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264 CARLSBAD VILLAGE DR; ; CB163216; Permit
Print Date: 12/12/2017 City of Carlsbad .. ' 1635 Faraday Av Carlsbad, CA 92008 Commercial Permit''Permit No: CB163216 www.carlsb'adca.gov . r Work Class: Tenant Improvement Status: Closed - Finaled Lot 4: Applied: 08/19/2016 Reference 4: • Issued: 03/13/2017 Construction Type: - • Finaled: Bathrooms: .. Inspector: PBUrn Orig. Plan Check 4: Plan Check U: Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: 4 Dwelling Units: Bedrooms: 264 Carlsbad Village Dr BLDG-Commercial 2032321600 $37,850.00 Project Title: Description: FRESCO TRATTORIA: REMODEL EXTERIOR OF RESTAURANT// 623 SF INTERIOR TI Applicant: Owner: GEORGE GILLI DINITTO PROPERTIES INC 264 Carlsbad Village Dr 619-306-2289 CARLSBAD, CA 92008 760-720-3737 BUILDING PERMIT FEE $2000+ . $329.20 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $43.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL • - $45.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL C. $63.00 5B1473 BUILDING STANDARDS FEE . . $2.00 STRONG MOTION-COMMERCIAL . . . $10.60 Total Fees: $492.80 Total Payments To Date: / $49280 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referredto 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. [THE LLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [JPLANNING DENGINEERING DBUILDING DFIRE DHEALTH DHAZMAT!APCD I 4 1635 City of Cdisbad Building Permit Application Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building©carlsbadca.gov www.carlsbadca.gov Est. Value "çrç Plan Check No. CP3 I A 33 16 Plan Ck. Deposit Date A - I h Iswppp ILI I JOBADDRES L31th JILLP& SUYTE#/SPAcEI/UNITI b' I I APR I2'-3 292 - L6 -00 CT/PROJECT# LOT # JPHASE# I # OF UNITS #BEDRO0MS #BAThR00MS NE NAME " I lyesco SS T-plOvlCt I CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of cted Area(s) EQYlOv' RQrnootel to a Mshn Yes+OYcuf\l. Aotde -Ernend ont . Htf_y P\Vook - 000y tQsyoüvn• JO s9uCYe ç oot'a RCL I Se roof EXISTING USE PROPOSED USE GARAGE. (SF) PATIOS (SF) DECKS (SF) I t:i FIREPLAC N. E NCr] lDIT AIR CONDITIONING [JNo U IONING I FIRE SPRINKLERS I APPLICANT NAME Primary Contact .Q . ( I PROPERTfqWNER'NAM V Q- Y ADD7 L) h p C . ADDRESS 264 Cci ' s L4 CITY teco cii- ZIP go SA 2008 1306 - 2Z79 FAX . I IFAX IOU 2B. L0 EMAIL P fl C ()5.0 n M EMAIL OESIG1ROFESSIOL CONTRACTORBUS NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL STATE UC.# STATEUC# T jSS JCITY BUS, UC# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, altar, improve, demolish or repair any structure, prior to its issuance, also requires the applrcant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendingwith Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). ®OOO° ®GOO®Q) . ... . .. ., Wo ers' Compensation Declaration: I hereby a/finn under penally of pe4ury one of the lbffowrng declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D i have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensatickip ins rance carrier and policy number are: Insurance Co____ FtrHcyNo.O50b7IP O(e ExpvationDate___ulp _______ This section need not be completed if the permit infer one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, dages asWfor~m0n 3706 of the Labor code, interest and attorney's fees CONTRACTOR SIGNATURE DAGENT DATE 3 1 11 - thereby affirm that! inn exempt from Contractor's License Law for the following reason: 0 I, as 6mer 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 Pfofessions 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 reprove for the purpose of sale). as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement DYes DNo 2.1 (have I have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address I phone/contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (mclude name/address! phone/contractors license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (mclude name/address! phone I type of work): PROPERTY OWNER SIGNATURE '€.Q&.c) L&C=1 []AGENT DATE (j2., 1 1 3 1 F1- ITHE APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING [--]ENGINEERING EIBUILDING EFIRE EIHEALTH EHAZMATIAPCDI C(7'city of Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cd1sbad email: building@cansbadca.gov www.carlsbadca.gov Plan Check No C4 I (p 3 2i LD Est. VaIu Plan Ck. Deposit Date ( -I LP lIP Iswppp I JOB ADDRE I4 SUITE#/SPACE#/UNIT# APN - ,T/PROJECT A LOT A PHASE A A OF UNITS 111 BEDROOMS P BATHROOMS I TENANT BUSINESS NAME Freco Tri1ori'aJ CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 42Q- O,k9L i ) ' eJ 00 4Jç Of. c-- £XISTING USE fciJf* I PROPOSED USE I GARAGE (SF) I PATIOS (SF) I DECKS (SF) FIREPLACE JYES D# NOEl I AIR CONDITIONING YES ENOE IFIRESPRINKLERS YES[::] NO[—] APPLICANT NAME Primary Contact - tLL\ PROPERTY OWNER NAME 1D11€ ADDRESS i 'ç cw - ADDRESS j( c?v A/% .rg & LX- CITY STATE ZIP 46 CITY STATE ZIP C/- L's, epND za P HO (FAX PHONE co Z 1 FAX EMAIL S€oE U 9COQ. EMAIL DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL STATE LIC. A STATE LIC.A CLASS CITY BUS. LIC.A (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendingwith Section 7000 of Division 3 of the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)(. ®DGø° Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: II I have and will maintain a certificate of Consent to self-insure for workers' compensation as provided by Section 370001 the Labor Code, for the performance of the work for which this permit is issued. El l have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No, Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. [J 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 Calitomia. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 370601 the Labor code, interest and attorney's fees, CONTRACTOR SIGNATURE [-]AGENT DATE ®Q)oO(DOCIE)G( øOWO®(Z) thereby affirm that lam exempt from Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The 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 Ucense Law). [J I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. IIYes ENo ((have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name I 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 SIGNATURE []AGENT DATE 13W09 313(3000 (øD W® OOøOD?O QWO&)DaJ@ GMGV 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? IlYes 17L No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? -Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [JYes f 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. G®O3?OWGI?O®(Z) OO&l1DO @13D .1 hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name - Lenders Address 03co1 GQOl?OGO®D I certifythatl have read the application and state thatthe above information is coned and that the information on the plans is accurate. I agree to complywith all City ordinances and State laws relating to building construction. I hereby authorizerepresenlative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS ThE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is requited forexcavationsover.59 deep and demolition orconslruion of structures over 3 stones to height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void lithe building or work authorized bysuth permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced bra period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE - DATE '1c 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 O CC U PANCY (Comm e rcial....u-Proje cts Only ) Fax (760) 602-8560, Email buiIdingäCarIsbadCa.liiOv 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 PICKUP: - CONTACT (Listed above) OCCUPANT (Listed above) IL CONTRACTOR (On Pg. 1) 1ASSOCIATED CB# ff . MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On '- 1) NO CHANGE IN USE / NO CONSTRUCTION tMAIL/ FAX TOOTHER: 4- CHANGE OF USE / NO CONSTRUCTION .APPLICANT'S SIGNATURE . DATE Permit Type: BLDG-Commercial Application Date: 08/19/2016 Owner: DINITTO PROPERTIES INC Work Class: Tenant Improvement Issue Date: 03/13/2017 Subdivision: CARLSBAD LANDS Status: Closed - Finaled Expiration Date: 02/26/2018 Address: 264 Carlsbad Village Dr Carlsbad, CA 92008-2915 IVR Number: 716581 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 07/18/2017 07/18/2017 BLDG-21 029082.2017 Passed Paul York Underground/Underf - loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency . No 08/30/2017 08/30/2017 BLDG-14 033227.2017 Failed Paul Burnette Reinspection Frame/Steel/Bolting! - Welding (Decks) Checklist Item COMMENTS Passed Complete Complete BLDG-Building Deficiency 11/02/2017 11/02/2017 BLDG-97 Disabled 039402-2017 Accessibility Checklist Item BLDG-Building Deficiency 12/12/2017 12/12/2017 BLDG-Final 043002-2017 Inspection Failed Paul Burnette COMMENTS Passed Paul Burnette No Reinspection Complete Passed No Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final • Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes December 12, 2017 Page 4 of 4 Permit Type: BLDG-Commercial Application Date: 08/19/2016 Owner: DINITTO PROPERTIES INC Work Class: Tenant Improvement Issue Date: 03/13/2017 Subdivision: CARLSBAD LANDS Status: Closed - Finaled Expiration Date: 02/26/2018 Address: 264 Carlsbad Village Dr Carlsbad, CA 92008-2915 IVR Number: 716581 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06/07/2017 06/07/2017 BLDG-Final 025475-2017 Cancelled Paul York Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 06/13/2017 06/13/2017 BLDG-lI 026095-2017 Partial Pass Paul York Reinspection Incomplete Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/20/2017 06/20/2017 BLDG-22 026758.2017 Partial Pass Paul York Reinspection Incomplete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-24 026653-2017 Partial Pass Paul York Reinspection Incomplete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/11/2017 07/11/2017 BLDG-Final 028413-2017 Cancelled Paul York Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 07/13/2017 07/13/2017 BLDG-Final 028561-2017 Failed Paul York Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No December 12, 2017 Page 3 of 4 Permit Type: BLDG-Commercial Application Date: 08/19/2016 Owner: DINITTO PROPERTIES INC Work Class: Tenant Improvement Issue Date: 03/13/2017 Subdivision: CARLSBAD LANDS Status: Closed - Finaled Expiration Date: 02/26/2018 Address: 264 Carlsbad Village Dr Carlsbad, CA 92008-2915 IVR Number: 716581 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-11 020584-2017 Partial Pass Paul York Reinspection Incomplete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/26/2017 04/26/2017 BLDG-11 021284-2017 Partial Pass Paul York Reinspection Incomplete Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency . No 05/16/2017 05/16/2017 BLDG-13 Shear 023527-2017 lassed Paul York Complete Panels/HO (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-I4 023526-2017 Passed Paul York Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-I5 023398-2017 Passed Paul York Complete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/22/2017 05/22/2017 BLDG-34 Rough 024103-2017 Partial Pass Paul Burnette Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/30/2017 05/30/2017 BLDG-16 Insulation 024759-2017 Passed Paul York Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-17 Interior 024760-2017 Passed Paul York Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-I8 Exterior 024761-2017 Passed Paul York Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No December 12, 2017 Page 2 of 4 Permit Type: BLDG-Commercial Application Date: 08/19/2016 Owner: DINITTO PROPERTIES INC Work Class: Tenant Improvement Issue Date: 03/13/2017 Subdivision: CARLSBAD LANDS Status: Closed - Finaled Expiration Date: 02/26/2018 Address: 264 Carlsbad Village Dr Carlsbad, CA 92008-2915 IVR Number: 716581 Scheduled Actual 'Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 03/23/2017 03/23/2017 BLDG-11 017537-2017 Passed Paul York Complete Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS ' Passed BLDG-Building Deficiency No BLDG-21 017349-2017 Passed Paul York Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/05/2017 04/05/2017 BLDG-22 019142-2017 Partial Pass Paul York ' Reinspection Incomplete Sewer/Water Service Checklist Item COMMENTS ' Passed BLDG-Building Deficiency No BLDG-81 018901-2017 Partial Pass Paul York Reinspection Incomplete Underground Combo(11,12,21 31) Checklist Item COMMENTS ' Passed BLDG-Building Deficiency ' No BLDG-il Foundation-Ftg-Piers ' No (Rebar) BLDG-12 Steel-Bond Beam ' No BLDG-21 '.' ' No Underground-Underfoot ' Plumbing BLDG-31 ' No Underground-Conduit Wiring 04/07/2017 04/07/2017 BLDG-17 Interior 019309-2017 Partial Pass Paul York Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS ' Passed BLDG-Building Deficiency No 04/12/2017 04/12/2017 BLDG-lI 019724.2017 Partial Pass Paul York Reinspection Incomplete Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 019723-2017 Partial Pass Paul York Reinspection Incomplete Beam Checklist Item COMMENTS ' Passed BLDG-Building Deficiency ' ' No 04/20/2017 04/20/2017 December 12, 2017 Page 1 of 4 ANDERSON INSPECTION REGISTERED INSPECTOR'S DAILY REPORT Is WIT Job No. I - Date 1 q)z/,/7 TYPE OF Reinforced Concrete Structural Steel Assembly Quality Control " INSPECTION Post Tensioned Concrete Fire Proofing Wood Framing REQUIRED Reinforced Masonry . Asphalt . . Other fJ cc . :CltY C171_C:~,p Name frtfr4'(C? 4- C . Job Type of Struettre L.L. Material Descnpti11'ftype, grade, source) Engineer 1.4 hJ1 B t L7 ?ô nspecW9 OA rubcontractor .5 TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTIFY IN SET . ADDITIONAL REMARKS ON SAMPLE ./ ------- 709 • INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED. TEST SAMPLES TAKEN. WORK REJECTED. JOB PROBLEMS. PROGRESS. EMARKS, ETC. INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED. NUMBER. TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRLICT. CONNECTIONS WEW MADE H.T. BOLTS TORQUED) CHECKED. ETC. 4 V12i f/f A)2 /( r::p Of / Aici, 1 ,A 7" jD ¶AXSt, 4J jQc2 O f&i r77 4i 772dAJ /(3 cpp / 1,i4 3 A2a75, ikS StytJ 'iXp CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE . PACE _J OF I HLREBY CEN1IIY THAi I HAVE OBSERVEO 10 THE BES1..OF MY c74-LEDGE ALL OF THE ABOVE REPORTrQ WORK UNLE OT ASE NOTED. I HAVE TIME IN . TIME OUT SAMPLES P7 - I I (7 OF REGISTERED INSPECTOR (2itC, 5(15WPM J-Q'_. Approved By Project Superintendent SPECIALTY NO. AGENCY IN AYDERSON INSPECTION REGISTERED INSPECTOR'S DAILY REPORT IT Job No. Date 6 /3 r TYPE OF ( Reinforced Concrete Structural Steel Assembly Quality Control INSPECTION Post Tensioned Concrete Fire Proofing Wood Framing REQUIRED Reinforced Masonry Asphalt Outer Job Address V /1 - ..City Job Nam J)y 4> PerrnitNo 7 Type of S ure \. M i IC-1 Archite Co ILL..4 '1' ct atenal Descnption (type. grade. source) Engineer •. kk Contractor nspectors Nam M. H AJe % rat9J Subcontractor ) AzM TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLE TI /7 INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED. TEST SAMPLES TAKEN. WORK REJECTED. JOB PROBLEMS. PROGRESS. REMARKS. ETC. INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER. TYPE & IDENT. NOS OF EST SAMPLES TAKEN: STRUCT CONNECTIONS (WELD MADE H.T. BOLTS TOROUED) CHECKED. ETC. ERJL ,4qJ i Qyj 1 CF 55 S4 0s:5 35rD c2r /X 4 1g5 Fbiz 4b Fiia, ' iT- OF tDiAJa,. r Cckc7 -r TK ica Fb IZ-M t ZD To- pe2 CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAI I HAVE OBSERVED 10 THE BEST OF MY (N(YVLEUGE A?.L OF THE ABOVE REPORTED WORK UNLESS Th OHERWISE NOTEO I HAVE FOUNDIS WORK 10 COMPLY WIN THEPO PLANS. SPECIRCAITON. AND A1'PUCABLEECTI0 T COY1fi4'ü1LDING LAWS. CONTINUED ON NEXT PACE PAGE ..J. OF I TIME IN I TIME OUT I SAMPLES OF REGISTERED INSPECTOR _______________ proved By____________________ NO. AGENCY I Project Superintendent ANDERSON INSPECTION REGISTERED INSPECTOR'S DAILY REPORT ISWIT Job N . Date I 2 '977 /7 TYPE OF 1,( Reinforced Concrete Structural Steel Assembly Quality Control INSPECTION Post Tensioned Concrete Fire Proofing Wood Framing REQUIRED Reinlorced Masonry Aptiatt Other Job Address j (,, if (( ;Cy -en DIOL Job Name - [Permit Noa)( 3Zi IssueoOy Type of Structure Architect • i ( (1 i Material Description (type, grade. source) Engineer • _)C. -- Contractor -PstfoT - nspector's Name Subcontractor - TESTS PERFORMED - TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLE INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED. TEST SAMPLES TAKEN. WORK REJECTED. JOB PROBLEMS. PROGRESS. EMARKS. ETC. INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED. NUMBER. TYPE & IDENT. NO'S OF EST SAMPLES TAKEN: STRUCT. CONNECTIONS MEW MADE H.T. BOLTS TOROUED) CHECKED. ETC. 5içez , 77 c<i x4 77 722 / CERTIFICATION OF COMPLIANCE - CONTINUED ON NEXT PACE PACE OF I EREBV CERTIFY THAI I }•tkJE OBSRVu 10 THE BEST 01 MV OV:LEUSE I ALL 01 THE ABOVE REPORTED WORK UNLESS OTHER.14SE N - ve I TIME IN TIME OUT SAMPLES Hl W RKIWCOMPLY.V, AP VED P6^ S., Approved By SPECIALTY NO. AGENCY I Project Superintendent ANDERSON INSPECTION REGISTERED INSPECTOR'S DAILY REPORT . TYPE i tSWITJobNo Date I '<. --~X,95-17 OF )( Reinforced Concrete Structural Steel Assembly Quality Control INSPECTION Post Tensioned Concrete Fire Proofing Wood Flaming REQUIRED Reinforced MasOnry : Asplialt. th er Job Address City -- Job Name Penmt Type of Structure - Architect I Lj .. Material Description (type. grace. Source) . Eflgineer SPjC2b!J(:1L.1L:;1z_ lnspectorfiIame ontractor ,ySq4#Subcontractor d TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET . ADDITIONAL REMARKS ON SAMPLE • _ /. .. INSPECTION SUMMARY — LOCATIONS OF WORK INSPECTED TEST SAMPLES TAKEN. WORK REJ IJC6 17P.OBLEM.S.PROC.RESS REMARKS, ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERF()I4LI NU kj11PE & IDENT NOS OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE 1-ET. BOLTS TORQUED) CHECKED. ETC. _4O_iy_c •/4 i/i 177 ______ C 'k77 _'L/1' —1_ ___________ CERTIFICATION OF COMPLIANCE I HERESY CERlIFY IHAT I HAVE 0 SERVED tO'IRE 8ES10I MY iNOwLEbGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE POUND THIS.ViORKTO COMPLY WITH TN PR D PLANS, IP1CA1ION, SI&06R-- OF fiek;[STERED INSPECTOR SPECIALTY NO. AGENCY CONTINUED ON' NEXT PACE PACE I OF / TIME IN TIME OUT SAMPLES Project Superintendent SAN DIEGO OFFICE 5500 OVERLAND AVE # 110 SAN DIEGO, CA 92123 (858) 505-6660 FAX (858) 467-9282 DIV!Sl(JN PLAN CHECK APP -OFFICE USE ONLY t4dOO t-fl ATO I42Ol,. 17/J(,)3Lj5 SAN MARCOS OFFICE MAILING ADDRESS PC Record #:__________ 151 E. CARMEL ST. P.O. BOX 129261 : SAN MARCOS, C SANEGO, CA 92112 Intake Date (760) 471-9730 119'.7X74J Payment Type"C1 10 e( EL9NJE %L HEALTH ION FOOD FACILITY BUSINESS AND CONTACT INFORMATION DNEW FOOD FACILITY I"REMO0EL DCONSULT- NEW! []CONSULTATION LIREVISION LJBODY ART I CURRENT PERMIT CHANGE OF OWNER CURRENT PERMIT Facility Name: 2.çk) 12_,tiJ r Assessor's Parcel No.: Facility! Commissary Address: P4_C__LWlO V ILéf _17 j2.-Zip:( BUSINESS OWNER: çzØ Name: 19W_('&IS Company: t(Ij',PtJO Mailing Address: 2-4-_C.'V 2 VIU446 City: c'P State:Cc- Zip:iOO Phone: (-@7) __O-3kFax: (_E-Mail: Co(jcer&W ceak,a VETERANS MAY QUALIFY FOR FEE EXEMPTION (complete additional application for consideration) E Yes, I am a Veteran. DESIGNERICONTRACTOR: Name: ..1-'t __Company: c'R( t-tLk.A s\).) Mailing Address: ' ti 0. C (p') City: +J _ State: Zip: '( j'O, Phone: (CAI) ?2Q(2 ?,224,E-Mail: 3I6 4 _"J _tO_CA: Contractor's License (if applicable):________ CONTACT PERSON FOR PLAN STATUS NOTIFICATION: Contact Person: _ f2TL -.&tLJ...4 Contact Phone: Contact Fax: ( E-Mail: lecri'3t.j0trt0Z.Jjjy FACILITY IkI 9t3fll[$) en Food Processing I_DPrepackagedlWarehouse _EIJMobiIeFoodProcessing _ljMobile Food Prepackaged "tO176L '.4o FOR PERMANENT FOOD FACILITtES Total Square Feet of Facility: 1 4._r-'- Projected Date for Completion: (._-' Total # Staff: Max.#.of Employeesper Shift: I -10D11-25LJ26-1000100+_I Seating: LJO 11111-20021-50 fi-ioo_[-]101+ Projected # Meals tobe Served: _Breakfast unch Dinner I Customer Utensils: ESinle Use i-Use Is there outdoor dining, outdoor bar, barbecue, wood oven etc. associated with the food facility? [Yes ENo If yes, explain: eJJtJtr / Grease Trap/Interceptor required:[dyes LINo; If yes indicate location c 54J # Employees Restrooms Public Access? [—]Yes IiVNo Food Court? L11Yes LI No---If so Enclosed DYes LI No 'ublic-E1 SEWER: Septic/ Private WATER: Eblic-0 Well/Private(If privatecontactLandUseat(858)565-5173) Identify the municipal water and wastewater district(s) DEH:FH-1 77 (Rev. 01/15) FOOD & HOUSING DIVISION — PLAN CHECK P-i FOOD FACILITY ONLY INDICATE THE SERVICES OR TYPE OF FOOD FACILITY PROVIDED (Check all that a4yl)c El Restaurant/Deli El Market-Packaged El Market-Prep El Catering El School-Preparation Kitn F chool Satellite Site [1=1 Licensed Health Care El Boat El Retail Processing El Minimal Food (frozen ice cream dipping1t dogs, beverages) El Commissary-For Food PrepEl Commissary-For Packaged Food or Vending Machine HQ El Wholesale Warehouse El Packaged Non-Potentially Hazard Food El Food Delivery Service El Catering Equipment Rental El Swap Meet Vendor MOBILE FOOD FACILITY ONLY MOBILE FOOD CART:El PACKAGED FOOD OR PRODUCE ONLY El LIMITED FOOD PREPARATION (LFP) Up To 4 Carts May Operate at a SINGLE SITE El - Number of LPF Carts Number of Packaged Carts________ MOBILE SUPPORT UNIT FOR CART REPORTS TO COMMISSARY: El MOBILE FOOD TRUCK/VEHICLE ONLY: El Packaged/Produce El Limited Food Prep (LFP) El Full Food Prep MOBILE FOOD FACILITIES MUST SUBMIT COMMISSARY AGREEMENT LETTER (TOILET FACILITY LETTER IF APPLICABLE) NOTE: ALL FOOD FACILITIES INCLUDING MOBILES MUST SUBMIT MENUS WITH APPLICA TION BODY ART FACILITY ONLY INDICATE THE SERVICES YOU WILL BE PROVIDING (Check all that apply) El Tattooing 0 Permanent Cosmetics El Body Piercing 0 Branding El Mobile Vehicle INFECTION PREVENTION & CONTROL PLAN (IPCP) TO BE SUBMITTED FOR REVIEW PRIOR TO OPERATING OTHER AGENCIES: 0 BLDG DEPARTMENT 0 FIRE DEPARTMENT 0 ZONING C3 WATERJWASTEWATER DISTRICTS d APCD 0 DEH-LWQ (Note: If you are the sole business owner and an honorably discharged veteran you may be eligible for a fee exemption.) I declare under penalty of perjury that to the best of my knowledge and belief, the description of use and information contained on this application and plans are correct and true. I hereby consent to all necessary inspections made pursuant to law and incidental to the issuance of this review and the operation of this business. I also agree to conform to all conditions, orders, and directions, issued pursuant to the California Health and Safety Code, and all applicable County and City Ordinances. I understand that if the plans are incomplete due to a lack of any of the required, information, the plans will be rejected and upon resubmission, a plan recheck fee will be charged. I am aware that plan check fees are not fully refundable and that plans, once reviewed, will be picked up within 60 days or they will be discarded. Plans are valid for one year after stamp. Any changes to the released documents will be submitted and filed with the County of San Diego, Department of Environment Hea Authorized Signature: Date: / Print Name and Title Here: (For office use only) PLAN CHECK #1: PERMIT TYPE: CENSUS TRACT: ASSIGNED TO: ROUTE CODE: PLAN STATUSDAPPROVED El DISAPPROVE6LUE TAG;PC INITIALS REVIEW DATE RECHECK STATUS ElAPPROVEDElDISAPPROVED TAG, 1TIALS C RE CHECK DATE Comments DATE APPROVED / 2sJ 7 DEH:FH-177 (Rev. 01/15) FOOD & HOUSING DIVISION - PLAN CHECK P-2 EsGil Corporation In (Partners/lip with government for (Building Safety DATE: 3/1/17 U APLICANT JURlSDlCTlON:ZCiof.Carlsbath, U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3216 SET: IV PROJECT ADDRESS: 264 Carlsbad Village Drive PROJECT NAME: Fresco Trattoria Restaurant - TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified belOw are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the-enclosed check list and should be corrected and resubmitted for a complete recheck.. The check list transmitted herewith is for your information. The plans are being held at EsGil 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. El 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. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacte— Telephone #: Date contacted: ) Email: Mail Telephone Fax In Person LII REMARKS: By: Doug Moody Enclosures: EsGil Corporation LI GA EJ LI MB L] PC 2/24/17 / 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 17 EsGil Corporation In cPartnersñip with government for Building Safety DATE: 2/2/17 .PUCANT JURISDICTION: City of Carlsbad PLAN REVIEWER El FILE PLAN CHECK NO.: 16-3216 SET: III PROJECT ADDRESS: 264 Carlsbad Village Drive PROJECT NAME: Fresco Trattoria Restaurant - TI LI 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 codes when m.inor 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 aplicaht that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: George Gilli Telephone #: 619-306-2289 Date contacted:' 42/t1b4 cj' Email: geogilli@yahoo.com JIVlaiI JTelephone Fax In Person LI REMARKS: By: Doug Moody Enclosures: EsGil Corporation El GA El EJ El MB El Pc 1/26/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 16-3216 2/2/17 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring two corrected sets of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold underlined print indicates the unresolved issue. 2. Please have the engineer address the following comments; Please correct the structural plans to be consistent the floor plans showing the location of Die new patio. New patio is shown on the architectural plans yet not shown on the structural plans? Please provide evidence from the City of Carlsbad indicating the City of Carlsbad will allow the Patio to be a deferred submittal or separate permit as these are part of the landings of the new doors to be constructed. Pleas imprint on the plans the necessary Strongwall details and correct the foundation detail referencing Hardy walls. Please indicate why the new opening in the exterior wall at the entry has not been addressed? The architectural plans show a new opening at the entry not shown on the structural plans? Please address. The new opening in the exterior walls has not been addressed in the plans or in the calculations? 6. Please indicate if the lighting system is to be altered, if so please provide complete plans. Please provide the required energy compliance forms. The LTI forms shall be signed and imprinted on the plans. It appears the lighting load is being increased therefore LTI forms are required. The LTI forms must be signed. City of Carlsbad 16-3216 2/2/17 Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. The plans currently show a non-compliant path. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc. Please provide greater detail and revise the parking to show on the site plan that accessible parking space(s) are to be located such that a person with a disability is not required to travel behind parking spaces other than to pass behind the parking space in which they parked, per Section 11 B-502.7.1. The revised plans now show the loading area for a Van Accessible stall to be incorrect, the gate in the path of travel does not appear to be compliant, there are no typical details indicating stripping including the "No parking" in the loading area, signage including the stall ISA, Van signage or parking signage. Please correct and complete the plans. Please provide evidence the City of Carlsbad will permit and has reviewed the Unreasonable Hardship and indicate the scope of work required by the City of Carlsbad to provide the required accessibility on the plans. Show that passageways leading to sanitary facilities have required clear access widths. Show that all doorways have: The restrooms are still non-compliant. See statement above. a) ~32" clear opening. b) A clear area: ~!60" in the direction of the door swing. ~:44" away from the direction of door swing. c) All strike edge clearance dimensions are required to be met(i.e. 18" strike edge distance). 15. Show that at least one water closet fixture, located in a compartment, shall provide the following, per Section 11 B-604: The restrooms are still non-compliant. See statement above. The compartment shall be a minimum of 60" wide. Also, there shall be provided a clearance of 6t least 59" in front of the water closet for floor- mounted water closets (56" for wall-mounted water closets). One side of the water closet shall provide 17" - 18" from the centerline of the water closet to the adjacent compartment wall. C) For water closet compartments having side-opening doors, compliance with the following figure must be shown on the plans. The door shall be in the partition farthest from the water closet and shall be 4" maximum from the front partition. Please address the following specific concerns: i) Both restrooms. The restrooms are still non-compliant. See statement above. City of Carlsbad 16-3216 2/2/17 (b) in-3winging door hen door 36 Inn awing In 914 1 over of meneuve nng space FIGURE 118-604.8.1.1.2 MANEUVERING SPACE WITH SIDE-OPENING DOOR At least one side partition at the accessible water closet(s) must have a toe clearance of at least 9" (unless the stall width is increased to 66"). Section 11 B- 604.8.1.4. The restrooms are still non-compliant. See statement above. Please revise the plans to show where food or drink is served at a counter exceeding 34" in height for the consumption by customers seated or standing at the counter, a portion of the, main counter which is 60" in length minimum shall be provided in compliance with Section 11 B-226.3 (28" to 34" in height). The portion of the counter must be 60" it appears the front of the counter obstructs the 60" length. The counter is new and therefore must provide a 60" accessible portion of the new counter. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesU No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. EsGil Corporation In 'Pa rtnersliip with government for Bui(iing Safety DATE: 12/27/16 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-3216 SET: II .,APPLICANT JURIS. J PLAN REVIEWER IJ FILE PROJECT ADDRESS: 264 Carlsbad Village Drive PROJECT NAME: Fresco Trattoria Restaurant - TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: George Gilli Telephone #: 619-306-2289 pate contacted: Email: geogilli@yahoo.com #tjvl ail tphon Fax In Person F-1 REMAFk1( By: Doug Moody Enclosures: EsGil Corporation LI GA LI EJ [1 MB [I PC 12/19/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 r City of Carlsbad 16-3216 12/27/16 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, .1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring two corrected sets of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. Plans and calculations shall be.signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. All sheets of the plans must be signed. 2. Please have the engineer address the following comments; Please correct the structural plans to be consistent the floor plans showing the location of the new patio. New patio is shown on the architectural plans yet not shown on the structural plans? Pleas imprint on the plans the necessary Strongwall details and correct the foundation detail referencing Hardy walls. Please indicate why the new opening in the exterior wall at the entry has not been addressed? The architectural plans show a new opening at the entry not shown on the structural plans? Please address. 4. Please provide a copy of the completed Special Inspection Agreement per the City of Carlsbad. No form provided? Please indicate if the lighting system is to be altered, if so please provide complete plans. Please provide the required energy compliance forms. The LTI forms shall be signed and imprinted on the plans. It appears the lighting load is being increased therefore LTI forms are required. Provide complete plumbing plans, including: City of Carlsbad 16-3216 12/27/16 Complete drain, waste and vent plans. Please correct the plans to show where the bar vents lines will be run (not through the bar top), show the required cleanouts. Provide complete water line sizing and developed pipe lengths. UPC Section 610.0 Show water heater size, type and location on plans. UPC, Section 501.0 The completed and signed ENV, LTI, and MECH forms must be imprinted on the plans. The forms must be signed Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. The plans currently show a non-compliant path. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc. Please provide greater detail and revise the parking to show on the site plan that accessible parking space(s) are to be located such that a person with a disability is not required to travel be parking spaces other than to pass behind the parking space in which they parked, per Section 11 B-502.7.1. Show that passageways leading to sanitary facilities have required clear,access widths. Show that all doorways have: The restrooms are still non-compliant. a) ~32" clear opening. b) A clear area: ~!60" in the direction of the door swing. ~:44" away from the direction of door swing. c) All strike edge clearance dimensions are required to be met (i.e. 18" strike edge distance). 15. Show that at least one water closet fixture, located in a compartment, shall provide the following, per Section 11 B-604: The restrooms are still non-compliant. The compartment shall be a minimum of 60" wide. Also, there shall be provided a clearance of at least 59" in front of the water closet for floor- mounted water closets (56" for wall-mounted water closets). One side of the water closet shall provide 17" - 18" from the centerline of the water closet to the adjacent compartment wall. For water closet compartments having side-opening doors, compliance with the following figure must be shown on the plans. The door shall be in the partition farthest from the water closet and shall be 4" maximum from the front partition. Please address the following specific concerns: i) Both restrooms. The restrooms are still non-compliant. City of Carlsbad 16-3216 12/27/16 (b) In-swinging door hen door 36 mm swings in rioorpermllted to awing over hatched pail bn of maneuva ring apace FIGURE 118-604.8.1.1.2 MANEUVERING SPACE WITH SIDE-OPENING DOOR At least one side partition at the accessible water closet(s) must have a toe clearance of at least 9" (unless the stall width is increased to 66"). Section 1113- 604.8.1.4. The restrooms are still non-compliant. Please revise the plans to show where food or drink is served at a counter exceeding 34" in height for the consumption by customers seated or standing at the counter, a portion of the main counter which is 60" in length minimum shall be provided in compliance with Section 11 B-226.3 (28" to 34" in height). The portion of the counter must be 60" it appears the front of the counter obstructs the 60" length. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 13 No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. EsGil Corporation In 'Partners/lip with çoveriment for Bui(ding Safety DATE: 9/15/16 D APPLICANT W(JURIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3216 SET:! PROJECT ADDRESS 264 Carlsbad Village Drive PROJECT NAME Fresco Trattoria Restaurant - TI LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes El The plans transmitted herewith will substantially, comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information. The plans are being held at EsGil 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: George Gilli Telephone #: 619-306-2289 Date contacted 'ft 1ft(by 3•\ Email geogilli@yahoo corn JQ/Mail JTeIephonejs Fax In Person REMARKS By Doug Moody Enclosures EsGil Corporation [] GA [1 EJ LI MB LI PC 9/6/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 16-3216 9/15/16 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 16-3216 OCCUPANCY: A2 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: No REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/19/16 DATE INITIAL PLAN REVIEW COMPLETED: 9/15/16 JURISDICTION: City of Carlsbad USE: Restaurant ACTUAL AREA: STORIES: 1 HEIGHT: OCCUPANT LOAD: 118 DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/6/16 PLAN REVIEWER: Doug Moody FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC.. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item. has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 16-3216 9/15/16 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad BUilding Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring two corrected sets of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. 2. Please have the engineer address the following comments; Please clarify the plans and the beam schedule several beams are shown on the plans that are no identified in the schedule if they are to be part of this scope of work they must be identified and construction details provided. Please indicate on the plans where the existing shear walls occur consistent with the calculations. Please correct the structural plans to be consistent the floor plans showing the location of the new patio. Pleas imprint on the plans the necessary Strongwall details and correct the foundation detail referencing Hardy walls. Please indicate why the new opening in the exterior wall at the entry has not been addressed? 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS EXPANSION/EPDXY ANCHORS YES City of Carlsbad 16-3216 . 9/15/16 4. Please provide a copy of the completed Special Inspection Agreement per the City' of Carlsbad. 5. Please provide complete electrical plans. Indicate all alteratiohs to the electrical system. ' 6. Please indicate if the lighting system 'is to be altered, if so please provide complete plans. Please provide the required energy compliance forms. The LTI forms shall be signed and imprinted on the plans 7. Provide complete plumbing plans, including:. Complete drain, waste and vent plans. Provide complete water line sizing and developed pipe lengths. UPC Section 610.0 . Show water heater size, type and location on plans.. UPC, Section 501.0 8. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28. gallons Of water per flush, lavatories and kitchen faucets may not 'exceed 2.2 GPM, and showers may not exceed 2.5 GPM of flow. CPC Section 402.0. S 9. Provide complete energy designs fo the proposed changes in envelope, lighting, and mechanical systems. Provide:the completed ENV-, LTI-, and MECH- forms showing energy compliance. 10. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 11. The completed and signed ENV, LTl:, andMECH forms must be imprinted on the plans. S Advisory Note': When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 8-202.4: The area of specific alteration, repair or addition must comply as "new" construction. A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. The path of travel shall include the existing parking. . S. Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. S Please address the following comments that are the result of the alterations. City of Carlsbad 16-3216 9/15/16 12. Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. The plans currently show a non-compliant path. Please provide detailed plans of the path of travel, indicate slope and width, any, pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc 13. Show that passageways leading to sanitary facilities have required clear access widths. Show that all doorways have: a) ~!32" clear opening. b) A clear area: ~:60" in the direction of the door swing. ~:44" away from the direction of door swing. c) All strike edge clearance dimensions are required to be met (i.e. 18" strike edge distance). 14. Note that the doorways leading to sanitary facilities shall be identified, per Section 11 B-703.7.2.6, as follows,: An equilateral triangle 1/4l1 thick with edges 12" long and a vortex pointing upward at men's rest rooms. A circle 1/411 thick, 12" in diameter at women's rest rooms. A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. The required symbols shall be centered on the door at a height of 58" - 60". Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading' to the sanitary facilities. 15. Show that at least one water closet fixture, located in a compartment, shall provide the following, per Section 11 B-604: The compartment shall be a minimum of 60" wide. Also, there shall be provided a clearance of•at least 59" in front of the water closet for floor- mounted water closets (56" for wall-mounted water closets). One side of the water closet shall provide 17" - 18" from the centerline of the water closet to the adjacent compartment wall. For water closet compartments having -opening doors, compliance with the following .figure must be shown on the plans. The door shall be in the partition farthest from the water closet and shall be 4" maximum from the front partition. Please address the following specific concerns: i) Both restrooms. , I h,otrnted.. 3.6 City of Carlsbad 16-3216 9/15/16 when door swings In 1422 !f JIJE In.ig1ng o mifl•moneuverir door 1624 SP&O FIGURE 118 6048 112 MANEUVERING SPACE WITH SIDE-OPENING DOOR At least one side partition at the accessible water closet(s) must have a toe clearance of at least 9" (unless the stall width is increased to 66") Section 1113- 604.8.1.4. Please revise the plans to show where food or drink is served at a counter exceeding 34" in height for the consumption by customers seated or standing at the counter, a portion of the main counter which is 60" in length minimum shall be provided in compliance with Section 1 113-226.3 (28" to 34" in height). Show that dining, banquet and bar facilities are accessible, as follows An accessible route shall be provided to all functional areas, including raised/sunken areas Section 11 &-206.2.5. See possible exception Where a counter has a height >34" high, a portion of the main counter (a minimum of 60" long) shall be provided with a height of 34" maximum. Section 11 B-226.3. Accessible seating is integrated with the general seating to allow a reasonable selection of seating area and to avoid having one area specifically highlighted To speed up the review process, note on this list (or a copy) where each correction item has been addressed, .i.e., plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes L3 No U 16 17 City of Carlsbad 16-3216 9/15/16 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208; San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. S City of Carlsbad 16-3216 9/15/16 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO 16-3216 PREPARED BY: Doug Moody DATE: 9/15/16 BUILDING ADDRESS 264 Carlsbad Village Drive BUILDING OCCUPANCY: A2 BUILDING PORTION AREA (Sq: Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI 628 60:27 37,850 Air Conditioning Fire Sprinklers TOTAL VALUE 37,850 Jurisdiction Code ICb IBY Ordinance I Bldg PermIt Fee by Ordnance I $329 691 Plan Check Fee by Ordinance . I $214.301 Type of Review ComDlete Review Structural Only Li JRepetIbve Fee Other Repeats Hourly Hr: © * EsGil Fee I 4 Comments: . Sheet of 1 macvalue.doc + Emily Henderson . From: Amber Ressmer Sent: Thursday, September 01, 2016 10:49 AM To: geogilli@yahoo.com Cc: Building Subject: CB163216 Fresco Trattoria plan does not require a fire dept. review - Good morning George, You are receiving this email because you are the applicant on permit #CB163216 'Fresco Trattoria' at 264-Carlsbad Village Drive in Carlsbad, CA. The fire marshal has determined that the fire department does not need to review these plans and no fire inspection is necessary. Thank you, Amber City of C ff -Sbad, Amber Ressmer Administrative Assistant Fire Prevention City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008-7314 www.carlsbadca.gov P 760-602-4665 I F 760-602-8561 S / 1 San Mina Engineering, Inc. January 16, 2017 MEiians www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 RENOVATION STRUCTURAL ANALYSIS FOR ELMERINDA DINITTO 264 CARLSBAD VILLAGE DR. CARLSBAD, CA 92008 E ss /QN. No. C 64449 LLJI rri D\ Ex * Page 1 of San Mina Engineering, Inc January i, OriimEim www.sanminaeng.com 24,310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 I Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 TABLE OF CONTENTS I I SUBJECT PAGE Design criteria and loads ........................ I References ....................................... Limitation ............................................. Wind analysis........................................... I Seismic analysis........................................... Shear wall analysis .............................. Members design................... I I I I I I. I I . .. .. I . I I Page 2of7 San Mina Engineering, Inc. January 16, 2017 OIUENI[R1 www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 DESIGN CRITERIA: DESIGN METHOD: Structural design of elements and connections performed with Allowable Stress Design methodology, except where noted otherwise. The principles of engineering mechanics were used to design flexible diaphragms. Strength Design was used to design concrete elements. The structure addition and interior renovation are designed as self- supporting. Allowable stresses given in International Building Code (IBC) tables, Simpson Company Product Literature, and other proprietary product literature that relates to hardware and connectors utilized in gravity, wind, and earthquake resisting systems have been utilized at full tabulated values, unless noted otherwise. Adjustments to design values were made to reflect duration of load, member size, stability, tributary area and restraint at supports. Wind analysis does not govern due to the highest point of main roof ridge addition is less than 23', therefore, the seismic forces action on the building walls will govern. Due to the unavailable information of SOILS REPORT, footing was designed based on 1500 psf per table 1806.2 of CBC. VERTICAL LOADS - I .Roof Dead Loads: RDL = 25 psf. (drywall ceiling cover + AC equipment + ceiling joists + roof concrete tile). I . Roof Live Load = 20 psf. Exterior wall D. L.: Framing with plywood sheathing and stucco cover = 17 psf. Interior wall D.L.= 7 psf. Floor L. L.= 40 psf. Floor D.L. = 17 psf. Deck D. L. = 10 psf. Deck L.L. = 100 psf (per ASCE 4-1, Dining rooms and restaurants) Page 3 of 7 M E,inn San Mina Engineering, Inc. January 16, 2017 -'www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 LATERAL LOADS - WIND: The structural system is designed for wind pressures acting from any direction upon projected vertical or horizontal surfaces utilizing the Projected Area Method. Design wind pressures were determined based upon the following: 3 second gust speed at 85 mph wind = v3s, Exposure B, at 33 feet height. Occupancy Category = H. Since the highest point of the new addition is only 18', then it is reasonable to assume that lateral design will be governed by Seismic Load. LATERAL LOADS - SEISMIC: Seismic Design Requirements are per the 2003 National Earthquake Hazards Reduction Program Recommended Provisions for Seismic Regulations for New Buildings and Other Structures, also known as (2003 NEHRP Provisions), ASCE 7-10 Minimum Design Loads of Buildings and Other Structures (ASCE 7-10) , 2013 I California Building Code (2013 CBC)or ( CBC). R= 6.5 for new shear walls. Cs= 0.1235 I Redundancy = 1.3 V= (1.3/1.4) *5 * w= SDs/(R/I) * W I =0.928 * 0.803/(6.5/1) *\y ...................... I WORKMANSHIP & CONSTRUCTION: Workmanship is assumed to be of average to good I quality; performed by responsible, properly licensed, and competent personnel. Provisions shall be made for all adjoining construction. Contractor is responsible for all job site conditions during the course of construction of this project including bracing temporary I structures, shoring, protecting excavations and safety of all persons on the job site for all partially completed portions of work. Page 4 of 7 San Mina Engineering, Inc. January 16, 2017 I tMENmw=1 . www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 REFERENCES: American Institute of Architects (AlA), Architectural Graphic Standards, 7th Edition I American Institute of Steel Construction (AISC) - Steel Construction Manual, 8th Edition American Institute of Timber Construction (AITC) - Timber Construction Manual, 3rd Edition I . AITC - 117-2004 Standard Specifications fOr Structural Glued Laminated Timber of Softwood Species American Forest & Paper Association/ American Wood Council, (AFPA/AWC) 2005 National Design Specification for I Wood Construction- (NDS) AFPA/A WC, 2005 NDS Supplement -Design Values for Wood Construction American Plywood Association (APA), 1997 Plywood Design Specification I American Society of Civil Engineers - ASCE 7-10, Minimum Design Loads of Buildings and Other Structures (ASCE 7-10) Amrhein, J.E., Reinforced Masonry Engineering Handbook, 4th Edition Brater & King, Handbook of Hydraulics, 6th Edition I Breyer, D.E., Design of Wood Structures ENERCALC Engineering Software, ENERCALC Structural Engineering Library, version 6.11.12.12, per www.enercalc.com I ENERCALC Engineering Software, RETAIN-PRO 2010 - per www.enercalc.com I International Code Council (ICC) - International Building Code, 2009 Edition (2009 IBC or IBC). California Building Code, 2013 Edition (2013 CBC or CBC). I .ICC / S.K. Ghosh Associates, Inc., 1997 UBC / 2006 IBC Structural Comparison & Cross Reference International Conference of Building Officials (ICBO) - Maps of Known Active Fault Near-Source Zones in CA I & Adjacent Portions of NV National Earthquake Hazards Reduction Program (NEHRP) - NEHRP Recommended Provisions for Seismic Regulations for New I . Buildings and Other Structures (2003 NEHRP Provisions). Rice, Hoffman, Gustafson & Gouwens,Structural Design Guide to the ACI Building Code, 3 Edition Shipp, John, Timber Design, Parts I & II, Structural Engineering License Review Notes I Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Seismic Design -. Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Wind Design I I Page 5of7 M San Mina Engineering, Inc. January 16, 2017 Emiiiuu www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Allowable Stress Design for Masonry Simpson Strong-Tie Company, Wood Construction Connectors 2011-12: Catalog C-2011 and Catalog C-2010 Simpson Strong-Tie Company, Strong-Wall Shearwalls catalog C-SW09 Simpson Strong-Tie Anchor Systems, Anchoring and Fastening Systems for Concrete and Masonry Catalog SAS-2009 United States Geological Survey (USGS) Redlands, CA, 7.5 minute Quadrangle (1996) USGS Spectral Response Acceleration Parameter calculator, per http://earthpuake.usgs.gov/researchlhazrnaps/design/ Weyerhauser Company, i-Level Forte Software, version 3.0. Page 6of7 M San Mina Engineering, Inc. January 16,2017 I 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 LIMITATION - The analysis and methodology in this report are based on field exploration, investigation, the I procedures per CBC 2013 and ASCE7-10 and our understanding of the proposed construction. Our recommendation, field investigation, calculation, structural details, and conclusions are - intended solely for the proposed referenced development. It is possible that a slight variation I between existing site condition herein this Study and the actual development, therefore, should the proposed final condition changed, this report shall be revised by San Mina Engineering so that we may review the situations that exist and make supplementary recommendations as I needed. In addition, our firm should be notified if the scope of the proposed construction, including the location of the proposed building location changes. No other representation, express or implied, and no warranty or guarantee is included or intended by virtue of the I services performed or reports, opinion, documents or otherwise supplied. San Mina Engineering shall not be responsible for any damage that may be caused due to any site improvement or after the site is developed including but not limited to grading I improvement, landscaping improvement, other lot improvement or due to the use of the proposed building, furthermore, any alterations, modifications, or changes to any structural element shall be consulted with San Mina Engineering. I Changes in applicable or appropriate standards may also occur whether as a result of litigation, application or the broadening of knowledge, therefore, this report is indicative of only those conditions tested at the time of the subject investigation and the findings of this report may be invalidated fully or partially by changes outside the control of San Mina Engineering. This report is therefore subject to review and should not be relied upon after a period of two years. If this report or portions thereof are provided to contractors or included in specifications, it I should be understood by all parties that they are provided for information only and should be used as such. This report was developed and written for Ms. Elmerinda Dinitto only for the proposed development described herein. Laboratory testing, field investigation and conclusions I in this report are intended solely for the proposed referenced development. We are not responsible for technical interpretations made by contractor, others, or exploratory information - that has not been described or documented in this report. Should any question arise, please contact San Mina Engineering @ 24310 Moulton Pkwy. #0-105 I Laguna Hills, CA. 92637 Tell; 949-446-1416 I Page 7 of 7 Although this information is a product of the U.S. Geological Survey we provide no warranty, expressed or implied as to the accuracy of the data contained therein This tool is not a substitute for technical subject matter knowledge httpf/earthquake usgs gov/designmaps/us/summary php?template=minimal&latjtude=33 146583823847688Jongitude= 117.3437858 Ill Site Coefficients Fa & Fv (using straight-line interpolation from fable values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration Fa = 1.03 Fv = 1.55 SMSFaS5 = 1.205 SM1=Fv"Sl = 0.694 S DS S MS213 = 0.803 Df S Ml '3 = 0.463 ASCE 7-10 Table 11.4-1 & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Proiect ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017, 11:21AM sTjc ear Seismic Parameters [Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "Ir : All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 TUSERDEFINEDGround M6tio6 ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: S = 1.165 9,0.2 sec response = 0.4470 g, 1.0 sec response FSi Class, Site_ ceff."i,d DiiQitigory 1 Site Classification D :Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Seismic Design Category = D 4SCE 7-10 Table 11.6-1 & -2 RèiiiSyètem ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient R" = 6,50 Building height Limits: System Overstrength Factor Wo" = 2.50 Category "A & B" Limit No Limit Deflection Amplification Factor • Cd = 4.00 Category 'C' Limit: No Limit Category :: Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category E Limit Limit = 65 Category "F" Limit Limit = 65 F;Latérat FrcéPidure --"'l ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the orovisions of ASCE 7-10 12.8 Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct • value = 0.020 hn : Height from base to highest level = 25.0 It value = 0.75 Ta Approximate fundamental penod using Eq. 12.8-7 : Ta = Ct * (hn Ax) 0.224 sec TL : Long-period transition period per ASCE 7-10 Maps 22-12 ->22-16 8.000 sec Building Period • Ta" Calculated from Approximate Method selected = 0.224 sec F" Cs ' Response Coefficient j ASCE 7-10 Section 12.8.1.1 DS Short Period Design Spectral Response = 0.803 From Eq. 12.8-2, Preliminary Cs 0.124 "R : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84, Cs need not exceed 0.318 "I": Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than C—O. User has selected ASCE 12.8.1.3: Regular structure, Cs :Seismic Response Coefficient 1235 Less than 5 Stories and with T << 0.5 sec, SO Ss < 1.5 for Cs calculation TSiBi' S Shiai --1 ACE 7-10 'Section 12.8.1 Cs = 0.1235 from 12.8.1.1 W (see Sum Wi below) = 0.00 k Seismic Base Shear V = Cs • W = 0.00 k Amgad Benjamin, PE Project Title: San Mina Engineering, Inc.Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: I Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017. 11:21AM i F ASCE Seismic Base Shear esvinda J I IT.t'i.fsMIIIItLIi3 Licensee: SAN MINA ENGINEERING IN I ASCE 7-10 Section 12.8.3 k : hx exponent based on Ta 1,00 Table of building Weights by Floor LeveL.. I Level # WI: Weight Hi: Height (Wi * Hick) Cvx FxCvx * V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Sum WI * Hi = 0.00 k-ft Total Base Shear = 0.00 k Base Moment = 0.0 k-ft Dliaphii*agm Forces snii Seic Desigicategory "B' to F ASCE 7 10 12.10.1.1, Level # WI Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force Wpx..........................Weight at level of diaphragm and other structure elements attached to it. I Fi ............................Design Lateral Force applied at the level. Sum Fi .......................Sum of "Lat. Force" of current level plus all levels above MIN Reqd Force @ Level .........0.20 * DS * Wpx MAX Reqd Force @ Level ........0.40 * S * Wpx Fpx: Design Force © Level .......Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level I I I . I I 1 I I. I I I I I I I I I I ,5?AQxK L,•e D D 6yI-. Ait( 1. r x + 1 2 27 + 3C O .NL4 X3L3 K ?- ;/1PS0A1 S[E6L /W411 Csv/1rx?) ç ' 33 /1fr '[36e'.fl4 Desi n K AN i. ;X O V 2- 1 =3- PVa/)et / I),L- K/fj L . = x2 o,t ---------------- ,1 I yZ. 'L.L.. L;1 ,25xI6P5L 22E I 2LO I I 1 PYZ Z2 ~C Post Dev Pose srpcf. R3 p (oJ c1) DJ '75 p/I/I uce Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky, Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949)446-1417 printed: 16 JAN 2017. 10:14AM W d B am File c:userMmomas\DocUME-1ENERCALc Data FiIestinda_casb.ec6 00 e ENERcALC, INC. 1983-2016, Build:6.16.10.31, Vec6.16.10.31 ,Description : B-i & 8-4 CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.4) Lr(0.32) 6x18 Span = 9.50 ft [AIièi Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.40, Lr = 0.320, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.331:1 Maximum Shear Stress Ratio = 0.169: 1 Section used for this span 6x18 Section used for this span 6x18 lb : Actual = 357.26 psi fv : Actual = 38.03 psi FB : Allowable = 1,078.81 psi Fv : Allowable = 225.00 psi Load Combination +D+Lr-+H Load Combination 404.r+H Location of maximum on span = 4,7501t Location of maximum on span = 8.044 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 7595 >=350 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.035 in Ratio = 3280>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 [Máiimum Forces &Strésses ! LóadC itions I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr Cm C It CL M fb Fb V Iv F'v 404+1 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.261 0.133 0.90 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 776.75 1.39 21.60 162.00 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.235 0.120 1.00 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 863.05 1.39 21.60 180.00 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.331 0.169 1.25 0.959 1.00 1.00 1.00 1.00 1.00 8.36 357.26 1078.81 2.44 38.03 225.00 +0+S+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.204 0.104 1.15 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 992.51 1.39 21.60 207.00 40'0.750Lr+0.750L4H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.295 0.151 1.25 0.959 1.00 1.00 1.00 1.00 1.00 7.46 318.68 1078.81 2.18 33.92 225.00 4040.750L40.750S*l 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Amgad Benjamin, PE .. .. Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: I Laguna Hills, CA 92637 (949) 446-1417 Printed: 16 JAN 2017 10:14AM, Wobd Beam : .. Fl!é'C:\Usrs\Thomas\DOC(JME-1ENERCALC Data Fé&Jind&6r1sbad.ec6 71111 I i . ., ENERCALC, INC. 1983-2016, Buitd:6.16.10.31,Ver6.16.10.31 Lic. # : KW-06006703 Licensee: SAN MINA ENGINEERING INC. Description: B-i & B4 I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C CL M lb F'b V fv F'v Length =9.50ft 1 0.204 0.104 1,15 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 992.51 1.39 21.60 207.00 '0+0.60W4l 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 I 0.147 0.075 1.60 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 1380.88 1.39 21.60 288.00 '.O"0.70E+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.147 0.075 1.60 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 1380.88 1.39 21.60 288.00 4040.750Lr40.750L40.450W*I 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length =9.50ft 1 0.231 0.118 1.60 0.959 1.00 1.00 1.00 1.00 1.00 7.46 318.68 1380.88 2.18 33.92 288.00 +0 40.750L40.750S40.450W41 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.147 0.075 1.60 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 1380.88 1,39 21.60 288.00 +040,750L+0,7505+O,5250E41 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.147 0.075 1.60 0.959 1.00 1.00 1.00 1.00 1.00 4.75 202.95 1380.88 1.39 21.60 288.00 +0. 60D+O.60W*O,60H I 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.088 0.045 1.60 0.959 1.00 1.00 1.00 1.00 1.00 2.85 121.77 1380.88 0.83 12.96 288.00 +0.60D+0.70E+0.60H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.088 0.045 1.60 0.959 1.00 1.00 1.00 1.00 1.00 2.85 121.77 1380.88 0.83 12.96 288.00 I [T OveraII.Maximum ,Deflections Load Combination Span Max. - Dell Location in Span Load Combination Max. + Dell Location in Span +0i4r*l 1 0.0347 4.785 0.0000 0.000 I [Vertical Reactions...........: . . . .: Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 3.519 3.519 Overall MiNimum I 1.199 1.199 4041 1.999 1.999 404+H 1.999 1.999 +04,r+H 3.519 3.519 +0+S I 1.999 1.999 4040.750Lr40.750L4H 3.139 3.139 9040.750L+0.7505*I 1.999 1.999 '.O+0.60W41 1.999 1.999 40,70E41 1.999 1.999 4040.750Lr40.750L40.450W#1 I 3.139 3.139 +0+0,750L40,7505+0.450W4H 1.999 1.999 +0+O,750L*0.750S'.0,5250E41 1.999 1.999 '0.60D+0.60W+0.60H 1.199 1.199 0.60D+0.70E'0.60H I 1.199 1.199 D Only 1.999 1.999 LrOnly 1.520 1.520 LOnly S Only I W Only E Only I H Only Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 . Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017, 10:17AM Wood Beam . . ...: . File C:Users\Thom\DOCUME-1\ENERCALC Data Fllestinda_cartsbad.e6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver6.16.10.31 Description : B-2 LCODE REFERENCES . ::. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- x.x 2.200.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,118.l9ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.41) Lr(0.2) Density 45.050pc1 5.25x16.0 Span 7.50 ft JAjjIiéd Läd . . : Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.410, Lr = 0.20, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.0631 Maximum Shear Stress Ratio = 0.073: 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb : Actual = 229.77 psi fv : Actual = 26.54 psi FB : Allowable = 3,625.00p5i Fv : Allowable = 362.50 psi Load Combination +D+Lr-*-H Load Combination 404.r41 Location of maximum on span = 3.750ft Location of maximum on span = 6.186 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 24775 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.011 in Ratio = 8123>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 rMaximum Forces Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C L M fb Fb V Iv F'v +0+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.059 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 2610.00 1.00 17.84 261.00 4O4*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.053 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 2900.00 1.00 17.84 290.00 +04r41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.063 0.073 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.29 229.77 3625.00 1.49 26.54 362.50 4O+S4FI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.046 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 3335.00 1.00 17.84 333.50 'O0.750Lr40.750L4fI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.058 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.94 210.94 3625.00 1.36 24.36 362.50 00.750L40.750S4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501 1 0.046 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 3335.00 1.00 17.84 333.50 I Ajngadi Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: I Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017, 10:17AM W 00 earn File C:\Users\Thom\DOCUME-1lENERCALc Data FilesuJinda_cadsbad.ec6 I Description : B-2 I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M lb Pb V lv Fv +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.033 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 4640.00 1.00 17.84 464.00 I +040.70E*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.033 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 4640.00 1.00 17.84 464.00 O+0.75OLr+0.750L+0.450W*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.045 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.94 210.94 4640.00 1.36 24.36 464.00 +OO.750L+0.750S'0.450w+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 I 0.033 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 4640.00 1.00 17.84 464.00 D0.750L+0.750S40.5250E+I-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.033 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 4640.00 1.00 17.84 464.00 +0.60040.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 I 0.020 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.73 92.66 4640.00 0.60 10.70 464.00 40.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.020 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.73 92.66 4640.00 0.60 10.70 464.00 I T0vera1I Maximum Deflections 1 Load Combination Span Max. - Defi Location in Span Load Combination Max. + Deft Location in Span 1 0.0111 3.777 0.0000 0.000 [Vej1 Reactions Support notation: Far left is #1 Values in KIPS Load Combination I Support 1 Support 2 Overall MAXimum 2.288 2.288 Overall MiNimum 0.750 0.750 1.538 1.538 I 1.538 1.538 2.288 2.288 +D+S4H 1.538 1.538 D+0.750Lr90.750L*I 2.100 2.100 00.750L40.750S+H I 1.538 1.538 +0+0.60W41 1.538 1.538 'D+0.70E+H 1.538 1.538 O0.750Lrf0.750L40.450W*l 2.100 2.100 +040.750L+0.750S40.450W+H I 1.538 1.538 40+O.750L40.750S40.5250E+l-1 1.538 1.538 +0.60D+0.60W+0.60H 0.923 0.923 0.60D+0.70E+0.60H 0.923 0.923 D Only I 1.538 1.538 LrOnly 0.750 0.750 L Only SOnly W Only I Eonly H Only I ,Apgq.Bnjasnjn,PE Project Title: anMin.aE.ngineering, Inc. Engineer: . Prolect ID: 2431 gitr0 Moulton Pky. Se. 0-105 Project Descr: a Hills, CA Q2637 '•'" - ' - (949)446-1417 printed: 16 JAN 2017 1014AM aitseam" File= C \Users',Thomas\DOCUME-l\ENERCALC Data Ftles'Jtnd&carlsbad ec6 4. ENERCALC INC 1963-20)6 Budd616103l Ver6161031 Description: B3 .. 7- Calculatibns per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method Allowable Streés Design Fb - Tension 2,900.0 psi' E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - PrlI 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.6) L(0.36) . 5 . I -1 5.25x16.0 Span 7.50 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.60, L = 0.360, Tributary Width = 1.0 ft DESIGNSUMMARY . Maximum Bending Stress Ratio = 0.128 1 Maximum Shear Stress Ratio = 0.148: 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb : Actual = 371.51 psi fv : Actual = 42.91 psi FB Allowable = 2,900.00 psi Fv Allowable = 290.00 psi Load Combination - +D+L+H • Load Combination Location of maximum on span = 3.750ft Location of maximum on span = . 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 MaximUm Deflection . Max Downward Transient Deflection 0.007 in Ratio= 13763>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection •' 0.018 in Ratio =. '5023 >=180 Max Upward Total Deflection . 0.000 in Ratio= 0<180 Load Combination Max Stress Ratios '. Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C t C L M lb Pb V fv F'v +041 . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.090 0.104 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 2610.00 1.53 27.24 261.00 +0+141 . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.128 0.148 1.00 1.000 100 1.00 1.00 1.00 1.00 6.93 371.51 2900.00 2.40 42.91 290.00 's04.r*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.065 0.075 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 3625.00 1.53 27.24 362.50 +0+S+H • 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length r7.50ft 1 0.071 0.082 1,15 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 3335.00 1.53 27.24 333.50 +0'+0.750Lr+0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.093 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.30 337,61 3625.00 2.18 38.99 362.50 +0'0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste, 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017, 1014AM W d B File C:users\Thomas\DOCLJME-1tENERCALC Data Filesil cainda_rlsbad.ec6 00 earn ENERCALC. INC. 1983-2016. Bulld:6.16.10.31, Ver:6.16.10.31 Description: B-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C t C L M lb Pb V fv F'v Length = 7.50 It 1 0.101 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.30 337.61 3335.00 2.18 38.99 333.50 +0+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.051 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 4640.00 1.53 27.24 464.00 "O+0.70E4i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.051 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 4640.00 1.53 27.24 464.00 .'1J0,750Lr+0.750L-'0.450W+4-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length r7.50ft 1 0.073 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.30 337.61 4640.00 2.18 38.99 464.00 s040,750L'#0,750540,450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.073 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.30 337.61 4640.00 2.18 38.99 464.00 +0#0.750L40,750S40,5250E44-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.073 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.30 337.61 4640.00 2.18 38.99 464.00 40.60D40.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.031 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 141.54 4640.00 0.92 16.35 464.00 +0.60D+0,70E+0,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.031 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 141.54 4640.00 0.92 16.35 464.00 [TOverall Mãirnüm:DefIèlons Load Combination Span Max. - Defi Location in Span Load Combination Max. s- Defi Location in Span 1 0.0179 3.777 0.0000 0.000 [Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.699 3.699 Overall MINimum 1.350 1.350 2.349 2,349 40+141 3.699 3.699 +0ulru4-1 . 2.349 2.349 40+541 2.349 2.349 0+0.750Lr+0.750L+H 3.361 3.361 +0+0.750L+0.7505+H 3.361 3.361 +0+0.60W41 2.349 2.349 "0+0.70E's4-t 2.349 2.349 +0+0.750Lr+0,750L+0,450Wi1-I 3.361 3.361 +0O.750L0.750S+0.450W*l 3.361 3.361 +0+0.750L+0.750S+0.5250E+H 3.361 3.361 +0.60D+0.60W+0.60H 1.409 1.409 +0.60D'0.70E+0.60H 1.409 1.409 D Only 2.349 2.349 Lr Only L Only 1.350 1.350 S Only WOnly EOnly H Only Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Printed: 16 JAN 2017, 10:16AM W d B - - File C \Uners\Thom\DOCUME-iENERCAtc Data AlesUindacarid &cF 00 earn ENERcALc. lNc.1g832o16:Bud:6.16:1o:3vö:31 I Description : H-i EbE'REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1 600.0ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.3) Lr10.24) We Span = 6.10 ft lAIiiiLids '1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.30, Lr = 0.240, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.2021 Maximum Shear Stress Ratio = 0.123 :1 Section used for this span 4x16 Section used for this span 4x16 fb : Actual = 226.93 psi fv : Actual = 27.61 psi FB : Allowable = 1125.00 psi Fv : Allowable = 225.00 psi Load Combination +D4.r-+H Load Combination +D+Lr+H Location of maximum on span = 3.050ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 16109 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.010 in Ratio = 7009>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 [T. Méximum Fóices &:StrWsisesfor.LoadCibinátions' 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C1 Cr Cm C t C1 M fb Fb V F,, F'v +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.10 ft 1 0.158 0.096 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 810.00 0.55 15.59 162.00 4O+*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.142 0.087 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 900.00 0.55 15.59 180.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.202 0.123 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.57 226.93 1125.00 0.98 27.61 225.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.ioft 1 0.124 0.075 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 1035.00 0.55 15.59 207.00 4040.750Lr+0.750L*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.180 0.109 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.29 202.24 1125.00 0.88 24.60 225.00 .'4)+0.750L+0750541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Printed: 16 JAN 2017, 10:16AM Wood Beam File QrUsers\Thom\DOCUME-1\ENERCALC Data Findacarisb.ec61 ENERCAI_C, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 I Description: H-i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb F'b V fv F'v Length =6.loft 1 0.124 0.075 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 1035.00 0.55 15.59 207.00 +0+0.60W+fl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.089 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 1440.00 0.55 15.59 288.00 +D+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.089 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 1440.00 0.55 15.59 288.00 O0.750Lr0.750L+0.450W#4-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.140 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 202.24 1440.00 0.88 24.60 288.00 'O+0.750L40.750540.450W+fl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.089 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 1440.00 0.55 15.59 288.00 +0+0.750L*0.750540.5250E+4-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.ioft 1 0.089 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 128.19 1440.00 0.55 15.59 288.00 *0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.loft 1 0.053 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 76.91 1440.00 0.33 9.36 288.00 +0.60D40.70E.0,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.ioft 1 0.053 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 76.91 1440.00 0.33 9.36 288.00 [oiauMaximunfDifIis Load Combination Span Max. "-" Defi Location in Span Load Combination Max. + Defi Location in Span 404 r+H 1 0.0104 3.072 0.0000 0.000 [Vertical Reactions 1 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.682 1.682 Overall MiNimum 0.570 0.570 +D+H 0.950 0.950 +0+L44 0.950 0.950 4044j*l 1.682 1.682 40+8*1 0.950 0.950 4040.750Lr+0.750L*l 1.499 1.499 +040.750L40.7505+4-1 0.950 0.950 4040.60 W+H 0.950 0.950 +0+0.70E41 0.950 0.950 400.750Lr40.750L+0.450W*l 1.499 1.499 +0+0.750L40.750540.450W4H 0.950 0.950 00.750L+0.750S40.5250E+4-1 0.950 0.950 40.60D40.60W+0.60H 0.570 0.570 +0.60D40.70E+0.60H 0.570 0.570 D Only 0.950 0.950 Lr Only 0.732 0.732 LOnly S Only W Only EOnly H Only Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: I Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017,10.1 5M - Wood Column File CL Th\DOCUME 1ENERcALC Data Fil in .66 . I Lic. #: KW-06006703 ENGINEERING Licensee: SAN MINA INC. Description: P-i I [od Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 I FYenera' Infonrnation . .. Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) I Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 ine2 Cf or Cv for Compression 1.0 I Fb - Tension 900.0 psi Fv 180.0 psi lx 76.255 in A4 Cf or Cv for Tension 1.0 Fb - Compr 900.0 psi Ft 575.0 psi ly 76.255 ine4 Cm: Wet Use Factor 1.0 Fc - PHI 1,350.0 psi Density 31.20 P Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity. . . x-x Bending y-y Bending Axial I Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi . Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns: I X-X (width) axis: Unbraced Length for X-X Axis buckling = 10 It, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 10 ft, K = 1.0 Applied Loads . 1 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 58.988 lbs * Dead Load Factor I AXIAL LOADS... Axial Load at 9.0 ft, D = 1.625, Lr = 0.750 k Future improvement: Axial Load at 9.0 ft, L = 8.850 k I DESIGN SUMMARY . . . . . .. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4441 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination I +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fclFc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections At maximum location values are... Along Y-Y 0.0 in at 0.0 It above base Applied Axial I 10.534k for load combination : n/a Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 784.17 psi for load combination : n/a ' Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination .0.60D40.70E+0.60H Location of max.above base 9.0 ft I Applied Design Shear 0.0 psi Allowable Shear 288.0 psi rload Combination Results. I Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D P Stress Ratio Status Location Stress Ratio Status Location +041 0.900 0.621 0.07379 PASS 0.0ft 0.0 PASS 9.0 ft 1.000 0.581 0.4441 PASS 0.0ft 0.0 PASS 9.0 ft +0+Lr.44 1.250 I 0.496 0.09615 PASS 0.0ft 0.0 PASS 9.0 ft +O+S41 1.150 0.527 0.06799 PASS 0.oft 0.0 PASS 9.0 ft +D+0,750Lr40,750L+H 1.250 0.496 0.3509 PASS 0.0ft 0.0 PASS 9.0 ft +040.7501.40.750S41 1.150 0.527 0.3360 PASS O.0ft 0.0 PASS 9.0 ft +0+0.60W41 1.600 0.408 0.06323 PASS 0.oft 0.0 PASS 9.0 ft I +040.70E+H 1.600 0.408 0.06323 PASS 0.0ft 0.0 PASS 9.0 ft +D40.750Lr40,750L40.450W+H 1.600 0.408 0.3336 PASS 0.0ft 0.0 PASS 9.0 ft 40-#0.750L40.750S40.450W+H 1.600 0.408 0.3125 PASS 0.0ft 0.0 PASS 9.0 ft I +040.750L40.750S40.5250E41 1.600 0.408 0.3125 PASS 0.0ft 0.0 PASS 9.0 ft Amgad Benjamin, PE San Mina Engineering, Inc. 24310 Moulton Pky. Ste. 0-105 I Laguna Hills, CA 92637 (949)446-1417 I Wood Column Description : PA Project Title: Engineer: Project Descr: File =CA Project ID: Punted: 16 JAN 2017, 10:15AM Load Combination Results' Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C 0 C p Stress Ratio Status Location Stress Ratio Status Location +0.60D40.60W40.60H 1.600 0.408 0.03794 PASS 0.0 ft 0.0 PASS 9.0 ft "0.60D-+0.70E'+0.60H 1.600 0.408 0.03794 PASS 0.0ft 0.0 PASS 9.0 ft [MaxiiRitions Note Only non zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base © Top © Base 40+H k k 1.684k +O+L+H k k 10.534 k 40'1r41 k k 2.434 k 'sD+S+H k k 1.684k 040.750Lr40.750L+H k k 8.884 k "040.750L40.750S41 k k 8.321 k 's040.60W4H k k 1.684 k '4040.70E*l k k 1.684 k 4040.750Lr-+0.750L40.450W41 k k 8.884 k +0+0.750L40.750S+0.450W+H k k 8.321 k +040.750L40.750S+0.5250E*l k k 8.321 k +0.60D.0.60W+0.6011 k k 1.010 k +0.60D+0.70E.0.60H k k 1.010k DOnly k k 1.684k Lronly k k 0.750 k L Only k k 8.850 k SOnly k k k WOnly k k k EOnly k k k HOnly k k k Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft #04j41 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.750Lr40.750L*l 0.0000 in 0.000 ft 0.000 in 0.000 ft 400.750L+0.750SH 0.0000 in 0.000 ft 0.000 in 0.000 ft 40+0.60W41 0.0000 in 0.000 ft 0.000 in 0.000 ft 40'+0.70E41 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+O.750Lr40.750L40.450W+fl 0.0000 in 0.000 ft 0.000 in 0.000 ft 40+0.750L0.750S+0.450W'*l 0.0000 in 0.000 ft 0.000 in 0.000 ft "040.750L+0.750S40.5250E*I 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D*0.60W*0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Apigad Benjanin, RE Project Title: Sa,n Mina Enginering, Inc. Engineer: Project ID: 24310 Mothton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949)446-1417 - Ptinted16 JAN 2Ol7,1Q:l5AM [wpod Col File= CUs\Thorn\DOcUME1\ENERcAc Data FileInda_sbad.ec .ENERCALC. INC. 1983-2016, Build:6.16.10.31, Ver.6,16.10.31 Description: P-i i'iketches.77777 V 8.800k 6x6 5.50 in Loads are total entered value. Arrows do not reflect absolute direction. Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste, 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017, 10:16AM ,,Wood .Beam File C:\Use\Tho \DOcUME-1ENERC1LC Data FiIindii1sbid6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver6.16.10.31 Description : Exterior deck joists CODE REFERENCES7. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- x.x 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.10, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: D = 0,0150, L = 0.10, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.3671 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 396.36 psi fv : Actual = 38.38 psi FB : Allowable = 1,080.00p5i Fv : Allowable = 180.00 psi Load Combination +D+L+H, LL Comb Run (L*) Load Combination +0.+Uu4-I, LL Comb Run (LL) Location of maximum on span = 2.735ft Location of maximum on span = 4.916 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio= 2421 >=360 Max Upward Transient Deflection -0.024 in Ratio= 1526>=360 Max Downward Total Deflection 0.031 in Ratio = 2119>=180 Max Upward Total Deflection -0.026 in Ratio= 1372 >=180 CMàiñ'iiiiiFprc$ & Stresses fóLciiiitions Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C 1 Cr Cm C t CL M fb Pb V fv Fv 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.053 0.035 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.06 51.35 972.00 0.04 5.68 162.00 Length = 1.50 ft 2 0.018 0.035 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 972.00 0.02 5.68 162.00 40+L+4-I, LL Comb Run (*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.112 0.081 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 120.57 1080.00 0.11 14.51 180.00 Length = 1.50 ft 2 0.112 0.081 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 120.57 1080.00 0.11 14.51 180.00 4O4t+Fl, LL Comb Run (L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky' Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Printed: 18 JAN 2017, 10:16AM - ITitTEIIIIIIIPLiK VV'JJUjUIJ I CC IN T19892116T6u 1610.3, Ver.6716.10,311 Licensee-:- SAN MINA ENGINEERING INC. Description: Exterior deck joists Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C L M lb Pb V lv F'v Length = 5.50 It 1 0.367 0.198 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.43 396.36 1080.00 0.26 35.55 180.00 Length = 1.50 ft 2 0.017 0.198 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1080.00 0.02 35.55 180.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +O+{,41, LL Comb Run (LL) Length =5.50ft 1 0.321 0.213 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.38 347.19 1080.00 0.28 38.38 180.00 Length = 1.50 It 2 0.112 0.213 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 120.57 1080.00 0.11 38.38 180.00 .#04.r.*I, LL Comb Run (L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.038 0.025 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.06 51.35 1350.00 0.04 5.68 225.00 Length = 1.50 it 2 0.013 0.025 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1350.00 0.02 5.68 225.00 40+Lr*Fl, LL Comb Run (L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 it 1 0.038 0.025 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.06 51.35 1350.00 0.04 5.68 225.00 Length = 1.50 it 2 0.013 0.025 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1350.00 0.02 5.68 225.00 +D+Lr4I, LL Comb Run (LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.038 0.025 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.06 51.35 1350.00 0.04 5.68 225.00 Length = 1.50 It 2 0.013 0.025 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1350.00 0.02 5.68 225.00 40+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.041 0.027 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.06 51.35 1242.00 0.04 5.68 207.00 Length =1.50ft 2 0.014 0.027 1.15 1,200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1242.00 0.02 5.68 207.00 40+0.750Lr40.750L+1-I, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.501• 1 0.070 0.051 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1350.00 0.08 11.42 225.00 Length =1.50 It 2 0.070 0.051 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1350.00 0.08 11.42 225.00 D 0.750Lr+0.750L4l, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.230 0.125 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.34 310.05 1350.00 0.20 28.08 225.00 Length= 1,50 It 2 0.013 0.125 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1350.00 0.02 28.08 225.00 4040.750Lr-40.750L#l,LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.202 0.134 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.30 273.23 1350.00 0.22 30.20 225.00 Length = 1.50 ft 2 0.070 0.134 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1350.00 0.08 30.20 225.00 +O+0.750L0.750S+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.076 0.055 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1242.00 0.08 11.42 207.00 Length =5.50ft 1 Length = 1.50 it 2 0.076 0.055 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1242.00 0.08 11.42 207.00 "O'O.750L40.750541-1, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.250 0.136 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.34 310.05 1242.00 0.20 28.08 207.00 0.014 0.136 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1242.00 0.02 28.08 207.00 Length = 1.50 It 2 +D+0.750L+0.750S41, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.220 0.146 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.30 273.23 1242.00 0.22 30.20 207.00 Length= 1.50 It 2 0.076 0.146 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1242.00 0.08 30.20 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.030 0.020 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.06 51.35 1728.00 0.04 5.68 288.00 Length= 1.50 It 2 0.010 0.020 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1728.00 0.02 5.68 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft1 0.030 0.020 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.06 51.35 1728.00 0.04 5.68 288.00 , Length= 1.50 It 2 0.010 0.020 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1728.00 0.02 5.68 288.00 O4O.750Lr+O.750L4O.450W*l, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.055 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 11.42 288.00 Length = 1.50 It 2 0.055 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 11.42 288.00 sO'.0.750Lr0.750L.0.450W+1-I, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.179 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.34 310.05 1728.00 0.20 28.08 288.00 Length = 1.50 It 2 0.010 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1728.00 0.02 28.08 288.00 +OO.750Lr40.7501+0.450Ws41, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.158 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 273.23 1728.00 0.22 30.20 288.00 Length = 1.50 It 2 0.055 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 30.20 288.00 +D+0.750L0.750S40.450W+I-1, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.055 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 11.42 288.00 0.055 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 11.42 288.00 Length = 1.50 It "O'+0.750L0.750S+0,450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.179 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.34 310.05 1728.00 0.20 28.08 288.00 Length = 1.50 It 2 0.010 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1728.00 0.02 28.08 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 DO.750L4 0 .750S+ 0 .450w+H, LL Length =5.50ft 1 0.158 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 273.23 1728.00 0.22 30.20 288.00 Length = 1.50 It 2 0.055 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 30.20 288.00 O0.750L+0.750S'.0.5250E+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Amgad Benjamin, PE San Mina Engineering, Inc. 24310 Moulton Pky. Ste. 0-105 Laguna Hills, CA 92637 (949) 446-1417 Project Title: Engineer: Project ID: Project Descr: Printed: 16 JAN 2017, 10:16AM - Data flInda_sb.6 [Wood Beam . ENERCALC. INC. 1983-2016, Build:6.16.10.31,Ver.6.16.10.31 Description : Exterior deck joists Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C It CL M lb F'b V fv F'v Length =5.50ft 1 0.055 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 11.42 288.00 Length = 1.50 It 2 0.055 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 11.42 288.00 +D+0.750L40.750S0.5250E+l-I, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.179 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.34 310.05 1728.00 0.20 28.08 288.00 Length = 1.50 ft 2 0.010 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 17.83 1728.00 0.02 28.08 288.00 +0#0.750L+0.750S+0.5250E-*I, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.158 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 273.23 1728.00 0.22 30.20 288.00 Length = 1.50 ft 2 0.055 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 94.88 1728.00 0.08 30.20 288.00 +0.60D40.60W*0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.018 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.03 30.81 1728.00 0.02 3.41 288.00 Length = 1.50 ft 2 0.006 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 10.70 1728.00 0.01 3.41 288.00 +0.60D+0.70E.0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.018 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.03 30.81 1728.00 0.02 3.41 288.00 Length = 1.50 ft 2 0.006 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 10.70 1728.00 0.01 3.41 288.00 Tpverall Maximum Deflections - .1 . Load Combination Span Max. - Defi Location in Span Load Combination Max. "+ Defi Location in Span 40+L+l-1, LL Comb Run (L*) 1 0.0311 2.765 0.0000 1.500 2 0.0000 2.765 +04.+I-I, LL Comb Run (L) -0.0262 1.500 [VicãiRitions Support notation : Far left is #1 Values in KIPS - Load Combination - -- -- Support 1 Support 2 Support 3 Overall MAXimum 0.319 0.523 Overall MiNimum -0.020 0.046 0.044 0.077 +OsL*4-I, LL Comb Run (L) 0.024 0.248 .0+L*I-I, LL Comb Run (L) 0.319 0.352 40+I+I-I, LL Comb Run (LL) 0.299 0.523 +D.'&r4l, LL Comb Run (*L) 0.044 0.077 +Dtr*I, LL Comb Run (L) 0.044 0.077 +D+Lr+H, LL Comb Run (LL) 0.044 0.077 +0+541 0.044 0.077 40+0.750Lr40.750L+H, LL Comb Run ( 0.029 0.205 +040.750Lr40.750L41, LL Comb Run (L 0.250 0.284 +0+0.750Lr+0.750L41, LL Comb Run (L 0.235 0.411 4040.750L*0.750S*l-1, LL Comb Run (L 0.029 0.205 +040.750L40.750541, LL Comb Run (L* 0.250 0.284 +0+0.750L+0.750S#l, LL Comb Run (LL 0.235 0.411 .+0+0.60W41 0.044 0.077 .+0+0.70E41 0.044 0.077 +0+0.750Lr40.750L40.450W41, LL Comb 0.029 0.205 4040.750Lr40.750L40.450W#1, LL Comb 0.250 0.284 +0+0.750Lr+0.750L40.450W41, LL Comb 0.235 0.411 +0+0.750L+0.7505-+0.450W41, LL Comb 0.029 0.205 4040.750L+0.750S+0.450W41, LL Comb 0.250 0.284 40+0.750L+0.750S+0.450W41, LL Comb 0.235 0.411 4040.750L+0.750S+0.5250E+H, LL Comb 0.029 0.205 0'0.750L+0.750S+0.5250Es4-1, LL Comb 0.250 0.284 -+0+0.750L+0.750S+0.5250E#l, LL Comb 0.235 0.411 .+0.60D+0.60W+0.60H 0.027 0.046 +0.60D+0.70E+0.60H 0.027 0.046 D Only 0.044 0.077 Lr Only, LL Comb Run (L) Lr Only, LL Comb Run (L) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (L) -0.020 0.170 L Only, LL Comb Run (L*) 0.275 0.275 L Only, LL Comb Run (LL) 0.255 0.445 S Only WOnly Arngad Benjarnin.PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310Moulton Pky. Ste. 0-105 Project Descr: I Laguna Hills, CA. 92637 (949) 446-1417 Printed: 16 JAN 2017, 10:16Nt I Wood 'Beam, .. . . . ..........•. !1O Data F'iles0inda_casbad.ec6 ENERcAIC, INC. 1983-2016, Build:6.16.10.31, Ver6,16.10.31 IT ii Licen-see--:--SAN MINA ENGINEERING INC. Description : Exterior deck joists I [Vertical RàtioiiS. r . - Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 EOnly I I I I I F I Arrlga,d Benjamin, RE Project Title: Sm. Mina Engineering, Inc.. Engineer: Prolect ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Printed: 16 JAN 2017, 10:16AM 1 ' ..• ENERCALC, INC. 1982016, Build:6.16.10.31, Ver:6.16.10.31 Description : Main deck floor beam CODEEFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - PI 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 PSI Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Ft 575.0 psi Density 31.20pcf Repetitive Member Stress Increase D(0.1) L(0.56) 4x12 Span = 8.50 ft [AppliedLóads •. •.., Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.10, L = 0.560, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.851: 1 Maximum Shear Stress Ratio = 0.464: 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 968.84p5i fv Actual = 83.46 psi FB : Allowable = 1138.50 psi Fv : Allowable = 180.00 psi Load Combination 404.41 Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio = 1024>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.117 in Ratio = 869>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 ( Maximum Forces,& StresSes for Load .ConibinátiójijT: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C L M lb Fb V fii F'v 40*1 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.143 0.078 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.90 146.79 1024.65 0.33 12.65 162.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.851 0.464 1.00 1,100 1.00 1.15 1.00 1.00 1.00 5.96 968.84 1138.50 2.19 83.46 180.00 +0#lr4l 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.103 0.056 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.90 146.79 1423.13 0.33 12.65 225.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.112 0.061 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.90 146.79 1309.28 0.33 12.65 207.00 +D0.750Lr+0.750L*l 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.536 0.292 1.25 1.100 1.00 1.15 1.00 1.00 1.00 4.70 763.33 1423.13 1.73 65.75 225.00 +00.750L+0.750S4l 1.100 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.583 0.318 1.15 1.100 1.00 1.15 1.00 1.00 1.00 4.70 763.33 1309.28 1.73 65.75 207.00 Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Printed: 16 JAN 2017. 10:16AM Wood B .. File = c:\us\Th ioocUME-1\ENERcALcota Filesindacai1sb.ec6 L ENERCALC, INC. 1983-2016, Bulld:6.16.10.31, Ver.6.16.10.31 KW-06006703 Licensee: SAN MINA ENGINEERING INC. Description: Main deck floor beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C CL M lb Pb V fv Fv u.uuv 1.UU it, I.VV I.VV u.uu u.uu u.uu u.uu u.uu Length 8.5Oft 1 0.081 0.044 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.90 146.79 1821.60 0.33 12.65 288.00 +0+0.70E41 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.081 0.044 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.90 146.79 1821.60 0.33 12.65 288.00 +0+0.750Lr0.750L+0.450W4l 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.419 0.228 1.60 1.100 1.00 1.15 1.00 1.00 1.00 4.70 763.33 1821.60 1.73 65.75 288.00 +0+0.750L+0.7505*0.450W+4-1 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.419 0.228 1.60 1.100 1.00 1.15 1.00 1.00 1.00 4.70 763.33 1821.60 1.73 65.75 288.00 +00.750L+0.750S+0.5250E4l 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.419 0.228 1.60 1.100 1.00 1.15 1.00 1.00 1.00 4.70 763.33 1821.60 1.73 65.75 288.00 +0.60D40.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.048 0.026 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.54 88.08 1821.60 0.20 7.59 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.048 0.026 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.54 88.08 1821.60 0.20 7.59 288.00 E01IiMimum DifIi[ions Load Combination Span Max. "-" Defl Location in Span Load Combination Max. Deft Location in Span 40+1*1 1 0.1173 4.281 0.0000 0.000 [VeticaI Riitions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.805 2.805 Overall MiNimum 0.255 0.255 .041 0.425 0.425 404141 2.805 2.805 +O+Lr4$ 0.425 0.425 0.425 0.425 0+0.750Lr+0.750L*l 2.210 2.210 40+0.750L+0.750S41 2.210 2.210 +0+.60W41 0.425 0.425 +0+0.70E+H 0.425 0.425 +00.750Lr+0.750L+0.450W41 2.210 2.210 00.750L0.750S+0.450W#I 2.210 2.210 0+0.750L+0.750S+0.5250E41 2.210 2.210 0.60D0.60W+0.60H 0.255 0.255 +060D+0.70E+0.60H 0.255 0.255 O Only 0.425 0.425 LrOnly L Only 2.380 2.380 S Only WOnly EOnly I-I Only - . . Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Protect ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: I Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017, 1015AM F . .: . ., 2 . File C:\UsersThorn\DOCUME-1ENERcALC Data Fu?es'uJindacartsbad.e6, I ene-aI •OO ing, •;'. ENERcALC INC. 1983-2016,Build6.161O.31:Vec6.161O,31 Il:.iYiTEIIIiIII.LIIn Licensee: SAN MINA ENGINEERING INC. Description : Ext. SQ footing I Crc Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 I T Material Properties Properties Soil Design Values fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf I fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pd . Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 — Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft I Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.50 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.0 ft Min. Overturning Safety Factor = 1.0: 1 I Mm. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes when max i = ksf Add Pedestal Wt for Soil Pressure : No . length or width s greater than = ' ft Use Pedestal wt for stability, mom & shear : No [Diniensiôñs. C.. Width parallel to X-X Axis = 3.0 ft I Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 18.0 in I . . Pedestal dimensions... . C - X I PX : parallel to X-X Axis = in pz: parallel to Z-Z Axis in - Height - in - - - - - - CL Rebar Centerline to Edge of Concrete... . at Bottom of footing = 3.0 in - - - ______ IFEE 3'),' - Bars parallel to X-X Axis - Number of Bars - 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size # 4 Check (Ad 15.4.4.2) 6.0 BandvAdth Distribution - ' Direction Requiring Closer Separation n/a I # Bars required within zone n/a # Bars required on each side of zone n/a I . 0 Lr L S W E H P: Column Load = 3.60 8.20 1.50 k OB : Overburden = ksf I M-xx = k-ft M-zz = k-ft V-x = k V-z = Amgad Benjamin, PE San Mina Engineering, Inc. 24310 Moulton Pky. Ste. 0-105 Laguna Hills, CA 92637 (949) 446-1417 Project Title: Engineer: Prolect ID: Project Descr: -- Pntet 16 JAN 2017,10-.15M General Footing File =.C:\Users\Thom\DOCUME1l.ENERCALC Data Fiiestinda_casbad.ec6 enera 00 ing ENERCALC INC 1983-2016 BuiId6161031 Ver6161031 Description : Ext. SQ looting DESIGN ,SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0,7920 Soil Bearing 1.584 ksf 2.0 ksf +D+lr4l about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08647 Z Flexure (-s-X) 2.274 k-ft 26.294 k-ft +1.20D-+-1.60Lr+0.50L+1.60H PASS 0.08647 Z Flexure (-X) 2.274 k-ft 26.294 k-ft +1.20D-s-1.60Lr+0.50L+1.60H PASS 0.08647 X Flexure (+Z) 2.274 k-ft 26.294 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.08647 X Flexure (-Z) 2.274 k-ft 26.294 k-ft +1.200+1.60Lr-.0.50L+1.60H PASS 0.03417 1-way Shear (+X) 2.807 psi 82.158 psi +1.200+1.60Lr+0.50L+1.60H PASS 0.03417 1-way Shear (-X) 2.807 psi 82.158 psi +1.20D+1.60Lr-+0.50L+1.60H PASS 0.03417 1-way Shear (+Z) 2.807 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.03417 1-way Shear (-Z) 2.807 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1033 2-way Punching 16.977 psi 164.317 psi +1.20D+1.60Lr+0.50L+1.60H rbtaiIed Results I Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -X Right, +X Ratio X-X. 40-41 2.0 n/a 0.0 0.6725 0.6725 n/a n/a 0.336 X-X. -'-D+L+H 2.0 n/a 0.0 0.8392 0.8392 n/a n/a 0.420 X-X,-.0+Lr-+H 2.0 n/a 0.0 1.584 1.584 n/a n/a 0.792 X-X. +D+S+H 2.0 n/a 0.0 0.6725 0.6725 n/a n/a 0.336 X-X, +040.750Lr-+0.750L+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X. -+0-'0.750L40,7505+H 2.0 n/a 0.0 0.7975 0.7975 n/a n/a 0.399 X-X, +0-+0.60W41 2.0 n/a 0.0 0.6725 0.6725 n/a n/a 0.336 X-X, +D-i-0.70E+H 2.0 n/a 0.0 0.6725 0.6725 n/a n/a 0.336 X-X, +040.750Lr40,750L+0,450W41 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X, +040.750L+0,750S+0.450W+H 2.0 n/a 0.0 0.7975 0.7975 n/a n/a 0.399 X-X, +0-'0.750L+0.750S+0.5250E++1 2.0 n/a 0.0 0.7975 0.7975 n/a n/a 0.399 X-X. +0.600-+0.60W40.60H 2.0 n/a 0.0 0.4035 0.4035 n/a n/a 0.202 X-X, +0.60D-+0.70E40.60H 2.0 n/a 0.0 0.4035 0,4035 n/a n/a 0.202 Z-Z, +041 2.0 0.0 n/a n/a n/a 0.6725 0.6725 0.336 Z-Z. +D-'-L4I 2.0 0.0 n/a n/a n/a 0,8392 0.8392 0.420 Z-Z. 40-i-lj'41 2.0 0.0 n/a n/a n/a 1.584 1,584 0.792 Z-Z. -.0+S+H 2.0 0.0 n/a n/a n/a 0.6725 0.6725 0.336 Z-Z. +040.750Lr-+0.750L41 2.0 0.0 n/a n/a n/a 1.481 1.481 0,741 Z-Z. -+0-'0.750L40.750541 2.0 0.0 n/a n/a n/a 0.7975 0,7975 0.399 Z-Z. +0+0.60W+H 2.0 0.0 n/a n/a n/a 0.6725 0.6725 0.336 Z-Z. -+00.70E4I 2.0 0.0 n/a n/a n/a 0.6725 0.6725 0.336 Z-Z, -0-4-0.750Lr40,750L+0,450W+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z. 0-4750L40.750S40.450W4I 2.0 0.0 n/a n/a n/a 0.7975 0,7975 0.399 Z-Z, +D+0.750L40,750S-+0,5250E+H 2.0 0.0 n/a n/a n/a 0.7975 0.7975 0.399 Z-Z, -+0.60D+0.60W.0.60H 2.0 0.0 n/a n/a n/a 0.4035 0.4035 0.202 Z:Z0DjjOE4O.6OH 2.0 0.0 n/a n/a n/a 0.4035 0.4035 0.202 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface in12 InA2 inA2 k-ft X-X.+1.40D+1.60H 0.630 +Z Bottom 0.3888 Min lemo% 0.40 26.294 OK X-X. +1.40D+1.60H 0.630 -z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 1.353 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 1.353 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.200+1.60L+0.50S+1.60H 0.840 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.20D-s-1.60L40.505-s-1.60H 0,840 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.20D+1.60Lr-+0.50L+1.60H 2.274 ±Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.200+1.60Lr-+0.50L+1.60H 2.274 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.20D+16OLr+050W+160H 2.180 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.20D+1.6OLr-+0.50W+1.60H 2.180 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK Amgad Benjamin, PE Project Title:. San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 P,inted: 16 JAN 2017, 10:15AM G General Footing File = C:\users\Thom\DocuME-1\ENERcALC Data Filesindacai1sbad.ec6 ENERCALC, lNc:1983-2016, Blld:6.16.1O3l;Ve6161O.31 lLie. i'i'f.M'IsI1'1II Licensee: Description: Ext. SQ footing [Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mn Status k-ft Surface in A2 in A2 in A 2 k-ft X-X. +1.20D+0.50L+1.605+1.60H 0.6338 +Z Bottom 0.3888 Min Temo % 0,40 26.294 OK X-X. +1.20D#0.50L+1.60S+1.60H 0.6338 -z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.20D+1.60S'0.50W+1.60H 0.540 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.20D+1.60S40,50W+1.60H 0.540 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.20D+0.50Lr40.50L+W+1.60H 1.146 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.20Ds.50Lr+.50L+W+1,60H 1.146 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.20D.0.50L+0.50S+W+1.60H 0.6338 +Z Bottom 0.3888 Min TemD % 0.40 26.294 OK X-X. +1.20D40.50L0.50S+W+1.60H 0.6338 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.20D+0.50L'+0.20S+E+1.60H 0.6338 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +1.20D'+0.50L+0.205+E+1,60H 0.6338 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. '+0.90D+W+0.90H 0.4050 +Z Bottom 0.3888 Min TemD % 0.40 26.294 OK X-X. +0.90D+W+0.90H 0.4050 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +0.90D4E40.90H 0.4050 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X. +0.90D+€-0.90H 0.4050 -Z Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.40D+1.60H 0.630 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z.+1.40D+1.60H 0.630 +X Bottom 0.3888 Min lemo% 0.40 26.294 OK Z-Z. +1.20D40.50Lr+1.60L+1.60H 1.353 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D40.50Lr+1.60L+1.60H 1.353 ±X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.60L.0.50S+1.60H 0.840 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.60L#0.50S+1.60H 0.840 +X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H 2.274 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H 2.274 +X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.6OLr+0.50W+1.60H 2.180 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.60Lr+0.50W+1,60H 2.180 +X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D'0.50L+1.605+1.60H 0.6338 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+0.50L+1.605+1.60H 0.6338 +X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.60Si0.50W+1.60H 0.540 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+1.60S0.50W+1.60H 0.540 -'-X Bottom 0.3888 Min Temo % 0,40 26.294 OK Z-Z. +1.20D+0.50Lr40.50L+W+1.60H 1.146 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 1.146 -i-X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+0.50L40.505+W+1.60H 0.6338 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z, +1,200+0.50L30.50S+W+1,60H 0.6338 -i-X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D+0.50L40.205+E+1.60H 0.6338 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +1.20D40.50L+0.20S+E+1.60H 0.6338 +X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z, 90,90D+W+0.90H 0.4050 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. 40.90D+W40.90H 0.4050 +X Bottom 0.3888 Min Temo % 0.40 26.294 OK Z-Z. +0.90D+Ei0.90H 0,4050 -X Bottom 0.3888 Min Temo % 0.40 26.294 OK ZZji9OD+E4O,90H 04050 +X,... Bottom 0.3888 Min Temo % 0.40 26.294 OK EOne Way Shear I Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D+1.60H 0.7778osm 0.7778 osi 0.7778 osi 0.7778 osi 0.7778 osi 82.158 osi 0.009467 OK +1.20D40,50Lr+1.60L+1,60H 1.67 osi 1.67 osi 1.67 osi 1.67 osi 1.67 osi 82.158 osi 0.02032 OK ±1.20D+1.60L+0.505+1.60H 1.037osm 1.037 osi 1.037 osi 1.037 osi 1.037 osi 82.158 osi 0.01262 OK +1,20D+1,60Lr+0.50L+160H 2.807osm 2.807 osi 2.807 osm 2.807 osi 2.807 osi 82.158 osi 0.03417 OK +1.20D+1.60Lr.0.50W+1.60H 2.691 osm 2.691 osi 2.691 osi 2.691 osi 2.691 osi 82.158 osi 0.03276 OK +1,20D+0,50L+160S+160H 0.7824 osi 0.7824osm 0.7824 osi 0.7824 osi 0.7824 osi 82.158 osi 0.009523 OK +1,20D+1,605+0,50W+1,60H 0.6667 osi 0.6667 osi 0.6667 osi 0.6667 osi 0.6667 osi 82.158 osi 0.008114 OK +1,20D+0.5OLr+0,50L+W+1.60H 1.415øsi 1.415 osi 1.415 osi 1.415 osi 1.415 osi 82,158 osi 0.01722 OK +1,20D'43,50L+0,505+W+1.60H 0.7824 osi 0.7824osm 0.7824 osm 0.7824 osi 0.7824 osi 82.158 osi 0.009523 OK +1.20D+0.50L+0.205+E+150H 0.7824si 0.7824 osi 0.7824 osi 0.7824 osi 0.7824 osi 82.158 osi 0.009523 OK +090D+W'+0.90H 0.5 osi 0.5 osi 0.5 osi 0.5 osi 0.5 osi 82.158 osi 0.006086 OK -+0.90D+€+0.90l O.5øsi___ 0.5 osm 0.5 osm 0.5 osi 0.5 osi 82.158 osi 0.006086 OK unching Shear - - All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1,60H 4.704 osi 164.317osi 0.02863 OK +1,20D-*0,5OLr+1,60L+1,60H 10.099 osi 164.317osi 0.06146 OK +1.20D+1.60L+0.50S+1.60H 6.272 osi 164.317osi 0.03817 OK +1.20D+1.6OLr+.50L+1.60H 16.977 osi 164.317osi 0.1033 OK +1.20D+1.6OLr-o0.50W+160H 16.277 osi 164.317osi 0.09906 OK +1,20D.i0,50L+1.605+1.60H 4.732 osi 164.317 osi 0.0288 OK +1.20D+1,605#0,50W+1.60H 4.032 osi 164.317osi 0.02454 OK rnga Be.njarnin RE Project Title: San Mina Ei4nering, Inp Engineer: Project ID: 24310 Moulton Pky. Ste. .0-10,5 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Punted: 16 JAN 2017,10:15M Description : Ext. SQ footing pffirchiSheaL 1I1I__ All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1,20D-+05OLr+.50L+W+1,60H 8.559 DSi 164.317 DSi 0.05209 OK +1.20D+0.50L-.50S+W+1.60H 4.732 DSi 164.317 DSi 0,0288 OK +120D+,50L-i,20S+E+1,60H 4.732 DSi 164.317osi 0.0288 OK 40.90D+W#0.90H 3.024 DSi 164.317osi 0.0184 OK -+0.90D-+E40.90H 3.024 DSi 164.317osi 0.0184 OK CITY OF 11 Application for Unreasonable Hardship Exception to Disabled Access Requirements Please print legibly or type. Project Address: Plan Check Number: -(4 V Owner: Telephone Include Area Code T% Applicant: Telephone Include Area Code ttC — It is requested that the above named project be granted an exception from the accessibility requirements of the 2013 California Building Code, as noted specifically below. A Section 11B-202.4 General Exemption Applicable to existing buildings Valuation threshold amount where the construction cost at this tenant spice over the last three years does not $143,303 valid until 1/2015 exceed the valuation thresholdamouht. The'spcciIic accessibility features that create a hardship may be exempted but not all accessibility features The area of alteration itself may not be exempted. Access Feature Does this feature meet the If not, is this feature going If so, cost of making latest edition Of Title 24?, to be made accessible as feature accessible part of this permit? Attach documentation I. Path of travel to entrance 14 C $______________ Entrance - S_____________________ Path of travel within building/facility to area of remodel - $- $______________________ Elevator ___________________________ Sanitary Facilities MQAi O t&)orneM ?ei $ Public Phones tiproi*frd 5 1l20 fountains if provided ____________________________ $______________________ Other (Parking, signs) - $_______________________ Total cost of access features provided (A) $ Total cost of construction of this project and all other work performed over the last 3 years in this tenant space (B) $_ ePercentage of the total cost Of project (20% minimum): (A/B.) ,x 100% %__j- Description of access features to be provided: Alterations performed over the last three years in this tenant space Include in total valuation B above unless 20% of valuation of individual remodel has already been expended on access features (provide documentation) Permit Number Date Description Valuation Gi Pi-- -)-- CITY OF B. Specific Exceptions Do not use this portion if part A has been completed This part is generally used for remodels exceeding the threshold amount and where Title 24 provides an exemption from specific accessibility features. Exceptions Requested Code SectionfException Cost of Making Features Accessible Attach Documentation Total $___________________________ Description: The cost of all construction contemplated is $:_____________________________________________________________________________________ The access Iature increases the cost of construction by percentage o/consti,iction cost:__________________________________ The impact on financial feasibility of the project, if the requested exemption is not approved is:________________________ The facility is used by the general public for the purpose of: The following individuals provided information listed above: -Archi+ct/Designcr: Owner/Tenant: . rip-::V-F11 n' Address: 4y Address: .b4 t'4 ,el& el 'XZ) eAN Sienat ,ifred: Date: Signat "uired: Date: .20 I2tIb For City Use Only- Date Received: Received by: Findings and decisions of the Enforcing Official: i Findings General Unreasonable Hardship Exception request is approved based on Section 1 113-202.4 of the California Building Cdle. Access features listed in part A of this form shall be provided as part of this permit. Specific Exception(s) request is approval based on Section(s) All other access features shall be provided as specified in the California Building Code. Ratification required. This decision must be ratified by the Board of Building Appeals and Advisors. An application must he completed and a filing fee paid before the board can hear the request. Rcquest denied, If you disagree with this determination"you may seek an appeal through the Board of Building Appeals and Advisors. An application must be completed and a riling fee paid before the hoard can hear the request. Name of enforcing official Please Prini Signature of enforcing official Date SAN DIEGO REGIONAL OFFICE USE ONLY HAZARDOUS MATERIALS I RECORD ID IPLAN CHECK # QUESTIONNAIRE BP DATE Business Name - - - Business Contact F 2 cc, ççO4ft Telephone # rW 2X (4)II Project Address City State Zip Code I APN# Mailing Address City State Zip Code Plan File# Project Contact Applicant E-mail Telephone # rhe following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for proiects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases 6. Oxidizers 10. Cryogenics Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials Flammable Solids 8. Unstable Reactives 12. Radioactives Call (858) 505-6700 prior to the issuance of a building permit Corrosives Other Health Hazards None of These, If the answer to any of the Diego, CA 92123. FEES ARE REQUIRED. Project Completion Date: Expected Date of Occupancy: YES - (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 ' Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 ' Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 pounds and/or 200 cubic feet? Y' . ill your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CalARP Exempt Date Initials o CalARP Required Date Initials E) CalARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcom(5sdcounty.ca.gov (858) 586-2650). [*No stamp required if Qi Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify 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; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO. 0 ill the project disturb 160 square feet or more of existing building materials? EM' Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 EV (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 "(ANSWER ONLY 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 Ij3/ Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdaDcd.org/info/facts/perrnits.odf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the projector associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: I Briefly describe proposed project: I declare under penalty óI]ury"that to the best of my knowledge and beli are herein are true and correct. 6 /11/ / Name of Owner or Authorized Agent Sianature of 0 ut orize ent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR occupcy RELEASED FOR OCCUPANCY COUNTYNMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD A stamp in this DOX only exempts ousinesses Irom completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division ENONA INDUSTRIAL WASTEWATER DISCHARGE PERMIT AUTHOWY SCREENING SURVEY Date________ Business Name Street Address 2Z> 4 j -tO Email Address Address Co ol? c2. JA UA flT s . (Y PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) 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 / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Fifiishifij 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): Descripti6n of operations generating Wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal/ day): -)c- List hazardous wastes generated (type! volume): Date operation began/or will begin at this location: Have you applied for a Watewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, When: Site Contact Title Signature Phone No.____________________________ ENCINA WASTEWATER AUTHORITY, 6200 Avénida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (76.0) 476-9852 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 12/13/2017 Permit Permit No: PREV2017-0057 www.carlsbadca.gov Job Address: 264 Carlsbad Village Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Completed Parcel No: 2032321600 Lot #: Applied: 03/30/2017 Valuation: $0.00 Reference #: Issued: 04/11/2017 Occupancy Group: Construction Type: Finaled: # Dwelling Units: Bathrooms: Inspector: Pvork Bedrooms: Orig. Plan Check #: C9163216 Plan Check #: Project Title: Description: FRESCO TRATTORIA: REVISE STRUCTURAL STEEL TO SAFE PARAPET // INCREASED FOOTING Applicant: Owner: S GEORGE GILLI DINITTO PROPERTIES INC 264 Carlsbad Village Dr 619-306-2289 CARLSBAD, CA 92008 760-720-3737 MANUAL BUILDING PERMIT FEE S -, $107.50 Tdtal Fees: $ 107.50 Total Payments To Date: $ 107.50 Balance Due: $ 0.00 / / it City of Carlsbad PLAN CHECK REVISION Development Services Building Division APPLICATION 1635 Faraday Avenue B-I 5 760-602-2719 www.carIsbadca.gov Plan Check Revision No. P(E1Ot7-00 Original Plan Check No. Project Address ;69 (.y ktod Il a Date 3/ ?/ Contact ___ Ph g4 3+L,_6O? Fax Email JAJt •C,yy1 Contact Address _6 (( City_(oU4LXQ Zip q General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: tst Plans Calculations Soils Energy Other____________________________ 2. Describe revisions in detail .. 3. List page(s) where each revision is shown 4. List revised sheets that replace 'existing sheets . . 5 5 Does this revision, in any way, alter the exterior, of the project?, Yes No Does this revision add ANY new floor area(s)? - fl Yes Does this revision affect any fire related issues? F1 Yes Is this a complete set? Yes No Signature T-D cb€k 1635 Faraday Avenue, Carlsbad, CA 92008 Eb: 760-602- 2719 E: 760-602-8558 Email: buiiding@carlsbadca.gov wwwcarlsbadcagov EsGil Corporation In (Partners/lip with government for Builüng Safety DATE: 4/10/17 JURISDICTION: City of Carlsbad PLAN CHECK NO.: PREV2017-0057 SET: I PROJECT ADDRESS: 264 Carlsbad Village Drive IJ APPLICANT. 0 JURIS. 0 PLAN REVIEWER 0 FILE PROJECT NAME: Fresco Trattoria Restaurant Revision to Structural The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are rsolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on theencIosed check list and should be corrected and resubmitted for a complete recheck. Lii The check list transmitted herewith is for your information The plans are being held at EsGil Corporation until corrected plans are submitted for recheck Lii 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 El 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 LI] REMARKS: By: Doug Moody. Enclosures: EsGil Corporation E GA Eli EJ LI MB LI PC 4/3/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 4 (858) 560-1468 • Fax (858) 560-1576 PIP City of Carlsbad PREV2017-0057 4/10/17 fDO NOTPA Y— MIS IS NO TAN INI'OICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: PREV2017-0057 PREPARED BY Doug Moody DATE 4/10/17 BUILDING ADDRESS: 264 Carlsbad Village Drive ' BUILDING -OCCUPANCY: A2 - BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg Mod.' VALUE ($) Revision -. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IByOrdinance Bldg Pirmit Fee by Ordinance IV I Plan Check Fee by.,;rdinance I Type of Review D Complete Review fl Structural Only U - 0 Other 0 Repetitive Fee Repeats 0}IourIy 1 Hr @* EsG1I Fee $86.00 - - I $86.00I * Based on hourly rate - - Comments Sheet 1 of 1 macvalue doc + t1r*1 Inc. March 28, 2017 San Mina Engineering, www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 RENOVATION STEEL POST ANALYSIS ] FOR 8 ELMERINDA DINITTO - 264 CARLSBAD VILLAGE DR. CARLSBAD, CA 92008 Page 1 of , - ,I) '.: a'- PREV20I710057 264CARLSBADVILEAGE:DR. FRIESCOJRATTORIAI REVISE STRUCTURAL1 STEEL- TO -SAFE PARAPET//INCREASED FOOTING' . L.-/a • I r - - ,- 2032321600 CB16th16 £ -9 3/3O/2O17 'PREV2O17OO57 M San Mina' Engineering, Inc. March 28, 2017 ENIRBIIg www.sanininaen.cQrn 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 RENOVATION STRUCTURAL ANALYSIS FOR ELMERINDA DINITTO 264 CARLSBAD VILLAGE DR. CARLSBAD, CA 92008 ((No. C64449 Exp. 7 OF Page 1 of San Mina Engineering, Inc. March 28, 2017 ENwwi www.sanminaeng.com 24310 Moulton Pkwy, Ste; 0-105, Laguna Hills, CA 92637 Project No. 16-7219 I Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 TABLE OF CONTENTS I I SUBJECT PAGE Design criteria and loads ........................ I Wind analysis............................................. Steel Post analysis ............................. I i 1 I I I I I I I I I I Page 2of3 M San Mina Engineering, Inc. March 28, 2017 Etwwi www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866).549-3967 DESIGN CRITERIA: DESIGN METHOD: Structural design of elements and connections performed with Allowable Stress Design methodology, except where noted otherwise. The principles of engineering mechanics were used to design flexible diaphragms. Strength Design was used to design concrete elements. The structure additioh and interior renovation are designed as self- supporting. Allowable stresses given in International Building Code (IBC) tables, Simpson Company Product Literature, and other proprietary product literature that relates to hardware and connectors utilized in gravity, wind, and earthquake resisting systems have been utilized at full tabulated values, unless noted otherwise. Adjustments to design values were made to reflect duration of load, member size, stability, tributary area and restraint at supports. LATERAL LOADS - WIND-.The structural system is designed for wind pressures acting from any direction upon projected vertical or horizontal surfaces utilizing the Projected Area Method. Design wind pressures were determined based upon the following: 3 second gust speed at 85 mph wind = v3s, Exposure B, at 33 feet height. Occupancy Category = II. I I Page 3 of 3 I I L 5/f I ,cr' 57'eI f&5/ I I : /OX I ° o- I Amgad Benjamin, PE Project Title: San Mine Engineering, Inc. ' . Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project D.escr: Laguna Hills, CA 92637 (949)446-1417 . ... . . - Printed: 28MP2OI7, 8:18PM fenJL. Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Steel Secon Name: TS6x6x3I8 Overall Column Height 18.50 It Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 36.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29000.0 ksi Lu for X-X Axis buckling :9.5 ft. K = 1 Y-Y (depth) axis: Fully braced against budding along Y-Y Axis Service applied calculations. _loads _entered. _Load _Factors _will _be_ _for Column self weight included: 541.84 lbs * Dead Load Factor BENDING LOADS... Lat. Uniform Load from 9.0->18.0 ft creating Mxx, W= 0.110 k/ft Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.2675 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.60W+H Top along X-X 0.0 k Location of max.above base 0,0 It Bottom along X-X 0.0 k At maximum location values are... - Top along Y-Y 0.0 k Pa: Axial 0.5418 k Bottom along Y-Y 0.990k Pn I Omega : Allowable 152.523 k Ma-x: Applied • -8.019 k-ft Maximum SERVICE Load Deflections... Mn-x/Om a . Omega: .Allowable 30 180 k-ft Along Y-Y 1.825 in at 18.50ft abovebase for load combination:W Only Ma-y: Applied ..0 0 k-ft Mn-yl Omega: Allowable 30.186 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio = 001328 : 1 Load Combination +D+0.60W+H - Location of max.above base 0.0 ft At maximum location values are.. Va : Applied 0.5940 k Vnl Omega: Allowable 44.716 k Fa ioR k Maximum Axial + Bending Stress Ratios ' Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 9041 -0.004 PASS 0.00 ft 0.000 PASS 0.00 ft s0+L#I 0.004 PASS 0.00 ft 0.000 PASS 0.00 It 0.004 PASS 0.00 ft 0.000 PASS 0.00 ft 0+S#1 0.004 PASS 0.00 ft 0.000 PASS 0.00 It +0.+.0.75OLr0.750L41 0.004 PASS 0.00 It 0.000 PASS 0.00 It 4040.750L+0.750S41 0.004 PASS 0.00 ft .0.000 PASS 0.00 ft .+0.0.60W41 0.267 PASS 0.00 ft ..0.013 PASS 0.00 It 0.004 PASS 0.00 ft 0.000 PASS 0.00 It '40+0.750Lr40.750L-'0.450W#1 0.201 PASS 0.00 It 0.010 PASS 0.00 It +040.750L+0.750S40.450W+H 0.201 PASS 0.00 ft 0.010 PASS 0.00 It '00.750L'+0.750S90.5250E#i 0.004 PASS 0.00 ft 0.000 PASS 0.00 ft .60D9060W9060H 0.26.7 PASS 0.00 It 0.013 PASS 0.00 ft 0.60D+O.70E+0.60H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft Note Only non zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base I I Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. . Engineer: I Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949)446-1417 P!lntod:28 MAR 2O17, 8:18PM 2W V1.110 YAP.RFMCM #: KW-06006703 Description: Steel post supporting parapet Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination © Base @ lop © Base © Top @ Base 4O+t+H k k 0.542k +044j+H k k 0.542k +O+SsH k k 0.542k +o+0.750L0.750L+H k k 0.542 k +040.750L40.750S41 k k 0.542 k 4040.60WIH k 0.594 k 0.542 k iO+0.70E...H k k 0.542k +D+0.750Lr+0.750L+0.450W4l k 0.446 k 0.542 k +040.750L40.750S40.450W+H k 0.446 k 0.542 k +040.750L40.750S40.5250E+H k k 0.542 k 40.60D+0.60W40.60H k ' 0.594 k 0.325 k -iO.60D+0.70E+0.60H k k 0.325 k DOnly k k 0.542k LrOnly k - k k LOnly k k k SOnly k ' k k WOnly k 0.990 k k EOnly k k k HOnly ' k k k - 'r-- xi m m_ Deflectlonsjor4Ldonbjnations.. Load Combination Max. X-X Deflection Distance ' Max. V-V Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 It 'O4t4H 0.0000 in 0.000 ft 0.000 in 0.000 ft +IJ+141 0.0009 'in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 It - 0.000 in 0.000 ft +040.750L40.750S+H 0.0000 in - 0.000 ft 0.000 in 0.000 it +D+0.60W41 0.0000 in 0.000 ft 1.095 in 18.500 it +0+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It *O+0.750Lrs0.750L-i0.450W41 0.000O in 0.000 It 0.821 in 18.500 It +O+0.750L0.750S0.450Ws41 0.0000 in 0.000 ft - : 0.821 in 18.500 ft 00.750L40.750S+0.5250E4I 0.0006 in 0.000 ft - 0.000 in 0.000 It .0.60D.0.60Ws0.60H 0.0000 in 0.000 ft 1.095 in 18.500 ft +0.60D+0.70E*0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft O Only 0.0000 in 0.000 ft 0.000 in 0.000 It Li Only 0.0000 in 0.000 ft 0.000 in 0.000 it L Only 0.0009 in 0.000 ft 0.000 in 0.000 It S Only - - 0.0000 in 0.000 - ft 0.000 in 0.000 ft WOnly 0.0009 in 0.000 it - 1.825 in 18.500 it E Only 0.0000: in 0.000 ft 0.000 in 0.000 It H Only 0.0000 - in, 0.000 it 0.000 in 0.000, It I Amgad Benjamin, PE Project Title: - San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949)446-1417 Printed: 28 MAR 2Ol7. 8:18PM Licensee: SAN MINA ENGINEERING INC. 20 Lic. # KW-06006703 Description: Steel post supporting parapet I Ir$eI11 TS6x6x3!8 - Depth = 6.000 in lxx 41.60 A4 J 68.500 mM Web Thick 0.000 in Sxx 13.90 inA3 Width 6.000 in I R xx 2.270 in Wall Thick 0.375 in Zx 16.800 inA3 Area 8.080 in A2 I yy 41.600 inA4 - Weight 29.289 pIt S , .13.900 inA3 I Ryy 2.270 in - Ycg 0.000 in I I I I I I I I H-' I I I I 'I Amgad Benjamin, PE Project Title:' I San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949)446-1417 PunIsh: 28 MAR 2017, 8:19PM .JUIr Calculations per ASCE 7-10 V: Basic Wind Speed per Sect 26.5-1 A, B or C 85.0 mph Roof Rise:Run Ratio 4:12 Occupancy per Table 1.5-1 Il All Buildings and other structures except those listed as Category I, Ill, and IV Exposure Category per 26.7 Exposure B MRH:MeanRoofl- teight 18.0 It Lambda: per Figure 28.6-1, Page 305 1.00 Effective Wind Area of Component & Cladding 10.0 ft52 Roof pitch for cladding pressure 0 to 7 degrees User speôified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD: Least Horizontal Dimension ft a max (0.04 LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.00 ft max (0.04 * LHD, 3, min(0.10 LHD, 0.4*MRH)) Minimum Additional Load Case per 28.4.4 16 PSF on entire vertical plane Horizontal Pressures. Zone: A = 26.60 psf Zone: C =. ' 17.70 psf Zone: B = -10.00 psf Zone: 0 . -10.00 psf Vertical Pressures. . Zone: E = -23.10 psf Zone: 0 = -16.00 psf Zone: F = -16.00 psf Zone: H = -12.20 psf Overhangs... Zone: Eoh -32.30 psf Zone: Goh -25.30 psf Design Wind Pressure =Lambda Kit * Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 10.000 psf Minimum Additional Load Case per 28.4.4 = 16 PSF Negative: -21.800 psf on entire vertical plane Roof Zone 2: Positive: 10.000 psf Negative: -36.500 psf Roof Zone 3: Positive: 10.000 PSI Negative: -55.000 psf Wall Zone 4: Positive: 21.800 psf Negative: -23.600 psf Wall Zone 5: Positive: 21.800 psi Negative: -29.100 psf Roof Overhang Zone 2: -31.400 psf Roof Overhang Zone 3: -51.600 psI lLcity Carlsbad Print Date: 10/11/2018 Permit No: PREV2017-0078 Job Address: 264 Carlsbad Village Dr Permit Type BLDG Permit Revision Work Class Commercial Permit Revi Status Closed Finaled Parcel No: 2032321600 Lot #: . Applied: 04/26/2017 Valuation: $0.00 Reference #: lsued: 11/14/2017 Occupancy Group: Construction Type Permit 10/11/2018 Finaled: # Dwelling Units: Bathrooms: Inspector: PYork Bedrooms: Orig. Plan Check#: CB163216 Final Plan Check U: inspection: Project Title: Description: FRESCO TRATTORIA: CHANGE WINDOW FOR DOORS //ADD HAND SINK 1/ LIGHT FIXTURES I/ADD FIRE PIT & PIZZA OVI Applicant: Owner: GEORGE GILLI DINITTO PROPERTIES INC 264 Carlsbad Village Dr 619-306-2289 CARLSBAD, CA 92008 760-720-3737 FEE AMOUNT FIRE A-2 & A-3 Occupancies - TI - . . $609.00 MANUAL BUILDING PERMIT FEE $215.00 Total Fees $ 824.00 Total Payments To Date $824.00 Balance Due $0.00 Building Division . 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-6022700 I 760-602-8560 f I www.carlsbadca.gov City of PLAN CHECK REVISION Development Services Building Division Cail ch APPLICATION 1635 Faraday Avenue 3LJI_U. B-I 5 760-602-2719 www.carlsbadca.gov Plan Check Revision No. Original Plan Check No. L..OLO -D Project Address 24 -17 IU'Px - Date_______________ Contact Ph .t'\ Fax Email L\nO) ContactAddress_''I ' "- City Zip General Scope of Work-1-900f- C44'411c~ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations Soils Energy El Other________ 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existingsheets c voog- WW -Azl %4j 7 g-4-g 7çç (1)4izøJ Does this revision, in anyway, alter the exterior of the project? '1 Yes No Does this revision add ANY new floor area(s)? Yes J' No Does this revision affect any fire related issues? Yes No S. Is this a complete set? Yes Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 76Oô2- 2f9 Fax: 760-602-8558 Email7builcling@cartsbadca.gov www.carlsbdca.gov 1•. EsGul Corporation In cPartners flip with government for Building Safety DATE: 6/61.17 S 0 APPLICANT ,2'JURIS. JURISDICTION City of rlsijJ ( PLAN REVIEWER 0FILE PLAN CHECK NO.: 16-3216 REV.3 PREV2017-0078 SET: II PROJECT ADDRESS: 264 Carlsbad Village Drive. . PROJECT NAME Fresco Trattoria Restaurant Revision Exterior Patio LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. S 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: (by Email: . . . .5 Mail Telephone Fax in Person . . REMARKS: Applicant to slip sheet revised sheets and the engineer responsible for the Plumbing, Electrical and Mechanical plans shall provide identical plans "for construction" or cross out the note in the margin "not for bid or construction' on all sheets. . By: Doug Moody S Enclosures: EsGil Corporation S S E] GA LI EJ LI MB LI. PC 5/30/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 •. Fax (858)560-1576 EsGil Corporation In Partners/lip with government for tBui(d14g Safety DATE: 5/4/17 0 APPLICANT - ,4'JURIS. JURISDICTION: City of Carlsbad , 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: PREV2017-0078 (CB 16-3216) SET: I PROJECT ADDRESS: 264 Carlsbad Village Drive PROJECT NAME: Fresco Trattoria Restaurant Revision Exterior Patio El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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. El The applicant's copy of the check list has been sent to: El 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: George Gilli Telephone #: 619-306-2289 Date contacted.S!hl ILI (by.-d') Email: eogilliyahoo.com - ail Telephiion~eF In Person LI REMARKS: By: Doug Moody Enclosures: EsGil Corporation El GA 0 EJ 0 MB El Pc 4/27/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PREV2017-0078 5/4/17 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS JURISDICTION: City of Carlsbad USE: Restaurant ACTUAL AREA: STORIES: 1 HEIGHT: OCCUPANT LOAD: 118 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/27/17 PLAN REVIEWER: Doug Moody PLAN CHECK NO.: PREV2017-0078 OCCUPANCY: A2 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: No REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/19/16 DATE INITIAL PLAN REVIEW COMPLETED: 5/4/17 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad PREV2017-0078 5/4/17 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring two corrected sets of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil, Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Please provide a door schedule; indicate the type of hardware and reference the doors on the floor plan. Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Section 1010.1.10. All doors and gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1010.1.10 and 1010.2. When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1010 (width, swing, hardware, etc.). Section 1010.1. Provide complete plumbing plans, including: a) Provide gas line plans and calculations, showing pipe lengths and gas demands. UPC Section 1217.0 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. City of Carlsbad PREV2017-0078 5/4/17 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U.. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. City of Carlsbad PREV2017-0078 5/4/17 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN -CHECK NO.:. PREV2017-0078 PREPARED BY Doug Moody DATE 5/4/17 BUILDING ADDRESS: 264 Carlsbad Village Drive BUILDING OCCUPANCY: A2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod.. VALUE ($) Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1Cb By Ordinance Idg Permit Fe by Ordinance I I Plan Check Fee by Ordinance Fl I $215 001 Type of Review Complete Review Structural Only El Other 0 Repetitive Fee Repeats Hourly 2 Hrs @ * EsGil Fee $86.00 I $172.00I * Based on hourly rate Comments: . Sheet of 1 macvalue.doc + City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 12/13/2017 Permit Permit No: PREV2017-0090 www.carlsbadca.gov Job Address: 264 Carlsbad Village Dr Permit Type: BLDG-Permit Revision Work Class: Residential PermitRévisi Status: Completed Parcel No: 2032321600 Lot #: Applied: 05/10/2017 Valuation: $0.00 Reference #: Issued: 06/09/2017 Occupancy Group: Construction Type: Finaled: # Dwelling Units: Bathrooms: Inspector: PYork Bedrooms: Orig. Plan Check #: CB163216 Plan Check #: Project Title: Description: FRESCO TRATTORIA: STRUCTURAL CHANGES TO PROJECT - ADDING LOAD BEARING COLUMNS // CHANGES IN CALCS Applicant: Owner: GEORGE GILLI DINITTO PROPERTIES INC 264 Carlsbad Village Dr 619-306-2289 CARLSBAD, CA 92008 760-720-3737 MANUAL BUILDING PERMIT FEE $435.00 Total Fees: $ 435.00 Total Payments To Date : $ 435.00 Balance Due: $ 0.00 000r- City of PLAN CHECK REVISION. APPLICATION B-1.5 . Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PR&LvO )_7 (009D -Original. Plan Check No. C4 I ( 3Q 1lp Project Address L1 J'4 JAio bate 4 ô)_t Contact Email Contact General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans CaIculations Soils Energy Other____________________________ 2. Describe revisions in detail ( , 0 C3j 3. List page(s) where each revision is shown 4. List revised sheets that replace 'existing sheets C)_YU (._t.k 1Ck,_I __.__:1_0 ko\pYt e 'y 04P S9 Does this revision, in any way, alter the exterior of the project? fl Yes No Does this revision add ANY new floor area(s)? El Yes jj' No Does this revision affect any fire related issues? Yes NÔ Is thisa complete set? Yes No (/1 411,1A 5Signature (}-Q Wi U 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In cPartners flip with çovernmentfor Bui(ding Safety DATE: June 6, 2017 0 APPLICANT U JURIS. JURISDICTION: ãi1sbad . U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3216 REV4 (PREV2017-0090) SET: II PROJECT ADDRESS: 264 Carlsbad Village Dr. PROJECT NAME: Fresco Trattoria Structural Revisions The plans transmitted herewith have been corrected where necessary and substantially comply. with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the óheck 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: On sheet S-I, Geheral Note #3 must be revis d to reference the 2013 CBC (instead of the 2007 edition). By: Kurt Culver Enclosures: EsGilCorporation El GA fi EJ 'El MB El PC 5/30/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 / EsGil- Corporation In Partnersfiip with government for Buifding Safety DATE: May 22, 2017 U APPLICANT A JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3216 REV4 SET:I PROJECT ADDRESS: 264 Carlsbad Village Dr. PROJECT NAME: Fresco Trattoria Structural Revisions LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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: Linda DiNitto 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: Linda DiNitto Telephone #: 760-213-1691 Date contacted: 512-2.11l (by:_-) Email: contact@FrescoRestaurants.com Telephone Fax In Person Il By: Kurt Culver (for DM) Enclosures: EsGil Corporation L GA El EJ El MB [I] PC 5/16/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 •, (858) 560-1468 • Fax(858)560-1576 i Carlsbad 16-3216 REV4 May 22, 2017 GENERAL PLAN CORRECTION LIST IJURISDICTION: Carlsbad PROJECT ADDRESS: 264 Carlsbad Village Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/16/17 REVIEWED BY: Kurt Culver (for FOREWORD (PLEASE READ): PLAN CHECK NO.: 16-3216 REV4 DATE REVIEW COMPLETED: May 22, 2017 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws 'regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? L3 Yes El No Carlsbad 163216 REV4 May 22, 2017 [DONOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 16-3216 REV4 PREPARED BY: Kurt Culver (for DM) DATE: May 22, 2017 BUILDING ADDRESS: 264 Carlsbad Village Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation . Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: El Complete Review U Repetitive Fee Li Other Hourly Repeats EsGil Fee Based on hourly rate Comments: fl Structural Only 3 Hrs.@* ______ $116.00 I ___ $348.00I Sheet 1 of 1 macvalue.doc + Carlsbad 16-3216 REV4 May 22, 2017 This submittal contained only structural sheets, apparently for a future roof deck. Please acknowledge that this plan review is only, for the structural proposal. No architectural plans were provided and it is anticipated that there will be major building code problems when the architectural plans are submitted for the future roof deck. a) Additionally, those future architectural plans will need to be signed/sealed by a licensed architect or engineer. Please justify General Note #3 on sheet S-I. Sheet S-3 was not signed by the engineer. Show a continuous footing under the entire length of the new shear wall. The framing orientation isn't shown in the vicinity of the new beams, so the tributary loading used in the calculations could not be verified. Since no architectural plans were provided, the dead load used in the calculations could not be verified. However, the 12 psf dead load appears to be too light. The beam calculations use a load duration (Cd) increase of 1.25. This must be changed to 1.00 if the beams are supporting floor loads. A shear wall and Strong Wall were added to resist lateral loads, but they're oriented in the east-west direction: What about the perpendicular direction? The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver (for DM) at Esgil Corporation. Thank you. 1 San. Mina Engineering, Inc.. May 5, 20 1 17 wwws anminaeng corn 24310 Moulton Pkwy, Ste 07105, Laguna Hills, CA 92637 Project No 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 RENOVATION STRUCTURAL ANALYSIS FOR FUTURE. DECK IMPROVEMENT .RECEIVED MAY 2 5 2017 CITY OF CARLSBAD BUILDING DIVISION FOR; ELMERrN]DA DIXITTO 264 CARLSBAD VILLAGE DR, CARLSBAD, CA. 92008 -- -- ... PREV20I7-0090 264 CARLSBAD VILLAGE DR FRESCO TRATTORIA: STRUCTURAL CHANGES TO PROJECT - ADDING LOAD BEARING COLUMNS/I CHANGES IN CALCS 2032321600 CB163216 5/25/2017 Page lof9 PREV20I7-0090 ,• ---- San Mina Engneering, Inc. May 5'.26P L wwwsnicm 24310 Moulton Pkwy, Ste 0-105, Laguna Hills, CA 92637 Project No 16-7219 Phone (949) 4464416 & (949) 536-9645 Fax (866) 549-3967 SUBJECT . PAGE Design criteria and loads ........................•.. ... .... ..... .. .. References ................................................. . ... Limitation....................... .. Wind analysis ... .............. ................................ .....•. .•.. ................. Seismic analysis ... .................................... ....... .............. Shear wall analysis • ...............• Members design............................. SanMina Engineering, Inc. May 5, 2017 IVIEiiww 24310 Moulton Pkwy, Ste 0-105, Laguna Hills, CA 92637 Project No 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 DESIGN CRITERIA DESIGN METHOD: Structural design of eileffieftt8. and connections performed With Allowable Stressl Design methodology, except where noted otherwise The principles- of engineering mechanics were used to design flexible diaphragms Strength Design was used to design concrete elements The structure addition and interior renovation are designed as self- supporting Allowable stresses given in International Building Code (IBC) tables, Simpson Company Product Literature, and other proprietary product literature that relates to hardware and connectors utilized in gravity, wind, ,and earth4Uk ristingystemS .ha\'e beëñütilized, at full tabulated values, unless noted otherwise Adjustments to design values were made to reflect duration of load, member size, stability, tributary area and restraint at SUPPOrts.. Wind, analysis does not govern due to the :highest point Of main roof ridge addition is less than 231, therefore, theseismic forces action on. the building walls will govern. Due to the unavailable information of SOILS REPORT, footing was designed based on 1500 psf p.r table '1806.2 0&03C. 'VERTICAL LOADS— Roof Dead Loads (current condition) RDL = 25 psf (drywall ceiling cover + AC equipment + ceiling joists + roof concrete tile) Roof Dead Loads (future condition) RDL = 12 psf (drywall ceiling cover + AC equipment + ceilingrjoists + lightflooring). Roof Live Load (current condition) Ø psf. Deck L.L. (future condition) = 100 psf. (per ASCE44,Dining fobmg.hd..rStàurnts). Exterior wall D. L: Framing;with plywood sheathing and .stUCo 'cb'er=..17 psf. Interior wall D.L..= 7 psf. Page. 3 of 9 I .. San Mina Engineering, Inc. May 5, 2017 wwwsanniineng;com 24310 Moulton Pkwy, Ste 0405, Laguna Hills, CA 92637 Project No 16-7219 Phone (949) 446-1416 & (949.)53.6-9'645 Fax (966)549-5.0'61 LATERAL LOADS. - WIND: The- structural system is designed for pressures acting:from any direction upon projected vertical or horizontal surfaces utilizing the Projected Area Method Design wind pressures were determined based upon the following 3 second gust speed.at 85mph wind v3s, Expisure B, at. 33 feet height. Occupancy Category . IL Since the highet. point Of the newaddition is only 181, thenjt is .taso.able to asüthe that lattraidesignwill.be governed by Seismic Load. LATERAL LOADS SEISMIC: Seismic Design Requirements ar prthe 2003 NatiØhãi Earthquake Hazards Reduction Program Recommended Provisions for Seismic Regulations for New Buildingsand Other Structures,. alSo known. As '(2003 NEHRPlProvisions),. ASCE 7-10 Mi irnum:Design Loads of Buildings arid Other Sfr tUres (ACE710) ,2013 California Building-Code (2016 CBC) or (.CBC). R6.5 for new shear -walls. Cs 0.1235 Redundancy= 13 V=(1..3/1.4) *Cs.*W Sts/(RJI) *•W =0.928 *0.8031(6511) *W =0..1146*W WOth.M:tismi &.CONSTRIJCT it) N: Workrtianship is as..edtO beof average tO good quality, performed by responsible, properly licensed, and competent personnel Provisions shall be made for all adjoining construction Contractor is responsible for all job site conditions during the course of construction of this project including bracing temporary structures, shoring, protecting excavations and safety of all persons on the job site for all partially completed portions of work. Page 4 of 9 CN San M.ina Engineering, Inc. May 5,2-6f.1 24310 Moulton Pkwy, Ste 0405, Laguna Hills, CA 92637 Project N6.16-72.19 Phone (949) 446-1416 & (949) 536-9645 Fax (866):549-3967 REFERENCES: American. Institute of Architects (MA), Architectural GraDhic:Standards, 71h Edition American. iEistitüteofSteel .C.ôntruction (A!SC) -Steel Construction, Mau'al,: 8th Edition American Institute of Timber - Timber Construction ManualrdEditiri .AITC— 11.7-2004 Standard Specifications forStructural Glued Lam inäted.Timbet. Of Sowood.Species American Forest & Paper Association! American Wood Council, (AFPA/AWC) 2005 National Design Søecification for Wood COnstñictiOn- (NDS) AFPA/AWC, 2005 NDS Supplement —Design Values fOr WOOd Coñsfructióñ American Plywood Association (APA) 1997 Plywood Design Specification American Society of Civil Engineers ASCE 740. D Minimum esign Loads of Buildings and Other Structures (AsCE7-lo) Amthein, J.E., ReinfOrced Masonry Engineering 'Handbook, 4th.Editi6n Brater &.kin; Handbook of Hydulics, 6" Edition Breyer, .D.E., Design of Wood: Structures ENERCALC Engineering Softftware ENERCALC Structural Engineering Library version 6 1112 12i per, wWW.ehercalc.com ENERCALC Eiigirieering.Softwäre,.RETAIN-PRO 20.10- per www.enercalccom International Code Council (ICC) 'International Building. Code. 2009 Edition (2009 lBCor IBC). California Building COde, 2013 .Edition (2013 CBC or ICC / S K Ghosh Associates Inc 1997 UBC / 2006 IBC Structural Comparison & Cross Reference International Conference of Buildin..Officials(ICBO) - Maps:OfKiiown...Active. Fàult.Near-Source Zones.in C.A. &.Adlacent Portions of NV. National Earthquake Hazards Reduction Program (NEI-IRP) NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures (20O3 NEHRP Provisiotis). Rice,. Hoffman, Gustfson .& Goüwens,__.Strüctuiã1 Design Guide to the. ACJ Building, Code. 3' Edition Shipp John Timber Design Parts I.& II, Structural Engineering License Review Notes Structuresand Codes Institute, S.K. Ghosh..AssOciates, Inc, CodeMasier— SèismicDesign Structures and Codes Institute,S.K. Ghosh Associates, Inc, COdeMàster— Wind Désigñ Structures and Codes Institu..e• S.K. Ghosh Associates, Inc, CbdeMaster_AllowableStresslbesign forMasohry. Page 5 of 5 San Mina Engineering, Inc May 5, 2017 ir'NMEOwma corn 24310 Moulton Pkwy, Ste 0-105) Laguna Hills, CA 92637 Project No 16-7219 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 SiinpsonSttong-Tie Company, Wood Construction Connectors 2011 -l2 Catalog (2-2011 and .Catäl6C-20I.0 Simpson Strong-Tie Company Strong-Wall Shearwalls Catalog C SW09 Simpson. Strong-Tie.Anchor Systems, Anchoring and Fastening Systeris for Cncretë d. MasOnry.Cätâlog SAS-2009 United States Geological Survey (USGS) Redlands CA 7 5 minute Quadrangle (1996) USGS SpectraiResponse Acceleration Parameter calculator, per - - h:/fhqUâke.t.gOvJresearchJhazrnaps/designJ Weyerhauser Company; i-Level Forte SbftWafe; version-3.0. NO 6 o 9 San Mina Engineering, Inc. May 5, 2017 www.sanminaeng;com 24310 Moulton Pkwy Ste 0-105, Laguna Hills, CA 92637 Project No 16-7219 Phone (949)446-14-16 & (949)55&9645 Fax (866) 549-3967 LIMITATION The analysis and methodology in' thi.'report.the:based on.-field exploration, jnvesigation, the procedures per CBC 2013 and ASCE7- 10 and our understanding of the proposed construction 0.urreconiththdatiOn,:field investigation, calculation, .structural details, aid iic1usions'are intended solely for the proposed referenced development It is possible that a slight variation between existing site condition herem this Study and the actual development, therefore, should the proposed final condition changed, this report shJ1 be 're''ise'd' by" so that we may review the situations that exist and ma . ke supple dry recomr"ëndations as needed..In addition, Our firm should be notified if'.the.scope of the proposed constnictiOñ, including the.,location of the N proposed building location changes. o other representation,. express or implied, and no warranty or guarantee is included or intended by virtue of the services performed or reports, opinion, documents Or Otherwise supplied, San Mina Engineering shall not be responsible for any damage that may be caused due to any site improvement or after the site is developed including but not limited to grading improvement, landscaping improvement, other lot'improvement:or due ttheusefthe proposed building, furthermore, any alterations, modifications, or changes to any structural element shall.be consulted with San Mina.Engineering Changes in applicable or appropriate standards may also occur whether as a result of litigation, application or the broadening of knowledge, therefore, this report is indicative of only those conditions tested atthe'time of the subject investigation and 'the'.findings of'this report may b invalidated fully or partially by changes outside the control of San Mina Engineering This report is therefore subject to review and should not be relied upon after a period of two years If this report or portions 'thereof are prvided to contraCtOrs Or included in specifications, it should be understood by all, parties 'that they ate provided 'for irffOrmatioh Oñly'aiid should. be used as such This report was developed and written for Ms Elmerinda Dinitto only for the proposed development described herein Laboratory testmg, field investigation and conclusions in this 'report are'intended solely for the propOsed..referenced development. We are -not responsible for technical interpretations made by contractor, others, or exploratory information that has not been described or documented m this report Should any question arise, please contact San Mina Engineering @ 24310 Moult6n...Pkwy.#0405 Laguna Hills, CA. 92631 Tell; 949-446-1416 TABLE OF CONTENTS Page 7 of 9 e Si Xrra) O(V\ ô-°c xiz (co K t Z5 3O -t X i'i-s k XX°O \g17 K rs 406 .., Q4vtt /oc4 , frtj cj ° r0j 63 -,5 ) Us e Sec ion, ti o( ôy 0fki rMY1 r•( Iit De P I2t25k 00 Sot1. i/v cfcct$j (5 (/5c1Pi( we 131( F0k EA D,eth i3) 5e V o'\\ x \j) . rYVk+) ,(A)t be- 1,0 DeCY) 76 K 1AJ1 c0 ± ;Mj O5+ T - L4 Y eL SIci S i bc~ovj 43 Amgad Benjamin, PE San Mina Engineering, Inc. 24310 Moulton Pky. Ste. 0-105 Laguna Hills, CA 92637 (949) 446-1417 Project Title: Engineer: Project Descr: Project ID: 23 MAY 2017. 1:32PM -. File= C:\UsemtThom20DOCUME-11ENER(ALc uala ilesthnaa_CwtSoaOeo Wood Beam ENERCALC INC 1983-2017 Bwld6 112 28 Ver6 17218 Description: B-i & B-4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1 ,600.0ks1 Fc - Prll 1,350.0 psi Eminbend - xx 580.0ks1 Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.4) L(0.32) V V i We L Span =9.50ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: 0 = 0.40, L = 0.320, Tributary Width = 1.0 ft DESIGN SUMMARY IMaximum Bending Stress Ratio = 0.5171 Maximum Shear Stress Ratio = 0.264: 1 Section used for this span 6x18 Section used for this span 6x18 lb : Actual = 357.26p5i fv : Actual = 38.03 psi FB : Allowable = 690.44 psi Fv : Allowable = 144.00 psi Load Combination DL-4-I Load Combination Location of maximum on span = 4.750ft Location of maximum on span = 8.044 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio= 7215>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.037 in Ratio= 3116>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Lod Combinations - Load Combinaon Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C I CL M lb Pb V IN, F'v 0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.327 0.167 0.90 0.959 0.80 1.00 1.00 1.00 1.00 4.75 202.95 621.40 1.39 21.60 129.60 404141-I 0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.517 0.264 1.00 0.959 0.80 1.00 1.00 1.00 1.00 8.36 357.26 690.44 2.44 38.03 144.00 +0+Li4l 0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.5Oft 1 0.235 0.120 1.25 0.959 0.80 1.00 1.00 1.00 1.00 4.75 202.95 863.05 1.39 21.60 180.00 +0+S4I 0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9,50ft 1 0.256 0.130 1.15 0.959 0.80 1.00 1.00 1.00 1.00 4.75 202.95 794.01 1.39 21.60 165.60 4040.750Lr40.750L+H 0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.369 0.188 1.25 0.959 0.80 1.00 1.00 1.00 1.00 7.46 318.68 863.05 2.18 33.92 180.00 4040.750L40.750541 0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Amgad Benjamin, PE Project Title:. San Miñä Engiñeeriflg, Inc. Engineer:: Project ID: 24310 MoultonPky. Ste. O105 Project Descr. Laguna H!!ls,CA 92637 - (949) 446-1417 Load Combinaon Max Stress Ratios, Moment Values Shear Values Segment Length Span# M V C C F,', C.I. Cr Cm C t CL M fb Fb V Iv Fv Length=9.50ft 1 0.401 0.205 1.15 0.959 0.80 1.00 1.00 tOO 1.00 7.46 318:68 794.01 2.18 33.92 165:60 +O+O.60W+H 0959 0.80 1.00 1.00 1.00 1.00 OOO 0.00 0.00 0.00 Length =950ft 1 0184 0094 160 0959 080 100 100 100 100 475 20295 110470 139 2160 23040 .0+0.70E44 0.959 0.80 1.00 lOG 1.,60'1.00 0OO 0.60 o:oo 0.00 Length r9.50f1 I 0184 0.094 1.60 0.959 0.80 1.00 1.00 - too 1;00 4.75 O2.95 1104.70 19 21.60 230:40 O40 750Lr'O 750L+0 450W#I 0959 080 1 00 1.00 1.00 1 00 000 000 000 000 Length950ft 1 0.288 0.147 160 0.950 080 100 100 100 100 746 31868 110470 218 3392 23040 +0+0 750L40 750S*0 450W41 0.959 080 100 100 1.00 1.00 000 000 000 000 Lèngth'r9.50ft 1 0.288 0.147 1.60 0.959 0.80 1.00 1.00 tOO 1 '06 7.46 318.68 1104.70 2.18 33:92 230.40 +0+0.750L*0.750S*0.5250E+41 0.959 0.80 1.00 1.00 1.00 1.00 00 0.00 0.00 oob Length=950ft 1 0288 0147 160 0959 080 100 100 100 100 746 31868 110470 218 3392 23040 .60 +0.60D+0W+0.60H 0.959 0.80 1.00 1.00 1.00 1.00 '00 0.00 6.60 00o Length=950ft 1 6.110 0056 160 0959 080 100 100 100 100 285 12177 110470 083 1296 23040 40 60D+0 70E+0 6011 0959 080 1 00 1 00 1:0 0 1 00 000 000 000 000 Length-950ft 1 0.110 0.056 160 0.959 080 100 100 100 100 285 12177 110470 0.83.1296 23040 Load COmbinallon Span Max. -. Dell Location in Span Load C0iiibinäGh Max s' Dell Location in Span 404144 1 0.0366 4.785 0.0000 0.000 Support notation Far left is 91 Values in KIPS Load Combinallon Support 1 SUpport 2 Overall MAXimum 3.519 3.519 OvoialrMlNinium 1.199 1:199 +0'41 t999 1:999 .. 3.519 :3519 1.999 1:999 1.999 1.999 40*O.750Lr#0.750L+H 3.139 3:139 40o:75OL4o75os41 3:139 .i39 :40460 .1.999 1.999 40#070E*H 1.999 1.99 ++0.750Lr+0.750L+0A50W+41 3139 3.139 +040.750L+0.750S+0.450W+H 3.139 3.139 +6+0.m0L40j50s4.5250E41 3.139 3139 40.60D460w+0.6011 1.199 1.199 +0.60D+0:70E+0.6011 1.199 1.199 O Only 1.999 1.999 LrOnly LOnly 1520 1.520 SOnly WOnly E Only H Only Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Punted: 23 MAY 2017. 1:32PM Wood Beam File - CUsersTh6m1DOCUME-itENERCALC Data Filestiindac&sbad.ec6 - ENERCALC, INC. 1982017, Buildk-6.17.2.28, Description: 8-5 'coDE REIERENCES -. .. - Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,200.0ksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp Fv 750.0 psi 290.0 psi Wood Grade : Parallam PSL 22E Fl 2,025.0 psi Density 45.050pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.18) 1(1.5) V V V V 5.25x18.O Span= 15.0 ft Applied Loads Service toads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.180, L = 1.50, Tributary Width = 1.0 ft DESIGNSUMMAR.Y... . : Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.7341 Maximum Shear Stress Ratio 5.25x18.0 Section used for this span 2,035.20ps1 fv : Actual 2,772.37ps1 Fv: Allowable Load Combination 7.50011 Location of maximum on span Span # 1 Span # where maximum occurs 0.306 in Ratio= 587 >=360 0.000 in Ratio= 0<360 0.349 in Ratio= 515>=180 0.000 in Ratio = 0<180 = 0.563:1 5.25x18.O = 163.41 psi = 290.00 psi +D44H = 13.52211 = Span #1 Maximum FOrces &, Stresses for: LóadCombinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C Cr Cm C t CL M lb Fb V fu Fv 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.100 0.077 0.90 0.956 1.00 1.00 1.00 1.00 1.00 5.89 249.48 2495.14 1.26 20.03 261.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh= 15.011 1 0.734 0.563 1.00 0.956 1.00 1.00 1.00 1.00 1.00 48.08 2,035.20 2772.37 10.29 163.41 290.00 .04.r+H 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.011 1 0.072 0.055 1.25 0.956 1.00 1.00 1.00 1.00 1.00 5.89 249.48 3465.47 1.26 20.03 362.50 u4J+S4 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.078 0.060 1.15 0.956 1.00 1.00 1.00 1.00 1.00 5.89 249.48 3188.23 1.26 20.03 333.50 '0.0.750Lr+0.750L+H 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15,0 ft 1 0.458 0.352 1.25 0.956 1.00 1.00 1.00 1.00 1.00 37.53 1,588.77 3465.47 8.04 127.57 362.50 040.75OL40.750S*I 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Amgad 'Benjamin, PE San Miná EtineOririg, Inc. 24310 MOultOn Pky. Ste, 0-105 Laguna Hills, CA 92637 fO/tO Att..iAi7 Prôject title: eCL ID:' En9inëer: PIoI Project Descr: Load Cámbnation Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN i Cr Cm C C L M lb F b V fv F v Length=150ft 1 0498 0.383 115 0.956 100 100 100 100 100 3753 158877 318823 804 12757 33350 +040 60W41 0 956 1.00 1'.00 1-.00 1.00 1.00 ' 000 000 000 000 Length=15.Oft 1 0.056 0.043 1.60 0.956 tOO 100 1.00 1.00 1.00 5.89 249.48 ,445i0 1.26 20.03 464.00 +0+0.70E+H 0.956 1.00 1.00 'i:oo 1.00 'too 0.00 0.00 .0.00 0.00 Length15.0ft 1 0.056 0.043 1.60 0.956 1.00 1.00 1.00 1:00 tOO 5.89 249.48 4435.80 1.2(J '26.0 4600 0750Lr40:750L40.450W'Ft 0.956 1.00 1.00 i:ooi.00 4 6 '0.00 0.00 0.00 0.00 Length 150 ft 1 0358 0275 1.66 0956 !.60 1.60 f.00 1.0.0. 1:00 3753 1.588 . .7 . 7 443580 804 12757 46400 40. 40750L40750S'0.450W4H 0.956 too 1'.0011.00 1.001.00 0:00 0.00 0.60' 0.00 Length'150ft 1 0.358 0.275 160 0.956 100 100 100 100 100 37..53 158877 443580 804 12757 46400 4040 750L'O 750S+0 5250E*H 0.566 1 00 1 00 1 00 1 00 1100 000 000 000 000 Lëngth=15.0ft 1 0.358 .27 05 1.60 0:8561.00 1.00 100 1.00 100 .37.53 1,588.77 4435.80 8.04 127.57' 46.6o '0 60D+O 60W'O 60H 0956 1.00 1.00 1.00 1.00 1.00 1 000 000 000 000 'Length =15.Oft 1 0.034, 0.026 1.60 0:956 1.00 1.00 1.06 . toO 1:00 :54 149.69 445.80 06 1.02. 454.00 *0.6004070E'0.60H 0.956 1.00 tOO to ' 1.00 1.00 0.00 o:oo 0.00 0.00 Length150fit 1 0.034 0026 160 0956 100 100 100 100 1..00 354 14969 443580 076 1202 46400 My? WIMUSIN-11-11W-k-119 Load Combination .Span ''Max. - Dell Location in Span Löãd Cor'binaofl ' Max. + Dell Location in Span 404{:+l-1 1 0.3489 7.555 0.0000 0.000 Support notaon Far left is #1 Values in KIPS - Load Combination Support 1 Support'2, Overall MAXimum . 12.822 12.822 Overall MiNimum 0.943 0:943 40+H 1572 1.572 12.822 12.822 +4r+H 1.572 1.572' 1.572 1.572 +0*0.750Lr+0.750LH 10.009 10.009 4040.75oL4:8os*I 10.009 10.009 *0'0.60W'4-1 1.572 1.512 *O'0.70E'H 1.572 1.572. *00.750Lr'0.750L#0.450W+H 10:009 10.009 40.750L0.750S0.450W41 10.009 10.009 +O'+0.750L*0.750S903250E#H 10.009 io:oo '0.60D+06OW.0.60H 0.943 0.943 *0.60'0.70E40.601-1 0943 0.943 b. Only 1:572' 1.672 I-r Only LOnly 11.250 11.250 S Only' W Only E'Only H Only Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID: 24310 Moulton Pky. Ste. 0-105 Project Descr: Laguna Hills, CA 92637 (949) 446-1417 Pnnted: 23 MAY 2017, 1:32PM -W : : '. -.. File ClusesiThomasUOCUME-1ENERCALCData Ftteslkndacartsbad.ecb oo earn EMERCALCi INC 1902017 Buil&6 17228 Ver6 172.28 Description: B-3 cOEkEFEk TT T Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,200.0ksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.6) L(0.36) V V V Density 45.050pcf 5.25x16.0 Span 7.50 ft Applied Lads . :. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.60, L = 0.360, Tributary Width 1.0 It DEffGfiSUMMARY TI*h Maximum Bending Stress Ratio = 0.1281 Maximum Shear Stress Ratio = 0.148 : 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb:Actual = 371.51 psi fv:Actual = 42.91 psi FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination +D4.+H Load Combination 404.+H Location of maximum on span = 3.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span If where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 13763 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.018 in Ratio = 5023>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C I Cr Cm C t CL M fb F'b V fv F'v 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 7.50 ft 1 0.090 0.104 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 2610.00 1.53 27.24 261.00 DL4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.128 0.148 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 371.51 2900.00 2.40 42.91 290.00 +04.rdl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.065 0.075 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 3625.00 1.53 27.24 362.50 +1)+341 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.071 0.082 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.40 235.90 3335.00 1.53 27.24 333.50 4040.750Lr40.750L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.093 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.30 337.61 3625.00 2.18 38.99 362.50 040.750L0.750S*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Amgad Benjamin, PE San Mina Engineering, Inc. 24310 Moulton Pky. Ste. 0-105 LaUna Hilts, CA 92637 (9491446-1417 Project Title:. Enineer: Project Déscr Project ID: LoOd COthbiâlion Segment Length Spanf Max Stress Ratios M V Cd CFN C1 Cr Cm ....t....CL Moment Values M fbPb V Sheir. Values fv Fv Length=7.50ft 1 0.101 0:117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 630 337.61 3335.00 .2.18 38.99 333.50 'OfO 60W'+t 1.006 1.00 1.00 1'.00 1,.00 1.00 000 000 000 000 Length =7.50ft 1 b051 0.059 1:60 1.0001.00 too too 1.60 1.00 4.40 235.90 4640.00 1.3 1.24 464:00 O+0.70EH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=750ft 1 0.651 0059 1.6.0 1.006 100 100 100 100 100 440 23590 464000 153 2724 46400 .O+0.750Lr4O.750L0.450W+H 1.000 1.00 1.00 1.00 i.Op 1.00 :oo 0.00 . O.00 o:oo Lèngth7.50 ft' 1 0.073 0.084 1.60 1.000 1.00 1:00 1.00 1.00 1.00 6:30 337.61 4640.00 2.18 38:99 .464.00 +0+0 750L.0 750S.0 450W+H 1.000 1.06 100 1.00 1.00 1.00 000 000 000 000 Length =7.50ft 1 0.013 0.084 1.60 1.000 1:00 1.00 1.00 1.00 1.003O 3i.61 4640.00 2.1e 38.99 464.00 7501-*0 750S+0 5250Es+4 1 o000 1.00 1.00 1.00 1.00 1.00 000 000 000 000 Length =.7.501t 1 0.073 0:084 1.60 1.000 too ..:oo too i.00 1:00 . 6.30 331.61 4640:00 2.18 39 454:00 +0.60D+0:60w0.60H 1.000 1.00 tOO 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length 75Oft 1 0.031 0035 160 1.000 100 100 100 100 100 264 14154 464000 092 1635 46400 +060D+07OE4060H 1.000 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =750ft 1 0031 0035 160 1.000 100 100 100 100 100 264 14154 464000 092 1635 46400 . L0adCbmbination Span Max. Dell Location in Span Load Combination . Max. + Dell Locationin Span +O+14-H 1 0.19 3177 . 0.0000 0.000 Support notation Far left is #1 Values in KIPS In Load Combination Support 1 Support 2 Overall MAXimum 3.699 3.699 Overall MiNimum 1.350 1.350 iO+H 2.349 2.349 +O+L+H 3.699 3:699 2.349 2:349 2:349 2.349 +0+0:75oLr*0.75oL+H 3.361 3:361 00:750L0.75osH 3.361 3.361 +0+0.60W+H 2.349 2:349 2349 2349. +0750Lr.0.7501-+0.450W4l 3.361 3361 150L.0:150s+0A50W+H 3.361 3.361 0+0.7501,+7508+0.5250E-e1 3:361 3.361 +0.600+0.60W+0.60H . 1:409 1.409 40:60D40.10E+0.60H 1.409 1.469 DTOnIy 2.349 2.349 LrOnly . . LOnly 1.350 1:350 S Only WOnly EOrily H Only Amgad Benjamin, PE San Mina Engineering, Inc. 24310 Moulton Pky. Ste. 0-105 Laguna Hills, CA 92637 (949) 446-1417 Project Title: Engineer: Project Descr: Project ID: Piinte 23 cod Beam hle=L)uses(lflomaS ENI Description: 8-2 Ver.6.17.2.28 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr 2,900.0 psi Ebend-xx 2,200.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv Ft 290.0 psi 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.41) L(0.21 V * V 5.25*16.0 Span 7.50 ft Applied 'Loads ::.:: :• - '. Service loads entered. Load Factors will be applied for calculations. Uniform Load: D =0.410, L =0.20 Tributary Width = 1.0 ft bEsIGN SUMMARY...-:- Maximum Bending Stress Ratio = 0.0791 Maximum Shear Stress Ratio = 0.092 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb : Actual = 229.77 psi fv: Actual = 26.54 psi FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination '4J-'-L+H Load Combination 404.4-4-I Location of maximum on span = 3.750ft Location of maximum on span = 6.186 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 24775 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.011 in Ratio = 8123>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Force's' & Stresses for Load Cornbiflatiôns-' Load Combination Max Stress Ratios Moment Values Segment Length Span# M V C CFN C1 Cr Cm C t CL M lb - +0Fl 1.000 1.00 1.00 1.00 1.00 1.00 Length =7.50ft 1 0.059 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 +0*L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =7.50ft 1 0.079 0.092 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.29 229.77 40-fLr-*t 1.000 1.00 1.00 1.00 1.00 1.00 Length =7.501t 1 0.043 0.049 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 0+S#I 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.046 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.88 154.44 00.750Lr'0.750L4I 1.000 1.00 1.00 1.00 1.00 1.00 Length =7.50ft 1 0.058 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.94 210.94 +00.750L0.750S'+I 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.063 0.073 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.94 210.94 Shear Values Pb V lv F'v 0.00 0.00 0.00 0.00 2610.00 1.00 17.84 261.00 0.00 0.00 0.00 0.00 2900.00 1.49 26.54 290.00 0.00 0.00 0.00 0.00 3625.00 1.00 17.84 362.50 0.00 0.00 0.00 0.00 3335.00 1.00 17.84 333.50 0.00 0.00 0.00 0.00 3625.00 1.36 24.36 362.50 0.00 0.00 0.00 0.00 3335.00 1.36 24.36 333.50 Anigad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Project ID; 24310 Moulton PkySte. 0-105 Project Desçr: Laguna Hill5, CA 92637 (949)446-1417 Description: B-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M v C C FN C Cr Cm C CL M lb F b V fv F v +6'6.60W41 1.000 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=750ft 1 0033 0038 160 1000 100 100 100 100 100 288 15444 464000 100 1784 46400 +0+070E+H 1000 100 100 100 00 100I.,00 000 000 000 0 00 Length:7.50ft 1 0.033 0.038 1.60 1.000 1.00 ioo 100 1.00 1.00 2.88 154.44 4640.00 1.00 17.84 464.00 +0+0 750Lr+0 750L40 450W*t 1,000 1.00 1.00 1.00 1.00 1 00 000 000 000 000 Length7;50ft 1 0.045 0.053 1.60 1.000 1.00 1.00 1.00 1.00 tOO 34 210.94 4640.00 06 '2,4.36' 44.00 4o.75oLo:75os+0.45ow+H 1.000 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =L50fI .0.045 0.60 1.60 1.000 i:oo 1.00 1.00 1.00 100 3.94 194 4640.00 1.36. .2436 0 +0+0.75oL4o:750s40.525oE4H 1.000 1.00 i.06 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=750ft 1 0045 0053 160 1000 100 100 100 100 100 394 21094 464000 136 2436 46400 +O.60b+o6bW+o.60H 1.000 1.00 1.00 i:oo 1.00 100 0.00 0.00 0.00 0.00 Length....501 1 0.020. 0.023 1;60 1.000 1.00 1.00 100 1.00 1.00, 1.73 92.66 4640:00 060 1070 464.00 +0 600+0 70E+0 60H 1 000 1.00 1;60 1 00 100 -1.00 000 000 000 000 Lenath=750ft 1 0:020 0.023 1.60 1:000 1.00 1.00 1.00 1.00 1:00 1.73 92.66 4640:00 0.6 0:7o 464.00 Load Combinaioh Span Max. - Dell LOCà6brt in Span Load Combination Max: + ueii LOcallofl in zipan 404(+H 1 0.0111 1777 0.0000 0.000 Support notation Far left is #1 Values in KIPS- Load COmbination . Support 1 Support 2 Overall MAXrnum 2288 2.288 Oerell MlNfriün 0.750 0.750 1.538 1.538 2188 .2.288 1.538 1.538 1.538 1.538 +0+0.750Lr+0750L*4J 2.100 2:100 +0+0.750L+0.750841 2.100 2.100 +0+060W#I 1:538 1:538 1538 1.5. +0+0 750Lr+0 750L+0 450 W44 2.100 2.100 +0750L45OS+0.450WFt 2.100 2.100 +O+0.750L+0.750S+0.5250EH :i0o 2.100 +0601)60W+0601-1 0.923 0.923 +0.60070E0.601-1 0.923 o:23 O Only 1.538 1538 LrOnb' L Only 0.750 0.750 Spñly WIOnly EOnly H Only Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. .En9ineer: Project ID: 24310 Môultbn Pkyl Ste 0105 Project Déscr Laguna Hills, CA 92637 (949) 446-1417 DesciiptiOn P-i & P.2 Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE. 710 Load Combinations Used.: ASCE 7-10 Steel SectiOn Name: HS86x6x3/8 Analysis Method: Allowable Strength Steel Stress Grade Fy: Steel Yield 36:0 ksi Elastic Bendthgtodulus 2000.0 ksi Overall Column Height laO It Top & Bôttôm Fi*it lOp & BottOmPinned Brace condition for deflection (buckling) along columns: X-X (width) axis Fully braced against budding along X-XAxis. V-V (depth) axis': . FilIy braced against buckling'long YY Axis - spplied Service loads entered Load Factors will be applied for calculations Colum...self weight ihdUded :1274.058 lbs * 0eád.Load Faôtö'r AAL LOADS. ... Axial Load át10.0.ft, 0 = 2.250, L = 18.750k Bending & Shear Check Results . . PASS Max; Axiak8ending' Stress Ratio 0.1302 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H lop along X X 0 0 k LOcàbnofmàx.àbovebase 0.0 ft Bottom'along'X-X 0.0k At m ximum locãtión values are... Top along V-Y' 0.0 k Pà:'Aial 21 274 k Boltom'atongY-Y 010k Pn/omega Allowable 163 401 k Ma-x : Applied 0.0 k-fl Maximum SERVICE Load Deflections... Mn x I Omega t Allowable 28.38'3 k ft Along V Y 0.6 In at 0 Oft above base Ma-y : Applied 0.0 k-ft for load combination: .. .. . . . Mn ylomega Allowable 28.383 k ft Along XX 00 in at 0 Oft above base for loadcombination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Localionof max.äbovO base 0.0 ft AtiiiaximUin' loca.On valiies:tiie... Va:Ap1iêd 0.0 k Vn IOmega: Allowable 0.0 k h t,esiJts Maximum Axial t. Bending StressRatios Maximum Shear- Ratios Load Combinabon Stress Ratio Status Location Slress Ratio Status Location 0.015 PASS 0.00 ft 01000 PA S . .000. n 0.130 PASS 0.00ff 0.000 'ASS 0.00 ft o.o15 PASS 0.0Oft 0.000 PASS 6* 11- It +0+541 0.015 PASS 0.00 ft 0.000 . 'PASS 0.00 ft 0.102 PASS 0.00 ft 0.0, 00 PASS 00 ft +040.750L40,150S41 0.102. PASS 0.00 ft O:000 PASS, 0:00 t +040.60W41 .0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +D+O0E4H 0.015 PASS 0.00 ft 01000 PASS 0;00 ft +040 750Lr+0 750L40 450W4 0.102 PASS 0 00 ft 0.00or PASS 000 ft +O4750L'0.750S40.450W~H 0.102 PASS 0.00 ft 0.000 PASS 0.00 ft 40-10 750L-.-0 750S-.0 5250E41 0.1 PASS 0 00 ft 0 000 PASS 0 00 ft 4060040 60W-tO 60H 0.009 PASS 0.00 ft 0.000 PASS 000 ft -to600+o:70E-to.6oH 0.009 PASS 0.00 ft 0.000 'PASS 0.00 ft mom Note Only non zero reactions are listed XX Axis Reaction V V Axis Reaction Axial Reaction Load Combination @Base @tOp @Base, @Top Base' .041 . k k 2.524k U 0000 Uj 0000 U 0000 U! 00000 .'UO H U oôo:o . ÔbO0 U oo u 00000 Ii 0000 U! 0000 U 0000 U! 00000 kUO. M U 0000 U' 0000 U 0000 U! OQOOQ Au S ' 000•0 . 000.o '! 0000•0 .AIO i U 9000 U! 0000 U 00.0,0 Ui 00000 AIUOI U 0000 UI 0000 U 0000 UI 00000 AIUO 0 U 0000 U! 0000 U. 0000 U! 00000 H0900L00090 0000 ! 000:0 4. oop:o U! 00000 H09:0+M090+009:O* U 0000 UI 0000 II 0000 UI 00000 }-fr30c o~SocL 0'1OSL 0~0- 00p:o .u! 0000 II 0000 U! 00000 HMOWO+SOL01.1OS(O+Q+ 4.. 0000 UI 0000 U 0000 UI 00000 I*M0t' 0109L 0n0L O-G'- U 0000 .U! 0000 U 0000 U! 0000.0 H0L00 II 0000 U! 0.000 U 0000 U! 0000'O M090*0+ U 0000 .U! 0000 U. 0000 U! 00000 U .0000 U! 0000 U 0000 U! 00000 H1oc(otnosL0-o U 0000 UI 0000 U 0000 UI 00000 HS+0 U 0000 U! 0000 U 0000 U! 00000 I*ri~Q 9 o000 u! QQ 0000 U II 0000 U! 0000 V 0000 U! 00000 aoUasIa uopauea A A xe aouelsta uoqaaa X X XeN peoi c!uoII IUOM lUO.S t o9L9t Aiup i iuo.a )st7c'. H090oz.0009:0 H090M09:0G090 )IL8S9L . }*30sgososLo1osL" I.iiMocvo+spcL:oiocto+o+ I:L8g9L H+Movol1oEofno9L0+o+ . H.4-30L*0+0+ HMo:oo I L8S9 HS0SL010S(0G • H10S(Q'-fl09L0+0~ )! I H+0 me do! ® ase ® doj ases uoijeu!qwoo peon U0O23J j!XV UOfl3R8 S!XV kA. uopea8 sIxv.X'X AIUO:0;ON •ggg 8Wl9PP(06) L96 VO SH!H eu.ri.6e1 :J3s9 palOid. S0I-0 OIS 'd U01I99 OtC3 :01 po!oid -. :Ja9u!u3 3U1 6UUOUI6U3 eui UB5 :aflhjpalOJd 3d .u!we1Uag pe6ui AmgàdBenjaniin, PE San Mina Engineering Inc 24310 Mou1tn Pky..Ste 0-105 LaUna Hills, CA 92637 (949) 446-1417 ProjectTitle: Engineer: Project'ID: Pwject Dêscr: ik$J IJ':f1 HSS6x6x318 Depth 6.000 in lxx = 3950 inA4 Design Thick 0.349 in S xx = 13.20 in"3 Width 6.000 in R*.X . 4.20' in Wallmick = 0.375 in b 15.800' inA3 Area. = 7.580 i n A 2 I yy 39.500 ihA4 Weight 27.406 p11 Syy i.2OO in-13 ' Ryy 22801n J =. 64.600 j'14 C = 22.100 inA3 Ycg 0.000 in Amgad Benjamin, PE Project Title: San Mina Engineering, Inc. Engineer: Proiect ID: 24310 Moulton Pky. Ste. 0-105 Protect Descr Laguna Hills, CA 92637 (949) 446-1417 Printed: 6 MAY 2OI7. 720AM G - ' rite uaresvmuansuecu enera oong ENRCAt.0 INC 1983-2011 Budd617228 Ver617430 Description: Footing for P-i & P-2 Code References Calculations per ACt 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 GeneiaI'1nformatc Material Properties Soil Design Values f'c: Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.50 ft Min Steel % Bending Reinf. = Allow press, increase per foot of depth = 0.50 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 2.0 ft Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes - when max. length or width is greater than 0.20 ksf Add Pedestal Wt for Soil Pressure : No - 2.0 ft Use Pedestal wt for stability, morn & shear No - Dimensions., Width parallel to X-X Axis 3.50 ft Z Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 30.0 in Pedestal dimensions... px: parallel to X-X Axis in pz : parallel to Z-Z Axis : in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcin I-' Bandwidth Distribution Check 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required on each side of zone n/a 'Applied Loads D Lr L S W E H P: Column Load = 2.250 18.750 k OB : Overburden = ksf M-xx = - k-ft M-zz V-x = k V-z = k Bars parallel to X-X Axis - Number of Bars - 9.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 9.0 Reinforcing Bar Size = # 5 Arngad Bénjámiñ, PE San Mina Engrneenng Inc 24310 Moulton P ky.•Ste. 0-105 Laguna Hills , CA 92637 (949) 446-1417 Project Title: Engineer: Project. ID: Ptôject 0éscr Description: Footing for P1 & P-2 Mm Ratio Item Applied Capacity Governing Load Combination PASS 0.860 Soil Beang 2.077 ksf 2.413 ksf +D+i about ZZ axis PASS n/a Overturning X X 00 k ft 00 k ft No Overturning PASS n/a Overturning -U 0.0 k-ft 0.0 k-ft No ovei'tuniiiig PASS n/a Sliding X-X. 0.0 k 00 k No Sliding PASS n/a Sliding -.Z-Z 0.0 k 0.0 k No. Sliding PASS n/a Uplift 00 k 00 k No Uplift PASS 004314 Z Flexure (+X).4.088 k ft 94.750 k ft -f-1.20D-0.60L. PASS 004314 Z Ftexure ( X) 4088 k ft 94 750 k ft +1 200+1 60L PASS 0.04314. X Flexure (+Z) 4 O88 k ft 94:750 k ft +1 200+1 60L PASS 0.04314 XFlexure (-Z) 4:088 k-ft . 94.750 k-ft +1.200+1 .60L PASS n/a 1way Shear (+)) 0.0 psi 94.86 psi n/a PASS 00 1-way Shear ( X) 00 psi 00 psi n/a PASS h/a 1-way Shear (+Z) 0.0 psi 94A6 pi n/a PASS n/a i-way SheaZ) 0.0 psi 94.868 psi n/a PASS n/a 2-way Punthing 6.716 -psi 94868 psi 120D-ii.60L. Soil Bearing RotâtiOfl Axis & Xecc Zecc Actual Soil Bearing Stress® Location Actual I Allow Load Combination... ,., Gross Allowable.. (in) BOttOm, -Z TOp, *Z Left, -X Right, tX Ratio M. 0 Only 2.413 n/a 0.0 0.5462 0.5462 n/a n/a 0.226 XX+0-*l. 2.413 n/a 00 2077 2.077 n/a n/a 0.861 X-X, +D-.0.750L 2:413 A/a 0.0 1:694 1.694 A/a n/a 0.702 X,-Xi -.0.600. 2.413 n/a 0.0 '0.3277 0.3277 n/a nla 0.136 Z-Z, DOnW 2:413 0.0 n/a n/a n/a 0.5462. 0.5462 0.226 Z-Z. -'O4. 2,413. 00 n/a n/a n/a 2:077 2.077 0.861 Z-Z,+0-.0.750L 2.413 0:0 n/a n/a Na 1.694 1.694 0.702 n/a n/a 6/a 03277 03277 0.136 Flexuré Axis &Load Comb lnation . Mu Side Tension AsReqd Gvm.As Actual As Phi'Mn Status k-ft Surface inA2 . in A2. : ,nA2 k-ft X X +1.4 . OD 03938 +Z Bottom 0.648 Min Temo % 07971 94750 OK X-X. +1 400 0.3938 2 Bottom 0648 Min Temo % 0.7971 94.750 OK x-x: -i-1.20-1.601_ 4.088 -.-Z Bottom 0.648 Min Temo % 0:7971 94,750 OK M.-+1.260-0.60L 4.088 Z Bottom 0.648 Min Temp % 0.7971 94.750 OK *x +1 200+0 50L 1.509 +Z Bottom 9.648 Mm m Teo % 07971 94.750 OK X X +1 20D-.0 50L 1 509 Z Bottom 0.+648 Min Temo % 07971 94.760 OK X X +i :20D 0.3,375 +Z Bottom 0648 Mm Temo % 07971 94750 OK U; +1.20D 0.3375 Z Bottom 0.,648 Min Terno % 07971 94.750 OK X X 4.90D 02531 -~Z Bottom 0648 Mm Temp % 07971 94.750 OK X-X. +0.900 02531 Z Bottom 0.648 Min Temo% 0.7971 94.750 OK Z-Z+1.40D 0:3938 x Bottom 0.648 Mm Temp % 0.7971 94.750 OK Z-Z. '4-1.400 0.3938 +X BottOm 0:648 Mm Temp % 0.7971 94.750 OK U, +1.20D-1.60L 4.088 -X Bottom 0.648 Min Terno % 0.7971 94:750 OK Z-Z.-.-i.200+1.60L .4.088 +X Bottom 0.648 Min TOfto %. 0.7971 94:750 OK Z Z +1.20D+0 501. 1.509 X Bottom 0648 Min Temo % 07971 94.756 OK Z2;.+1.200+0.50L 1509 +X BOttom 0.648 'Min TemD'%% 0.7971 94.750 OK ZZ.+1.20D 0.3375 'X Bottom, 0.648 Min TOmo% 0.7971 94:750 OK U. -0.201)0:3375 +X Bottom 0.648 Min Temo% 0.7971 .94.750 OK. .Z2.+0.90D 02531 'X Bottom 0.648 MinTemo.% 0.7971 94350 OK Bottom 0.648 Min Temo % 07971 94.760 OK Load Combination Vu® X Vu® +X Vu @ Z Vu ® +Z Vu Max Phi Vn Vu! Phi*Vn Status +1,40D 0 00 osi 000 psi 000 psi 000 psi 000 OS! 9487 osi 000 0.00 +1 200+1 60L 000 OSi 000 Os' 000 OSi 000 OS! 000 psi 94 87 osi 000 0.00 +1 200+0 50L 0 00 OS! O.W Os' 000 Os' 000 OSi 000 psi 94 87 osi 0.00 0.00 +1.26D 0.00 psi 0.00 osi 0.00.osi 0.00 DSi 0:00 OSi 94.87 OSI 0.00 0.00 Arngad' 8enjam1n, PE San Mina Englñeeriñg, Inc. '24310 Moultöñ Pky. Ste. 0-105 Laguna Hills, CA 92637 (94) 446-1417 PthlèctTitlé: Enirer Project ID'. Project Des'cr.. Description Fooling for P-1& P-2 Load COmbination... Vu @ -X Vu @ +X , Vu @ wz. Vu +Z Vu:Max ,,,.. Phi'Vn .... Vu! Phil Vn Status +0.90D. 000 OSi 000 Os' 000 OSi 000 DSI 000 Os, 94 '87'W 000 0.00 All units k Load Combination Vu PhiVn Vu I Phl*Vn Status +1 40D 0.65 osi 169.740s1 ' 0.00341 OK +1201)+1.601- 6.72 'osi '18974osi 0'0354 1 OK 1200050L 2.48 osi 189.74 osi 0.01307 ' OK ' +1:200 055 osi 18914os1 0.002923 OK 40.90D 0.42 osi .18974 0.002192 OK' Qty of Carlsbad Print Date: 10/11/2018 Permit No: PREV2017-0295 Job Address: 264 Carlsbad Village Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Rëvisi Status: Closed - Finaled Parcel No: 2032321600 Lot if: Applied: 12/11/2017 Valuation: $ 6.00 Reference if: Issued: 03/19/2018 Occupancy Group: Construction Type Permit 10R172018 Finaled: if Dwelling Units: Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check if: CB163216 Final Plan Check if: Inspection: Project Title: Description: FRESCO TRATTORIA: ENCLOSE KITCHEN WITH GLASS OVER COUNTERS Applicant: Owner: GEORGE GILLI DINITTO PROPERTIES INC 264 Carlsbad Village Dr 619-306-2289 CARLSBAD, CA 92008 760-720-3737 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $ 225.00 Total Payments To Date : $ 225.00 Balance Due: $0.00 I.' / Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-6022700 1 760-602-8560 f www.carlsbadca.gov Address Email Address CiyG4 me K ('City of C arlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number 6 2 6 Plan Revision Number PR Project Address General Scope of Revision/Deferred Submittal: Ct7Gt I CONTACT INFORMATION: Name L I Vjck Phone Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations Soil Energy L Other 2. Describe revisions in detail 3. List page(s) where each revision is shown I. ko I Does this revision, in any way, alter the exterior of the.project? LI Yes No Does this revision add ANY new floor area(s)? • fl Yes E'No Does this revision affect any fire related issues? LI Yes No Is this a complete FQ'113 ? Yes F-] No Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In Partners flip with çovernment for cBui(ding Safety DATE: 3/2/18 0 APPLICANT —d{JRIS. JURISDICTION: City-of-Carlsba4y 0 PLAN REVIEWER .FILE PLAN CHECK NO.: 16-3216 REV 5PREV2O17-0295 : SET: Ill PROJECT ADDRESS: 264 Carlsbad Village Drive PROJECT NAME: Fresco Trattoria Restaurant Revision Kitchen Screening The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will, substantially comply with the jurisdiction's codes when minor deficiencies* identified below are resolved and checked by building department staff. 0 . 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. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Linda Telephone #: 760-213 1691 Date contacted: (b'1251 Email: hello@264fresc0.com. Mail Telephone Fax In-on REMARKS: Sheet Si (from Set II) must he áarried forward to.Set Ill. This applies to the plans already at the city. . . By: Kurt Culver Enclosures: Previously-approved. EsGil Corporation plans LI GA [I) EJ LI MB LI PC 2/27/18 •0 0 9320 Chesapeake Drive, Suite 208 •San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip with coveniment for (Building Safety DATE: 2/15/18 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-3216 REV 5 U APPLICANT JURIS. U PLAN REVIEWER U FILE SET II PROJECT ADDRESS: 264 Carlsbad Village Drive PROJECT NAME: Fresco Trattoria Restaurant Revision Kitchen Screening The plans transmitted herewith have been corrected -where. necessary and substantially comply with the jurisdiction's codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: LI EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff dud advise the applicant that the plan check has been completed Person contacted: Linda Telephone #: 760-213 1691 /Date coacted:7/(t() (byi() Email: hello@264fresc0.com •• Mail 'Telephone • Fax In Person • • LII REMARKS: • • By Kurt Culver for DM Enclosures EsGil Corporation • LI GA LI EJ LI MB L] PC 2/12/18 9320 Chesapeake Drive, Suite 208 .• San Diego, California 92123 • (858)560-1468 • Fax(858)560-1576 City of Carlsbad 16-3216 REV 1 2/15/18 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring two corrected sets of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Please provide a door schedule for the new door to the kitchen; indicate the type of hardware and reference the doors on the floor plan. NEITHER DOOR A NOR DOOR B HAVE THE REQUIRED 18" STRIKE-SIDE CLEARANCE PROVIDED. PLEASE REVISE THE PLANS. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesU No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver for DM at Esgil Corporation. Thank you. EsGil Corporation In Partners flip with government for Bui(ding Safety DATE: 12/19/17 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-3216 REV 5 PREV2017-0295 SET: I PROJECT ADDRESS: 264 Carlsbad Village Drive U APPLICANT 11-IIU RI S. U PLAN REVIEWER U FILE PROJECT NAME: Fresco Trattoria Restaurant Revision Kitchen Screening 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 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: LII 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: Linda Telephone #: 760-213 1691 Date con15acted: '1/t \ (by('L_) Email: hello@264fre5c0.com *Mail *yphon Fax In Person REMARS By: Doug Moody Enclosures: EsGil Corporation LI GA LI EJ [1 MB [I PC 12/14/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 16-3216 REV 1 PREV2017-0295 12/19/17 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 16-3216 REV 5 PREV2017-0295 JURISDICTION: City of Carlsbad OCCUPANCY: A2 USE: Restaurant TYPE OF CONSTRUCTION: VB ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: No REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/19/16 DATE INITIAL PLAN REVIEW COMPLETED: 12/19/17 FOREWORD (PLEASE READ): OCCUPANT LOAD: 118 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/14/17 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disbled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 16-3216 REV 1 PREV2017-0295 12/19/17 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1.635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City willroute the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring two corrected sets of plahs and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to-EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are.no structural changes. Business and Professions Code. 2. Please provide a door schedule for the new door to the kitchen; indicate the type of hardware and reference the doors on the floor plan. 3. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position. And where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. 4. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural support and lateral bracing of the glazed partition Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professi6ns Code. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. . I City of Carlsbad 16-3216 REV 1 :PRT20170295 12/19/17 : Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they 6rè located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 13 No U- , The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California'92123; telephone number of 858/560-1468, to perform the, plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. • r City of Carlsbad 16-3216 REV 1 PREV2017-0295 12/19/17 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-3216 REV 5 PREV2017-0295 PREPARED BY: Doug Moody DATE: 12/19/17 BUILDING ADDRESS: 264 Carlsbad Village Drive BUILDING OCCUPANCY: A2 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I $225.00I Type of Review: El Complete Review El Structural Only El Repetitive Fee Repeats El Other Hourly 2 Hrs. @ * EsGil Fee $90.00 I $180.00I * Based on hourly rate Comments: Sheet of 1 macvalue.doc + San Mina Engineering, Inc. January 25, 2018 www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 STRUCTURAL ANALYSIS KITCHEN ENCLOSURE V 'FOR FRESCO RESTUR 264.CARLSBAD VILLAGE DR. V CARLSBAD, CA 92008 No. C 64449 [xp. 0030/19 <) Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 23 AN 2018, 4:38PM [Steel Beam Er, Description : Kitchen enclosure - CO5EI.EFERECES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: IBC 2015 .... cI . ptes Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis Major Axis Bending Fy: Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi OR,pIied L9 . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D =0.010 klft, Tributary Width = 1.0 ft, (Load from window above) rLAx -. . ......... Maximum Bending Stress Ratio = 0.025: 1 Maximum Shear Stress Ratio = 0.004: 1 Section used for this span HSS2x2x3/16 Section used for this span HSS2x2x3/16 Me: Applied . 0.049 k-ft Va : Applied 0.03759 k Mn / Omega: Allowable 1.989 k-ft Vn/Omega : Allowable 9.240 k Load Combination +D+H Load Combination +D+H Location of maximum on span 2.625 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 . . Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.013 in Ratio = 4763 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Strsses for Load Combinations ________________________________ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnxlomega Cb Rm Va Max Vnx Vn0mega +D+H Dsgn. L = 5.25 ft 1 0.025 0.004 0.05: . 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+L+H Dsgn. L r 5.25 ft 1 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+Lr+H Dsgn. L = 5.25 ft 1 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 .+D+S+H Dsgn. L= 5.25 ft 1 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+0.750Lr+0.750L+H Dsgn. Lr 5.25 ft . 1 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+0.750L+0.750S+H Dsgn. L = 5.25 ft 1 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+0.60W+H . . Dsgn. L= 5.25 ft 1 0.025 0.004 0.05 -. 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+O.70E+H Dsgn. Lr 5.25 ft 1 - 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+0.750Lr+0750L+0450W+H . Dsgn. L= 5.25 ft 1 0.025 0.004 . 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+0.750L+0.750S+0.450W+H . Dsgn. L = 5.25 ft 1 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +D+0.750L+0.7505+0.5250E+H . Dsgn. L= 515 ft 1 0.025 0.004 0.05 0.05 3.32 1.99 1.00 1.00 0.04 15.43 9.24 +0.60D+0.60W+0.60H Dsgn. L = 5.25 ft 11 0.015 0.002 0.03 0.03 .. 3.32 .• 1.99 1.00 dO0 0.02 15.43 9.24 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Prnid:23JN 2018, 4:38PM Steel Beam F - DOCUME-1\ENERCA-1 FPECO-1.EC6 Ei.ERCALC, IN 133-2017, Budd:10 17.12.1F . 10.171210 Description: Kitchen enclosure Load Combination . Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn. L = 5.25 ft 1 0.015 0.002 0.03 0.03 3.32 1.99 1.00 1.00 0.02 15.43 9.24 Orall Maximum Deflections Load Combination Span Max. -" Defi Locaton in Span Load Combination Max. "+ Dell Location in Span D Only 1 0.0132 2.640 0.0000 0.000 I Vertical Reactions - - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.038 0.038 Overall MINimum 0.023 0.023 +D+H 0.038 0.038 0.038 0.038 +D+Lr+H 0.038 0.038 +D+S+H 0.038 .0.038 +D+0.750Lr+0.750L+H 0.038 0.038 - +D+0.750L+0.750S+H 0.038 0.038 +D+0.60W+H 0.038 0.038 +D+0.70E+H . 0.038 0.038 +D+0.750Lr+0750L+0450W+H 0.038 0.038 +D+0.750L+0.750S+0.450W+H 0.038 - 0.038 +D+0.750L+0.7505+0.5250E+H 0.038 0.038 +0.60D+0.60W+0.60H 0.023 0.023 +0.60D+0.70E+0.60H 0.023 0.023 D Only 0.038 0.038 LrOnly . LOnly SOnly WOnly EOnIy HOnly Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printig & Title Block" selection. Title Block Line 6 Steel Column Project Title: Engineer: Project Descr: Project ID: PrBd: 23 .IAN 2018, 4:4 IPM 1E1 :LERCA1 FRESCO-1 ECt B i, I ii 7.12. 10 nO.17.1. 1 Description Post for Kitchen enclosure Cdc Pf r r: e Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 Steel Section Name: HSS2x2x1/8 Overall Column Height 4.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 36.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis AppJid Loa& Service loads entered. Load Factors will be applied for calculations. Column sell weight included: 12.20 lbs "Dead Load Factor AXIAL LOADS... Axial Load at 4.0 if, D = 0.0550 k JESIGNSutiM, R Y Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.003711 : 1 Maximum Load Reactions.. Load Combination +D+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are . Top along Y-Y 0.0 k Pa: Axial 0.06720 k Bottom along Y-Y 0.0 k Pn/ Omega: Allowable 18.108 k .Ma-x: Applied 0.0 k-ft Maximum Load Deflections... Mn-x/ Omega: Allowable 1.049 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y: Applied 0.0 k-ft for load combination : Mn-y I Omega: Allowable 1.049 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination Location of maxabove base 0.0 ft At maximum location values are . Va:Applied . ' 0.0 k Vn I Omega: Allowable 0.0 k Load Cobination Results Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS - 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.002 PASS 0.00 ft 0.002 PASS 0.00 ft Maximum Shear Ratios. Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft Load Combination +D+H +D+L+H +D+Lr+H +D+5+H +D+0750Lr+0750L+H +D+0750L+0.7505+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.7505+0.450W+H +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H tions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k.ft My - End Moments Load Combination © Base © Base © lop © Base © Top @Base @Top @Base @lop 0.067 Title Block Line 1 Project Title: You can change this area . Engineer: Project ID: using the "Settings" menu item . Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 . Ptes:23 JAN 2o18, 4:4 IPM Steel Column - samgad\OneD4veDOCU 1\ENERCA-10ESCO-1 ELERCALC, INC. 1983-201 B,,J10.171210, Ver.1017.1 SEEM MEISEL ' Descriotion : Post for Kitchen enclosure Maximum Ractions Note: Only non-zero reactions are listed. Axial Reacion X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base . @ Base @ lop @ Base @ Top @ Base @ lop @ Base @ lop +D+L+H 0.067 +D+Lr+H 0.067 0.067 +D+0.750Lr+0.750L+H 0.067 +D+0.750L+0.750S+H 0.067 - +D+0.60W+H 0.067 +D+0.70E+H . . 0.067 +D+0.75OLr+0.750L+0.450W+H 0.067 +D+0.750L+0.750S+0.450W+I-j 0.067 +D+0.750L+0.750S+0.5250E+H 0.067 +0.60D+0.60W+0.60H 0.040 +0.60D+0.70E+0.60H 0.040 O Only 0.067 LrOnly LOnly SOnly WOnly EOnly H Only Extrenie Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base © Base @ lop @ Base @ Top @ Base @ lop @ Base @ lop at © Base Maximum . 0.067 Minimum Reaction, X-X Axis Base Maximum 0.067 Minimum 0.067 Reaction, Y-Y Axis Base Maximum 0.067 Minimum . 0.067 Reaction, X-X Axis Top Maximum 0.067 Minimum 0.067 Reaction, Y-Y Axis lop Maximum 0.067 Minimum 0.067 Moment, X-X Axis Base Maximum 0.067 Minimum 0.067 Moment, Y-Y Axis Base Maximum 0.067 Minimum 0.067 Moment, X-X Axis Top Maximum 0.067 Minimum 0.067 Moment, Y-Y Axis lop Maximum . 0.067 Minimum . 0.067 Maxirnun Deflections for Load CombinatIons Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H 0.0000 in : 0.000 It 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0750Lr+0750L+H 0.0000 in 0.000 It '0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.70E+H . 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0750L+0450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.7505+0450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.60W+060H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Engineer: Project Descr: Project ID: F - Pria: 23 JAN 201.& 41?M i. - Desuriplion : Post for Kitchen enclosure - Max imIectTT ations Load Combination Max. X-X Deflection Distance . Max. Y-Y Deflection Distance L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties : HSS2x2x1/8 Depth . 2.000 .in lxx 0.49 in14 J 0.796 inA4 Design Thick . = 0.116 in Sxx 0.49 inA3 Width = 2.000 in R xx = 0.761 in Wall Thick = 0.125 in Zx 0.584 inA3 Area = 0.840 inA2 I yy 0.486 in14 C 0.817 inA3 Weight r 3.050 pIt S yy = 0.486 in A3 Ryy = 0.761 in Ycg = 0.000 in Sketches