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HomeMy WebLinkAbout2741 GATEWAY RD; ; CB154637; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-30-2016 Commercial/Industrial Permit Permit No: CB154637 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2741 GATEWAY RD CBAD Tl Sub Type: COMM Lot#: 0 Construction Type: NEW Reference# Status: ISSUED Applied: 12/31/2015 Entered By: RMA Parcel No: Valuation: Occupancy Group: Project Title: 2131210200 $2,620.00 FUEL MART-NEW 216 SF TRELLIS Plan Approved: 04/26/2016 Issued: 04/26/2016 Inspect Area MC Plan Check#: FOR CAR DETAILING-ALL WOOD, ELECTRIC TO MOVE 3 VACUUM MACHINES & 1 AIR MACHINE Applicant: KARNAK PLANNING & DESIGN STE 102 2525 POI PICO DR CARLSBAD CA 92008 760 434-8400 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $52.50 $0.00 $36.75 $0.00 $0.00 $1.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $0.00 Total Fees: $137.25 Total Payments To Date: Owner: BRESSI RANCH FUEL MART LLC 2741 GATEWAY RD CARLSBAD CA 92009 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $137.25 Balance Due: Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0 .. 00 $0.00 $0.00 $0.00 $0.00 $46.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $137.25 $0.00 NOTICE: Rease ta<e NOTICE that~ of yrur rrqect inclu::les tre "lnµisition" of fees, dedicaticns, reseivaticns, or airer exactims hereafter mlectively referred to as '1ees'exactims." You have 00 days fran the date tJ-is pemit W£ issued to protest inµisition of trese fees'exacticns. If yru potest them yru rrust fdlONtre potest procedures set forth in C?overrrrent c.aJe &uion fffi20(a), ard file tre protest ard any airer reqjred infoorationwth theOty ~for ~ng in occadanoo wth Carlsoo::1 M.inidpal c.a:le &rtion 3.32.030. Failu-e to tirrely fdlON that prooedure wll bar any subse'.:juent legal action to attack, review, set aside, vdd, or anriJI their inµisition. Yru are rereby Fl.Rll-ER NOTIFIED that yrur rig,! to potest tre Sf:E(ified fees'exactims ca:s NOT .APA.. Y to water ard ~r oonnection fees ard capacity cha1ges, nor plaming, zoning, ga:ling or airer sinilar appication ~ng or service fees in oonnection wth this rroject. I'm ca:s IT .APA.. Y to any fees'exacticns Oi' wich have ·ous1 been "ven a NOTICE sinilar to tlis or as to wiich tre statute Oi' linitaticns has ·ous1 otrerwse e "red. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING · (cityof Carls Dad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov 0BUILDING SUITE#/SPACE#/UNIT# 1 LOT# PHASE# # BATHROOMS DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) v r-:->/IA;su.,1, $ OFIRE OHEALTH OHAZMAT/APCD SWPPP -tJ2--c::e, CONSTR. TYPE OCC. GROUP AIR CONDITIONING FIRE SPRINKLERS YES0No[] YESONoD EMAj),-J ,r;J fL,O/}Y oc;; N L I CLO uO i Cui'V7 STATE ZIP ~ 9"' ~/(> FAX~ PHONE FAX & ,e,, carr //)..~tr STATE UC.# STATE LIC.# CLASS ~&>~ "~7 8 (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 of perjury one of the following declarations: D 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. ~ 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 coSf. /..._ &-A ~ . ,F'",._,.,.(11' Policy No. /9'S-YJ,5"9 • J..,t> It, Expiration Date~>/ -.:l..t:>I '? "jl!i§,section need not be completed if the permit is for one hCndred dollars ($100) or less. LJ 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, dam s as provided for i ection 3706 ofth L code, interest and attorney's fees. ~ CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's License Law for the following reason: D D D 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 ofiered 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 construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0Yes 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work 0nclude name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): ~ PROPERTY OWNER SIGNATURE 0AGENT DATE ls,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 penmit 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. I certify that! have read the application and state that the above infonmation is conect and that the infonmation 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 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 required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ~ APPLICANT'S SIGNATURE DATE 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 building@carlsbadca.gov 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 Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) MAIL/ FAX TO OTHER:----------------- Af APPLICANT'S SIGNATURE ASSOCIATED CB#------------ NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP I n L Permit#: CB154637 Type: Tl Date .1n_specti~11.ltem .. 08/23/2016 89 Final Combo 08/23/2016 89 Final Combo 08/22/2016 89 Final Combo 08/22/2016 89 Final Combo 08/16/2016 31 Underground/Conduit-Wirin 08/16/2016 34 Rough Electric 07/26/2016 21 Underground/Under Floor 07/26/2016 31 Underground/Conduit-Wirin 06/13/2016 11 Ftg/Foundation/Piers 05/19/2016 11 Ftg/Foundation/Piers 05/18/2016 11 Ftg/Foundation/Piers VVednesday,August24, 2016 COMM Inspector Act RI MC Fl RI MC co MC AP RI MC AP MC AP MC AP MC AP MC co FUEL MART-NEW 216 SF TRELLIS FOR CAR DETAILING-ALL WOOD, ELEC Comments NRR/PLANS @ KMART COUNTER NRR NO PLANS/CARD/CONTRACTOR WATER TO NEW DETAIL STATION. CONDUIT ONLY, VACUUM & AIR STATION 6 COLUMN FOOTINGS. NEED APPROVED PLANS. Page 1 of 1 Field Daily Report Project# 16-0040 Job Name: Bressi Ranch fuel Mart Job Address: 2741 Gateway rd. Carlsbad, Ca. Report Date: June 10, 2016 Inspector: Matthew Jackson Client: Bressi Ranch Fuel Mart I New trellis project License# ICC 5269061 Exp Date: 10/21/2017 Contractor: Transcal Construction License Required for Inspection: City of San Diego # 1031 Contact at Site: Mike Permit# CB15-4637 City of Carlsbad Offsite? D Yes D No Offsite Location:--------------------- TYPE OF WORK: (check one) D Reinforced Concrete D Prestressed Concrete D Masonry D Welding Domer ______________ ~ Description of Work: 1) Arrive on site as requested to observe the epoxy placing of (40) A615 grade 60, # 4 reinforcing steel bars placed into edge of existing slab on grade with 4" embedment depth. Simpson Set XP, 259W460W exp. 08/24/2017, was used in general compliance with ICC ESR 2508. 2) Pre-check A615 grade 60, # 3 reinforcing steel bars placed 16" OCEW for new slab on grade construction. To the best ofmy knowledge the work observed was in general compliance with the approved plans, specifications, and applicable workmanship provisions of the California Building Code Concrete construction is on going DATE TASK# REGULAR Lunch YIN O.T. TIME IN TIMEOUT June 10, 2016 4 11:30am 3:30pm Inspector Name: Matthew Jackson Signature: _______________ _ Approved by: _________________ Signature: ______________ _ (Print Name) I CARLSBAD 15-4637 3/9/16 EsGil Corporation In <Partnersfiip witfi qovernment for (}JuiUing Safety DATE: 3/9/16 JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-4637 SET: II PROJECT ADDRESS: 2741 GATEWAY ROAD PROJECT NAME: DETAILING TRELLIS ADDITION D APPLICANT ID-dt/RIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted:-- Date contacted: - Mail Telephone Fax (bf/)~) In Person Telephone#: Email: ~ REMARKS: Engineer of record for the project must sign each sheet of the structural plans prior to permit issuance. By: Chuck Mendenhall EsGil Corporation D GA D EJ D MB D PC Enclosures: 3/3/16 Karnak Planning & Design Robert Richardson 614 Calle Vicente, San Clemente, Ca 92673 (760) 434-8400 e-mail: kamakdesign@gmail.com TO: EsGil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Date: 03/01/2016 Jurisdiction: Carlsbad Plan check No.: 15-4637 Project Address: 2741 Gateway Road Project Name: Dtailing Trellis Addition RE: responses to plan check review #I Below are the response; #1. See the "SCOPE OF WORK" for the lot coverage area of the trellis (650 sq.ft.). #2. Added the spacing of 16" O.C. to plans and they are 2x10's -see details on sheet A-003 and Structural plan S2. #3. See S-1 "GENERAL STRUCTURAL NOTES" for concrete, re-bar, steel, & wood and steel. Knee bracing are not a structural component now and are decorative as is the notched 2x6 on top of the 2xl O's rafter framing. #4. This cross framing members have been removed. #5. See attached structural calc's. #6. See attached structural calc's. #7. Revised foundation -see plans RECEIVED MARO 2 2016 CITY OF CARLSBAD BUILDING DIVISION r=l )- r -c) DATE: JAN 11, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-4637 EsGil Corporation In Cl'artnersnip witn (}overnment for (]3ui(aing Safety SET: I PROJECT ADDRESS: 2741 GATEWAY ROAD PROJECT NAME: DETAILING TRELLIS ADDITION D.,.APPLICANT ,.A JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. cg) The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. cg) The applicant's copy of the check list has been sent to: KARNAK PLANNING & DESIGN D EsGil Corporation staff did not advise the applicant that the plan check has been completed. cg) EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: KARNAK PLANNING & DESIGN Telephone#: 760-434-8400 ,,Pate coyrtacted:, f ( 1 (by~ Email: karnakarch@aol.com ~ail./ Telephone Fax In Person D REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D MB D PC 1/05 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 15-4637 ·JAN 11, 2016 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-4637 PROJECT ADDRESS: 2741 GATEWAY ROAD TRELLIS AREA= 216-S.F.; OCCUPANCY= U; CONSTRUCTION= V-B; STORIES= ONE; HEIGHT= 12' DATE PLAN RECEIVED BY ESGIL CORPORATION: 1/05 REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: JAN 11, 2016 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 (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. • 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? 0 Yes O No CARLSBAD 15-4637 JAN 11, 2016 1. Please note the area of the trellis on the cover sheet of the plans. 2. Please specify the size and spacing of all framing members on the roof framing plans, on Sheet A-003. 3. Please note the material specification on plans for all including lags, bolts, beams, joists, columns, etc., as required. 4. Please show details and references on plans for the intersection of the cross members. 5. Per Figure 1609A, the wind load calculations must use an ultimate wind speed of 110 mph. 6. Please provide vertical and lateral calculations for the proposed addition. 7. A reminder that 18" piers are not equivalent to 20" squared footings, as stated on 7/A- 003. 8. Additional corrections may be necessary once revised plans & calc's. are submitted for review and approval. 9. 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 ALI SADRE, S.E. at EsGil Corporation. Thank you. ~ARLSBAD 15-4637 JAN 11, 2016 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-4637 PREPARED BY: ALI SADRE, S.E. DATE: JAN 11, 2016 BUILDING ADDRESS: 2741 GATEWAY ROAD BUILDING OCCUPANCY: U/V-B BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier TRELLIS 216 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance ------------------------::1 Bldg. Permit Fee by Ordinance • !, Plan Check Fee by Ordinance Type of Review: Complete Review D Repetitive Fee --.;.] Repeats Comments: D Other 0 Hourly EsGil Fee Reg. VALUE Mod. o Structural Only 1-------11 Hr @ ' ($) 2,620 $52.SOj $34.131 $29.401 Sheet 1 of 1 macvalue.doc + CITY OF PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 01/14/20H?ROJECT NAME: DETAILING SITE ALTERATION PROJECTID:CB154637 PLAN CHECK NO: 1 VALUATION: $2,620 SET#:l ADDRESS: 2741 GATEWAY RD APN: 2131210200 D APPLICANT CONTACT: KARNAKDESIGN@GMAIL.COM Tlis plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final I rape c tion by the Construction & Inspection Division is required: Yes ' NoX ~ For status from a division not marked below, please call 760-602-2719 This plan check review is NCl'COMPLHTH Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. 760 -602-2773 Llnda.Ontiveros@carlsbadca.gov VALRAY MARSHALL 760-602-27 41 Remarks: TRELLIS IS NOT IMPACTED BY ANY EASEMENTS PLANNING DIVISION BUILDING PLAN CHECK CI TY OF APPROVAL CARLSBAD P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www_carlsbadca_flov DATE: 03/10/16 PROJECT NAME: Bressi Gas Station PROJECT ID: N/A PLAN CHECK NO: CB 15-4637 SET#: 2 ADDRESS: 2741 Gateway Rd APN: 213-121-02-00 !XI This plan check review is complete and has been APPROVED by the Planning Division. By: Christer Westman A Final Inspection by the Planning Division is required D 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. D 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: karnakdesign@gmail.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 C8J Christer Westman 760-602-4614 Christer.westman@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Veronica Morones 760-602-4619 Veronica.Morones@carlsbadca.gov ENGINEERING 760-602-2750 760-602-2773 FIRE PREVENTION 760-602-4665 760-iS02-4664 Remarks: Previous comment on front yard over hang setback is resolved. Sh.ay Even From: Sent: To: Cc: Subject: Hello Robert, CB154637 plan does not require Amber Ressmer Wednesday, January 06, 2016 12:56 PM Karnakdesign@gmail.com; KARNAKARCH@AOLCOM Building CB154637 TRELLIS & DETAILING AREA ADDITION Carlsbad Fire Department fire plan review. Thank you, Amber Amber Ressmer Fire Prevention Office Specialist City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008-7314 www.carlsbadca.gov P 760-602-4665 I F 760-602-8561 1 1"»o, _,_,, , 1 /;;,, 'j' l..aJ ,,LLLLL ~,l,L, STRUCTURAL CALCULATIONS Project: Engineer: Code: Date: APR 13 2016 CARLSBAD OlViS!ON TABLE OF CONTENTS Bressi Ranch Fuel Mart New trellis 2741 Gateway Road Carlsbad, Ca. 92009 Konicki Engineering 31107 Mariposa Pl. Temecula, Ca 92592 (951)-303-2185 2013 C.B.C. February 17, 2016 Design Loads..................................................................... 1-3. Trellis Framing................................................................... 4-7. Lateral Analysis ...................................................................... 8-9. Base plate and anchor bolt design at steel columns .............................. 10-13. DN: cn=MANISHA KONICKI, o=KONICKI ENGINEERING, ou, email=KONICKl3@VERIZON.NET, c=US Date: 2016.02.18 11 :49:03 -08'00' CODE: 2013 CALIFORNIA BUILDING CODE TRELLIS LOADS Dead Load 2xl0 rafters@ 16" o.c. Miscellaneous TOTAL CONCRETE, F'c SOIL BEARING CAPACITY = 2.8 psf = 1.2 psf 4.0 psf Use:5 ,psf for design = 2500 psi @ 28 days for footings and slab : 1500 psf SEISMIC Per Sec. 1613 of CBC 2013 Seismic Importance Factor = 1.0 (Occupancy Category II) Mapped maximum spectral response acceleration at 0.2 seconds Ss = 1.033} values obtained from USGS Mapped maximum spectral response acceleration at 1.0 seconds Sl = 0.40} ground motion calculator Site Class : D Site Coefficient at short period, Fa= 1.0 Site Coefficient at 1 sec period, Fv = 1.535 Spectral response Acceleration at 0.2 sec period adjusted for Site Class, SMs = Fa (Ss) = 1.123 Spectral response Acceleration at 1.0 sec period adjusted for Site Class, SMI = Fv (S 1) = 0.64 5 % damped design Spectral response Acceleration at 0.2 sec period adjusted for Site Class, Sos=2/3 x SMs = 0.749 5 % damped design Spectral response Acceleration at 1.0 sec period adjusted for Site Class, SDI= 2/3 x SMI = 0.427 Seismic Design Category= D Basic Seismic force resisting system : steel ordinary cantilevered column system Response modification factor, R = 1 1/4 Seismic response coefficient, Cs= Sost(RJI) =0.749/1.25 Design base Shear, V = 0.6 W WIND For Risk Category II, from fig. 26.5-1 A, ASCE 7-10, Basic Wind Speed (3 second gust), Vult = 110 MPH Wind exposure Category C from section 26. 7 Topographic factor , Kzt = 1.0 qz= 0.00256 Kz Kd Kzt V2 Kz = 0.85 ... Table 29.3-1 ASCE 7-10 Kd = 0.85 ... Table 26.6-1 Kzt= 1.0 qh = 0.00256 X 0.85 X 0.85 X 1.0 X 1102 = 22.4 psf G=0.85 Cf= 2.0 Af= 58 sf on top Af= 27 s.f. Design wind force F=qz G Cf Af ........ section 29.5, ASCE-10 Design wind load= 22.4 x 0.85 x 2.0 x 58sf= 2.2 kips (uplift or down force on top) Design wind load= 22.4 x 0.85 x 2.0 x 27sf = 1.0 kip (side) l.llJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard ues1gn Maps Summary Report (which utilizes USGS hazard data available in 2008) Site Coordinates 33.09629°N, 117.24455°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output 5 5 = 1.033 g 51 = 0.400 g SMS = 1.123 g SM1 = 0.640 g S 05 = 0.749 g SD1 = 0.427 g For Information on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=33.09629418080718&1ongitude=-117 24454780818343&siteclass=3&ri~kr-"t"""",=rui.,..,;.:~------,.,.. ~- -... 0 ~ _, 'K ft\ ... ' ~-~T 'll& f;1 (::) 'lll. ....---....... (01, ';::--- "'t ) -~ ci. I-- rJ "' . -~+ © -. 0 ........ '\..' ----<:) ~ \ -cl - ~~ Q @. ~..- \.. " I -· I ~ ,. ' -, 0 -i It ;~ :::,. (S'-_, N ~ - ' ' I ~-8?1-\ ·7~() '\ re; II J-Z.-?11Jl I L I I L I \ \-lf~.1 , 0--.. </ •I I I I I l \ L -o111J I L I 1 1• -~ t.= )II_\ . () ,~+ - @) B:~ '" "-f(\ ~ J rJ () \-'\· -'\ --I d) .~ :=l - ' <::) .l. ~...:. ....... ';tlEL.US Fii/rM 1rJc; - -r,tetus ~ , N a ,,_ I II SPl+tv = ·, 8 -'7 UA-)( ePsF+ 4PsF)>< 1•33 1 = . , ) 7 PlF + S f>~F = TL rtF . t>L.. W,L l u ' ~ (28-) \r-SPA-,J .:::: ) 2.. -o . 1 3 -o cA1vT> ~ fot,f-U. = 0 + 4-) x /ie ,7s 1 + 3) t>l -1-u..-C 2... ~ p I , '1-Pi.F . L)Se MIN. 4 X JO ])t---LJ!.1. OP-... lA{l.4~ I " ~-'2.. \.-SPA-N = 18-'1 . ~lW. = 6_+) 1·331 .:. /2-PU: us~ 1111',/ 4XIO l)f=-l., u.1. 0~ LA-f2.G6'(t. f J /2s-l J D.. I Q,, I " /* .L....,..., _1"1S-:_3_.,._ Sf>Pr-rJ' = J 2,-I • } 6 -0 .......-' rv II~. -r: L =-~++) 1•33 1..::: 12 PLF . 4X1<!J DF-L l:l:::i_. 0 P-.. u4a...G e1t. J \ // 2-PfF . I f-3/ ,~ ~= IJL , Title Block Line 1 You can change this area using the ,"Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Pro1ect Descr: Title Block Line 6 Density 31.20pcf 18.750 ft, 2x8 Woo~:.~.fi~,e:~~ig:~ :cIT:T~~~-:~.. ' ' ' ;~·:rHr> . 'f'.J,{ffJ •. · ca1.ii~l!Y~-·.pE1:r1ftp$ 2012~J~c··201~~1PBC 2~1~;ASCE:~~~.~:!: BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0ksi 620.0ksi Density 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Unif Load: D = 0.0620, Lr= 0.050 kif!, Trib= 1.0 ff Design Summary Max fb/Fb Ratio = 0.246; 1 fb : Actual : 363.52 psi at 6.000 ft in Span# 2 Fb: Allowable: 1,479.59 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.152: 1 fv : Actual : 27.40 psi at 3.000 ft in Span# 1 Fv : Allowable : 180.00 psi Load Comb : +D+Lr+H Max Reactions (k) Q !: !:!: Left Support 0.56 0.45 Right Support 0.56 0.45 3.0ft 1::!. 12.0ft, 4x10 Max Deflections Downward L+Lr+S Upward L +Lr+S Live Load Defl Ratio 12.0ft 0.042 in Downward Total -0.028 in Upward Total 2616 >360 Total Defl Ratio 31.20pcf 0.094 in -0.062 in 1168 >180 Wood, . igfl :>1}~E37g, .. ', { ·/:.:+~"~ :.~:;:;1•· c~ii111at1ons pi.f!'iDS:'2,12, · iij~ 2011;;~sc·~o1?, A§.fi. 7:~: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0ksi 620.0 ksi Density 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0070, Lr= 0.0050 k/ft, Trib= 1.0 fl Point: D = 0.50, Lr= 0.50 k@ 12.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.836 · 1 1,223.79psf at 12.000ft inSpan#1 1,463.28 psi +D+Lr+H 0.207: 1 37.25 psi at 18.000 ft in Span# 1 180.00 psi +D+Lr+H D L Max Reactions (k) Left Support Right Support o:S1 -.br 0.23 0.37 0.45 H Max eflections Downward L +Lr+S Upward L+Lr+S Live Load Defl Ratio D 0.0070 L 0.0050 "'"'!"'"' 18.750 ft, 4x10 0.309 in Downward Total 0.000 in Upward Total 728 >360 Total Defl Ratio 31.20 pcf 0.682 in 0.000 in 330 >180 .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: Proiect Descr: Project ID: · 1~i!m:J1~·ei ~~!!!!!~~~~-~~~~ 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0ksi 620.0ksi Density Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Unif Load: D = 0.0070, Lr= 0.0050 k/ft, Trib= 1.0 fl Design Summary Max fb/Fb Ratio = 0.078; 1 fb : Actual : 113.80 psi at 9.375 ft in Span # 2 Fb : Allowable : 1,463.28 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.027: 1 fv : Actual : 4.80 psi at 18.000 ft in Span # 2 Fv: Allowable: 180.00 psi Load Comb : +D+Lr+H Max Reactions (k) Q 1 Left Support 0.09 Right Support 0.09 .bl: 0.06 0.06 £ 3.0ft .ti 18.750ft. 4x10 Max eflections Downward L +Lr+S Upward L+Lr+S Live Load Def! Ratio 18.750ft 0.031 in Downward Total -0.015 in Upward Total 4756 >360 Total Def! Ratio 31.20pcf 0.075 in -0.036 in 1982 >180 LATSAAL At(A t-.Y.sts . V-:=:-o,, w. ~ I I I I IL w~ t~ )( ,~ t-I 7 ;x 13 ] )( S PSF == :3 .. s V.,,. o · , ( 3 ,s'') -::. a'£-__ &1s& s~,c. su !,j\jL -- vs~ HSS 4X4x 1t ~ U>WMNS.. V I ovr tvto,c,18)Vf = o · 3'2> ')( B -:: ~~ {,4-Fr-I.(_ 1 {ZESISTltJCi ;1110,t,ta\lr:: ~-~ 3 ~ f,d ,< o,/S llCF x . f •S r , ~ l x ro' x o . , sw x 2' r=-. G_, o· Fr -IL / 2.,~ n---1(__ --~ o, J(_ 4 I II If use 3 -a s,,, )( ;s '"ni )L Frt::i w4 4-~ 4 ~ . vt,A'f Jl>f f-e.om111 l , Title Block line 1 Project Title: You can change this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. En~ineer: Proiect Descr: Project ID: Title Block Line 6 _..,,,,,,,,_~~....,.,,.., Description : STEEL COLUMNS AT TRELLIS 6ott[k97lttiic0$. Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 aenel'ai:(otQ/maui>,l ··· ,:·,,~,:.:.,:,;~ Steel Section Name : HSS4x4x1/4 Analysis Method : Load Resistance Factor Overall Column Height 8.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi IBC 2015 X-X (width) axis: E : Elastic Bending Modulus Load Combination : Unbraced Length for X-X Axis buckling = 8.0 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 8.0 ft, K = 2.1 Column self weight included : 97.680 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 1.50, LR= 1.10 k BENDING LOADS ... Lat. Point Load at 8.0 ft creating Mx-x, E = 0.330 k DE$IGJi'·stiMMAR¥;,,··.; ;•;J«,,,;,;f;,::11:~Wif£sr . ,;fh\t";·,:::·;• .•. ,.•MYM;'''.1 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1853 : 1 Load Combination +1.20D+0.50L +O. 70S+E+1.60H Location of max.above base 0.0 ft At maximum location values are ... Pu 0.9 * Pn Mu-x 0.9 • Mn-x: Mu-y 0.9 * Mn-y: 1.917 k 43.279 k -2.640 k-ft 16.181 k-ft 0.0 k-ft 16.181 k-ft PASS Maximum Shear Stress Ratio= 0.01036 : 1 Load Combination +1.20D+0.50L +0.70S+E+1.60H Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0.330 k Vn •Phi: Allowable 31.842 k Service loads entered. Load Factors will be applied for calculations. 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 0.4281 in at for load combination :E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k O.Ok 0.330 k 8. 0 ft above base 0.0ft above base Maximum Axial+ Bending Stress Ratios Maximum Shear Ratios Load Combination +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60Lr+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H + 1.20D+0.50L + 1.60S+ 1.60H + 1.20D+1,60S+0.50W+1.60H + 1.20D+0.50Lr+0.50L +W+1.60H +1.20D+0.50L +0.50S+W+1.60H +1.20D+0.50L +0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Stress Ratio Status Location 0.052 PASS 0.00 ft 0.057 PASS 0.00 ft 0.044 PASS 0.00 ft 0.085 PASS 0.00 ft 0.085 PASS 0.00 ft 0.044 PASS 0.00 ft 0.044 PASS 0.00 ft 0.057 PASS 0.00 ft 0.044 PASS 0.00 ft 0.185 PASS 0.00ft 0.033 PASS 0.00 ft 0.180 PASS 0.00 ft 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 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft 0.010 PASS 0.00 ft SIMPSON Sti·ong-Tie Anchor Designer™ Software Version 2.4.5673.2 1 .project Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hor (inch): 15.000 Anchor category: - Anchor ductility: Yes hm1n (inch): 16.50 Crrnn (inch): 4.50 Sm,n (inch): 4.50 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Company: l Date: I 2/18/2016 Engineer: I Page: I 1/4 Project: Address: Phone: E-mail: .. -. ..... .---oc ·-···- Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 24.00 State: Cracked Compressive strength, r, (psi): 2500 41,.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No •... Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate _ ..... _ . Length x Width x Thickness (inch): 12.00 x 12.00 x 0.75 Yield stress: 34084 psi Profile type/size: HSS4X4X1/4 z Olb y Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie • <Figure 2> Anchor Designer™ Software Version 2.4.5673.2 14.00 Recommended Anchor Company: Engineer: Project: Address: Phone: E-mail: --- Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr. 36 ---- 14.00 0 ~I ... , I I I I Date: I 2118/2016 I Page: I 214 . - Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ® SIMPSON v; C.-. ~ .~~~ng~':)Jie h « ~:««< ® Anchor Designer™ Software Version 2.4.5673.2 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: ·=····-···v= "" -~--·, Anchor Tension load, Shear load x, Nua (lb) 1353.1 2 3458.7 3 1353.1 4 0.0 Sum 6165.0 Maximum concrete compression strain (%0): 0.12 Maximum concrete compression stress (psi): 531 Resultant tension force (lb): 6165 Resultant compression force (lb): 4165 Vuax (lb) 0.0 0.0 0.0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.91 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.91 4. Steel Strength of Anchor in Tenslon(Sec. D.5.1) Nsa (lb) IP ¢N .. (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb= 16k.-.Jfche?3 (Eq. D-7) A.a fc (psi) her (in) Nb (lb) 1.00 2500 9.333 33099 ¢Ncbg =¢ (ANcl ANco) 'Pec,N'Ped,N'Pc,N'l'cp,NNb (Sec. D.4.1 & Eq. D-4) ANc (in2) ANco (in2) 'Pec,N 'Ped,N 'Pc,N 1232.00 784.00 0.882 1.000 1.00 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ¢Npn = ,P'Fc,PNp = ¢'Fc.P8Abrgfc (Sec. D.4.1, Eq. D-13 & D-14) 'Pc,P Abrg (in2) fc (psi) ip 1.0 0.91 2500 0.70 ipNpn (lb) 12754 ,, .... ""' "'""v=w.·,•.•.•••"'"""---::::: rn., Shear load y, Vuay (lb) 0.0 0.0 0.0 0.0 0.0 <Figure 3> .. I Date: J 2/18/2016 I Page: J 3/4 .. , .....•. . ..... , ....... .. Shear load combined, -.J(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.0 0.0 0.0 01 02 03 'f'cp.N tpNcbg (lb) 1.000 33099 0.70 32097 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com @ SIMPSON ,,,- ·.~u·o~i'l'ie ® 11. Results Anchor DesignerTM Software Version 2.4.5673.2 Interaction of Tenslle and Shear Forces (Sec. D. 7) Tension Factored Load, Nua (lb) Steel 3459 Concrete breakout 6165 Pullout 3459 Company: Engineer: Project: Address: Phone: E-mail: ... ,, ·,.•w., .. ,--·-· m, , .. ,-.-.--.·-=·,m.••, ... , -•.;am·-••.•.•,, -·=m,· ··.•.••,.·~w= :::::.,." •,.~ Design Strength, 0Nn (lb) 14528 32097 12754 Ratio 0.24 0.19 0.27 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 15.000 inch meets the selected design criteria. 12. Warnings -Designer must exercise own judgement to determine if this design is suitable. I Date: I 2118/2016 I Page: I 4/4 Status Pass Pass Pass (Governs) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 w. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1-'i) ;/ 1> Ulj-lo 4--}/,Jj-1 ~ 1 ,vfJ!J _, -tt~ 'fa [/{/L 1,,/~ { fiu_!T 7 Tl \/u/!lP P\C)J\_ ta f\~~ 1/ll) jlp e:5-~~~ \/\u./1v ~0 r---C 3-2-llo ~-:u:_ -\-o \?\on,~ 'JI. -m Ess(,\ "3-10-~ ~-:K ®'K.. 3/tt l I b evt~ Jr J-Fc_ Ii ?f. ( 3 . ( (,, _ f},R_ c-1,,/-/ed bn:xv7A,L 1N µCu) s ds ttj_ s, yw,t (',des J'M !J/ftV,v,;._;'/ ~U!YR~ .Scuy-"- (siz__9 o I-f-,,-dli:s f~l'€q. fOt-::j P:. ;,, P 1/1-AJ /lb--/Zi0 L\-2'.J.D-llo =c Final In cti spe on required by: DPlan OCM&I D Fire D SW DtSSUED ApproJlfed_ ' Date BUILDING W'--L Vi-U(/ {/q/(,?, PLANNING ,. -\ ti 1, "I !/b ENGINEERING \ /I .;J,. j l'-.D FIRE Expedite? y N IJfl,liZ' \/u/!LP DIGITAL FILES Required?. y N HazMat APCD Health Forms/Fees Sent Rec'd Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: y N LandUse: Density: lmpArea: FY: Annex: PFF: y N Comments Date Date Date Building 1}11J1y, Planning \/1...0.,/l{o t>-10 l\e) Engineering Fire Need? I -(7 · lv ::,01;,.;!Pv,/ ,J ,µ,.,/,"' ot-Lc,::,. I" V ~",'!a I Dev. By 0//fA ru)' vVI Ill\!\ Due? By y 1\1 y 1\1 y .(\I y 1\1. y N. y N y N y N Factor: Date ~one DDone DDone D Done