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HomeMy WebLinkAbout1394 MAGNOLIA AVE; ; CBR2018-3252; PermitBuilding Permit Finaled (7cit y of Carlsbad Print Date: 04/29/2020 Job Address: 1394 Magnolia Ave Permit Type: BLDG-Residential Parcel No: Valuation: $405,577.96 Occupancy Group: # Dwelling Units: Bedrooms: Residential Permit Work Class: Addition Lot #: Reference #: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Permit No: CBR2018-3252 Status: Closed - Finaled Applied: 11/21/2018 Issued: 03/27/2019 PermitFinal Close Out: Inspector: PBurn Final Inspection: 04/29/2020 Project Title: Description: SNYDER: PARITAL DEMO OF 1,057SF/i 1,342 SF ADDITION 1/ 1,870 SF REMODEL// 568 SF PATIO// 1,186 SF DECK// 576 SF NEW GARAGE //330 SF CARPORT & 2 FIREPLACES Applicant: Owner: Co-Applicant: SAM KOOB COOWNER TORIN AND BRE1T SNYDER M• D M BUILDERS 8400 Miramar Rd, Suite 208-219 1394 Magnolia Ave SAN DIEGO, CA 92126-6330 Carlsbad, CA 92008-2545 5798 Honors Dr 858-345-7597 San Diego, CA 92122-4140 858-6996634 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $1,712.30 BUILDING PLAN CHECK FEE (BLDG) $1,109.15 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $17.00 STRONG MOTION-RESIDENTIAL $52.73 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $58.00 Total Fees: $3,710.18 Total Payments To Date: $3,710.18 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 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 RESIDENTIAL __________ Plan Check (City of BUILDING PERMIT ___ 'f,'cT77 ___ .9t, Est. Value /6 Carlsbad APPLICATION PC Deposit B-I Date Job Address 'IS 6M k&J2L-j'1 IRV. Suite:APN: 5-__2. - - — 02. CT/Project #: Lot #: Fire Sprinklers: yes Air Conditioning: jY no BRIEF DESCRIPTION OF WORK: A a*1Iii.4-c' I7w p- .f Addition/New: _____________Living SF, Deck SF, I _ 5&& _Garage SF, _Garage SF 330 .sr rp Is this to create an Accessory Dwelling Unit? Yes New Fireplace?il No, if yes how many? 2 LZ Remodel: jgqoSF of affected area Is the area a conversion or change of use? Yes /, IJ Pool/Spa: SF Additional Gas or Electrical Features? D Solar: _______ KW, Modules, Mounted: Roof / Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel,Upgrade: Yes! No LI Reroof: LII Plumbing/Mechanical/Electrical Only: El Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: 'A(M_1hZ5:? Name: 'i Su4c'e Address: 22.fs*.ti '/. Address: 1111 TAeA Wk-f City: r$i_Oo 1_ State:44 £Zip: 41/6!5o city: City: 'Ci&State: C Zip: '2-"'2-"29-"7g Phone: 9 — Phone: (r7/.tO) Ale'- 4504 Email:çCA4,I.-t (C67 di _9k1Jf. Email: r cs-i. c ,ita1 1. I I DESIGN PROFESSIONAL Name: Wi_es441_ C wz-. Address: 2e.as&s-zs 7/. City: 6*14 State: —(A—Zip: 4'2 //0 Phone: 4S - Email: Architect State License: CONTRACTOR BUSINESS Name: IMAM 13 Address: 5 -716 J City: A1-_tt (.O Phone: Email: VVVAItKWJ State License: 8'170 Bus. License:___________ (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/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-i Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: ci I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. ci I have and will maintain worker's 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 inupce c,rriçrjnpolicy number are: Insurance Company Name: V1ZT tJL't-tO#_)4jL. PolicyNo.7OOOIYOf.5t!1 Expiration Date: ?- 2b 2) O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: LJAGENT DATE: -12o(9 (OPTION B): OWNER-BUILDER DECLARATION'.. I hereby affirm that lam exempt from Contractor's License Law for the following reason: ci 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 LicenseLaw 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). ci I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section __Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. ci Yes ci No 2.1 (have/ have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone/ contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address/ phone / contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? ci Yes ci No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ci Yes ci No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? ci Yes ci 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of I (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: 4141 1 JZr1 DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarIsbadca.gov B-I Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 11/21/2018 Owner: COOWNER TORIN AND BRETT SNYDER Work Class: Addition Issue Date: 03/27/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/01/2020 Address: 1394 MAGNOLIA AVE IVR Number: 15609 CARLSBAD, CA 92008-2545 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 0412912020' 04/29/2020 BLDG-Final Inspection 125975-2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, April 29, 2020 Page 4 of 4 Permit Type: BLDG-Residential Application Date: 11/21/2018 Owner: COOWNER TORIN AND BRETT SNYDER Work Class: Addition Issue Date: 03/27/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/01/2020 Address: 1394 MAGNOLIA AVE IVR Number: 15609 CARLSBAD, CA 92008-2545 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-33 Service 119005-2020 Failed Chris Renfro Reinspection Incomplete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Cannot verify UFER ground, ground wire No going to hold down anchor bolt. 0212812020 0212812020 BLDG-21 120793.2020 Failed Luke Storno Reinspection Incomplete UndergroundlUndertlo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground gas pressure test for gas No shows 0 psi, add pressure at 10 psi for 15 minutes. BLDG-33 Service 120791-2020 Failed Luke Storno Reinspection Incomplete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Cannot verify UFER ground, ground wire No going to hold down anchor bolt. BLDG-Electric Meter 120792.2020 Failed Luke Storno Reinspection Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No SDG&E work order No GEC tied to building hold downdown.?.? 0310512020 03/0512020 BLDG-33 Service 121230.2020 Passed Peter Drelbelbis Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Cannot verify UFER ground, ground wire No going to hold down anchor bolt. 0411512020 04115/2020 BLDG-Gas Meter 124758.2020 Failed Paul Burnette Reinspection Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04116I2020 04116/2020 BLDG-Gas Meter 124903-2020 Passed Paul Burnotte Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/22/2020 04/2212020 BLDG-Final Inspection 125345.2020 Failed Paul Burnette Reinspection Incomplete Wednesday, April 29, 2020 Page 3 of 4 Permit Type: BLDG-Residential Application Date: 11/21/2018 Owner: COOWNER TORIN AND BRETT SNYDER Work Class: Addition Issue Date: 03/27/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/01/2020 Address: 1394 MAGNOLIA AVE IVR Number: 15609 CARLSBAD, CA 92008-2545 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-15 RooflReRoof 103997.2019 Cancelled Peter Drelbelbls Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/2412019 10/24/2019 BLDG-15 RooflReRoof 108709-2019 Passed Paul Burnette Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/2912019 10129/2019 BLDG-13 Shear 109177.2019 Passed Paul Burnette Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/2712019 11/2712019 BLDG,84 Rough 112103.2019 Passed Paul Burnette Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 12/10/2019 12/10I2019 BLDG-16 Insulation 113144.2019 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 1211812019 12/18/2019 BLDG-17 Interior 114094.2019 Passed Paul Burnette Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/11/2020 02111/2020 BLDG-21 119006.2020 Failed Chris Renfro Reinspection Incomplete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground gas pressure test for gas No shows 0 psi, add pressure at 10 psi for 15 minutes. Wednesday, April 29, 2020 Page 2 of 4 Building Permit Inspection History Finaled (7cit y of Carlsbad Permit Type: BLDG-Residential Application Date: 11/21/2018 Owner: COOWNER TORIN AND BRETT SNYDER Work Class: Addition Issue Date: 03/27/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/01/2020 Address: 1394 MAGNOLIA AVE CARLSBAD, CA 92008-2545 IVR Number: 15609 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03/2812019 0312812019 BLDG-SW-Pre-Con 087200-2019 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/03/2019 0510312019 BLDG-11 090742.2019 Partial Pass Paul Burnette Reinspection Incomplete Foundation/FtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/14/2019 05/1412019 BLDG-11 091726-2019 Passed Paul Burnette Complete FoundatlonlFtg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/2412019 05124/2019 BLDG-11 092810-2019 Passed Andy Krogh Complete FoundationlFtglPlers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Garage footings and deck pier footings ( Yes 8'xl11 pier footing change from GSI) 0711012019 07/1012019 BLDG-14 097021-2019 Failed Paul Burnette Reinspection Incomplete FramelSteel/BoltlnglWe Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency. No 09103/2019 09/03/2019 BLDG-13 Shear 102749-2019 Cancelled Paul York Reinspection Incomplete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-IS RooflReRoof 102750.2019 Cancelled Paul York Reinspection incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 09/13/2019 09/13/2019 BLDG-I3 Shear 103996-2019 Partial Pass Peter Drelbelbis Reinspection Incomplete Panels/HD (ok to wrap) Wednesday, April 29, 2020 Page 1 of 4 B-45 Page 1 of 1 Rev. 08/11 City of Carlsbad CBR2018-3252 12/07/2018 CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work.being. performed requires special inspection, structuralobservation and construction material testing.. 'rojectipermit:C 5 R9b I Z5? Project Address: Y i/l yss% ,i4' 7!O THtSSECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder D. (If you checked as owner-builder you must.also complete Section B of this agreement.) -. Name: (Please (First) (MI) Mailing Address: .,' /729 y, ?., .. ii s, el 92" 7 Email Phone: lam: UProperty Owner U Property Owners Agent of Record UArchitect.of Record UEngineer of Record State. of California Registration Number Expiration AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted o he ap ye plans and, as required by the California Building Code. Signature: - A? Date:. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Oh 17, Section 1706). This section must be completed by the contractor / builder! owner-builder. Contractor's Company Name: LA'l.. )D viA.. 13 'J l t-I1 Please check if you are Owner-Builder C) Name: (Please print) t,ii4'Art*C (First) (ML) (Last) Mailing Address:_61 k _t.-t0 (!,f'-St) t-i V G -Sc Email: _ t hone_2&-&?3'/ State of California Contractor's License Number: _(730 Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in place procedures for exercising control within our (the contractors) organization for the method and frequency of reporting and the distribution of the reports and I certify that I will have a qualified person within our (the contractor s) organization to exercise such control i"2'i '?.7 L/, y) , - - Structural Inspections LLC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 El Cajon, CA 92021 Cell: (619) 770-9559 • Fax (619) 588-5955 Inspection Report Project Name: 1) E?2 Project Address: / 3 IY IM i A ej Architect fll't 5 Engineer: Contractor: Page: of Report Permit •' A 'Z 2 32 52- File #-. DSA #: Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel H.S. Bolts H.S. Bolts Plans/Specs Masonry Prisms - Conc. PSI _L Clearances Concrete Mortar/Grout - Grout PSI Positions Fireproofing Conc. Cylinders - Mortar PSI .. Sizes Epoxy - Fireproof Steel '9' Laps Other: €C h$L Other: Elect/Wire - Consolidation Other: A f Other: - Fireproof __. Torque FtLbs: - Other: - Other: - Other: - Other: Other: Other: Other: Other: Afi i— 7(4 I I F y 7X A 4 , 77 )4f/y ii o-i- CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. I hereby certify that I have observed to the best of my knowledge all of the above reported work unless otherwise noted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. _________ / I Inspector: MARIO BATFAGLIA Cert: 350 Signature Date lnsp Date Day I Day 2 Day 3 Day 4 ::.D 5: % Time Start. Time Stop: Approved By: Project Superintendent Inspection Report. Project Name: .CUI1O)( [1Q ProjectAddress: 154 Architect 5y,) NJ Engineer: A rn C C.;) DSA \ Contractor: M Page: 1 of Report # Permit #: Cl Zct 3Z.5 File DSA Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel , - - H.S.Bolts - - H.S. Bolts _'Conc. PSI Plans/Specs Masonry - Prisms ._Clearances V. Concrete Mortar/Grout . Grout PSI . .._±,Positions Fireproofing . Conc. Cylinders '1 Mortar PSI Epoxy Fireproof - Steel Laps Other: - Other: . Elect/Wire Consolidation Other: - Other: Fireproof Torque Ft. Lbs: Other: Other: . - Other. - Other: Other: Other: Other: . Other: a, COCA k Corsn\ >xor\ .oc C.' ri (A\, \.. )•• ç rO_ CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicible sections f of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. -, I hereby certify that I have observed to the best of my knowledge all of the above reported work unless otherwise noted. I have found this work to. ! comply with the approved plans, specifications, and applicable sections of the governing building laws. Inspector: GIANNI BATTAGLIA Cert: 1323 5 Approved By: Project Superintendent .. . . . Structural Inspections LLC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 El Cajon, CA 92021 Cell: (619) 770-9559 • Fax (619) 588-5955 Inspection Report Project Name: ..dV/)C,2 ProjectAddress: / 43 ffl, . #.._ . Architect: #01c- Engineer: ' C- Contractor: P 13 M Page: of Report Permit *P '2 / 7 g2. File DSA #: Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST - Structural Steel H.S. Bolts H.S. Bolts •........ Plans/Specs Masonry - Prisms Conc. PSI . Clearances Concrete - Mortar/Grout Grout PSI Positions - Fireproofing Conc. Cylinders - Mortar PSI Sizes Epoxy - Fireproof ... Steel 4 f Laps Other: 0P4 hrn2. Other: Elect ./Wire Consolidation Other: ,il Other: - Fireproof Torque Ft. Lbs: - Other: ir'.,s Other: - Other: Other: - Other: Other: Other: Other: 27ç6 L-Tz') ci rI/d? S7i f/ fi •.- ,cc)f,\ c. .2- r ,ic7 T-.'--s I, I / 712 h/Py/ '?fzVii). 7j /1,' rttvi 7 14ti,I ø ,,tS' i•,' ;ry t",i r P, • (,) '.j r—.—/.y1 _V. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. I hereby certify that I have observed to the best of my knowledge all of the above reported work unless otherwise noted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. Inspector:MARIO BATFAGLIA Cert:350 Signature Date lnsp Date Day I Day 2 Day 3 D ay 4 Day 5 Time Start Time Stop Approved By: Project Superintendent DAN HUFF INSPECTIONS 'T 2064 Meadowlark Ranch Circle (858) 583-3959 San Marcos, CA 92078 JOB NO. DATE CERTIFIED INSPECTOR'S DAILY REPORT /t9 /42S /201 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE.SPECIAL INSPECTOR OF 0 REINFORCED CONCRETE 0 STRUCT STEELASSEMBLY 0 SPRAY-APPLIED FIREPROOFING 0 PRE-STRESSED CONCRETE 0 EPDXY 0 OTHER_____________ 0 REINFORCED MASONRY )WOOD FRAME JOB ADDRESS/p ? 1",'A/0L 14 A 2/P LLI 8icL. CA owN 7 ,fxe BUILDING ,l ' PERMIT NUMBER DESCRIBE MATERIAL I Dfr' I A A 'f Y/'w j ARCHITECT !rkl 7 ENGINEER 1' .1- lCd M'/QiLf GENERALCONTRACTO All , ,9 DETAILED REPORT LOCATION OF WORK INSPECTED,TEST SAMPLESTAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC OF WORK INSPECTED INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED. NUMBER, TYPE AND IDENT. NO'S OF TEST SAMPLES TAKEN, STRUCT. CONNECTIONS (WELDS MDE, H.T. BOLTS TORQUED) CHECKED; ETC 1"4- ø 64I.1 I 44 9 7 fi7i' fit' 0ft? A6 L.O LLM/J . JLc ñM cc ,t491 9'6 Aan y ,4i1 ci low tE/l(IA1f ,1 /1/ /L/M~' '(F#4 Atiiv,ut -r / ..-' - . . -•• .- I. ç, -,-- VA4ffh' ,31,Oi/2 J/L1f 1)ADD 02&J (cb'J ',v1) JL/ wcEoc 9) ADD 2 7?V Al W/ D ,,i i,vf & i mA ,104iQ - - —INSPECTOR (PRINT OR TYPE) 4Q/ jYLI/7 '• SIGNATURE: DATE SIGNED: //I24/5ER'TITE NO;_.760',/00c6Xf CERTIFICATION OF COMPLIANCE: to the best of 66r knowledge, all of the reported work, unless otherwise noted, sustantially complies with approved plans, specifications, and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering pin Ion or project control. EsGil A SAFEbuilICompariy DATE: 03/05/2019 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2018-3252 SET: III.r PROJECT ADDRESS: 1394 Magnolia Ave. PROJECT NAME: Magnolia Addition and Remodel LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. See below. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI 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. LI 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. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacte . Email: Mail Telephone Fax In person REMAW Correction list was addressed by designer via email. Prior to final approval at jhe-Gityi15, Pave designer sign sheets A6.1 and A6.2 Verify special inspection (areenIent4ias been received. T v9' By: Ryan Murphy Enclosures: EsGil 03/05/2019 (Soils letter emailed) 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576 EsGil A SAFEbuittCompany DATE: 03101/2019 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2018-3252 SET: III PROJECT ADDRESS: 1394 Magnolia Ave. PROJECT NAME: Magnolia Addition and Remodel F-1 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: Sam Koob 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: Sam Telephone #: (858) 345-7597 Date contacted: (by: ) Email: samSK7designstudios.com Mail Telephone Fax In Person F-1 REMARKS: By: Ryan Murphy Enclosures: EsGil 02/22/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2018-3252 03/01/2019 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. 2. The current set is missing the designer's signature on all structural sheets. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). The current set is missing signatures on sheets C1.1, C1.2, and ASI .1. Also, sheets A6.1 and A6.2 were missing from this set. Additionally, please add shetes T.3, SP.1, and SP.2 to the sheet index. Have designer sign sheets A6.1 and A6.2. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). The Engineer of Record's seal and signature to be reverified. Seal and signatures will be reverified. CONCRETE AND MASONRY 18. Show height and construction details of all masonry or concrete retaining walls. Section R404. What is supporting Specify all retaining wall locations on sheet C1. 1 and provide construction details for them. Response indicated you are not proposing any retaining walls, yet, analysis was provided for a 3.5' retaining wall and the addendum from the soils engineer is for site retaining walls and the restrained wall. If you are proposing retaining walls call them out on the site plan and detail them. City of Carlsbad CBR2018-3252 03/01/2019 Additionally: Add the recommended waterproofing design from the soil engineer's addendum to details 12 and 18/SD-1 for clarity in the field. FOUNDATION REQUIREMENTS 21. 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). Please provide letter from soils engineer confirming that the foundation plan, grading plan, and specifications have been reviewed and that is has been determined that recommendations in the soils report are properly incorporated into the construction documents. Letter received was for proposed site retaining wall. Provide 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. END OF REVIEW . Note to the City: Verify receipt of Special Inspection Agreement. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No L3 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ryan Murphy at EsGil. Thank you. I V EsGil A SAFEbuILtCompany DATE: 01/08/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2018-3252 PROJECT ADDRESS: 1394 Magnolia Ave. SET: II U APPLICANT U JURIS. PROJECT NAME: Magnolia Addition and Remodel 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: Sam Koob 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: Sam Telephone #: (858) 345-7597 Date contacted: (by: ) Email: samSK7designstudios.com Mail Telephone Fax In Person LI REMARKS: By: Ryan Murphy Enclosures: EsGil 12/31/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2018-3252 01108/2018 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. 2. The current set is missing the designer's signature on all structural sheets. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). The current set is missing signatures on sheets CI.1, CI.2, and ASI.1. Also, sheets A6.1 and A6.2 were missing from this set Additionally, please add shetes T.3, SPA, and SP.2 to the sheet index. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). The Engineer of Record's seal and signature to be reverified. Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Section R106.2. FIRE PROTECTION Show locations of permanently wired smoke alarms with battery backup, per Section R314: Inside each bedroom. Outside each separate sleeping area in the immediate vicinity of the bedrooms. Please show smoke alarm outside of guest bedroom. City of Carlsbad CBR2018-3252 01108/2018 On each story, including basements. Show a smoke alarm at the basement level. Such smoke alarm locations shall comply with the following: I) They shall be not less than 3' from the door opening of a bathroom. Revise smoke alarm location at guest bathroom entrance. EXITS, STAIRWAYS, AND RAILINGS 8. Please provide more information on detail 3/A5.2. Guards (Section R312): a) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. No structural response received, detail 31A5.2 needs to show more information for connection at base. ROOF/DECK II. Specify on the plans the following information for the roof materials, per Section RI 06.1.1: Manufacturer's name, product name, and application to achieve Class A fire rating and "cool roof' specification. Provide roof assembly details to meet UL790 Class A requirements (noncombustible sheathing requires protection, per manufacturer, please see: hftDs://www.berridae.com/resources/ul-790-class-a-assemblies/ ICC approval number, or equal. GARAGE 15. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20- minute assembly, for openings between garage and dwelling. Section R302.5.1. Sheet A6.1 and A6.2 were missing from this submittal. CONCRETE AND MASONRY Show height and construction details of all masonry or concrete walls. Sections R606 and R61 I. Response indicated that here are no free-standing masonry or concrete walls. Please clarify the block walls shown the C1.1 are retaining walls? Provide construction details for proposed walls. Show height and construction details of all masonry or concrete retaining walls. Section R404. What is supporting Specify all retaining wall locations on sheet Cl.l and provide construction details for them. FOUNDATION REQUIREMENTS 21. 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 City of Carlsbad CBR2018-3252 01/08/2018 incorporated into the construction documents (when required by the soil report). Please provide letter from soils engineer confirming that the foundation plan, grading plan, and specifications have been reviewed and that is has been determined that recommendations in the soils report are properly incorporated into the construction documents. STRUCTURAL 26. The proposed deck framing, foundation/walls, and rear trellis(s) need to be included in the structural sheets and analysis. What is supporting stairs along line A? What is supporting proposed deck joists along line F? Please complete the deck framing/foundation plan. 28. Detail braced wall connections, including roof and floor diaphragms, to braced walls. Section R602.10.8. Update shear transfer details to include proposed deck framing. 32. Please callout the beam/header supporting the entry porch roof rafters along line K on sheet S2 and add pad footings to the foundation plan. Provide a foundation level detail for post to slab at line K (20ISD-2 is roof level). 36. The City of Carlsbad requires their Special Inspection Agreement be filled out. Please fill out and return the form at the end of this list to the City. To be verified with the City. MECHANICAL 41. Please show compliance with the following at proposed dryer location: CMC Section 504.4.1, Provisions for Makeup Air. Makeup air shall be provided in accordance with the following: a) Makeup air shall be provided for Type I clothes dryers in accordance with the manufacturer's instructions. [NFPA 54: 10.4.3.1]. Where a closet is designed for the installation of a clothes dryer, an opening of not less than 100 square inches (0.065 m2) for makeup air shall be provided in the door or by other approved means. Sheet A6.1 is missing from this submittal. ELECTRICAL 45. Show on the plan the amperage of the electrical service (mm. 100-A) and the location of any sub-panels. Submit a single line diagram, panel schedules, and provide service load calculations. Per CEC, electrical panels may not be installed in clothes closets. Also, how can the subpanel be existing? (new 2nd story). Please revise plans. END OF REVIEW City of Carlsbad CBR2018-3252 01/08/2018 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No 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. EsGil A SAFEbuilttompany DATE: 12/07/2018 O APPLICANT o JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2018-3252 SET: I PROJECT ADDRESS: 1394 Magnolia Ave. PROJECT NAME: Magnolia Addition and Remodel 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: Sam Koob 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: Sam Telephone #: (858) 345-7597 Date contacted: (by: ) Email: samSK7designstudios.com Mail Telephone Fax In Person REMARKS: By: Ryan Murphy Enclosures: EsGil 11/29/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2018-3252 12/07/2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2018-3252 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1394 Magnolia Ave. FLOOR AREA: Demo: 1057 sq. ft. Remodel: 1870 2nd Story Addition: 1342 New total: 3212 sq. ft. Proposed Garage: 576 sq. ft. Deck: 1186 sq. ft. Patio Cover: 568 sq. ft. Carport: 330 sq. ft. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 11/21/2018 DATE INITIAL PLAN REVIEW COMPLETED: 12/07/2018 STORIES: 2 HEIGHT: -30' DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/29/2018 PLAN REVIEWER: Ryan Murphy FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed,, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBR2018-3252 12/07/2018 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2018-3252 PREPARED BY: Ryan Murphy DATE: 12/07/2018 BUILDING ADDRESS: 1394 Magnolia Ave. BUILDING OCCUPANCY: R-3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Demolition 1057 6.16 6,511 Remodel 1870 46.51 86,974 2nd Story Additlo 1342 169.50 227,469 Detached Garage 576 36.98 21,300 Deck 1186 20.03 23,756 Patio Cover 568 12.33 7,003 Carport 330 26.20 8,646 Air Conditioning Fire Sprinklers TOTAL VALUE 381,659 Jurisdiction Code cb JBy Ordinance 11997 (JBC Building Permit Fee [j 1997 UBC Plan Check Fee Type of Review: 117 Complete Review r Repetitive Fee r Other Repeats Hourly r L EsGil Fee r Structural Only I $992.571 Comments: Sheet 1 of 1 City of Carlsbad CBR2018-3252 12/07/2018 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. Indicate on the Title Sheet of the name of the person responsible for the preparation of the plans. Section R106.1.1. The current set is missing the designer's signature on all structural sheets. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). The Engineer of Record's seal and signature to be reverified. Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Section R106.2. FIRE PROTECTION Show locations of permanently wired smoke alarms with battery backup, per Section R314: Inside each bedroom. Outside each separate sleeping area in the immediate vicinity of the bedrooms. On each story, including basements. Such smoke alarm locations shall comply with the following: They shall be not less than 3' from the door opening of a bathroom. They shall be at least 20' from a cooking appliance. City of Carlsbad CBR2018-3252 12/07/2018 They shall be at least 3' from supply registers of heating/cooling systems. They shall be at least 3' from the tip of the blade of a ceiling- mounted fan. NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 6. In existing buildings, when alterations, repairs or additions requiring a permit occur (or when one or more sleeping rooms are added), the dwelling unit shall be provided with smoke and carbon monoxide alarms located as required for new dwellings; the smoke/carbon monoxide alarms shall be interconnected and hard wired. Exception: Smoke/carbon monoxide alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section R314.8.1 and R315.2. 7. Please add proposed Carport square footage to the project info area tabulation on sheet C1.1. EXITS, STAIRWAYS, AND RAILINGS 8. Please provide more information on detail 3/A5.2. Guards (Section R312): a) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 9. Show compliance with the following at all stairs on the plans: Handrails (Section R311.7.8): Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1-% inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-% inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. 10. The walls and soffits of the enclosed usable space under stairs shall be protected on the enclosed side with Winch gypsum board. Section R302.7. City of Carlsbad, CBR2018-3252 12107/2018 ROOF/DECK II. Specify on the plans the following information for the roof materials, per Section RI 06.1.1: Manufacturer's name, product name, and application to achieve Class A fire rating and "cool roof' specification. ICC approval number, or equal. 12. Specify on the plans the following information for the deck surfacing materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 13. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to ¼" maximum openings. Section R806.1. GARAGE 14. The garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side (at walls). The breezeway shall be considered as a part of the residence. Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. 15. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20- minute assembly, for openings between garage and dwelling. Section R302.5.I. CONCRETE AND MASONRY 16. Please provide manufacturer information for proposed brick veneer. If proposing anchorage, provide detailing on the plans to show veneer attachment to the stud walls, in accordance with the provisions of Section R703.8. 17. Show height and construction details of all masonry or concrete walls. Sections R606 and R611. 18. Show height and construction details of all masonry or concrete retaining walls. Section R404. FOUNDATION REQUIREMENTS 19. 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. 20. If applicable: The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting City of Carlsbad CBR2018-3252 12107/2018 a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 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). Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills. Section R403.1.7. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. Show minimum underfloor access of 16" x 24". Section R408.4. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. STRUCTURAL The proposed deck framing, foundation/walls, and rear trellis(s) need to be included in the structural sheets and analysis. Decks shaIll be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. Detail braced wall connections, including roof and floor diaphragms, to braced walls. Section R602.10.8. The slope of proposed roof is 12:12. Please increase dead load in analysis of supporting roof members to reflect conditions. The roof framing at master bath is not clear. RB-I was analyzed with a tributary area of 6.5'. Please provide a framing section through the master bath clarifying load path of rafters to bathroom walls and supporting framing beneath. Call out the posts supporting RB-I 6 on the floor framing plan (FB6 and FBI 5?). Please callout the beam/header supporting the entry porch roof rafters along line K on sheet S2 and add pad footings to the foundation plan. City of Carlsbad CBR2018-3252 12/07/2018 33. Please add A35 or equivalent at blocking to detail 6/SD-2. 34. What is supporting the proposed FAU above the master walk-in-closet? Please call out the ceiling joists on the framing plan. 35. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2) Expansion anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. Structural wood. Periodic special inspection should be provided for nailing 5 4" o.c. Sections 1705.11 and 1705.12. 36. The City of Carlsbad requires their Special Inspection Agreement be filled out. Please fill out and return the form at the end of this list to the City. 37. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. MECHANICAL 38. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 39. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CIVIC Section 304.1. 40. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 304.4.4 41. Please show compliance with the following at proposed dryer location: CIVIC Section 504.4.1, Provisions for Makeup Air. Makeup air shall be provided in accordance with the following: Makeup air shall be provided for Type I clothes dryers in accordance with the manufacturer's instructions. [NFPA 54: 10.4.3.1]. Where a closet is designed for the installation of a clothes dryer, an opening of not less than 100 square inches (0.065 m2) for makeup air shall be provided in the door or by other approved means. Provision for makeup air shall be provided for Type 2 clothes dryers, with a free area of not less than I square inch (0.0006 m2) for each 1000 British thermal units per hour (Btu/h) (0.293 k W) total input rating of the dryer(s) installed. [NFPA54:10.4.3.2]. 42. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the City of Carlsbad CBR2018-3252 12/07/2018 dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.4.2. 43. Specify on the plans the following information for the fireplace(s): Manufacturer's name/model number and ICC approval number, or equal. Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CIVIC Section 802.5.4. Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9. Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section CRCI004.3. 44. Openable windows shall be located a minimum of 10' from any plumbing vents, chimneys, etc. Section R303.5. ELECTRICAL 45. Show on the plan the amperage of the electrical service (mm. 100-A) and the location of any sub-panels. Submit a single line diagram, panel schedules, and provide service load calculations. PLUMBING 46. There are two instantaneous water heaters which were included in the T24 energy design documentation. Please show water heaters' size (ist hour rating), type, and location on plans. 47. 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). 48. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Plumbing Code". 49. Please provide a plumbing/venting diagram for island sink. 50. Please update plumbing notes 30,31, and 41 on sheet T.2 and notes I and 2 on sheet E1.2. 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. City of Carlsbad CBR2018-3252 12/07/2018 RESIDENTIAL GREEN BUILDING STANDARDS Please update the Green Building Code requirements on sheet C1.1.: Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. 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. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path. 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 Metering faucets 0.25 gallons per cycle . Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Note on the plans that landscape irrigation water use shall have weather or soil based controllers. CGC Section 4.304.1. City of Carlsbad CBR2018-3252 12/07/2018 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. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. Note on the plans that the gas fireplace(s) shall be a direct-vent sealed- combustion type. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC Section 4.503.1. 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, 4504.3 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 concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. 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. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. 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 Please revise the T24 energy analysis to reflect the conditions shown (vaulted metal seam roof and existing tank-type water heater). City of Carlsbad CBR2018-3252 12/0712018 A complete energy plan check will be performed after completed and/or the corrected energy design has been provided. Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CFI R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." 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); W pipe (1" insulation); 1" to 1-W pipe (1-Y2" 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). If applicable, please note: 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. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2: 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. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 "Sone" (intermittent). Mandatory Mechanical design requirements: ES 150.0: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least (5) feet from the outlet of any dryer exhaust duct termination. City of Carlsbad CBR2018-3252 12/07/2018 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 L3 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. PROJECT: SNYDER RESIDENCE PROJECT ADDRESS: 1394 Magnolia Avenue Carlsbad, CA 92008 PROJECT NUMBER: 1812.2.18 DATE: February 14, 2019 RECFV FEB 1 9 2019 - L;' cLSBAo '-. - I't,';JQp,j City of Carlsbad Plan Check Number CBR20I8-3252 Addendum #1 to Original Calculations Dated November 19, 2018 New Guardrail Sheets HI-H3 New Retaining Wall Sheets RI-R8 o ESS, 'No. 62003 Tony RCE 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. Phone: 760.539.7979. Fax: 888.763.6575 wwwamcconsultinginc.com eAt325t. AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 Sari Marcos, CA 92078 Project Descr: t 760.539.7979 1. 888.763.6575 ______________ Th f82iiEc6 Multiple Simple Beam - - - ENERCALC. INC. 1983-2O17.Buad10,17.12.10.Ver6.1B.1.3I I Description: Guard Rail Wood Beam Design: guard rail - Calculations per NOS 2015, IBC 2015. CBC 2016, ASCE 7-10 LSAM size: 3x10, Sawn, Fully IJnbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density Fb - Compr 1000 psi Fc- Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Aonlied Loads Beam self weight calculated and added to loads Point: L=0.20k@2.50ft Design Summary Max fb/FbRatio = 0.0831 lb : Actual: 89.42 psi at 2.500 ft in Span # I Fb : Allowable: 1,080.46 psi Load Comb: +D+L+H Max fv/FvRatio = 0.039:1 3x10 fv: Actual : 7.05 psi at 4.233 ft in Span #1 - - - _Ojt .__ -4 Fv : Allowable: 180.00 psi Load Comb: +D+L+H MaiDflec ______iii 31.2 pcI Max Reactions (k) Q I. LE a W E it Transient Downward 0.003 in Total Downward 0.003 in Left Support 0.01 0.10 Ratio 9999>360 Ratio 9999 >240 Right Support 0.01 0.10 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 - LC: LC: 11 C AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San, Marcos, CA 92078 t 760.539.7979 f. 888.763.6575 Wood Column Project Title: Engineer: Project Descr: nyd Ser Residence AMC Project ID: 1812.2.18 Pdned: 17 JAW 2019. 9.39AM ENERCLO2O18t18lfl1-1.EC6' t7Jufd 1017.12.10. V.6 18.131 Description: Guard Post Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name End Fixities Top Free, Bottom Fixed Wood GradlnglManuf. Overall Column Height 3.50 It Wood Member Type (Ucd far non-slender ralr,jlMinnc 4x4 Graded Lumber Sawn .••-•. Wood Species Douglas Fir - Larch Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 1,000.0 psi Fv 180.0 Area 12.250 inA2 CforCv for Compression 1.150 lx 12.505 CforCvforTension 1.50 Fb- 1,000.0 psi Ft 675.0 psi ly 12.505mM CM: Wet Use Factor 1.0 Fc - PrIl 1,500.0 psi Density 31.20 P Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 AIDS 153.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis bucking = 3.50 it K = 2.1 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 3.50 it K = 2.1 Applied Loads - - Service loads entered. Load Factors will be applied for - calculations. Column self weight included: 9.290 lbs * Dead Load Factor BENDING LOADS.. - Lat. Point Load at 3.50 ft creating Mx-x, L 0.20k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.7844 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +o+L Top along V-V 0.0 k Bottom along V-V 0.20 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 lop along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections... At maximum location values are.. Along V-V 0.2312 in at 3.50 It above base Applied Axial 0.009290k for load combination: Applied Mx -0.70 -k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc : Allowable 705.06 psi f or load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1361 :1 Bending ComOffissicfl Iflfl2JQa Load Combination Location of max.above base 3.477 ft Applied Design Shear 24.490 psi Allowable Shear 180.0 psi Maximum Deflections for Load Combinations Load Combination - Max. X.X Deflection Distance Max. V-V Deflection Distance - - - - D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 4041. 0.0000 in 0.000 ft 0.231 in 3.500 It 4040.7501 0.0000 in 0.000 It 0.173 in 3.500 It 40.60D 0.0000 in 0.000 It 0.000 In 0.000 ft L Only 0.0000 in 0.000 It 0.229 in 3.477 It 218 East Grand Avenue, Suite 7 Escondido, CA 92025 760.747.8681 t 88& 763.6575 f mi1 www.amcconsultinginc.com Project Name Project Address Project Number lb t1 .1 Date 111. li JCAOA 'i too ' L fi-\ 'fcO s6)kl— PcC4*4 or ftJ.,J uss 1i' ci? 1'\*J IOA) f-s (o.i4t) t'4 ) se,00 At - .7— 1W- :. A4apcn (K.o\ f.. o.C.. By - - - - Sheet of 'Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 125.00 pd Soil Density, Toe = 0.00 pd FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in [Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 it - at Back of Wall Poisson's Ratio = 0.300 1Stem Construction I Bottom - Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Reber Size = # 5 Reber Spacing = 18.00 Reber Placed at = Center Design Data lb/FB+fa/Fa = 0.206 Total Force @ Section Service Level lbs = Strength Level lbs = 542.6 Moment....Actual Service Level ft-# = Strength Level ft-# = 732.4 Project Name!Number: 1812.2.18-any AMC Consulting, Inc. Title Snyder Residence Page: 1 310 Via Vera Cruz, Suite 204 Dsgnr: AMC Date: 16 JAN 2019 41 San Marcos, CA 92078 Description.... t. 760.539.7979 3'4" Ret. Wall f. 886.763.6575 This S in File: C:WACRETAINPRO20181812.2.18-snyder.RPX RetainPro (C) Iw-ZOIB. BuIld 11.18.12.04 License: KW46056854 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACl 530-13 License To: AMC CONSULTING, INC. LCritea Retained Height = 3.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [Surcharge Loads Surcharge Over Heel = 100.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used lbr Sliding & Overturning [Axial Load Applied to Stem j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary - Wall Stability Ratios Overturning = 1.51 OK Sliding = 2.05 OK Total Bearing Load = 1,521 lbs ...rosultant ccc. 7.98 in Soil Pressure @ Toe = 1.734 psf OK Soil Pressure Q Heal = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,428 psf ACI Factored © Heal = 0 psf Footing Shear @ Toe = 0.7 psi OK Footing Shear © Heel = 2.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 742.0 lbs less 67 % Passive Force = - 1,005.0 lbs less 100% Friction Force = - 514.6 lbs Added Force Req'd = 0.0 lbs 01< ....for 1.5 Stability = 0.0 lbs OK Load Factors - --- - - - - - - -- - Building Code IBC 2015,ACl Dead Load 1.200 Live Load 1.500 Earth,H 1.600 Wund,W 1.000 Seismic, E 1.000 Moment ..... Allowable = 3,531.0 Shear.....Actual Service Level psi = Strength Level psi = 11.3 Shear.....Allowable psi = 82.2 Met (Masonry) in2 = Reber Depth 'd' in = 4.00 Masonry Data I'm psi= Fs psi= Solid Grouting = Modular Ratio 'n' = Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Project Name/Number: 1812.2.18-sny AMC Consulting, Inc. Title Snydr Residence Page: 2 310 Via Vera Cruz, Suite 204 Dsgnr AMC Date: 16 JAN 2019 4 14 San Marcos, CA 92078 Description.... I t. 760.539.7979 3'-6 Rot. Wall CoIsIlLuluC f. 888.763.6575 This W511 in File: C:AMC\RETAlNPRO\2018\1812.2.18-snyder.RPX RetnPro (C) 1987.2015, Build 11.1512.04 License: KW.06056154 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: AMC CONSULTING, INC. Concrete Stem Rebar Area Details - Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.0442 in2/ft (4/3) * As: 0.0589 1n2/ft Min Stem T&S Relnf Area 0.672 1n2 200bd1fy : 200(12X4)I60000: 0.16 in2lft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2067 in2lft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in21ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths I [_Footing Design Results Toe Width = 1.33 ft TAR Hord Heel Width 117 Factored Pressure = 2,428 0 psf Total Footing Width = 2.50 Mu': Upward = 1,604 0 ft-# Footing Thickness = 24.00 in Mu': Downward = 385 132 ft-# Mu: Design = 1,220 132 ft-# Key Width = 12.00 in Key Depth = 12.00 in Actual 1-Way Shear = 0.66 1.99 psi Allow 1-Way Shear 40.00 40.00 psi Key Distance from Toe = 1.33 ft Toe Reinforcing = #5 @ 17.99 in ft = 2,500 psi Fy = 60.000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. AS % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req d: Mu < ph,*5*l mbda*sqrt(fc 5rn Heel: Not req'd: Mu 'C Key: Not req'd: Mu c phr5iambda*sqrt(fc)*Sm Min footing T&S reinf Area 1.30 1n2 Min footing T&S reinf Area per foot 0.52 1n2 it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 4.63 in #4@ 9.26 in #5@ 7.18 in #5@ 14.35 in #6@10.19in #6@20.37in [Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft - ff4 lbs ft ft4 Heel Active Pressure = 574.8 1.83 1,053.7 Soil Over Heel = 220.2 2.25 495.1 Surcharge over Heel = 167.2 2.75 459.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 0.67 Surcharge Over Toe = Total 7420 0 TM - - 1,513.5 Stem Weight(s) = 350.0 1.66 582.2 Earth @ Stem Transitions = = = Footing Weight = 750.0 1.25 937.5 Resisting/Overturning Ratio = 1.51 Key Weight = 150.0 1.83 274.5 Vertical Loads used for Soil Pressure = 1,52n.5 lbs Vert. Component Total = 11470.2 lbs R.M.0 2,289.3 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 'Vt- Project Name/Number: 1812.2.18-sny AMC Consulting, Inc. Title Snyder Residence Page: 3 310 Via Vera Cruz, Suite 204 Dsgnr AMC Date: 16 JAN 2019 f. 888.763.6575 San Marcos, CA 92078 Description.... t. 760.539.7979 3-6" Rot. Wall This 1i in File: C:AMCRETAINPRO20181812.2.18-snyder.RPX RetainPro (C) 1987-010. Build 11.15.12.04 License: 06056054 Cantilevered Retaining Wall Code: IBC 2015ACl 318-14,ACI 530-13 License To: AMC CONSULTING. INC. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pd Horizontal Dell @ Top of Wail (approximate only) 0.067 in The above caigulationj not valid if the heel soil b a i ressure exceeds jot.QL the top . beca use the wj!wuId then n to rtte into the retained xiI. U%d vZ..- $yc4.t O( [Uniform Lateral Load Applied to Stem Lateral Load = 0.0 WIt ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf {Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentiici(y = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 00 It - at Back of Wall Poisson's Ratio = 0.300 Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Concrete Stem Construction Thickness = 8.00 in Fy = 60,000 psi Wall Weight = 100.0 psf f'c = 3,000 psi Stem is FREE to rotate at top of footing Mmax Between @ Top Support & Base _Top - @Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftg = 3.50 ft 1.56 It 0.00 it Reber Size = # 5 # 5 # 5 Rebar Spacing = 18.00 in 18.00 in 18.00 in Rebar Placed at = Center Center Center Reber Depth 'd' = 4.00 in 4.00 in 4.00 in U5I1 Lldld tb/FB+falFa = Mu .... Actual = Mn * Phi ..... Allowable = Shear Force @ this height = 0.000 0.116 0.000 0.0 ft-# 409.5 ft# 0.0ft-# 3,531 .0 ft-# 3,531.0 ft-# 3,531.0 ft4 359.1 lbs 570.3 lbs Project Name/Number: 1812.2.18-sny AMC Consulting, Inc. Title Snydpr Residence 310 Via Vera Cruz, Suite 204 Dsgnr AMC 4 14 San Marcus, CA 92078 Description.... 4 7A#% WAG 7670 3'-6" Rest. Wall vwiie ;: 888-763.6575 This Wll in File: C:\AMC\RETAlNPRO20181812.2.18-snyder.RPX RetainPro (C) 1957-2015, Build 11.18.12.04 • _i • LIcense: KW-06056854 - -- - -- --------- l%SdBlflU Retaining Wall Page: 1 Date: 16 JAN 2019 Code: IBC 2015,ACl 318-14,ACl 530-13 Criteria Soil Data Retained Height = 3.50ft Wall height above soil = 0.00 it Total Wall Height = 3.50 it Top Support Height = 3.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe 6.00 in Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 65.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 125.00 pd FootingJSoil Frictior = 0.350 Soil height to ignore for passive pressure = 0.00 in Thumbnail [surcharge Loads Surcharge Over Heel = 100.0 psf >>>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Earth Pressure Seismic Lead Design Summary -- Total Bearing Load = 1,604 lbs ...resultant ecc. = 8.18 in Soil Pressure @ Toe = 1,881 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2.000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2.257 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 0.7 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 75.0 psi Reaction at Top = 222.7 lbs Reaction at Bottom = 1,045.4 lbs Sliding Stability Ratio = 1.52 OK Sliding Calcs Lateral Sliding Force = 1,045.4 lbs less 67 % Passive Force = - 1,025.9 lbs less 100% Friction Force = - 561.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - - - --- - -- --- - Building Code IBC 2015,ACl Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind.W 1.000 Seismic, E 1.000 Shear.....Actual = 7.48 psi 11.88 psi Shear.....Allowable = 82.16 psi 82.16 psi Other Acceptable Sizes & Spacings: Toe: None Specd -or- Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: None Spec'd -or- Not req'd: Mu < phi5'lambdasqrt(f'c)Sm Key: #4@ 9.50 in, #5© 14. -or- #4@ 9.50 in, #5@ 14.59 in, #6@ 20.6 Project Name/Number: 1812.2.18-any AMC Consulting, Inc. Title Snyder Residence Page: 2 310 Via Vera Cruz Suite 204 Dsgnr: AMC Date: 16 JAN 2019 4 1 San Marcos, CA 92078 Description.... - t. 7605397979 3-6" Rest. Wall f. 888.763.6575 This Mil in File: C:\AMC\RETAlNPRO201811812.2.18-snyder.RPX RetainPro (C) 15T-ZO18, Build 11.18.12.04 License: VEW-060511111154 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License : ONSULTING. INC. Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0 1n2/ft (4/3) : 0 in2lft Min Stem T&S Reinf Area 0.672 1n2 200bd/fy : 200(12X4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 1n2/ft 0.00181oh : 0.0018(12)(8): 0.1728 in2/ft Honzontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2067 1n2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 In Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.0247 in2/ft (4/3) * As: 0.033 1n2/ft Min Stem T&S Reinf Area 0.372 in2 200bd/fy : 200(12X4)f60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 1n2/ft 0.0018bh : 0.0018(12X8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2!ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2067 1n2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0 in (4/3) * As: 0 in2/ft Min Stem T&S Reinf Area 0.300 in2 200bd/fy: 200(12)(4)/60000: .0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 1n2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2067 1n2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in [Footing Design Results -ì eel im Factored Pressure = 2,257 0 psf Mu': Upward = 0 Oft-# Mu': Downward = 0 132 ff4 Mu: Design = 732 132 ff4 Actual 1-Way Shear = 0.67 2.14 psi Allow 1-Way Shear 75.00 75.00 psi Footing Strengths & Dimensions Toe Width 1.33 ft Heel Width = 1.17 Total Footing Width = 2.50 Footing Thickness = 24.00 In Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.33 It fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 1.30 in2 Mm. As % = 0.0018 Min footing T&S reinf Area per foot 0.52 1n2 ut Cover @ Top = 3.00 in © Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 4.63 in #4@ 9.26 in #5@ 7.18 in #5@ 14.35 in #6@ 10.19 in #6@ 20.37 in Project Name/Number 1812.2.18-sny AMC Consulting, Inc. Title Snyder Residence Page: 3 310 Via Vera Cruz, Suite 204 Dsgnr AMC Date: 16 JAN 2019 41 t. 760.539.7979 3'-e Rest. Wall San Marcos, CA 92078 Description.... f. 888.763.6575 This in File: C:AMCRETAlNPRO20181812.2.18-snyder.RPX Retainpro (C) 1987-2018, Build 11.18.12.04 License: ICW.06056854 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: AMC CONSULTING, INC. [Summary of Forces on Footing: Slab is NOT resisting sliding, stem is PINNED at footing I Forces acting on footing for overturning, sliding, & soil pressure Vertical Lateral Distance Moment Lateral Distance Moment Overturning Moments... lbs ft ft4 Resisting Moments... lbs lbs ft ft-# Stem Shear @ Top of Footing = -356.4 2.00 -712.8 Surcharge Over Heel = Heel Active Pressure = -689.0 0.94 -645.7 Adjacent Footing Load = Sliding Force 1,045.4 Axial Dead Load on Stem = Overturning Moment = -1,358.5 Soil Over Toe = 83.1 0.67 55.3 Stem Weight = 350.0 Footing Overturning Stability Ratio 1.67 Surcharge Over Toe = 1.66 582.2 Net Moment Used For Soil Pressure Calculations 1,093.0 ft4 Soil Over Heel = 220.2 2.25 495.1 Footing Weight = 900.0 1.26 1,137.5 Net Mom. at StemlFtg Interface = 1,093.0 ft4 Total Vertical Force = 1,603.7 lbs Allow. Mom. @ StemlFtg Interface = 2,206.9 Resisting Moment = 2,270.0 Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure 641.5 pet Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Lateral Restraint C Por) JCA OII.'( 4.1 I .. PROJECT: SNYDER RESIDENCE PROJECT ADDRESS: 1394 Magnolia Avenue Carlsbad, CA 92008 PROJECT NUMBER: 1812.2.18 DATE: December 22, 2018 City of Carlsbad Plan Check Number C8R2018-3252 Addendum #1 to Original Calculations Dated November 19, 2018 Revised Vertical Sheets VI-V5, V8, V9, V13-V18, V21-V40, V42 New Vertical Sheets V43-V54 Revised Lateral Sheets LI,0-13 Revised Foundation Sheets F2-F3 ESSi 141 PREPP' 62003 Ex 09.30.1 Tony d RCE62 ? /V fl, r CBR20I8-3252 1394 MAGNOLIA AVE 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. www.amcconsu!tin SNYDER: PARITAL DEMO OF 1,057 SF 11 1,342 SF ADDITION II 1.870 SF REMODEL 11568 SF PATIO //1.186 SF DECK 11576 SF NEW GARAGE 11330SF CARPORT & 2 FIREPLACES 12/27/2018 CBR20I 8-3252 AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple Beam Project Title: Snyder Residence Engineer: AMC Project Descr Fib = INC. Project ID: 1812.2.18 - Punted: 22 DEC 2018, 10:5BNi AMctENERCALQ2018\181221-1.EC6 Btdld:10.17.12.10, Ver:6.18.1.31 Description: Rafters Wood Beam Design: rr (W, 24" Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Pull 1,350.0 psi Fv 180.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pot Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl AoIied Loads Beam self weight calculated and added to loads Unit Load: D=0.0180, Lr = 0.020 kilt, Thb= 2.0 ft Design Summary .Maxfb/Fb Ratio = 0.819:1 tb: Actual : 1,164.84 psi at 7.250 ft in Span #1 Fb : Allowable: 1,423.13 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.248: 1 fv : Actual: 55.73 psi at 13.775 ft In Span #1 dw Allowable: 225.00 psi .J,ad Comb: +D+Lr+H _______- Max Deflections Max Reactions (k) 12 1.. Ll a ZE g ki Transient Downward 0.253 in Total Downward 0.499 in Left Support 0.28 0.29 Ratio 688 >360 Ratio 348 >240 Right Support 0.28 0.29 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: - Wood Beam Design: rr a 24" o.c. (steep roof) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-I0 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl D(o.0369Lr(0.040L_ 4,. 2x10 14.50 It Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0260, Lr = 0.020 kIlt, Tb= 2.0 ft Desian Summaiy Max fblFb Ratio = 0.619:1 tb :Actual: 881.08 psi at 5.750 ft lnSpan# I Fb: Allowable: 1,423.13 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.227:1 lv : Actual: 51.18 psi at 0.000 ft In Span # I Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 1. Lr Left Support 0.32 0.23 Right Support 0.32 0.23 00.0520l LrO.040 2x10 4 [ 11.50 ft Transient Downward 0.100 in Total Downward 0.237 in Ratio 1380 >360 Ratio 581 >240 LC: Lr Only LC: +D+Ls+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 'I' AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Maros, CA 02078 Project Descr: t. 760.539.7979 f. 888.763.6575 Pnntect 22 DEC 2018, 11:05AM Multiple Simple Beam File= MMENERCALQ2018181221-1.EC6 ENERCALC, INC. 1983-2017, BIld:10,17.12.10 Ver.8.1LI.31 I Description: RBI-RB'lO Wood Beam Design: RBI Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.01 Parallam PSI, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksl Aonl!ed Loads Beam self weight calculated and added to loads Unit Load: D = 0.0460, Lr = 0.0350 k/ft, 0.0 ft to 2.50 ft, Trib= 1.0 ft Unit Load: D = 0.0910, Li = 0.070 k/ft, 2.50 to 8.250 ft, Trib= 1.0 ft Unif Load: D = 0. 1240, Li = 0.0950 klft, 8.250 to 15.0 It, Trib= 1.0 ft Unit Load: D = 0.1690, Li = 0.130 k/ft, 15.0 to 22.0 if, Tnb= 1.0 ft Desion Sumnwv Max fb/Fb Ratio = 0.314; 1 fb:Actual: 1,020.41 psi at 11.807 ft in Span #1 Fb : Allowable: 3,251.26 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.151: 1 fv : Actual: 54.64 psi at 20.900 ft in Span # I Fv : Allowable: 362.50 psi Load Comb: +D+Lr+H - 5.25x14.0 - - .- - 22.0 ft Max Reactions (k) Q I. LE a 21 E H Transient Downward 0.208 in Total Downward 0.530 in Left Support 1.34 0.83 Ratio 1269>360 Ratio 498 >240 Right Support 1.82 1.21 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 3EAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress; Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Corn pr 1,350.0 psi Fc - Perp 825.0 psi Ft 675.0 psi Eniinbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1460, Li = 0.060 k/ft. Tnb= 1.0 ft Point: D=1.340, Lr = 0.830 k @ 1.250 ft Design Summav Max fb/Fb Ratio = 0.390.1 fb : Actual: 658.79 Ps( at 1.250 ft in Span # I Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fvlFvRatio = 0.293:1 fv : Actual: 6223 psi at 2.050 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1. 1.1 a W Left Support 0.86 0.49 Right Support 0.86 0.49 pip10 Li(O460J £ 6x6 A MDèfiections It Transient Downward 0.004 in Total Downward 0.012 in Ratio 7009>360 Ratio 2587 >240 LC: Li Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 1. 888.763.6575 Project Title: Snyder Residence Engineer. AMC Project ID: 1812.2.18 Project Descr: I. POW: 220E6 2018. I1:05MI Multiple Simple Beam INC. 19832017. 90;110.17.112.10. Ver.6.18,1 Wood Beam Design: RB3 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi ADplled Loads Beam self weight calculated and added to loads Unif Load: D = 0.0810, Lr = 0.090 k/ft, Trib 1.0 ft Design Summary Max folFb Ratio = 0.071; 1 _______D(QO8LrQ09Oi lb : Actual: 74.52 psi at 1.500 ft in Span #1 Fb: Allowable: 1,056.90 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.039:1 4 -- 2X12 fv : Actual: 8.85 psi at 2.070 ft in Span # I 30 ft Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H -M "kelleections Max Reactions (k) P 1. Lt S W S LI Transient Downward 0.001 in Total Downward 0.001 in Left Support 0.13 0.14 Right Support 0.13 0.14 Ratio 9999 >380 Ratio 9999 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB4 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr . 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Aop!ied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1040, Lr = 0.080 k/ft, Tb= 1.0 ft Point: D=0.130, Lr=0.140k@4.50ft Desion Summary Max fblFb Ratio = 0.310. 1 -Y D'O fb:Actual: 415.59 psi at 4.500 ft in Span #1 r . Fb : Allowable: 1,339.43 psi . * Load Comb: +D+Lr+H Max fv/FvRatio = 0.139: 1 fv: Actual: 31.33 psi at 0.000 ft in Span #1 Fv : Allowable: 225.00 psi A. 4x12 .. 9.0 ft __________________________________________ £ Load Comb: +D+Lr+H - ____________________________________ Max Reactions (k) P .i. i.r S LI Transient Downward 0.022 in Total Downward 0.051 in Left Support 0.57 0.43 Right Sport Ratio 4898 >360 Ratio 13 >240 L: Lr unly L: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer AMC Project iD:1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Printed: 22 DEC 2018. 11:05AM Multiple Simple Beam INC. 17.12.10. Vcr.6.18.1.31 Wood Beam Design: RB5 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fe - Pill 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pof Fb - compr 1350 psi Fe- Perp 625 pi Ft 675 psi Eminbend - xx 580 ksi AooiiedLoads Beam seff weight calculated and added to loads Unit Load: D = 0.0880, Lr = 0.060 k/ft, Tnb= 1.0 ft Point: D=0.130, Lr 0.140k @3.50 ft Design Summary Max fb/Fb Ratio = 0.364; 1 fb : Actual: 614.15 psi at 3.500 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.142: 1 fv : Actual: 342 Ps! at 6.557 ft in Span # 1 v: Allowable: 212.0 psi ________I Load Comb: +D+Lr+H Max Deflections Max Reactions (k) fl 1. Lr a Im E 1:i Transient Downward 0.041 in Total Downward 0.096 in Left Support Right Support 0.40 028 0.40 0.28 Ratio 2051 >360 Ratio 872 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10. Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pcf Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi D(O.98ft9Lr(O.960 LT 6x6 7.0 ft Applied Loads Beam self weight calculated and added to loads Unit Load: D=0.1290, Lr = 0.110 k/ft, Trib= 1.0 ft Point: D=1.820, Lr=1.210k@2.0f1 Qesian Summary Max fb/Fb Ratio = 0.488.1 lb : Actual: 820.57 psi at 2.000 ft In Span # I Fb : Allowable: 1,682.20 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.318:1 fv : Actual: 67.59 psi at 0.000 ft in Span # I Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H - Max Reactions (k) Q L Lr a W Left Support 1.19 0.83 Right Support 1.19 0.83 P(12OJ.tCQ.1iO.). ., 6x8 4.0 ft 4 Transient Downward 0.011 in Total Downward 0.027 in Ratio 4318>360 Ratio 1757 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 0(1.320) Lr(1 .350) D(0.07101-0.060) - 8.50 ft Max Transient Downward 0.052 in Ratio 1970 LC: Lr Only Transient Upward 0.000 In Ratio 9999 LC: Total Downward 0.107 in 950 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: If AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer AMC Project ID: 1812.2.18 Project Descr: 11 PII8ed 7DEC 2018. 147PM Multiple Simple Beam File = C:AMQENERCALC2O18181221-1.EC5 ENERCALC. INC. 1983.2017. Build:10.11.12.10. Ver.6.18.1.31 I Wood Beam Design: RB7 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi ADDied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1620, Lr = 0.180 kIlt, Tnb= 1.0 ft Design Summary Maxfb/Fb Ratio = 0.5991 ft : Actual: 990.27 psi at 7.500 ft In Span # 1 Fb: Allowable: 1,652.28 psi Load Comb: +D+Lr+H Maxfv/FvRatio = 0.260:1 fv:Actual: 55-25 psi at 0.000 ft in Span #1 I-v : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 I. kc Left Support 1.32 1.35 Right Support 1.32 1.35 ft Transient Downward 0.1851n Total Downward 0.365 in Ratio 973>360 Ratio 492 >240 LC: Li Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design: RB8 Calculations per AISC 360-10, IBC 2015, cac 2016, ASCE 7-10 STEEL Section: 11SS6x5x1I4, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 46.0 ksi E = 29,000.0 ksi 0(0.1620) LriO.160) 6x12 15.0 It Abblied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0710, Lr = 0.060 k/lt, Ttib= 1.0 ft Point: D = 1.320, Lr = 1.350 k @4.250 ft Design Summarj Maxfb/Fb Ratio = 0.310:1 Mu: Applied 7.013 k-ft at 4.250 ft in Span #1 Mn I Omega : Allow 22.656k-ft Load Comb: +D+Lr+H Max fv/FvRatio = 0.048: 1 Vu: Applied 1.965 k at 0.000 ft in Span # 1 Vn I Omega: Allow 40.826 k Load Comb: +D+Lr+H Max Reactions (k) Q 1 I. W Left Support 1.04 0.93 Right Support 1.04 0.93 "5 AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marpos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Printed: 22 DEC 2018, 11:12AM Multiple Simple Beam ENERCALC, INC. 17.12.10. Wr6.18.1.31 Wood Beam Design: RBI 3 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fe - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi ADDlied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0770, Lr = 0.0850 klft, 0.0 ft to 2.250 ft, Trib= 1.0 ft Unit Load: 0 = 0.0360, Lr = 0.040 k/ft. 2.250 to 6.50 if, Trib= 1.0 ft Point: 0 = 0.310, Lr= 0.320k @2.250 It Design Summary Max folFb Ratio = 0.204. 1 ______ lb : Actual: 343.21 psi at 2.253 ft in Span #1 Fb: Allowable: 1,679.25 psi Load Comb: +D+Lr+H Max fv/FvRao = 0.127: 1 fv : Actual: 27.06 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) D I. Transient Downward 0.016 in Total Downward 0.032 in Left Support Right Support 0.43 0.42 0.27 0.26 Ratio 4930 >360 Ratio 2448 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB14 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Pc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksl Density 31.20 pcI Pb - Compr 1,000.0 psi Pc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi ti _ 1. 0(0.0770) I.r(O.0850) P6P 6*8 6.50 ft App/fed Loads Beam self weight calculated and added to loads Unit Load: D=0.1560, Lr= 0.120 k/It, Tb= loft Design Summary Max fb/Fb Ratio = 0.311: 1 lb : Actual: 417.67 psi at 4.250 ft in Span # 1 Fb: Allowable: 1,341.77 psi Load Comb: +D+Lr+H Max fv/FvRatlo = 0.160:1 fv : Actual: 35.93 psi at 7.565 ft In Span # I Fv: Allowable: 225.OU psi Load Comb: +D+Lr+H Max Reactions (k) Q I. Li a H Left Support 0.70 0.51 Right Support 0.70 0.51 - Dt0.1560)Lr(.1294 - 4x12 8.50 ft Defiections Transient Downward 0.020 in Total Downward 0.048 In Ratio 5082>360 Ratio 2143 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: -j Total Downward 0.018 in Ratio 2383 >240 LC: +D+Lr+H Total Upward 0.000 In Ratio 9999 LC: :r'• PLo.p 50 3.50 ft 'l ti Transient Downward 0.008 In Ratio 5151 >360 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Dew: t. 760.539.7979 f. 888.763.6575 Pikid: 22 DEC Multiple Simple Beam ENERCALC, INC. I 12.10, Ven6.18.t31 Wood Beam Design: RBI Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Wood Species: Fb - Tension Fb - Compr 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir- Larch Wood Grade: No.1 1,350.0 psi Fo- PrIl 925.0 psi Fv 170.0 psi Eberid- xx 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 1,600.0 ksi 580.0 ksi Density 31.20 pcf Applied Loads Beam $elf weight calculated and added to loads Unif Load: D = 0.01390, Lr = 0.060 k/ft. Tnb= 1.0 It Point: D=OJO, Lr=0.510k@1.750ft Design Summa,y Max fb/Fb Ratio = 0.303; 1 ID : Actual: 511.50 psi at 1.750 ft In Span # I Pb: Allowable: 1,887.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.165:1 fv : Actual: 35.17 psi at 3.045 ft in Span # I Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q I. Lc a W Left Support 0.39 0.36 Right Support 0.39 0.36 Wood Beam Design: RB16 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x16.0, ParallamPSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parailam PSL 2.OE Fb - Tension 2900 psi Pc - PrIl 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcf Pb - Compr 2900 psi Fc - Perp 625 psi Ft 2025 psi Eminbend - xx 1016.535 ksi Anal/ed Loads Beam self weight calculated and added to loads Unif Load: D = 0.1850, Lr = 0.2050 k/ft, 0,0 ft to 14.50 ft, Trib= 1.0 ft Unlf Load: D =0.1670, Lr = 0.1850 k/ft, 14.50 to 20.50 It, Tb= 1.0 ft Design Sumrnaiy Max fblFb Ratio = 0.364.1 fb: Actual : 1,153.23 psi at 10.182 ft in Span #1 Fb: Allowable: 3,169.89 psi Load Comb: +D+Lr+H MaxfvlFvRatio= 0.182:1 tv : Actual: 65.95 psi at 0.000 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 1. Lt a W Left Support 2.15 2.08 Right Support 2.07 2.00 D(O.16?O)Lr(O.1850) ..: I 5.25x16.0 20.50 ft Max Deflections Transient Downward 0.224 in Total Downward 0.456 in Ratio 1097>360 Ratio 539 >240 IC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Printed 22 DEC 2018 11:29PM - File = C4AMCENERCALC'120180 81221- Multiple Simple Beam ENERCALC. INC. 1983-2017. BuiId:102.10,Vec6.1&1 Wood Beam Design: RB23 Calculations per NDS 2015, IBC 2015, CDC 2016, ASCE 7-10 BEAM Size: 5.25x18.0, Parallam PSL, Fully LJnbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Paraliam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pril 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi AooIied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1690, Lr = 0.130 k/ft, Trib 1.0 ft DeLgn Summary Max fb/Fb Ratio = 0.351. 1 _. 69002 fb Actual 1,001.34 psi at 12.000 ft in Span # I I Fb: Allowable: 2,855.88 psi - - - Load Comb: +D+Lr+H Max Max MFvRatio = 0.152: 1 I 24.0 ft fv : Actual; 55.07 psi at 22.560 ft in Span # I F Fv: Allowable: 362.50 psi _____________________________ ______________ Load Comb: +D+Lr+H Mábifiitions _____________ Max Reactions (k) Q k I.E aI& Ii Transient Downward 0.191 in Total Downward 0.483 in Left Support 2.38 1.56 Raba 1506>360 Ratio 596 >240 Right Support 2.38 1.56 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB24 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0ksi Anniled Loads Beam self weight calculated and added to loads Unif Load: D =0.1630, Lr = 0.060 k/ft, Trib= 1.0 ft Point: 0=2.380, Lr=1.560k@1.50ft Design Summary Max fb/Fb Ratio = 0.445:1 fb : Actual: 748.43 psi at 1.500 ft in Span #1 Fb : Allowable: 1,683.58 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.372:1 fv: Actual: 79.06 psi at 2.380 ft in Span # I Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 0 1. I.E a W £ ft Left Support 1.45 0.87 Right Support 1.45 0.87 ,.:0163O .i,,L(P°cL nfi, Transient Downward 0.005 in Total Downward 0.014 in Ratio 6816>360 Ratio 2606 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Projecl Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project 10:1812.2.18 San Marcos, CA 92078 Project Descr t. 760.539.7979 f. 888.763.6575 Panted: 22 DEC 2018,11:29M Multiple Simple Beam ENERCALC INC 19832017 96110110.117.11% Ver-618 1.31 IIWa!asIsIIJ.-0PA. Licensee : AMC CONSULTING INC Wood Beam Design: RB25 Calculations perNDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Strès Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend -xx 620.0 ksi Anal/ed Loads Beam self weight calculated and added to loads Unit Load: D=0.2340, Lr=0.l80klft, Tnb= 1.0 ft Des/an Sismmar, Max fb/Fb Ratio = 0.269: 1 th : Actual: 362.71 psi at 3.250 ft in Span # I Fb: Allowable: 1,350.30 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.166:1 lv: Actual: 37.32 psi at 0.000 It in Span # I Fv: Allowable: 225.00 psi - Load Comb: +D+Lr+H Max Reactions (k) Q 1 IL 6 W F. H Left Support 0.79 0.59 Right Support 0.79 0.59 - . 0,2340 .180 --.-. 4x12 - 8.50 It Transient Downward 0.010 in Total Downward 0.024 in Ratio 7576>360 Ratio 3227 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB26 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, FuilUnbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam sell weight calculated and added to loads Lkiif Load: D = 0. 1110, Lr= 0.0850 kilt, Trib= 1.0 ft Des!cm Summary Max fb/Fb Ratio 0.281:1 fb : Actual: 375.04 psi at 4.750 ft in Span # 1 Fb : Allowable: 1,337.01 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.133: 1 lv: Actual: 29.86 psi at 0.000 ft in Span # I PI1 )96Q1 - A 4x12 9.50 ft Fv : Allowable: 225.00 psi L.... Load Comb: +D+Lr+H Max Reactions (k) Q L Lr a W 9 H Left Support 0.57 0.40 Right Support 0.57 0.40 Transient Downward 0.022 in Total Downward 0.053 in Ratio 5139>360 Ratio 2135 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple Beam Project Tftle: Snyder Residence Engineer: AMC Project Descr: File ENERCALC, INC. Project ID: 1812.2.18 piirtted: 22 DEC 2018, 11;29Mi cAL02018081221- 0,Vr:18.1,3I Wood Beam Design: RB27 Calculations per NOS 2015, IBC 2015, CRC 2018, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2020, Lr = 0.1550 k!ft, Tnb= 1.0 It Design Summer, Max folFb Ratio = 0.501-1 lb : Actual: 670.26 psI at 4.750 ft in Span #1 Fb : Allowable: 11337.01 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.237: 1 fv : Actual: 53.36 psi at 0.000 It in Span # I Fv : Allowable: 25.00 psi Load Comb: Max Reactions (k) 12 L LE 1 3, E jj Transient Downward 0.040 in Total Downward 0.095 in Left Support 1.00 0.74 Ratio 2818 >360 Ratio 1195 >240 Right Support 1.00 0.74 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB28 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi F - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf Fb-Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Emlnbend - xx 580.0ks1 Aooied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2070, Lr = 0.230 k, Trib= 1.0 ft Design Summery I - 0(0.2070) Lr(O.230) V - Max th/FbRatio = 0.2741 lb : Actual: 448.51 psi at 5.250 ft in Span # I Fb: Allowable: 1,637.08 psi Load Comb: +D+Lr+H. 6x14 Maxfv/FvRatio= 0.178:1 10505 fv : Actual: 37.80 psi at 9.380 ft In Span # I Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 I. l.i a W E Li Left Support 1.17 1.21 Right Support 1.17 1.21 -- I - 4x12 4 9.50 ft Transient Downward 0.035 In Total Downward 0.069 in Ratio 3594 >360 Ratio 1824 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: .ir5 AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 1. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Dew: Pited: 22 DEC 2015. 1129AM He= C:AMCENERCALCt2O181812211.EC6 Multiple Simple Beam ENERCALC. INC. 1983-2017, 8u11d:1017.12.10, Ver.6.18.t31 Wood Beam Design: RB29 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size:. 8x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1.600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 825.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi ADDled Loads Beam self weight calculated and added to loads Unif Load: 0=0.2070, Lr=0.230 k/lt, Tnb= 1.0 ft _P7OLrtQ) .;- A exl2 A 17.0 11 It Transient Downward 0.286 In Total Downward 0.586 in Ratio 714>360 Ratio 360 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: - Wood Beam Design: RB30 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 8x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Max fblFb Ratio = 0.716; 1 fb : Actual: 1,194.95 psi at 8.500 ft in Span #1 Fb: Allowable: 1,668.69 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.283: 1 fv : Actual: 60.18 psi at 16.093 ft in Span # I Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q k 1.t a W E Left Support 1.92 1.96 Right Support 1.92 1.96 Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.1440, Li = 0.160 kilt, Trib= 1.0 It DRAW _&,mmary Max tb/Fb Ratio 0.734; 1 lb : Actual: 1,227.49 psi at 8.500 ft in Span # I Fb: Allowable: 1.872.47 psi Load Comb: +D+Lr+H Max fvlFvRatio = 0.246:1 lv : Actual: 52.21 psi at 16.263 It In Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q I. Lo Left Support 1.36 1.36 Right Support 1.36 1.36 D(O.1440) Lr(O.160) - ..-.,- .-. ....-. 8x10 17.011 ki Transient Downward 0.353 in Total Downward 0.704 in Ratio 578>360 Ratio 289 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 02078 Project Descr: t. 760.539.7979 f. 888.763.6575 Pdntad: 22 DEC Multiple Simple Beam INC. 1712.10, Ver.6,18. Description: RB31-RB33 Wood Beam Design: RB3I Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 8x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: NO Fb - Tension 1,350.0 psi Fe - PrIl 925.0 psi Fv 170.0 psi Ebond- xx 1,600.0 ksi Density 31.20 pcI Fb- Compr 1,350.0 psi Fc- Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0ks1 Anpiled Loads Beam self weight calculated and added to loads Point: D=1.920, Lr=1.960k@11.0f1 Design Summary Max tb/Fb Ratio = 0.730-1 _____________________________________________________ fb:Actual: 1,193.99p5( at 11.000 ft inSpan#1 f Fb: Allowable: 1634.74 psi Load Comb: +D+Lr+H I*, 8x14 Max fv/FvRatio = 0.150: 1 22.0 ft fv: Actual: - 31.96 psi at 0.000 ft in Span # I Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H àiDfIections Max Reactions (k) 2 L j Transient Downward 0.307 in Total Downward 0.655 in Left Support Right Support 1.20 0.98 1.20 0.98 Ratio 860>360 Ratio 403 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design; RB32 - not used Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-101 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pcI Fb - Compr 1,350.0 psi Fe - Perp 825.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Design Summary Max fblFb Ratio = fb : Actual: Fb: Allowable: Load Comb Max fv/FvRatio = fv : Actual: Fv: Allowable: Load comb: Max Reactions (k) Q Left Support Right Support 0.000. 0.00 psi at 0.000 ft ln Span #1 0.00 psi bi. .- . - .. . -. 6x8 0.000:1 0.00 psi at 1 0.000 ft in Span # I 6.0 ft 0.00 psi flections ________Mibe- ______________________________________________________ L it a W if Transient Downward 0.000 in Total Downward 0.000 in Ratio 9999>360 Ratio 9999 >240 LC: LC: Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: 40 AMC Consulting, Inc. ProjectTitle: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t 760.539.7979 f. 888.763.6575 P inlet 22 DEC 2018. 11:30M File= :M0ENERcALO2O18181221-i.EC6 Multiple Simple Beam ENERcALC, INC. 19832017, Build:10,17.12.10, Ver:6.18.1.31 Wood Beam Design: RB33 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully u s Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Pb - Compr 1.350.0 psi Pc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Anoiled Loads Beam self weight calculated and added to loads Unif Load: D=0.2220, Li = 0.180, L = 0.120 k/ft, Tnb= 1.0 ft Design Summary - - - - Max lb/FbRatio = 0.5061 - - '- - - -x fb : Actual: 848.87 psi at 4.000 ft in Span # I Pb : Allowable: 1,677.46 psi -• - - - Load Comb: +D+0.75OLr0.750L+}-j 6x8 Max fv/FvRatio = 0.264:1 8.0 ft fv : Actual: 56.15 psi at 0.000 ft in Span # I Pv : Allowable: 212.50 psi _______ Load Comb: +Q+0.75OLr40.750L+H Mbefltions Max Reactions (k) D L I.r a W g H Transient Downward 0.0541n Total Downward 0.137 in Left Support 8: Ratio 1780>360 Ratio 703 >240 K19111 oUppOrt LC: Lr Only C: +D+0.75OLr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: MEMBER REPORT PASSED 181222, Floor: Joist_17'_wall above 1 pIece(s) 14" TM® 110 @ 16" OC Overall Length: 17 + 0 17 All locations are measured from the outside face of left support (Or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load Combination (Pattern) Member Reaction (ibs) 834021/2' 1041 (2.25") Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Shear (ibs) 817 @ 3 1/2° 1860 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3239 @ 5 9" 3740 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defi. (In) 0.150 08' 15/8!' 0.415 Passed (1./999+) — 1.0 D + 0.75 1 + 0.75 Lr (All Spans) Total Load Dell. (in) 0.361 08' 3/16° 0.829 1 Passed (1/552) I — 1.0 D + 0.75 1 + 0.75 Lr (All Spans) Ti-Pro'" Rating 48 1 40 IPassed I — uenecuon cncena: LL (L/U) are IL (IjZO). .Tcp Edge Bracing (Lu): Top compression edge must be braced at3 V cc unless detailed otherwise. ° Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 10' 0/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TI-Pro"" Rating Include: None. Supports Bing Length Loads to Supports Ciba) Accessories Tote) Available Required Dead Floor Live Roof Live Total 1-Stud wall - OF 350" 2.25" 175' 483 360 129 972 11/4° Rim Board 2- Stud wall - OF 3.50' 2.25" 1.75" 269 254 65 588 1 1/4° Rim Board iuu eue,u 1b euwvu w LFryU [UdUb eppuueu UItLU7 SUOVO IL, uypaauriy we memoer oeing oesrgfleo. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Roof Live (non10 5) Cosemente 1-Uniform (PSF) 0 to IF 15' 25.0 40.0 - Residential- Living Areas 2- Point (PIF) 5' 5" 16' 304.0 - 145.0 Roof + Wall 3 - Unilboni (PSF) 6' to 17' 16° 10.0 20.0 - Attic - Storage System : Floor Member Type: 3oist Building Use: Residential Building Code : IBC 2015 Design Methodology: ASO Weyerhaeuser warrants that the siting of Its products will be in accordance with Weyerhaeuser product design aliens and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Bloddng Panels and Squash Docks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certihled to sustainable forestry stendárds Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to product application, Input design loads, dimensions and support Information have been Provided by FOrteWEB Software A .0 SUSTAINABLE FORESTRY INITIATIVE Weysrbaersser [lteWEB Software Operator I ANTHONY CASTANEDA IAMC CONSULTING, INC. 1(760) 539-7979 malittamcconsuiunglnc.com ForteWEl Software-Operator lob —Notes- ANTHONY CASTANEDA Snyder Residence AMC CONSULTING, INC. 1394 Magnolia Avenue (760) 539-7979 Carlsbad, CA 92008 mafl@amcconsultinglnc.com 12/22/2018 9:18:38 PM (fTC ForteWEB v1.5, Engine: W.3.1.288, Data: V7.2.0.2 File Name: 1812.2.18-snycterjmported P;rn 11 WINE! I I IL I L 11W MEMBER REPORT 181222, Floor: Joist_24garage 1 piece(s) 14" TM® 560 @ 12" OC PASSED Overall Length: 24' + 0 24 All locations are measured from the outside face of left support (or left cantilever end). MI dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Paltons) Member Reaction (Ibs) 795 @ 2 1/2" 1396 (2.25") Passed (57%) 1.00 1.0 D + 1.01 (All Spans) Shear (Ibs) 790 @3 1/2' 2390 Passed (33%) 1.00 1.0 B + 1.0 L (All Spans) Moment (Ft-lbs) 5198 0 12' 11275 Passed (46%) 1.00 1.0 B + 1.01 (All Spans) Live Load Defi. (in) 0.2740 12 0.590 Passed (1/999+) -- 1.0 B + 1.0 L (All Spans) Tdtal Load Defi. (in) 1 0.5840 12' 1.179 Passed (1/485) -- 1.0 0 + 1.01 (MI Spans) TI-Pro'" Rating 1 44 40 Passed -- - Deflection criteria: II (1/480) and TI (11240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu); Bottom compression edge must be braced at 23' 10" 0/c unless detailed otherwise. A Structural analysis or the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32' Weyerhaeuser edge"" Panel (24" Span Rating) that Is glued and nailed down. Additional considerations for the T)Pro'" Rating include: None. I leaving Supports Length Loads to Supports (Ibs) j Total Available Required Dead Floor Liv. RoaflJve Total - Stud veil - OF 3.50" 2.25" Accessories (1 1.75" 429 370 120 919 11/4" Rim Board b-Stud wall - OF 3.50 2.25" 1.75" 429 370 120 919 1114" Rim Board "-rum noaro is assumea to carry au uoaos appuiea cirecoy aoove us, bypassing me memoer being aesugnea. Loads Location (Ode) Spening Dead (0.90) Floor Live (1.00) Roof Live (non-snoWs 1.25) Commeite 1-Uniform (PSF) 0 to 5' 6" 12" 10.0 20.0 - Attic - Storage 2-- Point (PIP) 5'g" 12" 211.0 . - 120.0 Roof + Wail 3 Uniform (P51) 5'6" to 18' 6 12" 25.0 40.0 - Residential - Living Areas 4-Point (PIP) 183" 12" 211.0 . 120.0 Roof + Wall [S . Uniform (PSP) 18' 6" to 24' 12" 10.0 20.0 . Attic - Storage- System : Floor Member Type : 3a1st BuIlding Use : Residential Building Code: IBC 2015 Design Methodology: MD Weyerhaeuser warrants that the sting or Its products will be in accordance with Weyerhaeuser product design criteria arid published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calariatlon Is compatible with the overall project Accessories (Rim Board, BlocJdng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadhidas are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.conwoodproducts/document-llbmry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator .1 A # SUSTAINABLE FORESTRY INITlAIlVE Weyerbaeuscr AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer AMC Project ID: 1812.2.18 San Marcos, CA .92078 Project Descr t. 760.539.7979 f. 888.763.6575 Pdnted: 22 DEC 2018, 1:03PM File= c:WeNERCALuD1m151221-1.C5 - Multiple Simple Beam ENERCALC. INC. 1983-2017. B10.1712.10. Ver8.18.1.31 FBI -FBIO FBI Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: True Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoolied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0540, Lr = 0.060 k/It, 0.0 ft to 9.250 ft Trib= 1.0 ft Unif Load: D=0.1170, Li = 0.130 klft, 9.250 to 12.250 if, Tnb= 1.0 ft Unif Load: D=0.2550, Li 0.020, L = 0.0530 k/lt, Tnb= 1.0 ft Point D =0.510, Lr= 0.520k @9.250 ft Point: W=3.862, E = 3.195k @5.750 ft Design Summary Max fb/Fb Ratio = 0.402 I fb:Actual: 1,741.45 Psi at 5.758 ft in Span #1 Fb: Allowable: 4,336.89 psi Load Comb: +1.1120+1.750E Max MFvRatlo = 0.220:1 fv:Actual: 101.97 psi at 11.107 ft inSpan#1 Fv: Allowable: 464.00 psi Load Comb: +1.112D+1.750E A 5254.O 12.250 ft Max M Reactions (k) Q L Li A ME 9. ft Transient Downward 0.106 in Total Downward 0.160 in Left Support 2.18 0.32 0.64 2.05 1.70 Ratio 1380>360 Ratio 920 >240 Right Support 2.58 0.32 1.07 1.81 1.50 LC: W Only 0.7501-00.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 in. Ratio 9999 Ratio 9999 LC: LC: Wood Beam. Design: FB2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSI.., Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb- Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - conipr 2,900.0 psi Fc - Pep 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3720, Lr = 0.150, L = 0.0530 k/ft, Trlb= 1.0 ft Point: D=1.820, Lr=1.210k@2.75011 Point: W = -3.862, E = -3.195 k © 0.750 ft Point: W 3.862, E = 3.195 k @5.0 ft Point: W = -3.862, E= -3.195k @11.750 ft Design Summary Max fb/Fb Ratio = 0.390.1 lb : Actual: 1,690.27 psI at 5.000 ft in Span # 1 Fb: Allowable: 4,329.96 psi Load Comb: +1.1120+1.750E - Max fv/FvRatio = 0.314:1 fv : Actual: 145.88 psi at 1.208 ft in Span # I Fv : Allowable: 464.00 psi Load Comb: +1.112D+1.750E Q Lr 5.25x14.0 - 12.50 ft Max Reactions (k) 12 L Li a W E H Transient Downward 0.067 in Total Downward 0.206 in Left Support 3.89 0.33 1.88 -1.54 -1.28 Ratio 2230>360 Ratio 728 >240 Right Support 2.87 0.33 1.20 -2.32 -1.92 LC: W Only 0750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design: FB3 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W14x61, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Anolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2070, Lr = 0.0990 Will, 0.0 ft to 3.750 It, Trib= 1.0 ft IInifin*flna'Rn Irflfl1flWft79;1fn117flftT,j1flft AMC Consulting, Inc. 310 VIa Vera Cruz, Suite 204 San Marcos, CA 92078 1 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr: PrnIet 22 DEC 2018. 1:03PM FOe C:.AMCtENERCALCt2018181221-1.EC6 1111 Multiple Simple ENERCAIC, INC. 1983-2017. Bulld:10.1T.12.10. Ver6.18.1.31 Unit Load: D = 0.280, Lr = 0.1340 Wilt, Tnb= 1.0 ft Point D = 0.7250, Lr = 0.2120, L = 0.3330k © 3.50 ft Point D = 0.7250, Lr = 0.2120, L = 0.3330k @ 12.0 ft Point D=2.580, Lr=1.070, L=0.320, W=1.810, E=1,50k@16,750ft Point: D=3.890, Lr=1.880, L=0.330, W=1.540, E=l.280k@16.750ft Unit Load: D = 0.2130, L = 0.340 k/ft, 0.0 to 1.50 ft Unit Load: D = 0. 1560, L= 0.250 k/fl, 1.50 to 22.0 ft - Unit Load: D= 0. 1560, L= 0.250 k/fl, 0.0 to 22.0 ft vesiorLsummary Max fblFb Ratio = 0.536: 1 Mu Applied 113.146k-ft at 12.540 ft inSpan#1 Mnl Omega: Allow 211.103k-ft Load Comb: +D+0.750Lr+0.750L+0450W Max fv/FvRatlo= 0.214:1 Vu: Applied 22.286 k at 22.000 ft in Span #1 Vn I Omega: Allow 104.250 k Load Comb: +D+0.750Lr+0.750L+0.450W Max Reactions (k) 12 I. LE A g jj Max Deflections -- Left Support 10.91 6.22 2.98 0.80 0.66 Transient Downward 0.162 In Total Downward 0.535 in Right Support 13.30 6.23 4.19 2.55 2.12 Ratio 1629 493 LC: L Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: F134 Calculations NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Paratiam PSL 2.OE Fb - Tension 2,900.0 psi Fe - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54ksi 22.0 ft Molied Loads Beam self weight calculated and added to loads Unit Load: D = 0.30, L = 0.480 k/fl, Trib= 1.0 ft Point: D=1.320, Lr=1.350k@3.750ft. Point: D = 0.510, Lr = 0.520k @ 3.750 ft Point: D=0.510, Lr=0.520k@3,750ft. Design Summarj Max IbIFb Ratio = 0.226; 1 Ib: Actual: 793.54 psi at 3.757 ft In Span #1 Fb : Allowable: 3,504.57 psi Load Comb: +D+0.75Qt+0.750L Max fv/FvRatio = 0.221: 1 fv: Actual: 64.20 psi at 5.857 ft in Span # I Fv : Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) Q I. 1.1 a W E 11 Left Support 2.22 1.68 1.11 Right Support 2.38 1.68 1.28 L(O.480) 525x14,0 - - 7.05 Transient Downward 0.012 in Total Downward 0.037 in Ratio 6846>360 Ratio 2291 >240 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Jv1 AMC consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID:1812.2.18 San Macos, CA 02078 Project Descr: t. 760.539.7979 f. 888.763.6575 Prh,ted: 22 DEC 2018. 1:03PM Multiple Simple Beam INC. 7 Bulld:10.17:1210, Vei'6.18.1.31 Wood Beam Design: F135 Calculations per NDS 2015, IBC 2015, CBC 2016 ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksl Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.2170, Lr = 0.1350 k/ft. 0.0 ft to 7.0 ft, Trlb= 1.0 ft Unit Load: D=0.11190, L = 0.190 k/ft, 0.0 to 6,50 ft. Trib= 1.0 ft Unit Load: D=0.1810, L = 0.290 k/ft. 6.50 to 12.50 It, Tilb= 1.0 ft Unit Load: D=0.0630, L = 0.10 k/tt, 8.0 to 12.50 ft, Tnb= 1.0 ft Point: D=0.70, Lr=0.510k@6.oft Point: D=0.310, Lr=0.320k@6.750ft Point: W=4.268, E=1.844k@6.50ft Design Summary Max fb/Fb Ratio = 0.361; 1 fb : Actual: 1,005.02 psi at 6.083 ft in Span # I Fb : Allowable: 2,781.72 psi Load Comb: +D+L Max F/FvRatio = 0.254: 1 fv:Actual: 73.57 psi at 11.375 ft in Span #1 Fv : Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) Q I,, Transient Downward 0.125 in Total Downward 0.237 In Left Support 2.63 1.41 1.09 2.05 0.89 Right Support 2.33 2.01 0.68 2.22 0.96 Ratio 1196>360 Ratio 632 >240 LC: W Only 0.7501.r+0.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 ______ LC: LC: Wood Beam Design: F136 Calculations per NDS 2015, IBC 2018, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksl Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi 4. 5.25x14.0 12.50 ft ADDiled Loads Beam self weight calculated and added to loads Unif Load: D = 0.0360, Lr = 0.040 kilt, 0.0 ft to 5.0 ft. Tnb= 1.0 ft Unif Load: D=0.0990, Lr = 0.110 k/lt, 5.0 to 10.50 ft, Tiib= 1.0ff Unif Load: D=0.1730, L = 0.0530 k/ft, Tri- 1.0ff Point: D = 2.150, Lr = 2.080 k @4.0 ft Point: D = 0.510, Lr=0.520 k @ 5.250 ft Des/an Summary Max fb/Fb Ratio = 0.339. 1 fb : Actual: 1,177.07 psI at 4.025 ft In Span #1 Fb : Allowable: 3,467.19 psi Load Comb: Max fvlFvRatio = 0.250: 1 fv : Actual: 90.59 psi at 0.000 ft In Span # I Fv : Allowable: 362.50 psi Load Comb: +D+Lr Max Reactions (k) Q k Ls Left Support 2.89 0.28 1.86 Right Support 2.55 0.28 1.55 5.25x14.0 I. 1050ft - 'I MiDI8ecUons ki Transient Downward 0.052 in Total Downward 0.126 In Ratio 2445 >360 Ratio 1003 >240 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: 46 AMC Consulting, Inc.Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Pinted: 22 DEC 2018, 1:03PM Multiple Simple Beam ENERCALC. INC. 10832Dl7. 8u11d10.17.12i0. Ve6.18.1.31 Wood Beam Design: F137 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pot Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1.016.54 ksi AoDlled Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.4950, Lr = 0.250, L = 0.20 k/ft. Trib= 1.0 ft Point: W = 4.058, E = 2.917k @0.750 ft Desi,iS.ummary - Max tb/Fb Ratio = 0.052; 1 fb : Actual: 234.93 psi at 0.750 it In Span # 1 Dtg49S02ssLO) Fb : Allowable: 4,524.54 psi - -. Load Comb: +1.112D+1.750E . Max fv/FvRatio = 0.065: 1 fv: Actual: 30.04 psi at 1.840 ft in Span # I Fv : Allowable: 464.00 psi Load Comb: +1.112D+1.750E Max Reactions (k) D I. L Left Support 0.78 0.30 0.38 3.04 Right Support 0.78 0.30 0.38 1.01 Wood Beam Design: FB8 Calculations per NOS 2015, IEC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - TensiOn 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx :2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D= 0.2940, Lr = 0.110, L = 0.0530 k/ft. Thb= 1.0 ft Point: 0=0.780, Lr=0.380, L=0.30, W=3.040, E = 2.190 k @ 3.750 ft Point: W=3.920, E = 3.105 k @ 4.250 ft Point: W=-3.920, E = -3.105 k @ 9.250 ft Design Summary Max fb/Fb Ratio = 0.414; 1 fb : Actual: 1,817.02 psi at 4.233 ft in Span #1 Fb : Allowable: 4,392.49 psi Load Comb: +1.112D+1.750E Max fv/FvRatio= 0.308:1 fv: Actual: 142.97 psi at 0.000 ft In Span # I Fv : Allowable: 464.00 psi Load Comb: +1.112D+1.750E Max Reactions (k) 12 L LL Left Support 2.07 0.45 0.79 3.86 2.92 Right Support 1.88 0.38 0.69 -0.82 -0.73 Wood Beam Design: FB9 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: NO Fb - Tension 1,000.0 psi Pc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pot Fb - Compr 1,000.0 psi Pc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0= 0.30, L = 0.480 kilt, Trib= 1.0 ft Point D = 2.550, U' = 1.550, L = 0.280k @3.250 ft Point: D = 2.070, Lr = 0.790, L = 0.450, W = 3.860, E = 2.920k @ 3.250 ft Transient Downward 0.001 in Total Downward 0.001 In 2.19 Ratio 9999>360 Ratio 9999 >240 0.73 LC: W Only 10.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 5.25x14.O 10.011 '0ff&ons Transient Downward 0.087 in Total Downward 0.098 In Ratio 1384>360 Ratio 1223 >240 LC: W Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 1. 760.539.7979 C 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 2016. 1:03PM Multiple Simple Beam ENERCALC. INC. .12. Design Summary Max fblFb Ratio = 0.628; 1 lb : Actual: 686.07 psi at 3.240 ft In Span # I Fb: Allowable: 1,091.61 psi Load Comb: +D+L Max fv/FvRatio = 0.390: 1 Iv : Actual: 70.26 psi at 0.000 ft in Span # 1 Fv : Allowable: 180.00 psi Load Comb: - +D+L ixii 4 nfi Max Reactions (k) Q I L.t a w 9 U Transient Downward 0.007 in Total Downward 0.021 in Left Support 1.48 1.10 0.44 0.72 0.55 Right Support 4.37 1.55 1.90 3.14 2.37 Ratio 6933>360 Ratio 2293 >240 LC: W Only 0.7501-r+0.7501-+0.450W Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: F131 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE7-10 BEAM Size: 7x24, Parallam PSL Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.oE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0. ksl Density 45.050 pelf Fb - Compr 2,900.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Apolied Loads Beam seff weight calculated and added to loads Unif Load: D = 0.250, Li = 0.060 k/ft1 2.50 ft to 20.50 ft, Trib= 1.0 ft Unif Load: D = 0.3790, Li = 0.1830, L = 0.250 k/fl, 0.0 to 2.50 if, Trib= 1.0 ft Unif Load: D = 0.1560, L = 0.250 k/fl, 2.50 to 8.0 ft, Tnb= 1.0 It Unif Load: D = 0.1880, L = 0.30 k/lt, 8.010 14.50 ft, Trib= 1.0 ft Point: D = 2.490, Lr = 2.560 k @ 11.50 ft Point: D = 2.870, Lr = 1.20, L = 0,330, W = 2.320, E = 1.920k @2.750 ft Point: 0= 1.880, Lr = 0.690, L = 0.380, W = 3.10, E = 2.370k @ 20.250 ft Point: W = 6.230, E = 2.927 k @ 2.750 ft Point: W = -6.230, E -2.927 k @ 5.0 ft Point: W = 6.230, E = 2.927k @ 18.0 ft Point: W = -6.230, E -2.927k1 at 20.250 ft and placed every 0.0 It thereafter Unif Load: 0 = 0.1250, L = 0.20 k/ft, 14.50 to 20.50 ft Unif Load: 0=0.180, Lr = 0.110, L = 0.130 kIlt, 20.50 to 23.0 ft Unif Load: 0 = 0.0530, L = 0.1050 k/if, 0.01023.0 ft vesian summary Max = 0.561. 1at V(O 3790) L oia . 00.053 £. o.1050j . 130) LJ) o(oI25O Actual 1425.64 psi 11 500 ft In Span #1 Fb: Allowable: 2,540.62psi . - - - . - - Load Comb: +D+L - Max fv/FvRatio = 0.390: 1 A 7*24 - lv: Actual: 113.12 psi at 0.000 ft in Span #1 _ 23.0 ft Fv : Allowable: 290.00 psi Load Comb: +D+L Max Max Deflections Max Reactions (k) Q L LE a V E ki. Transient Downward 0.148 in Total Downward 0.533 in Left Support Right Support 9.85 4.50 3.41 8.55 4.10 2.86 3.63 2.55 1.79 1.74 Ratio 1863 >360 Ratio 517 >240 LC: L Only 0.7501-r0.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 411 AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 Panted: 22 DEC 2018. 1:31PM Multiple Simple Beam File = C:AMClENERCALCt2O1818122t-1.EC6 ENERCALC. INC. 1983-2017. Bulld:10.17.12.1Q. Ver8.18.1.31 1 Description: FBI 1-FB2O Wood Beam Design: FBI 1 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tenon 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Eberid- xx 2,000.0 ksi Density 45.050 pot Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Emlnbend - xx 1.016.54 kel Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3110, Lr = 0.140, 1= 0.050 k/lt, Tnb= 1.0 ft Point: W = 4.058, E = 2.917k @ 2.50 ft r...:.,... LJII .LJIIflf!fy Max fb/Fb Ratio fb : Actual: = 0.235 1 1,020.83 psi at 3.120 ft In Span # 1 I I J o(o.allo)I..r(o.14oILLo.osoj Fb : Allowable: 4,343.67 psi - - - Load Comb: +1.112D+1.750E Max fv/FvRatio = 0.257: 1 5:25x14.0 fv: Actual: 119.16 psi at 0.000 ft in Span # 1 1 12.0 ft Fv: Allowable: 464.00 psi ________ Load Comb: +1.1120+1.750E Max actions Max Reactions (k) 12 1. Lx Transient Downward 0.064 in Total Downward 0.121 in Left Support Right Support 2.00 0.30 0.84 3.21 2.31 2.00 0.30 0.84 0.85 0.61 Ratio 2267>360 Ratio 1187 >240 LC: W Only 0.7501-r+0.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FBI Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallarn PSL 2.OE Fb - Tension Fb - Compr Aonliod Loads 2,900.0 psi Fc - Prll 2,900.0 psi Fv 2,900.0 psi Fc - Perp 625.0 psi Ft 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcI 2.025.0. psi Eminbend - xx 1,016.54 ksi Beam sell weight calculated and added to loads Unit Load: D = 0.2370, Li = 0.060, L = 0.0270 k/ft, 12.50 ft to 14.50 ft, Tiib= 1.0 ft Unit Load: D = 0.0330, L = 0.0530 k/ft. 0.0 to 12.50 ft, Trlb= 1.0 ft Point: D = 2.0, Li = 0.640, L = 0.30, W = 0.850, E = 0.610k @ 14.250 ft Design Summary Max fb/Fb Ratio fb : Actual: = . 0.116 1 I 321.80 psi at 12.500 ft in Span # I D(O.O33OL(O.o53o} D(fl237OL.r(OO60)1L(O.O210) - Fb: Allowable: 2,781.72 psi Load Comb: +D+L+H, LL Comb Run (*L) 4 - ,25x14.O Max fv/FvRatio= 0.179:1 fv : Actual: I 51.86 psi at 12.500 ft in Span # I F 12.ssft 2.O ft 1 --1 Fv : Allowable: 290.00 psi I Load Comb: +D+L+H, LL Comb Run (*L) MiiDifitióiis Max Reactions (k) Q I. LE a W E H Transient Downward 0.012 in Total Downward 0.037 in Left Support Right Support 0.03 0.33 -0.13 -0.12 -0.09 3.19 0.73 1.09 0.97 0.70 Ratio 4392 >360 Ratio 1302 >240 Lr Only, LL Comb Run (L 0.750Lr+0.750L+0.450W Transient Upward -0.012 In Total Upward -0.033 in Ratio 7730 Ratio 4482 L Orly, LL Comb Run (L*) 0.750Lr+0.75011-+0.450W 4vb AMC Consulting, Inc. Project Title: Snyder Residence 310 VIa Vera Crux, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Printed:22 DEC 2018. 1:31PM Multiple Simple Beam File C:AMCtENERCALC2018181221-1.EC6 ENERCALC. INC. 1983*2017, 8ulld:10.17.12.10, Ver:6.18.1,31 I Wood Beam Design: FBI 3 Calculations per NOS 2015, USC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Pril 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2540, Lr = 0.060, L = 0.0270 k/ft, Trib= 1.0 ft Point: W=5.3113, E = 3.668 k @4.250 ft Design Summary Max ftilFbRatio = 0.071•i lb : Actual: 320.68 psi at 4.250 ft in Span # I Fb : Allowable: 4,493.68 psi Load Comb: +1.1120+1.750E Max fv/FvRatio = 0.060: 1 fv : Actual: 28.03 psi at 0.000 ft In Span # I Fv : Allowable: 464.00 psi Load Comb: +1.112D+1.750E Max Reactions (k) 2 L. 1.c a W E if Left Support 0.69 0.07 0.15 0.80 0.55 Right Support 0.69 0.07 0.15 4.52 3.12 Wood Beam Design: FBI4 DO.254O L00.060 LtO.O271 A Transient Downward 0.004 in Total Downward 0.004 in Ratio 9999 >360 Ratio 9999 >240 LC:W Only LC: +D+0.60W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully LJnbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Spades: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2.025,0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0=0.1960, L = 0.30 klft, 0.0 ft to 3.250 ft. Ti1b= 1.0 ft Unif Load: D = 0.3910, Is = 0. 1650, L = 0.10 k/It, 3.250 (06.0 ft. Trib= 1.0 ft Point: D=0.690, Lr = 0.150, L 0.070, W=4.520, E = 3.120k @5.750 ft Design Summaty Max fb/Fb Ratio = 0.408-1 lb : Actual: 1,813.35 ps( at 3.250 ft in Span #1 Fb: Allowable: 4,449.27 psi Load Comb: +1.112D+1.750E+H Max fv/FvRatio = 0.458: 1 fv: Actual: 212.70 psi at 3.250 ft In Span # 1 Fv : Allowable: 464.00 psi Load Comb: +1.112D+1.750E+H Max Reactions (k) 2 L. i.r a w E if Left Support -0.66 0.49 -0.31 -3.48 -2.40 Right Support 3.15 1.00 0.91 8.00 5.52 D(o.18oUo.33(°.ft1Pi Lf(O.1650) t1.1O) 15x{4b a Transient Downward 0.065 in Total Downward 0.056 in Ratio 1008>360 Ratio 1168 >240 LC: W Only LC: +D+0.60W+H Transient Upward -0.008 in Total Upward -0.007 in Ratio 4687 Ratio 5517 LC: W Only LC: +D+0.60W+H AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 1 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 Punted. 22 DEC 2018. 1:31PM File= C:l.AMC'.ENERCALD2Q1818I221-1.Ec6 Multiple Simple Beam ENERCAIC, INC. 1983-2017. Build:1O.17.12.10, Ve:6.18.1.31 Wood Beam Design: FBI 5 - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi AoliedLoads Beam self weight calculated and added to loads Unif Load: D = 0.3020, Lr = 0.080, L = 0.0530 k/ft1 Tnb= 1.0 ft Point: 01.010, Lr=1.020k@7.oft Point: 0=2.070, Li = 2.0 k @ 10.0 ft Point: W=5.313, E=3.668k@10.2501t uesionummary Max fo/Fb Ratio = 0.543; 1 o(O.30201 Lr(O;080) L(0.0530) fb:Actual: 2,325.61 psi at 9.987 ft in Span #1 - Fb: Allowable: 4,288.22 psi Load Comb: +1.112D+1.750E - Max fv/FvRatio = 0.396:1 5.25x14.O 4 fv : Actual: 183.96 psi at 12.833 ft in Span # I 140 ft Fv : Allowable: 464.00 psi _______ ______________________________________________ Load Comb: +1.112D+1.750E MáIDflétions Max Reactions (k) 12 L ia a A E ki Transient Downward 0.162 in Total Downward 0.413 in Left Support Right Support 3.37 0.37 1.64 4.26 0.37 2.50 1.42 0.98 3.89 2.69 Ratio 1037 >360 Ratio 407 >240 . ... .. . --. .. LI.: VV uniy W. fOULrPU. (OULI'U.'IDUVV Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: Wood Beam Design: F13-1 _6 - Calculations per P1052015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x16, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksl Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam sell weight calculated and added to loads Unif Load: 0 = 0.4680, Li = 0.110, L = 0.280 k/lt, 2.50 ft 1017.0 ft. Tnb= 1.0 ft Unif Load: 0 = 0,2960, L = 0.370 kilt, 0.0 to 2.50 ft, Tnb= 1.0 ft Point: D = 5.260, Li = 2.50, L = 0.370, W = 3.890, E = 2.690 K @2.750 ft Point: D = 0.690, Lr = 0.150, L = 0,070, W = 0.80, E = 0.550k @2.750 ft Point: W=5.168, E = 2.649 k @ 14.750 ft Design Summary Max fblFb Ratio = 0.548• I D(0.296O L(. 37O) fb : Actual: Fb: Allowable: 1,511.03 psi at 2,755.12 psi 7.197 ft in Span #1 I Load Comb: +D+L I Max fv/FvRatlo = 0.504: 1 I 7x1 4 Iv : Actual: 146.10 psi at 0.000 ft In Span # I 17.0 ft Fv : Allowable: 290.00 psi ______________________________________________- _______ ______________________________________________ Load Comb: +D+L Max bëfItI Max Reactions (k) Q 1. Lr a W g E Transient Downward 0.156 in Total Downward 0.526 in Left Support 8.86 2.96 2.90 4 3.07 Ratio 1304 >360 Ratio 387 >240 l'fl1 ouppari i L41 1,34 5.I4 LC: W Only -I'O.750Lr+0.750L+0.450W - Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 ___________ ___________ IC: LC: Wood Beam Design: FBi 7 --Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size; 7x16, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pof Fb - Compr 2,900.0 psi Fc- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi A.DD!ied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1260, Lr = 0.140 k/ft, 0.0 ft to 3.0 ft, Trib= ft 1.0 LInifl mid. fl1W Ir=fl ism k/ft.'ntn17AfiTnh1flft jo AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID:1812.2.18 San Marcos, CA 92078 Project Descr: t 760.539.7979 f. 888.763.6575 Pkted: 22 DEC SiB. 1:31PM MIS MUNKLUU1b11B1Z11.ttD Multiple Simple Beam ENERCALC, INC. 1983-2017,Bulld:10.17.12.10,Ver.6.18.1.31 Unit Load: 0 = 0.0180, Lr = 0.020 k/ft 0.0 to 2.0 ft, Trlb= 1.0 ft Point: D = 3.370, Lr = 1.640, L = 0.370, W = 1.420, E = 0.980 k @ 2,750 ft Unit Load: 0 = 0.2240, L = 0.280 k/ft, 0.0 to 17.0 it Design Summary tb/Fb 0 D 0 80 Lr 0 0) D(O.2240iLL0 280) Max Ratio = 510 1 OIL e -A50 lb : Actual: 1,404.29 PSI at 7.763 ft in Span # I Fb : Allowable: 2,755.l2psl - . Load Comb: +D+L 706 Max fvlFvRatio = 0.417:1 170 ft fv: Actual: 120.90 psi at 0.000 ft in Span # I Fv: Allowable: 290.00 psi ... _______________________________________________________________ Load Comb: +D+L Max Deflections Max Reactions (k) Q I,. LL a W E ti Transient Downward 0.117 in Total Downward 0.437 In Left Support 7.42 2.69 2.66 1.19 0.82 Ratio 1741 >360 Ratio 466 >240 Right Support 5.13 2.44 1.54 0.23 0.16 LC: L Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: F13I8 Calculations per P405 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 Psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pcf Pb - Compr 1,350.0 psi Fe- Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.8990, Li = 0.30, L = 0.3970 k/ft, Tnb= 1.0 ft Dessçn Summary Max fb/Fb Ratio = 0.451.1 lb : Actual: 607.39 psf at 2.000 ft in Span # I Fb: Allowable: 1,346.65 psi Load Comb: +D+L Max fv/FvRatio = 0.387: 1 fv: Actual: 65.80 psi at 0.000 It In Span # I Fv: Allowable: 170.00 psi Load Comb: +D+L 6x8 4 4.01% Max Reactions (k) 2 I. LE I ME g li Transient Downward 0.007 in Total Downward 0.027 in Left Support 1.82 0.79 0.60 Ratio 6459 >360 Ratio 1792 >240 Right Support 1.82 0.79 0.60 LC: L Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: _____________ LC: Wood Beam Design: F819 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 740 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pd Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend xx 1,016.54 ksi Ariolied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.3270, Lr = 0.060, L = 0.0270 k/ft, Tiib= 1.0 ft Point: D = 2.380, Lr = 1.560 k @8.50 ft Point: W = 1.085, E = 0.9570k @6.750 ft Point: W = -1.085, E = -0.9570 k @ 10.250 ft D1O.697.2jL(O.37O) - - öe -- - 3.0 ft Transient Downward 0.006 in Ratio 6479>360 LC: L Only Transient Upward 0.001) in Ratio 9999 LC: Total Downward 0.018 in Ratio 2012 >240 LC: +D+0.750Lr+0.750L Total Upward 0.000 in Ratio 9999 LC: AMC consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple Beam Project Title: Snyder Residence Engineer: AMC Project Descr File Project 113:1812.2.18 Piinted:2213EC2018, 1:31PM RCAL02018\181221-1.EC6 17.iZIO. V8.18.1.31 Design Summasy Max tb/Fb Ratio = 0.654• I tp I D )Lr(oO6O)L(O.O27O) lb : Actual: 2,208.00 psi at 8.500 ft in Span # 1 Fb Allowable: 3,375.09 psi _ Load Comb: +D+Lr 525x14.O Max fv/FvRatio = 0.295:1 17.0 ft fv : Actual: 7690 psi at 15.867 ft in Span # 1 F Fv : Allowable: 261.00 psi ______ Load Comb: D Only M15fi1ff611i Max Reactions (k) Q 1. Lc a W E H Transient Downward 0.163 in Total Downward 0.614 in Left Support 4.16 0.23 1.29 0.22 0.20 Ratio 1253 >360 Ratio 332 >240 Right Support 4.16 0.23 1.29 -0.22 -0.20 LC LrOniy LC: +D+Lr Transient Upward -0.006 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: W Only LC: Wood Beam Design: FB20 Calculations per NOS 2015, ISC 2015, CSC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pril 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pd Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Aoolled Loads Beam seff weight calculated and added to loads (Jnif Load: 0=0.6970, Lr = 0.280, L 0.370 k/it, Trib= 1.0 ft Design Summar, Max ft)/Fb Ratio = 0.387• I lb : Actual: 522.66 psi at 1.500 ft in Span # I Fb : Allowable: 1,350.00 psi Load comb: +D+L Max fv/FvRatio = 0.329: 1 fv: Actual: 55.90 psi at 2.550 ft in Span #1 Fv: Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) Q k Left Support 1.06 0.56 0.42 Right Support 1.06 0.56 0.42 AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project 10:1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Printed: 22 DEC 2018, 1:52PM File= C:AMC\ENERCALD2O1808122I-1.06 Multiple Simple Beam ENERCALC, INC. 1983-201?, 8u11d:10.17.12.10. Ver.6.18.1.31 I on: FB2I-FB30 FB2I Calculations per NDS 2015, lBC 2015, CBC 2016, ASCE 710 BEAM Size: 5.25x16.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pril 2.900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pct Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3270, Li = 0.060, L = 0.0270 klft, Trib= 1.0 ft Point: D = 2.380, Ii = 1.560 k @9.50 ft Point: W 1.085, E = 0.9570 k @7.750 ft Point: W=-1.085, E= -0.9570k@ 11.250 ft Desian Summary' Max Ib/Fb Ratio = 0.621 I lb : Actual: 2,001.65 psi at 9.500 ft in Span # 1 Fb: Allowable: 3,220.79 psi Load Comb: +D+Lr Max fv/FvRatio = 0.279: 1 fv: Actual: 72.79 psi at 0.000 ft in Span # I Fv: Allowable: 261.00 psi Load Comb: D Only . - 5.25x18.O 19.0 ft Max Reactions (k) Q k Lt a W E H Transient Downward 0.157 in Total Downward 0.613 in Left Support 4.55 0.26 1.35 0.20 0.18 Ratio 1448>360 Ratio 372 >240 Right Support 4.55 0.26 1.35 -0.20 -0.18 LC: Lr Only LC: +D+Lr Transient Upward -0.005 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: W Only LC: Wood Beam Design: FB22 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Pc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl Beam self weight calculated and added to loads Unit Load: D = 0.2140, Li = 0.10, L = 0.180 k/It, Tnb= 1.0 ft Max th/Fb Ratio = 0.486. 1 lb : Actual: 655.45 psi at 2.750 ft in Span; I Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.270: 1 fv: Actual: 45.88 psi at 5.060 ft in Span #1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 2 L Lr Left Support 0.61 0.50 0.28 Right Support 0.61 0.50 0.28 - DLO.214jLrj0.1O L(0.180) -- 6x6 5.50 ft Max Deflections H Transient Downward 0.031 in Total Downward 0.073 in Ratio 2161 >360 Ratio 903 >240 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: VIA Prcect Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr: Pnntet 22 DEC 2018, 1:52PM File = C:tAMCENERCALC2OIft181221-1.EC6 ENERCALC, INC. 1983-2017, Bulld:10,17,12.10. Ver:6.18,1,31 Licensee : AMC CONSULTING I Calculations per NDS .20151 IBC 2015, CBC 2016, ASCE 7-10 AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple Beam Wood Beam Design: FB23 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Pb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend -xx 620.0 ksi plied Loads Beam self weight calculated and added to loads Unif Load: 0= 0.4120, Lr= 0.160, L = 0.1430 k/lt, Trib 1.0 It Max fb/Fb Ratio = 0.449.1 fb:Actual: 582.28ps1 at 1.750 ft ln Span #1 Fb: Allowable: 1,295.41 psi Load Comb: +D+L Max fv/FvRatio = . 0.313: 1 fv: Actual: 56.43 psi at 3.045 ft in Span # I Fv: Allowable: 180.00 psi Load Comb: +D+L Max Reactions (k) Q L Lr Left Support 0.73 0.25 0.28 Right Support 0.73 0.25 0.28 Wood Beam Design: FB24 D1P..4j5OLro.16oJj,p,j43o -7 4x6 - F 3.501% Max Deflections - if Transient Downward 0.007 in Total Downward 0.026 in Ratio 6379>360 Ratio 1586 >240 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2015, IBC 2015, CDC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced - Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2640, Lr = 0.060, L = 0.0130 k/lt, Tnb= 1.0 ft Point: W = 0.2020, E = 0.0890 k @ 5.750 ft Design Summary Max th/Fb Ratio = 0.590-1 DjO.2&4O)Lr(O.o5oL(o.Oi3o) ,. - fb : Actual: 717.14 psi at 3.500 ft In Span #1 Fb: Allowable: 11215.00 psi I, Load Comb: +D+H 4 8x6 Max fv/FvRatio = 0.268: 1 7.0 ft fv: Actual: 41.01 psi at 6.557 ft in Span # 1 Fv : Allowable: 153.00 psi . Load Comb: +D+H Max Defections Max Reactions (k) Q L LE a 31 E ft Transient Downward 0.027 in Total Downward 0.150 in Left Support 0.95 0.05 0.21 0.04 0.02 Right Support 0.95 0.05 0.21 0.17 0.07 Ratio 3145 >360 Ratio 561 >240 LC: Lr Only 0.7501-r+0.7501.+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project LD:1812.2.18 Project Descr: Pnnted: 22 DEC 2018, 1:52PM File = CMMDENERLCt2019t1B1221-1.EC6 Multiple Simple Beam ENERCAIC, INC. 11983,12017.B d1011.1210. Vei:6.10,1.31 Wood Beam Design: FB25 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Pb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Mo/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.4990, Lr = 0.1550, L = 0.2630 k/ft, Trib= 1.0 ft Point: D =2.180, Lr=0.640, L=0.320, W=2.050, E = 1.70k @0.50ft Point: W=4.268, E=1.844k@3.oft Desiçn Summary Max fb/Fb Ratio = 0.444-1 fb : Actual: 956.17 psI at 2.240 ft in Span # I Pb : Allowable: 2.151.18 psi Load Comb: +1.112D+1.750E Max fv/FvRatio = 0.519: 1 fv : Actual: 141.04 psi at 3.387 ft in Span #1 Fv : Allowable: 272.00 psi Load Comb: +1.112D+1.750E Max Reactions (k) Q L. LE a g ft Transient Downward 0.028 In Total Downward 0.036 in Left Support 2.92 0.81 0.87 2.86 1.95 Ratio 1730>360 Ratio 1341 >240 Right Support 1.29 0.57 0.39 3.46 1.60 LC: W Only 0.7501-00.7501-+0.450W Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB26 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 64, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Pc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pcf Pb - Compr 1,350.0 psi Pc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi ADD/led Loads Beam self weight calculated and added to loads Unit Load: D = 0.2740, Lr = 0.130, L = 0.090 k/ft, Trib= 1.0 ft Desiqn Summary Max fb/Fb Ratio = 0.728 I fb : Actual: 982.21 psi at 3.500 ft in Span # 1 * D1.274O) Lr(.O.130)L(O 090) Fb: Allowable: 1,350.00 psi -- - - - - Load Comb: +D+L 6x6 Max fv/FvRatio = 0.330: 1 7.0 ft fv : Actual: 56.16 psi at 6.557 ft in Span # I F .. Fv: Allowable: 170.00 psi _______ Load Comb: +D+L Mibiflir Max Reactions (k) 12 I. Lr E ft Transient Downward 0.058 in Total Downward 0.198 In Left Support 0.98 0.32 0.46 Ratio 1451 >360 Ratio 423 >240 Right Support 0.98 0.32 0.46 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Dç4990)1550)L40g0 1:1 4.0ff AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San, Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple Beam Project Title: Snyder Residence Engineer: AMC Project Descr He= INC. I Project ID: 1812.2.18 P606: 22 DEC 2018, 1:52PM - ALC%2018\181221-l.ECS 7.12.10, Ver:6.18.1.31 Wood Beam Design: FB27 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0. psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0,5640, Li = 0.2430, L = 0.250 klft, TO= 1.0 ft Design Summary - 0(0.5640? Lr(O.2430) L(O.250) Max fb/Fb Ratio = 0.6661 lb : Actual: 898.85 psi at 2.250 ft in Span # I Fb : Allowable: 1,350.00 psi Load Comb: +D+L 6x6 Max fv/FvRatio = 0.431:1 450 ft Iv : Actual: 73.24 psi at 0.000 ft in Span # I Fv : Allowable: 170.00 psi Load Comb: +D+L ______ MIifftions Max Reactions (k) Q I. Lt U Transient Downward 0.019 in Total Downward 0.071 in Left Support 1.28 0.56 0.55 Ratio 2841 >360 Ratio 755 >240 Right Support 1.28 0.56 0.55 LC: L Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB28 Calculations per NOS 2015, lBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PHI 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - compr 1,350.0 psi Pc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Aoalied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3680, Lr = 0.080, L = 0.0530 k/ft. Tiib= 1.0 ft Design Summary Max lb/Fb Ratio = 0.709.1 lb : Actual: 948.47 psI at 5.500 ft in Span # I Fb: Allowable: 1,338.45 psi Load Comb: +D+L Max MFvRatio = 0.345:1 Iv : Actual: 58.70 psi at 0.000 ft in Span # I Fv : Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) Q L. L Left Support 2.09 0.29 0.44 Right Support 2.09 0.29 0.44 o8so)(0.qL(Qo53oJ 6x10 11.01% E Max Defections LI Transient Downward 0.042 in Total Downward 0.252 in Ratio 3132>360 Ratio 523 >240 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC consulting. Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID:1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.5397979 f. 888.763.6575 Pdnted; 22 DEC 2018. 1:52PM tue = MNtLU1OU*1iiI,tI..D Multiple Simple Beam ENERCALC. INC. 1983-2017. BuItd:10.17.i2.10Ver,6.18.1.31 Wood Beam Design: F829 Calculations per NOS 2015, IBC 2015, CBC 2015, ASCE 7-10 BEAM Size: 5.25x14.0, Parailam PSL, Fully Unbracàd Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcI Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksl Aønhied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3340, Li = 0.080, L = 0.040 k/ft, Tb= 1.0 ft Point: D = 1.340, Li = 0.830k @ 2.50 ft. Point: D=0.570, Lr=0,40k@2.0ft Point: D=1.0, Lr = 0.740 k @ 8.50 ft Point: W = 0.5370, E = 0.570k @ 1.250 ft Point: W = -0.5370, E = -0.570 k @4.250 ft Point: W = 0.5370, E = 0.570k @ 14.750 ft Design Summa,y Maxfb/Fb Ratio = 0.557-1 lb : Actual; 1,879.69 psi at 8.500 ft In Span # I Load Comb: +D+Lr Max fv/FvRatio = 0.383: 1 fv Actual: 138.69 psi at 0.000 ft In Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr Max Reactions (k) 0 I. Li 3 W Left Support 5.18 0.34 2.11 0.17 Right Support 3.80 0.34 1.22 0.37 Wood Beam Design: FB30 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade; No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Fb: Allowable: 3,375.09 psi i:ii. 6.25x14.0 A 17.0 ft 3 Transient Downward 0.155in Total Downward 0.567 in 0.18 Ratio 1319 >360 Ratio 359 >240 0.39 LC: Li Only LC: +D+Lr Transient Upward -0.006 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: E Only LC: Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2380, Lr = 0.060, L = 00130 k/fL Tiib= 1.0 ft Desian Summary Max fb/Fb Ratio = 0.159i lb : Actual: 185.27 psi at 1.500 ft In Span #1 Fb : Allowable: 1,166.79 psi Load Comb: D Only Max fv/FvRatio = 0.122: 1 fv: Actual: 19.81 psi at 2.550 ft in Span # I Fv: Allowable: 162.00 psi Load Comb: D Only Max Reactions (k) J2 I. Li 3 YtL Left Support 0.36 0.02 0.09 Right Support 0.36 0.02 0.09 LO420lj601LL0.0130j_ 3.0 ft H Transient Downward 0.001 in Total Downward 0.007 in Ratio 9999>360 Ratio 5364 >240 LC: Li Only LC; +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: . LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 C 888.763.6575 project Title: Snyder Residence 11): 1812.2.18 Engineer: AMC Project Project Descr Pinte 22 DEC 2018, 2:13PM File CMb1DENERCALO2018\181221-I.Ec6 Ili I Multiple Simple Beam ENERCALC. INC. 1083-2017, 8uBd:10.17.12.10, Ver.618.1.31 Description: FB3I-FB40 Wood Beam Design: FB3I Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb -Tension 1,000.0 psi Fc - Pril 1,500.0 psi Fv 180.0 psi Ebend- xx 1.700.0 kel Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Porn 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksl Appiled Leads Beam self weight calculated and added to loads Unit Load: D = 0.2380, Li = 0.060, L = 0.0130 k/ft, Trib= 1.0 it Point: D=1.0, Lr 0.740 k @ 1.50 ft Deslgn sum maiy Max fo/Fb Ratio = 0.691.1 fb:Actual: 1,118.64 psI at 1.500 ft in Span #1 Fb : Allowable: 1,618.68 psi Load Comb: +D+Lr Max fv/FvRatio = 0.411: 1 fv : Actual: 92.52 psi at 2.550 ft in Span # 1 Fv : Allowable: 225.00 psi Load Comb: +D+Lr Max Reactions (k) Q I Lc Left Support 0.86 0.02 0.46 Right Support 0.86 0.02 0.46 .2380U0 050) L(1.013QL,, - MifIetions - u Transient Downward 0.010 in Total Downward 0.027 in Ratio 3566360 Ratio 1317 >240 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB32 Calculations per NDS 2015, IBC 2015, CEC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,000.0 psi Fc - Pill 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Apnlled Loads Beam self weight calculated and added to loads Unit Load: D= 0.3080, Li 0. 1250, L= 0.170 k!ft, TO= 1.0ft Design Summary Max fb/Fb Ratio 0.285 I fb : Actual: 368.89 psi at 1.500 ft in Span # I Fb: Allowable: 1,296.01 psi Load Comb: +D+L+H Max fv/FvRatio = 0.219:1 fv: Actual: 39.45 psi at 2.550 It in Span # I Fv : Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) 12 I. Lt a W Left Support 0.47 0.26 0.19 Right Support 0.47 0.26 0.19 - - D(O.3080) Lr(O.1250) L(O.17Ol - ;e-. 3.0 ft Transient Downward 0.004 in Total Downward 0.012 in Ratio 9534>360 Ratio 3038 >240 LC: L Only C: +D+0.75OLr+0.750L+I-1 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Maoos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Prinled: 22 DEC 2018, 213PTd Multiple Simple Beam ENERCALC, INC. .12. Wood Beam Design: FB33 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1.700.0 ksl Density 31.20 pcf Fb - Campr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Aop!!ed Loads Beam self weight calculated and added to loads Unit Load: D = 0.570, Lr = 0.250, L = 0.2540 k/ft, Tnb= 1.0 ft Point: D = 3.80, Lr 1.220, L = 0.340, W = 0.370, E = 0.390k @ 0.750 ft Des/an Summari Max fb/Fb Ratio = 0.610. 1 fb : Actual: 728.47 psi at 0.750 ft In Span # I Fb: Allowable: 1.194.10 psi Load Comb: +D+L Max fv/FvRatio = 0.423:1 Iv: Actual: 76.06 psi at 2.230 ft in Span # I Fv : Allowable: 180.00 psi Load Comb: +D+L Max Reactions (k) 2 1. LL 2 W E ft Left Support 3.72 0.64 1.29 0.28 0.29 Right Support 1.82 0.47 0.68 0.09 0.10 Wood Beam Design: FB34 - OjO)_Lr1O.9) L4O). -- 4' I. •.J.Ud U •.-.- Transient Downward 0.003 in Total Downward 0.013 in Ratio 9999>360 Ratio 2695 >240 LC: Li Only '0.7501-r+0.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2.900.0 psi Fc- PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksl Density 45.050 pcI Fb - Compr 2,900.0 psi Fc- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aonlied Loads Beam self weight calculated and added to loads Unif Load: D = 0.5030, Lr = 0.1030, L = 0.30 k/ft. Tb= 1.0 ft Point: D= 1.296, Lr=0.4730, L=0.3330k@ 1.0 ft Point: D = 1.296, Lr = 0.4730, L = 0.3330 k @9.50 ft Des!gnSummaiv Max fb/Fb Ratio 0.684:1 fb : Actual: 1,878.14 psi at 5.250 ft in Span #1 Fb: Allowable: 2,747.44 psi Load Comb: +D+L+H Max fvIFvRatio = 0.636: 1 fv: Actual: 184.54 psi at 9.520 ft in Span # I Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) 2 t. LE a W 9ft Left Support 4.01 1.91 1.01 Right Support 4.01 1.91 1.01 3.5X1 1.575 - 10.50 ft Transient Downward 0.093 in Total Downward 0.276 in Ratio .1362 >360 Ratio 455 >240 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr 22 DEC 2018. 2:13PM File C:WlC1ENERCAL02018\181221-1.EC6 Multiple Simple Beam ENERCALC, INC. 1983 i Ver.618.1.31 I Wood Beam Design: FB35 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, FulIUiibraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Pc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pet Pb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1420, Lr = 0.090, L = 0.050 klft, lrlb= 1.0 ft Design Sumrneri' Max fb/Fb Ratio = 0.513 I O(O.1420)Lr(O.09L(0.050 lb : Actual: 853.61 psi at 6.750 ft in Span # I Fb: Allowable: 1,663.53 psi Load Comb: +D+0.75QLr+0.750L 6x1O Akh Max fv/FvRatlo = 0.209:1 13.50 ft lv : Actual: 44.38 psi at 12.735 ft in Span # 1 Fv: Allowable: 212.50 psi _________________________________________________________________ Load Comb: +D+0.750Lr+0.750L Max DtiectJons Max Reactions (k) Q 1. LE a V F. 11 Transient Downward 0.108 in Total Downward 0.309 in Left Support 1.03 0.34 0.61 Right Support 1.03 0.34 0.61 Ratio 1506>360 Ratio 524 >240 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB36 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcI Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Apo!ied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2320, Li = 0.1750, L = 0.0260 k/ft, Tnb= 1.0 ft Point: D=1.030, Lr=0.610, L=0.340k@3.25011 Desian Summary Max fb/Fb Ratio 0.714 1 T' 232_) (•• 750 ) LC00260 1--000 4101 fb:Actual: 960.84p5' at 3.250 ft in Span #1 - ,--- - -. Fb: Allowable: 1,346.17 psi - - - - -. - Load Comb: +D+0.75O(+0.750L - - Max fv/FvRatio = 0.356: 1 4x12 A Iv: Actual: 80.12 psi at 0.000 ft in Span # 1 i... ft 1 Fv: Allowable: 225.00 psi _______ Load Comb: +D+Li Maibifiiiions Max Reactions (k) Q L Lr I v E H Transient Downward 0.031 in Total Downward 0.077 in Left Support 1.49 0.29 1.00 Right Support 1.35 0.24 0.92 Ratio 2940>360 Ratio 1173 >240 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: '410 AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID:I812.2.18 San Marcos, CA 02078 Project Descr: t 760.539.7979 f. 888.763.6575 Punted: 22 DEC 2018. 2:1 Multiple Simple Beam ENERCALC, INC. 017.12,10, Ver.6. Wood Beam Design: FB39 Calculations per NDS 2015, IBC 2015, CRC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, Parallam PSI, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: True Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 pal Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoo!ied Loads - Beam self weight calculated and added to loads Unif Load: D = 0.310, Lr = 0.060, L = 0.0530 k/ft, Tb= 1.0 ft Point: D =0.780, Lr= 0.360, L=0.30, W= 1.010, £ = 0.730k © 1.50 ft Point: 0=2.0, Lr=0.640, L=0.30, W=3.210, E2.310k©1.5&ft Design Summatv Max fblFb Ratio = 0.276; 1 ft : Actual: 1,245.78 psi at 1.507 ft in Span #1 Fb: Allowable: 4,515.81 psi Load Comb: +1.112D+1.750E Max fv/FvRatio = 0.437: 1 fv: Actual: 202.88 psi at 0.000 ft in Span # I Fv: Allowable: 464.00 psi Load Comb: +1.1120+1.750E Max Reactions (k) P L Id a 39 9 11 Transient Downward 0.009 in Total Downward 0.016 in Left Support Right Support 2.38 0.48 0.88 2.64 1.90 1.69 0.33 0.58 1.58 1.14 Ratio 5213>360 Ratio 3078 >240 LC: W Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB40 Calculations per NDS 2015, IBC 2015, CRC 2016, ASCE 7-10 BEAM Size: 4x12 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fe - PrIl 1,500.0 ps Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi 1 - oto.aiw Lrto.osoo Lt0.0530j - 3175 ADDII8d Loads Beam self weight calculated and added to loads Unif Load: 0 = 0. 1960, L = 0.30 kift, 1db- tO ft Deslan Summeiv Max fblFb Ratio = 0686; I ft : Actual: 740.62 psi at 4.250 ft in Span # I Fb : Allowable: 1,080.35 psi Load Comb: +D+L Max fv/FvRatio = 0.354:1 fv : Actual: 63.72 psi at 7.565 ft in Span # I 0(01960) L(0.30) - 42 - 8.50 ft Allowable: 180.00 psi L Load Comb: +0+L - Max Reactions (k) Q I. lr a 38t g 1:1 Left Support 0.87 1.28 Right Support 0.87 1.28 Transient Downward 0.050 in Total Downward Ratio 2032 >360 Ratio LC: L Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC: 0.084 In 1208 >240 LC: +D+L 0.000 in 9999 LC: AMC Consulting, Inc. Project Title: Snyder Residence 310: Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr. t. 760.539.7979 f. 888.763.6575 II DEC 2018. &28M1 ,.VEVl'CflLflVflWU VI IV" I Multiple Simple Beam ENERCALC. INC. 1983-2017. BUlld:10.17L12.1O, Ve;6i8.13i trellis rafters Wood Beam Design: rr@ 12" o.c. Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pcf Fb - Corn Pr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Acolied Loads Beam self weight calculated and added to loads Unif Load: D=0.010, Lr= 0.010 k/fl, Tnb= 1.0 ft Summafy Des/gn Max tb/Fb Ratio = 0.254-1 ft : Actual: 355.18 psI at 6.000 ft in Span #2 Fb: Allowable: 1,400.60 psi Load Comb +D+Lr+H, LL Comb Run (*L*) Maxfv/FvRatio 0.068:1 fi:Actual: 15.33 psi at 12.000 ft in Span #2 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H, LL Comb Run (*LL) DtO.O10l LrtO.010) ... -... 3x6 3x6 3x6 2.50 ft . 12.0 ft + Max Reactions (k) 12 1. LE 1 V E 11 Transient Downward 0.085 in Total Downward 0.172 In LeftSpporI 0.11 0.09 Ratio 1693>360 Ratio 835 >240 Right Support 0.11 0.09 Li Only, LL Comb Run ('L )+Lr+H, LL Comb Run (*L Transient Upward -0.056 in Total Upward -0.108 in Ratio 1068 Ratio 554 Lr Only, LL Comb Run CL )+Lr+H, LL Comb Run CL Wood Beam Design: rrQ 12" O.C. - Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 .O ..II.. Using Allowable Stiess Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Loa Beam self weight calculated and added to loads Unif Load: D= 0.010, Lr=0.010 k/lt, Trib= 1.0ft Max tb/Fb Ratio = 0.230 1 ft : Actual: 283.50 psi at 7.250 ft in Span #2 Fb : Allowable: 1,231.86 psi Load Comb: +D+Lr+H, LL Comb Run ('L') Maxfv/FvRatio= 0.066:1 fv:Actual: 14.81 psi at 14.500 ft ln Span #2 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H, LL Comb Run ('LL) Max Reactions (k) Q L Left Support 0.16 0.12 Right Support 0.16 0.12 3x8 3x8 3x8 4.0 ft 14.50 ft 4.0 ft r - if Transient Downward 0.079 In Total Downward 0.149 in Ratio 2198>360 Ratio 1167 >240 Li Only, LL Comb Run (*L )+Lr+H, LL Comb Run (*L Transient Upward -0.069 in Total Upward -0.115 in Ratio 1388 Ratio 830 Lr Only, LL Comb Run (L )+Lr+H. LL Comb Run (*L V1131 Max fb/Fb Ratio = 0.288; 1 fb : Actual: 485.77 psi at 10.000 ft in Span # I Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H, LL Comb Run (*L) Max fv/FvRatio = 0.140: 1 fv : Actual: 29.67 psi at 9.400 ft In Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H, LL Comb Run (LL) Max Reactions (k) 2 1. Li Left Support 0.35 0.44 Right Support 1.20 1.06 10.0 ft 5.50 ft ki Transient Downward 0.141 in Total Downward 0.208 in Ratio 934>360 Ratio 634 >240 Lr Only, LL Comb Run (L )+Lr+l-I, LL Comb Run (*L Transient Upward -0.083 in Total Upward -0.026 in Ratio 1598 Ratio 4611 Lr Only. LL Comb Run (Là )l-Lr+H, LL Comb Run (*L AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Prk,ted: 10 DEC 2018, 8:32AM File = QWAMNERCALCM18181221-1.E6 I Multiple Simple Beam ENERCAIC, INC. 1983-2017 Bulld:1O.17.12.10, Ver6.18.t31 I Description: trellis beams Wood Beam Design: simple span (carport) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 8x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 3120 pot Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0880, Li = 0.0880 k/ft, Trib= 1.0 ft Desiçrn Summary Max fb/Fb Ratio = 0.238:1 fb : Actual: 401.47 psi at 5.000 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.104:1 fv : Actual: 22.08 psi at 9.400 It in Span # I Fv: Allowable: 212.50 psi _______ Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 12 I, Lr a W g Transient Downward 0.047 in Total Downward 0.101 in Left Support 0.50 0.44 Ratio 2543>360 Ratio 1189 >240 Right Support 0.50 0.44 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam iDesign : cantilever (carport) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 8x8 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb- Tension 1,350.0 psi Fc- PrIl 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.20pcf Fb - Compr 1,350.0 psi Pc - Perp 625.0 psi Ft 675.0 psi Eminberid - xx 580.0 ksi Beam self weight calculated and added to loads Unif Load: D = 0.0880, Lr = 0.0880 Will, Trib= 1.0 ft 10.0 ft AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project 10:1812.2.18 Sery Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Pdrtted: 10 DEC Fib= c:'MCENERCALG2018\18122l1.Ec6 [Multiple Simple Beam ENERCALC, INC. 1a33-2017, Bufld:10.17.12.10, Ver6.18.1.31 I Wood Beam Design: cantilever (dining) Calculations per NOS 2015 IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 8x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 kel Density 31.20 pcf Fb - Comor 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - 580.0 ksl 6plied Loads Beam self weight calculated and added to loads Unif Load: C = 0.0880, Li = 0.0880 k/if, Trib= 1.0 ft Design Summary Max folFb Ratio = 0.373 1 1b: Actual: 628.70 psi at 6.278 ft in Span #1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Ij+H, LL Comb Run (L*) Maxfv/FvRatio = 0.181:1 Actual: 38.52 psi at 13.500 ft in Span # I Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H, LL Comb Run (LL) Max Reactions (k) Q L ir Left Support 0.58 0.59 Right Support 1.27 1.12 D110.08151) Lr(0.0880 A 8x8 axe 13.50 ft 5.0 ft - Max Deflections Transient Downward 0.157 in Total Downward 0.277 in Ratio 926>360 Ratio 583 >240 Lr Only, LL Comb Run CL )+Lr+H, LL Comb Run (L* Transient Upward -0.185 in Total Upward -0.248 in Ratio 648 Ratio 484 Li Only, LL Comb Run (L* )+Lr+H, LL Comb Run (L* AMC Consulting, Inc. Project Title: Snyder Residence 310 'ha Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Maroas, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 10 DEC 2016,10;5M Multiple Simple Beam ENERCAIC, INC. 17.12.10, Ver6.18.1•.3 Description: Deck Joists Wood Beam Design: di Q 16" o.c. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 Pc, Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.010, L = 0.060 k/ft. Tiib= 1.330 ft Design Summaiy - Max fb!Fb Ratio = 0.877: 1 lb : Actual: 1,089.63 psi at 5.000 ft in Span # 1 Fb : Allowable: 1,242.00 psi Load Comb: +D+L+H 4.. Max fv/FvRatio = 0.322:1 L fv : Actual: 57.93 psi at 9.400 ft in Span # I Fv : Allowable: 180.00 Psi Load Comb: +D+L+H Max Reactions (k) Q I,. I.L Left Support 0.08 0.40 Right Support 0.08 0.40 10.0 ft Transient Downward 0.237 In Total Downward 0.283 in Ratio 506 >360 Ratio 423 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr t. 780.539.7979 f. 888.763.6575 Description: stringers Wood Beam Design: stringers Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2-2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksl Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.010, L = 0.060 k/ft, Tnb= 1.330 ft Desion Summani Max lb/Fb Ratio = 0.881.1 .......°(°•°1330W°•°1980) ft : Actual: 1,094.20 psI at 7.000 ft In Span # 1 -.---- - Fb : Allowable: 1,242.00 psi Load Comb: +D+L+H - 2-2x8 Max fv/FvRatio = 0.241: 1 I . . 14.0 ft fv : Actual: 43.44 psi at 13.440 ft in Span # 1 Fv: Allowable: 180.00 psi _______ Load Comb: +D+L+H - Difl ___________________ Max tlons Max Reactions (k) 2 I. 11 a w E h Transient Downward 0.455 in Total Downward 0.558 In Left Support 0.13 0.56 Right Support 0.13 0.56 Ratio 369>360 Ratio 301 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: _________ LC: Wood Beam Design: stringers Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade.: No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksl Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Emlnbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Uiif Load: 0=0.010, L = 0.060 kIlt, Trib 1.330 ft Design Sumrnay Max fb/Fb Ratio = 0.634-1 . Tb : Actual: 787.26 ps at 4.250 ft in Span # 1 Fb : Allowable: 1,242.00 psi Load Comb: +D+L+H Max fvlFvRatio 0.267: 1 fv: Actual: 48.12 psi at 7.905 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) Q I. Lc Left Support Right Sijpport 0.07 0.34 0.07 0.34 - 2x8 - 8.60 it MDèftons Transient Downward 0.1241n Total Downward 0.148 in Ratio 825 >360 Ratio 689 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 1. 888.763.6575 Punted: 10 DEC 2018. 11:19N,l MIe= MNUALU1b111.ttM Multiple Simple Beam ENERCALC, INC. 1983.2017,13uiid10.17.12.10,Yer.6.18.1.31 Description: FB4I-FB5O Wood Beam Design: FB4I Calculations per ND$ 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Pill 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Aoolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2310, L = 0.370 kit, Trib= 1.0 ft Design Summary Max tb/Fb Ratio = 0.486 I lb : Actual: 630.18 psi at 1.750 ft in Span # 1 Fb : Allowable: 1,295.41 psi Load Comb: +D+L Max fv/FvRatio = 0.339:1 Iv: Actual: 61.07 psi at 3.045 ft in Span # I D(O.231OJL(O.37) - 3.50 ft Fv: Allowable: 180.00 psi Load Comb: +D+L ax Deflections Max Reactions (k) 9 I. Transient Downward 0.015 in Total Downward 0.025 in Left Support 0.41 0.65 Ratio 2758>360 Ratio 1686 >240 Right Support 0.41 0.65 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB42 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 - BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 280.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcI Fb- Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to Loads Unif Load: D = 0.3930, Ii = 0.160, L = 0.130 klft, Trib= 1.0 ft Design Summaiy Max fb/Fb Ratio = 0.154. 1 lb : Actual: 430.99 psi at 4.750 ft In Span # I Fb: Allowable: 2,800.16 psi Load Comb: +D+L Max fv/FvRatlo = 0.139:1 fv: Actual: 40.23 psi at 0.000 ft in Span # I Fv : Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) 2 L LE a W F. Left Support 1.98 0.62 0.76 Right Support 1.98 0.62 0.76 D1O39O) Is(O- 192) L(O.130) - 5.25x10 9.50 ft Transient Downward 0.012 in Total Downward 0.049 in Ratio 9285 >360 Ratio 2345 >240 LC: Is Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 8999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr. ' -• L 760.539.7979 f. 888.763.6575 Pdntetfl DEC 2O18_2:I8Pf1 Multiple i fl earn CMMCtENERLC2018t1O1221-1.EC6 Simple ENERCALC. INC. 1983-2017, Bulld:10.17.12.10, Ver.6.18.1.31 Wood Beam Design: FB43 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x14, ParallaiiPSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade : 'Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1740, Li = 0.140, 1= 0.0480 k/if, 0.0 ft to 5.50 ft, Trib= 1.0 Unif Load D = 0.0430, L = 0.0530 k/lt, 5.50 to 11.50 ft, Trib= 1.0 ft Point: 0= 1.980, Li = 0.760, L = 0.620 k @5.50 ft Point: 0=7.420, Lr=2.660, L=2.690, W=1.190, E = 0.820 k @ 5.50 ft Design Summary Max tblFb Ratio = 0.734; 1 fb : Actual: 2,069.59 psi at 5.482 ft In Span # I Fb : Allowable: 2,820.60 psi Load Comb: +D+L Max fvlFvRatio = 0.401: 1 fv:Actual: 116.27 psi at 0.000 ft in Span #1 Fv : Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) Q I. l.( a A E tj Left Support 5.88 2.01 2.37 0.62 0.43 Right Support 5.09 1.88 1.82 0.57 0.39 Wood Beam Design: FB44 _P (0J LJ.04gJT. 7x4 ' 11.50 ft DefletJons - Transient Downward 0.067 in Total Downward 0.284 in Ratio 2068 >360 Ratio 485 >240 LC: Lr Only 0.7501-r+0.7501-+0.450W Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pcf Fb-Compr 1,350.0 psi Fc- Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0430, L = 0,2550 kilt, Trib= 1.0 ft Design Summary Max th/Fb Ratio = 0.765:1 tb: Actual : 1,022.14 psi at 6.760 ft in Span #1 Fb : Allowable: 1,335.38 psi Load Comb: +D+L Max fv/FvRatio = 0.313: 1 fv: Actual: 53.15 psi at 12.735 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) Q L l.t a W E Left Support 0.37 1.72 Right Support 0.37 1.72 9(0O43O) L(O.2550) 6x1O F-- 13.505 - Màbèftêiions ii Transient Downward 0.305 in Total Downward 0.370 in Ratio 531 >360 Ratio 438 >240 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Tide: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer AMC Project ID: 1812.2.18 San Marcos, CA 12078 Project Descr: t. 760.539.7979 f. 888.763.6575 10 DEC 2016. 11:19AM He= C:MNK(ALUZU1m181a1'1 hUb 11 Multiple Simple Beam ENERCALC, INC. 1983-017.BuIid:10.17.12;10.Vér.6.18,1.31 Wood Beam Design: FB45 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x18.0, Paraliam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: True Joist Wood Grade: Paraliam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam sell weight calculated and added to loads Unif Load: D = 0.0430, L = 0.2550 k/ft, Trlb= 1.0 ft Unif Load: D = 0.0680, L = 0.4050 kilt, 5.7501o13.250 ft. Trib= 1.0k Design Summary r - -. Max fb/Fb Ratio = 0.567 1 fb : Actual: 1,508.46 psI at 9.500 ft in Span # 1 Fb: Allowable: 2,658.44 psi 1 - - Load Comb: +D+L 4, 5.25x1e.0 Max fv/FvRatio = 0.272: 1 19.0 ft fv : Actual: 78.98 psi at 0.000 ft in Span # I r Fv: Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) 12 I, LE B W E Transient Downward 0.405 in Total Downward 0.495 in Left Support 0.91 3.94 Ratio 562>360 Ratio 460 >240 Right Support 0.81 3.94 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB46 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam sell weight calculated and added to loads Unlf Load: D = 0.0430, L = 0,2550 kilt, Tr,-- 1.0 ft Desian Summaiv Max fb/Fb Ratio = 0.126: 1 lb : Actual: 169.66 psi at 2.750 ft in Span 01 Fb: Allowable: 1,343.96 psi Load Comb: +D+L Maxfv/FvRatio= 0.102:1 fv : Actual: 17.42 psi at 0.000 ft in Span # I Fv : Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) Q I. LE S W S Left Support 0.15 0.70 Right Support 0.15 0.70 exio -ii 5.50 ft Transient Downward 0.008 in Total Downward 0.010 In Ratio 7862 >360 Ratio 6481 >240 LC: L Only LC: +D+L Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: icv AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr L 760.539.7979 f. 888.763.6575 Pind: 10 DEC Multiple Simple Beam INC. .12.10 Vór:6.18.I Wood Beam Design: FB47 Calculations per lIDS 2015. IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Pc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi ADDiled Loads Beam self weight calculated and added to loads Unit Load: D = 0.0850, L = 0.510 klft, Trib= 1.0 ft Design Summari MaxfblFb Ratio = 0.664:1 tb : Actual: 890.47 psi at 4.500 ft in Span # 1 Fb Allowable: 1,340.54 psi Load Comb: +D+L Max fvlFvRatio = 0.381: 1 fv :Actual: - 64.75 psi at 0.000 ft In Span # 1 ry : Allowable 170.00 PSI I Load Comb: +D+L Max Deflections Max Reactions (k) Q i. Lt a W F. 11 Transient Downward 0.1201n Total Downward 0.143 in Left Support Right Support 0.43 2.30 0.43 2.30 Ratio 897>360 Ratio 754 >240 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB48 Calculations per NDS 2015, IBC 2015, CSC 2016, ASCE 7-10 Using Allowable Stns Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Pc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pd Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0950, L = 0.570 k/It, mb: 1.0 ft Design Summary - Do ooii.o• 570 Max fb/Fb Ratio = 0.788:1 tb : Actual : 1,033.48 psi at 6.500 ft in Span # I I I Fb: Allowable: 1,310.86 psi Load Comb: +D+L Ak 6x14 Max fv/FvRalio = 0.438: 1 13.0 ft fv : Actual: 74.53 psi at 0.000 ft in Span #1 Fv: Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) Q I Li Left Support 0.72 3.71 Right Support 0.72 3.71 H Transient Downward 0.204 in Ratio 764 >360 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.244 in 639 >240 LC: +D+L 0.000 in 9999 LC: Total Upward Ratio 46 1 A 9.0 ft AMC consulting. Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project I0812.2.18 San Ma;cos, CA 92078 Project Descr: t. 760.539.7979 t. 688.763.6575 Punted: 10 DEC 2018. :VMUtNtku1Ot1C1UI-I,o I Multiple Simple Beam ENERCALC. INC. 1983 ru 4 in Wood Beam Design: FB49 Calculations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bonding Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density. 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl AnDlied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0950, L = 0,570 k/ft, Thb= 1.0 ft Design Summary Max fblFb Ratio = 0.228 I fb : Actual: 306.57 psi at 2.500 ft in Span # I Fb : Allowable: 1,344.55 psi Load Comb: +D+L Maxfv/FvRatlo= 0.196:1 fv:Actual: 33.33 psi at 4.217 ft in Span #1 Fv : Allowable: 170.00 psi I Load Comb: +D+L ax êflb'ons Max Reactions (k) D L j W E if Transient Downward 0.013 in Total Downward 0.015 in Left Support 0.27 1.43 Ratio 4681 >360 Ratio 3945 >240 Right Support 0.27 1.43 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB50 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bonding Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb- Compr 1,350.0 psi Fc Perp 625.0 psi Ft 675.0 psi Emlnbend - xx 580.0 ksi 010.09501 L(O.5 - - exio 5.0 ft Applied Loads Beam self weight calculated and added to loads Unlf Load: D = 0.0550, L = 0.330 k/it, Tñb= 1.0 ft Design Summary Max fb/Fb Ratio = 0.343: 1 lb : Actual: 459.90 psi at 4.000 ft in Span # I Fb : Allowable: 1,341.64 psi Load Comb: +D+L Max fv/FvRatlo = 0.216:1 fv : Actual: 36.71 psi at 0.000 It in Span # I .- Fv : Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) 12 I. LE fi yi F= if Left Support 0.27 1.32 Right Support 0.27 1.32 6x1O 8.0 ft Transient Downward 0.049 in Total Downward 0.058 in Ratio 1974>360 Ratio 1643 >240 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr. Pth,d: 10 DEC 2016. 11:46AM Fie = C:AI10ENERCALO2O18t181fl1-1.EC6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Bulkl:I0.17.12.10, Ver6i8.1,81 Description: FB5I-FB54 Wood Beam Design: FB5I Calculations per NOS 2015, IBC 2015, CEC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pd Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0ksi Applied Loads Beam self weight calculated and added to loads Of Load: 0 = 0.0430, L = 0.2550 k/ft, 0.0 ft to 3.50 ft, Trib= 1.0 ft Unit Load: 0 = 0,0550, L = 0.330 Wit, 3.50 to 8.50 ft, lrlb= 1.0 ft Design Summerj, Max tb!Fb Ratio = 0.3591 lb : Actual: 48125 ps( at 4.420 ft In Span # 1 Fb: Allowable: 1,341.04 psi Load Comb: +D+L Max 1v/FvRat10 = 0.223: 1 Iv: Actual: 37.85 psi at 7.735 ft In Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L D.(0.0550)L(o.330) 6x10 8.50 ft Max Reactions (k) Q I. Lc a vt E U Transient Downward 0.057 in Total Downward 0.069 in Left Support 0.25 1.19 Right Support 0.27 1.35 Ratio 1792 >360 Ratio 1488 >240 LC: L Only LC: +D+L Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB52 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcI Fb - Compr 1350 psi Fc- Perp 625 psi Ft 675 psi Eminbend- xx 580 ksi Apolled Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.0350, L = 0.210 k/It, Tnb= 1.0 ft Unit Load: 0 = 0.0250, L = 0.150 k/It, 0.0 to 7.0 ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.680 1 DCO.O25OL(O.1 Q59)1-(0 214) lb : Actual: 909.74 psi at 5.405 ft in Span # 1 1 Load Comb: +D+L Fb: Allowable: 1,337.89 psi 6x10 04 Max fvlFvRatio = 0.337:1 11.50 ft fv : Actual: 57.28 psi at 0.000 ft in Span # I I' Fv: Allowable: 170.00 psi Load Comb: +D+L Max De___________________________________________________________ flections - Max Reactions (k) Q L Li a W EH Transient Downward 0.195in Total Downward 0.235 in Left Support 0.39 1.94 Right Support 0.32 1.53 Ratio 705>360 Ratio 586>240 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 2078 Project Descr: t 760.539.7979 f. 888.763.6575 Printed 10 DEC 2018. 11:48AM File= C:AMCENERCALO2O18l0l221-1.CS [Multiple Simple Beam ENERCALC INC 1983-2017 aulrd 1017 1210 Veil 18 I 31 Wood Beam Design: FB53 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Spedes: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PHI 925 psi Fv 170 psi Ebend- xx 1600 ksl Density 31.2 pcf Fb - Compr 1350 psi Fe - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Aoolled Loads Beam self weight calculated and added to loads Unit Load: D = 0.0350, L = 0.210 k!ft, Tnb= 1.0 ft Design Summar, Max tb/Fb Ratio = 0.250.1 fb : Actual: 335.78 psI at 4.250 ft In Span # I Fb : Allowable: 1,341.04 psi Load Comb: +D+L Max fv/FvRatio = 0.151:1 fv : Actual: 25.64 psi at 7.735 ft In Span #1 Fv : Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) Q L Li a A E ft Transient Downward 0.039 in Total Downward 0.048 in Left Support 0.20 0.89 Ratio 2586>360 Ratio 2118 >240 Right Support 0.20 0.89 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB54 Calculations per lIDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pcf Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.040, L = 0.240 kltt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.119. 1 - -. D(O.0350)L.(0.210) 6x10 8.50 ft I. lb : Actual: 159.78 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,343.96 psi Load Comb: +D+L Max fv/FvRatio = 0.097: 1 fv : Actual: 16.41 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L Max Reactions (k) Q I. Li B Xf E H Left Support 0.14 0.66 Right Support 0.14 0.66 6x10 5.50 ft Transient Downward 0.008 in Total Downward 0.010 In Ratio 8353 >360 Ratio 6881 >240 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 BASE SHEAR DESIGN The following data has been taken from the Project Soils Report and the ASCE 7-10 as allowed by the 2016 California Building Code: Risk Category = II (Table 1.5-1) Seismic Importance Factor = 1.00 (Table 1.5-2) Mapped Spectral Response Accelerations; S = 1.131g Si = 0.434g Site Class = D Site Coefficient; F. = 1.048 F=1.566 Spectral Response Coefficient; SDS = 0.790 SW = 0.453 Seismic Design Category = D (Table 11.6-1) R = 6.5 bearing wall system - wood structural panel wall (Table 12.2-1) Seismic Base Shear shall be determined in accordance with Section 12.8.1 Equation (12.8-1) V = Cs W Equation (12.8-2) Cs = = 0.790 = 0.122 <<< GOVERNS (RII) . (6.511.00) Not to Exceed Equation (12.8-3) Cs =SQ1 = 0.453 = 0.259 T (Rh) (0.269)(6.5/1.00) Shall not be less than Equation (12.8-5). Cs = 0.044 SDS I = (0.044)(0.790)(1.00) = 0.035 Section 2.4 In Allowable Stress Design Load Combinations; V = (0.7) Cs W Therefore: Base Shear V = (0.7) (0.122) W = 0.086 SHEET: LI 41 218 East Grand Avenue, Suite 7 I Escondido, CA 92025 760.747.8681 t 888.763.6575 f Inc www.amcconsultinginc.com Project Name Project Address Project Number Date ,14t4r ,EuvL- 0r1ii Q4t , bf' L' "' 130116 1,-1000 ,- WPAI4 VJVZL (ri ' 4. (I-51--4?') . (c._t'b' 4. (1? A . (.c .tO' Or 4- 1 1- (Q ;c'4'\ 4- (c ci')j . (Jo wT 11o"? - i'.r/,o r1kU QO wi_ , 1400,51F 1L '64MOOlt w1 ''zf. 1(.Sg* (o ç,t3F , IC i 1- .4. 10ST71 -çoc7(i. (ptU'I. - i4z yJT OO - 4141P ft 1041 .= 1056114141 By Sheet of 4,:3 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 GENERAL NOTE LATERAL RESISTING ELEMENTS CONSIST OF A FLEXIBLE WOOD DIAPHRAGM AND WOOD SHEAR WALLS. THE STRUCTURE WILL BE DESIGNED BASED ON OUR INTERPRETATION OF THE 2016 C.B.C. AND ANY APPLICABLE LOCAL CODE. BASE SHEAR FROM SHEET LI- E = 0.086W STORY DISTRIBUTION LEVEL AREA WPSF WLB HFT WxH %V Vtotai Vseisrnic 2 t-vz.., 11Sqf06,7 ot I 3O1 w a 'q,Q 1 TOTAL Base Shear = 0.086 x WLB 0.086x i'tf2.- = 7-41-11 WIND LOAD FROM SHEET L2 Ps (30') = 17.24 PSF Ps (15') = 16.21 PSF Wind Load at level 2 = Wind Load at level I = (o/1.. i.7.,. - hF i&,9 4,..okQ bç 'L m1.1.A4 r PC (°J./.b. 1 SHEET: '( PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 18122.18 Along Grid 2 Upper FS = 5.55 633 1757 FW= 129 22 1419 Shear/FT 1757 115 115 76 LU,o Type I MOT 76 11.5 14 12296 0.49 17 14 11.5 7711 12296 7711 4585 Uplift = 4585 11.5 399 1 r3ø Along Grid 5 Upper FS= 5.55 1060 2942 FW= 129 22 1419 181 18 1629 3048 Shear/FT = 3048 7 7.5 210 Aj.O Type I MOT 210 7 12 17657 0.49 10 12 7 1441 OT - MR = 17657 1441 16217 Uplift= 16217 7 2317 Along Grid 6 Upper FS= 5.55 137 380 FW= 129 21 1355 Shear/FT= 11355 7.5 1 81 Type I MOT= 181 7.5 8 10836 MR= 0.49 10 8 7.5 1103 M01 - MR= 10836 1103 9734 Uplift= 9734 75 1298 '..z. Upper 5.55 1000 2775 181 18 1629 134 21 1374 3003 P 3003 5.5 6 261 Type 2 MOT 261 5.5 9.5 13642 0.49 10 9.5 5.5 704 13642 704 12938 Uplift= 12938 5.5 2352 SHEET: PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 \long Grid 11 Upper FS= 5.55 671 1862 FW = 134 34.5 2312 Shear/FT = 2312 7.5 308 Type 2 MOT 308 7.5 11 25427 0.49 10 11 7.5 1516 OT - IVIR = 25427 1516 23911 Uplift = 1 23911 7.5 3188 3j1S: Grid 12 Upper V \Iong FS = 5.55 202 561 FW= 134 14.5 972 Shear/FT = 972 6.5 149 1Aua Type I 149 6.5 11 10687 0.49 10 11 6.5 1139 MOT MR = 10687 1139 9548 Uplift = 9548 6.5 1469 liO r(r-'fO SHEET: U PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Along Grid C Upper FS= 5.55 438 1215 FW= 181 24.5 2217 Shear/FT = 2217 2.67 2.67 415 Type 7 415 2.67 9.25 10255 (fc\ LR= 0.49 17 275 R= 9.25 2.67 10255 275 9980 9980 2.67 3738 0j10 Along Grid D Upper FS= 5.55 415 1152 FW= 134 20.5 1374 Shear/FT = 1374 4.5 305 I Type 2 MT 305 4.5 8.5 11675 0.49 17 8.5 4.5 717 I MOT - MR = 11675 717 10958 Uplift 10958 4.5 2435 oq1 7c7 Along Grid F Upper FS= 5.55 574 1593 FW= 129 24 1548 Shear/FT = 1593 8.5 8.5 94 ktc. Type I MOT 94 8.5 11.5 9159 MR = 0.49 17 11.5 8.5 3461 MOT - MR 9159 3461 5698 Uplift = 5698 8.5 670 o* 3•;c1 Along Grid H Upper FS= 555 202 561 FW= 134 14 938 Shear/FT = 938 2.5 375 ] Type 5 OT 375 2.5 8.5 7973 <.13o 1- = 0.49 17 8.5 2.5 221 AOT - Ma = 7973 221 7752 Uplrft= 7752 2.5 3101 .oqs SHEET: LI PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Along Grid K Upper FS = 5.55 534 1482 FW = 181 32.5 2941 Shear/FT = 2941 10 294 Type 2 MOT= 294 10 9.5 27942 T MR = 0.49 10 9.5 10 2328 MOT - MR = 27942 2328 25614 - Uplift = 25614 10 2561 IPJ15 Jong Grid L Upper FS= 5.55 610 1693 FW= 134 20.5 1374 Shear/FT = 1693 8 212 I i..v.,o Type I MOT= 212 8 8.5 14388 MR= 0.49 17 8.5 8 2266 MOT-MR= 14388 2266 12123 Uplift= 12123 8 1515 long Grid M Upper FS= 5.55 102 283 FW= 129 8.5 548 Shear/FT = 548 6.5 6.5 42 &z,o Type I AOT= 42 6.5 8 2193 0.49 17 8 6.5 1408 OT-MR 2193 1408 785 Uplift= 785 65 121 Along Grid N Upper FS= 5.55 574 1593 FW= 129 24 1548 Shear/FT = 1593 8.5 8.5 94 I 'c Type 1 MOT 94 8.5 11.5 9159 MR = 0.49 17 11.5 8.5 3461 MOT - MR= 9159 3461 5698 Uplift = 5698 8.5 670 ADRJ SHEET: i'b PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Along Grid i Main FS= 3.86 445 859 737 1596 FW 225 15.5 1744 595 2339 Shear/Panel = 2339 2 1169 &v- ç (2) HFX-1 8x10 RAISED FLOOR Uplift = I 1169 2335 J 19380 J 9706 I 1 Ed Along Grid 3 Main FS= 3.86 818 1579 1077 2656 FW = 225 28.5 3206 870 4076 Shear/Panel = 4076 2 2038 (2) HFX-18x10 RAISED FLOOR Uplift = I 2038 I 2335 1 19380 I 16915 1 1 1/8" STD Along Grid 4 Main FS= 3.86 740 1428 1961 3390 FW = 225 21.5 2419 2032 4451 Shear/Panel = 4451 2 2225 <v- (2) HFX-18x10 RAISED FLOOR Uplift = f 2225 I 2335 I 19380 I 18470 I 1 1/8" STO Jong Grid 6 Main FS= 386 980 1891 981 380 3252 FW = 225 23 2588 1016 1355 4959 Shear/FT = - 4959 7.5 661 13' Type 5 MOT = 661 7.5 10 49585 MR= 0.49 10 10 7.5 1378 [ MOT —MR= 49585 1378 48207 Uplift = 48207 7.5 6428 z C1c6 SHEET: t) PROJECT NAME: SNYDER RESIDENCE PROJECT 140: 1812.2.18 long Grid 7&8 Main S = 3.86 983 1897 2775 4672 W= 225 29.5 3319 3003 6322 hear/FT = I S 6322 4 5 11 5 5 5 294 çti Type 2 294 5.5 10 16172 0.49 10 741 4OT 10 5.5 MR = 16172 741 15431 plift = 15431 5.5 2806 oj long Grid 10 -Main S = 3.86 735 3007 W 1419 1588 = 225 34.5 3881 1972 5853 hear/FT = I F 5853 11.5 5094~ Type 4 OT 509 11.5 10 58533 0.49 17 10 11.5 5508 ov MR = 5853S 5508 53024 plift = 53024 11.5 4611 'fs 2 Main 9.41 936 4404 329 4732 225 40.5 4556 408 2520 7484 E-MR 7484 9.5 9.5 394 rn3o Type 3 394 9.5 10 37421 0.49 17 10 9.5 3759 [ MOT 37421 3759 33662 Uplift = 33662 9.5 - 3543 Along Grid 13 Main FS= 9.41 576 2710 FW= 225 24 2700 1548 4248 Shear/FT= 4248 13 327 Type A01 = 327 13 10 42480 gupo.1i 0.49 17 10 13 7039 AOT - MK = 42480 7039 35441 Uplift = 35441 13 2726 .oic i4Qv2- SHEET: o PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Grid A Main 3.86 622 1200 146 34.5 2519 FT= r 2519 3 .3 420 Type 5 420 3 12593 10 0.49 17 375 MR 10 3 12593 375 12218 Uplift = 12218 3 1 4073 16115 FS = 325 627 1757 2384 FW = 17 1913 1871 3783 Shear 2 longIB Main 1892 4. (2) HFX-18x10 RAISED FLOOR Uplift 2335 1 19380 15699 I 1 1Ed long Grid C Main FS= 3.86 733 1415 1215 2630 FW= L 225 22.5 2531 2217 4748 - Shear/Panel = 1 4748 2 2374 <- 1. o (2) HFX-21 x1 RAISED FLOOR Uplift I 2374 I 2810 1 19125 I 16158 1 1/8" STD] Along Grid E - Main FS= 3.86 354 683 1713 2396 FW= 225 12.5 1406 1374 2780 Shear/FT = 2780 3 3 463 Type 7 MOT = 463 3 10 13901 MR = 0.49 17 10 3 375 1 MOT - MR = 13901 375 13526 Uplift = 13526 3 4509 AD'fc SHEET:L-' PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Grid F Main fdong FS= 3.86 576 1112 1593 2705 FW = 225 24 2700 1548 4248 Shear/Panel = 4248 2 2124 .& vio (2) HFX-18x10 DIRECT TO CONC. Uplift= I 2124 I 2970 39500 28248 I I 1/8" HS Grid G Main fAlong FS= 3.86 1310 2528 FW = 225 29 3263 Shear/FT = 3263 13 261775"Type 2 M01-= 251 13 10 32625 MR= 0.49 10 10 - 13 4141 MOT - MR = 32625 4141 28485 uplift = 28485 13 2191 ng Grid J Main = f 3.86 545 1052 = 225 18.5 2081 ear/FT = 2081 11 189 Auoo Type 1 MOT= 189 11 10 208131 MR= 0.49 - 10 10 11 2965 MOT - MR= 20813 2965 17848 Uplift= 17848 11 1623 -oiS Along Grid K Main FS= 3.86 792 1529 1482 1757 4767 FW= 225 12.5 1406 2941 1871 6218 Shear/Panel = 6218 3 2073 35 (3) HFX-18x10 RAISED FLOOR Uplift = 2073 2335 1 19380 t 17202 1 1/8D STE SHEET: '-'1- PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 aJong Grid L Main FS= 3.86 272 525 1693 2218 FW= 225 12.5 1406 1374 2780 Shear/FT = 2780 4.5 618 Type 5 OT = 618 4.5 10 27803 0.49 17 10 4.5 843- MOT - MR = 27803 843 26959 Uplift = 26959 4.5 5991 'C Along Grid M Main FS= 386 245 473 1693 2166 FW = 225 8.5 956 1374 2330 Shear/Panel = 2330 2 1165 (2) HFX-15x10 RAISED FLOOR Uplift = 1 1165 f 1445 15280 I 12320 I 1 1/8" STE Along Grid N Main FS= 3.86 576 1112 1593 2705 FW = 225 24 2700 1548 4248 Shear/Panel = 4248 2 2124 ,vyo (2) HFX-18x10 DIRECT TO CONC. Uplift = I 2124 2970 t 39500 I 28248 j 1 1/8" HS mommmmmmm SHEET: 218 East Grand Avenue, Suite 7 Escondido, CA 92025 4 1 760. 747.8681 t. 888.763.6575f COflSI!ll!qiIIU www.amcconsumnginc.com lqr çQoiMJ'7 Qe4I j1¼) Project Name ProjectAddress Project Number Wii-.i. ob Date ____ 94Q00 f60 4 P64') Q,O ?8 -w floO 4- SO flO 19 i- i- I9O p iHQ 300 ffjUi- f65 i f11 ivifo .low td(O f651-..- pmS . i4O OO - 1010: .yj 0 KSS +- f1353 bo cii t090 çj 4(.O/ 1.1 ~ 4- (\ A. lfrc'f ?t 10 q ?: cjow f-MO i'jO I-.°to i) O14,OI •= (1.000 vslg I 1A ,ez ,c * C/c. wp'4 c'vrvo 1-t°0 jv UqO+'b llbqo t11O4-Q,o 9Q4-5b I0,0O f.ASOi tpF(fr 0.00c1.30 Fi,4 PSt1 i€O fo h' r41tO loqO F4,14 By - Sheet _____ of t- 218 East Grand Avenue, Suite 7 Escondido, CA 92025 4 760747.8681 t 888.763.6575 f Constig,ng Inc. www.amcconsultinginc.com )4 Oofli 943 Project Name Project Address Project Number ltL.cb Date I Ii-t. ç4 t710 fisla '=5 A.'3. &- I t1 O4t LcIc. jkf By Sheet _____ of _. RECEIVED NOV 212018 CITY OF CARLSBAD BUILDING DIVISION STRUCTURAL CALCULATIONS SNYDER RESIDENCE 1394 Magnolia Avenue Carlsbad, CA 92008 PROJECT NUMBER: 1812.2.18 DATE: November 19, 2018 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. Phone: 760.539.7979. Fax: 888. 763.6575 www.amcconsuftinginc.com k. PROJECT: SNYDER RESIDENCE PROJECT ADDRESS: 1394 Magnolia Avenue Carlsbad, CA 92008 PROJECT NUMBER: 1812.2.18 DATE: November 19, 2018 TABLE OF CONTENTS ITEM SHEET# DESIGN DATA SHEET GI DESIGN LOADS G2-G3 VERTICAL DESIGN VI-V42 BASE SHEAR DESIGN LI-L4 LATERAL DESIGN 1-5-1-13 SHEAR WALL SCHEDULE L14 LATERAL DESIGN EXAMPLE L15 SEISMIC OVERSTRENGTH FACTOR L16 FOUNDATION DESIGN F1-F3 SPECIFICATIONS S1-S10 Tony Càe0 62003 RCE 6Ex09301 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. Phone: 760.539.7979. Fax: 888.763.6575 www.amcconsultinginc.com I I PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 STRUCTURAL DESIGN DATA SKEET CODE: 2016 CALIFORNIA BUILDING CODE SOIL DATA: PROJECT SOILS REPORT LUMBER DIMENSION 2X D F #2 F = 90 PSI Fb=900 E1 6X106 DIMENSION 4X D F #1 F = 90 PSI Fb= 1000 E1 7X106 DIMENSION 6X D F #1 F =85 PSI Fb=1350 E=1 6X106 GLU-LAMS 24FV4 DF/DF F=240 PSI Fb=2400 E1 8X106 PARALLAMS 2 OE WS PSL F=290 PSI Fb=2900 E2 OXI 06 STEEL SHAPE ASTM / GRADE F (KSI) WIDE FLANGE (W) A 922 50-65 PLATES, ANGLES AND CHANNELS A36 36 RECTANGULAR TUBES A500B 46 PIPES A 53.B 35 SHEET: Gi PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 ROOF LOAD ROOFING METAL ROOFING 40 PLYWOOD 518" . 1.8 FRAMING 35 INSULATION S STD .. 3.0 MECH & ELECT.,STANDARD 1.0 CEILING GYPSUM 30 MISC STANDARD 1.7 DEAD LOAD 180 LIVE LOAD ROOF 200 TOTAL DEAD+ LIVE 380 FLOOR LOAD FLOORING S TILE S 10.0 PLYWOOD S 3/4" 2.5 FRAMING. TRUS-JOIST . 11-7/8" 4.0 INSULATION STD 30 MECH & ELECT STANDARD 1.0 CEILING GYPSUM 30 MISC STANDARD 1.5 DEAD LOAD 250 LIVE LOAD RESIDENTIAL 400 TOTAL DEAD + LIVE 65.0 SHEET: G2 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 18122.18 TYPICAL EXTERIOR WALL LOAD EXTERIOR STUCCO 100 INTERIOR 5/8" GYPSUM 30 FRAMING 2x STUDS 20 INSULATION R13 1.0 MISC STANDARD 1.0 TOTAL 170 SHEET: G3 AMC Consulting, Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Piuject Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 Pnr.td: 15 NOV 2018. 10:11A1 Multiple Simple Beam Description: Rafters .............. ____ Wood Beam Design: rr Q 24' o.c.. Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE7-10 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fe - Pril 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcI Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0180, Ic = 0.020 klft, Trib= 2.0 ft Design Summary •1............................................................... .... Max lb/Fb Ratio = 0.819; 1 0 IO.O4OJ. fb : Actual: 1,164.84 psi at 7.250 ft in Span # I . . .. Fb: Allowable: 1,423.13 psi .--- --.-.---...-..-.------- 2x10 .................... Load Comb: +D+Li*H Maxfv/FvRatio= 0.248:1 4.50 ft ........ fv: Actual: 55.73 psi at 13.775 ft in Span # I Fv: Allowable: 225.00 psi Load Comb: +D+1.j+H Max Défiectións Max Reactions (k) Q I. Lr A W E if Transient Downward 0.253 in Total Downward 0.499 in Left Support 0.28 0.29 Ratio 688 >360 Ratio 348 >240 Right Support 0.28 0.29 LC: Lr Only IC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 IC: LC: 'It AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812..18 San Marcos, CA 92078 Project Descr: L 760.539.7979 f. 888.763.6575 P.jntd: 15 NOV Multiple Simple Beam Description; RBI-RBIO ____ Wood Beam Design: RBI Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using AIloable Stress Design with MCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Paraftam PSL 2.0E Fb- Tension 2,900.0 psi Fe - Prli 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pet Fb - Compr 2,900.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,018.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0=0.1170, Lr0.130 lc!ft, Trib= 1.0 ft Max fb/Fb Ratio = 0.352: 1 fb: Actual : .42.95 at 11.000 ft in Span #1 1.1 Fb: Allowable: 3,251.26 psi Load Gomb: +D+Lr+H Max fv/FvRatio = 0.150: 1 fv : Actual: 54.55 psi at 0.000 ft in Span # 1 Fv : Allowable: 362.50 psi Load Comb: +D+Lr+H -*..=.-. 5.25x14.O .4 22.0 it Max Reactions (k) 2 i Li a A E II Transient Downward 0.287 in Total Downward 0.596 in Left Support 1.54 1.43 Ratio 920>360 Ratio 443 >240 Right Support 1.54 1.43 LC: ir Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9899 .. . LC: LC: Wood Beam Design: RB2 Calculations per NDS 2015, BC 2015, CEC 2016, ASCE 7-10 BEAM Size: 6x6,Sawn,Fu.jyUn.braced .. Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fe - Pril 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pct FbCompr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580ksi j22JL?d Loads Beam self weight calculated and added to loads Unit Load: D=0.1220, Lr = 0.060 kilt, Trib= 1.0 ft Point: D=1.540, Lr=1.430k@1.250fi Design Summari Max fb/Fb Ratio = 0.514: 1 lb : Actual: 867.05 psi at 1.250 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.382:1 fv:Actual: 81.12 psi at 2.0501t in Span #1 Fv Allowable: 212.50 psi Load Comb: Max Reactions (k) 2 k Li a W Left Support 0.93 0.79 Right Support 0.93 0.79 D(D122OLr(pO5DJ A 6x5 4 2COII... fibeftect.ion.. Transient Downward 0.007 in Total Downward 0.015 in Ratio 4249>360 Ratio 1983 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 17- Project Title: Snyder Residence Engineer: AMC Project Descr: lNC.mll Project ID: 1812.2.18 Pqinted: 15 NOV 2018. 10:35AM 4ERC.4LO20l818122l-i.EC6 Calculations per NDS 2015, IBC -..... .... with ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: No.2 1350 psi Pu 180 psi Ebend- xx 1600 ksi 625 psi Ft 575 psi Eminbend - xx 580 ksi 5, CBC_2016, ASCE 7-10 Density 31.2 pcf lb : Actual: 74.52 psi at 1.500 ft in Span # I Fb: Allowable: 1,056.90 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.039:1 fv: Actual: .8.85 psi at 2.070 ft in Span #1 Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H AMC Consulting, Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple Beam Using Allowable Striss Design Wood Species: Douglas Fir - Larch Fb - Tension 900 psi Fc - Prll Fb .. Corn pr 800 psi Fc - Perp Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0810, Lr = 0.090 k/it, Trib= 1.0 ft Deslp Summary Max fb/Fb Ratio = 0.071 1 Max Reactions (k) Q I L1 3 W E ft Transient Downward 0.001 in Total Downward 0.001 in Left Support 0.13 0.14 Ratio 9999>360 Ratio 9999 >240 Right Support 0.13 0.14 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: .. LC: Wood Beam Design RB4 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 EA BM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcI Pb - Connpr 1000 psi Fc - Pep 625 psi Ft 675 psi Eminbend xx 620 ksi ADDILed Loads Beam self weight calculated and added to loads Uriif Load: D = 0.0720, Lr = 0.080 k/ft, Trib= 1.0 ft Point: D=0.130, Lr=0,140k@4.50f1 Design Sumrnar'i Max fn/Fb Ratio = 0.271.1 fb : Actual: 362.93 psi at 4.500 ft in Span # I Fb: Allowable: 1.339.43 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.120: 1 Iv : Actual: 26.98 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 0 L LE 3 Left Support 0.43 0.43 Right Support 0.43 0.43 'A D(O.9720 Lr(O.080) 4x12 9.0* ft Transient Downward 0.022 In Total Downward 0.044 in Ratio 4898>360 Ratio 2463 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812..18 San Marcos, CA 92078 Project Descr: t. 760.5397979 f. 888.763.6575 Prnded;15 NOV Multiple Simple Beam INC. Wood Beam Design: RB5 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6.Sawn Fully br ed:..• ____ _____ Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb-Tension 1350 psi Fo- PrIl 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 31.2pcf Fb - Gompr 1350 psi Fe - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Ap1)Jiod Loeds Beam self weight calculated and added to loads Unit Load: D = 0.0880, Lr = 0.060 k/ft, Thb= 1.0 ft Point: 0=0.130, Lr=0.140k@3.50ft DeAuAn Max fblFb Ratio 0.364 1 Actual: 614.15 psi at 3.500 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.142: 1 fv: Actual: 30.12 PS! at 6.557 ft in Span # I D(OO88OOO6O) 6x6 4. 7.0 ft Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max... Max Reactions (k) fl L Lr a W E H Transient Downward 0.041 in Total Downward 0.096 in Left Support 0.40 028 Ratio 2051 >360 Ratio 872 >240 Right Support 0.40 0.28 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 ______ LC: . LC: ea.nib i'g.n .............................. -.....-* ........... . Calculations per NDS 2015, IBC 2015, 2016, ASCE 7-10 BEAM Size:' 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Pril 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 Psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi ApIied Loads Beam self weight calculated and added to loads Unif Load: D=0.1290, Lr=0.110 kilt, Tb= 1.0 ft Point: D=1.540, Lr=1.430k©2.0ft Design Summarj Max fb/Fb Ratio = 0.479 i fb : Actual: 806.60 psi at 2.000 ft in Span # I Fb : Allowable: 1,682.20 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.313:1 fv : Actual: 66.50 psi at 0.000 ft in Span # I Fv : Allowable: 212.50 psi Load Comb: Max Reactions (k) 12 L Lc if Left Support 1.05 0.94 Right Support 1.05 0.94 D(O.1290 Lr(O.i1O) £ 6x8 4.0 ft Transient Downward 0.0131n Total Downward 0.027 in Ratio 3761 >360 Ratio 1786 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7978 f. 888.763.6575 Prrect Title: Snyder Residence Engineer: AMC Project Descr: Project ID; 1812.2.18 NOV 2018, 10'.3BAM Multiple Simple Beam RB7 ______ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 _ BEAM Size ..6x12,Sari,Fully UiiCed Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir.. Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc -.Prll 925 psi' Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580ksi Aonlied Loads Beam self weight calculated and added to loads Unit Load: D=0.1620, Li = 0.180 kilt, Tdb= lOft Design_Summary Max ?o/Fb Ratio 0.599: 1 lb : Actual: 990,27 psi at 7.500 ft in Span # I Fb : Allowable: 1,652.28 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.260: 1 fv:Actual: 55.25 psi at 0,000 ft in Span #1 Fv : Allowable: 212.50 psi . .. Load Comb: +D+Lr+H .'........... Max Reactions (k) 12 L LF 5 mt E ki Transient Downward 0.185 in Total Downward 0.365 in Left Support 1.32 1.35 Ratio 973 >360 Ratio 492 >240 Right Support 1.32 1.35 LC: Lr Only LC:+D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB8 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksl Density 31.2 pcf Fb - Corn Pr 1350 PSI Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi DO.1620? LrO.180 t. :.....__..,... .,.' . 6x12 15.05 Apnlied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.0710, Li = 0.060 Ic/ft, Trib= 1.0 ft Point: D = 1.320, Lr = 1.350k @4.250 ft Desi9n Summaiy Max th/Fb Ratio = 0.603: 1 lb : Actual: 1,009.43 psi at 4.250 ft in Span # 1 Fb: Allowable: 1 $73.08 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.247:11 fv:Actual: 52.56p51 at 7.735 ft in Span #1 Ri : Allowable 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) L L Li Left Support 1.01 0.93 Right Support 1.01 0.93 R&.0=71 04 6x1O 8.50 ft Transient Downward 0.059 in Total Downward 0.121 in Ratio 1729>360 Ratio 842 >240 LC: Li Only LC; +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio .9999 LC: IC: F&ML L.Oflsumflg, inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Tide: Snyder Residence Engineer: AMC Project ID: 1812..1 8 Project Descr Pd e 15NOV2D1 ,105AM. ............--..--_. . - ......-rn ................-....................- .... FfleCM4CE1lERCALci20l8161221l ECS Multiple Simple earn ENERCALC INC 1883-2017 Buld10 1fltO Va'8t8 Wood Beam Design: RB9 Calculations per NOS 2015, IBC 2015, CBC 2016,ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tenslon 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend-xx 1700ksi Density 31.2pcl Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 kel Aoolied Loads Beam self weight calculated and added to loads Unit Load: D = 0. 1040, Lr = 0.1150 klft, Trib= 1.0 ft Desian Summary Max fb/Fb Ratio = 0.280 1 lb : Actual: 374.45 psi at 4.500 ft in Span #1 Fb : Allowable: 1,339.43 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.138: 1 fv : Actual: 30.94 psi at 0.000 ft In Span # ¶ Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H 0040)jl5Q 4x12 9.0 ft Max Reactions (k) Q L jj a A Transient Downward 0.024 in Total Downward 0.048 In Left Support 0.51 0.52 Ratio 4467 >360 Ratio 2257 >240 Right Support 0.51 0.52 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward . 0.000 in Ratio 9999 Ratio 9999 LC: . LC Wood Beam Design: RBIO Calculations per NOS 2015, IBC 201$, CBC 2016, ASCE 7.10 BEAM Size: 6x6 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Speaes: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fa - PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcI Fb - Compr 1350 psi Fe - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi ApDlied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0870, Lr = 0.060 klft, Tb= 1.0 It Design_Summar, Max fb/Fb Ratio = 0.159-1 lb : Actual: 267.63 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb:+D+Lr+H Max fv/FvRatio = 0,088:1 lv: Actual: 18.73 psi at 5.060 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q I, L Left Support 0.28 0.17 Right Support 0.28 0.17 0 O.on70) LrO.060 exe 5.50 ft -....- . ............................................ Transient Downward 0.010 In Total Downward 0.028 In Ratio 6483>360 Ratio 2378 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 8999 Ratio 9999 LC: LC: "a, AMC Consulting, Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr 15 Multiple Simple Beam Description: RII-RB2O _.................................... . ....... Wood Beam Design: RBI 1 Calculations per PIDS 2015,IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 64, Sawn, Fully Unbra Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir.. Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pril 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pd Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Apolied L..aads Beam sell weight calculated and added to loads Unif Load: D = 0.1480, Lr = 0.1350 kffL Trib= 1.0 ft DesignSummaiy Max folFb Ratio = 0.058:1 Actual; 97.90 psI at 1.250 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatlo = 0.054:1 fv:Actual: 11.49 psi at 2.050 ft in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q I. Lr A V 9 H Transient Downward 0.001 in Total Downward 0.002 in Left Support 0.19 0.17 Ratio 9999>360 Ratio 9999 >240 Right Support 0.19 0.17 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: ______ RBI2 Calculations per 2015. IBC 2015, CDC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species; Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1.350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0ks1 Density 31.20 pelf Fb - Cornpr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads linif Load: 0 = 0.1040, Lr= 01150 kIlt, T11b= 1.0 ft Design Summary DO.1O4O LrO.11501 Maxfb!Fb Ratio = 0.119;1 .. fb : Actual: 200.59 psi at 2.750 ft in Span # I Fb : Allowable: 1,680.41 psi Load Comb: +D+Lr+H axe Max MFvRatio = 0.083: 1 5.50 ft fv: Actual: 17.63 psi at 0.000 ft in Span # I F Fv -,Allowable; 212.50 psi . . Load Comb: +D+Lr+H ff[__ffi *__••.................................... Max Reactions (k) 2 1. u 5 38L F. H Transient Downward 0.008 in Total Downward 0.015 in Left Support 0.31 0.32 Ratio 8578>360 Ratio 4327 >240 Right Support 0.31 0.32 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC; exe 2.50 ft (J AMC Consulting, Inc Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID:1812i18 San Marcos, CA 92078 Project Descr. t. 760.539.7979 f. 888.763:6575 ... ... ........... .......... ..: -- Printed: Multiple Simple Beam Wood Beam Design: RBI3 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAliSize : 6x8 ullyUnbraced -...."- * Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb Tension 1350 psi Fc - Pill 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pd Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Emiriberid - xx 580 ksi 010 .:; ....07 TOt Lrp.Oa5Oj it t :tfltt...trrz.:r: - ... ..................... - 6xe 6.bOVt Transient Downward 0.016 Li Total Downward 0.032 in Ratio 4930>360 Ratio 2448 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: . LC: Wood Beam Design: RBI4 Calculations per t1DS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pd Fb - Compr 1,000.0 psi Fc - Pep 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Aoilled Loads Beam self weight calculated and added to loads Unif Load: D = 0.0770, Lr = 0.0850 lcift, 0.0 ft to 2.250 ft, Trib= 1,0 ft Unif Load: D = 0.0360, Lr = 0.040 k/ft1 2.250 to 6.50 ft, Trib= 1.0 ft Point D = 0.310, Lr = 0.320k @ 2.250 ft Design summa Max fb/Fb Ratio 0.204; 1 lb : Actual: 343.21 psi at 2.253 ft in Span # 1 Fb : Allowable: 1,679.25 psi Load Comb: +D+Lr+H Max fvlFvRatlo= 0.127:1 fv: Actual: 27.06 psi at 0.000 ft in Span # I Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 L Lr S. Y.JL Left Support 0.43 0.42 Right Support 0.27 0.26 AmJied Loads Beam self weight calculated and added to loads Unil Load: D 0.1080, Lr = 0.120 k/ft, Tb= 1.0 ft Design Summary Max fb/Fb Ratio = 0.259 I lb : Actual: 347.21 psi at 4.250 ft in Span # 1 Fb: Allowable: 1,341.77 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.133: 1 Iv : Actual: 29.87 psi at 7.565 ft in Span # I Fv: Allowable: 225.00 Psi Load Comb: +D+Lr+H Max Reactions (k) 2 k Li Left Support 0.50 0.51 Right Support 0.50 0.51 M.1080) 1-60.1120) .-.--,-.-... . .. - 4x12 8.50 ft Max Deflections Jj Transient Downward 0.020 In Total Downward 0.040 in Ratio 6082 >360 Ratio 2578 >240 IC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 L 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project lD:1812.2.I8 Pdaed: 15 NOV 201 155AM Multiple Simple Beam Wood Beam Design: R815 Calculations per NDS 2015, IBC BE 2015, CBC 2016, ASCE 7710 AM Size: .6x6 Sawn....Fully .Uñbräced.................................. .............-," ...... Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Ms Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Apolied Loads Beam self weight calculated and added to loads Unif Load: D = 0,01390, Lr = 0.060 kilt, Trib= 1.0 ft Point: D=0.50. Lr=0.510k@1.750ft Design Summary Max fblFb Ratio = 0.258; I lb : Actual: 435.76 psi at 1.750 ft in Span #1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.142: 1 fv:Actual: 30.21 psi at 3.045 ft in Span #1 Fv : Allowable: 21250 psi Load Comb: Max Reactions (k) 0 L Transient Downward 0.008 in Total Downward 0.015 in Left Support 0.29 0.36 Ratio 5151 >360 Ratio 2785 >240 Right Support 0.29 0.36 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RBI6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x16.0, ParallamPSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Ms Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - Prll 2900 psi Fv 290 psi Ebend- xx 2000 ksl Density 45.05 pd Fb - Compr 2900 psi Fc - Perp 625 psi Ft 2025 psi Eminbend - xx 1016.535 ksl Aoo!ied Loads Beam self weight calculated and added to loads Unif Load: D =011850, Lr = 0.2050 kIlt, 0.0 ft to 14.50 ft, Ti1b= 1.0 ft Unif Load: D=0,1670, Lr = 0.1850 k/lt, 14.50 to 20.50 ft, Trib= 1.0 ft Design y . ...... Summar ......................... Max fb/Fb Ratio = 0.384; 1 P( gLj(g2q),. . 791 Oi,85 lb Actual 1,153.23 psi at 10182ft inSpan#1 Fb Allowable 3,169.89 psi Load Comb: +D+Lr+H - 5.25x16.0 Max MFvRatio = 0.182: 1 20.50 ft _______ Iv : Actual: 65.95 psi at 0.000 ft in Span # 1 .. . ................................-..,-__ Fv: Allowable; 362.50 psi . ---------------------------------- _ -------------- .. . Load Comb: +D+Lr+H Max bèfiectiöIs........................,,,-,,,,,.,,,.., .. Max Reactions (k) fl I LE 9. W Transient Downward 0.224 in Total Downward 0.456 in Left Support 2.15 2.08 Ratio 1097>360 Ratio 539 >240 Right Support 2.07 2.00 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 1 , -•'.... (Q . ,_.._.. -5011 'I" AM( consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple Beam Project Title: Snyder Residence Engineer: AMC Project Descr: File = Project ID: 1812.2.18 Thinted: 15N0V2O1t. Wood Beam Design: RB1 7 Calculations per NDS 2015, IBC 2015, CRC 2016,ASCE 7-10 imff AEThx6,SauiiyUnbraced .. iw~ ............................... . . ............................... Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350,0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi ADolied Loads Beam self weight calculated and added to loads lJnif Load: D=0.160, Lr 0140 k/ft, Trib= 1.0 ft Design Summar, Max fo/Fb Ratio = 0.482: 1 lb : Actual: 812.56 p& at 3.500 ft in Span #1 Fb : Allowable 1,687.50 psi Load comb: +D+Lr+H Max fv/FvRatio = 0.219:1 fv: Actual: 46.46 psi at 6.557 ft in Span # I Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q I,, L a A E 11 Transient Downward 0.062 in Total Downward 0.136 in Left Support 0.58 0.49 Ratio 1347 >360 Ratio 615 >240 Right Support 0.58 0.49 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9399 LC: IC:.... Wood Beam Design: RB18 Calculations per NDS 2015, IBC 2015, CSC 2016, ASCE 7-10 BEAM Size: 66, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Fe - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Corn or 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi mfied.Loacis Beam self weight calculated and added to loads Unit Load: D = 0.1780, Lr = 0.160 k/ft. Trb= 1.0 it Des/on Siimmay. MaxfolFb Ratio = 0,1771 lb : Actual: 29822 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.124:1 fv : Actual: 26.43 psi at 0.000 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr'H Max Reactions (k) Q 1 LC Left Support 0.37 0.32 Right Support 0.37 0.32 440 AMC Consulting, Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID:1812.2.18 Pnrted: 15 NOV 201 10:55AM Multiple Simple Beam Wood Beam Design: RBI9 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sn, FllyUnbdeTd........________ Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Spades: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc- PrIl 925 psi Ri 170 psi Ebend-xx 1600 ksi Density 31.2 pd Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Aoolied Loads Beam self weight calculated and added to loads Unit Load: D=0.160, Lr=0.140 k/ft. Tnb 1.0ft Design Summary Max fb/Fb Ratio = 0.246.1 lb : Actual: 414.57 psi at 2.500 ft in Span # I Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.147: 1 fv : Actual psi at 4.550 ft in Span # I i-v: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1. Transient Downward 0,0161n Total Downward 0.036 in Left Support 0.42 0.35 Ratio 3698>360 Ratio 1689 >240 Right Support 0.42 0.35 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB2O _____ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM"ize: 6x12.Sawn -... Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc- PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksl Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Aoolied Loads Beam self weight calculated and added to loads Unif Load: D=0.1260, Lr= 0.140 k/ft. Trib= lOft .::............ Des!gnsummary Maxfb/Fb Ratio = 0.440.1 . ............. ... lb Actual 72764 psf at 7.250 ft in Span # I Fb Allowable 1,653.85 psi 4 * - - 8x12 -. Load Comb: +D+Lr+H .4:. Max fv/FvRatio = 0.198:1 14.50 ft Iv:Actual: 42.00 psi at 13.582 ft in Span #1 . r.... .... ........ .. ........................... ................v .:............ Fv : Allowable: 212.50 psi . Load Comb: +D+Lr+H .................... - Max Reactions (k) Q L Lr a W E 1i Transient Downward 0.126in Total Downward 0.251 in Left Support 1.01 1.02 Ratio 1386>360 Ratio 693 >240 Right Support 1.01 1.02 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AM UOflsutt.ng. Inc. 310 VIa Vera Cruz, Suite 204 San Marcos, CA 92018 t. 760.539.1979 f. 888.163.6575 Project Title: Snyder Residence Engineer: AMC Project ID:1812.2.18 Project Descr: Punted mple Beam Description RB2I-R830 Wood Beam Design: RB2I Calculations per NDS 2015, IBC 2015. CDC 20I6LASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Rending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pof Fb - Cornpr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Aepiled Loads Beam self weight calculated and added to loads Unif Load: D=0.1330, Lr= 0.110 kilt, Trib= 1.0 ft Design Summar Max fb/Fb Ratio 0.438: 1 fb : Actual: 732.91 psi at 5.000 ft in Span # I Fb: Allowable: 1,674.80 psi Load Comb: +D+Lr+H Max fv/FvRatio 0.190: 1 fv: Actual: 40.31 psi at 9.400 ft in Span # 1 ,D(O.13(O ,-.-. ... - l . 0x8 10.0 ft Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H M1flëctions - .. Max Reactions (k) D J,, IJr a W E if Transient Downward 0.080 in Total Downward 0.184 in Left Support 0.71 0.55 Ratio 1492 >360 Ratio 651 >240 Right support 0.71 0.55 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 _______ LC: _______ LC: Wood Beam Design: RB22 Calculations per NDS 2015, IBC 2015, CRC 2016, 7. ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations. Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl ADD/led Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.1690, Lr 0.150 k/ft, Trib= 1.0 ft .. . . . . Design Summary Max .. o - c.0 uvu ., ,- Ratio - I =-_____DJO.16OO)LrO.150) fb Actual: 86293 p5 at 3 500 ft in Span # 1 - Fb: Allowable: 1,687.50 psi . ....... --.---.=.. 6x6 Load Comb: +D+Lr+H Max MFvRatio = 0.232:1 7.0ft fv:Actual: 49.34psi at 6.557 ft in Span #1 r........................................ Fv:Allowable: 212.50 psi Load Comb: +D+Lr+H M .. . ..... .ectIons.. ....... Max Reactions (k) I) j, Transient Downward 0.0671n Total Downward 0.145 in Left Support 0.61 0.53 Ratio 1258>360 Ratio 579 >240 Right Support 0.61 0.53 LC: Is Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: tivi.. t1onsuiling, inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: ...ii6AcFaraIlam PLFuiW Ur W •__••.. .: .... Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Pb - Tension 2900 psi Fe - Prll 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pot Pb - Compr 2900 psi Fc- Perp 625 psi Ft 2025 psi Eminbend - xx 1016.535ks1 Aoplied Loads Beam sell weight calculated and added to loads Unit Load: D 0.1170, Lr=0.130klf1, Trib= loft Design Summary .... Max fblFb Ratio = 0.348.1 701 .. ..... fb Actual 1 05408 psi at 12.000 ft in Span # 1 Fb: Allowable : 3,024.76psi .: . . ............5. Load Comb: +D+Lr+H X2518.0 Maxfv/FvRatio= 0.144:1 . : .... 24.0 ft .. _____ . ........ fv: Actual : 52.31 psi at 22.720 ft in Span #1 Fv : Allowable: 362.50 psi Load Comb: +D+Lr+H MOtn................... Max Reactions (k) 9 L kc fi V. E 11 Transient Downward 0.272 in Total Downward 0.572 in Left Support 1.72 1.56 Ratio 1057>360 Ratio 503 >240 Right Support 1.72 1.56 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB24 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 EAM .Size :6c8 -.-.- Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pot Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Beam self weight calculated and added to loads Unit Load: D=0.1390, Lr=O.06O Vitt Trib1.Oft Point D=l.720, Lr=1.560k©l,50ft Dejgn Summaiy Max ft/Fb Ratio 0.372.1 tb : Actual: 626.95 psi at 1.500 ft in Span # I Fb: Allowable: 1,683.58 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.312:1 fv : Actual: 66.29 psi at 2.380 ft in Span # I Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 I. LE a Left Support 1.08 0.87 Right Support 1.08 0.87 O(O.139O Lr(0.060) -. . .=- 4 ........... __________........................... Transient Downward 0.005 in Total Downward 0.012 in Ratio 6816>360 Ratio 3106 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: IC: PM (Ofl5uItin9 Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer; AMC Project ID: 1812.2.18 Sari Marcos, CA 92078 Project Descr; t. 760.539.7979 f. 888.763.6575 Multiple I '' Ipie impe Beam ENERCALC INC i93-2Q17 8u4&101?121 Wood Beam Design: RB25 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4i12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - PHI 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - compr 1000 psi Fc - Perp 625 psi Ft 675 psi Em inbend - xx 620 ksl ApDliedLg.d Beam self weight calculated and added to loads Unit Load: D = 0.1620, Li = 0,180 klft, Thb= 1.0 ft Design Summary Max fo/Fb Ratio = 0.223: 1 tb : Actual: 300.90 psi at 3.260 ft in Span #1 Fb: Allowable: 1,350.30 psi Load Comb: Max fv/FvRatio = 0.138: 1 fv:Actual: 30.96psi at 0.000 ft in Span #1 Fv: Allowable : 225.00 psi Load comb: +D+Lr+H 2 - - 4c12 " -.----. --------- 6.50 It Max Reactions (k) 2 L Lr a w Transient Downward 0.010 in Total Downward 0.020 In Left Support 0.55 0.59 Ratio 7576>360 Ratio 3890 >240 Right Support 0.55 0.59 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam gn: RB26 Calculations per NDS 2015, BC 2015, CBC 2016, ASCE 7-10 -*----.................. . .. ________ nEr 4, SaiFullUed '' Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fe - Pril 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi APDliecLLoads Beam self weight calculated and added to loads Unit Load: D =0.1850, Li = 0.2850 ltt, Trib= 1.0 ft pesign Sommer Maxfb/Fb Ratio = 0.547 I lb : Actual: 130.77 psi at 4.750 ft in Span # I Fb : Allowable: 1,337.01 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.259: 1 fv : Actual: 58.17 psi at 0.000 ft in Span # I Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 1. Lr a W. Left Support 0.92 0.97 Right Support 0.92 0.97 0(01850) Lr(O 2050) 4Xi2 9.50 ft Transient Downward 0.053 in Total Downward 0.104 in Ratio 2130>360 Ratio 1096 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Transient Downward 0.035 In Total Downward 0.069 in Ratio 3594 >360 Ratio 1824 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMU consulting. Inc. .10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 822AM Simple Beam Wood Beam Design: RB27 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn Fully Unb ce rad ........................ Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcI Fb - Compr 1000 psi Fc- Perp 825 psi Ft 675 psi Eminbend - xx 620 ksi ADdled Loads Beam self weight calculated and added to loads Unit Load: D = 0.140, Lr = 0.1550 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.416:1 lb : Actual: 556.57 psi at 4.750 ft in Span # 1 Fb: Allowable: 1,337.01 psi Load Comb: Max fv/FvRatio= 0.197:1 fv: Actual: 44.31 psi at 0.000 ft in Span # I Fv. Allowable: 22.00 psi Load Comb: +D+Lr+H D6.140) LrO.155O I 4x12 Ah 9.50 ft Max Reactions (k) 12 L LE 5 A E j Transient Downward 0.040 in Total Downward 0.079 in Left Support 0.71 0.74 Ratio 2818>360 Ratio 1439 >240 Right Support 0.71 0.74 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB28 Calculations per NDS,2015, IBC 2015, CBC 2016, ASCE 1-10 BEAM Size: 6x14 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7.10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc PHI 925.0 psi Fv 170.0 psi Ebend- xx 1.600.0 ksi Density 31.20 pcI Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Annlled Loads Beam self weight calculated and added to loads Unit Load: D = 0.2070, Lr = 0,230 k/ft, Trib= 1.0 ft Design Sumrnaiv Max fb/Fb Ratio = 0.274: 1 lb : Actual: 448.51 psi at 5.250 ft in Span # 1 Fb: Allowable: 1,637.08 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.178: 1 fv : Actual: 37.80 psi at 9.380 ft in Span #1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L LE Left Support 1.17 1.21 Right Support 1.17 1.21 AMU uoflSultiflg. inc, 310 1a Vera Cruz, Suite 204 Sari Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Prcect11tle: Snyder Residence Engineer: AMC D: 1812.2.18 Project I Project Descr 16 NOV 2018, 822M4 Itt 1St B Fe=GENER1822E M upesrnpeeam Aw INC 1t117 12_V131 Wood Beam Design: RB29 Calculations per NDS 2015, IBC 2015, CSC 2016, ASCE 7-10 BEAM Size: 6x14, Sawn, Fully Unbraced . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1.350,0 psi Fc - Prli 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 Its! Wed Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.2070, Lr = 0.230 k/It, Thb= 1.0 ft D(0.20701Lr(O.23O •.. - Will 17.0 ft Max fb/Fb Ratio = 0.728 1 tb: Actual : 1,175.69 psi at 8.500 ft inSpan #1 Fb : Allowable: 1,814.27 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.320:1 fv : Actual: 67.95 psi at 15.923 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q k Lr Left Support 1.90 1.96 Right Support 1.90 1.96 Wood Beam Design: RB3O Transient Downward 0.241 In Total Downward 0.474 in Ratio 847 >360 Ratio 429 >240 LC: ir Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: per I'lDS 2015, IBC 2015, CBC 2016, ASCE 7-10 SEAM Size: 6x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: '40.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcI Fb - Compr 1,350.0 psi Fc - Perp 625,0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl ADolled Loads Beam self weight calculated and added to loads Unif Load: D = 0.1440. Lr =0.160 kilt, Tb 1.0 ft Design Summary Max fb/Fb Ratio = 0.515: 1 $1, : Actual: 830.57 psi at 8.500 ft in Span #1 Fb: Allowable: 1,614.27 psi Load Comb: Max fv/FvRatio = 0.226:1 fv : Actual: 48.00 psi at 15.923 ft in Span # I Fv: Allowable 212.50 psi Load Comb: . Max Reactions (k) Q Left Support 1.36 1.36 Right Support 1.36 1.36 0ç0.1440 Lr(O.1O) i -. . 4 6x14 17.0 ft 'Max beections - Transient Downward 0.1681n Total Downward 0.335 in Ratio 1217 >360 Ratio 608 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: , LC: 4110 22.0 ft AMC Consulting, Inc. ?10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 19 NOV ME 254PM Multiple Simple Béám INC. 1983-2017. Description: RB3I-RB33 Wood Beam Design RB3I Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Fe - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pof Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Aoplied Loads Beam self weight calculated and added to loads Point: 0=1.90, Lr = 1.960 k @ 11.0 ft Design Summasy Max loir-o rauo = 0.788.1 fb:Actual: 1,217.69ps1 at 11.000 ft in Span #1 Fb: Allowable: 1,544.84 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.175:1 fv:Actual: 37.13 psi at 0.000 ft in Span # I ry : iiiowaoie: 212.50 psi Load Comb: +D+Lr+H _______________ Méi'Teilctions Max Reactions (k) Q 1, LE E if Transient Downward 0.276 in Total Downward 0.580 in Left Support 1.15 0.98 Right Support 1.15 0.98 Ratio 954>360 Ratio 454 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB32 . . ........................................ . . ______ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 1-10 BE.AMiiT6iLS.wn, FuIlIUflbrace Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - Prll 925.0 psi Fv 170.0 psi Eberid- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Aoolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1740, Lr = 0.140, L = 0.0480 k!ft, Trib= 1.0 ft De.sign Summa,v 0(0.1740) Lr.14O) L(0.0480) - ' Max fb/Fb Ratio 0.202' --:....--,-' . .............. . fb : Actual: 339.25 Psi at 3.000 ft in Span # I .. Fb : Allowable: 1,679.83 psi Load Comb: +D+0.75OLr+0.750L+H Max fv/FvRatio = 0.132: 1 6.0 ft . fv : Actual: 28.04 psi at 5.380 ft in Span # I .. ............................................................* .......-__.... Fv : Allowable: 212.50 psi Load Comb: +D+0.75QLr+0.750L+H Max.belleátlons Max Reactions (k) 2 1. ld a W E if Transient Downward 0.013 in Total Downward 0.031 in Left Support 0.55 0.14 0.42 Right Support 0.55 0.14 0.42 Ratio 5427 >360 Ratio 2345 >240 LC: Lr Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 40 AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.5397979 f. 888.763.6575 Project Tile: Snyder Residence Engineer: AMC Project ID: 1812118 Project Descr: 2:54PM Multiple Simple Beam Wood Beam LesIgn: RB33 Cakulatloas per lIDS 2016, BC 2015 CBC 2016, AS.CE 7-10 BEAM Sie: "6i8, Sawn, Fully braced ........-........- ............................ Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1.350.0 psi Fe - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb . Compr 1,350.0 psi Fc Perp 625.0 psi Ft 675.0 psi Eminbend - oc 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2220, Lr = 0.180, L = 0120 k/ft, Tb= 1.0 ft Design Summari Max fblFb Ratio 0.506-1 lb : Actual: 848.87 psI at 4.000 ft in Span #1 Fb : Allowable : 1,677.46 psi Load Comb: +D+0.750Lr+0.750L+H Max fv/FvRatio = 0.264:1 fv:Actual: 56.15 psi at 0.000 ft inSpan#1 _ Allowable, iu psi Load Comb: +D+0.750Lr+0.750L+H Max Reactions (k} 2 L lx Left Support 0.92 0.48 0.72 Right Support 0.92 0.48 0.72 D(O.2220)Lr1O.180)L(0.120) -.---._-.-. 6x8 8.0 It Fl Transient Downward 0.054 in Total Downward 0.137 In Ratio 1780>360 Ratio 703 >240 LC: Lr Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9899 Ratio 9999 LC: LC: .Jtab ig JF 0 R T E MEMBER REPORT Level, Floor: Joist 15' 1 piece(s) 14" TM® 110 © 16" OC PASSED Overall Length: 15' La + 0 IF [] L1 All iocauons are measured from the outside face of left support (or left cantilever end).Ali dimensions are horizontal. System Floor Member Type : .lolst Buikling Use: Residential Building Code : IBC 2013 Design Methodology. ASD ,.,ne; J. 4OI) anu i I WL9U). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1' * unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 5" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. DePaction analysis Is based on cornoosite action with a single layer of 23/32' Weyerhaeuser EdgeT" Panel (24' Span Rating) that is glued and nailed down. Addeonai considerations for the T)-Ptoe` Rating Indude: None Vfltj L.fl9Th to SUP5DItV (lbS Supports - Tote' Available ReuredDedd] Totalecessorieg 1 Hanger o4PSLoearn 13.50" J Hanger' 1,79'/-2 250 400 650 JSee r0e. flgeroa14'PsLisearn .. 250 400650 Sep note At banner supports, the Total Bearing ti.mension is eoual to the width of the material that Ia eupoc,rSng the hanger See Connector grid below for additional Information and/or recuiremerris. a Required Bearing Larrgth/ Required Bearing Length with Web stgreners Connectori Simpson Strong -Tie Connectors Support Model Seat Length TOp Nails Face Nails Meaiber Malts e,undee Top ;mount Hanger rrsiin, 2.00' 410dx 11./2 2-10dx 1-1/2 tWA 2- Top Mount Hanger ff5181/14 1 2.00' 4-10dx1•1/2 2-10cia 1-1/2 WA Dead DOT Live Loads Location (Side) Sp.iuug (09fl) (LaO) - Ccnir,ats (PSF, - - I ..? 25.0- i f'?I tIwçj Weyerhaeuser Notes ...._ ._________SUSTAINABLE FORESTRY 1N1TL411VE Weyerhaeuser warrants that the string of its products will be In aczorjence with Weyerhaeuser proOuc.t design criteria and published desigi values. Weyerhaeuser expressly disdaims any other warranties related to the software, Ike of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Pansis and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser ?acthtles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 anti ESR-3387 end/or tested In accordance vath appircable ASFM standards. For orrext code evaluation reports, Weyerhaeuser product iterative and installation details refer to www.weyertraeuser.ccrrVwoodproducts/dxument-torary. The Productappteation, input design loads, dimensions and support information have been presided by Forte Sof,. are Operator Forts Software Operator TONY CASTANEDA AMC Consulting. Inc. (760'.53 ?80' 539-7979 mail@arncconaullinginc,com Job Notes Snyder Residence 1394 Magnolia Avenue Carlsbad. CA 92008 11/15/2018 3:06:15 PM Forte v5.3. Design Engine: V7.0.0.5 Page 1 of I t F 0 R T E MEMBER REPORT Level, Floor: Joist 14 stucco 1 piece(s) 14" TM® 110 @ 16, OC Overall Length: 14' Design Results Actual 0 Location - AIfowed ult &ntenataon Member Reaction (Ibs) 644@3 1/2" 910(1 75) Passed (71%) 100 1.0. 0 + 1.0 L All Spans) Shear (Ibs) 644 @3112 1860 (35' 100 100+10L (AhSpa Moment (Ft-Ins) 2160 @7 3740 100 1,0 0 + 1 OL(AII Spans) Uve Load Defi (in) 009807 0.335 Passedj999+ - 10D+IOL (All Spans) Total Load Defl (In) 0.176 @7 0.671 - 1.0 0 + 10 L (Al Spans) LTJ.Yrom Rating 54 40 Passed Deflection criteria: LL (11480) and TI (11240). Top Edge Bracing (Lu): Tap compression edge must be braced at 4' 3' c unless detailed otherwise. Bottom Edge Bracing (W)c Bottom compression edge must be braced at 13' 5" c/c unless do-Wiled Otherwise. A Structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the T)-Pro'" Rating Include: None PASSED .5 System : Floor Member Type : Joist Building Use: Residential Building Code : IBC 2015 Design Methodology : trSD . Supports - ------ - ---- Bearing Length J Leads to Supports (Ibe) Acressories Total 1 Available j RequIred 1 Desd Total I Hanger ol' 4 PSibeirn 350 -'/ 2°937' L 672 Seenote 2 2 - Hanger on tbeom - 3.50" HanliartJ 375/ - 299 !73 672 ,JSe€ note . At hanger supports, the "Fetal Searing dimension Es equal to the width of the material that is supporting the hanger 1See Connector grid below for additional Information and/or requirements. 2 Reouired Bearing Length / Required Beating length with Web Stiffeners connector_Simpson stroP?-Tle Connectors — — Support _________I Moddi seatLangLIr j Top Nall*FacrellIats MembecNalia onlec :1-TopMotintHanger 1151.81/14 fl2.00" _4-110dx1-1/2 2- Top MotrntHanger I. 1151.81/14 2.09' j 4-l0dxl-1/2f2.odxl-1/2 _2-0dx1-1/2 __NIA__L _N/A "r We H Loads __Location (Side) _Spadng __(0.9O)J (iJcomments - Uniform (PSF) 0 to 14 16" 32.0 Jidentiti-LMng 1ieuser. Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design aiterla and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (RIM Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-115 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For ainent code evaluation reports, Weyerhaeuser product literature and Installation details reller to www.weyerhaeuser.conwoodprocJucts/document-Iibreiy. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator SUST.AJNABLE FORESTRY INITIATIVE Forte Software Operator 11/15/2018 3:04:12 PM TONY CASTANEDA Snyder Residence Forte v5.3, Design Engine.: V7.0.0.5 AMC Consulting, inc. 1394 Magnolia Avanue (760) 639-7979 Carlsbad. CA 92008 mail@amcccrnsuitir.girc.corm Page 1 of I "Jw + 0 F 0 R I E n' MEMBER REPORT Level, Floor Joist 17' wall above 1 piece(s) 14" TM® 110 @ 16" OC Overall Length: IT Design Results. ••...-..- lteeult. .. LDF .. . .. :oad:Comblnsison(Pattern) Member Reaction (Ibs) 782 @ 2 1/2 1041(2.0 Passed (75%) 100 LOD + ±1.0 L(All Spans) Actual 0 Leesisom....._AUo •. 766 @ 3 1/2".1860 Passed (41%) 100 100 JALAII Spans) Ft Ibs) 2994'@ V9' 3740 Passed (79%) 100 LO + 1 0 t. (All Spans) Live Load Defi (in) '0.150 @ 8' 1 5/8 0.415 Passed ([1999+) — 1.0 Di- 0.75 L + 075 Lx (All Spans) ToiaftoadDer (ln 0335@8 7/16 0829 Passed(L/S94) IOD-r0751+0751r (All Spans) T)Prore R r J 40 j Passed — i,cl:auy,, mci W. is. i.flWJ CtiU IL (tIt'tU). Top Edge Bracing (Lu): lop compression edge must be braced at 3' 5i c(c unless deeded otherwise. 13011wn Edge Bracing (Lu): Bottom compression edge must be braced at 16' 10' a/c unless detailed otherwise. A Structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32' Weyerhaeuser Edge" Panel 1W Span Rating) that Is glued end nailed down. Additional considerations for the DPro" Rating Include: None Supports ngLeitgt to$$ppQ45(ft}5)..............I ActeSsones [otal _ J Available Requrred i- Studwali - DF Dead Rba , Total 360 329 RI Stud wag - DF 3.50" 3.50__1.25'...I_1.75"___431 2.A 05 M ... 243 '., ..s••7 SI, Sis.is SiWii5 uli%.uy aLKNC I, uyp rip rure member being aesignea. Dead Floor Live Roof LIve Loads Locatiom (Side) Spacteg (0.50) (1.00) Cm-aeow 1.2s) Cotnmas,tc 1.Unlfarm(FSF) 01o6 :6 25.0 40.0 Rmidential - Uving Areas .2. point (PLF) 5'9 16 246.0 - 145.0 Roof+Wall Unitomm(PSF) 61te17 16' J_10.0 20.0 tAtacstorage Weyerhaeuser Notes Weyerhaeuser warrants that the slang of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdeims any other warranties related to the software, Use off this software Is no? intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Biocldng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlilles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1 153 and ESR1387 and/or tested in aal,rdance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaer.conwoodproductSIdxumnent-thrary. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator S PASSED System : Floor Member Tpe :201st Building Use: Residential Building Code: IOC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator TONY CASrANEDA AMC Consulting. Inc, (760) 539-7979 rnail@emcconeultinginc.ccjni Job Notes 1194 Magnolia Avenue Carlsbad, CA 92008 11/15/2018 3:14:56 PM Forte v5.3, Design Engine: V7.0.0.5 Page 1 o I 41, I F 0 R T E' MEMBER REPORT Level, Floor Joist 24'_garage 1 piece(s) 14" T110 560 © 12" OC PASSED Overall Length; 24 + 0 24' 6 At locations are measured from the outside face of 'eft support (or 'eft cantilever end).AU dimensions are horizontal, n Results Actual OP Location ...Allw4ed . ..•.Lmd L) Member Reaction (Ibs) Shear(bs) 747 @23 91/2 742 @31/2 1395(225') 2390 Passed (54%) 1.00.10D 1.00.:1OD+i,9 + 1OL (All Spans) L (All Spans) Moment (Ft-lbs) 4932 0 12' 11275 Passed (44%) 1.00 1.0 D + 1.0 1(M Spans) .Uve load Deft (In) 0.274 @ 12' 0.590 99+) -. lotal Load Defi (ln 0551@12 1179 3) - LOD + 1.0 L kil Spans) (Ti Prow Rat ng -44 40 Passed - - utrIw,ri cnLwla; LI. tLIiD IW IL (IJLU. Top Edge Bracing (Lu): Top compression sore must be braced at 8' 9' oft unless detailed otherwise. Bottom e 8-acing (Lu): BONom compression eoge must be braced at 23' 10" 0/c uniass debited otherwise. A structural analysis of the deck has not been performed. - Deflection erratysis Is based os composite action with a single layer of 23/32' Weyerhaeuser Edge" Panel (24 Span Rating) that is glued and nailed down. Additional condderaflons for the T3Pro"" Rating Include: None Supports - Jtu3Aijf rtsui's.......... Accessones Required Dead Fkvw Uive Lkle IlbW w. TOtaH 1-Stud w&l - DF ._...L°" j225"1 l7s. 370 120 870 11!4" Rim Bo.. .2: Stud wall DF 3.50' 2.25' 1.75' J 201 370 120 871 I11/4'RIm8oarJ I4"' "'T '-" ', yI-"'""'y umx meiuuer umn9 oIgneo. Loads Location (SIde) T1 T Spadng Dead floor Live (LCD) ØØflUwe (uea-esoaa 125) Comments I (.nller'n (PSF) 0 '05,61 12 100 200 Attic Storage .2- Point (PLF) S'9' 12' .163.0 - 120.0 . Roof +WIl 3.UnEomPSF) 5'6'tolB'S' 12" 25.0 40.0 . Residential'- Living Areas L4.. Point I'LF 183' 12'163.0 . iao.o Roof +Wat F5-u1om iPsFI I 1$'6"to 12' 10.0 E20-0 _____ Athc-Storage System : Floor Member Type iolst .Building LIsa: Residential 8u11d1ng Code: IBC 2015 Design Mathodokrgy : 859 SUSTAINABLE FOltESTItr INI1IA1iVE Weyerhaeuser warTants that the string of Its products will be In accordance with Weyerhaeuser product design oltorte and published design values. Weyerhaeuser expressly dIsclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design prfessIonsi as determined by the authority having Jutisdiction. The designer of record, builder or framer is respoedhle to assure that this calculation Is compatible with the overall projer.t. Accessories (Rim Board, Blocking Panels and Squash Block are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certifted to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-t153 and tSR-1387 anti/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and inslailatlon details refer to www.weyerhaeuer.cow jdlthra, The ProCud application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator TONY CASTANEOA AMC Consulting, Inc. (780) 539.7979 mailamoconsuElngirmc.porn 1394 Magnolia Avenue Carlsbad, CA 92008 11/15/2018 3:11:43 PM Forte v5.3, Design Engine: V7.0.0.5 Page lof I AMC Consulting. Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr Project 113- 1812.2.18 18 NOV 2018. 9:120 Multiple Simple Beam FBI -FBIO Beam Design: FBI Calculations per NDS 2015, lBC 2015, CBC 2016, ASCE 710 BEAM Size: 5.25x14.0..0allaISl,"Fu.......................................................................___________ Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Aids Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcI Fb - Compr 2,900.0 psi Fc - Perp 625,0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoolied Loads Beam self.weight calculated and added to loads Unif Load: D = 0.0540, Lr = 0.060 k/if, 0.0 ft to 9.250 It, Trib= 1.0 ft Unif Load: D=0.1170, Lr = 0.130 k/It, 9.250 to 12.250 ft, Trib= 1.0 ft Unif Load: D=0.2550, Lr 0.020, L = 0.0530 klft, Trib= 1,0 ft Point: D=0.510, li= 0.520 k @9.250 ft Point: W =4.197, E = 3.133k @5.750 ft Design Summary Maxfb/Fb Ratio = 0.396;f fb : Actual: 1,718.31 psi at 5.758 ft in Span # I Fb : Allowable: 4,338.89 psi Load Comb: +1.1120+1.750E Max fvlFvRatio = 0.218: 1 fv : Actual: 100.93 psi at 11.107 ft in Span #1 Fv : Allowable: 464.00 psi I ...A #%.....L.. . . A A A #fl.A . ..,uu '.jsjrrlv; "1.1 ILU1'I.Mum Max Deflections Max Reactions (k) Q I, LE fi WE tf Transient Downward 0.116 in Total Downward 0.164 in Left Support 2.18 0.32 0.64 Right Support 2.58 0.32 1.07 2.23 1.66 Ratio 1.97 1.47 1270>360 Ratio 897 >240 LC: W Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: ________ LC: Wood Beam Design: FB2 .. ..,. . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design wIth )SCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - compr 2,900.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoi,Iied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3720, Lr = 0.150. L = 0.0530 kIlt, Thb= 1.0 ft Point: D = 1.540, is = 1.430k @ 2.750 ft Point: W=4197, E = -3.133k @ 0.750 ft Point: W=4.197, E=3.133k@5.oft Point: W=-4.197, E = -3.133k @11.750 ft Design Summary Maxfb/Fb Ratio = 0.378;1 lb : Actual: 1,637.23 psi at 5.000 ft in Span # 1 Fb: Allowable: 4.329,96 psi Load Comb: +1.11 20+1.750E Max fv/FvRatio = 0.301:1 fv:Actual: 139.60 psi at 1.208 ft in Span #1 Fv: Allowable :. 464.00 psi Load Comb: +1.112D+1.750E Max Reactions (k) 12 I. U N At E H Transient Downward 0.073 in Total Downward 0206 in Left Support 3.67 0.33 2.05 -1.68 -1.25 Right Support 2.81 0.33 1.25 -2.52 -1.88 Ratio 2052 >360 Ratio 726 >240 LC: W Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam bi.j.;-j3.-,...............................................................: .....:............................................ ....- _________ Calculations per AISC 38010, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W1441, Fully Uhbraced . . . . Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ks Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.1670, Lr = 0.0990 k/ft, 0.0 ft to 3.750 if, Trib= 1.0 ft I Inif I .-I' n = n nn I r = (1 fllfl kift I 7'fl In 11 7c0 ft Trih= 1 fl ft J. .7711 5.25x140 12.250 ft 12,50 ft ,fl-3 AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 181 2.. 18 San Marcos, CA 92078 Project Descr:, t 760.539.7979 f. 888.783.6575 ____________ Prited16 NOV 2O1 912AM Multiple Simple Beam -. ACAMCtENERCA!.2318l8122l1.EC8 . . . ENERCALC, INC. 1983-2017, 8:1t71Z10 Ye5i31 Unif Load: 0 = 0.2270, Lr = 0.1340 kilt, Trib= 1.0 ft Point: D = 0.6750, Lr = 0.2120, L = 0.3330k @ 3.50 It Point D = 0.8750, Lr = 0.2120, L = 0.3330k @ 12.0 it Point: D =2.580, Lr= 1.070, L= 0.320, W= 1.970, E = 1.470k @16.750 ft Point D=3.670, Lr=2.050, L=0.330, W=1.680, E1.250k©16.750ft Unit Load: D = 0.2130, L = 0.340 k/ft. 0.0 to 1.50 ft Unit Load: 0 = 0.1560, L = 0.250 k/ft. 1.50 to 22.0 ft Unit Load: D = 0.1560, L = 0.250 k/ft. 0.0 to 22.0 ft .. I.8.It I SJMIIIII 101 . . . Max fb/Fb Ratio = 0.516:1 U .6801..25O) Mu Appbed ft 108876k at 12613 ft in Span #1 D(O1öLr(0y Mn/Omega Allow 211.103 k ft Load Comb; +D+0.750Lr+0.750L+0450W .. .... Max fvlFvRatio = 0.207:1 . Vu : Applied 21.550k at 22.000 ft in Span # 1 22.0 ft Vn I Omega: Allow 104.250 k 311 Load Comb: +D+0.7501j+0.750L+0.450W Max Reactions (k) Q L 1i Max Deflections Left Support 10.00 6.22 3.02 0.87 0.65 Transient Downward 0.162 in Total Downward 0.514 In Right Support 12.38 6.23 4.32 2.78 2.07 Ratio 1629 513 LC: L Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 IC: LC: Wood Beam Design: F134 .,, _____________ Calculations per NDS 2015, IBC 2015. CBC 2016, ASCE 7-10 BEAM SiiEI5x.14.O,ParallamPSL, Fully Unbcei Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Tws Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fe - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pof Fb -Gompr 2,900.0 psi Fc- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoølied Loads Beam self weight calculated and added to loads Unit Load: D = 0,30, L = 0.480 k/ft. Trib= 1.0 ft Point 0=1.320, Lr=1.350k@3.750ft Point: D = 0.510, Lr = 0.520k @ 3.750 ft Point: 0=0.510, Lr = 0.520 k @3.750 ft Design Summary Max fb/Fb Ratio = 0.226:1 fb : Actual: 793.54 psi at 3.757 ft in Span # I Fb: Allowable: 3.504,57 psi Load Comb: +D+0.75OLr+0750L Max fv/FvRatio = 0.221: 1 fv:Actual: 64.20 psi at 5.857 ft in Span #1 i-v : Allowable : 290.00 psi Load Comb: +D+L Max Reactions (k) Q L LE S Left Support 2.22 1.68 1.11 Right Support 2.38 1.68 1.28 D9.3QL,O.48O 77. 4 b.25x 14.0 ..-.- .- ft Transient Downward 0.012 in Total Downward 0.037 in Ratio 6846>360 Ratio 2291 >240 LC: Lr Only LC: +D+0.75OLr+0,7501 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 9J1730)1L(O.Oa )•. - - - -. - 525x14.0 10.50! Max Detlections Transient Downward 0.052 in Ratio 2445>360 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.126 in 1003 >240 LC: +D+Lr 0.000 in 9999 LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr Project ID: 1812.2.18 NOV 2O1 .12AM Multiple Simple Wood Beam FB5 Calculations NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design withSCE 7-10 Load Combinations, Major Axis Bending Wood Spedes: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoolied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2170, Lr = 0.1350 k/ft, 0.0 ft to 7.0 ft, Trib= 1.0 ft Unit Load: D=0.1190, 1 = 0.190 k/ft, 0.0 to 6.50 ft, Trib= 1.0 ft Unit Load: D=0.1810, 1= 0.290 k/ft, 650 to 12.50 ft, lrib= 1.0ff Unit Load: D = 0.0630, L = 0.10 kfft, 8.0 to 12.50 ft, Trib= 1.0 111 Point D =0.50, Lr = 0.510 k @ 6.0 ft Point: 0=0.310, Lr = 0.320k @ 6.750 ft Point: W=4.268, E=1.664k@6.50ft Design Summarj Max fb/Fb Ratio = 0.346 -1 lb :Actual: 1,500.02 psf at 6.500 ft in Span # I Fb: Allowable: 4,329.96 psi Load Comb: +D+0.75rn+0.750L+0.450W Max fv/FvRatio = 0.247:1 fv : Actual: 71.61 psi at 11.375 ft in Span #1 Fv : Allowable 290.00 psi Load Comb: +D+L Max Reactions (k) Q L Li II Transient Downward 0.125 in Total Downward 0.231 in Left Support 2.52 1.41 1.09 2.05 0.80 Ratio 1196>360 Ratio 649 >240 Right Support 2.24 2.01 0.68 2.22 0.87 LC: W Only 0.7501-r+0.7501-+0.450W Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: IC: Wood Beam Design: FB6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 or-MIVI oize; rarauiam rL, ruuiy unoracea Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2.900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pct Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Emlnbend - xx 1,016.54 ksi pu 5.25x14.0 , ....h..... r...................... ........___ 12.50 ft Aoolied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0360, Lx = 0.040 k/ft, 0.0 ft to 5.0 ft, Tdb= 1.0 ft Unif Load: D =0.0990, Lr = 0,110 k/ft, 5.0 to 10.50 ft, Thb= 1.0 ft Unit Load: D=0.1730, L= 0.0530 k/lt, Trlb= 1.0ff Point: 0=2.150, Lr=2.080k@4.oft Point: D =0.510, Lr = 0.520k @5.250 ft Design Summary Max fblFb Ratio = 0.339.1 tb:Actual: 1,177.07p51 at 4.025 ft in Span #1 Fb : Allowable: 3,467.19 psi Load Comb: +D+Lr Max fv/FvRatio = 0.250: 1 fv : Actual: 90.59 psi at 0.000 ft in Span # I Fv: Allowable: 362.50 psi Load Comb: +D+Lr Max Reactions (k) 12 L Li Left Support 2.89 0.28 1.86 Right Support 2.55 0.28 1.55 Aoplied Loads Beam self weight calculated and added to loads Unit Load: D = 0.4950, Lr = 0,250, L = 0.20 kilt, lrib= 1.0 ft Point: W = 4.058, E = 2.633 k @0.750 ft Design Summary Max fb/Fb Ratio = 0.048; 1 fb : Actual: 215.37 Psi at 0.750 ft in Span # I Fb: Allowable: 4,524.54 psi Load Comb: +1.112D+1.750E Max lv/FvRatio = 0.059: 1 fv : Actual: 27.51 psi at 1.840 ft in Span # 1 Fv : Allowable: 464.00 psi Load Comb: +1.112D+1.750E 13(0.496) Lr(O.250)L(O.20) AMC Consulting, Inc. Project Titie: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project 10:1812.2.18 San Marcos, CA 92078 Project Descr; t. 760.539.7979 f. 888.763.6575 Printed: 16 NOV 2318, 9:12&M Multiple Simple Beam INC. F87 Calculations per NDS 2015, IBC 2015, CBC 2016 ASCE 7-10 BEAM Size: 5.25X14.0, Parallam PSL, Fully Uflbracd Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pril 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksl Max Reactions (k) Q L Li a W £ li Transient Downward 0.001 In Total Downward 0.001 In Left Support 0.78 0.30 0.38 3.04 1.97 Ratio 9999>360 Ratio 9999 >240 Right Support 0.78 0.30 0.38 1.01 0.66 LC: W Only i'0.7501-r+0.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9.099 LC: LC: Wood Beam Design: FB8 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5725x14.0, ParaIIamPSL Fuiiy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pot Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi AIied Loads Beam self weight calculated and added to loads Unit Load: D=0.2940, Lr=0.110, L=0.0530k/ft, lrlb= I.0ft Point: D=0.780, Lr=0.380, L0.30, W=3.040, E=1.970k@3.750ft Point: W = 3.728, E= 2.666 Ic @ 4.250 It Point: W = -3.728, E = -2.666k © 9.250 ft Dasign Summary Maxfb/Fb Ratio 0.375' 1 lb : Actual: 1,644.99 psi at 4.233 ft in Span # I Fb: Allowable: 4,392.49 psi Load Comb: +1.112D+1,750E Maxfv/FvRatio= 0.281:1 fv : Actual: 130.22 psi at 0.000 ft in Span # I Fv : Allowable: 464.00 psI otO.2940n LrO,11O.i L(O.O53O 4. , .. .- .-... -•-•.fl; : - 5.2.5x1 4.O . 10.0 ft Load Comb: +1.712L)+1.750E Max Deflections . Max Reactions (Ic) Q L, Li I 14L f. H Transient Downward 0.084 in Total Downward 0.097 in Left Support 2.07 0.45 0.79 3.78 2.56 Ratio 1420>360 Ratio 1235 >240 Right Support 1.88 0.38 0.69 -0.72 -0.59 LC W Only 10.7501-00.7501+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB9 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prli 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 kal Density 31.20 pci Fb - Compr 1,000.0 psi Fe - Perp 625.0 psi Fl 675.0 psi Eminbend - xx 620.0 ksi AD,plied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.30, L = 0.480 kilt, Trib= 1.0 ft Point: 0=2.550, Lr = 1.550, L = 0.280 Ic @3.250 ft Point; D=2.O70, Lr=0.790, L=0.450, W3.860, E2.560k@3250ft "U, AMC Consulting, Inc. 10 Via Vera Crux, Suite 204 San Marcos, CA 92078 t. 760.539.7979 t. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 Pdnled: 16 NOV 2018. 912.AM Multiple Simple Beam Design Summary . r Max fb/Fb Ratio = 0.628.1 fb : Actual: 686-07 psi' at 3.240 ft in Span #1 _.. D(p.SOL(Q8O Fb: Allowable - 1,091.61 psi Load Comb: +D+L Max fv/FvRatio = 0.390: 1 - - - fv : Actual: 70.28 psi at 0.000 ft in Span # 1 ....-... Fv: Allowable: 180.00 psi Load Comb: +D+L ...... - . Max Reactions (k) Q L 1.1 S A F. H Transient Downward 0.007 In Total Downward 0.021 in Left Support Right Support 1.48 4.37 : Ratio 6933 >360 Ratio 2293 >240 LC: W Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 1-C: LC: Wood Beam Design : FBIO -............................................. per NDS 2015,. 18C 2015, CBC 201€, ASCE 7.10 Using Allowable Stress besigi with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2900 psi Fc Pril 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcf Fb - Compr 2900 psi Fc - Perp 625 psi Ft 2025 psi Eminbend - xx 1016.535 ksi a1Lid Loads Beam self weight calculated and added to loads UnifLoad: D=0.250, Lr=0.060k/1t,2.50ftto20.50 ft: T'b=1,0ft Unit Load: D = 0.3790, Lr = 0.1830, L = 0.250 k/It, 0.0 to 2.50 it, Trib 1.0 ft Unit Load: D=0.1560, L 0250 k/ft. 2.50 to 8.0 ft. Tnb= 1.0 ft Unit Load: D =0,1880, L 0.30 k/ft. 8.0 to 14.50 ft. Trib= 1.0ff Point D=2.490, Lr=2.560k@11.50ft Point 0=2.810, Lr= 1.250, L=0.330, W=2.520, E=1.880k@2.750ft Point: D=2.070, Lr=0.790, L0.450, W3.760, E2.560k@20.250ft Point W = 6.2301 E = 2.642k @ 2.750 It Point: W = -6.230, E = -2.642k © 5.0 ft Point: W = 6.230, E = 2.642k @ 18.0 ft Point: W= -6.230. E = -2.642k, at 20.250 ft and placed every 0.0 ft thereafter Unit Load: D = 0.1250, L = 0.20 k/ft, 14.50 to 20.50 ft Unit Load: D=0.180, Lr = 0.110, L = 0.130 k/ft. 20.50 to 23.0 ft Unit Load: D=0.0530, L = 0,1050 k/ft. 0.0 to 23.0 ft 10221 90 Summary Max tblFb Ratio = 0.563-1 0(0.3780 fb : Actual: 1,430.55 psi at 11.500 ft in Span # 1 Fb: Allowable: 2,540.62 psi Load comb: +D+L Max fv/FvRatio = 0.389: 1 fv: Actual: 112.93 psi at 0.000 ft in Span # I Fv : Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) Q .1- LE a Left Support 9.82 4.50 3.46 3.89 2.48 Right Support 8.71 4.17 2.95 2.39 1.96 Transient Downward 0.149 in Total Downward 0.540 in Ratio 1855>360 Ratio 511 >240 LC: L Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 1-C: LC: 477 AMC consulting, Inc. Project Title: Snyder Residence 31 Via Vera Cruz, Suite 204 Engineer: AMC Project D:1812.2.18 San Marcos, CA. 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Hided: lB NOV Multiple Simple Beam INC. FBII Calculations per NOS 2015, IBC 2015, CBC 2018, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Ms Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Pep 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi A" U-0042 Beam self weight calculated and added to loads Unit Load: D=0.3110, Lr = 0.140, L = 0.050 k/ft, TrIb 1.0 ft Point: W=4.058, E = 2.633 k @2.50 ft Do qnSummarf Maxtb/Fb Ratio = 0.220;1 ft : Actual: 957.63 psi at 3.400 ft in Span # I Fb : Allowable : 4,343.67 psi Load Comb: +1.112D+1.750E Max fv/FvRatio = 0.240: 1 fv: Actual : 111.13 psi at 0.000ft inSpan#1 Fv: Allowable: 464.00 psi L080 oma: 11.I11.31i.1Du tviaxueiiecuons Max Reactions (k) U I. it a W g ti Transient Downward 0.064 in Total Downward 0.121 in Left Support 2.00 0.30 0.84 3.21 2.08 Ratio 2267 >360 Ratio 1187 >240 Right Support 2.00 0.30 0.84 0.85 0.55 LC: W Only 10.7501-r+0.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 ________ LC: LC: Wood Beam Design: F812 Calculations per NOS 2015, IBC 2015, CBC 2018, ASCE 7-10 n 'Iad Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallarn PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Eberid- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Pep 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Artolled Loads Beam self weight calculated and added to loads Unit Load: D = 0.2370, Lr = 0.060, L = 00270 k/ft, 12.50 ft to 14.50 ft, Tnb= 1.0 ft Unit Load: D = 0.0330, L = 0.0530 k/ft, 0.0 to 12.50 ft, Trib= 1.0 ft Point: D = 2.0, Lr = 0.840, L = 0.30, W = 0.850, E = 0.550k @ 14,250 ft Design Sum mazy - - Maxfb/Fb Ratio 0.116-1 . D0.330,L(O.O59) 0(O.2370 L09.060. L(00270} 1b: Actual: 321.80 pat at 12.500 ft in Span #1 J- Fb : Allowable: 2,781.72 psi Load Comb: +D+L+H, LL Comb Run (*L) 525x140 -, Max fv/FvRat'o = 0.179: 1 112.50 ft 2.0 ft fv: Actual: 51.86 psi at 12.500 ft in Span # 1 -. ....... ...................... ..... Fv : Allowable: 290.00 psi Load Comb: +D+L+H, LL Comb Run (*L) MaID.èfiections Max Reactions (k) P 1, Lr hi W E 11 Transient Downward 0.012 in Left Support 0.03 0.33 -0.13 -0.12 -0.08 Ratio 4392 >360 Right Support 3.19 0.73 1.09 0.97 0.63 Lr Only, LL Comb Run (L Transient Upward -0.012 in Ratio 7730 L Only, LL Comb Run (La) 0 0.311O1r0.14O uo.oso 1 ....- I.......•. 5.24.O 12.0 ft Total Downward 0.037 in Ratio 1302 >240 0.750Lr+0J50L+0.45QW Total Upward -0.033 in Ratio 4482 0.750Lr+0.750L+0.450W Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr: Piined: 161.40V2518, 225PM Fde=C RCALCt2O18\1B 2211 EC 13 ENERCALC INC 198320 1' 8UId 10171210 Vat S 18, 31 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 740 AMC Consulting. Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 1. 760.539.7979 E 888.763.6575 Multiple Simple Beam muesign: FBI3 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fo- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoplled Loads Beam self weight calculated and added to loads Unit Load: D = 0.2540, Lr = 0.060, L = 0.0270 ktft, Trib= 1.0 ft Point: W = 5.313, E 3.311k @4.250 ft Design Summary ........ .,,. .., Max lb/Fb Ratio = 0.065 i . lb : Actual: 292.81 psi at 4.250 ft in Span #1 Fb Allowable 449368 psi - Load Comb +1 112D+1 750E Max fv/FvRatio 0.056: 1 fv:Actual: 26.12 psi at 0.000 ft in Span #1 -_.___!,- Fv: Allowable: 464.00 psi Load Comb: +1.112D+1.750E _)fl Max Reactions (k) 12 I. 1.1 a ME E Ii Transient Downward 0.004 in Total Downward 0.004 in Left Support 0.69 0.07 0.15 0.80 0.50 Ratio 9999>360 Ratio 9999 >240 Right Support 0.69 0.07 0.15 4.52 2.81 LC: W Only LC: +D+0.60W Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: ______ Wood Beam Design: FBI4 _________ Calculations per NDS 2015, IBC 2015, CBC 20161 ASCE 7-10 BEAM Size: 3.5X14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2.900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pot Fb - Cornpr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi 69 IieLoads Beam self weight calculated and added to loads Unit Load: D=0.1960. L 0.30 k/if, 0.0 ft 108.50 if, lrlb= 1.0 ft Unit Load: D =0.3910, Lr =0.1650, L =0.10 k/ft,8.50 to 11,250 ft. Trib= 1.0 ft Point: D =0.690, Lr = 0150, L=0.070, W=4.520, E = 2.810k @ 11.0 ft Design Summa ... . Max fb/Fb Ratio = 0.426; 1 D0.196O' LiO.3O' D(O.391Oir:0.i65O.L(O.1O) * ..... . - fb : Actual: 1,671.00 psi at 8.500 ft in Span # 1 Fb : Allowable: 3,922.03 psi Load Comb: +1.112D+1.750E+H 4,, &x14.0 3.6x14.0 Max fv/FvRatio = fv:Actual: 0.423 I 196.09 psi at 8.500 ft in Span #1 ., - 750 .. Fv: Allowable: 464.00 psi Load Comb: +1.112D+1.750E+H Max Detlections Max Reactions (k) Q I. Lr 1 W E 11 Transient Downward 0.1241n Total Downward 0.093 in Left Support 0.51 1.28 -0.12 -1.33 -0.83 Ratio 530>360 Ratio 706 >240 Right Support 3.09 1.89 0.72 5.85 3.64 LC: W Only LC: +D+0.60W+N Transient Upward -0.057 in Total Upward -0.036 In Ratio 1792 Ratio 2866 LC: W Only LC: +D+0.60W+H AMU Consulting. Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project ID: 181 2.2.18 Project Descr: Multiple Simple Beam Wood Beam Design: FBI5 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSI 2.OE Fb - Tension 2,900.0 psi Fc - PrO 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pof Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3020, Lr = 0.080, L = 8.0530 k/ft. Trib= 1.0 It Point: D = 1.010, Lr = 1.020k © 7.0 ft Point: D=2.070, Lr = 2.0 k @ 10.0 ft Point: W = 5.313, E = 3.311 k @ 10.250 ft DesignSummw Max lb/Fb Ratio = 0.515; 1 fb ; Actual: 2,208.67 psi at 9.987 ft in Span #1 Fb: Allowable: 4,286.22 psi Load Comb: +1.112D+1.750E Max fvlFvRatio = 0.376: 1 fv : Actual: 174.62 psi at 12.833 ft in Span #1 Fv: Allowable: 464.00 psi Load Comb: +1.112D+1.750E D(0.3029 Lr;&OOOL(O.O53O) 5.25iiT 14.0 ft Max Reactions (k) 12 1. Lr H Transient Downward 0.162 in Total Downward 0.413 in Left Support 3.37 0.37 1.64 1.42 0.89 Ratio 1037>360 Ratio 407 >240 Right Support 4.26 0.37 2.50 3.89 2.42 LC: W Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC;1.111111111.11.111~ LC: Wood Beam Design: FBI6 - Calculations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 _______ BEAM Size: 7x16, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fe - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi A!ied Loads Beam self weight calculated and added to loads UnifLoad: D=0.4680, Lr=0.110, L=0.280klft2.50ftto17.0 ft, Trib=1.0ft Unit Load: D = 0.2980, L = 0.370 k/ft. 0.0 to 2.50 ft. Trib= 1.0 ft Point D=5.260, Lc=2.50, L=0.370, W=3.390, E=2.420k©2.750ft Point: 0=0690, Lr=0.150, L=0,070, W=0.80, E=0.50k@2.l5oft Point W = 5.168, E = 2.390k @ 14.750 ft Design Summer, Max fb/Fb Ratio = 0.548• I DO.295Q.Lç0.370) oçO 468. _rO.i1O 1(O.280J fb : Actual: 1,511.03 psi at 7.197 ft in Span # 1 Fb: Allowable: 2,755.12 psi . . Load Comb: +D+L - -......r.. - - - 7x16 Max fv/FvRatio = 0.504:1 170f fv : Actual: 146.10 psi at 0.000 ft in Span # I .. ............... . .......... ....................: Fv : Allowable: 290.00 psi Load Comb; +0+1 Maxl)eflections Max Reactions (k) Q L Lr aWE ±1 Transient Downward 10.148in Total Downward 0.522 in Left Support 8.86 2.96 2.90 4.20 2.76 Ratio 1381 >360 Ratio 390 >240 Right Support 5.21 2.47 1.34 5.16 2.55 IC: W Only i0.750Lr+0.7501+0.450W Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design:• F817 ________ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE7-10 STEEL Section W14x74, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi ADDlied.Loads Beam self weight calculated and added to loads Unit Load: D=0.1260, Lr = 0.140 k/ft. 0.0 if to 12.0 ft. Trib= 1.Oft Unit Load: D=0.1350, Lr=0.150k/ft, 12.0to26X) ft, Trib= 1.01t Unit Load: D 0.1450 k/It, 0.0 to 26,0 ft1 Trib 1.0 ft Unit Load: D=0.01180. Lr=0.020 k/ft. 0.0 to 11.0 ft. Tb= 1.oft J30 AMC Consulting, Inc. 10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 1. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr Project 11): 1812.2.18 Parnted: 16 NOV 2018. 11:004M Multiple Simple Beam Point: 0=3.370, Lr=1.640, L=0.370, W=1.420, E=0.890k@11.750ft Unif Load: D =0.1040, L 0.130 kIlt, 0.0 to 9.50 ft Unit Load: D = 0.2240, L = 0.280 kilt, 9.50 to 26.0 ft flnotnn 0. amman, Max thlFbRato = 0.414: 1 , P.k ' I C 5W Mu Appfled ft 110476k at 11 787 ft in Span #1 i(O a t34t; Mn / Omega : Allow 266.647 k-ft . . -77 .* Load Comb: +D0.75OLr+0.750L+0.45OW Max fvlFvRatio = 0.111: 1 4 Vu : Applied 14.172 k at 26.000 ft in Span # 1 26.0 ft Vn IOmega: Allow 127.80k -.------ - -- - -.- Load Comb: +D+0.75QLr+0,750L+0.450W Max Reactions (k) D I.. 1.1 fi w F. 1:1 Max Defiections Left Support 8.86 2.77 3.20 0.78 0.49 Transient Downward 0.124 in Total Downward 0.550 in Right Support 9.04 3.60 2.86 0.64 0.40 Ratio 2523 567 LC: Lr Only 0.7501-00.7501-+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 ______ LC: LC: Wood Beam Design: FBI8 Calculations per I'IDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn Fully Unbraced . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi - Eminbend - xx 580.0 ksi oiled Loads Beam self weight calculated and added to loads Unit Load: D = 0.8020, Lr = 0.30, L = 0.3970 k/ft, Tb= 1.0 it Max fb/Fb Ratio = 0.418.1 -. . . fb : Actual: 562.24 psi at 2.000 ft in Span # I Fb : Allowable: 1,346.65 psi Load Comb: +D+L Max fv/FvRatio = 0.358: 1 / fv: Actual: 60.91 psi at 0.000 ft in Span # I F 4.0 ft Fv : Allowable: 170.00 psi Load Comb: +D+L Max Défi(ns -. Max Reactions (k) Q I. Lr S ff E ki Transient Downward 0.007 in Total Downward 0.025 in Left Support 1.62 0.79 0.60 Right Support 1.62 0.79 0.60 Ratio 6459>360 Ratio 1922 >240 LC: L Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: ____________ LC: Wood Beam Design: FBI9 ______ Calculations per NDS 2015, IBC 2015, CSC 2016, ASCE 1-10 BEAM Size: 5.25x14.0, Pãrallam PSL, Fully Uñbraced .................................._____ Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - Prll 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcf Fb - Compr 2900 psi Fe - Perp 625 psi Ft 2025 psi Eminbend - xx 1016.535 ksi p,plled Loads Beam self weight calculated and added to loads Unil Load: 0 = 0.3270, Lr = 0.060, L = 0.0270 kilt, T,ib= 1.0 ft Point: D=1.720, Lr = 1.560 k @ 8.50 ft Point W =1.067, E = 0.8490 k @ 6.750 ft Point: W = -1.067, E = -0.8490k @ 10.250 ft 451 AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 1. 888.763.6575 Multiple Simple Beam ENERCALC. INC: 1. galba Siimmary Max fb/Fb Ratio lb : Actual: Fb : Allowable: Load Comb Max fWFvRatio = fv: Actual: Fv : Allowable: Load Comb: 0.596; 1 2,011.73 psi at 8.500 ft in Span # 1 3,375.09 psi D+L.r 0.269:1 70.17 psi at 15.867 ft in Span #1 261.00 psi D Only Max. Reactions (Ic) 12 1. Ll a w g H Transient Downward 0.163 in Total Downward 0.565 in Left Support 3.83 0.23 1.29 0.22 0.17 Ratio 1253>360 Ratio 360 >240 Right Support 3.83 0.23 1.29 -0.22 -0.17 LC: LrOnly LC: +D+Lr Transient Upward -0.006 in Total Upward 0.000 in Ratio 9998 Ratio 9999 LC: W Only . LC: Wood Beam Design FB20 Calculations .... per NDS 2015, 1113C 2015. CBC 2016, ASCE 7.10 -........................................................................................ Using Allowéble Stiess Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Spades: Douglas Fir - Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc- PHI 925 psi Fv 170 psi Ebend-xx 1600ks1 Density 31ipof Fb - Compr 1350 psi Pc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Aoplied Loads Beam sell weight calculated and added to loads Unit Load: 0 =0.5840, Lr = 0.280, L 0.370 k/ft. Tñb= 1.0 ft Design Sumrnaiv io L!iO.28o LO 370 i_..:..._.._... ..._.... Max fb(Fb Ratio = 0.346; 1 . fb : Actual: 467.65 psi at 1.500 ft in Span # 1 Fb : Allowable: 1,350.00 psi :. Load Comb: +Di.L . 6x6 . Max fv/FvRatio = 0.294:1 Actual: 50.01 psi at 2.550 ft in Span # 1 3.0 ft Fv : Allowable: 170.00 psi Load Comb: +D+L M.xbefféctions Max Reactions (k) W E ti Transient Downward 0.006 in Total Downward 0.016 in Left Support 0.89 0.56 0.42 Ratio 6479 >360 Ratio 2223 >240 Right Support 0,89 0.56 0.42 LC: L Only LC: +L)+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9989 Ratio 9999 LC: LC: AMC Consulting, Inc. $10 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 Pdnte: 16 NOV Multiple Simple Beam Fe Description:_FB2lF............................................................................____ Wood Beam Design: FB2I •••• Calculations per NOS 2015, ISC 2016, CRC 2016, ASCE 7-10 BEAM Size: 5.25x16.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prlt 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksl Density 45.050 pd Fb-Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend-xx 1.016.54ksi AoIiedioads Beam self weight calculated and added to loads Unif Load: D = 0.3270, Lr = 0.060, L = 0.0270 klft, Trib= 1.0 ft Point: D = 1.720, Lr = 1.560 k @9.50 ft Point: W = 1.067, E = 0.8490 k @7.750 ft Point W=-1.067, E= -0.8490k @ 112501t Design Summari Max thIFb Ratio = 0.589- 1 fb : Actual: 1,833.71 psi at 9.500 ft in Span # I Fb : Allowable: 3,220.79 psi Load Comb: +D+Lr Max fv/FvRatio = 0.256: 1 fv: Actual: 66.90 psi at 0.000 ft in Span # I Fv : Allowable: 261.00 psi Load Comb: D Only T' 19.0 ft Max Reactions (k) 12 Ti,. Li S W E if Transient Downward 0.1571n Total Downward 0.567 in Left Support 4.22 0.26 1.35 020 0.16 Ratio 1448>360 Ratio 402 >240 Right Support 4.22 0.26 1.35 -0.20 -0.16 LC: Lr Only LC: +D+Lr Transient Upward -0.005 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: W Only .. LC: Wood Beam Design: FB22 _____ Calculations per NDS 2015, IBC 2015, CRC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced ..................... Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcI Fb- Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xK 580 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.2140, Lr = 0.10, L = 0.180 k/ft. Tb= 1.0 ft Design Summaiv DLO 214q) LrQ.1O, L'O 18O • Max fb/Fb Ratio = 0.486-1 fb : Actual: 655.45 psi at 2.750 ft in Span #1 Fb: Allowable: 1,350.00 psi . . ..:.... - Load Comb: +D+L+H Max fv/FvRatio = 0.270:1 5.50 ft fv : Actual: 45.88 psi at 5.080 ft In Span # 1 r . . . . Fv: Allowable: 170.00 psi .. Load Comb: +D+L+H Max bellections . Max Reactions (k) 2 1. jj A W F. if Transient Downward 0.031 in Total Downward 0.073 in Left Support 0.61 0.50 0.28 Ratio 2161 >360 Ratio 903 >240 Right Support 0.61 0.50 0.28 LC: L Only C: +D4-0750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 'In AMC consulting. Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project ID: 1812.2.18 Prthtd 6 N011206. 11:2M Multiple Simple Beam Wood seam Design: FB23 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 ThEAM -Size :4x6,S. iii y Unb Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fe - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1000 psi Fe - Perp 625 psi Ft 675 psi Erninbend - xx 620 ksi ApDlied Loads Beam self weight calculated and added to loads Unit Load: D = 0.4120, Lr = 0.160, L 0.1430 k/ft, Tb 1.0 ft Design Summa D'O.4120) Lr 0 5O L(O.1430) . Max fb/Fb Ratio = 0.449. 1 fb : Actual: 582.28 psi at 1.750 ft in Span # 1 Fb: Allowable: 1,295.41 psi Load Comb: +D+L ,.. . Max fr/FvRatlo = 0.313: 1 3.50 It Actual: 56.43 psi at 3.045 ft in Span # I ... Fv : Allowable: 160.00 psi Load Comb: +D+L Max Reactions (k) Q L. i.r A w E H Transient Downward 0.007 in Total Downward 0.026 In Left Support 0.73 0.25 0.28 Ratio 6379>360 Ratio 1586 >240 Right Support 0.73 0.25 0.28 LC: Lr Only LC: +D+0.750Lr+0.7501 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 _____ ______ LC: ________ ______ IC: Wood Beam Design: FB24 Calculations per NDS 2015, IBC 2018, CBC 2016, ASCE 7-10 BEAMSize : 6z6,Sawn,Fu.IyUd Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No-1 Fb - Tension 1350 psi Fe - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fe - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.240, Lr = 0.060, L = 0.0130 k/ft, Tnb= 1.0 ft Point W = 0.2020, E = 0.0810k @ 5.750 ft Design Summary - 'r Max fb/Fb Ratio 0.538.1 o(o.240)Lr(o.060)L(0.0l30) fb : Actual: 653.53 psi at 3.500 ft in Span # 1 - - Fb: Allowable: 1,215.00 psi Load Comb: +D+H ' 66 --.. .--- - Maxfv/FvRatio= 0.244:1 7.0 ft fv : Actual: 37.37 psi at 6.557 ft In Span # I .. ............. - .. . - Fv : Allowable: 153.00 psi Load Comb: +D+H - Max befletjons................................. Max Reactions (k) 2 j Transient Downward 0.027in Total Downward 0.139 in Left Support 0.86 0.05 0.21 0.04 0.01 Ratio 3145 >360 Ratio 604 >240 Right Support 0.86 0.05 0.21 0.17 0.07 LC: Lr Only 0.7501-r+0.7501.+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 1 760.539.7979 1. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr:, Project ID: 1812.2.18 P4nIed 16 NOV 201& 11:524, Multiple Simple Beam Wood beam Design: FB25 ............... ______ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, FuHyUnb..d:: .......... Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcI Fb - Corn pr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi App!ied1oa1s Beam self weight calculated and added to loads Unit Load: D = 0.4910, Lr = 0.1550, L = 02630 kilt, Thb= 1.0 ft Point: 0 = 2.180, Lr = 0.640, L = 0.320, W = 2.230, E = 1.660k @0.50 ft Point: W=4.268, E=1.664k@3.oft DealgnS ummary •••••...... I Max fb/Fb Ratio = 0.422; I lb : Actual: 908.52 psi at 2.107 ft in Span # 1 Dço.4910) Lr(04ti150) I,.(0.260). - Fb; Allowable: 2,151.18 psi Load Comb: +1.112D+1.750E Max fv/FvRatio = 0.484: 1 .i Iv : Actual: 131.68 psi at 3.387 ft in Span # 1 - 4.0 ft .... Fv: Allowable: 272.00 psi Load Comb: +1.1120+1.750E ..........................................* Max Reactions (k) Q 1.. jj 6 W E Transient Downward 0.028 in Total Downward 0.036 in Left Support 2.91 0.81 0.87 3.02 1.87 Ratio 1700>360 Ratio 1338 >240 Right Support 1.27 0.57 0.39 3.48 1.46 LC: W Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wàod Beam Design: FB26 ______ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced . . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pof Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Anolied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.2220, Lr = 0.130, L = 0.090 kIlt, Trib= 1.0 ft Desian Summary Max fb/Fb Ratio = 0.625; 1 lb : Actual: 844.37 psi at 3.500 ft in Span # I . D(Q2220) Ljf0.130)L(O.090) Fb: Allowable: 1,350.00 psi Load Comb: +D+L 6x6 Max MFvRatio = 0.284: 1 7.0 It Iv : Actual: 48.28 psi at 6.557 ft in Span # I Fv : Allowable: 170.00 psi Load Comb: +D+L .......................................... Max Deflectioñs......................... . .... Max Reactions (k) 2 l. Transient Downward 0.058 In Total Downward 0.175 in Left Support 0.80 0.32 0.46 Ratio 1451>360 Ratio 479 >240 Right Support 0.80 0.32 0.46 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr: .... . PrE 18 NOV 18, 11:52M File CMMCENERCAl.Cl2Q18181221tEC6 ENERCAIC INC 1953 2017 8u' It) 17 12 10 Ver6 19 t.31 Calculations per NDS 2015, IBC 2015, CRC 2016, ASCE 7-10 AMU UoflSUttlflg. Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 L 888.763.6575 Multiple Simple Beam m Design: FB27 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Eberid- xx 1600 ksi Density 31.2 pd Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi 977M ~Tlr- MM Beam self weight calculated and added to loads Unit Load: D = 0.4670, Es = 0.2430, L = 0,250 k/ft. Trib= 1.0 It P104670 LrtO.24 j4O.2 . ......-- . 6x6 4.50 ft Max f'b/Fb Ratio = 0.587. 1 lb: Actual: 792.59 psi' at 2.250 ft in Span # I Fb: Allowable: 1,350.00 psi Load comb: +D+L Max fv/FvRatio = 0.380:1 Iv : Actual: 64.58 psi at 0.000 ft in Span # I Fv : Allowable: 170.00 psi Load comb: +D+L Max Reactions (k) Q L jj a mt E H Transient Downward 0.019 in Total Downward 0.064 in Left Support 1.07 0.56 0.55 Ratio 2841 >360 Ratio 842 >240 Right Support 1.07 0.56 0.55 LC: L Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB28 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6xl0, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb -Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Arj.olied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3440, Lr= 0.080, L = 0.0530 k/It, Trib= 1.0 ft Design Summaiy Max tb/Fb Ratio = 0.669. 1 v- 0............................. fb Actual 89582 psi at 5.500 ft in Span 9 1 - Fb: Allowable: 1,338.45 psi :.... Load Comb: +D+L CxlO Max fv/FvRatio = 0.326:1 11.0 ft fv:Actual: 55.45 psi at 0.000 ft inSpan#1 - Fv : Allowable: 170.00 psi Load Comb: +D+L Mtfl' Max Reactions (k) fl L Lr A W E H Transient Downward 0.042 in Total Downward 0.240 in Left Support 1.95 0.29 0.44 Ratio 3132>360 Ratio 550 >240 Right Support 1.95 0.29 0.44 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 PmIe 16 NOV 201.3, 255 PM Mult iple simple Filé=CMC\ENERCALO201B181221-1.EC8 ipe earn ENERCALC INC 19832O17 Buldt017121Ver81811 iii thHtpz - J -IL.F N Wood Beam Design: FB29 .............................................Iculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAMSize ........ 5.25x14.0,Parallam PSL Fully Unbráced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: True Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 280.0 psi Eberid- xx 2,000.0 ksi Density 45.050 pcI Fb - Compr 2,900.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aovlled Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.3340, Lr = 0.080, L = 0.040 k/ft, Trib= 1.0 ft Point: 0=1.540, Lr = 1.430 k @ 2.50 ft Point: D = 0.920, Lr = 0.970 k @2.0 ft Point: 0=0.710, Lr = 0.740 k @ 8.50 ft Point: W = 0.440, E = 0.4210k @1.250 ft Point: W = -0.440, E = -0.4210k @4.250 ft Point: W = 0.440, E = 0.4210 k @ 14.750 ft Design Summary Maxlb/Fb Ratio = O.571 ;j fb : Actual: 1,927.80 psi at 8.500 ft In Span # I Fb: Allowable: 3,375.09 psi Load Comb: +D+Lr Max fv/FvRatio = 0.459: 1 Iv: Actual: 16623 psi at 0.000 ft in Span # I Fv: Allowable: 362.50 psi Load Comb: +D+Lr Max Reactions (k) 12 i, Lr a V E ii Transient Downward 0.1891n Total Downward 0.595 in Left Support 5.51 0.34 3.13 0.14 0.13 Right Support 3.72 0.34 1.37 0.30 0.29 Ratio 1081 >360 Ratio 342 >240 LC: Lr Only LC: +D+Lr Transient Upward -0.004 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: W Only. LC: Wood Beam Design: FB30 ......... .. Calculations per ND$ 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced . . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fe - PrIl 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1000 psi Fe - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Aoolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2140, Lr = 0.060, L = 0.0130 k/ft, Thb= 1.0 ft Design Summaiy DO.21401 LrOO8O LO.O13O Max fblFb Ratio 0.143.1 - fb:Actual: 166.91 psi at 1.5001t in Span #1 Fb: Allowable: 1,166.79 psi Load Comb: 0 Only .- ... ... 4 . Maxfv/FvRatio= 0.110:1 Iv: Actual: 17.85 psi at 2.550 ft in Span # I 3.0 ft . Fv : Allowable: 162.00 psi .. Load Comb: D Only Max befiections Max Reactions (k) 12 1. Lf a W. E .11 Transient Downward 0.001 in Total Downward 0.006 in Left Support 0.33 0.02 0.09 Ratio 9999>360 Ratio 5826 >240 Right Support 0.33 0.02 0.09 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: J - D(03340)Lr(OOaq)L(0040) 4. 5.25x14.0 17.0 ft AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Project Title; Snyder Residence Engineer: AMC Project lD:1812..18 Project Descr: Pdnted. 19 Multiple Simple Beam FB31-FB39 )eskin: F Calculations 2015, 11113C.2011 5, CBC 2018, ASCE 7-10 Using Allowable Stiess Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fe - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 3120 pof Fb - Compr 1,000.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads. Beam self weight calculated and added to loads Unif Load: 0 = :02140, Lr = 0.060, L = 0.0130 k/fl, Tnb= 1.0 ft Point: D = 0,710, Lr = 0.740 k @ 1.50 ft Design Summaiy Max fblFbRatio = 0.588;j ft : Actual: 952.37 psi at 1.500 IN in Span # I Fb : Allowable : 1,618.68 psi Load Comb: Max fv/FvRatio = 0.352:1 fv : Actual: 79.25 psi at, 2.550 ft in Span # I Fv : Allowable 225.00 psi Lr(0060) LtO.O130 4x6 son Load t.omo: Max [)etlectlons Max Reactions (k) 2 1. L.r S W. S if Transient Downward 0.010 in Total Downward 0.023 in Left Support 0.68 0.02 0.46 Ratio 3566 >360 Ratio 1541 >240 Right Support 0.68 0.02 0.46 LC: Lr Only LC: +D+Ii Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: ________ . LC: Wood Beam D esign: FB32 Calculations per NDS 2015, IBC 2015, CBC 2015, ASCE 7-1.0 ________ -. BEAM Size 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1000 psi Fo - Pril 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Corripr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 820 ksl Apilied Loads Beam self weight calculated and added to loads Unif Load: D=0.2580, Lr = 0.1250, L = 0.170 k/ft. Trib= 1.0 ft Des.lgfl Swnmant 00 2580Lr 0 120,L'0 170 Max fb/Fb Ratio = 0.255. 1 fb: Actual : 330.63 psi at 1.500 ft in Span #1 Fb: Allowable: 1,296.01 psi Load Comb: +044,+H - .... .. Max fv/FvRatio: = 0.196: 1 4.0 fv : Actual: 35.36 psi at 2.550 ft in Span #1 L 3.0 I' -. Fv : Allowable: 180.00 psi Load Comb: +D+L4H MaxDetlections .................... ............................. Max Reactions (k) Q L Li 3 W 3 if Transient Downward 0.004 in Total Downward 0.011 in Left Support 0.39 0.26 0.19 Ratio 9534 >360 Ratio 3352 >240 Right Support 0.39 0.26 0.19 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: - 3.bxl 1.875 - E - -- 10.50 ft x uenecuons Transient Downward 0.093 in Total Downward 0.268 in Ratio 1362 >360 Ratio 469 >240 LC: L Only C: +D+0.75OLr+0,750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 1. 760.5391979 f. 888.763.6575 Project Title: Snyder Residence Engineer: AMC Project Descr: Project lD:1812.2.18 INC. Wood Beam Design FB33 Calculations per NDS 2015, IBC CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 710 Load Combinations, Major Axis Bending Wood Spades Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fy 180.0 psi Ebend- xx 1,700.0 ksl Density 31.20 pd Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Apc'Iied Loads Beam self weight calculated and added to loads Unit Load: D = 0.470, Lr = 0.250, L = 0.2540 Ic/it, lrlb= 1.0 ft Paint: D = 3.720, Lr = 1.370, L = 0.340, W = 0.30, E = 0.290k @ 0.750 ft Design Summary ...-..'.' - Max lb/Fb Ratio = 0.584; 1 lb : Actual: 697.37 psi at 0.750 ft in Span # I Fb Allowable 1194 10 psi ;.- - Load Comb +D+L Max fv/FvRatio = 0.399: 1 fv: Actual : 71.75 psi at 2.23011 in Span #1 ,..... Fv : Allowable: 180.00 psi Load Comb: +D+L 'MibI11êiións ........................................................................ ______ _____ . ................ Max Reactions (k) D I,. I.E a ME E H Transient Downward 0.004 in Total Downward 0.013 in Left Support 3.51 0.64 1.40 0.23 0.22 Right Support 1.65 0.47 0.72 0.08 0.07 Ratio 9999 >360 Ratio 2792 >240 LC: Lr Only 0.750Lr+0.750L+0.450W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 .. LC: LC:. Wood Beam Design FB34 Calculations NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 7-10 Load Combinations, Major Axis Bending Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2.900,0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcI Pb - Compr 2,900.0 psi Pc - Perp 825.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54W ArioIid Loads Beam self weight calculated and added to loads Unit Load: D = 0.4620, Lr = 0.130, L = 0.30 k/ft. Trib= 1.0 ft Point: D = 1.206, Lr = 0.4730, L = 0.3330 Ic @ 1.0 It Point: D = 1.206, Lr = 0.4730, L = 0.3330 Ic @9.50 ft Des/on Summary Max tb/Fb Ratio = 0.649.1 lb : Actual: 1,782.59 psi' at 5.250 ft in Span # 1 Fb: Allowable: 2,747.44 psi Load Comb: +D+L+H Max fv/FvRatio= 0.603:1 fv: Actual: 174.97 psi at 9.520 ft in Span # 11 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) 12 1. L.t Left Support 3.70 1.91 1.16 Right Support 3.70 1,91 1,16 BEAM Size: 3.5x11.875 Parallam PSL, Fully Using Allowable Stress Design with ASi Wood Species: Trus Joist AMC Consulting, Inc. Project Title: Snyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 181 22.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Primed: 19 1401,0018. 255PM ENERCALC, INC. vv000 seam Liesign: FB35 _____________ Calculations per NDS 2015, IBC 2015, CBC 2016,, ASCE 7-10 BE AM Size: 6x10, Saw.fl, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pci Fb - Compr 1,350.0 psi Fc - Perp 825.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0. 1060, Lr 0.090, 1. = 0.050 klft, Trib 1.0 It Design Summary - . Max fb/Fb Ratio = 0.442.1 fb : Actual: 734.85 psI at 6.750 It in Span # 1 . Dço.'ioeo Lr(O.080) L(O.O5C Fb : Allowable: 1,863.53 psi Load Comb: +D+0.75OLr+0.750L 6x10 Max fv/FvRatio = 0.180: 1 I r 13.50 ft iv : Actual: 38.20 psi at 12.735 ft in Span # 1 Fv : Allowable: 212.50 psi ______________ Load Comb: +D+0.750Lr+0.750L Ma. '•'.... ... .... ..... ....... ........ .. ....... -.......... Max Reactions (k) i H Transient Downward 0.108in Total Downward 0.266 in Left Right Support 0. 0.34 0.61 PP° ' 61 Ratio 1508>360 Ratio 609 >240 LC: Lr Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: FB36 ... ... .............. ---.,-.-..... Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Anolled Loads Beam self weight calculated and added to loads Unit Load: D= 0.2320, Lr = 0.1750, L = 0.0260 klft, Trib= 1.0 ft Point 0 = 0.790, Lr = 0.610, L = 0.340 k @ 3.250 ft Design Summari Max fblFb Ratio = 0.660• I fb:Actual: 888.99 psi at 3.2501t in Span #1 Fb: Allowable: 1,346.17 0 02320 • 0 1750 L 00260- psi Load Comb: +D+0.750Lr+0.750L Max fv/FvRatio = 0.333: 1 4x12 lv : Actual: 74.94 psi at 0.000 ft in Span # 1 ° It . . . Fv : Allowable: 225.00 psi Load Comb: +D+Lr '" ' Max beflëctions. ........... ... ..................... .... Max Reactions (k) 2 L 1.x I W E H Transient Downward 0.031 in Total Downward 0.072 in Left Support 1.35 0.29 1.00 Right Support 1.24 0.24 0.92 Ratio 2940>360 Ratio 1255 >240 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 f. 888.763.6575 Multiple Simple : FB37 Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr: Pdnlet 19 NOV 2016. 245PM. . .File = C:tAMClEWERCALC201&iS122l-1.EC6 ENERCALC INC .Q&.18 VerB16131 -w _ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Size: Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2800 psi Fc - Pill 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pd Fb - Compr 2900 psi Pc - Pep 625 psi Ft 2025 psi Eminbend - xx 1016.535 ksi Apvlied Loads Beam self weight calculated and added to loads Unif Load: .0 = 0.1490, Li = 0.040, L = 0.1050 klft, Tdb 1.0 ft Point: 0=1.170, Lr=1.210k@8,50f1 Point: 0=1.90, Lr=1.960k©B.50ft Design Summa,v Max lb/Fb Ratio = 0.561• I fb : Actual: 1,837.34 Psi at 8.500 ft In Span # 1 Fb : Allowable: 3,272.96 psi Load Comb: +D+Lr Max fv/FvRatio = 0.235: 1 fv: Actual : 85.14 psi at 15.697 ft in Span #1 Fv : Allowable: 362.50 psi LOUU urnu; 1'IJ'U.(0UL1?U.(3UL Max Detlections ... .. Max Reactions (k) fl L 1.t 1 W 9 H Transient Downward 0.178 in Total Downward 0.423 in Left Support 3.02 0.89 1.93 Ratio 1144>360 Ratio 482 >240 Right Support 3.02 0.89 1.93 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 8998 Ratio 9999 LC: . LC: Wood Beam Design: FB38 . .... ..:::: '.. Calculations per lIDS 2015, IBC 2015, CBC 2018, ASCE 710 Using Allowable Stress Design with ASCE 7-10 Load combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Pb - Tension 1,000.0 psi Fe - Prtl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1.000,0 psi Fe - Pep 825.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi ADnIled Loads Beam self weight calculated and added to loads Unif Load: D = 0.3510, Lr = 0.1550, L = 0.0130 kift, Tilb= 1.0 ft Design Summary Dj0_1O) Lr(O 1550IL(10.01VI Max fb!Fb Ratio = 0.241: fb : Actual: 390.31 psi at 1.500 ft in Span # I Fb: Allowable: 1,618.68 psi Load Comb: +D+Lr . . . _____-.------.., ---. ..,............ Max fv/FvRatio = 0.186: 1 . fv: Actual : 41.74 psi at 2.550 ft in Span #1 . 3.0 ft _. Fv: Allowable: 225.00 psi Load Comb: +D+Lr Max if1ectkñs. Max Reactions (k) 2 k j if Transient Downward 0.003 in Total Downward 0.011 in Left Support 0.53 0.02 0.23 Ratio 9999>360 Ratio 3177 >240 Right Support 0.53 0.02 0.23 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: D(O49O) 0.0 s25X16.O . 17.0 ft ........................... 4'4% Wood Grad: Parallam PS1 2.0E 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcI 2.025,0 psi Eminbend - xx 1,016.54 ksi D0.310j O.O5O L1O.O53O c...at...r.d::...:,..'Z......- . bb -- 3j11.875 Transient Downward 0.009 in Total Downward 0.016 in Ratio 5213>360 Ratio 3078 >240 LC: W Only 0.750Lr0.750L+0.450W Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 E 888.763.6575 Multiple Simple Beam Project Title: Snyder Residence Engineer: AMC Project ID: 1812.2.18 Project Descr: 19 NO'! Wood Beam Design: FB39 _________ ______ Cakulatlons per NDS 2015, IBC 2015, CRC 2016, ASCE 7-10 .87 BEAM Size: 3.5x115, Parallim PSI.., Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations. Major Axis Bendino Wood Species: Trus Joist Pb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv Fb - Compr 2,900.0 psi Fe - Pep 625.0 psi Ft Aøolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.310, It = 0.060, L = 0.0530 kIlt, Tilb= 1.0 ft Point: D = 0.780, Lr= 0.380, L= 0.30, W = 1.010, E= 0.660 k @ 1.50 ft Point: D=2.0, Lr=0.840, L=0.30, W=3.210, E=2.080k@i LSO ft Design Summaty Max fb/Fb Ratio = 0.260 I fb : Actual: 1,174.17 psi at 1.507 ft in Span # I Pb : Allowable: 4,515.81 psi Load Comb: i.112D+1.750E Max fv/FvRatio = 0.412:1 fv : Actual: 191.03 psi at 0.000 ft in Span #1 Fv : Allowable 464.00 psi I Load Comb: +1.112D+1.750E Max Reactions (k) Q L t.f Left Support 2.38 0.48 0.88 2.64 1.71 Right Support 1.69 0.33 0.58 1.58 1.03 /'4t- PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 BASE SHEAR DESIGN The following data has been taken from the Project Soils Report and the ASCE 7-10 as allowed by the 2016 California Building Code: Risk Category = II (Table 1.5-1) Seismic Importance Factor = 1.00 (Table 1.5-2) Mapped Spectral Response Accelerations; S = 1.1 66g Si = 0.447g Site Class = D Site Coefficient; Fa = 1.03 F= 1.55 Spectral Response Coefficient; SDS = (2/3) Fa Ss = (2/3) (1.03) (1.166) = 0.801 SDI = (2/3) F Si = (2/3)(1.55)(0.447) = 0.462 Seismic Design Category = D (Table 11.6-1) R = 6.5 bearing wall system - wood structural panel wall (Table 12.2-1) Seismic Base Shear shall be determined in accordance with Section 12.8.1 Equation (12.8-1) V = Cs W Equation (12.8-2) Cs = SDs= 0.801 = 0.123 <<< GOVERNS (R/l) (6.5/1.00) Not to Exceed Equation (12.8-3) Cs = SDI = 0.462 0.264 T (WI) (0.269)(6.5/1.00) Shall not be less than Equation (12.8-5) Cs= 0.044 SDS I = (0.044)(0.801)(1.00) = 0.035 Section 2.4 In Allowable Stress Design Load Combinations; V = (0.7) Cs W Therefore: Base Shear V = (0.7) (0.123) W = 0.086 I SHEET: LI AMC Consulting, Inc. Project Title: SNyder Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1812.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Analytical Values . *-,,.. ..... --.-*-----.. Calcu1ationspeI8C2O1518O?.6 User veclfied these IBC 201M!W1eicthts WintMethod UrrtatkDns Analytical Values.. 1609.6.1 (1): Total Height <= 75 It with (Height I Least Width) = 4 Exposure Category, ASCE 7-10 Sect 26.7,3 Exposure C -or- Fundamental frequency >= 1 hertz Mean Roof Height 32.0 ft 1609.6.1 (2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3): Site not affected by channeling/buffeting from upwind items KI = 0.250 1<2 = 1.0 1<3 1.0 1609.6.1 (4): Simple diaphragm building perASCE 7-10 $ec26.2 Force Kzt to 1.0 per ASCE 7-10 26.82 Yes 1609.6.1 (5): Aware of ASCE 7 provisions for open buildings, multlspan gable Topographic Factor Kzt = (144<11<2'K3)A2 = 1.000 roofs, stepped roofs, sawtooth roofs, domed roofs, roofs with V: Basic Wind Speed 110.0 mph slopes > 45 deg, solid free standing walls & signs. per ASCE 7-10 26.5.1 1609.6.4.1: Aware of need tochecktorsion per ASCE 7 Fig, 27.4-8 MRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 VA K C K z net zi WINDWARD WALLS & PARAPETS ----------------------- WALLS ----------------------- ------PARAPETS psf----- Kz based on ibo 2015 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz lntemal -Internal +intemal -Internal Enclosed Partially Enclosed 0-15, 0.850 11.33 19.24 2.90 27.67 33.73 33.73 201 0.900 12.00 20.37 3.07 29.30 35.71 35.71 25' 0.940 12.53 21.27 3.21 30.60 37.30 37.30 30' 0.980 13.06 22.18 3.34 31.90 38.89 38.89 40' 1.040 13.86 23.54 3.55 33.85 41.27 41.27 501 1.090 14.53 24.67 3.72 35.48 43.25 43.25 60' 1.130 15.06 25.57 3.85 36,78 44.84 44.84 70' 1.170 15.60 26.48 3.99 38.08 46.43 46.43 80' 1210 16.13 27.38 4.13 39.39 48.01 48,01 90' 1.240 16.53 28.06 4.23 40.36 49.20 49,20 100' 1.260 16.80 28.51 4.30 41.01 50.00 50.00 Enclosed Partially Enclosed LEEWARD & SIDE WALLS -Internal +Intemai -Internal Kz nternal based on IBC 2015 1609.6.4.2 Item 2 0.992 Leeward Wall -15.68 -6.46 -25.52 3.38 Side Wall -20.30 -10.76 -29.83 1.23 Parapet Wall: Leeward Both Directions -26.14 Both Directions -26.14 I'.0(a t. v;r.b f* MQ o. = (00(Viifri\ U.V# 1c.2b= 'l_l.D% cDv- MQ 218 East Grand Avenue, Suite 7 Escondido, CA 92025 760. 747.8681 t 8813.763.6575 f www.arncconsuftinginc.com Project Name ProjectAddress . Prpject. Number • '. .... ..... Date _.JIM. 11b. . J' 14' çoso' w4i4 vJc (I1?';a 1 . ('J' (11, IA 4- (io , i -fi..., i'() wT = L*" w to r i'(Oo 'pr- = V?000 lk . -i-t' 4.. (o Pl)F io iwwo . issolbo 4 1Jb000 4141 * I01411t . 1(1 By . r PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 GENERAL NOTE LATERAL RESISTING ELEMENTS CONSIST OF A FLEXIBLE WOOD DIAPHRAGM AND WOOD SHEAR WALLS. THE STRUCTURE WILL BE DESIGNED BASED ON OUR INTERPRETATION OF THE 2016 C.B.C. AND ANY APPLICABLE LOCAL CODE. BASE SHEAR FROM SHEET LI- E = 0.086W STORY DISTRIBUTION LEVEL AREA WPSF WLB HFT WxH %V Vtwi Vseismic 2 ~oc 5 I1514 OO I1 I 3o1 '1'fiW O. tII TOTAL 1 3460715 2.1I3 Base Shear = 0.086 X WLB =0.086x 2 ,4ô = WIND LOAD FROM SHEET L2 Ps (30') = 17.24 PSF P5 (15') = 16.21 PS Wind Load at level 2 5F 1.1' ?(,f- Wind Load at level I = . - . 1.vt4 f (/ fl-s 'F W137 oPc' kc VMI, L- 11.2.4 f (Qs/. . 3 ') wO '.°Pr kr tJe, 1 ('i?z-" '" SHEET: tA PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 ng Grid 2 Upper =501 633 1586 9 22 [FS 1586 115 1419 __________ arlFT= 115 jLt&a Type '1 69 69 11.5 04917 14 11100.... R. 14 115 7711 MR ... 3388 . pJO .01-varvOl Uplift.= 11100...7711 3388 . .. 11.5 2 Along Grid! upper FS= 501 137 343 _______________ FW= 129 21 1355 . Shear/FT= 1355 75 181 kue2 Type I 181 75 8 10836 10 8 7.5 1103 OT - MR 0.49........ 10836 1103 9734 Uplift = 9734 7.5 1. 1298 .2.3tO j441c.fo . ........... ......... ................... Along Grid 7 Upper FS= 501 1000 2505 FW= 181 18 1629 134 21 1374 3003 Shear/FT = 3003 5.5 6 - 261 3' Type 2 .:dbi 261 . . . 95 13642 = 0.49 10 9.5 5.5 704 J .4OTMR . 13642 .5.5 704 12938 Uplift = 12938 5.5 2352 b SHEET: L. PROJECT NAME: SNYDER RESIDENCE' PROJECT NO: 1812.2.18 long Grid 11 Upper FS= 501 671 1681 FW.=..... 134 34.5 2312 Shear/FT = 2312 7.5 308 j &V Type 2 O_r 308 25427 049 10 75 1516 L MOT - MR 25427 1516 239117 Uplift= 23911 1 75 3188 ng Grid 12 = - 5.01 134 arIFT = •... 972 149 = 0.49 LM 1068 ift = 9548 202 506 14.5 972 6.5 6.5 11 1068 10 11 6.5 1139 9548 6.5 1469 4 Vo SHEET: U, PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Along Grid C .... ....................................... .. Upper FS= 501 438 1097 FW =;.. . ........ . 181 .. . . 24.5 2217 Shear/FT= 2217 2.67 2.67 415 Type 7 415 2.67 9.25 10255 MR = 0.49 17 9.25 2.67 275 :MOT-MR= 10255 275......... 9980 Uplift = 9980 267 3738 ..... . . :1 zoeçbç '3t 14,51 FS = 5.01 415 1040 FW= 134 20.5 1374 Shear/FT = 1374 45 305 J Type 2 Mor= 305 45 85 11675 04 9 17 85 45 717 MOT-MR = 11675 717 10958 10958 4.5 2435 ic :3371 ----------------- Jong Grid F .. Upper FS= 501 574 1438 FW= 129 24 1548__________ Shear/FT = 1548 8 5 8 5 91 j 'z,o Type 1 M01=.91 8.5 11.5 8901 I MR = 0.49 17 3461 M)TMR 8901 3461 11.5............8.5 5440 Uplift = 5440 8.5 640 o.ec . q,ç S .................... Along Grid H -.. . Uér FS= 5.01 202 506 ... .............. FW= . 134 14 938 . . . Shear/FT = 938 2_5 . ........... 375 _Type5 MOT= 375 25 85 7973 MR = 0.49 17 8.5 2.5 _221 J MR 7973 221 7752 Uplift = 7752 2.5 3101 SHEET: LI PROJECT NAME: SNYDER RESIDENCE' PROJECT NO: 1812.2.18 Upper 5.01 .534 1338 . . 181 32.5 .... ................................. rS.hear/FT OT 2941 10 294 j ' Type 2 294 10 9.5 27942 049 10 9.5 10 2328 . 27942 2328 25614 [Uplift = . 25614 10 2561 3sic- S71 Along Grid L Upper FS= 501 610 1528 FW = . 134 20.5 1374 Shear/FT = 1528 8 191 t Type I .40T = 191 8 8.5 12988 AR = 0.49 17 85 2266 12988 2266 10723 liphft = 10723 8 1340 Along Grid M Upper ______ FS = 5.01 102 256 FW= 129 8.5 548 Shear/FT = 548 6.5 6.5 42 1: . z'o Type I 42 65 8 2193 0.49 17 & 6.5 1408 2193 1408 785 Uplift = 785 65..121 190 Ø Along Grid N Upper ES = 5.01 574 1438 FW= 129 24 1548 Shear/FT= 1548 8.5 8.5 . : 91 kz,o Type AT= 91 8.5 ..ii:s .8901 AR 11.5 8.5 3461 J .. OT 0.49 ..17 8901 3461 5440 Uplift = 5440 8.5 640 £O ic iio SHEET: '-sb PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Uplift 1169 2335 19380 9706 1 1/8" STIJ Along Grid 3'.'.'.. 818 1485 .. 972 . 2457 FS =.....................3.63 FW = 225 28.5 3206 870 4076 . Shear/Panel = 4076 2 j 2038 1-3 (2) H MFLOO RAISE Uplift 11 2038 2335 19380 J 16915 1 1/8" SIt Along Grid 4 Main FS= 363 740 1343 1770 3113 FW= 225 215 2419 2032 4451 Shear/Panel = 4451 2 2225 35 (2) HFX-18x1( RAISED FLOOR Uplift = L2225 1 2335 1 19380 1&470 j 1 1/8" STD Along Grid 6 Main FS= 363 980 1779 885 343 3007 FW= 225 23 2588 1016 1355 4959 Shear/FT = 4959 7.5 661 113g Type 5 OT 661 75 10 49585 ... = 049 10 10 75 1378 MOT - MR = 49585 1378 48207 Upltft= 48207 75 6428 SHEET: PROJECT NAME: SNYDER RESIDENCE r PROJECT NO: 1812.2.18 kJong Grid 7&8 ., ........ ... ...... ............: . .. Main FS= 363 983 1784 2505 4289 FW= 225 29.5 3319 3003 6322 Shear/FT = 6322 4.5 115 5.5 294 A Ssv Type 2 Aor = 294 5.5 10 16172 WR 049 10 10 55 741 OT - MR = 16172 741 15431 . . . Uplift = 15431 5.5 2806 ioi 7Jj. 0 . .Main 3.63 '735 2768 225 34 5 3881 1334 ..1434 1972 5853 r 5853 11 5 6b Type 4 MOT 509 509 11.5 10 58533 0.49 17 10 5508 . ----- 11.5 'V10T WIR 58533 5508 - Uplift 53024 11.5 4611 &41S WAS Along Grid 12 Main FS = 864 9.36. 4044 297 4340 FW= 225 40.5 : 4556 408 2520 1484 Shear/FT = 7484 . 9.5 . 95 - . 394 44W Type 3 394 9.5 10 37421 MR 0.49 17 10 9.5 . 3759 MOT - MR = 37421 3759 33662 Uplift = .33662 . . 9.5 3543. long Grid .13 Main = 8.64 576 . 2488 .... = 225 24 4248 ar/FT 2700 = 4248 13 327 Type4 OT 327 13 10 42480 0.49 17 703 10 .1548 13 MR 42480 7039 35441 iit= 35441 13 2726 4o7 SHEET: L40 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Along Grid A Main FS= 363 622 1129 FW = 146 34.5 2519 Shear/FT = MOT - MR= 2519 3 3 420 Type 5 MOT = 420 3 10 12593 l. = 17 10 3 375 j .0.49 12593 375 12218 Uplift = OWN 12218 3 4073 4q 4QL1 [ long Grid B Main F8= 363 325 590 1586 2176 W= 225 17 1913 1871 3783 hear/Panel = 3783 2 1892 (2) HFX-18x10 1Uplift = J 1892 1 2335 19380 I 15699 1 1/8" STD1 I Grid C ... ii•.. ... Main = 363 733 1330 1097 2427 = 225 225 2531 2217 4748 earlPanel 4748................................................2374 .... (2) HFX21x10 l~ 1Uplift = I 2374 1 2810 19125 J 16158 1 1/8" STI51 Along Grid E Main FS = 363 354 643 1546 2189 FW = 225 12.5 1406 1374 2780 Shear/FT = 2780 3 3 463 Type 7 463 3 10 13901 049 17 10 3 375 MOT MR 13901 375 13526 Uplift = 13526 3 4509 t L QvS SHEET: LIt% PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 I Along Grid F . Main FS= L3.63 576 1045 1438 . 2483 FW [ 225 H 24 2700 1.548 4248 . H Shear/Panel = j 4248 2 2124 4.Vi10 (2)HFX-18x10 DIRECT TO CONC. Uplift = 2124 1 2970 39500 282481 1 1/8" HS Along Grid C Main FS = . 3.63 1310 2378 .. . FW = 225 29 3263 ---------------- Shear/FT= 3263 13 251 ]/-350Type2 MOT = 251 13 10 32825 0.49 10 10 13 4141 32625 . 4141 28485 Uplift= 28485 13 2191 4O5 _M7UZ. Along .Main FS= 3.63 545 989 FW 225 18.5 2081 Shear/FT= 2081 11 189 _TypeI OT 189 .. 11 10 .20813 0.49 . 10 10 11 2965 MOT a = 20813 2965 17848 Uplift= 17848 11 1623 1 'i15 140/Z. l ong Grid . ..Main 363 792 1437 1338_1586 _4361 225 12.5 1406 2941 _1 1871 _6218 = 6218 3 2073 cVç (3) HFX-18x10 [Uplift = •.. 2073 t.2335 I P19380 .J 17202 SHEET: tA2 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 Jong Grid ..L _________ _________ Main FS = 363 272 494 1528 2022 FW= 225 12.5 1406 1374 2780 Shear/FT = 2780 4.5 618 Type 5 OT = 618 4 5 10 27803 2. 049 17 10 45 843 OTMR 27803 843 26959 Uplift 26959 45 nwmwmwmwwm.5991 1('S [FFW ong Grid M .. Main S = 363 245 445 1528 1973 = 225 8 5 956 1374 2330 hear/Panel= 2330 2 1165 i'f' (2) HFX-15x10 1 . .. . . ............. Uphft = 1165 144J15280 j 12320 f 1 1/8' STD Along Grid N ....................... .... Main FS = 3..63 J 576 11.045 1438 2483 FW= 225 24 2700 1548 4248 Shear/Panel 4246 2 2124 .1-l10 (2) HFX-18x10 Lurlift = 2124 2970 .39500 j . 28248 .. ... 1/&HS SHEET:u PROJECT NAME; SNYDER RESIDENCE PROJECT No.: 1812.2.18 SHEET: ufl SHEAR WALL SCHEDULE L c ci ci cj) 0d d ci md ?? ? !i t IL w _to We~ ci 0 a P ci 0 ••_J CD CD CD .N.c.c'1.e CD (V(D CO r cc U) '$ CD U) CC . : Ix Cd) I ___ - -: - - ;c<d d b ci c c.S 0 (5 0 X0 00000 0 0 0 - co C.1.2 CA,, - - k i r - 0 zz Idzo LU co 00 w ..... -:C3 c. -'Z-3 ZZ-Z -Z ZQ I !I!11 MLL .' N CO)M) CC F- Ij_ -- LU O. U- U) m I I LZ Z < '- U) 0 LL E w - -J 0Z U) . W Z LUW Z Ø LU o - 2 0 0 F - wz IL _Iz 0w >. Cl) F,..Z Ui cc (I) i3 < X. 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F ! i: : r c to LU a. .s U. cn 04 cl) LL 2 Lo 0) x -- .- . _ II • UL: If II to II SHEET: L%c PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 0.0 + 0.14SDS)D + 1.75QE SDS = 0.801 QE=V (1.0 + 0.14[0.801])D + 175V ===>1.IID + 1.75V (1.0 + 0.105SDS)D + 1.313QE + 0.75L + 0.75S SDS = 0.801 QE=V (1.0 + 0.105[O.8O1])D + 1.313V + 0.75L + 0.75S > 1.08D + 1.313V + O.75L + O.75S (0.6- 0.I4SDS)D + 1.75QE SDS=O.BOI QE=V (0.6 - 0.14[0.801])D + 1.75V ===> 0A9D + 1.75V SHEET: u 218 East Grand Avenue, Suite 7 Project Name p.. ... .. .. Escondido, CA 92025 760.747.86811 Project Address.. ... ....... .. ............. .. 888. 766575 f www.amcnsuIt(nqinc.com Project Number 2- .t.' Date CQM11A)UO QQ'r)A) q-e,e,J -fl Or' _____ .Sheet EL 218 East Grand Avenue Suite 7 Escondido, GA 92025 7607478681 t 888.766575 f wwwarncconsuftinginccom ProjectName....... ..•..:.,..::::..:. Project Address .... Project Number Date. 'iiOc1 $uD 3i., OEI(,/) 1b1.o % -b°iQ'o 1M ?O ('39° ii.33 r So -ioF64 c1fLQ1 It =A> 1 116 1.c .4 VJ IS 1A. vJfr'f b,o t ,!gkO O(Q f- i. c4rl 7.O(=s> j1.O1 =t.S A 4 + ('(1W i30 IFMO P z i6svO f1 10 'Oft 19-C's-C (u19-C's-- %j ,o.:s- 3.1 By Sheet of f2.. 218 East Grand Avenue, Suite 7 .... Escondido, CA 92025 760147.8681t 888.763-6575 f www.amcconsultinginccom Project Name .•.•.•....... Project Address•.. Project Number Date Zt}Q O11 CT. il IQ c3 f' 10 o 1JLPoj == 1-Is4io 1( 4.'7 ('o By.,, PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 ALL CONSTRUCTION INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE PROVISIONS OF THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH THE GOVERNING AGENCY AMENDMENTS AND STANDARDS REFERENCED THEREIN. WHEREVER CODE OR IBC IS REFERENCED IN THE FOLLOWING GENERAL NOTES OR OTHER NOTE SECTIONS, IT SHALL IMPLY THE IBC REFERENCED ABOVE. ALL PROJECTS LOCATED IN THE STATE OF CALIFORNIA SHALL CONFORM TO THE 2016 CALIFORNIA BUILDING CODE (CBC) AND REFER TO THE CBC IN LIEU OF THE AFOREMENTIONED IBC. ALL ASTM STANDARDS LISTED HEREIN SHALL BE AS REFERENCED IN THE LATEST ISSUE OF THE ANNUAL BOOK OF STANDARDS OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM). THE CONTRACTORS SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING WORK. THE ARCHITECT AND ENGINEER OF RECORD SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF DISCREPANCIES. ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD, ARCHITECT, AND FIELD INSPECTOR. THE ARCHITECT OR ENGINEER OF RECORD SHALL PROVIDE A SOLUTION PRIOR TO PROCEEDING WITH ANY WORK AFFECTED BY THE CONFLICT OR OMISSION. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES AND/OR STANDARD DETAILS SHOWN ON SHEET SN1, SN2 AND SN3. TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THESE STRUCTURAL DRAWINGS. THE CONTRACTORS SHALL PROVIDE AND MAINTAIN ADEQUATE SHORING AND BRACING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, BLOCK-OUTS, etc. SHALL NOT BE PLACED IN SLABS, BEAMS, GIRDERS, COLUMNS, WALLS, FOUNDATIONS, etc. NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. IF ANY PIPES, DUCTS, CONDUIT, etc. ARE PLACED THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE ARCHITECT AND ENGINEER OF RECORD SHALL BE NOTIFIED (SEE PARAGRAPH 4 ABOVE). SHEET:S 1 el PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE DESIGNED FOR SEISMIC DESIGN CATEGORY D BYA CIVIL ENGINEER OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SHALL BE IDENTIFIED ON THE MECHANICAL OR ELECTRICAL SHOP DRAWINGS. THE CONTRACTORS SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND. NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTORS SHALL DEFEND, INDEMNIFY, AND HOLD THE ENGINEER OF RECORD FREE AND HARMLESS FROM ALL CLAIMS, DEMANDS AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE ENGINEER OF RECORD. IF THE CONTRACTOR PROPOSES ANY SUBSTITUTION, NEW CALCULATIONS AND DETAILS MAY HAVE TO BE PREPARED, EXISTING DETAILS MAY HAVE TO BE ALTERED, AND NEW DRAWINGS MAY HAVE TO BE SUBMITTED TO THE BUILDING DEPARTMENT. THE CONTRACTOR SHALL PAY THE ENGINEER OF RECORD'S FEES TO ALTER THE APPROVED PLANS. THE CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL SUBSTITUTIONS THROUGH THE APPROPRIATE OFFICE OF ALL GOVERNING AGENCIES. 1. THE MINIMUM 28-DAY CYLINDER STRENGTH SHALL BE AS FOLLOWS, U.N.O. CONCRETE ELEMENT fc SLAB ON GRADE 2500 PSI CONTINUOUS FOOTING 2500 PSI SPREAD/PAD FOOTINGS 2500 PSI PILES AND CAISSONS 3000 PSI GRADE BEAMS 3000 PSI ALL CONCRETE REQUIRED TO BE MORE THAN 2500 PSI SHALL HAVE SPECIAL INSPECTION PER 2015 IBC 1705.3. PORTLAND CEMENT SHALL CONFORM TO ASTM C 150, TYPE I OR II. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C 33 AND SHALL BE AS DEFINED IN CHAPTER 19. AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C 330. STRUCTURAL LIGHT WEIGHT CONCRETE SHALL HAVE A DENSITY RANGE OF 110 TO 115 PCF, SHEET:S 2 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 4. ADMIXTURES PER ACI 318 SECTION 3.6 MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER OF RECORD. 4 READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C 94 AND ACI 318 SECTIONS 51.8, 5.9 AND 5.10, 91 MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL IN NON- PRESTRESSED CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS: LOCATION CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH FORMED SURFACES EXPOSED TO EARTH OR WEATHER: #6 AND LARGER BAR #5 BARS, 5/8 INCH WIRE, AND SMALLER MIN. CoVERIIN]. 3 2 1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: #14 AND #18 BARS 1-1/2 #11 AND SMALLER 314 (SLABS, WALLS, JOISTS) PRIMARY REINFORCEMENT, STIRRUPS, TIES OR SPIRALS 1-1/2 (BEAMS, GIRDERS, COLUMNS) SLEEVES, PIPES AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS, GRADE BEAMS, PILE CAPS OR TIE BEAMS UNLESS APPROVED BY THE ENGINEER OF RECORD AND SHOWN IN STRUCTURAL DETAILS. ALL SLEEVES THROUGH BEAMS, GIRDERS AND FOUNDATION WALLS SHALL BE INSTALLED AND SECURED IN POSITION PRIOR TO PLACING CONCRETE. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, SLEEVING SHALL NOT BE PERMITTED UNLESS APPROVED BY THE ARCHITECT AND ENGINEER OF RECORD. CONDUIT SHALL NOT BE PLACED IN ANY CONCRETE SLAB LESS THAN 3-1/2 INCHES THICK. IF CONDUIT IS PLACED IN CONCRETE SLAB, ITS OUTSIDE DIAMETER SHALL NOT BE GREATER THAN ONE THIRD OF THE SLAB THICKNESS. ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 INCH (U.N.O.). FRAMING CONTRACTOR TO VERIFY LOCATION OF HOLDOWNS PRIOR TO POURING OF CONCRETE FOUNDATIONS. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN THE CONCRETE AND FOR EXTENT OF DEPRESSIONS, CURBS, AND RAMPS. SHEET: S 3. PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 ALL VERTICAL SURFACES OF CONCRETE ABOVE FINISHED GRADE SHALL BE FORMED. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS DUE TO ARCHITECTURAL C.I.P. CONCRETE. Z ALL FOUNDATION CONSTRUCTION SHALL FOLLOW RECOMMENDATIONS FOUND IN THE PROJECT SOILS REPORT BY OTHER. MR F-1 NO SOILS REPORT PROVIDED FOR THIS PROJECT. MINIMUM SOILS DESIGN VALUES SHALL BE PER CBC TABLE 1806.2, ASBP = 1500 psf. SOILS DESIGN VALUES ARE SUMMARIZED ON SHEET SN1, "STRUCTURAL DESIGN BASIS'. IF THE BUILDING INSPECTOR SUSPECTS EXPANSIVE SOILS BASED ON OBSERVATION OF THE FOUNDATION EXCAVATION, HE/SHE MAY REQUIRE SOIL EXPANSION INDEX TESTS IN ACCORDANCE WITH CBC 1803.5.3 OR CHAPTER 6, DIV. 7, TITLE 8 OF THE SAN DIEGO COUNTY CODE AND RESUBMITTAL OF PLANS TO PLAN CHECK TO VERIFY THAT THE SOIL ENGINEER'S RECOMMENDATIONS HAVE BEEN INCORPORATED, DEFORMED BAR REINFORCEMENT SHALL CONFORM TO THE FOLLOWING GRADES OF ASTM A 615, GRADE 40- #3 AND SMALLER GRADE 60-#4AND LARGER DETAILS OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH CBC CHAPTER 19 ACCORDING TO APPLICATION. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL BE AS SHOWN ON SHEET SD-1, "CONCRETE LAP SPLICE TABLE", AND NOT LESS THAN 12 INCHES. LAPS AT BAR, SPLICES IN MASONRY CONSTRUCTION SHALL BE AS SHOWN ON SHEET SD-1, "MASONRY LAP SPLICE TABLE", AND NOT LESS THAN 48 db. VERTICAL REINFORCEMENT SHALL BE TIED OR OTHERWISE FIXED IN POSITION AT THE TOP AND BOTTOM AND AT INTERMEDIATE LOCATIONS, SPACED NOT GREATER THAN 192 BAR DIAMETERS (SEE DETAILS FOR OTHER REQ'TS). SHEET: S 4 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 WALLS, PILASTERS, AND COLUMNS SHALL BE DOWELED TO THEIR SUPPORTING FOOTINGS WITH REINFORCEMENT OF THE SAME SIZE, GRADE AND SPACING AS THE VERTICAL REINFORCEMENT IN THE WALLS, PILASTERS, AND COLUMNS (U.N.O.). BAR SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROVISIONS OF "BAR SUPPORT SPECIFICATIONS' AS CONTAINED IN THE LATEST EDITION OF THE "MANUAL OF STANDARD PRACTICE' BY THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI). REINFORCING STEEL DETAILING, BENDING, AND PLACING SHALL BE IN ACCORDANCE WITH THE CRSI "MANUAL OF STANDARD PRACTICE", LATEST EDITION. ALL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE BEFORE PLACING CONCRETE OR GROUT. WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED. CONTRACTOR SHALL SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR REVIEW BEFORE FABRICATION AND INSTALLATION. WELDING OF ALL REINFORCING STEEL TO STRUCTURAL STEEL SHALL BE LIMITED TO THOSE AREAS SPECIFICALLY SHOWN ON THE PLANS. ANY OTHER WELDING SHALL REQUIRE THE APPROVAL OF THE GOVERNING AGENCY, FIELD INSPECTOR AND ENGINEER OF RECORD. FLARE GROVE WELDS SHALL, IN ADDITION TO ALL SPECIFICATIONS LISTED ABOVE, COMPLY WITH THE REQUIREMENTS OF THE NINTH EDITION OF THE "MANUAL OF STEEL CONSTRUCTION - ALLOWABLE STRESS DESIGN" AS PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC. SAWN LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE 2016 CBC SECTION 2303 AND ANSI/AWC NDS-2015 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (AND SUPPLEMENT) AND SHALL BE GRADE MARKED BY EITHER WCLIB OR WWPA. SAWN STRUCTURAL FRAMING MEMBERS SHALL BE AS FOLLOWS (U.N.O.): .MEMBERS GRADE. 2x WALL STUDS © 16" O.C. D.F. #2 2x FLOOR JOISTS AND ROOF RAFTERS D.F. #2 BEAMS AND HEADERS (4x, 6x, 8x) D.F. #1 POSTS (4x, 6x, 8x) D.F. #1 SHEET:S 5 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 ALL SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. ALL SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL HAVE ANCHOR BOLTS PER SHEARWALL SCHEDULE. ELSEWHERE, INSTALL 5/8"p x 10" LONG L- BOLTS PLACED WITHIN 12" MAX. (4-1/2" MIN.) FROM EACH END OR SPLICE, WITH 60" MAX. SPACING, MIN. 2 ANCHOR BOLTS PER EACH PLATE. 5, SILL PLATES OF INTERIOR, NON-BEARING, NON-SHEAR WALLS MAY BE FASTENED TO A CONCRETE SLAB USING HILTI 'X-CP72' LOW VELOCITY POWDER-ACTUATED FASTENERS (ICC-ES ESR-2379). CONCRETE SLAB IS TO BE NORMAL WEIGHT CONCRETE AND CURED AT LEAST 7 DAYS. PLACE FASTENERS 6 INCHES FROM ENDS OF SILL AND AT 36 INCH (MAX.) SPACING BETWEEN. ORIENTED STRAND BOARD AND PLYWOOD SHEATHING SHALL CONFORM TO U.S. PRODUCT STANDARDS PSI OR PS2, APA PERFORMANCE STANDARD PRP 108, AND CBC SECTION 2303. U.N.O., THE MINIMUM GRADES AND SPAN INDICES SHALL BE AS FOLLOWS: USE GRADE SPAN RATING ROOF SHEATHING APA RATED SHEATHING, EXP. 1 24" MIN. FLOOR SHEATHING APA-RATED STURDI-FLOOR T&G 24" MIN. WALL SHEATHING PER SHEARWALL SCHEDULE, (N/A) MIN. APA RATED SHEATHING, EXP. 1 GLUED LAMINATED TIMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE ANSI/AITC A190.1-1992 "STRUCTURAL GLUED LAMINATED TIMBER, AITC 117 OR APA-EWS 117, AND ASTM D3737-89a. EXTERIOR GLUE TO BE USED WITH INTENDED DRY USE CONDITION PER 2015 NDS SECT 5. COMBINATIONS AND USES SHALL BE AS FOLLOWS: KEY COMBINATION NO... USE 24F-V4 EWS 24F-V4 DF/DF SIMPLE SPAN 24F-V8 EWS 24F-V8 DF/DF CONTINUOUS AND CANTILEVERS FOR STRUCTURAL GLUED LAMINATED TIMBER MEMBERS, AN AITC CERTIFICATION OF CONFORMANCE OR A CERTIFICATE OF CONFORMANCE ISSUED BY A CURRENT ICC APPROVED QUALITY CONTROL AGENCY, MUST BE SUBMITTED TO THE BUILDING INSPECTOR PRIOR TO INSTALLATION. THE MAXIMUM MOISTURE CONTENT OF THE LAMINATIONS AT TIME OF MANUFACTURE SHALL NOT EXCEED 12% FOR DRY CONDITIONS OF USE. 16 SHEET:S 6 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 91 LVL, PSL, AND LSL ENGINEERED WOOD MEMBERS SHALL BE PER TRUS-JOIST MACMILLAN, ICC ES ESR-1387, MICROLLAMS, PARALLAMS, AND TIMBERSTRAND RESPECTIVELY. ALTERNATES MUST BE ICC-APPROVED AND REVIEWED BY ENGINEER OF RECORD. WOOD I-JOISTS SHALL BE IN COMPLIANCE WITH THE FOLLOWING STANDARDS: I-JOIST MANUF.. STANDARDS TRUS-JOIST MACMILLAN ICC ES ESR-1153 (TJI, TJI/PRO MEMBERS) ALL OTHERS ASTM D5055, APA FORM QM-3005 FRAMING ANCHORS, POST CAPS, COLUMN BASES, AND OTHER CONNECTORS SPECIFIED ON DRAWINGS SHALL BE AS MANUFACTURED BY "SIMPSON STRONG-TIE" OR AN ENGINEER-APPROVED EQUAL. ALL CONNECTORS TO BE FULLY NAILED OR BOLTED AS SPECIFIED PER MANUFACTURER. BARS AND PLATES SHALL CONFORM TO ASTM A36. BOLTS, UNLEADED BOLTS, WASHERS AND DRIFT BOLTS SHALL CONFORM TO ASTM A307. NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563, GRADE A. ALL BOLT HEADS (MACHINE AND LAG) AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS, U.N.O. MACHINE BOLT (THRU-BOLT) HOLES IN WOOD SHALL BE DRILLED A MAXIMUM 1/32" LARGER THAN THE NOMINAL BOLT DIAMETER. 18. LEAD HOLES FOR LAG SCREWS GREATER THAN 3I8" SHALL BE BORED AS FOLLOWS: 40% - 70% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. CLEARANCE HOLES FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF THE UNTHREADED SHANK. LAG SCREWS SHALL BE INSERTED BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. NAILING OF SAWN MEMBERS SHALL CONFORM TO THE CBC TABLE 2304.10.1, U.N.O. ON THE STRUCTURAL DETAILS. NAIL HOLES SHALL BE PRE-DRILLED WHEN NECESSARY TO PREVENT SPLITTING. CUSTOM STEEL HARDWARE CONNECTORS FOR WOOD OR GLUED LAMINATED TIMBER SHALL BE FABRICATED FROM STEEL CONFORMING TO ASTM A36. WELDS SHALL CONFORM TO THE REQUIREMENTS OF AWS 131 .1-2000. SHEET:S 7 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 20. HORIZONTAL DIAPHRAGM NAILING SHALL CONFORM TO AFP&A SDPWS-2008 TABLES 4.2A, 4.213, AND 4.2C. STRUCTURAL PANEL SHEARWALLS SHALL CONFORM TO AFP&A SDPWS-2008 TABLE 4.3A. NOMENCLATURE IS DEFINED AS FOLLOWS (PER DETAILS): BN = BOUNDARY NAILING, AT DIAPHRAGM BOUNDARIES AND AT EDGES OF OPENINGS EN = EDGE NAILING, AT CONTINUOUS PANEL EDGES FN = FIELD. NAILING, AT INTERMEDIATE FRAMING MEMBERS 21, WHERE DIAPHRAGM BLOCKING IS SPECIFIED FOR ROOFS OR FLOORS, USE 2x4 FLAT BLOCKING WITH 'Z' CLIPS, U.N.O. 22. HORIZONTAL SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SPANS, AND THE FACE GRAIN (LONG DIRECTION) OF SHEATHING SHALL BE PERPENDICULAR TO SUPPORT MEMBERS. 23. SIMPLE SPAN WOOD MEMBERS, NOT SHOP CAMBERED, SHALL BE ERECTED WITH THE NATURAL CAMBER UP. FOR CANTILEVERED WOOD MEMBERS, CONSULT THE ENGINEER OF RECORD. 24. SPECIAL PROVISIONS FOR SHEAR WALLS WITH SHEATHING ON BOTH SIDES (WHERE SPECIFICALLY INDICATED ON THE PLANS): SILL PLATE SHALL BE 3x P.T.D.F. ALL STUDS AND BLOCKING AT PANEL EDGES SHALL BE 3x MIN. ALL OTHER INTERMEDIATE STUDS SHALL BE 2x © 6" O.C. END POSTS (OR COLUMNS) SHALL BE AS SPECIFIED ON THE DRAWINGS. BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. THE SHEATHING ON THE FIRST SIDE MUST BE NAILED BEFORE THE FRAMING INSPECTION. THE SHEATHING ON THE OTHER SIDE MUST BE INSTALLED AND INSPECTED PRIOR TO THE INSTALLATION OF WALL SURFACE COVERING. NO PENETRATIONS OR NOTCHES ARE PERMITTED OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 25. PROVIDE DOUBLE 2x STUDS TO SUPPORT ALL BEAMS, UNLESS POSTS ARE SPECIFIED ON THE PLANS. 26. DOUBLE BLOCK UNDER ALL POSTS. DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS, UNLESS OTHERWISE SPECIFIED. 27. TOP PLATES OF ALL WOOD STUD WALLS SHALL BE 2-2x (SAME WIDTH AS STUDS), LAP 48 INCH MINIMUM, WITH AT LEAST 12-16d NAILS AT EACH SIDE OF LAP AND NOT MORE THAN 6 INCHES BETWEEN NAILS (SEE PLANS IF STRAPS ARE REQUIRED). SHEET:S 8 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.2.18 28. NOTCHING OF BEAMS OR JOISTS SHALL BE PERMITTED ONLY PER 2015 NDS SECTION 3.2.3, DETAILED AND APPROVED BY THE ENGINEER OF RECORD. HOLES DRILLED IN JOISTS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER SHALL NOT EXCEED ONE THIRD THE DEPTH OF THE JOIST. 29, MOISTURE CONTENT OF SAWN LUMBER AT TIME OF PLACEMENT SHALL NOT EXCEED 19%. DIAPHRAGM NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING. PRE-ENGINEERED ROOF AND FLOOR TRUSSES SHALL COMPLY WITH THE DESIGN REQUIREMENT OF THE 2016 CBC, AND THE DESIGN LOAD REQUIREMENTS AS SET IN THE ENGINEERING CALCULATIONS. A COPY OF THE PROJECT DESIGN LOADS SHALL BE FURNISHED BY THE DESIGNER/ENGINEER TO THE TRUSS MANUFACTURER WHEN THE TRUSS ORDER IS PLACED. FASTENERS FOR PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. ALL STRUCTURAL STEEL SHALL CONFORM TO AND BE IDENTIFIED IN ACCORDANCE WITH 2016 CBC. STEEL FABRICATOR TO BE LICENSED BY THE APPROPRIATE MUNICIPALITY. MATERIAL AND WORKMANSHIP FOR FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION OF THE "CODE OF STANDARD PRACTICE", PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). STRUCTURAL STEEL FOR THE FOLLOWING SHAPES INDICATED SHALL CONFORM TO THE FOLLOWING GRADES: SHAPE ASTM / GRADE Fy (ksi) WIDE FLANGE (W) A 922 50-65 PLATES, ANGLES AND CHANNELS A 36 36 RECTANGULAR TUBES A 500 B 46 PIPES A 53 B 35 SHEET:S 9 PROJECT NAME: SNYDER RESIDENCE PROJECT NO: 1812.218 BOLTS OF THE TYPE AND USE INDICATED SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS (U.N.O.): TYPE USE BOLTS... MACHINE BOLTS AS SPECIFIED A 307 GRADE A ANCHOR BOLTS ANCHORS A 307 GRADE A HIGH STRENTGH AS SPECIFIED A 325 NUTS SHALL CONFORM TO ASTM A 563-88a, HEX GRADE A. ALL WELDING SHALL CONFORM TO THE PROVISIONS OF AWS DI.1-00, "STRUCTURAL WELDING CODE - STEEL" OF THE AMERICAN WELDING SOCIETY,. ELECTRODES SHALL BE TYPE E70-T6, UNLESS NOTED OTHERWISE BY PROJECT ENGINEER OF RECORD. ALL WELDING OF STRUCTURAL STEEL SHAPES SHALL BE ELECTRIC-ARC PROCESS BY QUALIFIED AND CERTIFIED WELDERS, APPROVED BY THE GOVERNING AGENCY. CONTINUOUS DEPUTY INSPECTION REQUIRED FOR FIELD WELDING. ALL WELDING OF REINFORCING STEEL SHALL CONFORM TO THE PROVISIONS OF AWS D1.4-00, "STRUCTURAL WELDING CODE - REINFORCING STEEL". STEEL MEMBERS TO BE GALVANIZED SHALL BE COATED IN ACCORDANCE WITH ASTM A 123 WITH A MINIMUM OF 2.5 OUNCES OF ZINC PER SQ. Ft SHOP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. STEEL SHALL BE COATED WITH A SHOP-APPLIED PRIMER. FIELD PAINTING TO BE PROVIDED TO TOUCH UP ANY DAMAGED PAINT ON SHAPES, BOLTS AND WELDS. HIGH-STRENGTH NON-SHRINK GROUT SHALL BE PLACED IMMEDIATELY AFTER COLUMN IS PLUMBED. CONTRACTOR SHALL NOT LOAD COLUMN ANCHOR BOLTS BEFORE PLACEMENT OF NON-SHRINK GROUT. NON-SHRINK GROUT SHALL BE ICBO-APPROVED AND SHALL BE MIXED, PLACED AND CURED IN CONFORMANCE WITH MANUFACTURER'S [CC REPORT. CONCRETE AND BASE PLATE SURFACES SHALL BE CLEAN AND FREE OF OIL, GREASE, DIRT AND LOOSE PARTICLES. SHEET:S 10 I. Geotechnical. Geologic. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com May. 14,2019 W.O. 7531-A2-SC Torin & Britt Snyder 1394 Magnolia Ave Carlsbad, California 92008 Subject. Isolated Spread Footings and Proposed Wooden. Deck, Synder Residence, 1394 Magnolia Avenue, Carlsbad, California 92008 References: 1. Plans entitled "Synder Residence,1394 Magnolia Avenue, Carlsbad, California 92008," sheets SN1, SN2, SN3, SN4,S1, and SD1, variable scale, latest plot date, January 17, 2019, by AMC Consulting, Inc. 2. "Evaluation of Allowable Bearing Value, Active, Passive Pressures, Lateral Pressures, and Seismic Design Parameters, 1394 Magnolia Ave, Carlsbad, San Diego County, California," W.O. 7531-A-SC, dated December 4, 2018, by GeoSoils, Inc. Dear Mr. and Mrs. Snyder: In accordance with your request, GeoSoils, Inc. (GSI) is providing this review clarifying the footing design recommendations for the subject wooden deck. The scope of our services has included a review of the referenced documents, analysis of data, and preparation of this summary letter. Unless specifically superceded herein, the conclusions and recommendations contained in the referenced GSI report remains pertinent and applicable, and should be appropriately implemented during planning, design, and construction. Based on our review of the referenced plans and report, and in light of the wooden nature of the proposed deck, although the use of grade beams was originally recommended (per the referenced geotechnical report), the current use of only isolated spread footings is satisfactory from a geotechnical standpoint, and connecting the spread footings by grade beams is not a geotechnical requirement for the deck The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully subm GeoSoils, Inc. I °f No. 13A i Certified Engineering 114 Geologist OVEEO~ngineering.GeoloNagi~st, in OP C C 1340 JPF/DWS/jh çFESS!0 Cr 4 Exp. I Z42-4 C V1 -'4David el OF Civil Engineer, RCE 47 Distribution: (1) Addressee (PDF via email) Torin and Britt Snyder 1394 Magnolia Ave, Carlsbad Fiie:e:\wp9\7500\7531 a2.ISf GeOSOdS Inc. W.O. 7531-A2-SC May 14, 2019 Page 2 Geotechnical. Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 433155 • FAX (760) 931-0915 • www.geosoilsinc.com January 16, 2019 W.O. 7531 -A.2-SC Torin & Britt Snyder 1394 Magnolia Avenue Carlsbad, California 92008 ' 'E1VED Subject: Addendum to "Evaluation of Al,J0e2aring Value, Active, Passive Pressures, Lateral PressuèsTand cSelsmlc9esIgn Parameters, 1394 Magnolia Ave, Carlsbad, SáñDiegQq ,alifornia," W.O. 7531-A-SC,>= dated December 4, 2018, by GeoSoils, Inc. Reference: "Evaluation Evaluation of Allowable Bearing Value, Active, Passive Pressures, Lateral Pressures, and mom Seismic Design Parameters, 1394 Magnolia Ave, Carlsbad, San Diego County, California, W.O. 7531 -A-SC, dated December 4, 2018, by GeoSoils, Inc. 0 Dear Mr. and Mrs. Snyder: In accordance with the request of the project architect and structural engineer, GeoSoils, Inc. (GSI) is providing this addendum to the subject report, for the purpose of providing geotechnical design parameters forthe now-proposed retaining wall. The scope of our services has included a brief review of the revised structural plans, analysis of data, and preparation of this addendum report. Unless specifically superceded herein, the conclusion and recommendations contained in the referenced report remain pertinent and applicable. WALL DESIGN PARAMETERS General The following geotechnical design parameters are provided for CMU walls. Recommendations for MSE specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Conventional Retaining Walls The design parameters provided below assume that either very low expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) 2r native onsite materials with an expansion index up to 20 are used to backfill any retaining wall. Please note that the onsite soils may not meet this criteria. The type of backfill (i.e., select or native), should be specified by the wal designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. Waterproofing should also be provided for site retaining walls in order to reduce the potential for efflorescence staining. I 4 I Preliminary Retaining Wall Foundation Design Preliminary foundation design for retaining walls should incorporate the following recommendations: Minimum Footing Embedment - 24 inches below the lowest adjacent grade (excluding landscape layer [upper 6 inches]). The site is surficially underlain by 11/2 to 2 feet of undocumented fill, subject to adverse settlement and associated distress. Thus, it is anticipated that actual footing depths will be deeper than those indicated above, in order to penetrate any loose, near surface soils. Minimum Footing Width -24 inches Allowable Bearing Pressure - An allowable bearing pressure of 2,500 pcf may be used in the preliminary design of retaining wall foundations provided that the footing maintains a minimum width of 24 inches and extends at least 18 inches into approved engineered fill overlyiing dense formational materials. This pressure may be increased by one-third for short-term wind and/or seismic loads. Passive Earth Pressure - A passive earth pressure of 250 pcf with a maximum earth pressure of 2,500 psf may be used in the preliminary design of retaining wall foundations provided the foundation is embedded into properly compacted silty to clayey sand fill. Lateral Sliding Resistance -A 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Backfill Soil Density - Soil densities ranging between 115 pcf and 125 pcf may be used in the design of retaining wall foundations. This assumes an average engineered fill compaction of at least 90 percent of the laboratory standard (ASTM D 1557). Any retaining wall footings near the perimeter of the site will likely need to be deepened into unweathered very old paralic deposits for adequate vertical and lateral bearing support. All retaining wall footing setbacks from slopes should comply with Figure 1808.7.1 of the 2016 CBC. GSI recommends a minimum horizontal setback distance of 7 feet as measured from the bottom, outboard edge of the footing to the slope face. Torin and Britt Snyder 1394 Magnolia Ave, Carlsbad F1Ie:e:1wp975007531a2.8te GeOSOUI, Inc. W.O. 7531-A2-SC January 16, 2019 Page 2 Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 55 pcI and 65 pcf for select and very low expansive native backfill, respectively. The design should include any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (21-1) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls lessthan 3 feet in height may be superceded by County of San Diego regional standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditionsfor superimposed loads can be provided upon request. For preliminary planning purposes, the structural consultant/wall designer should incorporate the surcharge of traffic on the back of retaining walls where vehicular traffic could occur within horizontal distance "H" from the back of the retaining wall (where "H" equals the wall height). The traffic surcharge may be taken as 100 psf/ft in the upper 5 feet of backfill for light truck and cars traffic. This does not include the surcharge of parked vehicles which should be evaluated at a higher surcharge to account for the effects of seismic loading. Equivalent fluid pressures for the design of cantilevered retaining walls are provided in the following table: SURFACE SLOPE OF RETAINED MATERIAL (HORIZONTAL:VERTICAL) EQUIVALENT FLUID WEIGHT P.C.F. (SELECT BACKFILL) EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE BACKFILL) Level 38 50 2tol 55 65 Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall, where H is the height of the wall. SE>30, P.1. <15, E.I. < 21, and <10% passing No. 200 sieve. E.I. = 0 to 50, SE >30, P.I. < 15, E.I. < 21, and < 15% passing No. 200 sieve. NOTE: MAY NOT BE SUFFICIENTLY AVAILABLE ONSITE Tor In and Brltt Snyder W.O. 7531 -A2-SC 1394 Magnolia Ave, Carlsbad January 16, 2019 FlIe:e:wp9\7500\7531a2.ate GeOSOU$ Inc. Page 3 I I I Seismic Surcharge For engineered retaining walls with more than 6 feet of retained materials, as measured vertically from the bottom of the wall footing at the heel to daylight, GSI recommends that the walls be evaluated for a seismic surcharge (in general accordance with 2013 CBC requirements). The site walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.25 when the seismic surcharge (increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excluding shear keys) to the top of the backfill at the heel of the wall footing. This seismic surcharge pressure (seismic increment) may be taken as 15H where OH" for retained walls is the dimension previously noted as the height of the backfill to the bottom of the footing. The resultant force should be applied at a distance 0.6 H up from the bottom of the footing. For the evaluation of the seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. For cantilevered walls, the pressure should be applied as an inverted triangular distribution using 15H. For restrained walls, the pressure should be applied as a rectangular distribution. Please note this is for local wail stability only. The 15H is derived from a Mononobe-Okabe solution for both restrained cantilever walls. This accounts for the increased lateral pressure due to shakedown or movement of the sand 1111 soil in the zone of influence from the wall or roughly a 450 - 4/2 plane away from the back of the wall. The 15H seismic surcharge is derived from the formula: Ph = • a, • yH Where: P1,= Seismic increment = Probabilistic horizontal site acceleration with a percentage of is gfl = total unit weight (115 to 125 pd for site soils @ 90% relative compaction). H = Height of the wall from the bottom of the footing or point of pile fixity. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the backdrainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or 3/4-inch to 1 ½-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For select backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to E.I. = 20, continuous Class 2 permeable drain materials should be used behind the wall. This material should be Torin and Britt Snyder W.O. 7531A2-SC 1394 Magnolia Ave, Carlsbad January 16, 2019 FiIe:e:\wp9\7500\7531a2.ate G.OSOUS Inc. Page 4 Structural footing or settlement-sensitive improvement ,— Provide surface drainage via an (1) Waterproofing / engineered V-ditch (see civil plans membrane 1 / for details) CMU or / 2:1 NO slope reinforced-concrete wall ±12 iichee — (2)Gravel Proposed grade I :.:. •: I sloped to drain \ per precise civil . . .. :•.; :: :,, Native backfill \ drawings (5) Weep hole _ .. (4)Pip oe 11 NO or flatter backcut to be Footing and wall -' properly benched design by others_.4 (6) Footing Waterproofing membrane. Gravel Clean, crushed, % to iY inch:, Filter fabric: Mirati 140N or approved equivalent Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). Weep hole. Minimum 2-inch diameter placed at 20-toot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walk Footing If bench is created behind the footing greater than the footing width, use level till or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant IGSIIc RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 C Structural footing or (1) Waterproofing settlement-sensitive improvement - membrane (optional) Provide surface drainage via engineered V-ditch (see civil plan details) CMU or 2.1 NO slope reinforced-concrete wall pe level. 6 Woe 0m130 \4'v drain (5) Weep hole—, \?ç ,- Proposed grade : .: ..)( "— Native backfill / sloped to drain \\\ per precise civil : .• . . . .. ..... drawings r (4) Pipe 11 (hi,) or flatter backcut to be -.. . nrtwcirIv hirichd Footing and wall_ (6) 1 cubic foot of design by others 3/4-inch crushed rock (7) Footing Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. Drain: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls; Muradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down). Filter fabric: Mirati 140N or approved equivalent, place fabric flap behind core. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall No weep holes for below-grade walls Gravel: Clean, crushed, % to iY inch. Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth matenala An additional "heel" drain will likely be required by geotechnical consultant. I F co I RETAINING WALL DETAIL — ALTERNATIVE 8 Detail 2 (1) Waterproofing Structural footing or membrane settlement-sensitive improvement r- Provide surface drainage reinforced-concrete / 2.1 (h(N-0 slope CMU or wall - - - - - Siope or level 112 ichee . ... •. .. .. (5) Weep hole—s H Proposed grade .. •. (8) Native backfill Tsloped to drain (6) Clean j per precise civil ••.• sand backfill .-L drawings : .. 1:1 NO or flatter :• backcut to be - - - - . (3) Filter fabric properly benched Footing and wall (2) Gravel design by others . (7) Footing Waterproofing membrane: Liquid boot or approved masticequivalent. Grave Clean, crushed, % to iY inch. Filter fabric: Mirafi WON or approved equivalent. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. Clean sand backfill: Must have sand equivalent value (SE) of 35 or greaten can be den8ified by water jetting upon approval by geotechnicaJ engineer. Footing- If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. Native backfill: If EJ. (21 and SE )35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant GSIw RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an expansion index (E.l.) potential of greater than 20 should not be used as backfill for retaining walls. Retaining wall backfill materials should be moisture conditioned and mixed to achieve the soil's optimum moisture content, placed in relatively thin lifts (6 to 10 inches), and compacted to at least 90 percent relative compaction. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (EJ. :g 50). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying :a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footina Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the structural consultant/wall designer may specify either: A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or not transition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. Embed the footings entirely into native formational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation 1a0 (above) and until such transition is between 45 and 90 degrees to the wall alignment. Torin and Stilt Snyder -- 1394 Magnolia Ave, Carlsbad F1Ie:e:wp97500\753182.ate GeOSOUI InC. W.O. 7531-A2-SC January 16, 2019 Page 8 LIMITATIONS The materials encountered on the project site and utilized previously for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. This report has been prepared forthe purpose of providing soil design parameters derived from testing of a soil sample received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Tone and Britt Snyder W.O. 7531-A2-SC 1394 Magnolia Ave, Carlsbad January 16, 2019 FI1e:e:wp9\7500\7531a2.ate GOSOUI, Inc. Page 9 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully GeoSoils, Inc. I U JI :: , Geologist ohn Franklin OF Me Engineering Geologist, Civil Engin 4 eer, RCE (fj cc I No. RCE 47 ci * \Exp. l2./Pia//1J * JPF/DWS/jh Distribution: (3) Addressee (2 wet signed) Torin and Britt Snyder W.O. 7531-A2-SC 1394 Magnolia Ave. Carlsbad January 16, 2019 FiIe:e:\wp9\7500\7531a2.ate GeoSoili Inc. Page 10 ii EVALUAJJON OF ALLOWABLE BEARING VALUE ACTIVE, LAI bRES AND SEIS•IIC DE'iN PARI(METERS4 AGN6LIA AVE TOR1N & BR TT-SN-YDER 1394 MAGNOLIA AVE CARLSBAD, CALIFORNIA 92008 W.O. 7531 -A-SC DECEMBER 4, 2018 CBR20I8-3252 1394 MAGNOLIA AVE SNYDER: PARITAL DEMO OF 1,057 SF111342 SF ADDITION 111,870 SF REMODEL 11568 SF PATIO 11 1.186 SF DECK 11576 SF NEW GARAGE 11330 SF CARPORT & 2 FIREPLACES 12/27/2018 CBR20I 8-3252 Geotechnical' Geologic. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com December 4, 2018 W.O. 7531 -A-SC Torin & Britt Snyder 1394 Magnolia Ave Carlsbad, California 92008 Subject: Evaluation of Allowable Bearing Value, Active, Passive Pressures, Lateral Pressures, and Seismic Design Parameters, 1394 Magnolia Ave, Carlsbad, San Diego County, California Dear Mr. and Mrs. Snyder: In accordance with your request, GeoSoils, Inc. (GSl) is providing this summary geotechnical report regarding design parameters. The purpose of our work was to evaluate soil parameters for the proposed additional construction to the existing residential structure. The scope of our services includes a site reconnaissance, sampling of near-surface soils, a review of documents presented in Appendix A (References), laboratory testing, engineering analyses, and preparation of this report. This summary report has been prepared for the sole purpose of simply providing a limited description of soil conditions onsite, and engineering parameters derived from testing of a site soil sample in our laboratory, and does not constitute a geotechnical evaluation of the overall stability, or suitability of the site for additional development, as this study was performed without the benefit of a typical subsurface investigation or an evaluation of geologic hazards. LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our evaluation are summarized as follows: Moisture Density Relations The field moisture contents and field dry densities of selected, relatively undisturbed soil samples were previously evaluated in the laboratory, in general accordance with ASTM D 2216 and ASTM D 2937. The results of these tests are shown on Exploration Logs in Appendix B. Expansion Index A representative sample of near-surface site soils was evaluated for expansion potential. Expansion Index (E.l.) testing and expansion potential classification was performed in general accordance with ASTM Standard D 4829, the results of the expansion testing are presented in the following table. SAMPLE LOCATION Q EXPANSION iiiqi~ ANSION POTENTIAL AND DEPTH (FT) ii TP-i @ 3u4 0 1 Very Low Direct Shear Test Shear testing was performed on a representative, undisturbed sample of site soil in general accordance with ASTM Test Method 03080 in a Direct Shear Machine of the strain control type. The shear test results are presented in Appendix C, and the following table: LOCATION AND DEPTH (FT) PRIMARY RESIDUAL COHESION FRICTION ANGLE COHESION PRICTIONANGLE (PSF) (DEGREES) (PSF) (DEGREES) B-i @ 3.5' 234 (Undisturbed) 29.9 187 27.6 Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides GSI conducted sampling of onsite earth materials for general soil corrosivity and soluble sulfates, and chlorides testing. The testing (performed by an outside laboratory) included evaluation of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented in the following table: II SAMPLE LOCATION I I SATURATED I SOLUBLE I SOLUBLE I AND DEPTH (ft) pH RESISTIVITY SULFATES CHLORIDES (ohm-cm) I (% by weight) I (ppm) II TP-1 @ 34 I 7.1 I 13,000-----1 .0057 I 29 Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 File:e:\wp9\7500\7531 a.eoa GeoSods, Inc. Page 2 Corrosion Summary Laboratory testing indicates that tested samples of the onsite soils are neutral with respect to soil acidity/alkalinity, are mildly corrosive to exposed, buried metals when saturated, and present "low" sulfate and chloride exposure to concrete (per ACI 318-14). Reinforced concrete mix design should minimally conform to "Exposure Classes SO and Cl" in Table 19.3.1.1 of ACI 318-14, as concrete has low exposer to sulfates and seawater (chlorides). It should be noted that GSI does not consult in the field of corrosion engineering. Therefore, additional comments and recommendations may be obtained from a qualified corrosion engineer based on the level of corrosion protection required for the project, as determined by the project architect and/or structural engineer. BEARING VALUE Based on a review of Table 1806.2 of the 2016 California Building Code ([2016 CBC], California Building Standards Commission [CBSC], 2016a), an allowable bearing value of 2,000 pounds per square foot (psf) may be assumed for continuous footings, a minimum 12 inches wide and 18 inches deep (below lowest adjacent grade [excluding soft soils, landscape zones, slab and underlayment thickness, etc.]), bearing on suitable, approved soil. The site is surficially underlain by 11/2 to 2 feet of undocumented fill, subject to adverse settlement and associated distress. Thus, it is anticipated that actual footing depths will be deeper than those indicated above, in order to penetrate any loose, near surface soils. Actual footing depths would be based on conditions exposed within the footing excavation. The allowable bearing value may be increased by 20 percent for each additional 12 inches in depth of embedment, into approved suitable bearing soil, to a maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. Differential settlement maybe minimally assumed as 1 inch in a 40-foot span, provided the footing bears on suitable, competent and similar earth materials, approved by GSI. Foundations should be designed for all applicable surcharge loads and should consider the inherent corrosive coastal environment. LATERAL PRESSURE Based on a review of Table 1806.2 of the 2016 CBC (CBSC, 2016a), passive earth pressure may be computed as an equivalent fluid having a density of 150 pounds per square foot (psf) per foot of depth into suitable, approved soil to a maximum earth pressure of 2,000 psf. An allowable coefficient of friction between soil and concrete of 0.25 may be used with the dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Toni and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 FiIe:e:\wp9\7500\7531 a.eoa GeoSoils, Inc. Page 3 In accordance with Table 1610.1 of the 2016 CBC (CBSC, 2016a), and for drained conditions, active earth pressure may be computed as an equivalent fluid having a density of 45 psf per foot of depth (level backfill). At-rest, earth pressure may be computed as an equivalent fluid having a density of 60 psf per foot of depth (level backfill). SEISMIC DESIGN General It is important to keep in perspective that in the event of an upper bound (maximum probable) or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards listed above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Shaking Parameters Based on the site conditions, the following table summarizes the updated site-specific design criteria obtained from the 2016 CBC (CBSC, 2016a), Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program "U.S. Seismic Design Maps, provided by the United States Geologic Survey (USGS, 2013 [updated 2014]) was utilized for design (http://geohazards.usgs.gov/designmaps/us/application.php). The short spectral response utilizes a period of 0.2 seconds. 2016 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2016 CBC REFERENCE Risk Category I, II, Ill Table 1604.5 Site Class D Section 1613.3.2/ASCE 7-10 (p. 203-205) Spectral Response - (0.2 sec), S 1.131 g Section 1613.3.1 Figure 1613.3.1 (1) Spectral Response - (1 sec), S1 0.434 g Section 1613.3.1 Figure 1613.3.1 (2) Site Coefficient, Fa 1.048 Table 1613.3.3(1) Site Coefficient, F 1.566 Table 1613.3.3(2) Maximum Considered Earthquake Spectral 1.185g Section 1613.3.3 Response Acceleration (0.2 sec), SMS (Eqn 16-37) Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 FiIe:e:wp9\7500\7531 a.eoa GeoSods, Inc. Page 4 2016 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2016 CBC REFERENCE Maximum Considered Earthquake Spectral Section 1613.3.3 Response Acceleration (1 sec), SM1 0.680 g (Eqn 16-38) 5% Damped Design Spectral Response Section 1613.3.4 Acceleration (0.2 sec), 5DS 0.790 g (Eqn 16-39) 5% Damped Design Spectral Response 0.453 g Section 1613.3.4 Acceleration (1 sec), 5D1 (Eqn 16-40) PGA, - Probabilistic Vertical Ground Acceleration may be assumed as about 50% of these values. 0.469 g ASCE 7-10 (Eqn 11.8.1) Seismic Design Category D Section 1613.3.5/ASCE 7-10 (Table 11.6-1 or 11.6-2) GENERAL SEISMIC PARAMETERS PARAMETER F VALUE [Distance to Seismic Source (Rose Canyon) ±5.8 mi (9.4 km)1 [Upper Bound Earthquake (Rose Canyon) M = 7.2(2) - From Blake (2000) - Cao, et al. (2003) 1 11 Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2016 CBC (CBSC, 2016a) and regular maintenance and repair following locally significant seismic events (i.e., M5.5) will likely be necessary, as is the case in all of southern California. DEVELOPMENT CRITERIA Groundwater The site lies approximately one mile west of the Pacific Ocean, which may be considered the regional water table. Within the regional water table, groundwater occurs within an unconfined sandy aquifer of beach deposits, and is subject to tidal fluctuations when near the coast. Based on our review of site conditions, the regional groundwater table is anticipated at an approximate depth of 165±5 feet below grade, and should not be of concern during site design/construction. Torin and Britt Snyder W.O. 7531 -A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 FiIe:e\wp9\7500\7531 a.eoa GeOSOds, Inc. Page 5 Flooding/Inundation Based on our review of the Federal Emergency Management Agency (FEMA) website (https://msc.fema.gov), the site is located within a "minimal flood hazard area." This should be further evaluated by the project design civil engineer. Grading Any grading should minimally conform to the guidelines presented in the 2016 CBC (CBSC, 2016a), and the City. When Code references are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor (if grading is to occur) should be observed and the fill selectively tested by a representative (s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Type B soils may be assumed per Cal-OSHA. GSI does not consult in the area of safety engineering. The contractor is responsible for the safety of construction workers onsite. Loose and/or compressible materials likely occur at the surface, overlying suitable bearing material. As such, the need for remedial grading cannot be precluded, and should be reviewed prior to footing excavation construction. Should the onsite soils dry out prior to foundation construction, presoaking of the slab subgrade will be necessary. At a minimum, any slab subgrade should be scarified and moisture conditioned to a depth of at least 12 inches, then compacted to at least 95 percent relative compaction per ASTM D 1557. Deeper remedial grading may be necessary, based on conditions exposed during construction. Should processing and/or removal and recompaction not occur, the slab would be subject to settlement and subsequent distress. As an alternative to processing and/or removal and recompaction, the slab may be designed as a structural slab, not relying on the underlying soil for support, but spanning between footings, in accordance with the structural engineers' recommendations. Foundations Current laboratory testing indicates that the onsite soils exhibit expansion index values of less than 20 (very low expansion). As such, site soils do not appear to meet the criteria of detrimentally expansive soils as defined in Section 1803.5.2 of the 2016 CBC (CBSC, 2016a). Concrete Exposure Classes SO and Cl, per ACI 318-14, should be followed. GSI does not practice in the field of corrosion engineering. Accordingly, consultation from a qualified corrosionengineer may obtained based on the level of corrosion protection requirements by the project architect and structural engineer. Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 FiIe:e:\wp9\7500\7531 a.eoa GeoSoils, Inc. Page 6 From a geotechnical viewpoint, foundation construction should minimally conform to the following: New exterior and interior footings should be founded at a minimum depth of 18 inches below the lowest adjacent grade, or embedded at least 18 inches into suitable bearing material, whichever is deeper. Footing widths should be per Code. Isolated pad footings should be 24 inches square, by 24 inches deep, and minimally embedded at least 18 inches into suitable bearing soil, whichever is deeper. The use of existing footings for supporting additional loads should be evaluated by the project structural engineer. All footings should be minimally reinforced with four No. 4 reinforcing bars, two placed near the top and two placed near the bottom of the footing. Isolated pad footing reinforcement should be per the structural engineer. Interior and exterior column footings should be tied together via grade beams in at least one direction. The grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of two No.4 reinforcing bars at the top, and two No.4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. A minimum concrete slab-on-grade thickness of 5 inches is recommended. Concrete slabs should be reinforced with a minimum of No. 3 reinforcement bars placed at 18 inches on center, in two horizontally perpendicular directions (i.e., long axis and short axis). All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. Slab subgrade pre-soaking is recommended for these soil conditions. Slab subgrade should be pre-wetted to at least the soils optimum moisture content, to a depth of 18 inches, prior to the placement of the underlayment sand and vapor retarder. Loose and/or compressible materials likely occur at the surface, overlying suitable bearing material. As such, a deeperfooting will likely be recommended, and should be anticipated. The depth of the deepened footing should be evaluated prior to the placement of reinforcing steel. Foundations should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 F11e:e:\wp9\7500\7531 a.eoa GeOSOUS9 Inc. Page 7 the guidelines per the 2016 CBC (CBSC, 2016a). This may also result in a deeper footing than per plan. 10. Should undocumented fill (11/2 to 2 feet thick) be left in-place in the slab subgrade, then a structural slab will be required, spanning from footing to footing, and not relying on soil for support. Floor Slabs GSI has evaluated the potential for vapor or water transmission through the concrete floor slabs, in light of typical floor coverings, improvements, and use. Please note that slab moisture emission rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a typical slab (Kanare, 2005), while floor covering manufacturers generally recommend about 3 lbs/24 hours as an upper limit. The recommendations in this section are not intended to preclude the transmission of water or vapor through the foundation or slabs. Foundation systems and slabs shall not allow water, or water vapor to enter into the structure so as to cause damage to another building component or to limit the installation of the type of flooring materials typically used for the particular application (State Of California, 2018). These recommendations may be exceeded or supplemented by a water "proofing" specialist, project architect, or structural consultant. Thus, the client will need to evaluate the following in light of a cost vs. benefit analysis (owner expectations and repairs/replacement), along with disclosure to all interested/affected parties. It should also be noted that vapor transmission will occur in new slab-on-grade floors as a result of chemical reactions taking place within the curing concrete. Vapor transmission through concrete floor slabs as a result of concrete curing has the potential to adversely affect sensitive floor coverings depending on the thickness of the concrete floor slab and the duration of time between the placement of concrete, and the floor covering. It is possible that a slab moisture sealant may be needed prior to the placement of sensitive floor coverings if a thick slab-on-grade floor is used and the time frame between concrete and floor covering placement is relatively short. Considering the E.I. test results presented herein, and known soil conditions in the region, the anticipated typical water vapor transmission rates, floor coverings, and improvements (to be chosen by the Client and/or project architect) that can tolerate vapor transmission rates without significant distress, the following alternatives are provided: Non-vehicular concrete slab-on-grade floors should be a minimum of 5 inches thick. Concrete slab underlayment should consist of a 15-mil vapor retarder, or equivalent, with all laps sealed per the 2016 CBC and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 1745 - Class A criteria, and be installed in accordance with American Concrete Institute (ACI) 302.1 R-04 and ASTM E 1643. An example of a vapor retarder product that complies with ASTM E 1745- Class A criteria is Stego Industries, LLC's Stego Wrap. Torin and Britt Snyder W.O. 7531 -A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 File:e:\wp9\7500\7531 a.eoa GeoSods, Inc. Page 8 The 15-mil vapor retarder (ASTM E 1745 - Class A) shall be installed per the recommendations of the manufacturer, including aH penetrations (i.e., pipe, ducting, rebar, etc.). Concrete slabs, shall be underlain by 2 inches of clean, washed sand (SE > 30) above a 15-mil vapor retarder (ASTM E-1 745 - Class A, per Engineering Bulletin 119 [Kanare, 2005]) installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E 1745), and per code. ACI 302.1 R-04 (2004) states "If a cushion or sand layer is desired between the vapor retarder and the slab, care must be taken to protect the sand layer from taking on additional water from a source such as rain, curing, cutting, or cleaning. Wet cushion or sand layer has been directly linked in the past to significant lengthening of time required for a slab to reach an acceptable level of dryness for floor covering applications." Therefore, additional observation and/or testing will be necessary for the cushion or sand layer for moisture content, and relatively uniform thicknesses, prior to the placement of concrete. The vapor retarder should be underlain by a capillary break consisting of at least 2 inches of clean sand (SE 30, or greater) (see NOTE below). The vapor retarder should be sealed to provide a continuous retarder under the entire slab, as discussed above. Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 19.3.1.1 of Chapter 19 of the AOl (2014a) for corrosion or other corrosive requirements (such as coastal, location, etc.). Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workability should be addressed by the structural consultant and a waterproofing specialist. Where slab water/cement ratios are as indicated herein, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. The owner(s) should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufactures recommendations. Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 FiIe:e.\wp9\7500\7531 a.eoa GeoSoils, Inc. Page 9 Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. A technical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. Planting Water has been shown to weaken the inherent strength of all earth materials. Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering should be avoided as it can adversely affect site improvements, and cause perched groundwater conditions. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to all interested/affected parties. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations and hardscape. Surface drainage should be sufficient to prevent ponding of water anywhere on the property, and especially near structures. Lot surface drainage should be carefully taken into consideration during landscaping. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the property should be provided and maintained at all times. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures. Site drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, downspouts, or other appropriate means may be utilized to control roof drainage. Downspouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen Torin and Britt Snyder 1394 Magnolia Ave, Carlsbad F1Ie:e:\wp97500\7531 a.eoa GeoSoils, Inc. W.O. 7531 -A-SC December 4, 2018 Page 10 this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect existing and proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture retarder to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a geotechnical requirement provided that positive drainage is incorporated into project design (as discussed previously). Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Torin and Britt Snyder 1394 Magnolia Ave, Carlsbad FiIe:e:\wp9\7500\7531 a.eoa GeoSoils, Inc. W.O. 7531-A-SC December 4, 2018 Page 11 Subsurface and Surface Water Subsurface and surface water are generally anticipated to not significantly affect site development, provided that the recommendations contained in this report are properly incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements are recommended to be provided at that time. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. In general, deepened footings beyond the minimum depths shown on the plans will likely be recommended, and should be anticipated. A preliminary test hole indicated relatively dense native soil at a depth of approximately 12 to 18 inches below existing grade. Based on this depth, footings should minimally be 30 inches deep. The Client may want to consider having a representative of GSl onsite at the start of foundation trenching to evaluate the depth to competent bearing soils and provide recommendations for footing embedment to the contractor performing the work. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Torin and Britt Snyder W.O. 7531 -A-SC 1394 Magnolia Ave. Carlsbad December 4, 2018 File:e:\wp9\7500\7531 a.eoa 0S0ds, Inc. Page 12 Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to Cal-OSHA and local safety codes. Utility Trench Backfill All interior utility trench backfill should be brought to at least optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30, or greater, may be utilized and jetted or flooded into place. Observation, probing, and testing should be provided to verify the desired results. Exterior trenches adjacent to, and within, areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. All trench excavations should conform to Cal-OSHA and local safety codes. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: During grading/recertification. During significant excavation (i.e., higher than 4 feet). During placement of subdrains or other subdrainage devices, prior to placing fill and/or backfill. Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 FiIe:e:\wp9\7500\7531 a.eoa GeoSolls, Inc. Page 13 After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaki ng/presatu ration of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any improvements, such as flatwork, spas, pools, walls, etc., are constructed. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or Torin and Britt Snyder W.O. 7531 -A-SC 1394 Magnolia Ave. Carlsbad December 4, 2018 File:e:\wp9\7500\7531 a.eoa GeoSoils, Inc. Page 14 improvement's designer should confirm to GSI and the governing agency, in writing, that the. proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. This report has been prepared for the purpose of providing soil design parameters derived from testing of a soil sample received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 File:e:\wp9\7500\7531 a.eoa Ceo5oi1s, Inc. Page 15 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitted, ONAL VO GeoSoils, Inc. R441 'c No. 1340 —I Certified Engineering #P,, Geologist Y~o ~ 84 nklin Engineering Geologist, C Civil Engineer, R E 47 MJS/DWS/JPF/jh Attachments: Appendix A - References tur I No, RCE 47857 1 * ExD.izL&Jtq / Or OF. Appendix B - Exploration Logs Appendix C - Laboratory Data Distribution: (2) Addressee Torin and Britt Snyder W.O. 7531-A-SC 1394 Magnolia Ave, Carlsbad December 4, 2018 File:e:\wp9\7500\7531 a.eoa GeoSoils, Inc. Page 16 APPENDIX A REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES American Concrete Institute, 2014a, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and commentary (ACI 318.211-14), dated September. 2004, Guide for concrete floor and slab construction: reported by ACI Committee 302; Designation ACI 302.1 R-04, dated March 23. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2014, Supplement No. 2, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated September 18. 2013a, Expanded seismic commentary, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10 (included in third printing). 2013b, Errata No. 2, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. 2013c, Supplement No. 1, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. Building News, 1995, CAL-OSHA, State of California, Construction Safety Orders, Title 8, Chapter 4, Subchapter 4, amended October 1. California Building Standards Commission, 2016a, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2015 International Building Code, 2016 California Historical Building code, Title 24, Part 8, 2016 California Existing Building Code, Title 24, Part 10, and the 2015 International Existing Building Code. GeoSoils, Inc. 2016b, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 1 of 2, Based on the 2015 International Building Code. 2016c, California green building standard code of regulations, Title 24, Part 11, ISBN 978-1-60983-462-3. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J., 2003, The revised 2002 California probalistic seismic hazard maps, dated June, http ://www.conversation .ca.gov/cgs/rghm/psha/fault_parameters/pdf/docu ments /2002-ca-hazard maps. pdf. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2018, Civil Code, Sections 895 et seq.- U.S;. Geological Survey, 2013, U.S. Seismic Design Maps, Earthquake Hazards Program, http://geohazards.usgs.gov/designmaps/us/`applicat!on.php, updated June 23, 2014. Torin and Britt Snyder Appendix A File:e:\wp9\7500\7531 a.eoa Geosoilsq Inc. Page 2 APPENDIX B EXPLORATION LOGS GeoSoils, Inc. UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE QENSITY Major Divisions Group Symbols Typical Names CRITERIA Well-graded gravels and gravel- GW sand mixtures, little or no fines Standard Penetration Test 0 CU) 0 . 0.9 Poorly graded gravels and Penetration 0 GP gravel-sand mixtures, little or no Resistance N Relative (I) W E , Z fines (blows/ft) Density Silty o d GM gravels gravel-sand-silt 0-4 Very loose z C 'a 0 co m ____ mixtures ____________ a, 4-10 Loose GC Clayey gravels, gravel-sand-clay C mixtures 10-30 Medium SW Well-graded sands and gravelly cb2 ca 10e 30-50 Dense 00 CU) sands, little or no fines ._ > 50 Very dense _15 U) SP Poorly graded sands and 2 0 D c a gravelly sands, little or no fines a, 0 Co W SM Silty sands, sand-silt mixtures E a iTL Clayey sands, sand-clay CO SC mixtures Inorganic silts, very fine sands, Standard Penetration Test ML rock flour, silty or clayey fine sands 5 .E w Unconfined Penetration Compressive Inorganic clays of low to o 0 CL medium plasticity, gravelly clays , Resistance N Strength CM . sandy clays, silty clays, lean (blows/ft) Consistency (tons/ft') clays cz0 U) Organic silts and organic silty <2 Very Soft <0.25 4) 4) c , OL clays of low plasticity 2-4 Soft 0.25-.050 Inorganic silts, micaceous or . 0 LL E MH diatomaceous fine sands or silts, 4-8 Medium 0.50 - 1.00 elastic silts 0 E c 8-15 Stiff 1.00-2.00 0 ") CH Inorganic clays of high plasticity, 'a Sr fat clays 15-30 Very Stiff 2.00 -4.00 OH Organic clays of medium to high co >30 Hard >4.00 plasticity Highly Organic Soils PT Peat, mucic, and other highly organic soils 3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve I Unified Soil Gravel I Sand Silt or Clay Classification Cobbles= coarse fine coarse I medium fine MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS Dry Absence of moisture: dusty, dry to the touch trace 0-5% C Core Sample Slightly Moist Below optimum moisture content for compaction few 5-10% S SPT Sample Moist Near optimum moisture content little 10-25% B Bulk Sample Very Moist Above optimum moisture content some 25-45% V Groundwater Wet Visible free water; below water table Op Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. File:Mgr c;\SoilClassif.wpd PLATE B-i OlD U) I— a. I—Cl) w I- 0 0 —J IL x w U. 0 C, ' E ' E V V E E 0 0 0 . 0) z < = (I) >-a) 00) Cl) >- cc C/) Zcig z 0 o Cc - CL V CD - LU ö 0 0 5V c ..E 4E W ..E 4E W a.0 IL 0 co o LI.a) 00. 5 U.w 00. 5 00 a) CO II 2z2 0 ci 0 UJ a)G) 02= 0 c 4 0 4 -o D V 0 0c i—Z MD 20 0 V 46 0c i— ZEfl -- F.- LL Ui N- 0 U) 0 Cn csj cvi a Ui Cl) IL C/) (5 C/) Cl) - I cm CV) LIJ 0 '- -o -: Cl) cn 1-0 1)2 04 — '— wI a. ,— I— GeoSoils, Inc. BORING LOG PROJECT: SNYDER 1394 Magnolia, Carlsbad WO. 7531ASC BORING B1 SHEET _L OF ._L. DATEEXCAVATED 11/13/18 LOGGED BY: MJS APPROX. ELEV.: ±168' MSL SAMPLE METHOD: Hand Sampler Sample - - Material Description LL (I) a, w c - (0 - CO C — M a o SM/ UNDOCUMENTED FILL: - - ML - @ 0' SILTY SAND to SANDY SILT, light brown, dry to damp, loose to medium dense; lots of organics. - OLD PARALIC DEPOSITS: -A QUATERNARY @ 2' SILTY SAND, medium reddish brown, damp to moist, medium . 1 dense. 5. Total Depth = 4' No Groundwater/Caving Encountered Backfilled 11-13-2018 10- 15- 20- 25- 30- Standard Penetration Test Groundwater I Undisturbed, Ring Sample 2 Seepage GeoSoils, Inc. PLATE B-3 GeoSoils, Inc. BORING LOG PROJECT: SNYDER 1394 Magnolia, Carlsbad WO. 7531-A-SC BORING B2 SHEET _t_ OF ._L. DATEEXCAVATED 11/13/18 LOGGED BY: MJS APPROX. ELEV.: ±168 MSL SAMPLE METHOD: Hand Sampler Sample - o - . ' Material Description C - Cl) ... 0 0 co o SM/ IMM UNDOCUMENTED FILL: ML © 0' SILTY SAND to SANDY SILT, light brown, dry to damp, loose to SM \medium dense; abundant organics, many roots. IQUATERNARY OLD PARALIC DEPOSITS: I © 1W SILTY SAND, medium reddish brown, damp to moist, medium dense. 5 Total Depth = 3' No Groundwater/Caving Encountered Backfilled 11-13-2018 10- 15- 20- 25- 30- U Standard Penetration Test Groundwater I Undisturbed, Ring Sample 9 Seepage GeoSoils, Inc. PLATE B-4 APPENDIX C LABORATORY DATA GeoSoils, Inc. ANAHEIM TEST LAB, INC 196 Technology Drive, Unit D Irvine, CA 92618 PHONE (949)336-6544 GeoSoiIs Inc. 5741 Palmer Way, Ste. D Carlsbad, CA 92010 DATE: 11/27/18 P.O. NO: Chain of Custody LAB NO: C-2452 SPECIFICATION: CTM: 417/422/643 MATERIAL: Soil Project No: 7531-A-SC Tp1 @ 3!4I ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH . SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CT. 417 per CT. 422 per CT. 643 ppm ppm ohm-cm 7.1 57 29 13.000 RESPECTFULLY SUBMITTED WES BRIDGER W.O. 7531-A-SC PLATE C-2 RECEIVED DEC 132018 CITY OF CARLSBAD (7icty of Carlsbad 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.: CBR2018-3252 Project Address: 1394 MAGNOLIA AVE Assessor's Parcel No.: Project Applicant: COOWNER TURIN AND BRETT SNYDER (Owner Name) Residential Square Feet: New/Additions: 1,342 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 12/11/2018 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 EI1ClItaS Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 [.:. San Diegulto 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) E:] 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: Date: Name of School District: 6225 EL CAMINO REAL ________________________________ Phone: - CARLSBADJ CA 92009 Building 1635 Faraday Avenue I Carlsbad, CA 92003 760-502-2719 760-602-8558 fax buiiding@carlsbadca.gov STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control me t C t I BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs g - . E . C CL a,. a, Best Management Practice* 0. $C.0 CL 02 C Sg . ! (BMP) Description . E 03 E . a, !fiq :c•R 00 W , . . '-. C 0 0 0 . C . 0. .., .0 0 W L C.) .0 C .a '- .o.0 0 a, C.) - 0 0 .,-, !? .0 0 ..-, a, - o - C . 0 . C 00 N C C a, 0 a i- LU .2 U). Cl') a, Cl) .0 0 2 Li.. L. () - 0 Cl)> 0 Cl) .ó-. Cl) Q .i-' Cl) .E 0 Cl) C 0 .. Q 0 C 0.. 0 0 0.. a, .? > C.) 0.1 Cl) 0 .. Cl) 0.0 (nO 0 0 Cl) 00 00 0 CASQA Designation —3 N 0 N') U') Co N Co — C".l .j- N) rj. Co T ? i LO ? ¶ ()() () (.) LJJJJJJJJ ji W Uj C/) Cl) Cl) Cl) Construction Activity - Lii Lii LU Lii, Cl) Cl) Cl') in Cl) Cl) C/) Cl) I I — Grading/Soil Disturbance - -- .- - - - - - - - - - - - - - - - - - Trenching/Excavation - - -- - - - - - - - - - - - - - - - - - Stockpiling - Drilling/Boring - - -- - - - - - - - - - - - - - - - - — Concrete/Asphalt Sawcutting - - - - - - - - - - - - - - - - - - - Concrete Flatwork - Paving - - -- - - - - -. - - - - - - - - - - - - Conduit/Pipe Installation Stucco/MortarWork ----. - Waste Disposal ---. — Staging/Lay Down Area - - -- -- - - - - - - - - - - - - - - - Equipment Maintenance and Fueling Hazardous Substance Use/Storage - Dewateririg - - - - - - - - - - - - - - - - - - - - Site Access Across Dirt .J-- - - Other (list): STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SA11SFAC110N OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTEC110N BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. Instructions: I Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along, the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number.-Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the. project. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WiTh THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Vl44Q1CJAjAuktsL) OWNER(S)/OWNER S A NT NAME (PRINT). OWNER(S)/OWN •' A ME (SIGNATURE) DATE E-29 Page 1 of 1 PROJECT INFORMATION Site Address:_. VW 6 N4 _44 AJ Assessor's Parcel Number: Emergency Contact: Name: W4C 24 Hour Phone:_ c 934- Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM IB'LOW REV 11/17 c X I ::: : 2 -.g• A AA A A I..' 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