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2775 OCEAN ST; ; CBC2016-0111; Permit
(,7cityof Carlsbad Commercial Permit Print Date: 03/19/2018 Permit No: CBC2016-0111 Job Address: 2775 Ocean St Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed- Finaled Parcel No: 2032350200 Lot 55: Applied: 12/29/2016 Valuation: $50,000.00 Reference 55: Issued: 12/08/2017 Occupancy Group: Construction Type: Permit Finaled: St Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check 55: Final Plan Check 55: Inspection: 3/19/2018 10:35:09AM Project Title: Description: BEACH TERRACE: REPLACE EXISTING WOOD COLUMNS & FOOTINGS WITH NEW WOOD COLUMNS Applicant: Owner: Contractor: KIP K MCBANE - FRIENDCO INC CARLSBAD BEACH HOTEL PROPERTIES IL C HIGH POINT BUILDERS INC KIP K MCBANE 2775 Ocean St 471 Camino Verde Carlsbad, CA 92008-2241 San Marcos, CA 92078-8907 760-729-5152 760-473-0145 BUILDING PERMIT FEE ($2000+) $406.00 BUILDING PLAN CHECK FEE (BLDG) $284.20 5B1473 GREEN BUILDING STATE STANDARDS FEE $2.00 STRONG MOTION-COMMERCIAL $14.00 Total Fees: $706.20 Total Payments To Date: $706.20 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. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov If ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING EIENGINEERING DBUILDING []FIRE [--]HEALTH DHAZMATIAPCD I ( Building Permit Application Plan Check No. OJo j ( I Est. Value City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad.Plan Ck. Deposit email: building©carlsbadca.gov Date i./3'f//1 Iswppp I www.carlsbadca.gov JOB ADDRESS £ '175 OCt iv s7eEr SUITE#/SPACE#/UNITC 1APN iO3 •1y 0 3 00 - - O 00 .T/PROJECT # LOT II PHASE # A OF UNITS I A BEDROOMS A BATHROOMS TENANT BUSINESS NAME I BeAo" -k rracz, CONSTR. TYPE I 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) ,ErLAccmEyr OF ec,sr)JIb wcop CoLunNS Fccsra,4frS JyN6' STEI. CoLuMp4S AIVP ø7)N&5. JAUaC 4S0oyp. EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE AIR CONDITIONING #tOTEL. I I I kSD N0 J YES DNO IFIRESPRINKLERS YESDN0 APPLICANT NAME Primary Contact '•"fl 1 ft81E, A.f.A PROPERTY OWNER NAME CAI2LS&'9fl SEN /#O7L. 7gOP1713.44- ADDRESS 201 cii ViCIVE ADDRESS,277 octw 7RtT CITY STATE ZIP CPLS&tU) CITY STATE ZIP quo: PHONE 7 D 7.9 5isz. FAX PHONE 76o 72.'? 5951 x /03 IFAX EMAIL k,ppcbqne ,MiI,COflI EMAIL Jeff. Th.S!crf & i qw.,Lcor I ttJl- 1(AcdJ DESIGN PROFESSIONAL Ic/P ..t /WC64Wi, A. I. A• CONTRACTOR BUS. NAME 1, /oiii ADDRESS Z6?' CdE57 Die, VC Ll ADDRESS g I A ii ZI CITY efioca 8,00 STATE P CITY ZIP a ç4 /14 JTATE,+ PHONE 70 77M c)ci- FAX PHONE FAX EMAIL . /c,pmcbane 43 MAi1 Cdr,i EMAIL STATE Lic. A .IATEJ 7 3 1. I IYLJ¼)j, US, U. (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, aiso requires we applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law jChapter 9, commending with Section 7000 of Division 3 of the It and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a ,.h,ii nnit,, nf nnt rnnra than fh,o htindrM dnIi2r (ASOOW Workers' Compensation Declaration: I hereby affirm under penalty of pe4urj1 one of the following declarations: have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain works 'compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensafo insurance carrier and policy number are: Insurance Co. 01 ILof gj.4) Policy No.Bl..) J/ U D1L/2)S f) Expiration Date LI) OCdP Thi section need not be completed if the permit is for one hundred dollars ($100) or less. n Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (8.100,000), In addition to the cost of compensation, damages as provided f In Section 33f the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE t'2r_. _- 0 AGENT DATE /) - - / ®@(QO(!)0Q.®((D @(3@11awnvahaq 0' I hereby affirm that I am exempt from Contracto?s License Law for ft following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 1$] 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). 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. [:JYes [—]No 2.1 (have! have not) signed an application fora building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address I phone! contractors' license number): 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): - ,.PROPERTY OWNER SIGNATU /'— [-]AGENT DATE Icc M%L..fr*J C 0 M P L E T E THIS 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? Yes )( No Is the applicant or futurebuilding occupant required to obtain a permit froth the air pollution control district or air quality management district? Yes X No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ). No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTIONLE NDIN—G AGENCY I hereby affimi 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 N°iJ Lender's Address APPLICANT CERTIFICATION i certify thatl have read the applicalion and state thatthe above infoimation iscormctandthatthelnfotmadonon the plans isaccurate. l agree tocompiywithall Cftyoidinances and State lawsieiatingtobuildingconstnlction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned properly for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE diV 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 S deep and demolition or construction of structures over 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 v.vik authorized by such permit is not commenced within 180 days from the date of such permit or if th I in authorized by such pemwi is suspended or abandoned at any time after the work is commenced bra period of 180da (Section 106.4.4 Uniform Building Code). 'APPLICANT'S SIGNATURE DATE 2_./2_5 (2_O (L, - STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email buildinç@carlsbadca.çov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS, PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 12/29/2016 Owner: CARLSBAD BEACH HOTEL PROPERTIES L L C Work Class: Tenant Improvement Issue Date: 12/08/2017 Subdivision: HAYES LAND CO ADD #2 Status: Closed - Finaled Expiration Date: 08/15/2018 Address: 2775 Ocean St Carlsbad, CA 92008-2241 IVR Number: 1142 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1211112017 1211112017 BLDG-SW-Pre-Con 043053.2017 Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre Construction meeting with Mike Perez Yes 0111912018 01/1912018 BLDG-11 046276-2018 Partial Pass Michael Collins Reinspection Incomplete FoundationlFtglPler - S (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency 3 columns, see orange hi-lighter, Sheet Si Yes on approved plans 01/29/2018 01/29/2018 BLDG-11 047154-2018 Failed Michael Collins Reinspection Complete Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency 3 columns, see orange hi-lighter , Sheet Si Yes on approved plans 01/30/2018 01/30/2018 BLDG-l1 047263-2018 Passed Michael Collins Complete Foundatlon/Ftg/Pier S (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Remaining column footings Yes BLDG-Building Deficiency Not ready No BLDG-Building Deficiency 3 columns, see orange hi-lighter, Sheet Si Yes on approved plans 02/16/2018 02/16/2018 BLDG-14 049064-2018 Passed Tim Frazee Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/19/2018 03/19/2018 BLDG-Final 052064.2018 Passed Tim Frazee Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Structural Final Yes March 19, 2018 Page 1 of 1 RECEIVED ctrloolt Development Services CjtY of SPECIAL INSPECTION DEC 0 s 2017 Building Division AGREEMENT 1635 Faraday Avenue Carlsbad B-45 c -ry OF CARLSBAD 760-602-2719 BUILDING DIVISION 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, structural observation and construction material testing. Project/Permit- Project Address: -2 7?5 Oej 7 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) t) (Last) Mailing Address: 4-&1 -i-' t'c/ ....277 i e/ Sp Email: Of6ai e4n mi/iJ1 gmaz/ Cct'i Phone:&ba) 7-FJ lam: OProperty Owner operty Owner's Agent of Record DArchitect of Record UEngineer of Record State of California Registration Number: Expiration Date:___________________ 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 inspectiq otIon the approved plans and, as required by the California Building Code. Signature: Date: /..),f 7//7 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company check if you are Owner-Builder 0 Name: (Please print) Mailing Address: ( C1,,io L12r4-cL Email: (!ffri1/ e'M'(--i Phone: 7ôRJ 2c76' State of California Contractor's License Number: / 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 contractor's) 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 will orovide a final reDort / letter in comoliance with CBC Section 1704.1.2 orior to reauestina final inspection. Signature- B-45 Page 1 of 1 Rev. 08/11 PACIFIC CONSTRUCTION INSPECTIONS, INC. 12308 Fron sac Street Tel. (619) 778 4219 San Diego, CA 92131 Email. Pacificinsp@yahoo.com 1 JOBNO. . Date CERTIFIED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF EI REINFORCED CONCRETE 0 STRUCT STEEL ASSEMBLY 0 SPRAY-APPLIED FIREPROOFING 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM 0 OTHER 0 REINFORCED MASONRY 0 DEEP FOUNDATION JOB ADDRESS Ae-1 777;- 9& ,/ BUILDING PERMIT NUMBER PLAN FILE NUMBER OWNER OR PROJECT NAME -"7 (/1/I A (/ ,4'a7e21 ARCHITECT CONSTR. MAIL (TYPE, GRADE. ETC) e~o 1" rr DESIGN STRENGTH 4'cot) SOURCE OF MFGR e,11 ENGINEER DESCRIBE MAIL (MIX DESIGN, RE-BAR GRADE & MFGR, WELD-ROD, ETC) / 12/ i (V ¶ GENERAL CONTRACTOR - ,'/, QA Po/.v 7 ,e', s CONTR. DOING REPORTED WORK Zlll 1 d €,4A LAW RECEIVING &TESTING CONSTR. MAIL SAMPLES I' INSPETION - DATE / ARRIVALTIME. DEPARTURETIME. DETAILED REPORT LOCATIONOF WORK INSPECTED. TEST SAMPLESTAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC OF WORK INSPE INCLUDES INFORMAlIONABOUT -AMOUNTS OFMATERIALPLACUDOR WORK PERFORMED. NUMBER .TYPE&IDENT.NO'S OFTESTSAMPLESTAKEN.STRUCT. CONNECTIONS (WELDS MADE. H.T. BOL1STORQUED) CHECKED: ETC //za ____ /'e /,4'/ ,w'S /' /1/ >1& / C / ,- r• 19:7e-1111-0111 >Z42/11 7 e 2 c/ ZX 74 - r e >7" / e?/1 S' fr/0,', J9/1 7 •; L /0/ i' ,/e7 /6 /;,(-/I e T ," d i d 5 V "1 7, '/ •- me /I7Z,c/A'7- ____ INSPECTOR (PRINtOR TYPE) /t2 /77. 1-'&e(' ) - SIGNATURE: DATE SIGNED: ijp /XERTIFICATENO. /) CERTIFICATION OF CdMPIiANCE: to the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans. specifications and applicable sections ofthe building codes. This report covers the locations of the work inspected only and does not constitute engineering pin Ion or project control. IA PÔFIC CONSTRUCTION INSPECTIONS, INC. ' 12308 Fronsac Stret Tel. (619) 778 4219 1108 San Diego, CA 92131 Email. Pacificinsp@yahoo.com NO. Date CERTIFIED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL'INSPECTOR OF 0 REINFORCED CONCRETE 0 STRUCT STEEL ASSEMBLY 0 SPRAY-APPLIED FIREPROOFING 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM 0 REINFORCED MASONRY 0 DEEP FOUNDATION ------------------------ JOB ADDRESS z7 7 BUILDING PERMIT NUMBER PLAN FILE NUMBER OWNER OR PROJECT NAME "7 (,i'/citJ ARCHITECT CONSTR. MATL (TYPE, GRADE. ETC) DESIGN STRENGTH t' 70 SOURCE OF MFGR ENGINEER DESCRIBE MATL (MIX DESIGN, RE-BAR GRADE & MFGR. WELD-ROD, ETC) .' 5E 7 GENERAL CONTRACTOR ,9Yc, T CONTR. D'OING REPORTED WORK LAB 1RECEMNG &TESTING CONSTR. MATI SAMPLES ____ • INSPECTION DATE ARRIVALTIME. DEPARTURE TIME. DETAILED REPORT LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC OF WORK INSPECTED INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER.TYPE&IDENT. NO'S OF TEST SAMPLES TAKEN, STRUCT. CONNECTIONS (WELDS MADE, H.T. BOLI'STORQUED) DEECKED: ETC /129 .. cer,'e 1 74 ,/i IY (1 ' / (1E'/ ,r /,' (,/7(f 41 j/t Ic) a(c2mOd,,7j' (R~ 'a ,14 /5 7 7',,/ i, dY4 ,,/ 70&/5 /1,4'' t#t/ / TA INSPECTOR (PRINT OR TYPE) SIGNATURE: 191VJ77 DATE SIGNED: / II,/ff CERTIFICATE NO..2''Jl_i#__9' CERTIFICAf1N,6F COMPLIANCE: to the best of our knowledge, all of the reported work, unless otherwise noted, substantially 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 projectcontrol. I "F' -- -.--- 4_.f'• ,.. - -- -- .- PACIFIC CONSTRUCTION INSPECTIONS, INC. 12308 Fron sac Street Tel. (619) 7784219 San Diego, CA 92131 Email. Pacificinsp@yahoo.com JOB NO. Date CERTIFIED INSPECTOR'S WEEKLY REPORT COVERING WORK PEFORMED 0 RINFORCED CONCRETE 0 STRUCT STEEL ASSEMBLY 0 SPRAY-APPLIED FIREPROOFING WHICH REQUIRED APPROVAL BY 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM 0 OTHER __________________ THE SPECIAL INSPECTOR OF 0 REINFORCED MASONRY 0 DEEP FOUNDATION JOB ADDRESS -"- 75- BUILDING PERMIT NUMBER PLAN FILE NCLBER OWNER OR PROJECT NAME /5' 1041C eA ARCHITECT CONSTR. MATL. (TYPE, GRADE. EtC) DESIGN STRENGTH SOURCE OF MFGR )/mia'1 ENGINEER IvIlee1511alov /cJ,2,e/4/,'/e DESCRIBE MATL (MIX DESIGN RE-BAR GRADE &MFGR. WELD-ROD. ETC) -.. GENERAL CONTRACTOR - CONTR. DOING REPORTED WORK LAB. RECEIVING &TESTING CONSTR. MATL SAMPLES F INSPECTION DATE ARRIVALTIME. DEPARTURETIME. DETAILED REPORT LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC OF WORK INSPECTED INCLUDES INFORMATION ABOUT- AMOUNTS OF MATERIAL PLACED ORWORKPERFORMEo- NUMBER,TYPE&IDENT. NO'S OF TEST SAMPLES TAKEN, STRUCT. CONNECTIONS (WELDS MADE. NT. BOLTSTORQUEO) CHECKED; ETC 4/j-jY 7_r' t474/'(/1i?' do'/i ,yv d 7" _____ • 'EX kO*,'i2 )r,,i 7//r/ &' / 7d5 1/ '1 efle'x/ 40, INSPECTOR (PRINTOiiE) _''/2 :' e ' SIGNATURE: 1 DATE SIGNED:/ CERTIFICATION OF COMPLIANCE: to the best of our knowledge, all of the reported work, unless otherwise noted, substantially 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 Corporation In (Partnership with government for Bui(iing Safety DATE: JAN. 06, 2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016-0111 SET: I PROJECT ADDRESS: 2775 OCEAN STREET U APPLICANT U JURIS. U PLAN REVIEWER U FILE PROJECT NAME: STRUCTURAL REPAIRS & WALKWAY REPLACEMENT LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been-, completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person REMARKS: The City Policy requires that their Special Inspection Agreement Form be complete at the City for the items listed on SheetSN2. *Existing wood columns and footings are being replaced with grade beams, pad footings, steel columns and the existing pedestrian walkway is being replaced with the same. All materials and finishes to match existing. By: ALl SADRE, S.E. Enclosures: EsGil Corporation El GA 0 EJ 0 MB 0 PC 1/04 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016-0111 PREPARED BY: ALl SADRE, S.E. DATE: JAN. 069 2017 BUILDING ADDRESS: 2775 OCEAN STREET BUILDING OCCUPANCY: R2/U; V-A BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) STRUCTURAL REPAIRS Air Conditioning Fire Sprinklers TOTAL VALUE 50,000 Jurisdiction Code JCB IBY Ordinance Bldg. Permit Fee by Ordinance VJ Plan Check Fee by Ordinance V Type of Review: El Complete Review Structural Only I $401.1OI I $260.72 Repetitive Fee I _i Repeats O Other Hourly Hr. @* EsGil Fee I $224.62 Comments: Sheet I of I macvalue.doc + 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 STRUCTURAL CALCULATIONS PROJECT : Carlsbad Beach Hotel Properties - Column & Bridge repair LOCATION: Calrsbad, CA ARCHITEC: WM Design DATE :12/28/2016 -' T1MaichelIA Be : COVER sheet CBC20I6-01 11 2775 OCEAN ST BEACH TERRACE: REPLACE EXISTING WOOD COLUMNS & FOOTINGS WITH STEEL COLUMNS 2032350200 12I29I2016 CBC20I6-0111 TABLE OF CONTENTS I GENERAL .............................................pages 3-5 BEAMS DESIGN (All existing - only for reaction ba pages 6 -15 BRIDGE BEAMs DESIGN pages 16 COLUMN DESIGN ............................................pages 17- 18 FOUNDATION DESIGN ............................................pages 19-20 CONTENTS 2 .GENERAL general MINIMUM UNIFORMLY DISTRIBUTED VERTICAL DESIGN LOADS (2013 CBC (July. 2015) EXISTING ROOF Snow................................................................No RoofPitch .......................................................5.0 :12 Ceiling Pitch ...................................................- 0.0 :12 DEAD LOAD (psi) Concrete Tile' 12.00 1/2° Plywood/OSB Sht'g. 1.7 2x6 Roof Rafters spaced @.....................16 O.C. 2.1 Factored Roof DL (Due to slope) 17.2 5/8 in. Gypsum Board 2.80 100% 2x8 Ceiling Joists spaced @....................16 O.C. 2.83 Loose fiberglass insulation 0.04 30 lbs roofing felt 0.30 Fire-Sprinklers - N/A Miscellaneous 0.90 Factored Ceiling DL (Due to slope) 6.87 Total factored DL for seismic design I 24.0 I psf LIVE LOAD (psi) Live Load, table 1607.1 20.0 psf Reduction Factor (R2) for Sloped Roof 0.950 Live Load "round-up" factor 0.0 psf Total factored gravity design load I 43.0 I psf ish Floor 2.0 PlywoodIOSB Sht'g. 2.5 2 Floor Joists spaced @.............................16 O.C. 4.4 in. Gypsum Board 2.8 100% se fiberglass insulation 0.0 .Sprinklers N/A cellaneous 0.3 al factored DL for seismic design I 12.0 I psf LOAD (psj) - Load, table 1607.1 40.0 psf Load "round-up" factor 0.0 psf al factored gravity design load I 52.0 I psf Elastomeric AD LOAD (psi) tish Floor (I" Vermiculite) . 2.6 I" Plywood1OSB Sht'g. 2.5 10 Deck Joists spaced @..............................16 O.C. 3.6 I in. Stucco (sand base) 9.8 scellaneous 6.5 tal factored DL for seismic design I 25.0 I psf IVE LOAD (psf) re Load, table 1607.1 40.0 psf to Load "round-up" factor 0.0 psf tal factored gravity design load I 65.0 I psf 110 In. nwcco tsanooase) 9.5 2-(5/811) Layers Gyp. Rd. 5.6 2x Studs (weighted ave.) 1.2 2x Studs (weighted ave.) 1.2 Gypsum Board (weighted ave.) 2.4 Miscellaneous 1.7 112" Ply/OSB Sht'g. (wt. ave.) 70% 1.1 1/2" Ply/OSB Shag. (wt. ave.) 0.5 30% Dbl. Top Pits. & Sole/Sill (wt. ave.) 0.7 Dbl. T.P. & Sole/Sill (wt. ave.) 0.7 Fiberglass ban insulation 7 0.28 Fiberglass ban insulation 7 0.28 Footnotes: (I) Minimum Design Loads for Building and Other Structures, ASCE 7-10. (2) Includes Mission, Baja Mission, "S", Naps "S", Roman, Alfaro Tiles (3) Approximate Engineering Dead Load Weight of Wood Structural Panel, APA. (4) Attics without storage are those where the maximum clear height between the joist and rafter is less than 42", or where there are not two or more adjacent trusses with the same web configuration capable of containing a rectangle 42" by 24" wide, or greater, located within the plane of the truss. For attics without storage, this live load need not be assumed to act concurrently with any other live load requirements. (5) Attics with limited storage and constructed with trusses, this live load need only be applied to those portions of the bottom chord where there are two or more adjacent trusses with the same web configuration capable of containing a rectangle 42" high by 24" wide or greater, located within the plane of the truss. The rectangle shall fit between the top of the bottom chord and the bottom of any other truss member, provided that each of the following criteria is met: The attic area is accessible by a pull-down stairway or framed opening in accordance with section 1209.2, and The truss shall have a bottom chord pitch less than 2:12. Bottom chords of trusses shall be designed for the greater of actual imposed dead load or 10 psf, uniformly distributed over the entire span. (6) Reduction in roof live loads. (L,'=L.R1R2 where: 12<L,=<20) I: Reduced live load per square foot of horizontal projection in psf R1 and R2: Reduction factors per following formulas. 111=1 for A,=<200 sf; R1=l .2-0.001A1 for 200 slcA,=<600 sf where A, is tributary area in square foot LOADS_CBC20I3 I BEAM DESIGN general I F 0 R T E ® 30B SUMMARY REPORT OQEBWKv'K.4TE 01: Roof . •.•:. .• . . '.:•. _______ ___________________ Member Name . . . Results Current Solution - Comments 1) . Passed 1 Piece(s) 6 x 10 Douglas Fir-Larch No. 1 2) Passed 1 Piece(s) 6 x 10 Douglas Fir-Larch No. 1 02 First Floor Member Name -:. . . ..- -- Results .. Current SolutiOn.- . . '..' Comments . •. .( 3) IPassed 11 Piece(s) 6 x 10 Douglas Fir-Larch No. 1 4) Passed 1 Piece(s) 6 x 10 Douglas Fir-Larch No. 1 03 Basement Member Name Results Current Solution . . Comments 5) Passed 1 Piece(s) 6 x 10 Douglas Fir-Larch No. 1 6) Passed 1 Piece(s) 6 x 10 Douglas Fir-Larch No. 1 04: basmentfloor.., ............ '-.. •. •. • . . ,. _____________________ M ember Name Results. . --; Current Solution . . . - comments 7) Passed 1 Piece(s) 6 x 8 Douglas Fir-Larch No. I 8) . Passed 1 Piece(s) 6 x 10 Douglas Fir-Larch No. 1 1 re . . Jb.otès . Ayman llanl, Eli Beach Terrace In Hotel Precision Engineering (949) 335-9698 Allani@lprecision.com 12/12/2016 4:54:47 PM Forte v5.1, Design Engine: V6.5.1.1 OQEBWK—K.4TE Page lot 9 7 I F 0 R T E e MEMBER REPORT Roof, 1) 1 piece (s) 6 x 10 Douglas Fir-Larch No. 1 - Overall Length: 6'3.00' + + o 0 6'0.0(r [] I1 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Lead: Combination (Pattern) Member Reaction (Ibs) 1409 @0 5156 (1.50) Passed (27%) -- 1.0 D + 1.0 Ii (All Spans) Shear (Ibs) 995 @ 11.00" 7402 Passed (13%) 1.25 1.0 D + 1.0 Li (All Spans) Moment (Ft-lbs) 2201 @ 3' 1.50" 11634 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Deft. (in) 0.015 @ Y1.50" 0.208 Passed (1/999+) -- 1.0 D + 1.0 Li (All Spans) Total Load Deft. (in) 0.027 @ 3' 1.50" 0.313 Passed (1/999+) -- 1.0 D + 1.0 Li (All Spans) - uenecuun criteria: LI. tL/25U) ano I I. (I.I'IU). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3.00" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Applicable calculations are based on NDS. SUPPOItS Bearing -Loads to Supports (lbs) Total. - Available Accessories - .Required Dead Uwe Roof Total Trimmer - DF 1.50" 1.50" 1.50" 627 781 - 1408 None 2 -Trimmer - OF 1.50" 1.50"1.50" 627 781 1408 None Loads . -. - Location (Side), Tributary Width Dead - (0.90). . Roof Live (non-snow: 1.25) Comments 0- Sell Weight (PLF) 0 to 6' 3.00" N/A 13.2 1 - Uniform (PSF) 0 to 6' 3.00" (Top) 12'6.00' 15.0 20.0 Roof - SUSTAINABLE FORESTRY INITIATIVE PASSED System : Roof Member Type: Drop Beam Building Use: Residential Building Code: IBC 2012 Design Methodology: ASD Member Pitch: 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Aories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestsy standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in ardance with applicable ASTM standards. For current code evaluation reports refer to htp://www.woodbywy.conseMces/5.ccdeReports,aspx. The product application, input design loads, dimensions and support information have been provided by Ayman Itani, EIT - Forte Software Operator Job Notes Ayman 11an1 Eli Beach Terrace In Metal Precision Engineering (949) 335-9698 Alsni@Iprecision.com 12/12/2016 4:54:47 PM Forte v5.1, Design Engine: V6.5.1.1 - OQEBWK—K.4TE Page 2 of 9 FORTE MEMBER REPORT Roof, 2) 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 15'3.00" PASSED + 0 + 0 [] 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Loestlon Mowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1702 @0 5156 (1.50) Passed (33%) -- 1.0 D + 1.0 Li (All Spans) Shear (Ibs) . 1498 @ 11.00" 7402 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 6490 @ 7 7.50 11634 Passed (56%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defi. (in) 0.258 © 7'7.50" 0.508 Passed (11709) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.480 @7' 7.50" 0.762 Passed (L/381) -- 1.0 D + 1.0 Lr (All Spans) ueneaion altena: U. (1.1300) ano IL (LuaU). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 3.00" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NOS. Supports Bearing- -:•, Loads to - Accessories Totel Available qwred Dad Total 1 - Trimmer - OF 1.50" 1.50" 1.50 787 915 1702 None 2 -Trimmer - OF 1.50" 1.50 1.50 787 915 1702 None Thbutary Dead MRoofUva Loads .,ñ(Sid Width (090) (non-sam: 25) Comments 0- Sell Weight (PLF) 0 to 15' 3.00" N/A 13.2 - Uniform (PSF) 0 to 15 3.00 V0,00 15.0 20.0 Roof Weyerhaeuser Notes... .. . . .. . . Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.conVservices/s_CcdeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Ayman Ilani, Eli System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2012 Design Methodology: ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator lob Notes - Ayman Itani, Eli Beach Terrace In Hotel Precision Engineering (949) 335•9698 Altani@lprecision.com 12/12/2016 4:54:47 PM Forte v51, Design Engine: V6.5.1.1 OQEBWK—K4TE Page 3 of 9 .rRi IFORTE MEMBER REPORT First Floor, 3) 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 6' 3.00" PASSED + 0 + 0 [] All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results. •. Actual 0 Location . Aftoleed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1851 @0 5156 (1.50") Passed (36%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1308 @ 11.00" 5922 Passed (22%) 100 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2892 @3' 1.50, 9307 Passed (31%) 100 1.0 D + 1.0 L (All Spans) Live Load Defi. (in) 0.018 @ 3' 1.50" 0.208 Passed (L/999+) -- 1.0 0 + 1.0 L (All Spans) Total Load Defi. (in) 0.036 @ 3' 1.50" 0.313 Passed (L/999+) -- 1.0 0 + 1.0 L (All Spans) ueneceon cessna: u. !MjbU) ana TI. (LJiU). Brating (Lu): All compression edges (top and bottom) must be braced at 6' 3.00" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. SUPPOltS Bearing Loads to Supports Ciba) Accessories Total Available Required Dead Floor Live Total 1 -Stud wall - DF 1.50' 1.50" 1.50" 913 938 1851 None 2 - Column - OF 1.50" 1.50" 1.50" 913 938 1851 None Loads Location (Side) Tributary Width Dead (090) Floor Live (100) Comments 0- Self Weight (PLF) 0 to 6' 3.00' N/A 13.2 1 - Uniform (PSF) 0 to 6' 3.00" (Top) 7' 6.00" 18.0 40.0 deck 2- Uniform (PSF) 0 to 6' 3.00" (Top) 91 0.00" 16.0 - wall Weyerhaeuser Notes . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need fOr a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser faalities are third-party certified to sustainable forsstiy standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/seMces/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Ayman Itani, EIT System : floor Member Type: Drop Beam Building Use: Residential Building Code : IBC 2012 Design Methodology: ASD SUSTAINABLE FORESTRY INmAIlVE Ayman Ilani, EIT Beach Terrace In Hotel ForteSofdearO,Operator...•.... ....JobNIO&................ Precision Engineering (949) 335-9698 Altanil8l precision.coln 12/12/2016 4:54:47 PM Forte v5.1, Design Engine: V6.5.1.1 OQEBWK-.K4TE Page 4 of 9 10 PASSED IF 0 R T .E ® MEMBER REPORT First Floor, 4) 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 6'7.00" + + - 61 0.00" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination(Pattem) Member Reaction (Ibs) 4369 @2.00 12031 (3.50°) Passed (36%) -- 1.00 + 0.75 L + 0.75 Li (All Spans) Shear (lbs) 2765 @ 1' 1.00' 5922 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 6114 @3' 3.50" 9307 Passed (66%) 100 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.041 @3' 3.50" 0.125 Passed (1/999+) -- 1.0 0 + 0.75 L + 0.75 Li (All Spans) Total Load Deft. (in) 0.081 @3' 3.50" 0.313 Passed (1/931) -- 1.0 0 + 0.75 L + 0.75 Ii (All Spans) ueneuion altena: LL tl4bUU) ana IL (L/1'IU). - Brazing (Lu): All compression edges (top and bottom) must be braced at 6' 7.00" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. .' Supports Bearing Loads be Supports, (Ibs) Accessories Total AvaIlable Required Dead Flaor Live Roof Live Total 1 - Stud wall - OF 3.50° 3.50" 1.50° 2147 1975 988 5110 Blocking 2 - Stud wall - OF 3.50" 3.50" 1.50° 2147 1975 988 1 5110 Blocking mousing raneis are assumes to carry no ioans applueo airealy, aoove mere ana me full load is applied to Inc member being designed. Loads . • Location (Side) Tributary Width Dead- (0.90). floor Uwa (1.00) Roof Live (non-snow: 1.25) I Comments 0-Self Weight (PLF) 0 to 6' 7.00" N/A 13.2 1 -Uniform (PSF) 0 to 67.00" (Top) IT 0.00" 18.0 40.0 - Deck 2- uniform (PSF) 0 to 617.0011 (Top) 9' 0.00° 16.0 - - Exterior Wall 3-Uniform (PSF) 0 to 6' 7.00" (Top) I 15 0.00" 15.0 - 20.0 Roof System: Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of rrd, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser faalities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.coin/serVices/sLCDdeReports.aspx. The product application, input design loads, dimensions and support inlOrmation have been provided by Ayman ilani, OtT Force, Software Operator --.- .- ---. -. -J0bNQtes: Ayman Ilani, Eli Beach Terrace In Hotel Precision Engineering (949) 335-9698 Allani@tpreclslon.com 12/12/2016 4:54:47 PM Forte v5.1, Design Engine: V6.5.1.1 OQEBWK—K.4TE Page 5 of 9 11 I F 0 R T E - , MEMBER REPORT Basement, 5) 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 6' 3.00° + + o NOR_0 '4 60.00" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual © Location Allowed Result LDF Loath Combination (Pattern) Member Reaction (lbs) 1851 @0 5156 (1.50) Passed (36%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1308 @ 11.00" 5922 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2892 @3' 1.50" 9307 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load OcR. (in) 0.018 @3' 1.50" 0.125 Passed (1/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.036 @31.50" 0.313 Passed (1/999+) -- 1.0 D + 1.0 L (All Spans) uenecuon crnena: U. LJ0UU) ano II. (LIqU). Bractng (Lu): All compression edges (top and bottom) must be braced at 6' 3.00" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. Supports LoadsBearing be Supports (lbs) Accessories iotwi Available Required Dead Live Total 1 - Stud wall - OF 1.50' 1.50" 1.50" 913 938 1851 Blocking 2 - Stud wall - OF 1.50' 1.50" 1.50" 913 938 1851 Mocking mocarng ranels are assumea w carry no ioaos appilea dreary move snem ana uie lull load is appsed to the member being eesigned. Tributary Dead Floor Live Loads Location (Side) Width (0.90) (100) Comments 0- Sell Weight (PLF) 0 to 6' 3.00' N/A 13.2 - Uniform (PSF) 0 to 6'3.00' (Top) 7' 6.00" 18.0 40.0 deck 2- Uniform (PSF) 0 to 6' 3.00" 9 0.00" (Front) 16.0 - wall YIN SUSTAINABLE FORESTRY INITIATIVE PASSED System: Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2012 Design Methodology: ASD Weyerhaeuser warrants that the slang of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software Refer to current Weyerhaeuser literature for installation details. (www.wocdbywy.com) Accessories (Rim Board, Mocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified tosustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to htp://www.woodbywy.cortVservi/LCodeReports.asps. The product application, input design loads, dimensions and support information have been provided by Ayman Itani, Eli - -- Forte Software Operator Job Notes Ayman Ilani. Eli Beach Terrace In Hotel Precision Engineering (949) 335-9698 Allani@lprecision.com 12/12/2016 4:54:47 PM Forte v5.1, Design Engine: V6.5.11 00EBWK—K.4TE Page 6 of 9 12 PASSED ru'M RTE5 MEMBER REPORT Basement, 6) 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 63.00' - + + F 61 0.00' I [] All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed - Result LDF Load: Combination (Pattern)' Member Reaction (Ibs) 321060 5156 (1.50") Passed (62%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2268 @ 11.00' 5922 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5016 @3' 1.50" 9307 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (in) 0.036 @3' 1.50" 0.125 Passed (1/999+) -- 1.0 D + 1.01 (All Spans) Total Load Dell. (in) 0.062 @31.50" 0.313 Passed (1/999+) -- 1.0 D + 1.0 1 (All Spans) Deflection aitefla: U. (1.I600) and TL (L/240). - Bradng (Lu): All compression edges (top and bottom) must be braced at 6' 3.00" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS Supports., ...- Bearing Loads to Supports (Ibs) Accessories Total Available Required Desid. Live Total ,. 1 - Stud wall - OF - 1.50" 1.50" 1.50" - 1335 1875 - 3210 Bloddng - 2- Stud wall - OF 1.50" 1.50" 1.50" 1335 1875 3210 Bloddng - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. - - Tributary - Dead Floor Live Loads Location (Side) -Width (0.90) (1.00) - Comments 0- Sell Weight (PLF) 0 to IF 3.00" N/A 13.2 1 - Uniform (PSF) 0 to 6' 3.00" (Top) 15' 0.00" 18.0 40.0 deck 2- Uniform (PSF) 0 t3 90.00" 16.0 - Wall - - - WeyerhaeUser Notes - - - - Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser faalities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://waw.woodbywy.com/seMrss/sScdeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Ayman Itani, EIT System: Floor Member Type: flush Beam Building Use : Residential Building Code: IBC 2012 Design Methodology: ASD SUSTAINABLE FORESIRY INITIATIVE Forte Software Operator Job Notes Ayman ileni, Eli Beach Terrace In Hotel Precision Engineering - - (949) 335-9698 Allani@lpreclsion.com 12/12/2016 4:54:47 PM Forte v5.1, Design Engine: V6.5.1.1 OQEBWK—K.4TE Page 7 of 9 FORTER MEMBER REPORT basment floor, 7) 1 piece(s) 6 x 8 Douglas Fir-Larch No. 1 Overall Length: 6'3.00' PASSED + 0 + 0 - - - 6'O.00° [] All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual (5 Location Mowed Result LOF Load:,Combinatlon (Pattern) Member Reaction (Ibs) 1842 @0 5156 (1.50) Passed (36%) -- 1.0 D + 1.0 L (AU Spans) Shear (Ibs) 1400 @ 9.00° 4675 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2878 @ 3' 1;50° 5157 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (in) 0.033 @ 3' 1.50' 0.125 Passed (1/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (in) 0.065 @ 3' 1.50° 0.313 Passed (1/999+) -- 1.0 D + 1.0 L (All Spans) uelleaion oflefla: U. (L/600) and IL (L/ZqO). Bradng (Lu): All compression edges (top and bottom) must be braced at 6' 3.000/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on lIDS. SUPPOrtS Bearing LOiditeSüppo-rts (iba) Accessories Total Available Required Dead uVe Total 1 - Stud wall - DF 1.50° 1.50° 1.50° 905 938 1843 Blodcing 2 - Stud wall - DF 1.50" 1.50° 1.50" 905 938 1843 Blocking uloacing Panels are assumed to carry no loads applied directly above them and the lull load Is applied to the member being designed. Loads :Làcation (Side) Tributary Width Dead (0.90) Floor Uve (1.00) Cózflments 0- Sell Weight (P19 0 to 6' 3.00° MIA 10.4 1 - Uniform (PSF) 0 to 6' 3.00° (Top) 76.00" 18.0 40.0 deck 2- Uniform (PSF) 0 to 6'3.00' (Top) 9' 0.00° 16.0 - wall Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (wwoodbywycom) Accessories (Rim Board, elocldng Panels and Squash Blacks) are not designed by this software. Use of this software is not Intended to circumvent the need fOr a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fealties are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current cede evaluation reports refer to http://www.woodbywV.conVservices/kjODdeReports.aspx. The product application, input design loads, dimensions and support infOrmation have been provided by Ayman ltsni, Err System : Hoar Member Type: Rush Beam Building Use: Residential Building Code: IBC 2012 Design Methodology: ASD SUSTAINABLE FORESTRY lNlT1A11VE $rteSofzivsrOperator - Ayrnan llsni, Eli Beach Terrace In Hotel Precision Engineering (949)3359698 Altani@lprecision.com 12/12/2016 4:54:47 PM Forte v51, Design Engine: V6.5.11 00EBWK—K4TE Page 8 of 9 14 PASSED I F 0 R T E w MEMBER REPORT basment floor, 8) 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 6' 3.00" + + o 0 6'O.00" Ir [] I1 All locations are measured from the outside face of left support (Or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Design Results - Actual 0 Location Allowed Result LOP Load Combination (Pattern) Member Reaction (Ibs) 3210 @0 5156 (1.50") Passed (62%) -- 1.0 0+ 1.0 1(All Spans) Shear (Ibs) 2268 @ 11.00" 5922 Passed (38%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-Ibs) 5016 @ 3' 1.50' 9307 Passed (54%) 1.00 1.0 0 + 1.0 L (All Spans) Live Load Defi. (in) 0.036 @3' 1.50" 0.125 Passed (1/999+) -- 1.0 0 + 1.0 L (All Spans) Total Load Defi. (in) 0.062 @3' 1.50" 0.313 Passed (1/999+) -- 1.0 0 + 1.0 L (All Spans) Deflection criteria: U. (11600) and TI. (1/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3.00" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. Supports Beang .Loads to Supports (lbs) Accessories Total Available Requrred Dead F Total 1 - Stud wall - OF - 1.50" 1.50" 1.50" 1335 1875 3210 Blocking 2 - Stud wall - OF 1.50" LSO" 1.50" 1335 1 1875 3210 Blocking uioagng raneis are assumes so carry no uoaas applies arrecnly above them and the lull load IS applied to the member being designed. Tributary Dead Floor Live Loads Location (Side) Width, (0.90) (LOO) Comments 0- Sell Weight (PLF) 0 to 6' 3.00' N/A 13.2 1 - Uniform (PSF) 0 to 6' 3.00" (Top) 15' 0.00" 16.0 40.0 Deck 2- Uniform (PSF) 0 tO" 9' 0.00' 16.0 - wall Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser prOduct design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodb',wy.com) Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://ww.woodbywy.conVservices/s.CcdeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Ayman Itani, EIT System : Roar Member Type: Rush Beam Building Use : Residential Building Code: IBC 2012 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE FQrtóSoftwOreOperatOf. JobNotes Ayman Ilini, Eli Beach Terrace In Hotel Precision Engineering (949) 335-9698 Alrani@lpreclsion.com 12/12/2016 4:54:47 PM Forte v5.1, Design Engine: V6.5.1.1 0QEBWK—K.4TE Page 9 of 9 15 A 22 ft B FLOOR LOADING Floor Live Load FLL = 150 psf ISO psf Floor Dead Load FDL = IS psf 18 psf Floor Tributary Width FTW = 3 ft 0 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = 450 plf Beam Total Dead Load: wD = 54 plf Beam Self Weight: BSW = 45 plf Total Maximum Load: wT = 549 plf pago Mike Berhe Precision Engineering 1700£. Garry Ave. Suite 104 of Santa Ana, CA 92705 StruCalc Version 8.0.113.0 12/29/2016 6:52:22 AM Project: Beach Terrece Location: I) stairs bridge beam (2 per bridge) Uniformly Loaded Floor Beam [2010 California Building Code(AISC 13th EdASD)] A992-50 Wl2x45 x 22.0 FT Section Adequate By: 91.9% Controlling Factor: Deflection DEFLECTIONS Cente Live Load 0.23 lNL/1123 Dead Load 0.05 in Total Load 0.29 IN L/921 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/480 REACTIONS A Live Load 4950 lb 4950 lb Dead Load 1089 lb 1089 lb Total Load 6039 lb 6039 lb Bearing Length 1.08 in 1.08 in BEAM DATA Cente Span Length 22 ft Unbraced Length-Top 0 ft Wl2x45 -A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E= 29000 ksi Depth: d = 12.1 in Web Thickness: tw = 0.34 in Flange Width: bf 8.05 in Flange Thickness: tf 0.58 in Distance to Web Toe of Fillet: k = 1.08 in Moment of Inertia About X-X Axis: lx = 348 in4 Section Modulus About X-X Axis: Sx = 57.7 in3 Plastic Section Modulus About X-X Axis: Zx = 64.2 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 7 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR 29.67 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 6.89 ft Nominal Flexural Strength w/ safety factor: Mn = 160180 ft-lb Controlling Equation: F24 Web height to thickness ratio: h/tw = 29.67 Limiting height to thickness ratio for eqn. G2-2:hltw-limit = 53.95 Cv Factor: Cv Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 81070 lb Controlling Moment: 33215 ft-lb 11.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 6039 lb At support. Created by combining all dead and live loads. Comparisons with required sections: RejLd Provided Moment of Inertia (deflection): 181.39 in4 348 in4 Moment: 33215 ft-lb 160180 ft-lb Shear: 6039 lb 81070 lb 16 I COLUMN DESIGN, TITLE 17 A AXIAL LOADING PL = 5000 lb Live Load: Dead Load: PD = 6000 lb Column Self Weight: CSW = 1038 lb Total Load: P1= 12038 lb 35C Mike 'Berhe Precision Engineering 1700 E. Garry Ave. Suite 104 of Santa Ana, CA 92705 StruCalc Version 8.0.113.0 12/29/20166:51:38 AM Project: Beach Terrece Location: I) Column design Column [2010 California Building Code(AISC 13th EdASD)] HSS 5 x 5 x 1/2 x 36.0 FT /ASTM A500-GR.B46 Section Adequate By: 78.1% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 5000 lb Dead Load: Vert-DL-Rxn = 7038 lb Total Load: Vert-TL-Rxn= 12038 lb COLUMN DATA Total Column Length: 36 ft Unbraced Length (X-Axis) Lx: 9.5 ft Unbraced Length (Y-Axis) Ly: 9.5 ft Column End Condtion-K (e): I Load Eccentricity (X-Axis) - ex: 6 in Load Eccentricity (Y-Axis) - ey: 0 in HSS5x5x 1/2-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29 ksi Column Section: dx = 5 in dy = 5 in Column Wall Thickness: t = 0.465 in Area: A= 7.88 in Moment of Inertia (deflection): lx 26 in4 ly = 26 in4 Section Modulus: Sx = 10.4 1n3 Sy = 10.4 1n3 Plastic Section Modulus: Zx = 13.1 in3 Zy = 2.92 in3 Rad. of Gyration: rx= 1.82 in ry= 1.82 in Columá Compression Calculations: KL/r Ratio: KLx/rx = 62.64 KLy/iy 62.64 Controlling Direction for Compr. Caics: (Y-Y Axis) Flexural Buckling Stress: Fcr= 35.33 ksi Controlling Equation 177-1 Nominal Compressive Strength: Pc = 167 kip Column Bending Calculations per AISC 13th Edition Steel Manual: Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment: Mx-ex = 5500 ft-lb My-ey = 0 ft-lb Lateral Moment + Eccentricity: Mrx = 5500 ft-lb Mry = 0 ft-lb Flange Buckling Ratio: FBR = 7.75 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non-Compact: NC = 35.15 Web Buckling Ratio: WBRX = 7.75 WBRY= 0 Allow. WBR for Eqn. 177-5: AWBR= 60.76 Nmnl. Flex. Str. w/ Sfty Factor: Mcx = 30.1 ft-kip Mcy 30.1 ft-kip Controlling Equation F7-1 177-1 Combined Stress Calculations: HI-lb Controls : 0.22 Controlling Combined Stress Factor: 0.22 I 36 ft 18 FOUNDATION DESIGN I general 19 i - '~"\ I I (Sk• [UI 1 kfil ,-. r1OoEeAr,AvE. aim 'w $N4TAAN .GA-1Z105 P*4Ql 01".W5_00, H"6 ,MIKE1REGISl0N0M NAME: Carlsbad Be JOB NO. PE2016-032 FOOTING DESIGN (March 20I6 S Soil Bearing Pressure = 1,500 psf Allow. Stress Increase = 1.20 Per ASCE 7-10 Single-story Most Heavily Loaded Footing) Roof:( )( ) Wall:( )( ) 0 Floor. :( )( )"" 0 Aft. Storage X = 0 Total Wt. With (2)-#4 bar at top & bottom of all footing Weight of Concrete, W = 150 psf Weight of Soil, W= 100 psf Two-Story (Most Heavily Loaded ( )( )= 0 ( )( )= 0 ( )( )= 0 )= 0 plf Three-Story (Most Heavily Loaded Footing) Roof( )( )= 0 Wall ( )( )= 0 Yd Floor ( )( ) 0 3151 Floor ( )( ) 0 Attic Storage ( )( = 0 Total Wt. _plf Min. Footing Width: - Max. Point Load Allow By Footing: 3.5" Point load = [SEP - (W5 - W5)] x L x W Reu'd Pad size = Point load/ IS.B.P.- (W-- Wu1 (See charts below for all rea'dDads) 6" Abv. Ft'g. Load Case Minimum Pad Size Description I Location: D+L D+L+E D+L D+L+E P, (Ibs) P, (Ibs) (in') (in) Col. #1 12,038 .36 n/a 20 SAN DIEGO REGIONAL HAZARDOUS MATERIALS RECORD 106 OFFICE USE ONLY PLAN CHECK# - QUESTIONNAIRE BPDATE_I _I Business Name.. E/cg Business Contact tE,CIZACE InN Telephone 6 no 70 5957 X '03 Project Address 2775 City OWsN S77CET CA1.SI3V State Zip Code e,1 2.CO APN# 05 ti ¶'r.o Mailing Address City State Zip Code Plan Flle# Project Contact Applicant E-mail Telephone 6 eciie. MLkIJ - 1O1I S The following questions represent the facility's activities, NOT the specific project description. PART_I:_FIRE_DEPAR'ThIENT - HAZARDOUS MATE RIALS_DI VISION: _OCCUPANCY CLAlFiCATlQN:(not_reaulred_fqr arojects within the Cliv of San e_o_:_Indicate_by_circling the_item,_whetheryourbusiness will use, process, or store any _of the following hazardous materials.If any of the items are circled. app cant must contact the Fire Protection Agency with jurisdiction pilot to plan submittal. Occupancy Rating: Facility's Square Footage (Including proposed project): Explosive or Blasting Agents S. OrgñnlcrPeroxides 9. Water Reactives 13. Corrosives Compressed gases 8. Oxidizers 10. CryogenIcs 14. Other Health Hazards FlarnmablelCombustlble Uquids 7. Pyrophorlcs 11. HlghlylóirlcorToxlc Materials IS. None of These. Flammable Solids IS. Unstable Reactives 12. Radloactives Cal (858) 5056700 prior to the ISsuance of a building permit. - FEES ARE REQUIRED Pioject Completion Date: Expected Date of Occupancy: YESN (for new construction or remodeling projects) 0 V is your business listed on the reverse side of this form? (check at that apply). 0 I Win your business dispose of Hazirdous Substances or Medical Waste in any amount? - 0 Will your bu mess store or handle Hazardous Substances In quantities greater than or equal to 55 gallons. 500 poundsandlor 200 cubic feet? 0 Will your business store or handle carclnogenslreproduclive toxins In any quantity? Cl Will your business use an existIng or Install an underground storage tank? 0 M Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or Install a Hazardous Waste Tank System (TIDe 22, Article 10)? D Will your business atom petroleum In tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (Call1oinia3 Aboveground Petroleum Storage Act). answer to any or the D. CA 92123. 0 CaLARP Exempt Date Inhale O CalARP Required Data liii Vats U CaIARP Complete Date Initials PART Ill; SAN DIEGO CQ,JJ'41Y AIR POI.LVTION CON'R6'L DISTRICT IAPCDt: Any YES answer requires a stamp from APCD 10124 Old Grove Road. San Diego, CA 92131_aocdcgmotlidcotmtv.ca.eov (658) 586-2850fl'No stamp required 1101 Yes mg 03 Yes and 04-08 No]. The following questions are Intended to Identity the majority of air pollution Issues at the planning stage. Projects may require additional measures not Identified by these questions. For. comprehensive requirements contact APCD. Residences are typically exempt, except -those with more than one building' on the property; single buildings with more than four dwelling units; towiihomes condos; mixed-commercial use, deliberate bums; residences forming part of a larger project. [*Excludes garages & small outbuildings.) YES' N? 0 Will the project disturb 180 square feet or more of existing building materials? j, Will any load supporting structural members be removed? Nótlilcatlon may be required 10 working days prior to commencing demolition. Cl (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos siivey been performed by a Certified Abestos Consultant 6r Site Surveillance Technician? 14. 0 0 (ANSWERONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification ., may be required 10 working days prior to commencing asbestos removal. 0 f' Will the project or associated construction equipment wilt air contaminants? See the reverse side of this form or APCD factsheet (wwi.sdancdàmflnfoIIactsesmlts.odfl for typical equipment requiring an APCD permit. -. 0 0 ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary '• - Briefly describe business activities: I Briefly describe proposed project: RpiAeE e)c#57)w6. CO i. øi N$ that to the best of my knowledge and belief _resppiesmadehen are true and correct JAI, kr-4 )2-1 FIRE DEPARTMENT OCCUPANCY ASSIFICATIÔN 'FOR OFFICAI. USE ONLY: C BY: - DATE exEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY, coutirv.iiuo- pcj, couNTy-liMo __- APCD - COUNTY-HMO -APCD .4, I jats Dat ..,-- - -- w.iujj yr uun a nuzaruous iviarenaus ausiness Man. otner permltllng requirements may still apply. HM-9171 (08115) - - - County of San Diego— OEM - Hazardous Materials Division V INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date__________ Business Name Street Address Email Address PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Rr Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting I Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting / Forming Pesticide Manufacturing I Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching I Milling Research and Development Film / X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap! Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief description of business activities (Production! Manufacturing Operations):______________ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal /day): List hazardous wastes generated (type/ volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact JT P TP ii'1___Title .'1lo.t1&F ,vi Signature W;3—Phone No. '7'b 7)1 91I ENCINA WASJIEWA'IEWAUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 DISCHARGE PERMIT EXEMPT LIST The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal opèratiñg conditions. They are exempt because (a) they discharge no process wastewater (i.e, they only discharge sanitary wastewater with no pollutants exceeding 'any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. Automobile Detailers Barber/Beauty Shops Business/Sales Offices Carpet/Upholstery Cleaning Services Childcare Facilities Churches Community Centers Consulting Services Contractors Counseling Services Educational Services (no auto repair/film developing) Financial Institutions/Services Fitness Centers Gas Stations (no car wash/auto repair) Grocery Stores (no film developing) Home-based Businesses Hotels/Motels (no laundry) Laundromats Libraries Medical Offices (no x-ray developing) Mortuaries Museums Nail Salons - Nursing-Homes Office Buildings (no process flow) Optical Services Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no auto repair/film developing) Theaters (Movie/Live) —ti (I . . • BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs. Control BMPs Management BMPs Pollution Control BMPs C a E C U) E ' c — 2 2 .2 . .er E .2- U) Best Management Practice* 0. .EL (5 W CD .. . (BMP)Description-3 E 0 • - • U) L E - - t . .-. . c .'- 0 0 W Cl) Cl) Cl) C) L. ( Cl)> Cl) Cl) 0 Cl) . Cl) a. 0 Q >0 C/) C/) Cl) 0 Cl) C) CASQA Designation - N ro CM -* It) CO N 'F T '7 9) 7 '7 '1 '? 9) 9) LLJ LLJ LLJ LU Construction Activity • . . - Grading/Soil Disturbance - - - - — - - - - - - - — - - - - — - - - - - - — — — - - - Trenching/Excavatión - Stockpiling - Drilling/Boring - Concrete/Asphalt Sawcutting • - - - - ,- - - - - — — -. .- — - - - -. - - — -. - Concrete Flatwork . . . . - Paving — Conduit/Pipe Installation - — — - — - - - — — - — - - — - — — - - — - Stucco/Mortar Work - - — - — — - .- - Waste Disposal — Staging/LayDown Area -. - - .. - - .— - - - - - - - ... - — — _: — - — Equipment Maintenance and Fueling - — - -.- — — - - — — — — — — _HozardousSubstanceUse/Storage - - Dewatering ..-- Site Access Across. Dirt -. Other (list):.. unLrucuons: - 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. STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2.. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SA11SFAC11ON OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN. CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE 'IN PLACE. AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURINGOR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE NTH CITY STORM WATER QUALITY REGULA11ONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION AC11V111ES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBIUZA11ON 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. OWNEPWIR'S AGENT NAME (PRINT) i2. OWNER(%S)YOWR'S AGENT NAME (SIGNATURE)- DATE E-29 PROJEC1' INFORMATION- Site Address: _t7 Assessor's Parcel Number Emergency Contact: Name: ie.t4 €5L 24 Hour Phone: 7t' Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM IRTLOW Page 1 of 1 REV 02/16 City of Carlsbad Print Date: 10/03/2019 Permit No: PREV2017-0305 2775 Ocean St BLDG-Permit Revision 2032350200 $0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 12/21/2017 Reference #: Issued: 01/08/2018 Construction Type Permit 10/03/2019 - Finaled: Bathrooms: Inspector: Orig. Plan Check #: CBC2016-0111 Final Plan Check #: Inspection: Description: BEACH TERRACE: SWITCH STEEL COLUMNS FOR WOOD COLUMNS Applicant: Owner: Co-Applicant: KIP K MCBANE - FRIENDCO INC CARLSBAD BEACH HOTEL PROPERTIES L L C HIGH POINT BUILDERS INC-INACTIVE KIP K MCBANE 2775 Ocean St 471 Camino Verde Carlsbad, CA 92008-2241 San Marcos, CA 92078-8907 760-729-5152 760-473-0145 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 300.00 Total Payments To Date: $ 300.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-27001 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services cr CitY of DEFERRED SUBMITTAL Building Division Cdrlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number Ct?C.. 29/ b9l 11 Plan Revision Number Z0170305 Project Address 977c Oc?U / A-7zco8 General Scope of Revision/Deferred Submittal: G-'t7C -'ç cYT sTiEL CoL1/L'. F0?s. c.J.ic)Q)7 CONTACT INFORMATION: Name KI P Phone Fax Address_ g I CRPy City CAeLS 13AcI) Zip 009 Email Address n Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ..Plans alculations El Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown W(TCJC •c'c)T c7L aoLov'lvi' F WOOD cc1F1S!,s S.3 .W sc157,S 561-1 FD2. Does this revision, in any way, alter the exterior of the project? El Yes . No Does this revision add ANY new floor area(s)? Yes K No Does this revision affect any fire related issues? El Yes Ij No Is this a comp(ete se? El Yes &No Signature JA Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiItCompany DATE: DEC. 29, 2017 U APPLICANT URIS. JURISDICTION: LCARLSBAD1 U PLAN REVIEWER U FILE PLAN CHECK NO.: C2016-0111 (REV. #1) - PREV 2017-0305 - SET: I PROJECT ADDRESS: 2775 OCEAN STREET PROJECT NAME: STRUCTURAL REPAIRS & WALKWAY REPLACEMENT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: Email: Mail Telephone Fax Person REMARKS: The structural plans are being revised under this permit to switch the steel columns to wood posts. Replacement sets are presented for review and approval. *Existing wood columns and footings are being replaced with grade beams, pad footings, steel columns and the existing pedestrian walkway is being replaced with the same. All materials and finishes to match existing. By: ALl SADRE, S.E. Enclosures: EsGil Corporation 0 GA El EJ E MB El PC 12/27 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 - (DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016-0111 (REV. #1) - PREV 2017-0305 PREPARED BY: ALl SADRE, S.E. DATE: DEC. 29, 2017 BUILDING ADDRESS: 2775 OCEAN STREET BUILDING OCCUPANCY: R2/U; V-A BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) STRUCTURAL REPAIRS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB Jay Ordinance Bldg. Permit Fee by Ordinance I V Plan Check Fee by Ordinance V Type of Review: o Complete Review C] Structural Only I I I $300.00I o Repetitive Fee V I Repeats * Based on hourly rate O Other Hourly 2 Hrs. © * EsGil Fee $120.00 I $240.00I Comments: Sheet I of I macvalue.doc + 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 RECEIVED DEC 212011 CITY OF CARLSBAD BUILDING DIVISION STRUCTURAL CALCULATIONS PROJECT : Carlsbad Beach Hotel Properties - Column & Bridge repair LOCATION: Calrsbad, CA ARCHITEC : WM Design DATE :12/08/2017 COVERsheet.xls NZW 2D 11- 0 I TABLE OF CONTENTS I GENERAL ............................................pages 3 -5 BRIDGE BEAM DESIGN ............................................pages 6-7 COLUMN DESIGN ............................................pages 8-17 FOUNDATION DESIGN ............................................pages 18-19 CONTENTS.xls I GENERAL _ TITLE MINIMUM UNIFORMLY DISTRIBUTED VERTICAL DESIGN LOADS (2013 CBC) (July. 2015) I EXISTIN GIROOF Snow...............................................................No Roof Pitch .......................................................5.0 :12 Ceiling Pitch ...................................................0.0 :12 DEAD LOAD (psi) Concrete Tile' . 12O0 1/2" Plywood/OSB Sht'g. 12 2x6 Roof Rafters spaced ® .................... 16 O.C. 2.1 Factored Roof DL (Due to slope) 12.2 5/8 in. Gypsum Board 2.80 100% 2x8 Ceiling Joists spaced ® .................... 16 O.C. 21.831 Loose fiberglass insulation 004 30 lbs roofing felt - 030 Fire-Sprinklers N/A Miscellaneous 0.90 Factored Ceiling DL (Due to slope) 687 Total factored DL for seismic design I 240 I psf LIVE LOAD (psi) Live Load, table 1607.1 20.0 psf Reduction Factor (112) for Sloped Roof 0.950 Live Load "round-up" factor 0.0 psf Total factored gravity design load I 43.0 I nsf ILUUK(NO) UypCrete/Concrete) AD LOAD (psi) ish Floor 2.0 I" PlywoodIOSB Sht'g. 25 12 Floor Joists spaced ® ............................. 16 O.C. 4.4 I in. Gypsum Board 2.8 100% ose fiberglass insulation 0.0 c-Sprinklers N/A sccllancous - 0.3 Lai factored DL for seismic design 12.0 I psf VE LOAD (psj) 'e Load, table 1607.1 40.0 psf 'e Load "round-up" factor 0.0 psf tal factored gravity design load I 52.0 I nsf Elastomeric DEAD LOAD (psi) Finish Floor (I" Vermiculite) 2.6 3/4" Plywood/OSS Sht'g. - 2.5 2x10 Deck Joists spaced ® .............................. 16 O.C. 3.6 7/8 in. Stucco (sand base) 9.8 Miscellaneous 6.5 Total factored DL for seismic design I 25.0 I psf LIVE LOAD (psi) Live Load, table 1607.1 40.0 psf Live Load "round-up" factor 0.0 psf Total factored gravity design load I 65.0 I psf 2x Studs (weighted ave.) 1.2 Gypsum Board (weighted ave.) 2.4 1/2" Ply/OSB Sht'g. (wt. ave.) 700/a 1.1 Dbl. lop PIts. & Sole/Sill (wt. ave.) 0.7 Fiberglass ball insulation - 7 0.28 Miscellaneous 0.5 Zx Studs (weighted ave.) 1.2 Miscellaneous 1.7 1/2" Ply/OSB Sht'g. (wt. ave.) 03 30% Dbl. T.P. & Sole/Sill (wt. ave.) 02 Fiberglass ball insulation 7 018 Total Load I 10.0 I psf Footnotes: (1) Minimum Design Loads for Building and Other Structures, ASCE 7-10. (2) Includes Mission, Baja Mission, "S", Napa "S", Roman, Alfaro Tiles (3) Approximate Engineering Dead Load Weight of Wood Structural Panel, APA. (4) Attics without storage are those where the maximum clear height between the joist and rafter is less than 42', or where there arc not two or more adjacent trusses with the same web configuration capable of containing a rectangle 42" by 24" wide, or greater, located within the plane of the truss. For attics without storage, this live load need not be assumed to act concurrently with any other live load requirements. (5) Attics with limited storage and constructed with trusses, this live load need only be applied to those portions of the bottom chord where there arc two or more adjacent trusses with the same web configuration capable of containing a rectangle 42" high by 24" wide or greater, located within the plane of the truss. The rectangle shall fit between the top of the bottom chord and the bottom of any other truss member, provided that each of the following criteria is met: The attic area is accessible by a pull-down stairway or framed opening in accordance with section 1209.2, and The truss shall have a bottom chord pitch less than 2:12. Bottom chords of trusses shall be designed for the greater of actual imposed dead load or 10 psf, uniformly distributed over the entire span. (6) Reduction in roof live loads. (L,=L0R1R2 where: l2<L<20) L,: Reduced live load per square foot of horizontal projection in psf R1 and R2: Reduction factors per following formulas. R1 l for A1=<200 sf; R1=1.2-0.001A1 for 200 sf=<A1=<600 sfwherc A, is tributary area in square foot LOADS_CBC2013 BEAM DESIGN I TITLE.xls 6 page MIKE BERI-IE Jit) PRECISION ENGINEERING of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCalc Version 8.0.113.0 12/20/2017 4:59:49 PM Prdject: Beach Terrace Inn Location: 1)1st fLOOR BEAM UNDER BRIDGE Uniformly Loaded Floor Beam [2010 California Building Code(2005 NDS)] 5.5 IN x 16.5 IN x 22.25 FT 20F-V12 - Visually Graded Western Speôies - Dry Use Section Adequate By: 107.7% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.36 IN L/748 Dead Load 0.10 in Total Load 0.46 IN L/585 Live Load Deflection Criteria: L/360 Total Load Deflection Critei REACTIONS A Live Load 2225 lb 2225 lb Dead Load 619 lb 619 lb Total Load 2844 lb 2844 lb Bearing Length 0.92 in 0.92 in BEAM DATA Center Span Length 22.25 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.15 Notch Depth 0.00 L/240 A 22.25 ft B FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL = 18 psf 18 psf Floor Tributary Width FTW = 2 ft 0 ft Wall Load WALL = 0 plf MATERIAL PROPERTIES 20F-V12 - Visually Graded Western Species Base Values Bending Stress: Fb = 2000 psi Fb_cmpr = 1400 psi Cth1.00 Cv0.96 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1500 ksi Mm. Mod. of Elasticity: E_min = 780 ksi Comp. to Grain: Fc - = 560 psi Beam Total Live Load: wL = 200 plf Beam Total Dead Load: wD = 36 plf Beam Self Weight: BSW = 20 plf Total Maximum Load: wT = 256 olf Controlled By: Fb'= 1913 psi Fv' = 265 psi 1500 ksi E_min' = 780 ksi Fc - -'= 560 psi Controlling Moment: 15822 ft-lb 11.125 ft from left support Created by combining all dead and live loads. Controlling Shear: 2503 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Bc Section Modulus: 99.27 in3 Area (Shear): 14.17 in2 Moment of Inertia (deflection): 991.2 in4 Moment: 15822 ft-lb Shear: 2503 lb Provided 249.56 in3 90.75 in2 2058.89 in4 39776 ft-lb 16033 lb 7 Column Design I TITLE.xls Project: Aiach Terrace Inn Location: 1) Roof, Column #1 at Rear left elavation corner. Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 81.1% VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 1155 lb Dead Load: Vert-DL-Rxn = 1445 lb Total Load: Vert-TL-Rxn = 2600 lb COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fc' = 1181 Cd1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf=1.07 Modulus of Elasticity: E = 1300 ksi E'= 1300 Mm. Mod. of Elasticity: E_min = 670 ksi E_min' = 670 Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = 6 5.5 33 33 30.25 16.5 18 79 1181 635 0 0 0 0 1346 0 1070 0.19 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi page MIKE BERHE 1 PRECISION ENGINEERING of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCalc Version 8.0.113.0 12/20/2017 4:59:50 PM LOADING DIAGRAM B 8.25 fi p P A AXIAL LOADING Live Load: PL = 1155 lb Dead Load: PD= 1386 lb folumn Self Weight: CSW = 59 lb 1'otal Load: PT = 2600 lb in2 in3 in3 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 114 1181 928 0 0 0 0 1346 0 1070 0.28 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi 10 Project: Beach Terrace Inn Location: 2) 3rd Floor, Column #1 at Rear left elavation corner Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 71.7% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2055 lb Dead Load: Vert-DL-Rxn = 1715 lb Total Load: Vert-TL-Rxn = 3770 lb COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fc' = 1181 Cd1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf=1.07 Modulus of Elasticity: E = 1300 ksi E'= 1300 Mm. Mod. of Elasticity: E_min = 670 ksi E_min' = 670 Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = page MIKE BERHE / PRECISION ENGINEERING 4 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCalc Version 8.0.113.0 12/20/2017 4:59:50 PM AXIAL LOADING . Live Load: PL = 2055 lb Dead Load: PD = 1656 lb .folumn Self Weight: CSW = 59 lb .1'otal Load: PT = 3770 lb in2 in3 in3 6 5.5 33 33 30.25 16.5 18 LOADING DIAGRAM 1 8.25 fi p: psi pf A Project: Beach Terrace Inn Location: 3) 2 nd Floor, Column #1 at Rear left elavation corner. Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 61.7% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2955 lb Dead Load: Vert-DL-Rxn = 1985 lb Total Load: Vert-TL-Rxn = 4940 lb COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fc' = 1181 Cd1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf-1.07 Modulus of Elasticity: E = 1300 ksi E'= 1300 Mm. Mod. of Elasticity: E_min = 670 ksi E_min' = 670 Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = 6 5.5 33 33 30.25 16.5 18 150 1181 1220 0 0 0 0 1346 0 1070 0.38 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi page 4 MIKE BERI-IE uib PRECISION ENGINEERING of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCalc Version 8.0.113.0 12/20/2017 4:59:50 PM LOADING DIAGRAM 1 8.25 fi P P pi A AXIAL LOADING 151 Live Load: PL = 2955 lb T Dead Load: PD = 1926 lb L.Column Self Weight: CSW = 59 lb [j'otal Load: PT = 4940 lb in2 in3 in3 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 11 Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = 6 5.5 33 33 30.25 16.5 18 255 1181 2089 0 0 0 0 1346 0 1070 0.72 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fe' = 1181 Cd1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf=1.07 Modulus of Elasticity: E = 1300 ksi E' = 1300 Mm. Mod. of Elasticity: E_min = 670 ksi E_min' = 670 COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 page 4 MIKE BERHE UI!ab%i4) PRECISION ENGINEERING - of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCalc Version 8.0.113.0 12/20/2017 4:59:50 PM LOADING DIAGRAM I 8.251 p p A p AXIAL LOADING Live Load: PL = 5403 lb Dead Load: PD = 2952 lb .folunm Self Weight: CSW = 59 lb 1'otal Load: PT = 8414 lb in2 in3 in3 Project: flech Terrace Inn Location: 4) 1 St Floor, Column #1 at Rear left elavation corner Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 28.4% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 5403 lb Dead Load: Vert-DL-Rxn = 3011 lb Total Load: Vert-TL-Rxn = 8414 lb Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fe' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 12 72 1181 578 0 0 0 0 1346 0 1070 0.17 PS' psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi page MIKE BERI-IE WItii) PRECISION ENGINEERING 41. of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCalc Version 8.0.113.0 12/20/2017 4:59:50 PM Project: Beach Terrace Inn Location: 5) Roof, Column #2 at center of Rear elavation. Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 82.9% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1050 lb Dead Load: Vert-DL-Rxn = 1319 lb Total Load: Vert-TL-Rxn = 2369 lb COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fc' = 1181 Cd=1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf=1.07 Modulus of Elasticity: E = 1300 ksi E'= 1300 Mm. Mod. of Elasticity: E_min = 670 ksi E_min' = 670 Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 6 5.5 33 33 30.25 16.5 18 AXIAL LOADING Live Load: PL = 1050 lb Dead Load: PD = 1260 lb .olunm Self Weight: CSW = 59 lb .Total Load: PT = 2369 lb in2 in3 in3 13 LOADING DIAGRAM 1 8.251 p psi p • A 156 1181 1271 0 0 0 0 1346 0 1070 0.4 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi 14 ,j AXIAL LOADING Live Load: PL = 2850 lb Dead Load: PD = 2232 lb L.Column Self Weight: CSW = 59 lb [,Total Load: PT = 5141 lb in2 in3 in3 page 4. MIKE BERHE s!rugaJ( I PRECISION ENGINEERING of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCalc Version 8.0.113.0 12/20/2017 4:59:50 PM LOADING DIAGRAM COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in 8.25 Axial Load Duration Factor 1.00 p p 1' A Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx= Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = Project: Beach Terrace Inn Location: 6) 3 rd Column #2 at center of Rear elavation. Column [2010 California Building Code(2005 NDS)] 5.5x6.0x8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 60.0% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2850 lb Dead Load: Vert-DL-Rxn = 2291 lb Total Load: Vert-TL-Rxn = 5141 lb COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fc' = 1181 Cd1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 Cl=1.00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00Cf=1.07 Modulus of Elasticity: E = 1300 ksi E'= 1300 Mm. Mod. of Elasticity: E_min = 670 ksi E_min' = 670 6 5.5 33 33 30.25 16.5 18 Project: Eieich Terrace Inn Location: 7) 2 nd Column #2 at center of Rear elavation. Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 33.5% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 4650 lb Dead Load: Vert-DL-Rxn = 3263 lb Total Load: Vert-TL-Rxn = 7913 lb COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): I Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fc' = 1181 Cd1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf=1.O7 Modulus of Elasticity: E = 1300 ksi E'= 1300 Mm. Mod, of Elasticity: E_min = 670 ksi E_min' = 670 Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = 6 5.5 33 33 30.25 16.5 18 240 1181 1964 0 0 0 0 1346 0 1070 0.66 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi page 4 MIKE BERHE kid} PRECISION ENGINEERING -. of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCaic Version 8.0.113.0 12/20/2017 4:59:50 PM LOADING DIAGRAM 8.25 ft p psi A Pf AXIAL LOADING Live Load: PL = 4650 lb Dead Load: PD = 3204 lb .folunm Self Weight: CSW = 59 lb .Total Load: PT = 7913 lb in2 in3 in3 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 15 324 1181 2657 0 0 0 0 1346 0 1070 0.97 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi page 4 MIKE BERHE - I PRECISION ENGINEERING of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCaic Version 8.0.113.0 12/20/2017 4:59:50 PM LOADING DIAGRAM 1! COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in 8.25 fi Axial Load Duration Factor 1.00 p p psf A Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fe = Allowable Compressive Stress: Fe' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = Project: Beach Terrace Inn Location: 8)1st Column #2 at center of Rear elavation. Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 3.3% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6450 lb Dead Load: Vert-DL-Rxn = 4235 lb Total Load: Vert-TL-Rxn = 10685 lb COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fe = 1450 psi Fc' = 1181 Cd=1.00 Cp0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf=1.07 Modulus of Elasticity: E = 1300 ksi E'= 1300 Mm. Mod. of Elasticity: E_min = 670 ksi E_min' = 670 6 5.5 33 33 30.25 16.5 18 j AXIAL LOADING j Live Load: PL = 6450 lb Dead Load: PD= 4176 lb Lolumn Self Weight: CSW = 59 lb r 'InTotal Load: PT = 10685 lb in2 1n3 in3 Mm. Mod. of Elasticity: E_min = 670 ksi E—mir' = 670 Column Section (X-X Axis): dx = Column Section (Y-Y Axis): dy = Area: A= Section Modulus (X-X Axis): Sx = Section Modulus (Y-Y Axis): Sy = Slenderness Ratio: Lex/dx = Ley/dy = 6 5.5 33 33 30.25 16.5 18 107 1181 869 0 0 0 0 1346 0 1070 0.26 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi COLUMN PROPERTIES Comb #70-AC-L2 - Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc = 1450 psi Fc' = 1181 Cd1.00 Cp=0.81 Bending Stress (X-X Axis): Fbx = 0 psi Fbx' = 1346 Cd=1.00 C1=1. 00 Bending Stress (Y-Y Axis): Fby = 1000 psi Fby' = 1070 Cd=1.00 Cf=1.07 Modulus of Elasticity: E = 1300 ksi E'= 1300 COLUMN DATA Total Column Length: 8.25 ft Unbraced Length (X-Axis) Lx: 8.25 ft Unbraced Length (Y-Axis) Ly: 8.25 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 3 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 page MIKE BERI-IE 1 PRECISION ENGINEERING of 1700 E. GARRY AVE. SUITE 104, SANTA ANA CA StruCaic Version 8.0.113.0 12/20/2017 4:59:51 PM LOADING DIAGRAM 1 5.25 fi psi p A pf AXIAL LOADING Live Load: PL= 2449 lb T Dead Load: PD = 1026 lb Column Self Weight: CSW = 59 lb LTotal Load: PT = 3534 lb in2 in3 in3 Project: Beach Terrace Inn Location: 9)1st Column #3 at rear and left elavation.(under inner s Column [2010 California Building Code(2005 NDS)] 5.5 x 6.0 x 8.25 FT Comb #70-AC-L2 - Visually Graded Western Species - Dry Use Section Adequate By: 73.7% VERTICAL REACTIONS Live Load: Vert-LL-R.xn = 2449 lb Dead Load: Vert-DL-Rxn = 1085 lb Total Load: Vert-TL-Rxn = 3534 lb Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx-ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 17 FOUNDATION DESIGN - -c--- r'--- 18 TITLE (( LiiJi Ii1' 7iJ J1Li JI T D!SIGN CO1PS GARRt' AVE:WYfE 104 9A1tTA Ma... GA 42105 MIs1FIS1cNot4 NAME: Beach Terrece Inn JOB NO. PE2017-020 FOOTING DESIGN (Msich 2016) Soil Bearing Pressure = 1,500 psf Weight of Concrete, W = 150 psf Allow. Stress Increase = 1.20 Per ASCE 7-10 Weight of Soil, W = 100 psf Sinle-story (Most Heavily Loaded Footin' Roof:( )( )= 0 WaI1:( )( )= 0 Floor. :( )( )= 0 Au. Storage:( )( = 0 Total Wt. : pif 12 in x 1 12 in For single story With (2)-#4 bar at top & bottom of all footing Two-Story (Most Heavil'i ( )( )= 0 ( )( )= 0 ( )( )= 0 )( )= 0 p Three-Story (Most Heavily Loaded Footing) Roof( )( )= 0 Wall ( )( ) 0 3rd Floor ( )( ) 0 3ndFloor ( )( ) 0 Attic Storage ( )( = 0 Total Wt. plf Mm. Footina Width: Mm. 1-story ft'g. width = Load / (S.B.P. - (Wc-Ws)) = 0.0 < 12 in 01cr Max. roint Load Allow ISV Footina: Point load = [SBP-(W-W)]xLxW Singel-Story Ffg. = 4592 lb Rea'd Pad size = Point load/ FS.B.P.- (W - W.'1 (See charts below for all read vads) Load Case Minimum Pad Size Description / Location: D+L D+L+E D+L D+L+E P. (Ibs) F, (Ibs) (in 2)(in 2) Column #1 @ Rear Left Elevation 10,685 33 n/a Column #2 @ interior Rear Elevation 8,414 30 n/a