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Home My WebLink About1950 SILVERLEAF CIR; ; CB142118; Permit10-07-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: Building inspection Request Line (760) 602-2725 CB142118 Job Address; Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1950 SILVERLEAF CR CBAD Tl Sub Type: COMM 2550121600 Lot#: 0 $35,000.00 Construction Type: 5B Reference # LA COSTA GLEN: 3 "SAIL" TYPE PATIO STRUCTURES Status: ISSUED Applied: 08/22/2014 Entered By: JMA Plan Approved: 10/07/2014 Issued: 10/07/2014 Inspect Area Plan Check #: Applicant: KAVIN WARD OFC 1950 SILVERLEAF CIR CARLSBAD CA 92009-8428 760-704-1011 Owner: CONTINUING LIFE COMMUNITIES LLC 1940 LEVANTE ST CARLSBAD CA 92009 Building Permit $344.57 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $241.20 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $7.35 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green BIdg Stands (SB1473) Fee $1.00 HMP Fee ?? Fire Expedidted Plan Review $0.00 Green BIdg Standards Plan Chk ?? TOTAL PERMIT FEES $594.12 Total Fees: $594.12 Total Payments To Date: $594.12 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed to as "fees/exactions." You have 90 days from the date this pennit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Cartsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. THE FOLLOWING At-PROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING OENGINEERING nBUILDING OFIRE nHEALTH nHAZMAT/APCD «r C City of Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. \L^^ 2J^^ Est.Value yS.CrtrO. Plan Ck. Deposit Date f^2.z7 W SWPPP JOB ADDRESS 1*^.50 S^.tvcyUA-T dl«»- CAMJ>AA tA 92.0C? SUITE#/$PACE#/UNIT# CT/PROJECT # LOT# PHASE* # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAIME CONSTR. TYPE OCC. GROUP LA 6U*) DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESr~|». NOj I AIR CONDITIONING YES I INO I I FIRE SPRINKLERS YES I |NO| I APPLICANT NAME Primary Contact k'A\j)^ LO^»t^ PROPERTY OWNER ADDRESS ADDRESS CITY STATE ZIP CITY STATE 64 PHONE ZIP PHONE 7(t.o - ^oV- /oo I FAX EMAIL DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE CA ZIP CITY STATE ZIP PHONE PHONE FAX EMAIL EMAIL CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty ot perjury one of the following 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 perfomnance of the work for which this pennit is issued. 11 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the perfomiance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Go. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. I I Certificate of Exemption: I certify that in the perfomiance of Ihe work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attomey's fees. JS^ CONTRACTOR SIGNATURE • AGENT DATE / hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own emptoyees, 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). I, as owner of the property, am exclusively contracting with licensed contractors to constmct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [ I 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 improvemenL [^Yes I INO 2,1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed constnjction (include name address / phone / contractors' license number): 4,1 plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include 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 wort( indicated (include name / address / phone / type of work): ygS"PROPERTY OWNER SIGNATURE QAGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. NSTRUCTION LENDING AGENCY I hereby affimi that there is a construction lending agency for the performance of the work this pemiit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address PLICANT CERTIFICATION I certify that I have read the application and state that the above infonnation Is conect and that the Inforniation on the plans Is accurate. I agree to comply with all City ordinances and State law relating to building construction. I hereby authorize representative of the City of Cartsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: An OSHA pernio is required for excavations over 5'0' deep and demolitbn or constmction of stmctures over 3 stories in height. EXPIRATION: Every pemiit issued by the Buikiing Official under the provisbns of this Code shall expire by limitation and become null and vob if the building or v»rk authorized by such pemiit is not commenced within 180 days from the date of such pemnit or if the building or vaA authorized by such pemiit is suspended or abandoned at any time after the •MX\<. is commenced for a period of 180 days (Section 106.4.4 Unifomi Building Code). APPLICANT'S SIGNATURE DATE id STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email builciinq(a>carisbadca.aov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Cartsbad, Califomia 92008. C0#: (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. DEUVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL / FAX TO OTHER: ASSOCIATED CB# NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ASSOCIATED CB# NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ^eS"APPLICANT'S SIGNATURE DATE Inspection List Pennit#: CB142118 Type: Tl COMM Date Inspection Item 04/02/2015 89 Final Combo 04/02/2015 89 Final Combo 12/23/2014 18 Exterior Lath/Drywall 12/22/2014 18 Exterior Lath/Drywall 12/19/2014 23 Gas/Test/Repairs 12/19/2014 84 Rough Combo 12/09/2014 11 Ftg/Foundation/Piers 12/09/2014 31 Underground/Conduit-Wirin 12/09/2014 66 Grout 12/01/2014 11 Ftg/Foundation/Piers 11/26/2014 23 Gas/Test/Repairs 11/17/2014 11 Ftg/Foundation/Piers Inspector PB PB PY PY PY PB PB PB PB PB PB Act Rl AP CA AP AP AP NR AP AP AP AP PA LA COSTA GLEN: 3 "SAIL" TYPE PATIO STRUCTURES C^mmente AM PLEASE/ COF Friday, April 03, 2015 Page 1 of 1 A-1 INSPECTION SERVICE P.O. BOX 6084 OCEANSIDE, CA 92052 t058 REGISTERED INSPECTOR'S REPORT OF: ^gffieiNFORCED CONCRETE • PRE-STRESSED CONCRETE • REINFORCED MASONRY • STRUCT STEEL ASSEMBLY • OTHER . • HIGH-STRENGTH BOLTING • RE-BAR WLDINQ • SHOP • FIELD JOB ADDRESS , BUILDING PERMfr NUMBER PLAN RLE NUMBER OWNER OR PROJECT NAME i , ARCHITECT ENGINEER I DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE & MANUFACTURER, <WEL0-ROD, ETC.) ENGINEER ^ ^ i ) 1 GENERAL CONTRACTOR CONTRACTOR DOING REPORTED WORK INSP'N. DATE 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 & IDENTIFICATION NUMBER'S OF TEST SAMPLES TAKEN, STRUCT CONNECTIONSrWELDS MADE, H T BOLTS TORQUED, CHECKED. ETC. I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOU^D THIS WC^RK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIPNS, & APPLICABLE BUILDING LAWS. ' fTEQISTER NUMBER , , r» C.-^y SO^ I"V DATE OF REPORT A-1 INSPECTION SERVICE P.O. BOX 6084 OCEANSIDE, CA 92052 10T8 REGISTERED INSPECTOR'S REPORT OF: • REINFORCED CONCRETE • PRE-STRESSED CONCRETE jaililNFORCED MASONRY • STRUCT STEEL ASSEMBLY • OTHER , • HIGH-STRENGTH BOLTING . • RE-BAR WLDING OSHOP • FIELD JOB ADDRESS ^ . , OWNER OR PROJECT NAME , ; BUILDING PERMfT NUMBER PLAN FILE NUMBER ^•rX(^ ^l/t^r tt^ f AHCHrrECT DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE & MANUFACTURER, WELD-ROD, ETC.) ENGINEER j GENERAL CONTRACTOR •-^ CONTRACTOR DOING REPORTED WORK INSP'N. DATE 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 & IDENTIFICATION NUMBER'S OF TEST SAMPLES TAKEN, STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC. i=L I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED. AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, & APPLICABLE BUILDING UWS. SIGNATURE OR REGISTERED INSPECTOI DATE OF REPORT A-1 INSPECTION SERVICE P.O. BOX 6084 OCEANSIDE, CA 92052 1069 REGISTERED INSPECTOR'S REPORT OF: ^,01^E!NF( EINFORCED CONCRETE • PRE-STRESSED CONCRETE • REINFORCED MASONRY • STRUCT STEEL ASSEMBLY • OTHER • HIGH-STRENGTH BOLTING • RE-BAR WLDING • SHOP • FIELD JOB ADDRESS /- I I BUILDING PERMIT NUMBER PLAN FILE NUMBER OWNER OR PROJECT NAME , ARCHTTEC- DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE ft MANUFACTURER, WELD-ROD, ETC.) ENGINEER it GENERAL CONTRACTOR CONTRACTOR DOING REPORTED WORK i INSP'N. DATE 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 & IDENTIFICATK>N NUMBER'S OF TEST SAMPLES TAKEN, STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC. ,'/-/£-// I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, S^ECtgRjATIONS. & APPLICABLE BUILDING LAWS. SIGNATURE OR REGISTERED INSPECTI DATE OF REPORT EREDINSPECTQR^^ •7 REGISTER NUMBER A-1 INSPECTION SERVICE P.O. BOX 6084 OCEANSIDE, CA 92052 10T1 REGISTERED INSPECTOR'S REPORT OF: • REINFORCED CONCRETE • PRE-STRESSED CONCRETE -er^lNFORCED MASONRY • STRUCT STEEL ASSEMBLY • OTHER • HIGH-STRENGTH BOLTING • RE-BAR WLDING QSHOP • FIELD JOB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER OWN^ 0^ PROJECT NAME WNER OR PR0JEC1 ARCHfTECT' DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE & MANUFACTURER, WELO-ROO, ETC.) ENGINEER -^'H t'^e ii-/ »R J , GENERAL CONTRACTOR ^ . CONTRACTOR DOING REPORTED WORK INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS. PROGRESS. REMARKS, ETC. INCLUDES INFORMArK)N ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER TYPE & IDENTIFK:ATI0N NUMBER'S OF TEST SAMPLES TAKEN, STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC. i'r/,J/ /'^ /-f.&itfr A if-' I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS ( MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECU ISE NOTED, AND TO THE BEST OF , & APPLICABLE BUILDING LAWS. SIGNATURE OR REGISTERED INSP|^T<^^ ^3 DATE OF REPORT / REGISTER NUMBER f A-1 INSPECTION SERVICE P.O. BOX 6084 OCEANSIDE, CA 92052 1074 REGISTERED INSPECTOR'S REPORT OF: ^^EINFORCED CONCRETE • PRE-STRESSED CONCRETE /JREINFORCED MASONRY • STRUCT STEEL ASSEMBLY • OTHER . • HIGH-STRENGTH BOLTING • RE-BAR WLDING • SHOP • FIELD JOB ADDRESS l%0 S.lMfJr"^/ (\((L 'f iLJ ( 4 BUILDING PERMIT NUMBER PLAN FILE NUMBER OWNER OR PROJECT NAME ARCHITECT DESCRIBE ^^ATERIAL MIX DESIGN. R-BAR GRADE & MANUFACTURER, WELD-ROD, ETC.) ENGINEER | GENERAL CONTRACTOR ^ . lA *»n i.C'*:^\l^.i.- ' ^-7 C^nci cliy^^ if,?!,, V },n i^Ct. I\r.. CONTRACTOR DOING REPORTED WORK 7- A?*,^. /'j^'vi:;. )f^-C'h' INSP'N. DATE 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 & IDENTIFK5ATI0N NUMBER'S OF TEST SAMPLES T^KEN. STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC. \u«4i.::%. i4 v^'f^^ ^ znmr I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, & APPLICABLE BUILDING LAWS. IGNATURE OR REGISTEREOINSPBrrO] DATE OF REPORT ^^'•BAO INSPBCTION RECORD ^^^frtff ^'"'*^''_gcc?l?0 WITH APPROVED r g'/NSf^^^^me HEPT ON THE JOB f FLAf^^ mSiMQ-^m f^o^ wE^T wor^K DAY INSPECTION 0CAl^^ ^^OIWG INSPECTION CALL: 760-602-2725 0fOffBt/t^ ^^vif.Carisbarfca.gov/Building AND CLICK ON na GO T*J' \:; • CfATE: CB 142118 1950 S\LMtRit|^| RECORD COPY HG INSPECT /tf O / YES Required Prior to Requesting Buifding Final If Checked YES Planning/Landscape 760-944-8463 Allow 48 hours Date \ Inspector 1 ^ 1 CM&I (Engineering Inspections} 760-438-3891 Call before 2 pm \ Fire Prevention 760-602-4660 Allow 48 hours r / / / 11 Type of Inspection #ff mimnATmN 1 Date Inspector | 1 / f 1 Type of Inspection H'iH n CI cr»TOir» iiMi\rr»r>r»rkiiMrk n urrn EsGil Corporation Iti (Partnership witti government for (BuiUing Safety DATE: 10/6/2014 • APPLICANT • JURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 14-2118 SET: II PROJECT ADDRESS: 1950 Silverleaf Circle PROJECT NAME: Lakeside Common Patio Structure I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. XI 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXI EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mall Telephone Fax In Person XI REMARKS: O/sFhe inked note on sheet A1-01 shall be made on City II set. (at building department) 2. The gas line sizing is not part of this permitik^ity to field verify that the path of travel from the handicapped parking space to the patio ana the bathrooms serving the patio comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC 9/29 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnership witH government for (BuiCding Safety DATE: 9/2/2014 u J^ucmi ^^JURIS. JURISDICTION: City of Carlsbad ^ • PLAN REVIEWER • FILE PLAN CHECK NO.: 14-2118 SET: I PROJECT ADDRESS: 1950 Silverleaf Circle PROJECT NAME: Lakeside Common Patio Structure I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. AI The applicant's copy of the check list has been sent to: Kavin Ward I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1X1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kavin Ward Telephone #: 760-704-1011 Date contacted: ^'^3 ^'^^ '^J ^ Email: wardk(glacostaglen.com Fax #: .^all^ Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC 8/25 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 14-2118 9/2/2014 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 14-2118 JURISDICTION: City of Carlsbad OCCUPANCY: A3 USE: patio structure-outdoor dining? TYPE OF CONSTRUCTION: VB? ACTUAL AREA: 2304 sf ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: ? OCCUPANT LOAD: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/25 DATE INITIAL PLAN REVIEW COMPLETED: 9/2/2014 PLAN REVIEWER: David Yao 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 14-2118 9/2/2014 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. Bring one 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. 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: • Occupancy Classification(s) M • Type of Construction The patio structure shall be tvpe I too. Onlv one tvpe of construction for one building. The patio structure is part of common building. • Sprinklers: Yes or No 3. Provide area analysis to show the new floor area plus the existing still within the allowable floor area, (unlimited?) 4. If using the "nonseparated" approach for mixed occupancies, then Section 508.3.1 requires that the most restrictive provisions of Chapter 9 shall apply to the total nonseparated occupancy area. 5. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2013 California Building Code, which adopts the 2012 IBC, 2012 UMC, 2012 UPC and the 2011 NEC. 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 7. Show dimensioned parking layout, including any required disabled access spaces. Section 107.2. City of Carlsbad 14-2118 9/2/2014 8. The plans shall demonstrate compliance with the unique requirements for each Type of Construction. See Sections 601, 602 and 603. The following specific area(s) should be addressed: a) The columns and beams shall be Ihr. Provide construction detail of the Ihr column and beam with CBC item # or UL# or other approval to justify iL 9. A fire barrier is not required for an accessory use not occupying more than 10 percent of the area of any floor of a building, nor more than the tabular values for either height or area for such use (without height/area increases). Sections 508.2.1 and 508.2.3. Does this new floor area less than 10% of the floor area? 10. Note on the plan the fabric for the patio shall be state fire marshal approved fabric. 11. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. 12. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 13. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. 14. No structural calculation provided. Provide vertical load & lateral load calculations for framing members and footings. Section 107.2. 15. Provide gas line plans and calculations, showing pipe lengths and gas demands. 16. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. 17. To speed up the review process, please 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. 18. 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 • No City of Carlsbad 14-2118 9/2/2014 19. 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 David Yao at Esgil Corporation. Thank you. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2013 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. • REMODELS, ADDITIONS AND REPAIRS 1. 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 B-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. • Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. . COUNTERS AND TABLES 2. The tops of tables and counters shall be 34" maximum above the floor. Section 11B-904. Where a single counter contains more than one transaction station, such as a bank counter with multiple teller window or a retail sales counter with multiple cash register stations, at least one of each type of station shall be located at a section of counter that is at least 36" long and no more than 28" to 34" high. Section 11 B-904. 3. Sales and service counters shall have a portion of the counter which is at least 36" in length with a maximum height of 34 inches. Section 11 B-904.4.1. City of Carlsbad 14-2118 9/2/2014 GROUP A OCCUPANCIES 4. Provide plans to clearly show that accessible seating is provided and noted as follows, per Section 11B-221.2: a) Seating shall be provided in a variety of locations such that a choice of admission prices and sightlines is available. b) Show a minimum of accessible seats as follows; i) >4 but <26 total seats = >1. ii) >27 but <50 total seats = 2. iii) >51 but <150 total seats = 4. 5. Show that dining, banquet and bar facilities are accessible, as follows: a) An accessible route shall be provided to all functional areas, including raised/sunken areas. Section 11B-206.2.5. See possible exception. b) 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 11B-226.3. c) Accessible seating is integrated with the general seating to allow a reasonable selection of seating area and to avoid having one area specifically highlighted. END OF DOCUMENT City of Carlsbad 14-2118 9/2/2014 ^DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 14-2118 PREPARED BY: David Yao DATE: 9/2/2014 BUILDING ADDRESS: 1950 Silverleaf Circle BUILDING OCCUPANCY: U BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) patio per city 35,000 Air Conditioning Fire Sprinklers TOTAL VALUE 35,000 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance •J Plan Check Fee by Ordinance Type of Review: Q Complete Review $344.57 $223.97 • Structural Only Repetitive Fee ^3 Repeats • Other j—j Hourly EsGil Fee Hr. @ $192.96 Comments: Total Esgil fee=192.96+43(calgreen)=22iJi- Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 ww/w.carlsbadca.sov DATE: 8-25-14 PROJECT NAME: PROJECT ID: PLAN CHECK NO: CB 14-2118 SET#: 1 ADDRESS: 1950 Silverleaf Cr APN: ^ This plan check review is complete and has been APPROVED by the Division. By: Chris Sexton A Final Inspection by the Planning Division is required • Yes ^ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. • This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Chrls.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Llnda.Ontlveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • I I Dominic Fieri 760-602-4664 Dominlc.Fleri@carlsbadca.gov Remarks: PLAN CHECK BUILDING DEPT.. Comr@0|^jlconomic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 10.06.2014 PROJECT NAME: LA COSTA GLEN: Commons Patio PLAN CHECK NO: 2 SET#: 1 ADDRESS: 1950 SILVERLEAF CiR PROJECT ID: CB142118 APN: • This plan check review is complete and has been APPROVED by the FIRE Division. By: G. RYAN A Final Inspection by the FIRE Division is required ^ Yes • No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: K. Ward you may a/so have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602^610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Domlnlc.Fieri@carlsbadca.gov Remarks: See Attached PLAN CHECK PUiltDiNG DEPT. Cor^fQf^& Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.ca risbadca .gov DATE: 09.12.2014 PROJECT NAME: LA COSTA GLEN - LAKESIDE PROJECT ID: CB142118 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 6ib£0 PASCO PEL HOmz APN: • This plan check review is complete and has been APPROVED by the FIRE Division. By: G. RYAN A Final Inspection by the FIRE Division is required Yes DNo XI This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760^02-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: See Attached Carlsbad Fire Department BUILDING DEF Plan Review Requirements Category: Tl, COMM Date of Report: 10-06-2014 Reviewed by Name: Address: KAVIN WARD 1950 SILVERLEAF CIR CARLSBAD CA 92009-8428 Permit #: CB142118 Job Name: Job Address: LA COSTA GLEN: 3 "SAIL" TYPE 1950 SILVERLEAF CR CBAD Please review carefully all comments attached Conditions: CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 10/06/2014 By:GR Action: AP BUILDING DEP t Carlsbad Fire Department COPY Plan Review Requirements Category: TI, COMM Date of Report: 09-12-2014 Reviewed by: ^ /^^/T Name: KAVIN WARD Address: OFC 1950 SILVERLEAF CIR CARLSBAD CA 92009-8428 Permit #: CB 142118 Job Name: LA COSTA GLEN: 3 "SAIL" TYPE Job Address: 1950 SILVERLEAF CR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0007681 [MET] 1. Provide accurate description of project. 2. Provide a UL listing sheet for the proposed gas fire appliances. My concern is the heat flux and the cumulative effect on the canvass covers. 3. Provide CSFM listing sheet for the proposed canvass covers and drapes. Data sheets should also include information on FR treatment and degradation under UV and high heat exposure. 4. Gas valve shall not be in a ground box. Provide a gas shut-off valve above grade and in the path of access for each gas appliance or one for the entire area that is clearly marked, visible and accessible. 5. Fire Sprinklers (sidewalls) shall be extended over each building opening. Entry: 09/12/2014 By: GR Action: AP STRUCTURAL CALCULATIONS (Condominium Complex) La Costa Glen North ILU Carlsbad, County of San DIego, CA Gouvisjob No.: 63315 7/17/2014 Architect KTGY Group, Inc. 949.752.1612 4400 Campus Drive Newport Beach, CA 92660 www.gouvlsgroup.com Hayward, CA Palm Springs, CA HoXhi Minh City,J/i|tnam Mike Houshmand, Vice President C42283 Exp. Date 3/31/2016 The attached calculations are valid only when bearing original or electronic signature of Mike Houshmand, Hereon. Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Lakeside Commons Awning Engineer: Project Descr: Awning structural support 1 of 16 Proiect ID: 63315 Wood Beam Lie. # : KW-06000093 Description: BM#1;GLB Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: CBC 2013 Material Properties Analysis Method: Allowable Stress Design Load Combination CBC 2013 Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft File = C:UJs«5Vysadigh\DOCUME-1£NERCA-1\S3315-1 .EC6 BIERCAIJC, INC. 1963-2014. Build:E.14.1.28, Ver:6.14.3.31 Licensee : GOUVIS ENGINEERING 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E: Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1,800.0ksi 930.0 ksi 1,600.0 ksi 830.0 ksi 32.21 Opcf n(0,0.03) Lr(0,0.12) D(0.05) Lr(0.1) I D(0.03) Lr(1.2) i ^—t D(0.05) Lr(0.1) 6.75x18 Span = 24.50 ft 6.75x18 Span = 7.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0050, Lr = 0.010 ksf Tributary Width = 10.0 ft Varying Uniform Load: D(S,E) = 0.0->0.0050 ksf Extent = 0.0 -» 24.50 ft, Trib Width Load for Span Number 2 Uniform Load: D = 0.0050, Lr = 0.010 ksf Tributary Width = 10.0 fl Uniform Load : D = 0.0050, Lr = 0.20 ksf Tributary Width = 6.0 ft DES/GNSUMIMRV Service loads entered. Load Factors will be applied for calculations. = 6.0f1 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.667 1 Maximum Shear Stress Ratio 6.75x18 Section used for this span 1,135.01 psi fv: Actual 1,701.79 psi Fv: Allowable +D+Lr+H Load Combination 24.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.441 in Ratio = 380 -0.153 in Ratio = 1920 0.441 in Ratio = 380 -0.153 in Ratio = 1920 Design OK 0.361 : 1 6.75x18 95.79 psi 265.00 psi +D+Lr+H 24.500 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length +D41 Length = 24.50 ft Length = 7.0 ft +D+L+H Length = 24.50 ft Max Stress Ratios Moment Values Span# 1 2 Shear Values M V Cd ^ F/V Ci Cr Cm Ct CL M ft) F'b V fv FV 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.084 0.054 1.00 0.920 1.00 1.00 1.00 1.00 0.99 5.64 185.52 2207.73 1.15 14.22 265.00 0.047 0.054 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.63 86.45 1844.65 0.59 14.22 265.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.084 0.054 1.00 0.920 1.00 1.00 1.00 1.00 0.99 5.64 185.52 2207.73 1.15 14.22 265.00 Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Lakeside Commons Awning Engineer: Project Descr: Awning structural support 2 of 16 Project ID: 63315 Wood Beam Lie. # : KW-06000093 Description: BM#1: GLB Printad- 16 JUL 2014 B .'iOPM Flie = C:\Users\ysa(»ghVDOCUME-1\ENERCA-1\S3315^1.EC6 GNERCALC, MC. 1983^4, Byad;6.14.1.% V«r6.14.3.31 Licensee : GOUVIS ENGINEERING Load Combination Max Stress Ratios Moment Values CWiei«n MwMiiinrQ^^ Loads Shear Values Segment Length Span# M V Cd C F/V Ci Cr C m Ct CL M fb F'b V fv FV Length = 7.0 ft 2 0,047 0,054 1.00 1,000 1.00 1,00 1,00 1.00 1,00 2.63 86,45 1844.65 0.59 14.22 265,00 +D+Lr+H 1,000 1.00 1,00 1,00 1.00 1.00 0,00 0.00 0,00 0,00 Length = 24.50 ft 1 0,667 0,361 1.00 0,920 1.00 1,00 1,00 1.00 0.99 34,48 1,135,01 1701,79 7.76 95,79 265,00 Length = 7.0 ft 2 0,615 0,361 1,00 1,000 1.00 1,00 1,00 1,00 1.00 34.48 1,135,01 1844,65 7.76 95,79 265,00 +D+S+H 1,000 1.00 1,00 1,00 1,00 1.00 0.00 0.00 0,00 0,00 Length = 24,50 ft 1 0,084 0,054 1,00 0,920 1,00 1,00 1,00 1,00 0.99 5,64 185,52 2207,73 1,15 1422 265,00 Length = 7.0 ft 2 0,047 0,054 1,00 1,000 1,00 1.00 1,00 1,00 1,00 2,63 86.45 1844,65 0,59 1422 265,00 +D-tO 750Lr-tO750L+H 1,000 1,00 1,00 1.00 1,00 1,00 0.00 0,00 0.00 0,00 Length = 24.50 ft 1 0,513 0,278 1,00 0,920 1,00 1.00 1,00 1,00 0.99 26.51 872,87 1701,79 5,97 73.67 265,00 Length = 70 ft 2 0,473 0,278 1,00 1.000 1,00 1.00 1.00 1,00 1,00 26,51 872,87 1844,65 5,97 73,67 265.00 +D-»O.750L+O.750S+H 1,000 1,00 1,00 1.00 1,00 1,00 0,00 0,00 0.00 0,00 Length = 24.50 ft 1 0,084 0.054 1,00 0,920 1,00 1.00 1,00 1,00 0,99 5.64 185,52 2207.73 1,15 14.22 265,00 Length = 7.0 ft 2 0,047 0.054 1,00 1,000 1,00 1,00 1.00 1,00 1,00 2.63 86,45 1844.65 0,59 14.22 265.00 +D+0.60W+fl 1,000 1,00 1,00 1,00 1.00 1,00 0.00 0.00 0,00 0.00 Length = 24.50 ft 1 0.084 0,054 1,00 0.920 1,00 1,00 1.00 1.00 0,99 5.64 185,52 2207 73 1,15 1422 265.00 Length = 7.0 ft 2 0,047 0,054 1.00 1,000 1,00 1,00 1,00 1.00 1,00 2.63 86,45 1844,65 0,59 1422 265,00 +D-K).70E+H 1,000 1,00 1,00 1,00 1.00 1,00 0.00 0,00 0.00 0,00 Length = 24,50 ft 1 0,084 0.054 1.00 0,920 1,00 1,00 1,00 1.00 0.99 5.64 185,52 2207,73 1,15 1422 265.00 Length = 7,0 ft 2 0,047 0,054 1.00 1.000 1,00 1,00 1,00 1,00 1,00 2,63 86,45 1844,65 0,59 14,22 265,00 +D-K),750Lr+O,750L-tO.450W+H 1,000 1,00 1,00 1,00 1.00 1.00 0,00 0,00 0,00 0,00 Length = 24,50 ft 1 0,513 0,278 1.00 0,920 1,00 1,00 1,00 1.00 0.99 26,51 872,87 1701,79 5,97 73.67 265,00 Length = 7,0 ft 2 0,473 0,278 1,00 1,000 1.00 1,00 1,00 1.00 1.00 26.51 872,87 1844.65 5,97 73.67 265.00 +D-H),750L-K),750S+O.450W-4H 1,000 1.00 1,00 1,00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 24,50 ft 1 0,084 0,054 1,00 0,920 1.00 1.00 1,00 1,00 0.99 5,64 185,52 2207,73 1,15 14.22 265.00 Length = 7,0 ft 2 0.047 0,054 1,00 1,000 1.00 1.00 1,00 1.00 1.00 2,63 86.45 1844.65 0,59 14.22 265.00 +D-K).750L+O,750S+O,5250E+H 1,000 1.00 1,00 1,00 1.00 1.00 0,00 0,00 0,00 0.00 Length = 24,50 ft 1 0.084 0,054 1,00 0,920 1,00 1.00 1,00 1,00 0,99 5,64 185.52 2207,73 1,15 14.22 265.00 Length = 7,0 ft 2 0.047 0,054 1,00 1,000 1,00 1.00 1.00 1,00 1,00 2,63 86,45 1844,65 0.59 14.22 265,00 •tO.60D+O,60W+O.60H 1,000 1,00 1.00 1,00 1,00 1,00 0.00 0.00 0,00 0,00 Length = 24.50 ft 1 0.050 0,032 1,00 0,920 1.00 1.00 1.00 1,00 0,99 3,38 111.31 2207,73 0.69 8,53 265.00 Length = 7,0 ft 2 0,028 0.032 1,00 1,000 1.00 1.00 1.00 1,00 1,00 1,58 51,87 1844,65 0.35 8,53 265.00 +O.60D-K).70E-tO,60H 1,000 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0,00 0,00 Length = 24.50 ft 1 0.050 0,032 1,00 0,920 1.00 1.00 1.00 1.00 0,99 3,38 111,31 2207,73 0.69 8,53 265.00 Length = 7.0 ft 2 0.028 0,032 1,00 1,000 1.00 1.00 1.00 1.00 1,00 1,58 51,87 1844.65 0.35 8,53 265.00 Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span DOnly" 1 070866 8^075 LrOnly -0.1530 16.698 Lr Only 2 0.4407 7,000 0.0000 16.698 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 OverairMAXimum 1.376 14:653 Overall MINimum 0.415 2,048 DOnly 0.961 2,048 Lr Only 0,415 12,605 D+Lr 1,376 14.653 Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Engineer: Project Descr: Lakeside Commons Awning Awning structural support 3 of 16 Project ID: 63315 ASCE Seismic Base Shear Lie. # : KW-06000093 Pnmed: 26 APR 2 File = C \Usera\ysadigh\DOCUME-1\ENERCA-1\63315-M.EC6 • ENERCALJC. INC. 1963-2014, BuiU 6141.26, rtf:6.14;a31 | Licensee : GOUVIS ENGINEERING Selesmic Parameters R\s\i. Category of Building or Other Structure: Seismic Importance Factor t^Bl DEFINED Ground Mqfion Max. Ground Motions, 5% Damping : "I": Buildings and other structures that represent a low hazard to human life in the event of failure. '1 1,166 g, 0.2 sec response 0,4469 g, 1,0 sec response Site Cla««, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa&Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration Fa Fv MS = Fa * Ss Design Spectral Acceleration Seismic Design Category SwrFVSI ^ Df^ M1*^'^ 1,03 1,55 1.205 0,694 0,803 0.463 D Basic Seismic Force Resisting System .,, Response Modification Coefficient " R" = System Overstrength Factor " Wo" = Deflection Amplification Factor " Cd" WOr£' See ASCE 7-10 for all applicable footnotes. Cantilevered column systems detailed to conform to specific classification Ordinary steel moment frames Building height Limits: Category "A & B" Limit: Category "C" Limit: Category "D" Limit: Category "E" Limit: Category "F" Limit: 1.25 1.25 1.25 Limit = 35 Limit = 35 NotPermittedP-h Not PemiittedP-h Not PermittedP-i Calculations per ASCE 7-10 /lSC£7-fO, Page2, T8Wel5-1 ^SC£7-fO,Page5, Table 1.5-2 ASCE 7-10 11,4.1 ASCE 7-10 Table 20.3-1 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 ASCE 7-10 Table 11.6-1 &-2 ASCE 7-10 Table 12.2-1 RedundsmcyFador Seismic Design Category of D, E, or F therefore Redundancy Factor" p" = 1,3 Laterat Force Procedure . Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period ASC£7-fO Section 12.3.4 ASCE 7-10 Section 12.8.2 Use ASCE 12.8-7 Structure Type for Building Period Calculation : " Ct" value = 0.020 " x" value = 0.75 " Ta" Approximate fundemental period using Eq. 12,8-7 ; "TL": Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16 " Cs " Response Co^ciwit S Qg: Short Period Design Spectral Response " R": Response Modification Factor " I": Seismic Importance Factor All Other Structural Systems " hn ": Height from base to highest level = 25.0 ft Ta = Ct*(hn"x) = 0.224 sec 8.000 sec Building Period" Ta" Calculated from Approximate Method selected 0.803 1.25 1 From Eq. 12.8-2, Preliminary Cs From Eq. 12.8-3 & 12.8-4, Cs need not exceed From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = 0.224 sec 0.643 1.655 0.035 0.6428 Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Lakeside Commons Awning Engineer. Project Descr: Awning structural support 4 of 16 Proiect ID: 63315 ASCE Seismic Base Shear KW-06000093 mteii- 25 APR 2014 ll WftW, s = C:\Usefs\^igh\DOCUME~l€NERCA-1«3315-1.EC6 h ENERCALC. INC. 19B3-2014. Bulid:6.14.1.26, Ver:6.14.3.31 J Licensee: GOUVIS ENGINEERING Seismic ;Banw^l)^::: _; Cs = 0.6428 from 12.8.1.1 Verthal DIrtiwtkw itf 8ri«i^ Forces " k": hx exponent based on Ta = 1.00 Table of building Weights by Fioor Level.. Level* Wi: Weight W (see Sum Wi helovt) - Seismic Base Shear V = Cs * W = 0.00 k 0,00 K ASCE 7-10 Section 12.8.1 ASCE 7-10 Section 12.8.3 SumWi = 0.00 k Hi: Height (Wi*Hi)'^l< Cvx Sum Wi * Hi = 0.00 k-ft Fx=Cvx*V Sum Story Shear Sum Story Moment Total Base Shear = 0,00 k Base Moment = Dii^ragm Fwces •• SeWeipIp C^e^ "i" to "F" Level # Wi Fi Sum Fi Sum Wi Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat, Force" cf current level plus all levels above MIN Req'd Force @ Level 0.20 * Spg * I * Wpx MAX Req'd Force @ Level 0,40 * S ps * I * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 0,0 k-ft ASCE 7-10 12.10.1.- Fpx 5 of 16 Gouvisiiiiiiiiflii consulting group, inc. Celebrntim our SHEET : JOB NO : 6-3315 CLIENT : PLAN NO: DATE |l).L.45lp4lJ.,lJL.?2:.. ... ^. .m^. <l>Ei,.cHu (toUi/vif\(s...,E 2im..g^:^ \ -Ri :kJi.t..2iS.. »W|>1 If ...U.!f.».A I ,,.S..eii. .«itdfe. ..iBmkJhSMdri.. & t I ' i-yf- m^- UCLD ..LL... .... Mid.-yiC^ [Ml I Bir-kMl^kdnk i I .si... ^ flx.44-4-'4' ^ ,E£.4^.tti:k| !.ari?£|d.,, ^'^j^...i..,SL .V..l:...'.i^.:.t:: <^ ; •\ ^ f'H 4^ l^m. r /•• 1:4" 6 of 16 GOUVis®iiiii@@riii comulting group, inc. CeJeJkm^our 50th year SHEET : , JOB NO : 633/5 CLIENT : PLAN NO: DATE ..$45 i i- ...i \ j j ; j \ : i ; i j 1 I : I Je-B M 'k<^ & N4- bl, il'SM^ siti-i 4^ Lek.A-ld^ (.d)L,^ ^ L|„.1.,J I \. ^a!,dS.|(.$.,.;iKil.5 ,.* M.m.. Wr'iiMl €h4J-.-\ inLi..m.M : Cmm ^^ic^u^-Mutit) i,CM|a.) C(iimoi t .1 \LhMmh..i UAA. ...a. AJ\UT. 4 iji,r| /te \ m}4 j k[2.i:)...|jt..,.i,.kr Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Engineer: Project Descr: Lakeside Commons Awning Awning structural support Project ID: 7 of 16 63315 Steel Colinnn Description: HSS 6x6x1/4 File = C'\U5ers\ysadigh\DOCUME-1\ENERCA''1\63315-1 EC6 ENERCALC, INC. 1963-2014, Build:6.14.1 28, Ver:6.14.3.31 Licensee : GOUVIS ENGINEERING Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : CBC 2013 Steel Section Name: Analysis Method: Steel Stress Grade Fy: Steel Yield E : Elastic Bending Modulus Load Combination: /^ipftwi t.l«»d8 HSS6x6x1/4 Allowable Strength 46.0 ksi 29,000.0 ksi CBC 2013 Overall Column Height 13.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis: Lu for X-X Axis buckling : K = 0.70 Y-Y (depth) axis: Fully braced against budding along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included: 246.823 lbs * Dead Load Factor AXIAL LOADS ,,. Axial Load at 13.0 ft, D = 0.960, LR = 0,410 k BENDING LOADS,,. Lat. Point Load at 13.0 ft creating Mx-x, E = 1,30 k DESIGNSUMMARY Bending & Shear Check Results PASS Max, AxiakBending Stress Ratio = Load Combination Location of max,above base At maximum location values are,,. Pa: Axial Pn / Omega: Allowable Ma-x: Applied Mn-x / Omega: Allowable Ma-y: Applied Mn-y / Omega: Allowable 0.4650 : -^D+0.70E+H 0.0 ft PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are,, Va: Applied Vn / Omega: Allo/rable Load Combination Results 1.207 124.667 -11.830 25.709 0.0 25.709 k k k-ft k-ft k-ft k-ft Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections. Along Y-Y 1.973 in at for load combination: E Only Along X-X 0.0 in for load combination: at 0.0 k 0.0 k 0.0 k 1.30 k 13.0ft above base 0.0ft above base 0.02229 : +D+0.70E+H 0.0 ft 0.910 40.826 Maximum Axial -H Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D-^H o.oio PASS 0.00 ft 0.000 "PASS 0^00 ft 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft •^D+Lr-^H 0.013 PASS 0.00 ft 0.000 PASS 0.00 ft 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft -HD-K).750Lr-K).750L-HH 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft -HD-f{).750L-K).750S-^H 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft -HD-K).60W-HH 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft •<-D-K).70E-t+H 0.465 PASS 0.00 ft 0.022 PASS 0.00 ft +D-K).750Lr-K).750L-K).450W-HH 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft -HD-K).750L-K).750S-K),450W-HH 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft +D-^O.750L-^{).750S-^O.5250E-^H 0.350 PASS 0.00 ft 0.017 PASS 0.00 ft -tO.60D-K).60W-K).60H 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft -K).60D-K).70E+0.60H 0.463 PASS 0.00 ft 0.022 PASS 0.00 ft Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Engineer: Project Descr: Lakeside Commons Awning Awning structural support Proiect ID: 8 of 16 63315 Steel Column Lie. # : KW-06000093 Description: HSS 6x6x1/4 iMaximiim {te^tom - Unfactored Load Combination DOnly Lr Only EOnly D+Lr D+E D+Lr+£ X-X Axis Reaction @ Base @ Top NlaxtmuiniiM^ CombinaUom UiM^Ml ioads Printed- 16,JUL 2014, 5:21PM RIe = C:\Ussi5iysadlgh\IXX:UiyiE-1£NERCA~1\63315-~1.EC6 ENERCALC, INC. 1983-2014, Bulld:6.14.1.28, Vef:6.14.3.31 Licensee : GOUVIS ENGINEERING Y-Y Axis Reaction ! Base @ Top -1,300 -1,300 -1,300 Note: Only non-zero reactions are listed. Axial Reaction @ Base k 1,2071< k 0,410 k k k k 1,617 k k 1,207 k k 1,617 k Load Combination Max. X-X Deflection Distance Max, Y-Y Deflection Distance DOnly 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 EOnly 0,0000 in 0.000 ft 1.973 in 13,000 ft D+Lr 0,0000 in 0.000 ft 0.000 in 0.000 ft D+£ 0,0000 in 0,000 ft 1,973 in 13,000 ft D+Lr-* 0.0000 in 0,000 ft 1.954 in 12,913 ft ^e^ SectmPK^M»tiM : HSS6x6x1/4 Depth 6.000 in 1 xx Sxx -28.60 inM 9,54 in«3 J = 45,600 inM Width 6.000 in Rxx = 2,340 in Wall Thick 0.250 in Zx = 11,200 in«3 Area = 5.240 in"2 lyy 28.600 inM C = 15,400 in*3 Weight 18,986 pit Syy Ryy 9.540 in^S 2.340 in Ycg 0,000 in M-x Loads Loads are total entered value. Arrows do not reflect absolute direction. Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Engineer: Project Descr: Lakeside Commons Aw/ning Awning structural support Project ID: 9 of 16 63315 Masoinfy Column Description : Masonry Column File = C:\Users\ysailighm:UME-1£NERCA--1\6331S-~1.EC6 e4ERCAU;, INC. 1863-2014. Bulld:&14.1.28, Var6.14.3.31 Licensee : GOUVIS ENGINEERING Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : CBC 2013 Material Properties Fm Fr - Rupture = Em=fm* Column Density = Rebar Grade = Fy-Yield Fs - Allowable E - Rebar Load Combination 1,500.0 psi 75.0 psi 900.0 130.0 pcf Grade 60 60000 psi 32,000.0 psi 29,000.0 ksi CBC 2013 Column Data Column width along X-X = 23.625 in Column depth along Y-Y = 23.625 in Longitudinal Bar Size = # 5.0 Bars per side at +Y & -Y = 3 Bars per side at +X & -X = 3 Cover from ties = 3.50 in Actual Edge to Bar Center = 4.1875 in Analysis Settings Analysis Method 9 factor for Strength Design End Fixity Condition Overall Column Height Construction Type Tie Bar Size Tie Bar Spacing Strength Design 0,90 = Top Free, Bottom Fixed 13.0 ft Solid Grouted Hollow Concrete Masonry = # 3 8,0 in Brace condition for deflection (buckling) along columns: Column self weight included : 6,550.40 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 13.0 ft, D = 2.10, LR = 12.610 k BENDING LOADS... Lat. Point Load at 13.0 ft creating My-y, E = 1.70 k DESIGN SUUMARY X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Maximum Bending Stress Ratio Load Combination Location of max.above base At maximum location values are,, Pu 0.9 * Pn Mu-x 0.9 * Mn-x: PASS Reinforcing Area Check As: Actual Reinforcement Min: 0.0025* An Max: 0.04* An Dimensional Checks Min. Width/Depth >= 8" PASS Overall Height / Min Dim <= 30 Load Combination Results 0.141 1 +0.90D+E+0.90H 0.000 ft 7.785 k 55.414 k -22.100 k-ft 156.775 k-ft fAC;530-J), Sec 3.3.4. 2.480 1.395 22.326 (ACI530-11, Sec3.4.4. (ACI530-11, Sec3.4.4 Maximum SERVICE Load Reactions .. Top along X-X 0,000 k Bottom along X-X 1.700 k Maximum SERVICE Load Deflections ... Along X-X 0,061 in for load combination : E Only 13.000 ft above base PASS Compressive Strength 587,227 k (ACI 530-11. Sec 3.3.4. Pa = 0.80 [ 0.80 fm (An - Ast) + FyAst) * [1-(h/(140*r))«21 Check Column Ties (ACi530-11. Sec2.i.6. Min, Tie Dia. = 1/4", # 3 bar provided Max Tie Spacing = 10.00 in. Provided = 8.00 in Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combination Stress Ratio Status Location Actual Allow Actual Allow +1,40D+1.60H 0.02001 PASS 0.0 ft 12.111 k 586.92 k 0.0 k-ft 147.952 k-ft +1.20D+{).50Lr+1.60L+1.60H 0.02757 PASS 0.0 ft 16.685 k 586.92 k 0.0 k-ft 147.952 k-ft +1,20D+1.60L+0.50S+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft +1.20D+1.60Lr+{).50L+1.60H 0.05048 PASS 0.0 ft 30.556 k 586.92 k 0.0 k-ft 147.952 k-ft +1.20D+1.60Lr+0.50W+1.60H 0.05048 PASS 0.0 ft 30.556 k 586.92 k 0.0 k-ft 147.952 k-ft +1.20D+O.50L+1.60S+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft +1,20D+1,60S+0.50W+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft +1,20D+O.50Lr+O.50L+W+1.60H 0.02757 PASS 0.0 ft 16.685 k 586.92 k 0.0 k-ft 147.952 k-ft +1.20D+{).50L+O,50S+W+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Engineer: Project Descr: Lakeside Commons Awning Awning structural support Project ID: 10 of 16 63315 Masonry Column Description : Masonry Column Load CmMmgmMmvMis Load Combination +1.20D+{).50L+{),70S+E+1.60H +O.90D+W+O,90H +O.90D+E+{),90H Load Combination DOnly Lr Only EOnly D+Lr D+E D+Lr+E Y-Y Axis Reaction @ Base k k 1.700 k k 1,700 k 1,700 k @Top Load Combination D Only Lr Only EOnly D+Lr D+E D+Lr+E Cross Section Max, Y-Y Deflection 0.0000 Tn 0,0000 in 0.0611 in 0,0000 in 0.0611 in 0.0605 in Distance 0.000 ft 0,000 ft 13.000 ft 0,000 ft 13.000 ft 12,913 ft Interaction Diagram Printed- 16,IUL 2014 5-20PM File -C:\Us8rs\ysadighCXX:Uh£~1\ENa%A~1\63315-1.EC6 ENERCALC, INC. 1983-2014, Build:6.141.2B, Ver6.14.3 31 Licensee : GOUVIS ENGINEERING Maximum Bending Stress Ratios Stress Ratio Status Location 0.1287 PASS 0.0 ft 0.01286 PASS 0.0 ft 0.1409 PASS 0.0 ft Maximum Axial Load Actual Allow 10.380 k 80,745 k 7,785 k 586,92 k 7.785 k 55.414 k Maximum Moments Actual Allow 22.10k-ft 171.718k-ft 0.0 k-ft 147.952 k-ft 22.10 k-ft 156.775 k-ft Note: Only non-zero reactions are listed. Axial Reaction @ Base 8,650 k 12,610 k k 21,260 k 8.650 k 21,260 k Masonry Column P-M Interaction Diagram Allowabte Moment (k-ft) 587.2 513.8 440.4 367,0 , Pa-un mate " 734.03 Pa-AI kxnAle > 58&92 . '"MlB^ aiO • DepttI g Allowable Axial BdnioM Ftt, Mb • {214.13,2tS:S3)[ Mmaxw/Pu = 0=Ul.l8^ : 22,7 45.3 1 1 • 68,0 90,6 113,3 1 • 1 136,0 158,6 181,3 204,0 r 226,6 Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Lakeside Commons Awning Engineer: Project Descr: Awning structural support 11 of 16 Project ID: 63315 Pole Footing Embedded in Soil Description : Pole Footing for steel Coluimn Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : CBC 2013 Pole Footing Shape Rectangular Footing Width 16,0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250,0 pcf Max Passive 1,500,0 psf "--'ed- 16,JUL 2014 f)-27PM File = C:\U5e(s\ysadigh\DOCUME-1\ENERCA~1\8331&'~1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1 28, Ver:6.14.331 Licensee : GOUVIS ENGINEERING Controlling Values Governing Load Combination : -^•D-^Q.70E-^H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable 0.9T0 k 11.375 k-ft 540.27 psf 541.22 psf Footing Base Area Maximum Soil Pressure 1.778 ft"2 0,7706 ksf Soil Surface B No lateral restrain • Footing irtfldm = 1 '-4" Applied Loads Lateral Concentrated Load D: Dead Load Lr: Roof Live L: Live S: Snow W: Wind E: Earthquake H: Lateral Earth Load distance above ground surface Lateral Distributed Load k k/ft k k/ft k k/ft k k/ft k k/ft 1,30 k k/ft k k/ft TOP of Load above ground surface 12,50 ft ft BOTTOM of Load above ground surface ft Load Combination Results Vertical Load 0.960 k 0.410 k k k k k k •^D-i-H 0.000 0.000 0.13 0.0 0,0 1.000 -i-D-HL-t-H 0.000 0.000 0.13 0.0 0.0 1.000 -HD-HLr-t-H 0,000 0.000 0.13 0.0 0,0 1.000 -nD-t-S-t+l 0.000 0.000 0.13 0.0 0.0 1.000 -HD-K).750Lr-K),750L-HH 0.000 0.000 0,13 0.0 0.0 1.000 -HD-K).750L-fO.750S-t-H 0.000 0.000 0,13 0.0 0.0 1.000 -^D-tO.60W-i-H 0.000 0.000 0.13 0.0 0.0 1.000 -^D-^O.70E-^» 0.910 11.375 6.50 540.3 541.2 1.000 -HD-K).750Lr+€.750L-K).450W-t-H 0.000 0,000 0.13 0,0 0.0 1.000 Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Lakeside Commons Awning Engineer: Project Descr: Awning structural support 12 of 16 Proiect ID: 63315 Pole Footing Embedded in Soil Description : Pole Footing for steel ColuImn ->-D-K].750L-K),750S-t{),450W-HH -<-D-K).750L-K},750S-K).5250E-<-H -K),60D-K),60W-f{),60H -K),60D-K),70E-K).60H 0,000 0,683 0,000 0.910 0,000 8.531 0,000 11,375 0.13 5.88 0.13 6.50 Printed- 16,)UL20t4. b-7im FH»=C:\Us»«tysa«9tiUX}CUME~1\ENERCA-1\8331S^1H% • ENERCALC, INC. 1983-2014, Build'&14.1.28. V^:6.14.3.31 I Licensee : GOUVIS ENGINEERING 0.0 485.5 0.0 540,3 0.0 486.3 0.0 541.2 1,000 1,000 1,000 1.000 Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Engineer: Project Descr: Lakeside Commons Awning Awning structural support Project ID: 13 of 16 63315 General Footing Lie. # : KW-06000093 Description: Footing for CMU Column Calculations per ACI 318-11, IBC 2012, Load Connbinations Used : CBC 2013 Getieiii InMniticm Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min, Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear CBC 2013, ASCE 7-10 2.50 ksi 60.0 ksi 2,850.0 ksi 145.0 pcf 0.90 0.750 0.00180 1.0 1.0 Yes Yes No No Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions... px: parallel to X-X Axis - pz: parallel to Z-Z Axis Z. Height Rebar Centerline to Edge of Concrete, at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 4.750 ft 4.750 ft 18.0 in 24.0 in 24.0 in 12.0 in 3.0 in 5.0 # 6 5.0 # 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P: Column Load OB: Overburden = M-xx = M-zz V-x V-z R« = C'\UserS\ysadigmDOCUME-1£NERCA-1\e331S-'-1.EC6 ENERCALC, INC. 198^2014, Build'6141.28, Ver614.3 31 Licensee : GOUVIS ENGINEERING n/a n/a n/a 8.90 Lr 12.60 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth beiow soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depi = when maximum length or width is greater4 1.50 ksf No 250.0 pcf 0.30 0.250 ft ksf ft ksf ft m II w 20.40 k ksf k-ft k-ft k k Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Lakeside Commons Awning Engineer: Project Descr: Awning structural support 14of 16 Proiect ID: 63315 General Footing Lie. # : KW-06000093 m = C'\Users\ysadlgh\DOCUME-1\ENERCA-1«3315-'1.EC6 L ENERCALC, INC 19B3-2014,Bujkl 614128, \fer6.14.3.31 1 Licensee : GOUVIS ENGINEERING Description: Footing for CMU Column DESI6NWIimm Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,9540 Soil Bearing 1,431 ksf 1.50 ksf -HD-K).70E-HH about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overluming PASS 1,378 Overturning - Z-Z 14,280 k-ft 19,675 k-ft 0.6D-t{).7E 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 0.05904 Z Flexure (-^-X) 1.779 k-ft 30.127 k-ft -K).90D-HE-K).90H PASS 0,05106 Z Flexure (-X) 1.538 k-ft 30,127 k-ft -^1.20D-^1.60Lr-K).50L-^1.60H PASS 0,05106 X Flexure {+Z) 1.538 k-ft 30,127 k-ft -^1.20D-^1.60Lr-K).50L-^1,60H PASS 0.05106 X Flexure (-Z) 1,538 k-fl 30,127 k-ft -^1.20D-^1.60Lr-K).50L-t•1.60H PASS 0.01909 1-way Shear {+X) 1,432 psi 75,0 psi -^1.20D-^1,60Lr-K).50L-^1.60H PASS 0.01909 1-way Shear (-X) 1,432 psi 75,0 psi -^1,20D-<-1,60Lr-^{).50L-^1.60H PASS 0.01909 1-way Shear (-^Z) 1.432 psi 75.0 psi •<-1,20D-Hl.60Lr-K).50L-<-1.60H PASS 0.01909 1-way Shear (-Z) 1.432 psi 75.0 psi -<-1,20D-^1.60Lr-K).50L-^1,60H PASS 0.05337 2-way Punching 8.005 psi 150.0 psi -Hl.20D-Hl.60Lr-tO.50L-Hl.60H DetaiiiNl iMllte Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left,-X Right, -HX Ratio X-X, -^D-^H 1,50 n/a 0.0 0.6120 0,6120 n/a n/a 0,408 X-X, -^D-t-L-t-H 1.50 n/a 0.0 0.6120 0,6120 n/a n/a 0,408 X-X, -HD-HLr-HH 1.50 n/a 0.0 1.170 1.170 n/a n/a 0,780 X-X, -I-D-HS-I+I 1.50 n/a 0.0 0.6120 0.6120 n/a n/a 0,408 X-X, -tCl-tO.750Lr-K).750L-t-H 1.50 n/a 0.0 1.031 1.031 n/a n/a 0,687 X-X. +D-K).750L-H).750S-<-H 1.50 n/a 0.0 0.6120 0.6120 n/a n/a 0,408 X-X, -^D-^{).60W+H 1.50 n/a 0.0 0.6120 0.6120 n/a n/a 0,408 X-X, •^D-^O.70E-^H 1.50 n/a 0,0 0.6120 0.6120 n/a n/a 0,408 X-X,-HD-K),750Lr-K).750L+0.450W-HH 1.50 n/a 0,0 1.031 1.031 n/a n/a 0,687 X-X.-HD-K),750L-+{).750S-K).450W-^H 1.50 n/a 0,0 0.6120 0.6120 n/a n/a 0.408 X-X,-HD-K).750L-K).750S-K).5250E-<-H 1,50 n/a 0.0 0.6120 0,6120 n/a n/a 0,408 X-X, -tO.60D-K3.60W-K),60H 1.50 n/a 0.0 0.3672 0.3672 n/a n/a 0,245 X-X, -K).60D-tO.70E-K),60H 1.995 n/a 0.0 0.3672 0.3672 n/a n/a 0,184 Z-Z, -HD4-H 1.50 0,0 n/a n/a n/a 0.6120 0.6120 0,408 Z-Z, 1.50 0,0 n/a n/a n/a 0.6120 0.6120 0,408 Z-Z, -HD-HLr-HH 1.50 0,0 n/a n/a n/a 1.170 1.170 0,780 Z-Z. ->-D+S+H 1.50 0.0 n/a n/a n/a 0.6120 0.6120 0,408 Z-Z, +D-K).750Lr-K).750L-^H 1.50 0.0 n/a n/a n/a 1,031 1,031 0,687 Z-Z, +D-K).750L-K).750S-HH 1,50 0.0 n/a n/a n/a 0,6120 0,6120 0,408 Z-Z, +D-K).60W-t-H 1,50 0.0 n/a n/a n/a 0,6120 0.6120 0,408 Z-Z, -HD+0,70E-HH 1.50 12.411 n/a n/a n/a 0.0 1.431 0.954 Z-Z,-HD-e{).750Lr-K).750L-fO.450W-t-H 1.50 0.0 n/a n/a n/a 1.031 1.031 0,687 Z-Z,-^D-^{).750L-^O.750S-^O.450W-^H 1.50 0.0 n/a n/a n/a 0.6120 0.6120 0,408 Z-Z,-HD-K).750L4O.750S-tO.5250E-HH 1.50 9.308 n/a n/a n/a 0.02236 1.202 0.801 Z-Z, •K).60D-K).60W-K).60H 1.50 0.0 n/a n/a n/a 0.3672 0,3672 0,245 Z-Z. -f{).60D-K).70E-*O.60H 1.995 20.685 n/a n/a n/a 0.0 1.749 0,877 Overturning SUMII^ 1.749 0,877 Rotation Axis & JjjadCombination... X-X, D X-X, D-HLr X-X, 0.6D-K).7E Z-Z, D Z-Z, D-HLr Z-Z. 0.6D-K).7E Sliding Stability Force Application Axis Load Combination... OvertujTiing Moment None None None None None 14.280 k-ft Sliding Force Resisting Moment Stability Ratio Status 0.0 k-ft Infinity OK 0.0 k-ft Infinitv OK 0.0 k-ft Infinitv OK 0.0 k-ft Infinitv OK 0.0 k-ft Infinitv OK 19.675 k-ft 1.378 OK All units k Resisting Force Sliding SafetyRatio Status Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Lakeside Commons Awning Engineer: Project Descr: Awning structural support l5of 16 Proiect ID: 63315 General Footing Lie. # : KW-06000093 File = C:\Usecs\^a^\0OCUME-1\ENERCA-1«3315-~1.EC6 k ENERCALC, INC. 1983^4, Builcl:6.14.1.%Vsr:6.14.3.31 I Licensee: GOUVIS ENGINEERING Description: Footing for CMU Column Footing Has NO Sliding Flexure Axis & Load Combination X-X, -H1.40D-H1.60H X-X, -H1.40D-H1.60H X-X, -Hl.2OD-tO.50Lr-Hl,60L-Hl.60H X-X, -Hl.20D-K).50Lr-Hl,60L-Hl.60H X-X, -Hi .20D-H1.60L-K).50S-Hl .60H X-X, -H1.20D-H1.60L-K),50S+1.60H X-X. -Hl.20D-Hl.60Lr-K),50L-Hl.60H X-X, -Hl.20D-Hl.60Lr-HO.50L-Hl.60H X-X. -Hi .20D-H1.60Lr-K).50W-Hl .60H X-X. -Hi .20D-H1.60Lr-+O.50W-Hl .60H X-X, -H1.20D-K).50L-H1.60S-H1,60H X-X, -H1.20D-K).50L-H1.60S-H1.60H X-X, -H1.20D-H1.60S-K).50W-H1.60H X-X, -Hl,20D-Hl.60S-t{).50W-Hl.60H X-X, -Hl,20D-tO,50Lr-fO,50L-HW-Hl.60H X-X, -Hl,20D-K),50Lr-K).50L-HW-Hl.60H X-X, -Hl,20D-K).50L-t{),50S+W-Hl.60H X-X, -H1,20D-HO,50L-K).50S-HW-H1.60H X-X, -Hl,20D-K),50L-t{),70S-HE-Hl.60H X-X, -H1,20D-K).50L-K).70S-HE-H1.60H X-X, -K).90D-HW-t{),90H X-X, -t{),90D-HW-K),90H X-X, -K),90D-HE-K).90H X-X. -t{),90D-HE-H{).90H Z-Z. -H1.40D-H1.60H Z-Z, -H1.40D-H1.60H Z-Z. -Hl.20D-K).50Lr-Hl.60L-Hl,60H Z-Z, -Hl.20D-tO.50Lr-Hl,60L-Hl.60H Z-Z, -H1.20D-H1,60L-K).50S-H1.60H Z-Z, •H1.20D-H1,60L-K),50S-H1.60H Z-Z, -Hl.20D-Hl.60Lr-K).50L-Hl.60H Z-Z. -Hl.20D-Hl.60Lr-t{),50L-Hl.60H Z-Z, -Hl.20D-Hl,60Lr-H{),50W-Hl.60H Z-Z, -Hl.20D-Hl.60Lr-tO.50W-Hl.60H Z-Z, -H1,20D-HO.50L-H1.60S-H1.60H Z-Z, -H1.20D-HO.50L-H1.60S-H1.60H Z-Z, -H1.20D-H1.60S-K).50W-H1.60H Z-Z. -H1.20D-H1.60S-K).50W-H1.60H Z-Z, -Hl.20D-H0.50Lr-K).50L+W-Hl.60H Z-Z, -Hl.20D-K).50Lr-K).50L-HW-Hl.60H Z-Z, -Hl.20D-tO.50L-K).50S-HW-Hl.60H Z-Z, -Hl,20D-tO.50L-tO.50S-HW-Hl.60H Z-Z, -H1.20D-K).50L-K).70S-HE-H1.60H Z-Z. •Hl.20D-tO.50L-tO.70S-HE-Hl.60H Z-Z. -tO.90D-HW-tO.90H Z-Z. -tO.90D-HW-tO.90H Z-Z, -tO.90D-HE-tO,90H Z-Z, -tO,90D-HE-tO.90H One Way ^ar Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side? BotorTop? in''2 in"2 in«2 k-ft 0.8095 -HZ Bottom 0.3888 Min TemD % 0.4632 30,127 OK 0,8095 -z Bottom 0,3888 Min TemD % 0,4632 30,127 OK 0.9577 -HZ Bottom 0.3888 Min TemD % 0,4632 30,127 OK 0.9577 -Z Bottom 0.3888 Min TemD % 0.4632 30,127 OK 0.6939 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0.6939 -z Bottom 0.3888 Min TemD % 0.4632 30.127 OK 1.538 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK 1.538 -z Bottom 0.3888 Min TemD % 0.4632 30.127 OK 1.538 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK 1.538 -z Bottom 0.3888 Min TemD % 0.4632 30,127 OK 0.6939 -HZ Bottom 0.3888 Min TemD % 0,4632 30,127 OK 0.6939 -z Bottom 0.3888 Min TemD % 0,4632 30,127 OK 0.6939 -HZ Bottom 0.3888 Min Temo % 0,4632 30,127 OK 0.6939 -z Bottom 0.3888 Min Temp % 0,4632 30,127 OK 0.9577 -HZ Bottom 0,3888 Min TemD % 0,4632 30.127 OK 0.9577 -z Bottom 0,3888 Min TemD % 0,4632 30.127 OK 0.6939 -HZ Bottom 0.3888 Min Temp % 0,4632 30.127 OK 0.6939 -z Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0.6939 -HZ Bottom 0,3888 Min TemD % 0.4632 30.127 OK 0.6939 -Z Bottom 0,3888 Min TemD % 0.4632 30.127 OK 0.5204 -HZ Bottom 0,3888 Min TemD % 0.4632 30.127 OK 0.5204 -z Bottom 0,3888 Min TemD % 0.4632 30.127 OK 0.5204 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0.5204 -Z Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0.8095 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0,8095 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0,9577 -X Bottom 0.3888 Min TemD % 0.4632 30,127 OK 0.9577 -HX Bottom 0.3888 Min TemD % 0.4632 30,127 OK 0,6939 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0,6939 -HX Bottom 0.3888 Min TemD % 0.4632 30,127 OK 1.538 -X Bottom 0.3888 Min Temp % 0,4632 30.127 OK 1.538 -HX Bottom 0.3888 Min Temp % 0.4632 30.127 OK 1.538 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK 1.538 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0.6939 -X Bottom 0.3888 Min TemD % 0.4632 30,127 OK 0.6939 -HX Bottom 0.3888 Min TemD % 0.4632 30,127 OK 0.6939 -X Bottom 0,3888 Min TemD % 0,4632 30.127 OK 0.6939 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0.9577 -X Bottom 0,3888 Min TemD % 0.4632 30.127 OK 0.9577 -HX Bottom 0,3888 Min TemD % 0.4632 30.127 OK 0.6939 -X Bottom 0.3888 Min TemD % 0,4632 30.127 OK 0,6939 -HX Bottom 0.3888 Min TemD % 0,4632 30.127 OK 0.0 -X TOD 0.3888 Min TemD % 0.4632 30.127 OK 1.664 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0,5204 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0,5204 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK 0,0 -X TOD 0.3888 Min TemD % 0.4632 30,127 OK 1.779 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK Load Combination... Vu@-X Vu( i+x Vu @ -Z Vu ( l+z Vu:Max PhiVn Vu/Phi*Vn Status -H1.40D+1.60H 0.7536 Dsi 0.7536 Dsi 0.7536 Dsi 0.7536 Dsi 0.7536 Dsi 75 Dsi 0,01005 OK -Hl,20D-tO.50Lr-Hl.60L-Hl.60H 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 0,8916 Dsi 0.8916 psi 75 Dsi 0,01189 OK -Hl,20D-Hl.60L-tO.50S-Hl.60H 0,646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 psi 75 Dsi 0.008613 OK -Hl,20D+1.60Lr-tO.50L-Hl.60H 1.432 Dsi 1.432 Dsi 1.432 Dsi 1.432 psi 1.432 Dsi 75 Dsi 0,01909 OK -Hl.20D-Hl.60Lr-tO.50W-Hl.60H 1.432 Dsi 1.432 Dsi 1.432 Dsi 1.432 Dsi 1.432 Dsi 75 Dsi 0.01909 OK -H1.20D-HO.50L-H1.60S-H1.60H 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 75 Dsi 0.008613 OK -Hl.20D-Hl.60S-tO.50W-Hl.60H 0.646 Dsi 0.646 Dsi 0,646 Dsi 0,646 Dsi 0.646 Dsi 75 Dsi 0.008613 OK -Hi .20D-tO.50Lr-tO.50L-HW-Hl .60H 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 75 Dsi 0.01189 OK -Hi .20D-tO.50L-tO.50S-HW-Hl .60H 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 75 Dsi 0.008613 OK -Hl.20D-tO.50L-tO.70S-HE-Hl.60H 0.6459 Dsi 0.6459 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 75 Dsi 0,008613 OK -tO.90D-HW-tO.90H 0.4845 Dsi 0.4845 Dsi 0.4845 Dsi 0.4845 Dsi 0.4845 Dsi 75 Dsi 0.00646 OK Gouvis engineering 4400 Campus Drive Newport Beach, CA 92660 Project Title: Engineer: Project Descr: Lakeside Commons Awning Awning structural support 16 of 16 Proiect ID: 63315 General Footing Lie. # : KW-06000093 Printed 16 JUl a014 .VJ-^-py Fte = C:\Usefs\ysadiah\DOCUME-1\ENERCA-1\63315HfC6 BIBVMLC. mC. 1983-2014, BuiM£14.1.28, VBr:6.14.3.31 Licensee: GOUVIS ENGINEERING Description: •tO,90D-HE-tO.90H Punching Shear Footing for CMU Column 0.4844 Dsi 0.4844 Dsi 0,4845 Dsi 0,4845 DSi 0.4845 psi 75 DSi 0.00646 All units k OK Load Combination... Vu Phi*Vn Vu / Phi*Vn Status -Hl.40D-Hl,60H 4,213 DSi 150 DSi 0.02809 OK -Hl,20D-tO,50Lr+1,60L-Hl.60H 4,984 Dsi 150 DSi 0,03323 OK -Hl.20D-Hl.60L-tO.50S-Hl.60H 3,611 DSi 150Dsi 0,02407 OK -Hl,20D-Hl,60Lr-tO,50L-Hl,60H 8.005 DSi 150 DSi 0,05337 OK -Hl.20D-Hl.60Lr-tO.50W-Hl,60H 8,005 DSi 150Dsi 0.05337 OK -Hl,20D-tO.50L-Hl.60S-Hl.60H 3,611 Dsi 150 DSi 0.02407 OK -Hl.20D-Hl,60S-tO,50W-Hl.60H 3,611 DSi 150 DSi 0.02407 OK -Hi .20D-tO.50Lr-HO.50L-HW-Hl .60H 4,984 Dsi 150 DSi 0.03323 OK •Hl.20D-tO,50L-tO,50S-HW-Hl.60H 3,611 DSi 150Dsi 0.02407 OK -Hl.20D-tO.50L-tO.70S-HE-Hl.60H 3,969 DSi 150 DSi 0,02646 OK -tO.90D-HW-tO,90H 2.708 DSi 150Dsi 0.01806 OK -tO.90D-HE-tO.90H 3,611 DSi 150 DSi 0,02407 OK CB142118 1950 SILVERLEAF CR LA COSTA GLEN: 3 "SAIL' TYPE PATIO STRUCTURES r- , J Final Inspection required by: a Plan • CM&I HazMat APCD Health Forms/Fees Sent Reed Due? By Encina V N Fire Y N HazHealthAPCD Y M PE&M Y N School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD: Y N LandUse: Density: ImpArea: FY: Annex: Faaor PFF: Y N Comments Date Date Date Date Building ^/^/^ Planning I ' Engineering Fire ^/IZ/M Need? iyOP<< a Done • Done Q Done • Done