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2730 GATEWAY RD; ; CB150094; Permit
(City of Carlsbad Print Date:- 06/12/2018 Permit No: C13150094 Job Address: 2730 Gateway Rd Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed -Expired Parcel No: * :2132632700 Lot #: Applied: 01/12/2015 Valuation: $75,000.00 Refernce#: Issued: 02/17/2015 Occupancy Group: . Construction Type Permit * ' Finaled: .# Dwelling Units: - Bathrooms: Inspector: MColI r Bedrooms: • Orig. Plan Check #: Final - - Plan Check #: Inspection: Project Title: Description: • TI - COMM PIZZA PORT= NEW 2,462 SF OF INTERIOR SLAB FOR NEW FERMENTER, TO INCLUDE INSTALLATION OF BREWERY EQUIPMENT AND RELATED PLUMBING NO ADDITIONAL TI WORK Applicant: - -. MARSAGLIA PROPERTIES LLC . 1o:Box 1697 • cARLsBAD, CA 92018 . • 760-845-6107 FEE •• - AMOUNT Total Fees Total Payments To Date Balance Due 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 impbsitión: • . . • - 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' projèct.;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. EXPI RED PERMIT - I PERMIT HAS EXPIRED IN ACCORDANCE WH C.B.C. 106.4.4 AS AMENDED By C-4-C"8-04'030 SECTION DATE k!i_ sIGNATURic BuildingDivisión - 1635 Faraday Avenue, Carlsbad CA.92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.goV Owner: MARSAGLIA PROPERTIES L L C PO BOX 1697 S CARLSBADCA 92018 $515.81 Meter Size $0.00 AddI Red. Water Con. Fee $0.00 $361.07 Meter Fee .. $0.00 $0.00 SDCWA Fee $0.00. $0.00 CFD Payoff Fee $0.00 $21.00 PFF (3105540) $0.00 $0.00 PFF (4305540) .. $0.00 $0.00 License Tax (3104193) $0.00 $0.00 License Tax (4304193) $0.00 $0.00 Traffic Impact Fee (3105541) $0.00 $0.00 Traffic Impact Fee (4305541) $257.90 PLUMBING TOTAL . $56.00 $0.00 ELECTRICAL TOTAL $45.00 $0.00 MECHANICAL TOTAL $0.00 $0.00 Master Drainage Fee $0.00 Sewer Fee $0.00 $0.00 Redev Parking Fee $0.00 $0.00 Additional Fees . $0.00 $3.00 HMP Fee ?? $160.00 Green Bldg Standards Plan Chk TOTAL PERMIT FEES $1,419.78 City of Carlsbad - 1635 Faraday Av Carlsbad, CA 92008 0-23-2016' .. Commercial/Industrial Permit Permit No - Building Inspection Request Line (760) 602-2725 ' . S CB150094 'Job 'Address: . 2730 GATEWAY RD CBAD Permit Type: _TI Sub Type: COMM Status: l€.SES- Paicei No: 2132632700 Lot#: . 0 Applied: 01/12/2015 -Valuation:' $75000.00 Construction Type: 3B - Entered By: LSM Occupancy Group Reference # Plan Approved: 02/17/2015 Issued: 02/17/2015 Inspect Area MC Plan Check #: Project Title: PIZZA PORT= NEW 2,462 SF OF ' S . . INTERIOR SLAB FOR NEW FERMENTER, TO INCLUDE INSTALLATION OF S BREWERY EQUIPMENT AND RELATED PLUMBING NO ADDITIONAL TI WORK Applicant: JAIME SMITH CONSULTING STE 125 13280 EVENING CREEK DR S 92128-4696 * Building Permit -. Add'I Building Permit Fee Plan Check Addi Building Permit Fee Plan Check Discount Strong Motion Fee ParkFee Fee , Bridge Fee . •• BTD#2Fee' BTD#3 Fee Renewal Fee Add'l Renewal Fee ..........Other Building Fee Pot. Water Con. Fee Meter Size . . . 4.Add'l Pot. Water Con. Fee Red. Water Con. Fee Green Bldg Stands (SB 1473) Fee Fire Expedidted Plan Review Total Fees: $1,419.78 Total Payments To Date: $1,419.78 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: .5. NKJ11E Flease take NOTICE bat applmd of your ptor± includes the "Inpositic6cff, dedications, reservations, or other a<aioris hffealter oollecbvely - referred to as 'ior" Ycu e g) days from the date this permt ves issued to protest irrlxsiticn of these fess/exaicns. If you zest them you fist v ,.. fdIOtte protest ptktes sat forth in G,erne1 Code section a), and file the ptitest axi any other requl ir,tioi wtt, the aty Manager for . xrxessirg in amda-te with Carlsbad MLII1dJ Code Section 3 32 00. Failure to tin'aty fdlcwthet ptiure Will her any sutseit legad action to attack ie, sat aside, void, or an.l their irrpition. • . You are lthy FURTHER NOTIFIED that ycur right to patest the sçeifl&l eiors [XIS NOT /PFtY to vveter and seer axcri fees and ctpaity diar, ror plarirg zctir, grarrj or cther sirrilarzoicabon pessirg or service fees in ccin wth this p. NCR DOES ITLYtO any ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING ENGINEERING BUILDING DFIRE 0 HEALTH DHAZMATIAPCD I ' Building Permit Application Plan Check No. Est. Value '7 City df 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cdisbad . Plan Ck. Deposit -:&6k.0-2 4 ti email: biiilding@carlsbadca.gov Date I I 12_f Iswppp I www.carlsbadca.gov JOB ADDRESS 2730 Gateway Road lsuITE#/spAcE#/uNrre 100,110,120 IAPN 213 - 263 - 24;2-5,26 CT/PROJECT # LOT # PHASE # # OF UNITS I # BATHROOMS I TENANT BUSINESS NAME CONSTR. TYPE I 0CC. GROUP [BEDROOMS Pizza Port Ill_Bi I B,F1, Ml Si DESCRIPTiON OF WORK: Include Square Feet of Affected Area(s) NEW, 2462 SQFT OF INTERIOR STRUCTURAL SLAB FOR NEW FERMENTER, THIS PROJECT IS FOR THE INSTALLATION OF BREWERY EQUIPMENT AND RELATED PLUMBING, STRUCTURAL ANCHORAGE! OVERTURNING CALCS AND DETAILS ARE PROVIDED FOR EQUIPMENT THAT EXCEEDS 6 FT. HT. NO ADDITIONAL T.I. AREA IS PROPOSED BY THIS PROJECT, EXISTING HIGH PILE STORAGE LIMITED BY THE REPORT PREPARED BY KLAUSBRUCKER AND ASSOCIATES DATED AUGUST 23, 2012. EXISTING USE . I PROPOSED USE GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS RESTAURANT & MANUFACTURING I SAME 849 I I YESNODI IYES]il E. NOD I I YESN0DI I APPLICANT NAME Sean Far? Primary Contact , PROPERTY OWNER NAME MARSAGLIA PROPERTIES LLC ADDRESS 2730 Ga' Ro ,.,/ ADDRESS P0 BOX 1697 CITY CARLSB . ,, STATE,.' 92009 CITY CARLSBAD STATE CA ZIP 92018 PHONE 35 L (7X)717 PHONE 858 481 7332 FAX EMAIL 'iEAN@PIZZAPORT DESIGN PROFESSIONAL SMITH CONSULTING ARCHITECTS CONTRWR BUS. NAME cgv fC72,'-/C ADDRESS . ADDRESS . 13280 EVENING CREEK DRIVE SOUTH,125 Po 3ô JO CITY ... STATE ZIP SAN DIEGO' CA - 92128 ' CITY STATE ZIP E . . FAX I8587934777 'JE 246 FAX EMAIL JAIMER@SCA-SD.COM . EMAIL -#>iCf 744 r A/f7' STATE UC. # STATE LIC.# I CITY BUS. LIC.# -: ________ (Sec. (Uj1.b uUSineSS ana vrOTessions uoae: Any URY or county wrricn 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 fChapter 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 oenaltvof not more than five hundred dollars ($50011. 00C)6 OPOOø( Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: - I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Liii 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 carder and policy i'umber are: Insurance Co. Policy No. 'TO ?I,2._•"7 47 Expiration Date This section need not be completed if the permit is for one hundred dot s ($100) or le [J Certificate of Exemption: I certify that in the performance of th work for which is 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 verage is nlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages vided for in Se lo 06 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE AGENT DATE ®OOIDOQO DO UØ&J thereby aftirrii that lam exempt from Contractor's License Law for the following mason: [] 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 Contractors 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). [] ,as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors 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: I personally plan to provide the major labor and materials for construction of the proposed property improvement. [::]Yes ENo 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): . 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address / phone I contractors' license number): 'u - .5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): PROPERTY OWNER SIGNATURE DAGENT DATE - •'. "''-: ' •' .' •-' I WOQ MGM00 PøI øoOOOO ?O OWOtiDOD 900078 ®S? 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? LjYes fa No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes X No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? rives fX 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. 0000000 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 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 agreeto complywtth all City ordinances and State lawn relating to building construction. thereby 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 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the pro viions of is Code shall expire by limitation and become null and void fithe building or work authorized by such pen'nft is not commenced within .160 days from the date of such permit or if the building or work authorized y 7cti mid is suspended or abandoned at any time after the work is commenced for a period of 160 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE . - DATE / : y -, F t - / - STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. -, Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. 4ityof Carlsbad - - - - May 05, 2017 , .• Owner/Tenant. * 2730GATEWAY.RD Carlsbad CA . -S S S . i PERMIT NUMBER (CB150094 ISSUE DATE 02/17/2015 RE BUILDING PERMIT EXPIRATION ADDRESS 2730 GATEWAY RD - PERMIT TYPE: BLDG-Commercial, Tenant Improvement . Our records indicate that your building permit will expire by limitation of time on 06/27/2017. 18.04.030 Section 105.5 amended - Expiration: . , Every permit, issued by the Building Official under the provisions of this code shall expire by limitation, andbecome mull and void if the building or work authorized by such permit is not commenced within 180 calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the workis commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three - calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the permittee has obtained a required. inspection approval of work authorized by the permit by the Building Official within 180 calendar days 'of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not - obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit . . '. Before such work can b recommenced, a new permit shall be obtained to do So,r and the fee therefore shall be * one half the amount required for a'new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee ' .' , . S • Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letter to us Project abandoned. A new permit will be obtained prior to commencing work. - Permit 180 day extension request with written explanation including phon1'?Turñber and email address Request will not be considered without explanation Renewal permit requested. - . If the' project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. I S - Community & Economic Development Building Division 1 1635 Faraday Avenue Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ',. . - 4 . - • " * -. • J * I • : ; ' •-•.. -. ' (IIity of Carlsbad October19, 2016 _5pp94 - Issue Date: February17, 2015 MARSAGLIA PROPERTIES L L C JAIME 0 BOX 1697 SMITH CONSULTING CARLSBAD CA 92018 STE 125 '; •• . 1328O EVENING CREEK DRS RE ,BUILDING PERMIT EXPIRATION CADDRESS. 2730 PERMIT TYPE: TENANT IMPROVEMENT PLEASE CALL FOR AN INSPECTION IF WORK IS - COMMERCIAL COMPLETE Our records indicate that your-building permit will expire by limitation of time on December 27, 2016 The provisions of CBC, Section 105.5 as amended by the Carlsbad Municipal Code state: "EXPIRATION." Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and voidif the building or work authorized by such permit is not commenced within one hundred eighty calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of one hundred eighty calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within one hundred eighty calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee . ') has not obtained a required inspection approval of work by the Building Official within each one hundred eighty day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory, reasons. •• .Please check below indicating your intentions and return this letter to us. •. . Project abandoned. A new permit will be obtained prior to commencing work. - No fee extension requested for 180 days. (must attach a letter of explanation) Renewal permit requested. If the project has been completed and only a final inspection is needed, please call the inspection request line at 760- • 6o2-2725: . -I *. ,• If you have any questions, please contact the Building Inspection Division at 760-602-2700. y• . Rachel Cross Senior Office Specialist . -S Community & Economic Development Building Division 11635 Faraday Avenue Carlsbad CA 92008-7314 1760 602 27001760-602-8560 f www.carlsbadca.g6v - I r . . :• - - 4..,Cityof 4 . S Carlsbad VApriI282016 . . . S Permit Number:iI5..004 - S Issue Date: February 17, 2015. MARSAGU APR OPERTIES L L C JAIME S tS P0 BOX 1697 . SMITH CONSULTING CARLSBAD CA 92018 . STE 125 13280 EVENING CREEK DR S ARE: BUILDING PERMIT EXPIRATION ADDRESS: 73MEWAYSRP . S• PERMIT TYPE: TENANT IMPROVEMENT PLEASE CALL FOR AN INSPECTION IF WORK IS * COMMERCIAL ' . COMPLETE : -( Our records indicate that your building permit will expire by limitation of time on June 27 2016 . . . . The provisions of CBC, Section 105.5 as amended by the Carlsbad Municipal Code state: "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 one hundred eighty calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of one hundred eighty calendar days, or if the building or work authorized by such permit . exceeds three calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the ,..-permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within one hundred eighty calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee - has not obtained a required. inspection approval of work by the Building Official within each one hundred eighty day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shall be one half, ,. the amount required for a new permit for such-work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. - 55 —Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and /. -'satisfactory reasons. ., . . Please .check below indicating your intentions and return this letter to us. S 5 . Project abandoned. A new permit will be obtained prior to commencing work. S . No fee extension requested for 180 days. (must attach a letter of explanation) Renewal permit requested. - S If the project has been completed and only a final inspection is needed, please call the inspection request line at 760- 602 -2725. If you have any questions please contact the Building Inspection Division at 760-602-2700 Maria Emery Office Specialist - ' Community & Economic Development • . . - - - Building Division 1,1635 Faraday Avenue Carlsbad, CA 92008-7314 760-602-2700 I 760-602-8560 fl www.carlsbadca.gov S '-" •:-. . . - - -- ]! • d I * -. 2• - p 4rCrty of CaIs:rbad October 26, 2015 PermitNumberLOB1Q94 fl+ C kr 17 ')l1 - -00UU ca U4 I UI UI y .MARSAGLIA PROPERTIES L L C JAIME I P0 BOX 1697. S SMITH CONSULTING '..CARLSBADCA92018 STE125 . p 13280 EVENING CREEK DRS RE: BUILDING PERMIT EXPIRATION ADDRESS:3GATEWAYTRb PERMIT TYPE: TENANT IMPROVEMENT PLEASE CALL FOR AN INSPECTION IF WORK IS COMMERCIAL COMPLETE , Our records indicate that your building permit will expire by limitation of time on December 27, 2015 The provisions of CBC, Section 105.5 as amended by the Carlsbad Municipal Code state: "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 one hundred eighty calendar days from the date of such permit, or if the building or work authorized by such permit is stopped'at any time after the work is commenced for a period of one hundred eighty calendar days, or if the building or work authorized by such permit exceeds three calendar. years from the issuance date of the permit. Work shall be presumed to have commenced if the .."permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within one hundred eighty calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each one hundred eighty day period upon the initial commencement of work authorized by such permit. . - Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such w&k, and provided furtherthat such suspension or abandonment has not . exdeeded-one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. - - Ay permittee holdingan unexpired permit may apply for an extension of time within which work may commence under ; that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. . . . Please check below indicating your intentions and retUrn this letter to us. Project abandoned. A new permit will be obtained prior to commencing work. ." . No fee extension requested for 180 days. (must attach a letter of explanation) Renewal permit requested. .'lf the project has been completed and only a final inspection is needed, please call the inspection request line at 760- 602-2725. . If you have any questions, please contact the Building Inspection Division at-760-602-2700. Maria Emery" .Senior Office Specialist. Community& Economic Development . . Building Division 11635 Faraday Avenue Carlsbad, CA 92008-7314 760-602-2700 1760-602-8560 f-I www.carlsbadca.gov •i .•• . -, - ,. ' - . 5, • - .S , .5 - - . - - Maria Emey From: - na Emery'- Sent; Thursday, June 23, 2 8:42 AM Brandon Hal Cc: r ella; Gina Mársagiia. Subject: RE: 2730 Gateway Rd - Good Morning Brandon, - - Due to the fact that ybu will not have an approved inspection by June 27"(your permit expiration date), the amount of - $257.90 is owed to renew this permit for another 180 days. No inspections will be scheduled until this amount ispaid -. and if no inspections are approved (passed) within that time frame, the amount will be due each time a renewal is - requested Please come to the Building Counter at the Faraday Center to pay your fees : -': r -, cThnkyou,-- 1 .4 '. . . - - 4 - , Maria Emery ~ity' Of Carlsbad -: Ma ria Emery . S Senior Office Specialist . City of Carlsbad 1635 Faraday Avenue 'Carlsbad, CA92008 ww.carlsbadca.gov .. 760-602-2702- 760-602-8560 fax I maria.emerv@carisbadca.gov S . -. Life. ... S. ' in Action :1cA .. - . . Facebook Twitter I Linkedln You Tube I Pinterest ./ -. -.- *___ . * . 5- ----.•-*-------•---------- ---v-- From: Brandon Holmes[mailto:brandon@pizzaport.com] .Sent: Tuesday, June 21, 2016 2:31 PM To: Maria Emery . . Cè:Jesse Cardella; Gina Marsaglia .Subject: Re: 2730 Gateway Rd Yes, I would like to request another extension on the permit CB150094. -, We still are not ready to pour the second half ofthe slab yet. Please let me krow if I need to come in and pay for the extension. -- Chers - • - . . Brändon Holmes• --Directorof maintenance .• • I - 1 - -, .---• .- - S - - .• Pizza Pprt Brewing Co. (858)999-1811. I 5; From: Maria Maria Emery <Maria.Emerv@carlsbadca.gov> Sent: Tuesday, June 21, 2016 11:23 AM To: Brandon Holmes -Cc:-Jesse Cardella; Gina Marsaglia . j Subject: 2730 Gateway Rd ff- Hi Brandon, I am again emailing about permit CB150094 which has not had any inspections since we last spoke and is scheduled to expire on 6/27/2016 You indicated in your previous email that you were waiting on funding This permit will be expired unless an inspection is called in and approved (passed) by next Monday. If this is something that you are not r goingforward with at this time, please let me know that also. Thank y , .-Maria-Emery ., S (ityof 4 Carlsbad 'yMaria Emery'' /- 'Senior Office Specialist City of Carlsbad - 1635 Faraday Avenue Carlsbad, CA 92008 - www.carlsbadca.gov - , r 760-602-2702 I 760-602-8560 fax I maria.emery@carlsbadca.gov "5' J''_ Life ' in Action CA • ' S Facebook I Twitter, 'Linkedln I You Tube I Pinterest From: Brandon Holmes [mailto:brandon@pizzaport.com] "• Sent._ Thursday, December 10, 2015 1:34 PM -To: Building Inspections ( Cc: Jesse Cardella; Gina Marsaglia Subject: Request for extension on CB150094 • S Hello, -; My name is Branaon Holmes and I work at Pizza Port Brewing Co. - 'I received a letter-referring to permit number CB150094 that will expire on December 27th 2015. - 2 5 - 5. I wanted to request a 180 day extensionon our cellar slab. "Due to cost, as we are expanding, we did not have the funding to pour the entire slab a once ",Wedecided to pour it in two separate parts. We did however finish half of our cellar installation. After we 'cëive, a ROl from this latest install we should be able to getthe finish the rest. r If there is anything else I need to do to get this extension granted please !et me know. Cheers-,, ",Brandon Holmes S - , Productidn Manager Pizza Port Brewing Co (858)999-1811 S, • 4'-. 1 I IA :7- * - - . I - -'-_: •. S . S . 5 -. , . -- V. L- - '-,I''• ¶:. ' - - 0 5 r *15 ,1 • *4 5 -- 2- 'S I 2 ( ) 'I to 3 1 _5._ y• -t • -' - . • 4 - L Sent:' uesday, January 12, 2016 9: AM aria Emery I Just got this from the guy at Pizza Port i I. - - . - -r Fiom:Brandon Holmes [ma i Ito: bra ndon@pizzaport.com]- ' * Sent: Tuesday, January 12, 2016 8:42 AM To: Laura Stuppy-Moore . Subject: Re: 2730 Gateway Rd * S ' ' -- .• p - I - Hello Laura, The electrical wasn't shown in the outdoor mezzanine for the chiller. : 'l'mtrying to get in touch with our architect so he can add it into the plans. / Mike was out yesterday and went over a few things on the drawlingsw with me , Ihopetohaveitsoon. I p Cheers- Brandon Holmes - Production Manager c -- Pizza Port Brewing Co. - (858)999-1811 From Lura Stuppy Moore <Laura Stuppy Moore@carlsbadca gov> Sent: Wednesday, January 6, 2016 9:47 AM To: Brandon Holmes . '- Subject 2730 Gateway Rd - Brandon, * . - We have a permit for a 622 sf equipment mezzanine that had a partial final appro7al on 6/30/15. This permit, CB151026, was due to expire on Dec 27, 2015 If you are ready to complete the final on this, please call 760-602-2725 to schedule your inspection This is just one of the permits outstanding on this address and I know you are aware of the ' larger TI. Please let us know if this is ready for inspection r Thank you, 4ityof' - .Car1sbad 1 1, 'Maria Emery '- From: on ecember 10, 201 1:34 PM hu ecember 10 ' 201 rs To:. ~~(: uith.n9 -Cc: Jesse çPecton Subject. r extension on CB150094 .Hello, My name is Brandon Holmes and I work at Pizza Port Brewing Co. I received a letter referring to permit number CB150094 that will expire on December 27th 2015 I wanted to request a 180 day extension on our cellar slab 'Due to cost, as we are expanding, we did not have the funding to pour the entire slab a once 1. We decided to pour it in two separate parts. We did however finish half of our cellar installation. After we 'receive a ROI from this latest install we should be able to get the finish the rest. ,.t./lf there is anything else I need to do to get this extension granted please let me know. - Cheers- . Brandon Holmes Production Manager -. Pizza Port Brewing Co. (858)999-1811 4. - - I . L •'- '- - .. : I . - I • ' 4 . 1 35 Laura Stuppy-Moore '. Froii , Brandon Holmes <brandon@pizzaportcom> Sent Thursday November 12 2015 11:15 AM -. To: ','• ' . Building Inspections Cc: . . Gina Marsaglia; Jesse Cardella; Sean Farrell; Midori Cronky Subject: . - Extension on Permit number CB150094 . - . 4 . 5_• 'Hello,- I received aletter referring to permit number CB150094 for an extension on our, cellar slab. Due to cost, as we are expanding we did. not have the funding to pour the entire slab a once. We decided to pour it in two separate parts. We did however finish half of our cellar installatiqji. After we receivd a ROl from this latest install we should be able to get the rest of the concrete poured Je foresee this happening IiA1-0' .: If there is anything else I need to do please let me know. . City of Carlsbad41 V Chee'rs1 NOV 122015 9k/' .Brandoh Holmes , . BUILDING DIVISION ' 'Production Manager (858)999-1811 . .. . _ . . ' :' &-ve_•u)M . . >s! .4 . . . • . 5. r -4 '-• 0 - 1 04 ' J 1- 0 1'. -I.:_._•, '.*• S . 4? - • #- .' _•. . 9. . . ''7 •1 -. .4 . • 1 . -. •5•5 5 9• .5 -__-;• '•.S •-'; • 4' . 0 - -S . • 0 Permit Type BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Expired Application Date: 01/12/2015 Owner: Issue Date: 02/17/2015 Subdivision: Expiration Date: 06/27/2017 Address: 2730 Gateway Rd Carlsbad, CA IVR Number: 704456 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Pate; Start Date 11/29/2916 11/29/2016 BLDG-21 003216-2016 Passed Michael Collins Complete Underground/Underf \ !oor Plumbing •. Checklist Item COMMENTS Passed BLDG-Building Deficiency ) No 12/02/2016 12/02/2016 BLDG-11 004043-2016 Passed Paul York complete Foundation/Ftg/Pier - s(Rebar) Checklist Item COMMENTS Passed •- BLDG-Building Deficiency No 12/05/2016 12/05/2016 BLDG-12 Steel/Bond 004044-2016 Passed • Michael Collins Complete Beam / -• •- - p -S (• • - t - - - - S I - - .5 -. -. - 5 5 • -• - - •\ June 12, 2018 - Page 1of1 CTE Construction Testing & Engineering, Inc Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 2 I CTE JOB NO. 1012415T 1 REPORT NO. PROJECT NAME Pizza Port Bressi Ranch Y'e INSPECTION MATERIAL IDENTIFICATION . ADDRESS 2730 Gateway Rd. Li CONCRETE ' CONC. MIX NO. & lb/in 2 Carlsbad Ca Li REINF STEEL GROUT MIX NO & lb/in2 ARCHITECT Smith Consulting Archtects Li MASONRY MORTAR TYPE & lb/in 2 ENGINEER GSSI , Li P.T. CONCRETE REINF. STEEL GR./SIZE ASTMA615 CONTRACTOR Schneider Contracting Li FIELD WELDING STRUCTURAL STEEL OTHER Li. SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 12/02/2016 I Li BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER Li EXP. ANCHOR OTHER ,• . BLDG..PERMIT/OTHER CB150094 I OTHER Epoxy rebar - MATERIAL SAMPLING 1CbNCRETE L1 MORTAR fl GROUT LI FIREPROOFING Ej MASONRY BLOCK d Li REINFORCING STEEL Li STRUCTURAL STEEL Li BOLTS Li OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. 'I observed the epoxy process of #5 rebar dowels into the (E) concrete as noted below. Epoxy product: Simpson SET XP, #065A072A, exp. 07/2018. Locations: approx. (15) dowels into the (E) S.O.G. at the Northwest corner of the (N) tank foundation. Hole diameters: 3/4". Effective embedment: 4" per det. 4/S1.1. • : Note: AIIholes were drilled with a rotary hammer drill and carbide tipped bit, then brushed with a nylon.brush and blown out with compressed air until dust free prior to injecting the epoxy. The entire procedure meets or exceeds plan details and ESR-2508 requirements. ' No discrepancies were 'observed or noted. ..All work is subject to City of Carlsbad approval. .. •' I, - I 'Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I. PRINTED NAME Craig Bechtel CERTIFICATION NO. ICC 5265295 SIGNATURE -1•-• • ' - 1441, Montiel Road, Suite 115 F Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net • .., \I CTE Construction Testing & Engineering, Inc Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 2 OF 2 * . CTE JOB NO. 1O-12415T REPORT NO. PROJECT NAME Pizza Port Bressi Ranch INSPECTION MATERIAL IDENTIFICATION ADDRESS 2730 Gateway Rd. 0 CONCRETE CONC. MIX NO. & Win 5 ... - Carlsbad, Ca. II REINF. STEEL GROUT MIX NO. & Win ARCHITECT Smith Consulting Architects 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER GSSI . 0 PT. CONCRETE REINF. STEEL GR./SIZE ASTMA615 CONTRACTOR Schneider Contracting 0 FIELD WELDING STRUCTURAL STEEL OTHER U SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 12/02/2016 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER . . . . . 0 EXP. ANCHOR OTHER - BLDG. PERMIT/OTHER CB150094 U OTHER MATERIAL SAMPLING CONCRETE 111 MORTAR L1 GROUT LI FIREPROOFING LI MASONRY BLOCK. '-Y REINFORCING STEEL LII STRUCTURAL STEEL [I] BOLTS OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I visually inspected the reinforcing steel as noted below. Material: ASTM A615 grade 60 rebar. Locations: At the (S.O.G.) tank foundation per dets. 4,5,8&10/S1.1 Note: The rebar was checked for size, grade, laps and clearances and found to be in strict conformance with plan call outs and CBC/ACI codes. The rebar is fastened firmly in place and is supported sufficiently on dobies. No discrepancies were observed or noted. ; -All work is subject to City of Carlsbad approval. 5 . . . / - S_ . Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and.the approved plans and specifications. I PRINTED NAME. Craig Bechtel .CERTIFICATION NO. ICC 5265295 . SIGNATURE .1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph(760)746-4955 I Fax (760) 746-9806 I www.cte-inc.net S. CONSTRUCTION TESTING & ENGINEERING, INC. CWItENG1NEERiNG I GEOTECHNICAI. 'I EHVlRONMENTL"itbNSTHUCTIONlPECTlDN AND TESTING I SURVEflH6 - DSA File #: DSA Application #: GRADING OBSERVATION Job Name: Por+ Job Number: /o —/29 /5T Job Address: 2-7 30 -+t tJa.y j LI CA7 Date (s): fi4 3-2—i 5 Client: 1 6 leek- 80 •' Gen Contractor: (dpC -' Contr. Wkg.: Superintendent '\ Foreman Mrk.! Weather Conditionntavy 760 '-/4g'-0613 Summary of Work: - --b pi 4,--o r- kk rain 60 *t-vyi 0 ~ fij'aliL p c4vsk)a c - veAy/ )icrc( is r/oLy-ey 96A £I 4V tv'll ried 'tz e1rioi+ f0L+i0 - S,+ cflc1F)'c.-kt a-iI ,s p44 toilod kv14, - , 041, is Pf rr^ 2B5oo ¶J TEST S111:11MART U - U U U U U - a a - Signature 71 Materials tested D comply n do not comply ' with requirements of the DSA approved documents. V 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955/(760) 746-9806 FAX _S Ca RCmOal5SrnOlM4 IddlikICSCtth .gya,hwsu€.,.I 2730GCa,y CL Th..Lyo.& 5' ICC Active Certificates (eligible - Structural. Welding special Inspector ______________ 7 _________ craig Bechtel - Certified iLV — - 05/06/2018 si so-s : 5265295 Structural Steel and Bolting Special Inspector t AWS /'(6(2i2i Certified EW I Sep 269 05/06/2018 with (ye COfl-eCICCe - 5265295 Reinfoked Cànrete Special Inspector 20 Certified 05I06/20I 8 5265295 Structural Masonry Special Inspector IjCC IiW"" -' • Certified _______________________________________________________ 05/06/2018 COUNCI r ç< 5265295 Conimercial Ouildinlnspior I . Certified - 05/06/2018 http;I/verW.IctJaf..o,/s?F 95 5265295 - - Prestressed Concrete Special Inspector s iss • IIIU (]U Di -, Certified .' 02/08/2019 ,• - - 5265295 - AWS Active certificate ,- • CU ACt Co,icrete Field Testing Technician- c\\) 16092121, 00 Grade I CRAIG A BECHTEL - •: • E Certification ID #01 049670 • xpires on: 04/23/2020 Ceralicallon VenfvatCheCkIC1 org Ir • - - EsGil Corporation In Partners/lip with çovernmentforBuz(ding Safety DTE2/12/2015 0 APPLICANT - .... 0 JURIS. JURlSDlCTlON.. City of Carlsbad 0 PLAN REVIEWER - El FILE ' PLAN CHECK NO 15-0094 SET II 1PROJECTADDRESS 2730 Gateway Rd PROJECT NAME: Pizza Port New Permenter ,. The plans tränsriitted herewith have been corrected where necessary and substantially comply• with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's 'codes when minor deficiencies identified below are 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 Corporation untir corrected plans are submitted for recheck ,The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant 4 - contact person. The applicant's copy of the check list has been sent to Smith Consulting Architects EsGil Corporation staff did not advise the applicant that the plan check has been completed Eli EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Smith Consulting Architects Telephone # 858-793-4777 Date contacted:-(by ' ) Email jaimer@sca-sd.com * Mail -• Telephore Fax In Person ,,REMARKS: By: Eric Jensen - Enclosures: EsGil Corporation - - GA, El EJ El MB - Pc 02/04 I - 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 - .-- •- -'• ,. -.. 4 -U .•. • EsGul Corporation In Partners/iip with government for Bui(dtng Safety DATE 1/26/2015 Q/APPLICANT A JURIS r "JURISDICTION: City of Carlsbad D PLAN REVIEWER .- OFILE * PAN CHECKNO.: 15-0094 SET:I PROJECT ADDRESS:` 2730 Gateway Rd. PROJECT NAME: Pizza Port New Permenter The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LIII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicants copy of the check list has been sent to Sith consulting Architects Elr EsGil'Corporation staff did not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Smith Consulting Architects Telephone # 858-793-4777 1Date contacted ' L4,f (by Email: jaimer@sca-sd.com Mail- -Telephone Fax In Person - - REMARKS By:.. David Yao Enclosures: EsGil Corporation - GA EJ LI MB PC 1/15 9326 Chesapeake Drive, Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 ' T City of Carlsbad 15-0094 .1/26/2015 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 15-0094 OCCLJPANCY: B/Fl/S l/A2 TYPE OF CONSTRUCTION: 111-B ALLOWABLE FLOOR AREA: 4 : SPRINKLERS?:- Y' REMARkS:. 4 1 • - DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 1/26/2015 JURISDICTION: City of Carlsbad USE: ACTUAL AREA: STORIES: 2 4 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/15 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the California version of tKeinternational Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National . 4 Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. '- You may have other corrections based on laws and ordinances enforced by the Planning - - -Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. '•- • . Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC The following items listed need clarification, modification or change All items must be satisfied tefore the plans will be in conformance with the cited codes and regulations Per Sec 105.4 of thé 2012 International Building Code, the approval of the plans does not permit the violation of ' ,any state ,county or city law. .,To speed. up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. .: Be sure to enclose the marked up list when you submit the revised plans. I 4' 1 - 5•S_ - S City of Carlsbad 15-0094 1/26/2015 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 De3artments. 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 PLUMBING AND MECHANICAL CORRECTIONS ,' PLAN REVIEW NUMBER: 15-0094 SET: I --I ,- - PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are - . issued. Business and Professions Code. The final set of corrected drawings to •- be reviewed for signing and sealing just before the permits are to be issued 2 Please provide cut sheets, listing data and installation instruction of the 15 - Fermenter tanks and 5 Brite tanks, showing all required hold-downs, all pipe -• - -connections, and all power connections. 45 3 Please provide a copy of the existing hazardous material opinion and report PLUMBING (2013 CALIFORNIA PLUMBING CODE) - -. 4 Plumbing to be reviewed when the cut sheets, listing data and installation instruction of the 15 Fermenter tanks and 5 Brite tanks are provided MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 5.: Mechanical to be reviewed when the cut sheets, listing data and installation instruction of the 15 Fermenter tanks and 5 Brite tanks are provided. S S - • J4. •, S .'? -. S. - •.- •' .5'••* •..•-' 5 . 5 S. •• --- .5 City of Carlsbad 15-0094 1/26/2015 Note If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this iist(or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 1 Provide electrical and Energy plans for any revisions or additions to the electrical systems Note: If you' have any questions regarding this Electrical and Energy plan review list ". please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans -:'.-' I -. ..- -,•'••I --• ,• . S .• , .• ' F- -• - - F • -. F ._, City of Carlsbad 15-0094 1/26/2015 [DO NOT PAY— THIS IS NOT AN INVOICE] . VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO 15-0094 PREPARED BY David Yao DATE 1/26/2015 BUILDING ADDRESS 2730 Gateway Rd BUILDING OCCUPANCY BUILDING PORTION AREA '( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) perméters per city 75,000 II Air Conditioning Fire Sprinklers TOTAL VALUE 75,000 Jurisdiction Code cb 113y Ordinance $51 1.851 Permit Fee by Ordinance Plan Check Fee by Ordinance tv] I $332 °I Type of Review Complete Review Structural Only D Other E Repetitive Fee Repeats . Hourly Hr. @ * EsGul Fee I $286 641 Comments: - - I Sheet 1 of 1 - .. macvaluedoc + - I .• .. - -- - .- •1 • . CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:0114-2015 PROJECT NAME: PIZZA PORTT.I. PROJECT ID: CB15-0094 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2730 GATEWAY RD. APN: 213-263-27-00 VALUATION: $75,000 This plan check review is complete and has been APPROVED by the ENGINEERING Division. - By: CG1/14/15 A Final Inspection by the Division is required Eyes LNo This plan check review is NOT COMPLETE. Items missing or incorrect are listed on LJ the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: JAIMER®SCA-SD.COM 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. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING - ENGINEERING FIRE PREVENTION W 760602 46a0 - • 760-602-2750 -. 'v- 760-602-4665., '. • - Chris Sexton Chris Glassen P 1 Greg Ryan ---u 760-602-4624 760-602-2784 -- -- 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carIsbadca.gov Greory.Ryan@carIsbadca.ov 4T Gina Ruiz 1 Linda Ontiveros * Cindy Wong - 760-602-4675. - -' 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carIsbadca.gov Cynthia.Wong@carlsbadca.gov OlfllC ie n LJ • L.._ L 760-602-4664 - • ' Dominic.Fieri@carlsbadca.gov :., BUILDING PLANCHECK CITY OF CHECKLIST 1 CARLSBAD QUICK-CHECK/APPROVAL Develooment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CBI 5-0094 Project Address: 2730 GATEWAY RD. INTERIORT.I. Project Description: ENGINEERING Contact: CHRIS GLASSEN Phone: 760-602-2784 - E RESIDENTIAL INTERIOR Date:01-14-2015 APN: 213-263-27-00 Valuation: $75,000 Email: Christopher.GIassencarIsbadca.gov Fax: 760-602-1052 J TENANT IMPROVEMENT - : : E RESIDENTIAL ADDITION MINOR j PLAZA CAMINO REAL - (<$20,000.00) ¶.-ED CARLSBAD PREMIER OUTLETS LI COMPLETE OFFICE BUILDING ;. —1 OTHER: GYM I OFFICIAL USE ONLY 1 ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY CO 1/14/15 DATE 01-14-2015 I REMARKS: NO ADDITIONAL ENGINEERING FEE I Notification of Engineering APPROVAL has been sent to JAIMER@SCA SD COM I I via EMAIL on 01-14-2015 I Page 1 of 1 REV 4/30/11 'N CITYOF -' CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: LS Building Permit Q Right-of-Way Permit Project Address: Assessor Parcel No. 2730 GATEWAY ROAD 213-263-24,25,26 Owner/Owner's Authorized Agent Name: Title: Owner/Owner's Autho z Signature: Date: and to City Standards. I City Concurred: ' By: Date: Project to: AYES ONO I I -/t1 -1 i-q Page 1 of 1 Rev.03/09 4y project is categorically EXEMPT from he requirement to prepare a storm water pollution prevention plan (SWPPP) because it -, '• .-' . only requires issuance of one or more of the following permit types Electrical Patio/Deck Fire Additional Photo Voltaic Fire Alarm Re-Roofing - Fixed Systems Sign Mechanical Spa-Factory Mobile Home Sprinkler Plumbing Water Discharge :.' - •. Project Storm Water Threat Assessment Criteria* %No Threat Assessment Criteria - I My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat' assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier ' ! Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. , •-T ', Tier I - Low Threat Assessment Criteria U My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project - •. meets one or more of the following criteria: - • Results in some soil disturbance; and/or 4 • • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). -. Tier 2 - Moderate Threat Assessment Criteria U My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, -, , . • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: . . - . - • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or - ..'' ,- • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or - • Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or - • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). .Tier 3 - Significant Threat Assessment Criteria U My project includes clearing,, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any ?-, - -• associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any ' associated construction staging, equipment storage, refueling and maintenance areas: or, U My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant :- potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). . ! j certil' to the best of my knowledge that the above • - checked statements are true and correct. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must '. still adhere to, and at all times during construction . , activities for the permit type(s) check above comply ' with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code "The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. 8-24 - ;•_-:.:i PLANNING ENGINEERING FIRE PREVENTION 7606024610 7606022750 7606024665 '_- : -: v.-• f•- i . 4...,. • Chris Sexton Kathleen Lawrence Greg Ryan• 760-602-4624 760-602-2741 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregorv.Ryan@carisbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carisbadca.gov Cynthia.Won@carisbadca.ov :, • Dominic Fieri - I 760-602-4664 Dominic.Fieri@carlsbadca.gov PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division 1635 Faraday Avenue - C I I V 0 F (760) 602-4610 CARLSBAD P29 DATE: 1-13-15 PROJECT NAME: PROJECT ID: PLAN CHECKNO: CB 15-0094 SET#: I ADDRESS: 2730 Gateway Rd APN: 213-263-27-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required El Yes Z 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. El 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: sean@pizzaport.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLAN CHECK <04> C I T V 0 F REVIEW'DiYnt Department ARLSD/-%D TRANSMITTAL • 16:rsabr:day A= www.carlsbadca.gov DATE: 01/25/2015 PROJECT NAME: PIZZA PORT PROJECT ID: CB150094 PLAN CHECK NO: I SET#: 1 ADDRESS: 2730 GATEWAY RD APN: This plan check review is complete and has been APPROVED by the FIRE Division. 'By: GR A Final Inspection by the FIRE Division is required Z Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: A. Champion @ SCA 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 For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 • FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 '.Chris.Sexton@carlsbadca.gov Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carisbadca.gov Greg Ryan 760-602-4663 G repory.Rvan@carIsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carisbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carisbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carisbadca.gov Fl- • • • LII Dominic Fieri 760-602-4664 Dominic.Fieri@carisbadca.gov - j" 1 Carlsbad Fire Department BUILDING DEPT. . :COPY Plan Review Requirements Category TI , COMM - - - DaeofReport 01-25-2015 Reviewed by Name: . SMITH CONSULTING :. 'Addies: 13280 EVENING CREEK DR S STE 125 SAN DIEGO CA ATTN JAIME Permit : -CB 150094 Job Name: PIZZA PORT= NEW 2,462 SF OF Job Address: 2730 GATEWAY RD CBAD Pleasereview carefully all comments attached. Conditions: 'CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT.. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, H CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. ,Entry-' 01/25/2015 By GR Action AP erl '- - I •-- -5 •• \-• - - -, •• - - . CONDITIONAL RECOMMENDATION FOR APPROVAL 13L DG DEPT COPY baryl IC James & Associates, Inc. Checked by: Daryl K James 205 Colina Terrace Date 1/15/15 :Vista, A92O84 (760) 724-7001 Email: kitfire©sbcglobal.net 1 - 'APPLICANT Sean Farrell JURISDICTION Carlsbad Fire Department PROJECT NAME: Pizza Port PROJECT ADDRESS: 2730 Gateway Road PROJECT DESCRIPTION: CB150094 2,462s of interior structural slab for new fermenter. This project is for the installation of brewery equipment and related plumbing structural anchorage/overturning calc's and details are provided for equipment that exceeds 6 ft ht No additional T I area is proposed by this project, existing high piled storage limited by the report prepared by Klausbruckner & Assoc dated 8/23I12 This plan review is to verify conformance to minimum requirements of codes adopted by the Carlsbad ; Fire Department applicable to the scope of work CONDITION FOR RECOMMENDATION FOR APPROVAL ............... Add the following statement under scope of work DISTILLERY OPERATIONS WILL NOT OCCUR C 9 a# A •- ...:. - - - - . . . . ..-i -- .• .. . . . -r - - . è* • ; GSSI -•'. Structural Engineers Calculations for -• 14319A Pizza Port r Tenant Improvements - San Diego, CA No. 5664 or Eq. 64W 0 OF C FES P -- : SMITH CONSULTING ARCHITECTS 12220 El Camino Real, Suite 200 San Diego, CA 92130 Phone 858 793 4777 - . • January 9, 2015 - ••- • , t - _: --- - - - - - r - WV PGSSI Structural Engineers -. - .:• . SCOPE OF WORK:Al - - .' The project consists of adding new tanks and catwalks inside an existing brewery. One smaller tank is to be attached to an existing thickened slab. 20 new 210 barrel tanks are to be added to a new thickened slab. A new catwalk is to be attached to the new 210 barrel tanks to the lugs that are used to move the tanks. The tanks manufacturer is aware of the catwalk being attach to the tanks and has confirmed (see included letter an page 21 of the calculations) that the catwalk vertical and lateral loading is acceptable. . •- - 4 i. --- - I - j .• - - - - . •4_ - • - ' -:-.- - - • •1_ 1\ - -. - 4 4 - - t -•- •_l •• t - • :- • - • 'I - *• •• W / 5_ - - 12/15f2014 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.12750N, 117.25715°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 con eTh- .:i•' i.._4@2Oi4I USGS—Provided Output S = 1.043 g SMS = 1.129 g SDS = 0.753 g = 0.404 g SM1 = 0.645 g 5Di = 0.430 g For information on how the SS and Si 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. MCE, Response Spectrum '.5 5 1.20 0.72 0.42 0.24-- 0.12 -- 0.00 0.00 0.20 0.40 0.0 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 0.88 0.80-- 0.72- 0.64-- 0.5G U 0.42-- 0.40. 0.32 0.24 0.16 -- 0.02 -- 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, I (sec) For PGA, TL' CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the GSSI Job No. 14319A Pizza Port TI Page 1 of 41 1/2 r Sheet GSS1 P roject:,-, GSSI No Structural Engineers Engr: - , 4Date 1/7/2015 Overturning of Mechanical Equipment - L•' - Design Parameters ap = 1.0 component ampflication factor '4 4- fl0 Per ASCE7-1O 2.50 SDS = 0.75 spectral acceleration, short period Strength Design:. i 9D +1.OE 1p = 1.00 importance factor Allow. Stress Design:.9D1.QE/1.4 R.,, = 2.5 Component response mod factor SD or ASD = Strength Design Slab on grade? Yes . Z = 0 ft. (ht. in structure of point of attachment), z0 @ grade . h = 0 ft. (ag. roof ht.) ,•.. . z/h 0.0 F = 4*ap*SDS Wp*(1+2*z/h)/(Rp/lp) (13.3-1) F1, = 012 Wp F(max) = 1.6*SDS*1*Wp, (13.3-2) F(max) . - 1.20 W, F(min) = 0.3*SDs*lp*Wp, (13.3-3) F(min) = 0.23 W, F = :2*SDS*Wp; (124.2.3) , F e = 0.15 W, OTM = Fp*unitheight/2 RM = (.9.Fv)*Wt*unit width/2 . . Note700 lbs for to the 210 bbl tanks catwalk weight Ilnnr/Skh/Fnntinn I .- -Add Unit • , Size, feet _____ Curb ht, in. weight, lbs Fp1 Fv OTM ft-lbs RM ft-lbs.. UpjLft, lbs width length height, 210 bbl Brine Tank 6.00 6.0 17.3 45 67,700 15,293 10,196 189,868 152,203 6277 210 bbl fermenter 6.7 6.7 21.3 48.0 69,700 15,745 10,497 230;668 174981 "8311 30 bbl Fermenter 3.5 3.5. 10.2 48.0 11,500 2,598 1,732 23,640 15,082 2445 10,002 • 10,003 10,004 -. - - - 1,10,005q, 'I- 7.... Anchorage Loads Increased as Required for ACI Appendix D . :. * F SingleAnchorLoadingwith 0 .. ...... - No. Anchors OTM x V X)O Uplift Tmax VMB, User Anchorage Notes Unit T101 Vo . lbs lbs lbs lbs 210 bbl Brine Tank 2 4 474,670 38,234 53744 26,872 9,558 210 bbl fermenter 2 4, 576,669 39,363 59953 29,977 9,841 30 bbl Fermenter 2 4 59,101 6,495 12577 6,288 1,624 2 4 2 4 - -• - - - 2 4 - .-- - - 2 4 - ' -••- - 2 4 - -. - - - . •,•..,., . GSSI Job No. 14319A 2013 CBC Overtumin'6 4&fIcaI Equipment Ortho asce ch 13 .3- . Page 2of41 1/9/2015 . •. ., .... Anchor Type Min Conc (in) Edge Dist (in) Tm (lbs) Vm (lbs) 'KB-TZw/2embed I' KB-TZ wl 2 embed / KB-TZ wl 3.25 embed '8 KB-TZ wl 4 embed See Calc 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 999999 lbs 999999 lbs - C 'Note 1: For KB-TZ in concrete filled metal deck min conc thickness is 3.25-Values do not change for 2 Embed C - - - I - -, -- GSSI I Project - 11.~..IO Structural Engineers Engr LRFD Hilti KB-TZ Seismic Anchorage Values 3000 psi-Cracked Concrete Design Normal Weight Concrete lambda=1 0 1-' Normal Weight Concrete iambda1.0 Lightweight Concrete lambda0 8 t Sheet GSSI No. — Date 1/7/2015 Unit Anchor Type T V T% V% T%+V% 210 bbl Brine Tank See Calc 26872 lbs 9558 lbs 3% 1% 0.00 210 bbl fermenter See Calc 29977 lbs 9841 lbs 3% 1% 0.00 30 bbl Fermenter See Calc 6288 lbs 1624 lbs 1% 0% 0.00 FI.IIi www.hiiti.us Profis Anchor 2.4.8 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/7/2015 E-Mail: - Specifier's comments: I Input data HIT-RE 500-SD + HAS B7 j ., hetad = 17.500 in. (hetiimit = - in.) ASTM A 193 Grade B7 - ESR-2322 2/1/2014 1 4/11/2016 design method ACI 318-11 / Chem - eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x l x t = 18.500 in. x 18.500 in. x 0.500 in.; (Recommended plate thickness: not calculated) Round HSS, Steel pipe (AISC); (Lx W x T) = 4.500 in. x 4.500 in. x 0.237 in. cracked concrete, 3000, f,'= 3000 psi; h = 24.000 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 (D.3.3.4.3 (d)) -' - Shear load: yes (D.3.3.5.3 (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 [in.) & Loading [lb, in.ib] 00 _ - _-\ —.—--- t I 4. Input data and results must be checked for agreement with the existing conditions and fM PROFIS ArSloJtfiøOul4thd A FL-9494 5chaan Hull Is a registered . Page 4 of 41 1/9/2015 ;-"-- '! •V • I.. - mid .lWWd.hiiti.uS Profis Anchor 2.4.8 - Company: Page: 2 Specifier: - Project: Address: . Sub-Project I Pos. No.: Phone I Fax: I Date: 1/7/2015 "E-Mail: - - 2 Proof I Utilization (Governing Cases) - Design values [lb] Utilization Loading Proof Load Capacity N / v [%] Status . : Tension Bond Strength 30000 30750 98 / - OK Shear : Steel Strength 2500 20669 413 OK ---. Loading PN py Utilization pN.v [%) Status Combined tension and shear loads 0.976 0.121 1.0 92 OK •T -3 Warnings h-.. 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 Hillis 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. IV • - - - . :--.- - .4' • 'V • • V C C :-: cr - - V V - V - -V • kp ., t •e' • - V - V 'C V - - • • = -' V = •= - -. -V ,• "V. V - - . input data and results must be checked for agreement with the existing conditions and forDiauslbllltvt V PROFIs A lo.Itthiøb4'8fl FL-9494 Schaan Hill] [so registered Page 5 of 41 -- 1/9/2015 - -- ELI www.hllti.us Profis Anchor 2.4.8 Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2015 E-Mail: Specifiers comments: : I Input data Anchor type and diameter: HIT-RE 500-SD + HAS B7 5/8 Effective embedment depth: h 0© = 8.000 in. (h iimit = - in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-2322 Issued I Valid: 2/1/2014 1 4/11/2016 Proof: - design method ACI 318-11 / Chem - Stand-off installation: e5 = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix l, x t = 10.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thicknss: not calculated) Profile: Round HSS, Steel pipe (AISC); (Lx W x T) = 4.500 in. x4.500 in. x 0.237 in. Base material: cracked concrete, 3000, f' = 3000 psi; h = 12.000 in., Temp. short/long: 32/32 F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar - Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [In.] & Loading [lb in.Ib] it CIO: 0 -o.: rr,.x.- -:'--.. • - . - . . '.- - - - - -. . - . .•- . • -••'--.n. - . - .. . % \ : - , - _l • •• '--4' -• - ''S input data and results must be checked for agreement with the existing conditions and faLpiauslbilitvt PROFIS ASlo4QbCblQoa t1 FL-9444 Schaan Huh is a registered Page 6 of 41 1/9/2015 Ii) liC www.hilti.us, Profis Anchor 2.4.8 Company: Page: 2 ' Specifier: ' Project: Address: Sub-Project I Pos. No.: .Phone I Fax: - I Date: 1/7/2015 E Mail 2 Proof I Utilization (Governing Cases) Design values [lb) Utilization 4. Loading Proof Load Capacity N / OV 1%] Status Tension Bond Strength 7000 10243 69 / - OK 'Shear Pryout Strength (Bond Strength 2000 29416 -/7 OK . - . .' ,' - controls) V. •' - V -V - - , 'Loadirg .ON py ç Utilization pNv [%) Status Combined tension and shear loads ', 0.683 0.068 5/3 55 OK 5.V I . ( 3Warnings , V •, V V - ', • Please consider all details and hints/warnings given in the detailed report! V ' Fastening meets the design criteria! V '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. V , - • 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 V •' - ' 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 , V - 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 V damaged data or programs arising from a culpable breach of duty by you VVV: I,,t - ,,-A ,•; ', • . 'V •V V. - •, - 'V ,• •V' V - c. 4" - •V ' V ' ' • 'V •• I t ••' VV . V, 4 V •V • - 4VJ &V •,_ ' V V -V . - -' • -' V V - • Input data and results must be checked for agreement Min the exisfing ndiflons and foriausiiil PROFIS AiGSlo4tbthZGb4iI FL-9494 Schaan HIM is a registered Page 7 of 41 V V V 1/9/2015 4 . - :i - I - 'm .. c . . oo -- 4 General Footing Lic. Descrintion: Typical Footing Below New Tank .., • I - - - •.- T - -1 -: -'V .• • .'- File P:\Smith Consultng\Pina Port TI - 14319A\Engineering\Caiculations\Pizza Port calcs.ec6 ENERCALC,- INC. 1983-2014, BuiId:6.1411.18, Ver614.11.18 - Check lOft square section at2lo BBL tank Code References Calculations per AOl 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used 2012 IBC & ASCE 7-10 - General lnf6rmation Material Properties Soil Design Values • - V c: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy: Rebarield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) 250.0 pcf -: Concrete Density = 145.0 pcf SoiUConcrete Friction Coeff. =- . 0.30 - (p Values Flexure = 0.90 ' . . Shear = 0.750 Increases based on footinq Depth Analysis Settings Footing base depth be row soil surface = .' , ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ... ksf 4 Min Allow % Temp Reinf. = 0.00090 whènfoôtiAg base is below - -. ft Mm. Overturning Safety Factor 1.10 : 1 . .. Mm. Sliding Safety Factor .1.0 : 1 Increases based on 1ootingp1an dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & shear : . No Dimencn,. lAl.14h n,,III V V Av . = Ifl A VIULIl JOICUCI LU flfl ISAiO - U U.0 It Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes , .. = .. 24.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz: parallel to Z-Z Axis : in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reintoràlng Bars parallel to X-X Axis - Number of Bars - 11 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars 11 Reinforcing Bar Sizi = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a -Applied Loads D P : Column Load 69.0 OB : Overburden = M-xx = M-zz = V-x V-z = GSSI Job No. 14319A 1/9/2015 ..Description Typical Footing Below New Tank Check 10 ft square section at 210 BBL tank S DES!GN SUMMARY A Mm. Ratio . Item -' PASS 0.5817 Soil Bearing ., PASS . n/a Overturning - X-X PASS 2.727 Overturning - Z-Z -- .t ' PASS ,. n/a -Uplift PASS 0.7316 Z Flexure (+X) PASS 0.7316 'Z Flexure (-X) , PASS 0.3808 X Flexure (+Z) PASS 0.3808 X Flexure (-Z) PASS -0.1555 . 14ay Shear(+X) PASS , 0.1555 1-way Shear (-X) PASS . - 0.1555 1-way Shear (+Z) - . PASS 0.1555 1-way Shear (-Z) . PASS 0.3240. 2-way Punching Dethiléd Results - • S S S . Soil Bearing - Rotation Axis & Load Combination... Gross Allowable S Applied Capacity - Governing Load Combination 1.934 ksf - 3.325 ksf +D-0.70E about Z-Z axis 0.0 k-ft 0.0 k-ft No Overturning 161.70 k-ft 441.0 k-ft +0.900+0.70E+H 0.0 k 0.0 k No Uplift - 23.20 k-ft 31.712 k-ft +1.3500+0.50L+0.20S+E 23.20 k-ft 31.712 k-ft +1.3500+0.50L+0.205-1.OE- 12.075 k-ft 31.712 k-ft +1.40D 12.075 k-ft 31.712 k-ft +1.40D 12.778 psi 82.158 psi +1.40D 12.778 psi 82.158 psi +1.400 12.778 psi 82.158 psi +1.40D 12.778 psi 82.158 psi +1.400 53.241 psi 164.317 psi +1.40D Xecc Zecc ctual Soil Bearing Stress Actual I Allowable Fop, +z Left, -X Right, +X Ratio t- • . G -_ rF.: .' • . - File P:tSmith Consultng\Pizza Port TI. 14319AilEngineering\Calculations\Pizza Port calcs.ec6, enera 00 Ifl9 .- ENERCALC INC 1983-2014 Build 6141118 Ver6 141118 Y4.TP.T,.T.I.Tik •,., .4,,.l • X-X, D Only 2.50 n/a 0.0 0.980 0.980 n/a n/a 0.392 - • X-X, .+D+0.70E+H . - 3.325 n/a 0.0 0.980 0.980 n/a n/a 0.295 S X-X, +D-0.70E 3.325 n/a 0.0 0.980 0.980 n/a n/a 0.295 * .• X-X, +0.90D+0.70E+H - 3.325 n/a 0.0 0.8820 0.8820 n/a n/a 0.265 X-X, +0.90D-0.70E 3.325 n/a 0.0 0.8820 0.8820 n/a n/a 0.265 X-X, D Only . 2.50 n/a 0.0 0.980 0.980 n/a n/a 0.392 . Z-Z. 0 Only 2.50 0.0 n/a n/a n/a 0.980 0.980 0.392 Z-Z. +D+0.70E+H 3.325 19.80 n/a n/a n/a 0.02597 1.934 0.582 Z-Z. +D-0.70E 3.325 -19.80 n/a n/a n/a 1.934 0.02597 0.582 Z-Z, +0.900+0.70E+H 3.325 22.0 n/a n/a n/a 0.0 1.841 0.554 Z-Z, +0.900-0.70E 3.325 -22.0 n/a n/a n/a 1.841 0.0 0.554 Z-Z, D Only ., 2.50 0.0 n/a n/a n/a 0.980 0.980 0.392 Overturning Stability •--: ________________________________________________________________________________________ Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+0.70E+H - None 0.0 k-ft Infinity OK X-X. +D-0.70E+H None 0.0 k-ft Infinity OK X-X, +0.900+0.70E+H None 0.0 k-ft Infinity OK X-X, +0.900-0.70E+H None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK S ' zz, +D+0.70E+H . 5 161.70 k-ft 490.0 k-ft 3.030 OK Z-Z, +D-0.70E+H 161.70 k-ft 490.0 k-ft 3.030 OK Z-Z, +0.90D+0.70E+H 161.70 k-ft 441.0 k-ft 2.727 OK Z-Z:+0.90D-0.70E+H ,. - 161.70 k-ft 441.0 k-ft 2.727 OK S Footing Flexuré .. S . - Flexure Axis & Load Combination Mu Which Tension 9 AsReqd Gvrft As Actual As Phn Status Bat or Top ? X-X, +1.40D - 12.075 +Z Bottom 0.2592 Min Temp % 0.3410 31.712 ., .0K X-X, +40D . 12.075 -Z Bottom 0.2592 Min Temp % 0.3410 31.712 OK X-X,#1.40D . 12.075 +Z Bottom 0.2592 Min Temp % 0.3410 31.712 OK * X-X, +1.40D - . 12.075 -Z Bottom 0.2592 Min Temp % 0.3410 31.712 OK X-X,+1.350D+0.50L+0.20S+E 11.644 +Z Bottom 0.2592 Min lemp% 0.3410 31.712 OK X-X, +1.350D+0.50L+0.205+E 11.644 -Z Bottom 0.2592 Min Temp % 0.3410 31.712 OK X-X, +1.3500+0.50L+0.205-1.OE 11.644 +Z Bottom 0.2592 Min Temp % 0.3410 31.712 OK X-X, +1.350D+0.50L+0.20S-1.OE 11.644 -Z Bottom 0.2592 Min Temp % 0.3410 31.712 . OK S xX +0.7500+E+1.60H 6.469 +Z Bottom 0.2592 Min Temp % 0.3410 31.712 OK X-X, +0.7500+E+1.60H 6.469 Z Bottom 0.2592 Min Temp % 0.3410 31.712 OK .,• . GSSl Job No. 14319A Pizza Port TI Page 90f41 .1/9/2015 4 4. - -- r.Y- L enera1 00 ing ' LAA 4 3 File P:'Smith Consultng\Pizza PorITI - 14319A\Engineering\Calculations\Pizza Port calcs.ec6 ENERCALC INC 1983-2014 Build 6141118 Ver6 1411 18' Licensee: GSSI Engineers' Description : Typical Footing Below New Tank Check 10 ft square section at 210 BBL tank - -. F6otin6 FIxI Flexure Axis & Load Combination Mu Which Tension AsReq'd - Gym. As Actual As - PhrMn- - Status rio? XX +0 7500 1 OE+1 60H 6.469 +Z Bottom 02592 Min'Temp % 0.3410 31.712 OK X-X,+0.7500-1.OE+1.60H . 6.469 -Z Bottom 0.2592 Min Temp% 0.3410 31.712 - OK Z-Z, +1.40D 12.075 -X Bottom 0.2592 Min Temp % 0.3410 31.712 - OK Z-Z, +1.40D 12.075 +X Bottom 0.2592 Min Temp % 0.3410 31.712 OK Z-Z, +1.400 12.075 -X Bottom 0.2592 Min Temp % 0.3410 31.712 OK Z-Z, +1.400 12.075 +X Bottom 0.2592 Min Temp % 0.3410 31.712 ,. OK Z-Z, +1.350D+0.50L+0.20S+E 0.1030 -X Bottom 0.2592 Min Temp % 0.3410 31.712 OK Z-Z, +1.350D+0.50L+0.20S+E 23.20 +X Bottom 0.2592 Min Temp % 0.3410 31.712 - OK Z-Z.+1.3500+0.50L+0.20S-1.OE 23.20 -X Bottom 0.2592 Min Temp% . . :0.3410 31.712 OK Z-Z, +1.3500+0.50L+0.20S-1.OE 0.1030 +X Bottom 0.2592 Min Temp % 0.3410 ' 31.712 OK Z-Z,+0.7500+E+1.60H 2.704 X Top 0.2592 Min Temp% 0.3410 .31.712 OK Z-Z, +0.7500+E+1.60H 20.391 +X Bottom 0.2592 Min Temp % 0.3410 31.712 . OK Z-Z,+0.750D-1.OE+1.60H 20.391 -X Bottom 0.2592 Min Temp % 0.3410 31.712 OK Z-Z, +0.750D-1.OE+1.60H . 2.704 +X Top 0.2592 Min Temp % -0.3410 31:712 OK One Way Shear .:4 t . -. . . - . - Load Combination... - Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Ma - Phi Vn Vu! Phi4Vri Status +1.400 12.778 psi 12.778 psi 12.778 psi 12.778 psi 12.778si - 82.158i 0.1555 OK +1.400 12.778 psi 12.778 psi 12.778 psi 12.778 psi 12.778 psi 82.158 psi 0.1555 OK . +1.3500+0.50L+0.20S+E 12.32 psi 12.32 psi 12.321 psi 12.321 psi 12.321 psi 82.158 psi 0.15 OK +1.3500+0.50L+0.20S-1.OE 12.32 psi 12.32 psi 12.321 psi 12.321 psi 12.321 psi 82.158 psi 0.15 OK +0.7500+E+1.60H 6.844 psi 6.844 psi 6.845 psi .6.845 psi 6.845 psi 82.158 psi 0.08332 - OK +0.750D-1.0E+1.60H 6.844 psi 6.844 psi 6.845 psi . 6.845 psi 6.845 psi 82.158 psi .0.08332 OK .Punching Shear . . . All units k - Load Combination... Vu PhiVn Vu! PhiVn Statu +1.40D 53.241 psi - 164.317psi :. 0.324 .. . OK - +1.400 53.241 psi 164.317psi .• 0.324 - . OK +1.3500+0.50L+0.20S+E 51.339 psi 164.317psi 0.3124 OK +1.350D+0.50L+0.20S-1.0E 51.339 psi 164.317psi .. 0.3124 - tOK .+0.7500+E+1.60H 29.232 psi 164.317psi 0.1779 . OK - +0.7500-1.OE+1.60H 29.232 psi 164.317psi . 0.1779 . OK 4 -p - -. . '•. 4 .... T - - .4 .. t - - 1f - -. . . 4- . ;. ..- •:• -. •, •I.. - - -, - I - - • • . . - . (- '4- - -••. ,lr - - - - - .•,•. P 4- • . • -- -' GSSI Job No. 14319A Pizza Port TI - - . . Page 10 of 41 - 1/9!2015 . . 2013 CBC OverturninFiNtMTIcal Equipment Ortho asce ch 13 Page 11 of 41 • ION Sheet SSI Project: - GSSI No. -. .Structural Engineeis - Engr: - Date 1/8/2015 Check Catwalk-weight = 20 pSf max Design Parameters = 'i•o : compornt ampflication factor CIO per ASCE 7-10 2.50 SDS = 0.75 spectral acceleration, short period Strength Design 9D +1 OE 1p = 1.00 importance factor . Allow. Stress Design: .9D + 1.0E/1.4 R = . 23 Component response mod. factor SD or ASD? Allow. Stress Design Slab on grade? No Z.= I . ft. (ht. instructure of point of attachment), z=0 @ grade • \ h = I • ft. (avg. roof ht.) =1.0 F .4*aP*5D5 WP*(1+2*z/h)/(R,c,/IP), (13.3-1) F = • 0.26 W, F p(maxj .= l.6*SDs*lp*Wp, (13.3-2) F(max) = 0.86 w, :F - p(min) = 03*SDs*I*W (13.3-3) F(min) = 0.16 W F = .1 4*Sds*Wp (12423) Fv 011 W, OTM = Fp*ünit height/2 RM (.9Fv)*Wt*unit width/2 .: Flodr/Slab/Fdoting Loads r ~~MMITI mm~~ I 'ffl I 1 rTirn 1 - —u --------- Lateral Bracing of new catwalk to new tanks 1Ai1' 20 piF b- t. GSSI Job No. 14319A Pizza Port TI Page 12 of 41 1/9/2015 - -' y SK-1 Jan 7, 2015 at 8:57 AM -: catwalk.r3d Page 13 of 41 - '• 1/9/2015 - I .1 . !- ,-..- k-r*., xl - -, •'-.•-•r..• * - r - . - - I !,* r i - j4kft / / . .. .. .• .4 III/IIIJ -.104ft I III WddIIIIiI I -..----1 K&'IIJ1IIIIIIT __- I -- r • i.. . 41 - AV/v1JJ'ikL.LIHr '2(11vUi/IIHIIThi- 4 I-, -'!XIAAJTJli(IJ-- V\IX!/iAiI!lII!II)-... I .16k '-- I - ..W,i4JYAAI1 11111111 1-... liii I-! II I . .1O4ft 1/ .16k Check Seismic with . • 100%I30% loading 4 ,- 4 4 Check 160 lbs at each connection point, conservative, 100 lb max (double load OK) Loads: LC 4, 1.1D+L+Ey Results for LC1D - p -• * -. --, • -- SK-2 * Jan 7, 2015 at 8:58 AM • . catwalk.r3d C,SSI .lnh Nn 141A Pizza Port TI - -' , . Paqe 14 of 41 1/9/2015 -. -- ..- •. : -•- -' -----=-1-IrttinI -.-------- rrri Hot Rolled Steel Properties hI 1 ri;i ( FI,,i1 Kh. Th- I1 \ I1nih,FI,/RA'1 V;I,-IrI,,i1 "OEM -- ----- 1flI - _j• --• _________ ir• ________ _______ -- on ______________ WE Company : Jan 7,2015 Designer : 8:59 AM Job Number : Checked By: Joint Coordinates and Temperatures I . V rfl V NO 7 ral 'r,......... ri ,.i. ...., .1 Ni 0 0 0 0 _2 N2i 5 0 0 0 N3 15 0 0 0 N4 20 '0 0 0. N5 0 3.33 0 0 '5 ::'3.33- :0 •• _L_ N7 15 3.33 0 0 _&. N8 7 '20 3.33' 0 0 N9 5 0 2 0 I10I . N10' 15 '0 2 - 0 11 Nil 5 3.33 2 0 3.33 2 .:' 0 N13 5 0 6.67 0 ..N1 4T' -T 15 • 0.. 6.67 - - N15 015 5 3.33 6.67 .016 . 0N16 6.67 .17 N17 5 -1.83 2 0 ....... .15 ...3.33 .15 -1.83 _19 N19 5 4.83 2 20 .... •.,• '•. . . .15 4.83 -2 •.. ' 0. •. ____________ Hot Rolled Steel Design Parameters I hI I nnth I kuff+1 I Iv,,lfti I .-,n,n fn I -nn,n I, k', C'n-...s,, C'n,,, ('h s, :1 . A36Gr.36 29000 11154 .3 .65 .49 36 A572Gr50 29000 11154 3 65 49 50 3 A992 29000 11154 .3 .65 .49 50 4. A500Gr.42 T- 29000 11154 .3 .65 '.49. 42 A500 Gr.46 I 29000 11154 .3 .65 .49 46 RISA-3D Version 9.0.1 [PA ... \Pizza Port TI - 14319A\Engineering\Calculations\catwalk.r3d] Page 1 GSSI Job No. 14319A Pizza Port TI Page 15 of 41 1/9/2015 Company : Jan 7, 2015 Designer : 8:59 AM Job Number : Checked By:_ Hot Rolled Steel Section Sets - ..•. Member Primary Data I nhal I mint I Anint V .Irint Pntht(rIn\ Srtinn/Shnp Tuna flpinn I it MtnI flpinn RnIc I Mi Ni N2 . 90 HRi Beam I Channel A36 Gr.36 Typical 2 M2 N2 -N3 90 HRi Beam -Channél A36 Gr.36 'Typil 3 M3 N3 N4 90 HRi Beam Channel A36 Gr.36 Typical _4_ M4 N5 N6 270. HRi .Beam Channel ' A36 Gr.36 Typical 5 M5 N6 N7 270 HR1 Beam Channel A36 Gr.36 Typical ._ M6 .N7 - N8 - 270 HRI Beam' Channel A36 Gr.36 -Typil 7 M7 N2 N6 HR2 Beam Tube A500 Gr.46 Typical -M8 N3- N7 . - - HR2 Béàm Tube A500Gr.4 Typi6al. 9 M9 N6 Nil HR2 Beam Tube A500 Gr.46 Typical 10 M10 Nii N15 '" --HR2 Beam '- Tübé 'A500Gr.4 Typical ii Mil N2 N9 HR2 Beam Tube A500 Gr.4 Typical 12 M12 N9 N13 " HR2- 'Beam Tube (A500Gr.46 Typical 13 M13 N3 N10 HR2 Beam Tube A500 Gr.46 Typical 14 M14 N10 -N14 -HR2 Beam Tube A500 Gr.46 -TØiaV 15 M15 N7 N12 HR2 Beam Tube A500 Gr.46 TvicaI 16 M16 N12 N16 HR2 Beam Tube A500 Gr.46 Typical 17 M17 -N13 N15 . .. HR2.- 'Beam I Tube A500 Gr.46 Typical ,SMi8 rN14 '. N16 ;. .-- . HR2-.. Beam Tube . A500 Gr.40 Typical 19 M19 Nil N19 HR2 ' Beam Tube A500 Gr.46 Typical M20 N9 N17 HR2 Beam Tube ' A500Gr.4 Typical 21 M21 N12 N20 HR2 Beam Tube A500 Gr.461 Typical 22.. M22 N10 Ni8i HR2 ' Beam Tube A500Gr4 Typical Member Distributed Loads (BLC I : Dead) . I fli.-Ii,.n +4 A,n+,,-IFIlft tA ni+,,,'I1kIft ,1 rf I ,-ti,s,,1f* OL1" n.4 I , 'tn,nFft O/..1 ..Ji M4 Z 04 -.04 0 0 2 M5 Z -04 M6 Z -.04 -.04 0 0 _4_ M3 Z -04 - -04 - '? 0 '- -0 5 M2 Z -.04 -.04 . 0. 0 Ml - Z -04 -04- ' ---;.!'0--j, '- '--- 0 Member Distributed Loads (BLC 2: Live) IA-hr I hI flir.tnn Qf.rt Mnnit,,IrkIff In.4 tAnnit,id1kIft d Qtnrt I n,.tinnrft O/ Pnrl m nn-tinntft OM _..L M4 Z I 06 -.06 0 .0 12,L I Ml Z I - 06 - 06 0 't '0 M2 Z _j -.06 -.06 '0 . 0 M5 Z I -06 -06$ $ 0 s, . 0 M6 Z I -.06 -.06 0 0 _ M3 Z . -.06 -.06 ' .0 - ..'... 0 t. . .Jojjt Loads and Enforced Displacements (BLC 3: Seismic X) .. I,.inl I ,I-rnI I r I.i -ti.-n nn.t ,'lFIl, I,_ff\ hn ,d\ II,,A)fft I,*ffM)1 _L. N6 L X .16 N2 L -'' X -f V'-;'-167 __ N7 I L X . .16 _4_ N3 L X 16 - RISA:3D Version 9.01 [PA ... \Pizza Port TI - 143 19A\Enqineering\Calculations\catwalk.r3d] . ., Page 2 GSSI Job No, 14319A Pizza Po TI , , . Page 16 of 41 1/9/2015 Company. : Jan 7, 2015 Designer : 8:59 AM Job Number Checked By: Joint Loads and Enforced Displacements (BLC 4: Seismic Y) Joint Label I fl M fli,.-ti,s,, I, f+ 1., ....i IL.*..A'l$ I*.VI Member Point Loads Member Label Direction Macinituderk.k-ftl LocationFft.%1 E No Data to Print Load Combinations l_ L_.! D . IYi Y 1 DLT oI..,si 1 til. . I ,tUI LJL'.., . I dI..IUI DLL. . 111111 DL(... ra.aul ________________________________________________ bL Factor LL Fa ctor LL Factor 2 YesY . . -- .3 1.lD+L+E .Y_L_J DL 1 1 LL 1 3 .4 1.1D+L+EyIYesIY I IPLI 1.1 1 LL I 1 3 Max Dead :Joint Reactions ByCombination) / ,-IMax Live LC Joint Label X Iki V PU 7 rkitL - RAY IAV fl, to _L N19 .047 0 - •SIV .42 IIfl IflI 0/ 'VII IflItl 0 IVI IP.ItJ 0 _2_ _.j N20 -.047 0 42 A 0 0 _t - N18 - - N17 -.036 0 .38 / 0 0 0 1 - .036 . 0 - - - .38 7 0 .0 - - 0 - 5 1 Totals: 0 0 1.6 61 CO G ft) - N19 NC NC NC,/ 7 2 .071 0 .63 -, :63 0 ______ 0 0 ...........071 0- - 0 o. ---0 9 2 N18 -.054 0 .57 0 0 0 10 2 N17V 054 0 57 0 0 0 11 2 Totals: 0 0 2.4 12 12_ COG(ft) NC NC NC 13 3 N19 -.046 -.094 1.131 0 0 0 14 N20 -292 -098 995 0 0 0 Li_ __. N18 -.245 0 .958 0 0 0 --.-.057. -1.07-7 .0-:'-- 0 17 3 Totals: -.64 -.192 4.16 18 3. COG (ft ): X:10. . -'Y:-1665 Z:-0. ,.:,••,-' 19 4 N19 . - N20 .072 -.32 1.016 0 0 ________ 0 20 _4_ I -173 -32-1 975 0 0 0 .21_ _4_ N18 -•- -.139 0 1.067 0 0 0 N17 - •:o49 0 - 1:102 0,-.' -;:-. 0- - 23 4 Totals: -.192 -.64 4.16 . 24..14 X:iOT --Y:1.665:''NZ:O . •-,. r "-max seismic, sum of Steel Code Checks Iscivares is 364 lbs Ilf'IA...., l..-...J141 OI.. - ,ra1 V%!__Li*fl__ _L.:•VI_Sr _L!t&_?. ..... ... - 1 1 Ml C6X8.2 .036 5 1.0091 5 rv140.337r77.761 2.125 I13.851I2.326IH11bI _Z.i- .1 M2- C6X8.2 - .031t Channels checked in following enercaic printout for skip loading and varying end conditions. .036 iii ± 1 M5 C6X8.2 __. 1 M6 C6X8.2 042 0 009 0 y 40337 7776 2.125 1199 1 H1-1 b _i1 ._. M7 HSS4X4X4 .008 0 1 .001 1 0 1 z 1 132.9771139.2931 16.16 1 16.16 11.0671HJ-lb 1. N6 - N2' - L Y uv.ui iItIJuClIn.nitJ. Ill l.IOUJ. (P. b Lilt. PS It L)J .16 2 :. L Y . - .16 3 N3. . . L Y .16 Y ' .16 13 OK by inspection F- - Member AlSC 360-05: Li LC Member -ShaDe - KISA-3L) Version 9.0.1 [PA ... \Pizza Port TI - 14319A\Engineering\Calculations\catwalk.r3d] Page 3 GSSI Job No. 14319A Pizza Po T1 Page 17 of 41 1/9/2015 Company Designer Job Number D OK by inspection 1 * Jan 7, 2015. 8:59 AM i-n., Checked,By:Lb - Member AISC 360-05: LRFD Steel Code Checks (Continued) ' .' - . .... - ..I.:*..... *RAn*n,fl.._ffl nkj*Mn LL# 1 VIOL I IIJOI M8 SM 01.10 HSS4X4X4 '.15.1 I5L0I .008 1O' EIJJJ '.'.' ... 1 0 z 1132.977 139.293 .. 16.16 16.16 - 1..7Hji_b _9_ 1 M9 HSS4X4X4 .017 .2_ .007 0 y 136.981 139.293 16.16.. 16.16 .526H 10 1 M10 HSS4X4X4 024 _Q1 005 0 y 127.144 139.293 16.16.-'r,' 16.16 5 Hj4b 11 1 Mu HSS4X4X4 .020 2 .006 0 1 136.981 139.293 16.16-1 16.16 .415 H i2_ I M12 HSS4X4X4 .025 _Q_ .005 0 y 127.144 139.293 16.16 16.16 Hi1b j I M13 HSS4X4X4 .020 2_ .006 0 1 136.981 139.293 16.16 16.16 .415 Hj4b ik 1 M14 HSS4X4X4 .025 _Q_ .005 0 y 127.144 139.293 16.i6' 0-616 2.0381HIAt i. 1 M15 HSS4X4X4 .017 2 .007 i_ I V 136.981 139.293 1616 I6:16 1.526 Hj.1b jj I M16 HSS4X4X4 024 0_ 005 0 127.144 -139.293 16 16 I 16.16,2j H 4b 17 11 M17 HSS4X4X4 .010 3.33 .000 0 z 132.977 139.293 16.16 16.16 1.044 Hjj. 18 11 M18 HSS4X4X4 .010 3.33 .000 0 z 132.977 139.293 16.16 16.16 1.044 H_1r1 19 1 1 M19 HSS4X4X4 .043 _Q_ .011 z 137.988 139.293 16.16 16. 17Hj 416 -20 1 M20- --HSS4X4X4- 047- 0-010 z 137355 139293 -1616 I4-1616 1HjTh 21 I 1 M21 HSS4X4X4 .043 _1 .011 _Q_ z 137.988 139.293 .16.16 16.16 1.667 Hji. 22 1 1 - M22 HSS4X4X4 .047 0 1 .010 0 z1137.355 139.293 1,1 16:16-:-ly 16.16 1jh 23 2 Ml C6X8.2 .054 ,....... .013 ...... . 40.337 77.76 1 2.125 13.851 2.326 I-jjjj 24 2 M2 c6x8:2 047 IChannels Checked in following enercalc printout for skip loading and varyingend conditions . 4 C6X8.2 25 2 M3 C6X8.2 .054 .2 2. M4 C6X82 '7.063 27 2 M5 28 2 M6 C6X8 2 063 ._. 013 ._Q.1 y 140.337 77:76 s.i tr 2:1257,171 111'99 I - b 29 2 M7 HSS4X4X4 .012 .001 ._Q_. z 1132.977 139.2 16:16 16.16 1.067 H1:lb 2. M8 HSS4X4X4 012 .....P_ 001 O z 1132.977. 1392 1616 1616 1067 HI-lb .. 2. M9 HSS4X4X4. .026 1._2_ .011 0 y 1136.981, 139.293 16.16 - 16.16 1.52 Fii-jLb 32 2 'M1O HSS4X4X4 035 0._ 007 0 y 127144 130.293 1616 1616 2.145 H --1;1b 33 2. M11 HSS4X4X4 .030 _2_ .010 1 0 y 1136.981 139.293 16.16 16.16 1.415IH1-lbl 2. M12 HSS4X4X4 037 _Q_ 008 0 y 127144 139 93 1616 1616 3 Hj4 35 2 M13 HSS4X4X4 .030 _2_ .010 0 y 136.981 139.293 16.16 - 16.16 11 H*.i 36 2. M14 .. HSS4X4X4 037 008 .Q.L 1127144 139293 - 1616 " 1616 H-1-1b . 37 2 M15 HSS4X4X4 .026 ..2_ .011 _Q_ 136.981 139.293 16.16 16.16 1.52 Hj4b .381 2. M16 HSS4X4X4 035 _0i 007 0 127144139293 1616 1616 2j4 H.1-1b .a. 2. M17 . HSS4X4X4 .015 .000 0 z 132.977 139.293 16.1.6..-. 16.16 1.044 Hj4 40 2 M18 HSS4X4X4 015 333 000 0 z 132 977 139293 -,,1,16.161 7'. 16 16 1 044 HI-lb 41 2 M19 HSS4X4X4 .065 0 .017 0 z 137.988 139.293 16.16:: . 16.16 1.,667 Hi-lb 42 2 M20 HSS4X4X4 071 0 015 0 z 137355 139.293 1616 " 1616 1667 HI-lb 43 2 M21 HSS4X4X4 .065 0 .017 0 z 137.988 139.293 16.16 16.16 1.667 Hi-lb .44: Z M22 ' HSS4X4X4 071 015 0' z 137355 139 293 16 16 - -16.16:1'.667 Hjflb 45 3 Ml C6X8.2 .094 5 .022 .y 47 77.76 2.125 13.851 2.326 H1-1b ' M2 ' 'C6X82 .106 -fChannels checked in follOwing enercaic printout for skip oadin j .,. . - ,.r4.: . ,janu varying end COfluIilOflS. - J. _____ .4L 45 3. M3 M4 . C6X8.2 C6X8.2. - .094 -.108 49 3 M5 C6X8.2 - .125 3 M6 C6X82 1O8 1: 40337 77:76- 2.l25:.- 1-t99 t. . M7 HSS4X4X4 .018 ._Q_ .001 0 y 132.977. 139.293 16.16 - 16.16 .336 Hj.1b 52 3 M8 HSS4X4X4 029 O 001 0 z 132 977 139 293 - -16.1'6 -16-.16 007 HI-lb 53 3 M9 HSS4X4X4 .042 ._2± .009 0 136.981 139.293 16:16 .. 16.16 .407 H1-1b ._ .. M10 HSS4X4X4 068 _0 p0II 0 y 127144 139.293 i6LI6-. 1616 4 N14b 55 3.. Mll HSS4X4X4 .055 _2_ .015 0 y 136.981 13293 16.16 16.16 .434 H1-1b 57. .a 3. 1M12 M13 HSS4X4X4 HSS4X4X4 071 .050 ._Q_ 011 .033 0 _Q_ y 1 127144 136.981 93 .139:293 - .--...-. 1616 - 16.16 -" . 1616 16:16 5 A3 Hj.j Hj.Lb '58 3 M14 HSS4X4X4 064c 022 .Q 1127144 139293 1616 1.1616 2054 H1.1b 59 3 M15 HSS4X4X4 .048 _0 .033 0 z 1 136,.981 139.293 16.16 16.16 1.37 H*1 60L M16 rHSS4X4X4 061 020' O 127144139293 -.1616 1616 2.145 MAN 61 3 M17 HSS4X4X4 .026 333 001 0 z 1132.977 139.293 16.16 16.16 12 6 H_14b 62 3 M18 HSS4X4X4 031 ]!. O E~3 001 0 z 132977 139293 1616 1616 lOH1L1P 63 3 M19 HSS4X4X4 .110 . .030 0 z 1137.988 139.293 16.16 16.16 1.667 H1-1b 64 3 M20 -HSS4X4X4 i28. 028 oc:z 137355 139.293. - 16.16 16.16 1.667 Hi-lb RISA-3D Version 9.0.1 [PA \Pizza Port TI 143 I9A\Enqineenng\Calculations\catwalk r3d]' Page ,-4 GSSI Job No. 14319A Pizza Po TI Page 18 of 41 1/9/2015 - I Company : Jan 7, 2015 Designer : 8:59 AM Job Number : Checked B' SD OK by inspection F_ Member AISC 360-05: LRFD Steel Code Checks (Continued) I f' Oi.......... lit' IA...,.. I ......ffll Oi......... I ......rf4l ITh. ,,.i.*...... .*IA....,..(I.. 41 ...I,*RA... ('1. c..... 65 3 M21 HSS4X4X4 .120 1 0 1 .026 1 .667 Hl-1b1 66 .. M22 HSS4X4X4 136 0 025 1 0 jz1137.3551139.-2931 .. 16.16 1 16,16 11.6671M -lb 67 .4. Ml C6X8.2 .094 ,Afl 7 L77 7 68 4 , M2 . .06x8.2 .O87 Channels checked in following enercaic printout for skip loading and varying end conditions. . . -. . . 69 4 M3 C6X8.2 .094 . .iQ 4- M4 C6X8.2 .108 Zt 4 M5 C6X8.2 .100 72 4 M6 C6X8.2,- 108 Q_. 022 ...Q. y 40.337 7776 2.125 1199 ....LIii-j.b 73 4 M7 HSS4X4X4 .026 3.33 .002 0 z 132.977 139.293 16.16 16.16 1.157 Hi-lb 74 4 M8 HSS4X4X4 031 3.33 002 0 z 132.977 13 1 9.293 16.16 16.16 .1.03 HI 4 75 4 M9 HSS4X4X4 .033 .... .009 0 z 136.981 139.293 16.16 16.16 3 H11b ...76. 41. -MIO HSS4X4X4 072 0 012 0 y 127-144 ,139.293 1616 1616 2.144 77 4 M11 HSS4X4X4 .055 .013 0 y 136.981 139.293 16.16 16.16 b 78 4 M12 HSS4X4X4 074 _0. 012 0 y 127.144 139.293 1616 1616 2.086 H1 79 4 M13 HSS4X4X4 .054 2 .023 0 y 136.981 139.293 16.16 16.16 1.482 HI -lb 80 4 M14 HSS4X4X4 072 _..0.... 017 0 y 127.144 139293 1616 1616 2.088 Hb 81 4 M15 HSS4X4X4 .044 0 .020 0 z 136.981 139.293 16.16 16.16 1.008 Hi -lb 82-J4 M16 HSS4X4X4 070 _..Q... 016 0 y 1,127.144 139.2.93 1616 1616 ?i44 HjA 83 4 M17 HSS4X4X4 .028 3.33 .000 0 z 1 132.977,139.293 16.16 16.16 1.0561H 1 -1 84 4 7MI8 HSS4X4X4 030 000 0 z 132.977 139.293 1616 1616 1.0Hj.4b 85 41 9 HSS4X4X4 .102 0_. .027 0 z 137.988 139.293 16.16 16.16 167 Hj-1b 86 41 M20 I HSS4X4X4 130 _..0.. 029 0 z 137.355 139.293 16.16 16.16 t 87 41 M21 HSS4X4X4 .108 0 .026 0 z 137.988 139.293 16.16 16.16 1.667 .i.4b 88 4 M22 HSS4X4X4 137 ...6_ 028 10 z 137.355 139.293 16.16 1 16.16 1.6 hi-lb Joint Deflections I f•' Ininf I hI V rinl V linl 7 un1 V Pnftirn tm V rt*tnn 7 Pnftinn I..d1 1 i- NI 0 - .002 -.045 -9.569e-6 -5.974e4 5.504e-5 2 1 N2 0 005 -015 -9 569e-6 -2.025e-4 5.504e-5( 3 I N3 0 .005 -.015 -9.569e-6 2.025e-4 -5.504e-5 ....4_ 1 N4 0 002 -.045 -9 569e-6 519746-4 -5.5046-5.--- 5 1 N5 0 .009 -.042 1.417e-4 -5.861e-4 -5.914e-5 16 r N6 0 005 1 -012 _1417e4 -1912e-4 -5.9146-5 - 7 i_. N7 . 0 .005 -.012 _1.417e-4 1.912e-4 5.914e-5 8 l N8 0 009 -042 1417e-4 5861e4 5914e-5 ±9. ..I N9 -.004 .008 -.015 -3.091e-4 -1.375e-4 1.372e-4 1.0. .1. N10 004 008 -015 -3091e-4 1375e-4 -1372e-4 11 1 Nh -.003 0 -.012 3.709e-4 -1.231e-4 -1.563e-4 12 1 N12 003 0 012 3.70964. I 231e-4 1.563e'4...: 13 1 - N13 -.011 .001 -.015 2.305e-4 -1.303e-4 1.625e-5 14 1 N14 . 011 001 -015 2305e-4 1303e-4 -1625e-5 15 j... N15 -.011 .001 -.012 -8.765e-5 -1.302e-4 -481e-5 16 1 - N16 011 001 -012 -8765e15 1302e-4 4816-5 17 1 N17 0 .008 0 -8.165e-4 -1.375e-4 1.854e-4 18 1. N18 0 - 008 0 -8.16564 1.375e-& -1,8544 19 1 N19 0 0 0 7.473e-4 -1.231e4 -1.987e-4 20 1 N20 0 01- 0' 7.47364. 1.231 e-4 1.987e4 21 2 NI 0 .003 -.068 -1.432e-5 -8.959e-4 8.253e-5 22 2 N2 0 008 - 022 -1 432e-5 -3 037e-4 8 253e-5 23 2 N3 0 .008 -.022 -1.432e-5 3.037e-4 -8.253e-5 24 2 N4 0 003 -.068. -1.432e.;5 .8.959e-4 -,8.253e-5 ..2... 2 N5 0 .013 -.062 2.126e-4 -8.791e-4 -8.867e-5 26 2 N6 0 008 -.018 2.126e4 -2.8686-4 '-8.867e-5 27 2 N7 0 .008 -.018 2.126e-4 2.868é-4 8.867e-5 28 2 N8 . 0 .013 -.062 2.126e-4 8.791e-4 8.867e-5 29 2 N9 1 -.006 .012 -.022 -4.637e4 -2.061e-4 2.057e-4 RISA-3D Version 9.0.1 [PA ... \Pizza Port TI - 14319AEngineering\CaIcuiationscatwaIk.r3d] Page 5 GSSI Job No. 14319A Pizza Port TI Page 19 of 41 1/9/2015 * ', Company : Jan 7, 2015 Designer : 8:59 AM Job Number. : Checked By: Joint Deflections (Continued) I C' I,.,,n+ I ,,hI V r.. V r.,1 7 1.-,1 V D..,+.,I,,n r..., V f... 7 30 :2 Nb. . .006. 012 :022.' -4.637e-4 2061e4. ' ."2.057e-4? 31 2 Nil -.005 0 -.017 5.562e-4 -1.846e-4 -2.344e-4 - . 2 N12 ' 005 0 017 5.562e--4 , lt846e4 r12 .344e-4 33 2 N13 -.017 .002 -.022 3.457e-4 -1:954e-4 2.436e-5 4_ _2 N14 017 002 022 3:457e4, 1.954e4 -2 436e-5 35 2 N15 -.016 .002 -.017 1.315e4 -1.952e4 -7.211e-5 36.2... N16 -. .016..-..002...._--.017.-.-..-1,315e4 1c952e4 ..7.211e-5 ' L _2 N17 0 .012 0 . -1.225e-3 -2.061e-4 2.78e-4 .38 z2 N18 0 012 i 0' L 1 225e-3 42.06464w -2.7&4 39 2 N19 0 0 0 1.121e-3 -1.846e4 -2.98e4 40 2 N20 r i.0 0C.10 1-121e-3 &1 846e-4 '2 98e-4 41. 3 NI .026 .018 -.138 -3.734e-5 -1.843e-3 -2.284e-5 42 3 N2. 026 . .. :017 -.041 .-3:734e-5 -8.168e4 -2284e-5 .' 43 3 N3 .026 .015 -.037 -3.331e--5 2.352e-4 -3.086e-4' 44 -3 N4 026 -004 099 Z 4.331 I 262e-3 -3.086e4,- 45 3 N5 .024 .011 -.128 4.531e-4 -1.818e-3 1.012e-4 ..4 ..... N6 024 017 033 4531e-4 -7911e-4 b012e4 47 3 N7 .024 .015 -.029 4.115e-4 2.025e4 4.083e4' 48 3 N8 024 039 089 -4.1159:4, .11.2296-3'-; a7:4 083e-4 49 3 N9 .005 .025 -.041 -8.588e-4 -9.007e4 -l.749e-4 501 3 N10 025 022 -037 -7615e-4 -i 872e-4 'r-8872e-4- 51 3 Nil .004 0 -.033 1.071e-3 -8.691e4 1.819e4 52 3 r N12 021 Or -.029 1 9.53564 -2 301e-4 9 937e-4 53 3 N13 -.045 .004 -.041 6.653e4 -8.894e4 -3.666e-5 .M. _ N14 .013 . .003 -.037 5.947e-4 -2.129e-4 -1.21e4 55 3 N15 -.045 .004 -.033 -2.59e-4 -8.804e-4 4.157e-5 .56 3 N16 .009 .003 -.029 -2.3e-4 -2.044e-4. 2.9i.3é-4'4.'. N17 0 .025 0 L2:296e3 -9.0076-4 -2.511e-4 . .. N18 0 022w 0-. -204e-3A.872&4 -1214e-3 59 3 N19 0 0 0 2.085e-3 -8.691e-4 2.235e-4 L N20 0 0 0 1:8456-3 a-4 __::2.301 - -1-.2556-3 61 4 Nf .008 .015 -.126 -6.072e-5 -1.64e-3 9.319e-5 : N2 ':oosF .021 .042'-. -6.0726-5 -6:134e-4. '9.319e-5 63 4 N3 .008 .02 -.04. -5.951e-5 4.389e-4 -1.927e-4 64 '4 N4- 008 009 4 - 114 -5 951e-5 41.465e-3'- ml-.927e4-1- 65 4 N5 .007 .025 -.115 5.879e4 -1.612e-3 -7.717e-5 66 4 N6 007 021 -.0331 ,5 .87964 -5.853644 -7 -717e-5 67 4 N7 .007 .02 -.032 5.755e-4 4.087e4 2.301e4 68 4 N8 007'-' 034 -104 5755e-4 1435e-3 2301e-4 69 4 N9 .005 .029 -.041 -8.3996-4 -5.201e4 1.968e-4 704 Ni0 0b4 028k -04 -8107e-4 l937e-4 5l56e-4 71 4 Nil -.005 0 -.033 1.143e-3 4.846e-4 -2.297e4 72 4' Ni2 " 013 ' 0- - 031- -1':107e- i 549e4 i- - 5 826e-4' - 73 4 N13 -.034 .004 -.041 7.1286-4 -5.038e4 . 1.856e-5 74 4 N14 '024 004- 04' 6916e4 1732e-4 'I -659e-5 75 4 N15 -.033 .004 -.033 -2.879é-4 -5.009e-4 -7.495e-5 76'r '4 Ni6 022 004 - 031- -2 792e-4 I 754e-4' - - -1-.74964-' JL _4. N17 0 .029 0 -2.311e-3 -5.201e-4 2.617e4 78 4 N18 0 028 0 -2.234;e-3 1 937e-4 -7 013e-4 '4 N19 . . 0 0 .0 2.054e-3 -4.846e-4 -2.943e-4 N20 0 0 0 1.9826-w3 1.549e-4; 7:382e4-;;4 Catwalk is subject to very minimal loads, the deflections and stresses are very minor. The analysis is'used to show the loads to the tank connection points. The lateral loads used for the design are higher than those calculated. The following letter from the tank supplier shows the allowable loading for the connection lugs, which are much greater _ than the conservative loads shown above. - RISA-3D Version 9.0.1 [PA ... \Pizza Port TI - I4319A\Engineering\Calculations\catwalk.r3d] Page 6 GSSI Job No. 14319A Pizza Po TI Page 20 of41 1/9/2015 - 4 4 January 9, 2015 Sean Farrell Pizza Port Bressi Ranch : • Head Brewer ,• • Pizza Port Brewing Company 2730 Gateway Road :' ;:-• Carlsbad CA 92009 Phone: (760)717-3535 r Etnai.k sean@pizzaport.com Re:.SO 1412458-03, Bright Beer Tanks for Pizza Port - - :Dear Mr. Farrell: 4. The lifting lugs on the referenced tanks are adequate to resist the following applied loads Maximum downward dead load = 1800 lb Maximum downward live load = 6900 lb Maximum laterl load Resisted by major axis = 4670 lb 4 - Resisted by minor axis = 840 lb The vertical loads are assumed to be concentric in bearing on top of the lug or in the hole in the lug and the lateral loads to be applied at the top of the lug or below. These are unfactored Working loads The capacities are based on AISC 360 13th edition using A240-304 material :.-. Guy Wilkeion. . Senidr Staff ngineer Paul Muellekompany PAUL MUELLER COMPANY 1600 West Phelps Street Spnngfield Missoun 65802 U.S.A. . • - * Phone: 417-575-9000 • Fax: 417-575.9669 • www.paulmueller.onm ' GSSIJobNo 14319A Pizza Port Tl Page 2lof4l .; 1/9/2015 4 a Steel. 1 File P:\Smith Consultng\Pizza Port TI - 14319A\EngineengCalcu!ations\Pizza Port caics.e ee Beam . .: ENERCALC, INC. 1963-2014, Build:6.14.11.18, Ver.6.14.11.18 Description: BM 1 (TYP) No Point Load From Beam -. CODE REFERENCES Calculations per AlSC360-10, IBC 2012, ASCE 7-10 i Load Combination Set: ASCE 7-10 Material Properties . - .. - * - Analysis Method: Load Resistance Factor Design Fy: Steel Yield: - 36.0 ksi ' Beam Bracing: Completely Unbraced ' E: Modulus: 29,000.0 ksi - Bending Axis Major Axis Bending Load Combination ASCE 7-10 ,-. 0(0.0351 1(0.08751 - ' 010.0351 L(0.0875) - -,", C6x8.2 C6x82 .-. "-1Free Applied Loads Service' loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading .. . . * • '.• . - -.. - . . .... . - Load for Span Number 1 .t Uniform Load D = 0020 L = 0.050 ksf, Tributary Width = 1.750 ft P Load for Span Number 2 Uniform Load D =0.020, L = 0050 ksf Tributary Width= 1.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.202: 1 Maximum Shear Stress Ratio = 0.041 : 1 Section used for this span C6x8.2 Section used for.this span . . C6x8.2 - Mu : Applied ' 2.398kft Vii: Applied •. .', . ;' 0.9612 k Mn Phi: Allowable 11.861 k-ft Vn * Phi: Allowable - '. 23.328 k Load Combinatii1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (L) . Load Combinatieil.20D+0.50Lr+1.60L+1.60H LL Comb Run (LL) Location of maximum on span 5.000ft Location of maximum on span' ,, . - - 5.000 It Span # where maximum occurs Span # 1 Span # where maximum occurs . ' . Span # I - Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 1,590 Max Upward Transient Deflection -0.009 in Ratio = 6 915 Max Downward Total Deflection 0 106 In Ratio = 1127 Max Upward Total Deflection -0012 In Ratio - 5423 Maximum Forces & Stresses for Load Combinations Load Combinaton 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 r VuMax Vnx PhiVnx +1,400+1.60H Dsgn. L= 5.00 ft 1 0.064 0.013 -0.76 ' 0.76 " 13.18 ,, 11.86 1.00 1.00 0.30 25.92 23.33 Dsgn. L = 5.33 ft 2 0.054 0.013 0.00 -0.76 0.76 15.48 13.93 2.45 .1.00 0.30 25.92 , 23.33 +1.200+0,5OLr+1,60L+1.60H, LI. Comb - . . - Dsgn. I = 5.00 ft 1 0.055 0.027 -0.65 0.65 13.18 " 11.86 1.00 1.00 0.63 25.92 23.33 Dsgn. L = 5.33 ft 2 0.047 0.027 0.40 -0.65 0.65 15.48 - 13.93.1.95 1.00 0.63 25.92 23.33 +1,20D+0.50Lr+1.60L+1.60H, LL Comb . Dsgn. L = 5.00 ft 1 0.202 0.041 -2.40 2.40 . 13.18 - 11.86 1.00 1.00 . 0.96 25.92 23.33 Dsgn. L= 5.33 ft 2 0.172 0.025 -2.40 2.40 15.48 13.93 1.82 1.00 0.59 25.92 23.33 Dsgn. L= 5.00 ft 1 0.202 0.041 +1.20D+0,50Lr+1.60L+1.60H, LL Comb - -2.40 2.40 - 13.18 11.86 1.00 1.00 P 0.96 . 25.92 23.33 Dsgn. L = 5.33 ft 2 0.172 0.041 0.01 -2.40 2.40 15.48 .' 13.93 2.45 1.00 0.96 25.92 23.33 +1 20D+1 60L+0 50S+1 60H LL Comb R Dsgn. L = 5.00 It 1 0.055 0.027 -0.65 0.65' 13.18 -11.86 1.00 1.00 .0.63 25.92 23.33 Dsgn. L= 5.33 It 2 0.047 0.027 0.40 -0.65 0.65 - 15.48 13.93 1.95 1.00 -- 0.63 25.92 23.33 +1.200+1.60L+0.505+1.601-1 LL Comb R Dsgn. L= 5.00 ft 1 0.202 0.041 -2.40 - - 2.40. 13.18 11.86 1.00 1.00 0.96 25.92 . 23.33 23.33 Dsgn. L = 5.33 It 2 0.172 0.025 -2.40 2.40 15.48 - 13.93 1.82-1.00 0.59 25.92 +1.20D+1.60L+0.50S+1.60H, IL Comb R Dsgn. LS99Jb No. 1431A 0.202 0.041 Piz1QDort TI 2.40 13.18 11.86 1.00 1.00 '15.48 13.93 2.45,1.00 . 8ie 25.92 . .0.96 23.33 Dsgn. L 2 0.172 0.041 0.01 -2.40 . 2.40 , 23.33 ' .7 File= P:\Srnith ConsultingPizza• Port TI - 14319A\Engineering\Calculations\Pizza Port calcs.ec6 ee, eam . •... . .., •. ENERCALC, INC. 19832014Build:6.14.11.18Ver.614.ft18- ' . . Description: BM 1 (TYP) No Point Load From Beam 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 +1.20D+1.6OLr+0.50L+1.60H, LL.Comb Dsgn.L = 5.00 ft 1 0.055 0.016 .0.65 0.65 13.18 11.86 1.00 1.00 0.38 25.92 23.33 - Dsgn. L r 533 ft 2 0.047 0.016 0.09 -0.65 0.65 15.48 13.93 3.00 1.00 0.38 25.92 23.33 I +1.20D+1.60Lr+0.50L+1.60H, LL Comb - - Dsgn.L 5.00ft 1 0.101 0.020 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 . Dsgn. L = 5.33 ft 2 0.086 0.016 -1.19 1.19 15.48 13.93 2.01 1.00 . 0.36 25.92 23.33 +1.20D+1.6OLr+0.50L+1.60H, LL Comb Dsgn. Lr 5.00 ft 1 0.101 0.021 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 .Dsgn. L = 5.33 ft 2 0.086 0.021 0.00 -1.19 1.19 15.48 13.93 2.45 1.00 0.48 25.92 23.33 - . +1.20D+1.6OLr+050W+160H LL Comb Dsgn. L = 5.00 ft 1 0.055 0.011 -0.65 0.65 13.18 11.86 1.00 1.00 0.26 25.92 . 23.33 ' Dsgn.Lr 5.33ft 2 0.047 0.011 0.00 -0.65 0.65 15.48 13.93 2.45 1.00 0.26 25.92 23.33 - -.. . .. +1.20D+1.60Lr+0.50W+1.60ft LL Comb - c Dsgn. L= 5.00 ft 1 0.055 0.011 -0.65 0.65 13.18 11.86 1.00 1.00 0.26 25.92 23.33 Dsgn. Lr 5.33 ft 2 0.047 0.011 0.00 -0.65 0.65 15.48 13.93 2.45 1.00 0.26 25.92 23.33 +1.20D+1.60Lr+0.50W+1.60H, LL Comb - .- Dsgn. L= 5.00 ft 1 0.055 0.011 -0.65 0.65 13.18 11.86 1.00 1.00 0.26 25.92 23.33 Dsgn. L= '5.33 ft - 2 0.047 0.011 0.00 -0.65 0.65 15.48 13.93 2.45 1.00 0.26 25.92 23.33 +1.20D+0.50L+160S+160H LL Comb R - - Dsgn. L= 5.00 ft . 1 0.055 0.016 -0.65 0.65 13.18 11.86 1.00 1.00 0.38 25.92 23.33 Dsgn:L 5.33 ft 2 0.047 0.016 0.09 -0.65 0.65 , 15.48 13.93 3.00 1.00 0.38 25.92 23.33 +1.20D+0.50L+1.605+1,60K LL Comb R - . Dsgn.L= 5.00ft - 1 0.101 0.020 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 - -- Dsgn. L = 5.33 ft 2 0.086 0.016 -1.19 1.19 15.48 13.93 2.01 1.00 0.36 25.92 . 23.33 +1.20D+0.50L+1.605+1.60H, LL Comb R Dsgn. L = 5.00 ft 1 0.101 0.021 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 Dsgn. Lr 5.33 ft . 2 0.086 0.021 0.00 -1.19 1.19 15.48 13.93 2.45 1.00 0.48 25.92 23.33 - 4 +1.20D+1.60S+0.50W+1.60H Dsgn. Lr 5.00 ft 1 0.055 0.011 -0.65 0.65 13.18 11.86 1.00 1.00 0.26 25.92 23.33 Dsgn. L = 5.33 ft 2 0.047 0.011 0.00 -0.65 0.65 15.48 13.93 2.45 1.00 0.26 25.92 23.33: +1.20D+0.50Lr+0.50L+W+1.60H, LL Con --, . Dsgn. L= 5.00 ft 1 0.055 0.016 -0.65 0.65 13.18 11.86 1.00 1.00 0.38 25.92 23.33. Dsgn. L= 5.33 It . 2 . 0.047 0.016 0.09 -0.65 0.65 15.48 13.93 3.00 1.00 0.38 25.92 23.33 - +1.20D+0.50Lr+O.50L+W+1.60H, LL Con - s Dsgn. Lr 5.00 It - 1 . 0.101 0.020 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 • • Dsgn. L= 5.33 ft 2 0.086 0.016 -1.19 1.19 15.48 13.93 2.01 1.00 0.36 25.92 23.33 +1.200+0.50Lr+0.50L+W+1.60H, LL Con Dsgn.L= 5.00 ft 1 0.101 0.021 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 ' Dsgn. L = 5.33 ft 2 0.086 0.021 0.00 -1.19 1.19 15.48 13.93 2.45 1.00 0.48 25.92 23.33 +1.20D+0.50L+0.505+W+160H LLCom Dsgn. Lr 5.00 ft - 1 0.055 0.016 -0.65 0.65 13.18 11.86 1.00 1.00 0.38 25.92 23.33 .• Dsgn. L= 5.33 ft 2 0.047 0.016 0.09 -0.65 0.65 15.48 13.93 3.00 1.00 0.38 25.92 23.33 +1.20D+0.50L+0.50S+W+1.60H, LL Corn Dsgn. L= 5.00 ft • 1 0.101 0.020 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 .- Dsgn. L = 5.33 ft - 2 0.086 0.016 -1.19 1.19 15.48 13.93 2.01 1.00 0.36 25.92 23.33 +1.20D+0.50L+0.505+W+160H LLCom - .-' - 4Dsgn. L= 5.00 ft -- 1 - 0.101 0.021 -1.19 1.19 13.18 11.86 1:00 1.00 0.48 25.92 23.33 1 Dsgn. Lr 5.33 ft - 2 . 0.086 0.021 0.00 -1.19 1.19 15.48 13.93 2.45 1.00 0.48 25.92 23.33 - +1.20D+0.50L+0.205+E+160H LLComI Dsgn. L: 5.00 ft 1 0.055 0.016 -0.65 0.65 13.18 11.86 1.00 1.00 0.38 25.92 . 23.33 Dsgn. L= 5.33 ft - 2 0.047 0.016 0.09 -0.65 0.65 15.48 13.93 3.00 1.00 0.38 25.92 23.33 +1.20D+0.50L+0.20S+E+1.60H, LL Comi Dsgn. L= 5.00 ft 1 0.101 0.020 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 . Dsgn. Lr 5.33 ft 2 0.086 0.016 -1.19 1.19 15.48 13.93 2.01 1.00 0.36 25.92 23.33 - +1.20D+0.50L+020S+E+160H LL Comi - Dsgn. L= 5.00 ft 1 0.101 0.021 -1.19 1.19 13.18 11.86 1.00 1.00 0.48 25.92 23.33 Dsgn. L= 5.33 ft -2 0.086 0.021 0.00 - -1.19 1.19 15.48 -, 13.93 2.45 1.00 048 25.92 23.33 - - . +0.90D+w+09H' - * . Dsgn. L= 5.00 ft . . 1 0.041 0.008 -0.49 0.49 13.18 11.86 1.00 1.00 0.19 25.92 23.33 Dsgn. Lr 5.33 ft 2 0.035 0.008 0.00 -0.49 0.49 15.48 13.93 2.45 1.00 0.19 25.92 23.33 +0.90D+E+0.90H -- - Dsgn. L= 5.00 ft - 1. 0.041 0.008 -0.49 0.49 13.18 11.86 1.00 1.00 0.19 25.92 23.33 - Dsgn. Lr 5.33 ft 2 . • -. - 0.035 0.008 0.00 -0.49 0.49 15.48 13.93 2.45 1.00 0.19 25.92 23.33 OalI Maximu Deflections • Load Combination . Span Max. '- Deft Location in Span Load Combination Max. +" Deft Location in Span - - . +D+L+H 1 . 0.1065 0.000 0.0000 0.000 - GSSI Job No. 14319A 2 0.0000 0.&Oza Port TI+D+L+H -0.01 gage 23 of 412214 . 1/9/2015 - - '4 SW - rB s e e earn . . File P:\Smith ConsultngPizza Port TI- 14319A\Engieeng\CalculatiqnSPiZa Port calcs.e c6 ENERCALC INC 1983-2014 Build 6141118 Ver6 141118 ILic. #: KW-06009033 Licensee Description: BM 1 (TYP) - No Point Load From Beam - Vertical Reactlioh§ Support notation : Far left is #1 Values in KIPS . Load Combination Support 1 Support 2 Support '3 Overall MAXimum 1.308 0.247 -. - Overall MINimum - 0.233 0.008 .- . +0+11 0.432 0.014 . .. . +D+L+H, LL Comb Run (L) 0.666 0.247 -•.. . • 4 +D+L+H, LL Comb Run (L) 1.075 -0.191 +D+L+H, LLComb Run (LL) 1.308 0.042 +D+Lr+H LL Comb Run (*L) 0.432 0.014 +D+Lr+H, LL Comb Run (L) 0.432 +D+Lr+H, LL Comb Run (LL) 0.432 0.014 +D+S+H 0.432 0.014 - . . •- . • +D+0.75OLr+0.750L+H, LL Comb Run (* 0.607 0.189 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.914 -0.140 - +Dl-0.750Lr+0.750L+H, LL Comb Run (L 1.089 0.035 . 4 • +D+0.750L+0.7505+H, LL Comb Run (L 0.607 0.189 . - . - • . . . +0+0 750L+0 750S+H LL Comb Run (L 0.914 -0.140 +D+0.750L4750S+H, LL Comb Run (LL 1.089 0.035 +D+0.60W+H 0.432 0.014 +D+0.70E+H 0.432 0.014 +D+0.750Lr+0.750L+0.450W+H, LL Com 0.607 0.189 . . . - .• +D+0.750Lr+0.750L+0.450W+H, LL Com 0.914 -0.140 +D+0.750Lr+0.750L+0.450W+H, LL Corn 1.089 0.035 +D+0.750L+0.7505+0.450W+H, LL Coml 0.607 0.189 +D+0.750L+0.7505+0.450W+H, LL Coml 0.914 -0.140 +D+0.750L+0.750S+0.450W+H, LL Coml 1.089 .0.035 . .". '.' • +D+0.750Li-0.7505+0.5250E+H, LL Corn 0.607 0.189 +D+0.750L+0.750S+0.5250E+I-1, LL Corn 0.914 -0.140 +0+0 750L+0 750S+O 5250E+H LL Corn 1.089 0,035 +0 60D+O 60W+0 60H 0.259 0.008 - +0.600+0.70E+0.60H 0.259 0.008 DOnly 0.432 0.014 LrOnly LL Comb Run (*L) P - Lr Only LL Comb Run (L*) Lr Only, LL Comb Run (LL) . . -, .' - - L Only, LL Comb Run ('L) 0.233 0.233 L Only, LL Comb Run (L') . 0.643 -0.205 + • •• - . .. L Only, LL Comb Run (LL) 0.876 .0.028 S Only WOnly . , - - . EOnly HOnly 4 4- 4.. 4 '. •') - . - - 4 - -. - - • -- 4 :-' • - , - 4 .., - .' - A ' • -: . , .. '.4.. ,- '" .-•' .•--.. GSSl Job No. 14319A - PizzaPortTl' 't -. - ' Page 24of41 1/9/2015 . . .-. - .. Fy: Steel Yield 36.0 ksi E: Modulus: 29,000.0 ksi .• 5' I% , - I steIem Lic,#: KW-06009033, - .: Description : BM 1 (TYP) With Point Load From Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 -' Load Combinatin Set: ASCE 7-10 '.Material Properties _________ Analysis Method: Load Resistance Factor Design :. ,, Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Load Combination ASCE 7-10 -: Beam self weight calculated and added to loading Load for Span Number 1 - Uniform Load: D = 0.020, L = 0.050 ksf, Tributary Width = 1.750 ft ' ';'& PointLoad :,00.10, L0.230k@0.oft Load for Span Number 2 Uniform Load : D=0.020, L0.050ksf, Tributary Width =1.750f1 File P:\Smith Consultng\Pizza Port TI- - - - - ENERC INC. 1983-2014, BuiId:6.14.11:18,Ve6.1411.18.-. DESIGN SUMMARY .- . .. • •. -. - _________________ Maximum Bending Stress Ratio 0408:1 Maximum Shear Stress Ratio= 0.062 :1 - Section used for this span C6x8.2 Section used for this span C6x8.2 -Mu Applied 4.838k-ft Vu :Applied 1.447 k' - Mn *Phi: Allowable 11.861 k-ft Vn * Phi: Allowable 23.328 k .7 Load Combinai1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (L*) Load CombinatioffL20D+0.50Lr+1.60L+1.60H, LL Comb Run (L) . Location of maximum on span 5.000ft Location of maximum on span 5.000 ft Span #where maximum occurs - Span #1 Span #where maximum occurs Span#1 .1 Maximum Deflection Max Downward Transient Deflection 0.166 in Ratio = 723 .. Max Upward Transient Deflection -0.019 in Ratio= 3,371 - Max Downward Total Deflection 0.236 in Ratio = 508 Max Upward Total Deflection -0.026 in Ratio = 2485 • . MaximiFt?ces & Stresses for Load Combinations Load CombinaSon ' 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 S .+1.40D+1.60H . S .. Dsgn. L= 5.00 ft 1 -- . 0.123 0.019 -1.46 1.46 13.18 11.86 1.00 1.00 0.44 25.92 23.33 T -. - - Dsgn. L= 5.33 ft 2 0.105 0.019 -1.46 1.46 15.48 13.93 1.99 1.00 0.43 25.92 . 23.33 +1.20D+0.50Lr+1.60L+1.60H, LL Comb - .... Dsgn. L,5.O0ft 1 0.105 0.032 -1.25 1.25 13.18 11.86 1.00 1.00 0.75 25.92 :23.33 -Dsgn.L=.5.33ft .. .2 - 0.090 0.032 0.20 -1.25 1.25 15.48 13.93 2.97 1.00 0.75 25.92 23.33 S +1.20D+0.50Lr+1.60L+1.60H, LL Comb • Dsgn. L 5.00 ft 1 0.408 0.062 -4.84 4.84 13.18 11.86 1.00 1.00 1.45 25.92 23.33 Dsgn.L 5.33 ft . 2 • 0.347 0.045 -4.84 4.84 15.48 13.93 1.74 1.00 1.05 25.92 p.23.33 -+1.200+O.50Lr+1.60L+1.60H, LL Comb . . Dsgn .L = 5.00 ft 1 0.408 0.062 4.84 4.84 13.18 11.86 1.00 1.00 . 1.45 25.92 23.33 - Dsgn. 1 = 5.33 ft 2 0.347 0.061 -484 4.84 15.48 13.93 1.98 1.00 1.42 25.92 23.33 +1.20D+1.60L+0.50S+1.60H, LL Comb R -, - ..• - Dsgn. L= 5.00 ft 1 0.105 0.032 -1.25 1.25 13.18 11.86 1.00 1.00 0.75 - 25.92 23.33., i Dsgn. L= 5.33 ft - . 2 0.090 0.032 0.20 -1.25 1.25 15.48 13.93 2.97 1.00 0.75 25.92 23.33 - - +1.20D+1.60L+0.505+1.60H, LL Comb R - -, - Dsgn.L= 5.00ft 1- -, 0.408 0.062 - -4.84 4.84 13.18 11.86 1.00 1.00 1.45 25.92 - 23.33 Dsgn. L= 5.33ft -- i 2 0.347 0.045 -4.84 4.84 15.48 13.93 1.74 1.00 1.05 25.92 ,23.33 Pizza Port TI Page 25 of 41 j2p • Dsgn. L1% - -• 1 -- 0.408 0.062 -4.84 4.84 13.18 11.86 1.00 1.00 1.45 25.92 23.33 I, I - - ~ . e, File P:1Smth Consultng\.Pizza Port TI - 14319A\Engineèring\Caiculationsa Port calqsec6-j [Ste'__i ENERCALC INC 1983 2014 Build 61411 18 Ver6 141118 'Lic.,#: KW-06009033 Licensee: GSSI Engineers Description : BM I (TYP) With Point Load From Beam 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 Rrn VuMax Vnx Phi'Vnx Dsgn.L = 5.33 ft 2 0.347 0.061 4.84 4.84 15.48 13.93 .1.98 1.00 - .1.42 25.92 23.33 +1.20D+1.60Lr+0.50L+1.60H, LL Comb . . . Dsgn. L= 5.00 ft 1 0.105 0.021 -1.25 1.25 13.18 11.86 1.00 1.00 0.49 25.92 23.33 Dsgn. L = 5.33 ft 2 0.090 0.021 0.00 -1.25 1.25 15.48 13.93 2.40 1.00 0.49 25.92 23.33 +1.20D+1.60Lr+0.50L+1.60R, LL Comb .,. .., Dsgn. L = 5.00 It 1 0.200 0.031 -2.37 2.37 13.18 11.86 1.00 1.00 0.71 25.92 .23.33 Dsgn. L = 5.33 ft 2 0.170 0.025 -2.37 2.37 15.48 13.93 1.82 1.00 0.58 25.92 23.33 +1.20D+1.60Lr+0.50L+1.60N, LL Comb . -. Dsgn. L= 5.00 ft 1 0.200 0.031 -2.37 2.37 . 13.18 11.86 1.00 1.00 ' 0.71 25.92 23.33. Dsgn. L = 5.33 ft 2 0.170 0.030 -2.37 2.37 . 15.48 13.93 1.98 1.00 0.70 25.92 23.33 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgi.L 5.00 ft 1 0.105 0.016 -1.25 1.25 13.18, 11.86 1.00 1.00 0.38 . 25.92 23.33 Dsgn. L 5.33 ft 2 0.090 0.016 -1.25 1.25 . 15.48 13.93 1.99 1.00 0.37 25.92 23.33 +1.20D+1.6OLr+0.50W+1.60H, LL Comb Dsgn. L = 5.00 ft 1 0.105 0.016 -1.25 1.25 13.18 11.86 1.00 1.00 - 0.38 25.92 23.33 Dsgn. L= 5.33 ft 2 0.090 0.016 -1.25 1.25 - - 15.48 - 13.93 1.99 .1.00 - 0.37 25.92 23.33 +1.20D+1.60Lr+0.50W+1.60H, LL Comb - Dsgn. Lr 5.00 It 1 0.105 0.016 -1.25 1.25 - 13.18 11.86 1.00 1.00 . 0.38 25.92 23.33 Dsgn. Lr 5.33 ft 2 0.090 0.016 -1.25 1.25 15.48 13.93 1.99 1.00 - 0.37 25.92 - 23.33 i-1.20D+0.50L+1.60S+1.60H, LL Comb R - ,. Dsgn. Lr 5.00 ft 1 0.105 0.021 -1.25 1.25 13.18 ' -11.86 1.00 1.00 0.49 25.92 23.33 Dsgn. Lr 5.33 It 2 0.090 0.021 0.00 - -1.25 1.25 15.48 13.93 2.40 1.00 0.49 25.92 23.33 +1.20D+0.50L+1.60S+1.60H, LL Comb R , - - - . - Dsgn. L= 5.00 ft 1 0.200 0.031 -2.37 2.37 13.18 11.86 1.00 1.00 0.71., 25.92 - 23.33 Dsgn. L = 5.33 ft 2 0.170 0.025 -2.37 2.37 15.48 13.93 1.82 1.00 0.58 25.92 23.33 +1.20D+0.50L+1.605+1.60H, LL Comb R Dsgn. L = 5.00 ft 1 0.200 0.031 -2.37 2.37 13.18 11.86 1.00 1.00 0.71 -. 25.92 ,23.33 Dsgn. L = 5.33 ft 2 0.170 0.030 -2.37 2.37 - 15.46 13.93 1.98 1.00 0.70 25.92 23.33 +1.20D+1.60S+0.50W+1.60H - . - ' * Dsgn Lr 5.00 ft '- 1 0.105 0.016 125 125 1318 1186 100 100 038 2592 2333 Dsg. L'5.33ft 2 0.090 0.016 -1.25 1.25 - 15.48 13.93 1.99 1.00 0.37 25.92 23.33 +1.20D+0.50Lr+0.50L+W+1.601-4, LL Con Dsgn. L = 5.00 ft 1 0.105 0.021 -1.25 1.25 13.18 11.86 1.00 1.00' 0.49 25.92. 23.33 Dsgn. L= 5.33 It 2 0.090 0.021 0.00 -1.25 1.25 -15.48 - 13.93 2.40 1.00 0.49 25.92 23.331' +1.20D+O.50Lr+0.50L+W+1,60H, LL Con . - - . - . Dsgn.Lr 5.00ft 1 0.200 0.031 -2.37 2.37. 13.18 11.86 1.00 1.00 - 0.71 25.92 - 23.33 Dsgn L 6.33 ft 2 0.170 0.025 237 237 1548 1393 182 100 058 2592 2333 +1.20D+O.50Lr+.0.50L+W+1.60H, LL Con . . Dsgn. L= 5.00 ft 1 0.200 0.031 -2.37 2.37 .13.18 11.86 1.00 1.00 0.71 25.92 '- 23.33 Dsgn. L = 5.33 ft 2 0.170 0.030 -2.37 2.37 15.48 13.93 1.98 ,1.O0 . 0.70 25.92 - - 23.33 +1.20D+0.50L+0.50S+W+1.60H, LL Corn ' . . - . - - ,1 - Dsgn. L 5.00 ft 1 0.105 0.021 -1.25 1.25 - ' 13.18 11.86 1.00 1.00 '0.49 ' 25.92 ' 23.33 Dsgn. L 5.33 ft 2 0.090 0.021 0.00 -1.25 1.25 - 15.48 - 13.93 2.40.1.00 . 0.49 25.92 . - 23.33 +1.20D+0.50L+0.505+W+1.60H,LLCom I . .5 ., . . . , - - '- - Dsgn. L= 5.00 ft 1 0.200 0.031 -2.37 2.37', -13.18 11.86. 1.00 1.00 - 0.71 25.92 23.33 Dsgn. L= 5.33 ft 2 0.170 0.025 -2.37 2.37 15.48 13.93 -1.82 1.00 0.58, 25.92 . 23.33 +1.20D+0.50L+0.50S+W+1.60H, LLCom . . - . ' • ..-, . - -.. -. Dsgn. L = 5.00 ft 1 0.200 0.031 -2.37 2.37 13.18 - 11.86 1.00 1.00 0.71 25.2 -23.33 Dsgn. L= 5.33 ft 2 0.170 0.030 -2.37 2.37 i..' 15.48 13.93 1.98 1.00 0.70 25.92 23.33 +1.20D+0.50L+0.20S+E+1.60H, LL Comi -. .. . - .. ... Dsgn. Lr 5.00 ft 1 0.105 0.021 -1.25 1.25 13.18 '-11.86 1.00 1-00 0.49 25.92 23.33 Dsgn. L 5.33 It 2 0.090 0.021 0.00 -1.25 1.25 15.48 ' ,13.93 2.40 1.00 - 0.49 .25.92 ' 23.33 +1.20D+0.50L+0.205+E+1.86H, LL Coml - . - - - r - 'M •-' Dsgn. L= 5.00 ft 1 0.200 0.031 -2.37 2.37 -13.18 - 11.86 1.00 .1.00 0.71 25.92 ' 'i 23.33 Dsgn. L= 5.33 ft 2 0.170 0.025 -2.37 2:37 15.48. :.'.,13.93 1.82 1.00 - 0.58 .. 25.92 - 23.33 +1.20D+0.50L+0.205+E+1.60H, LL Comi 4 1 1 ., -11 - Dsgn. L= 5.00 ft - 1 0.200 0.031 -2.37 2.37 13.18 11.86 '1.00 1.00 ~ 0.71 25.92 * 23.33 Dsgn.L = 5.33 ft 2 0.170 0.030 -2.37 2.37 - '15.48 13.93 1.98 1.00 - 0.70 - 25.92 23.33 +0.90DI-W+0.90H Dsgn. L = 5.00 ft 1 0.079 0.012 - -0.94 0.94 - 13.18 - 11.86 1.00 1.00 0.28 25.92 .23.33 Dsgn. L= 5.33 111 2 0.067 0.012 -0.94 0.94 15.48 13.93 - 1.99 1.00 .0.28 25.92 23.33 - +0.90D+E+0.90H . - ' - . .. I., -- Dsgn. L = 5.00 ft 1 0.079 0.012 -0.94 0.94 13.18 .' 11.86- 1.00 1.00 0.28 25.92 '23.33 Dsgn. L= 5.33 It 2 0.067 0.012 -0.94 0.94 - 15.48 13.93 1.99 1.00 . 0.28 25.92 -. 23.33 - Overall Maximum Deflections Load Combination Span Max. "-' Defi Location in Span Load Combination . - - Max. '+ Deft Location in Span +D+L+I43SSi Job No. 14319A 1 0.2361 ob1za Fort II - - - . -- - 000age 26 or 4b000 -- 1/9/2015 2 0.0000 0.000 - +D+L+H . -0.0257 - - 2.255 - -. - - - .•.•. sç- -, -••7'-'1,,. l :Itèei.. Beârñ '- '- . File P:\Snrith Consulting\PizzaiPort TI -14319A\Engineering\CalculatioAs\Pizza Port calcs.e - -. -• ,• ENERALC, INC. IET .4A'fI1:1III910__•____- iThiI43 - Description: BM 1 (TYP) , With Point Load From Beam VerticaI Rections, Support notation Far left is#1 Values inKIPS Load Combination , Support 1 Support 2 Support 3 Overall MAXimum 1.948 -0.501 Overall MINimum - 0.233 -0.048 ' +D+H • - . 0.626 -0.080 +D+L+H, LL Comb Run (L) - 0.859 0.153 +D+L+H LL Comb Run (L') - 1.715 -0.501 * ' +D+L+, LL Comb Run (LL) 1.948 -0.268 +D+Lr+H, LL Comb Run (*L) 0.626 -0.080 +D+Lr+H, LL Comb Run (L) 0.626 -0.080 ' - . 1D+Lr+H, LL Comb Run (LL) 0.626 -0.080 +D+5+H - . 0.626 -0.080 '+D+0.75OLr+0.750L+H, LL Comb Run V 0.801 0.095 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.443 -0.396 . +D+0.750L40.750L+H, LL Comb Run (L 1.617 -0.221 +D+0.750L+0.7505+H LL Comb Run (*L 0.801 0.095 - 4D+0.750L+0.7505+H, LL Comb Run (L* 1.443 -0.396 +D+0.750L+0.7505+N, LL Comb Run (LL 1.617 -0.221 . •, +D+0.60W+H 0.626 -0.080 +D+0.70E+H • - - 0.626 -0.080 . +D+0.750Lr+0.750L+O.450W+H, LL Corn . 0.801 0.095 '. +D+0.750Lr+0.750L+0.450W+H, LL Com - 1.443 -0.396 .+D+0.750Lr+0.750L+0.450W+H, LL Com - 1.617 -0.221 +D+0.750L+0.7505+0.450W+H LL Coml 0.801 0.095 .• +D+0.750L+0.750S+0.450W+H, LL Coml 1.443 -0.396 - • - . - +D+0.750L+0.7505+0.450W+H, LL Coml . 1.617 -0.221 - ••• +D+0.750L+0.750S+0.5250E+H, LL Com 0.801 0.095 -- •* +D+0.750L+0.750S+0.5250E+H, LL Com 1.443 -0.396 +D+0.750L+0.7505+0.5250E+H, LL Com 1.617 -0.221 +0.60D+0.60W+0.60H • - 0.376 -0.048 ' 9.60D+0.70E+0.60H . 0.376 -0.048 D Only • • 0.626 -0.080 &'. Lr Only, LL Comb Run (L) -• 'Lr Only, LL Comb Run (L) - - - Lr Only, LL Comb Run (LL) -- . , • - • L Only, LL Comb Run (*L) -. 0.233 0.233 • L Only, LL Comb Run (L) 1.088 -0.421 L Only, LL Comb Run (LL) . . 1.322 -0.188 - - -. • 'S Only - .-- ..,W Only • -', Eonly . , • .'•. '. ' H Only ' . •_ ' .- , •,••i.• .•• 't• -*• .- , - •, .. ,4' .• . - .- • ,*•,•_ ..• • . .•• *• ,d' -------, - - . •• - .• - * •- • . r - .,• 1, , -. ,- - - -•• , • :-:- : •.- ' - . - • t- t• - '- S •, , -.,-•-- -, • S -• .-, . V • ,1,. :' • -- .• I' . 7•, -- ,-. •. -.- 4 *5, • - • GSSI Job Nb. 14319A" • - Pizza Port TI Page 27 0141 • * 1/9/2015 .1 - ' Ii .4 .., - - •, •I! S. .5--' . ,.i, -. St "I Be -'-o - - File P \Smith ConsulhngiPizza Port TI 14319A\Engineenng\Calculations\Pizza Port calcs ec6 ee 1. •j' ... i, - •. ENERCALC, INC. 1983-2014, Build:6.14.11.18,Ver.6.14.11.18 'Lic. •Ii411I4flhi14-1- Description: BM 1 (TYP) '. Supported at each end CODE REFERENCES ' Calculations per AISC 360-10, IBC 2012, ASCE 7-10 .' - . •. Load Combination Set: ASCE 7-10 , - - • .-• , . - - Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi' . Bending Axis: Major Axis Bending •s' ' ' - . Load Combination ASCE 7-10 010.035) LIO.08751 0(0.035) L(0.0875) . I, V I, •* Applied Loads Service load entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading ' . . . ' - : - Load for Span Number 1 Uniform Load D = 0020 L = 0.050 ksf, Tributary Width = 1.750 ft Load for Span Number 2 .• . - . " -- Uniform Load D=0020 L=0050ksf Tributary Width 1750ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.046: 1 Maximum Shear Stress Ratio = 0.027: 1 Section used for this span C6x8.2 Section used for this span C6x8.2 , Mu: Applied 0.642k-ft Vu: Applied 0.6316k Mn * Phi Allowable 13.932k-ft Vn * Phi: Allowable k . Load Combinatierl.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) Load Combinatiønl.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL)''. Location of maximum on span 5.000ft Location of maximum on span - , 5.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs, Span # 1 Maximum Deflection .. Max Downward Transient Deflection 0.003 in Ratio = 21,865 Max Upward Transient Deflection -0.001 in Ratio = 50,796 Max Downward Total Deflection 0,004 in Ratio = 16634 '. . - , -. , Max Upward Total Deflection -0.001 In Ratio = 78321 Maximum Forces & Stresses for Load Combinations . . . . 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 Phi5Vnx +1.40D+1.60H Dsgn. L = 5.00 ft 1 0.015 0.009 Dsgn. L = 5.33 ft 2 0.015 0.009 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L = 5.00 ft 1 0.031 0.025 Dsgn. L = 5.33 It 2 0.035 0.025 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L = 5.00 ft 1 0.030 0.024 Dsgn. L = 5.33 ft 2 0.028 0.009 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L = 5.00 ft 1 0.046 0.027 Dsgn. L = 5.33 It 2 0.046 0.027 +1.20D+1.60L+0.50S+1,60H, LL Comb R Dsgn. L = 5.00 ft 1 0.031 0.025 Dsgn. L = 5.33 ft 2 0.035 0.025 +1.20D+1.60L+0.505+1.60H, LL Comb R Dsgn. L = 5.00 ft 1 0.030 0.024 Dsgn. L = 5.33 ft 2 0.028 0.009 +1.20D+1 .60L+0.50S+1 .601-I, LL Comb R Dsgn. LS8b No. 1431A 0.046 0.027 Dsgn. L 0.046 0.027 0.10 -0.20 0.20.' 15.48 13.93 2.17 1.00 0.20 25.92 , 23.33- 0.13 -0.20 0.20 15.48 . 13.93 1.92 1.00 - ' 0.20 25.92 - 23.33' 0.02 -0.43 0.43 15.48 13.93 2.77 1.00 0.59 - 25.92 23.33 0.48 -0.43 0.48 .15.48 13.93 1.25 1.00 0.59 25.92 23.33 0.42 -0.39 0.42 15.48 13.93 1.26 1.00 . 0.56 25.92 23.33 0.04 -0.39 0.39 15.48 13.93 3.00 1.00 0.21 25.92 23.3 0.32 -0.64 0.64 15.48 13.93 2.17 1.00 - 0.63 25.92 23.33 0.40 -0.64 0.64 15.48 - 13.93' 1.92 1.00 , 0.63 25.92 ' 23.33 0.02 -0.43 0.43 15.48 - 13.93 2.77 1.00 • 0.59 25.92 23.33 0.48 -0.43 0.48 15.48 13.93 1.25 1.00 0.59 25.92 23.33 0.42 -0.39 0.42 15.48 13.93 1.26 1.00 0.56 25.92 23.33 0.04 -0.39 0.39, 15.48 - 13.93 3.00 1.00 0.21 25.92 23.33 0.32 PizQ&ort TI 0.64 - 15.48 13.93 2.17 1.00 21 23.33 0.40 -0.64 0.64 . 15.48 13.93 , 1.92 1.00 0.63 25.92 23.33 r -; - * - \:' ee earn.:,. File P:\Srnith ConsultngtPizza Port T! 14319A\Engineeting\CalIions\Pa caI.ec6 .i* .. -ENERCALC, INC. 1983-2014; Buitd:6.1411.18,Vér.6:14.1118 iMi'iII.1IIIIIIJCtC_ !rii*p..e1*1IfiT1 - - S - - Description: BM 1 (TYP) i - Supported at each end - 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 PhiMnx Cb Rm VuMax Vnx PhiVnx - Y +1.20D+1.60Lr+0.50L+1.60H, LL Comb Dsgn. L r 5.00 ft 1 0.018 0.013 0.06 -0.25 0.25 15.48 13.93 2.73 1.00 0.30 25.92 23.33 Dsgn.L = 5.33ft 2 - f +1.20D+1.60Lr+0.50L+1.60H, LL Comb 0.018 0.013 0.22 -0.25 0.25 15.48 13.93 1.41 1.00 0.30 25.92 23.33 Dsgn. L = 5.00 ft 1 0.017 0.012 0.19 -0.24 0.24 15.48 13.93 1.56 1.00 0.29 25.92 - 23.33 Dsgn.L = 5.33ft 2 0.017 0.008 0.08 -0.24 0.24 15.48 13.93 2.45 1.00 0.18 25.92 23.33 +1.20D+1.60Lr+0.50L+1.60H, LL Comb - .--'Dsgn.L= 5.00ft . 1 0.023 0.013 0.16 -0.32 0.32 15.48 13.93 2.17 1.00 0.31 25.92 23.33 Dsgn.L = 5.33ft 2 0.023 0.013 0.20 -0.32 0.32 15.48 13.93 1.92 1.00 0.31 25.92 23.33 ' +1.20D+1.60Lr+0.50W+1.60H, LL Comb - Dsgn. L = 5.00 ft 1 0.012 0.007 0.09 -0.17 0.17 15.48 13.93 2.17 1.00 0.17 25.92 h.33 .33 Dsgn.L= Dsgn. -2 0.012 0.007 0.11 -0.17 0.17 15.48 13.93 1.92 1.00 0.17 25.92 23.33 +1.20D+1.6OLr+O.50W+1.60H, LL Comb Dsgn. L: 5.00 ft 1 0.012 0.007 0.09 -0.17 0.17 15.48 13.93 2.17 1.00 0.17 25.92 23.33 -Dsgn.L= 5.33ft 2 0.012 0.007 0.11 -0.17 0.17 15.48 13.93 1.92 1.00 0.17 25.92 23.33 1+1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L= 5.00 ft 1 0.012 0.007 0.09 -0.17 0.17 15.48 13.93 2.17 1.00 0.17 25.92 2333 Dsgn. L = 5.33 It • 2 • 0.012 0.007 0.11 -0.17 0.17 15.48 13.93 1.92 1.00 0.17 25.92 23.33 - - +1.20D+O.50L+1.60S+160H LL Comb R • Dsgn. L= 5.00 It 1 0.018 0.013 0.06 -0.25 0.25 15.48 13.93 2.73 1.00 0.30 25.92 23.33 - Dsgn. L= 5.33ft 2 0.018 0.013 0.22 -0.25 0.25 15.48 13.93 1.41 1.00 0.30 25.92 23.33 +1.20D+0.50L+1.605+160H LL Comb R Dsgn. L = 5.00 ft . 1 0.017 0.012 0.19 -0.24 0.24 15.48 13.93 1.56 1.00 0.29 25.92 23.33 * -• • Dsgn. L = 5.33 It - 2 0.017 0.008 0.08 -0.24 0.24 15.48 13.93 2.45 1.00 0.18 25.92 23.33 +1.20D+0.50L+1605+160H LL Comb R Dsgn. L = 5.00 ft . 1 0.023 0.013 0.16 -0.32 0.32 15.48 13.93 2.17 1.00 0.31 25.92 23.33 - • Dsgn. L= 5.33ft 2 0.023 0.013 0.20 -0.32 0.32 15.48 13.93 1.92 1.00 0.31 25.92 23.33 +1.20D+1.605+0.50W+1.60R Dsgn. L: 5.00 ft 1 0.012 0.007 0.09 -0.17 0.17 15.48 13.93 2.17 1.00 0.17 25.92 23.33 - Dsgn. Lr 5.33ft 2 . 0.012 0.007 0.11 -0.17 0.17 15.48 13.93 1.92 1.00 0.17 25.92 23.33 C' +1.20D+0.50Lr+0.50L+W+1.60H, LL Con Dsgn. L= 5.00 ft 1 0.018 0.013 0.06 -0.25 0.25 15.48 13.93 2.73 1.00 0.30 25.92 23.33 .Dsgn. Lr 5.33ft 2 0.018 0.013 - 0.22 -0.25 0.25 15.48 13.93 1.41 1.00 0.30 25.92 23.33 +120D+050Lr+050L+W+160H LL Con Dsgn. L = 5.00 ft 1 1 0.017 0.012 0.19 -0.24 0.24 15.48 13.93 1.56 1.00 0.29 25.92 23.33 Dsgn.L 5.33ft 2 0.017 0.008 0.08 -0.24 0.24 15.48 13.93 2.45 1.00 0.18 25.92 23.33 • - +1.20D+050Lr-i-050L+Wi-160H LL Con - Dsgn. L = 5.00 It 1 0.023 0.013 0.16 -0.32 0.32 15.48 13.93 2.17 1.00 0.31 25.92 23.33 Dsgn. L= 5.33ft 2 0.023 0.013 0.20 -0.32 0.32 15.48 13.93 1.92 1.00 0.31 25.92 23.33 +1.20D+0.50L+0.505+W+160H LL Corn I Dsgn. L = 5.00 It 1 0.018 0.013 0.06 -0.25 0.25 15.48 13.93 2.73 1.00 0.30 25.92 23.33 Dsgn. L = 5.33 ft 2 0.018 0.013 0.22 -0.25 0.25 15.48 13.93 1.41 1.00 0.30 25.92 23.33 +1.200+0.50L4-0505+W+160H LL Corn Dsgn. L = 5.00 ft ,1 0.017 0.012 0.19 -0.24 0.24 15.48 13.93 1.56 1.00 0.29 25.92 23.33 Dsgn. L = 5.33 ft 2 0.017 0.008 0.08 -0.24 0.24 15.48 13.93 2.45 1.00 0.18 25.92 23.33 . +1.20D+0.50L+0.505+W+1.60H LLCom - . Dsgn. L= 5.00 ft 1 0.023 0.013 0.16 -0.32 0.32 15.48 13.93 2.17 1.00 0.31 25.92 23.33 17 Dsgn. Lr 5.33ft 2 0.023 0.013 0.20 -0.32 0.32 15.48 13.93 1.92 1.00 0.31 25.92 23.33 • +1.20D+050L+0205+Ei-160H LL Comi -- Dsgn. L= 5.00 ft 11 1 0.018 0.013 0.06 -0.25 0.25 15.48 13.93 2.73 1.00 0.30 25.92 23.33 * Dsgn. L= 5.33ft 1 2 . 0.018 0.013 0.22 -025 0.25 15.48 13.93 1.41 1.00 0.30 25.92 23.33 - +1.20D+0.50L+0205+E+160H LL Comi Dsgn. L = 5.00 ft • 1 0.017 0.012 0.19 -0.24 0.24 15.48 13.93 1.56 1.00 0.29 25.92 23.33 Dsgn. L = 5.33 ft 2 0.017 0.008 0.08 -0.24 0.24 15.48 13.93 2.45 1.00 0.18 25.92 23.33 +1.20D+0.50L+0.205+E+160H LL Coml Dsgn. L= 5.00 ft 1 0.023 0.013 0.16 -0.32 0.32 15.48 13.93 2.17 1.00 0.31 25.92 - 23.33 Dsgn. L= 5.33ft 2 0.023 0.013 0.20 -0.32 0.32 15.48 13.93 1.92 1.00 0.31 25.92 . 23.33 +0.90D+W+0.90H - Dsgn. L= 5.00 ft . 1 04009 0.005 0.07 -0.13 0.13 15.48 13.93 2.17 1.00 0.13 25.92 23.33 • - Dsgn. L= 5.33ft 2 0.009 0.005 0.08 -0.13 0.13 15.48 13.93 1.92 1.00 0.13 25.92 23.33 • •• - -. - Dsgn.r L 5.00 ft 1 0.009 0.005 0.07 -0.13 0.13 15.48 13.93 2.17 1.00 0.13 25.92 23.33 Dsgn.Lr 5.33ft - 2 0.009 0.005 0.08 -0.13 0.13 15.48 13.93 1.92 1.00 0.13 25.92 23.33 .OvaII Mximuii Deflection' - - Load Combination Span Max. - Defi Location in Span Load Combination Max. +" Deft Location in Span - • - +D+L+H 1 0.0029 2.308 0.0000 0.000 -7 +D+L+ISSl Job No. 14319A 2 0.0038 24za Port TI 000age29of4000 . • 1/9/2015 St I B 'c ,' •'. •' . •-y File P:\Smith ConsultngPizza Port TI - . -I' ENERCALC INC. 1983-2014, Build:614.1118,Ver6141118 lit 0J0J.10 Description : BM 1 (TYP) - Supported at each end ' VeiiicaI Reactions . '- Support notation : Far left is #1 - - Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.271 0.845 0.291 Overall MiNimum -0.032 0.167 -0.025 1• +D+H 0.079 0.279 0.088 - +D#L+H, LL Comb Run (L) 0.047 0.574 0.291 +D+L+H, LL Comb Run (L) 0.271 0.549 0.063 +D+L+ft LL Comb Run (LL) 0.239 0.845 0.266 . ..,. . , +D+Lr+H, LL Comb Run (1) 0.079 0.279 0.088 - +D+Lr+H, LL Comb Run (L*) 0.079 0.279 0.088 .. . +D+Lr+H, LL Comb Run (LL) 0.079 0.279 0.088 .- +D+5+H 0.079 0.279 0.088 +D+0.750Lr+0.750L+H, LL Comb Run ( 0.055 0.501 0.240 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.223 0.482 0.069 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.199 0.703 0.222 . . +D+0.750L+0.7505+H, LL Comb Run (4L 0.055 0.501 0.240 +D+0.750L+0.750S+H, LL Comb Run (L4 0.223 0.482 0.069 +D+0.750L+0.7505+H, LL Comb Run (LI0.199 0.703 0.222 +D+0.60W+H 0.079 0.279 0.088 +D+070E+H 0.079 0.279 0.088 +D+0 750Lr+0 750L+0 450W+H LL Corn 0.055 0.501 0.240 +D+0.750Lr+0.750L+0450W+H, LL Corn 0.223 0.482 0.069 4- +D+0.750Lr+0.750L+0.450W+I1, LL Com 0.199 0.703 0.222 .. . . . +D+0.750L+0.7505+O.450W+H LLComl0.055 0.501 0.240 +D+0.750L+0.7505+0.450W+H, LL Coml0.223 0.482 0.069 +D+0.750L+0.7505+0.450W+H, LL Coml0.199 0.703 0.222 +D+0.750L+0.7505+0.5250E+H, LL Com0.055 0.501 0.240 . +D+0.750L+0.750S+0.5250E+H, LL Corn 0.223 0.482 0.069 +D+0.750L+0.7505+0.5250E+H, LL Corn 0.199 0.703 0.222 +0.60D+0.60W+0.60H 0.047 0.167 0.053 +0.600+0.70E+0.60H 0.047 0.167 0.053 - D Only 0.079 0.279 0.088 . 4 Lr Only, LL Comb Run (L) Lr Only, LL Comb Run (L) Lr Only,-LL Comb Run (LL) , -, •. . -, L Only, LL Comb Run (L) -0.032 0.295 0.203 L Only, LL Comb Run (L) 0.192 0.270 -0.025 , r L Only, LL Comb Run (LL) 0.160 0.565 0.178 SOnly . . . -'- WOnIy , • - . . EOnly H Only . A ,_. . - , .-.- 4 - - ' 1 : - • - - - ,- .•- .. -- •-' - It- •4 . . I r • - - -.4 - -, -. - - •- - - GSSi Job No. 14319A Pizza Port .71 , . •. . - . .. Fage 30 of 41 1 1/9/2015 .5 . Ste'I .B '.-, ". ' - '--'•"''.'. -File= P:lSmith ConsultngtPiva Port T1 - 14319AEngi6eeñng\CalculationstPizza Pod cal m.ec6 - . ENERCALC, INC. 1983-2014,Build:6.14.11.18,Ver.6.14.11.18'. Description: BM 2 CODE REFERENCES * Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 36.0 ksi - 'Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi 'Bending Axis: Major Axis Bending Load Combination ASCE 7-10 '. Unbraced Lengths '., First Brace starts at 5.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 5.0 ft ------- -..-- - -.----------------.-.-'-----.'- ........ D(0.0351 L(0.08751 • 0(0,035) 0(0.1)1(025) L(0.0875) D(0.1)L(025) 0(0.035) (0.0875) a - Span = 5.50 ft . - C6x8.2 Span = 13.0 ft C6x8.2 Span = 4.0 ft C6x8.2 DBL Cantilever ends [t ____ - - Service loads entered. Load Factors will be applied for calculations. 'Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.020, L = 0.050 ksf, Tributary Width = 1.750 ft Point Load: L = 0.20 k @ 0.0 ft , Load for Span Number 2 Uniform Load: 0 = 0.020, L 0.050 ksf, Tnbutary Width = 1.750 It .'' . Point Load: D = 0.10, L = 0.250k @5.0 ft Point Load 0=0.10, L=0.250k@8.oft '= Load for Span Number 3 - I Uniform Load: D0.020, L = 0.050 ksf, Tributary Width = 1.750 ft DES!GN SUMMARY ,.Maximum Bending Stress Ratio = 0.501: 1 Maximum Shear Stress Ratio = 0.090 :1 Section used for this span C6x8.2 Section used for this span C6x8.2 . . Mu: Applied . . 6.055k-ft - Vu Applied 2.094 k Mn * Phi Allowable 12.075k-ft Vn * Phi: Allowable 23.328 k Load Combinatiel1200+0.50Lr+1.60L+1.60H, LL Comb Run (*L*) Load Combinatiett200+0.50Lr+1.60L+1.60H, LL Comb Run (LL*) - Location of maximum on span 6.582ft Location of maximum on span 5.500 ft . ." Span # where maximum occurs . . Span #2 Span # where maximum occurs Span # 1 . = Maximum Deflection Max Downward Transient Deflection 0.397 in Ratio = 332 Max Upward Transient Deflection -0.325 in Ratio = 405 Max Downward Total Deflection 0.361 in Ratio a 366 - Max Upward Total Deflection ' -0.286 in Ratio = 336 - . 1Maximum .F6rce & Stresses for Load Combinations. - Load Combination Max Sess Ratios ' Summary of Moment Values Summary of Shear Values Segment Length Span # M V 'max Mu + max Mu - ' Mu Max Mnx PhiMnx Cb Rm VuMax ' Vnx PhiVnx +1.40D+160H .. Dsgn. L=.'4.94 It . 1 0.062 0.013 -0.74 ' 0.74 13.23 11.90 1.00 1.00 0.30 25.92 23.33 ' , ' Dsgn. La 0.56 ft ' 1 ' " 0.066 0.024 70.00 -0.91 0.91 15.48 13.93 1.00 1.00 0.57 25.92 23.33 - Dsgn. La 4.44 ft 2 0.072 0.024 1.00 -0.91 1.00 15.48 13.93 2.04 1.00 0.57 25.92 23.33 Dsgn. L 4.94 It , 2 - 0.106 0.013 1.29 0.93 1.29 13.50 . 12.15 1.02 1.00 0.30 25.92 23.33 ' ' Dsgn. L 3.62 It 2 , 0.067 0.021 0.93 -0.48 0.93 15.48 13.93 1.96 1.00 0.50 25.92 23.33 Dsgn. L 1.4711 , 3 0.035 0.010 -0.00 -0.48 0.48 15.48 13.93 1.00 1.00 0.24 25.92 23.33 ,- Dsgn. L= 2.53 It 3 ' p0.014 0.007 -0.19 0.19 15.23 13.71 1.00 1.00 0.15 25.92 23.33 . +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L= 4.941t . I ' 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 •' 'Dsgn. L bS11511 ftNo. 1 0.056 0.017 -0.00 Pi ort TI 0.78 15.48 13.93 1.00 1.00 Dsgn. o. 4317A 0.056 0.017 0.48 'tJ1' 0.78 15.48 13.93 2.36 1.00 ,- 99*e 3i2.P21 23.33 O.Z1' 23.33 - -, Bèii ' c-#. •- - File rP:\Smfth ConsultingPizza Port TI - 1419A\nglneenng\(.aTcUIa1IOflIiZZa, rorIcaiqs.e, ç jp.' - •EWERCAIC, INC. 1983-2014, Build:6.i4.1118; Ver:&1411i8 Description: BM 2 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 PhiMnx Cb, Rm VuMax Vnx , PhiVnx Dsgn. L r 494 ft 2 0.042 0.014 0.57 -0.01 0.57 .. 14.97 13.47 1.13 1.00 0.33 25.92 23.33 Dsgn. L = 3.62 ft 2 0.110 0.033 -0.00 -1.53 1.53 15.48 13.93 1.77 1.00 0.77 25.92 23.33 Dsgn. Lr 1.47 ft 3 0.110 0.033 -0.00 -1.53 1.53 ..' 15.48 13.93 1.00 1.00 0.77 25.92 23.33 Dsgn. L = 2.53 It 3 0.045 0.021 -0.61 0.61 '15.23 13.71 1.00 1.00 0.49 25.92 23.33 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L = 4.94 ft 1 0.053 0.011 -0.63 0.63 .13.23 11.90 1.00 1.00 0.26 25.92 23.33 Dsgn. L = 0.56 ft 1 0.056 0.077 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 1.80 25.92 23.33 Dsgn. Lr 4.44 ft 2 0.380 0.077 5.30 -0.78 5.30 15.48 13.93 1.71 1.00 1.80 25.92 23.33 Dsgn. Lr 4.94 It 2 0.501 0.045 6.05 4.62 6.05 13.42 12.08 1.01 1.00 i1.04- 25.92 23.33 Dsgn. L= 3.62 111 2 0.332 0.075 4.62 -0.41 4.62 15.48 13.93 1.64 1.00 1.74 .25.92 23.33 Dsgn. L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 - 0.21 25.92 . 23.33 Dsgn. L = 2.53 It 3, 0.012 0.006 -0.17 0.17 :15.23 13.71 j .00 1.00 '0.13 25.92 - 23.33 +1.20D+0,5OLr+1,60L+1.60H, LL Comb . . Dsgn. L = 4.94 ft 1 0.053 0.011 -0.63 0.63 ' 13.23 11.90 1.00 1.00 0.26, 25.92 23.33 Dsgn. L = 0.56 ft 1 0.056 0.073 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 1.71 25.92 23.33 Dsgn. L = 4.44 ft 2 0.353 0.073 4.92 . -0.78 4.92 15.48 .13.93 1.71t 1.00 1.71 25.92 23.33 Dsgn. L: 4.94 ft - 2 0.452 0.048 5.50' 3.81 5.50 13.51' 12.16 1.02 1.00- 1.13 25.92 23.33 Dsgn. L = 3.62 ft 2 0.274 0.078 3.81 -1.53 3.81 15.48 13.93 1.98 1.00 1.82 25.92 23.33 Dsgn. L= 1.47 It 3 0.110 0.033 -0.00 -1.53 1.53 15.48 13.93 1.00 1.00 0.77 25.92 23.33 Dsgn. L = 2.53 It 3 0.045 0.021 -0.61 0.61 15.23 13.71 1.00 1.00 ' 0.49 - 25.92 - 23.33 +1,20D+0.5OLr+1.60L+1.60H, LL Comb Dsgn. L = 4.94 ft 1 0.330 0.054 -3.93 3.93 . 13.23 11.90 1.00 1.00 1.27 25.92 ' 23.33 Dsgn. L = 0.56 It 1 0.335 0.059 -0.00 4.66 4.66 15.48 13.93 1.00 1.00 - 1.38 25.92 23.33 Dsgn. L = 4.44 ft 2 0.335 0.034 -0.00 4.66 4.66' - 15.48 13.93 1.36 1.00 0.78 25.92 23.33 Dsgn. L = 4.94 ft 2 0.121 0.024 -0.00 -1.69 1.69 15.48 .13.93 1.80 1.00 0.55 25.92 23.33 Dsgn. L = 3.62 ft 2 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.36 1.00 0.21 25.92 -- 23.33 Dsgn. L= 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 ,. 15.48 .13.93 1.00 1.00 0.21 25.92 . 23.33 Dsgn.L = 2.53 It 3 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 "013 -25.92 23.33' +1.20D+0.50Lr+1.60L+1.60H, Dsgn. L= 4.94 ft LL Comb 1 0.330 0.054 -3.93 . 3.93 . . 13.23 . ' 11.90 ., ' - 1.00 1.00 . • 127 -' 25.92 - 23.33 Dsgn. L = 0.56 ft 1 0.335 0.059 -0.00 -4.66 4.66 . 15.48 13.93 1.00 1.00 ' 1.38 . 25.92 ' 23.33 Dsgn. L = 4.44 ft 2 0.335 0.030 -0.00 4.66 4.66 15.48 13.93 1.30 1.00 0.70 2.92 23.33 - Dsgn. L = 4.94 ft 2 0.149 0.020 -0.00 -2.07 2.07 15.48 13.93 1.39 1.00 0.47 . 25.92 23.33 Dsgn. L = 3.62 ft 2 0.110 0.033 -0.00 -1.53 1.53 15.48 13.93 1.18 1.00 0.77 - 25.92 23.33 Dsgn.L = 1.47 ft 3 0.110 0.033 -0.00 -1.53 .1.53 15.48 13.93 1.00 1.00 ' 0.77 25.92 23.33 Dsgn. Lr 2.53 ft 3 0.045 0.021 -0.61 0.61 15.23 13.71, 1.00 1.00 ' 0.49 , 25.92 . 23.33 +1.20D+0.50Lr+1.60L+1.60H, LL Comb • . . - - • . ., _, . - Dsgn.L=,14.94ft ' :. 1 0.330 0.054 -3.93 3.93 • 13.23 11.90 1.00 1.00, 1.27, i25.92 23.33 / Dsgn.L= 0.56 ft 1 0.335 0.090 -0.00 -4.66 4.66 ' 15.48 13.93 1.00 1.0,0 2.09 . 25.92 23.33 Dsgn L= .4.44 ft 2 0335 0090 275 -466 466 1548 1393 226 100 209 2592 2333 Dsgn. L= 4.94 It 2 0.351' 0.053 4.38 2.75 4.38 13.89 12.50 1.05 1.00 1.24. . ,25.92 23.33 Dsn. L 3.62 It 2 0.254 0.062 3.54 -0.41 3.54 '15.48 13.93 1.64 1.00 . 1.44 25.92 - 23.33 Dsgn. L 1.47 It 3 0.030 0.009 -0.00 -0,41 0.41 -: 15.48 13.93 - 1.00 1:00' 0.21 25.92 ' 25.92 23.33 23.33 Dsgn. L 2.53 ft 3 0.012 0.006 -0.17 0.17 "15.23 .13.71 1.00 •1.00 0.13 +1.20D+0.5OLr+1.60L+1.60H, LL Comb .Dsgn.L = 4.94 ft 1 0.330 0.054 - -3.93 3.93 .13.23 11.90 1.00 1.00, 1.27.. 25.92 23.33 - Dsgn. L= 0.56 It 1 0.335 0.086 -0.00 -4.66 4.66 ' 15.48 13.93. 1.00 1.00 - 2.01 .' 25.92 ', 23.33 Dsgn. L= 4.44 ft 2 0.335 0.086 2.36 4.66 4.66 - 15.48 13.93 2.25 1.00 2.01 25.92 '' 23.33 Dsgn. L= 4.94 It 2 0.299 0.050 3.71 2.36 3.71 .13.75 12.37 1.04 1.00 ' - 1.16 . 25.92 23.33 Dsgn. L= 3.62 ft 2 0.196 0.065 2.73 -1.53 2.73 ,' 15.48 13.93 1:96' 100 " 11.53 25.92 ' 23.33 Dsgn. L = 1.47 ft 3 0.110 0.033 -0.00 -1.53 1.53 1 '15.48 13.93 1.00 tOO - 0.77 • 25.92 , 23.33 - Dsgn. L = 2.53 ft 3 0.045 0.021 -0.61 0.61 -- 15.23 13.71 • 1.00 11.00"' 0.49 25.92 ' 23.33 i-1.20D+1.60L+0.505+1.60H, LL Comb R Dsgn. L = 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 .. 11.90 1.00 1.00 0.26 25.92 23.33 Dsgn.L = 0.56 ft 1 0.056 0.017 -0.00 -0.78 0.78 - 15.48 ' 13.93 1.00 1.00 0.40 25.92 ' 23.33 Dsgn. L = 4.4.4 ft 2 , 0.056 0.017 0.48 -0.78 0.78 ,.. , :15.48 13.93 2.36 1.00 0.40 25.92 23.33 Dsgn. L: 4.94 It 2 0.042 0.014 0.57 -0.01 0.57 -' ',. 14.97 ' 13.47 1.13 1.00 , 0.33 25.92 23.33 Dsgn. L = 3.62 ft 2 0.110 0.033 -0.00 -1.53 1.53 .". 15.48 , - 13.93 1.77 1.00 0.77 2592 '23.33 Dsgn. L= 1.47 ft 3 0.110 0.033 -000 -1.53 1.53' . 15.48 13.93 1.00 1.00 - 0.77 25.92 23.33 Dsgn. L= 2.53 ft 3 0.045 0.021 -0.61 0.61 15.23 1311, 1.00 1.00 0.49 '25.92 23.33 +1.20D+1.60L+0.505+1.60H, LL Comb R Dsgn,L: 4.94 ft - 1 0.053 0.011 -0.63 0.63. - 13.23 - 11.90 ' 1.00 1.00 0.26 25.92 23.33 Dsgn: L= 0.56 It 1 0.056 0.077 -0.00 -0.78 0.78 - 15.48 - 13.93 1.00 1.00 1.80 25.92 23.33 Dsgn. L= 4.44 It 2 0.380 0.077 5.30 -0.78 5.30 15.48 13.93 1.71 1.00 1.80 25.92 23.33 Dsgn.L = 4.94 ft 2 0.501 0.045 6.05 4.62 6.05 ' 13.42 12.08 1.01 1.00 1.04 25.92' 23.33 Dsgn. L = 3.62 ft 2 0.332 0.075 4.62 -0.41 4.62 15.48, 13.93 1.64 1.00 • 1.74 25.92 23.33 . Dsgn. L: 1.47 It 3 0.030 .0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 ' 25.92 23.33 Dsgn LGSf8b No 1431A 0.012 0.006 PizPortTl 017 1523 1371 100 100 8e 361 2333 +1 20D+1 6V)%fl 60H LL Comb R • - S 1. 4. -I .. - .• •_•••V4 -" "- •__S •r J. .. Filer P:\Sinilh ConsultngPza Port TI.- 14319A\Edgineedng\CalculaVons\Pza ee earn ENERCALC INC 1983-2014 Build 6141118 Ver6 1411 18 Description: BM 2 . 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. L4.94 ft . 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 Dsgn. L =. 0.56 ft . - 1 0.056 0.073 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 1.71 25.92 23.33 Dsgn. L 4.44 ft 2 0.353 0.073 4.92 -0.78 4.92 15.48 13.93 1.71 1.00 1.71 25.92 23.33 Dsgn. L r 494 ft 2 0.452 0.048 5.50 3.81 5.50 13.51 12.16 1.02 1.00 1.13 25.92 23.33 Dsgn. L = 3.62 ft 2 0.274 0.078 3.81 -1.53 3.81 15.48 13.93 1.98 1.00 1.82 25.92 23.33 Dsgn.L 1.47 It . 3 0.110 0.033 -0.00 -1.53 1.53 15.48 13.93 1.00 1.00 0.77 25.92 23.33 '. Dsgn. L= 2.53 It 3 0.045 0.021 -0.61 0.61 15.23 13.71 1.00 1.00 0.49 25.92 23.33 +1.20D+1.60L+0505+160H LL Comb R Dsgn. L = 4.94 ft 1 0.330 0.054 -3.93 3.93 13.23 11.90 1.00 1.00 1.27 25.92 23.33 Dsgn. L= 0.56 ft , 1 0.335 0.059 -0.00 -4.66 4.66 15.48 13.93 1.00 1.00 1.38 25.92 23.33 Dsgn.L = 4.44 ft .2 0.335 0.034 -0.00 4.66 4.66 15.48 13.93 1.36 1.00 0.78 25.92 23.33 - Dsgn. L = 4.94 ft 2 0.121 0.024 -0.00 -1.69 1.69 15.48 13.93 1.80 1.00 0.55 25.92 23.33 * Dsgn. L = 3.62 ft 2 l 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.36 1.00 0.21 25.92 23.33 - - Dsgn. L= 1.47 ft 3 ., 0.030 • 0.009 -0.00 -0.41 0.41. 15.48 13.93 1.00 1.00 0.21 25.92 23.33 Dsgn. L 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 +1.20D+1.60L+0.50S+160H LL Comb R Dsgn. Lr 4.94 ft 1 ' 0.330 0.054 -3.93 3.93 13.23 11.90 1.00 1.00 1.27 25.92 23.33 Dsgn. L r 0.56 ft . 1 0.335 0.059 -0.00 4.66 4.66 15.48 13.93 1.00 1.00 1.38 25.92 23.33 . Dsgn. L r 444 ft - - 2 ' 0.335 0.030 -0.00 4.66 4.66 15.48 13.93 1.30 1.00 0.70 25.92 23.33 -tDsgn. Lr 4.94 ft 2 0.149 0.020 -0.00 -207 2.07 15.48 13.93 1.39 1.00 0.47 25.92 23.33 :Dsgn. L=' 3.62 ft 2 0.110 0.033 -0.00 -1.53 1.53 15.48 13.93 1.18 1.00 0.77 25.92 23.33 Dsgn. L= 1.47 ft 3 0.110 0.033 -0.00 -1.53 1.53 15.48 1393 100 1.00 0.77 25.92 23.33 Dsgn. L 2.53 ft 3 0.045 0.021 -0.61 061 15.23 13.71 1.00 1.00 0.49 25.92 23.33 +1.20D+1.60L+0.505+160H LL Comb R - Dsgn. L=4.94ft . 1 0.330 0.054 -3.93 3.93 13.23 11.90 1.00 1.00 1.27 25.92 23.33 Dsgn. L = 056 ft 1 0.335 0.090 -0.00 -4.66 4.66 15.48 13.93 1.00 1.00 2.09 25.92 23.33 - . • Dsgn. L 4.44 ft . 2 0.335 0.090 2.75 -4.66 4.66 15.48 13.93 2.26 1.00 2.09 25.92 23.33 Dsgn. L= 4.94 ft . 2 . 0.351 0.053 4.38 2.75 4.38 13.89 12.50 1.05 1.00 1.24 25.92 23.33 DsgrL= 3.62 ft 2 • 0.254 0.062 3.54 -0.41 3.54 1548 1393 164 1.00 1.44 25.92 23.33 -Dsgn. L 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 Dsgn. L 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 0.13 2592 23.33 +1.20D+1.60L+0.50S+1.60H, LL Comb R Dsgn. L = 4.94 ft 1 0.330 . 0.054 - -3.93 3.93 13.23 11.90 1.00 1.00 1.27 25.92 23.33 Dsgn. L = 0.56 It 1 0.335 0.086 -0.00 4.66 4.66 15.48 1393 1.00 1.00 201 25.92 23.33 Dsgn. L= 4.44 It . --2 0.335 0.086 2.36 4.66 4.66 15.48 13.93 2.25 1.00 2.01 25.92 23.33 • - Dsgn. L = 4.94 ft 2 0.299 0.050 3.71 V 2.36 3.71 13.75 12.37 1.04 1.00 1.16 25.92 23.33 ' Dsgn. L= 3.62 ft 2 0.196 0.065 2.73 -1.53 2.73 1548 ' 13.93 196 1.00 1.53 25.92 23.33 Dsgn. L= 1.47 ft 3 0.110 0.033 -0.00 -1.53 1.53 15.48 13.93 1.00 1.00 0.77 25.92 23.33 Dsgn. Lr 2.53 It V 3 0.045 0.021 -0.61 0.61 15.23 13.71 1.00 1.00 0.49 25.92 23.33 +1.20D+1.60Lr+0.50L+160H LL Comb Dsgn. L 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 1190 1.00 1.00 0.26 25.92 23.33 V Dsgn. L= 0.56 ft 1 0.056 0.020 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.46 25.92 23.33 Dsg6. Lr 4.44 It 2 0.056 0.020 0.74 -0.78 0.78 15.48 13.93 2.10 1.00 0.46 25.92 23.33 ' Dsgn. L = 4.94 ft 2 0.075 0.011 0.92 0.54 0.92 13.58 12.22 1.03 1.00 0.27 25.92 23.33 * Dsgn. L= 3.62 ft 2 • 0.055 0.020 0.54 -0.76 0.76 15.48 13.93 2.30 1.00 0.48 25.92 23.33 Dsgn. L= . 1.47 ft 3•: 0.055 0.016 -0.00 -0.76 0.76 15.48. 13.93 1.00 1.00 0.38 25.92 23.33 - 'Dsgn. L: 2.53 ft 3 • 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 V +1.20D+1.6OLr+0.50L+160H LL Comb Dsgn. L = 4.94 It 1 - 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 'Dsgn.L= 0.56 ft 1. 0.056 0.038 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.89 25.92 23.33 Dsgn. L= 4.44 ft 2 0.161 0.038 2.25 -0.78 2.25 15.48 13.93 1.96 1.00 089 25.92 2333 - V Dsgn. L= 4.94 It . .2 0.219 1 0.021 2.65 1.99 2.65 13.43 12.09 1.02 1.00 0.49 25.92 23.33 Dsgn. L= 3.62 ft 2 0.143 0.036 1.99 -0.41 1.99 15.48 13.93 1.76 1.00 0.84 25.92 23.33 V Dsgn. Lr 1A7 ft V 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 Dsgn. L: 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 +1.20D+1.60Lr+0.50L+1.60H, LL Comb Dsgn. L = 4.94 It 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 2592 23.33 ' - Dsgn. L 0.56 ft 1 0.056 0.037 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.87 25.92 V 23.33 • Dsgn. L= 4.44 ft 2 - 0.153 0.037 2.13 -0.78 2.13 15.48 13.93 1.97 1.00 0.87 25.92 23.33 Dsgn. L= 4.94 ft . 2 • 0.204 0.022 2.47 1.74 2.47 13.47 12.12 1.02 1.00 0.52 25.92 23.33 Dsgn. L= 3.62 ft 2 0.125 0.037 1.74 -0.76 1.74 1548 13.93 1.97 1.00 0.86 25.92 23.33 ,.Dsgn. L = 1.47 ft . 3 0.055 0.016 -0.00 -0.76 0.76 15.48 ' 13.93 1.00 1.00 0.38 25.92 23.33 Dsgn. L = 2.53 ft 3 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+1.6OLr+0.50L+1.60H, LL Comb - t Dsgn. L = 4.94 ft 1 - 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 2592 23.33 V - Dsgn. L = 0.56 ft . 1 . 0.143 0.027 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.63 25.92 23.33 .- Dsgn. L = 4.44 It 2 0.143 0.025 0.06 -2.00 2.00 15.48 13.93 1.79 1.00 0.58 25.92 23.33 Dsgn. LGSV4Jb No. 1431A 0.044 0.015 0.61 Piz8'ortTI 0.61 15.35 13.81 1.16 1.00 8e 36S41 23.33 Dsgn. L I/qWt 2 0.033 0.014 0.46 -0.41 0.46 15.48 13.93 1.91 1.00 0.34 25.92 23.33 S ,-•. -. 'S Steel Beani' File P \Smith Consulng\Pizza Port TI 14319A\Engineenng\Calculations\Pizza Port calcs ec6 ._.r .S ENERCALC INC 1983-2014 Build 6141118 Ver6 141118 lica Ucensee:GSSI Engineers' Description : BM 2 - 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 Phi'Vnx Dsgn. Lr 1.47 ft 3 0.030 0.009 -0.00 -0.41' 0.41 15.48 13.93. 1.00 1.00 0.21 25.92 , 23.33 Dsgn. Lr 2.53 ft 3 0.012 0.006 -0.17 0.17 , 15.23 . 13.71 1.00 1.00 '. 0.13 .25.92 23.33 - +1.20D+1.6OLr+0.50L+1.60H, LL Comb Dsgn.L = 4.94 ft 1 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 23.33 Dsgn. L = 0.56 ft 1 0.143 0.027 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.63 25.92 23.33 Dsgn. L = 4.44 ft 2 0.143 0.024 -0.00 -2.00 2.00 15.48 13.93: 1.72 1.00 0.55 25.92 - 23.33 Dsgn. L= 4.94 ft 2 0.028 0.014 0.40 -0.06 0.40 - 15.48 13.93 1.18 1.00 0.32 25.92 23.33 Dsgn. L= 3.62 ft 2 0.055 0.016 0.21 -0.76 0.76 * 15.48 13.93 2.24 1.00 0.38 25.92 Dsgn. L = 1.47 ft 3 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93, 1.00 1.00 ' 0.38 25.92 23.33 Dsgn. L = 2.53 ft 3 0.022 0.010 -0.31 0.31 15.23 13.716 1.00 1.00 0.24 25.92 23.33 +1.20D+1.60Lr+0.50L+1.60H, LL Comb ' - . ,- '..-- . -• -- , . . Dsgn. L= 4.94 ft 1 0.140 0.025 -1.66 1.66. 13.23, . 11.90 1.00 1.00 0.57 . 25.92 23.33 Dsgn. L = 0.56 ft 1 0.143 0.042 -0.00 -2.00 2.00 . 15.48 13.93 1.00 1.00 0.99 25.92 . 23.33 Dsgn. L= 4.44 It 2 0.143 0.042 1.45 -2.00 2.00 ' 15.48 13.93 2.31 1.00. 0.99 . 25.92 23.33 Dsgn. L = 4.94 ft 2 0.172 0.024 2.12 1.45 2.12 13.68 .12.31 1.03 1.00 • 0.56 25.92 23.33 Dsgn.L= 3.62 ft 2 0.119 0.032 1.65 -0.41 1:65 15.48 13.93 1.78 1.00 0.74 -, 25.92 . 23.33 Dsgn. L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 . 1.00 1.00 0.21 l.; 25.92 .' . 23.33 Dsgn. L = 2.53 ft 3 0.012 0.006 -0.17 0.17 - 15.23 - 13.71 1.00 1.00 0.13 25.92 23.33 +1.20D+1.60Lr+0.50L+1.60H, LL Comb -. ., . -. , . , . Dsgn. Lr 4.94 ft 1 0.140 0.025 ' -1.66 1.66 13.23 - 11.90 1.00 1.00 0.57 i-.25.92 .' 23.33 Dsgn.L = 0.56 ft 1 0.143 0.041 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.96 .25.92 23.33 Dsgn.L 4.44 ft 2 0.143 0.041 1.33 -2.00 2.00 -. '- 15.48 - 13.93 2.30 1.00 - 0.96 25.92 .-. 23.33 Dsgn. L = 4.94 ft 2 0.156 0.023 . 1.91 1.33 1.91 . 13.62 12.25 1.03 1.00 " 0.54 25.92 23.33 Dsgn. L = 3.62 It 2 0.101 0.033 1.40 -0.76 140' . 15.48 13.93 ' 1.96 1.00', . 0.77 . 25.92 - .23.33 Dsgn.L = 1.47 ft 3 0.055 0.016 -0.00 -0.76 0.76 '.15.48 13.93 1.00 1.00 0.38 25.92 -23.33 Dsgn. L= 2.53 ft 3 0.022 0.010 -0.31 0.31' 15.23 '.' 13.71v 1.00 1.00 , 0.24 25.92 - 23.33 +1.20D+1.60Lr+0.50W+1.60H LL Comb , * - * - - Dsgn. L 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 '25.92 ,23.33 Dsgn.L = 0.56 ft 1 0.056 0.021 -0.00 -0.78 0.78 15.48 * 13.93 1.00 1.00 - 0.49 '25.92 23.33 Dsgn. L = 4.44 ft 2 0.062 0.021 0.86 -0.78 0.86 ' 15.48 - 13.93 2.04 1.00 0.49 25.92 23.33 Dsgn. L= 4.94 ft 2 0.091 0.011 1.10 0.80 1.10 13.50,- 12.15 1.02 1.00 ' 0.26 25.92 ,23.33 Dsgn. L = 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 15.48 ' 13.93 1.96 1.00 -0.43. 0.21 25.92. 25.92 23.33 23.33 Dsgn. L= 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 . - 15.48 13.93 1.00 1.00 , Dsgn. L = 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23.' . 13.71 1.00 1.00 0.13 25.92 - ' 23.33 +1.20D+1,6OLr+0.50W+1.60H, LL Comb Dsgn.L = 4.94 ft - 1 0.053 0.011 -0.63 0.63 ' 13.23- - 11.90 1.00 1.00 ' 0.26 25.92 .23.33 Dsgn. L = 0.56 ft 1 0.056 0.021 -0.00 -0.78 0.78- 15.48 13.93 1.00 1.00 - 0.49 25.92 23.33 Dsgn. L= 4.44 ft 2 0.062 0.021 0.86 -0.78 0.86 " 15.48 13.93 2.04 1.00 0.49 ' 25.92 . 23.33' Dsgn. L 4.94 ft 2 0.091 0.011 1.10 0.80 1.10 .' 13.50' '12.15, 1.02 1.00 0.26 '25.92 23.33 Dsgn. L = 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 ' 15.48 13.93 1.96 .1.00 0.43 25.2 23.33 Dsgn. L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 , 15.48 13.93 1.00 1.00 0.21 -' 25.92 23.33 Dsgn. L= 2.53 ft 3 0.012 0.006 -0.17 0.17 , 15.23 13.71 1.00 1.00 0.13 25.92 , 23.33 +1;20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn.L = 4.94 ft 1 0.053 0.011 -0.63 0.63 . 13.23 . ' 11.90 1.00 1.00 0.26 .25.92 23.33 Dsgn. L = 0.56 ft 1 0.056 0.021 -0.00 -0.78 0.78 15.48 , 13.93 1.00 1.00 0.49 25.92 ' 23.33 Dsgn. L = 4.44 ft 2 0.062 0.021 0.86 -0.78 0.86- ' 15.48 13.93 .2.04 1.00 0.49 25.92 .23.33 Dsgn. L r' 494 It 2 0.091 0.011 1.10 0.80 1.10 ' , 13.50 12.15 ' 1.02 1.00 - 0.26 25.92 23.33 Dsgn. L= 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 15.48 13.93 1.96 1.00 - 0.43 - 25.92 23.33 -Dsgn. L 1.47 ft 3 0.030 0.,009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 ' 0.21 25.92 23.33 Dsgn. L= 2.53 ft 3 0.012 , 0.006 -0.17 ' ,0.7, 15.23 13.71 '1.00 1.00 , 0.13 25.92 23.33 +1.20D+1.60Lr+0.50W+1.601-t, LL Comb Dsgn. L= 4.94 ft 1 0.053 0.011 -0.63 0.63 . - - 13.23 11.90 1.00 1.00 0.26 25.92 .23.33 Dsgn. L= 0.56 ft 1 0.056'. 0.021 -0.00 -0.78 0.78 15.48 i- 13.93 1.00 1.00 0.49 25.92 . 23.33 Dsgn. L = 4.44 ft 2 0.062 0.021 0.86 -0.78 0.86 15.48 13.93 2.04 1.00 0.49 ' 25.92 -, 23.33 Dsgn. L = 4.94 It 2 0.091 0.011 1.10 0.80 1.10 ' 13.50 12.15 " 1.02 1.00 0.26 25.92 -23.33 Dsgn. L= 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 - 15.48 13.93 1.96 1.00 - 0.43. 25.92 23.33 Dsgn. L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48 ' 13.93 1.00 1.00 ' '0.21 25.92 . 23.33 Dsgn. L= 2.53 ft 3 0.012 0.006 -0.17 0.17. 15.23*: '13.71 1.00 1.00 0.13 25.92 - 23.33 +1.20D+1,6QLr+0.50W+1.601-t, LL Comb Dsgn. L= 4.94 ft 1 0.053 0.011 -0.63 0.63. 13.23 11.90 1.00 1.00 0.26 25.92 23.33 Dsgn. L= 0.56 ft 1 0.056 0.021 -0.00 -0.78 0.78 - 15.48. 13.93 1.00 1.00 0.49 25.92 23.33 Dsgn. L 4.44 ft 2 0.062 0.021 0.86 -0.78 0.86 '15.48 . 13.93 2.04 1.00 - 0.49 25.92 23.33 Dsgn. L = 4.94 ft 2 0.091 0.011 ' 1.10 0.80 1.10,' 13.50 ' 12.15 1.02 1.00 0.26 25.92 23.33 - Dsgn. L = 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 15.48 13.93 1.96 1.00 0.43. ' 25.92 23.33 Dsgn. L 1.47 ft 3 0.030 0.009 -0.00 -0.41 -. 0.41 15.48 13.93 - 1.00 1.00 - 0.21 - 25.92' 23.33 Dsgn. L = 2.53 ft 3 0.012 0.006 -0.17 0.17 -. 15.23- 13.71 1.00 1.00 0.13 25.92' 23.33 +1.20D+1.6OLr+0.50W+1.60H LL Comb Dsgn. LGS€e4Jb No. 14319A 0.053 0.011 Pi?ort TI 0.63 13.23 11.90 1.00 1.00 . -, 3-61 23.33 Dsgn. L't/gJi 1 0.056 0.021 -0.00 -0.78 0.78 ' 15.48 13.93' 1.00 1.00 - ' 0.49 t, 25.92 23.33 * • . . -. I' - '- File P:\Smith ConsultngPa Port TI - 14319Engineeng\Calc lios\Pa Pod calm.e . ENERCALC, INC. 19832014, Build:6:14.11.18,Vec6:14.11. Description: BM 2 - '-Load Combinalior 1 ax M1. 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. L= 4.44 ft -2 0.062 0.021 0.86 .0.78 0.86 15.48 13.93 2.04 1.00 0.49 25.92 23.33 - Dsgn. Lr 4.94 ft • 2 0.091 0.011 1.10 0.80 1.10 13.50 12.15 1.02 1.00 0.26 25.92 23.33 - .Dsgn. L = 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 15.48 13.93 1.96 1.00 0.43 25.92 23.33 Dsgn.L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 ., . Dsgn. Lr 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 - -- 23.33 :+1.20D+1.60Lr+0.50W+1.60H, LL Comb ' Dsgn.L = 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 11.90 1 1.00 1.00 0.26 25.92 23.33 Dsgn. L = 0.56 ft 1 0.056 0.021 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.49 25.92 23.33 - Dsgn. L=. 4.44 ft 2 0.062 0.021 0.86 -0.78 0.86 15.48 13.93 2.04 1.00 - 0.49 25.92 ' 23.33 Dsgn. Lr 4.94 ft 2 0.091 0.011 1.10 0.80 1.10 13.50 12.15 1.02 1.00 0.26 25.92 23.33 - Dsgn. L = 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 15.48 13.93 1.96 1.00 0.43 25.92 23.33 Dsgn. L = 1:47 ft 3 - 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 Dsgn. L= 2.53 ft 3 0.012 0.006 0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 - - - +1.20D+0.50L+1.60S+1.60H, LL Comb A. ; Dsgn. L= 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 - 25.92 23.33 - Dsgn. L = 0.56 ft -, . 1 - 0.056 0.020 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.46 25.92 23.33 - Dsgn. L= 4.44 ft - 2 0.056- 0.020 0.74 -0.78 0.78 15.48 13.93 2.10 1.00 0.46 25.92 23.33 r Dsgn. L= 4.94 ft .- 2 0.075 0.011 0.92 0.54 0.92 13.58 12.22 1.03 1.00 0.27 25.92 23.33 - - Dsgn. L = 3.62 ft '-_. 2 - 0.055 0.020- 0.54 -0.76 0.76 15.48 13.93 2.30 1.00 0.46 25.92 23.33 Dsgn. L= 11.47 ft • 3 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 23.33 Dsgn. L= 2.53 ft . 3 - 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+1.605+1.60H • LL Comb R - k •Dsgn. L= 4.94 ft • 1 - 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 - Dsgn. L= 0.56ff 1 - 0.056 0.038 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.89 25.92 23.33 Dsgn. L= 4.44 ft - - 2 0.161 - 0.038 2.25 -0.78 2.25 15.48 13.93 1.96 1.00 0.89 25.92 23.33 '. - t. Dsgn. L= 4.94 ft - 2 0.219 0.021 2.65 1.99 2.65 13.43, 12.09 1.02 1.00 0.49 25.92 23.33 - - Ds9n. L=- 3.62 ft 2 ' 0.143 0.036 1.99 -0.41 1.99 15.48 13.93 1.76 1.00 0.84 25.92 23.33 jDsgn.L= 1.47 ft 3 - 0.030 0.009 -0.00 - - -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 Dsgn.L= - 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 - +1.20D+0.50L+1.60S+1.60H, LL Comb A . Dsgn. L= 4.94 ft -1 - .0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 - ' Dsgn. L = 0.56 ft 1 0.056 0.037 . -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.87 25.92 23.33 Ir Dsgn. L r 444 ft . 2 0.153 0.037 ' 2.13 -0.78 2.13 15.48 13.93 1.97 1.00 0.87 25.92 23.33 -.Dsgn. L 4.94 ft 2 0.204 0.022 2.47 1.74 2.47 13.47 12.12 1.02 1.00 0.52 25.92 23.33 •' . Dsgn. L= 3.62 ft 2 0.125 0.037 1.74 -0.76 1.74 15.48 13.93 1.97 1.00 0.86 25.92 23.33 -' Dsgn. L = 1.47 ft - 3 - 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 23.33 - Dsgn. L = 2.53 ft 3 ' 0.022 0.010 . -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 . •+1.20D+0.50L+1.605+1.601-1,LL Comb R Dsgn. L= 4.94 ft 1. 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 23.33 Dsgn. L = 0.56 ft 1 0.143 0.027 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.63 25.92 23.33 Dsgn. L = 4.44 It 2 0.143 0.025 0.06 -2.00 2.00 15.48 13.93 1.79 1.00 0.58 25.92 23.33 .-Dsgn. L= 4.94 ft - 2 0.044 0.015 0.61 0.06 0.61 15.35 13.81 1.16 1.00 0.35 25.92 23.33 Dsgn. L = 3.62 ft . - 2 • • 0.033 0.014 0.46 -0.41 0.46 15.48 - 13.93 1.91 1.00 0.34 25.92 23.33 - Dsgn. L 1.47 ft . - 3 ; 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 - . Dsgn. L 2.53 ft • 3 - . 0.012 0.006 . -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 - 23.33 . - +1.20D+0.50L+1.60S+1.60H, LL Comb A - - Dsgn. L = 4.94 ft 1 '0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 23.33 Dsgn. L= 0.56 ft 1 - 0.143 0.027 - -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.63 25.92 2333' Dsgn. L = 4.44 It - 2 0.143 0.024 -0.00 -2.00 2.00 15.48 13.93 1.72 1.00 0.55 25.92 23.33 Dsgn. L= .494 ft - 2 0.028 0.014 0.40 -0.06 - 0.40 15.48 13.93 1.18 1.00 0.32 25.92 23.33 -. - Dsgn.L 3.62 ft • 2 . 0.055 0.016 0.21 -0.76 0.76 15.48 13.93 2.24 1.00 0.38 25.92 23.33 - - • . - Dsgn. L= 1.47 ft • 3 0.055 0.016 . -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 - 25.92 23.33 - Dsgn. L= 2.53 ft -3 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 ' +1.20D+0.50L+1.60S+1.60H, LL Comb A - - Dsgn. L= 4.94 ft 1 0.140 0,025 -1.66 1.66 13.23 11.90 1.00 1,00 0.57 25.92 23.33- Dsgn. L 0.56 ft - 1 - 0.143 0.042 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.99 25.92 23.33 Dsgn. L: 4.44 ft -2 - 0.143 0.042 1.45 -2.00 2.00 15.48 13.93 2.31 1.00 0.99 25.92 23.33 - , - • : Dsgn. L 4.94 ft 2 0.172 0.024 2.12 1.45 2.12 13.68 12.31 1.03 1.00 0.56 25.92 23.33 Dsgn. L= 3.62 ft - 2 - 0.119 • 0.032 1.65 -0,41 1.65 15.48 13.93 1.78 1.00 • 0.74 25.92 23.33 ,Dsgn. L= 1.47 ft - • . 3 0.030 0.009 , -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 -. Dsgn. L= 2.53 ft • 3 - 0.012 0.006 -0.17 0,17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 +1.20D+0.50L+1.60S+1.60H, LL Comb A - - • Dsgn. L= 4.94 ft 1 - 0.140 0.025 - -1.66 1.66 13.23 11.90 1.00 1.00 -0.57 25.92 23.33 • Dsgn. L= 0.56 ft • 1 0.143 0.041 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0,96 25.92 23.33 Dsgn. L= 4.44 ft 2 0.143 • 0.041 1.33 -2.00 2.00 15.48 13.93 2.30 1.00 0.96 25.92 23.33 " Dsgn. L r 494 It 2 - 0.156 0.023 1.91 1.33 1.91 13.62 12.25 1.03 1.00 0.54 25.92 23.33 - .- Dsgn. L: 3.62 ft • 2 0.101 0,033 1.40 -0,76 1.40 15,48 13.93 1.96 1.00 0.77 25.92 23.33 Dsgn. L6SS4Z1b No. 1431A 0.055 0.016 -0.00 Piagort TI 0.76 15,48 13.93 1.00 1.00 V.8te 36S1 23.33 • . Dsgn. L/9 3 0.022 0.010 -0.31 0.31 15,23 13.71 1.00 1.00 0.24 25.92 . 23.33, i .:.; -,.. • - - : • :- - t i - :r - - - -- -1 File P:\Smfth ConsuIfing\Pza Port Ti - 14319A\Engineeng\CaIcuIatons\Pza Port calcs.ecEi INC. 1982014, BuiId:6.14.i1BVèr.&14.11.18" - -- , • c .. - . ENERCALC, INTVIIiIII1I*Licensee: GSSIEngineercw,' Description: BM 2 . 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 PhiMnx Cb Rm . VuMax Vnx .' Phi*Vnx +1.20D+1.605+0.50W+1.60H . Dsgn. Lr 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92, 23.33 Dsgn. L = 0.56 ft 1 0.056 0.021 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.49 25.92 23.33 ' 23.33 Dsgn. Lr 4.44 ft 2 0.062 0.021 0.86 -0.78 0.86 15.48 13.93 2.04 1.00 0.49 25.92 Dsgn. L = 4.94 ft 2 - 0.091 0.011 1.10 0.80 1.10 13.50 12.15 1.02 1.00 0.26 25.92 23.33 Dsgn. L = 3.62 ft 2 0.057 0.018 0.80 -0.41 0.80 15.48 13.93 1.96 1.00 0.43 25.92 23.33 Dsgn.L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48 . 13.93 1.00 1.00 '. 0.21 25.92 23.33 Dsgn. L = 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23 - 13.71 1.00 1.00 0.13 25.92 23.33 +1.20D+0.5OLr+0.50L+W+1.60H, LL Con Dsgn. L = 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 . 11.90 '1.00 1.00 0.26 25.92 . 23.33 Dsgn. L = 0.56 ft 1 0.056 0.020 -0.00 -0.78 0.78 - 15.48 13.93 1.00 1.00 0.46 25.92 23.33 Dsgn. L = 4.44 ft 2 0.056 0.020 0.74 -0.78 0.78 15.48' , 13.93 2.10 1.00 0.46 25.92 23.33 Dsgn. L = 4.94 ft 2 0.075 0.011 0.92 0.54 0.92 13.58 12.22 1.03 1.00 0.27 25.92 . 23.33 Dsgn. L = 3.62 ft 2 0.055 0.020 0.54 -0.76 0.76 15.48 13.93 2.30 1.00 r0.46 25.92 23.33 Dsgn. L = 1.47 ft - 3 0.055 0.016 -0.00 -0.76 0.76 . 15.48 13.93 1.00 1.00 0.38 25.92 23.33 Dsgn. L= 2.53 ft 3 0.022 0.010 -0.31 0.31 ... . 15.23 ' 13.71 1.00 1.00 0.24 -25.92 23.33 +1.20D+0.50Lr+0.50L+W+1.60H, LL Con . . Dsgn. L = 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 - 23.33 Dsgn. L = 0.56 ft 1 0.056 0.038 -0.00 -0.78 0.78 15.48 13.93. 1.00 1.00 - 0.89 25.92 23.33 Dsgn. L = 4.44 ft 2 0.161 0.038 2.25 -0.78 . 2.25 '- ' 15.48 - 13.93 1.96 1.00 0.89 25.92 23.33 Dsgn. L r 494 ft 2 0.219 0.021 2.65 1.99 2.65 • ' ' 13.43 12.09 ' 1.02 1.00 0.49 25.92 .23.33 Dsgn. L= 3.62 ft 2 0.143 0.036 1.99 -0.41 1.99- - 15.48 13.93 1.76 1.00 0.84 25.92 23.33 Dsgn. L= 1A7 ft 3 0.030 0.009 -0.00 -0.41- 0.41 '-' 15.48 13.93 1.00 1.00 0.21 .25.92 .23.33 Dsgn. L = 2.53 ft 3 0.012 0.006 -0.17 0.17 15.23 " 13.71 1.00 1.00 0.13 -.25.92 23.33 +1.20D+0,5OLr+0.50L+W+1 .601-I, LL Con I a , '' ... ' . . - Dsgn. Lr 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23' 11.90 p1.00 1.00 0.26 - 25.92 '. .23.33 Dsgn. L= 0.56 ft 1 0.056 0.037 -0.00 -0.78 0.78, 15.48 , 13.93 1.00 1.00 - 0.87 25.92 . 23.33 Dsgn. Lr 4.44 111 2 0.153 0.037 2.13 -0.78 2.13 15.48 13.93 1.97 1.00 0.87 25.92 23.33 Dsgn. L= 4.94 ft 2 0.204 0.022 2.47 1.74 2.47 13.47 12.12 1.02 1.00 0.52 25.92 23.33 Dsgn. L= 3.62 ft 2 0.125 0.037 1.74 -0.76 1.74 15.48 13.93 1.97 1.00 0.86 25.92 23.33 Dsgn. L = 1.47 ft 3 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 -:23.33 Dsgn. L = 2.53 ft 3 0.022 0.010 -0.31 0.31"'. 15.23 13.71 1.00 1.00 0.24 25.92 .23.33 +1.20D+0.5OLr+0.50L+W+1.60H, Dsgn. L r 494 ft LL Con 1 0.140 0.025 -1.66 - - 1.66 : ' - . 13.23 11.90 .1.00 1.00 - •• 0.57 -25.92 23.33 Dsgn. L = 0.56 ft 1 0.143 0.027 -0.00 -2.00 2.00 - - 15.48 13.93 - 1.00 1.00 0.63 .25.92 23.33 Dsgn. L = 4.44 ft 2 0.143 0.025 0.06 -2.00 2.00 -' 15.48- 13.93 1.79 1.00 0.58 • 25.92 23.33 Dsgn. L= 4.94 ft 2 0.044 0.015 0.61 0.06 0.61 • 15.35 - 13.81- 1.16 1.00 0.35 25.92 23.33 Dsgn. Lr 3.62 ft 2 0.033 0.014 0.46 -0.41 0.46 ' 15.48 -_ 13.93 1.91 1.00 0.34 25.92 23.33 Dsgn. L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48,. 13.93 1.00 1.00 - . 0.21 25.92 23.33 Dsgn. L: 2.53 ft 3 0.012 0.006 - -0.17 0.17 r - 15.23, - 13.71 1.00 1.00 0.13 • 25.92 t 23.33 +1.20D+0.50Lr+0.50L+W+1.60H, LL Con • . - - - ,.•• - Dsgn. L = 4.94 ft 1 0.140 0.025 -1.66 1.66 13.23 .11.90 L 1.00 1.00 0.57 -.25.92 - '23.33 - Dsgn.L = 0.56 ft 1 0.143 0.027 -0.00 -2.00 . 2.00 15.48 13.93 1.00 1.00 0.63 . 25.92 ' 23.33 Dsgn. L = 4.44 ft 2 - 0.143 0.024 -0.00 -2.00 2.00- - - 15.48 • 13.93 1.72 1.00. 0.55 .25.92. 23.33 Dsgn. L 4.94 ft 2 0.028 0.014 0.40 -0.06 0.40 • 15.48 13.93- 1.18 1.00 0.32 25.92 23.33 - Dsgn. L 3.62 ft 2 0.055 0.016 0.21 -0.76 0.76 - 15.48 -t 13.93 2.24 1.00 - 0.38 25.92 - 23.33 Dsgn. L = 1.47 ft 3 0.055 0.016 -0.00 -0.76 - 0.76 -15.48 13.93 1.00 1.00 - 0.38 ...25.92 . 23.33 Dsgn.L = 2.53 ft . 3 0.022 0.010 -0.31 0.31 15.23. 13.71 1.00 1.00 0.24 25.92 .r-' 23.33 +1.20D+0.50Lr+0.50L+W+1.60H, LL Con _-. '• • Dsgn.L = 4.94 ft 1- 0.140 0.025 -1.66 1.66 •.' 13.23 - 11.90 1.00 1.00 0.57 ..'25.92 23.33 Dsgn.L = 0.56 ft 1 0.143 0.042 -0.00 -2.00 2.00 . 15.48 13.93 1.00 1.00 0.99 '25.92 ' - 23.33 Dsgn. L = 4.44 ft 2 0.143 0.042 1.45 -2.00 2.00 15.48.- 13.93 2.31 1.00 - 0.99 25.92 23.33 -Dsgn. L= 4.94 ft . 2 ' 0.172 0.024 2.12 1.45 2.12.' - 13.68 12.31 1.03 1.00 - 0.58 25.92 23.33 Dsgn. L = 3.62 ft 2 0.119 0.032 1.65 -0.41 1.65 15.48 ' 13.93 1.78 1.00 - 0.74. 25.92. - 23.33 Dsgn.L = 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48. 13.93 1.00 1.00. - .0.21 '- 25.92 '23.33 2.53 ft 3 0.012 0.006 - Dsgn.Lr -0.17 -. 0.17 15.23 13.71' 1.00 1.00 0.13 .25.92 - -23.33 +1.20D+0.50Lr+0.50L+W+1.60H, LL Con . • .'• •- - • - . . - • - . Dsgn. L = 4.94 ft 1 0.140 0.025 - -1.66 1.66 13.23 - - 11.90 1.00 1.00 0.57 ., .25.92 23.33 Dsgn. L = 0.56 ft 1 - 0.143 0.041 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.96 25.92 - 23.33 Dsgn. Lr 4.44 ft 2 0.143 0.041 1.33 -2.00 2.00 15.48 - . ' 13.93 2.30 1.00 0.96 25.92 - 23.33 Dsgn. L = 4.94 ft 2 0.156 0.023 1.91 1.33 1.91. • • 13.62 12.25 1.03 1.00 - 0.54 25.92 - 23.33 Dsgn. L = 3.62 ft 2 0.101 0.033 1.40 -0.76 1.40 15.48 13.93 1.96 1.00. • 0.77 25.92 . .23.33 Dsgn. L = 1.47 ft 3 0.055 0.016 -0.00 -0.76 0.76 -- 15.48 13.93 1.00. 1.00 0.38 .25.92 23.33 Dsgn. L= 2.53 ft 3 0.022 0.010 -0.31 0.31 15.23-1 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+0.505+W+1.60H, LL Corn - - - - . - Dsgn. L= 4.94 ft 1 0.053 0.011 ' -0.63 . 0.63' ' 13.23 " 11.90- 1.00 1.00 0.26 • - 25.92 23.33 Dsgn. L= 0.56 ft 1 0.056 0.020 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.46 .25.92 , 23.33 Dsgn. L6SMib No. 1431A 0.056 0.020 0.74 ' Piz8FortTI 0.78 • 15.48 • 13.93 2.10 1.001. - 6e 3841 23.33 Dsgn. L I/qjMt 2 0.075 0.011 0.92 0.54 0.92 ' 13.58 4.' 12.22.- ,• 1.03 1.00 • '- 0.27 25.92, 23.33 - .--- - .b .- . . I - Fite P:tSmith ConsuIlingPizza Port TI - 14319A\EngineeTing\Catculatithis\Pizza Por.calcsec6. L ... . c• - . : . . . . .. .._ENERCALC, INC. 1983-2O14,Bufld:6.i4.11.18,Ver.6.14.i1:18 • - Licensee: GSSI Engineers "i Desôription: BM 2 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 Phi5Mnx Cb Rm VuMax Vnx PhiVnx Dsgn.L = 3.62 It 2 0.055 0.020 0.54 -0.76 0.76 15.48 13.93 2.30 1.00 0.46 25.92 23.33 Dsgn. L: 1.471t 3 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 23.33 - Dsgn.L = 2.53 ft 3 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+0.505+W+1.60H LL Corn . Dsgn. L 4.94 ft 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 Dsgn. L = 0.56 ft 1 0.056 0.038 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.89 25.92 23.33 Dsgn. L= 4.44 ft 2 0.161 0.038 2.25 -0.78 2.25 15.48 13.93 1.96 1.00 0.89 25.92 23.33 Dsgn. L 4.94 ft 2 ' 0.219 0.021 2.65 1.99 2.65 13.43 12.09 1.02 1.00 0.49 25.0 23.33 Dsgn. L= 3.62 ft 2 0.143 0.036 1.99 -0.41 1.99 15.48 13.93 1.76 1.00 0.84 25.92 23.33 Dsgn. L = -.1.47 ft : - 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 - -Dsgn.L = 2.53 It . 3 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 +1.20D+0.50L+0.505+W+1.60H, LL Corn Dsgn. L = 4.94 ft 1 0.053 0.011 . -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 - Dsgn. L = 0.56 ft 1 0.056 0.037 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.87 25.92 23.33 Dsgn. Lr 4.44 ft 2 0.153 0.037 2.13 -0.78 2.13 15.48 13.93 1.97 1.00 0.87 25.92 23.33 Dsgn.L = 4.94 Ill 2 0.204 0.022 2.47 1.74 2.47 13.47 12.12 1.02 1.00 0.52 25.92 23.33 Dsgn. L= 3.62 ft 2 0.125 0.037 1.74 -0.76 1.74 15.48 13.93 1.97 1.00 0.86 25.92 . 23.33 Dsgn. L 1.47 ft 3 . 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 23.33 - Dsgn. L = 2.53 ft - . 3 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+0.505+W+1.60R LL Corn :- - DsgnL = 494 ft 1 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 23.33 . Dsgn. L= 0.56 ft 1 0.143 0.027 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.63 25.92 23.33 Dsgn. L= 4.44 ft , 2 0.143 0.025 0.06 -2.00 2.00 15.48 13.93 1.79 1.00 0.58 25.92 23.33 Dsgn. L= 4.94 ft 2 0.044 0.015 0.61 . 0.06 0.61 15.35 13.81 1.16 1.00 0.35 25.92 23.33 Dsgn.L= - 3.62 ft - 2 0.033 0.014 0.46 -0.41 0.46 15.48 13.93 1.91 1.00 0.34 25.92 23.33 $Dsgn. L= - 1.47 Ill - .. 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 - 23.33 Dsgn. L = 2.53 ft - 3 0.012 0.006 . -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 ,/+1.20D+0.50L+0.50S+W+1.60H LL Corn - - Dsgn. L= 4.94 ft 1 - - 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 23.33 r Dsgn. L= 0.56 ft 1 0.143 0.027 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.63 25.92 23.33 ' Dsgn. L= 4.44 ft 2 0.143 0.024 -0.00 -2.00 2.00 15.48 13.93 1.72 1.00 0.55 25.92 23.33 Dsgn. L= - 4.94 ft 2 •. 0.028 0.014 0.40 -0.06 0.40 15.48 13.93 1.18 1.00 0.32 25.92 23.33 t Dsgn. L= 3.62 ft 2 • 0.055 0.016 0.21 -0.76 0.76 15.48 13.93 2.24 1.00 0.38 25.92 23.33 iDsgn. L = 1.47 ft - 3 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 23.33 Dsgn. L= 2.53 ft 3 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+0.50S+W+1.60H, LLCom , Dsgn. L = 4.94 ft 1 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 - 23.33 Dsgn. L= 0.56 ft . 1 0.143 0.042 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.99 25.92 23.33 Dsgn. L= 4.44 ft 2 0.143 0.042 1.45 -2.00 2.00 15.48 13.93 2.31 1.00 0.99 25.92 23.33 Dsgn. L= 4.94 ft - 2 0.172 0.024 2.12 1.45 2.12 13.68 12.31 1.03 1.00 0.56 25.92 23.33 Dsgn. L = 3.62 ft • 2 . 0.119 0.032 - 1.65 -0.41 1.65 - 15.48 13.93 1.78 1.00 0.74 25.92 - 23.33 tt Dsgn. L= 1.47 ft 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 Dsgn.L = 2.53 ft 3 * 0.012 0.006 -0.17 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 -, +1.20D+0.50L+0.505+W+1.60ftLL Corn - Dsgn. L = 4.94 ft 1 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 23.33 Dsgn. L = 0.56 ft 1 - 0.143 0.041 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.96 25.92 23.33 Dsgn. L = 4.44 ft . 2 - 0.143 0.041 1.33 -2.00 2.00 15.48 13.93 2.30 1.00 0.96 25.92 23.33 Dsgn. L = 4.94 ft 2 0.156 0.023 1.91 1.33 1.91 13.62 12.25 1.03 1.00 0.54 25.92 23.33 - Dsgn. L= 3.62 ft 2 . - 0.101 0.033 1.40 -0.76 1.40 15.48 13.93 1.96 1.00 - 0.77 25.92 23.33 Dsgn. L = 1.47 ft 3 - 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 • . 23.33 Dsgn.L 2.53 ft • 3 - 0.022 • 0.010 -0.31 0.31 .15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+0.205+E+1.60H, LL Coml Ds9n.L= 4.94ft 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 Dsgn. L: 0.56 ft 1 0.056 0.020 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.46 25.92 23.33 i. • Dsgn. L 4.44 ft - - , 2 0.056 0.020 0.74 -0.78 0.78 15.48 13.93 2.10 1.00 0.46 25.92 23.33 Dsgn. L= 4.94 ft 2 . 0.075 0.011 0.92 0.54 0.92 13.58 12.22 1.03 1.00 0.27 25.92 23.33 Dsgn. L= 3.62 ft - 2 . 0.055 0.020 0.54 -0.76 0.76 15.48 13.93 2.30 1.00 0.46 25.92 23.33 - • Dsgn.L: 1.47 ft . 3 • 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 23.33 Dsgn. L= 2.53 ft • 3 0.022 0.010 , -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33r - • -. +1.20D+0.50L+0.205+E+1.60H, LL Coml Dsgn.L= 4.94 It - . 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33' Dsgn. L = 0.56 ft - 1 -. 0.056 0.038 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.89 25.92 23.33 Dsgn. L= 4.44 ft 2 0.161 0.038 2.25 -0.78 2.25 15.48 13.93 1.96 1.00 0.89 25.92 23.33 - Dsgn. Lr 4.94 ft • 2 0.219 0.021 2.65 1.99 2.65 13.43 12.09 1.02 1.00 0.49 25.92 23.33 Dsgn. L= 3.62 ft 2 0.143 0.036 1.99 -0.41 1.99 15.48 13.93 1.76 1.00 0.84 25.92 23.33 - Dsgn. L = 1.47 ft . 3 . 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 25.92 23.33 c'- Dsgn. L= 2.53 ft 3 0.012 0.006 -017 0.17 15.23 13.71 1.00 1.00 0.13 25.92 23.33 • Pizza Port TI Page 37 of 41 • Dsgn. L,gjt - *5. •I - . - 1 0.053 0.011 -0.63 0.63 13.23 11.90 1.00 1.00 0.26 25.92 23.33 F st" -i '-- --". . -,,' - * .'-- - ' - -, File P:'SrnithConsultng\Pizza Port TI - 14319A\EngineeringCalcutations\Pizza Port calcsec6 ee , earn , •, - ENERCALC INC 1983-2014 Build 6141118 Ver6 1411 18 Description: BM 2 Load Combination Max Stress Ratios Summary of Moment Values .-.i Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max, Mnx Phi*Mnx Cb Rm - .- VuMax Vnx Phi'Vnx Dsgn. L = 0.56 It 1 0.056 0.037 -0.00 -0.78 0.78 15.48 13.93 1.00 1.00 0.87 25.92 23.33 Dsgn. L = 4.44 ft 2 0.153 0.037 2.13 -0.78 2.13 . 15.48 13.93 1.97 1.00 0.87 25.92 23.33 Dsgn. Lr 4.94 ft 2 0.204 0.022 2.47 1.74 2.47 13.47 12.12 1.02 1.00 0.52 25.92 23.33 Dsgn. Lr 3.62 ft 2 0.125 0.037 1.74 -0.76 1.74 15.48 13.93 1.97 1.00 0.86 25.92 23.33 Dsgn. L: 1.47 It 3 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 0.38 25.92 23.33 Dsgn. Lr 2.53 ft 3 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+0.205+E+1.60H, LL Coml - .- . Dsgn. L = 4.94 ft 1 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 25.92 23.33 Dsgn.L = 0.56 It 1 0.143 0.027 -0.00 -2.00 2.00 15.48 . 13.93 1.00 1.00 '0.63 25.92 23.33 Dsgn. L: 4.44 ft 2 0.143 0.025 0.06 -2.00 2.00 15.48, 13.93 1.79 1.00 0.58 25.92 - .23.33 Dsgn.L = 4.94 It 2 0.044 0.015 0.61 0.06 0.61 . 15.35 13.81 1.16 1.00 0.35 25.92 23.33 Dsgn. Lr 3.62 ft 2 0.033 0.014 0.46 -0.41 0.46 15.48 - 13.93 1.91 1.00 0.34 25.92 . 23.33 Dsgn.L = 1.47 It 3 0.030 0.009 -0.00 -0.41 0.41 15.48 .13.93 1.00 1.00 0.21 25.92 23.33 Dsgn. L r 2.53 ft 3 0.012 0.006 -0.17 0.17 • 15.23 13.71 1.00 1.00 0.13 ' 25.92 . '.23.33 +1.200+0,50L+0.205+E+1.60H, LL Coml ,,' - -F - Dsgn.L = 4.94 ft 1 - 0.140 0.025 -1.66 1.66 13.23 11.90 1.00 1.00 0.57 '25.92 23.33 Dsgn. L = 0.56 It 1 0.143 0.027 -0.00 -2.00 2.00 15.48 13.93 1.00 1.00 0.63 25.92 23.33 Dsgn. L: 4.44 ft 2 0.143 0.024 -0.00 -2.00 2.00. 15.48. - 13.93 1.72 1.00 0.55 25.92 23.33 Dsgn. L = 4.94 ft 2 1 0.028, 0.014 0.40 -0.06 0.40 15.48 13.93 1.18 1.00 0.32 25.92 23.33 Dsgn. L r 3.62 ft 2 0.055 0.016 0.21 -0.76 0.76 15.48 13.93 2.24 1.00 0.38 25.92' 23.33 Dsgn.L = 1.47 ft 3 0.055 0.016 -0.00 -0.76 0.76 15.48 13.93 1.00 1.00 . 0.38 .25.92 23.33 Dsgn. L = 2.53 It 3 0.022 0.010 -0.31 0.31 15.23 13.71 1.00 1.00 0.24 25.92 23.33 +1.20D+0.50L+0.205+E+1.60H, LL Coml Dsgn.L = 4.94 It 1 0.140 0.025 -1.66 1.66.- 13.23 11.90 1.00 1.00 0.57 25.92 - 23.33 Dsgn. L = 0.56 ft 1 0.143 0.042 0.00 -2.00 2.00. 15.48 13.93 1.00 1.00 ' .0.99 25.92 23.33 Dsgn. L= 4.44 ft 2 0.143 0.042 1.45 -2.00 2.00 . 15.48 13.93 2.31 1.00 0.99 25.92 -23.33 Dsgn. L = 4.94 ft 2 0.172 0.024 2.12 1.45 2.12 13.68 . 12.31 1.03 1.00 0.56 25.92 . 23.33 Dsgn. Lr 3.62 ft 2 0.119 0.032 1.65 -0.41 1.65 15.48 - 13.93 1.78 1.00 0.74 25.92 23.33 Dsgn. L = 1.47 It 3 0.030 0.009 -0.00 -0.41 0.41 15.48 13.93 1.00 1.00 0.21 . 25.92 23.33 Dsgn. L = 2.53 ft 3 0.012 0.006 -0.17 0.17 - 15.23 • 13.71 t 1.00 1.00 0.13 25.92 23.33 +1.20D+0.50L+0.205+E+1.60H, LL Coml . - '. . -. Dsgn.L = 4.94 It 1 0.140 0.025 -1.66 1.66 ," :13.23 11.90 1.00 1.00 '- 0.57 " 25.92 , 23.33 Dsgn. L = 0.56 It 1 0.143 0.041 -0.00 -2.00 2.00 15.48 j 13.93 1.00 1.00 . 0.96 25.92 - 23.33 Dsgn. L = 4.44 It 2 0.143 0.041 1.33 -2.00 2.00 . 15.48 13.93. 2.30 1.00 0.96 25.92 23.33 - Dsgn. L = 4.94 It 2 0.156 0.023 1.91 1.33 - 1.91 - 13.62 12.25 1.03 1.00 0.54 - 25.92 23.33 Dsgn. L = 3.62 ft 2 0.101 0.033 1.40 -0.76 1.40 15.48 '- 13.93 ' 1.96 1.00 0.77 25.92 . 23.33 Dsgn. L = 1.47 It 3 0.055 0.016 -0.00 -0.76 0.76 15.48 . 13.93 1.00 1.00 0.38 25.92 23.33 Dsgn. L= 2.53 It 3 0.022 0.010 -0.31 0.31 . 15.23' - 13.71 1.00 1.00 - 0.24- 25.92 23.33 +0.900+W+0.90H Dsgn. L = 4.94 ft 1 0.040 0.008 -0.47 0.47 - 13.23 11.90 1.00 1.00 0.19 25.92 23.33 Dsgn. Lr 0.56 ft 1 0.042 0.016 -0.00 -0.59 0.59 ' 15.48 13.93 1.00 1.00 - 0.36 25.92 ' 23.33 Dsgn. L 4.44 It 2 0.046 0.016 0.65 -0.59 0.65 15.48 13.93 2.04 1.00 0.36 25.92 23.33 Dsgn. L= 4.94 It 2 0.068 0.008 0.83 0.60 0.83 13.50 12.15 1.02 1.00 0.19 25.92 -• 23.33 Dsgn. L= 3.62 ft 2 0.043 0.014 0.60 -0.31 0.60 . 15.48 -. 13.93 1.96 1.00 0.32 25.92 .23.33 Dsgn. L 1.47 It - 3 0.022 0.007 -0.00 -0.31 0.31 15.48 - 13.93 1.00 1.00 0.16 '25.92 23.33 Dsgn. L=, 2.53 ft . 3 0.009 0.004 -0.12 0.12 15.23 13.71 1.00 1.00 0.10 - ,25.92 23.33 +0.90D+E+0.90H - . , - . . Dsgn. L 4.94 ft 1 0.040 0.008 -0.47 0.47. '. 13.23 11.90' 1.00 1.00 0.19 25.92 23.33 Dsgn. L= 0.56 ft 1 0.042 0.016 -0.00 -0.59 0.59. - 15.48 13.93 1.00 1.00 0.36 25.92 23.33 'Dsgn. L = 4.44 ft 2 0.046 0.016 0.65 -0.59 0.65 15.48 13.93 2.04 1.00 0.36 25.92 - .23.33 Dsgn. L= 4.94 ft 2 0.068 0.008 0.83 0.60 0.83 13.50 12.15 +1.02 1.00 0.19 25.92 23.33 Dsgn.L = 3.62 ft 2 0.043 0.014 0.60 -0.31 0.60 15.48 13.93 1.96 1.00 '. 0.32 25.92- ' .23.33 Dsgn.L = 1.47 ft 3 0.022 0.007 -0.00 -0.31 - 0.31 - 15.48 13.93 1.00 1.00 . 0.16 25.92 23.33 Dsgn.L = 2.53 It 3 0.009 0.004 -0.12 0.12 15.23 - - 13.71 1.00 1.00 - 0.10 25.92 - 23.33 overall Mg.iinnutin Deflections Load Combination Span Max. '-' Deft Location in Span Load Combination- - . ' . . . Max. -'+' Deft -Location in Span LOnly - . 1 0.3975 0.000 +D+L+H - -0.1911 - - 2.646 - +D+L+H 2 0.3139 6.582 -- -: - - .-. 0.0000 2.646 3 0.0000 6.582 +D+L+H . - - -0.2858 4.000 Vertical Rebactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum • 2.328 1.753 - - -• - --. - - Overall MiNimum -0.054 -0.186 - +D+H 0.642 0.530 .... , . , . - t9A Pizza Port TI Page 38 of 41 S S I.t • - S 5 5- - 5 • ee earn ' .5 .. File P:\Srnh Côsunzà Pod fi -14319Agineedng\CalrnlaonsdPdl c6 caIcs.e 5, . ... ENERCALC INC 1983-2014 Build 614 1118 Ver6 141118 - - rsi Description: BM 2 Yer al'Rektions '\ , .; . .. . Support notation : Far left is #1 Values in KIPS , Load Combination Support 1 Support 2 Support Support 4 .3 ++L+H, LL Comb Run (LL) 1.407 1.753 ,. +D+L+H,LL Comb Run (I) 1.510 0.344 +D+L+H IL Comb Run (1*1) 1.456 0.747 +D+L+H, LL Comb Run (LL) 2.328 1.162 . +D+L+H LL Comb Run (LLL) * 2.275 1.566 +D+Lr+H LL Comb Run (1) 0.642 0.530 -fl +D+Lr+H, LL Comb Run (*L*) 0.642 0.530 5-' +D+Lr+H, IL Comb Run (*LL) . 0.642 0.530 +D+Lr+H, LL Comb Run (L") 0.642 0.530 +D+Lr+H,LL Comb Run (L'L) 0.642 0.530 +D+Lr+H, LL Comb Run (LL') 0.642 0.530 - +D+Lr+H, LL Comb Run (LLL) - 0.642 0.530 +D+S+H 0.642 0.530 +D+0.75OLr+0.750L+H, LL Comb Run ( 0.602 0.833 -• .'- +D+0.750Lr+0.750L+H, LL Comb Run (' 1.256 1.144 - . +D+0.75OLr+0.750L+H, LL Comb Run ( 1.216 1.447 *5 +D+0.75OLr+0.750L+H, LL Comb Run (L 1.293 0.390 S +D+0.750Lr+0.750L+H, LLCornb Run (L 1.252 0.693 - +D+0.750Lr+0.750L+H, LL Comb Run (L 1.907 1.004 S +D+0.750Lr+0.750L+H, LL Comb Run (L 1.867 1.307 +D+0.7501+0.7505+H, LI Comb Run (' 0.602 0.833 +D+0.7501+0.7505+H, IL Comb Run (*L 1.256 1.144 +D+0.750L+0.750S+H, LL Comb Run ('L 1.216 1.447 +D+0.750L+0.7505+H, LL Comb Run (L 1.293 0.390 LL Comb Run (1* 1.252 . 0.693 +D+0.750L+0.7505+H, LL Comb Run (LL 1.907 1.004 t +D+0.750L+0.7505+H LL Comb Run (LL 1.867 1.307 +D+060W+H , ' . 0.642 0.530 +D+0.70E+H . 0.642 0.530 ' +D+0.750Lr+0.750L+0.450W+H, LL Corn 0.602. 0.833 +D+0.750Lr+0.750L+0.450W+H,LICom 1.256 1.144 +D+0.750Lr+0.750L+6.450W+H, IL Corn 1.216 1.447 ',: . +D+0.75OIr+0.750L+O.450W+H, LL Com 1.293 0.390 S +D+0.750Lr+0.750L+0.450W+H, IL Corn 1.252 0.693 +D+0.750Lr+0.750L+0.450W+H, LL Corn 1.907 1.004 -. +D+0.750Lr+0.750L+0.450W+H, LL Corn 1.867 1.307 +D+0.750L+0.750S+0.450W+H, LL Coml 0.602 0.833 S +D+0.750L+0.750S+0.450W+H, LL Coml 1.256 1.144 j.r.i.(i 7flI .A 7fl.n Acfl%Afl.I.1 Ii ('nn,I I 119Z I AA7 +D+0.750L+0.7505+0.450W+H, LL Coml 1.293 0.390 . +D+0.750L+0.7505+0.450W+H, IL Coml 1.252 0.693 +D+0.750L+0.7505+0.450W+H, IL Coml 1.907 1.004 +p+0.7501+0.7505+0.450w+H, LI Coml 1.867 . 1.307 .+D+0750L+0.7505+0.5250E+H LL Corn - 0.602 0.833 +D+0.7501+0.7505+0.5250E+H, IL Corn 1.256 1.144 I +D+0.750L+0.750S+0.5250E+H, IL Corn 1.216 1.447 5 . +D+O.750L+0.7505+0.5250E+H, LL Corn 1.293 0.390 S.. +D+0.7501+0.7505+0.5250E+H IL Corn 1.252 0.693 +D+0.750L+0.750S+0.5250E+H, LL Corn 1.907 1.004 +D+0.750L+0.7505+0.5250E+H, LL Corn 1.867 1.307 +0.60D+0.60W+0.60H . 0.385 0.318 - +0.60D+0.70E+0.60H . 0.385 0.318 '. -D Only • • . . 0.642 0.530 Lr Only, LL Comb Run ("L) Lr Only, IL Comb Run ('L) Lr Only, IL Comb Run ('LL)' . . Lir Only, LL Comb Run (I") Lr Only, IL Comb Run (L*L) - Lr Only, IL Comb Run (LL')' - S * Lr Only, LL Comb Run (LLL) L Only, LI Comb Run ("I) ' -0.054 0.404 I Only, LL Comb Run ('I') * 0.819 0.819 'fl - 0.765 1.223 Pizza Port T1 Page 39 of 41 - 's L Only, 119Z9thun (L**) - 0.868 ' -0.186 • . •,t•° - * -S • ,- - - . - .5 •15 'S B -.;.ty., File P:\Smilh consultng\Pizza Port Ti i4319A\Engineenng\cIculatOflS,\JZa Port :,-t - '- a. . ENERCALC, INC. 1982014, Engineers~41 - Description: BM 2 . Vertical Reactions' '' a . Support notation : Far left is #1 ' Values in KIPS ' Load Combination Support 1 Support 2 Support 3 Support 4 L Only, LL Comb Run (L4L) 0.814 0.217 L Only, LL Comb Run (LL*) 1.686 0.632 L Only, LL Comb Run (LLL) 1.633 1.036 SOnly WOnly ' - EOnly HOnly - : -- - - . - . I, . '4 S 44 • --- - -, -. -.- .5 , a . . . 4 a. _• .- 1.4 . -'S.,, •.' . . 5 . 4. - - 51 - a. . •- - - - a . - 5. . 5.- - •S .A -, - . •. •- .• 'a,., a. -,r• - .• . . - 'a - - ' "-•' L. 1 a. S. •' •'• ) -•- - -. a.'. .. •'4' ,, 5.. . 4' •.•:-- ' ;#. - ,* a..s-.' -- -. .'e .'.- - - .-- S • S . * ' ,a' - * 5 .•_ . 4.1 Si .,S • •- . • - - - - a * - - ,. - . 5 -5 -I.' " • ,,' --4 _5 GSSI Job No. 14319A Pizza Port TI ,' -' '-p• - - - . - ' Page 40 of 41 . a . 1/9/2015 . a - • Welded Bar Grating is a suitable flooring application choice because of its strength, safety and overall value. Welded bar grating has a rectangular-shaped bearing bar that is available in a variety of bar thicknesses, heights, spacings and materials. GW, 5GW SERIES GW Series Grating will handle most moderate loads and light wheel traffic with its standard bearing bar centers of 1-3/16". heavier loads than the GW 'BARSPACINGGw 'GW2SGW. SERIES eWIJ Spaang ___________ ____ Bar rdh'frII2 ~r' eanng Bar ass 1&1& Bar ¶ 4" ___________ cross. Bar __ 1-1-3 ______ t . Croiss Ba t halmess. 118! ttndrsessalso availate) • End View tJJ 1! Bearsig Bar 3j6" Bearing Bar 7har iJ x Bar, 3'6' Bar - 7~11 38' Bearing Bar TJ C. Bat: -. . x 1/8" 4.1 GW-75A-2 50 I SGW-75A 50 SGW-75A-2 5.9 58 GW-75-2 67 SGW-75 72 SGW-75-2 81 1' x 1/8" it, 5.2 GW-100A-2 6.1 SGW-100A 64 SGW-100A-2 73 1"x3/16" ii 75 GW-100-2 84 SGW-100 93 SGW-100-2 10.2 1-1/4'x 1/8" 6.3 GW-125A-2 7.2 SGW-125A 79 SGW-125A-2 88 1-1/4x3/16' 91 a 74 GW-125-2 100 SGW-125 11.3 SGW-125-2 122 1-1/2"x 1/8" GW-150A-2 83 SGW-150A 9.3 SGW-150A-2 10.2 1-1/2'x 3116" a 10.8 GW-150-2 11.7 SGW-150 135 SGW-150-2 144 1-314"x3116" 12.5 GW-175-2 134 SGW-175 15.6 SGW-175-2 16.5 2" a 3/16" II 14.1 GW-200-2 15.0 SGW-200 17.7 SGW-200-2 186 2-1/4"x 3/16' 2-1/2"x3/16' i 158 S 174 GW-225-2 167 SGW-225 198 SGW-225-2 207 GW-250-2 183 SGW-250 21.9 SGW-250-2 228 28 1-3/8' PANELWIDTHS 1-1/8" 17- :GW5 GW-2 19-3/16' 115-3116" -Bars r;vi SG'-.' 29-1/4" 30-3/16" NOTE: 311/8" Width 32-1/16" and length tolerance _______ 34-7/8" 3R :2-9/16" 2-1/16" 18t. 0-3/8" - 116-1/8" - • - 4I 33/4" 3" i19b -9/16" 117-1/16" 15! 4-15/16" 3-15/16" 20.c -3/4' 18" 35" 074]7-5/116" 4-7/8" 5-13116' e21a 22s 18-15116' 5-1/8 TTh9-7/8' .i 8K 8-1/2' 6-3/4" - "23" 6-5116' 20-13/16" 9-11/16" 7-11/16' 7-1/2" 21-3/4".. Ll0l 10-718". 8-5/8" - !25'.. 8-11/16' 22-11/16" 38!. 39. 11 12-1/16" 13-1/4" 9-9/16' 10-1/2' 926 27 9-7/8'- MM12r 1-1/16" 24-9/16" 13 14-7/16" 11-7/16" 28 -1/4" 25-1/2" Max width Indicated. Wider areas willbemadein two or more panels. Panels are available up to 48" by special order. All other widths art. cut-to-size Deduct 1/16" from width for 1/8' bearing bars. 1414&1115-518. 12-3/8" 29 3-7/16' 26.7/16" w15 16.13/16 135/16 30 34-5/8 273/8 16 18' 14-1/4" "Al . 28-5/16" STANDARD SIZES CUPS & FASTENERS For a list of clips and fasteners and their purpose please see page 42. I T 1e1a5*fefel 1*II et/i CBICBF eta eta et* k -. & ------ v c' V Gcuecnn,cjI ,.nc tnv,onn,cn.dl Scincc Cot, h.ns January 13, 2015 - --• Project No. 107137002 a-, - , Ms. Gina Marsâglia Grain to Grain 135 North Highway 101 Solana Beach, California 92705 - .- - -, - -'• • Subject: Geotechnical Review of Plans Pizza Port Restaurant - Brewery Equipment Improvements Bressi Ranch Park, Lot 10 2730 Gateway Road Carlsbad, California •J -. Dear Ms. Marsàglia: - In accordance with your request, we have reviewed the referenced structural plans supplied to our office by Smith Consulting Architects: Based on our review of the structural plans, sheets S1.1, S1.2, S2.1, and S2.2, the plans and details were found to be in substantial conformance with the geotechnical recommendations for the project provided in the referenced reports. We appreciate the opportunity to be of service. c• - Sincerely, - NINYO&MOORE IDS. N so _C 510 Todd C. Schmitz, PG CE CERTIFIED * Ronald S. Halbert, PE r No, 0422o4 rn ;' Senior Project Geologist ENGINEERING Principal Engineer CP GEOLOGIST Exp. TCS/RSH/gg AL0 - - Attachment: References Distribution:, (1) Addressee (1) Smith Consulting Architects ' -: •. 5710 Ruftn Road San Diego California 92123 Phone (858) 576-1000 Fax(858)576-9600, San Diego • 'Irvine Los Angeles RanEho Cucamonga •0k1and Sari Frandsco • San Jose • Sacramento Las Vegas Phoenix Tucson &escott Vaiey Denver Houston C -.•• • 2730 Gateway Road January 13, 2015 Carlsbad, California Project No 107137002 REFERENCES 2015 Structural Plans, Brewery Equipment, Pizza Port, 2730 Gate- GSSI Structural Engineers, way Road, Carlsbad, California, dated January 12. c. •:. •••- •- - Ninyo & Moore, 2011a, Geotechnical Evaluation, Pizza Port Restaurant, Bressi Ranch Business - .• • Park, Lot 10, Carlsbad, California: dated August 12. Ninyo & Moore, 2011 b, Response to City of Carlsbad Review Comment, Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10, Carlsbad, California dated September 20 "Ninyo & Moore, 2012, Summary of Geotechnical Observation and Compaction Test Results, Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10, Carlsbad, California dated May 30 - •• •.• •.. - 4 ,• - - ( '-•-- • . I07I37002 L2 Plan Review.doc • — - - -- LI V 11 W •' - ---.-- -.- --i -- - - -- Geoteclinica? and Environmental Sciences Consultants GEOTECHNICAL EVALUATION PROPOSED PIZZA PORT RESTAURANT A BRESSI RANCH BUSINESS PARK, LOT 10 GATEWAY ROAD CARLSBAD, CALIFORNIA 4' - .. I'. " • 4 ',. . A 1 . . . . PREPARED FOR: Grain to Grain 135 North Highway 101 V. Solana Beach, California, 92705 4 Q PREPARED BY: " . . . Ninyo & Moore -, Gebtechnical and Environmental Sciences Consultants - 5170 Ruffin Road - -.. San Diego, California 92123 ( . ,': • . ' . . August 12, 2011 • ,. Project No. 107137001 5 "2 4 Ruffin Road . San Diego, California 92123 • Phone (858) 576-1000 • Fax(858) 576-9600 San Diego. • Irvine' • Los Mqeles Rancho Cucamongà Oaldand • San Francisco Sacramento . - - Las Vegas. 'Phoenix • Tucson • Ptescott ValJ' Denver • El Paso • Houston . . - =1- - Geolechnical and Enwonmernai Sciences Consuiwnts August 12, 2011 ProjectNo 107137001 ' 'Ms. Gina Marsaglia . - Grain to Grain - • r 135 North Highway 101 Solana Beach, California 92705 :'- Subject: Geotechnical Evaluation j Proposed Pizza Port Restaurant : --, Bressi Ranch Business Park, Lot 10 Gateway Road Carlsbad, California -S r Dear Ms Marsaglia -- ' In accordance with your request and authorization, we have performed a geotechnical evaluation .for the proposed Pizza Port restaurant in Carlsbad, California. Our evaluation was conducted in • accordance with our proposal dated July 6, 2011. The purpose of this study was to evaluate the geotechnical conditions at the site and to provide our findings, conclusions, and recommenda- tions regarding the geotechnical aspects of the proposed improvements. '. We appreciate the opportunity to be of service on this project. . OtAL Respectfully submitted, q A. r NINYO & MOORE No. 8478 ' ChnTretinjak,PG HMansir,Jr, PE, ,oEss,0 - Project Geologist oFESs,0 Principal Engineer H. 4,44 ,4, No. 3739 P .042204 cc Ronald S. Halbert, PE Exp.3-3I-12.J Senior Engineer OF OF- . . S . CAT/JTKJRSHIKHM/gg - , Distribution: (1) Addressee (I) TFW • r .• •(1). Smith Consulting Architects - - -: iTo Ruffin Road • San Diego Ca1iforni 92123 • Phone (858) 576-1000 • Fax (658)'576-9600 : . 5 -. 5 • 5 - S I : San Diego • IMne • Los Angeles •- Rancho Cucamonga. Oakland • San Fianclsco • Sacramento Las Vegas 4 Phoenix Tucson Ftescott iiey Denver El Paso Houston 1986 2011 !••'. ".- ;PIOpOSd Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 ; Gateway Road, Carlsbad, California Project No. 107137001 TABLE OF CONTENTS .,... Page 1. INTRODUCTION .................................................................................................................... 1 .2. SCOPE OF SERVICES ............................................................................................................ 1 3 SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2 ' 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING....................................2 5. GEOLOGY AND SUBSURFACE CONDITIONS .................................................................3 5A.. Regional Geologic Setting 3 5.2. Site Geology .................................................................................................................3 * . 5.2.1. Fill .......................................................................................................................4 5.2.2. Santiago Formation.............................................................................................4 I - , 5.3. Groundwater.................................................................................................................4 5.4. Excavation Characteristics ...........................................................................................4 6.. GEOLOGIC HAZARDS..........................................................................................................5 6.1. Faulting and Seismicity .................................................................................................5 6.1.1. Ground Rupture ................................................................................................... 5 6.1.2. Strong Ground Motions ......................................................................................5 " 6.1.3. Liquefaction........................................................................................................6 .6.2. Landsliding ................................................................................................................... 6 . 7. CONCLUSIONS .......................................................................................................................6 - 8. RECOMMENDATIONS... ....................................................................................................... 7 I . . 8.1. Earthwork .....................................................................................................................7 8.1.1. Pre-Construction Conference..............................................................................8 - I - 8.1.2. Earthwork and Site Preparation ..........................................................................8 - . • 8.1.3. Remedial Grading for Building Pad....................................................................8 .,. •- . 8.1.4. Cut/Fill Transition...............................................................................................9 8.1.5. Remedial Grading for Pavements .......................................................................9 : 8.1.6. Slopes..................................................................................................................9 8.1.7. Temporary Excavations and Shoring 10 8.1.8. Materials for Fill ...............................................................................................11 8.1.9. Compacted Fill .................................................................................................. 11 8.1.10. Utility Trench Backfill ...................................................................................... 12 * 8.2. Seismic Design Considerations ..................................................................................13 - 8.3. Shallow Foundations ..................................................................................................13 8.4. Loading Dock Walls ................................................................................................... 14 - .•.. - 8.5. Slabs-On-Grade ..........................................................................................................15 - - .- 8.6. Corrosivity .................................................................................................................. 15 87 Concrete 16 8.8.. Preliminary Pavement Design 16 I 8.9. • Exterior Concrete Flatwork ........................................................................................ 17 * •_* j_ ,•. H. 107137001 RPzza Port doc ft - . 1 Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 . 8.10.Site Drainage 8.11. Pre-Construction Conference • 8:12. Plan Review and Construction Observation 9 LIMITATIONS .10.-REFERENCES 'I. 41 • t• S . '-. • Tables Table 1 Seismic Design Parameters Table 2 L Preliminary Flexible Pavement Sections '1Figures :. Figure 1 - Site Location -: Figure 2 - Test Pit Locations Figure 3 - Fault Locations Figure 4 - Retaining Wall Drainage Detail - Appendices Appendix A Test Pit Logs Appendix B - Laboratory Testing 4 5 * .-• - - .• .5 4 - •- 1 - - - ..t-- ,*• .5 5 .-••• 5_ - 5'S S. 3 S .-.-.- I_i 'i 41 I .5- •1 - S_. :•_• 'S - 1 • - ' ____,_•-* -. 5 - • 107137001 R Pizza Portdoc S •- 18 18 18 19 21 .13 .17 j/flD&ftftUtff: ' Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 201.1 - " Gateway Road, Carlsbad, California Project No. 107137001 ., 1 INTRODUCTION , In accordance with our proposal dated July 6, 2011, we have performed a geotechnical evalua- tion for the proposed Pizza Port restaurant in Carlsbad, California (Figure 1). The purpose of our study was to evaluate the surface and near subsurface soil and geologic conditions and to provide geotechnical recommendations regarding the proposed improvements. This report presents our findings, conclusions and recommendations based on our background review, site reconnais- -.. sance, subsurface evaluation, laboratory testing, and geotechnical analyses. 2 SCOPE OF SERVICES Our scope of services for this evaluation included the following s Project coordination and review of readily available background materials pertaining to the site, including published geologic maps, aerial photographs, and geotechnical reports. Coordination and mobilization for a subsurface exploration including the performance of a geotechnical reconnaissance of the site to observe the existing site conditions and to mark- out test pit locations for utility clearance by Underground Service Alert (USA) s - Performance of a subsurface evaluation consisting of the excavating, logging, and sampling of six test pits to depths up to approximately 10Y2 feet. The purpose of the test pits was to . - explore the subsurface conditions at the site and to collect soil samples for geotechnical • -. laboratory testing and analysis. s Performance of geotechnical laboratory testing on representative soil samples to evaluate geo- - • • technical design parameters. Testing included an evaluation of in-situ moisture content, expansion index, and soil corrosivity. Geotechnical analysis of the collected data to develop recommendations for earthwork, , • •... - foundations, pavements, and drainage. - • Preparation of this report presenting our geotechnical findings, conclusions, and recommen- dations pertaining to the design and construction of the proposed construction. - - • - - - -1 • ••,I - 1: -- • -.• . - -• • -- . . 4 -- • J••• - . • . - 107137001 Pizza Port doc i 19 4 l' : Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No 107137001 - 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT The site is located at Lot 10 of the Bressi Ranch Business Park on Gateway Road in Carlsbad, Cali- fornia (Figure 1) The site is bounded by Palomar Airport Road to the north, undeveloped properties to the east, Gateway Road to the south, and developed properties to the west. The site is "4W a currently undeveloped sheet graded building pad that generally slopes to the south Current im- provements to the site include a concrete-lined drainage ditch along the western property line that flows to the south where it drains into an existing detention basin within the southern portion of the site. - Based on our review of the Preliminary Site Plans dated April 20, 2011, provided by Smith Consulting Architects, we understand that the proposed improvements include the construction of an approxi- mately.36,000 square-foot single-story building that will house the proposed Pizza Port restaurant and two tenant spaces The structure will be of wood frame construction with a second story mezzanine in '4 the Pizza port space The proposed building is planned to be constructed along the central and southern 1 portions of the site Other planned improvements include construction of underground utilities, con- crete paving, and a paved parking lot at the northerly portion of the site - ' • -'.: r, SUBSURFACE EXPLORATION AND LABORATORY TESTING Our subsurface evaluation was conducted on July 18, 2011, and consisted of the excavating, log- ging, and sampling of six exploratory test pits The test pits were excavated with a rubber-tire I, 44 backhoe The test pits ranged in depth from approximately 3 to 10',72 feet and were logged by a rep- resentative from our firm The approximate locations of the test pits are presented on Figure 2 Test Pit TP-6 was excavated within the existing detention basin at the southern portion of the site. Rep- resentative bulk soil samples were obtained at selected depths from within the test pits for geotechnical laboratory testing The logs of the exploratory test pits are presented in Appendix A Geotechnical laboratory testing of representative soil samples included an evaluation of in-situ moisture content, expansion index, and soil corrosivity. Laboratory test results are presented on the logs in Appendix A and in Appendix B 4.. 07137001RPzzaPortdoc 2 Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 5. GEOLOGY AND SUBSURFACE CONDITIONS Our findings regarding regional and site geology, groundwater conditions, and excavation char- acteristics at the site are provided in the following sections. 2 5.1. Regional Geologic Setting The project area is situated in the coastal foothill section of the Peninsular Ranges Geomorphic Province This geomorphic province encompasses an area that extends approximately 900 miles ' from the Transverse Ranges and the Los Angeles Basin south to the southern tip of Baja Cali- fornia (Norris and Webb, 1990). The province varies in width from approximately 30 to 100 miles. In general, the province consists of rugged mountains underlain by Jurassic metavol- -' * canic and metasedimentary rocks, and Cretaceous igneous rocks of the southern California batholith The portion of the province in San Diego County that includes the project area con- '2 : sists generally of uplifted and dissected Eocene-age sedimentary materials and granitic rock. r The Peninsular Ranges Province is traversed by a group of sub-parallel faults and fault zones trending roughly northwest Several of these faults, which are shown on Figure 3, are considered active. The Rose Canyon, Coronado Bank, San Diego Trough, and San Clemente faults are active faults located southwest of the project area. Active faults northeast of the project include the Elsinore, San Jacinto, and San Andres faults. Major tectonic activity as- sociated with these and other faults within this regional tectonic framework consists primarily of right-lateral, strike-slip movement Further discussion of faulting relative to the site is pro- '•' vided in the Faulting and Seismicity section of this report. 5.2. Site Geology The results of our background review and subsurface evaluation indicate that the site is under- lain by fill and materials of the Tertiary-age Santiago Formation Descriptions of the materials encountered in our test pits are presented below and on the test pit logs in Appendix A. , ,_• -. ..,• • 4 S - " 4•_• •t ' - 107137001 R Pizza Port doc 3 44f/flffOc44tIiUTV -- ' r Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 .. - Gateway Road, Carlsbad, California Project No. 107137001 -. 5.2.1. Fill Fill materials were observed in each of our test pits extending from the ground surface to depths of up to approximately 8Y2 feet. As encountered, the fill generally consisted of various shades of brown and gray, damp to moist, stiff, sandy clay and medium dense, sandy silt. Gravel and cobbles were encountered in the fill materials Debris consisting of filter fabric was also encountered in the fill materials within Test Pit TP-5 5.2.2. Santiago Formation M' Materials of the Tertiary-age Santiago Formation were encountered in our test pits underly- ing the fill materials and extending to the total depths explored. The materials encountered generally consisted of various shades of gray, damp to moist, weakly cemented, sandy silt- 1 • stone and silty sandstone and weakly indurated, sandy to silty claystone. 5.3. Groundwater V..- - Groundwater was not encountered in our exploratory test pits Based on our evaluation, we anticipate that the groundwater table is at a depth of more than 20 feet below the existing surface grades However, due to the observed drainages within the project site seepage may be encountered within the project area. Fluctuations in groundwater typically occur due to variations in precipitation, ground surface topography, subsurface stratification, irrigation, and groundwater pumping and other factors. 5 4 Excavation Characteristics 4 Based on our subsurface exploration the fill and formational materials are anticipated to be generally excavatable with conventional heavy-duty earthmoving equipment in good V working condition. -. V V:V -• V V - IO7l3700IR Pizza Pon doc 4 l - t Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 , Gateway Road, Carlsbad, California Project No. 107137001 6. GEOLOGIC HAZARDS In general, hazards associated at the site due to seismic activity include strong ground motion, - ground surface rupture, and liquefaction. These considerations and other geologic hazards such as landsliding are discussed in the following sections 6A. Faulting and Seismicity Like most of southern California, the project area is considered to be seismically active Based on our review of the referenced geologic maps and stereoscopic aerial photographs, as well as on our geologic field mapping, the subject site is not underlain by known active or potentially active faults (i.e., faults that exhibit evidence of ground displacement in the last 11,000 years and 2,000,000 years, respectively) However, the site is located in a seismically active area, as is the majority of southern California, and the potential for strong ground motion is considered significant during the design life of the proposed structure The nearest known active fault is th Rose Canyon fault, located approximately 8 miles southwest of the site (Figure 3) 6.1.1. Ground Rupture There are no known active faults crossing the site, and the potential for ground rupture due to faulting is considered low. Surface ground cracking related to shaking from dis- tant events is not considered a significant hazard, although it is a possibility. 6.1.2. Strong Ground Motions ... The 2010 California Building Code (CBC) recommends that the design of structures be based on the peak horizontal ground acceleration (PGA) having a 2 percent probability of ex- ceedance in 50 years, which is defined as the Maximum Considered Earthquake (MCE). The statistical return period for PGAMCE is approximately 2,475 years The probabilistic PGAMCE for the site was calculated as 0.47g using the United States Geological Survey (United States Geological Survey, 2011) ground motion calculator (web-based). The design PGA was esti- - - •, - • mated to be 0.31g using the USGS ground motion calculator. These estimates of ground motion do not include near-source factors that may be applicable to the design of structures * on site 107137001 R Pi. Port doc 5 I i• j Poposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 ? Gateway Road, Carlsbad, California Project No. 107137001 6.1.3. Liquefaction -t Liquefaction is the phenomenon in which loosely deposited, saturated, granular and co- hesionless fine-grained soils undergo rapid loss of shear strength due to development of excess pore water pressure during strong earthquake-induced ground shaking Ground shaking of sufficient duration results in the loss of grain-to-grain contact due to a rapid rise in pore water pressure, and it eventually causes the soil to behave as a fluid for a t short period of time Liquefaction is known generally to occur in saturated or near- saturated, cohesionless soils at depths shallower than 50 feet below the ground surface Factors known to influence liquefaction potential include composition and thickness of soil layers, grain size, relative density, groundwater level, degree of saturation, and both - intensity and duration of ground shaking. However, dynamic settlement can occur in both dry and wet sands at deeper depths - Based on the relatively dense nature of the underlying formational soils at the site and the lack of a shallow groundwater table, the potential for liquefaction and consequential dynamic settlement is not a design consideration 6.2. Landsliding ci Based on our review of referenced geologic maps, literature, aerial photographs, and our subsurface evaluation, no landslides or related features underlie or are adjacent to the site. ••- - I - 7. .CONCLUSIONS ., :- •- '. •• Based on our geotechnical evaluation, it is our opinion that the proposed Pizza Port restaurant pro- ject is feasible from a geotechnical standpoint, provided the following recommendations are incorporated into the design and construction of the project In general, the following conclusions we remade: - * - c, During our subsurface evaluation we encountered fill materials overlying the formational materials at the site. The existing fill is considered unsuitable for structural support of build- ings in its current condition Recommendations for the remedial grading of the building pad • are presented in the following sections. 4 •• ' . • 4 4. lO7l3700IRThz2aPortdoc 6 4ingO&Ift'aoxv - _•••4 • • - . c •••4• • Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No 107137001 Medium to highly expansive soils were encountered during our subsurface evaluation. Due Jo the expansive nature of the on-site soils, these soils are not considered suitable for reuse as compacted fill within the upper 5 feet of the building pad or within 3 feet below the bot- tom of foundations Recommendations for the remedial grading of the building pad are presented in the following sections Due to the presence of medium to highly expansive soils on-site, the contractor should an- 4 ticipate the use of import soils for placement within the upper 5 feet of the building pad or within 3 feet below the bottom of foundations. Recommendations for the remedial grading * of the building pad are presented in the following sections ' • Based on our site observations, our subsurface evaluation, and our review of the referenced documents including the preliminary project plans, the building pad will straddle a cut-fill transition Specifically, the presence of the detention basin within the southern portion of the site will contribute greatly to the creation of a cut/fill transition Recommendations for the - remedial grading of cut/fill transitions are presented in the following sections Groundwater was not encountered in our exploratory test pits. However, zones of seepage --- -. -may be encountered at the geologic contact between fill and formational materials and within the previous drainage areas on the site including areas of detention basins Fluctua- tions in the groundwater level may occur as a result of variations in seasonal precipitation, irrigation practices, and other factors The laboratory test results presented in Appendix B indicate that the on-site soils are consid- ered corrosive when compared to the Caltrans (2003) corrosion guidelines. Specifically, the on-site are corrosive to ferrous metals and concrete structures in contact with soil I - ' I . - 8. RECOMMENDATIONS - The following sections include our geotechnical recommendations for the proposed Pizza Port res- taurant project These recommendations are based on our evaluation of the site geotechnical conditions and our understanding of the planned construction, including anticipated foundation loads * S • . . • 8.1. Earthwork Earthwork at the site is anticipated to consist of conventional cut and fill grading to prepare the site for the proposed building and associated improvements Earthwork should be per- 107137001 R Pizza Port doc 7 S - - • -•.- -, • 4. - '•i .-.- - Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 formed in accordance with the requirements of applicable governing agencies and the rec- ommendations presented in the following sections. 8.1.1. Pre-Construction Conference We recommend that a pre-construction conference be held The owner and/or their rep- • resentative, the governing agencies' representatives, the civil engineer, Ninyo & Moore, L. and the contractor should be in attendance to discuss the work plan, project schedule, and earthwork requirements - 8 1 2 Earthwork and Site Preparation Earthwork at the site is anticipated to include the removal of existing site improvements including detention basins and grading associated with building construction including the installation of underground utilities, pavements, a loading dock, driveways, and con- crete flatwork Earthwork operations should be performed in accordance with the requirements of applicable governing agencies and the recommendations presented in the following sections of this report Ninyo & Moore should be contacted for questions regardihg the recommendations or guidelines presented herein 8.1.3. Remedial Grading for Building Pad For the purpose of this report, the building pad is defined as the area underlying the building, building apron, loading docks, and adjacent flatwork and extending a horizon- • • tal distance of 10 feet beyond the limits of the structures. From a geotechnical standpoint, we recommend the existing fills be removed to competent formational mate- rials below proposed structural improvements including retaining walls or loading dock walls The removal area should extend 10 feet or more beyond the outer edge of the im- provement area, as practical. In addition to the removal of existing fills, the on-site materials within the building pad should be removed to a depth of 5 feet from building pad subgrade or 3 feet below the bottom of footings, whichever is deeper. On-site exca- vations are anticipated to produce clayey, expansive and corrosive soils On-site soils that possess a medium to very high expansion potential (i.e., expansion index of 51 or •: •. •:- . - lO7I3700l RIM= Pondoc 8 - , - Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 more) should not be placed within the upper 5 feet of compacted fill within the building . pad or within 3 feet of the bottom of foundations. Loose, unconsolidated materials should be removed prior to placing fill material at the site Ninyo & Moore should ob- serve the excavation prior to filling to evaluate the need for deeper removals. Locally ' deeper removals may be needed if loose, compressible or otherwise unsuitable materials are exposed during grading. The resulting removal surface should be scarified 8 inches, moisture conditioned, and recompacted to 90 percent relative compaction as evaluated - by American Society for Testing and Materials (ASTM) Test Method D 1557 8.1.4. Cut/Fill Transition Based on our review of the provided preliminary grading plans and the results of our subsurface evaluation, the proposed building pad may be underlain by a cut/fill transi- - - tioii. The proposed structure should not straddle a cut-fill transition. For the cut/fill transition, we recommend that the cut portions of the building pad be overexcavated to a depth of 3 feet below t6e bottom of foundations or one-third of the greatest fill depth beneath the building pad, whichever is deeper. Ninyo & Moore should observe the bot- tom of the excavated areas at the time of grading to assess the quality of the exposed - - - material, and to evaluate if additional removals are indicated. 8.1.5. Remedial Grading for Pavements -• From a geotecimical standpoint, we recommend the upper 2 feet of existing soils beneath pavement finished subgrade elevation be overexcavated, moisture conditioned, and re- , ' . compacted. The overexcavation area should extend 3 feet or more beyond the outer edge of the improvement area, as practical On-site soils may be reused in pavement areas and 7. recompacted in accordance with the Compacted Fill section of this report. 816 Slopes Unless otherwise recommended by Ninyo & Moore and approved by the regulating agencies, fill and cut slopes should not be steeper than 2:1 (horizontal vertical) • I0713700IRPizzaPortdoc 9 4f1nqo.&jtir P. Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 'fl W. Compaction of the face of fill slopes should be performed by backrolling at intervals of 4 feet or less in vertical slope height or as dictated by the capability of the available equipment, whichever is less Fill slopes should be backrolled utilizing a sheepsfoot- .-I • 4' Site runoff should not be permitted to flow over the tops of slopes Positive drainage should be established away from the slopes This may be accomplished by incorporat- ing brow ditches placed at the top of the slopes to divert surface runoff away from the slope face where drainage devices are not otherwise available The on-site soils are likely to be susceptible to erosion, therefore, the project plans and 4 - •- _, , specifications should contain design features and construction requirements to mitigate erosion of on-site soils during and after construction Imported fill materials should be evaluated for suitability by Ninyo & Moore prior to their use in constructing fill slopes • .,-, 8.1.7. Temporary Excavations and Shoring During the performance of excavations, Occupational Safety and Health Administra- tion (OSHA) requirements pertaining to worker safety should be met Site soils should be considered to be "Type C" in accordance with the California Title 8 Construction Safety Orders We further recommend that the construction method provided herein be carefully evaluated by a qualified specialty contractor prior to commencement of the construction The responsibility for temporary excavation support and safety should rest with the contractor. type roller. Care should be taken in maintaining the desired moisture conditions and/or reestablishing them, as needed, prior to backrolling. The placement, moisture condition- ing, and compaction of fill slope materials should be done in accordance with the recommendations presented in the Compacted Fill section of this report. 10 T Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 8.1.8. Materials for Fill The on-site earth materials that possess medium to very high expansion potential are not suitable for reuse as fill beneath the proposed building pad. However, on-site soils that are free of organic material, clay lumps, debris, and rocks greater than approximately 6 inches in diameter are suitable for reuse as fill in pavement areas and landscaped areas. Imported - A - fill soils should be free of trash, debris, roots, vegetation, or deleterious materials Im- ported fill material should generally be granular soil with a very low to low expansion potential (i.e., an El of 50 or less as evaluated by ASTM D4829) that are free of organic material, clay lumps, debris, and rocks greater than approximately 6 inches We recom- mend that the imported materials meet the Caltrans (2003) and American Concrete Institute (ACT) 318 criteria for non-corrosive soils (i.e., soils having a chloride concentra- tion of 500 parts per million [ppm] or less, a soluble sulfate content of approximately I 0 10 percent [1,000 ppm] or less, and a pH value of 5.5 or higher) Materials for use as fill should be evaluated by Ninyo & Moore's representative prior to filling or importing 8.1.9. Compacted Fill . I Prior to placement of compacted fill, the contractor should request an evaluation of the ex- posed ground surface by Ninyo & Moore Unless otherwise recommended, the exposed 1 ground surface should then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve moisture contents generally above the optimum moisture content The scarified materials should then be compacted to a relative compaction of 90 percent as 'evaluated in accordance with ASTM D 1557. The evaluation of compaction by Ninyo & Moore should not be considered to preclude any requirements for observation or approval by -. governing agencies. It is the contractor's responsibility to notify this office and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review. Fill materials should be moisture conditioned to generally above the laboratory optimum • - - - moisture content prior to placement. The optimum moisture content will vary with material t• 4 . .. _ - 4.. - T . :- 197137001 Rpizzapotdoc . ,- Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011' Gateway Road, Carlsbad, California Project No. 107137001 type and other factors. Moisture conditioning of fill soils should be generally consistent within the soil mass. V . . Prior to placement of additional compacted fill material following a delay in the grading V operations, the exposed surface of previously compacted fill should be prepared to receive . fill Preparation may include scarification, moisture conditioning, and recompaction Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose thick- ness.- Prior to compaction, each lift should be watered or dried as needed to achieve a moisture content generally above the laboratory optimum, mixed, and then compacted by mechanical methods to a relative compaction of 90 percent as evaluated by ASTM D 1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved. The upper 12 inches of subgrade soil beneath pavements should be compacted to a V V 'V relative compaction of 95 percent as evaluated byASTM D 1557 V 8.1.10. Utility Trench Backfill V In general, onsite soils with an organic content of less than approximately 3 percent by vol- ume (or 1 percent by weight) are suitable for use as trench zone backfill outside of the building pad. For the purpose of this report, the trench zone is considered to extend from V V •, ' 1 foot above the top of the pipe to the top of the trench. The backfill material should not V V •' generally contain rocks or lumps greater than approximately 3 inches, and particles not V V - more than approximately 30 percent larger than 3/4 inch. Larger chunks, if generated during V - excavation, may be broken into acceptably sized pieces or disposed of offsite. V - V V In general, onsite soils are not considered suitable for reuse as trench zone backfill within V •. the limits of the building pad. We recommend that the imported materials be used for V V trench zone backfill within the limits of the building pad The imported material should • V consist of granular soil with a very low to low expansion potential that is free of organic ; material, clay lumps, debris, and rocks greater than approximately 3 inches and should meet the Caltrans (2003) and American Concrete Institute (ACT) 318 criteria for non-corrosive V soils V V - V V 4 07137001 R Pi= : doc 12 Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 ,Gateway Road, Carlsbad, California Project No. 107137001 8.2. Seismic Design Considerations The proposed improvements should be designed in accordance with the requirements of, governing jurisdictions and applicable building codes. Table 1 presents the seismic design parameters for the sites in accordance with CBC (2010) guidelines and mapped spectral ac- celeration parameters (USGS, 2011). r-.. Table 1 - Seismic Design Parameters 'I. .4." '4 Parameter Value Site Class D 'Site Coefficient, Fa 1.000 Site Coefficient, F 1.381 Mapped Short Period Spectral Acceleration, Ss 1.106g Mapped One-Second Period Spectral Acceleration, S 0.419g Short Period Spectral Acceleration Adjusted For Site Class, SMS 1. 106g One-Second Period Spectral Acceleration Adjusted For Site Class, 5M1 0.579g Design Short Period Spectral Acceleration, Ss 0.737g Design One-Second Period Spectral Acceleration, SDI 0.386g I. a 8.3. Shallow Foundations The following foundation recommendations are provided based on the assumption that the earthwork for the building pad preparation are performed in accordance with the previous recommendations Continuous perimeter footings and isolated spread footings for the pro- 4 .. - 'pbsed building should be founded at a depth of 18 inches below lowest adjacent grade. Perimeter footings should have a width of 18 inches. Isolated spread footings should have a - ' width of 24 inches. Footings at a depth of 18 inches that are founded on compacted granular fill soils may be designed for an allowable soil bearing pressure of 2,500 pounds per square foot (psO The allowable bearing pressure may be increased by up to one-third when consid- ering loads of short duration, such as wind or seismic forces. Foundations should be reinforced in accordance with the recommendations of the project structural engineer. We recommend that, as a minimum, continuous footings be reinforced ' ' "-. .' : with two No. 5 steel reinforcing bars, one placed near the top of the footing and one placed * near the bottom Due to the potential for corrosion, reinforcing bars should be covered by 3 or more inches of concrete 4 107137001 RPizzaporldoc 13 /11I1fjD3,,iftUIV - Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 Shallow foundations supported on compacted granular fill soils may be designed using a co- efflcient of friction of 0.30 (total frictional resistance equals the coefficient of friction times the dead load) at the concrete/soil interface A design passive resistance value of 250 psf of depth for level soil (with a maximum value of 2,500 pso may be used. The allowable lateral - resistance can be taken as the sum of the frictional resistance and passive resistance, pro- ' ' . vided the passive resistance does not exceed two-thirds the total allowable resistance. Passive resistance values may be increased by one-third when considering loads of short du- ration,-such as wind or seismic loads. Total settlement is estimated to be approximately 1 inch Differential settlement is estimated to be approximately Y2 inch F 8 4 Loading Dock Walls We understand that loading dock walls may be constructed at the site. Wall footings founded at :.- a depth of 18 inches in compacted granular fill soils may designed with an allowable bearing capacity of 2,500 psf. This allowable bearing pressure may be increased by up to one-third when considering loads of short duration such as wind or seismic forces. An equivalent fluid weight of 65 pounds per cubic foot (pcf) plus the applicable surcharge pressures be used for design of restrained retaining walls with level backfill. Loads due to traflimay be modeled as a 2-foot level surcharge of soil. This surcharge will act as a uni- form horizontal pressure of 120 psf against the wall The above values assume non-expansive, granular soil and free draining conditions. Meas- ures should be taken to avoid moisture buildup behind retaining walls. Drainage measures - should include a full height of wall zone of granular non-expansive soil backfill immediately - adjacent to the walls and a drain installed in general accordance with Figure 4. Expansive -soil should not be used for backfill. Free-draining conditions should be maintained so that no hydrostatic pressures are allowed to build up 16137001'R Pi. Port doc 14 -, Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 Gateway Road, Carlsbad, California & 1' August 12, 2011 Project No. 107137001 -' 8.5. Slabs-On-Grade Slabs-on-grade may be supported on granular compacted fill and should be designed by the project structural engineer based on anticipated loading and usage. We recommend that, as a - minimum, building slabs-on-grade have a thickness of 5 inches or more and be reinforced with NO. 4 steel reinforcing bars placed 18 inches on-center in each direction. The reinforcement should be located in the middle one-third of the slab height and "chairs" or other appropriate ' devices should be utilized to aid in the placement of the reinforcement. Appropriate placement . - of the reinforcement is vital for satisfactory performance. Frequent crack-control joints should - be constructed in accordance with the recommendations of the project structural engineer. . Ve recommend that interior slabs to be covered with moisture-sensitive flooring be under- lain by 2 inches of clean sand, an impermeable membrane ("visqueen") 10-mil or thicker, and 4 inches of clean sand Subgrade soil conditions should be evaluated in the field by - Ninyo & Moore. Subgrade soils underlying slab areas should be maintained in a moist con- • dition until just prior to pouring of slabs. 8.6. Corrosivity Laboratory testing was performed on a representative sample of near-surface soil to evaluate soil pH, electrical resistivity, water-soluble chloride content, and water-soluble sulfate con- tent. The soil pH and electrical resistivity tests were performed in general accordance with California Test (CT) Method 643. Chloride content tests were performed in general accor- dance with CT 422 Sulfate testing was performed in general accordance with CT 417 The laboratory test results are presented in Appendix B. The pH values of the tested samples were approximately 7.2 and 7.5. The electrical resistivities of the tested samples were approximately 450 and 470 ohm-centimeters. The chloride contents • • • of the tested samples were approximately 450 and 540 parts per million (ppm). The sulfate con- tents of the tested samples were approximately 0.090 and 0.5 10 percent by weight (i.e., 900 and 5,100 ppm) Based on the laboratory test results and Caltrans (2003) corrosion criteria, the pro- ject site would be classified as corrosive, which is defined as having earth materials with more I07I3700IRPizzaPortdoc 15 ) '. Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 than 500 ppm chlorides, more than 0.20 percent sulfates (i.e., 2,000 ppm), or a pH of 5.5 or less. Specifically, the site soils are corrosive to ferrous metals and concrete structures in contact with soil. I-. ..: ' 8.7. 'Concrete - Concrete in contact with soil or water that contains high concentrations of soluble sulfates can be subject to chemical deterioration Laboratory testing indicated the sulfate content of the samples tested were approximately 0.090 and 0 510, which are considered to possess a severe potential for sulfate attack based on CBC (2010) and ACT 318 criteria. Accordingly, we recommend that Type V cement be used for concrete structures in contact with soil and water-cement ratio of the concrete should be 0.45 or less In order to reduce the potential for shrinkage cracks in the concrete during curing, we rec- ommend that the concrete for proposed structures, be placed with a slump of 4 inches based on ASTM C 143. The slump should be checked periodically at the site prior to concrete pIacemnt. We also recommend that crack control joints be provided in slabs in accordance with the recommendations of the structural engineer to reduce the potential for distress due to minor soil movement and concrete shrinkage We further recommend that concrete cover over reinforcing steel for foundations be provided in accordance with ACT 318. The struc- tural engineer should be consulted for additional concrete specifications 8.8. Preliminary Pavement Design Based on the results of our subsurface exploration, review of the previous site geotechnical re- port (Southern California Geotechnical, 2005) with R-value results of 15 to 25 and our :: • ' experience with similar soils, we have estimated a design R-value of 10 for the preliminary ba- sis for design of flexible pavements at the project site Actual pavement recommendations should be based on R-value tests performed on bulk samples of the soils that are exposed at the finished subgrade elevations across the site at the completion of the mass grading operations IO7l3700lR Pizza Portdoc 16 Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 Based on our review of the City of Carlsbad.(2004) Engineering Standards, we understand that the City specifies the use of a Traffic Index (TI) of 4.5 for parking lots and 5.0 for drive aisles with an ADT greater than 500 and truck routes We recommend that the geotechnical consult- ant re-evaluate the pavement design, based on the R-value of the subgrade material exposed at the time of construction The preliminary recommended pavement sections are as follows Table 2 - Preliminary Flexible Pavement Sections • P Pavement Traffic Design Asphalt Concrete Caltrans Class 2 Area Index R-Value (inches) Aggregate Base (inches) Parking Lot 4.5 10 4.0 5.0 Truck Routes! 5.0 10 4.0 7.0 Drive Aisles with ADT > 500 . It is recommended that the upper 12 inches of the subgrade and Caltrans Class 2 aggregate base materials be compacted to a relative compaction of 95 or more percent relative density as evaluated by the current version of ASTM D 1557. In order to reduce the potential for rutting of the asphalt concrete (AC) paving by high im- . pact, statically stored equipment, such as trash dumpsters and loading docks, we recommend •• that these areas, as well as drainage swales and gutters, be paved with a rigid pavement see- - - tion consisting of 7Y2 inches of Portland Cement Concrete underlain by 6 inches of Caltrans Class 2 aggregate base materials 8.9.. Exterior Concrete Flatwork We recommend that exterior concrete flatwork be approximately 5 inches thick with No. 3 steel reinforcing bars placed 18 inches on center each way. Flatwork includes sidewalks and architectural features The subgrade soils should be scarified to a depth of 12 inches or more, moisture conditioned to near the optimum moisture content, and compacted to - -. • 90 percent relative compaction, as evaluated by the current version ofASTM D 1557. Posi- tive drainage should be established and maintained next to flatwork. 07137001 R Pizza Port doc 17 ' 'Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 .4 : To reduce the potential manifestation of distress to exterior concrete flatwork due to move- ment of the underlying soil, we recommend that such flatwork be installed with crack- . control joints at appropriate spacing as designed by the structural and civil engineer. Exte- 4 .. nor slabs should be underlain by 2 inches of clean sand A root barrier system between planned trees and flatwork should be considered 8.10. Site Drainage .4 - - 'Surface drainage should be provided to divert water away from structures and off pavement surfaces. Surface water should not be permitted to pond adjacent to the structure. Positive .f, drainage is 2 for distance 5 feet considered as a slope of percent or more a of or more away from the structure. Roof gutters should be installed on structures. Downspouts should dis- charge to engiiieered drainage systems away from structures, pavements, and flatwork. . .4'. 8.11. Pre-Construction Conference We recommend that a pre-construction conference be held The owner or the owner's represen- tative, the agency representatives, the civil engineer, Ninyo & Moore, and the contractor should be in attendance to discuss the plans and the project 8 12 Plan Review and Construction Observation The recommendations presented in this report are based on preliminary design plans for the proposed project and subsurface information disclosed by widely spaced explorations. It is 4 imperative that Ninyo & Moore check the subsurface conditions during construction Ob- servation and testing of compacted backfill and foundation excavations should be performed by Ninyo & Moore We further recommend that project plans be reviewed by the design en- - #• gineer and our offices before construction. It should be noted that upon review of the project I- plans and specifications, some recommendations presented in this report might be revised or modified to meet the project requirements -• -4 4 •, - .4- • _4_ 44 .. •1:,;.• 4. - .4•- •• ....• • . -4. 107137001 Pizza Port doc 18 - V Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No 107137001 9. LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or iinplied, is made regarding the conclusions, recommendations, and opinions pre- sented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction Uncertainties relative to subsurface conditions can be reduced through addi- tional subsurface exploration Additional subsurface evaluation will be performed upon request Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of structural issues, environmental concerns, or the pres- ence of hazardous materials This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein Ninyo & Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors It is suggested that the bidders and their geotechnical consultant per- form an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing - Our conclusions, recommendations, and opinions are based on an analysis of the observed site con- ditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if warranted, will be provided upon re- quest It should be understood that the conditions of a site could change with time as a result of . , natural processes or the activities of man at the subject site or nearby sites. In addition, changes to * V • the applicable laws, regulations, codes, and standards of practice may occur due to government ac- • -V- • . 107137001 RPuzzaPortdoc 19 ¼ -, Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 - -' S tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu- sions, and/or recommendations of this report by parties other than the client is undertaken at said 4., . parties' sole risk. S. . .5 . . - . .-- -- - 1 S '5 -:.•- S 5- 4 -. . --: •---- __5 0 0 i ..., :'- 5' S I I S S * t0113700lR Pizza Pondoc 20 NIJ7118 Gore. All Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 10. REFERENCES American Concrete Institute, 2008, Building Code Requirements for Structural Concrete (ACT 318-08) and Commentary (ACT 318R-08). Blake, T.F., 2001a, FRISKSP (ver. 4.00) A Computer Program for the Probabilistic Estimation of Peak Acceleration and-Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources. California Building Standards Commission (CBSC), 2010, California Building Code (CBC), Ti- tie 24, Part 2, Volumes I and 2. t California Department of Conservation, Division of Mines and Geology, 2008, Guidelines for • I Evaluating and Mitigating Seismic Hazards in California, CDMG Special Publication 11 7A. - California Department of Conservation, Division of Mines and Geology, 1998a, Maps of Known - Active Fault Near-Source Zones in California and Adjacent Portions of Nevada: Interna- tional Conference of Building Officials: dated February; - California Department of Transportation (Caltrans), 2003, Corrosion Guidelines, Version 1.0, Division of Engineering Services, Materials Engineering and Testing Services, Corrosion Technology Branch: dated September. California Geological Survey, 2006, Seismic Shaking Hazards in California, http II www.consrv.ca.gov/cgs/rghm/pshamaD/pshamain.html: last edited on October 30 Cao, T., Bryant, W. A., Rowshandel, B., Branum, D., and Willis, C. J., 2003, The Revised 2002 . California Probabilistic Seismic Hazards Maps: California Geological Survey. City of Carlsbad, 2004, Engineering Standards, Volume 1, General Design Standards GoOgle, Inc., 2011, www.googleearth.com. Hart, E.W., and Bryant, W.A., 1997, Fault-Rupture Hazard Zones in California, Aiquist-Priolo - Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California De- partment of Conservation, Division of Mines and Geology, Special Publication 42, with . - Supplements 1 and 2 added in 1999. Jennings, C.W., 2010, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1:750,000. Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007, - Geologic Map of the Oceanside 30x60-minute Quadrangle, California: California Geo- logical Survey, Regional Geologic Map No. 2, Scale 1:100,000 - . - .• • . Mualchin, L., and Jones, A.L., 1992, Peak Acceleration from Maximum Credible Earthquakes in California California Division of Mines and Geology, Open File Report 92-1 Mualchin, L, 1996, California Seismic Hazard Detail Index Map (and text) Caltrans - .'.- . r I:137001Rpzzapondoc 21 Fj/I1//DttOO1E . -' : Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No 107137001 Ninyo & Moore, In-house proprietary information. , Ninyo & Moore, 2011, Proposal for Geotechnical Evaluation, Proposed Pizza Port, Bressi Ranch - Business Park ,Gateway Road, Carlsbad, California, Proposal No. P-20352: dated July 6. : -: Norris, R.M., and Webb, R.W., 1990, Geology of California: John Wiley & Sons, pp. 541. Peterson, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Department of Conservation - Division of Mines and Geology Open File Report 96-08, and United States Department of the Interior United States Geological Survey Open File Report 96-706. Public Works Standards, Inc., 2009, "Greenbook," Standard Specifications for Public Works Construction. Smith Consulting Architects, 2011, Preliminary Site Plans A and B, Pizza Port, Bressi Ranch Lot 10: - dated April 20. Southern California Geotechnical (SCG), Inc., 2005, Geotechnical Investigation, Proposed Business Park, Bressi Ranch Lots 33-37, Planning Area 5, SEC Palomar Airport Road and El Fuerte, - Carlsbad California: dated March 3. ' -- Treiman, J.A., 1993, Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology. . United States Geological Survey, 1968 (photo-revised 1983), San Marcos Quadrangle, Califor- nia, San Diego County, 7.5-Minute Series (Topographic): Scale 1:24,000. - United States Geological Survey, 2011, Ground Motion Parameter Calculator v. 5.1.0, World -• . Wide Web, http://earthguake.usgs.gov/research/hazmaps/designl. - 2 .- •I07I37001RPizzaPort.doc 22 tøfIngo4ttutv .4 1 / II t,h.&41,4( MI44jI I 44' ./ L•' JU r "/ /IJJ \ -. ial LA rnd SOURCE: 2008 Tho—s Guide to, San Diego County. Street Guide and Dfirect.,y: Map 0 Rand MCNaly, R.L.07-S-129 t 0 EL S County San Diego SCALE IN FEET - 0 1,200 2,400 4,800 NOTE: DIRECTIONS, DIMENSIONSAND LOCATIONS ARE APPROXIMATE D MAP EXTENT - /$rIn,qO&Iftrtore SITE LOCATION FIGURE - I PROJECT NO. DATE PROPOSED PIZZA PORT RESTAURANT BRESSI RANCH BUSINESS PARK, LOT 1O - 107137001 I I GATEWAY ROAD 8/11 CARLSBAD, CALIFORNIA ••J ; • N Wc'Z 11 /_ \\ CALIFORNIA ff VAN JA 14 1 4 J •i4# $ Pal dale SA 11 N. f4U OpAS1 ,4 Pornona&3an o C x! 6' ISANAj - 4 1ZX. -Center •. 4 •b.?'- w. 40 1 010 vine . % . R; NxN \ \'-•. ' \. --@Iernent- •.. Ourit 4 Li ' 1 -. - \••. 4.J'Y'j .—'W4' .f \\ i0.,'\ '.r' P • -..EICenIro SA Ac - LEGEND SOURCE: Fault Activity Map of Cifornia, 2010, Jennings, C.W. and Bryant, WA, CALIFORNIA FAULT ACTIVITY California Geological Survey. HISTORICALLY ACTIVE QUATERNARY (POTENTIALLY ACTIVE) SCALE IN MILES HOLOCENE ACTIVE STATEICOUNTY BOUNDARY - LATE QUATERNARY I - (POTENTIALLY ACTIVE) 0 30 60 NOTES: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE lII1,54VO&IftOflfl FAULT LOCATIONS • FIGURE PROPOSED PIZZA PORT RESTAURANT PROJECT NO. DATE BRESSI RANCH BUSINESS PARK, LOT 10 - GATEWAY ROAD 1 07137001 8/11 CARLSBAD, CALIFORNIA - -. • .5 r. 4' • •, ' ' a Li - - ç PALOMAR At 0 — f 14, — -__ - 11 k — ---:' ' 'EXISTING - CONCRETE; " ' 0 ___ ___ I r,(BROW DrCH ' 4,0 XISTING ck- or 00 71 - \ Ilro V, SOURCE: Aerial Imagery -Photo Date: August, 2010; (CI Google Earth 2011 LEGEND Dl Di SCALE IN FEET TP-6 TEST PIT I TD=3.O TD =TOTAL DEPTH IN FEET 0 70 140 280 5' PROJECT BOUNDARY NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE 21 TEST PIT LOCATIONS FIGURE PROPOSED PIZZA PORT RESTAURANT PROJECT NO. I DATE BRESSI RANCH BUSINESS PARK, LOT 10 2 GATEWAY ROAD 107137001 8/11 CARLSBAD, CALIFORNIA 1- ..,. . SOIL BACKFILL COMPACTED TO 90% - RELATIVE COMPACTION * - 12 INCHES RETAINING WALL-\ 3/4-INCH OPEN GRADED GRAVEL WRAPPED V IN AN APPROVED GEOFABRIC. I1 12JNCIIES ; w I. - ./..:.....=. > FINISHED GRADE - GEOFABRIC ......... WALL FOOTIN 3 INCHES 44NCH-DIAMETER PERFORATED SCHEDULE 40 PVC PIPE OR EQUIVALENT INSTALLED WITH PERFORATIONS DOWN; 1% GRADIENT OR MORE TO A SUITABLE OUTLET a - 31. ON ASTM D1557 0.. S. 0 I . NOT TO SCALE 0 NOTE: AS AN ALTERNATIVE, AN APPROVED GEOCOMPOSITE DRAIN SYSTEM MAY BE USED. fll&*ll0rstfl#7 RETAINING WALL DRAINAGE DETAIL FIGURE PROJECT NO. DATE PROPOSED PIZZA PORT RESTAURANT BRESSI RANCH BUSINESS PARK, LOT 10 GATEWAY ROAD IA'74'7flfl1 - ,..-- CARLSBAD, CALIFORNIA -. . Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 '•••••. , •i: -' APPENDIX A TEST PIT LOGS Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory test pits The samples were bagged and transported to the laboratory for testing .1 --••. - • I 4 107137091 RPizaPortdoc • r II - OW W EXCAVATION LOG Explanation of Test Pit, Core, Trench and , zj5 Hand Auger Log Symbols EXPLANATION SHEET - 0 > W 0 PROJECT NO. DATE 0 SM FILL - Bulk sample. Dashed line denotes material change. - ML - 1 - Drive sample. - Sand cone performed. - - - - - 4 - Seepage Groundwater encountered during excavation. - No recovery with drive sampler. - - - - - - - 2 - Groundwater encountered after excavation. - - Sample retained by others. Shelby tube sample. Distance pushed in inches/length of sampk C - - - recovered in inches C xx/xx - - - - - 3 - - - —No recovery with Shelby tube sampler. SM ALLUVIUM Solid line denotes unit change. Attitude: Strike/Dip . . Bedding Contact - -, - - - j: Joint . f: Fracture F: Fault • cs: Clay Seam 5 - - - 5: Shear bss: Basal Slide Surface - . - - . sf: Shear Fracture • - - - sz: Shear Zone sbt: Sheared Bedding Surface - • .. . The total depth line is a solid line that is drawn at the bottom of the • - - - - - - - excavation log. SCALE: 1 inch -= 1 foot Tettpt eanon.I LL z DATE EXCAVATED 7/18/11 TEST PIT NO. 1P.l - - GROUND ELEVATION Existing Grade LOGGED BY MJG METHOD OF EXCAVATION Backhoe 'TEST PIT LOG PROPOSED PIZZA PORT RESTAURANT BRESSI RANCH BUSINESS PARK, LOT 10 a. c0 T w * GATEWAY ROAD, CARLSBAD, CALIFORNIA LIJ . co LOCATION See Figure 2 PROJECT NO. DESCRIPTION DATE 107137001 8/11 CL FILL: Light brown, damp stiff, sandy CLAY trace gravel and cobbles Brownish gray; moist. Light brown. ' .\....._..... . . Brownish gray. f - . 6 ML [gMbrow moist, medium dense, sandy SILT. ' • . -. - 141 -- - . Light reddish brown. I - SANTIAGO FORMATION: .9 - - Gray, damp, weakly cemented, sandy SILTSTONE. - - - - Total Depth = 9 feet. Groundwater not encountered. - Backfilled on 7/18/I1. Note: Groundwater, though not encountered at the time of excavation, may rise -, - 12 - to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. - 15 LSCALEn)3 - ft.- ,r - P •, -- * •.•; .. .,, . .1• - - 14Yn1qc&Ipuür DATE EXCAVATED 7/18/11 TEST PIT NO. TP.2 GROUND ELEVATION Existing Grade LOGGED BY MJG TEST PIT LOG - - METHOD OF EXCAVATION Backhoe PROPOSED PIZZA PORT RESTAURANT .• BRESSI RANCH BUSINESS PARK, LOT 10 o. c g LU GATEWAY ROAD, CARLSBAD, CALIFORNIA c - C-) 0 0 LOCATION See Figure 2 DESCRIPTION DATE = CL FILL: I Light brown, damp stiff, sandy CLAY trace gravel and cobbles 6 Moist. Grayish brown -b - - 157 SANTIAGO FORMATION Brownish gray, moist, weakly indurated, sandy CLAYSTONE. Total Depth = 10.5 feet. Groundwater not encountered. - - - 12 - - - Backfilled on 7/18/I1. - Groundwater, though not encountered at the time of excavation, may rh - to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. - - - -- _t , , , •_t - 1' ' -• - SCALE = 1 in./3 ft. 4- a fIfl/fO&I43'V DATE EXCAVATED 7/l8/I i TEST PIT NO. TP-3' co - W - GROUND ELEVATION Existing Grade LOGGED BY MJG METHOD OF EXCAVATION Backhoe - TEST PIT LOG PROPOSED PIZZA PORT RESTAURANT BRESSI RANCH BUSINESS PARK, LOT 10 GATEWAY ROAD, CARLSBAD, CALIFORNIA . CD LOCATION See Figure 2 DESCRIPTION DATE 8/11 CL F Lk \ ' / Ugifl brown, damp, stiff, sandy CLAY; trace gravel. SANTIAGO FORMATION: . Gray, moist, weakly indurated, sandy CLAYSTONE. / - 15.5 • Gray, moist, weakly indurated SILTSTONE. _L - - - Total Depth = 6.5 feet. Groundwater not encountered. • - - - Backfilled on 7/18/I1. -9 1 ' Note: Groundwater, though not encountered at the time of excavation, may rise to a higher level due to seasonal variations in precipitation and several other - -- factors as discussed in the report 1111111112 15 SCALE iin.I3ft. .-' .... - i'4 :'•, '4. 4. tv '4 , 1 4•1', • ,,, 4 4 4 .:' . .. . , - . .4 - 44+ • • ' : - -. . .':- - . 45. f4 4'' . r DATE EXCAVATED 7/18/I1 TEST PIT NO. TP4 - E- GROUND ELEVATION Existing Grade LOGGED BY MJG METHOD OF EXCAVATION Backhoe TEST PIT LOG , PROPOSED PIZZA PORT RESTAURANT BRESSI RANCH BUSINESS PARK, LOT JO c W 10 GATEWAY ROAD, CARLSBAD, CALIFORNIA . 5 LOCATION See Figure 2 PROJECT NO. DATE DESCRIPTION M 107137001 8/11 CL FILL: - 146 - Light brown, moist, stiff, sandy CLAY; trace gravel and cobbles. - - - SANTIAGO FORMATION: Brownish gray, moist, weakly indurated, silty CLAYSTONE. - • - ' . 166 3 Total Depth 5 feet. - • . Groundwater not encountered. Backfilled on 7/18/I1. . - - Note. Groundwater, though not encountered at the time of excavation, may rise to a higher level due to seasonal variations in precipitation and several other . . factors as discussed in the report. .9 - 1.- 4. - - - - - - -12 - - - - '• 15 - 4 • t•L' - . - - - -- JR[Tfl DATE EXCAVATED 7/18/11 TEST PIT NO. TP-5' - GROUND ELEVATION Existing Grade LOGGED BY MJG TEST PIT LOG - E . METHOD OF EXCAVATION Backhoe PROPOSED PIZZA PORT RESTAURANT BRESSI RANCH BUSINESS PARK, LOT 10 c U [Li GATEWAY ROAD, CARLSBAD, CALIFORNIA ' U LOCATION See Figure 2 DESCRIPTION - PROJECT NO. DATE 8.5 CL LILL - 8.7 Light brown, damp, stiff,sandy CLAY; few gravel and cobbles. Brownish gray; moist. Brown; damp. _._... , - - I -6 - / Black filter fabric. SANTIAGO FORMATION: . Yellowish gray, moist, weakly indurated, sandy SILTSTONE. - - - - -- Silty. Total Depth = 10.5 feet. . . Groundwater not encountered. —;-.--- -12 Backfilled on 7/18/I1. - - - - - Note: Groundwater, though not encountered at the time of excavation, may rise - . 1-15 to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. - • - - _ _________J.8 ____ •-•• -, - - - - - ALE T1n./3ft. I. t t a., C DATE EXCAVATED 7/18/11 TEST PIT NO. TP.6 E GROUND ELEVATION Existing Grade LOGGED BY MJG TEST PIT LOG - - I METHOD OF EXCAVATION Backhoe PROPOSED PIZZA PORT RESTAURANT BRESSI RANCH BUSINESS PARK, LOT 10 2 W GATEWAY ROAD, CARLSBAD, CALIFORNIA U) LOCATION See Figure 2 PROJECT NO. DATE DESCRIPTION I 107137001 8/11 -=rThkL Light brown, damp, stiff, sandy CLAY; trace gravel. - - - - SANTIAGO FORMATION: - - - Brownish gray, damp, weakly cemented, sandy SILTSTONE. - - - Total Depth = 3 feet. Groundwater not encountered. - Backfihled on 7/18/I1. - - - - - Groundwater, though not encountered at the time of excavation, may rise - 6 to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. - • • -9 - - - - -12 -15 I P. - - I I I .4 - - - - ------ - - Rfl SCALE = 1 in /3 it - Proposed Pizza Port Restaurant, Bressi Ranch Business Park, Lot 10 August 12, 2011 Gateway Road, Carlsbad, California Project No. 107137001 1 - APPENDIXB LABORATORY TESTING Classification -' Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488 Soil classifications are indicated on the logs of the exploratory test pits in Appendix A. Moisture Content The moisture content of samples obtained from the exploratory test pits was evaluated in accor- dance with ASTM D 2216. The test results are presented on the logs of the exploratory test pits in Appendix A • Expansion Index Tests The expansion indexes of selected materials were evaluated in general accordance with Uniform - Building Code (UBC) Standard No. 18-2 (ASTM D 4829). The specimens were molded under a • • specified compactive energy at approximately 50 percent saturation (plus or minus 1 percent). The prepared 1-inch thick by 4-inch diameter specimens were loaded with a surcharge of • 144 pounds per square foot and was inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. The results of these tests are presented on Figure B-i. - Soil Corrosivity Tests 0 Soil pH, and resistivity tests were performed on representative samples in general accordance with - CT 643 The soluble sulfate and chloride contents of the selected samples were evaluated in general accordance with CT 417 and CT 422), respectively. The test results are presented on Figure B-2 _o - 05 - . r 00 • ••t ••- --•-,,.• , • . -. 0 • - * • 4 - . 4 00 * - 4-, •-.• -- 0 ( 0 * - 107137001 RPizzaPort.doc 0 • 0/ - 4-.' -4 PERFORMED IN GENERAL ACCORDANCE WITH D UBC STANDARD 18-2 ASTM D 4829 4 3 4 .4 --- EXPANSION INDEX TEST RESULTS PROJECT NO. DATE PROPOSED PIZZA PORT RESTAURANT - . BRESSI RANCH BUSINESS PARK, 10110 107137001 . 8/11 GATEWAY ROAD. CARLSBAD. CALIFORNIA SAMPLE LOCATION SAMPLE DEPTH (FT) INITIAL MOISTURE (%) COMPACTED DRY DENSITY (PCF) FINAL MOISTURE (%) VOLUMETRIC SWELL (IN) EXPANSION INDEX POTENTIAL EXPANSION TP-1 3.0-3.5 10.0 108.0 20.1 0.080 80 Medium ,TP-2 - , 7.0-8.0 10.0 108.3 20.6 0.055 55 Medium TP-3 3.0-5.0 14.0 - 97.4 29.4 0.122 122 High FIGURE.. 107137001 El Pgu I ds ci SAMPLE : LOCATION SAMPLE DEPTH (Fl) pH 1 RESISTIVITY (Ohm-cm) 2 SULFATE CONTENT CHLORIDE CONTENT 3 (ppm) N (ppm) TP-1 3.0-3.5 7.5 470 5,100 0.510 540 TP-3 - . -•, I 3.0-5.0 7.2 450 900 0.090 450 I / 'I.. PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 ., _t -. •. ,- .• 4 , 3 I . 1. fI7ff4l&ff6M CORROSIVITY TEST RESULTS PROJECT NO. DATE PROPOSED PIZZA PORT RESTAURANT - . . BRESSI RANCH BUSINESS PARK, LOT 10 107137001 8/11 GATEWAY ROAD, CARLSBAD, CALIFORNIA 107137001 CORROSMTY Page ixIs _'-, - --• - _•,9••••• -., FIGURE B-2 —a. M Briefly describe proposed project: RESTAURANT & BREWERY Signature of Owtir or FOR OFFICAL USE ONLY: true and correct. DATE: I -II Date '• OFFICE USE ONLY RECORD ID #_____________________ SAN DIEGO REGIONAL HHMBP#_______________ HAZARDOUS MATERIALS QUESTIONNAIRE BP DATE I Business Name PIZZA PORT Business Contact Telephone # SEAN FARRELL (760)717-3535 Project Address City State Zip Code APN# 2730 GATEWAY ROAD CARLSBAD CA 92009 213-263-24,25,26 Mailing Address ' City State Zip Code Plan File# Project Contact ' JAIME RAIVIIREZ Telephone # (858) 793-4777 -. I ne roilowung questions represent the tacihity's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not reguired for pro*ects within the City of San , Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. ,. Occupancy Rating: Facility's Square Footage (including proposed project): r, 1.Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases •. 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3: Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART III: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISION (HIVID). If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: Expected Date of Occupancy: 0 CaIARP Exempt - YES NO (for new construction or remodeling projects) Date Initials 0 Isyóur business listed on the reverse side of this form? (check all that apply). 2. 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 CaIARP Required Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 / q ........ pounds and/or 200 cubic feet? Date Initials '.. 4. - rD Will your business store or handle carcinogens/reproductive toxins in any quantity? 5. t 0 1 Will your business use an existing or install an underground storage tank? 0 CaIARP Complete ¶6. 0 191 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)? . Date Initials 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). - PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 below is no or the answer to any of the .'. Questions #2-5 is yes, applicant must contact the APCD at 10124 Old Grove Road, San Diego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance 'of a building or demolition permit. If the answer to questions #4 or #5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 , working days prior to commencing demolition or renovation. (Some residential projects may be exempt from the notification requirements. Contact the APCD for ,more information.) . . . YES • NO • - . ' , 1: 0 ' Has a survey been performed to determine the presence of Asbestos Containing Materials? 2. , 0 '., I Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at htto://www.sdacd.orgIinfo/factsIermits.df, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). 3., 0 0 (ANSWER ONLY IF QUESTION 1 I YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at hfto:I/.cde.ca.qov/re/sdI for public and private schools or contact the appropriate school district). 1 4.-, 0 ' Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5..0 ___Will there be demolition involving the removal of aloadsupportingstructural member? Briefly describe business activities: -. - RESTAURANT & BREWERY of _eurythattothebest of my knowledge 'Name of Owner or Authorized Agent , I • ., - 'FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:_______ .BY: ' EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD . APCD COUNTY-HMD APCD ' COUNTV-HMD APCD .4 .. , - • S ' S., - A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (03/14) • - ,.. County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date 1/12/15 Business Name PIZZA PORT Street Address 2730 GATEWAY ROAD Email Address SEAN@PIZZAPORT.COM PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting I Finishing Battery Manufacturing • Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting / Forming Pesticide Manufacturing/ Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) -Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing • Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching I Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing - Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap I Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief descript!on of business activities (Production I Manufacturing Operations):______________ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume'of industrial wastewater to be discharged (gal I day): List hazardous wastes generated (type / volume): - Date operation began/or will begin at this location: * Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: - - Site Contact SeL4C L4-r'10211 L- Title Signature Phone No. ,Q ENCINA WASTEWATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 433941 FAX: (760) 476-9852