only 6.334 1.586 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 'Settings' using the menu item Project Descr: and then using the Printing & Title Block' selection. Wood Beam •- * FDe=ctUserstOCUME-1IENERCA-2t18.216-i.Ec6, NFR(AI( IM( Description: BM 96 CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016! ASCE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900,0 psi E: Modulus of Elasticity Load Combination: IBC2015 Fb - Compr 2,900.0 psi Ebend- xx 2,200.0ks7i Fc - Prll 2,900.0 psi Eminbend -xx 1.118.19ksi Wood Species : Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E 1y 290.00 Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,025.0 psi Density 32.210pcf Applied Loads Service toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D= 1.840, L= 5.460k 9D7.0ft imum Bending Stress Ratio Section used for this span fb : Actual FB Allowable Load Combination Location of màxi -mum on span Span # where maximum occurs 0.8681 5.25x11.875 = 2.518.06ps1 = 2900.00 psi 40+L4H = 7.000ft = Span #1 Maximum Shear Stress Ratio - Section used for this span fv: Actual Fv : Allowa Load Combination Location of maximum on span Span # where maximum occurs 0.310:1 5.25x11.675 = 89.84 psi 290.00 psi 4O44H 13.0291t = Span #1 Maximum Deflection I Max Downward L+Lr+S Deflection 0.336 in Ratio = 499 Max Upward L+Lr+S Deflection 0.000 in Ratio= C) <360 Max DOwnward Total Deflection 0.457 in Ratio = 367 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C1 M lb Fb v F'v 40+11 0.00 0.00 0.00 0.00 Length =14.0ft 1 0.253 0.093 0.90 1.000 100 1.00 1.00 1.00 1.00 6.78 559,54 2610.00 1.00 24.16 261.00 4041.41 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =14.0ft 1 .0.868 0.310 1.00 1.000 1.00 1.00 1.00 1.00 1.00 25.89 2,518.06 2900.00 3.73 89.84 290.00 4041r+H 1,000 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 It 1 0.182 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.78 659.54 3625.00 1.00 24.16 362.50 404S+H 11000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.Oft 1 0.198 0.072 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.78 659.54 3335.00 1.00 24.16 333.50 4040.750Lr40,750L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.566 0.203 1.25 1.000 1.00 1.00 1.00 100 1.00 21.11 2,053.43 3625.00 3.05 73.42 362.50 .D40.750140.7505H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 ON 0.00 0.00 Title Block Line I Project Title: YoD ran change this area Engineer: Proiect ID: using the Settings" menu item Project Descr: and then using the'Printing & Title Block selection. Title Block Line 6 rnnte: 6Jtolt 12I3PM Wood Bea'"' 1 FdCWSeIStWflerI0OCUME'.1%ENRCA4l.2l6..1 ECS i. .'. ENERCA1C,lNC.1983.2014,9jiI:6.14,9,18,éi6j54,3O tUTi!,IfsIiI.1.1* Description: BM #6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Fb V fv F'v Length =14.Oft 1 0.616 0.220 1.15 1.000 1.00 1.00 1.00 1.00 1.00 21.11 2053.43 3335.00 3.05 73.42 333.50 4040.60W441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =14.Oft 1 0.142 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.78 659.54 4640.00 1.00 24.16 464.00 O40.70E4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 14.0 It 1 0.142 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.78 659.54 4640.00 1.00 24.16 464.00 D.0.750Lr+0.750L40.450W'+$ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 It 1 0.443 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.11 2,053.43 4640.00 3.05 73.42 464.00 .040750L.40750S.e0450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 14.o ft 1 0.443 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.11 2,053.43 4640.00 3.05 73.42 464.00 *D.0.750L40,750540,5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :14.Oft 1 0.443 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.11 2,053.43 4640.00 3.05 73.42 464.00 40.60040.60W90.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.oft 1 0.085 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.07 395.72 4640.00 0.60 14.49 464.00 40.60D40.7OE40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.oft 1 0.085 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.07 395.72 4640.00 0.60 14.49 464.00 Overall MaxirnumDeflections Load Combination Span Max. - Deft Location in Span Load Combination Max. +" Deft Location in Span 1 0.4574 7.051 0.0000 0.000 Vertical Reactions. Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.748 3.748 Overall MiNimum 0.611 0.611 1.018 1.018 404,4+1 3.748 3.748 404r4$ 1.018 1.018 1.018 1.018 4040.750Lr40.750L4$ 3.065 3.065 4040.750L40.750S4H 3.065 3.065 4040.60W+H 1.018 1.018 4040.70E*H 1.018 1.018 's0'.0.750Lr40.750L40.450W+H 3.065 3.065 4040.750L40.750S40.450W41 3.065 3.065 4040.150L40.750540.525E4H 3.065 3.065 0.60D40.60W40.60H 0.611 0.611 40.60D90.70E40.60H 0.611 0.611 DOnly 1.018 1.018 LrOnly L Only 2.730 2.730 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: using the Seitings menu item Prolect Descr: and then using the Printing & Title Block' selection. Project ID: rn.trn 4j'o1e i5a.it Description: BM #7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination : IBC 2015 Fb - Compr 2900 psi Ebend- xx 2200kj Fc - Pill 2900 psi Eminbend - xx 1118.19ksl Wood Species : Truss Joist Fe - Prj) 750 psi Wood Grade : Parallam PSI 2.2E Fv 290 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2025 psi Density 32.21 pcf Applied Loads - Service loads entered, Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.090, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.117 1 Maximum Shear Stress Ratio = 0.076 :1 Section used for this span 3.5x1 1 .875 Section used for this span 3.5x11.875 fb : Actual 306.01 psi Iv: Actual 19.89 psi FB : Allowable = 2,610.00psi Fv: Allowable 261 00 psi Load combination OH Load Combination Location of maximum on span = 6.500ft Location of maximum on span 12.051 ft Span # where maximum occurs = Span # 1 Span U where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.060 in Ratio = 2611 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C I CL M lb Pb V lv Pv 4041 0.00 0.00 0.00 0.00 Length =13.Oft 1 0.117 0.076 0.90 1.000 1.00 1.00 1.00 100 1.00 2.10 306.01 2610.00 0.55 19.89 261.00 +04141 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.106 0.069 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 2900.00 0.55 19.89 290.00 .0.Lr#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.084 0.055 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.10 305.01 3825.00 0.55 19.89 352.50 "O+S4H 1.000 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.092 0.060 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 3335.00 0.55 19.89 333.50 +b*0.750Lri0750L.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.0 ft 1 0.084 0.055 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 3625.00 0.55 19.89 362.50 4040.750L40.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Youf can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Pintet 6 A 2018,I l:50Ag1 WoodBea" * Ale c:WvDOCUME-ltENERCA2t18.216-1.EC8 "I P('.AI( IMf' 1QatJfl1dR 1WlAOle %I.1A'fl Description: BM #7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C I Cr Cm C t CL M lb F'b V lv F'v Length =13.oft 1 0.092 0.060 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 3335.00 0.55 19.89 333.50 4040.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 +D+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.oft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 D+0.750Lr40.750Ls0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 O.0.750L40.750S40,450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.0ft 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 4040.750L40.750S40.5250E#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.066 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.01 4640.00 0.55 19.89 464.00 '0.60D0.60W'0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.040 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 183.60 4640.00 0.33 11.94 464.00 90.60040.70E40.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.040 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 183.60 4640.00 0.33 11.94 464.00 Overall Maximum Defleótlôns Load Combination Span Max. '-' Deft Location in Span Load Combination Max. '+' Deft Location in Span D Only 1 0.0597 6.547 0.0000 0.000 Vertical Reactions . . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.645 0.645 Overall MINimum 0.387 0.387 0.645 0.645 40414+1 0.645 0.645 404141 0.645 0.645 sOsS#1 0.645 0.645 l.0+0.750Lr40.7501-4H 0.645 0.645 +040.750L4 750S#I 0.645 0.645 '0'0.60WsH 0.645 0.645 4040.70E4H 0.645 0.645 400.750Lr40.750L40.450W.H 0.645 0.645 4090.750L40.750S40.450W41 0.645 0.645 .i0.I0.750L40.750540.525E41 0.645 0.645 40.60D40.60W+0.60H 0.387 0.387 .0.60D.0.70E.0.60H 0.387 0.387 D Only 0.645 0.645 LrOnly L Only S Only W Only E Only H Only Title Block Line Project Title: You can ctiange this area Engineer: Project ID: using the Settings menu item Project Descr and then using the'Printing & Title Block" selection. Wood Beam Description: BM #9 CODE REFERENCES Calculations per NDS 2015. IBC 2015. cBC 2016. ASGE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb Tension 2900 psi E: Modulus of Elasticity Load Combination : IBC 2015 Fb Compr 2900 psi Ebend- xx 2200ksi Fc- Pill 2900 psi Eminbend -xx 1118.l9ksi Wood Species : Truss Joist Fc- Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Applied Loads Beam sell weight calculated and added to loads Uniform Load: D = .0:2460, L = 0.520, Tributary Width = 1.0 ft Maximum Bending Stress Ratio 0.760 1 Section used for this span fb : Actual = 2,203.15psi FS; Allowable = 2,900.00psi Load Combination +O+L4H Location of maximum on span 11.500ft Span # where maximum occurs Span #1 Service loads entered. Load Factors will be applied for calculations. - - -- Maximum Shear Stress Ratio 0.434: 1 Section used for this span 5.25x18.0 fv: Actual 125.85 psi Fv : Allowable = 290.00 psi Load Combination +D+L4l Location of maximum on span = 0.000 ft Span # where maximum occurs = Span #1 Maximum Deflection Max Downward L+Lr+S Deflection 0.587 in Ratio = 470 Max Upward L+LrsSDeftection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.888 in Ratio = 310 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination - Max Stress; Ratios Moment Values Shear Values Segment Length Span# M V Cd C 1 C i Cr Cm C t C1 M ib Fb V Iv Fv 4041 0.00 0.00 0.00 0.00 Length =23.oft 1 0.286 0.164 0.90 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 2610:00 2.69 42.71 261.00 40414H 1.000 1.00 1.00 1.00 1.00 1.00 OflO 0.00 0.00 0.00 Length :23.oft I 0.760 0.434 1.00 1.000 1.00 1.00 1.00 1.00 1.00 52.05 2,203.15 2900.00 7.93 125.85 290.00 404Ij#1 1.000 1.00 1.00 1.00 1.00 LOU 0.00 0.00 0.00 0.00 Length 23.Oft 1 0.206 0.118 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 3625.00 2.69 42.71 362.50 1.000 1.00 1.00 1.00 1.00 1.00 0,00 aoo 0.00 0.00 Length =23.Oft 1 0.224 0.128 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 3335.00 2.69 42.71 333.50 4040.750Lr40.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.507 0.290 1.25 1.000 1.00 1.00 1.00 tOO 1.00 43.45 1,839.29 3625.00 6.62 105.07 382.50 .D.OJ50L+0J50$41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line I Project Title: Yoifcn change this area Engineer: Project ID: using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Pnnted 0 JAN 2018 1202PM l•liIc)oci Bè ani u• •.. •, ,,, , , L ENERCAIC INC 1983.2014 BuildS 14918 Ver615430 Description: BM #9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M v C C FN C1 Cr Cm C t CL M lb Pb V fv F'v Length =23.oft 1 0.552 0.315 1.15 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1.839.29 3335.00 6.62 105.07 333.50 '040.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.Oft 1 0.161 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 4640.00 2.69 42.71 464.00 '040.70E44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.161 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.66 747.70 4640.00 2.69 42.71 464.00 .D+0.750Lr.0.750L40.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.396 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1,839.29 4640.00 6.62 105.07 464.00 fD90.750L0.750S40.450WsH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.396 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1,839.29 4640.00 6.62 105.07 464.00 s040.750L40.7505*0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.0ft 1 0.396 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.45 1,839.29 4640.00 6.62 105.07 464.00 +0.600.0.60W.0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.097 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.60 448.62 4640.00 1.61 25.63 464.00 .0.60D470E.0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.097 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.60 448.62 4640.00 1.61 25.63 464.00 Overall Maximum Deflections Load Combination Span Max. '-" Deft Location in Span Load Combination Max. + Deft Location in Span 1 0.8881 11.584 0.0000 0.000 Vertical Reactions I . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0vera11 MAXimum 9.052 9.052 Overall MINimum 1.843 1.843 .041 3.072 3.072 *0+144 9.052 9.052 +0+1r41 3.072 3.072 40*S+H 3.072 3.072 +0*0.750Lr*0.750L#1 7.557 7.557 0+0.7501-*0.750S4l 7.557 7.557 40*0.60 W*H 3.072 3.072 +0+0.70E41 3.072 3.072 00.750Lr*0.750L*0.450W+H 7.557 7.557 +0*0.750L*0.750S*0.450W+H 7.557 7.557 .O+0.750L*0.750S*0.525E..+l 7.557 7.557 *0.60040.60W4601-1 1.843 1.843 .0.60D*0.70E*0.60H 1.843 1.843 D Only 3.072 3.072 Lr Only L Only 5.980 5.980 S Only W Only E Only H Only Title Block Line 1 Project Title; You can change this area Engineer: Prolect ID: using the'Settings' menu item Project Descr; 7_l and then using the 'Printing & Title Blocks selection. Title Block Line 6 n" qX11.018A,XXI Wood Beam ENERc, INC. 1983-2014. 8uUd:6.14.9.18, Ver.6.15.4.30 I lic. Licensee: 6CP ENGINEERS Description: BM 910 CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,625.0 psi E: Modulus of Elasticity Load Combination: IBC 2015 Fb Compr 3,625.0 psi Ebend- xx 2200 ksi Fc- Pill 3625.0 psi Eminbend - xx 1118.19kj Wood Species : Truss Joist Fc - Perp 938.0 psi Wood Grade . Paraftam PSL 2.2E FY 363.0 psi Ft 2,531.0 psi Density 32.21 pcI Beam Bracing : Beam is Fully Braced against lateral-torsion buckling - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.250, Lr = 0.250, Tnbutary Width = 1.0 Ft DESIGN SUMMARY_______ Maximum Bending Stress Ratio = 0.525 1 Maximum Shear Stress Ratio 0.286:1 Section used for this span 3.5x11.875 Section used for this span 3.5xl1.575 lb Actupt = 2,377.49psi Iv : Actual 129.87 p51 FS : Allowable = 4,531 ,25ps1 F%l: Allowable = 453.75 psi Load Combination 40*Li4l Load Combination Location of maximum on span = 8.00011 Location of maximum on span 15,06611 Span # where maximum occurs = Span # I Span # where maximum occurs = Span #1 Maximum Deflection Max Downward L+Lr+S Deflection 0.345 in Ratio = 556 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.703 in Ratio = 273 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C I C1 M lb Pb V Iv F'v 404H 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.371 0.202 0.90 1.000 1.00 1.00 1.00 100 1.00 &30 1,210.44 3262.50 1.83 66.12 326.70 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.011 1 0.334 0.182 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 362500 1.83 66.12 363.00 .0Lr4H 1.000 LOO 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Length = 16.011 1 0.525 0.286 1.25 1.000 1.00 1.00 1,00 1.00 1.00 16,30 2,377,49 4531.25 3.60 129.87 453.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 It 1 0.290 0.158 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 4168.75 1.83 66.12 417.45 .0.0.750Lr'0.750L4I1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.460 0.251 1.25 1.000 1.00 1.00 1.00 1.00 100 14.30 2,085.73 4531.25 3.16 113.93 453.75 4040,750190.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 01)1) 000 0.00 0.00 Title Block Line 1 Project title: You dan change this area Engineer: Proecl ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Ptntd. 9 2018, 11324.1 vvOOu earn B Fda c:Users\Owner\DOCtjME-1tENERCA-2l8.216-2.EC6 ENERCAIC INC 1983-2014 8u11d614918 Ver615430 ài Description: BM #10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span U M V C C EN C 1 Cr Cm C ( CL M fb Pb V fv F'v Length =16.0ft 1 0.290 0.158 1.15 1.000 100 1.00 1.00 1.00 1.00 8.30 1,210.44 4168.75 1.83 66.12 417.45 D40.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0ft 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1210.44 5800.00 1.83 66.12 580.80 4040.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 5800.00 1.83 66.12 580.80 +D40.750Lr.+0.7501..0.450Wi+1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0ft 1 0.360 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.30 2,085.73 5800.00 3.16 113.93 580.80 D0.750L40.750S+0.450W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 It 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,210.44 5800.00 1.83 66.12 580.80 ..O*0.750L40.750S40.5250E1+t 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.209 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1210.44 5800.00 1.83 66.12 580.80 40.600+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.125 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.98 726.27 5800.00 1.10 39.67 580.80 0.60D0.70E.0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.125 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.98 726.27 5800.00 1.10 39.67 580.80 Overall Maximum Deflections Load Combination Span Max. '- Deft Location in Span Load Combination Max. '+' Deft Location in Span 1 0.7030 8.058 0.0000 0.000 Vertical Reactions - Support notation: Far left is #1 - Values in KIPS Load Combination Support I Support 2 Overall MAXimum 4.074 4.074 Overall MINimum 1.245 1.245 2.074 2.074 'OLH 2.074 2.074 409Lr4H 4.074 4.074 2.074 2.074 4D40.75OLr0.750L44 3.574 3.574 4040.750L40.750S4H 2.074 2.074 +D.0.60W+H 2.074 2.074 +D.0.70E41 2.074 2.074 'O0.750Lr40.750L*0.450WsH 3.574 3.574 D40.750L40.750S40.450W4H 2.074 2.074 +O.0.750L40.750540.525E4H 2.074 2.074 0.60D0.60W40.60H 1.245 1.245 +0.600.0.70E'0.60H 1.245 1.245 O Only 2.074 2.074 Lr Only 2.000 2.000 L Only S Only W Only E Only H Only Tide Block Line I Prolect Title: You can changeihis area Engineer: Prolect ID: using the s811in9s menu item Project Descr: 41 and then usirg the 'Printing & Title Block' selection. Title Block Line 6 Isminli . Woo,I Beam - - File =ctUsest0iDOCUME-UENERCA-2tt8.21fr-2.EC6 ENERCAIC. INC. 1983.2014, 8elid6.14.9.I8, Ve6.15.430 Description 9M #11 CODE REFERENCES ______ Calculations per NDS 2015. IBC 2015. CBO 2016. ASE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,094.0 psi E: Modulus of Elaslicily Load Combination IBC 2015 Fb - Compr 1,094.0 psi Ebend-xx 1300ksi Fc - PrIl 750.0 psi Eminbend - xx 470 ksi Wood Species Douglas Fir - Larch Fc - Perp 781.0 ps'i Wood Grade : No.2 Fv 213.0 psi Ft 531.0 psi Density 3221 pcI Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Service loads entered. Load Factors win be applied for calculations. Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.080, It = 0.080, Inbulary Width = 1.011 DESIGN SUMMARY Maximum Bending Stress Ratio 0.1961 Section used for this span 010 fb:Actual = 321.67psi FB Allowable 1,641.00 psi Load Combination +D+Lr+H Location of maximum on span 4 000ft Span # where maximum occurs = Span 4 1 Maximum Shear Stress Ratio Section used to, this span fv Actual Fv: Allowable Load Combination Location of maximum on span Span II where maximum occurs IL*1MIS] = 0.094:1 400 25.11 psi = 266.25 psi = 7.241 it Span /Il Maximum Deflection Max Downward L+Lr+S Deflection 0.025 in Ratio = 3884 Max Upward L+Lr+S Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.052 in Ratio = 1858 Max Upward Total Deflection 0.000 in Ratio = 0 c180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment length Span # M V Cd C FNC1 Cr Cm C t CL M - lb - Pb V IV Fv - 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.142 0,068 0.90 1.200 1.00 1.00 1,00 1,00 1.00 0.70 167.80 1181.52 0.28 13.10 191.70 1.200 1.00 1,00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 8.0 it 1 0.128 0.062 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 1312.80 0.28 1110 213.00 o't.r.ei 1.200 1.00 1.00 1.00 1.00 1.00 0.110 0.00 0.00 0.00 Length = 8-01 1 0.196 0.094 1.25 1.200 1.00 1.00 1,00 1.00 1.00 1.34 321.67 1841.00 0.54 25.11 286.25 s0+6H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.111 0.053 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 1509.72 028 13.10 244.95 40+0.750Lrs0.75014i 1.200 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =8.oft 1 0.173 0.083 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.18 283,21 1541.00 0.48 22.11 266.25 +0'.0,750L40J50S'.H 1,200 1.00 100 100 1.00 1.00 0.00 0.00 0•00 0.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 PT,*34 9 JAN 701. 1 OW i; . . Filec:\UsersOwnertD0CUME-1tENERCA-2I8-2I6-2.EC6 vvoou DeamI1 lilt lit tj ENERCAIC INC 1983.2014 Build6 14918 Ver6 154 30 Description: BM #11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C Cr Cm C I CL M fb Fb V fv Fv Length =8.0ft 1 0.111 0.053 1.15 1.200 1.00 1.00 1.00 1.00 1.00 070 167.80 1509.72 0.28 13.10 244.95 .D+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 +D0.70E4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.0ft 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 ,D.0.750Lr+0.750L+0.450Wi+l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.135 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.18 283.21 2100.48 0.48 22.11 340.80 +D0.750L+0.750S0.450W#I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.0ft 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 4040.750L40.750S90.5250E44 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :8.0f1 1 0.080 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.70 167.80 2100.48 0.28 13.10 340.80 40.60D0.60W0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.01t 1 0.048 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.42 100.68 2100.48 0.17 7.86 340.80 .0.60D+0.70E+0.601-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft 1 0.048 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.42 100.68 2100.48 0.17 7.86 340.80 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. '+ Deft Location in Span +04.r+H 1 0.0517 4.029 0.0000 0.000 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.669 0.68 Overall MINimum 0.209 0.209 4041 0.349 0.349 +0441 0.349 0.349 +04.1r41 0.669 0.669 0.349 0.349 +0+0.750Lr+0.750LH 0.589 0.589 +0a0.750L+0.750S41 0.349 0.349 .+040.60W41 0.349 0.349 +0+0.70E41 0.349 0.349 +0+0.750Lr+0.750L+0.450WsH 0.589 0.589 40+O.7501.40.750S40.450W4H 0.349 0.349 '0+0.750L+0.750S+0.525E#I 0.349 0.349 .0.6013460W+0.601-1 0.209 0.209 +0.60D+0.70E0.60H 0.209 0.209 D Only 0.349 0.349 Lr Only 0.320 0.320 L Only S Only W Only E Only H Only Title Block tine 1 Project Title. You can thange this area Engineer: Project ID: using the*Settings' menu hem Project Descr: and then using the*Printing & Title Block' selection. Title Block Line 6 Steel Beam F CUetD,neifaOCUME-1lENERCA-2u9.300-1.Ece ENERCAIC, INC 1983.2014. 8d.614.9i8, Vei6.154. I!fWE06001.140J3 Licensee: BCP ENGINEERS Description: BM-51 CODE REFERENCES Calculations per AISC 360-16. IBC 2015k ASCE 7-18 Load Combination Set: IIBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29000.0 ksi Bending Axis: Major Axis Bending Load Combination: IBC 2015 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.560, 1= 1.050 1cm, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.960: 1 Maximum Shear Stress Ratio = 0.374 :1 Section used for this span W1Qx54 Section used for this span W10x54 Ma Applied 114.912 Ic-ft Va : Applied 20.134 Ic Mn! Omega! Allowable 119,641 Ic-ft Vn/Omega : Allowable 53.813 k Load Combination 0.4H Load Combination D+L+H Location of maximum on span 11.41511 Location of maximum on span 0.000 ft Span # where maximum occurs Span 4 1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward L.Lr+5 Deflection 0134 in Ratio = 372 Max Upward L+Lr+S Osflection 0.000 in Ratio = 0 ,4360 Max Downward Total Deflect ion 1.237 in Ratio = 222 Max Upward Total Deflection 0.000 in Ratio = 0 ,4180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span M V Mmax Mmmc - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega #044 0sqn.L= 22.8311 1 0.389 0.151 48.50 45.50 199.80 119.64 1.00 1.00 8.15 80.72 53.81 40$14H Dsqn.L: 22.8311 1 0,960 0.374 114.91 114.91 199.80 119.64 1.00 1.00 20.13 80.72 53,81 +D.Lr9H 0sgn.L= 22.83 it 1 0.389 0.151 46.50 46.50 199.80 119.64 1.00 1.00 8.15 80.72 53,81 Dsgn.L= 22.8311 1 0.389 0,151 46.50 46.50 199.80 119.64 1.00 1.00 8.15 80.72 53.81 '0.0.750Lr40.750L+H Dsgn.L= 22.8311 1 0.818 0.318 97.81 97.81 199.60 119.64 1.00 1.00 17.14 80.72 53.81 4040.750L40.750S4H Dsgn 1= 22,8311 1 0.818 0.318 97.81 97.81 199.80 119.64 1.00 1.00 17.14 80.72 53.81 4040.60 W'.H osgn.L= 22.8311 1 0.389 0.151 46.50 46.50 199.80 119.64 1.00 1.00 8.15 80.72 53.81 '04070E4H Dsgn,L= 22.8311 1 0.389 0.151 46.50 46.50 199.80 119.64 1.00 1.00 8.15 80.72 5381 4040.750lJ40.750140.450W4H 0sgn.L= 22.8311 1 0.818 0.318 97.81 97.81 199.80 119.64 1.00 1.00 17.14 80.72 53.81 +0+07501+07505+0 450W41 0sgn.L= 22.8311 1 0.818 0.318 97.81 97.81 199.80 119.64 1.00 1.00 17.14 80.72 53.81 .O+0.750L+0.750S40.5250E+H fln 1 9')Rla I n mo A 14 0704 0791 10020 IIORA 100 IN) 171.1 2A 71) rin4 Title Block Line 1 Project Title: Yoti dan change this area Engineer: Project ID: using the "Settings" menu item and hen using the "Printing & Project Descr: 4 Title Block" selection. Title Block Line 6 Steel Beam - . File - C UserstOwnertDOCUME-lENERCA-2l19.3OO-1 EC6 MW'AI ICDA 44 a 40 tl....0 4f A 16, Description: BM-51 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax Mmax - Ma - Max Mnx MnxlOmega Cb Rm Via Max Vnx Vnx/Omega '0.600470E40.601-1 Dsgn.L = 22.83 It 1 0.233 0.091 27.90 27.90 199.80 119.64 1.00 1.00 4.89 80.72 53.81 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. '- Defi Location in Span 1 1.2367 11.529 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 -TveràllMAXimti 2O12O.134 - Overall MiNimum 4.889 4.889 8.148 8.148 20.134 20.134 'D+Lr4i 8.148 8.148 +O+S+H 8.148 8.148 O40.750Lr'.750L9H 17.137 17.137 +0s0.750Li0.750SiH 17.137 17.137 +Oi0.60W41 8.148 8.148 D40.70E4l 8.148 8.148 4040.750Lr40.7501-40.450W4H 17.137 17.137 "040.750L40.750S*0.450W#I 17.137 17.137 .O+0.750L40.750S+0.525E+H 17.137 17.137 40.60D+0.60W40.60H 4.889 4.889 40.60D40.70E40.60H . 4.889 4.889 DOnly 8.148 8.148 IrOnly LOnly 11.986 11.986 S Only W Only E Only H Only Design Maps Summary Report Page 1 of I USGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code vhcn iitiiit i,iJ 'iibk in 04 Site Coordinates 33.161310N, 117.33861°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/Ill 71, Al .4,. *Vi Oceanside . Carlsbad"P , SnMarcos t• tI• Escondido' USGS—Provided Output S= 1.137g SMS= 1.189g Sas 0.792g S = 0.437 g SMI = 0.682 g S01 = 0.455 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the 2009 NEHRP" building code reference document. MCtj Respeie 3c'ctram 0c -i Risc Sc.t' am Although this information is a product of the U.S. Geological Surwy, %,.-v provide no warranty, expressed or implied, as to the ercuiacy of the data contained thcrin. This tool its not a substitute (Or tLiuc' subJect-mdtUi knowledge. https://eajthquake.usgs.gov/cn 1/designmaps/us/surnmary.php?ternplate=minimal&latitud... 12/23/2017 I,& SHEARWALL SCHEDULE S.W. TYPE WALL SHEATHING SILL PLATE NAILING SILL PLATE A.B'S ON WOOD FLOOR ON FOUNDATION A 318" APA RATED PLYWOOD WITH 8d COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD. ---( 350 PLF 16 d SINKER AT 3" O.0 5/8,, DIAMETER X12 A.B'S AT 32" O.0 A /\ 15/32" STRUCTURAL I PLYWOOD WITH 8d COMMON NAILS AT 3"O.C. AT EDGES AND 12" O.C. FIELD. (*) 16 d SINKER 518" DIAMETER X12" ABS AT 16" O.0 ............... - ............................................... ( 550 PLF) AT 3" O.0 (3X SILL PLATE) A / \ 15/32" STRUCTURAL I PLYWOOD WITH lOd COMMON NAILS AT 3"O.C. AT EDGES AND 12" O.C. FIELD. (1 318" DIAM X6" LAG BOLTS @ 8" O.C. 5/8" DIAMETER X12" A.B'S AT 8" O.0 / 5 \- - -( 665 PLF) (U.N.0) (3X SILL PLATE) A /\ 15132" STRUCTURAL I PLYWOOD WITH lOd COMMON NAILS AT 2"O.C. AT EDGES AND 12" O.C. FIELD. (*) 3/8" DIAM X8" LAG BOLTS @ 8" O.C. SIB" DIAMETER X12" A. B'S AT 8" O.0 - - ( 870 PLF) (U.N.0) (3X SILL PLATE) (*) PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 4,5 AND 6. (*) PROVIDE 3X MUD SILL PLATE WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 4, 5 AND 6. * RUN PLWOOD OVER POST AND/OR APPLY PLYWOOD BEFORE BOX-OUT. )215-5071 FAX BCP ENGINEERING ILATERAL CALCS (TWO-STORY HOUSE) VARIABLES: Roof; Roof DL= Roof Area= Ext Wall Wt= Ext Wall L= Ext Wall Ht= Int Wall Wt= Int Wall L= Int Wall Ht= Parapet Wt= Parapet L= Parapet Ht= Second Floor; Floor DL= Floor Area= Ext Wall Wt= Ext Wall L= Ext Wall Ht= Int Wall Wt= Int Wall L= Int Wall Ht= Lower Roof Area= Lower Roof DL= Length of Ext Wall under Lower Roof= Length of Interior Wall under Lower Roof-- Height of Ext, Int Walls= CALCULATE ROOF WEIGHT "WR" 20 PSF Roof=DL*Roof Area = 80120.0 LB 4006 SF Ext Wall=Wt*L*H/2 = 17568.0 LB 16 PSF lntWall=Wt*L*H/2 = 17145.0 LB 244 FT Parapet=Wt*L*H = 0.0 LB 9 FT 10 PSF WR = 114833.0 LB 381 FT 9 FT 0 PSF CALCULATE FLOOR WEIGHT "W2" 0 FT 0 FT Floor=DL*Floor Area = 23280.0 LB Ext WaIl=Wt*L*H/2+WallAbove = 39040.0 LB 12 PSF Int Wall=Wt*L*H/2+WallAbove = 29080.0 LB 1940 SF Low Roof=DL*Area = 0.0 LB 16 PSF Ext Wall Under Low Roof=Wt*L*H/2 = 0.0 LB 244 FT Int Wall Under Low Roof=Wt*L*H/2 = 0.0 LB 11 FT 10 PSF W2 = 91400.0 LB 217 FT 11 FT 0 SF W = WR + W2 = 206233.0 LB 0 PSF 0 FT 6.2 FT 0 FT ________ 11 FT fl 9.5 FT , 11.5 FT TE BASE '30 VARIABLES: Ss= 1.137 S1= 0.436 FOR SITE CLASS D: Fa= 1.0 Fv= 1.5 SMs= 1.189 SM1= 0.682 SDs=(2/3*SMs)= 0.792 SD1=(2/3*SMI= 0.455 Wr= 114833 LBS T=1.5*Ct*Hn0.75= 0.32 SEC W2= 91400 LBS Cs=SDI*I/(R*T)= 0.22 W= 206233 LBS Cs=SDs*l/R= 0.12 Min Cs= 0.12 1= 1.0 VMin Cs*W 25128.70 LBS R= 6.5 1.3*Working V=V/1.4= 23333.79 LBS Ct= 0.020 7 Hn= 23.0 FT - Redundancy Factor = 1.3 Hr= 21.0 FT H2= 11.0 FT LATERAL LOAD PER UNIT AREA OF HORIZONTAL PROJECTION: - - HOUSE VARIABLES: Fr =V*Wr*Hr/(Wr*Hr+W2*H2)= 16467.96 Fr (PSF)=Fr/Roof Area = PSF F2 V*W2*H2/(W2*H2+Wr*Hr) 6865.83 Roof Area = 4006.0 F2 (PSF)=F2/Floor A + Lower A) = 35j PSF Floor Area 1940.0 Lower Area= 0 WIND LOAD: project info; Ps=Iambda*Kzt*I*Ps30 Wind Exposure= C VARIABLES: Wind Speed= 100.0 MPH lambda; per ASCE 7 Table (6-2)= 1.34 Load Case= 1.0 Kzt; per ASCE 7 Figure (6-4)= 1.00 Roof Angle= 14.0 degrees I; per ASCE 7 Section (6-2)= 1.00 Roof Height= 27.2 Ps30; per ASCE 7 Figure (6-2) 14.40 Wind Load Ps= BCP ENGINEERING TERAL CALCS Roof; Roof DL= 20 PSF Roof Area= 1532.0 SF Ext Wall Wt.= 16 PSF Ext Wall L= 111.0 FT Ext Wall Ht= 8.0 FT mt Wall Wt= 10 PSF Int Wall L= 21.0 FT mt Wall Ht= 8.0 FT CALCULATE ROOF WEIGHT "WR° Roof=DL*Roof Area= Ext Wall=Wt.*L*H/2= Int Wall=Wt.*L*H/2= 1E 30640 LBS 7104 LBS 840 LBS -------------- 38584 LBS TE BASE SHEAR "V': 1.137 lS1= 0.436 4.5 FT 8.0 FT Site Class "0" Fa= 1.0 Fv= 1.5 SMs= 1.189 SMI= 0.682 SDs=(2/3 SMs)= 0.792 SD1=(2/3 SM1) 0.455 1= 1 R= 6.5 WR = 38584 LBS Ct= 0.020 Hn= 9.5 FT T=i 5*Ct*(Hn)AO 75 Cs=(SD1*l) / (R*T) Cs=(SDs*l) / R Use Minimum Cs V=Cs*WR I .3Working Stress VStrength V/1.4 Seismic Factor=WorkingStress VAN Redundancy Factor = 1.3 0.16 SEC = 0.43 = 0.12 = = 4701.31 LBS 4365.50 LBS = 0.113 LATERAL LOAD PER UNIT AREA OF HORIZONTAL PROJECTION: = PSF Ps=(Iambda)*Kzt*I*Ps30 (Per ASCE 7(6-1) C OTHER VARIABLES: 100.0 MPH lambda;per ASCE 7 TABLE (6-2) = 1.21 1.0 Iczt;per ASCE 7 FIG (6-4) = 1.00 22.0 DEG I; per ASCE 7 SEC (6-2) = 1.00 12.5 FT Ps30; per ASCE 7 FIG (6-2) = 14.40 Wind LoadPs = (Iambda)*Kzt*l*Ps30 = UI PSF Fl (PSF)=Fl/(Roof Area) WIND ANALYSIS: Wind Load Data: Wind exposure= Wind speed= Load case= Roof angle= Roof height= BCP ENGINEERING SHEARWALL AT GRID I Seismic Shear = 27.5*73*4.1 = 8231 LB = Seis force I Length = 286 PLF Wind Shear = 26*7.5*19.4 = 3783 LB = Wind force / Length = 131 PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 8.50 12.00 8.33 0.00 0.00 HT. (FT) 9 9 9 0 0 WT. (PLF) 214 694 214 0 0 "X" (FT) 0.00 31.00 57.00 N/A N/A UPLIFT (LB) 2024 71 2035 0 . HOLDWN (2) CSIG (1) Cs 16 (2) CSI6 NIA NIA DRAG (LB) .. 1427 1218 850 #VALUE! #VALUE' DR DETAIL B B B N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 2 Seismic Shear = 27.5*73*4.1 = 8231 LB = Seis force / Length = 284 PLF Wind Shear = 26*7.5*19.4 = 3783 LB = Wind force I Length = 130 PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 9.00 11.00 9.00 0.00 0.00 HT. (Fl) 9 9 9 0 0 WT. (PLF) 214 694 214 0 0 "X" (FT) 2.50 39.50 58.00 N/A N/A UPLIFT (LB) 1977 264 1977 0 1" HOLDWN (2) CSI6 (1) CSI6 (2) CSIS N/A NIA DRAG (LB) 1202 2090 1143 #VALUEt #VALUE' DR DETAIL C C C N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 3 Seismic Shear = 17*55*4.1 . = 4114 LB = Seis force / Length = 208 PLF Wind Shear = 16.5*7.5*19.4 = 2400 LB = Wind force /Length = i~2PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 4.75 9.50 5.50 0.00 0.00 HT. (FT) 9 9 9 0 0 WI. (PLF) 214 254 214 0 0 "X° (FT) 0.00 20.50 46.50 N/A N/A UPLIFT (LB) 1570 V 1151 1522 HOd 0 * HOLDWN (1) CSI6 (1) CSI6 (1) CSI6 N/A N/A DRAG (LB) h 6l4 632 711 #VALUEI ' #VALUE' DR DETAIL B B B NIA N/A USE TYPE 3 SHEARWALL BCP ENGINEERING 11 SHEARWALL AT GRID 4 Seismic Shear = 35*55*41 = 7900 LB = Seis force/ Length = 304. PLF Wind Shear = 35*10.5*19.4 = 7130 LB = Wind force / Length = : 2Nl PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 13.00 13.00 0.00 0.00 0.00 HT. (FT) 9 9 0 0 0 WT. (PLF) 116 116 0 0 0 MX (Fl) 0.00 39.00 N/A N/A N/A UPLIFT (LB) 2282 2282 01 0 0..: HOLDWN (2) CSIS (2) CSI6 N/A N/A NIA DRAG (LB) 1975 1975 #VALUE! #VALUE! #VALUE! DR DETAIL B B N/A N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 5 Seismic Shear = 27.5*73*4.1 = 8231 LB = Seis force / Length = 43.3 PLF Wind Shear = 26*7.5*19.4 = 3783 LB = Wind force / Length = 199 PLF Diaphragm Length = = 52.0 LF LENGTH (Fl) 4.75 4.75 4.75 4.75 0.00 HT. (FT) 9 9 9 9 0 WT. (PLF) 214 254 214 214 0 'IX" (FT) 0.00 11.00 36.00 47.25 N/A UPLIFT (LB) 3594 3537 3594 3594 " 0 HOLDWN (3) CSI6 (3) CSI6 (3) CSI6 (3) CSI6 N/A DRAG (LB) 1306 1622 1583 1,306 #VAI.UE' DR DETAIL B B B B N/A USE TYPE 4 SHEARWALL SHEARWALL AT GRID 6 Seismic Shear = 26*70*3.5+8231 = 14601 LB = Seis force / Length = 344. PLF . Wind Shear = 26*10*19.4+3783 = 8827 LB = Wind force / Length = 208 PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 9.50 33.00 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WT. (PLF) 672 672 0 0 0 "X" (Fl) 4.33 28.00 N/A N/A N/A UPLIFT (LB) . 1864 ,-2874 .. .•o•,v 1 .1,0 .t, , •.O . HOLDWN HDU5 NIA N/A N/A N/A DRAG (LB) 903 2577 '#VALUEt #VALUE' #VALUE' DR DETAIL 0 D N/A N/A N/A USE TYPE 3 SHEARWALL BCP ENGINEERING Iq SHEARWALL AT GRID 7 Seismic Shear = 26*70*3.5+8231 = 14601 LB = Seis force / Length = 712 PLF Wind Shear = 26*10*19.4+3783 = 8827 LB = Wind force! Length = :43i' PLF Diaphragm Length = = 70.0 LF LENGTH (FT) 10.00 10.50 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WI. (PLF) 672 203 0 0 0 "X" (FT) 3:00 40.00 N/A N/A N/A UPLIFT (LB) , 5819 7195 0 0• HOLDWN HDU8 HDU8 NIA NIA N/A DRAG (LB) m 4411 I 4067' #VALUE' #VALUE' #VALUE' DR DETAIL MST 60 MST 60 N/A N/A N/A USE DOUBLE TYPE 3 SHEARWALL SHEARWALL AT GRID 8 Seismic Shear = 26*703.5+8231 = 14601 LB = Seis force/ Length = '913 PLF Wind Shear = 26*10*19.4+3783 = 8827 LB = Wind force / Length = .552 PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 16.00 0.00 0.00 0.00 0.00 HT. (FT) 11 0 0 0 0 WT. (PLF) 672 0 0 0 0 "X" (FT) 0.00 N/A N/A N/A N/A UPLIFT (LB) 6813 0 0 0 0 HOLDWN HDU8 N/A N/A N/A N/A DRAG (LB) 10108 #VALUE! #VALUEI #VALUE' #VALUMilltj DR DETAIL (3)CSI6 N/A N/A N/A N/A USE TYPE DOUBLE 4 SHEARWALL SHEARWALL AT GRID 9 Seismic Shear = 35*52*3.5+7900 = 14270 LB = Seis force / Length = 50'l PLF Wind Shear = 35*10*19.4+7130 = 13920 LB = Wind force / Length = 488. PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 9.50 19.00 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WT. (PLF) 163 510 0 0 0 "X" (FT) 8.00 33.00 N/A N/A N/A UPLIFT (LB) 504 X 2601 HOLDWN HDU8 HDU8 NIA N/A N/A DRAG (LB) 2195 1069 *VALUE! #VALUE' '#VALUEI DR DETAIL G G N/A N/A N/A USE TYPE 4 SHEARWALL BCP ENGINEERING is SHEARWALL AT GRID 10 Seismic Shear = 18*52*3.5+8231 = 11507 LB = Seis force! Length = 426 PLF Wind Shear = 18*10*19.4+3783 = 7275 LB = Wind force! Length = 269 PLF Diaphragm Length = = 52.0 LF LENGTH (FT) 11.00 16.00 0.00 0.00 0.00 HT. (FT) 11 11 0 0 0 WI. (PLF) 202 202 0 0 0 "X" (FT) 0.00 36.00 N/A N/A N/A UPLIFT (LB) ' 4021 3718 0 0 HOLDWN HDU8 HDU8 N/A NIA NIA DRAG (LB) , 2254' 3278 L #VALUEI #VALUE' #VALUEI DR DETAIL G G N/A N/A N/A USE DOUBLE TYPE 5 SHEARWALL SHE WALL AT GRID S is force / Length lTPLF Wind Sh\ear= 26*10*19.4+3783 8827 LB Wind force Length 5~2 PLF iaphragm Length 52.0 LF LENGTH (FT) 000 0.00 16.0t)\\ WT. (PLF) 672 0 0 0 //N//AA "X" (Fl) 0.00 N/A N/A UPLIFT (LB) 6813 0 " 0 HOLDWN HDU8 Xiij!i!11,4~4VA NIA/ N/A N/A DRAG (LB) I10108jl #VALUE' DR #VAj4El #VALUE' DETAIL (3) CSI6 ,-14/A N/A N/A USE TYPE DOUBLE 4 SHEARWALL SHEARWALL AT GRID Seismic Shear = 35*52*3.5+7900 = 14270 LB = Seis force I Length = 501 PLF Wind Shear = 35*10*194+71 = 13920 LB = Wind force I ength = i1488 PLF Diaphragm Len th = = 52.0 LF LENGTH (FT) 9.50 19.00 0.00 'N 0.00 0.00 HT. (FT) 11 11 0 'N0 0 WI. (PLF) 1 510 0 0 "X" (FT) .00 33.00 N/A N/AN N/A UPLIFT (LB) O43 2601 0 0. 'N 0 HOLDWN 4665 HDU5 N/A N/A N/A DRAG (LB), 2195 " 4299'' #VALUE' #VALUE' ''1N'vI!UEI DR DET}C G G N/A N/A US TYPE 4SI1AL(WALL BCP ENGINEERING 36 SHEARWALL AT GRID 11 Seismic Shear = ((11.84*10)+(12.5*45)+(9.6*7.33))*2.8 = 2179 LB = Seis force/ Length = 136 PLF Wind Shear = 10.34*6.25*17.4 = 1124 LB = Wind force! Length = •Fy 70 PLF Diaphragm Length = = 62.7 LF LENGTH (Fl) 8.00 8.00 0.00 0.00 0.00 HT. (FT) 8 8 0 0 0 WT. (PLF) 210 378 0 0 0 "X" (FT) 0.00 48.00 N/A N/A N/A UPLIFT (LB) 586 182 0 0 0 HOLDWN HDU5 HDU5 N/A N/A N/A DRAG (LB) *p;' 8t1 '" 579 ,#VALUE' #VALUEI #VALUE' DR DETAIL B B N/A N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 12 Seismic Shear = ((11.84*10)+(12.5*45)+(9.6*7.33))*2.8 = 2179 LB = Seis force/ Length = 256 PLF Wind Shear = 10.34*6.25*17.4 = 1124 LB = Wind force I Length = 132 PLF Diaphragm Length = = 55.5 LF LENGTH (Fl) 8.50 0.00 0.00 0.00 0.00 HI. (FT) 8 0 0 0 0 WI. (PLF) 378 0 0 0 0 "X" (FT) 28.50 N/A N/A N/A N/A UPLIFT (LB) 1087 0 0 0 0 HOLDWN 141JU5 N/A N/A N/A N/A DRAG (LB) 1119 #VALUEI, #VALUE' #VALUE' 1 #VALUE' DR DETAIL B N/A N/A N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 13 Seismic Shear = ((3.67*8)+(22.5*25))*2.8 = 1716 LB = Seis force / Length = 271 PLF Wind Shear = 26.17*8.5*17.4 = 3871 LB = Wind force / Length = 1612PLF Diaphragm Length = = 22.0 LF LENGTH (FT) 6.33 0.00 0.00 0.00 0.00 HT. (FT) 8 0 0 0 0 WT. (PLF) 171 0 0 0 0 "X" (FT) 15.70 N/A N/A N/A N/A UPLIFT (LB) 4535 0 0 0 ' 0 HOLDWN HDU5 NIA N/A N/A NIA DRAG (LB) , 2762 #VALUE' #VALUEI #VALUE' #VALUE! DR DETAIL 0 N/A N/A N/A N/A USE TYPE 5 SHEARWALL BCP ENGINEERING 37 SHEARWALL AT GRID 14 Seismic Shear = ((22.5*25)+(5*23.5))*2.8 = 1972 LB = Seis force! Length = 110 PLF Wind Shear = (22.5*8.5*17.4)+(5*6.25*17.4) = 3872 LB = Wind force / Length = 215 PLF Diaphragm Length = 22.0 LF LENGTH (FT) 18.00 0.00 0.00 0.00 0.00 HT. (FT) 8 0 0 0 0 WI. (PLF) 107 0 0 0 0 "X" (FT) 4.00 N/A N/A N/A N/A UPLIFT (LB) 1085 0 0 0 0 HOLDWN HDU5 N/A N/A N/A NIA DRAG (LB) 704 #VALUE! #VALUE! #VALUE' #V1LUE! DR DETAIL B N/A N/A N/A N/A USE TYPE 3 SHEARWALL SHEARWALL AT GRID 15 Seismic Shear = (6.5*23.6)*2.8 = 445 LB = Seis force / Length = 56 PLF Wind Shear = 5513174 = 446 LB = Wind force / Length = ' 56 PLF Diaphragm Length = = 20.7 LF LENGTH (FT) 8.00 0.00 0.00 0.00 0.00 HT. (FT) 8 0 0 0 0 WT. (PLF) 208 0 0 0 0 "X" (FT) 0.00 N/A N/A N/A N/A UPLIFT (LB) -54 0 0 0 0 HOLDWN HDU5 N/A N/A N/A NIA DRAG (LB) 273 #VALUE! #VALUE!' #VALUE! ': #VALUE! DR DETAIL B N/A N/A N/A N/A SHEARW4 USE TYPE 3 SHEARWALL AT GRID , Seismic Shear ,..- LB = 'Seis force / Length = 1111111111 PLF Wind Shear = ._-- = LB = Wind force Length = ih/JllllI'PLF Diaphragm Length = ..--. = LF LENGTH (FT) 0.00 0.00 -0.00 0.00 0.00 I_J I% Ii I . ! i j u u 0 WT. (PLF) 0 O.-- N/A'-.. 0 "X" (Fl) _.-1N1A N/A N/A UPLIFT (LB) #DIV/0! - #DIV/0! #DIV/0! '-#DIV/0! #D1V/OI HOLDWN ,..- N/A NIA N/A DRAG (LB) #aiio' #DIV/0' #6IV/0' #DIV)bJ- #DI Viol DR DETAIL - N/A N/A N/A - N/A USE TYPE 3K 34670 CREEKWOOD COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 PERFORATED SHEAR WALL AT GRID 8 A ,fd t c t ce I_ vi window vi 4 opening V (shear) VARIABLES: k= 3.83 ft H=k+I+I+m= 11.00 FT 1= 2.25 ft M= 2.67 ft A=cl+c+c+e= 16.00 FT d= 5.00 ft C= 3.00 ft Vi=V*(k+I)/A= 2739.04 LBS. e= 5.00 ft V= 7208.00 LBS V2=VI*(d+c)/(k+I)= 3604.00 LBS. unit shear vl=V1/k= 715.15 PLF unit shear v2V2/d= 720.80 PLF THEREFORE USE DOUBLE TYPE 4 SHEARWALL k= 3.83 ft 1= 2.25 ft M= 2.67 ft d= 8.00 ft C= 3.00 ft e= 5.00 ft V= 14270.00 LBS H=k+I+I+m= 11.00 FT A=d+c+c+e= 19.00 FT vi =V*(k+I)/A= 4566.40 LBS. V2=V1*(d+c)/(k+I) 8261.58 LBS. unit shear vl=V1/k= 1192.27 PLF 1~ 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 PERFORATED SHEAR WALL AT GRID 9 t cc e vi window opening V (shear) VARIABLES: unit shear v2=V2/d= 1032.70 PLF THEREFORE USE DOUBLE TYPE 5 SHEARWALL 1'F 0 R T E MEMBER REPORT Level, Floor: Joist 1 piece(s) 117/8" TM® 230 © 16" OC Overall Length: 16'7" 'V 1' [] II All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. DeSgnRcsuIts Mi1ii 111A ' ci cocaelon:ilt fAIIdild gáttU!ti' LOFi Ioadi Cámblnatiàn (Patbern)Ut,Lj. Member Reaction (ibs) 568 @ 2 1/2 1183 (2.25") Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 555 @3 1/2" 1655 Passed (34%) 1.00 1.0 0 + 1.0 L (All Spans). Moment (ft-lbs) 2265 @ 8' 3 1/2" 4215 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) I Live Load Defi. (in) 0.226 @8' 3 1/2' 0.404 Passed (1/859) -- 1.0 0 + 1.0 L (All Spans) LTotal Load Dell. (In) 1 0.294 @8' 3 1/2' 1 0.808 1 Passed (1/661) -- 1.0 0 + 1.0 L (All Spans) [D-Pro'" Rating 47 -- 40 Passed -- -. Deflection criteria: U. (lJ480) and Ti. (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5'8" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" 0/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ'PrO"" Rating include: None U__Hill__I!?_01,fflf__tfl__ffl'?!_$ii I1111i'u1li .1111 1 i!fl suppotts;lL -Stud wall -SPF __:lT011':_'AvailablejP .75" flReq'uired_,__Dadg 442 r F oor lTotel__q_Accessorfesjllljf__ti Rim Board 2 - Stud wall - SPF _3.50" 3.50' _2.25" 2,25"75" _133 133 442___575 _5Th _11/4" 1 1/4" Rim Board Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. l,H (Side) f1Uifl__if1fflW_!1i1(t,_!i( t4(spating, Comments _d Loads'_v"_i,hfti_locatlon 1 - Uniform (PSF) 0 to 16'7" 16" __11_(0_90)ii 12.0 _11Jk100)\e Residential - living 40.0 I Areas Notes, If Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/seMces/sCodeReports.aEpx. Theproduct application,input designloads,dimensions and support Information have been provided by Forte Software Operator PASSED q~ + 0 System : Floor Member Type: Joist Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator EltZNJAMtN POI31.ilZ I3CP i•NIiiNECRINC lO'2l'-fX17 I tnn'vyehcc' r.cxri Job t40tos 1/612018 953:15 AM Forte v5.2. Design Engine: V6.6.0.14 Page 1 of 1 34670 CREEKW000 COURT, VUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 o 1LO c! iO pv. a AA u;-,, ~ 1~hA t~ ?I (- CCQO 47 r(y ¶:• - U9 CL(.) - . If- ~~ 4' 34670 CREEKW000 COURT, YUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 $ /r2r 1tttiLt& 12: g I d cv-D) ( jQ ro Ll kfwy c! ?OTTOfl ql BCP ENGINEERING 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 S14) '4<1) '~>~( vv-~J-o- <= cçLtAQ_ 1 F4 rz2 k ___2t DIAL L1 ft4 . ç3'bTrov 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909) 215.5071 FAX (909) 697-2005 LiALL Tc- ( c4'O £ \L'')~'Fxvz I t1JL - Si: 4çrC41LI 1't-Ld4-2 4 F (2_" pf~13 - (jr -:'')1 / ) /I FT BCP ENGINEERING 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909) 215-5071 FAX (909) 697-2005 P £ &Yç L( fL 1/ 1 FT6-- S ) + 7 - - Al / 1rkj 1 £:4 l3?J-1 j)1 -:- /S'o' ;q Acjut '. kS BCP ENGINEERING 34670 CREEKWOOD COURT, YUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX (909)697-2005 Of STeC-L C,OL. TO $'(7Pi 112 ?p( 4t tti-T/ 10 II I IQ alucit LIHe I , You can chango this area Engineer: Project ID: using the Seltings menu item Project Doscr: and then using the'Printing & Title Block selection. Title Block Line 6 - 2014 2SiPI I Steel Column Fi OCUMENERCA19.3O04.EG6 Description : Code References Calculations per AISC360-16. IBC 2015, ASCE 7-16 Load Combinations Used: IBC 2015 General Information 0 Steel Section Name: Pipe4 x-Strong Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Fixed, Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 36.0 ksi X-X (width) axis: E Evatt sentiftModuios 29000.0 ksi Unbraced Length for XX Axis buckling c 10 ft, K :2 Load Combination: IBC 2012 V-V (depth) axis: Lin raced Length for Y-Y Axis buckling :10 ft. K: 2 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included: 151.355 lbs Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D: 8.148, 1= 11.986k DESIGN SUMMARY Bending & Shear Check Results PASS Max, Axiat.endinq Stress Ratio 0.8572 1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H lop along X-X 0.0k Location o(max.above base 0.0 ft Bottom along X-X 0.0k At maximum location values are... Top along V-V 0.0k Pa; Axial 20.285 k Bottom along V-V 0.0k Pc / Omega; Allowable 23.664 k Ma-x: Applied 0.0 k-ft Maximum SERVICE Load Doftactions. . - Mn-x I Omega: Alowable 9.934 k-It Along ', 0.0 in at 0-0ft above base May:Apphed 0.0 k-ft for load combination: Mrt-y I Omega : fttlowable- 9.934 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.0 :1 Load Combination Location of max.above base 0.0 Ft At maximum location values are... Va: Applied 0.0 k Vnl Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 0.351 PASS 0.00 ft 0.000 PASS 0.00 it 0.857 PASS 0.00 It 0.000 PASS 0.00 ft C) 0.351 PASS 0.00 ft 0.000 PASS 0.00 ft 0.351 PAGS 0.0011 0.000 PASS 0.00 ft -.O-.0.750t.r-.0J5OL4t 0.731 PASS 0.00 ft 0.000 PASS 0.00 It -0-'O.750L40.75OS4( 0.731 PASS 0.00 ft 0.000 PASS 0.00 ft -1-0-.0.600141 0.351 PASS 0.00 ft 0.000 PASS 0.00 ft 401030E'1'H 0.351 PASS 0.00 ft 0.000 PASS 0.00 ft 4040.750Lr40.750L90,450WIH 0.731 PASS 0.00 ft 0.000 PASS 0.00 ft 4i0.750L40.750540.450W44 0.731 PASS 0.00 ft 0.000 PASS 0.00 ft 4O.750L40,750S40.5250E'H 0.731 PASS 0.00 ft 0.000 PASS 0.00 ft 4600440W-i0.60H 0,210 PASS 0.00 ft 0.000 PASS 0.00 ft 000.70E0U 0.210 PASS 0.00 ft 0.000 PASS 0.00 ft - Maximum Reactions - Note. Only non-zero reactions are listed X.X Axis Reaction 2 V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base -'0411 k k 8.299k Title Block Line 1 Project Title: Ydu an change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Thinted: SWR 201 251PM Description: STEEL COLUMN Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top Base © Top @ Base k k 20.285 k k k 8.299 k +D+SH k k 8.299 It +O4O.750Lr0.750L+H k K 17.289 k +O'0.750L40.75054H K k 17.289 k Os0.60W44 K K 8.299 K sO+0.70E*H k K 8.299 K D'0750Lr0750L40450W4f K K 17.289 K +D0.750L0.750S'0450W4l K K 17.289 K +040.750L40.750S40.525E+H K K 17.289 k '0.60D0.60W+0.60H K k 4.980 K 40.60040.70E40.60H K k 4.980 K D Only k K 8.299 It LrOnly k K k L Only k K 11.986k SOnly k K k WOnty K K K EOnly K It k HOnly K K K Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance +041 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+1+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D41_r+H 0.0000 in 0.000 It 0.000 in 0.000 It +0+541 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L*H 0.0000 in 0.000 ft 0.000 in 0.000 It 'O+0.750L+0.750S'H 0.0000 in 0.000 ft 0.000 in 0.000 It 00.60W41 0.0000 in 0.000 It 0.000 in 0.000 ft l'040.70E4H 0.0000 in 0.000 It 0.000 in 0.000 ft 040.750Lr40.7501.40.450W41 0.0000 in 0.000 It 0.000 in 0.000 It 'O40.750L40.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It +O+0.750L+0.750S+0.525E41 0.0000 in 0.000 ft 0.000 in 0.000 ft 90.60D0.60W40.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft .0.60040.70E90.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Title Block Line 1 Ydu cian change this area using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 SteeI CoIum, Project Title; Engineer: Project Descr: . Project ID: Pant: OMAR 2019. 2:51PM Description: STEEL COLUMN - Steel Section Properties: : . . Pipe4 x-Strong Depth = 4.500 in lxx 9.12 mM J 18.200 1n'14 Sxx = 4.05 inA3 Diameter 4.500 In R xx 1.480 in Wall Thick = 0.338 in Zx 5.530 inA3 Area 4.140 in"2 I yy 9.120 mM Weight = 15.135 pU S yy 4.050 inA3 Ryy 1.480 in Ycg 0.000 in I------------------------------------ . ---------------- ....................................................---- .- 'r'O1 ir 34670 CREEKWOOD COURT. YUCAIPA CALIFORNIA 92399 TEL. (909)215-5071 FAX (909)697-2005 /2L4') To c'ciz r A'L. 1'V f pt E-tyk (/ ;I S, ( I IY-0 6 rAJ r, M11 A cc pti / low 1 l ( Uc.