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HomeMy WebLinkAbout1207 STRATFORD LN; ; CBR2018-1535; PermitBuilding Permit Finaled (7city.-Of.. Carlsbad Residential, Permit -I Print Date: 09/01/2020 Job Address: 1207 STRATFORD LN, CARLSBAD, CA 92008-1524 Permit Type: BLDG-Residential Work Class: Parcel #: 1561643200 Track #: Valuation: $92,304.64 Lot #: Occupancy Group: • Project #: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Permit No: CBR2018-1535 Status: Closed - Finaled Second Dwelling Unit Applied: 06/27/2018 Issued: 10/02/2018 Finaled Close Out: Inspector: PBurn Final Inspection: 09/01/2020 Project Title: Description: HENDRICKS: NEW 640 SF DETACHED ADU WITH 128 SF PATIO// 400A SERVICE PANEL UPGRADE Property Owner: HENDRICKS FAMILY TRUST 05-04-05 1205 STRATFORD LN CARLSBAD, CA 92008 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $596.49 BUILDING PLAN CHECK FEE (BLDG) . $417.54 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $43.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 PUBLIC FACILITIES FEES - outside CFD • $3,230.66 5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-RESIDENTIAL $12.00 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $56.00 Total Fees: $4,907.69 Total Payments To Date: $4,907.69 Balance Due: - $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 follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning,.grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 .760-602-2700 1 760-602-8566 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING aa"ENGINEERING lBUILDlNG D FIRE 0 HEALTH DHAZMATIAPCD I cCity of Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ca.r1sbad Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No.a3ppj Est. Value g, '2()LJ f0L Plan Ck. Deposit Date /, 7 /1 , ir JOB ADDRESS _ '1 Stratford SUITE#/SPACE#/UNIT# IAPN I 156 - 164 - 32 - 00 CT/PROJECT # LOT # S PHASE # # OF UNITS I C BEDROOMS C BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE I 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Build new 640 SF Accessory Dwelling Unit with a 128 SF covered porch EXISTING USE Single Family Res I PROPOSED USE I ;ingle Fam w ADLI GARAGE (SF) 400 PATIOS (SF) I -0- I DECKS (SF) -0- I FIREPLACE kD" NOD I AIR CONDITIONING YESNOEj I FIRE SPRINKLERS YESDNO APPLICANT NAME Paul Longton PiSialy Contact PROPERTY OWNER NAME Craig and Vicki Hendricks ADDRESS 2909 Mesa Drive ADDRESS 1205 Stratford CITY STATE ZIP Oceanside CA 92054 CITY STATE ZIP Carlsbad CA 92008 PHONE 760.458.0987 FAX I PHONE 760.583.8547 Fx I EMAIL pjlongton@gmail.com EMAIL craig3840@sbcglobal.net DESIGN PROFESSIONAL Paul Longton CONTRACTOR BUS. NAME Owner ADDRESS 2909 Mesa Drive ADDRESS CITY STATE ZIP Oceanside CA 92054 CITY STATE ZIP _____ PHONE 760.458.0987 F( I PHONE IFAx I EMAIL pjlongton@gmail.com EMAIL STATE LIC. # C18757 STATE LIC.# CLASS I CITY BUS. UC.# (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 oenaltv of not more than five hundred dollars ($5001). ®thIDY• ®O®(I - Workers' Compensation Declaration: I hereby affirm under penalty of pe4ury one of the following declarations: RI 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 carrier and policy number are: Insurance Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. []Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE 0 AGENT DATE I hereby affirm that lam exempt from Contractor's License Law for the following reason: [I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] lam exempt under 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 ONO 2.1(have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide th construction (include name address! phone I contractors' license number): I plan to provide portions of the wo red the wing person coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): I will provide some of the work, b I have contract (hi ) following pe s to provide the work indicated (include name! address! phone! type of work): PROPERTY OWNER SIGNATURE AGENT DATE P, ( LJ ______OO 900( (X1 O(®8t)® IOS 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? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ®..C1?O®t. ............... -... 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 Lender's Address OIO?O® Icerti,thatI havermadtheapplicationandsatethattheaboveintbmrationlsconectandthatthelnformationontheplanslsaccurate. IagreetocompIywith all Cityortfinancos and Statelaws relatingtobuildingcenstsuction. I hereby authorize representative of the Cityof Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA M OSHA permit is required forexcevalions over 0"dM4emolitbn or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the ildin undertheprovb sof this Code shall expire by limitation and become nut and void if the building or work authorized by such permit isnot commenced within 180 days from the date of smith pennil or if ebuikfrng work authorized by th permit is suspended or abandoned at any time alter the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE DATE 'Z 1 . 7 (3 W("' STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTI FICATE OF OCCUPANCY (Commercial -Projects Only) Fax (760) 602-8560, Email buiIdina(ãcarIsbadca.Qov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS criv STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION ZAPPLICANT'S SIGNATURE DATE 'Z 1 ((3 Permit Type: BLDG-Residential Application Data: 06/27/2018 Owner: TRUST HENDRICKS FAMILY TRUST 05-04-05 Work Class: Second Dwelling Unit' Issue Date: 10/02/2018 Subdivision: Status: Closed - Finaled Expiration Date: 01/25/2021 Address: 1207 STRATFORD LN CARLSBAD, CA 92008-1524 IVR Number: 12184 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final September 1, 2020: Yes 1. Final inspection for new accessory • dwelling unit at rear side of property. Final structural, electrical, plumbing, and • mechanical scope of work-approved. BLDG-Mechanical Final September 1, 2020: Yes • 1. Final inspection for new accessory • dwelling unit at rear side of property. Final • structural, electrical, plumbing, and mechanical scope of work-approved. BLDG-Structural Final September 1, 2020: Yes 1. Final inspection for new accessory • dwelling unit at rear side of property. Final structural, electrical, plumbing, and mechanical scope of work-approved. BLDG-Electrical Final September 1, 2020; • Yes 1. Final inspection for new accessory • • dwelling unit at rear side of property. Final structural, electrical, plumbing, and • mechanical scope of work-approved. Tuesday, September 1, 2020 • Page 4 of 4 Permit Type: BLDG-Residential Application Date: 06/27/2018 Owner: TRUST HENDRICKS FAMILY TRUST 05-04-05 Work Class: Second Dwelling Unit Issue Date: 10/02/2018 Subdivision: Status: Closed - Finaled Expiration Date: 01/25/2021 Address: 1207 STRATFORD LN CARLSBAD, CA 92008-1524 IVR Number: 12184 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10612512020 0612512020. BLDG-81 Undergroufld 131025.2020 Passed Tony Alvarado Complete —_ç(1,21,31)_ Checklist Item COMMENTS . Passed BLDG-21 . Yes Underground-Underfloor Plumbing BLDG-31 Yes Underground-Conduit Wiring 07!23I2020 0712312020 BLDG-33 Service 133610.2020 Partial Pass Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0712812020 0712812020 BLDG-33 Service 133937-2020 Passed * Paul Burnette - .'- Complete I çhangeIUpgrade_... Checklist Item COMMENTS Passed BLDG-Building Deficiency . . Yes 10812812020 0812812020 BLDG-Final Inspection 136893-2020 Cancelled Tony Alvarado Reinspection Incomplete] Checklist Item COMMENTS V Passed BLDG-Building Deficiency No BLDG-Plumbing Final - No BLDG-Mechanical Final . No BLDG-Structural Final . No BLDG-Electrical Final No 0910112020 09/0112020 BLDG-Final Inspection 137190-2020 Passed Tony Alvarado - Complete Tuesday, September 1, 2020 . Page 3 of 4 Permit Type: BLDG-Residential Application Date: 06/27/2018 Owner: TRUST HENDRICKS FAMILY TRUST 05-04-05 Work Class: Seãond Dwelling Unit Issue Date: 10/02/2018 Subdivision: Status: Closed - Finaled Expiration Date: 01/25/2021 Address: 1207 STRATFORD LN IVR Number: 12184 CARLSBAD, CA 92008-1524 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 1112212019 1112212019 BLDG-83 Roof Sheeting, 111797.2019 Passed Michael Collins Complete Exterior Shear (13,15) - - - - - - - - - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency See card Yes BLDG-13 Shear Panels-HD (Ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof BLDG-84 Rough 111796.2019 Failed -- Cornbo(14,24,34,44) - - Checklist Item COMMENTS BLDG-Building Deficiency Not ready Michael Collins Reinspection Incomplete -.---------------- Passed No 0112912020 01129/2020 BLDG-84 Rough 117754.2020 Passed Michael Collins Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-14 See card for pick up. Yes Frame-Steel-Bolting-Welding (Decks) - BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG44 Yes Rough-Ducts-Dampers 02119/2020 0211912020 BLDG-16 Insulation 119755.2020 Passed Peter Drelbelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes - 0212512020 02/2512020 BLDG-17 Interior - 120294.2020 Passed Paul Burnette Complete _-Lath/Drywall - - -. - Checklist Item COMMENTS a Passed BLDG-Building Deficiency - Yes 0511312020 0511312020 BLDG-33 Service 127343-2020 Failed Paul Burnette Reinspection Incomplete - - - - - Change/Upgrade 1.- - - - - - - - - -- - - - - -- - - - - -. Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-SW-Pro-Con 127342-2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed - BLDG-Building Deficiency -Yes Tuesday, September 1, 2020 Page 2 of 4 Building Permit Inspection History Finaled ((:City Of Carlsbad Permit Type: BLDG-Residential Application Date: 06/27/2018 Owner: TRUST HENDRICKS FAMILY TRUST. 05-04-05 Work Class: Second Dwelling Unit Issue Date: 10/02/2018 Subdivision: Status: Closed - Finaled Expiration Date: 01/25/2021 Address: 1207 STRATFORD LN IVR Number: 12184 CARLSBAD, CA 92008-1524 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0411612019 04116/2019 BLDG-21 089001-2019 Failed Paul Burnette Reinspection Incomplete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0412312019 04I2312019 BLDG-21 089686-2019 Passed Paul Burnette Complete Underground/UnderlIe or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0510312019 0510312019 BLDG-11 090802.2019 Failed Paul Burnette Reinspection Incomplete FoundationlFtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No• BLDG-12 Steel/Bond 090803-2019 Failed Paul Burnette Reinspection incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 090804.2019 Failed Paul Burnette Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/0612019 05I06/2019 BLDG-81 Underground 090916.2019 Passed Paul Burnette Complete Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-11 Foundation-Ftg-Piers No (Reber) BLDG-12 Steel-Bond Beam No BLDG-21 No Underground-Underfloor Plumbing BLDG-31 • No Underground-Conduit Wiring Tuesday, September 1, 2020 Page 1 014 EsGil A SAFEbulittompany DATE: 09/21/2018 JURlSDlCT ION: SCityofCari . PLICANT ,'JURlS. PLAN CHECK #.: CBR2018-1535 PROJECT ADDRESS: 1205/7 Stratford Ln. SET: III PROJECT NAME: Proposed ADU w/ Covered Porch The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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:!— * ner-son Telephone #: Date contacted: () Email: Mail Telephone Fax REMARKS: Please provide the City's soils stamp for applicant to sign prior to final approval at the jurisdiction. By: Ryan Murphy Enclosures: EsGil 09/17/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 or EsGil A SAFEbuiItCompany DATE: 08/30/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2018-1535 SET: II PROJECT ADDRESS: 1205/7 Stratford Ln. PROJECT NAME: Proposed ADU W/ Covered Porch O APPLICANT o JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Eli 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. El 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. El 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: Paul Longton 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: Flaul Longton Telephone #: (760) 458-0987 Date contacted: b/' CU (byQ)) Email: pjlongton@gmail.com REM: Fax In Person RKSc~l By: Ryan Murphy Enclosures: EsGil 08/23/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2018-1535 08/30/2018 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. PLANS 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. Will reverify all sheets of plans are signed by the person responsible for their preparation. (California Business and Professions Code). To be reverified. STRUCTURAL 12. Please provide a connection detail for the hip/valley roof over bedroom, for connection between beams and RB-9. Revise label to match callout (see roof framing plan, J vs. K). 15. Callout headers at the two clear story windows at bedroom, shown on sheet A1.0. Provide signed and sealed calculations for proposed headers supporting RB-9 at roof framing plan. Show (2) 2x4 posts minimum supporting RB-9 per Table R602.7(1). RB-2 is now called out at the same line as R13-9. Is this a typo? Previously RB-9 spanned 16' to bearing wall. Please clarify. 15.1. Storage Loft: a) Please clarify on the plans how loft floor joists are supported. Is wall continuous with ledger connection or are they attached at top plate? Please clearly show positive connection on the plans. 44 City of Carlsbad CBR2018-1535 08/30/2018 PLUMBING 30. An instantaneous water heater is shown in the T24 energy analysis. 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). Please provide isometric or pipe layout for all gas loads. END OF REVIEW Note to City: Please provide the City's soils stamp for applicant to sign prior to final approval at the jurisdiction. 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 NoD 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 Ryan Murphy at EsGil. Thank you. EsGil A SAFEbuittCornpany DATE: 07/10/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2018-1535 PROJECT ADDRESS: 1205/7 Stratford Ln. SET:I U APPLICANT U JURIS. PROJECT NAME: Proposed ADU w/ Covered Porch LI 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 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: Paul Longton 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: Ifaul Longt Date contacted: 1 tO (by ) Mail <!516:0p hone Fax In Person LI REMARKS: By: Ryan Murphy EsGil 06/28/2018 Telephone #: (760) 458-0987 Email: pjlongton©gmail.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2018-1535 07/10/2018 PLANS 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. Will reverify all sheets of plans are signed by the person responsible for their preparation. (California Business and Professions Code). 2. Under building codes, on the title sheet, revise last note to reflect correct jurisdiction (Carlsbad). FIRE PROTECTION Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system. Section R313.2. GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in doors. Please callout safety glazing at proposed French doors. Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See the figure on next page. Show safety glazing at window 3. Sc n. Section view City of Carlsbad CBR2018-1535 07/10/2018 Bathtub, whirlpool tub SG = Safety glazing required Measurements are to exposed glazing ROOF Specify roof slope on the plans. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 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. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-4 value installed above the roof sheathing. (or) If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. (or) If two layers of insulation are installed below the roof sheathing: An air- impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air- impermeable insulation. 8. 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. City of Carlsbad CBR2018-1535 07/10/2018 Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to %" maximum openings. Section R806.1. 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. STRUCTURAL How are lateral loads being transferred from the patio cover into the main diaphragm? Please show seismic strapping from R137 beams into top plate of exterior walls at lines A and B of the framing plan on sheet S-1.0. Please provide a connection detail for the hip/valley roof over bedroom, for connection between beams and RB-9. Callout the size of header over double French doors at living room on the framing plan. The span utilized in the calculations for R134 was 19 ft. The framing plan has it spanning 21 ft. Please coordinate the calculations and plans to match. . Callout headers at the two clear story windows at bedroom, shown on-sheet AI.0. Callout the size of roof rafters on the plans. Be aware they may need to be upsized to accommodate the required R-30 insulation (10 inches thick) and I" airflow clearance. If this is the case, the supporting members will need to be upsized as well to adequately support 2x12's. No footing schedule was provided on the plans. Please callout dimensions and minimum reinforcement of pad footings F1.5 and F2.0 on sheet S-1.0. Additions and ADU's over 500-sq. ft. require a soils report in the City of Carlsbad. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. If the soils engineer recommended that he/she review the foundation excavations: Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and City of Carlsbad CBR2018-1535 07/10/2018 c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 20. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). MECHANICAL 21. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. Where is the wall furnace located? 22. If applicable, detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CIVIC Section 904.1): Non-direct vent appliance: Listed gasketed self-closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or Specify that the appliances are of the direct vent style. ELECTRICAL 23. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 24. Please update your electrical notes to the current code edition (2014 NEC). 25. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. 26. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Weather resistant tve for receptacles installed in damp or wet locations (outside). Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. d) GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. City of Carlsbad CBR2018-1535 07/10/2018 For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected. A balcony, deck, or porch that is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E) (3). This receptacle must be GFCI protected. PLUMBING Show water heater size (ist hour rating), type, and location on plans. An instantaneous water heater is shown in the T24 energy analysis. 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). Plumbing notes 3 and 6 on sheet A-0.0 are out of date. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407, 408, 411,412. RESIDENTIAL GREEN BUILDING STANDARDS Please update and add the following notes to the Green Building Standards already shown on sheet A-0.0: Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm © 60 psi City of Carlsbad CBR2018-1535 07/10/2018 IMeterina faucets 1 0.25 aallons oer cycle 1• Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY CONSERVATION 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 All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); %" pipe (1" insulation); 1" to 1-%" pipe (1-1/2" 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) City of Carlsbad CBR2018-1535 07/10/2018 Below grade hot water piping is required to be installed in a waterproof and non- crushable sleeve or casing that allows for replacement of both the piping and insulation. All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. Light sources that are not marked "JA8-2016-E" shall not be installed in enclosed luminaires. ES 150.0(k) In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. END OF REVIEW 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 13 No U 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 Ryan Murphy at EsGil. Thank you. City of Carlsbad CBR2018-1535 07/10/2018 City of Carlsbad CBR2018-1535 07/10/2018 (DO NOTPI4 Y— THIS ISNOTANINVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK#.: CBR2018-1535 PREPARED BY: Ryan Murphy DATE.: 07110/2018 BUILDING ADDRESS: 1205/7 Stratford Ln. BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) ADU 640 Patio Cover 128 city est. 92,305 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBy Ordinance 1997 UBcBiIdir'gPérmit Fee V 1997 USCPian Check Fee H Type of Review: LJ Complete Review 0 Other D Repetitive Fee 0 Repea Hourly 'ts lvi EsGil Foe 0 Structural Only Hr. © * I $3110.871 Comments: Sheet 1 of 1 BAIRD ENGINEERING. 4939 GARFIELD ST. . waltbaird@cox.net LA MESA, CALIFORNIA 91941 (619) 460-6989 voice, (619) 818-5061 cell :4H CIVIL ENGINEERING 0 STRUCTURAL DESIGN 15/29/2018 Converting Addresses to/from Latitude/Longitude/Altitude in One Step 1 . Converting Addresses to/from Latitude/Longitude/Altitude in One Step U .iphen P. Morse, San Francisco rBatch Mode(Fôiwrd) lBatch Mode(ReveFsel kBatchiMode (Altitude) I IDeg/M1n/Sê6to Decimal I I &iéioiisI IMy;h;I I I H' E Access geocoder.us / geocoder.ca (takes a relatively long time) I .. . I . from gilatitude I1ongitude 'N Ilaltitude decinl 1133.1659214 I-117.342179200 00Y deg- iin-sec ll33° 9' 57.3 17"-1l7° 20' 31.8451") II I ... I .. 1• ii . I. . 1•. . https://stevemorse.org/jcal/latlon.php 0. I I /29/2018 Design Maps Summary Report US GS De'sin Maps Summary Report I User-Specified Input Report Title 1205 Stratford Tue May 29, 2018 20:55:13 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.1659N, 117.34226W Site SOW Classification Site Class D - "Stiff Soil" Risk category 'I/H/ill '- c S= 11399 5M5 1189g SDS = 0793g M.- Sj= 0.437.g SMI = 0.68-3 g S01 = '0.4-55 g Ior 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. I eu MCER Risponse Spectrum Design Response Spectrum OAV :X~ce LQU 0172 OM 0.30 0., 0.12 0I O.M.0A' 0160 PDAP i:' i i:o U1O 'ia '2' Pvriud T i[ AM OM OAD 0.10 OMA 0k') 0:X' oAri 0) 0D ijXi Iaa I40 I) I) '2jX Period. 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TOIA 91941 wa1tbaird0cox.net LA MESA.j, CAM • (619) 460-6989 voice, (619) 818-5061 cell Tt- 4- It - k Ti o M (3 L - r • -. - - - - - .}. .....4.1..).. .......... 44 .. .....4 I. i—h•i L._.- i:.. ;-- -r --r i: '-- -4 +-- — — - -r - I - . -o - - ." Hl._. r. I - — - —-H— — I- 4 - Is — - CIVIL ENGINEERINGENGINEERING 0 STRUCTURAL DESIGN PLYWOOD SHEAR WALL SCHEDULE 2016 CBC,2015 IBC,2015 NDS,AWC SDPWS-2015 W, 1/4/2017 WTB 2/9/2017 Swi SP. = STAPLE FN = FIELD NAIL = 12"O.C. U.O.N. EN = EDGE NAIL RN = R(I1NDARY NAIl STUD SIZE SHEAR TRANSFER SEISMIC WIND MARK AT FRAMING EDGES & PLYWOOD OR OSB NAILING COMMENTS v(shear) v(shear) A35 OR BOLTS/ NAILS LTP4 AN. BOLTS ALLOW ALLOW 2x STUDS 3/8" 8d (21/2"xo.131 ') CO) 6" O.C. EN OR 5/8" 028" 2x SILL 13/8" CD/CC LTP4 20d @6"or 240 #/ft 375 #/ft @ 6" O.C. BN 24" O.C. 3/8" 8d (21/2"xO.131") 13/8" 2x STUDS CD/CC @ 6" O.C. EN LTP 40R 20d @6"oc 5/8" 022" 2x SILL 320 #/ft 505 #/ft @ 4" O.C. BN 16" O.C. 11/2" 2x STUDS 3/8" 8d (21/2"xo.131 '9 @ " O.C. EN A35 OR SDS25600 5/8" @14" 3x SILL 530 #/ft 740 #/ft. 3x @ PLY STRUCT-1 EDGES @21/2" O.C. BN 10" O.C. 2x STUDS 15/32" lOd (3"xo.148") A35 OR 11/2" 3x @ PLY STRUCT 1 @411 O.C. EN LTP4 5DS25600 5/8" @14" 3x SILL 600 #/ft 850 #/ft EDGES @ 21/2" O.C. BN " 0. C. 6" O.C. 2x STUDS 3x @ PLY 15/32" lOd (3"xo.148") O.C. EN A35 OR 5/8" 010' 3x SILL 2 ROWS OF 11/2" STRUCT 1 LTP4 SD525600 675 #/ft 945 #/ft EDGES @ 2" O.C. BN 7" O.C. 6" O.C. FASTENERS PER MEMBER 3x STUDS 4x @ PLY 19/32" lOd (3"x0.148") @ 6" O.C. EN A35 OR S0S25600 4" O.C. 5/8" 010" 3x SILL 2 ROWS OF 780 #/ft 1090 #/ft' 11/2" STRUCT 1 LTP4 EDGES O.C. BN 7" O.C. STAGGER FASTENERS PER MEMBER 3x STUDS 4x PLY @ 19/32" . lCd (3"xo148") O.C. EN LTP4 SD525800 3" O.C. 5/8" 08" 4x SILL 2 ROWS OF 855 #/ft 1230 #/ft 11/2" STRUCT 1 6" O.C. EDGES @ 6" O.C. BN STAGGER FASTENERS PER MEMBER A 11/2" 3x STUDS 23/32" STRUCT 1 lOd (3"xo.148") @4" O.C. EN LTP4 4 O.C. 5D525800 5/8" 06 " 4x SILL 2 ROWS OF 1070 #/ft 1495 #/ft 4x @ PLY @ O.C. BN 6" O.C. FASTENERS EDGES @ 6" O.C. FN 2 ROWS PER MEMBER 11/2" 3x STUDS 23/32" STRUCT 1 1 O (3"xo.148") @ 4" O.C. EN LTP4 4" O.C. 5D525800 6" O.C. 5/8" 06" 4x SILL 2 ROWS OF 1210#/ft 1695 #/ft 4x @ PLY @ 21/2" O.C. BN FASTENERS EDGES @ 6" O.C. FN 2 ROWS PER MEMBER 11/2" 4x STUDS 23/32"10d STRUCT 1 (3"xo.148") @4" O.C. EN LTP4 3" O.C. SD525800 4" O.C. 5/8" @4" 4x SILL 3 ROWS OF 1525#/ft 2135 #/ft 4x @ PLY EDGES @ 21/2" O.C. BN -- 2 Rows STAGGER FASTENERS @ 6" O.C. FN PER MEMBER 11/2" 4x STUDS . 23/32" smucr 1 1 O (3"xo.148") @ " O.C. EN LTP4 & A35 5DS25800 3"O.C. 5/8" 03" 4x SILL 3 ROWS OF 1800#/ft 2520 #/ft 4x @ PLY EDGES @ 21/2" O.C. BN LA SIDE ROWS STAGGER FASTENERS @ 6" O.C. FN @ 51,2 PER MEMBER FASTENERS 16 GAGE STAPLE (11/2" LONG) 8d (21/2"xo.131 ')(COMMON) 8d (21/2"xo. 113'9(SINKER) lCd (3"x0.148'9(COMMON) lCd (3"x0.131 ')(SINKER) 16d (31/2"x0.162')(COMMON) 16d (31/4"xo.131 ")(SINKER) 20d (4"xo.192")(COMMON) 30d (41/2"xS Gauge) 40d (5"x 4 Gauge) NOTES: 1. STEEL PLATE WASHERS FOR ANCHOR BOLTS SHALL BE 3"x3"x 0.229" WiTH DIAGONALLY SLOTTED HOLE AND STANDARD CUT WASHER OVER SLOT WITH NUT. I I I SW2 I 9/2/2009 WTB HOLDOWN SCHEDULE MARK MAKE ANCHOR DIA. TENSION POST LOAD (allow) COMMENTS HDU2-SDS2.5 SIMPSON 5/8" 3,075 lb 2-2x HDU4-SDS2.5 5/8" 4,565 lb HDU5-SDS2.5 5/8' 5,645757- 2-2x HDU8-SDS2.5 7/8" 6,970 lb 4x HDU1 1-SDS2.5 1" 9,35 lb 6x6 HDU14-SDS2.5 1" 14,9251b 6x6 446, HDQ8-SDS3 7/8" 5.715 lb 2-2x 1 HDQ8-SDS3 7/8" 7,630 lb 4x HDO8-SDS3 7/8" 9230 lb 3-2x HHDQ1I.-SDS2.5 1" 11,810 lb 6x. HHDQ14-SbS2.5 1" 13,710 lb 6x6 I I I I I I I I I I I I U I 1.25 6iiiT FOI'P PAD FOOTINGS 39/2018z 2,500 psi concrete 1,500 PSF SOIL BEARING CALCULATIONS PER IBC 2015, CBC 2016, ACI 318-14, ASCE 7-10 SYMBOL SIZE MAX. LOAD REINFORCING IF1.51 1.5' SQ.x 16" DEEP 2.9 K 3-#4 EA. WAY BOlT. IF2.0I 2.0' SQ.x 16" DEEP 5.1 K 3-#4 EA. WAY BOlT. IF2.51 2.5' SQ.x 16" DEEP 7.9 K 3-#5 EA. WAY BOlT. IF3.0I 3.0' SQ.x 16" DEEP 11.4 K 4-#5 EA. WAY BOlT. IF3.51 3.5' SQ.x 16" DEEP 15.6 K 4-#5 EA. WAY BOTT. IF4.0I 4.0' SQ.x 16" DEEP 20.4 K 4-#6 EA. WAY BOlT. IF4.51 4.5' SQ.x 16" DEEP 25.6 K 4-#6 EA. WAY BOlT. IFS. 01 1 5.0, SQ.x 16" DEEP 31.4 K 4-#6 EA. WAY BOlT. F5.51 5.5' SQ.x 24" DEEP 35.0 K 7-#6 EA. WAY BOlT. IF6.0I 6.0' SQ.x 24" DEEP 39.4 K 8-#6 EA. WAY BOlT. IF6.51 6.5' SQ.x 24" DEEP 46.6 K 8-#6 EA. WAY BOlT. IF7.0I 7.0' SQ.x 24" DEEP 54.0 K 9-#6 EA. WAY BOlT. Maximum BendinStress Ratio = 040€ I Section used for this span 4x10 lb :A ctual = 547.46 psi FB Allowable = 1 .350.00 psi Load Combination *0+Lr+H Location Of maximum on span = 4.697ft Span #here maximum occurs Span #1 Maximum Deflection Maximum Shear Stress Ratio . .0A76 :1 Section used for this span 4x10 fv : Actual = 39.55 psi Fv : Allowable = 225.00 psi Load Combination . Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 I El I El Max DOwnward Transient Deflection 0.072 in Ratio = 1835 >=360 Max Upward Transient Deflection 6.000 in Ratio = 0<360 Max Downward Total Deflection 0 132 In Ratio = 998>=180 Max Upward TotalDefiection 0.000 in Ratio = 0<180 Baird Engineering Project Title: 4939 Garfield St. Engineer: La Mesa, California 91941 Project ID: - 6195061 cell Project Descr: I waltbaird@cox.net Printed: 30 MAY 2018, 9:26AM I WEiI1,IIM.1t Description:RB1 Calculations per NDS 2015 IBC 2015 CBC 2016 ASCE 7-10 Lo'sid.c.orribihation Set IBC 2012 Material Properties Analysis Method: Allowable Stress.Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 20 . Fb - 900.0 psi Ebénd- xx 1,600.0ksi Fc - Pril I i350.0 psi Emiflbend - xx 580.0 ksi,, Wood Speci DouglasFir-Laich Fc - Perp 625.0 psi Wood Grade No. Fv 180.0 psi . . i. Ft 575.0 psi . Density 31.20pcf Beam Bracing : Beam s Fully Braced against lateral-torsional buckling I I L ............................. .................... . ., .. Service loads entered. Load Factors will be applied for calculations. Beam self: weight calculated and added to loads Load for Span Number 1 Varying Yni!orr, Load: D= 0.120-0.0, Lr= 0.160>0.0 k/ft. Extent =0.0->> 11.0 ft, TTib Width = 1.0 ft I I I I . OveraIrMaximumDefIections . - oãd Combinaon Span Max. Defl ,Location in Span Load Combination Max. +Defl Locàton in Span 041r*I 1 0.1322 5.299 MaxumurnDefIectionsforLoadCombunations 0.0000 0.000 Load Combinabon Span Max Downward Defl Location in Span Max Upward Defi Location in Span *0411 . 1 0.0602 in 5.339 ft 0.0000 in 0.000 It 1 0.0602 in 5.339 It 0.0000 in 0.000 ft . 1 01322 in 5.299 ft 0.0000 in 0.000 ft I 1 0.0602 in 5.339 ft 0.0000 . in 0.000 .ft *040.750LN0:750L+H 1 0.1142 in 5;299 ft 0.0000 in 0.000 It 404050L40.750S41-1 1 0.0602 in 5.339 it 0.0000 in 0.000 it I I Baird Engineering 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell I Project Title: Engineer: Project ID: Project Descr: Printed: 30 MAY 2018, 9:26AM I IitTLTESMlII1.1.1.1 Description: R81 I Load Combination - Span Max. Downward Defi Location in Span Max. Upward Defi Location in Span +0.0.60W4H 1 0.0602 in. 5.339 ft 0.0000 in 0.000 ft +0+0.7OE4H 1 0.0602 in 5.339 ft . 0.0000 in 0.000 ft 00.750Lre0.750L+0.450W+H 1 0.1142 in 5.299 ft . .0.0000 in 0.000 ft I '00.750L0.750S+0.450W*H 4040.750L40.750S40.5250E#I 1 1 0.0602 0.0602 in 5.339 ft 0.0000 in 0.000 ft in 5.339 ft 0.0000 in 0.000 it 0.60D0.60W*0.60H 1 . 0.0361 in 5339 ft 0.0000 in 0.000 ft 0.60D+0.70E+0.60H 1 0.0361 in 5.339 ft 0.0000 in 0.000 ft I D Only 1 0.0602 in 5.339 ft 0.0000 in 0.000 - ft LrOnly 1 0.0719 in 5.299 ft 0.0000 in 0.000 ft Y uafkeitiiL ' Support notation Far left is #1 Values in KIPS Load Combination . . Support I Support 2 I Overall MAXimum 1.065 0.552 Overall MINimum 0.587 0.293 +041 0.479 0.259 +04.41 0.479 0.259 I +04.r4 . 1.065 0.552 .'.D+S41 0.479 0.259 0+0.750Lr+0.750L4H 0.919 0.479 I +040.750L+0.750S#$ .0+0.60W41 0.479 0.479 0.259 0.259 +0+0.70E4l 0.479 0.259 *D40.750Lr+0.750L+0.450Wi.H 0.919 0.479 #00.750L40.750S+0.450W4l 0.479 0.259 I +00.750L+0.750S+0.5250E+H 0.479 0.259 46013+0.60W+0.60H . 0.287 0.155 +0.60D+0.70E.0.60H 0.287 0.155 O Only 0.479 0.259 .LrOnly 0.587 0.293 I L Only S Only W Only . EOnly . I H Only 1 I I I I I I, Project Title: Engineer: Project-ID: Project Descr: Printed: 30 MAY 2018, 10:07AM Baird Engineering .4939 Garfield St. La-Mesa, California 91941 619818-5061 cell waltbaird©cox.net I - Description: RB 2 •I Calculations-perNDS 2015, IBC 2015, CBC 2016 ASCE 7-10 Load Combination Set: IBC 2012 Material PrOperties Analysis MethOd: Allowable stress Design Fb + . 900.0 psi E: Modulus of Elasticity Load Combination IBC 2012 . Fb - 900.0 $i Ebend-xx I 600.0 ksi .Fc - Prll 11350.0psi Ernitbend - xx 580.0ksi Wood Species DouglasFir-Larch - Fc - Perp 625.0 psi Wood Grade : No2 Fv 180.0 psi - . . . . Ft 575.0 psi Density 31.20pcf i Beam Bracing : Beam s Fully Braced against lateral-torsional buckling S! -.....----...----.- ....-........- -...- ........................................--': I I P I . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Load fOr Span Nümberl Uniform Load,: D 0.120, Lr = 0.160, Tributary Width 1.0 ft I Load for Span Number 2 Varying JnifOrrn Load: 0= 0:120->0.0, Lr 0.160->0.0 k/ft, Extent = 0.0 ->> 8.0 ft, Trib Width 1.0 ft ...............NIFER ........................................................ . . fQ I Maximum Bending Stress Ratio = . 0.451: 1 Maximum Shear Stress Ratio Section used for this span . 2#10 Section used fOr this span tb: Actual = 557.94si .' fv : Actual 112-37.50 psi ' Fv : Allowable FB : Allowable = Load Combination . +D+Lr4l Load Combination LocatiOfl of maximum on span = 3.620ft Location of maximum on span Span '# where maximum occurs = Span #2 Span # Where maximum occurs Maximum Deflection Max DOwnward Transient Deflection 0.039 in Ratio = 2457>=360 Max Upward Transient Deflection 0.000 in Ratio = -0<360 Max Downward Total Deflection ' 0.070 in Ratio = 1371 >=180 Max Upward TOtal Deflection 0.000 in Ratio = 0<180 Ir.i.O] = 0.285:1 2X10 = 64:1-1 Psi = 225.00 psi +D+Lr4H = 1.500 ft = Span #1 verai!MaxImurn..0 Load CornbinaUon Span Max. Dell - Location I Maximum DeflectionsJor LoadCombinationst .................... I.oad Combination Span - Max. I Location in S 3.978 ft Max. W Dell Location in Span .0.0374 0.000 0.0000 p.000 Upward Dell Location in Span 0.0000 in 0.000 ft Project Title: Engineer: Project ID: Project Descr: Engineeng I Baird 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell waltbaird@cox.net Printed: 30 MAY 2018, 10:07AM I . Descption:RB 2 Load Combination Span Max. Downward Defi Location in Span Max. Upward Dell Location in Span 404.41 2 0.0309 in 3.978 It 0.0000 in 0.000 It 404.r#1 2 0.0700 in 3.933 It 0.0000 in 0.000 It +0+541 2 0.0309 in 3.978 It 0.0000 in 0.000 ft 4040.750Lr40.750L*H 2 0.0602 in . 3.933 It 0.0000 in 0.000 It 4040.750L40.750541 2 0.0309 in 3.978 It 0.0000 in 0.000 It 9040.60 W4+l 2 0.0309 in 3.978 It 0.0000 in 0.000 ft +040.70E4H 2 0.0309 in 3.978 It 0.0000 in 0.000 It 9040.750Lr40.750L40.450W41 2 0.0602 in 3.933 ft . 0.0000 in 0.000 It O40.750L90.750S40.450W+H 2 0.0309 in 3.978 It 0.0000 in 0.000 It +O0.750L40.750S90.5250E4H 2 0.0309 in 3.978 It 0.0000 in 0.000 It 40.60D40.60W40.60H 2 0.0185 in 3.978 It 0.0000 in 0.000 It 40.60D40.70E90.60H 2 0.0185 in 3.978 It 0.0000 in 0.000 It D Only 2 0.0309 in 3.978 ft 0.0000 in 0.000 It LrOnly 2 0.0391 in 3.933 It 0.0000 in 0.000 It , i '"' ' 2 I Support notation Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 Support 3 Overall MAXimum 1.223 0.346 OveraliMiNimum 0.689 0.191 +041 0.534 0.155 0.534 0.155 1.223 0.346 40+S+H 0.534 0.155 40.0.75OLr40.750L4H 1.051 0.298 +0+0.750L40.750S*H 0.534 0.155 +0+0.60W41 0.534. 0.155 +040.70E41 . 0.534 0.155 +00.750Lr+0.750L+0.450W41 1.051 0.298 *0*0.750L+0.750S+0.450W#1 . . 0.534 0.155 9040.75011-40.750S40.5250E#1 0.534 0.155 +0.60D0.60W+0.60H 0.320 0.093 .0.60D+0.70E+0.60H 0.320 0.093 0 Only 0.534 0.155 LrOnly 0.689 0.191 LOnly S Only WOnly EOnly H Only I I I I I I I Li I I I I I Li I I Description: RB 3 Calculations per NDS 2015 IBC 2015 CBC 2016 ASCE 7-10 Load Combination Set IBC 2012 Material Properties Analysis Method AllowabJe Stress Design . Fb + 900.0 psi E: Modulus of Elasticity LoadCombiflationJBC 2012 Fb - 900.0'psi Ebend-xx I ,600.0ks1 Fc PrIl 1,350.0 psi Eiiiflbend - xx 580.0 ksi Wood Species :: oouglasFir-Larch . Fc - Perp 625.0 psi WoodGradè : No2 . Fv 180.0 psi Ft 575.0 psi Density 31 2Opcf Beam Bracing : earn is Fully Braced against lateral-torsional buckling I ISao Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads I Load for Span Nrnbet 1. Varjing Unifdrrfl Load: D 0.0->Q.120, Lr 0.0-0.160 k/ft, Extent = 0.0 ->> 8.0 ft, Trib Width; 1.0 ft Uniform Load: 0=0.120, Lr = 0.160 k/ft, Extent = 8.0 -'> 10;50 if, Tributary Width = 1.0 ft :.................. . .... ------------ ..,. Maximum Bending Stress Ratio = 0.47Q 1 Maximum Shear Stress Ratio = 0.206 Section used for this span 4x10 Section used for this span 4x10 fb Actual = 635 04 psi fv Actual = 46A4 psi FB Allowable = 1 350 00 psi Fv Allowable = 226;6o psi Load Combination +D+Lr4H Load Combination +D+Lr+H Location of maximum on span = 6:9,78, ft Location of maximum on span 9734 ft Span # wheie maximum occurs = Span # I Span # Where maximum occurs . = Span # 1 Maximum Deflection Max DOwnward Transient Deflection . . 0.077 in Ratio = 1643 >=360 Max Upward Transient Deflection 0 000 in Ratio = 0<360 Max Downward Total Deflection 0.109 in Ratio = 900-180 180 Max Upward Total Deflection 0.000 in Ratio = .0080 . Load Combination Span Max Defi Location in Span Load Combination - - - Max + Defi Location in Span - LOad Combination Span Max. Downward Dell LOcaón in Span Max. Upward Defi Locaon in Span 0.0627 in 5.442 ft 0.0000 In . 0.000 1 ft 40+1441 . 1 0.0627 in 5.442 ft 0.0000 in . 0.000 ft 1 0.1394 in 5.442 ft - 0.0000 in 0,000 ft I - I Baird Engineering 4939 Gai1ieldSt. La Mesa, California 91941 I 619-818-5061 cell Project Title: E-ngineer: Project ID: Project Descr: . Printed: 30 MAY 2018. 9:37AM I i I I I I I I I I I I I I I Baird Engineering 4939 Garfield St. La Mesa, California 91941 cell I 619-818-5061 waltbaird@cox.net Project Title: Engineer: Project ID: Project Descr: Punted: 30 MAY 2018. 9:37AM File I IM!VLf$I!sI'1.1.1 Description : RB 3 Miuthiii Defli ifãFLaiJ Cthburiatioiiè j7 Load Combination Span Max. Downward Dell Location in Span Max. Upward Dell Location in Span +0+541 1 0.0627 in 5.442 ft 0.0000 in 0.000 ft +0+0.750Lr40.750L.+H 1 0.1202 in 5.442 ft 0.0000 in 0.000 ft .0+0.750L+0.7505-*l I 0.0627 in 5.442 ft 0.0000 in 0.000 ft *0+0.60W4H 1 0.0627 in 5.442 ft 0.0000 in 0.000 ft 9040.70E41 1 0.0627 in 5.442 ft 0.0000 in 0.000 ft 4040.750Lr40.750L40.450W+H 1 0.1202 in 5.442 ft 0.0000 in 0.000 ft 4040.750L40.750S+0.450W+4l 1 0.0627 in 5.442 ft 0.0000 in 0.000 ft 40'0.750L40.750S90.5250E41 1 0.0627 in 5.442 ft 0.0000 in 0.000 ft 0.60D40.60W+0.60H 1 0.0376 in 5.442 It 0.0000 in 0.000 ft .0.60D40.70E40.60H 1 0.0376 in 5.442 ft 0.0000 in 0.000 ft D Only 1 0.0627 in 5.442 ft 0.0000 in 0.000 ft Lr Only 1 0.0766 in 5.480 ft 0.0000 in 0.000 ft Vertical Retions Support notation Far left us#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.671 1.222 Overall MiNimum 0.363 0.677 4041 0.309 0.545 404t+H 0.309 0.545 0.671 1.222 .+0+544 0.309 0.545 +040.750Lr40.750L41 0.581 1.053 s0+0.750L40.7505s4-1 0.309 0.545 *D.0.60W+H 0.309 0.545 4040.70E+H 0.309 0.545 +0+0.750Lr40.750L40.450W4H 0.581 1.053 4040.750L+0.750540.450W4f1 0.309 0.545 40.0.750L40.750540.5250Ei+3 0.309 0.545 40.60D40.60W+0.60H 0.185 0.327 40.601)40.70E40.601-1 0.185 0.327 D Only 0.309 0.545 Lr Only 0.363 0.677 LOnly . S Only W Only EOnly H Only I I J I I I I I I I I I I I I I I I Baird Engineering 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell waltbaird@cox.net Project Title: Engineer: - Project ID: Project Descr: Printed: 30 MAY 2018, 9:45AM I I I I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.120, Lr = 0.160, Tributary Width= 1.0 ft Description: RB 4 (CODEREFERENCESR. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb + 3100 psi E: Modulus of Elasticity Load Combination JBC 201 Fb - 3100 psi Ebend- xx 2000 ksi Fc - PrIl 3000 psi Eminbend - xx 530120482ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285 psi Ft 1950 psi Density 41.75pcf Beam Bracing m is Fully raced against lateral-torsional buckling ¶ D(O.12) Lr(O.16) _____ -- ............- I ,Maximum Bending Stress Ratio = Section used for this span - .................. 0.368 1 Maximum Shear Stress Ratio. . 3.5x14 Section used for this span = 0.212-:1 3.5x14 fb : Actual 1,393.41 psi fv : Actual 75.57 psi FB : Allowable = 3,809.19 psi Fv : Allowable 356.25 psi . Load Combination -'D+1r41 Load Combination *Otr+H I Location of maximum on span = 9.500ft Location of maximum on span = 17.891 ft Span.# where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.295 in Ratio= 773 >=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.542 in Ratio= 420>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 I Ovrall I Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span *O*1r4H 1 0.5421 9.569 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Deft Location in Span Max. Upward Defi Location in Span I .041 1 0.2473 in 9.569 ft 0.0000 in 0.000 ft 404141 1 0.2473 in 9.569 ft 0.0000 in 0.000 ft *041r41 1 0.5421 in 9.569 ft 0.0000 in 0.000 ft • I .s0+S*H 4040.750Lr40.750L4H 1 0.2473 1 0.4684 in . 9.569 ft in 9.569 ft 0.0000 in 0.0000 in 0.000 0.000 ft ft +040750L40.750S41 . 1 0.2473 in 9.569 ft 0.0000 in 0.000 ft 4040.60W41 11 0.2473 in 9.569 It 0.0000 in 0.000 ft I I I I I Baird Engineering 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell waltbaird@cox.net Project Title: Engineer: - Project ID: Project Descr: Printed: 30 MAY 2018. 9:45AM KW0600555A L "'- ;"Maximum Deflections for. Load Combinations . Load Combination - Span Max. Downward Defi Location in Span Max. Upward Defi Location in Span 9040.70E#1 1 0.2473 in 9.569 ft 0.0000 in 0.000 ft -'040.750Lr-+0.750L40.450W41 1 0.4684 in 9.569 ft 0.0000 in 0.000 ft D0.750L40.750S40.450W4l 1 0.2473 in 9.569 ft 0.0000 in 0.000 ft O4O.750Ls0.750S40.5250E+H 1 0.2473 in 9.569 ft 0.0000 in 0.000 ft .-0.60D.0.60W'0.60H 1 0.1484 in 9.569 ft 0.0000 in 0.000 ft '0.60D.0.70E90.60H 1 0.1484 in 9.569 ft 0.0000 in 0.000 ft D Only i 0.2473 in 9.569 ft 0.0000 in 0.000 ft Lr Only i 0.2948 in 9.569 ft 0.0000 in 0.000 It Support notation : Far left is #1 Values in KIPS Load Combination Support 1 SUpport 2 Overall MAXimum 2.795 2.795 Overall MINimum 1.520 1.520 -.041 . 1.275 1.275 1.275 1.275 -0-41r41 2.795 2.795 -.0+841 1.275 1.275 -s00.750Lr4O.750L#1 2.415 2.415 -.0-.0.750L-.0.750S41 1.275 1.275 -+040.60W4f 1.275 1.275 *0.0.70E41 1.275 1.275 040.750Lr40.750L40.450W411 2.415 2.415 040.750L-+0.750S40.450W4H 1.275 1.275 040.750L40.750S40.5250E#H 1.275 1.275 -+0.600.0.60W-.0.60H 0.765 0.765 -.0.60D-.0.70E-.0.60H 0.765 0.765 O Only 1.275 1.275 Lr Only 1.520 1.520 LOnly S Only W Only EOnly HOnly I I I I I .1 I I I I I I I I I I Project Title: Engineer: Project ID: Project Descr: I Baird Engineering 4939 Garfield St. La Mesa, California 91941 cell I 619-818-5061 waltbaird@cox.net Punted: 30 MAY 2018. 9:40AM - I Description: RB 5 I , Calculations per. NDS 2015; IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : DouglasFir-Larch Fc - Perp 625.0 psi Wood Grade No.2 . Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.12) Lr(0.16) 0(0.12) Lr(0.16) V V V V V I I I I I i ' . .1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated, and added to loads . . I Load for Span Number 1 Uniform Load: 0 = 0.120,. Lr = 0.160, Tributary Width 1.0 ft Load for.Span Number 2 I Uniform Load: D =0.120, Lr = 0.160, Tributary Width = 1.0 ft - I PESGSfJM( . ... . Maximum Bending Stress Ratio 0.4421 Maximum Shear Stress Ratio ' I i*iMiE•1 0.212: 1 Section used for this span ' 4x10 Section used for this span 4x10 fb : Actual 596.53 psi fv : Actual = 47.64 psi I FB : Allowable Load Combination 1,350.00psi 40+Lr#I Fv: Allowable Load Combination .= 225.00 psi +D+lr*I Location of maximum on span = . 4.321 ft Location of maximum on span = 1.250 ft Span # where maximum occurs = Span #2 Span # where maximum occurs = Span # I Maximum Deflection I Max Downward Transient Deflection 0.049 in Ratio = 2096 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0:087 in Ratio = 1168>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 in Span Load Combination Max. '+ Defl Location in Span 1 0.0000 0.000 'D+lr#I -0.0388 0.000 • .1044j-*I 2 0.0873 4.321 Mikuiii DflufoL CbIatuiT1t, ; 0.0000 0.000 • Load Combination Span Max. Downward Dell Location in Span Max. Upward Dell Location in Span 2. 0.0386 in 4.321 ft 0.0000 in 0.000 ft I I U Load .Combination Span Max. Dell Location Baird Engineering Project Title: 4939 Garfield St. Engineer: Project ID: La Mesa, California 91941 Project Descr: 1 0 619-818-5061 cell waltbaird©cox.net Printed: 30 MAY 2018. 9:40AM Lic#: KW-06005554 Maximum Deflections for.toadCombinations - I Load Combination Span Max. Downward Dail Location in Span Max. Upward Dell Location in Span .+04+H 2 0.0386 in 4.321 ft 0.0000 in 0.000 It 4014j+H 2 0.0873 in 4.321 ft 0.0000 in 0.000 It - I +0+S*H 4090.750Lr40.750L*l 2 2 0.0386 0.0751 in in 4.321 4.321 ft ft 0.0000 0.0000 in in 0.000 0.000 It ft +0+0.750L40.750S-'4-I 2 0.0386 in 4.321 ft 0.0000 in 0.000 ft .0.0.60W*H 2 0.0386 in 4.321 ft . 0.0000 in 0.000 ft 40-'0.70E-*l 2 0.0386 in 4.321 ft 0.0000 in 0.000 It I '0'0.750Lr40.750L40.450W4H 2 0.0751 in 4.321 ft 0.0000 in 0.000 ft +0+0.750L40.750S40.450W+H 2 0.0386 in 4.321 ft 0.0000 in 0.000 It 40-+0.750L40.750540.5250Es4-1 2 0.0386 in 4.321 ft 0.0000 in 0.000 It 40.60D40.60W40.60H 2 0.0232 in 4.321 ft 0.0000 in 0.000 ft +0.60D.0.70E-+O.60H 2 0.0232 in 4.321 ft 0.0000 in 0.000 ft U D Only 2 0.0386 in 4.321 ft 0.0000 in 0.000 ft LrOnly 2 0.0487 in 4.321 ft 0.0000 in 0.000 ft I Vrticl Raètun - ' . Support notation Far left is #1 r Values in KIPS Load Combination Support 1 Support V Support 3 Overall MAXimum 1.605 1.193 Overall MINimum 0.895 0.665 O4 0.710 0.528 I 0.710 0.528 1.605 1.193 0.710 0.528 I -.040.750Lr'0.750L41-1 .'040750L4075054H 1.381 0.710 1.027 0.528 40+0.60W-*I 0.710 0.528 4040.70E-*I 0.710 0.528 -+0'0.750Lr40.750L40.450W-s+I 1.381 1.027 I 4040.750L40.750S40.450W-'H 0.710 0.528 lO+0.750L40.750S.+0.5250E-.H . 0.710 0.528 460D+0.60W40.60H 0.426 0.317 '0.60040.70E40.60H 0.426 0.317 • D Only 0.710 0.528 • Lr Only 0.895 0.665 L Only - SOnly WOnly I E Only H Only I I I .1 n j I Bafrd Engineeng 4939 Garfield St. 'La Mesa; Cal fomia 91941 619818-5061 cell waltbaird©coxnet Project Title: Engineer: Project 'ID: Project Descr: Printed: 30 MAY 2018. 10:09AM • Calculations per NDS 2015, IBC 2015 CBC 2016 ASCE 7 10 Load Cbmbinatio'n Set : BC 2012 Properties I Material AnalsiS Method Allowable Stress Design Fb +. .3100 psi E: Modulus of Elasticity Load CombinatiOn IBC 2012 Fb - 3100 psi Ebend xx 2000 ksi Fc Pdl 3000 psi Eminbend xx 30120482ksi • ' Wood Species Boise Cascade Wood Grade : Versa Lam 2.0 3100 west Fc - 'Perp Fv 750 psi . 285 psi Ft Beam Braqing Beam is Fully Braced against lateral-torsional buckling 1950 psi Density 41.75pcf I I ij I (3.5x9.5 I ApphedLoads Service loads entered Load Factors will be applied for calculations Beam self weight 'calculated and added to loads I Uniform Load D = 0040 U= 0050 Tnbutary Width = 1.0 It POint Load: D--0.710, L =0.90k @7.750 ft I I- Ulu Maximum Bending Stress Ratio = 0.5431 SèôtiOn used for this span '3.5x9.5 I fb:ActUal = 2,104.11 psi FB : Allowable = 3,875.00 psi Load Combination 40+Lr4H LocatiOnof 'maximum on span = 7.750ft I. Span #here maximum occurs = . Span# 1 Maximum Deflection ,rrIøzg. - Maximum She Stess Ratio = 0 190 1 Section used for this span 3.5x9.5 fv : Actual = .67.85 psi Fv : Allowable = . 356.25 psi. Load Combiflation 404.r+H LOcation of rnaxirnum on span = . 14.765 ft Span #whee maximum occurs = Span # 1 Max Downward Transient Deflection 0.373 in Ratio = 498 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 694 in Ratio = 267);=180 Max Max Upward Total Deflection 0.000 in Ratio = 0180 I OveralltMaximumDeflections tr Load Combiflation , Span Max. '-' Defi Location in -Spain Load Cmbinaon Max. +" Defi. Loc8tion in Span I I 1 03210 in 7.807 ft 0.0000 in 0.000 ft 'O+1r4H 1 06942 in 7.807 ft . 0.0000 in 0.000 ft +04S4H 1 10.3210 in 1.807 ft 0.0000 in 0.000 ft I Project Title: Engineer: Project ID: Project Descr: Baird Engineering 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell waltbaird@cox.net Printed: 30 MAY 2018, 10:09AM Lic # :KW-06005554 iCftbiitjö ' Load Combination Span Max. Downward Deft Location in Span Max. Upward Deft Location in Span '040.75OLr90.750L4fl 1 0.6009 in 7.807 It 0.0000 in 0.000 ft +040.750L40.750S4H 1 0.3210 in 7.807 It 0.0000 in 0.000 ft *040.60W+H 1 0.3210 in 7.807 ft 0.0000 in 0.000 ft 9040.70E+H 1 0.3210 in 7.807 ft 0.0000 in 0.000 ft s0'0.750Lr40.750L40.450W#1 1 0.6009 in 7.807 ft 0.0000 in 0.000 ft 4090.750L40.750S40.450W4H 1 0.3210 in 7.807 It 0.0000 in 0.000 It +0+0.750L40.750S40.5250E4H 1 0.3210 in 7.807 ft 0.0000 in 0.000 It 40.600460W40.601-1 1 0.1926 in 7.807 ft 0.0000 in 0.000 It 40.60040.70E40.60H 1 0.1926 in 7.807 ft 0.0000 in 0.000 ft O Only 1 0.3210 in 7.807 ft 0.0000 in 0.000 ft LrOnly 1 0.3732 in 7.807 ft 0.0000 in 0.000 ft I Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.577 1.577 Overall MiNimum 0.838 0.838 0.740 0.740 404*t 0.740 0.740 404141 1.577 1.577 'O+S#1 0.740 0.740 '040.750Lr40.750L#t 1.368 1.368 '040.750L'0.750S9H 0.740 0.740 '040.60W#1 0.740 0.740 4040.70E41 0.740 0.740 040.750Lr40.750L40.450W+H. 1.368 1.368 +040.750L'0.750S40.450W4H 0.740 0.740 '040.750L40.750540.5250E4H 0.740 0.740 40.60D'0.60Wi0.60H 0.444 0.444 4O.60D40.70E.O.60H 0.444 0.444 D Only 0.740 0.740 Lr Only 0.838 0.838 L Only S Only WOnly E Only HOnly I I I I I I I I I I I I I I E I Baird Engineering 4939 Garfield St. La Mesa California 91941 619-818-5061 cell waItbaidtcoxnet - Project Title: Engineer: Project ID: Project Descr: Printed: 30 MAY 2018. 9:46AM -ar I Vi'i1W1J14T__ Descption: RB 7 • I CalCulationsperNDS 2015, .IBC 2015, CBC 2016, ASCE 7A:0 LôadCombinatión Set: IBC 2012 I Material Properties Analysis Method: AllOwable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination iBC 2012 Fb - 9000 psi Ebend- xx - 1,600.0 ksi Fc - PrIl I ,3500 psi Eminbend - xx 580.0 ksi I Wood SpeciesboulasFir-Larch ) Fc - Perp 625.0 P!! Wood Grade ( : No.2 Fv 180.0 psi - Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.09)Lr(0.12) 9 9 9 I I I Oft Service loads entered. Load Factors will be applied for calculatiOns. Beam self weight calculated and added to loads . . Uniform Load: 0 0.090, Lr = 0.120, Tributary Width = 1.0 ft. Shear Stress Ratio = 0 207 1 Maximum Bending Stress Ratio = 0.521:1 Maximum Section used for this span 4x8 Section used for this span 4x8 fb Actual 761 69psi fv Actual = 4663 psi 1.,462.500si . Fv Allowable = 225.00 psi FB: Allowable = Load Combination +DLr+H Load Combination +D+Lr4I Location of maximum on span = 4 250ft Location of maximum on span = 0.000 ft Span#wh&e.maximurn occurs = Span# I Span #.Where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.080 in Ratio = 1279>=360 Max Upward Transient Deflection 0.000 in Ratio =. 0<360 Max Downward Total Deflection Max UpWard TOtal Deflection CIA 43 in Ratio = 0.000 in Ratio = 712>=180- 0<180 .. OverallMaximumDeflections Load Combiflation Span Max. Defi Location in Span Load Combination Max. "+" Défi Location in Span 1 0.1432 4.281 ............ Maximum Deflections for toad Combunatons ,, i 0.0000 0.000 - Load Combination Span Max Downward Defi Location in Span Max Upward Defi Location in Span 4041 1 00634 in 4281 ft 00000 in 0.000 ft 1 0.0634 in 4.281 ft 0.0000 in 0.000 ft *04r*H .. - 1 0.1432 . in 4281 ft 0.0000 in. 0.000 ft - +0S41 1 0:0634 in 4281 ft 0.0000 in - 0.000 ft I *0O.750Lr-+0.750L41 1 0.1232 in 4281 ft 0.0000 in - 0.000 ft 40.O.750L4.750S*H - 1 0.0634 in 4.281 ft 0.0000 in 0.000 ft *0O.60W44 . 1 0.0634 in 4281 ft 0.0000 in 0.000 ft - I Project Title: Engineer: Project ID: Project Descr: Baird Engineering 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell waltbaird@cox.net Printed: 30 MAY 2018. 9:46AM Description: RB 7 Load Combination Span Max. Downward Defi Location in Span Max. Upward Defi Location in Span *0+O.70E41 1 0.0634 in 4.281 ft 0.0000 in 0.000 It • 0*0.750Lr40.750L40.450W4H 1 0.1232 in 4.281 ft 0.0000 in 0.000 It 4040.750L*0.750S40.450WiH 1 0.0634 in 4.281 ft 0.0000 in 0.000 It +00.750L'0.750S*0.5250E*H 1 0.0634 in 4.281 ft 0.0000 in 0.000 It .*0.60D40.60W*0.60H 1 0.0381 in 4.281 ft 0.0000 in 0.000 it *0.60040.70E*0.60H 1 0.0381 in 4.281 It 0.0000 in 0.000 It O Only i 0.0634 in 4.281 ft 0.0000 in . 0.000 It LrOnly 1 0.0797 in 4.281 ft 0.0000 in 0.000 It VerticaIReactions Support notation . Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXIMUM 0.916 0.916 • Overall MINIMUM 0.510 0.510 0.406 0.406 4041*1 • 0.406 0.406 *0*1r41 0.916 0.916 40+544 0.406 0.406 00.75OLrO.750L*I 0.788 0.788 .0+0.750L*0.750S41 0.406 0.406 *0*0.60W41 0.406 0.406 *0+0.70E*fl 0.406 0.406 4040.750Lr40.750L40.450W41 0.788 0.788 +00.750L*0.750S*0.450W*H 0.406 0.406 4040.750L*0.750S*0.5250E41 0.406 0.406 *0.60D+0.60W40.60H 0.244 0.244 .0.60D+0.70E'0.60H • 0.244 0.244 D Only 0.406 0.406 LrOnly 0.510 0.510 LOnly S Only WOnly EOnIy - H Only I 1 I I I I I I I I 1 I I I I I 11 Project Title: Engineer: Project ID: Project Descr: Baird Engineering 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell waltbaird@cox.net Printed: 30 MAY 2018, 9:48AM I IUiWA'ESMI1Jt.1.i Description: RB 8 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 710 Load COmbination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination iBC 2012 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend -xx 580.0ksi Wood Specie :-DouglasFir-Larch Fc - Perp 625.0 psi Wood Grade : No.2 . Fv 180.0 psi - i •Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam s Fully Braced against lateral-torsional buckling D(O.09) Lr(0.12) '_ - qP r 4x6 5 6.6 ft I Wt Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Uniform Load: 0 = 0.090, Lr = 0.120, Tributary Width = 1.0 ft __ __ --....- .................- Maximum Bending Stress Ratio = . 0.448 1 Maximum ....- .........-........- -. .... - ...... Shear Stress Ratio -- = 0190: I I Section used for this span 4x6 Section used for this span S 4x6 fb : Actual = 655.41 psi fv : Actual = 42.76 psi FB : Allowable = 1 ,462.50p5i Fv : Allowable = 225.00 psi ' Load Combination 404tI+H Load Combination +0#Lr+H Location of maximum on span = . 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span # I I Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio= 1588 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.081 in Ratio = 889>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 I Ol'Maiirii b1ti I Load Combination Span Max. "- Defi Location in Span Load Combination Max. °+ Dell Location in Span '0'4.r44 1. 0.0809 3.022 . MaximumiDeflections_for_ Load-co mbinations. 0.0000 0.000 Load Combination Span Max. Downward Dell Location in Span Max. Upward Defi Location in Span I 4041 1 0.0356 in 3.022 ft 0.0000 in 0.000 ft 1 0.0356 in 3.022 ft 0.0000 in 0.000 ft *0'4.r4 1 0.0809 in 3.022 ft 0.0000 in 0.000 ft '0*S*H 1 0.0356 in 3.022 ft 0.0000 in 0.000 It I '040.750Lr40.750L#1 1 0.0696 in 3.022 ft 0.0000 in 0.000 ft • '040.750L40.7505#1 1 0.0356 in 3.022 ft 0.0000 in 0.000 ft - 4040.60W#I 1 0.0356 in 3.022 ft 0.0000 in 0.000 ft I Project Title: Engineer: Project ID: Project Descr: I . Baird Engineering 4939 Garfield St. La Mesa, California 91941 619-818-5061 cell wàltbairdccox.net Printed: 30 MAY 2018. 9:48AM UMEiENERA-i12O5ST1.EC6 I I4 6TE06I1I144.4 Description:RB 8 Load Combination Span Max. Downward Defi Location in Span Max. Upward Defi Location in Span '0+0.70E41 1 0.0356 in 3.022 ft 0.0000 in 0.000 ft s0+0.750Lr+0.750L*0.450W#1 1 0.0696 in 3.022 ft 0.0000 in 0.000 ft +0 4 0.750L*0.750S'0.450W*l +040.750L+0.750S40.5250E+H 1 1 0.0356 in 0.0356 in 3.022 3.022 ft ft 0.0000 in 0.0000 in 0.000 0.000 ft ft 40.601340.60W.4601-1 1 0.0213 in 3.022 ft 0.0000 in 0.000 ft -.0.60D*0.70E*0.60H 1 0.0213 in 3.022 ft 0.0000 . in 0.000 ft D Only Lr Only 1 0.0356 in 0.0453 in 3.022 3.022 ft ft . 0.0000 in 0.0000 in 0.000 0.000. ft ft ..... ''Vertical 1 Reactions .- , Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 0.643 0.643 Overall MAXimum Overall MiNimum 0.360 0.360 40*1 . 0.283 0.283 404141 0.283 0.283 *04x*H 0.643 0.643 #0+S44 0.283 0.283 '0*0.750Lr*0.750L*H . 0.553 0.553 .i0*0.750L*0.750541 0.283 0.283 #0*0.60W41 *0*0.70E41 0.283 0.283. 0.283 0.283 . *0*0.750Lr*0.750L*0.450W41 0.553 0.553 . *0*0.750L*0.750S+0.450W*H 0.283 0.283 +0+ 0 .750L* 0 .7505*0.5250E*l *0.60D*0.60W*0.60H 0.283 0.170 0.283 0.170 '0.60D*0.70E*0.60H 0.170 . 0.170 D Only 0.283 0.283 Lr Only . L Only 0360 0.360 S Only WOnly . EOnly HOnly . ,. . .. I I I I I i Project Title: Engineer Project ID:. Project Descr: Printed: 30 MAY 2018. 10:04AM Baird Engineering 4939Garfiëld St. La Mesa, California 91941 619 818-5061 cell waltbaiidcox.net I umunpun; rw I Calculations:pérNDS2015iBC 2015, CBC 2016, ASCE 7-10 Load Combiñatior Set: IBC 2012 Properties . I Material . Analysis Method: Allowable Stress Design Fl + 3100 psi E: ModU!U of Elasticity - Löad.Coñibination IBC-2012 . Fb- 3100 psi Ebéndxx 2000ksi Fc - Prll 3000 psi. Eminbènd - xx 530120482 ksi • Wood Species óise Cascade Fc - Perp 750 psi • Wood Grade (:Versa Lam 2.03100 West Fv '285 psi • : Ft 1950 psi Density 41.75 pd . Beam Bracing : Cffiletely Unbrace I D(1•.55) frr(1.64) I 6) -I I 3.5x14( . . 3.5914 504 Span = 1.50 ft Span = 16.0 ft . Span = 1.250 ft Service loads entered Load Factors will be applied for calculations Beam self I weight calculated and added to loads Load fdt Span Number 1 UriiförmL6ad D0.i20, Lr=0.160, Tributary Width 1.0 ft I Load for Span Number 2 Varying Uifom Load: 0= 0.120-4.0, Lr 0.160.0.0 klft, Extent = 0.0 ->> 8.0 ft, Trib Width = 1.0 ft l Poiñt Load : 0=1.550, Lr=1..640k@8.oft Varying Vniform Load: 0= 0.0-0.120 k/ft, Extent 80 —'> 16.0 ft, Trib Width = 1.0 ft - I Load for Span Number 3 Uniform Load: D = 0.120, Lr = 0.160, Tributary Width = 1.0 ft H I Li 1 I Project Title: Engineer: Project ID: Project Descr: I Baird Engineering 4939 Garfield St. La Mesa, California 91941 I 619-818-5061 cell waltbaird@cox.net [LiC.. 9-:;KW-06005554 -btSfGN' MAW Maximum Bending Stress Ratio 0.5771 Section used for this span 3.5x14 fb : Actual = 1,570.88 psi FB : Allowable = 2,724.72 psi Load Combination Location of maximum on span = 7.933ft Span # where maximum occurs Span# 2 Maximum Deflection Max Downward Transient Deflection 0.175 in Ratio = 1099 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.368 in Ratio= 521 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Load Combination . Span Max. '- Deli Location in Span Load Combination Max. +" Dell Location in Span 1 0.0000 0.000 +0'&r41 . -0.1047 0.000 +0+lr4l 2 0.3683 8.067 0.0000 0.000 3 0.0000 8.067 *04.r+H -0.0853 . 1.250 Max,mjiii DefItid'ns for La Cmbiriatui Load Combination . Span Max. Downward Dell Location in Span Max. Upward Dell Location in Span +041 2 0.1937 in 8.067 ft 0.0000 in 0.000 ft 2 0.1937 in 8.067 ft 0.0000 in 0.000 ft 0+Lr#1 . 2 0.3683 in 8.067 ft 0.0000 in 0.000 ft 4D+S41 . 2 0.1937 in 8.067 ft 0.0000 in. 0.000 ft +D+O.75OLr40.750L41 . 2 0.3247 in 8.067 ft 0.0000 in 0.000 ft '0+0.750L40.750S4H 2 0.1937 in 8.067 ft 0.0000 in 0.000 It '0+0.60W#I 2 0.1937 in 8.067 ft 0.0000 in 0.000 ft 4040.70E4F1 2 0.1937 in 8.067 ft . 0.0000 in 0.000 ft s0+0.750Lr+0.750L+0.450W#1 2 0.3247 in 8.067 ft 0.0000 in 0.000 It 'D+0.750L40.750S40.450W41 2 0.1937 in 8.067 ft 0.0000 in 0.000 ft '040.750L40.750S40.5250E#I 2 0.1937 in 8.067 ft 0.0000 in 0.000 ft 40.60DI0.60W40.60H . 2 0.1162 in 8.067 ft 0.0000 in 0.000 ft +0.600'0.70E+0.60H 2 0.1162 in • 8.067 ft 0.0000 in 0.000 ft DOnly 2 0.1937 in 8.067 ft 0.0000 in 0.000 ft Lronly . 2 0.1746 in 7.933 ft 0.0000 in 0.000 It VehuaI p R t,6nsu .it C . Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.170 2.657 Overall MINimum 1.597 1.123 1.573 1.534 +0s4....H 1.573 1.534 3.170 2.657 +0+541 1.573 1.534 +D+0.750Lr+O.750L#1 2.770 2.376 .D.0.750L+0.750S41 . 1.573 1.534 +0*0.60W41 1.573 1.534 *0+0.70E#1 1.573 1.534 s0s0.750Lr'0.750L+0.450W+H 2.770 2.376 +0+0.750L+0.750S+0.450W+H 1.573 1.534 *D.0.750L'0.750S+0.5250E*I 1.573 1.534 '0.60D+0.60W+0.60H 0.944 0.920 +0.60D+0.70E+0.60H 0.944 0.920 . D Only 1.573 1.534 Lronly 1.597 • 1.123 L Only SOnly W Only IE I Printed: 30 MAY 2018, 10:04AM '1riIiI•]l Maximum Shear Stress Ratio 0.209: 1 Section used for this span 3.5x14 N : Actual = 74.45 psi Fv : Allowable = 356.25 psi Load Combination +D+Lr+H Location of maximum on span 1.500 ft Span # where maximum occurs Span # 1 I I I I I I I I r I I I I II I 1. I GENERAL REQUIREMENTS 1. VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS AND SITECONDITIONS BEFORE STARTING WORK. NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. I 2. CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT. I J. CODES: ALL MATERIALS AND WORK SHALL CONFORM TO. THE REQUIREMENTS OF THE CALIFORNIA CODE REGULATIONS. TITLE 24, PART 2 2016 CALIFORNIA BUILDING CODE (CBc)- SUBSTITUTIONS: PROVIDE MANUFACTURES ICC REPORTS AND A LIST OF ALL PROPOSED SUBSTITUTIONS TO THE ENGINEER FOR REVIEW BEFORE FABRICATION. SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY I PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DRAWINGS. PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, OR I WALLS UNLESS SPECIFICALLY SHOWN OR NOTED. NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, . VUCTS, ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. I 7. EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT, PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED. I8. CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PALCED ON FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS. I 9. THE STRUCTURAL DRAWINGS ILLISTR4TE THE NEW STRUCTURAL MEMBERS. REFER TO ARCHITECTURAL, MECHANICAL, AND. ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF THE STRUCTURAL MEMBERS. REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS, PADS, CURBS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVES AND HANGERS FOR PIPES, DUCTS AND EQUIPMENT. ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY BE MADE AFTER WRITTEN APPROVAL BY THE STRUCTURAL DESIGNER. I DESIGN CRITERIA 1, DEAD LOADS: COMP TILE LIVE LOADS I ROOF----------15 PSF----25 PSF--------20 PSF FLOOR (INTERIOR)--12 PSF-----------------40 PSF DECKS/BALCONIES--20 PSF (WOOD)-----------40 PSF I . WALLS----------10 PSF (WOOD) LATERAL LOADS: ASCE 7-10, 2015 IBC, 2016 CBC, AWC SDPW5-20 15, 2015 NOS A) WIND 110 MPH (3 sec) I B) SEISMIC SEISMIC DESIGN CATAGORY-D OCCUPANCY II, SITE CLASS D I ELATITUDE 32.0000, LONGITUDE -116.0000 SAMPLE -H SPECTRICAL RESPONCE ACCELERATIONS Ss= 1.1111 S 1=0.4444 Vs-0.2 1W DESIGN METHOD: ALLOWABLE STRESS DESIGN I I . 2. I REINFORCED CONCRETE (cBc CHAPTER 19) MATERIALS I CEMENT ----------- ASTM C-150 TYPE ii AGGREGATE -------- ASTM C-33 CRUSHED ROCK REINFORCEMENT-----ASTM A-615 GRADE 60 TYPICAL ANCHOR BOLTS-----ASTM A-36 HOOKED ANCHOR BOLTS I ANCHOR BOLTS-----ASTM A-307, ASTM F-1554 HEADED MACHINE BOLTS CONCRETE STRENGTHS: THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGHTS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE I ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). ITEM OF STRENGTH AGGREGATE SLUMP WATER/CEMENT CONSTRUCTION (PSI) (IN) (IN) (LB/LB) FOUNDATIONS ----- 3,000 ------ 3/4-------4 ------ 0.57 SLABS-ON-GRADE--2,500------3/4-------3------0:57 DRILLED PIERS ---- 3,000 ------ 3/4 ------- 4 ------ 0.57 SUPPORTED SLABS--4,000 ------ 3/4 ------- 4 ------ 0.57 BEAMS AND COLUMNS J. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR DESIGN STRENGTHS EXCEEDING 2,500 PSI. CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY .STRENGTHS ARE A MINIMUM OF SEVENTY PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS. IN ADDITION, SLABS-ON-GRADE SHALL HAVE A COMPRESSIVE STRENGTH OF AT LEAST 1,800 PSI AT THREE DAYS IF SUBJECT TO CONSTRUCTION TRAFFIC. REINFORCEMENT: MINIMUM CONCRETE COVER: EXPOSED TO EARTH---------------------------------3" EXPOSED TO WEATHER--------------------------------2" NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS, JOISTS-------------------------------1" BEAMS, COLUMNS (TIES, STIRRUPS, SPIRALS)-----------------11/2" CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN CONCRETE COVER. VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH THE SIZE AND SPACING OF REINFORCEMENT AS SHOWN IN THE DRAWING AND GENERAL NOTES. HORIZIONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL, COLUMN OR BEAM SHALL EXTEND TO WITHIN 2" OF THE FAR FACE AND HAVE A 90 DEGREE HOOK UNLESS OTHERWISE SHOWN. SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT OR PARALLEL REINFORCING BARS BUNDLED IN CONTACT TO ACT AS A UNIT IN A LAYER SHALL NOT BE LESS THAN 11/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENT, OR 11/3 TIMES MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1112- NOMINAL DIAMETER FOR A UNIT OF BUNDLED BARS SHALL BE EQUIVALENT DIAMETER OF THE COMBINED AREAS OF THE BARS BUNDLED. ALL REINFORCING BARS SHALL BE DEFORMED BARS. C) TACK WELDING, WELDING, HEATING OR CUTTING OF BARS NOT PERMITTED U.O.N. I I I I I I I I 1 I I I I I 3. SLAB CORNERS: PROVIDE 2-114x4'—O" AT RE—ENTRANT CORNERS AND EACH CORNER OF RECTANGULAR HOLES IN SLABS, PLACE BARS DIAGONALLY. WELDED REINFORCEMENT: ASTM A-706, CERTIFIED WELDERS. WELD PER A WS D1.4-98 WITH E90XX ELECTRODES. ANCHOR BOLTS, DOWELS AND HOLDOWN ANCHORS: SECURELY HELD IN PLACE PRIOR TO FOUNDATION INSPECTION BY THE INSPECTOR OF RECORD AND OBSERVATION BY THE ARCHITECT/ENGINEER OF RECORD. MOTAR: CBC STD21-15 TYPE S, 1,500 PSI MIN. AT 28 DAYS CBC STD 21-16 PIPES, SLEEVES AND DUCTS: NOT TO BE PLACED IN WALLS, BEAMS, SLABS, FOOTINGS OR COLUMNS UNLESS SPECIFICALLY DETAILED. CHAMFER: 3/4 INCH ON EXPOSED CORNERS. BOLTS IN CONCRETE: MINIMUM EMBEDMENT SHALL BE PER 2016 CBC SECT/ON 1905 BUT NOT LESS THAN 7 INCHES UNLESS OTHERWISE NOTED. EXPANSION CONCRETE ANCHORS (NO SPEC.. INSPC.) OR EXPANSION CONCRETE ANCHORS ('SPEC. /NSPC. REQ.) MATERIALS: HILT! ANCHORS ------ ESR 1,385 KWIK BOLT—Ill NUTS ------------ ASTM A-563 HEX GRADE A CONCRETE (MIN) ----- F'c=J, 000 PSI STONE AGGREGATE INSTALLATION: CARBIDE—TIPPED DRILL BITS COMPLYING WITH ANSI 6212-15-1994 DRILL BIT SIZE IS ANCHOR DIAMETER. HOLES CLEANED OF DUST AND DEBRIS. HOLE DEPTH TO EXCEED EMBEDMENT DEPTH BY TWO ANCHOR DIAMETERS. INSTALLATION & ALLOWABLE LOADING: ANCHOR MIN. ALLOWABLE LOAD DIA TORQUE EMBED TENSION SHEAR (IN) (FT/LB) (IN) (LBS) (LBS) 1/4 7. 2 265 400 3/8 25 21/2 565 1,100 1/2 45 31/2 875 1,840 5/5 95 4 1,125 3, 125 3/4 225 43/4 1,375 4,225 1 325 6 1/995 8,625 J. ALLOWABLE LOADS MAY BE INCREASED 337. FOR WIND OR SEISMIC LOADS. I I I LH I I I Li I I I I I I I I [I I I 4. CONCRETE-EPDXY ANCHORED THREADED RODS (SPECIAL INSPECT/ON REQUIRED) MATERIALS: HILTI RE 500 SD EPDXY ADHESIVE (ICC ES ESR 2322) SIMPSON SET 22 EPDXY ADHESIVE (ICc ESR 2508) CONCRETE (MIN) ---- F'c=J,OOO PSI STONE AGGREGATE THREADED RODS ---- ASTM A-36 NUTS ----------- ASTM A-563 HEX GRADE A INSTALLATION: (PER ICC ES ESR 2322) CARBIDE-TIPPED DRILL BITS ANSI B212.15-1994. HOLES CLEANED OF DUST AND DEBRIS WITH A NYLON BRUSH AND A JET OF COMPRESSED AIR AT THE 80770M OF THE HOLE. ISTALLATION & ALLOWABLE LOADING: ROD BIT MIN ALLOWABLE LOAD DIA. DIA. EMBED TENSION SHEAR (IN) (IN) (IN) (Las) (Las) 3/8 1/2 31/2 2,105 11 085 1/2 5/8 41/4 3,750 1,930 5/8 3/4 5 5,875 3,025 3/4 7/8 53/4 8,460 4,360 7/8 1 73/4 11,500 5,925 1 11/8 9 15,000 7,740 REINFORCED HOLLOW UNIT MASONRY (CBC CHAP 20 MATERIALS: CONCRETE------CBC 2303.1 GRADE N, Fm= 1,500 PSI BLOCK--------MEDIUM WEIGHT (105- 125PCF), OPEN END, DEEP CUT BOND BEAMS AT HORIZIONTAL REINFORCING, DRY UNITS, YARD CURED 28 DAYS. MOTAR--------CBC 2303.8 TYPE S OR M 1,900 PSI AT 28 DAYS. GROUT--------CBC 2103.12 2, iod PSI AT 28 DAYS REINFORCEMENT--ASTM A-615 GRADE 60 REINFORCEMENT- -ASTM A-706 GRADE 60 FOR WELDED REINFORCEMENT. ANCHOR BOLTS--ASTM A-36 HOOKED ANCHOR BOLTS ANCHOR BOLTS--ASTM A-307 HEADED MACH/NE BOLTS EXPANSION ANCHORS DYNABOLT SLEEVE ANCHOR-ICC ES ESR 2427 (RED HEAD) BLOCK LAYUP: RUNNING BOND, CONCAVE COMPRESSED JOINTS, INVERTED BOND BEAM UNITS FOR STARTING COURCES. J. REINFORCEEMNT: VERTICAL: ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED OTHERWISE. VERTICAL SUPPORT SPACERS 200 REINFORCEMENT DIAMETERS MAX. DOWEL REINFORCEMENT TO SUPPORTING MEMBERS WITH SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON DRAWINGS. SPLICES (LAPS):' 50 BAR DIAMETERS OR 24 INCHES WHICHEVER IS GREATER. 4. GROUTING: ALL CELLS AND SPACES TO BE FILLED WITH GROUT. CONSOLDATION: AT TIME OF PLACEMENT BY MECHANICAL VIBRATION AND THEN RECONSOLIDATED BEFORE PLASTIC/fl' IS LOST. POURS OVER 5 FEET: PROVIDE CLEANOUTS IN BOTTOM COURSE AT VERTICAL REINFORCEMENT (32 INCHES MAX.) SPECIAL INSPECTION REQUIRED. 0) HORIZIONTAL CONSTRUCTION JOINTS: FORMED BY STOPPING THE TOP OF THE UPPERMOST UNIT GROUTED. HORIZONAL REINFORCING SHALL BE FULLY EMBEDDED IN GROUT. GROUT POUR NOT LESS THAN 1/2 INCH OR MORE THAN 2 INCHES BELOW. E) GROUT SHALL BE PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 6'. I I I I I I 1 I I I I LI I I I I I I I REINFORCEMENT CONGESTION: DOUBLE OPEN END BLOCKS TO BE USED TO FACILITATE CONSTRUCTION. WOOD TO MASONRY ATTACHMENT: WHERE WOOD ABUTS MASONRY, ANCHOR WITH .5/8 INCH ANCHOR BOLTS 12 INCHES FROM EACH END AND 4 FEET ON CENTER U.O.N. STRUCTURAL STEEL (CBc CHAPTER 22) CODES: A/SC SPEC/F//CATION FOR THE DESIGN, FABRICATION AND ERECTION FOR STRUCTURAL STEEL FOR BUILDINGS: MANUAL OF STEEL CONSTRUCTION ASD (NINTH EDITION): STRUCTURAL WELDING CODE AWS D1.1 AND AWS D1.4. IDENTIFICATION: ROLLED STRUCTURAL STEEL SHAPES SHALL BE IDENTIFIED WITH MILL IDENTIFICATION MARKS IN CONFORMANCE WITH ASTM A6-96. J. MATERIALS: STRUCTURAL SHAPES ----- ASTM A-572 ENHANCED GRADE 50 PLATES AND RODS ------ ASTM A-36 GRADE 36 TS SHAPES (TUBE COL.)--ASTM A-500 GRADE B MACHINE BOLTS -------- ASTM A-307 NUTS -------------- ASTM A-563 GRADE A HIGH STRENGTH BOLTS --- ASTM A-325, HIGH STRENGTH NUTS ---- ASTM A-563 HEAVY HEX GRADE CL NON-SHRINK GROUT ------ ASTM C- 1107 7,000PSI (NON-METALLIC) 4. HEADED AND THREADED ANCHORS: NELSON SELF FLUXED ANCHORS. 5. WELDING: ALL WELDING SHALL BE IN CONFORMANCE WITH A WS Dl. 1-98. ELECTRODES-----CLASS E-70 XX SERIES LOW HYDROGEN, NOTCH TOUGHNESS OF 20 .FT/LBS AT MINUS 20 DEGREES FAHRENHEIT. WELDERS-------CERTIFIED. GROOVE & BUTT WELDS--COMPLETE PENETRATION (CP) U.O.N. FILLET WELDS----SIZES SPECIFIED ARE MINIMUM STRUCTURAL WELDS. INCREASE AS REQUIRD BY ASD TABLE J2.4. FIELD WELDING----MAY BE REQUIRED TO FACILITATE CONSTRUCTION. TERM/NATION-----WELDS TERMINATING AT ENDS OR SIDES, WHEVER PRACTICABLE, SHALL BE RETURNED CONTINUOUSLY AROUND CORNERS A DISTANCE 2 TIMES THE NOMINAL SIZE OF THE WELD PER SEC TIONJ2.28. LENGTHS-------WHERE LENGTH IS NOT SPECIFIED, IT SHALL BE THE FULL LENGTH OF THE JO/NT. THE CONTRATOR SHALL SUBM/77 A WELDING PROCEDURE SPECIFICATION (WPS), DEVOLPED BY THE FABRICATOR, IN CONFORMANCE WITH AWS Dl. 1-98 FOR REVIEW BY THE ENGINEER. ALL WELDS SHALL BE PRE-QUALIFIED PER A WS Dl. 1-98, THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURE, 6. SHOP DRAWINGS: REVIEWED BY THE ENGINEER BEFORE FABRICATION. 7. BOLT HOLES: TYPICAL -------- DIAMETER + 1/16 INCH ANCHOR--------DIAMETER + 3/16 INCH SLOTTED--------DIAMETER + i/i 6 INCH BY 2.5 TIMES DIAMETER. I I I I I I I I I n I I I I I I I I I r;j I WOOD (CBc CHAPTER 23) GRADE STAMPED DOUGLAS FIR/LARCH (SEE LUMBER GRADES) NAILS, COMMON WIRE UNLESS OTHERWISE NOTED. PENETRATION SHALL BE EQUAL TO 11 NAIL DIAMETERS. DISTANCES TO THE EDGE OR END OF THE WOOD SHALL NOT BE LESS THAN 1/2 THE REQUIRED PENETRATION. THE CENTER TO CENTER NAIL SPACING SHALL NOT BE LESS THAN THE REQUIRED PENETRATION. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLI777NG, SHALL BE PRE-DRILLED TO A DIAMETER NOT MORE THAN 3/4 OF THE NAIL DIAMETER. SILL BOLTS: PROVIDE 5/8" DIAMETER HOT DIPPED GALVANIZED ANCHOR BOLTS WITH A I MINIMUM OF 7" EMBEDMENT INTO THE CONCRETE AND WITHIN 9" OF EACH END OF EACH SILL PLATE. SPACE ANCHORS AT 48" ON CENTER U.O.N. WITH A MINIMUM OF 3 ANCHORS IN EACH SILL PLATE. ANCHOR BOLT HOLES 1/32" TO 1/16" LARGER THAN THE ANCHOR BOLT DIAMETER. I 4. BOLTS: NOT LESS THAN 7 BOLT DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. BOLT HOLES 1/32" TO 1/16" LARGER THAN THE BOLT DIAMETER. ALL NUTS SHALL BE TIGHTENED WHEN INSTALLED AND REICH TENED AT THE COMPLETION OF WORK OR BEFORE CLOSING IN. THREAD PROJECT/ON SHALL BE 1/16" MINIMUM. I BOLTS IN SLOTTED HOLES SHALL BE CENTERED IN THE SLOT U.O.N. LAG SCREWS: PRE-DRILL WITH A BIT SIZE 607. TO 757. OF THE SHANK DIAMETER FOR I THE THREADED PORTION. LEAD HOLE TO BE THE SAME LENGTH AND DIAMETER AS THE UN-THREADED SHANK. LUBRICATE LAGS AND SCREW INTO PLACE. CUT STEEL WASHERS: BOLTS, LAGS AND NUTS FITTED WITH CUT STEEL WASHERS. I ANCHOR BOLTS FITTED WITH HOT DIPPED GALVANIZED CUT STEEL WASHER OVER STEEL SLOTTED PLATE. I FRAMING CONNECTORS: SIMPSON STRONG-TIE CATALOG C-2013-2014 ICC APPROVED AND INSTALLED ACCORDINGLY. BEFORE USING EQUIVALENT CONNECTORS, SUBMIT LOAD COMPARISONS WITH CATILOG AND ICC REPORTS TO THE ENGINEER FOR REVIEW. HOLDOWN ANCHORS: INSTALL I4'OLDOWNS 1/2" ABOVE THE SILL PLATE. TIGHTEN ANCHOR I a. BOLT BEFORE TIGHT/NC STUD BOLTS OR SCREWS, USE EXTRA CARE IN BORING STUD BOLT HOLES (1/32" TO 1/16" OVERSIZED). THE HOLDOWN SHALL BE INSTALLED TIGHT TO THE HOLDOWN STUD WITHOUT FILLERS OR DAPING INTO THE STUD. THE STUD BOLTS SHALL NOT BE COUNTERSUNK DO NOT BEND HOLDOWN BOLTS WITHOUT ENGINEER'S I APPROVAL. PRESERVATIVE TREATED WOOD: FOUNDATION PLATES AND SILLS ON A CONCRETE SLAB OR I FOUNDATION, WHICH IS IN DIRECT CONTACT WiTH THE EARTH, SHALL BE TREATED WOOD. NEWLY EXPOSED SURFACES RESULTING FROM FIELD CUTTING, BORING OR HANDLING SHALL BE FIELD TREATED IN ACCORDANCE WITH AWPA M-4. I TOP PLATES: TWO PIECES, SMAE SIZE AS STUDS, STAGGER SPLICES 4'-0" MINIMUM. CENTER SPLICES OVER STUDS. FULL-DEPTH SOLID BLOCKING OR CROSS BRACING: INSTALLED AT INTERVALS NOT I 11. EXCEEDING 8 FEET FOR ALL JOISTS AND RAFTERS 2x12 AND DEEPER. 12. SOLID BLOCKING: 2" FULL WIDTH BLOCKING (NOMINAL)(FIRE STOPS) IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AT THE CEILING I AND FLOOR LEVELS AND AT 10' INTERVALS BOTH VERTICAL AND HORIZONTAL. I I I I I I I I I I I I I I I I I I I I I I I. 7. CUTTING AND NOTCHING: DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN IN THE DETAILS. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED 1/3 THE MEMBER WIDTH AND SHALL BE LOCATED IN THE CENTER OF THE MEMBER. PARTIONS: DOUBLE JOISTS UNDER PARTIONS PARALLEL TO JOISTS AND 2x SOLID BLOCKING UNDER PARTIONS PERPENDICULAR TO JOISTS. END SUPPORT: ROOF AND FLOOR JOISTS OVER 4" DEEP SHALL HAVE THEIR ENDS HELD IN POSITION WITH: FULL DEPTH SOLID BLOCKING, NAILED BRIDGING, NAILING OR BOLTING TO OTHER FRAMING MEMBERS WITH APPROVED JOIST HANGERS. GALVANIZING: ALL EXPOSED STEEL TIMBER HARDWARE AND CONNECTORS. LUMBER GRADES DOUGLAS FIR/LARCH (CBC CHAPTER 23) COMPLY WITH CBC STD. 2301.2, AMERICAN SOFTWOOD LUMBER STANDARD AND STANDARD GRADING RULES FOR WESTERN LUMBER. 19% MAXIMUM MOISTURE CONTENT AT TIME OF PLACEMENT. LIGHT FRAMING: BLOCKING 2" TO 4" THICK, 4" STUDS 10' MAXIMUM CONSTRUCTION GRADE LIGHT FRAMING: JOISTS & RAFTERS 2" TO 4" THICK GREATER THAN 5" GRADE NO.1 J. LIGHT FRAMING: STUDS 2" TO 4" THICK GREATER THAN 5" GRADE NO.1 BEAMS & STRINGERS: 4" AND THICKER GRADE NO. 1 POSTS & 'TIMBERS: 4 "x4" AND LARGER GRADE NO. 1 SPECIAL STRUCTURAL OBSERVATION BY ENGINEER (CBC CHAPTER 17 SECTION 1702) 1. NOTIFICATION: 48 HOURS BEFORE OBSERVATION. DELINQUENT NOTIFICATION MAY REQUIRE DEMOLITION OF COVERING- MATERIALS TO FACILITE OBSERVATION. 2. OBSERVATIONS BY ENGINEER: REINFORCEMENT BEFORE CONCRETE PLACEMENT FOR CONCRETE GRADE BEAMS, LARGE PAD FOOTINGS (3'xJ' OR GREATER), CONCRETE BEAMS 'ETC. FIELD WELDED CONNECTIONS. COMPLETION OF ROUGH FRAMING. 3. WRITTEN STATEMENT. THE ENGINEER RESPONSIBLE FOR THE STRUCTURAL DESIGN SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT. THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFYING ANY REPORTED DEFICIENCES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. I El I STRUCTURAL GLUED LAMINATED MEMBERS .(CBC CHAPTER 23) I 1. CODES: ANSI (A 190. 1), AITC & APA-EWS. MATERIALS: LUMBER---------------DOUGLAS FIR/LARCH I COMBINATION-------------24F- V4 FOR SIMPLE SPANS COMB/NAT/ON------------24F- V8 FOR CANTILEVER SPANS LAMINATIONS------------2 INCH NOMINAL CONDITION OF USE--------DRY I ADHESIVES ------------- ASTM D2559 WET USE APPEARANCE (AITC 110)-- --INDUSTRIAL 1 CAMBER: SEE STRUCTURAL DRAWINGS. CERTIFICATE: GOLD SEAL CERTIFICATE TIMBER PRODUCTS INSPECTION, INC., APA-EWS OR I INSTALLATION. AITC CERTIFICATE. SUBMIT CERTIFICATE TO THE BUILDING INSPECTOR PRIOR TO SHOP DRAWINGS: REVIEWED BY THE ENGINEER BEFORE FABRICATION. I 6. PRESSURE TREATMENT & PROTECTION: COLORLESS END SEALER: SHALL BE APPLIED IMMEDIATELY TO THE ENDS OF ALL MEMBERS AFTER FABRICATION AND FIELD TRIMMING. MEMBERS SHALL BE I INDIVIDUALLY WRAPPED. PRESSURE TREATMENT: FOR ALL MEMBERS EXPOSED TO WEATHER AND NOT PROTECTED BY A ROOF OR EVE OVERHANG. I C) FIELD TREATMENT: ALL CUTS, HOLES, ETC. SHALL BE RECOATED AS RECOMMENDED BY THE MANUFACTURE. I 7. SHAPED MEMBERS: PROVIDE ADDDIT/ONAL COMPRESSION/TENS/ON LAM/NATIONS WHERE TOP/BOTTOM HAVE BEEN SHAPED. THE DEPTH SPECIFIED DOES NOT INCLUDE THE SHAPED LAMINATIONS. I PREFABRICATED WOOD / JOISTS I (CBC CHAPTER 23) 1. CODES AND FABRICATION: MANUFACTURES CURRENT ICC APPROVALS. 2. DESIGN REQUIREMENTS: ROOF DEAD LOAD-----15 PSF COMP, 25 PSF TILE LIVE LOAD-----20 PSF FLOOR DEAD LOAD-----12 PSF PLYWOOD FLOOR 0 LIVE LOAD------40 PSF 3. DEFLECTION: FLOOR LIVE LOAD DEFLECTION SHALL BE L/360 MAXIMUM. COMPOSITE ACTION FROM GLUED FLOORS SHALL NOT BE CONSIDERED, 4. JOIST BLOCKING WED STIFFNERS AND BRIDGING: AS. REQUIRED BY ICC APPROVALS AND' THE CALCULATIONS AND DRAWINGS. I I I I I I I 9. MANUFACTURED WOOD JOISTS l.MICROLLAM (LVL), pARALL.4M (PSL) AND TIMBERSTRAND (LSL) JOISTS AND BEAMS SHALL BE LAMINATED VENEER AND STRAND LUMBER MANUFACTURED BY TRUS JOIST MACMILLAN UNDER ICC ES ESR-1387 REPORT. MEMBER CAPACITY, SECTION PROPERTIES AND ALLOWABLE STRESSES SHALL BE AS INDICATED ON THE DRAWINGS. NAIL LATERAL LOAD AND WITHDRAWEL CAPACITIES SHALL BE EQUAL TO OR EXCEED THAT OF DOUGLAS FIR/LARCH SAWN LUMBER. SPEC/AL INSPECTION/INSPECTOR REQUIREMENTS I (CBC CHAPTER 17) REQUIREMENTS FOR SPECIAL INSPECT/ON: I 1. SPECIAL INSPECTOR: EMPLOYED BY THE OWNER AND ACTING AS THE OWNER'S AGENT (CBC 1701.1) I 2. REPORTS: PREPARED BY THE INSPECTOR AND SIGNED BY A CIVIL ENGINEER. SUBMITTED TO THE BUILDING OFFICIAL AND THE ENGINEER OF WORK. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION: THEN IF NOT CORRECTED, TO THE ENGINEER AND BUILDING OFFICIAL (CBC 1701.3). I 3. THE SPECIAL INSPECTION IS TO BE CONTINUOUS DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED. CERTIFICATION: INSPECTOR SHALL BE CERTIFIED BY THE BUILDING OFFICIAL TO PERFORM THE TYPES OF SPECIAL INSPECTIONS SPECIFIED. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION SHALL BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL (FIELD. INSPECTION DIVISION). OFF-SITE FABRICATION: SUBMIT APPLICATION TO THE BUILDING OFFICIAL (FIELD INSPECTION DIVISION) FOR APPROVAL PRIOR TO FABRICATION. SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE BUILDING OFFICIAL (FIELD INSPECTION DIVISION) PRIOR TO ERECTION OF PREFABRICATED COMPONENTS. I I I I I I I I I 1 10. I I SUMMARY OF STRUCTURAL CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS I THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE INSPECTIONS REQUIRED BY CBC SECTION 1704.. SPECIAL INSPECT/ON IS NOT A SUBSTITUTE FOR INSPECTION BY THE BUILDING OFFICIAL. SPECIFICALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL AND THE SPECIAL INSPECTOR IS I SUBJECT TO REOPENING OR EXPOSURE. RESPONSIBILITY- IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL INSPECTOR OR INSPECT/ON AGENCY AT LEAST ONE WORKING DAY PRIOR TO I PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. SPECIAL INSPECTIONS: CONCRETE (CBC 1704.4): DURING THE TAKING OF TEST SPECIMENS AND PLACING OF I . . REINFORCED CONCRETE. BOLTS INSTALLED IN CONCRETE (CBC TABLE 1704.4): PRIOR TO AND DURING THE PLACEMENT OF CONCRETE AROUND BOLTS. .1 . C) REINFORCING STEEL (CBC TABLE 1704.4): DURING PLACING OF REINFORCING STEEL FOR ALL CONCRETE SPECIFIED TO HAVE SPECIAL INSPECTION. I D) STRUCTURAL WELDING (CBC TABLE 1704.3): DURING ALL SHOP WELDING UNLESS DONE IN AN APPROVED FABRICATOR'S SHOP. DURING ALL FIELD WELDING. DURING WELDING OF REINFORCING STEEL. I . WELDING INSPECTORS ARE TO BE AWS. Q. C-. 1 CERTIFIED. INSPECTION SHALL BE PER AWS Dl. 1, D1.3 OR D1.4 AND INCLUDE VERIFICATION THAT THE WPS IS BEING FOLLOWED. I E) STRUCTURAL MASONRY (CBC CHAPTER 21): VERIFICATION OF COMPLIANCE FOR F'm (CBC 21-3.1), AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUT/NC OPERATION, AND I DURING ALL GROUTING OPERATIONS. F) CONCRETE AND MASONRY ANCHORS: FOR ALL THREADED ROD AND REINFORCING I STEEL ANCHORED WITH EPDXY ADHESIVE IN CONCRETE OR MASONRY: FOR ALL EXPANSION ANCHORS IN CONCRETE OR MASONRY, WHEN INDICATED ON THE PLANS AND NOTES. INSPECTION TESTING SHALL BE IN CONFORMANCE WITH THE ANCHOR MANUFACTURE'S ICC REPORT AND SHALL INCLUDE AS A MINIMUM VERIFICATION OF HOLE DEPTH AND DIAMETER, CLEAN OUT, ALL MATERIALS AND INSTALLATION TORQUE. I ~l I I NAILING SCHEDULE (FASTENING SCHEDULE) TABLE 2304.10.1 CONNECTION T-FASTENING ° LOCATION ROOF Blocking between ceiling joists, rafters, 3-8d common(21/2"xO. 131'); or or trusses to top plate or other 3- 1 O box (3 'xO. 128'); or Each end, framing below 2-3"xO. 131" nails toenail 3-3" 14 gage staples, 7/16" crown Blocking between rafters or truss not 2-8d "); common (21/2°xo.1J1 or 2-3"xO. 131" nails Each end, at the wall top plate, to rafter or truss 2-3" 14 gage staplese toenail common (31/2"xo. 162) 2-16d End nail 3-3"x0.131 nails 3-3" 14 gage staples Flat blocking to truss and web filler 16d common (31/2 "xO. 162')@ 6" o.c. 3-3"xO. 131 @ 6" o.c. nails Face nail 3-3" 14 gage staples @ 6" o.c. Ceiling joists to top plate 3-ad commonC21/2"xO. 131'); or 3- lOd box (3 xO. 128'); or Each joist, 3-3"xO. 131" nails or toenail 3-3" 14 gage staples, 7/16" crown J. Ceiling joist not attached to parallel 16d common (31/2 "xO. 162'); or rafter, laps over partitions (no thrust) lOd box (3"xO. 128"); or Face nail (see Section 2308.7.3. 1, Table2308. 7.3. 1 4-3"xO. 131" nails or 4-3" 14 gage staples, 7/16" crown Ceiling joist attached to parallel rafter Per Table 2308.7.3.1 Face nail (heel joint)(see Section 2308.7.3. 1, Table 2308.7.3. 1) Collar tie to rafter 3-10d common (3"xO. 148'); or Face nail 4- 10d box (3"xo.128'); or 4-3"xO. 131" nails or 4-3" 14 gage staples, 7/16" crown 6. Rafter or roof truss to top plate 1 O common (3"xO. 148'); or (See Section 2308.7.5, Table 2308.7.5) lOd box ('3"x0. 1282; or 4-10d box '3"x0. 128); or Toenail 4-3"xO.131" nails or 4-3" 14 gage staples, 7/16" crown 7. Roof rafter to ridge valley or hip rafters; 2-16d common (31/2 "xO. 162'); or or roof rafter to 2-inch ridge beam J- 10d box('J"xO. 128"); or End nail • 3-3"xO. 131 nails; or 3-3" 14 gage staples, 7%crown: or 3-10d common (3"x0. 148'); or • 4-10d box ('3"x0. 1282; or 4-10d box (3"xo.128); or Toenail 4-3"xO.131" nails or 4-3" 14 gage staples, 7/16" crown WALL 8. Stud to stud(not at braced wall panels) 16d common (31/2)r 0.162); 24" o.c. face nail lOd box 0. 128'); or ,f3"x 16" o.c. 3"x0. 131 nails; or face nail • 3-3" 14 gage staples, 7 'crown /1 I I I I I I I L I I I I LI I I I 1 I I I NAILING SCHEDULE (FASTENING SCHEDULE) 12. TABLE 2304.10.1 I CONNECTION I FASTEN,NGO,m LOCATION WALL _ 6"o.c. 16d common (31/2 "xO. 162') face nail 1 9. Stud to stud and abutting studs at intersecting wall corners (at braced wall panels) lOd box (3"xo. 126'); or 3"xO.131" nails: or 3-3" 14 gage staples, 7/16" crown 12"o.c. face nail 10. Built-up header (2" to 2" header) 16d common (31/2"xO. 162) 16"o. c. eacl edge face nail lOd box (J"xo.128'); or 12"o.c. eocd edge face nail I . 1 11. Continuous header to stud 4-8d common (21/2"xO; 131'); or 4-1Od box (3"x0.128") Toenail ,1 12. Top plate to top plate I 16d common (31/2"xo. 162' or 16"0.c. face nail lOd box (3"xO. 128'); or 3"xO. 131" nails or 3" 14 gage staples, 7/16" crown 12"0.c. face nail I 13. Top plate, to top plate, at end joints ,8-16d common (31/2 "xO. 162'); or 12-lOd box (3 "xO. 128'); or 12-3"xO. 131" nails; or 12-3" 14 go staples, 7/16" crown Ea. side of end joint, face nail min.24" lot, splice Ienzti ea side of end joint I 14. Bottom plate to joist,rim joist, bond joist or blocking (not, at braced wall panels) I 3" 16d common (31/2"xO. 162"); or ___________________________________ 16"o.c. face nail 16d box (31/2"x0.135"): or 3 "xO. 131" nails or 14 gage staples, 7/16" crown 12"0.c. face nail 15. Bottom plate to joist, rim joist, band I joist or blocking at braced wall panels 2-16d common ('31/2"xO. 162'); or 3-16d box (31/2 "xO. 135'): or 4-3"xO. 131" nails or 4-3" 14 gage staples, 7/16" crown 160.c. face nail 4-8d common (21/2"x0. 131");. or 4- 1 O box (3"xo. 128"); or 4-3"xO. 131" nails; or Toenail I 16. Stud to top or bottom plate 4-3" 14 gage staples, 7/,"crown: or I I . 17. Top or bottom plate to stud I . 18. Top plates, laps at corners and intersections I . 2-16d common (31/2"xO. 162'); or 3- 1 O box ,f3"xo. 128'); or 3-3"xO.131 nails or 3-3" 14 gage staples, 7/16" crown End nail 2-16d common (31/2 "xO. 162'); or 310d box (3"xO. 128'); or 3-3"xO.131" nails or 3-3" 14 gage staples, 7/16" crown End nail 2-16d common (31/2 "xO. 162'); or 3-10d box f3"xo. 128'); or 3-3"xo. 131 nails or 3-3" 14 gage staples, 7/16" crown Face nail where spans ore 48 inches or more. particleboard diaphragms and shear walls, a. Nails spaced at 6" at intermediate supports For nailing of wood structural panel and I refer to section 2305. Nails for wall sheathing are permitted to be common, box or casing. I NAILING SCHEDULE (FASTENING SCHEDULE) TABLE 2304.10.1 CONNECTION I FASTENING LOCATION WALL 19. 1" brace to each stud and plate 2-8d common (21/2"xO. 131'); or 2-1Od box (3"x0.128") 2-J" 0. 131" nails: or Face nail 3-3" 14 gage staples, 7/16" crown 20. 1 "x6" sheathing to each bearing 2-8d common (21/2"xO. 131'); or Face nail 2-10d box (3"x0.128") 21. 1" x8" and wider sheathing to each 3-Sd common (21/2"xO. 131'); or Face nail bearing 3-10d box (3"x0.128") FLOOR 22. Joist to sill, top plate, or girder 8- 16d common (21/2"xO. 131 '); or Toenail 1 O box 128'); or ,[3"xO. 3"xO. 131 nails; or 3" 14 go staples, 7/16" crown 23. Rim joist, bond joist, or blocking to top 8d common (31/2"xO. 162; or ') 12- 10d box (3"xO. 1282; or plate, sill or other framing below 123"xQ 131" nails; or 6"o.c. 12-3" 14 go staples, 7/16" crown toenail 24. 1"X6" subfloor or less to each joist 2-8d common (21/2"xO. 131 '); or Face nail 2- lOd box (3"xO. 128) 25. 2" subfloor to joist or girder 2-16d common (31/2"xO. 162') Face nail 26. 2" planks (plank & beam-floor & roof) 2-16d common (31/2"xO. 162") Ea.bearing, face nail 20d common (4"xO. 192:) 32" O.C. facenail at top & bottom staggered on ___________________________________ opposite sides 27. Built-up girders and beams, 2" 1 O box (J "4. 128') or 24" o.c. facenail at lumber layers 131" nails or top & bottom 3" 14 gage staples, 7/16" crown staggered on opposite sides And: 2-20d common (4"x0.192'); or 3- 1 O box (3"x0. 128'); or Ends and at each 3-3 "xo. 131" nails; or splice, face nail 4-3" 14. gage staples, 7116 crown 3-16d common (31/274. 162'); or Ea. joist 4- lOd box 128'); or ,5'3"x0. or rafter, 28. Ledger strip supporting joists or rafters 4-3"x0.131 nails or 4-3" 14 gage staples, 7/16" crown face nail - 3-16d common (31/274.162); or 29. Joist to band joist or rim joist ') 4-10d box (3"x0.128; or 4-3"xO. 131" nails or End nail 4-3" 14 gage staples, 7/16" crown 2-8d common (2 1/2"xO. 131'); or 30. Bridging or blocking to joist, rafter or 2- 1 O box (3"x0. 128'); or Each end truss . 2-3"x0. 131" nails or 2-3" 14 gage staples, 7/16" crown toenail b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate I supports for nonstructurol applications. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked. I I . NAILING SCHEDULE (FASTENING SCHEDULE) 14. TABLE 2304.10.1 I . Wood structural panels (WSP), sub floor, roof and interior wall sheathing to framing and particalboard wall sheathing to framing I Edges (inches) intermediate supports (in '6d common or deformed 2"xO.113") 6 12 I . (sub floor and wall) 8d box or deformed (21/2"x0.11J") (roof) 6 12 23/8"xO. 1 13" nail (sub floor & wall) . 6 12 1 31. 3/8" 1/2" 13/4" 16 gage staple, 7/16 crown (sub floor and wall) 8 23/8"xO. 1 13" nail (roof) 4 8 13/4"16 gage staple, 7/16 crown(roof) 4 8 I 8d common (2112"x0.131'); or 6 12 32. 19/32 "3/4" 6d deformed (2 "x0. 113") 2/8"x0. 113" nail); or 2 16 gage staple, 7/16 crown 8 33. 7/8"— 11/4" lOd common (3"xo.148"); or 8ddeformed (21/220.131") 6 12 I Other exterior wall sheathing 34. 1/2" fiberboard 11/2" galvanized roof nail sheathing b (7/16" head-diameter); or . 3 6 I l 1/4" 16 gage staple with 7/16" or 1" crown h 13/4" galvanized roof nail 35. 25/32" fiberboard sheathing'S' (7/16" head diameter); or 3 6 I I 1112" 16 gage staple with 7/16" or 1 crown 1 , Wood structural panels, combination subfloor under/ayment to framing 8d common (_?112"x0. 1J1'),- or 6 12 36. 3/4" and less 6d deformed (2"x0.113) 1 P'. / 8"— 1" 8d common (21/2"xo.lJl"); or 8d deformed (2"xO. 131') 6 12 38.. 11/8"-11/4 lOd common (3"x0. 148'); or 8d deformed (21/2"xO.131') 6 12 I Panel siding to framing 6d corrosion —resistant siding 6 12 1/2" or less (17/8 "xO. 106'); or 6d corrosion—resistant casing (2"xO.099") I 8d corrosion—resistant siding 6 12 5/8" (23/8"xO.128'7; or 8d corrosion—resistant casing I 1(21/2 "xO. 113') . Interior paneling 4d casing (1 1/2"xo.080'); or 6 12 1 1/4" 4d finish (11/2"x0.072) 3/8" 6d casing (2"xo.099"); or 6 12 6d finish (Panel supports at 24") c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule, I the number of toenails in the rafter shall be permitted to be reduced by one nail. 15. BELOW THIS NO EXCAVATION ---- LINE PROVIDE SLEEVE WITH ID 2" GREATER THAN OUTSIDE NOTES: DIAMETER OF PIPE WHERE PIPES ARE MORE THAN 3'—O" BELOW BOTTOM OF FOOTING, STEP FOOTING. PLACE CONCRETE FILL AROUND SLEEVE BEFORE POURING CONTINUOUS FOOTING FILL SHALL BE SAME WIDTH AS CONTINUOUS FOOTING AND FILL WIDTH OF PIPE TRENCH. DETAIL OF PIPING @ FOOTINGS JOIST PER PLAI SIMPSON ST12 -- BOTTOM OF BLKS SIMPSON 5T22 SOT OF JOISTS & BLOCKS SIMPSON U JOIST HGR SIMPSON L JOIST HGR FULL DEPTH 2x BLOCKING 2 BAYS —'DOUBLE JOIST U. 0. N. s—OPENING PER PLAN TYPICAL JOIST SUPPORT AT OPENINGS I DOUBLE r J5 1 J DOUBLE 2x TOP PLATE / V II II li 10— 16d-2 OR LARGER 6-16d -4 6x6 OR .4kb & SMALLER MIN. 2x KING STUD-.1 2x KING STUD—J'435IMMERS 1-2x TRIMMER TYPICAL HEADERS 16. N-,& DOUBLE 2x PLATE BN IIXI1 III \I1 Ill Ill NI fr-2x STUDS PER PLAN 'EN STAGGER 2x JOINT BLK'G @ JOINTS —PLYWOOD FN=FEILD NAIL OR OSB EN=EDGE NAIL PER PLAN BN=BOUNDRY NAIL \ —HOLDOWN ANCHORS Il/Il P 111/11 i \i PER PLAN - - ANCHOR BOLTS PER PLAN NOTES: - - ' 2x PT PLATE U.O.N. FOR ITEMS NOT NOTED SEE SHEAR WALL SCHEDULE MINIMUM PLYWOOD DIMENSION IS 16 " SPACES BETWEEN PLYWOOD PANELS PER MANUFACTURE. TYPICAL HORIZONTAL PLYWOOD DIAPHRAGM PER PLAN 'HERE SHOWN ON PLANS. 'HERE SHOWN ON PLANS. FN=FEILD NAIL EN=EDGE NAIL STAGGER BN=BOUNDRY NAIL WOR DIAPHRAGM 3x4 FLAT BLOCKING OOF DIAPHRAGM 2x4 FLAT BLOCKING NOTES: 1. MINIMUM PLYWOOD DIMENSION IS 2'—O" 2. MAINTAIN CLEAR SPACES BETWEEN PLYWOOD EDGES AS REQUIRED BY MANUFACTURE. Jc TYPICAL HORIZONTAL PLYWOOD DIAPHRAGM 1 Z. .0 3/8" TOOLED OR. MASONITE . IL,-1LL W/JT SEALER I- ... ..d..... 1/2" DIAx24" SMOOTH DWLS @ C. L. OF JOINT @ 24" 0. C. GREASE 1/2 OF DOWEL CONSTRUCT/ON JO/NT CONCRETE WEAKENED PLANE JO/NT SLAB JOINTS (21/2" MIN.) 4 BAR 0/A. E Y-R=2xBAR A7 R=6xBAR DIA FOR 13 TO #8 BARS STIRRUPS & TIES R=8xBAR 0/A FOR #9 TO #11 BARS 15 & SMALLER MAIN BARS STANDARD REINFORCING HOOKS An !)IA I AD 4. LAP 1/N. TYP. / STD. HOOK _ *J L SINGLE CURTAIN INTERSECTIONS FOOTINGS HOOK CORNER BARS SAME SIZE & SPACING A HORIZ REINFORCING DOUBLE CURTAIN TYPICAL REINFORCING ) Baird Engineering Project Title: 4939 Garfield St. Engineer: La Mesa, California 91941 Project ID: 619-818-5061 cell Project Descr: waltbaird@cox.net 1'2! 91T6 Pnnted: 13 AUG 2018. 147PM Wood Beam. File CUsers1WALTBA-IlDocUME-1NER-11205 StrMfard (n)cSamantha.eciT1 - Sofrarecoovñaht ENERC.lCr1983.18. Build:IO.18.7.31 . I Description: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi Load Combination IBC 2012 Fb - 3,100.0 psi Fc - PrIl 3,000.0 psi Wood Species CBBoise ascad \ Fc - Perp 750.0 psi Wood Grade Lam 2.0 3100 West) Fv 285.0 psi Ft 1,950.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend -xx 1,036.83ksi Density 41 .750 pcf 0(0.12) Lr(0.16) 3.5x14 Span = 21.0 ft led Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Uniform Load: D =0.120, Li = 0.160, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb:Actual FB : Allowable = Load Combination Location of maximum on span = Span ft where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.447 I Maximum Shear Stress Ratio 3.5x14 Section used for this span 1,702.20 psi fv : Actual 3,809.119psi Fv : Allowable 4D4r4H Load Combination 10.500ft Location of maximum on span Span #1 Span # where maximum occurs 0.440 in Ratio = 572 >=360 0.000 in Ratio = 0 <360 0.809 in Ratio = 311 >=180 0.000 in Ratio = 0080 -)P-inn C = 0.236:1 3.5x14 = 84.21 psi = 356.25 psi O+ts+H = 0.000 ft = Span #1 Overall _Maximum _Deflections Load Combination Span Max. - Deft Location in Span Load Combination s04Lr9H 1 0.8090 10.577 Maximum Deflections for Load Combinations - Max. + Deft Location In Span 0.0000 0.000 Load Combination Span 40411 1 4041411 1 40+Lr.H 1 40+S+H 1 40+0J50Lr40.750L411 1 40'0.750L90.750S*H 1 +0.0.6OW.H 1 Max. Downward Deft Location in Span 0.3690 in 10.577 ft 0.3690 in 10.577 ft 0.8090 in 10.577 ft 0.3690 in 10.577 ft 0.6990 in 10.577 ft 0.3690 in 10.577 ft 0.3690 In 10.577 ft Max. Upward Deft Location in Span 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 it 0.0000 in 0.000 ft 0.0000 In 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft Baird Engineering Project Title: 4939 Garfield St. La Mesa, California 91941 619-818-5061 call En9ineer: Project ID: Project Descr: V. Ze) waltbaird@cox.net Printed: .13 AUG 2018. .1 47PM I Wood.ieam File C:Usas%WALTBA-1IDOCUME-1lENERCA-1t1205StsaIthrd (Longn)(Sarnaitha).ec6. Software espyright ENERCAIC. INC. 1983-2018, Build:10.18.7.31 - I ILid. tA'EhI.1I IJf11 Description: LRB4 Maximum Deflections for Load Càmbinations Load Combination Span Max. Downward Deft Location in Span Max. Upward Deft Location in Span 404.70E4H 1 0.3690 In 10.577 it 0.0000 in 0.000 it +040.750Lr40.750140.450W41-1 1 0.6990 in 10.577 ft 0.0000 In 0.000 ft 4040.750140.750S40.450W#1 1 0.3690 in 10.577 it . 0.0000 In 0.000 ft 4040.750L40.750S40.5250E4H 1 0.3690 in 10.577 it 0.0000 in 0.000 ft 40.60040.60W40.60H 1 0.2214 in 10.577 ft 0.0000 in 0.000 ft 40.60D40.70E'0.60H 1 0.2214 in 10.577 It 0.0000 in 0.000 ft D Only 1 0.3690 in 10.577 it 0.0000 in - 0.000 It LrOnly 1 0.4400 in 10.577 ft 0.0000 in 0.000 it Vertical Reactions - - Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 éWiJ - - 3.O89-3.08T-Overall MiNimum 1.680 1.680 40411 1.409 1.409 4041411 1.409 1.409 +041r*I 3.089 3.089 1.409 1.409 .040.750LN0.7501.411 2.669 2.669 4040.750L40.750S#1 1.409 1.409 s0.0.60W411 1.409 1.409 4040.70E-.H 1.409 1.409 4040.750Lr40.7501.90.450W411 2.669 2.669 s040.750L40.750540.450W41 1.409 1.409 -1090.750L40.7505-.0.5250E*l 1.409 1.409 .0.600.0.60W.0.60H 0.846 0.846 40.60D40.70E40.60H 0.846 0.846 D Only 1.409 1.409 LrOnly 1.680 1.680 LOnly S Only WOnly EOnly H Only RECEIVED #.. LUW OJUL 0 9 2018 I OF CARLS 3Acar1 sbad 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 No. & Name: Plan Check No.: CBR2018-1535 Project Address: 1207 STRATFORD LN Assessor's Parcel No.: 1561643200 Project Applicant: TRUST HENDRICKS FAMILY TRUST 05-04-05 (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 640 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/27/2018 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. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 E1 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) FON 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 Official: Title (ç:' Date: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: 3 6225 EL CAMINU REAl. CARLSBAD, CA 92009 Building Division 1635 Faraday Avenue I_ Carlsbad, CA92008 I_760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov