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2730 GATEWAY RD; ; CBC2019-0010; Permit
PERMIT REPORT (ciW of Carlsbad Print Date: 03/09/2020 Permit No: CBC2019-0010 Job Address: 2730 Gateway Rd Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2132632700 Lot #: Applied: 01/09/2019 Valuation: $ 35,000.00 Reference #: Issued: 02/27/2019 Occupancy Group: Construction Type PermitFinal 03/05/2020 Close Out: St Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: 03/05/2020 Project Title: Description: PIZZA PORT: ADD WASTEWATER TREAMENT EQUIPMENT ON PAD IN PARKING LOT Applicant: Owner: Contractor: JAIME RAMIREZ MARSAGLIA PROPERTIES LLC SCHNEIDER CONTRACTING P0 Box 1697 Po Box 880 CARLSBAD, CA 92018 BONSALL, CA 92003-0800 760-845-6107 760-631-0588 FEE AMOUNT BUILDING PERMIT FEE ($2000i-) $310.00 BUILDING PLAN CHECK FEE (BLDG) $217.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $43.00 FIRE A-2 & A-3 Occupancies - TI $628.00 MANUAL BUILDING PERMIT FEE $155.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $2.00 STRONG MOTION-COMMERCIAL - $9.80 Total Fees: $ 1,409.80 Total Payments To Date: $ 1,409.80 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees /exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f. I www.carlsbadca.gov Page 1 of 1 City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Ci&4:20 1c1 —':k'io Est. Value PC Deposit Date Job Address 2730 Gateway Road Carlsbad, CA 92009 Suite: APN: 213-263-24, 25 & 26 Tenant Name: Pizza Port Brewing Co. CT/Project #: Lot #: Occupancy: A-2, B, F-I &S-1 - Construction Type: Ill-B Fire Sprinklers:/ no Air Conditioning: Eyno BRIEF DESCRIPTION OF WORK: CONSTRUCTION OF NEW 559 SQ. FT. BREWERY CONCRETE PAD FOR NEW WASTEWATER PRE- TREATMENT W/ NEW WASTEWATER S.S. HOLDING TANK, BIOGILL TANK & FILTRATION ENCLOSED BY A 12-0" HIGH MTL. SCREEN FENCE D Addition/New: New SF and Use, ___New SF and Use, Deck SF, ________ Patio Cover SF (not including flatwork) D Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No D Plumbing/Mechanical/Electrical Only: Other: 559 SQ. FT. BREWERY EQUIPMENT PAD FOR NEW WASTEWATER PRE-TREATMENT SYSTEM (NMUcr16n COST- APPLICANT (PRIMARY) Name JAIME RAMIREZ Address: 13280 EVENING CREEK DR. SOUTH SUITE 125 City: SAN DIEGO State; CA Zip: 92128 Phone: (858) 793-4777 Email: JaimeR@sca-sd.com DESIGN PROFESSIONAL Name: CHERYL D. SMITH Address: 13280 EVENING CREEK DR. SOUTH SUITE 125 City: SAN DIEGO State: CA Zip: 92128 Phone: (858)793-4777 Email: Dennie@sca-sd.com Architect State License: C1 1701 PROPERTY OWNER Name: MARSAGLIA PROPERTIES, LLC Address: P.O. BOX 1697 City: CARLSBAD State:. CA Zip: 92018 Phone: (858)481-7332 Email: CONTRACTOR BUSINESS Name: 'C YL4ii1 eP (?1gitAZ(Z ?2,c) Address: /() &/C O .V City: /C4< C State:C Zip: 94 Phone: 76O" 63 Email: CT *1'7'KA State License: 2 . / Bus. License: LLY /2' (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1$500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingccarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: ID I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. O I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issues, My workers' compensation insurance carrier and Policy number are: Insurance Company Name: 1 ,,i9" ,v.4 /ti~"4<. j,yi.6rJC Policy No. 76000/81)_ 7/ Expiration Date: /' J-'...7O!7) ID Certificate of Exemption: I certify that in the performance of the work for which this permit Is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Fall to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and chill fines up to $100,000.00, In addition the t cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONTRACTOR SIGNATURE: ___[]AGENT DATE: €201 -27aO19 (OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or Improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). ID I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (Include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE:___________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit Is Issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Dyes • No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes • No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Dyes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' 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 fora period of 180 days (Section 1 .44 niform Building Code). APPLICANT SIGNATURE: / DATE: CI ((I, 1635 Faraday Ave Carlsbad, CA 92008 Ph: 7 0-602-2"19 Fax: 760-602-8558 Email: Building@'carlsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 01/09/2019 Owner: MARSAGLIA PROPERTIES LLC Work Class: Tenant Improvement Issue Date: 02/27/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/01/2020 Address: 2730 Gateway Rd Carlsbad, CA 92009-1730 IVR Number: 16403 Scheduled Actual Date Start Date Inspection Type Inspebtion No. Inspection Status Primary Inspector Reinspection Complete 0310812019 0310812019 BLDG-11 085594-2019 Passed Tim Frazee Complete FoundationlFtglPier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0912012019 0912012019 BLDG-Final 104799-2019 Failed Peter Dreibelbls Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Nb BLDG-Electrical Final No 0310512020 0310512020 BLDG-11 121400-2020 Passed Chris Renfro Complete FoundationlFtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final 121668-2020 Passed Chris Renfro Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final No March 05, 2020 Page 1 of I 11 CTEIRt - --------- Construction Testing & Engineering, iic. Inspection I Testing I GeotechniaI I Environmental & Coflstrudion Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTEJOBNO. ,,/&/Po REPORT NO. PROJECT NAME , 4 1L ; INSPECTION MATERIAL IDENTIFICATION ADDRESS -7 0 CreW W C. Lf iz 0 CONCRETE CONC. MIX NO. & lb/in2 C REINF. STEEL GROUT MIX NO.& lb/in2 ARCHITECT S C A 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER Cr f- s = 0 P.T. CONCRETE REINF. STEEL GR./SIZE A (o i c IA 7OçQ CONTRACTOR Cr. h ,., ;i4,r 1— 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE ./7 h 0 BATCH PLANT MASONRY BLOCK I PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 2..V.)C.. .70,'j 00/0 El' OTHER ELye Lr MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. c4rA 4c. 0G'e'4 IU-4-'Clj j(,—itl'-/ i404 c'(owc( 4L r'wt4e-(--- 4r e vL41t SC v rcr 4t ,4- t.4 if /coo €O30 e,h, u/rilo r( ,*.i gii' ... C I I I toIe. 'iii A ..— iJ ilc.Loi., 4_1 LIJI4L 4G-4L c,44 la- 0/k_ A; 4;/400iZ LG40iI u/ic rJe iv' , ' Io,& ljv, s r &.ji C It c a Ic c Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME CERTIFICATION NO. ,. SIGNATURE 7/ 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CqtY 0f Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In'accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. Project/Permit: CBC20190010: Project Address:_7.1?JO (fr4kft.41 z4 --I. '4 0 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder D. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print (kst) Mailing Address: Z 1 t2 ( 4€ V / ,'- i b A d ''I i oo1 Email, e Pi '1'P0 ' " Phone: it. a c/5 /I I am: JaProperty Owner OProperty Ownefs Agent of Record DArchitect of Record UEngineer of Record State of California Registration Number: Expiration Date:__________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspectio.oted on VepWpy.plans anj4s required by the California Building Code. Sig Date: _?'2O-(°J CONTRACTORS'STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor! builder! owner-builder. Contractors Company Name-_SC I/Al s/I) _C17'_Zi1ase check if you are Owner-Builder 0 Name: (Please print) 224k_T CH/j/Q (First) (liii.) (Last) Mailing Address: 08erO_/dt-.4 - Email: 9CN,vé,404 C€N" Phone: 7e0 -4I 5L State of California Contractor's License Number2 73313 Expiration Date: , fi 020 ' I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractors) organization, for the method and frequency of reporting and the rib tion of the reports; and I certify that I will have a pffiffied p rson within our (the contractors) organization to exercise such control. B-45 Page 1 of 1 Rev. 08114 EsGil A SAFEbuiIt Company DATE: JAN. 22, 2019 JURlSDlCTlONCARLSBADj PLAN CHECK #.: CBC2019-0010 SET: I PROJECT ADDRESS: 2730 GATEWAY ROAD PROJECT NAME: PIZZA PORT - ADDITION* U APPLICANT URIS. 1-1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. Lii EsGil staff did advise the applicant that the plan check has been completed. Person contacted__— Telephone #: Date contacted: Email: Mail Telephone Fax -g)son REMARKS: ,completed—and—signed priorto-the permitbeingiiissued *Wastewater Holding Tank, Biogill Tank & Filtration Enclosure. By: ALl SADRE, S.E. Enclosures: OD V V V V V V *sGil 1/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 [DO NOT PAY — THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0010 PREPARED BY: ALl SADRE, S.E. DATE: JAN. 22, 2019 BUILDING ADDRESS: 2730 GATEWAY ROAD BUILDING OCCUPANCY: F-11V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) HOLDING & BIOFILL TANKS & FILTRATION ENCLOSURE Air Conditioning Fire Sprinklers TOTAL VALUE 35,000 Jurisdiction Code ICB Isyordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: El Complete Review C] Structural Only 0 Other o Repetitive Fee Repeats 0 Hourly I IHr. © * I EsGilFee i I $189.401 Comments: Sheet 1 of 1 OGSSI Structural Engineers Calculations for: Job No 18311A Pizza Port Equipment Anchorage Carlsbad, CA JAN 092019 CITY OF CARLSBAD BUILDING DIVISION SMITH CONSULTING ARCHITECTS 12220 El Camino Real, Suite 200 San Diego, CA 92130 Phone: 858.793.4777 January 7, 2019 ej~ ao I q - q0 ) O GssI Structural Engineers Structural Scope of Work: The structural scope is limited to adding a new mat slab and providing anchorage for new equipment and a new fence. GSSI Job No 1831 IA Pizza Port Water Tanks Page 1 of 16 01/07/2019 'a OSHPD 2730 Gateway Rd, Carlsbad, CA 92009, USA Latitude, Longitude: 33.1286712,'-117.25006680000001 SI M1121 L__ 1-J± Oq fl P2a £ Tp,anninter J M çsoo4/PP .00 \\Shell: R\%CIVh3*'°i EL F.F= te Map data 02019 Google Date 102019,11:44:22 AM Design Code Reference Document 1[ASCE7-10 Risk Category . Ii Site Class J[D - Stiff Soil Type Value. Ss 1.034 Description MCER ground motion. (for 0.2 second period) Si 110.401 1IMCER ground motion. (for 1.Os period) 'SMS 1.123 Site-modified spectral acceleration value ismi ][0.642 llSite.modified spectral acceleration value Sos 0.749 Numeric seismic design value at 0.2 second SA 110.428 l[Numeric seismic design value at 1.0 second SA Type Value SDC D Description Seismic design category Fa 1[1.0 gSite amplification factor at 0.2 second Fv 1.599 Site amplification factor at 1.0 second IPGA I0.394 I[McEG peak ground acceleration FPGA 1.106 Site amplification factor at PGA PGAM ][0.436 ][Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 111.034 _]tProbabilistic risk-targeted ground motion. (02 second) .. I SsUH 1.043 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration [SsD ]11.5 i[Factored deterministic acceleration value. (0.2 second) SI RT 0.401 Probabilistic risk-targeted ground motion. (1.0 second) S1 UH J(0.384 (Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. SI D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 1[o.s jFactored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.991 Mapped value of the risk coefficient at short periods [CR1 Mapped value of the risk coefficient at a period of is GSSI Job No 1831 IA Pizza Port Water Tanks Page 2 of 16 01/07/2019 7.5 1.5 1.0 0.5 0.0 0.0 2.5 5.0 Period, T (sec) - Sa(g) 0.8 - 0.6 0.4 0.2 0.0 5.0 7.5 Period, T (sec) - Sa(g) MCER Response Spectrum Design Response Spectrum GSSI Job No 18311A Pizza Port Water Tanks Page 3 of 16 01/0712019 PGSSI Project: - Sheet GSSI No. - Structural Engineers Engr: - Date 1/7/2019 Overturning of Mechanical Equipment Desian Parameters a = 1.0 component ampflication factor GO per ASCE 7-10 2.50 5os = 0.70 spectral acceleration, short period Strength Design: .90 +1.OE I, = 1.00 importance factor Allow. Stress Design: .913 + 1.0E/1.4 R = 2.5 Component response mod. factor SD or ASD? = Strength Design Slab on grade? Yes Z = 1 ft. (ht. in structure of point of attachment). z=O @ grade h = 1 ft. (avg. roof ht.) zlh= 0.0 F = .4*a*Sos.W*(1+2*z/h)/(R,,,Il), (13.3-1) F = 0.11 W,, F(max) = 1.6*SDS*lp*Wp, (13.3-2) Fmax) = 1.12 W,, Fp(min) = 0.3S0 lp Wp, (13.3-3) F(min) = 0.21 W Fv = .2*SDS*Wp, (12.4.2.3) Fv 0.14 W OTM = Fp*unit height/2 RM = (.9Fv)*Wt*unit width/2 Floor/Slab/Footina Loads Unit Size, feet _____ Curb ht, in. weight, lbs Fp Fv OTM ft-lbs RM ft-lbs Uplift, lb width length height Gal Tank 8.50 8.5 15.0 0 53,000 ____ 6000 uplif BIOGILL 11,162 7,441 83,714 171,100 ~No 7.5 9.0 10.5 15,000 3,159 2,106 16,585 42,728 uplif 8000 Gal Tank 8.0 8.0 16.0 30.0 74,000 15,584 10,390 163,636 224,842 No uplif 10,002 - - - - 10,003 - - - - 10,004 - - - - 10,005 - - - - - I - I - I - I J Anchoraae Loads Increased as Reauired for ACI Aooendix D Single Anchor Loading with 00 No. Anchors OTM X Q0 V X Go Uplift T max VMax User Anchorage Notes Unit I tot Vto ft-lbs lbs lbs lbs lbs 6000 Gal Tank 0 4 209,284 27,905 No OT - 6,976 Use slide stops -4 anc mm BIOGILL 0 4 41,462 7,898 No OT - 1,974 Use slide stops -4 anc mm 8000 Gal Tank 2 6 409,091 38,961 23031 11,516 6,494 2 4 2 4 - - - - - 2 4 - - - - - 2 4 - - - - - 2 4 - - - - - GSSI Job No 18311A 2016 CBC Over vl?quipment Ortho asce ch 13 Page 4 of 16 01/07/2019 0i P000, G S S I Project: - Structural Engineers Engr: - LRFD Hilti KB-TZ Seismic Anchorage Values 3000 psi-Cracked Concrete Design Normal Weight Concrete lambda=1.0 Normal Weight Concrete lambda=1.0 Lightweight Concrete lambda=0.8 Anchor Type Min Conc (in) Edge Dist (in) Tmax (Ibs) Vmax (Ibs) I8"KB-TZw/2"embed I" KB-TZ wl 2" embed '2 KB-TZ WI 3.25" embed '8 KB-TZ W/ 4" embed /4 KB-TZ WI 4.75" embed 4 in 4.00 in 1212 lbs 1466 lbs 4 in 5.50 in 1284 lbs 1844 lbs 6 in 7.50 in 2625 lbs 3572 lbs 6 in 8.75 in 3631 lbs 4940 lbs 8 in 9.00 in 4699 lbs 7934 lbs Note 1: For KB-TZ in concrete filled metal deck min conc thickness is 3.25"-Values do not change for 2" Embed Unit Anchor Type T I V T% V% I T%+V% 6000 Gal Tank 3/4" KB-TZ w/ 4.75" embed 0 lbs 16976lbs 0% 88% 0.81 OK BIOGILL 3/4" KB-TZ w/ 4.75" embed 0 lbs 1974 lbs 0% 25% 0.10 OK 8000 Gal Tank GSSI Job No 18311A 2016 CBC over R Page 5 of 16 ,l1IIkSquipment Ortho asce ch 13 01107/2019 Sheet GSSI No. - Date 1/7/2019 www.hiltl.us Prof is Anchor 2.7.9 Company: GSSI Page: 1 Specifier: Project: Address: . Sub-Project I Pos. No.: Phone I Fax: I Date: 1/7/2019 E-Mail: Specifiers comments: I Input data HIT-HY 200 + HAS-R.316 SS 718 h4w = 9.000 in. (hef = - in.) ASTM F 593 ESR-3187 3/1/20181 3/1/2020 Design method ACI 318-14 / Chem without clamping (anchor); restraint level (anchor plate): 2.00; e, = 1.000 in.; t = 0.500 in. Hilti Grout: CB-G EG, epoxy, f;GICUI = 14.939 psi lx l, x t = 13.000 in. x 13.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Round HSS, Steel pipe (AISC); (Lx W x T) = 6.630 in. x 6.630 in. x 0.280 in. cracked concrete, 4000, f,= 4,000 psi; h = 16.000 in., Temp. short/long: 32/32 F hammer drilled hole, Installation condition: Dry tension: condition B, hear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No.4 bar Tension load: yes (172.3.4.3 (d)) Shear load: yes (17.23.5.3 (c)) Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C. D, E, or F) Geometry [lnj & Loading jib, in.lbj InW date I W agreement with the existing aejnks Page 6 of 16 P IS ROF FL-9494 Sthaan Huh is a registered Tm 01/07/2019 www.hlltius Prof is Anchor 2.7.9 Company: GSSI Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 117/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values (lb] Utilization Loading Proof Load Capacity PN' p, (%j Status Tension Concrete Breakout Strength 12.000 23,761 51/- OK Shear Steel failure (with lever arm) 1.625 2,832 -/58 OK Loading PN py 4 Utilization PN,V (%] Status Combined tension and shear loads 0.505 0.574 5/3 72 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance With Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input dati=3XIMO =for agreement vAth the OXIStIfl9 conditions Page 7 of 16 PROMS FL-9494 Schaan Huh is registered T 01/0712019 GSSI Project Title: Engineer: ;O~'GSSI Project ID: Project Descr: Structural Engineers Printed: 7 JAN 2019, 4:1113M File PlSmdh ConsultinglPiva Poll Water Treatment - 18311AtEn neallngCa stPizza Poll Water.ec6 . General Footing Software copyignENERCi.C. INC. 19-2018.Bwtii:1o.18.12.fl. I IT!t'A'ElIfIIl1iIl Description: mat slab at 8000 Gal tank [Cde References 1 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 I .1500 psf wl EGenerailftioFit 1 11/3 increase Material Properties Soil Design Values fc: Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pd Concrete Density = 145.0 pd . . Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below 0.0 It Mm. Overturning Safety Factor = 1.0 :1 Mm. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes - - 0.0 ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than - 0.0 ft Use Pedestal wt for stability, mom & shear : No - T Dimensions 1 Width parallel to X-X Axis = 11 ft Length parallel to Z-Z Axis = 11.0 It z Footing Thickness = 16 in I-Il Pedestal dimensions... px: parallel to X-X Axis 96 in pz: parallel to Z-Z Axis : 96.0 in Height - 0.0 in Reber Centeiline to Edge of Concrete... at Bottom of footing = 3.250 in ERiifäing 1 Bars parallel to X-X Axis - Number of Bars - Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACl 114.4.2) Direction Requiring Closer Separation 11 6 11 #6 XI.Seti,N.Z n/a I # Bars required within zone n/a " #6 at 12 typ I # Bars required on each side of zone n/a EAliéd Loads 1 D Lr L S W E H P: Column Load = 74.0 0.0 0.0 0.0 0.0 164.0 0.0 k 08: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k GSSI Job No 18311A Pizza Port Water Tanks Page 8 of 16 01/07/2019 GSSI Project Title: )01 Engineer: GSS1 Project ID: Project Descr: Structural Engineers Printed: 7JAN 2019, 4:11 PM General Footing File = PSmith ConsuIth4iPiva Port Water Treatment - 18311AlEngineeiinCalcutationsPizza Part Water.ec5. Software copyright ENERCALC. INC. 1983-2018, Build:10.18.12.22 . I Lic. # : KW-06009033 Licensee : GSSI Engineers Desaiption: mat slab at 8000 Gal tank [DESIGN SUMMARY 1 Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.8770 Soil Bearing 1.754 ksf 2.0 ksf +D+0.70E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09546 Z Flexure (+X) 2.349 k-ft/ft 24.604 k-tUft +1.200+E PASS 0.09546 Z Flexure (-X) 2.349 k-ft/ft 24.604 k-tUft +1.200+E PASS 0.09546 X Flexure (+Z) 2.349 k-ft/ft 24.604 k-ft/ft +1.20D+E PASS 0.09546 X Flexure (-Z) 2.349 k-ft/ft 24.604 k-ft/ft +1.20D+E PASS 0.06333 1-way Shear (+X) 6.008 psi 94.868 psi +1.20D+E PASS 0.06333 1-way Shear (-X) 6.008 psi 94.868 psi +1.20D+E PASS 0.06333 1-way Shear (+Z) 6.008 psi 94.868 psi +1.20D+E PASS 0.06333 1-way Shear (-Z) 6.008 psi 94.868 psi +1.20D+E PASS 0.09923 2-way Punching 14.932 psi 150.481 psi +1.200+E TDetailid RëüIts 1 Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X, D Only 2.0 n/a 0.0 0.8049 0.8049 n/a n/a 0.403 X-X, +)+0.70E 2.0 n/a 0.0 1.754 1.754 n/a n/a 0.877 X-X, +)-i4)550 2.0 n/a 0.0 1.516 1.516 n/a n/a 0.758 X-X, +0.60D 2.0 n/a 0.0 0.4829 0.4829 n/a n/a 0.242 X-X, 40.60D40.70E 2.0 n/a 0.0 1.432 1.432 n/a n/a 0.716 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.8049 0.8049 0.403 Z-Z, +)+0•70 2.0 0.0 n/a n/a n/a 1.754 1.754 0.877 Z-Z, +)+0550 2.0 0.0 n/a n/a n/a 1.516 1.516 0.758 Z-Z. +)()() 2.0 0.0 n/a n/a n/a 0.4829 0.4829 0.242 Z-Z, +060+07 2.0 0.0 n/a n/a n/a 1.432 1.432 0.716 T0vedurniiS1bilit' 1 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning [Sliding Stability All units it Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding [Footing Flexure Flexure Axis & Load Combination Mu . Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface In12 In12 InA2 k-ft X-X. +1.40D 0.9625 +Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. +1.40D 0.9625 -Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. +1.201) 0.8250 +Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. +1.201) 0.8250 -Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. +1.20D+E 2.349 +Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. +1.20D+E 2.349 -Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. +0.90D 0.6188 +Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. .0.90D 0.6188 -Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. .0.90D+E 2.142 +Z Bottom 0.3456 Min Temp % 0.440 24.604 OK X-X. +0.90D+E 2.142 -Z Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +1.401) 0.9625 X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +1.40D 0.9625 +X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +1.20D 0.8250 -X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +1.20D 0.8250 +X Bottom 0.3456 Min Temp % 0.440 24.604 OK GSSI Job No 18311A Pizza Port Water Tanks Page 9 of 16 01/07/2019 GSSI Project Title: Engineer: OGSSI Project ID: Project Descr: Structural Engineers Printed: 7 JAN 2019, 4:11 PM General Footing He.= PtSmfth ConsultinPiva Pori Water Treatment- 18311 WEnlimeeiingXCalculationsWiza Port Water.ec6. Software copyright ENERCALC. INC. 1983-2018, Build:10.18.12.22. I IU!4''EsI1sIi1tIiK Description : mat slab at 8000 Gal tank rFäiitiiFxure 1 Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi'Mn Status k-ft Surface inA2 in*2 inA2 k-ft Z-Z, +1.20D+E 2.349 -X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +1.20D+E 2.349 +X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +0.90D 0.6188 -X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +0.90D 0.6188 +X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +0.90D+E 2.142 -X Bottom 0.3456 Min Temp % 0.440 24.604 OK Z-Z. +0.90D+E 2.142+X Bottom 0.3456 Min Temp % 0.440 24.604 OK E0neWa'51ear Load Combination... Vu@ -X Vu @ + Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D 2.46 psi 2.46 psi 2.46 psi 2.46 psi 2.46 psi 94.87 psi 0.03 OK +1.200 2.11 psi 2.11 psi 2.11 psi 2.11 psi 2.11 psi 94.87 psi 0.02 OK +1.20D+E 6.01 psi 6.01 psi 6.01 psi 6.01 psi 6.01 psi 94.87 psi 0.06 OK +0.90D 1.58 psi 1.58 psi 1.58 psi 1.58 psi 1.58 psi 94.87 psi 0.02 OK +0.90D+E 5.4-8-psi 5.48 psi 5.48 psi 5.48 psi 5.48 psi 94.87 psi 0.06 OK [Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.40D 6.12 psi 150.48psi 0.04067 OK +1.20D 5.25 psi 150.48psi 0.03486 OK +1.20D+E 14.93 psi 150.48psi 0.09923 OK +0.900 3.93 psi 150.48psi 0.02614 OK +0.90D+E 13.62 psi 150.48psi 0.09052 OK GSSI Job No 1831 IA Pizza Port Water Tanks Page 100116 01/07!2019 Sheet No. Project No.: Date: 1/3/2019 GSSI Project: Structural Engineers Engr: ASCE 7-10 Wind Lateral Design Analysis For Free Standing Walls and Signs Directionally independent: Design Parameters: Building Category = II Top of Wail/Sign Elevation (h) 12 ft Importance Factor, I = 1.00 Height of Wall/Sign (s) 10 ft Basic Wind Speed (3-sec. mph), V = 110 Wail Width (B) 5 ft Exposure Category = C Percent Of Wall Open 0% Directionality Factor, K.,1 = 0.85 s/h 0.833333 w= I BIs 0.5 Cf Ref Figure 6-20 For Cf Value-Enter Below Velocity Pressure Exposure Coefficient: Cf 1.65 Enter Cf Value Here from figure 6-20 a= 9.5 z9 = 900 ft Structure Height (ft) 12 12 12 12 12 12 12 Kz=2.01"(z/;)= 0.81 .,0.81 0.81 0.81 0.81 0.81 0.81 Topographic Factor: 2-D Ridge l X I 2-0 Escarpl I 3-D Hull I ("X" One Box) Elevation Change, H = 0 ft c15ft Topographic Factor NOT Required Crest to Mid-Height, Lh = 0.5 ft Dist from Crest, x = 0 ft Downwind of Crest? I No I (Yes or No) H / Lb = 0.00 <0.2 Topographic Factor NOT Required K1= 0.00 7= 3.0 1(2 = 1 - (IxI4dh) = 1.00 p. = 1.5 Structure Height (ft) I 12 12 12 12 12 12 12 Kg = (1 + K1 K2 1(3)2 Velocity Pressure: Structure Height (ft) q=O.00256K5KKVlo WàiilFence Forces: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12 12 12 12 12 12 12 21.33 21.33 21.33 21.33 21.33 21.33 21.33 psf G C Wail/Fence Pressure pqGC, EQ 6-271 0.85 1.65 I 35.19 psf Pressure Pressure with openings Percent Open 0% 35.19 psf LFRD 21.11 psf ASD GSSI Job No 1831 IA Pizza Port Water Tanks .Page 11 of 16 01/0712019 5(] Type PLBTM-36 or HSB®-36 Allowable Uniform Loads (psf) DECK rA n-rn.j SPAN GAGE CRITERIA 2'4' 3'-O" 4'.O" 5.0" 5.6" 6'.0" 6'4" 7'4"\7'4" 8'.O" 8'4" 9'.O" 9'4" 1O'.O" w g 1/360 ••• ••• 150 77 58 44 35 28 23 19 16 13 11 10 7 6 U 11240 ... .. 225 115 86 67 52 42 34 F-267 23 20 17 14 11 8 o 1/180 ••• s. ••• 153 115 89 70 56 45 37 31 26 22 19 14 II Z Stress 300 300 300 251 208 174 149 128 112 98 87 78 70 63 52 44 - 11360 .. .. 207 106 79 61 48 39 31 26 22 18 15 13 10 8 (1) 18 11240 .. .. .. 159 119 92 72 58 47 39 32 27 23 20 15 11 1/180 too ••• +• 212 159 122 96 77 63 52 43 36 31 26 20 15 Stress 300 300 300 300 264 222 189 163 142 125 110 99 88 80 66 55 4 6 I 1/360 . ••. 261 133 100 77 61 49 40 33 27 23 19 17 13 10 1/240 .40 ••• ### 200 150 116 91 73 59 49 41 34 29 25 19 14 11180 ••• ••• 4s. 267 200 154 121 97 79 65 54 46 39 33 25 19 Stress 300 300 235 150 124 104 89 77 67 59 52 46 42 38 31 26 22 11360 ••• ••• ••s * 122 94 74 59 48 40 33 28 24 20 15 12 1/240 ..• 040 ••• ••• ••• ••• ••• ••• ••• ••• 49 42 35 30 23 18 1/180 ... .• ••. .•. .• ... ... ..• ••• ••• ••• ••• .• .. 30 23 Stress 300 300 296 190 157 132 112 97 84 74 66 59 53 47 39 33 LU A 11380 • ., • ••• 146 113 89 71 58 48 40 33 28 24 18 14 _•J U 11240 ... .. .• .•• .•• .. ••• ... .. 71 59 50 43 37 27 21 11180 .. .. .. ..• ••• ••• ••• ..• .. .. ••. ..• ... .. 37 28 Stress 300 300 300 265 219 184 157 135 118 103 92 82 73 66 55 46 O 1/360 .. .. .. 258 194 149 117 94 76 63 53 44 38 32 24 19 18 1/240 ... ... ... .•. .•. .. ... .., 115 94 79 66 56 48 36 28 1/180 .. .. .•• ... .. ••. ••. ••• .. .•• ••• ... .. 64 48 37 Stress 300 300 300 300 271 228 194 167 146 128 113 101 91 82 68 57 6 I 1/360 • .00 ••• .•• 241 186 146 117 95 78 65 55 47 40 30 23 11240 ... ... .•• ••• ••• ••• .. ... 143 118 98 83 70 60 45 35 1/180 .•. .•• ... ••• ••• 000 ••• ••• .• ..• "0 too ••• 80 60 46 Stress 300 300 294 188 155 131 111 96 84 73 65 58 52 47 39 33 22 1/360 ., .. 247 127 95 73 58 46 38 31 26 22 18 16 12 9 1/240 ... ... ... ... 143 110 86 69 56 46 39 33 28 24 18 14 U180 ••0 rn is• too ••• s.• too 92 75 62 52 43 37 32 24 18 Stress 300 300 300 237 196 165 140 121 105 93 82 73 66 59 49 41 iii 2A 11360 ••• • 298 152 115 88 69 56 45 37 31 26 22 19 - 14 11 U 1/240 .. ... ... 229 172 132 104 83 68 56 47 39 33 29 21 17 0.. 11180 .. too s ••• ••• ••• 139 111 90 74 62 52 44 38 29 22 - Stress 300 300 300 300 274 230 196 169 147 129 115 102 92 83 68 57 11360 .. .. .. 202 152 117 92 74 60 49 - 41 35 29 25 19 15 I 1/240 .•• s• ••• ••• 228 175 138 110 90 74 62 52 44 38 28 22 11180 ,, .. .. ..• ... . 184 147 120 99 82 69 59 50 38 29 Stress 300 300 300 300 300 285 243 209 182 160 142 127 114 103 85 71 1 6 1/360 so# ••• ••• 251 189 145 114 92 74 61 51 43 37 31 24 18 11240 ••• ••• ••• ••• 283 218 172 137 112 92 77 65 55 47 35 27 1/180 .. .. ... ..• .. .. 229 183 149 123 102 86 73 63 47 36 See footnotes on page 27. GSSI Job No 1831 IA Pizza Port Water Tanks Page 12 of 16 %WR%'&odeck.com VERCO DECKING, INC. VR4 . 29 GSSI 0 01) GSSI Structural Engineers Project Title: Engineer: Project ID: Project Descr: Printed: 3 JAN 2019, 10:1 SAM Steel Beam File = P.Smith ConsultingtPizza Port Water Software INC. 1983-2018. Build:10.18.12.22 Description: Horizontal Fence support LCODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 TMàtéilál Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 46 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending W(0.165) 0 HSS3x2x1/4 F Span = 9.0 ft ppIied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: W = 0.0330 ksf, Tributary Width = 5.0 It Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.049:1 Section used for this span HSS3x2x1I4 Section used for this span HSS3x2x1I4 Mu : Applied 1.671 k-ft Vu : Applied 0.7425 k Mn * Phi : Allowable 4.761 k-ft Vn * Phi: Allowable 15.060 k Load Combination W Only Load Combination W Only Location of maximum on span 4.500ft Location of maximum on span 0.000 ft - Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.756 in Ratio = 142 >=120 Max Upward Transient Deflection 0.000 in Ratio = 0 <120 Max Downward Total Deflection 0.456 in Ratio = 237 >=120 Max Upward Total Deflection 0.000 in Ratio = 0 <120 TMaximum Forces & Stresses for Load Combinations I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mny PhiMny Cb Rm VuMax Vny PhiVny Dsgn.L = 9.00 ft 1 0.000 5.29 4.76 1.00 1.00 -0.00 16.73 15.06 +0.50W Dsgn.L = 9.00 ft 1 0.175 0.025 0.84 0.84 5.29 4.76 1.00 1.00 0.37 16.73 15.06 W Only Dsgn.L = 9.0011 1 0.351 0.049 1.67 1.67 5.29 4.76 1.00 1.00 0.74 16.73 15.06 EOiIlMáximum Deflections Load Combination Span Max. -" Dell Location in Span Load Combination Max. + Deft Location in Span W Only 1 0.7601 4.526 0.0000 0.000 [Veiticil Reitions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.743 0.743 Overall MiNimum 0.334 0.334 +0.60W 0.446 0.446 +0.450W 0.334 0.334 W Only 0.743 0.743 GSSI Job No 18311 A Pizza Port Water Tanks Page 13 of 16 01/0712019 GSSI Project Title: Engineer: GSSI Project ID: Project Descr: Structural Engineers Printed: 3 JAN 2019, 10:17AM Steel Beam He = PtSmith ConsultingiPizza Port Water Treatment- 18311A1Engineering1Catcu1a1ionsl3izza Port Water.ec6. Software coavitahi ENERCAILC. INC. 1983-2018. Buikt:10.18 12.22. I Description: Fence Post CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 rMiteiiaiproperties 1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely linbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(1.74) W(0.74) .• ._-_. HSS5x5x1/4 Span ll.Oft I [pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number I Point Load: W=0.740k@11.oft Point Load: W = 0.740k @3.0 It DESIGN Section used for this span Mu : Applied Mn Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection HSS5x5x1I4 10.360 k-ft 26.255 k-ft W Only 0.000ft Span # 1 1.344 in Ratio = 0.000 in Ratio = 0.806 in Ratio = 0.000 in Ratio = im shear stress Katio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 196>=120 0 <120 327 '=120 0 <120 HSS5x5x1I4 1.480 k 49.786 k W Only 0.000 ft Span # 1 TMaximum Forces & Stresses forLoad Combinations 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx PhiVnx Dsgn. I = 11.00 ft 1 0.000 29.17 26.25 1.00 1.00 -0.00 55.32 49.79 +0.50W Dsgn.1 = 11.00 111 1 0.197 0.015 .5.18 5.18 29.17 26.25 1.00 1.00 0.74 55.32 49.79 W Only Dsgn.L= 11.00 It 1 0.395 0.030 -10.36 10.36 29.17 26.25 1.00 1.00 1.48 55.32 49.79 TOialiMa*irnum Deflections Load Combination Span Max. -Dell Location in Span Load Combination Max. + Defi Location in Span W Only 1 1.3439 11.000 0.0000 0.000 rviti Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1.480 Overall MiNimum 0.666 +0.60W 0.888 +0.4501SSl Job No 1831 IA 0.666 Pizza Port Water Tanks Page 14 of 16 W OnlyQi/7/ig 1.480 www.hlltl.us Profis Anchor 2.7.9 Company: GSSI Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/3/2019 E-Mail: Specifiers comments: I Input data Anchor type and diameter: HIT-HY 200 + HAS-E 314 Effective embedment depth: hekw = 8.000 in. (hefofit = - in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 3/11/2011813/11/2020 Proof: Design method ACI 318-14 I Chem Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.000 in.; t = 0.500 in. Hilti Grout: CB-G EG, epoxy, f;GFOU = 14,939 psi Anchor plate: Ix x I, x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Round HSS. Steel pipe (AISC); (L x W x 1) = 6.630 in. x 6.630 in. x 0.280 in. Base material: cracked concrete, 4000, f, = 4,000 psi; h = 12.000 in., Temp. shortliong: 32/32 F Installation: hammer drilled hole,. Installation condition: Dry Reinforcement: tension: condition A. shear: condition A; no supplemental splitting reinforcement present edge reinforcement: >= No.4 bar Geometry (In.] & Loading (lb, input le foragreement with the uSth9COfldi 4I pnks Page 15 of 16 PR011!s.Zwewr ME FL-9494 Schaan Hifli isa registered I 01/07/2019 www.hiltius Profis Anchor 2.7.9 Company: GSSI Page: 2 Specifier: . Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/3/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values (lb] Utilization Loading Proof Load Capacity PN' PV (%j Status Tension Bond Strength 12,907 17,112 76/- OK Shear Steel failure (with lever arm) 400 1.035 -/39 OK Loading PN PV 4 Utilization PN.V I%1 Status Combined tension and shear loads 0.754 0.386 5/3 83 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to usingi them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. ki agreement with the existing conditions PROI FL.9494 Schaan Hilti is registered Page 16 of 16 01107/2019 PIZZA PORT F ',s BREWING COMPANY JAN 0929 KT I CITY OF CARlSBAD PERMIT No. BUILDU UPv SION In accordance with the provisions of Section 3 of the Pretreatment Ordinance the Encina Wastewater Authority hereby authorizes Pizza Port Brewing Company 2730 Gateway Road Carlsbad, CA 92009 to discharge locally regulated wastewater from the above identified facility into the Encina Wastewater Authority (EWA) sewer system in accordance with the conditions set forth in this permit and EWA's Pretreatment Ordinance. NO DISCHARGE OF FEDERALLY REGULATED WASTEWATER IS AUTHORIZED. Compliance with this permit does not relieve the User of its obligation to comply with any or all applicable pretreatment regulations, standards or requirements under local, State, and Federal laws, including any such regulations, standards, requirements, or laws that may become effective during the term of this permit. No vested rights shall be given by issuance of this permit. The validity of this permit is conditioned upon the validity of the User's connection permit with the city or district in whose jurisdiction the User is located. Nothing in this permit grants the User a right to discharge at a volume that exceeds the allowable discharge volume set forth in the User's connection permit with that city or district. The User acknowledges that EWA personnel have the lawful authority to enter upon the User's premises at any time to determine compliance with the conditions of this permit. This Class Ill permit shall become effective on September 20, 2016 and shall expire on September 1, 2020. WRepr / M -1,;201,1 Title __________ Source Control Manager Name/Date Ce Pizz% Port Brewing Company Iepresentative: 7 qJ-1()JIL - ~ Nam ID e Title ) PW PERMIT IN PLAIN VIEW THIS PERMIT IS NONTRANSFERABLE SERVING THE CITY Or VISTA, CITY OF CARlSBAD, BUENA SANITATION DISTRICT, VALLECITOS VATER DISTRiCT, LEUCADIA WASTEWATER DISTRICT AND CITY OF ENCINITAS QC O1O I CI)J ! avOtIAvMaAvODu :1 O VO DVBBIUVO H H " I I I ,- 1 01 -1 Jjjjjj £ I H H OYd iNThdIflO3 AI3M38 ____ ia y3S i .LUOd VId I _____ IIhI I I __ Icn .. I ss a, 'l..(coj ic yIP GSSI SHEET_ PROJECT GSSI NO. e1t46L E* w 0 SAN DIEGO REGIONAL. I OFFICE USE ONLY IRECORD ID#_1/iy-/rn#°FP-ó'e7/1 HAZARDOUS MATERIALS I PLAN CHECK # 1) P"1 ,(P-iQO cc QUESTIONNAIRE I fo 4iV3/ , BP DATE I Business Name Business Contact Telephone # Pizza Port Brewing Co. Gina Marseglla (760) 8456107 Project Address (include suite) City 2730 Gateway Rd. Carlsbad State Zip Code CA 92009 I APN# I 2-1 3 Mailing Address (include suite) City State Zip Code I Plan FlIe# 2730 Gateway Rd. Carlsbad CA 92009 I Project Contact Applicant E-mail Telephone # Jaime Ramirez jaimer@sca-sd.com (858) 793-4777 The following questions represent the facility's activities NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: met reoulred for arolects within the Cltvof San Dliàöt: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents S. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases S. Oxidizers 10. Cryogenics 14. Other Health Hazards,. 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials IS. None of These. / 4. Flammable Solids 8. Unstable Reactives 12. Radioactives If the anSwer to any Diego, CA 92123. Call (858) 505.6700 prior to the issuance of a building permit , FEES ARE REQUIRED Project Completion Date: 2/28-f/I Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 • Is your business listed on the reverse side of this form? (check all that apply). 0 U Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 U Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds andlor 200 cubic feet? 0 • Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 U Will your business use an existing or install an underground storage tank? 0 U Will your business store or handle Regulated Substances (CalARP)? 0 • Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 • Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storage Act). CaIARP Exempt Date Initials CalARP Required Date Initials CaiARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions tl !ln ed1&4dentify4he.manr-HE ! ition issues at the planning stage. Your project may require additional measures not Identified by these questions. Sc e resldenJgj ejn 'CD requIrements. If yes Is answered for either questions 1, 2 or 5 or for more comprehensive requIrements, plea e contact APCD at)p coThoaiittIcc g (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. t'AID YES NO 1. 0 U Will the project disturb 100 square feet or more of existing building materials? 2. 0 • Will any Iced supporting structural members be removed? FEBrc 2 6 2019 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by aq individual that has passed an EPA-approva building inspector course? CASH: 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Based on the survey results, will the project diijf4ij)yaSbestoS containing material? If ye , a notification maybe required at least 10 working days prior to commencing asbestos removal. OJ)1IY, 1ficati may be required p r to the removal of a load supporting structural member(s) regardless of the presence of asbestos. 0 U Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the Issuance of a building permit 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construion equipmenj be located within 1,000 feet of a school boundary? 1000/f4 1, Briefly describe business activities: Briefly descdb6 proposed project: Brewing Facility I Pizza Restaurant Installing (?)-water storage tanks on concrete pad of my knowledge true and correct. z Z& /'T FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: '-.. DATE: I BY: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR occucv RELEASED FOR occuacv COUNTV'-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD A stôrip in this box oniv exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply HM-9171 (9118) County of San Diego - OEM - Hazardous Materials Division Commercial Permit Revi5 Status: 2730 Gateway Rd BLDG-Permit Revision 2132632700 $ 0.00 Applied: Issued: PermitFinal Close Out: Inspector: Final Inspection: PIZZA PORT: RELOCATE TANK AND EQUIPMENT Contractor: SCHNEIDER CONTRACTING Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Applicant: JAIME RAMIREZ Closed - Finaled 02/08/2019 02/27/2019 03/05/2020 Work Class: Lot #: Reference #: Construction Type Bathrooms: Orig. Plan Check #: CBC2019-0010 Plan Check #: Owner: MARSAGLIA PROPERTIES LLC PERMIT REPORT (city of Carlsbad Print Date: 03/09/2020 Permit No: PREV2019-0031 P0 Box 1697 Po Box 880 CARLSBAD, CA 92018 BONSALL, CA 92003-0800 760-845-6107 760-631-0588 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) $136.00 MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $ 396.00 Total Payments To Date: $ 396.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov Page 1of 1 PLAN CHECK REVISION OR Development Services cCjY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number 0t 0010 Plan Revision Number PVlc1 co3/ Project Address Q73Ô General Scope of Revision/Deferred Submittal: cav\yc 1o.k 5r7 & 't00h,l CONTACT INFORMATION: Name_ic % tvv Phone Fax Address City Zip Email Address CIJVVS VuCO2 - Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Xplans Xalculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Ai AS! Does this revision, in any way, alter the exterior of the project? LI Yes LI No Does this revision add ANY new floor area(s)? II Yes LI No Does this revision affect any fire related issues? LI Yes LI No Is this a complete set? LI e LI No €'Signature,. Date 1635 Faraday Avenue, Carlsbad, CA 92008 fj: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiIt Company DATE: FEB. 18, 2019 U APPLICANT 'JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0010 (REV.-1) - PREV2019-0031_ SET: I PROJECT ADDRESS: 2730 GATEWAY ROAD PROJECT NAME: PIZZA PORT - ADDITION* The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. E The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. FT The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. E EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: ( : Email: Mail Telephone Fax In Person REMARKS: Plan changes to double the size of the 6,000-gal Biogill Wastewater holding tank under this permit. *Wastewater Holding Tank, Biogill Tank & Filtration Enclosure. By: ALl SADRE, S.E. Enclosures: EsGil 2/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0010 (REV._l) - PREV2019-0031 PREPARED BY: ALl SADRE, S.E. DATE: FEB. 18, 2019 BUILDING ADDRESS: 2730 GATEWAY ROAD BUILDING OCCUPANCY: F-1/V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB lay Ordinance 1997 UBC Building Permit Fee I v 1997 UBC Plan Check Fee Type of Review: 0 Complete Review o Structural Only Repetitive Fee Repeats * Based on hourly rate Other Hourly EsGil Fee 1.5 Hrs.@ $120.00 I $180.00I Comments: Sheet 1 of 1 iGSSI Structural Engineers It Calculations for Delta 1 Revisions: Job No 18311A Pizza Port Equipment Anchorage Carlsbad, CA V 2019 b IS/ON SMITH CONSULTING ARCHITECTS 12220 El Camino Real, Suite 200 San Diego, CA 92130 Phone: 858.793.4777 February 6, 2019 PPE12o% 31 iGSSI.. Structural Engineers Structural Scope of Delta 1: The flat-bottom water tank increased in size. New slide stops were required to account for the weight increase The equipment was moved in the yard to account for the largertank. GSSI Job No 18311A Pizza Port Delta I Page 1 of 4 02/06/2019 V ;~O/ GSS1 Project: - Sheet GSSI No. - Structural Engineers Engr: - Date 2/5/2019 Overturning of Mechanical Equipment Desicin Parameters - a = 1.0 component ampflication factor no per ASCE 7-10 2.50 5DS = 0.70 spectral acceleration, short period Strength Design: .9D +1.OE 1p = 1.00 importance factor Allow. Stress Design: .913 + 1.0E/1.4 R = 2.5 Component response mod, factor SD or ASD? = Strength Design Slab on grade? Yes Z = 1 ft. (ht. in structure of point of attachment), z=O @ grade h = 1 ft. (avg. roof ht.) z/h= 0.0 F = .4*a*Sos.W*(l+2*z/h)/(R.,,Il), (13.3-1) F = 0.11 W, F(max) = 1.6*SDs*lp*Wp, (13.3-2) F(max) = 1.12 W F(min) = 0.3*SDs*lp*Wp, (13.3-3) F(min) = 0.21 W Fv = .2*SDS*Wp, (12.4.2.3) Fv 0.14 W, OTM = Fp*unit height/2 RM = (.9Fv)*Wt*unit width/2 Floor/Slab/Footinq Loads Unit Size, feet _____ Curb ht, in. weight, lbs Fp Fv OTM ft-lbs RM ft-lbs Uplift, lb width length height 12000 Gal tank 11.5 11.5 16.0 150,000 31,590 21,060 252,720 655,155 No uplif 10,003 - - - - 10,004 - - - - 10,005 - - - - Anchoraae Loads Increased as Required for ACI Appendix D Single Anchor Loading with _£ No. Anchors OTM X no V X Qo Uplift Tmax VMaX User Anchorage Notes Unit T 0, Vtot ft-lbs lbs lbs lbs lbs 0 4 - - No OT - - 0 4 - - - - - 2 6 12000 Gal tank 0 2 631,800 78,975 No OT - 39,488 use slid stops -2 min ea direction 2 4 - - - - - 2 4 - - - - - 2 4 - - - - - 2 4 - - - - - GSSI Job No 18311A 2016 CBC OvertuAW015180011 Equipment Ortho asce ch 13 Page 2 of 4 02/06/2019 www.hilti.us rFoTIS Aflcflor z.tap Company: GSSI Page: 1 Specifier: . Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 2/5/2019 E-Mail: Specifiers comments: ____ HIT-HY 200 + HAS-R 316 SS I he105 = 8.000 ifl. (heiiiinit = - in.) ASTMF593 ESR-31 87 3/1/2018 13/1/2020 Design method ACI 318-14/ Chem eb = 0.000 in. (no stand-off); t = 0.500 in. IX l, x t = 8.000 in. x 20.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile . cracked concrete, 3000, f6' = 3,000 psi; h = 16.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (C)). I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.Ib]J Input igreement with the existing conditions and fo r.nlaus FL-9494 Schaan Mliii is a registered . Page 3 of 4 PROFIS 02/06/2019 www.hilti.us Company: GSSI Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.9 2/512019 2 Proof I Utilization (Governing Cases) Design values (Ib] Utilization Loading Proof Load Capacity p. I p., L%J Status Tension - - - -I- - Shear Pryout Strength (Concrete Breakout 40.000 47,932 -184 OK Strength controls) Loading FIN PV Combined tension and shear loads - - Utilization 11/61 Status 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! • 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilt! product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data qjul PROFIS for agreement with the existing conditions and Page 4 of 4 FL-9494.Sthaan Hilti is s registered Tradem 02/06/2019 sca ARCHITECTURE February 08, 2019 EsGil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 P: (858) 560-1468 Pizza Port Brewery Equipment Pad Plan Check No. CBC20I9-0010 Below are new changes clouded with revision tag # I per sheet number for the above mentioned project. - Sht. # Al: Revised keynote 2 by replacing 6,000 gal. Biogill wastewater holding tank with a 12,000 gal. Biogill wastewater stainless steel holding tank - Sht. # ASI, AS2, AXI & Al: Re-arrange the location of Biogill filtration equipment & (2)-wastewater holding tanks per processing flow 13280 Evening Creek Drive South, Suite 125 1 San Diego, CA 92128 1 858.793.4777 1 sca-sd.com sca A R C H I T E C T U R E February 08, 2019 The City of Carlsbad Development Services - Planning Division 1635 Faraday Avenue Carlsbad, CA 92008 Pizza Port Brewery Equipment Pad Plan Check No. CBC20I9-0010 Reviewer: Sarah Cluff P: (760) 602-4619 E: Sarah.Cluff©carlsbadca.gov Below are responses by sheet number clarifying each plan check comment for the above mentioned project. Site Plan: 2. Sht. # Al: Revised new floor plan, elevations, keynotes 4 & 7 to include a rolling gate enclosing the equipment yard & fully screening the tanks 4. Sht. # Al: Revised existing grain silos' tank finish on elevations 3 & 4 per comment notes New Changes to Plans & Elevations: Below are new changes clouded with revision tag # I per sheet number for the above mentioned project. - Sht. # Al: Revised keynote 2 by replacing 6,000 gal. Biogill wastewater holding tank with a 12,000 gal. Biogill wastewater stainless steel holding tank - Sht. # ASI, AS2, AXI & Al: Re-arrange the location of Biogill filtration equipment & (2)-wastewater holding tanks per processing flow 13280 Evening Creek Drive South, Suite 125 1 San Diego, CA 92128 1 858.793.4777 1 sca-sd.com PERMIT REPORT (èit of Carlsbad Print Date: 03/09/2020 Permit No: PREV2019-0240 2730 Gateway Rd BLDG-Permit Revision 2132632700 $0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: CommercialPermit Revi5 Status: Closed - Finaled Lot #: Applied: 11/13/2019 Reference #: Issued: 12/12/2019 Construction Type PermitFinal 03/05/2020 Close Out: Bathrooms: Inspector: TFraz Orig. Plan Check #: CBC2019-0010 Final Plan Check #: Inspection: PIZZA PORT: RE-PURPOSE& RE-LOCATED EXISTING BUFFER TANK // NEW BIO=GILL FILTRATION TOWERS WERE NOT INSTALLED AND REMOVED FROM PLAN Applicant: Owner: Contractor: JAIME RAMIREZ MARSAGLIA PROPERTIES LLC SCHNEIDER CONTRACTING P0 Box 1697 P0 Box 880 CARLSBAD, CA 92018 BONSALL, CA 92003-0800 760-845-6107 760-631-0588 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 FIRE Plan Review Per Hour - Office Hours $204.00 MANUAL BLDG PLAN CHECK FEE $225.00 Total Fees: $ 464.00 Total Payments To Date: $ 464.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-9560 f I www.carlsbadca.gov Page 1 of 1 (City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CBC2019001 0 Plan Revision Number'Faevaolg -owd Project Address 2730 Gateway Road Carlsbad, CA 92009 General Scope of Revision/Deferred Submittal: Existing 2,500 gal. buffer tank was re-purposed & relocated next to new bio-gill wastewater holding tank. New bio-gill filtration towers were not installed & removed from plan. CONTACT INFORMATION: Name Jaime Ramirez Phone (858) 793-4777 Fax Address 13280 Evening Creek Drive S., Suite 125 -City_San Diego Zip 92128 Email Address JaimeR@sca-sd.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: RX Plans Z Calculations D Soils 0 Energy 0 Other 2, Describe revisions in detail 3. List page(s) where each revision is shown Revised sheet index & added Construction Change #1 scope TS-1 Revised plans to show the buffer tank relocation & removal of filtration towers ASI, AS2, AXI Revised demo & new floor plans, keynotes & exterior elevations to show the Al buffer tank relocation & removal of filtration towers Added detail 18 and detail 25 is not used S-001 Revised foundation plan to show the buffer tank relocation & removal of filtration S-Ill towers 4. Does this revision, in any way, alter the exterior of the project? 0 Yes LI No Does this revision add ANY new floor area(s)?_ 0 Yes F No Does this revision affect any fire related issues? 0 Yes t No Is this a complete set? / Yes f No £Signature Date t 1635 Faraday Avenue, CarlstId, CA 92008 : 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov V EsGil A SAFEbui(f Company DATE: NOV. 27, 2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0010 (REV.-2) - PREV2019-0240_ SET: I PROJECT ADDRESS: 2730 GATEWAY ROAD PROJECT NAME: PIZZA PORT - ADDITION* The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved anti checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LII EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: ,ate contacted: ILa7i (by-Ito) Email: " Y all Telephone Fax In Person REMARKS: Buffer tank relocation & removal of filtration tower are under this permit. Replacement sets are submitted for review and approval. By: ALl SADRE, S.E. Enclosures: Approved set is included. EsGil 11/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 (DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0010 (REV.-2) - PREV2019-0240 PREPARED BY: ALl SADRE, S.E. DATE: NOV. 27, 2019 BUILDING ADDRESS: 2730 GATEWAY ROAD BUILDING OCCUPANCY: F-I/V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1G13 IBy Ordinance 1997 USC Building Permit Fee V 1997 USC Plan Check Fee I Type of Review: 0 Complete Review o Structural Only 0 Repetitive Fee 0 Other Repeats 91 Hourly 1.51 Hrs. @ * EsGil Fee $120001 I $180.00f' Based on hourly rate Comments: Sheet 1 of 1