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2525 EL CAMINO REAL; 105; CB163800; Permit
Crcityof Carlsbad Commercial Permit Print Date: 10/16/2018 Permit No: C8163800 Job Address: 2525 El Camino Real, 105 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 10/11/2016 Valuation: $457,800.00 Reference U: Issued: 01/04/2017 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: MCoII Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 10/16/2018 4:46:14PM Project Title: Description: THE SHOPPES: 10,000 SF TI IN PREPARATION FOR FUTURE TENANT Owner: Contractor: R P I CARLSBAD LP THE WHITING TURNER CONTRACTING CO 1114 Avenue Of The Americas, Floor 45 New York, NY 10036-7700 214-660-5232 x215232 858-792-0600 BUILDING PERMIT FEE $2000+ $1,752.90 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 GREEN BUILDING STANDARDS PLAN CHECK $166.11 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $55.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $86.00 5B1473 BUILDING STANDARDS FEE $19.00 STRONG MOTION-COMMERCIAL $128.18 Total Fees: $2,440.19 Total Payments To Date: $2,440.19 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. / 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov HE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING DENGINEERING DBUILDING EJFIRE DHEALTH EJHAZMATIAPCD (city of Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. (j Est. Value Plan Ck. Deposit Date fl- — It r $457,800 18.16 JOB ADDRESS I SUITE#/SPACE#/UNFE# APN 2525 El Camino Real 15b I 156 - 302 - 08 - The Shoppes at Carlsbad I Ill-B I M MINOR SHELL WORK FOR SPACE #105. DEMOLISH EXISTING TENANT FINISHES, PATIO, UTILITIES AND DEMISING WALLS. RELOCATE PHONE ROOM, EXIT STAIR, & UTILITY METER. 10,000sf EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Retail Mall Retail Mall YESG#. NO YES NOD YES[Z]NOD APPLICANT NAME-PROPERTY .... .......... Steven Ruiz, LDA Design Group OWNER NAME Kyle Godat, Rouse Properties ADDRESS ADDRESS 3500 W Burbank Blvd 555 Broadway Suite 1019 CITY STATE ZIP CITY STATE ZIP Burbank CA 91505 Chula Vista CA 91910 PHONE FAX PHONE FAX 818-972-5080 818-848-3895 619-427-6701 EMAIL EMAIL stevenrIdadesigngroup.com kyIe.godatrouseproperties.com DESIGN PROFESSIONAL Donald D. Linane AlA CONTRACTOR BUS. NAME ,. Rob Prather Whitina Turner Contractina Cc ADDRESS 3500 W. Burbank Blvd ADDRESS 250 Commerce Street, Suite 150 CITY STATE ZIP CITY STATE ZIP Burbank CA 91505 Irvine CA 92602 PHONE FAX PHONE FAX 818-972-5080 818-848-3895 949-863-0800 EMAIL EMAIL donI(Idadesigngroup.com Rob.Prather(whiting-turner.com STATE LIC. # STATE LIC.# 3(UC7 CLASS CITY BUS. LIC.# C 18772 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a perm itto construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 0000310"" (30UP1301WOOG9 -: Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: U 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. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the performance of the work for whih this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subjct an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, dmages as pro ided 07'lp Section 3706 of the Labor code, interest and attorney's fees. .CONTRACTOR SIGNATURE - IAGENT DATE (v - I hereby affirm that lam exempt from Contractor's License Law for the following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contrasting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan 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 properly improvement J:IYes [:]NO I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone / contractors' license number): - I will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): ..PROPERT'( OWNER SIGNATURE []AGENT DATE aioo 000VOOM 00Q 000cQ3001DQ9)V0a0koioo@ ioicaoii ()0S7 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 VNo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? [—,Yes [No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [ JYes [/ 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. leamomamoom (OODO(Z)@ Z@QO(c? I hereby affirm that there is a construction tending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name 1 - I LendefsAddress (GOOO?O®&) - I certify that l have read the application and state that the above information isarntGtand that the information on the plans is accurate. I agree to complywith all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE 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 provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permits not commenced within 180 days from the date ofsuch permitorifthe building or ed by such permit issuspended or abandoned at any time after the work is commenced for a period of 180 lays (Section 106.4.4 Uniform Building Code). .."APPUCANT'S SIGNATURE EIii STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email buitdingã)carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME I - 1 OCCUPANT NAME 4DDRESS -- BUILDING ADDRESS ITY —STATE .i L ZIP CITY STATE ZIP_ Carlsbad CA I 'HONE FAX L EMAIL _--- OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS OPICK UP: D CONTACT (Listed above) 0 CONTRACTOR (On Pg. 1) 1MAIL TO: LCONTACT (Listed above) D CONTRACTOR (On Pg. 1) MAIL/ FAX TO OTHER: L []OCCUPANT (Listed above) D OCCUPANT (Listed above) D ASSOCIATED CB#_________________________ D NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION - .APPLICANT'S SIGNATURE [ DATE DATE ) Permit Type: BLDG-Commercial Application Date: 10/11/2016 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 01/04/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled - Expiration Date: 04/15/2019 Address: 2525 El Camino Real 105 - Carlsbad, CA 92008-1206 IVR Number: 717591 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing joists/roof sheathing at Line 5-6 & Yes J-M 04/17/2017 04/17/2017 BLDG-84 Rough 020189.2017 Partial Pass Michael Collins Reinspection Incomplete - Combo(1424,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 North exterior(Cheesecake), ongoing Yes Frame-Steel-Bolting-Welding (Decks) - 04/20/2017 04/20/2017 BLDG-17 Interior 020597-2017 Passed Michael Collins Complete * Lath/Drywall . Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior Densglass at Line N & 7-8. Yes 06/06/2017 06/06/2017 BLDG-Final 025498.2017 Failed Michael Collins . Reinspection Complete Inspection BLDG-Building Deficiency - No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final / No BLDG-Electrical Final No 12/2212017 12/22/2017 BLDG-Final 044112.2017 Cancelled Michael Collins Reinspection Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final : - No BLDG-Electrical Final No 01/09/2018 01/09/2018 BLDG-Final 045351-2018 Partial Pass Michael Collins Reinspection Inspection Checklist Item COMMENTS Passed - BLDG-Building Deficiency Partial Yes BLDG-Plumbing Final - Yes - . - BLDG-Structural Final Yes BLDG-Electrical Final * - . Yes 10/16/2018 10/16/2018 BLDG-Final 073365.2018 Passed Michael Collins Inspection Complete Incomplete Complete October 16,2018 - Page 4of6 Permit Type: BLDG-Commercial Application Date: 10/11/2016 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 01/04/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiratièn Date: 04/15/2019 Address: 2525 El Camino Real 105 Carlsbad, CA 92008-1206 IVR Number: 717591 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 04/05/2017 04/06/2017 BLDG-14 019190.2017 Passed Michael Collins Complete • Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Stairway 5 wall frame only. . Yes 04/06/2017 04/06/2017 BLDG-14 019085-2017 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Stairway 5 . Ys BLDG-34 Rough 019084.2017 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Stairway 5 Yes 04/07/2017 04/07/2017 BLDG-14 019218-2017 Partial Pass Paul York Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) - Checklist Item COMMENTS Passed • BLDG-Building Deficiency . No 04/10/2017 04/10/2017 BLDG-16 Insulation 019421-2017 Passed Michael Collins Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Stairwell 5 walls. Yes 04/11/2017 04/11/2017 BLDG-14 019623.2017 Passed Michael Collins Complete Frame/Steel/Bolting! - • Welding (Decks) Checklist Item .COMMENTS Passed BLDG-Building Deficiency Triple 2x14 at Line J-K & 5 - Yes BLDG-Building Deficiency Stairway 5 Yes 04/1212017 04/12/2017 BLDG-15 019736.2017 Passed Michael Collins • Complete • Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Continuation of roof joists Yes 04/13/2017 04/13/2017 BLDG-15 019926-2017 Passed Michael Collins Complete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Ongoing roof joists/sheathing. Yes 04/14/2017 04/14/2017 BLDG-16 020116.2017 Passed Michael Collins Complete Roof/ReRoof (Patio) October 16, 2018 • Page 3of5 I Permit Type: BLDG-Commercial Application Date: 10/11/2016 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 01/04/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 04/15/2019 Address: 2525 El Camino Real 105 Carlsbad, CA 92006-1206 - IVR Number: 717591 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed / . BLDG-Building Deficiency Grease interceptor No - BLDG-Building Deficiency Grease interceptor and grease waste from Yes building. 2nd stop. BLDG-Building Deficiency Building supply Yes 03114/2017 03/13/2017 BLDG-22, 016421-2017 Passed Michael Collins Complete Sewer/Water Service Checklist Item COMMENTS . Passed BLDG-Building Deficiency Grease interceptor and grease waste from Yes building 03/15/2017 03/16/2017 BLDG-11 016619-2017 Passed Michael Collins Complete FoundationlFtg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Shot Crete wall steel, Line N & 5-8. Yes BLDG-12 Steel/Bond 016603-2017 Passed Michael Collins Complete ,Beam -' Checklist Item COMMENTS Passed BLDG-Building Deficiency Shotcrete wall steel, Line N &5-8. Yes 03/20/2017 03/20/2017 BLDG-12 Steel/Bond 016991-2017 Partial Pass Michael Collins Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Line L2-N & Line 4. Yes 03/21/2017 03/21/2017 BLDG-12 Steel/Bond 017233-2017 Passed Michael Collins Complete Beam Checklist Item COMMENTS . Passed BLDG-Building Deficiency Shotcrete wall Line 4 & L-N, 1.5 & L.5 Yes BLDG-Building Deficiency Line L2-N & Line 4. Yes 03/27/2017 03/24/2017 BLDG-21 017645-2017 Partial Pass Michael Collins Reinspection Incomplete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed- BLDG-Building Deficiency No * Checklist Item COMMENTS , Passed BLDG-Building Deficiency 4in. underground vent frori interceptor to Yes building. . 03/30/2017 03/30/2017 BLDG-12 Steel/Bond 018303-2017 Passed Michael Collins Complete Beam - r Checklist Item COMMENTS Passed BLDG-Building Deficiency Pan deck, Line 4-4.3 & L.2-N Yes c October 16,2018 Page 2of5 Permit Type: BLDG-Commercial . Application Date: 10/11/2016 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 01/04/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 04/15/2019 Address: 2525 El Camino Real 105 Carlsbad, CA 92006-1206 IVR Number: 717591 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-14 020339.2017 Requested Paul York Incomplete Frame/Steel/Bolting! - Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/28/2017 02/28/2017 BLDG-14 015048-2017 - Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Demising wall frame only at Line 6-6.1 and Yes H-M. No MEPs. -. f - 03/03/2017 03/03/2017 BLDG-81 015360.2017 Passed Michael Collins Complete Underground Combo(11,12,21,31) Checklist Item . COMMENTS Passed BLDG-li Foundation-Ftg-Piers Partial at Line4-8 & L-M. Yes (Reber) BLDG-21 Yes Underground-Underfloor - Plumbing 03/08/2017 03/08/2017 BLDG-12 Steel/Bond 016838.2017 Failed Michael Collins Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-21 015839.2017 Partial Pass Michael Collins Reinspection Incomplete Underground/Under! loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Building supply . Yes 03/09/2017 03/09/2017 BLDG-12 Steel/Bond 016014-2017 Passed . Michael Collins Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Lower level at Line 5-7 & K-L.5, upper level Yes pan deck at Line 5-6 & M-N. 03/13/2017 03/13/2017 BLDG-21 016236.2017 Failed Michael Collins Reinspection Complete Underground/Under! loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Grease interceptor No BLDG-Building Deficiency Building supply Yes October 16 2018 Page 1 0f5 RECORD COPY CITY OT CARLSBAD INSPECTION RECORD Building Division lI INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB C6163800 2525 ELCAMINO REAL 105 THE SHOPPES: 10,000 SF TI IN PREPARATION FOR FUTURE TENANT TI COMM Lott LD.A DESIGN GROUP El CALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTION El FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadca.gov/fluilding AND CLICK ON "Request Inspction" I, II—, If "YES" is checked below that Division's divisions approval is required prior the to requesting a Final below. Building Inspection. If you have any questions fax to please call 760-602-8560, the applicable at email to bldginspectlons@carlsbadca.gov phone numbers provided After all or bring in a COPY of required approvals are signed off- this card to: 1635 Faraday Ave., Carlsbad. For Inspection times -or to speak to an thspeitor call 760-602-2700 bot?'een 7: -:00am the Iy of yOU1 il)Spt4Ofl. WOM Required Prior to Requesting Building Final If Checked YES Date Notes Pl..ning/Laindscape 760-944-8463 Allow 48 hours CM&I (Engineering Inspections) 760-438-3891 Call before 2 pm b MA Fire Prevention I6I10)2Lf6!.T Allow L1:Jhours MR. M, Type of Inspection Type of Inspection #11 FOUNDATION Date )3/Oe/11 Inspector r.i!I;1L.i.1 Date #31 DELECTRICUNDERGROUND DUFER Inspector #12 REINFORCED STEEL 37o) j7 frk. #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 0 ELECTRIC SERVICE 0 TEMPORARY OGROUT O WALL DRAINS #35 PHOTOVOLTAIC #10 TILT PANELS _ #39 FINAL #11 POUR STRIPS 3/be/Il I4 #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME 0 FLOOR 0 CEILING 0 DUCT & PLENUM 0 REF. PIPING #15 ROOF SHEATHING ("4. #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #49 FINAL #16 INSULATION 1;Ti1lPIiJ I:I.1.1(.JI(.J #18 EXTERIOR LATH 4 -1 v1t. #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRYWALL 0,4711 #82 DRYWALL,EXT LATH, GASTES (17,18,23) #51 POOL EXCA/STEEL/BOND/FENCE #83 ROOF SHEATING, EXT SHEAR (13,15) #55 PREPLASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 1-Bar (14,24,34,44) coo cooE # PLUMBING Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) /t.) J/$ frji #22 DSEWER&BL/CO EJPL/CO Iz1 Date Inspector #21 UNDERGROUNDASTE DWTR 3 IS ti #24 TOP OUT 21VASTE DWTR f1'1. A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 OGASTEST OGASPIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL F/A ROUGH-IN #600 PRE-CONSTRUCTION MEETING F/A FINAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN FIXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST #610 VERBAL WARNING MEDICAL GAS FINAL REV 10/2012 SEE BACK FOR SPECIAL NOTES RECORD COPY Section 5416. Health and Safety Code, State of California There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES Lki.4 LT L.-k ( .1 .4 4-t-4 o t'o1 A-r 4- 4 é ('1. uo 'ttt cILt t ti4 f -o E2 F ortr4 4' \)Lt1- 4cL- 4t j-tL ki4C4.-A1+101 I 6.7/CS117 .-r) pL gLtwo/ ry i Ac (L-Li51, P V, tt) 03/t3111 L4c1 è W~,ie swtcpt,\i'n -t ce-trcbe c4t o4 u- tLi'Aa..- 1-At 1 v'lti "Oxz- Var tL- iF 6rcrr- Ar L-.LL. b64- 'etA ti& 1%41t r f- Lci. o 640017 t4 tuc' WLAf. (4 4 .• L..- t't *- 1 41rsr F,--,N6Niiq4ffiA— FACtA ticyLA,5p, W-.. ____ /Lq 11-7 ofri/ii .4" \tf1 (a24E. 11- Ii) 'LitL.t 6 Q4ML41 F'Z'i_4 tj4_4 4_44 ,_4DJ_j4449.. I40L4 cL tO L/J 7/i 4j1 /11' 14? •U 14 Ar WAr, L- k 1..i- 6r1 t'1-1 At' 11 Zj( . (44U1 kfG ____ 64e4p3e-(t' I M &t6 1 W RECORD COPY Section 5416. Ieh- iSaf Code, State of California Section 5416. it=N There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. For the purpose of this section the term construction site shall mean the location on which actual construction Of a building is in progress. (C) A violation of this section shall constitute a misdemeanor. Al! construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES D4jI4r1 )c k--3*. c lUtW47 4jLl1 LU.. M4 OZ44G r L- We- $ 1-S, Lg 4 r ! - 4t( . fg (I G4.5 i) L 1- 5 'I/o 9/isf W V,44r t46 F ILA 6 &+4' (e.c - coT3, t.e vij.- <tr *S,frf 1( K4EINFELDER Bright People. Right Solutions. 20172791.001A FINAL REPORT FOR SPECIAL INSPECTION AND MATERIALS TESTING Date December 20, 2017 To; City of Carlsbad Building Departhient 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO CB163800 PROJECT ADDRESS 2525 El Camino Real, Carlsbad, California We declare under penalty of perjury that, to the best of our knowledge, all the work listed below requiring special inspection, material sampling and testing, including the off-site fabrication of building components for the structure!s constructed under the subject permits is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the California Building Code. Executed on this 20th day of December 2017 MONTH YEAR . Special Inspection and Materials Testing covered by this final report include the specific inspection and testing services described in our Daily Field Reports summarized as Observation during field welding and high strength bolting, Observation during reinforcing steel placement, Observation during masonry construction; Observation during spray-applied fireproofing; Observation, sampling, and laboratory testing of concrete, shotcrete and grout test specimens; observation during the placement of epoxied-in dowels; observation and testing of FRP applications; and torque, testing of wedge anchors. A. If the inspection services were provided by an approved materials testing laboratory or special inspection agency: , RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NAME (Print or Type) JAMES STIADY State of California registration Number: •66243Expiration Date: 06 130 118 SIGNATURE: CO C.0 C 66243 15. CIVk 20172781.001A The Shoppes at Carlsbad Page 1 of 1 December 20, 2017 Wr. WHt1ING-TURNER Request For Information The Whiting-Turner, Contracting Company 250 Commerce Street Suite 150 Irvine CA 92602 TEL: (949)863.0800 FAX: (949) 863-0864 TO: LDA Design Group Date: RFI#: 00065 Forwarded As: 3500W. Bourbank Blvd. The Shoppes at Carlsbad W-T Job NUmber 016405 Burbank CA 91505 2525 El Camino Real ATTN: Steven Rutz Carlsbad CA 92008 Tel: Fax: FROM: The Whiting-Tumir Contracting Company Sean R. Kaford Subject: Ph. 3 - New Grease Interceptor Make and Model Confirmation 250 Commerce Street Suite 150 S Source Irvine CA 92602 Discipline: Plumbing CC: - Company Name Contact Name Notes Related Objects: Question Date Required: 02101/2017 [Reference: Pro-Cast Products, Inc. Grease Interceptor; Model PC G-2000; Email 1 of 1) Whiting-Turner received a shop drawing from Hofman Planning for the new grease interceptor at Phase 3. Please confirm we are to furnishand install the Pro Cast Products Inc Model PC G-200.0, grease interceptor. (See attached submittal) Please confirm. Suggestion Cost Impact . Cost Amount Schedule impact Days Potentially : Potentially Suggestion #1 Whiting Turner's proposed recommendation/ suggestion is to confirm the Pro-Cast Products Inc Model PC G-2000 is acceptable Notes Answer Steven Ruiz Date Answered: 02/02/17 Cost impact Cost Amount - Schedule Impact Days Cost Impact Credit Schedule Impact None See attached 1500 gallon unit 1/4" TYPICAL ID & SIDE pt' RES 3/4" TYPICAL ID & SIDE ALLS X 6" WOOD zLEEPERS OUTLET END VIEW GREASE INTERCEPTOR w/ THREE MANHOLE DESIGNED FOR DIRECT H-20 LOADING OF THE TANK TOP SURFACE 750 THRU 1500 GALLONS Aftow P.O. BOX 602 HIGHLAND. CA 92346 909 793-7602 800 945-8265 Fax: 909 793-1283 ORr--AMR-Or-7-1 SCML D 30-13 . M.RAHMAN 1 = 1' 2-20C MANHOLE FRAMES AND COVERS r SEE -GENERAL NOTES NO. 3 SEE NO1E2 LI SEE NOTE' 3 1. REFER TO SPECIFICATIONS SHEET NO. S-227 OUTLET 2. REFER TO SPECIFICATIONS SHEET NO. S-252 3. REFER TO SPECIFICATIONS SHEET NO. S-251 ___ Aj A h't! E i 9. C = •=L INLET END VIEW ALL DIMENSIONS IN INCHES AND WEIGHT IN LB MODEL A B C D E F G H WEIGHT PC G-750 41 38 55 74 74 153/4. 4 1/2 311/2 14,250 PC' G-1000 51 48 65 74 74 20 3/4 41/2. 41 1/2 15,900 PC G-1200 60 57 74. . 74 74 25 1/4 4 1/2 501/2 17,400 PC G-1500 631/2 •"" 263/4: 5 .531/2 20.375 PLAN MEW '- CAP LOOC EXCAVATION SPECIFICATIONS MODEL SG-750 SG-1000 SG-1200 SG1SOO LENGTh 12'-O" 12'-0" . 12'-0" 12'-0" WIDTH 8'-O" 8'-0" 8'-O" 91-0" BELOW INLET 3'-4" 4'-2" 4'-ll" 5'-2 1/2" TANK HEIGHT 4!-7" 5'-5" 1 6'-2" 6'-5 1/2" 11)40 SEAL 'EC. SHEET S-250 Request For Information The WhitlngTurner Contracting Company WHIlING-TURNER 250 Commerce Street Suite 150 Irvine CA 92602 TEL: (949)863-0800 FAX: (949) 8630864 TO: (DA Design Group Date: 03/06/2017 RFI#: 00120 Forwarded As: 3500W. Bourbank Blvd. The Shoppes at Carlsbad W-T Job Number 016405 Burbank CA 91505 2525 El Camino Real ATrN: Steven Ruiz Carlsbad CA 92008 Tel: Fax: - FROM:. The Whiting-Turner Contracting Company Sean R. Kaford Subject: Ph. 3- PVC Pipe installed in Lieu of copper Pipe for the Site Water Lateral 250 Commerce Street Suite 150 Irvine CA 92602 Source Phase 3 Discipline: Civil CC: S Company Name Contact Name Notes Related Objects: Question Date Required: 0311712017 Per the discussion between Whiting Turner and Holman Planning PVC is acceptable from the back flow preventor up to building for building supply of water per CPC table 604.1, page 12. Per the design drawing cold water supply shall be type K from 5 outside the building to the building and type L for inside the building Please confirm acceptable Suggestion Cost Impact Cost Amount Schedule Impact Days Potentially - Potentially No Suggestion Provided Notes Answer - Date Answered: Cost Impact Cost Amount Schedule Impact Days Accetable, pending credit approval by owner. No schedule Impact Kaford, Sean From: Margaret Li <mli@glumac.com> Sent: Monday, March 06, 2017 5:22 AM To: bregan@hofmanplanning.com Cc Steven Ruiz Sean Harris Kaford Sean Sean O'Brien; Kyle Godat Crysta Campbell Prather, Rob Subject: : RE: copper vs PVC on Cheesecake Attachments: Chapter 6.pdf Hi Brian, PVC is allowed for building supply per CPC table 604.1. See attached on page 12 for standards. Per design drawing, cold water supply shall be type K from 5' outside the building to the building and type L for inside the building. Thanks Margaret From: bregan@hofmanplanning.com [mailto:bregan@hofmanplanning.com] Sent: Friday, March 03, 2017 2:40 PM To Margaret Li <mli@glumac corn> Cc: Steven Ruiz <stevenr@ldadesigngroup.com>; Sean Harris <seanh@ldadesigngroup.com>; Sean Kaford <Sean. Kaford whiting-turner.corn>; Sean O'Brien <sean.obrien@rouseproperties.com>; Kyle Godat <kyle.godat@rouseproperties.com>; Crysta Campbell <crysta.campbell@rouseproperties.com>; Rob Prather <Rob.Prather@whiting-turner.com> Subject: copper vs PVC on Cheesecake Margaret, Sean Kaford just called and asked whether they could use PVC versus copper after the back flow preventor up to the building. I have no problem with that however it really comes under the jurisdiction of UPC. Is this allowed under UPC Brian The Shoppes at Carlsbad L Surf City Steel Inca WELDING PROCEDURE QUALIFICATION TEST RECORD: 02— E2 WELDING PROCEDURE SPEC. NO.: ABC 05 BY: Bob Alexander WELDING PROCESS: SMAW DATE: AUG. 6, 2008 JOINTS (TABLE 6.1) - POSITIONS (TABLE 1.2) POSITION OF SEAM: FLAT TYPE OF WELDED JOINTS: ARC SPOT/ SINGLE EFFECTIVE: '/2 IN. BACKING: STRUCTURAL GIRDER PROGRESSION: TRAILING BASE METAL: (1.2) GAS (1,4.6) MATERIAL SPECIFICATION TYPE AND GRADE: SHIELDING GAS: N/A SHEET METAL: ASTM A653 PERCENT MIXTURE: N/A SUPPORT STEEL A36, A572, A992 THICKNESS RANGE: FILLER METAL: (TABLE 5.1) SHEET STEEL: I8GA PECIFICATION: A5.1 SUPPORT STEEL: N/A CLASSIFICATION: €6022 LINCOLN BASE METAL PREPARATION: FREE OF & WASHINGTON ALLOY SCALE AND RUST. COATINGS: TYPE: GALVANIZED THICKNESS RANGE: G60 & G90 VISUAL INSPECTION RESULTS: SPECIMIN 1: NO CRACKS OR DISCONTINUITIES. SPECIMIN 2: NO CRACKS OR DISCONTINUITIES- LENGTH OF WELD: I /2 IN. TEST CONDUCTED BY: JOHN ALEXANDER ICC - LIC.# 106346145 LAB TEST NO. ABC. 02— €2 DATE OF TEST: SEPT. 03 2008 PASS NO. ELECTRODE WELDING CURRENT TRAVEL MEL T I N G W I R E SIZE AMPS VOLTS SPEED RATE FEED SPEED I €6022 180 30 MANUAL 13" PM N/A 5/32 WELDER OR OPERATOR NAME: Martin Plontkowski ID NUMBER: P019018. DATE OF QUALIFICATION: 09/03108 SOCIAL SECURITY NUMBER: -THE UNDERSIGNED CERTIFIES THAT THE STATEMENTS IN THIS RE C O R D A R E CORRECT AND THAT THE TEST WELDS WERE PREPARED, WELDED, AND T E S T E D I N ACCORDANCE WITH THE REQUIREMENTS OF ANSIIAWS DI.3 (02) STRUCTURAL WELDING CODE - SHEET STEEL AUTHORIZED RV! DATE: 09/03108 (city o f Carlsbad SPECIAL INSPECTION AGREEMENT B-45 DevelopmentServices Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Shoppes at Carlsbad CB16-3800 Project Address: 2525ElCaminoReal,CarlsbadCA92008 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check If you are Owner-Builder U. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Mailing - (Ftrst) — (Mi.) (Lasts (irri'i /€06// Jui/- J 2 Email:_C'tqLrIL ________f'°/4h22 Phone:________________ I am: P(operty Owner OProperty Owner's Agent of Record QArchitect of Record U Engineer of Record - State of California Registration Numbe Expiration Date:____________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature;-- Date: Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder I owner-builder. Contractor's Company Name: The Whiting-Turner ContractingCo. Please check It you are Owner-Builder 0 Name: (Please print) Scott E Plank (F1st) (Mi.) (Last) Mailing Address: 250 Commerce, Suite 150 Irvine, CA 92602 Email:_scott.plank@whitlng-turner.com Phone: 949-863-0800 State of California Contractor's License Number: 311107 Expiration Date: 7/31/2017 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. 1 will provide a final report / letter in compliance with CBC Section 1704.1.2 prior to reauestlna final inspection. Signature: Date: 11/07/2016 B-45 Page 1 of 1 Rev. 08/11 L? . '\.f' .__ EsGil Corporation In cPartnersliip with government for Bui(dIng Safety DATE: NOV. 21, 2016 U APPLICANT I1ffRIS. JURISDICTION: tC RLSB AD-J U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3800 SET: II PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: The Shoppes @ Carlsbad - Phase III Renovatiàn - Space #105 Shell Work The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor-deficiencies identified below are resolved and checked by building department staff. LII 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Please see below VN 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: Steven Rye— Telephone #: 818-972-5080 Date contacted: (L-J ) Email: stevenr(ldadesignqroup.com Mail Telephone Fax In Person VN REMARKS: The applicant to slip sheet Set II Plans into Set I of City Plans. *[Scope of work is minor shell renovation to accommodate future TI., which is under a separate permit]. By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA fl EJ El MB El Pc 11/10 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In(Partnership with government for Building Safety DATE: OCT. 25, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3800 SET: I PROJECT ADDRESS: 2525 EL CAMINO REAL U APPLICANT "JURIS. U PLAN REVIEWER U FILE PROJECT NAME: The Shoppes @ Carlsbad - Phase III Renovation - Space #105 Shell Work The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Please see below 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: Steven Ruiz Date contacted: (Q(z4(f(by:) ( Q Mail JTelephone Fax In Person Telephone #: 818f-972-5080 Email: stevenrldadesicngroup.com REMARKS: Scope of work is minor shell renovation to accommodate future TI., which is under a separate permit. By: ALl SADRE, S.E. Enclosures: EsGil Corporation GA 0 EJ E MB LI PC 10/13 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 16-3800 OCT. 25, 2016 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3800 PROJECT ADDRESS: 2525 EL CAMINO REAL OCCUPANCY = M/A2; CONSTRUCTION = Ill-B; STORIES = TWO; HEIGHT = NO CHANGE; AREAS = 1,145,973 (TOTAL BOTH FLOORS) - EXISTING NO CHANGE; T. 1. AFFECTED = 10,000 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 10/13 OCT. 259 2016 REVIEWED BY: AL! SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . GENERAL 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring iTWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. CARLSBAD 16-3800 OCT. 25, 2016 To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? U Yes U No . PLANS Please add Sheet A2.5 to the plans as per Sheet Index. Please show panic hardware for all the exit doors from future A-2 occupancy on the door schedule. This also applies to the doors existing into the stairs. Sections 1008. 1.10 and 1008.2. Please show one hour rated doors for the 1-hour rated stair enclosures. Section 716. . STRUCTURAL The City Policy requires that their Special Inspection Agreement Form be completed for this items listed on Sheet SO.10. This Form is available at the Building Department. Please show any new roof equipment on plans along with their weight and their connection details with references on plans. . MISCELLANEOUS ITEMS Pleas see attached for P/M/E items. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact AL! SADRE, S.E. at EsGil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING (2013 CALIFORNIA PLUMBING CODE) Provide the site plumbing plans showing the locations of the gas and water meters, the sizes, cleanouts, routes, and slopes for both the sewer and storm drainage system, and the site gas and water supply piping. Basically what I need is the civil site work explanation as to when the site utilities are being plan reviewed and permitted. CARLSBAD 16-3800 OCT. 25, 2016 MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) o No mechanical. ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 2. Include, on the single line diagram that there is a new water supply pipe that will either be connected to the electrical service electrode system per CEC 250.52 or to the tenant distribution board per CEO 250.104(A). Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, 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. Jurisdiction Code 105 IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: El Complete Review 0_Repetitive Fee El Other Repeats Hourly EsGil Fee I $1,896.961 I $1 ,233.021 Structural Only Hr. @ * I $1,062.301 CARLSBAD 16-3800 OCT. 25, 2016 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3800 PREPARED BY: AL! SADRE, S.E. DATE: OCT. 25, 2016 BUILDING ADDRESS: 2525 EL CAMINO REAL BUILDING OCCUPANCY: M/A2; 111-B! SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SHELL MINOR 10000 REMODEL Air Conditioning Fire Sprinklers TOTAL VALUE j 457,800 CommentsHlriadditiohto the above fee,an. additioñai fee of$86 is du (1-hour@$8€ the .cIGreen review. Sheet 1 of 1 macvaluedoc + fo PLAN CHECK Community & Economic <KOW V REVIEW Development Department CITY OF 1635FaradayAvenue CARLSD/-%D D A TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE 11/08/2016 PROJECT NAME SHOPPES AT CARLSBAD Ti PROJECT ID PLAN CHECK NOF CB163800 SET# 1 ADDRESS 2525 EL CAMINO REAL STE 105 APN 1563020800 VALUATION $1,328 This plan-check review.is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by the Construction Management Division is required []Yes j 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 STEVEN R@LDADESIGNGROUP COM PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 Chris Glassen 760-602-4665 Chris Sexton Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Ch'ris.Sexton@carlsbadca.gov Christopher.Giassen@carisbadca.gov Gregory.Ryan@carlsbadca.gov F] Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carisba,dca.gov Linda.Ontiveros@carisbadca.gov Cynthia.Wong@carlsbadca.gov r1 Z VaiRay Nelson FTT Dominic Fieri LJ 760-602-2741 U 7606024664 VaiRay.Neison@carisbadca.gov Dominic.Fieri@carlsbadca.gov For questions or clarifications on the attached checklist please contact the reviewer as marked above Remarks: INTERIOR DEMO OF EXISTING TENANT FINISHES. DEMO PATIO AND RELOCATE INTERIOR ITEMS f NO FEES SHOPPES AT CARLSBAD TI CB163800 r - Outstanding issues are marked with rX . Please make the necessary corrections for Irr.r.is compliance with applicable codes and standards and re-submit corrected plans and/or specifications to the Building division. Items that conform to permit requirements are marked with -or- have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: LZIII North arrow LIIJF 7V Existing & proposed structures [II] LZJ Property line dimensions LII [IIJ Easements Show on site plan: LJ Drainage patterns j Existing & proposed slopes LIJ Existing topography Retaining Walls (location and height) Indicate what will happen with soil excavated from pool area. c NO CHANGE IN USE Include on title sheet: LIII LZJ Site address LII [J Assessor's parcel number [III LII] Legal description/lot number EIZI For all commercial/industrial building and tenant improvements, include: total building square footage with the square footage fore each different use, showing square footage of different uses (manufacturing, -storage, warehouse, office, etc.) Example: 10,900 sf of SHELL to 10,900 sf OFFICE .7,000 sf of SHELL to 7,000 sf STORAGE 3,900 sf of SHELL to 3900 sf MANUFACTURING' Lot/Map No.: Subdivision/Tract: Reference No(s): E-37 Page 20f4 REV 6/2012 TI SHOPP ES AT CAR LS BAD TI C8163800 2. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 11.06.030 of the Municipal Code. N/A 111111 11111 Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" 1J Minor Grading Permit required. NOTE: The grading permit must be issued and grading approval obtained prior to issuance of a building permit. A separate grading plan prepared a registered civil engineer must be submitted together with the completed application form attached. Eli Graded Pad Certification required. All required documentation must be provided to your Construction Management & Inspection division inspector, . The inspector will then provide the Land Development Engineering counter with a release for the building permit. See attached checklist for minimum submittal requirements. 3. MISCELLANEOUS PERMITS EJ EIZJ RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. 11121 E1J A separate right-of-way issued by the engineering division is required for the following: N/A Attachments: LI Engineering Application Storm Water Form Right-of-WayAppilcation/info EZII Reference Documents E-37 Page 3 of 4 REV 6/2012 THIS CALCULATION WORKSHEET IS NOT ALL-INCLUSIVE OF FEES THAT MAY BE DUE FOR THIS PROJECT*** Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Address: Fees Update by: Date: GEO DATA:LFMZ: / B&T: Bldg. Permit #: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: AOl CALCULATIONS' List types and square footages for all uses. Types of Use: Sq.Ft./Units - ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD:IjYES (no bridge &thoroughfáre fee in District #1, reduces Traffic Impact Fee) ONO 1. PARK-IN-LIEU FEE:ONW QUADRANT ONE QUADRANT F] SE QUADARANT [—]SW QUADRANT ADT'S/UNITS: X FEE/ADT: I I 23RAFFIC IMPACT FEE: ADT'S/UNITS: X FEE/ADT: BRIDGE & THOROUGHFARE FEE: EJDIST. #1 LJDIST.#2 JDIST.#3 ADT'S/UNITS: X FEE/ADT: I FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: SEWER FEE EDU's X FEE/EDU: I I BENEFIT AREA: EDU's X FEE/EDU: I = DRAINAGE FEES: PLDA: EIHIGH El MEDIUM [I]LOW ACRES: X FEE/AC: I POTABLE WATER FEES: UNITS CODE CON N. FEE METER FEE SDCWA FEE TOTAL PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division 1 CITY OF APPROVAL 635 Faraday Avenue S CARLSBAD P-29 (760) 602-4610 DATE: 10/12/16 PROJECT NAME: PROJECT ID: PLAN CHECK NO: C1316-3800 SET#: I ADDRESS: 2525 El Camino Real APN: 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 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. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 7606024610 ENGINEERING 7606022750 FIRE PREVENTION 760-6024665 Chris Sexton 760-602-4624 Chris.Sexton@carIsbadca.gov ChristoDher.GIassen@carIsbadca.gov Chris Glassen 760-602-2784 Greg Ryan 760-602-4663 Gregorv.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov ValRay Marshall 760-602-2741 VaIRay.MarshaII@carIsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wonp@carIsbadca.gov Veronica Morones 760-602-4619 Veronica.Morones@carIsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Dominic Fier! 760-602-4664 Dominic.Fieri@carIsbadca.gov Remarks: shell work on suite #105, demolish existing tenant finishes, patio, utilities and demising walls. Relocate phone room, exit stair and utility meter. Shay Even - From: Amber Ressmer Sent: Thursday, October 20, 2016 1:19 PM To: STEVENR@ldadesigngroup.com Cc: Building Subject: CB163800 The Shoppes at Carlsbad plan does not require a fire dept. review Good afternoon Steven, You are receiving this email because you are the applicant on permit #CB163800 'The Shoppes at Carlsbad' at 2525 El Camino Real in Carlsbad, CA. The fire marshal has determined that the fire department does not need to review these plans and no fire inspection is necessary. S Thank you, Amber Amber Ressmer Administrative Assistant Fire Prevention City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008-7314 www.carlsbadca .gov P 760-602-4665 F 760-602-8561 5S) C 11Ti}f ,i(,)i1 to) Building Solutions Project The Shoppes at Carlsbad Phase Ill Bulletin I Structural Calculations Project No. S16012.00 Prepared For LDA Design Group 3500 West Burbank Blvd. Burbank, CA 91 505 T: 818.972.5080 Prepared By Thornton Tomasetti Inc. 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 T: 619.550.5900 ROUSEflROE1ES January 5, 2017 0 Thornton Toasett TABLE OF CONTENTS Calculations Design Criteria GravityLoading .....................................................................................................................Al-I Gravity Design ShaftFraming .................................... . ....................................... ............ ................................ Bl-1 Enclosure Roof at Grid Line 4 .............................................................................................B2-I Lateral Design , WallRetrofits .......................................................................................................................ci-i Miscellaneous S RoofRTU Framing ..............................................................................................................Dl-1 . S S Phase Ill Bulletin 1 Structural Calculations S January 5,2017 I Project# S16012.00 S . 0 Section A Thornton Tomasetti Project The Shoppes at Carlsbad Project No. S16012 Date 1/6/2017 _________________________________ By AB Sheet - of - Subject Building Loads Checked By TT Drawing No. - [1 Minimum Design Loads CBC 2013//BC 2012/ASCE 7-10 I - Level 2 - (E) Lease Area Gravity Mass Finish 5.0 psf 5.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 115 psf 125 psf Retail LL = 75 psf 3 - Level 2 - (E) Exterior Entry Gravity Mass 3" NWI Topping Slab 40.0 psf 40.0 psf 2 1/2" NVVT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 150 psf 160 psf Public LL = 100 psf 5 - Roof - (E) Lease Area Gravity Mass Composite Roof 4.0 psf 4.0 psf 1/2" Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters @ 24" oc 5.0 psf 5.0 psf StI. Beam & Col Framing 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 5.0 psf Misc. 2.0 psf 2.0 psf DL = 25psf 30 psf Roof LL20psf 2 - Level 2 - (E) Concourse Gravity Mass 2" NWT Topping 25.0 psf 25.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 145 psf 155 psf Public LL = 100 psf 4 . Level 2 - (E) Exterior Road Gravity Mass 6" NWT Topping Slab 75.0 psf 75.0 psf 4 1/2" NWT Conc. Slab 56.0 psf 56.0 psf 10'x18' NWT Conc. Jst. @ 40"oc 56.0 psf 56.0 psf NWT Conc. Beams 30.0 psf 30.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 -psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 232 psf 242 psf Sidewalk LL = 250 psf 6 - Roof - (E) Concourse Gravity Mass Composite Roof 4.0 psf 4.0 psf 1/2" Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters @ 24" oc 5.0 psf 5.0 psf StI. Beam & Col Framing .4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling . 13.0 psf 13.0 psf Partition 0.0 psf 5.0 psf Misc. 2.0 psf 2.0 psf DL = 35 psf 40 psf Roof LL=20psf A1-2 Thornton Tomasetti Project The Shoppes at Carlsbad Project No. S16012 Date 1/6/2017 By AB Sheet - of - Subject Building Loads Checked By TT Drawing No. - Minimum Design Loads CBC 2013 //BC 2012/ASCE 7-10 7 - Level 2 - (N) In-fill Gravity Mass Finish 5.0 psf 5.0 psf 3-1/2" NWC Fill 54.5 psf 54.5 psf 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 82 psf 92 psf Retail LL = 100 psf 9 - Level 2 - (N) Loadina Dock Gravity Mass 7-1/2" (avg) NWC Topping 95.0 psf 95.0 psf 4-1/2" NWC Fill 72.5 psf 72.5 psf 18 Ga Metal Deck 2.5 psf 2.5 -psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 190 psf 200 psf Loading Dock LL = 250 psf 11 - Canopy - (N) Typical Gravity Mass Composite Roof 5.0 psf 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf Steel Framing 10.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 20 psf 20 psf Roof LL = 20 psf ~I 8 - Level 2 - (N) Restaurant Gravity Mass Finish 5.0 psf 5.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Cot's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 115 psf 125 psf Dining LL = 100 psf 10 - Roof - (N) Typical Gravity Mass Composite Roof 5.0 psf 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 5.0 psf Misc. 3.0 psf 3.0 psf DL = 27 psf 32 psf Roof LL=20psf 12 - Mezzanine Gravity Mass 2-1/2" LWC Fill 32.1 psf 32.1 psf 2", 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Misc. 3.0 psf 3.0 psf DL=55psf 55 psf Mezzanine LL = 125 psf A1-3 S B1-2 title Block Une 1 Project Title: You can change this area 'Engineer: using the Settings menu item Project Descr: and then using the 'Printing & Tulle Block' selection. Composite Steel Beam ENERC, INC. Description: Project ID: Pnntect 4 JAN 2Ot7,1i:ltM = c:lpRoGa-2iENERCA-1 Burd:6.14.6j5. Ver.6.16.12.31 CODE REFERENCES Calculations per Load Combination Set: 2012 IBC & ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design I 7.50 ft I Beam Bracing: Beam is Fully Braced against lateral-torsion buckling by attached sla Load Combination 2012 I8C&ASCE710 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi I _..L Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete fc 4.0 ksi. Stud Diameter 3/4" in Effective Width 7•50ft Concrete Density 145.0pc1 Qn: Stud Capacity 11.0k Metal Deck ... Rib Height 2.0 in Top Width 5.01n Ribs: Perpendicular Rib Spacing .15.0 in Btm Width c n in C D(05625) L(o:75) * -. W18x35 1 V '33.50 ft Applied Loads.' Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Load for Span Number 1 V - - Uniform Load: 0 0.0750, L 0:10 ksf, Tributary Width = 7:50 It, Post Composite Only -. - LJIIY (JIWMRflT Maximum Bending Stress Ratio = 0.735:1 Maximum Shear Stress Ratio = 0.202:: Section used for this span W1 8x35 Section used for this span W1 8x35, Percent Composite Action 25% Vu: Applied 32.111 k Pre-Composite Composite Vn * Phi: Allowable 159.30 k Mu: Applied 8.886 268.929k-ft Load Combination span 1 Mn * Phi: Allowable 249375 365.966k-ft Location of maximum on span 0.0 ft Load Combination Post Composite: +1.20D40.50Lr+1.60L+1.60H Span it where maximum occurs Span # 1 Location of maximum on span - 16.750ft Span it where maximum occurs Span #1 Maximum Deflection Max Downward Pre-Composite 0.068 in Max Downward Composite Deflection i 512in Max Upward Pre-Composite 0.0001n Max Upward Composite Deflection 0.000in Pre-Composite Deflection Ratio 5_921r Composite Deflection Ratio 265 Shear Stud Requirements - From Support Ito 16.75 ft use 12 studs. From 16.75 It to Support 2 use 12 studs. Maximum Forces &Stresses for Load Combinations, Load Comb & Design Length Max Strew Ratios Bending Summary Shear Summary it M V Mu-Applied Mnhr * Phi Va Vn * Phi • Span Pre Composite: 1.40D Span L = 33.5 ft 1 0.028 0.005 6.89 249.38 0.82 159.30 Pm Composite: 1.200 + 1.60Const L Span L = 33.5 ft 1 0.024 0.004 5.90 249.38 0.70 159.30 Post Composite: +1.401) Span L = 33.5 ft 1 0.321 0.088 117.36 365.97 14.01- Post Composite: +1.20D*0.5OLr+1.60 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings menu item Project Descr and then using the*Printing & Title Block selection. Title Block Une 6 Printed: 4JAN 2017. 11:11AM I Composite Steel Beam: ENERcALC, INC. 1983-20 t/flWJ.iuIIIsIi1r i Description: Cheesecake Factory - Steel beam at upper level shaft Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu-Applied MnTr • Phi Va Vn • Phi SpanL=33.5ft 1 0.735 0.202 268.93 365.97 32.11 159.30 Post Composite: +1.20D+1.60L40.50S Span L=33.5ft 1 0.735 0.202 268.93 365.97 32,11 159.30 Post Composite: +1.20D+1.601j40.50 Span L=33.5ft 1 0.419 0.115 153.20 365.97 18.29 159.30 Post Composite: +1.20D+1.60Lr40.80 Span L33.5ft 1 0.275 0.075 100.59 365.97 12.01 159.30 Post Composite: +1.20D+.50L+1.605 Span L=33.5ft 1 0.419 0.115 153.20 365.97 18.29 159.30 Post Composite: +1.20D+1.60S'.0.80Vv Span L = 33.5 It 1 0.275 0.075 100.59 365.97 12.01 159.30 Post Composite: +1.20D40.50Lr40.50 Span L=33.5ft 1 0.419 0.115 153.20 365.97 18.29 159.30 Post Composite: +1.20D40.501.40.50S Span L=33.5ft 1 0.419 0.115 153.20 365.97 18.29 159.30 Post Composite: +1.201)40.501."0,205 Span L=33.5ft 1 0.419 0.115 153.20 365.97 18.29 159.30 Post Composite: 40.90D.W"-1.60H Span L = 33.5 It 1 0.206 0.057 75.44 365.97 9.01 159.30 Post Composite: 490D+E+1.60H Span L 33.5 ft 1 0.206 0.057 75.44 365.97 9.01 159.30 . Maximum Deflections for: Load Combinations' UnfactOred Loads Location Deflection Deli. Loads on Total Load Combination Span in Span Pre-Composite Composite Section Deflection lxx - Used Precomposite Downward 1 16.973 0.0679 0.000 0.068 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 16.973 0.0679 0.000 0.068 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite: D+Lt Downward 1 16.973 0.0679 0.640 0.708 921.85 Postcomposlte: D+Lr Upward 1 0.000 0.0000 0.000 0.000 921.85 Postcomposite: D +L Downward 1 16.973 0.0679 1.444 1.512 921.85 Postcomposite: D+L Upward 1 0.000 0.0000 0.000 0.000 921.85 Postcomposlte: D+Lr+L Downward 1 16.973 0.0679 1.444 1.512 921.85 Postcomposite: D-'-Lr+L upward 1 0.000 0.0000 0.000 0.000 92185 Postconiposlte: D+L+S Downward 1 16.973 0.0679 1.444 1.512 921.85 Postcomposite: D+L+S Upward 1 0.000 0.0000 0.000 0.000 921.85 Postcomposlte: D+L+W+St2 Downward 1 16.973 0.0679 1.444 1.612 921.85 Postcomposite: D+L+W+512 Upward 1 0.000 0.0000 0.000 0.000 921.85 Postcomposlte: D+L+S+W12 Downward 1 16.973 0.0679 1.444 1.512 921.85 Postcomposite: D+L+S+W12 Upward 1 0.000 0.0000 0.000 0.000 921.85 POstcomposite: D+L+S-s-EI1.4 Downward 1 16.973 0.0679 1.444 1.512 921.85 Postcomposite: D+L+S+E/1.4 Upward 1 0.000 0.0000 0.000 0.000 921.85 Maximum Verticai Reaôttons . Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAX[murn 23.159 23.159 Precomposite Loads 0.587 0.587 Precomposite minus Construction 0.587 0.587 Postcomposite: D + Lr .j996 10.596 i" Postcornposlte: 0 .i4, 23159 23.59 Postoomposite: D + Lr + L 23.159 23.159 Potmposite: D+L+S 23.159 23.159 Postcompos1te:'D+L+W+512 23159 23.159 Postcomposite: D+L+S+W12 23.159 23.159 Postcomposite: D + L + S EJ1.4 23.159 23.159 • StèéI SectiOn Properties : W1 806 Depth = 17.700 in lxx = 510.00 mM lyy = 15.300 jfl4 Web Thick 0.300 in Sxx 57.60 inA3 Syy = 5i20 103 Flange Width = 6.000. in Rxx = 7,040 in Ryy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 jA3 Area = 10.300 inA2 J = 0.506 mM B1-4 Weight = 35.061 Of Title block Une 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the "Printing & Title Block' selection. Title Block Line 6 pnje 4JAN20I7, 11:11AM Composite Steel Beam File CAPROGRA-ZENERCA-i ENERLC, INC. 114.6j566j; Description: Cheesecake Factoty. Steel bempper level shaft Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel i-Trans l-Lwr Bound Span I PNAIn Slab 100.0 21.517 515.000 47 579.74 510.0 1,848.0 1449.8 PNA in Flange 95.0 17.657 489.250 45 596.52 510.0 1,848.0 1,431.4 PNAln Flange 90.0 17.614 463.500 43 585.13 510.0 1,848.0 1,411.4 PNA lnFlange 85.0 17.571 437.750 40 573.65 510.0 1,848.0 1,389.8 PNA In Flange 80.0 17.528 412.000 38 562.09 510.0 1,848.0 1,366.3 PNA InFlange 75.0 17.485 386.250 36 550.44 510.0 1,848.0 1,340.8 PNAInFlañge 70.0 17.443 360.500 33 538.71 510.0 1,848.0 1,313.1 PNA In Flange 65.0 17.400 334.750 31 526.90 510.0 1,848.0 1,283.1 PNA In Flange 60.0 17.357 309.000 29 515.01 510.0 1,848.0 1,250.4 PNA In Flange 55.0 17.314 283.250 26 503.04 510.0 1,848.0 1,214.8 PNA In Flange 50.0 17.271 257.500 24 490.99 510.0 1,848.0 1,176.1 PNA In Web 45.0 16.333 231.750 22 477.80 510,0 1,848.0 1,1340 PNA In Web 40.0 15.475 206.000 19 462.77 510.0 1,848.0 1,087.9 PNA In Web 35.0 14.617 180.250 17 445.90 510.0 1,848.0 1,037.5 PNAlnWeb 30.0 13.758 154.500 15 427.19 510.0 1,848.0 982.4 PNA1n'Web 25.0 12.900 128.750 12 406.63 510.0 1,848.0 921.9 B1-5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Panting & Tulle Block" selection. Project Title: Engineer: Project Descr: Project ID: IIJU OUL.r. LJII Pdnted: 4JAN 2017, 152PM Steel;File C:PROGRA-2ENERcA--1 earn ENERCALC, INC. I983-14.Bui1d:6.14,6.15.Vei6.16,17-31 Description: Cheesecake Factory -Steel beam at upper level shaft CODE REFERENCES Calculations per Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties Analysis Method: Allöwáble Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 20'12-IBC & ASCE 7-10 Applied. Loids Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Polnt:Load: 0.=6.0,1=7101(07.011, Point Load: P:10,60, L12,560k.i4.50ft Point Load iD = 10.60, L= 12.560k 22.0 ft. Maximum Bending Stress. Ratio. = 0.850: 1 Maximum Shear Stress Ratio O;1170: Section used for this span W18x71 Section used for this span Wi8x71 Me : Applied 309.673k-ft Va : Applied 31.211 k Mn I Omega : Allowable 364.271 k-ft VnlOmega : Allowable 183.150 k Load Combination .404.41 Load Combination 404.41 Location of maximum on span 14.550ft Location of maximum on span 22.050 ft Span # where maximum occurs Span# 1 Span # where maximum occurs Span 4 1 Maximum Deflection Max Downward L+Lr+S Deflection 0:755 in Ratio = 476 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.756 in Ratio = 476 Max Upward Total Deflection 0.000 in Ratio = 0<180 Load Combination Segment Length Span 4 D Only Dsgn. L = 30.00 ft 1 4041411 Dsgn. L= 30.00 ft 1 *04r*H Dsgn. L= 30.00 It I +D+S411 Dsgn.L= 30.00 ft 1 4040.750Lr40.750L4H Dsgn. L= 30.00 it 1 40'0.750L40.750S411 Dsgn. L= 30.00 It I +D+0.60W4$ Dsgn. L = 30.00 It *040 - 70E+H S Dsn. L = 30.00 ft 1 +040.750Lr40.750L40.450W#1 Dsgn. L = 30.00 ft 1 4040.750L40.750S40.450W4H Dsgn. L= 30.0011 1 +040.750L40.750S40.5250E#I Dsgn. L = 30.00 ft 1 Max Stress Ratios M V Mmax • Summary of Moment Values Mmax - Ma - Max Mnx MnxlOmega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega 0.390 0.078 141.91 141,91 608.33 364.27 1.00 1.00 14.30 274.73 183.15 0.850 0.170 309.67 309.67 608.33 364.27 1.00 1.00 31.21 274.73 183.15 0.390 0.078 141.91 141.91 608.33 364.27 1.00 1.00 14.30 274.73 183.15 0.390 0.078 141.91 141.91 608.33 364.27 1.00 1.00 14.30 274.73 183.15 0.735 0.147 267.73 267,73 608.33 364.27 1.00 1.00 26.98 274.73 183.15 0.735 0.147 267.73 267.73 608.33 364.27 1.00 1.00 26.98 27473 183.15 0.390 0.078 141.91 141.91 608.33 364.27 1.00 1.00 14.30 274.73 183.15 0.390 0.078 141.91 141.91 608.33 364.27 1.00 1.00 14.30 274.73 183.15 0.735 0.147 267.73 267.73 608.33 364.27 1.00 1.00 26.98 274.73 183.15 0.735 0.147 267.73 267.73 608.33 364.27 1.00 1.00 26.98 274.71..6 183.15 0.735 0.147 267.73 267.73 608.33 364.27 1.00 1.00 26.98 274.73 183.15 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: ing the 'Settings"menu item Project Descr: S nd T' lthen using the Printing & le Block' selection. Title Block Line 6 Pvintea 4 JAN 2017, I52PM Steel B RIBCPROGRA7ENERCA1 Lee. , earn ENERCALC. INC.1983-2014, Bufld:6.14.6.15, IT:.*YLTESLIIIIIaIS!I Description: Cheesecake Factory Steel beam at upper level shaft Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnOrnega Cb Rm Va Max Vnx VnxlOmega 40.60D40.60H Dsgn.L= 30.00 ft 1 0.234 0.047 85.15 85.15 608.33 364.27 1.00 1.00 8.58 274.73 183.15 40.600-I0.70E+H Dsgn.L= 30.00 ft 1 0.234 0.047 85.15 85.15 608.33 364.27 1.00 1.00 8.58 274.73 183.15 Overall MaxlmumDeflections -Unfactored Loads. Load Combination Span Max. - Dell Location In Span Load Combination Max. + Dell Location In Span L Only 1 0.7558 15.300 0.0000 0.000 Vertical Reactions - Unfactored Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 28.109 31.211 Overall MINimum 7.742 8.578 D 12.903 14.297 D'+H+L 28.109 31.211 D'+f+Lr 12.903 14.297 D+H*S 12.903 14.297 D+H40.75L40.75Lr 24.307 26.983 4'1 Z r D4l40.75L40.75S 24.307 26,983 1/ D#i'0.6W 12.903 14.297 , 01 (1G. D#f.0.7E 12.903 14,297 D+H40.45W40.75L40.75L 24.307 26.983 ' D+H'.0.45W40.75L+0.75S 24.307 26.983 D+0.525E+0.75L-+0.755 24.307 26.983 S 0.6040.6W41 7.742 8.578 --- 0.6D.0.7E#I 7.742 8.578 . DOnly LrOnly 12.903 14.297 LOnly 15.205 16.915 S Only . W Only EOnly H Only D 12.903 14.297 D+H4L 28.109 31.211 D+H4r 12.903 14.297 D'.H48 12.903 14.297 D+H40.75L40.75Lr 24.307 26.983 D410.751-.0.755 24.307 26.983 D4H.0.6W 12.903 14.297 D#l+O,7E 12.903 14.297 D4H40.45W-.0.751.40.75Lr 24.307 .26.983 D4H'.O.45W40.751-40.755 24.307 26.983 Olance(ft) DO P. • 0 1.-H • 0*1 H • 0 7501+57501. II U *0 07551 07500 II • ,0.6.60w.n, • *0*0.700+14 .0 *0*0.7S0L.*0.750L*0.4S0W.H U *D*0.70*14 H 14 *0*0 501+0.7005+O450W, N +D+0.750L.0.7505.5.55500..N U 0.550*0.6DW+I1 *0.600*0.?D!.H ,--. . . . . . • . . . S B1-7 'Tide dlock Line 1 You can change this area using the Settings menu item and then using the Printing & Tide Block selection. Tide Block Line 6 :Steel Beam 0037 Desciiption: Cheesecake Factory -Steel beam at upper level shaft 2 14 aEAt.-, .17 32 Project Title: Engineer: Prolect ID: Project Descr. Punted: 4 JAN 2017. I52PM File C:PROGRA-7iENERCA--I ENERCALC, INC. 1902014, Build:6.14.6.I5, Ver.6.16.12.31 Dint no (ft) *O,t..H • O*L.*H U .D,D.7OI.,*O.7SOL*II U *D.D.7DL.O.75On U .D*D.7D,H • *D*.7SDL,*O.7iOLD.4SAW•A • ,D.O.750t.o.75n5*O.4noW.l, .D.o.7s01.D.7s0A.p.sznoU.n • .O.6U0*D60W*H olstenca(ft) I DOIy U t,O•ly I0.1y .Iy U We.V U!0I7 U NO.17 Thornton Tomasetti Steel Becam. File= C:\Users\SNORVI'-1\Desktop\ShoppeslSHOPPE-3.EC6 - ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.12.31 'Lic. Licensee .sliTiIl11(.JidkIatinc. Description : Deck Support BM U Bumped Out Wall C6 76t REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 iii Pies . Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Span = 10.01 C8x11.5 I Apliêd Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, L = 0.10 ksf, Tributary Width = 7.0 ft, (Roof) DESIGN SUMMARY Maximum Bending. Stress Rath Section used for this span Mu : Applied Mn a Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs C8x11.5 16.273k-ft 26.001 k-ft +1.20D40.5OLr+1.60L+1.60H 5000ff Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.190:' C8x11.5 6.509 k 34.214 k +1.20D40.50Lr+1.60L+1.60H 0.000 ft Span #1 Maximum Deflection Max Downward Transient Deflection 0.168 in Ratio = 712 Max Upward Transient Deflection 0.000 in Ratio = 0 <180 Max Downward Total Deflection 0.205 in Ratio = 586 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Max mum o-n7s 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 PhinMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn.L= 10.00ft 1 0.102 0.031 2.65 2.65 28.89 26.00 1.00 1.00 1.06 38.02 34.21 +1.20D+0.50Lr+160L+160H Dsgn.L = 10.00 ft 1 0.626 0.190 16.27 16.27 28.89 26.00 1.00 1.00 6.51 38.02 34.21 +1.200+1.60L40.50S+1.60H Dsgn. L r 10.00 ft 1 0.626 0.190 16.27 16.27 28.89 26.00 1.00 1.00 6.51 38.02 34.21 +1.20D+160Lr.050L+160H Dsgn.L= 10.00 ft 1 0.256 0.078 6.65 6.65 28.89 26.00 1.00 1.00 2.66 38.02 34.21 +1.20D+1.60Lr4050W'-160H Dsgn.L= 10.00ff 1 0.087 0.027 2.27 2.27 28.89 26.00 1.00 1.00 0.91 38.02 34.21 +1.20D.0.50L+1.605+1.60H Dsgn.L= 10.00 ft 1 0.256 0.078 6.65 6.65 28.89 26.00 1.00 1.00 2.66 38.02 34.21 +1.20D+1.605+0.50W+1.60H Dsgn.L= 10.00ft 1 0.087 0.027 2.27 2.27 28.89 26.00 1.00 1.00 0.91 38.02 34.21 +1.200+0.50Lr'0.50L+W+160H Dsgn.L= 10.00ff 1 0.256 0.078 6.65 6.65 28.89 26.00 1.00 1.00 2.66 38.02 34.21 +1.20040.50L40.50S+W+160H Dsgn. L r 10.00 ft 1 0.256 0.078 6.65 6.65 28.89 26.00 1.00 1.00 2.66 38.02 34.21 +1.20D+0.50L.0.20S++160H Dsgn.L= 10.00ff 1 0.256 0.078 6.65 6.65 28.89 26.00 1.00 1.00 2.66 38.02 34.21 40.90D+W40.90H Dsgn.L= 10.00ff 1 0.066 0.020 1.70 1.70 28.89 26.00 1.00 1.00 0.68 38.02 34.21 40.90D+€+0.90H Dsgn. L 10.00 ft 1 0.066 , 0.020 1.70 1.70 28.89 26.00 1.00 1.00 0.68 -2 39.02 34.21 I • JIee! Beam, . File C:lUsersSNORVl-1Oesktop\ShoppesSHOPPE-3.EC6 • . .ENERCALC, INC. 19832015,Build:6.15.7.30,Ver:6.16.12.31 Lic.inc. Description: Deck Support BMBumped Out Wall IThFaii Maximum Load Combination Span Max. Defi Location in Span Load Combination Max. Dell Location in Span 40+4+H 1 0.2049 5.050 0.0000 0.000 rViicaI Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.258 4.258 Overall MINimum 0.455 0.455 0.758 0.758 *0+141-I 4.258 4.258 +04r+H 0.758 0.758 *0+S41 0.758 0.758 ..1J*0.75OLr+0.750L41 3.383 3.383 slJ.0.750L40.7505+fl 3.383 3.383 +0*0.60W41 0.758 0.758 +0*70E41 0.758 0.758 +0*0750Lr*0750L*0450W+H 3.383 3.383 #0*0.750L*0.7505+0.450W*l-4 3.383 3.383 40*O.750L*0.7505*O.5250E41 3.383 3.383 *O.60D*0.60W*O.60H 0.455 0.455 +O.60D#O.70E*O.60H 0.455 0.455 D Only 0.758 0.758 LrOnly . L Only 3.500 3.500 SOnly . WOnIy S EOnly HOnly . S B2-3 Channel Wall PL Bearing Pressure Maximum Bearing .015 ksi Max/Allowable Ratio .004 1.2D+1.6L (ABIF=1.000) .015 (ksi) .015 1 12 in Maximum stress 0. ksi Max/Allowable Ratio 0. 1.2D+1.6L Plain Base Plate Connection (ASIF = 1.000) Base Plate Thickness : .5 in Base Plate Fy . Bearing Surface Fp : 36. ksl : 3.683 ksl 0. (ksi) 10. Anchor Bolt Diameter : .76 in Anchor Bolt Material : F1564-36 Anchdr Bolt Fu : 60. ksl Column Shape : W8x13 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-11 r Anchor Bolts I Bolt X (in) Z (in) Tens.(k) Vx (k) Vz (k) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity Combination =I 1 4 4 0 0 1627 N.A.N.A.N.A.N.A.N.A.12D+16L (1) 2 4. -4. 0. 0. -1.627 N.A. N.A. I N.A. I N.A. I N.A. 1.2D+1.6L (1) 3 -4. 4. 1 0. 1 0. 1 -1.627 1 N.A. I N.A. I N.A. I N.A. I N.A. 1.2D+1.6L (1) 4 -4. -4. 1 0. 1 0. 1 -1.627 1 N.A. I N.A. N.A.I N.A. I N.A. 1.25+1.61 (1) Note: Fnt and Fnv shown above include phi factors. r Loads I P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) IDL .758 [LL 3.5 www.hiltl.us Profis Anchor 2.7.1 Company: . S Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/6/2017 E-Mail: Specifiers comments: Kwik Bolt TZ - CS 3/4(4 3/4) her - 4.750 in., hnom - 5.563 in. Carbon Steel ESR-1917 6/1/2016 15/1/2017 Design method ACI 318 /AC193 eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x l, x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Rectangular plates and bars (AISC); (L x W x T) = 8.000 in. x 0.250 in. x 0.000 in. cracked concrete, 4000, f5'= 4000 psi; h = 12.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Am Geometry [in.] & Loading [lb, in.Ib] w z. Of \ -_\ \ \_•• \ -:- , . ___L/ :- -- Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFiS Anchor (C) 2003-2009 Hilti AG, FL-9494 Sthaan Hilti is a registered Trademark of Hilti AG, Sthaan 1325 ELI 1W www.hilti.us Profis Anchor 2.7.1 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/6/2017 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1625 1625 0 2 0 1625 1625 0 3 0 1625 1625 0 4 0 1625 1625 0 max. concrete compressive strain: - I%J max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb] Capacity 4 N (lb] Utilization pN = NJ4 Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A *anchor having the highest loading "anchor group (anchors intension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Sdiaan t-tilti is a registered Trademark of Hilti AG, Sthaan 1326 www.hilti.us Profis Anchor 2.7.1 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/6/2017 E-Mail: 4 Shear load Load Vua [lb] Capacity , V, fib] Utilization pv = VJf V, Status Steel Strength 1625 8888 19 OK Steel failure (with lever arm) N/A N/A N/A N/A Pryout Strength** 6500 37991 18 OK Concrete edge failure in direction ** N/A N/A N/A N/A *anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1 917 41 V51 Vua ACI 318-08 Eq. (D-2) Variables Ase v [in .2] f,,, [psi] 0.24 106000 Calculations Vs. 11b] 13674 - Results V50 [lb] 4' steel 4, Vsa [lb] Vua [lb] • 13674 0.650 8888 1625 4.2 Pryout Strength V o. = ,, ANc Ill ec,N "V ed.N 'V c,N 'V cp,N Nb] ACI 318-08 Eq. (D-31) 4, Vcpg 2!VU. ACI 318-08 Eq. (D-2) AN,. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANof = 9 h2 ACI 318-08 Eq. (D-6) ef1 'V ec,N = (1 + :5 1.0 ACI 318-08 Eq. (D-9) V reiN = 0.7 + 0.3 (:) 1.0 ACI 318-08 Eq. (D-11) 'V .N = MAX (!soiti!):51.0 ACI 318-08 Eq. (D-13) No = kc? ACI 318-08 Eq. (D-7) Variables het [in.] eC1,N [in.] eC2,N [in.] ;.mln [in.] 2 4.750 0.000 0.000 'Vc.N Cac [in.] k 1 [psi] 1.000 9.000 17 . 1 4000 Calculations ANC [in.2] AN [in .2] Vec1N 41 ec2,N tled.N 'V.N N [lb] 495.06 203.06 1.000 1.000 1.000 1.000 11131 Results V v9 [lb] 4, concrete 41 Vq,g [lb] V,,8 [lb] 54272 0.700 37991 6500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilli AG, FL-9494 Sthaan Hilti Ise registered Trademark of Huh AG, Schaan B27 ELM www.hiltLus Profis Anchor 2.7.1 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I . Date: 1/6/2017 E-Mail: 5 Warnings Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The CD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturers product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! Fastening meets the design criteria!, Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( C) 2003-2009 Hilti AG FL 9494 Sthaan Hilti Ise registered Trademark of Hilti AG Sthaan 132-8 www.hiltl.us . Profis Anchor 2.7.1 Company: . Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I 'Date: 1/6/2017 , E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 3/4 (4 3/4) Profile: Rectangular plates and bars (AISC); 8.000 x 0.250 x 0.000 in. Installation torque: 1320.002 in.lb Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 5.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories ' Drilling Cleaning ' Setting Suitable Rotary Hammer • Manual blow-out pump Torque wrench Properly sized drill bit Hammer Coordinates Anchor in. Anchor x y c c, c c, . 1 -4.000 -4.000 - - - - 2 4.000 -4.000 - - - - 3 -4.000 4.000 4 4.000 , 4.000 - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG, Sthaan 0 _ www.hilti.us Profis Anchor 2.7.1 Company: Page: 6 Specifier: - Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/6/2017 E-Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.- You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 5thaan Hilti is a registered Trademark of Hilti AG, Sthaan • B210 Lateral Design The ETABS model from Phase 2 was modified to isolate the L2 diaphragm in the eastern portion of the building ('Diaphragm 4" or "D4") affected by the Cheesecake Factory Renovation and to include new openings, walls, and retrofits to existing walls. As the geometry and mass at the roof remained unchanged, loads into the wall piers at the roof were applied as determined in previous phases. Loads were applied directly to the Level 2 diaphragm, 04, in the updated model and the resulting pier forces in the shear wall were compared to those in the original model to determine which elements required retrofit. Per CBC chapter 34, where gravity OCR or seismic OCR increased by more than 5% or 10%, respectively, the element was evaluated and retrofit for the new loading. Where OCR changes did not meet this threshold, no retrofit was required. S .,. Thornton Tomasetti Building Solutions Model v13 Level Story Shear Story Force SpecX Max SpecY Max SpecX Max SpecY Max (k) (k) (k) (k) High Roof 234 257 234 257 Roof 1233 1415 999 1158 Level 2 4165 4165 2932 2749 Mass Distribution (From Flex-Rigid 0 (k) (%) D2 6733 27% D3 8838 35% L D4 9603 38% I = 25209 100% iaphfagm Calcs, 8/24/16) IForce to D4 from Spec @ L2 1 1115 10 Ap- (N) ocIe( 4.-'/ -O O, oc 4O ecr,4_. c Level2 Diaphragm Forces __________ Fp - f NU (k) Ji '(k)T Diáph 1 1132.30 1,486.35 1,614.99 .4,132.30 1,486.35 1,614.99 Diaph 2 3 Diaphragm Areas - - High Roof 25,550sf Low Roof 123,918 Sf 12 Dl 43,170sf D2 54,195sf D3 66,755 sf Diaphragm Force (ksf)' rho 1 Fpgx Fpy (ksf) (kf) High Roof 0.00760 0.00760 Low Roof 0.00893 0.01025 12_D1 0.02623 0.02623 12_02 0.02743 0.02743 L2_D3 1 0.02419 0.02419 lip) (4 0 'e 1.00 Fro TA't55 -i0Ji 13 SDS= 0.782 FIxe'1 P'ApL'a5a— p s ;ii StaticEQ Spectral EQ Dead Self Mass Cumm Seismic Weight, WI seismic Weight, ASCE 7 [EON 12.10-1] 1 (Eqn 12.10-2) (Eqn 12.10-3) Design Value EQ)( EQY SpecX Max SpecY Max SPEC Fm,,, SPEC Fpç j_Fp,j ,,,j - - Fpx_5 - Fp y - (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) ] (k) (k) (k) (k) - High Roof Roof 31301 -1,643.31 316 -1,646.S6 :4,899.84 23408 1,233.10 1415 40 M.85 ..63422_372 19 24846 62065 6 045 09 62065 542445 27,069.35 23408 fios 501 3A69.58 25696 1 27ói 3,469.58 9707 948.38 19414 19414 1,106.50 -,233.6c 19414 1 27009 "4,2i65 647307 261982 1 3,42S.; 1,696.77 i,467:29 Level 2 4899ü 31,i5,93Oi 26,563A4 32,493.80 ise Shear, V -4,899.84 -4,899.84 4,164.85 4,164.85 ;pec/Vstatic 0.85 0.85 os = g = Ie= 0.784 386.4 1 se - 0.784 386.4 1 R= 5 5 S.F.—min = 77.280 77.280 S.F. = 95.72 79.65 Vspec/Vstatic = 0.850 0.850 Goal = 0.85 0.85 Revised S.F. = 95.72 79.65 Comparison of Loads on Shear Walls - Renovation vs. Cheesecake Factory Renovation . Model Version: VO.13 and V1.21w/ Spectral Loads and 04 Increase STORY: Level 2 (Base to 12) Rigid WALL PIER Main Index 100+30 (KIPS) (KIPS) Notes EXIST NEW Direction MAX Primary %Increaae G1-PX-C - X Level261-PX-C 1,039 .. 1.356 317 30% G1-PX-J.3-01 - N Level 2G1-PX.J.3-01 290 313 23 8% No change from previous phases. GI-PX-i.3-02 - K Level 2_G1-PX-J.3-02 308 - 334 .26..' '8% • G1-PY•23-01.1 - Y Level 2_G1-PY-2301.1 684 702 18 3% Shortened Above U - V Level2_G1-PY-23-01.2 338 - 356 18:: 5% - G1-PY-23-01.2 G1-PY-2302 - Y_ Ldvel 2,..G1•PV-2302 .. 283 ' 285 - 2 .1% 62-DIAG-Ol - V Level 2_62-DlAG-01 359 326 -33 OK 62-OlAG-02 - X_ Level G2-DIAG-02 132 189 57 43% 02-OIAG-03 X Level _G2-DlAG-03 97 13$ 38 40% 02-OIAG-04 V Level G2-OIAG-04 64 45 1 1% 02-PX-A.1 K Level__G2-PX-A.1 451 374 -77 OK 02-PX-A2-01 X level2_62-PX-A.2-01 669 711 42 02-PX-k2-06 N Level2.,02-PX-A.2-06 352 302 -51 OK 62-9K-C X Level 262•PX-C 74 76 - 2 3% 02-PX-12 K Level 2_62-PX-L2 176 218 42 24% 62 PX-N - K - Level 262_PX_N 422 409 - 13 08 52-PY-01-01 V Level2_62-PY-01-01 1,202 883 -320 OK 62-PY-01-01_NEW - V - Level 2_G2-PY-01-01_NEW SIN/A 290 SIN/A SIN/A ONEIn Existing Building 62-PY-01-02 _V • Level 262-PV-01-02 21 14 -6 OK NE Corner Wing Wall 62-PV-02.5 _V_ Level 2_62-PV-02.5 22 17 .5 . OK 62-PY-04.5 _Y_ Level 2_62-PY-04.5 138 94 -44 OK G2-PY-04-01 V - Level2_62-PY-04-01 192 155 .37 OK 512-PY-06 Level2_62-PY-06 366 313 -53 OK 62-PY-067 Level2,.62-PY-06.7 236 ...272. ...36 .. 15% No change fromprevious_phases. 62-PY-09 ly Level2,62-PY-09 157 180 23 15% Nochangefromprevious_phases. 62-PV-13 Level2_G2-PV-13 899 • 1,020 -_.121 - 13% No changefrom_previou5phases. 62-PV-14.1 Level2_GZ-PV-14.1 301 338 1 37 1 12% jNo change from previous phases. o • .• . . C1-5 . . . Wall Pier Load Changes - User SE. 0,1cc Unee Spec 0 User 0-Eec Abs MA, 82Mev Use, Snn User Spec User SEec ] Pier Main Direction 0iaphngnn 4 0/ kin CF kip 6 C5enne On8 kite CF kin 6 thAnee Og kip CF kin % Chanpe 6 Orange I - Orig kin CF kite % CAnnon Orig kip CF kin % thence Onto kin CF kin 6 Change 6 Orange 6 Orange - #919089 LOnel 2-62-066-02 . _- Lnvnl2-62-PX-&1 - le9 - - 9.39.666 neven,env 63.639 1 = =• 57.909 = =12 9 61. =9tefl06= = = == 2! Level 2-62-DIAG-03 91.46 43.661 84 92%- 40.03 7 9 43. 9 12. 3 12.3 1 2 5 - 3 272.105 -16% 346.15 29 -14% 367.147 322.342 - -44.8 - -12 .74. -1 .71.9 54 34 .38% 1 - Level 2-62-PX-A.2-06 458 229.139 -11% 281.211 /54.06 -10% 303.9 9 - -24 50. -13 39.7 3 - -50% 68 243. -7.47 Level 2-G2- '2 131.651 83.425 121 - 76.009 11 46%- 40. 9J.NA 48 51. '.0% 3813 '.8 --43.973 Level 2-62-Fl-N 2 99/A #6/A 196.1.52 #9 86/ 176.95 nN/ 86/A #9/A 89/A eN/A #9/A 94.846 nN/ 86/A 1 86 99/A ON/A #9/A Level 2-62-PX-N.A - ._ _ .._. .-A_ 8 8.567 #9/A 99/A #9/ 86/A 89/A 99/A 89/A .3. .99/A -99/A-. ..._ .99/A 9 . 4. - #9/A - -99/A-- Level 2-62-PX-N_8 n 22.634 86/A no/A #9' 99/A I #9/A 99/A Level 89/A 99/6 9. 89/A #9/A 1 89/A 89 1 99/A 89/A 2-62-PX-9C .n.. .9 28.792 99/A 99/A z oN/A 86/A 23 8916 99/A -- ON/A - 12 .. 99/A 99/A ' 96/9 9eA - 99/A #9/A 99/s Level 2-62.PX-6_DvE 9 114.365 99/A 99/A 10 #9/ 96/A 9 99/A 9N/A 99/A #N /A 56. 99/A 89/A 6 89/A #9 7 89/A 89/A 99/A Level 2-62-PX.92 8 12.097 96/A #N/A #9/A #6/A IHEN 89/A 89/A 89/A #9 A -. -2. 99/A . 99/A ..99 .. 89/A #9/A 89/A Level 2-62.OIAG.01 -113.486 33.652 -70% cc.,,, -79% 71.946 -5.09 .93%- .66.4 -7 1.8 100.994 -14 203.0 172-339 - _2 18 -1 .25 - Level 2-62-DIAG-04 . ....._. - - 18.328 -18% 13537 -20% 16.94 • -3 -t 220 228 - -25.104 P - -1.41 - Lennt2.62.PY.01-01 1 2 194.158 -35% 277.927 1815 - 257.03 -84. .34 -3 -381. -344.999 -37 - -3 -36 _1 -1 - Level2.G2-PV-01.01_#EW. .. . - .1 .-66.867 - .95.4 6 . -, 88.6 S -29.7 --34 -1 -126.6 -114.4 -123 - 1 -12 _1 -6 - Level 2.62-PY.01.02 V 7 6.093 -16% 6.731 565 -16% 6.1 .0.9 .1 .4. 4 -2.5 - 66% -1.19 66% - Le -62-PY-82.S V. _-'n .3.231 19% -2.122 -2.543 20% .1412 855 .8. 23% -15.033 -17 10% -15.519 -17.825 15% -16085-183 _3.5 -2.25 is% - 1,501 2-62-PY-04.S V V 31.726 40.238 27% 31.826 39.82 25% 31.926 39.402 23% 8.51 27% -62.229 -57.875 11 -52.309 .57.543 10% - _-52.349 -97.211 9% - _-4.82 11 - I.-62-pY-04.5_A . - . . .99/A 19.68 99/A 99/A . 19.483 99/A - 99/A 19.206 #N/A #9/A 99/A nN/A .27 .512 99/A 89/A .27.356 96/A 96/A -27.2 - 99/A 99/A --8#/A- Level 2-62-PV.04.5_8 V . V 96/A 20.106 86/4 99/A 19.913 89/A 96/A 39.799 89/A 89/A 8N/A 86/A -31.277 99/A 99/A -31.155 99/A 96/A -31.033 89/A #9/A 99/A Level2-62-PV.04-01 V..... V . 12.205 13.078 7% 12.103 - 12.629 e6% .U.992 12.58 5 - 0.97 .80.732 -78.508 -3% -80.652 -78.31 -3% -80.571 .78.112 -3% 2.46 -3% Level 2-62-PV-06 V - 21.583 41.456 92% 29.937 47.97 60% 39.29' 94.484 42% 19.9/ 92% -165.074 -155.246 -6% .171.726 -'80.42 .7% -178.379 -165.595 .7%1 12.74 -6% 21. 1006.811 1041.48 1014.458 1046.383 1022.107 1061.286 288.287 296.693 282.196 292.797 276.105 288.901 IY 606.877 410.187 163.816 382.804 520.835 315.421 .590.504 .639.069 -556.25 -617.313 -521.993 -59536 Total - 1613.684 1451.667 -10.04% 1578.314 1429.187 -9.45% 1542.942 1406.707 -8.83% -302.217 -342.376 13.29% -274.054 .324.516 18.41% 1 .245.884 -306.659 24.71% 0 . . . . Thornton Tomasefti PROJECT , r J PROJECT NO. G I DATE BY SAhl SHEET I of SUBJECT CE ~-Jell —Tel,oP J LNcJs CHECKED BY DRAWING NO. ! .........rH ;..... iri............. -r-............--i I --i -' __..... ... I I 661 1 g, 1. ,.. ROo rj ..1 5z_!LI I 4— 30 1 . ......... I - I •. --• ... ....... ._ ................. ..... ....-.. .. -. 1. ic ..LIce' Ce.ICC.IO- I I .........._ ...._,. ...,............... ....... ••l !....k.j !--L14-i•'--f O1 t.(E pre c1 C(LL . :141 .......... .. ------ . . . . . i.;.. _..L.. - I t . I L.L..f.t.*L.i..L. -.. V.;. .M.,. .('5T2 ;(T ..(1I3 .. . L.;............ L I ......I . . . . . •- —.-i —. - i.L..........l :-j 4 4 !- 1-H -' •- sJ'-..:f.0:L .... & •.M L I ib04L.L.Li 1_! Ar- ___________ .Z . ,e:t o..s..L. j __i .... I • . !•• 1Q:C'O 31 • C1-7 Concrete Section cJ•• S-CONCRETE Version 11.1 C) Copyright 1995-2014 by S-FRAME Software Inc. G2:-DIAGO~ . 3000301 - ty (zoo hm2P. WO to We - 130 00? W. -30000? 0.2 Ca. 00j £ C- 0020300 0? . 0304 301 =o1 Co,00n0e -2400300 30.S5 50 05&HOZ cOW Sod. no.30 00*030 end ZCCOC.nl.01001' I P.00Cenne.0.701, :IL Yb0?.O0fl - tj 0y) .20000 004 - - — A00W(fl.29m.0 "Ai., Ash m(z) 2,00.024K, 10 h4l I000IA123A5 I 24M.0 Z' I131041 $1002030 hV.70n14000004 I 4)40I I I fl000me1boSu . I SN I.Q0Uns I Voy. 00000202 I 0CYnz.O040 - __ 10Je00Dl$1*t* lb .3093.orn homton Tomasetti, Inc. • Thornton Tomasetti SN - • December 21, 2016 925 Fort Stockton Drive, Suite 200 4:42 PM San Diego, CA 92103 Determine Maximum Soil Values Allowable psf 4500 psf EQlwind increase 1:333 With EQ/Wind 6000 psf Depth Incr. O psflft over 1.5 It Width Incr. 0 psf/ft over 2 ft Max Press. 4500 psf Max with EQ/Wind 6000 psf Footing Type Wind/Seismic 216.00 k Increase to LRFD 1.7 q =1.7q0+. = 102Q ksf dr cover = 3.00 in db=in d = 1,3.t& in Check two-way/punching shear: V, 312.16k Cl = column width = 141.00 in C2 = column depth = 14,00 in b0 = 1:11.50 in 3000 psi DCR= 1.08 4Vn = 0.85(4f'°)b0d = 288.10 k <Vu Check one-way shear VU =777';44 k. bw = .600 ft OCR = 0.83 4V = 0.85(2f °)bd = _0. _42 k >Vu OK. 3) Check flexure: 6 - #6 bars at bottom E.W. As = 264 in' a 0.86 in MU 17871 k-ft 4Mn = 1S971 k-ft p = 0'0O26 tr) DCR= <Mu N.G. >= 0.0018 ), q Footing Capacity Based on Soil Footing Size B= 6.00 ft D= 6.00 ft t= 1,8.60 in Aft9 = .:QQ Itz equiv square 6.00 ft Add'l embed of TOF 0.5 ft Allow pressure 4500 psf Allow p WI EQ/Wind 6000 psf S C' The Shoppes as Carlsbad Column Footing - Concentric Loading Footing F-Il Thmadon'Tomaseftim. PROJECT: S16012 PAGE: BY: SAN DATE: 12/21/2016 , Assumptions: 1. Rectangular footing with concentric axial load 2.F=60ksi 3. Punching shear capacity V = 4f °5b0d per UBC section 1911.12.2.1. Footing Concentric Load.xls ,14L (o ?O 3Z L.f' Printed on 12/21/2016, 3114'M S 0 Thornton Tomasetti PROJECT SUBJECT PROJECT NO. DATE BY SHEET of CHECKED BY DRAWING NO. Li 'HF [4JJ1 1 , ii I IQ1 (14 I cc *c iJJc' LLe(j L - '9 rT r1 H-TZ lip, - H I i I - 36 k---, IV I -31 _r fQ8L:r)(V)H(zs5 )-G li Ji.. .- .-1..L-H-T.1-.I çF1 Ai. A4L5AI'k- L. .L.. -11/17 fcL I...• • I. 1:ft....j...It1. (tk J L D') iI (0.-? 75 Thornton Tomasetti S PROJECT ( PROJECTNO. S(GOIz DATE BY A N SHEET - of SUBJECT (::- --to); 4 Lc.c.ci, CHECKED BY DRAWING NO. 8CMU/JfrLl4:r[; .....1.-4 ...i..i... t.. ; : I ..i .. 1. •'. . _. - - .... - 'cI •1 . _ ..... _...L...L ly ... Li... .4 .LL ,:&,x.. 1 ...... F .! .L.. ................,... . .1 I.............- r 1 rsrl f (AACA srj - .Hf- --• . ... I I I 't . - -r I. t. i ... 1...; ..L .4.........._ -t....... ') 4.ce.i/........Tie ..O.(. ti II - 1. 1......... .. ..L . ........................ ............. L -- I.. -. ------------. . _.. ...... ._._4•....______•__ - •.. . . . j i LLr rT 1 :1:rT1i1: Iii I. r:i 'El: L I. ELL1.: ITEiIL1..IL: :J.:: ') J-11-f LL±fj ti-i H h U- cl-il Sos= 0.782 (1.2+0.2S,)D (0.90.25m)D 0.5L 62.4 34.2 6 88.2 48.3 6.5 25.8 14.1 1.5 G2-OIAG-03 Pier Forces V_Old = Model v1.13 (Pre-Cheesecake Retrofit) V_New Model v1.18 (Cheesecake Retmfit) SpecX_1 Pier Pier B PierC SpecY_i Pier A Pier B Pier B Pier Forces from Model v13 Pier A W SpecX-Ecc ___ Pier B Pier C Pier Forces from Model v13 + A PierA Pier B Pier C V_Old V_New MOld 33.3 15.697.7 24.8 523 27.4141.0 11.3 6.126.0 VNew IsV Old 2.2 .0.215.5 5.5 7.8 2330.7 1.4 28 1.470 Moment -EccSpecX-EccSpecY-Ecc 0.997 167.941658.8647 7.122 232.365191.2629 .335 39.5188 Shear Moment SpecX.Ecc SpecY-Ecc X-Ecc 46.108 12.591 3995 t'399.2581 67.792 22.815 13.981 6.496 70.4431 SnecX 2 MNew AM VOId VNew AV MOld MNew AM ------ _1pecX_Max V_Old V_New IsV MOld IM_New -AM 'I IsV 196.2 98.5 16.3 30.7 14.4 89.9 AM17.7 181.0 . 91.1 14.9 28.1 13.3 82.1 165.8 837 15.6 98:5- 307.9 166.9 22.8 48.2 25.3 129.6 283.8 166.95.2 154.2 20.8 44.1 23.3 118.3 259.6 141.3 74 56.9 30.9 4.7 10.4 5.7 23.8 52.3 28.S 4.3 9.5 5.2 21.7 477 2606.i30.9 MNew AM VOld VNew IsV M_2.5 MOld 2pecY_MaxVOld MNew AM VOld V New 17.2 1.7 3.6 4.3 0.7 21.7 29.3 7.6 4.7 6.3 1.6 27.9 414 135 1.6 13.5 45.0 14:3 7.1 11.1 4.0 39.7 64.2 24.5 8.7 14.4 5.7 48.8 83.3 34.5 5.7 34.5 139 69 1.8 35 17 8.7 176 89 21 42 22 104 212 108 2 21.7176 100+30 0 I. SpecY-Ecc V M 72.3177 SO 288 46 12 125.7864 75 437 65 13 32.5235 16 80 19 3 0O Concrete Section - S-CONCRETE Version 11.1 Job #A123.45 @ Copyright 1995-2014-by S-FRAME Software Inc. c:•2HD.IAG•0aPie:rA. 66. 3DW 0,1 I? (prd00flI .600 UI km 600.. 000) • 600 UI W.I50p.t 0. 066.500oot RO60 .02 6050.0.750. 60.206601,1 60.2030 UI 600.056060 600.0000. C000.rd.. b'S 56000. 25.9 bOO Z0n0C.00..075 9001C0006.0.7516 02..SQISrVLF ISQ I&009L?. 'S' ,. SO. No.60 0.theM - 000,10 Y00..0.001 - 03(7.3).42606Tfl4 ASSW 46). 600.TIQ0.. 6XI 66.24568.4 J50$AIZXIS At • W0.0,10.6. clSioio 66ieo0, 9 (v.60 4666794 $).29000794 1500560 4045676000 AuY).666.768I5. S4. As (25.668.7 10 50. J1021566fl4 0.0 5000 V.p. 500 966s V4200VOIZ • 0050 24.4 r2 im Dq -609.-34.2600 I 566.2000 N'S sn.72I2rn thornton Tomasetti, -Inc. Thornton Tomaselli SN November 16, 2016 925 Fort Stockton Drive, Suite 200 6:23 PM San Diego, CA 92103 ')' Concrete Section c, . S-CONCRETE Version 11.1 © Copyright 1995-2014 by S-FRAME Software Inc. 0 Job #A123.45 - Pier B f~l kid G2-DIAG-O3 Vft 150 00 : WIN fl 02 ftl I 5Q1&ONLF. Yw-_ 0.D, A0Ofl to M0.0 M 600b Sze. . ------ A3hwZ).8000 ,q ,. .0ieOG At. 0.0 ,afl. blAt15 - AU 00.1I 5Xii0' ocy.yj.E&o.001 o C141 • 5I6C30r4 7t0r7&,100aoLt. AUOXD,qo. Sol JeNtSn1 'ma. 0b Vy. 704 v&av00 -0.007 thornton Tomasetti, Inc. Thornton Tomasetti SN . November 16, 2016 925 Fort Stockton Drive, Suite 200 6:25 PM - San Diego, CA 92103 VeZ.46.0UiO wr• Vczievnz.O.341 A.VSUcG0. 0.01010 C A,715(1c0SO. D A Sfr). looê, 1UiTi.l0000Wcc3 AS (WOO)!- 92M. (Ri1?0) 12% Z10r,0.0m- I Yce.0.0 I Ag. 130.0lfl. l(1Z)V50O,4 AV" Cfl.270iQ.r. !WDQ I A.;Vca,(Z).zTsoia, i.8G$94flI I I At 3100 ,Ofl. I .;cI3I0.1I 101000 I I I IA.,.29940cl 1Wi.1b00UiGt I 0(14)2100.01c' IA.(V)'flloto.fl. SO A$g).PSO.QS, - 'go I Ilk c 0• Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. G2-DIAG-03 Column 'flomton Tomasetti, Inc. Thornton Tomasetti SN November 16, 2016 925 Fort Stockton Drive, Suite 200 8:52 PM . San Diego, CA 92103 Columns at Cheesecake Factory Retrofit 0.65 60kI 60 ksl Cir 1.5 In Reinforcing ________ Ties loc2 Lcd Floors Strength p Hhx A1 p41 BarSlz0la Area/4Quant A., p $P,4>Agfc/10? TieSize Ino.._.In" Dia Area/Bar hx Spacing A A. BarsReqd Iz BarsReqd _b in ln In2 no. In in' jn In % ldp I Spacingksl in in ir 2 ' n Ii_. n in - Col I 5j2% 58 x 10 580 11.6 '8 1.00 0.79 18 14.22 2.45% 1694 See 21.13. -5]0.63 0.31 5.4 4 385 2.79 910.35 2 6 Col 5(% 30 x 10 300 6 7 0.88 0.60 12 7.2 2.40% 872 See 21.13.4.3 sJ 0.63 0.31 7.5 4 189 1.59 4ó.41 2 5.25 Col 2% 33 x 1101 330 6.6 7 0.88 0.60 12 7.2 2.18% 938 See 21.13.4.3 ,J9I3 0.31 7.5 4 210 1.71 6[0.40 2 5.25 1 5 2% 30 x 10 300 6 7 0.881 0.60 12 7.2 2.40% 872 See 21.13.4.3 5] 0.63 0.31 8.5 4 189 1.5i 610.41 2 5.25 i ILJ__ 17 1 —-r• i--- :) . .1 •.. i... .. .L... ......... . ... .. .4 ..L. I • 4 . .. 4 4 4 1 - •. •.• .. 4 . .. _•. 4•.• 1. .. I f t .. •1 : ....; - .1 . .; . . ... .... .4. 1.. . I -- H . . 4 • r 1 0 .7 HI .- rTJ 4 4 -- tRaQt' I - 4 -. . .. . . L .. goi4 -c4'k--i• 12 -cs . - 1: , T ....A...J.... iI!. I 271X4r29 - 'IR - : •. i... .. OOI - ___J •, If I H -'.• - . L.1.ILJL1L}..1LJJLLJ (11 C' ,ON DNIMVUU AS Q3W2H3 Jo .LaaHs D U-171/1 , awa k.. j- ? ) [V\ (_) Ido7s JifOHd 0 !UOSBWOJ. uo;uioq Base G2=PX -L.2 Thornton Toinasetti Project Shoppes at Carlsbad Project No. 816012 Date 11/16/2016 Cheesecake Renovation By SN Sheet of Subject G2-PX-L.2 0 Roof Checked By Drawing No. tall properties, 1w 41.17 Ift f'mL 5ôJPSj d = 40:83 ft fy = 60,000 psi J 76i]in SOS =1 0.782 j ié in-plane earthquake loads (strength level), The gravity loads are, yE =[ti1kips Po kips ME =[1551.olkip-ft P1 0.0 kips P1 = 3.0 kips stress design loads (shear per ACI 530-08, 1.17.3.2.6.1.2) V= I.5VI1.4 M= ME/1.4 = 100.7 kips = 1,107.9 kip-ft 4k) Shear reinforcement provided, # L 4 at Lq2J o.c. (center for 8in, each face for 12in cmu) Assuming uncracked properties, check for flexural tension for the load combination 0.9D+E/1.4, An = 3,767 in S, = 1/1111111111 in P = (0.9 -.14 505)P0 M = 1,107.9 kip-ft 59.3 kips P/A1, - MIS1,, = -27.8 psi Shear stress in the masonry, per ACI 530-08, 2.3.5.2.1 Shear span ratio, MIVd, f=V/bd MNd= 0.40 <1.00 = 27.0 psi Flexural tension exists, alloWable shear (masonry alone) per ACI 530-08 2.3.5.2.2, MNd <1.00 therefore, Fv = 1.33 (1/3)[4-(MNd)]4(fm) but shall not exceed (1.33)(80-45(M/Vc Fv = 1.33 (1I3)[4-(MNd)]I(fm) = 61.7 psi <--- Governs = 1.33 (80-45(MNd) = 82.2 psi Fv = 61.7 Psi > fv, The allowable shear stress using masonry alone is greater than the demand, therefore adequate for shear Cl-19 Assumed neutral axis depth, kd = in P'= 59.29 kips Bending Capacity of Wall (Allowable Stress Design) C= 59.29 k M = 61,791 k-in Man,, = 5,149.2 A d (in 2)(in) (in/in) Masonry 25.50 0.000494 Rebar 0.31 490 -0.002669 0.31 4 0.000468 0.31 52 0.000158 0.31 100 -0.000152 0.31 148 -0.000462 0.31 196 -0.000771 0.31 244 -0.001081 0.31 292 -0.001391 0.31 340 -0.001701 0.31 388 -0.002011 0.31 436 -0.002321 0.31 484 -0.002631 Oo (use excel solver to iterate- -"kd' so that C'.-= P.') k-ft <-therefore-adequate.inbending Fs C M (psi) (kips) (kip-In) 194.43 43067.1 -77410.1 -23.75 5771.0 0.0 0.00 0.0 0.0 0.00 0.0 -4399.6 -1.35 -198.4 -13385.5 -4.11 -406.6 -22371.4 -6.86 -350.0 -31357.3 -9.62 -28.9 -40343.2 -12.38 557.0 -49329.2 -15.13 1407.5 -58315.1 -17.89 2522.6 -67301.0 -20.65 3902.4 -76286.9 -23.40 5546.9 0 Thornton 'T fT-E[4 .fl 0 1 Project Shoppes at Carlsbad Project No. S16012 Date 11/16/2016 Cheesecake Renovation By SN Sheet of Subject G2-PX-L.2 1M Roof Checked By Drawing No. = 1,500 psi Em = 1,350 ksi fy = 60,000 psi E = 29,000 ksi I,,= 494.00 in t= 7.625 in reinforcing, # 5 at (center - 8" cmu, ea face - 12" cmu) # 5 at each end of wall AlloW compressive masonry Stress, F. = 1.33(1/3)f'm = ## psi Check minimum vertical reinforcement A.= 0.077 1n2/ft per ACI 530-08, 2.3.5.3.2, As(min) = (1/3) A, A = 0.074 in2/ft = 0.025 in <As, OK US, V.,. t3AOlt. -- V.2S0U .0000 V.v1CVU,.02 IN-IS -I I.00DeNU I ie Concrete Section • C, S-CONCRETE Version 11.1 ® Copyright 1995-2014 by S-FRAME Software Inc G2-PX-L2 Pier A 3CO1 t).00U1 CbOOUIL 150 PO tc-332IU Q) ZoC.O7Sl, - P.ICo,.O.7S , 10.-r• t: 0• Job #A123.45 2AO I4V.E? ISO 12.G1.t? SM Itht...M YW.00h Oy)• I52O N (Z.Z) .3lD7.l3r4 A$w .I52S.h wf - At. tWOA 34A A3l8.tt,Cv :: IIin I • • Am (Y)- I5tOAA. -. 1525.0sAt thornton Tomasettl,Inc. SN December 21, 2016 5:27 PM Thornton Tornasetti 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 0! Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. G2-FX-L Pier B - - Iaottow (pIb) I W!OOcf - I.. 29O L.l Cc- 3321 UI Gc.I384UI C.cd.75am1fl frI 29.5 blft - ZomC,-O7SI, -- -• _ 'homton Tomaselli Inc Thornton Tomaselli SN December 21, 2016 925 Fort Stockton Drive, Suite 200 5:27 PM San Diego, CA 92103 Thornton Tomasefti PROJECT PROJECT NO. DATE C", SUBJECT BY SHEET of CHECKED BY DRAWING NO. j ii - - •-- 1.7(.A i00. -. e • C\J(fc 4- ' I tJCL,fc.i1 L •....1. jj. ............... ..i.. , .......- __ 60 •• tG;J. -. -l. H -!................ — ...- I AzZ . . . I. I . I •I I -... '-. I ---------------------. -................- • .. ........................... - .... _I......... ________ - - 1. i... •.. - - ... L..... ..L..L - l - LH..-------I-------------- - .•J• coii5ev ;)y . j . .- ___.t _•_i .14 £ ---4--4- - - I_- . 4---- I I II I i I I I - I • L .. i' L_, L-~Le1 ' ... Ip ,t0 •i - -, - ------iLtJL..:.H1 r) ! •p;'I. - - b ,,JC,_I•.L±.L:___ i•.1_ s;&o .............. I--------•...__._.._...____ ....._..__I •_•__•L..• ••• I............. : .... ;• ['....i ---------- 1_2.tLoo.cj '• T" r-r- r ---- L• F _5 H-- 4 -. - !---4- -i-1 £AF& - 1 j!I 1. C1-23 cD. Axial Live. Load. MAN 3.9Th r _F1 21 I; th EEXD dment Shàr Axial DOadlo.ad, IIE - i - Dj —;—•— -- - I n 15.9 ®12) 0 • Shear Axial Seismic Load Axial Live Loads Load* M** Kip—Kip-ft A 62.00 5.433 -171.14 B 54.83 12.695 -308.912 C ==34.00 12.072 -42.252 D+E -- 17.8328Z36O.3287 .-. Col 0.00 2.44 74.42 INet 61.087 -87.55451 *Downward Positive = Positive Axial Seismic Loads Load M** - Kip. Kip-ft__ 62.00 62.767 -1977.16 54.83 31.082 -756.329 34.00_50.716177.506) 17.83 8.06 1115) Col OOQ .56.539__1724.44 INt 0 -5750.431 *Downward Positive = Positive Seismic Moments Axial Seismic Loads Load* M 0 Kip Kip-1 A B— C 0 -875.385 D+E 17.83 0 -2522.17 'Col 0.00 OJ - INet 0 4269.3 *Downward Positive CCW = Positive Determine Equivalent Axial and Moment C Total Length = 61 CL= 30.5 Axial Dead Loads Load* M** Kip_.__Kip:ft 62.00 23.47 -739;5 A -- 54.83 54.'l j C -1316.43 34.00 52.41 -1834 -1 1783--128.58_162868 0.00 13.016 396.988 271.85 -213.7891 Downward Positive = Positive Thornton Tomasefti S PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. .... —.k 4. j. •. -.1- - J. ...,- -! - . . ............... l J 1(0 & .. ........ I . } L cc.iI71.L.. L ps .......................... ..I .... -;...... : H' ... 1•1 .1 £ i . t -j . ... . , _.__t •.4. I..f. i.... ; . 1 I I I . I ._ ............ . CC> 10 -A ...J . .' .. . . .... ... .L.... . 1C0( rL1r .. 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ZE I ~5\F I [oo1 0 0 0 0 0 I TT 1 0 -.- - *ZG p j4iO EA T _/$t5 rov FACE \ 4t Q. C. B -AL;Tc 55 'Lc4 i 4e s.m.f *r G2-PX-N.EDB Elevation View -0 C1-30 cf Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. G2-PX- N. h IflA Utn 50.5050 000 005)• 002 U. 502) • GOD UI 001 Wc ISO Oct 500.500 POt .050.R.t6. 02 5005.0750 E. 3321 W CO .0531 000 50001.71.0015 2005 00501. 075 1 05,C000100.75 II 00.05 IZ50VLP 000 10.5-Itt,. 50 000. lI 0050 005 Ir YOGI. 0015 A • 0550.0 02 a. 18750 hs - 010-Z).9152.052304 A220GI Ct). 0505.550.0 I 50*0.57342 40.2250230.0 I *I3th.1I15I?2otG ocysl3I2sr4 A(04)060U.5003h4 mo00ofi'g05nr Au (flo lI52Ck.. SN =050 VP7. 472.500o I IaylO .0.002 to tM 110900050000 I I 4o41Or Thornton Tomasetti, Inc. Thornton Tomasetti SN November 16, 2016 925 Fort Stockton Drive, Suite 200 6:11 PM San Diego, CA 92103 loy. 0.9 000, 0.021 .0 A 2)'0.00)94fl - ASyOS (r1520)- 000001 S(r).)00fl 00.1)5.0100 1001a • I000esccc, lao • 35.0 ro C'22c209600 43 (R5000c 324 0000 000795622.1.110000002. 15.0030.07 CO200S 15.0175622 cf 0• Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. OoI A.-East En, doLWäI'I SOar. 0.001 A. 200 ,2 056. 12 -7) -22000 nO' 12(Z.2).2500001 0135000(Y)' 2500 iQ.n, - . -- 0110202(Z). 2500 iOn. J22SWtXl J9.7O56.6fl0 I .250101123 .45 016-300.056.0. - I ACI3I6$ISandocd fl550fl1' 8(2-2) • 20000014 1007525210253625 0 0126(Y)25000101. 55 AU (2)-2200 10i2 50. 7099.6014 I Casar020. 3021205 005.1.003005 01CO5.r. 2.0,2 Tomaselli, Inc. Thornton Tornàsetti SN November 17, 2016 925 Fort Stockton Drive, Suite 200 1:57 PM San Diego, CA 92103 II'k .0• fl S Concrete Section S-CONCRETE Version 11.1 Job #A123.45 @ Copyright 1995-2014 by S-FRAME Software Inc. Pi:erB — .EastcW.peniri —. 0000 001 t(.A.r60060(. 60.0 IA 77 (04660007) 60.0 60) fr070oov6').60.0I01 fy (70606007)-COO IA 070.750601 - WI - 500 00, 0A0400, P450 02 7455• 0.1567 (4 • 29060 IA C. 4207101 00.7760 64) I C0007ot. 500 605 L!olC000-0.75 67 75 To, COO 767070077074600 A. 10*450. 2 2Ot2 'an 1464600159100 A. .4010.67. 07 002600.6? I I56.0HE.F. I 04515545 60060450*00 .74 n1z,, .-,rsrw1x 6600.000. - YbI10.O*f A9:500.0 50.60 V (Y,1) • 4033.304 V(0-Z),I62503fl4 005045 (1) • 403.310 A$7C$; 40). 4033 1Q. LII0? -AX 5.77233i54 1c00070505945'60 I J5000123.15 06 • 500.05450. I *61310.1150150040 077.y).3302.3n4 I 11301501 46.TD50*65i5. 456I (Y) 403.3s0. 55) All(S). 4033 Io4t 0007723201 Thornton Tomasetti, Inc. S SN November 17, 2016 1:50 PM r5'aI4trTIx1 IVoz.00t07s - I V*7 II2000o I V0440V50 .0000 603- I Thelo 277 0,00660 I 00.602.0617 - Thornton Tomasetti 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 Concrete Section S-CONCRETE Version 11.1 Job #A123.45 ® Copyright 1995-2014 by S-FRAME Software Inc. 'Pier iC. —West o.LOpenin (01.5$) 00.0 U t0.5II,á,$).€0O UI I., (2054 521(2. 94.0 UI 19(05.2005). 00.0 UI we • 050042 .5. . .00"I PUIees'. R.o .03 94.5.03821 Es . 29080 UI Cc. 4287W, C0. WOO tst - COSUU. -594948 Sled. 7Z0 945 EdloCovel • 0.15., PeeeJC0v95. 0.75., 05500060i, 190410005094. A2. 4.08001. '9206W z29,1z' -a, 0 60 T4e0e54tS0lU A.4.0.a.c. '920612 2120400' 4.26 50,0' VE.? es 01. CNI 510.90000 teSt, eS POW I mom lets' 05pW"t 809.0.005 YC39.0O4l A. 592.004,n. (y-y).46333n4. 1p (2-0). 002393214 ASSet (Z)• 43.330.. V'IT1J J9. 11233214 I Ceeldelo 5A00 I J0DsAZ.S I Ae-5Ll3.O5Qn. I ACl3l8lISSaedeId 9(y.y).3303.3214- I 9(242) 113015214 Iuurntani Toratem 80 ASS (Y).4013149. $fl As. (2) • 403,3 bA lee 17233914 Tomasetti, Inc. Thornton Tomasetti SN November 17, 2016 925 Fort Stockton Drive, Suite 200 1:52 PM San Diego, CA 92103 Thornton Tomasetti PROJECT PROJETNO. 5UO( DATE I Z 11-4 /Ic BY çj SHEET I of SUBJECT L0i. CHECKED BY DRAWING NO. irriir Loa r ......-j-----.... -LLfeJviJ j /,5'cj _f.;scci.s .'LaL_ - ..l Q'L/d. L-4 -' -1 I-- L.... t.I ---•-:• -i.-4- L . ..........I....:.L.. ... t .......i . ... .J.... L. .......... T - FH4 IiL--LF' 1 - ______ .—i I ______ •___ -4. .. ... ... _._ - . . -1 .--. 11G0 , I [ CD : 1..] I..1--.L-........L. - i.. 1ZJ..f. _. •44 . .-.- ! cll 41 L.i,.:::.; :...... ..:... .......-i-L-_.-.9.3 - P1 -- 'T, f .) ..J ..L..L.. j......[ ..j...4........ _. 1Z ... . . _..._ .. .L........._i ... .._.... IJ 11 Ill ........... ..........-.f..-----.- LI. ........ I.....11...L... : .................... L.... 4:. Cl-35 S 0 Thornton Tomasetti PROJECT r i a tf, 1 SUBJECT PROJECTNO. 5uc'( DATE IZ // f BY C5,6IJ SHEET I of 3 CHECKED BY DRAWING NO. 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DATE BY A j\) SHEET 3 of -3 SUBJECT (g-j ,::h:7c f -: / CHECKED BY DRAWING NO. 0 ) ) ..L_;..._L4 l_._!;1.; ...:.L_d...... .LLL. .1_.L... ..........L: .(LJ.........L.....J.I..4...... .. .. I.. r_?T..e .L/ _r.F i . - ....... .......L..4........ ...•........ ....L.( ....: Lj .... 1...: .. L 1..............H ....... i............ L.:J..H ....... I r ..1 L . -... i ..... .......... .................. .....!....JJ.J /L 34 . . L. I . . Y J ....L. .... . ............I..... ..........- .....z.I:i.j ...L.L............ .......... ,1.. L ..., ., L...L:. !...L .... . .1.. I...........J.........L. ....... !.Lij ............ Jr — ..... ._...'...LI_ i... .__4_.. ..j . ..... I...........................T......I.... -... L4 ........ I _....L..._..L._..._....?..._1..I - I4JC1 c1-39 LIA Cheesecake Factory Line 45 Column Checks 21/2 SOS = 0.78 Loads I Load Combination S I Load Combination 7 Grid Mark 0 1 L E (1.2+0.2S05)D+ DOE +L (1.2+0.2505)D-00E+L (0.9-0.2SD5)D+DOE (0.9-0.2S05)D-00E Max OCR - kip kip kip kip kip kip kip kip kip kip N-4.5 A312 41.9 9.4 4.3 5.75 84.91 56.16 45.53 16.78 84.91 0.27 M-4.5 A 312 73.3 15.4. 8.1 0.4 123.92 121.92 55.51 53.51 123.92 0.40 1.5-4.5 A 312 38.4 11.3 4.5 5.33 81.21 54.56 41.88 15.23 81.21 0.26 I O FTi7 A r rf ck P (kip) -- - -- rIIIIlI) '"J krIJIIIU) L'J 03 y 14x 14 in Code: ACI 318-11 Units: English Run axis: About X-axis option: Investigation erness: Not considered column type: Structural 3ars: ASTM A615 )ate: 12/22/16 rime: 11:28:38 spColumn v4.81. Licensed to: Thornton Tomaselli - USA East (NYC). License ID: 59217-1 030622-4-2508B-2B330' File: C:\Users\SNorvitleDesktopShoppesETABS_V21 - Cheesecake 12 in Conc\CoIsMark A.col Project: Shoppes at Carlsbad ColumiEarZ Engineer: f'c = 3 ksi fy =60 ksi Ag = 196 in A2 4 #6 bars Ec = 3122 ksi Es = 29000 ksi As 1.76 inA2 rho = 0.90% = 2.55 ksi Xo = 0.00 in lx = 3201.33 in"4 4 ~— 0.003 in/in Yo = 0.00 in ly = 3201.33 in1'4 Betal = 0.85 Min clear spacing = 7.75 in Clear cover = 2.38 in Confinement: Tied C1-41 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 C1-42 t) Thornton Tomasetti PROJECT SUCpM, () PROJECT NO. SQ<2qT DATE 12,12-f /1 BY SHEET of 0 SUBJECT O4o4- Q,,jj 11&0c CHECKED BY DRAWING NO. r;J OCjx.L C143 Concrete Properties Density Uniform Weight Uniform Volume Compressive (pci) (psi) (yd3lloo ft2) Strength, f' (psi) 110 32.1 1.080 3000 Notes: Volumes and weights do not include allowance for deflection. Weights are for concrete only and do not include weight of steel deck. Total slab depth Is nominal depth from top of concrete to bottom of steel deck PLW2TM or W2 FORMLOKTM ii 4l/ in. TOTAL SLAB DEPTH 0 . Light Weight Concrete b 1 Hour Fire Rating CT) Maximum Unshored Clear Span (ft-In.) Deck Number of Deck Spans - Gage -- •1_ 2 3 22 8'-1" 9'-5'• 21 8'-ii' 101-1' 10'-5' 20 9-8' 101-9' 111-1° 19 10'-6' 11'-i l' 12-4' 18 10'-10' 12'-10" 12'-10' 16 11'-7' 14'-5' 13'-6" Shoring is required foFspáñigreater than thi shown above. See Footnote I on page 51 for required bearing. Allowable Superimposed Loads (psf) Deck Niimbii * -. Span (ft-In.) - - - Gage Deck Spans 6'-0" 7'-0" 7'-6" 8-0" 8'-6" 9'-0" 9'-6" j'4'\10'-6" 11'-0" 11'-6" 12'-0"12'-6" 13'-0 14-6" - 1 380 294 262 235 1 181 161 145 130 118 106 97 88 80 73 61 22 2 380 294 262 235 213 193 I 145 130 118 106 97 88 80 73 61 3 380 294 262 235 213 193 177 I 130 118 106 97 88 80 73 61 1 400 329 293 263 238 1 184 166 149 135 123 112 102 93 85 72 21 2 400 329 293 263 238 216 198 181 135 123 112 102 93 85 72 3 400 329 293 263 238 216 198 181 135 123 112 102 93 85 72 1 400 364 324 291 263 239 219 1 169 153 139 127 116 106 98 81 20 2 400 364 324 291 263 239 219 201 185 I 139 127 116 106 98 81 3 400 364 324 291 263 239 219 201 185 167 J 127 116 106 98 81 1 400 400 389 349 316 287 262 238 205 173 156 138 122 108 87 19 2 400 400 389 349 316 287 262 238 205 179 156 I 138 122 108 87 3 400 400 389 349 316 287 262 205 179 156 138 122 108 87 - 400 400 400 399 361 327. 291 250 j 2161 188 154 144 128 114 91 2 400 400 400 399 361 327 291 5 21 188 164 144 128 114 91 3 400 400 400 399 361 327 291 250 216.. 188. _16&_144. 128 114. 91 400 400 400 397 359 327 298 274 238 207 1821 160 141 128 101 16 2 400 400 400 397 359 327 298 274 238 207 182 160 141 126 101 3 ___400_400_j400 397 _359 327.. 298 274 238 207 182 160 141 126.1 101 See footnotes on page 51. I Shoring required in shaded areaità rigtit1h&avy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (In./lb. x 106) Attachment Deck Span(ft-in.) - - Pattern - Gage 6'-0" 7-0" 7'4" 8.0" 8'$" 9'0"_9'-6" 1.O"J10'-6". ii'-O" 11'-6° 12'-O"_12'4 13'-0" 14'.0- 22 —0-1507 1468 1453 1439 1427 1416 1407 1398 1390 1383 1377 1371 1366 1360-1352- 21 q 1514 1471 1454 1439 1426 1414 1403 1394 1385 1378 1370 1364 1358 1352 1342 20 q 1523 1476 1458 1441 1427 1414 1402 1392 1383 1374 1367 1359 1353 1347 1336 36/3 19 q 1547 1493 1471 1452 1435 1420 1407 1395 1384 1374 1365 1357 1349 1342 1329 18 q 1572 1511 1487 1465 1447 1430 1415 1401 1389 1378 1368 1359 1350 1342 1328 16 q 1643 1566 1536 1509 1485 1464 1445 1429 1413 1399 1387 1375 1364 1354 1337 22. q 1668 1596 1567 1542 1520 1500 1482 1467 1452 1439 1427 1416 1406 1397 1380 21 q 1700 1621 1590 1562 1538 1516 1497 1479 1463 1449 1436 1424 1413 1403 1384 - 20 q 1735 1649 1615 1585 1558 1534 1513 1494 1477 1461 1447 1434 1422 1411 1391 36/4 19 q 1811 1710 1670 1635 1604 1576 1551 1509 1491 1474 1459 1445 1432 1408 -- (i3 q 1877 1765 1720 1680 1645 1615 1587 (565540 1519 1500 1483 1468 1453 1427 16 - q 2046 _1905 .1848 1799 1755 1716 1682 i'O 1622 1597 1573 1552 1.532 1514_ 1481 See footnotes on page 51. ci-t 58 VF5 VERCODECKING INC. www.vercodeck.com GeneraIFooting * '' .ENERCA1C, INC, 1983.2015,BuiId6.15.7.30V6.15.7.30 Description: N4.5, Type F-9, Discontinuous Wall FIG. OK Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties Soil Design Values £c: Concrete 28 day strength = 30 ksi Allowable Soil Bearing = 4.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,1220 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.190 Shear = Analysis Settings 0.750,Increases based on footina Depth Footinq base depth be ow soil surface = ft Mm Steel % Bending Reinf. Allowable pressure increase per foot of depti= ksf Min Allow % Temp Reinf. = .0000010 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of 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 WI for stability, mom & shear : No -'--- Width parallel to X-X Axis = 5.0 It -. Length parallel toZ-Z Axis = 5.0 ft ) Footing Thicknes = 14.0 in Pedestal dimensions... px : parallel to X-X Axis 14.,0 in pz: parallel to Z-Z Axis : 14.0 in Height in Rebar Centerline to Edge of Concrete.. - at Bottom of footing = 3.50 in r. -.r---- Reinforclng Bars parallel to X-X Axis - Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf # 4 BhR Distribution Check equiring ser a:nf5 4A2) Direction n/a # Bars required within zone - # Bars required on each side of zone n/a Co Mad D Lr L S W E H P: Column Load 4190 4.30 9.40 - 5.750 k OB : Overburden ksf 46) C145 M-xx = k-ft M-zz = k4t V-x = k V-z = k S Description: N-4.5, Type F-9, Discontinuous Wall FTG -OK DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5013 Soil Bearing 2,256 ksf 4.50 ksf 4040.750Lr40.750L4H about Z.Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding - PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS' 0.9948 Z Flexure (+X) 5.577 k-ft 5.606 k-ft +1.356D0.50L*0,20S+2.50E+1.60H PASS 0.9948 Z Flexure (-X) 5.577 k-ft 5.606 k-ft +1.356D40.50L40.20S+2,50E+1.60H PASS 0.9948 X Flexure (+Z) 5.577 k-ft 5.606 k-ft +1.356D40.50L*0.20S+2.50E+1.60H PASS 0.9948 X Flexure (-Z) 5.577 k-ft 5.606 k-ft +1.356D*.5OL4205+250E+160H PASS 0.3178 1-way Shear (+X) 26.106 psi 82.158 psi +1.356D*0.50L40.20S+2.50E+1.60H PASS 0.3178 1-way Shear (-X) 26.106 psi 82.158 psi +1.356040.50L40.20S+2.50E+1.60H PASS 0.3178 1-way Shear (+Z) 26.106 psi 82.158 psi +1.3560*0.50L+0.20S+2.50E+1.60H PASS 0.3178 1-way Shear (-Z) 26.106 psi 82.158 psi +1.356D40.50L40.205+2.50E+1.60H PASS 0.3771 2-way Punching 61.966 psi 164.317 psi +1,356D90.50L*0.20S+2.50E+1.60H DetalledResults Soil Bearing Rotation Ms & Load Combination... Gross Allowable Xecc Zecc Bottom, -z Ton. +Z Leh, -x Allowable X-X. 4041 4.50 n/a 0.0 1.845 1.845 n/a n/a 0.410 X-X. *0441 4.50 n/a 0.0 2.221 2.221 n/a n/a 0.494 X-X. 0+tJH 4.50 n/a 0.0 2.017 2.017 n/a n/a 0.448 X-X. *0*S41 4.50 n/a 0.0 1.845 1.845 n/a n/a 0.410 X-X. *0*0.750Lr*0.750L#1 4.50 n/a 0.0 2.256. 2.256 n/a n/a 0.501 X-X. *O*0.750L*0.750S44 4.50 n/a 0.0 2.127 2.127 n/a n/a 0:473 X-X. *0*0.60W*H 5.985 n/a 0.0 1.845 1.845 n/a n/a 0.308 X-X. .i.O+1.750E*4-I 5.985 n/a 0.0 2.248 2.248 n/a n/a 0,376 X-X. *O*0.750Lr*0.750L*0.450W*H 5.985 n/a 0.0 2.256 2.256 n/a n/a 0:377 X-X. *0*0.750L*0.750S*0.450W#I 5.985 n/a 0.0 2.127 2.127 n/a n/a 0.355 X-X. +D*0.750L* +i 0.750S+1.313E' 5.985 n/a 0.0 2.429 2.429 n/a n/a 0406 X-X. *0.60D*0.60W*0.60H 5.985 n/a 0.0 1.107 1.107 n/a n/a 0185. X-X. *0.60D+1.750E+0.60H 5.985 n/a 0.0 1.510 1.510 n/a n/a 0.252 Z-Z. 4041 4.50 0.0 n/a n/a n/a 1.845 1.845 0.410 Z-Z. *0441 4.50 0.0 n/a n/a n/a 2.221 2.221 0.494 Z-Z. *0.Lr44 4.50 0.0 n/a n/a n/a 2.017 2.017 0.448 Z-Z. *0*541 4.50 0.0 n/a n/a n/a 1.845 1.845 0.410 Z-Z. *0*0.750Lr*0.750L41 4.50 0.0 n/a n/a n/a 2.256 2.256 0.501 Z-Z. *0*0.750L*0.750S*H 4.50 0.0 n/a n/a n/a 2.127 2.127 0.473 Z-Z. *D*0.60W#1 5.985 0.0 n/a n/a n/a 1.845 1.845 0.308 Z-Z. .so+1.750E41 5.985 0.0 n/a n/a n/a 2.248 2.248 0.376 Z-Z. *O40.75OLr*0.750L*0.450W41 5.985 0.0 n/a n/a n/a 2.256 2.256 0.377 Z-Z, 4040.750L40.750S40.450W4H 5.985 0.0 n/a n/a n/a 2.127 2.127 0.355 Z-Z. *0*0.7501*0.750S+1.313E41 5.985 0.0 n/a n/a n/a 2.429 2.429 0.406 Z-Z. +0.60D*0.60W*0.60H 5.985 0.0 n/a n/a . n/a 1.107 1.107 0.185 Z-Z.*O.60D+1.750E*O.60H 5.985 0.0 n/a n/a n/a 1.510 1.510 0.252 roveumingSthblll 1 Rotation Ms & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ritd g &iiiiyT - 1 All units It Force Application Ms Load Combination... Footing Has NO Sliding Sliding Force Resisting Force Sliding SafetyRatlo Status C1-46 S C.'Genetal Footing File C:UsersSN0RVl-1DesktoptShoppes\SHOPPE-3.EC6 ENERCALC INC. 1983-2015, 8uild:6.15.730Ver6.I5.7.30 Description : N4.5. Type F-9, Discontinuous Wall FTC - OK Footing Flexure Flexure Ails & Load Combination Mu Which Tension @ As Reqd Gym. As Actual As PhitMn Status k-ft Side? Botor Top ? in'-2 inA2 1nA2 k-ft X-X. +1 .400-s-I .60H 4.310 +Z Bottom 0.0920047747750 Min for Bendina 0.120 5.606 OK X-X. +1.40D+I.60H 4.310 -Z Bottom 0,0920047747750 Min for Bendina 0.120 5.606 OK .' U a) C147 , General Footing File CUSeIS\SN0RVI-I\D8Skt0PISh0PPeSSH0PPE-3.E ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.7.30 'Licensee thorntonitoffi. Description : N-4.5, Type F-9, Discontinuous Wall FIG - OK Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gym. As Actual As PhiMn Status k-ft Side? Botor Top ? in2 inA2 inA2 k-ft X-X. +1.20D..0.5Olj+1.60L-i-1,60H 4.957 +Z Bottom 0.1059620299419 Min for Bendina 0.120 5.606 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 4.957 -Z Bottom 0.1059620299419 Min for Bendina 0.120 5.606 OK X-X. -'-1.200+1.60L+0.50S+1.60H 4.799 +Z Bottom 0.1025524682226 Min for Bendina 0.120 5.606 OK X-X. +1.20D+1.60L-i0.50S+1.60H 4.799 -Z Bottom 0.1025524682226 Min for Bendina 0.120 5.606 01< X-X. +1.20D+1.60Lr4O.50L+1.60H 4.545 +Z Bottom 0.0970700947151 Min for Bendina 0.120 5.606 OK X-X. +1.20D+1.60b'.0.50L+1.60H 4.545 -Z Bottom 0.0970700947151 Min for Bendina 0.120 5.606 01< X-X. +1.20D+1.60Lr40.50W+1.60H 4.20 +Z Bottom 0.0896320834820 Min for Bendina 0.120 5.606 OK X-X. +1.20D+1.601j.0.50W+1.60H 4.20 -Z Bottom 0.0896320834820 Min for Bendina 0.120 5.606 OK U. +1.200+0.50L+1.60S+1.60H 4.040 +Z Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK X-X. +1.20D'i0.50L+1.60S+1.60H 4.040 -Z Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK U. +1.20D+1.60S.0.50W+1.60H 3.694 +Z Bottom 0.0787630097030 Min for Bendina 0.120 5.606 OK X-X. +1.200+1.60S+0.50W-*-1.60H 3.694 -Z Bottom 0.0787630097030 Min for Bendina 0.120 5.606 OK X-X. +1.20D450Lr4.50L+W+1,60H 4.197 +Z Bottom 0.0895846405618 Min for Bendina 0.120 5.606 01< X-X. +1.20D40.50Lr-.0.50L+W+1.60H 4.197 -Z Bottom 0.0895846405618 Min for Bendina 0.120 5.606 OK X-X. +1.20D"0.50L0.50S+W+1.60H 4.040 +Z Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK U. +1,20D*0,50L-i.0,50S+W+1,60H 4.040 -Z Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK X-X. +1.356D.0.50L'+0.20S+2.50E+1.6 5.577 +Z Bottom 0.1193650819918 Min for Bendina 0.120 5.606 OK X-X. +1.3560'+0,50L40,20S+2.50E+16 5.577 -Z Bottom 0.1193650819918 Min for Bendina 0.120 5.606 OK X-x. 40.90D+W'0.90H 2.771 +Z Bottom 0.0589624403396 Min for Bendina 0.120 5.606 OK X-X. 40.90D+W40.90H 2.771 -Z Bottom 0.0589624403396 Min for Bendina 0.120 5.606 OK X-X. *0.74360+2.50E+0.90H 3.345 +Z Bottom 0.0712748720665 Min for Bendina 0.120 5.606 OK X-X. -f0.7436D+2.50E40.90H 3.345 -Z Bottom 0.0712748720665 Min for Bendina 0.120 5.606 OK -Z. 4.310 -X Bottom 0.0920047747750 Min for Bendina 0.120 5.606 OK Z-Z, +1.40D+1.60H •Z 4.310 +X Bottom 0.0920047747750 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D40.50Lr+1.60L-a-1,60H 4.957 -X Bottom 0.1059620299419 Min for Bendina 0.120 5.606 OK Z•Z. +1,200*(),501j+1,60L+1,60H 4.957 +)( Bottom 0.1059620299419 Min for Bendina 0.120 5.606 OK z-z. +1.20D+1,60L-i.,50S+1.60H 4.799 -X Bottom 0.1025524682226 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D+1.60L+0.50S+1.60H 4.799 +X Bottom 0.1025524682226 Min for Bendina 0.120 5.606 OK Z-Z. +1,20D+1.60Lj-.0.50L+1,60H 4.545 -X Bottom 0.0970700947151 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D's-1.60Lj4O.50L+1.60H 4,545 +X Bottom 0.0970700947151 Min for Bendina 0.120 5.606 OK Z-Z. +1.200+1.60Li-4O.50W"-1,60H 4.20 -X Bottom 0.0896320834820 Min for Bendina 0.120 5.606 OK Z-Z. +1.200+1.60Lr+0,50W+1,60H 4.20 +X Bottom 0.0896320834820 Min for Bendina 0.120 5.606 OK Z-Z, +1.20D+0.50L-.-1.60S+1.60H 4.040 -X Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK Z-Z. +1.200+0.50L+1.605+1.60H 4.040 +X Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 3.694 -X Bottom 0.0787630097030 Min for Bendmna 0.120 5.606 OK z-z. +1.20D+1.60Si.0.50W+1.60H 3.694 i-X Bottom 0.0787630097030 Min for Bendina 0.120 5.606 OK Z-Z. +1,20040,50Lr'.0.50L+W+1.60H 4.197 -X Bottom 0.0895846405618 Min for Bendina 0.120 5.606 OK z-z. +1.20D+0.50Lr*0.50L+W+1.60H 4.197 +X Bottom 0.0895846405618 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D'+0.50L-0.50S+W+1.60H 4.040 -X Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK z-z. +1.20D+.5OL40.50S+W+1.60H 4.040 +X Bottom 0.0861856769885 Min for Bendina 0.120 5.606 OK Z-Z. +1.356D*0.50L..0.20S+2.50E-*-1,6 5.577 -X Bottom 0.1193650819918 Min for Bendina 0.120 5.606 OK Z-Z. +1.356D"0.50Ls..20S+2.50E+16 5.577 +X Bottom 0.1193650819918 Min for Bendina 0.120 5.606 OK Z-Z. +0.900+W'+0.90H 2.771 -X Bottom 0.0589624403396 Min for Bendina 0.120 5.606 OK Z-Z. 40.90D+W40.90H 2.771 +X Bottom 0.0589624403396 Min for Bendina 0.120 5.606 OK Z-Z. -f0.74360+2.50E40.90H 3.345 -X Bottom 0.0712748720665 Min for Bendina 0.120 5.606 OK Z-Z. +0.74360+2.50E.0.90H 3,345 +X Bottom 0.0712748720665 Min for Bendina 0.120 5.606 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu PhiWn Status +1.40D.s-1,60H 20.174os1 20.174 osi 20.174 Dsm 20,174 DSi 20.174Dsi 82.158 osi 0.2456 OK +1.200+0.5OLr+1,60L+1,60H 23.204 DSi 23.204 DSi 23.204 osi 23.204 osi 23.204 osm 82.158 OSI 0.2824 OK +1,20D'-1.60L+0,50S+1,60H 22.465 DSi 22.465 osi 22.465 DSi 22.465 osm 22.465 DSi 82.158 osi 0.2734 OK +1.20D+1.60Lr+0,50L+1,60H 21.275 osi 21.275 osm 21.275 osi 21.275 osi 21,275 osm 82.158 DSi 0.2589 OK +1.20D+1.60Lr'+0.50Wi-1.60H 19.658 osi 19.658 osi 19.658 osm 19.658 osi 19.658 osi 82.158 osi 0.2393 OK +1.200.+0.50L+1.60S+1.60H 18.908 Dsm 18.908 osm 18.908 osi 18.908 osm 18.908 osi 82.158 osi 0.2301 OK +1.20D+1.60S+0.50W+1.60H 17.292 DSi 17.292 DSi 17.292 osm 17,292 osm 17.292 usi 82.158 osm 0.2105 OK +1.20D'+0,5OLF40,50L+W+1.60H 19.648 osi 19.648 osm 19.648 om 19.648 osi 19.648 osi 82.158 osi 0.2391 OK 18.908osm 18.908 DSi 18.908 osl 18.908 oSi 18.908 osl 82.158 osi 0.2301 OK \ +1.3560+050L'+0.20S+2.50E+1,60H o +1.20D.0.50L'+0.50S+W+1.60H 26.106 osi 26.106 osi 26.106 DSi 26.106 osl 26.106 Ds! 82.158 osi 0.3178 OK .0.900+W+0.90H 12.969 osi 12.969 DSi 12.969 osi 12.969 Dsi 12.969 osm 82.158 si 0.1579 OK 40.7436D+2.50E40.90H 15.659 osi 15.659 osm 15.659 osi 15,659 osm 15.659 osm 82.158 osi 0.1906 OK C1-48 Description N-4.5, Type F-9, Discontinuous Wall FIG - OK Punching Shear All units k Load Combination... Vu - Phi*Vn Vu! Phi*Vn Status i-1.40D+1.60H 47.886 osi 164317osi 0.2914 OK +120D.+O.5OLc-i-1.60L+1.60H 55.078 DSi 164.317osi 0.3352 OK +1.20D-i-1.60L40.50S+1.60H 53.322 osi 164.317os1 0.3245 OK +1.20D.i-1.60Lr40.50L+1.60H 50.498 osi 164.317os1 0.3073 OK +1,200+1.60Lr4O.50W+1.60H 46.661 DSI 164.317osi 0.284 OK +1.20040.50L-'-1.60S+1.60H 44.882 osi 164.317osi 0.2731 OK +1.200+1.60Ss0.50W+1.60H 41.045 osi 164.317osi 0.2498 OK +1,20D+0.50Lr40.50L+W+1.60H 46.637 oSi 164.317osi 0.2838 OK +1.20D-.0.50L-.0.50S+W+1.60H 44.882 osi 164.317Dsi 0.2731 OK +1.356D+0.50L-+0.20S+2.50E+1.60H 61.966 osi 164.317osi 0.3771 OK 40.90D+W-+0.90H 30.784 osi 164.317osi 0.1873 OK i0.74360+2.50E-.0.90H 37.169 osi 164.317osi 0.2262 OK C1-49 S G ',r- - i-. ' FuieC:l.Iisefs\SN0RVl-1\DeskIoptShoppesSH0PPE.3EC6' enera 0011ng , .t ' .' ENERCALC INC 1983-2015 Build 615730 Ver6 15730 - Description: M4.5, Type F-il, Disconfinuous Wall FTG - 01< Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties Soil Design Values fc: Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 4.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcI Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings Mn Steel % Bending Reini. = 0.750 Increases based on footina Depth Footinq base depth below soil surface = 0.0 ft .. Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow % Temp Reinf. = 0.00180. when footing base is below 0.0 it Mm. Overturning Safety Factor = 1.0: 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure : Yé. Allowable pressure increase per foot of dept = 0.0 ksf Use ftg wt for stability, moments & shears : Yes: when maximum length or width is greater4 .00 It Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & shear No Width parallel to X-X Axis = 6,01 D Length parallel to Z-Z Axis = 6.0 It Footing Thicknes = 18.0 in Pedestal dimensions... px : parallel to X-X Axis 14.0 in pz: parallel to Z.Z Axis : 14.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 4.125 in Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sib - 6 = #6 = 6 = #6 1 1 IL Bandwidth Distribution Check (AC115.4.t2) Direction Requiring Closer Separation n/a # Bars required within zone Ja U Bars required on each side of zone n/a flAlièiloa s. - I D Lr L S W E H P: Column Load = 73.30 810 15.46 0.0 0.0 0.40 0.0 k OB:Overburden = 0.0 0.0 0.0 0.01 00' 0.0 '0.0 ksf 0.0 0.0. 0.0 0.0 0.0 0.0 0.0 k-ft ')M-xx M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0- 0.0 0.0 k V-z = .0.0 0.01 0.0 0.0 00 0.01 0.0k Cl-50 '''I- •.. - ,File = C. *ISNORVI-lMmktDp%ShoppesisHOPPE-3.EC6 enera1 .-ooung. - 1. ENERCALC, INC. l983-2OI5,Bui6,l5,7,3O,Ver6l57.3fl I Desciiption: M-4.5, Type F-1 1, Discontinuous Wall FIG - OK DESIGN SUMMARY [!lIIiX Mm. Ratio item Applied Capacity Governing Load Combination PASS 0.6096 Soil Bearing 2.743 ksf 4.50 ksf 0*0.750Lr+0.750L+1-1 about Z-Z axis PASS: n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS: n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS; n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3555 Z Flexure (+X) 9.462 k-ft 26.618 k-ft +1.20040.50Lr+1.60L+1 .60H PASS 0.3555 Z Flexure (-X) 9.462 k-ft 26.618 k-ft +1,20040.50Lr+1,60L+1,60H PASS 0.3555 X Flexure (+Z) 9.462 k-ft 26.618 k-ft 1.20D0.50Lr+1.60L+1 .60H PASS 0.3555 X Flexure (-Z 9,462 k-ft 26.618 k-ft +1.20D+0.50Lr+1,60L+1,60H PASS 0.3079 1-way Shear (+X) 25.299 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS: 0.3079 1-way Shear (-X) 25.299 psi 82.158 psi +1.20D40.50Lr+1.60L+1,60H PASS 0.3079 1-way Shear (+Z) 25.299 psi 82.158 psi +1.20D+0.50Lr+1 .60L+1.60H PASS. PASS' 0.3079 1-way Shear (-Z) 25.299 psi 82.158 psi +1.20D-.0.50Lr+1.60L+1.60H 0.3855 2-way Punching 63.337 psi 164.317 psi +1.20D*O.50Lr+1.60L+1.60H 6e lid Resu - -. Soil Bearing Gross Allowable Xecc Zecc Bottom. -z Too. + -x Q X -X, 4041 X-X, 90+14H 4.50 4.50 n/a n/a 0.0 0.0 2.254 2.681 2.254 2.681 n/a n/a n/a n/a 0.501 0.596 X-X. 40+t.r4H 4,50 n/a 0.0 2.479 2.479 n/a n/a 0.551 X-X. '+O+S+Il 4.50 n/a 0.0 2.254 2.254 n/a n/a 0.501 X-X. *0*0.750Lr4750L#1 4.50 n/a 0.0 2.743 2.743 n/a n/a 0.610, X-X. +D'.O.750L0.750S+H 4.50 n/a 0.0 2.574 2.574 n/a n/a 0.572: X-X. +O0.60W44 5.985 n/a 0.0 2.254 2.254 n/a n/a 0.277 X-X. +0+1.750E41 5.985 n/a 0.0 2.273 2.273 n/a n/a 0.380 X-X. +0-1.750E41 5.985 n/a 0.0 2.234 2.234 n/a n/a 0,373: X-X, +040.750Lr'+0.750L40.450W41 5.985 n/a 0.0 2.743 2.743 n/a n/a 0.458 X-X. "040.750L40.750S40.450W41 5.985 n/a 0.0 2.574 2.574 n/a n/a 0,430. X-X. +0e0.750L+0.750S+1.313E41 5.985 n/a 0.0 2.589 2.589 n/a n/a . 0.433 X-X. +040.750L+0.7505-1.313E41 5.985 n/a 0.0 2.560 2.560 n/a n/a 0.428 X-X. 40.60040.60W40.60H 5.985 n/a 0.0 1.352 1.352 n/a n/a 0.226 X-X. +0.60D+1.750E+0.60H 5.985 n/a 0.0 1.372 1.372 n/a n/a 0229 X-X. +0.60D-1,750E+0.60H 5.985 n/a 0.0 1.333 1.333 n/a n/a 0.223. Z-Z. 4041 4.50 0.0 n/a n/a n/a 2.254 2.254 0.50'l Z-Z. 404L41 4.50 . 0.0 n/a n/a n/a 2.681 2.681 0596 Z-Z. +0+Ij+H 4.50 0.0 n/a n/a n/a 2.479 2.479 0.551 Z-Z. +0+S41 4.50 0.0 n/a n/a n/a 2.254 2.254 0:501 Z-Z. *0'0.750Lr+0.750L41 4.50 0.0 n/a n/a n/a 2.743 2.743 0.610 Z-Z. +0+0.750L40.750S41 4.50 0.0 n/a n/a n/a 2.574 2.574 6.672 Z-Z. +0+0.60W41 5.985 0.0 n/a n/a n/a 2.254 2.254 0:377 Z-Z. 40+1.750E41 5.985 0.0 n/a n/a n/a 2.273 2.273 6380 Z-Z. +0-1.750Ei41 5.985 0.0 n/a n/a n/a 2.234 2.234 033 ZZ. '+040,750Lr40.750L40.450W41 5.985 0.0 n/a n/a n/a 2.743 2.743 0.458- Z-7- +0-+0.750L+0.750S+0.450W41 5.985 0.0 n/a n/a n/a 2.574 2.574 0.430, Z-Z. 040.750L40.750S+1.313E+H 5.985 0.0 n/a n/a n/a 2.589 2.589 0.433 Z-Z. 4040.750L40.750S-1,313E4l 5.985 0.0 n/a n/a n/a 2.560 2.560 0:428 Z-Z. +0.60D'+0.60W*0.60H 5.985 0.0 n/a n/a n/a 1.352 1.352 0.226 Z-Z. +0.60D+1.750E+0.60H 5.985 0.0 n/a n/a n/a 1.372 1.372 O.229 r. ,ZZ,4O.60D-1.750E4(L6OH r Overturning Stability '1 5.985 0.0 n/a n/a n/a 1.333 1.333 0.223 Rotation AXIS & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Fooling Has NO Overturn ing Cl-51 (T i •• General Footing File = C: tDes UsersSNQRVl-1ktoptShoppes\SHQppE-3.E ENERCALC, INC. 1983-2015 Bui?d:6.15,7,30, Ver.6.15.7.30 , . II. - Description: M4.5, Type F-1 1, Discontinuous Wall FTG - OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Recd Gym. As Actual As Phl*Mn Status k-ft Side? Botor Top ? inA2 lnA2 InA2 k-ft X-X. +1.40D+1.60H 8.324 +Z Bottom 0.3888 Min TemD% 0.440 26.618 OK X-X. +14D+160H 8.324 -z Bottom 0.3888 Min TemD % 0.440 26.618 OK X-X. +4+0 8.324 +Z Bottom 0.3888 Min TemD% 0.440 26.618 OK X-X. +1.40D+1.60H 8.324 -z Bottom 0.3888 Min TemD % 0.440 26.618 OK X-X. .s-1.20D.0.5OLj+1.60L+1,60H 9.462 +Z Bottom 0.3888 Min Two % 0.440 26.618 OK X-X. +1.20D'+0.50Lr+1.60L+1.60H 9.462 -z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. -i-1.20D-+0.5OLr-*-1.60L+1,60H 9.462 +Z Bottom 0.3888 Min TemD% 0.440 26.618 OK X-X. +1.20040.50Lr+1.60L-*-1.60H 9.462 -z Bottom 0.3888 Min TemD% 0.440 26.618 OK X-X. +1.20D+1,60L40.50S+1.60H 9.133 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.20D+1.60L+0.50S+1,60H 9.133 -z Bottom 0.3888 Min Temo % 0.440 26.618 01< X-X. +1.20D+1.60L+0.50S+1.60H 9.133 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X, +1.200+1.60L-+050S+1.60H 9.133 -z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. -'-1.200-'-1.60Lr'+0.50L-'-1.60H 8,810 +Z Bottom 0.3888 Min Two % 0.440 26.618 OK X-X. +1.20D+1.60Lr-+0.50L+1.60H 8.810 -Z Bottom 0.3888 Min TemD % 0.440 26.618 OK X-X. +1,20D+1.60-'0,50L+1.60H 8.810 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.20D+1.60Lr-'4150L+1.60H 8.810 -Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.200+1.60Lr-+0.50W-s-1.60H 8.186 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.200+1.60Lr'+0.50W-*-1.60H 8.186 Z Bottom 0.3888 Min TemD % 0.440 26.618 OK Q X -X. +1.20D+1.6OLr-..50W+1.60H X-X. -s-1.20D+1.60Lr-+0.50W+1.60H 8.186 8.186 +Z -Z Bottom Bottom 0.3888 0.3888 Min Temo% Min Temo % 0.440 0.440 26.618 26.618 OK OK X-X. -s-1.20D40.50L+1.60S+1.60H 7.759 +Z Bottom 0.3888 Min TemD% 0.440 26.618 01< X-X. -s-1,20D-+0.50L+1.60S+1.60H 7.759 -Z Bottom 0.3888 Min TemD% 0.440 26.618 OK X-X. +1.20D-+0.50L+1.60S+1.60H 7.759 +Z Bottom 0.3888 Min Two % 0.440 26.618 OK X-X. +1.20D40.50L+1.60S+1.60H 7.759 -Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.200+1.60S-.0.50W+1.60H 7.135 +Z Bottom 0.3888 Min Temo% 0.4.40 26.618 OK x-x. +1.200+1.60S*0.50W+160H 7.135 -Z Bottom 0.3888 Min Temo% 0.440 26.618 OK X-X. +1.20D+1.60S-+0.50W+1.60H 7.135 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. -'-1.20D+1.60S.0.50W-'-1.60H 7.135 -Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.20D*0.50Lr-'0.50L+W-'-1.60H 8.088 -i-Z Bottom 0.3888 Min Temo % 0.440 26.618 OK x-X. +1.20D'0.50Lr-+050L+W+1.60H 8.088 -Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. -s-1.20040.50Lr40.50L+W+1.60H 8.088 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK x-x. +1.20040.50Lr'+0.50L+W-i-1.60H 8.088 -z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.20D450L-.50S+W+1.60H 7.759 -i-i Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.20D+0.50L-.0.50S+W+1.60H 7.759 -Z Bottom 0.3888 Min TemD % 0.440 26.618 OK X-X. +1,20D-*.5OL40.50S+W+1,60H 7.759 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.20D*0,50L'+0.505+W+1.60H 7.759 -Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. -'-1 .356Di0.50L-+0.20S+2.50E+1 .6 8.770 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.356040,50L40.20S+2.50E+1.6 8.770 -Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. +1.356D-'0.50L-+0.20S-2.50E+1.6 8.608 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X, +1.356D-i0,50L+0.20S-2.50E-*-1.6 8.608 -Z Bottom 0.3888 Min TemD % 0.440 26.618 OK X-X. 490D+W-.0.90H 5.351 -i-Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X, 40.90D+W-+0.90H 5.351 -Z Bottom 03888 Min TemD % 0.440 26.618 OK X-X. '+0.90D-'-W-.0.90H 5.351 +Z Bottom 0.3888 Min TemD % 0.440 26.618 OK X-X. -+0.90D+W-+0.90H 5.351 -Z Bottom 0.3888 Min Two % 0,440 26.618 OK X-X. -+0.7436D+2.50E-+0.90H 4.502 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. 40.7436D+2.50E-+0.90H 4.502 -Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X, -0.7436D-2.50E-0.90H 4,340 +Z Bottom 0.3888 Min Temo % 0.440 26.618 OK X-X. -0.7436D-2.50E'0.90H 4.340 -Z Bottom 0.3888 Min Two % 0.440 26.618 OK Z-Z. -'-1.40D-.-1.60H 8.324 -X Bottom 0.3888 Min Temo % 0.440 26.618 OK Z-Z. +1.40D+1.60H 8.324 +X Bottom 0.3888 Min Temo % 0.440 26.618 OK Z-Z. ±1,4D+1.60)- 8.324 -X Bottom 0.3888 Min Temo% 0.440 26.618 OK Z-Z, +1.40D+1.60H 8.324 +X Bottom 0.3888 Min Temo% 0.440 26.618 OK Q Z -Z. +1.20D-f0.50L&1.60L+1.60H Z-Z. +1.20D-+050Lr+1.60L+1.60H 9.462 9.462 -X +X Bottom Bottom 0.3888 0.3888 Min Temo % Min Temo % 0.440 0.440 26.618 26.618 OK OK Z-Z. +120D450[j'+1.60L+160H 9.462 -X Bottom 0.3888 Min Temo % 0.440 26.618 OK Z-Z. +1.20D40.50Lr+1.60L-*-1.60H 9.462 -i.)( Bottom 0.3888 Min Temø % 0.440 26.618 OK Z-Z. +1.20D+1.60L-+0.50S-s-1.60H 9.133 -X Bottom 0.3888 Min Two % 0.440 26.618 OK Z-Z. +1.20D+160L*.505+1,60H 9.133 +X Bottom 0.3888 Min Temo% 0.440 26.618 OK Cl-52 GeneraI Footing He = (.UNUP(Vl-1UeSKtopflOppeslSHOPPE-3EC6 ENERCALC, INC. 1983-2015, Build 6.15.7.3O Ver.6.15.7.30 S Descption: M4.5, Type F-1 1, Discontinuous Wall FIG - OK Z-Z. +1.20D+1.60L-0.50S+1.60H 9.133 -X Bottom 0.3888 Min Temo% 0.440 26.618 OK z-z• +1.20D+1.60L+0.50S+1.60H 9.133 +X Bottom 0.3888 Min Temo % 0.440 26.618 OK Z-Z. +1.200+1.6OLr-f0.50L+1.60H 8.810 -X Bottom 0.3888 Min Temo % 0.440 26.618 OK Z-Z. +1.20D+1.60Lr.0.50L+1.60H 8.810 +X Bottom 0.3888 Min Temo % 0.440 26.618 OK Z-Z. +1,20D+1.60Lr-+0.50L1.60H 8.810 -X Bottom 0.3888 Min lemo % 0.440 26.618 OK 0 S 0 - . Cl-53 NO zjvVo ISO 999 !SO 99p ISO 99 sa 99 !S0909I4 1sa994. H060209O9Ct'EO I NO 991'l.0 1sO89V8 isago !sO8O iSa8EQi, ISO 8ffI, !SO9COI H060309Q9CPL0 NO t'LVO pa 89I.9 SO 80CtI- SO 80EPI isa soci' 80il- 90I'1. H060M'O06O NO 1.t'LI.O !SO 89138 !SO80CtI. so 90i SO 90i'1. !SO 90'V !S090'V1. H06'0-M-I06'0 NO 1.0830 pa 991.39 SO L1.OtZ so I 1.0'C3 1sa LIOE3 ISO L1.0tZ ISO L1.0'C3 Hog' I+309'3SO3'O-109'0G99C 1. NO P9930 50 991.39 SO 9PC3 so 9t'C3 SO 9t'C3 pa gV,CZ SO gVez H09 1.+309'z+s0 1O9'0G99C ,-s- NO 93930 SO 991.39 SO Lt'L'OZ pa LPL'OZ SO LPE03 pa LPL'OZ IsO LPEO3 Hog 1.+M+S09&'109'O003' L+ No 93930 ISO 891.39 ISO LPL'03 pa LPL'OZ pa LPEO3 pa Lt'LOZ ISO 1PE03 H09' 1.+M+S09'0-1O9'OG0Z' i.-'- NO 3C93O Pa 991,39 pa gig' so gg so M, V so g' i. so 939 1.3 HOg' I.+M+1O9Th-fl09'&"UO3' 1.+ NO 393'0 1sa 891,38 !SO 939 1,3 ISO 939 1,3 SO 9391.3 939' 1.3 SO 939' 1,3 H09' 1.+M+1O9'0fl09'0aO3' 1.+ NO 33C3'o So 99'39 ISO 11061. Pa LLO'6 I- ISO LLO'61. ISO 11061. pa LLO'61. H09 1.-'-M09'0SO9 1.+003' + NO 33C30 SO 991.'39 ISO LLO61. SO 11061, SO LLO6I- 1sa LLO'61. ISO LLO'61, H09'I.+M09'0+S09'I.O0t1. NO 93930 891.Z8 ISO Lt'L'03 ISO Lt'L'03 ISO 1P103 ISO LPL'OZ ISO 1P103 HOg' 1.-'-S09' 1.109'0003' + NO 93930 50 891.'38 ISO LtL'03 so Lt'L'03 ISO Lt'L'03 ISO LPL'03 ISO IPLOZ H09' 1.S09 1.+iO9'Oa03' I-i- NO P9930 ISO 991.'38 !Ba8881.3 Isa 9881.3 ISO 988'1.Z !°888'1.3 ISO 9B8'1.3 H091.+M090fl09'003'k" NO P9930 ISO 991.'39 ISO 898' 1.3 So 888' 1.3 50 988' 1.3 pa 989' LZ pa 888 1.3 H09' 1.+MO9&flO9' I."-QOZ I.'- NO 19960 pa 991.39 pa 9gg'3 ISO 999'3 so 899'C3 pa 899t3 !SO 999'C3 HOg' I109'0'-fl09' 1.+a06' 1. NO 19930 ISO 991.68 SO 999'3 ISO 999'E3 999'C6 ISO 999'3 so 899'C3 Hog' L+100-9091+00Z' 1,+ NO 3L63'O ISO 991.39 isa 1.6P'P6 !SO 1.ZP'P3 ISO 1.3P'P3 50 1.3P'PZ ISO 1.31P3 H09'1.+S09'0"109-'-G03I." NO 3163'O ISO 991.39 !SO I3t"P3 ISO 1.Zi'I'Z ISO 1.3j"t'3 ISO 1.3VP3 ISO 1.3fl'Z 1-109 LSO9'O"1O9' 1-4'003 1." NO 610C'O pa 991,39 ISO 66396 ISO 663'93 !SO 66393 1SO 66393 ISO 66696 H09' 1.+109 1.fl09'O"G0Z' 1,-f NO 6LO'O ISO 99V39 ISO 66393 ISO 663'93 ISO 66696 1sa 66393 pa 66696 H09' 1.1O9' 1,+J1O9'&'-aOZ' 1,-i' NO 60130 89V39 ISO L9633 so 19336 pa 193,33 pa 19336 pa 19336 H091+003+ >10 60L6O ISO 891.'39 ISO 19363 ISO 19333 ISO L93'36 ISO 19633 ISO 19333 H09' 1."QOP' 1.-'- Sfl uftqj I flA uANd XVIA Z+ flA Z• @ flA X+ ® A X- @ flA uoeuqwo3 peol - ieeqs ABM NO 91,9'93 owo % owaj, uiV4 999C'O W0JJ09 X-- OPC'P H06'04-309'3-O9CPL'O' 'Z-Z NO 91,9'93 0t"0 % Oujej, uiV4 888CC W01109 X- OPCP H06'04-309z-09CPEO- .z-z NO 81,9'93 0Pt"0 % Owej, UIVY 988C'O WOU09 X 309'P H06'04-09'3+a9cpL'ol' 'z-z NO 91.993 OWO % 0W9J, UIw 988C'O W01108 X 609'P H06'009'3-fa9CPL'0- 'Z'Z NO 91.9'9Z OPP'O % Owaj, UIw 999C'0 W01108 X" 1.SC'9 H06'0'-MO06'0' 'ZZ NO 919'96 OPI"O % OWOJ, UIJ 999C'0 W01109 X- 1.9E9 H06'0+M006'04- 'Z'2 NO 81.993 OWO % owej U! 999C'0 WOfl09 X+ M-9 H06'0M+006'& 'ZZ NO 91,996 0t'P'O % OUJ8j, UJ OW9J U % 988CC 888C'O W0fl09 WOU09 X- X M,9. 9098 '12 Ho6'o-Mao6'o4- 9'1,+J09'ZS03'G4'10S'O4-O9SE'1.' '12 NO NO 81.993 81.993 OPP'O OPPO % owej UIVY 988C'O WOIO8 X- 9098 9'1,+309'3-S03'0l'109'0'F099E'1,+ 'z-z NO 81.993 OPP'O % OWJ, UM 889C'O W01109 X+ 0L1'8 9 1,+309'3+S03O-109'0+099E' 1,4- 'ZZ NO 91.993 01*0 % awaj, UIVY 988C'O W01108 X- OLL'8 9 1.+3O9'3+S0301O9'04-a99C' 1,+ •12 NO 81.993 01*0 % OWBJ Uivy 899C'0 W01109 X+ 691'L H09'1,+M+S09'O4-109'O4-Q031. 'ZZ NO 81.9'93 01*0 % Owej, UIJ 888C'0 W01109 X 6911 H09'1,+M+S09'0-"109'04-006'1. 'ZZ No 91,9'93 01*0 % oWa, UIJ 999'Ø WOO9 X' 691'L H09'1,M-fS09'0-109'O+O0Z'1, 72 NO 8 1,9'9z 0PV0 % awe.j, uiV4 989C'0 UJOIIOS X- 691'L H09' 1,+M-fs09'o-f109'o+a03' 1,-f Z-Z NO 91,9'93 0W0 % owej, uiW 999C'O WOOS X 880'9 Hog' 1,-f-f9'Q4'J109'oI'003' 1,'s' 'ZZ NO 8I9'93 OW0 % OWOj UIN 888C'O WO09 X- 8908 H09 1.+M+1O9'O4-fl09'O'O03' 1."- Z-Z NO 81.993 ovo % awej, UIw 898C'O WOfl09 X'' 990'8 H09 1,+M+109'0-J109'o+a03' 1,+ 'Z-Z NO - 81.993 01*0 % owaj, Ui/J 899C'O WOj09 X- 990'9 H09'1,+M+109'0+J109'0+0031,+ 7-2 NO 81,993 OPP'O % awej, uiVy 998C'O WOnQa X" 9C 1,'L H09'1,+M0S'04-S091.a03'1, 'z-z NO 91,993 01*0 % awai ulvy 899C0 WO09 X- 9E 1,'L H09'I.±M0904-S091,+003'1. 72 NO 91,9'93 01*0 % Owej UIVY 888E'O W01109 X+ S1,'L H09'k"MOS'M091+006'k" 'Z-Z NO 81.9'93 owo % Owaj Uip 988C'O W0flO9 X- 9C1.'L H09' 1,M09'O+SO9' 1.+a0Z' 1,-f 'ZZ NO 81.996 01*0 % owaj, UM 988C'O W01109 X" 6911 H09' 1,S09' 1,+109'0003' 1,+ '12 NO 81.996 01*0 % owej, uiVy 988C'0 W01108 X- 6911 H09' 1,+S09' 1.+1O9'OOO6' 1,+ 'ZZ NO 8I9'96 01*0 % 0wej uiVy 898C'0 WOUO9 X+ 69(1 H09'1.-f909'1,109'0"006'1, 7-2 NO 91,9'93 01*0 % owaj, uiVy 888C'O W01109 X- 69(1 Hog' 1,"SOg' 1,-f10;'0'-a03' 1,-f 'z-Z NO 91,993 01*0 % OWBj uiVj 988C'O W01109 X+ 981,9 H09'I+M09'0.n09'1,-f003'1,-f 'z-z NO 91,993 01*0 % OW8J uiVy 988C'O WO09 X 981,8 H09' 1,+M09'0"fl09' 1,+O06 1. '12 NO 81,993 OPP'O % owej, WIN 899C'O WO08 X+ 991.9 09'1,+M09'0J109'+00Z1+ 'Z-Z NO 91-993 ot*'o % Owej, uiV4 888C0 W01109 X- 981.8 H09' 1,+M9'Q4'.J109' 1,+a03' 1,+ 'ZZ NO 91-993 ot*'o % owej, uiVy 888C0 W01109 X 01,88 H09'1.+109'O-fl091,'O03'1,' '12 snies ThI U,!qd ZVUI sy ien;ey 3yUI sy 'WAD 34U1 p,ba)J sy .doJ.ioloo ) uosuaJ, IepS 4I4M 111 W uO9euqWO3 peoi 'S SIV einxelj ainxelA 6uI;ood NO - 011 IIM 5n0nu5u03s'a ' adAj, ç-p'J uofldliosea OUS9AOCLS9PL8SIOZC96ONi31VOflN3 6U1001 ieue9 . . . File = C:\UsersSNORVl-lDasktopShoppes\SHOppE-3E General Footing ENERCALC, INC. l983-2Ol5,Build:6.i5.7.3O,V6j5.73 Description: M-4.5, Type F-1 1. Discontinuous Wall FIG - OK Punching Shear All units k Load Combination... Vu Phl*Vn Vu! Phi*Vn Status +1.400+1.60H 55.719 psi 164.317psi 0.3391 OK +1.40D+1.60H 55.719 PSi 164.317ps1 0.3391 01< +1.20D+O.5OLr+1.60L+1.60H 63.337 PSi 164.317psi 0.3855 OK -i-1.20040.50Lr+1.60L+1.60H 63.337 psi 164.317 psi 0.3855 01< -i-1.20D+1.60L+0,50S-i-1.60H 61.138 psi 164.317p5i 0.3721 OK -s-1.20D+1.60L40.50S+1.60H 61.138 PSi 164.317 psi 0.3721 OK +1.20D+1.60Lr.+0,50L-s-1.60H 58.977 Psi 164.317psi 0.3589 OK +1.20D+1.60Lr4O,50L+1,60H 58.977 PSI 164.317 psi . 0.3589 OK +1.20D+1.60Lre0.50W+1.60H 54.796 DSi 164.317 psi 0.3335 OK +1.200+1.60Lr'0.50W+1.60H 54.796 psi 164.317osi 0.3335 OK +1.20D..0.50L.i-1.60S+1.60H 51.94 psi 164.317 psi 0.3161 OK +1.20D.0.50L+1.60S+1.60H 51.94 psi 164.317Dsi 0.3161 OK +1.20D+1.60S+0.50W+1.60H 47.759 pSi 164.317 psi 0,2907 OK +1.20D+1.605-.0,50W+1.60H 47.759 PSi 164.317psi 0.2907 OK -i-1.200*O.50Lr.+0.50L+W+1.60H 54.139 psi 164.317 psi 0.3295 OK +1.20D450Lr-.0.50L+W+1.60)-4 54.139 psi 164.317psi 0.3295 OK +1.20D'0.50L-f0.50S+W+1,60H 51.94 pSi 164.317psi 0.3161 OK +1,20040.50L40.50S+W+1,60H 51.94 PSi 164.317 psi 0.3161 OK +1.356D.0,50L-*.20S+2,50E+1.60H 58.708 PSI 164.317 psi 0.3573 OK +1.356D+0.50L+0.20S-2.50E+1.60H 57.622 psi 164.317 psi 0.3507 01< 40.90D+W-0.90H 35.819 psi 164.317 psi 0.218 OK '0.90D+W-0.90H - 35.819 psi 164.317 psi 0.218 OK +0.7436D+2.50E-.0.90H 30.138 psi 164.317 psi 0.1834 OK +0,7436D-2.50E.0.90H 29.052 psi 164.317psi 0.1768 OK C1-55 S enerafooting. Description: L.545, Type F-9. Discontinuous Wall FIG - OK CodôReferne; f :- Calculations per ACI 318-I1, IBC 2012, CBC 2013, AS-CE 710 Load Combinations Used: ASCE 7-10 r:Gé al,f?tion Material Properties Soil Design Values ft : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 4.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = 'No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density 1450 pcf Soil/Concrete Friction Coeff. = 0.30 q Values. Flexure = 0.90 Shear Analysis Settings = 0.750"Increases based on footing Depth Fooling base depth below soil surface = ft Min Steel % Bending Reinf. Min Allow % Temp Reinf. = = .0000010 Allowable pressure Increase per foot of deptl= when footing base is below = ksf ft Mm. Overturning Safety Factor 1.0 : 1 Mm. Sliding Safety Factor = 1.0:: 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depi = ksf Use ftg wt for stability, moments & shears : Yes when maximum length or width is greater* ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & shear : No ! DImensions - -. • Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Fooling Thicknes = 14.0 in Pedestal dimensions... px: parallel to X-X Axis 14.0 in pz : parallel to Z-Z Axis : 14.0 in Height - in Rebar Centeriine to Edge of Concrete.. at Bottom of fooling = 3.50 in IN I Slow Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone Wei #Bars required on each side of zone n/a I P: Column Lod S 5.330 k OB:Overburden 3840 .50 11.30 E H M-xx = no, M-zz = k-ft V-x = V-Z1 k C1-56 rReinforclng .. - . : Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars =31.0 Reinforcing Bar Sizr = # 4 k 'Generalfootiflg 7 . .. II? ti'AII.0010I* Liqen§ee-: ithornto'n itomaskti,finc. Description: 1.54.5, Type F-9, Dlscontnuaus Wall FTG - 01< DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination - PASS 0.4842 Soil Beating 2.179 ksf 4.50 ksf .+0*0.750Lr40.750L#1 about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,9312 Z Flexure (+X) 5.221 'k-ft 5.606 k-ft +1.356D+0.50L40.20S.i-2.50E+1,60H PASS 0.9312 Z Flexure (-X) 5.221 k-ft 5.606 k-ft +1.356D4.50L.0.20S+250E+160H PASS 0.9312 X Flexure (+Z) 5.221 k-ft 5.606 k-ft +1.356D+0.50L.0.20S+250E+160H PASS 0.9312 X Flexure (-Z) 5.221 k-ft 5.606 k-ft +1.356D40.50L40.20S+2.50E.I-1.60H PASS 0.2975 1-way Shear (+X) 24.439 psi 82.158 psi +1.356D40.50Lf0.20S+2.50E+1,60H PASS 0.2975 1-way Shear (-X} 24.439 psi 82.158 psi +1,356D*0.50L40.20S+2.50E+1.60H PASS 0.2975 1-way Shear (+Z 24.439 psi 82.158 psi +1.356D40.50L40.205+2.50E+1.60H PASS 0.2975 1-way Shear (-Z) 24.439 psi 82.158 psi +1.356040.50L40.20S+2.50E+1.60H PASS 0.3530 2-way Punching 58.009 psi 164.317 psi .i.1.3560'I.0.50L.+0.20S+2.50E+1.60H DetiIdResults; ' 'Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual! Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -z lop, +Z Left, -X Right, +X Ratio - X-X. 40441 4.50 n/a 0.0 1.705 1.705 n/a n/a 0.379 ' X-X. 404L4H 4.50 n/a 0.0 2.157 2.157 - n/a n/a 0.479 X-X. .044j41 4.50 n/a 0.0 1.865 1.885 Wa n/a 0419' X-X, 40+S41 4.50 n/a 0.0 1.705 1.705 n/a n/a 0.379 X-X. 4040.750L1-40.750L#1 4.50 n/a 0.0 2.179 2.179 n/a n/a 0.484. X-X. 4040.750L40.750S4H 4.50 n/a 0.0 2.044 2.044 n/a n/a 0.454 X-X. 4040.60W4H 5.985 n/a 0.0 1.705 1.705 n/a n/a 0.285 X-X. 40+1.750E44-I 5.985 n/a 0.0 2.078 2.078 n/a n/a 0.347 X-X. *040.75OLr40.750L40.450W44 5.985 n/a 0.0 2.179 2.179 n/a n/a 0.364 X-X. 4040.750L40.750S40.450W41 5.985 n/a 0.0 2.044 2.044 n/a n/a 0342 X-X. 4040.750L40.750S+1.313E4H 5.985 n/a 0.0 2.324 2.324 n/a n/a 0.388 X-X. 40.60D40.60W40.60H 5.985 n/a 0.0 1.023 1.023 n/a n/a 0.171! X-X. 40.60D+1.750E40.60H 5.985 n/a 0.0 1.396 1.396 n/a n/a 0.233 Z-i 4041 4.50 0.0 n/a n/a n/a 1.705 1.705 0.379 Z-Z. 40+1#1 4.50 0.0 n/a n/a n/a 2.157 2.157 0,479 Z-Z. 404Lr44-I 4.50 0.0 n/a n/a fl/a 1.885 1.885 0.419 Z-Z. 404641 4.50. 0.0 n/a n/a n/a 1.705 1.705 0.379 Z-Z. .'040.750Lr40.750L#1 4.50 0.0 n/a n/a We 2.179 2.179 0:484. Z-Z. 400.75OL.0.750S4l 4.50 0.0 n/a n/a n/a 2.044 2.044 0.454 Z-Z. 4040.60W+H 5.985 .0.0 n/a n/a. n/a 1.705 1.705 '0.285 Z-Z. 40+1.750E41 5.985 0.0 n/a n/a n/a 2.078 2.078 0.347 Z-Z. *040.750Lr40.750L40.450W#I 5.985 0.0 n/a n/a n/a 2.179 2.179 0.364 Z-Z. 40.0.750L40.750S40.450W41 5.985 0.0 n/a n/a. n/a 2.044 2.044 0.342 Z-Z. 4040.750L40.750S+1.313E44 5.985 0.0 n/a n/a n/a 2.324 2.324 0.388 Z-Z. *0.60D'.0.6OW0.60H 5.985 0.0 n/a n/a n/a 1.023 1.023 0.111 Z-Z.jO,600+1.750E40.60H 5.985 0.0 n/a n/a n/a 1.396 1.396 0.233 C Overturning Stability, 1 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning üiig siiiitr - - 1 All units k Force Application Axis Load Combination.., Sliding Force Resisting Force Sliding SafetyRatlo Status Footing Has NO Sliding C1-57 General Footing File C:USeSISNORVI-1IDeSktOPIShOPPe$SH5PPE3E ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.I5.7.30 Desciiption: L.5-4.5, Type F-9, Discontinuous Wall FIG - OK Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Reqd Gym. As Actual As PhiMn Status k-ft Side? Bot or Top? W2 in2 inA2 k-ft X-X. +1.40D+1.60H 3.950 +Z Bottom 0.0842579375491 Min for Bendina 0.120 5.606 OK X-X, +1.40D+1.60H 3.950 -z Bottom 0.0842579375491 Min for Bendina 0.120 5.606 OK S .) C1-58 S • 'General Footing File C:tUserSN0RVl-ilDesktoplShoppesSH0ppE-3.Ec ENERCALC. INC. 1983-2015, Build:6.157.30,Ve,6.I5,7,30 /WIIti'IIDDJ'P nc. Description: L.5-4.5, Type F-9, Discontinuous Wall FTG - OK Footing Flexure Flexure Axis & Load Combination Mu Which Tension® As Req'd Gym. As Actual As PhiMn Status k-ft Side? Botor Top ? inA2 inA2 inA2 k-ft X-X. +1.200-+0.50Lr+1.60L+1.60H 4.879 +Z Bottom 0.1042807600256 Min for Bendina 0.120 5.606 OK X-X. +1.20D-'0.50Lr-'-1.60L+1.60H 4.879 -Z Bottom 0.1042807600256 Min for Bendina 0.120 5.606 OK X-X. +1.20D+1.60L40.50S+1.60H 4.714 +Z Bottom 0.1007138096245 Mlii for Bendina 0.120 5.606 OK X-X. +1.20D+1.60L4.50S+1.60H 4.714 -z Bottom 0.1007138096245 Min for Bendina 0.120 5.606 01< X-X. +1,200+1,60Lr-'.0,50L+1,60H 4.330 +Z Bottom 0.0924319728158 Min for Bendina 0.120 5.606 OK U. +1.200+1.60Lr+0.50L-'-1.60H 4.330 -z Bottom 0.0924319728158 Min for Bendina 0,120 5.606 OK X-X. +1.20D+1.60Lr-.0.50W+1.60H 3.915 +Z Bottom 0.0834996759303 Min for Bendina 0.120 5.606 01< X-X. +1.200+1.60Lr4O.50W+1.60H 3.915 -Z Bottom 0.0834996759303 Min for Bendina 0.120 5.606 OK x-x. +1.20D.+0.50L-*-1.60S+1.60H 3.801 +Z Bottom 0.0810518672054 Min for Bendina 0.120 5.606 01< X-X. +1.20D+0.50L+1.60S+1.60H 3.801 -Z Bottom 0.0810518672054 Min for Bendina 0.120 5.606 OK X-X. +1.200+1.60S40.50W+1.60H 3.386 +Z Bottom 0.0721388118432 Min for Bendina 0.120 5.606 OK U. +1.20D+1.60S40.50W+1.60H 3.386 -Z Bottom 0.0721388118432 Min for Bendina 0.120 5.606 OK X-X. +1,20D40.50Lr40.50L+W+1,60H 3.966 +Z Bottom 0.0846055105832 Min for Bendina 0.120 5.606 OK X-X. +1,200+O,5OLr-i0,50L+W+1,60H 3.966 -Z Bottom 0.0846055105832 Min for Bendina 0.120 5.606 OK X-X, ±1.20D+0.50L.0.50S+W+1.60H 3.801 +Z Bottom 0.0810518672054 Min for Bendina 0.120 5.606 OK x-x. +1.20Di050L'+0.50S+W-i-1.60H 3.801 -Z Bottom 0.0810518672054 Min for Bendina 0.120 5.606 OK U. +1.3560*0.50L-+0.20S+2.50E+1.6 5.221 +Z Bottom 0.1116613538700 Min for Bendina 0.120 5.606 OK X-X. i-i .356D+O.50L+0.20S+2.50E+1 .6 5.221 -Z Bottom 0.1116613538700 Min for Bendina 0.120 5.606 OK X-X. .0.90D+W-+0.90H 2.539 +Z Bottom 0.0540120732074 Min for Bendina 0.120 5.606 OK X-X, 40,90D+W-'0.90H 2.539 -Z Bottom 0.0540120732074 Min for Bendina 0.120 5.606 OK X-X. +0.7436D+2,50E-+0.90H 3.077 +Z Bottom 0.0655217132779 Min for Bendina 0.120 5.606 OK X-X. .0.7436D+2.50E+0,90H 3.077 -Z Bottom 0.0655217132779 Min for Bendina 0.120 5.606 OK -Z. +1.40D+1.60H 3.950 -X Bottom 0.0842579375491 Min for Bendina 0.120 5.606 OK Z-Z. +1.40D+10H •Z 3.950 +X Bottom 0.0842579375491 Min for Bendina 0.120 5.606 OK ' Z-Z. +1.20D+0.50I+1.60L+1.60H 4.879 -X Bottom 0.1042807600256 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D'*0.50L.r+1.60L+1.60H 4.879 +X Bottom 0.1042807600256 Min for Bendina 0.120 5.606 OK Z-Z. +1,20D+1,60L40.50S+1.60H 4.714 -X Bottom 0.1007138096245 Min for Bendina 0.120 5.606 OK Z-Z. +1,20D+1.60L.s0,50S+1.60H 4.714 +X Bottom 0.1007138096245 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D+1.60Lr'0.50L+1.60H 4.330 -X Bottom 0.0924319728158 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D+1.60Lr40.50L+1.60H 4.330 +X Bottom 0.0924319728158 Min for Bendina 0.120 5.606 OK Z-Z. -'-1.20D+1.6OLr+0.50W+1.60H 3.915 -X Bottom 0.0834996759303 Min for Bendina 0.120 5.606 OK Z-Z. -'-1.20D+1.60Lr0.50W+1,60H 3.915 +X Bottom 0.0834996759303 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D+0,50L±1.60S+1.60H 3.801 -X Bottom 0.0810518672054 Min for Bendina 0.120 5.606 OK Z-Z, +1.20D'+O.50L+1.60S-.-1.60H 3.801 +X Bottom 0.0810518672054 Min for Bendina 0.120 5.606 OK Z-Z. -'-1.200+1.60S.0.50W+1.60H 3.386 -X Bottom 0.0721388118432 Min for Bendina 0.120 5.606 OK Z-z. +1.20D+1.60S-+0.50W+1.60H 3.386 +)( Bottom 0.0721388118432 Min for Bendina 0.120 5.606 OK Z-Z. +1.200'+0.50Lr40,50L+W+1.60H 3.966 -X Bottom 0.0846055105832 Min for Bendina 0.120 5.606 OK Z-Z. +1.20D+0.50Lr.0.50L+W-'-1.60H 3.966 +X Bottom 0.0846055105832 Min for Bendina 0.120 5.606 OK Z-Z. +1.200*0.50L'+0.50S+W+1.60H 3.801 -X Bottom 0.0810518672054 Min for Bendina 0.120 5.606 OK z-z. +1.20D'+0.50L'0.50S+W+1.60H 3.801 +X Bottom 0.0810518672054 Min for Bendina 0.120 5.606 OK Z-Z. +1.3560'+0.50L40.20S+2.50E+1.6 5.221 -X Bottom 0.1116613538700 Min for Bendina 0.120 5.606 OK z-Z. +1.356D40.50L40.20S+2.50E+1.6 5.221 +X Bottom 0.1116613538700 Min for Bendina 0.120 5.606 OK Z-Z. 40.90D+WI0.90H 2.539 -X Bottom 0.0540120732074 Min for Bendina 0.120 5.606 OK Z-Z. -s0.90D+W'.0.90H 2.539 +X Bottom 0.0540120732074 Min for Bendina 0.120 5.606 OK z-Z, 40.7436D+2.50E-f0.90H 3.077 -X Bottom 0.0655217132779 Min for Bendina 0.120 5.606 OK Z-Z. +0.7436D+2.50E+0.90H 3.077 +X Bottom 0.0655217132779 Min for Bendina 0.120 5.606 OK One Way Shear Load Combination... Vu @ -X Vu® +X Vu @ -Z Vu® +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1,40D+1.60H 18.489os1 18.489Dsi 18.489 psi 18.489 psi 18.489 psi 82.158 psi 0.225 OK +1.20D'+O.50Li'+1.60L+1.60H 22.839 psi 22.839 psi 22.839 psi 22.839 psi 22.839 psi 82.158 psi 0.278 OK +1,20D+1,60L'+0,50S+1.60H 22.066 psi 22.066 osi 22.066 PSi 22,066 osi 22.066 psi 82.158 psi 0.2686 OK +1,20D+1,60Lr'+0,50L+1,60H 20.267 psi 20.267 PSi 20.267 osl 20.267 psi 20.267 psi 82.158 psi 0.2467 OK +1.20D+1 .60Lr'+O.50W-'-1.60H 18.324 psi 18.324 psi 18.324 psi 18.324 osi 18.324 osl 82.158 psI 0.223 OK +1,200-+0,50L+1,60S+1.60H 17.791 osi 17.791 psi 17.791 psi 17.791 psi 17.791 psi 82.158 psi 0.2165 OK +1.20D+1.60S+0.50W-s-1.60H 15,848 psi 15.84.8 psi 15.848 psi 15.848 psi 15.848 psi 82.158 psi 0.1929 OK +1.20D+O.50L140,50L+W+1.60H 18.565 psi 18.565 Psi 18.565 psi 18.565 psi 18.565 psi 82.158 psi 0.226 OK +1,20D40.50L40,50S+W+1.60H 17.791 psi 17.791 psi 17.791 psi 17.791 psi 17.791 psi 82.158 psi 0.2165 OK ( \ ..-1,356D-'0.50L40,20S+2,50E+1,60H 24.439 PSI 24.439 DSi 24.439 PSi 24.439 psi 24.439 osi 82.158 psi 0.2975 OK S 40.90D+W40.90H 11.886 psi 11.886psi 11.886 psi 11.886 psi 11.886osi 82.158 psi 0.1447 OK 40.7436D+2.50E"0.90H 14.403 psi 14.403 psi 14.403 psi 14.403 psi 14.403 psi 82.158 psi 0.1753 OK C1-59 General Footing File C:UsSN0RVI-1DesktoplShoppesSHOppE-3.E ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.I5.7.30 112 Description: L.54.5, Type F-9, Discontinuous Wall FIG - OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu! Phl*Vn Status -'-1.40D+1.60H 43.886 DSi 164.317Dsi 0.2671 OK +1.20040.5OLr+1.60L+1.60H 54.212 DSI 164.317osi 0.3299 OK +1.20D+1.60L*.50S+1.60H 52.376 D5i 164.317os1 0.3187 OK +1.20D+1.60Lr40.50L+1.60H 48.106 DSi 164.317osi 0.2928 OK +1.20D+1.60Lr-+0.50W.s-1.60H 43.494 osi 164.317osi 0.2647 OK +1200-+0.50L+1.60S+1.60H 42.229 osi 164.317osi 0,257 OK +1.20D+1,60S-+0.50W+1.60H 37.616 osi 164.317si 0.2289 OK +1.20D'0.50Lr40.50L+W+1.60H 44.065 osi 164.317os1 0.2682 01< +1.20040.50L+0,50S+W+1.60H 42.229 osi 164.317Dsi 0.257 OK +1.3560'0,50L+0.20S+2.50E+1.60H 58.009 osi 164.317osi 0.353 01< 40.90D+W+0.90H 28.212 osi 164.317os1 0.1717 OK -'0.74360+2.50E+0.90H 34.187 osi 164.317Dsi 0.2081 OK O'D Cl-60 TT Ti 'J i1 1 t 1 T11;r 1TtJ TI : . :7rJc icj Ti I j.J - _•_i••••', 4 L :117 t t;r 1 Hi i . t ' 4:.e -;j . 1--i i•iH' riji1ti - :: • )'T I. ..•2j .. c()( .._.• 4. j.. cc) i± . L. i..! • . 1.. .L.J.I. L L f ++ -,4A. )i0J1 •I : • F_• ••' r ••-- T * 1 - - NoI.LW313 JLS V9 ze 69 . i •I•- ;: 1 - - .J L.L...i.. -. ....J.... $bI J. 25i I V .. IH i:ti 1 r - • • • - - - - __________ 19 r 0N DNIMvua Afi aaoano o I .aas La .71/ $ 2.1 3,Lva 2 )Ofl , 0N L., r °i woun 0 C !UaSWOL UOU1O% 0• M) 12" 00 nC W IT 8 hears i(kip) Storyl Base Zbor. 00 fl- vDár. to 41• A9• 1246.090,41. 0 (y•y) .Ii9O6ft*a • AS,IIW(Y). 1049.0 30.0. '&IIIW (0). (040.0 94.111. 1000346114 -' I 04098103.45 - I AC. l26.007 I Acisio.tiouooag, I I -- - 8(0-3(.7074084'I4. ITh0IY007707l8ëZtbc. AU (Y) • 1040.014.4,. $11 50(Z). 1040.0sqr; I 4903Vn0 • 0.000 a. ThtI1.00DOOM" U, • 683.0 49 I OlIn 11837J C! 0 Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. 1uni.d QJ.t Wall atG.L 4 IC• 4000 CII.. ---- 04UIvCI5). 00.0 III ?y(Un.l50I).60.04,I I.(oon. v00). 00.0 411 . (zone 5ol2)-6O0W- W, - 15000! 50.. 50 4'S? R.1 02 4183.0.75 11 11.2900000 CC. 3834 UI 0. 1508171 0007*847 (AWOO.) - C*884.th. 1295 UI! 51.17.29.50015 ZOICCovo,.O754 PO!CICOVCI. O.?5I! 1443Q 168V2f 410 UWSI3. Itooai,..th eM homton TomasettL Inc SN December 23, 2016 10:37 AM I ulCJIIILIJII I VIII000tLI 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 'U S-CONCRETE Version 11.1 © Copyright 1995-2014 by S-FRAME Software Inc. 1Fiéd O.ut \Ná1I atGL 4 0• Job #A123.45 lOG ,00-o.,.r. 84.0 513. 00004 01000084 Concrete Section IV.00,UI ff( ty (),I5m7) .60.0 UI Vml).60.0UI f),)2071 b0i2). €0.0 U) W. 15000? Vi. .50500? R.to.0 Mo.075fl. (0.20000101 €0. 2031 UI 00. i503 UI C000001.I5W? Stool.33.5 010 Zm0C0010.O.75n 0000IC000I. 0.75 I A0. I440.00on (.1720000 0 (0-0). 1720043 04 03 000 (07.1500 01041 A35W-(2). 1250.0 00In..5 jD) 10.6478404 fccnc000eso1000.I I'ja0.A1n45 I A,. 0040.0300. I ACI3IO.tl 50050?d I 0.y(!I2038414 I .. I 0(0.0) 1209.0,0301 I .ThontooTb.u00 (IC., I225.01041. S74 I1800oa0 - ie.8476001 . 0• homton Tomasetti, Inc. $N 11 December 23, 2016 10:36 AM Theo95Oe.s' I floo83&orl Thornton Tomasetti 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 lo') -C.. Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. - .(N.)RtutnWalI Iv0fl).€0060 Sr (74M1110C) .60.0 fli ty (v60). 60.0 II 1.10016 5012). 60.013) 070. llbpcf 57.. 507.t 6o06055 Rio -02 0.75 (C. 4207 66) 06.176666) C6016U. 9 66)1 50161.7.1 0166 0060(0561.0.7561 Po,,(vCov2. .0.7561 13.O3Q ISO' V.F - OSe 16.07166.? eta 566. Il*3*..1e.a. ens { v. 0 A). 0920 55 Il (v.01) • 7') 67 611 0.70.2). 501474614 - -- 0.306*7(Z). 741.7146; - 10 2756864. C0n07r50•-- I I .*AlU4S I I*CI3I0.1)561fl64)o. I 4llc3t(Y).741.715.fl-- - - - 61 (v.7) • 5)01.7014 I 0(04)64)1232664 15)0700101730101)0C. I AS. (6) 741.763.61. SW AS. 01)6741153.66 0.0 tin Voy. 76i09 .0029 V02lOVflZ.0.OAS llos-I5AC6*- - 900*5660* U. 123.0 071 07466770.9077 Thornton Tomasetti, Inc. Thornton Tomasetti SN December 23, 2016 925 Fort Stockton Drive, Suite 200 10:55 AM San Diego, CA 92103 o 4) :] Cl-67 S 0 ,. I L1 C1-68 0.782 00 = 23 ( F=60 ksl 01 Considering IC (0.90.2SJD-OE Une Wail Length ft Seismic Force High Roof Roof Moment kip kip kipft DL Resisting IDL Resisting Moment kip kipft OT? Net Moment Tension Force Ast Reqd kipft kip in2 G2-DiAG-02 20 52 138 3993 145.25 1080 Yes 2913 146 2.70 G2-PX.N_0+E 18.75 . - 2522 129 899 Yes 1623 87 1.60 (N) Wail_A 8.67 - - 689 21.5 69 Yes 620 72 1.32 (N) Wall —B 10.00 - 836 24.8 92 Yes 744 74 1.38 RETURN WALL 7.42 - - 120 15.3 1 42 Yes 78 10 0.19 G2-PX-L2_A 15.25 - 1193 85 482 Yes 711 47 0.86 G2-PX-L2_8 6.33 - 387 75 177 Yes' 210 33 0.62 62-DIAG-03_A 6.67 266 46 114 Yes 152 . 23 0.42 (52-DIAG-03_B 8.0 399 . 193 Yes 206 26 0.48 C1-69 D(13.016) Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection OMOO in Max Downward Total Deflection 0.158 in Max Upward Total Deflection 0.585 in at 0.00 ft 4 - File earn on ,aSC Foundation ENERCALC, INC, l983'2Ot5,Buid.15.7.3O,V6.l6.12.31 Description: Cont FDN at wall G2PX.N CODE REFERENCES Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 'Material_Properties f fc 1/2 r = 4:0 ksi Phi Values Flexure : 0.90 = fc * 7.50 = 474.342psi Shear: 0.750 0 '4' Density - = 150.0 pof p1 = 0.850 24. LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Soil Subgrade Modulus = 130.0 psi / (inch deflection) Load Combination ASCE7-10 fy - Main Rebar = 60.0 ksi Fy - Stirrups 40.0 ksi E - Main Rebar = 29,0000 ksi E - Stirrups =29,000.0 ksi Stirrup Bar Size # = # 4. Number of Resisting Legs Per Stirrup 2 Beam is supported on an-elastic foundation. - Cross Section &RoinforclngDetailS. Rectangular Section, Width = 60.0 in, Height = 36.0 in Span #1 ReInforcing.... 545 at 3.0 in from Bottom, from 0.0 to 61.0 ft In this span 545 at 3.0 in from Top, from 0.0 to 61.0 ft in this span ApplledLoads - Service loads entered. Load Factors will be applied, for calculations. Beam setf weight calculated and added to loads Point Load: 0 = 13.016, L = 2.440, E = -56.539k 0 0.0 ft Point Load: 0 = 23.479, L = 5.433, E = 62.767k 0 61.0 ft Varying Uniform Load: D(S,E) = 11.390->11.390, L(S,E) = 2.673-2.673, E(S,E) = -225.278->238.366 kilt, Extent = 52.417 ->> 57.167 ft. TO Width = 1.0 ft. Varying Uniform Load: D(S,E) = 10.840->10.840, L(S,E) = 2.498->2.498, E(S,E) = -213.350->234.330 k/ft. Extent = 31.583 ->> 36.417 ft. mb Width = 1.0 ft. Varying Uniform Load: D(S,E) = 6.350.4.350, USE) = 1.405->1.405, E(S,E) = -41.250->32.560 k/ft. Extent = 7.750->> 28.0 ft. Tub Width = 1.0 H, (Pier 0+ DESIGN SUMMARY. . - . Maximum Bending Stress Ratio = 0.798: 1 Section used for this span Typical Section Mu : Applied 195.307 k-ft Mn * Phi : Allowable 44.740 k-ft Load Combination +1.3560*0.50L..0.2OS+E+1. Location of maximum on span 34.447 ft Span # where maximum occurs Span # I Maximum Soil Pressure = 2.964 ksf j'pReguirethents' . ?., " Span Length: Vu < PhlVc/2, Req'd Vs= Not Reqd, use stirrups Forces & Stresses for Load Combinations - Load Combination Location (if) Bending Stress Results (k-It) Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio ivwimum uriuu'ur., tnveiope Span #1 1 34.447 195.31 244.74 0.80 +1.40D+1.60H C1-70 Description Coat FON at wall 02-PX-N. Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max Phrnx Stress Ratio Span #1 1 55.259 51.90 244.74 0.21 +1.20040.5OLr+1.60L+1.60H Span # 1 1 55.259 58.60 244.74 0.24 +1.20D+1,60140.505+1.60H Span #1 1 55.259 58.60 244.74 0.24 +1.20D+1,60Lr4501.+1.601-1 Span #1 1 55.259 48.89 244.74 0.20 +1.20D+1.60Lr.50W+1.60H Span #1 1 55.259 44.48 244.74 0,18 +1.20D4.50L+1,605+1.60H Span #1 1 55.259 48.89 244.74 0.20 +1.20D+1.605.0.50W+1.60H Span#i' 1 55.259 44.48 244.74 0.18 +1,20D40.50Lr40,50L.W+1,60H Span #1 1 55.259 48.89 244.74 0.20 +1,20D.+0.50L'.0,50SW+1,60H Span #1 1 55.259 48.89 244.74 0.20 +1.356D.50L*0.20S+E+1.60H Span #1 1 34.447 195.31 244.74 0.80 +1.3560.0.50L+0.205-1.OE+1.60H Span #1 1 53.106 75.86 244.74 0.31 40.90D+W40.9011 Span #1 1 55.259 33.36 244.74 0.14 40.7436D4E40.90H Span # 1 1 34.447 174.77 244.74 0.71 40.7436D-1.OE+0.90H ) Span #1 1 52.388 73.20 244.74 0.30 "-' Overall Maximum Défléctions. Uñfa'ctored Loads Load Combination Span Max. - DeS Location in Span Load Combination Max. + Deft Location in Span Span 1 1 0.1537 0.678 Span 1 -0.5848 61.000 Detailed Shear InfórmátIon Span Distance 'd' Vu (k) Mu d'Vu/Mu PhlVc Comment PhiVs Spacing (in) Load Combination Number (ft) (In) Actual Design (k-ft) (k) (k) Reqd Suggest +1.356D40.50L40.205-1.OE+1 1 0.00 33.00 6.49 6.49 0.00 1,00 184.26 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D40.50140.20S.1.OE+1 1 0.72 33.00 -57.78 57.78 50.04 1.00 184.26 Vu<PhiVcf2 NotReqd 0.00 0.00 +1.356D.0.50L.0.205-1.OE+1 1 1.44 33.00 46.88 46.88 92.09 1.00 184.26 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 2.15 33.00 -36.21 36.21 126.31 1.00 184.26 Vu<PhjVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 2.87 . 33.00 -25.75 25.75 152.87 1.00 184.26 Vu < PhlVc/2 Not Reqd 0.00 0.00 +1.356D40.50L40.205.E+1.61 1 3.59 33.00 19.30 19.30 99.62 1.00 184.26 Vu ( PhiVc/2 NotReqd 0.00 0.00 +1.356D'0.50L'.0.205+E+1.61 1 4.31 33.00 17.17 17.17 112.89 1.00 184.26 Vu<PhiVcf2 NotReqd 0.00 0.00 +1.356040.50L90.2054E+1.61 1 5.02 33.00 15.44 15.44 124.63 1.00 184.26 Vu'PhiVcI2 NotReqd 0.00 0.00 +1.200+1.60L.0.505+1.60H 1 5.74 33.00 14.98 14.98 25.16 1.00 184.26 Vu<PhlVc2 NotReqd 0.00 0.00 +1.356040.50L90.205-1.OE+1 1 6.46 33.00 23.64 23.64 176.01 1.00 184.26 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D+0.50L.0.20S-1.OE+1 1 7.18 33.00 33.04 33.04 159.63 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 7.89 33.00 40.33 40.33 136.76 1.00 184.26 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L.0.205-1.OE+1 1 8.61 33.00 39.67 39.67 115.09 1.00 184.28 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L4020S-1OE+1 1 9.33 33.00 38.88 38.88 93.89 1.00 184.26 Vu<PhiVci2 NotReqd 0.00 0.00 +1.356D40.50L+0.208-1.OE+1 1 10.05 33.00 37.99 37.99 73.25 1.00 184.26 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50140.205-1.OE+1 1 10.76 33.00 37.00 37.00 53.24 1.00 184.26 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S-1.OE+1 1 11.48 33.00 35.91 35.91 33.95 1.00 184.26 Vu<PhiVc12 NotReqd 0.00 0.00 +1.356D90.50L40.205-1.OE+1 1 12.20 33.00 34.72 34.72 15.45 1.00 184.26 VucPhlVc/2 NotReqd 0.00 0.00 +1.3560'0.50L.0.20S-1.OE+1 1 12.92 33.00 33.43 33.43 2.20 1.00 184.26 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205.1.OE+1 1 13.64 33.00 32.04 32.04 18.92 1.00 184.26 Vu 'C PhiVc/2 NotReqd 0.00 0.00 )+,.356D'.0.50L.O.205-1.OE+1 1 14.35 33.00 30.56 30.56 34.65 1.00 184.26 Vu<PhIVcl2 NotReqd 0.00 0.00 +1.356D40.50L.0.208-1.OE+1 1 15.07 33.00 28.98 28.98 49.32 1.00 184.26 VucPhiV/2 NotReqd 0.00 0.00 +1.356040.50L'.O.205-1.OE+1 1 15.79 33.00 27.29 27.29 62.86 1.00 184.26 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D4O.5OL.O.20S-1.OE+1 1 16.51 33.00 25.50 25.50 75.18 1.00 184.26 Vu<PhiVcI2 Not Reqd 0.00 6.00, +1.356D'sO.50L.O.20S-1.OE+1 1 17.22 33.00 23.59 23.59 86.21 1.00 184.26 Vu<PhiVcJ2 NotReqd 0.00 0.00 +1.356D40.56L.0.20S-1.OE+1 1 17.94 33.00 21.56 21.56 95.87 1.00 184.26 Vu c PhiVci2 NotReqd TO 0.00 +1.356D*O.50L..0.2OS1.OE+1 1 18.66 33.00 19.40 19.40 104.08 1.00 184.26 Vu<PhlV2 NotReqd 000 0.00 Description: Cont FON at wall 02-PX.N Detailed Shear Information Span Distance 'd' Vu (k) Mu dVu/Mu PhIVc Comment PhIVs Spacing (in) Load Combination Number (ft) (In) Actual Design (k-fl) (k) (k) Reqd Suggest +1.356D.0.50L.0.20S-1.OE+1 1 19.38 33.00 17.11 17.11 110.74 1.00 184.26 Vu<PhlVc12 NotReqd 0.00 0.00 +1.356D90.50L.0.205-1.OE+1 1 20.09 33.00 14.68 14.68 115.75 1.00 184.26 VucPhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L*0,208-1.OE+1 1 20.81 33.00 12.09 12,09 119.02 1.00 184.26 VucPhiVcI2 NotReqd 0.00 0.00 40.7436Di.0E40.90H 1 21.53 33.00 9.82 9.82 62.05 1.00 184.26 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S+E+1.61 1 22.25 33.00 -8.82 8.82 110.05 1.00 184.26 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 22.96 33.00 -7.94 7.94 105.03 1.00 18426 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.2054E+1.6' 1 23.68 33.00 -6.96 6.96 100.64 1.00 184.26 Vu<PhiVc12 NotReqd 0.00 0.00 +1.356D40.50L'.0.205'iE+1.61 1 24.40 33.00 -5.87 5.87 96.95 1.00 184.26 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356040.50L.0.205-1.OE+1 1 25.12 33.0 .7.04 7.04 95.49 1.00 184.26 Vu < PhiVc!2 NotReqd 0.00 0.00 +1.356D.0.50L.0.208-1.OE+1 1 25.84 33.00 -10.91 10.91 83.17 1.00 184.26 VuCPhiVc/2 NotReqd 0.00 0.00 +1.356D40.50140.205-1.OE+1 1 26.55 33.00 -15.00 15.00 68.07 1.00 184.26 VucPhlVcf2 NotReqd 0.00 0.00 +1.356D40.50L40,205-1.OE+1 1 27.27 33.00 -19.30 19.30 50.04 1.00 184.26 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1,OE+1 1 27.99 33.00 -23.82 23.82 28.93 1.00 184.26 VuPhiVd2 NotReqd 0.00 0.00 +1.356D+0,50L40.20S-1.OE+1 1 28.71 33.00 -18.92 18.92 11.14 1,00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 29.42 33.00 -14.09 14.09 3.02 1.00 184.26 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.205+E+1,61 1 30.14 33.00 16.41 16.41 102.74 1.00 184.26 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D90.50L40.20SE+1.61 1 30.86 33.00 21.70 21.70 113.94 1.00 184.26 Vu < PhIVc/2 NotReqd 0.00 0.00 +1.356D+0.50L'.0.20S.E+1.6 1 31,58 33.00 27.02 27.02 128.93 1.00 184.26 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D40.50L+0.2054E+1.61 1 32.29 33.00 13.57 13.57 159.92 1.00 184.26 Vu<PhIVcI2 NotReqd 0.00 0.00 1 33.01 33.00 -1.06 1.06 68.63 0.55 181.67 VucPhIVcI2 NotReqd 0.00 0.00 .+1.356D40.50L40,205-1.OE+1 +1.356D40.50L40.20S4€+1.61 1 33.73 33.00 -13.66 13.66 193.28 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.35040.501-40.2084E+1.6' 1 34.45 33.00 -27.28 27.28 195.31 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205+E+1.61 1 35.16 33.00 -40.93 40.93 187.55 1.00 184.26 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356040.50L.0.20S+E+1.61 1 35.88 33.00 -54.62 54.62 170.01 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356Di0.50Ls.0.20S.E+1.6 1 36.60 33.00 -63.52 63.52 134.53 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L.0.205.E+1,61 1 37.32 33.00 -58.35 58.35 88.36 1.00 184.26 Vu 'C PhiVc/2 NotReqd 0.00 0.00 +1.356Di0.50L40.205'.E+1.61 1 38.04 33.00 -53.24 53.24 45.91 1.00 18426 Vu<PhiVcI2 NotReqd 0.00 0.00 +1,356D.0.50L40.20S*E+1.61 1 38.75 33.00 48.20 48.20 7.13 1.00 184.26 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356040.501.40.205+E+1.61 1 39.47 33.00 -43.24 43.24 28.04 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.3560.0.50L40.205'i.E+1.61 1 40.19 33.00 -38.34 38.34 59.65 1.00 184.26 Vu<PhIVc/2 NotReqd 0.00 0.00 +1,356D40.50L40.20S4E+1,6( 1 40.91 33.00 -33.51 33.51 87.75 1.00 184.26 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D.0.50L40.20S.E+1.61 1 41.62 33.00 -28.74 28.74 112.37 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D.0.50L.0.209+E+1.61 I 42.34 33.00 -24.02 24.02 133,58 1.00 184,26 Vu < PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205.E+1.61 1 43.06 33.00 -19.34 19.34 151.39 1.00 184.26 Vu<PhIVcl2 NotReqd 0.00 0.00 +1.356D90.50L40.205-1.OE+1 1 43.78 33.00 16.54 16.54 136.37 1.00 184.26 Vu<PhIVc2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 44.49 33.00 18.16 18.16 125.08 1.00 184.26 Vu<PhlVd2 NotReqd 0.00 0.00 +1.3560'.0.50L40.205-1.OE+I 1 45.21 33.00 19.75 19.75 112.63 1.00 184.26 Vu'CPhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 45.93 33.00 21.30 21.30 99.04 1.00 184.26 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 46.65 33.00 22.83 22.83 84.33 1.00 184.26 Vu <PhlVc/2 Not Reqd . 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 47.36 33.00 24.35 24.35 68.52 1.00 184.26 Vu < PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 48.08 33.00 25.86 25.86 51.63 1.00 184.26 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.356D.0.50L.0.208-1.OE+1 1 48.80 33.00 27.35 27.35 33.65 1.00 184.26 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.20S.1.OE+1 1 49.52 33.00 28.84 28.84 14.60 1.00. 184.26 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60L40.50S+1.60H 1 50.24 33.00 31.00 31.00 74.46 1.00 184.26 VucPhiVcl2 NotReqd 0.00 0.00 +1.20D+1.60L40.505+1.60H 1 50.95 33.00 34.48 34.48 52.79 1.00 184.26 Vu<PhlVcJ2 NotReqd 0.00 0.00 +1.356D40.50L*0.205'.E+1.61 1 51.67 33.00 38.04 38.04 103.06 1.00 184.26 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D4 0 .5oL9 0 .20s4E+16' 52.39 33.00 43.29 43.29 76.34 1.00 184.26 Vu<PhlVcI2 NotReqd 0.00 0.00 1.20D+1.60L.O.505+1.60H 4, 1 1 53.11 33.00 32.90 32.90 23.11 1.00 184.26 Vu<PhiVcl2 NotReqd 0.00 0.00 i-D~+1 .2OD+1.6OL.O.50S+1.6OH 1 53.82 33.00 23.71 23.71 41.51 1.00 184.26 Vu<PhlVd2 NotReqd 0.00 0:00 +1.356D40.50L90205-10E+1 1 54.54, 33.00 17.27 17.27 67.21 1.00 . 184.26 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 55.26 3300 11.30 11.30 56.49 1.00 184.26 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D'.0.50L40.205*E+1.61 1 5598 33.00 -11.75 11.75 65.61 1.00 184.26 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D90.50L40.205'€+1.61 1 56.69 33.00 -22.56 22.56 70.49 1.00 184.26. Vu<PhiVc/2 NotReqd Cd.Ob2 0.00 +1.356D40.50L40,205.E+1.61 1 57.41 33.00 -27.55 27.55 57.05 1.00 184.26 VucPhiVc/2 NotReqd 0.00 0.00 File Beam on Elastic Foundation ENERCALC, INC. 1983-2015, Build:6.157.30. Vet-.616.1Z31 Description: Cont FDN at wall Detailed Shear Information Span Distance 'd Vu (k) Mu dVulMu PhiVc Comment PhlVs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-It) (k) (k) Req'd Suggest +1.356040.50L'+0.208+E+1.61 1 58.13 33.00 -21.42 21.42 36.70 1.00 184.26 VuCPhlVc12 Not Reqd 0.00 0.00 +1.356D40.50L40.20S+€+1.61 1 58.85 33,00 -15.19 15.19 20.75 1.00 184.26 Vu<PhiVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 59.56 33.00 -8.86 8.86 9.28 1.00 184.26 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356040.50L.0.20S+E+1,61 1 60.28 33.00 -2.45 2.45 2.34 1.00 184.26 Vu<PhlVcI2 Not Reqd 0.00 0.00 D i- I CI-73 i •. File earn on ,'Elastic -Foundation-ç _ENERCALC, INC. 1983.2015, 8u1!d:6.15.7.30, Vec&16.12.31 Description: Cont FDN at (N) Bumped Out Wall CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 fc 1/2 = fr= fc •750 q.' Density = 4.0 ksi = 474.342 psi 150A pd Phi Values Flexure: 0.90 Shear: 0.750 (1 = 0,850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,605.0ksl Soil Subgrade Modulus = 130.0 psi/ (inch deflection) Load Combination ASCE 7-10 fy - Main Rebar = 60;0 ksi Fy - Stirrups 40.0 ksi E - MainRebar = 29,000.0 ksi E - Stirrups =29,000.0ksi Stirrup Bar Size # = V 4 • Number of Resisting Legs Per Stirrup .2 . - - - Béàrn Is suobodedonaA elastic foundation -CrossSOction& Reinforcing Details Rectangular Section, Width = 36.0 in, Height = 24.0 in Span #1 Reinforcing.... 445 at 3.0 in from Bottom, from 0.0 to 36.250 it in this span 445 at 3.0 in from Top, from 0.0 to 36.250 ft in this span ApUed Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number I Varying Uniform Load: D(S,E) = 2.480->2.480, L(S,E) = 0.10-4.110, E(S,E) = -55.060->55.060 k/ft. Extent = 0.0—>> 8.670 ft. Tub Width = 1.0 ft. (Pier A) Varying Uniform Load: D(S,E) = 2.480->2.480, L(S,E) = 0.10-'O.lO, E(S,E) = -50i80->50.180 k/ft. Extent= 26.250'—>> 36.250 It, Trib WIdth =1.0 it, (Pier B ..DESIGNSUMMARY .• -• Maximum Bending Stress Ratio = 0392: I Maximum Deflection Section used for this span Typical Section. Max Downward L+Lr+S Deflection O000 In Mu : Applied -49836 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn • Phi : Allowable 127 136 k-ft Max Downward Total Deflection 0.080 in Load Combination +11'.3561)40.501-40.205-1.0E Max Upward Total Deflection -0.007 in Location of maximum on span 13.647 it Span # where maximum occurs Span # 1: Maximum Soil Pressure . 1.503 ksf at 36.25 ft. I ShiáiStirrii ReiimëiitT Entire Beam Span Length: Vu <PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in ) :MáliiTh oràéi& Strésils foLàad' diblnatl&ni' - oaa toomoinaton Location (ft) benaing stress Results,, (k-It) Segment Length Span # In Span Mu: Max PhiMnx Stress Ratio MAXimum BENDING Envelope Span #1 1 31.132 11.96 127.14 0.09 +1.40D+1.60H Cl-74 Span #i 1 32.838 0.82 127.14 0.01 +1,20040.501j+1.60L+1.60H S earn OW ,SdC Foundation He ENERCALC, INC. 1983-2015,Build:6.15,7,30.V'6j6,I,31 Ii Description: Cont FDN at (N) Bumped Out Wall Load Combination Location Bending Stress Results (k-fl) Segment Length Span # In Span Mu: Max PhiMnx Stress Ratio Span #1 1 32.838 0.74 127.14 0.01 +1.200+1.60L.0.50S+1.60H Span #1 1 32.838 0,74 127.14 0.01 +1,20D+1.60Lr.0.50L+1.60H Span #1 1 32.838 0.72 127.14 0.01 +1.20D+1,601r+0,50W+1.60H Span #1 1 32.838 0.70 127.14 0.01 +1,20D40.50L+1,60S+1,60H Span #1 1 32.838 0.72 127.14 0.01 +1,20D+1,60540,50W+1.60H Span U 1 1 32.838 0.70 127.14 0.01 +1.20D"0.5OLr'.0,50L+W+1,60H Span #1 1 32.838 0.72 127.14 0.01 +1,20D,5OL40,50S4W+1.60H Span #1 1 32.838 0.72 127.14 0.01 +1,356D40,50L*0,205+E+1,60H Span #1 1 35.824 -1.43 127.14 0.01 +1.356D0.50L.0.20S-1.OE+1.60H Span #1 1 30.706 12.07 127.14 0.09 +0.90D+W40.90H Span #1 1 32.838 0.53 127.14 0.00 .0.7436Di€"0.90H Span #1 1 35.824 -1.44 127.14 0.01 40.7436D-1.OE*0.90H Span #1 1 29.853 12.58 127.14 0.10 Overall Maximum Deflections. Unfactored Loads Load Combination Span Max. - Dell Location in Span Load Combination Max. ~ Dell Location In Span Span 1 1 0.0803 36.250 0.0000 0.000 DGtàlled Shear Iflformation Span Distan d' Vu (k) Mu dVu/Mu PhI'Vc Comment PhiVs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-fl) (k) (k) Req'd Suggest A.356040.501.40.2 .0E+1 1 0.00 21.00 1.09 1.09 0.00 1.00 72.78 Vu<PhiVcf2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1,QE+1 1 0.43 21.00 1.38 1.38 1.59 1.00 72.78 Vu<PhiV2 NotReqd 0.00 0.00 +1.356D.0.50L.O.20S-1,0E+1 1 0.85 21.00 1.60 1.60 3.07 1.00 72.78 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D.0.50L'.0.205-1.OE+1 1 1.28 21.00 1.77 1.77 4.44 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356040501.4020S-10E+1 1 1.71 21.00 1.87 1.87 5.75 1.00 72.78 Vu<FhIVd2 NotReqd 0.00 000 +1.356D-i0.50L40.205.1.OE+1 1 2.13 21.00 1.91 1.91 7.02 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D.0.50L.0.205-1.OE+1 1 2.56 21.00 1.89 1.89 8.26 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1,356D9050L.020S.IOE+1 1 2.99 21.00 1.81 1.81 9.52 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 40.7436D-1.0E40.9011 1 3.41 21.00 1.78 1.78 10.54 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D90.50L40.20S'.E+1.61 1 3.84 21.00 -2.18 2.18 10.20 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.2054€+1.61 1 4.26 21.00 -2.65 2.65 10.55 1.00 72.78 Vu<RIM NotReqd 0.00 0.00 +1.356D40.50L.0.205'.E+1.61 1 4.69 21.00 -3.15 3.15 10.69 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.205.€+1.61 1 5.12 21.00 -3.67 3.67 10.63 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356Di0.50L0.20S'.E+1.6I 1 5.54 21.00 -4.23 4.23 10.34 1.00 72.78 Vu<PhiVc!2 NotReqd 0.00 0.00 +1.356D40.50L40.20SE+1.61 1 5.97 21.00 -4.82 4.82 9.81 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40,2054E+1.61 1 6.40 21.00 -5.44 5.44 9.03 1.00 72.78 VucPhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S++1.61 1 6.82 21.00 -6.09 6.09 7.99 1.00 72.78 Vu<PhIVd2 NotReqd 0.00 0.00 +1.356D40.50L'.0.205'€+1.61 1 7.25 21.00 -6.77 6.77 6.67 1.00 72.78 Vu<PhiVc!2 NotReqd 0.00 0.00 +1.356D4050L40.205'€+1.61 1 7.68 21.00 -7.49 7.49 5.06 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D450L'0.205.E+161 1 8.10 21.00 .8.24 8.24 3.14 1.00 72.78 Vu < PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50140.205*€+1.61 1 8.53 21.00 -9.02 9.02 0.90 1.00 72.78 Vu < PhiVcI2 NotReqd 0.00 0.00 +1.356D.O.50L.O,20S..E+1.6l 1 8.96 21.00 -8.85 8.85 3.01 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 .356D40.50L.0.20S+E+1.61 1 9.38 21.00 -8.24 8.24 6.87 1.00 72.78 Vu < PhIVc/2 Not Reqd 0.00 0.00 +1.356D..50Ls0.20S+E+1,61 1 9.81 21.00 -7.67 7.67 10.47 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S"E+1.61 1 10.24 21.00 -7.12 7.12 13.82 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S..€+1.61 1 10.66 21.00 -6.60 6.60 16.94 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +156D4050L4020S.E+161 1 11.09 21.00 .6.12 6.12 19.84 1.00 72.78 Vu<PhiVc/2 NolReqd M995 0.00 +1,356D.0.5OL40,205.E+1.i 1 11.51 21.00 -5.66 5.66 22.53 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 I Foundation'Beam on,Elastic tile - . .. ENERCALC INC. 19812015, 6uild:6.15.7.30. Ver.6.16.12.31 11 Desciipon: Cont FDN at (N) Bumped Out Wall Detailed Shear Information Span Distance 'd' Vu (k) Mu dVu/Mu PhiVc comment PhiVs Spacing (in) Load Càmblnaffon Number (ft) (in) Actual Design (k-It) (k) (k) Reqd Suggest +1.356040.50L.0.2054E+1.61 1 11.94 21.00 -5.24 5.24 25.03 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.6 1 12.37 21.00 4.83 4.83 27.34 1.00 72.78 Vu (PhiVcl2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S+E+1,61 1 12.79 21.00 4.46 4.46 29.49 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D+0.50L40.20S4E+1.6' 1 13.22 21.00 -4.11 4.11 31.47 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40,20S4E+1.61 1 13.65 21.00 -3.78 3.78 33.30 1.00 72.78 Vu(PhlVd2 NotReqd 0.00 0.00 +1.356D40.50L40.20S+E+1.6 1 14.07 21.00 -3.47 3.47 35.00 1.00 72.78 Vu < PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L90.20S4E+1.61 1 14.50 21.00 -3.18 3.18 36.56 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50140.205+E+1.61 1 14.93 21.00 -2.91 2.91 38.00 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 15.35 21.00 -2.65 2.65 39.32 1.00 72.78 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356040,50L+0.205+E+1.6' 1 15.78 21.00 -2.40 2.40 4053 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L*0.205+E+1.61 1 16.21 21.00 -2.17 2.17 41.64 tOO 72.78 Vu<PhiVc/2 NotReqd OMO 0.00 40.7436D-1.0E9090H 1 16,63 21.00 1.96 1.96 26.76 1.00 72.78 Vu<PhiVc2 NotReqd 0.00 0.00 40.7436D-LOE40.901'l 1' 17.06 21.00 2.07 2.07 26.01 1.00 72.78 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.356D+0.50L40.20S-1.OE+1 1 17.49 21.00 2.27 2.27 45.97 1.00 72.78 Vu<PhiVcJ2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S1.0E+1 1 17.91 21.00 2.48 2.48 45.08 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 000 +1.356D4050L40.20S1.0E+1 1 18.34 21.00 2.70 2.70 44.11 1.00 72.78 Vu<PhiVc!2 NotReqd 0.00 0.00 +1.356D4050L40.205-1.OE+1 1 18.76 21.00 2.93 2.93 43.04 1.00 72.78 Vu<PhIVcI2 NotReqd 000 0.00 +1.356D90,50L40i0S1.OE+1 1 19.19 21.00 3.18 3.18 41.87 tOO 72.78 Vu<PhlVcf2 NotReqd 0.00 0.00 +1.3560.050L40.205-1.0E+1 1 19.62 21.00 3.43 3.43 40.59 1.00 72.78 Vu <PhiVd2 NotReqd 0.00 0.00 1 20.04 21.00 3.70 3.70 39.21 1.00 72.78 VuPhlVcI2 NotReqd 0.00 0.00 501 . 4205-1.0E+1 '+1,356D40,50L40.20S-1.0E+1 ,9+1.356D4 0 1 20.47 21.00 3.99 3.99 37.72 1.00 72.78 Vu<PhiVc2 NotReqd 0.00 0.00 +1,356D4050L4020S-1.0E+1 1 20.90 21.00 4.30 4.30 36.10 1.00 72.78 VucPhiVcI2 NotReqd 000 0.00 +1.356D40.501-40.20S-1.0E+1 1 21.32 21.00 463 4.63 34.34 1.00 72.78 Vu<PhiVeJ2 NotReqd 0.00 0.00 +1.356D4050L-*0.205-1.OE+1 1 21.75 21.00 4.98 4.98 32.45 1.00 72.76 Vu < PhlVc/2 Not Reqd 0.00 0.00 +1.356D40.50L40.205-1.0E+1 1 22.18 21.00 5.36 5.36 30.41 1.00 72.78 VucPhIVcI2 NotReqd 0.00 0.00 +1.356D40.50L40,205-1.OE+1 1 22.60 21.00 5.76 5.76 28.21 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356040,50L40,205-1,0E+1 1 23.03 21.00 6.19 6.19 25.83 1.00 72.78 Vu<Phi'Vc/2 NotReqd 0.00 0.00 +1.356D40.501.40,205-LOE+1 1 23.46 21.00 6.65 6.65 23.27 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1,356D40.501-40.205-1.0E+1 1 23.88 21.00 7.14 7.14 20.51 1.00 72.78 Vu<PhiVcJ2 NotReqd 0.00 0.00 +1.356040.50L40.20S-1,0E+1 1 24.31 21.00 7.66 7.66 17.55 1,00 72.78 VucPhlVc/2 NotReqd 0.00 0.00 +1.356D40.50140.205-1.OE+1 1 24.74 21.00 8.22 8.22 14.36 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 25.16 21,00 8.80 8.80 10.94 1.00 72.78 Vu<PhlVcl2 NotReqd OMO 0.00 +1.356D40.50L.0.205-1.0E+1 1 25.59 21,00 9.42 9.42 7.27 1.00 72.78 VucPhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L'*0.205-1ME+1 1 26.01 21.00 10.08 10.08 3.33 1.00 72.78 VucPhiVc/2 NotReqd 0.00 0.00 +1,356D40.50L40,20s-t0E+1 1 26.44 21.00 10.11 10.11 0.52 1.00 72.78 Vu<PhlVcI2 NotReqd 000 0.00 +1.3560'050L'0.20S-IME+1 1 26.87 21.00 9.37 9.37 2.92 1.00 72.78 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.0E+1 1 2729 21.00 8.67 8.67 5.00 1.00 72.78 Vu<PhiVcJ2 NotReqd 0.00 0.00 +t356D40501-90.205-1.0E+1 1 27.72 21.06 8.00 8.00 6.79 1.00 72.78 Vu<PhlVcl2 NotReqd 000 0.00 +1,356D40.50L90,205-1.OE+1 1 28.15 21.00 7.37 7.37 8.29 1.00 72.78 VucPhIVc/2 NotReqd 0.00 0.00 +1.356D',0.50L'0.205.1.OE+1 1 28.57 21.00 6.77 6.77 9.51 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40,50L40.205-1.OE+1 1 29.00 21.00 6.19 6.19 10.49 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 000 +1,356D4050L40,205-1.0E+1 1 29.43 21.00 5.65 5.65 11.21 1.00 72.78 Vu<PhIVc!2 NotReqd 0.00 0.00 +1.356D4050Lt020S-10E+1 1 29.85 21.00 5.15 5.15 11.71 tOO 72.78 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D+0.50L+0.205-1,OE+1 1 30.28 21.00 4.67 4.67 11.99 1.00 72,78 Vu<PhIVd2 NotReqd 0.00 0.00 +1.356D40$0L4020S-1.OE+1 1 30.71 21.00 4.22 4.22 12.07 1.00 72.78 Vu<PhiVcl2 NotReqd 0.00 0.00 +1,356D40.501-.0.205-1.0E+1 1 31.13 21.00 3.80 3.80 11.96 1.00 72.78 Vu<PhIVcJ2 NotReqd 0.00 0.00 -#1.356D40.50L40.205_1.OE+1 1 31.56 21.00 3.41 3.41 11.67 1.00 72.78 Vu<PbiVcI2 NotReqd 0.00 0.00 ("+1.356D40501.42OS-1.0E+1 1 31.99 21.00 3.05 3.05 11.21 1.00 72.78 Vu<PhiVc12 NotReqd 0.00 0.00 1,356D'i,5OL4O,2O51,QE+1 ~-++1.356D40.50L-+0.20S-1.0E+1 1 32.41 21.00 2.72 2.72 10.60 1.00 72.78 VucPhIVc/2 NotReqd 0.00 0.00 1 32.84 21.00 2.41, 2.41 9.84 1.00 72.78 Vu <PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40,205-1.OE+1 1 3326 21,00 2.13 2.13 8.95 1.00 72.78 Vu<PhiVc12 NotReqd 0.00 0.00 +11.356D4501.40.20S.1,0E+1 1 33.69 21.00 1.87 1.87 7.95 1.00 72.78 Vu<PhlVcl2 NotReqd 0.00 0.00 +1,355D40.501.4205-1.OE+1 1 34.12 21,00 1.64 1.64 6.83 1.00 72.78 Vu<PhiVcl2 NotReqd (j16 0.00 +1,356D40,50L40,205-1.0E+1 1 34.54 21.00 1.44 1.44 5.62 1.00 72,78 VuPhlVc/2 NotReqd 0.00 0.00 Ben On Elastic FoundatiOn t ENERCAI.C. INC 1903-2015, 6u11d6.15.7.30, Vez6.I6.IZ3l II Descflpon: Cont FDN at (N) Bumped Out Wall Detailed Shear Information Span Distance d' Vu (k) Mu dVu!Mu PhlVc Comment PhiVs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.356D-050L.02OS-1.OE+1 1 34.97 21.00 1.26 1.26 4.32 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D'0,50L40.205-1.0E+1 1 35.40 21.00 1.10 1.10 2.94 1.00 72.78 VucPhlVc/2 NotReqd 0.00 0.00 +1.356D-.0.50L.0,20S-1.OE+1 1 35.82 21.00 0.97 0.97 1.50 1.00 72.78- Vu<PhiVc/2 NotReqd 0.00 0.00 ID Ll- C1-77 'B El File 1 earn on - Elastic Foundation . ENERCALC, INC. 1983-2015,Build:6.15,7.30,Ver6.16.1231 j4i1i..lirnI.1,ii.i I Descpflon: Cont FDN at (N) Return Wall CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 f'c 112 • = 4.0 ksi fr = fc * 7.50 = 474.342 psi qi Density = 150.0 pcf X Lt Wi Factor = 1.0 Elastic Modulus = 3,605.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-10 fy - Main Rebar = 60.9 ksi Fy - Stirrups = 40.Ô ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.0 ksi Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup 2. Beam is supported on an elastic foundation d Phi Values Flexure: 0.90 Shear: 0.750 01 0850 130.0 psi! (Inch deflection) DJ,1.7.11) E02,12f - - -- - 36'w x 24" h Span=7.750 ft CróssSectióh & Reinforclnà oAtãlli .. Rectangular Section, Width = 36.0 in, Height = 24,0 in Span #1 Reinforcing.... 445 at 3.0 in from Bottom, from 0.0 to 7.750 ft In this span 445 at 3.0 in from Top, from 0.0 to 7.750 ft in this span Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number I Varying Uniform Load: D(S,E) = 1.70->1.70, E(S,E) = -12.0->12.0 k/ft. Extent = 0.0 —>> 7.750 ft. Tub Width = 1.0 ft. (Pier A) ESiN SUMMARY.' aximum Bending Stress Ratio = 0.Oo: 1 Section used for this span TypicalSection Mu : Applied 0.1359 k-ft Mn • Phi: Allowable 127.136 k-ft Load Combination +1.356b'0.50L-.O.20S-1.0E Location of maximum on span 1.641 ft Span # where maximum occurs Span #1 aximum uellec!lon Max Downward L+Lr+S DeflectIon 0.000. In Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.050. in Max Upward Total Deflection 0.011 in Maximum Soil Pressure' 0.929 ksf at 7.75 ft Shear Stirrup Requirements Entire Beam Span Length: Vu 'C PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in IMaximum Forces & Stresses for Loid Combinations )Load Combination Locon(ft) Bending Stress Results (k-fl) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span #1 1 7.659 -0.02 127.14 0.00 +1.40D+1.60H Span# 1 1 7.659 -0.00. 127.14 0.00 C1-78 +1.20D.0.50Lr+1.60L+1.60H Span #1 1 7.659 4.00 127.14 0.00 - - Fife earn on as ic Foundation . V; J~jE Hti'I'I'IsI*i' Ver , Description: Cont FON at (N) Return Wall Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max PhiMnx Stress Ratio 1.20D+1.60L'50S+1.60H Span #1 1 7.659 .0.00 127.14 0.00 +1.20D+1.60Lr4.50L+1,50H Span# 1 1 7.659 -0.00 127.14 0.00 +1.20D+1,60Lr40,50W+1,60H Span #1 1 7.659 -0.00 127.14 0.00 +1.20D40.50L+1.60S+1.60H Span #1 1 7.659 -0.00 127.14 0.00 +1.20D+1.60S'0,50W+1.60H Span #1 1 7.659 -0.00 127.14 0.00 +1,20D.50Lr450L.J+1,60H Span #1 1 7.659 -0.00 127.14 0.00 +1.20D450L45054W+1,60H Span #1 1 7.659 -0.00 127.14 000 +1,356D-i0.50L40,20S+E+1,60H Span #1 1 7.659 -0.02 127.14 0.00 +1.356D450L40.205-1.OE+1.60K Span #1 1 6.109 0.14 127.14 0.00 40.90D+W40.90H Spafl# 1 1 7.659 -0,00 127.14 0.00 40.7436D-'E40.90H Span #1 1 7.659 -0.02 127.14 0.00 40.7436D-1.OE-f0.90H Span #1 1 6.109 0.14 127.14 0.00 Overall Maxlthum Deflections - Unfactored Loads Load Combination ,D Span Max. - Dell Location In Span Load Combination Max. + Dell Location In Span Span 1 1 0.0496 7.750 0.0000 0.000 Oetalled--Shear InformatIon Span Distance 'd' Vu (k) Mu d'VuIMu PhiVc comment PtiiVs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Reqd Suggest +1.356D40.50L40.208.1.0E+1 1 0.00 21.00 0.15 0.15 0.00 1.00 72.78 VuPhlVcl2 NotReqd 0.00 0.00 +1.356040.50L+0.205-1.OE+1 1 0.09 21.00 0.17 0.17 0.02 1.00 72.78 VuPhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 0.18 21.00 0.18 0.18 0.03 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.501-.0.20S-1.0E+1 1 0.27 21.00 0.19 0.19 0.04 1.00 72,78 VuCPhIVd2 NotReqd 0.00 0.00 +1.356D4050L40205-10E+1 1 0.36 21.00 0.20 0.20 0.06 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1,356D40.501-40.205.1,0E+1 1 0.46 21.00 0.21 0.21 0.07 1.00 72.78 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D40.50L.0.205-1.OE+1 1 0.55 21.00 0.22 .0.22 0.08 1.00 72.78 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.3560.0.50L.0.205-1.0E+1 1 0.64 21.00 0.23 0.23 0.09 1.00 72.78 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D.0.50L.0.205-1.OE+1 1 0.73 21.00 0.24 0.24 0.10 1.00 72.78 Vu<PhlVc!2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 0.82 21,00 0.25 0.25 0.11 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.3561340.501-40.20S-1.0E+1 1 0.91 21.00 0.26 0.26 0.11 1.00 72.78 Vu<PbiVc/2 NotReqd 0.00 0.00 +1.356D40.50L4020SIOE+1 1 1.00 21.00 0.27 0.27 0.12 1.00 72.78 Vu<PhIVc12 NotReqd 0.00 0.00 +1.356040.50L.0.205-1.0E+1 1 1.09 21.00 0.28 0.28 0.12 1.00 72.78 Vu<PhlVc!2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 1.19 21.00 0.29 029 0.13 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.5010,205-1.0E+1 1 1.28 21.00 0.30 0.30 0.13 1.00 72.78 VuPhIVc/2 NotReqd 0.00 0.00 +1.356D0.50L40.205-1.OE+1 1 1.37 21.00 0.31 0.31 0.13 1.00 72.78 VucPhlVcI2 NotReqd 0.00 0.00 +1,356D40.50L'.0.20S-1,OE+1 1 1.46 21.00 0.32 0.32 0.13 1.00 72.78 Vu<PhIVcI2 NotReqd 0.00 0.00 +1,356D-.0.50L40.205-1.OE+1 1 1.55 21.00 0.33 0.33 0.14 1.00 72.78 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D40.50L'0.205-1.OE+1 1 1.64 21.00 0.33 0.33 0.14 1.00 72.78 VucPhIVc/2 NotReqd 0.00 0.00 +1.3561D.0.501-40.205-1.OE+1 1 1.73 21.00 0.34 0.34 0.14 1.00 72.78 Vu<PhlVc12 NotReqd 0.00 0.00 +1.356D40.50L40.20S.LOE+1 1 1.82 21.00 0.35 035 0.13 1.00 72.78 Vu<PhIVcI2. NotReqd 0.00 0.00 +1.356D40.50L.0,205-1.OE+1 +1.356D.0.50L.O.20S.i.OE+1 1 1.91 21.00 0.35 0.35 0.13 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 1 2.01 21.00 0.36 0.36 0.13 1.00 72.78 Vu<KIM NotReqd 0.00 0.00 +1.356D40.50L'.0.2051.0E+1 1 2.10 21.00 0.36 0.36 0.13 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L-'0.205-1,OE+1 1 2.19 21.00 0.37 0.37 0.12 1.00 72.78 VucPhiVcJ2 NotReqd 0.00 0.00 +1,356D40.50L.0.205-1.OE+1 1 2.28 21.00 0.38 0.38 0.12 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D+0.50L'0.205-1.OE+1 1 2.37 21.00 0.38 0.38 0.12 1.00, 72.78 Vu<PhiVc12 NotReqd 0.00 0.00 +1.356D0.50L*0.20S-tOE+1 1 2.46 21.00 0.39 0.39 0.11 1.0 72.78 Vu<PhiVcI2 NólReqd Cf - +1.356D.0.50L.0.20S-1.OE+1 1 2.55 21.00 0.39 0.39 0.11 1.00 72.78 VucPhlVcl2 NotReqd 0.00 0.00, i •• File earn on. - Elastic oun aLlon. ., . •. ENERALC INC, l983-2Ol5,Build:6,15,7,3O,Ver6,16.1Z31 Descripon: Cont FDN at (N) Return Wall Detailed Shear Information Span Distance d Vu (k) Mu dVuIMu PhIVc Comment PhiVs Spacing (in) Load Combination Number (It) (In) Actual Design (k-it) (k) (k) Reqd Suggest +1.356D40.50L+0.20S-1.OE+1 1 2,64 21.00 0.39 0.39 0.10 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40,50L40.205'i.OE+l 1 2.74 21.00 0.40 0.40 0.09 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L40.20S-1.OE+1 1 2.83 21.00 0.40 0.40 0.09 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205.1,OE+1 1 2.92 21.00 0.40 0.40 0.08 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S1.OE+1 1 3.01 21.00 0.41 0.41 0.07 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L40.20S-1.OE+1 1 3.10 21.00 0.41 0.41 0.07 1.00 72.78 VuPhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S.1.0E+1 1 3.19 21.00 0.41 0.41 0.06 1,00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L40.205-1.OE+1 1 3.28 21.00 0.41 0.41 0.05 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.3560.0.50L40.20S-1.OE+1 1 3.37 21.00 0.42 0.42 0.04 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 3.46 21.00 0.42 0.42 0.04 1.00 72.78 VucPhiVcI2 NotReqd 0.00 0.00 +1.356D+0.501+0.20S-.1.OE+1 1 3.56 21.00 0.42 0.42 0.03 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 3.65 21.00 0.42 0.42 0.02 1.00 72.78 Vu<PhiVrJ2 NotReqd 0.00 0.00 +1,356D40.50L40,205-1.OE+1 1 3.74 21.00 0.42 0.42 0.01 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 3.83 21.00 0.42 0.42 0.00 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 3.92 21.00 0.42 0.42 0.00 1,00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40,20S1.OE+1 1 4.01 21.00 0.42 0.42 0.01 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D#0.50L40.205-1.OE+1 1 4.10 21.00 0.42 0.42 0.02 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S1.OE+1 1 4.19 21.00 ' 0.42 0.42 0.03 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.3560+0.50L40.20S-1.OE+1 1 4.29 21.00 0,42 0.42 0.04 1.00 72.78 VucPhlVcI2 NotReqd 0.00 0.00 1 4.38 21.00 0.41 0.41 0.04 1.00 72,78 VucPhiVcI2 NotReqd 0.00 0.00 eD+1.356D40.50L40.205.1.OE+1 +1.356D40,50L40.20S-1.OE+1 1 4.47 21.00 0.41 0.41 0.05 1.00 72.78 VucPhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 4.56 21.00 0.41 0.41 0.06 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50140.205-1.OE+1 1 4.65 21.00 0.41 0.41 0.07 1.00 72.78 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 4.74 21.00 0.40 0.40 0.07 1.00 72,78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L.0.205-1.OE+1 1 4.83 21.00 0.40 0.40 0.08 1.00 72.78 VucPhiVcl2 NotReqd 0.00 0.00 +1.356D'0.50L.0.20S-1.0E+1 1 4.92 21.00 0.40 0.40 0.09 1.00 72.78 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 5.01 21.00 0.39 0.39 0.09 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L90.20S_1.0E+1 1 5.11 21.00 0.39 0.39 0.10 1.00 72.78 Vu (PhiVc/2 Not Reqd 0.00 0.00 +1,356D40.50L'0.20S-1.0E+1 1 5.20 21.00 0.39 0.39 0.11 1.00 72.78 VucPhiVcI2 NotReqd 0.00 0.00 +1.356D.0.50L.0.205-1.OE+1 I 5.29 21.00 0.38 0.38 0.11 1.00. 72.78 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D.0.50L.0.205-1.OE+1 1 5.38 21.00 0.38 0.38 0.12 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D'0.50L+0.205-1.OE+1 1 5.47 21.00 0.37 0.37 0.12 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40,50L40.205-1.OE+1 1 5.56 21.00 0.36 0.36 0.12 1.00 72.78 Vu(PhlV2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 5.65 21.00 0.36 0.36 0.13 1.00 72.78 VucPhiVcJ2 NotReqd 0.00 0.00 +1.356D40.50L40.2051.OE+1 1 5.74 21.00 0.35 0.35 0.13 1.00 72,78 Vu<PhiVci2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 5.84 21.00 0.35 0.35 0.13 1.00 72.78 Vu'cPhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.2051.OE+1 1 5.93 21.00 0.34 0.34 0.13 1.00 72.78 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D40.501.40.203..1.0E+1 1 6.02 21.00 0.33 0.33 0.14 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L+0.206-1.OE+1 1 6.11 21.00 0.33 0.33 0.14 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D90.50L40.205-1.OE+1 1 6.20 21.00 0.32 0.32 0.14 1.00 72.78 Vu<PhIVcI2 NotReqd 0.00 - 0.00 +1.3560*0.50L+0.205-1.OE+1 1 6.29 21.00 0.31 0.31 0.13 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356090.50L40.205-1.OE+1 1 6.38 21.00 0.30 0.30 0.13 1.00 72.78 Vu < PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 6.47 21.00 0.29 0.29 0.13 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 .0.00 +1.356D40.50L40.205-1.OE+1 1 6.56 21.00 0.28 0.28 0.13 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20&1.OE+1 1 6.66 21.00 0.27 0.27 0.12 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L.0.205-1.OE+1 1 6,75 21,00 0.26 0.26 0.12 1.00 72.78 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D'.0.50L40.20S-1.OE+1 1 6.84 21.00 0.25 0.25 0.11 1.00 72.78 Vu<PhIVcI2 NotReqd 0.00 0.00 1 6.93 21.00 0.24 0.24 0.11 1.00 72.78 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L4020S-1.OE+1 +1.356D+.5OL-.0.20S-1.0E+1 1 7.02 21.00 0.23 0.23 0.10 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D-.O.50L.O.205_1.QE+1 1 7.11 21.00 0.22 0.22 0.09 1.00 72.78 VucPhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 7.20 21.00 0.21 0.21 0.08 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356040.50Ls0.205-1.OE+1 1 7.29 21.00 0.20 0.20 0.07 1.00 72.78 Vu <Phi Vc/2 NotReqd 0.00 0.00 +1,356D40,50L.0,20S.1,OE+1 1 7.39 21.00 0.19 0.19 0.06 1.00 72.78 Vu<PhiVcI2 NotReqd cd.000 0.00 +1.356D.0.50L+0.20S-1.QE+1 1 7.48 21.60 0.18 0.18 0.04 1.00 72.78 Vu'cPhiVci2 NotReqd 0.00 0.00 Beam on Elastic Foundation File= C-.IUser.~SNORVI-I%Deftp%ShoppalET698D-ItCONTF,[)-IELASTI-I EM ENERCALC, INC. 1983.2015, Build:6.15.730,Ver.6.16.12.31 Descripon: Cont FDN at (N) Return WaII Detailed Shear information Span Distan d' Vu (k) Mu dVulMu PhrVc Comment PhIVs Spadng (in) Load Combination Number (It) (in) Actual Design (k-it) (k) - (k) Req'd Suggest +1.356D40.50L40.20S-1.0E+1 1 7.57 21,00 0.17 0.17 0.03 1.00 72.78 Vu<PhlVci2 NotReqd 0.00 0.00 +1.355D40.50L40.2051.OE+1 1 7.66 21.00 0.15 0.15 0.02 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 - • -•. File C:%UsefslSNORVl-lDasktopShoppeslET598D-1lCONTFD-lSTl-1I.1 earn on tasLic .oun aLuon . ENERcALC,INC.l983-2Ol5,Bulfd:6.15.7,3,vec6161a31 II Description: Cont Wall Ftg at Wall CODE REFERENCES Calculations per ACt 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 fc 1/2 = 4.0 ksi Phi Values Flexure: 0.90 Ir = ft * 7;50 = 474.342 psi Shear: :0:750 91 Density = 150.0 pcf = 0.850 ?. Lt Wt Factor = I ;0 Elastic Modulus = 3,605.0 ksl Soil Subgrade Modulus = .130.0 psi / (Inch deflection) Load Combination ASCE 7-10 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation 353.33) 0(81 jL1.6251625E Cross SectIon & Rélnforclñg' Details Rectangular Section, Width -= 36.0 in, Height = 24.0 in Span #1 Reinforcing,... 445 at 3.0 in from Bottom, from 0.0 to 33.0 it in this span 445 at 3.0 In from Top, from 0.0 to 33.0 it in this span Applled Loads,' - . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I -Varying Uniform Load: D(S,E) = 6.90->6.90, USE) = 1.80->i .80, E(S,E) = -38.880->38.880 k/fl, Extent= 0.0 ->> 6.670 ft. Tub Width= 1.0 ft. (Pier A) Varying Uniform Load: D(S,E) = 8.125->8.125, USE) = 1.625->1.625, E(S,E) = -41 .0->41.0 k/ft. Extent= 13.0 ->> 21.0 ft. Trib Width = 1.0 ft. (Pier B) Varying Uniform Load: D(S,E) = 6.330->6.330, L(S.E) = 1.0->1.0, E(S,E) = -53.330->53.330 k/ft. Extent= 30.0 ->> 33.0 it Tub Width = 1.0 ft. (Pier ClColumi iaxtmum t3enaing stress Ratio- = 0.520:1 Maximum DeflectIOn -- Section used for this span Typical Section Max Downward L+Lr+S' Deflection 0.000 In Mu: Applied -68.929 k-ft Max Upward L+Lr+S Deflection 0.000 In Mn * Phi: Allowable 127.136 k-ft Max Downward Total Deflection 0.152 in Load Combination +1,356D-.0.50L40.20S-1.OE Max Upward Total Deflection 10.002 in Location of maximum on span 8.541 it Span # where maximum occurs Span# 1 Maximum -Soil Pressure- , 2.844 ksf at 0.00 it Shear Entire Beam Span Length: Vu <PhiVc12, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in 'MaicimUm Fórces.& Stresses for Loid CombInatiOns Load Combination Lotion (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max PhiMnx Stress Ratio MAXimum BENDING Envelope Span #1 1 32.612 -1.70 127.14 0.01 Cl-82 +1.400+1.60H Span #1 1 32.612 -0.37 127.14 0.00 S Beam on Elastic Foundation File= r-,IUsers~SNORVI-IMmktopIShoppesTT698D-IICONTFD-IkELASTI-I.EC6 ENERCALC, INC. 1982015, BuiId:15.7,30, Ver.6.16.1a31 Description: ContWaiI Ftg at Wail G2-01AG43 Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max Phiinx Stress Ratio +1.20D.0.50Lr+1.60L+1.60H Span #1 1 32.612 -0.39 127.14 0.00 +1.20D+1,60L.0,505+1,60H Span #1 1 32.612 -0.39 127.14 0.00 +1.20D+1.6OLF4O,50L+1.60H Span #1 1 32.612 -0.34 127.14 0.00 +1.20D+1.601r.0.50W+1.60H Span #1 1 32.612 .0.32 127.14 0.00 +1.20090,50L+1,605+1.60H Span #1 1 32.612 -0.34 127.14 0.00 +1.20D+1,60S40.50W+I.60H Span #1 1 32.612 .0.32 127.14 0.00 +1.20D40.50Lr40,50L4W+1,60H Span #1 1 32.612 -0.34 127,14 0.00 +1,20040,50L-0,50S'.W+1.60H Span #1 1 32.612 -0.34 127.14 0.00 +1,3560+0.50L40,205-.E+1,60H Span #1 1 32.612 -1.70 127.14 0.01 +1.356D+0.50L40,20S-1,OE+1,60H Span #1 1 32.224 1,05 127.14 0.01 40.90D+W40.90H Span #1 1 32.612 -0.24 127.14 0.00 +0.7436D'.E40.90H Span #1 1 32.612 -1.52 127.14 0.01 .0.7436D-1.OE40.90H 1 17.082 24.27 127.14 0.19 • Span#1 Overall Maximum Defections Uhfáctored Loads Load Combination Span Max. - Defi Location In Span Load Combination Max. + Deft Location In Span Span 1 1 0.1519 0.000 0.0000 0.000 Detàilid Shear Information Span Distance d Vu (k) Mu dVuIMu PhlVc Comment PhiVs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-It) (k) (K) Reqd Suggest +1.20D+1.60L.0.505+1.60H 1 0.00 21.00 2.08 2.08 0.00 1.00 72.78 Vu <Phi Vc/2 Not Reqd 0.00 0.00 +1.356D-.0.50L'.0.205-1.OE+1 1 0.39 21.00 1.60 1.60 1.04 1.00 72.78 Vu < PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205.1.OE+1 1 0.78 21.00 1.16 1.16 2.24 1.00 72.78 Vu<PhiVc2 NotReqd 0.00 0.00 40.7436D-1.0E40.90H 1 1.16 21.00 0.66 0.66 3.14 1.00 72.78 Vu<PhIVcJ2 NotReqd 0.00 0.00 +1.356D40.501-+0.20S4EA.61 1 1.55 21.00 -1.17 1.17 1.72 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356040.50L40.205'+E+1.61 1 1.94 21.00 -2.02 2.02 1.40 1.00 72.78 Vu<PhIVd2 NotRéqd 0.00 0.00 +1.356D40.50L*0,20SsE+1.61 1 2.33 21.00 -2.91 2.91 0.75 1.00 72.78 Vu <PhiVc!2 NotReqd 0.00 0.00 +1.356D+0.50140.205'.E+1.61 1 2.72 21.00 -3.84 3.84 0.25 1.00 72.78 Vu<PhIVc2 NotReqd 0.00 0.00 +1.356D40.50L40.205'E+16' 1 3.11 21.00 4.81 4.81 1.60 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 3.49 21.00 -5.81 5.81 3.33 1.00 72.78 Vu < PhiVC!2 Not Reqd 0.00 0.00 +1.356D40,50140.20S4E+1.61 1 3.88 21.00 -6.85 6.85 5.45 1.00 72.78 Vu < PhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.2054E+1.61 1 4.27 21.00 -7,93 7.93 7.98 1.00 72.78 Vu <PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205+E+1.61 1 4.66 21.00 -9.05 9.05 10.92 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D90.50L.0.20S'eE+1.61 1 5.05 21.00 -10.21 10.21 14.30 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S+E+1.61 1 5.44 21.00 -11.40 11.40 18.13 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 1.356D40.50L40.20S+E+1.61 1 5.82 21.00 -12.63 12.63 22.42 1.00 72.78 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L.0.205+E+1.61 1 6.21 21.00 -13.90 13.90 27.19 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S*E+1.61 1 6.60 21.00 -15.20 15.20 32.45 1.00 72.78 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D40,50L40.20S4E+1.61 1 6.99 21.00 -13.27 13.27 38.64 1.00 72.78 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D*0.50L40.208+E+1.61 1 7.38 21.00 -10.65 10.65 43.86 1.00 72.78 Vu < PhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S*E+1.61 1 7.76 21.00 -8.06 8.06 48.06 1.00 72.78 Vu <Phi VcJ2 Not Reqd 0.00 0.00 )+1.356D40.50L40.2084E+1.61 1 8.15 21.00 -5.51 5.51 51.26 1.00k 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50140.2OS4E+1.61 1 8.54 21.00 -2.97 2.97 53.47 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356DO.50L'0.2051.OE+1 1 8.93 21.00 3.27 3.27 66.72 1.00 72.78 Vu<PhIVcl2 NotReqd 0.00 0.00 +1.356040.50L40.205-1.OE+1 1 9.32 21.00 5.80 5.80 65.52 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D-0.5OL40.20S-1.OE+1 1 9.71 21.00 8.31 8.31 63.34 1.00 72.78 Vu<PhiVcI2 NotReqd (943 0.00 +1.356D40.50L40.205-1.OE+1 1 10.09 21.00 10.80 10.80 60.18 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 fl ID - File = ...eam on El Foundation ENERLC, INC I983-2Ol5,BuIId:6,15.7,3O.Vei5161Z31 Ii Description: Cont Wall Fig Detailed Shear Information. Span Distance d' Vu (k) Mu d*Vu/Mu PhiVc Comment PhiVs Spacing (in) Load Combination Number (11) (in) Actual Design (k-fl) (k) (k) Reqd Suggest +1.356D40.50L.0.20Si.OE+1 1 10.48 21.00 13.26 1326 56.06 1.00 72.78 VucPhiVeJ2 NotReqd 0.00 0.00 +1.356D40.50L+0.20S-1.OE+1 1 10.87 21.00 15.71 15.71 50.97 1.00 72.78 VuPhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 11.26 21.00 18.14 18.14 44.94 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L+0.20S-1.OE+1 1 11.65 21.00 20,56 20.56 37.97 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 12.04 21.00 22.97 22.97 30,05 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 12.42 '21.00 25.37 25.37 21.20 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L90.205-1.OE+1 1 12.81 21.00 27.75 27.75 11.42 1.00 72.78 VucPhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L4.20S-1.0E+1 1 13.20 21.00 27.76 27.76 1.22 1.00 72.78 VucPhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 13.59 21.00 25.53 25.53 7.56- 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D.0.50L.0.205-1.OE-s-1 1 13.98 21.00 23.29 23.29 15.48 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L'0.20S-1.OE+1 1 14.36 21.00 21.04 21.04 22.54 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356Di.0.50L.0.20S-1.OE+1 1 14.75 21.00 18.77 18.77 28.71 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.3560'.0.50L'.0.205-1.OE+1 1 15.14 21.00 16.50 16.50 34.01 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 '-1.356D.0.50L.0.20S-1.OE+1 1 15.53 21.00 14.21 14.21 38.43 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1,356D'i.0,50L'.0.205-1.OE+1 1 15.92 21.00 11.90 11.90 41.95 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.3560'40.50L40.20S-1.OE+1 1 16.31 21.00 9.58 9.58 44.58 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D+0.50L.0.20S-1.OE+1 1 16.69 21.00 7.23 7.23 46.31 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D+0.50L40.20S-1OE+1 1 17.08. 21.00 4.87 4.87 47.13 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 1 17.47 21.00 2.49 2.49 47.03 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 • +1.356D40.50L40.205.1.OE+1 i-1.356D40.50L-.0.20S'.E+1.61 1 17.86 21.00 -3.86 3.86 47.76 1.00 72.78 Vu <PhlVc/2 NotReqd 0.00 0.00 )+1.356D40.50L90.20S.s.+1.61 1 18.25 21.00 -6.26 6.26 46.33 1.00 72.78 Vu<PhiV2 NotReqd 0.00 0.00 "-"+1.356D.0.50L.0.205.E+1.61 1 18.64 21.00 -8.68 8.68 43.97 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D'.0.50L40.2OS4E+1.61 1 19.02 21.00 -11.13 11.13 40.67 1.00 72.78 VucPhiVc/2 NotReqd 0.00 0.00 +1.356D+0.50L40.205+€+1.61 1 19.41 21.00 -13.61 13.61 36.42 1.00 72.78 Vu<PhiVc!2 Not Reqd 0.00 0.00 +1.356D40.50L40.20SE+1.61 1 19.80 21.00 -16.12 16.12 31.20 1.00 72.78 VucPhiVd2 NotReqd 0.00 0.00 +1.356D40.50Li.0.20S.€+1.61 1 20.19 21.00 -18.66 18.66' 25.01 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L40.20S'.E+1.61 1 20.58 21.00 -21.22 21.22 17.84 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205'€+1,61 1 20.96 21.00 -23.82 23.82 9.67 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50140.20SIE+1.61 1 21.35 21.00 -22.28 22.28 0.21 1.00 72.78 Vu<PhiVci2 NotReqd 0.00 0.00 +1.356D"0.50L40.20S4E+1.6 1 21.74 21.00 -20.35 20.35 8.51 1.00 72.78 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D40.50140.205+E+1.61 1 22.13 21.00 -18.45 18.45 16.48 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.35600.50L.205-.€+1.61 1 22.52 21.00 -16.58 16.58 23.71 100 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D*050L40.2OS4E+1.61 1 22.91 21.00 -14.74 14.74' 30.21 1.00 72.78 Vu'cPhlVc/2 . Not Reqd 0.00 0.00 +1.356D40.50L.0.2054E+1.61 1 23.29 21.00 -12.93 12.93' 36.00 1.00 72.78 Vu<PhiVc/2 NotReqd OMO 0.00 +1.356D40.50L40.205*E+1.61 1 23.68 21.00 -11.15 11.15 41.09 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.2054€+1.61 1 24.07 21.00 -9.39 9.39. 45.49 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D4050L4020S.E+16$ 1 24.46 21.00 -7.66 7.66 '49.20 1.00 72.78 Vu C PhlVcl2 Not Reqd 000 0.00 +1.356D4050L40.20S4E+1.61 1 24.85 21.00 4.95 5.95 52.24 1.00 72.78 Vu c PhiVcJ2 NotReqd 000 0.00 +1.356D4050L40.20S4E+1.61 1 25.24 21.00 -4.26 4.26 54.62 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20SE+1.61 1 2562 21.00 -259 2.59 56.35 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 -s.1.3560.+0.50L+0.205-tOE+1 1 26.01 21.00 1.66 1.66 48.02 083 72,00 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40205-IOE+1 1 26.40 21.00 3.21 3.21 47.45 tOO 72.78 Vu<PhiVc/2 NotReqd 0.00, 0.00 +1.356D+0.50L.0.20S-1.OE+1 1 26.79 21.00 4.74 4.74 46.27 tOO 72.78 Vu<PhlVc/2 NotReqd 0.00, 0.60 +1.356D.0.50L+0.205-LOE+1 1 27.18 21.00 6.26 6.26 44.50 1.00 72.78 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356Di.0.50L40,205.LOE+1 1 27.56 21.00 7.76 7.76 42.13 1.00 72.78 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50LI0.20StOE+1 - 1 2795. 21.00 9.26 9.26 39.19 1.00 72.78 Vu < PhiVd2 Not Reqd 0.00' 0.00 +1.356D40.50L.0,205-LOE+1 1 28.34 21.00 10.74 10.74 35.66 1.05 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 '+1.356D4050L40.20StOE+1 1 28.73 21.00 12.22 12.22 - 31.56 1.00 72.78 Vu < PhiVc/2 . Not Reqd 0.00' 000 ,.-1+t356D.O,50L40.205-1.OE+1 1 29.12 21.00 13$9 13.69 26.88 1.00 72.78 Vu<PhiVcJ2 NotReqd 0.00 0.00 +1,356.501.4,20S-1.0E+1 1 29.51 21.00 1515 15.15 2163 1.00 72.78 Vu<PhlV2 NotReqd 000 OMO +1.356D450L4.20S-1QE+1 1 29.89 21.00 16.61 16.61 15.82 1.00 72.78' Vu<PhiVd2, NotReqd 0.00 0.00 +1.356D40.5OL40.20S-1.OE+1 1 30.28 21.00 15.50 15.50 1051 1.00 72.78 vu <PhiVd2 NotReqd 0.00 000 +1.356D450L'0.20S-1OE+1 I 30.67 21.00 13.43 13.43 6.58 1.00 7278 Vu<PhiVd2 NotReqd 000 +1.356O0.5OL.20S-1OE+1 1 31.66 21.00 11.35 11.35 3.46 1.00 72.78' Vu<PhiVcI2 Not Reqd 0.00 0.00 S fl4 - Elastic Foundation FUe (Beam on ENERCALC,INC.1983-2O15,Build:6.157.3O,V6.15.lZ31 - ftiTW,IiiiII1P Desailption Cont Wall Ftg at Wall G2.DIAG-03 Detailed Shear Information Span Distance 'd Vu (k) Mu dVu!Mu PhlVc Comment PhlVs Spacing (in) Load Combination Number (It) (in) Actual Design (k-fl) (k) (k) Reqd Suggest .i.1.356D-.0.50L'e0.205-1.OE+1 1 31.45 21,00 9.26 9.26 1.15 1.00 72.78 Vu<PhIVc/2 Not Reqd 0.00 0.00 +1.356D40.50L90.20S-1.OE+1 1 31.84 21.00 7.17 7.17 0.36 1.00 72.78 Vu<PhiVci2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 32.22 21.00 5.08 5.08 1.05 1.00 72.78 Vu<PhlVcI2 Not Reqd 0.00 0.00 +1.356D'.0.50L*0.20S-1.0E+1 1 32.61 21.00 2.99 2.99 0.93 1.00 72.78 Vu<PhlVcI2 NotReqd 0.00 0.00 - ,)Beam on Elastic Foundation File = ENERCAl,C, INC 1983.2Ol5,Bujld6.15.7.3Q,Vec6.1,1Z31 Description: (E)FTG at Reduced. Entry Wall, Pier B .CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013 ASCE 7-10 Load Combinations Used: ASCE 7-10 MaterialProperties fc 112 = 3.0 ksi d Phi Values Flexure: 0.90 fr= fc 7.50. = 410.792-psi Shear: 0.750 .. 4/Density = 150,0 pcf = 0.850 '. . ,. LtWtFactor = 1.0 Elastic Modulus = ,3,122.02k51 Soil Subgrade Modulus = 130.0 psi / (inch deflection) Load Combination :ASCE:7_10 ' '- fy - Main Rebar 600 ksi Fy - Stirrups 40.0 ksi E - Main Rebar = 29,000.0 ksl E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup 2 Beam Is supported on an elastic foundation, - - - - - - .------- - 2in I . in A 7S E(64.5.64.5) 10' wx24"h Span=16.0 ft .j6ss-8ô6tidñ &Reiñfa'rcingDtàlis Inverted Tee Section, Stem Width = 10.0 in, Total Height= 24.0 in, Top Flange Width = 25.50 in, Flange Thickness = 12.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 16.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 16.0 ft In this span -Aj,IIed Loads ,, Service loads entered Load Factors will be applied for calculations Beam sell weight calculated and added to loads Load for Span Number I Varyinp Uniform Load: D(S,E) = 4.920->4.920, L(S,E) = 0.750-4750, E(S,E) = -64.50->64.50 k/ft. Extent = 10.0 ->> 16.0 ft. Trib Width = 1.0 ft. (Pier A) DESIGN SUMMARY4; . ...' Maximum Bending Stress Ratio = 06372:1 Maximum Deflection Section used for this span Typical Sétlon Max Downward L+Lr+S Deflection 0.000 in Mu: Applied 43.691 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi: Allowable 63.768 k-ft Max Downward Total Deflection 0,188 in Load Combination +1.356P40.501-40.268+E'l Max Upward Total Deflection -0,078 in Location of maximum on span 7906 ft Span # where maximum occurs Spán# .1 Maximum Soil Pressure = 3.518 ksf at 16.00 ft AiShOarStiriup Reuiremèflts' •-. .- . K Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 In 'Maximum Forces & Stresses for Load Combinations Location (ft) V-'%, Segment Length Span # in Span Mu: Max PhlMnx Stress Ratio VIMAHIIUIII Ocilull-w CflVUIUpU Span #1 1 12.800 5.13 57.90 0.09 +1,40D+1,601-1 Span #1 1 13.741 0.70 57.90 0.01 +1,20D40.5OLr+1,50L+1,60H Span #1 1 13.741 0.72 57.90 0.01 C1-86 Ol File CtUsersSN0RVl-l\Desktop\ShoppET698D-1tC0NTF-1,ASfl.1,E Beam on Elastic .oun a ion - ENERCALC, INC. 1983-20l5,Bud:6.15,7,3OVer.6,6j2,3 Description: E) FTG at Reduced Entry Wall, Pier B. Load Combination Ln Bending Stress Results (k-ft) Segment Length Span # In Span Mu: Max PhiMnx Stress Ratio +1.20D+1.60L'.0.50Ss-1.60H Span# 1 1 13.741 0.72 57.90 0.01 +1.20D+1.6OLr40,50L+1,60H Span #1 1 13.741 0.64 57.90 0.01 +1.200+1,60Lr40,50W+1,60H -. 'Span #1 1 13.741 0.60 57.90 0.01 +1,20D'.0.50L+1,605+1,60H Span #1 1 13.741 0.64 57.90 0.01 +1,20D+1,605'.0,50W+1,60K Span #1 1 13.741 0.60 57.90 0.01 +1,20D40.5OLr40,50L'W+1,60H Span #1 1 13.741 0.64 57.90 0.01 +1,20D'.0.50L-0.50S'.W+1,60H Span #1 1 13.741 0.64 57.90 '0.01 +1,356D+0,50L'+0,20Sif+1,60H Span #1 1 15.812 -0.36 63.77 0.01 +1.356D0,50L*0.205-1.OE+1.60H Span #1 1 12,800 5.13 57.90 0.09 40.90D+W40.90H Span #1 1 13.741 0.45 57.90 0.01 40.7436D1€40.90H Span #1 1 15.812 -0.37 ' 63.77 0.01 '.0.7436D-1.OE-.0.90H Span #1 1 12.235 5.17 57.90 0.09 .Overall Maximum Deflections. Unfactored Loads '\ Load Combination Span Max. - Deft Location in Span Load Combination Max. + Deft Location in Span Span 1 1 0.1879 16.000 Span 1 .0.0784 0.000 'Detailed Shear lnform'àtlón Span Distance 'd' Vu (k) Mu dVulMu PhiVc comment PhI'Vs Spacing (in) Load Combination Number (ft) (In) Actual Design (k-fl) (k) (k) Reqd Suggest +1.356D'.0.50L40.20S4€+1.61 1 0.00. 21.00 -0.17 0.17 0.00 1.00 18.72 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D+0.50L*0.205+E+1.61 1 0.19 21.00 -0.56 0.56 0.04 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S.E+1.6 i 0.38 21.00 -0.94 0.94 0.15 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.501.40.20S4€+1.61 1 0.56 21.00 -1.29 1.29 0.34 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D90.50L40.20S4E+1.61 1 0.75 21.00 -1.63 1.63 0.59 1.00 18.72 Vu<PhiVcf2 NotReqd 0.00 0.00 +1.356D.0.50L.0.205+E+1.61 1 0.94 21.00 -1.95 1.95 0.90 1.00 18.72 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1,356D40.50L40.205.E+1.61 1 1.13 21.00 -2.25 2.25 1.28 1.00 18.72 VucPhiVc/2 NotReqd 0.00 0.00 +1.356D40.50140.2054E+1.61 1 1.32 21.00 -2.53 2.53 1.71 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205+E+1.61 1 1.51 21.00 -2.79 2.79 2,19 1.00 18.72 Vu'cPhiVct2 NotReqd 0.00 0.00 +1.356D40.50L402054E+161 1 1.69 21.00 -3.03 3.03 2.73 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00. +1.356D40.50L40.20S4E+1.61 1 1.88 21.00 -326 3.26 3.31 1.00 - 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D-*0.50L40.205+€+1l.61 1 2.07 21.00 -3.46 3.46 3.93 1.00 18.72 Vu < PhlVcf2 Not Reqd 0.00 0.00 +1.356D40.5OL40.2OS4E+1.6 1 2.26 21.00 -3.65 3.65 4.59 1.00 18.72 'VucPhi'Vc/2 NotReqd 0.00 0.00 +1.356D40,50L40.2054E44.61 1 2.45 21.00 -3.81 3.81 5.28 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205.E+1.61 1 2.64 21.00 -3.96 3.96 6.01 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.2OSE+1.6' 1 2.82 21.00 4.08 4.08 6.76 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40,50L40.2054E+1.61 1 3.01 21.00 4.19 4.19 7.53 1.00 18.72 Vu<PhiVcJ2 NotReqd 0.00 0.00 +1.356040.501*0,205.E+1,61 1 3.20 21.00 4.28 4.28 8.33 1.00 18.72 Vu<PhlVcI2 NotReqd '0.00 0.00 +1.356D40.501-40,205i€+1.6$ 1 3.39 21.00 4.34 4,34 9.14 1.00 18.72' Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.356D40.50L40.2054€+16' 1 3.58 21.00 4.39 4.39 9.97 1.00 18.72 Vu<PhIVc12 NotReqd 0.00 0.00 +1.356D40.50L40.2054E+1.61 1 3.76 21.00 4.42 4.42 10.80 1.00 18.72 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D40.5OL40.20S'e€'i-1.6I 1 3.95 21.00 4.43 4.43 11,64 1.00 18.72 Vu<PhiVc/2 Not Reqd 0.00 0.00 6 1.356D40.50L40.20S4E+1.6I -)+1.356D40.50L"O.205+E+1.6i 1 4.14 21.00 -4.42 4.42 12.48 1.00 18.72 Vu<PhIVc/2 NotReqd 0.00 0.00 1 4.33 21.00 4.39 4,39 13.32 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D'.0.50L.0.205+E+1.61 1 4.52 21.00 4.33 4.33 14.16 1.00 18.72 Vu'cPhiVc/2 NotReqd 0.00 0.00 +1.356D40,50L40,20S#€+1,61 1 4.71 '21.00 4.26 4.26 14.98 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D.0.501-420S+E+1.61 1 4.89 21.00 4.17 4.17 15.79 1.00 18.72 Vu'cPhiVc/2 NotReqd 0.00 0.00 +1.356D0.50L.0.20S+E+1.6 1 5.08 21.00 4.06 4.06 16.58 1.00' 18.72 Vu <PhiVcI2 NotReqd 1O7 0.00 +1.356D'.0.50L'.0.205iE+1.61 1 5.27 21.00 -3.92 3.92 17.36 1.00 18.72 Vu < PbIVcJ2 NOt Reqd 0.00 0.00 S FiteC:Users\SN0Rl-ftDesktoplShoppesET698-ltCCNTF-1,ASTl.1,E earn on !aspc 0Ufl adon - ENERCLC, INC. 1983-2015,Buil±6,157,30,Ver6.j6.1231 Description: (E) FIG at Reduced Entry Wall, Pier B Detailed Shear Information Span Distance d' Vu (k) Mu dVuIMu PhPVc Comment PhiVs Spacing (in) Load Combination Number (It) (in) Actual Design (k-It) (k) (k) Reqd Suggest +1.3560+0.50L+0.205+E+1.51 1 5.46 21.00 -3.77 3.77 18.10 1.00 18.72 Vu<PhlVct2 NotReqd 0.00 0.00 +1,356D40.50L40.2054E+1.61 1 5.65 21.00 -3.59 3.59 18.82 1.00 18.72 VuPhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 5.84 21.00 -3.40 3.40 19.50 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D#0.50L.0.205+E+1.61 1 6.02 21.00 -3.18 3.18 20.15 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205+E+1,61 1 6.21 21.00 -2.94 2.94 20.76 1.00 18.72 VucPhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 6.40 21.00 -2.68 2.68 21.32 1.00 18.72 Vu<PhiVc12 NotReqd 0.00 0.00 +1.356D0.50L40.205+E+1.61 1 6.59 21.00 -2.40 2.40 21.83 1.00 18.72 VucPhiVc/2 NotReqd 0.00 0.00 +1.356D.0.501.0.20S+E+1.61 1 6.78 21.00 -2.09 2.09 22.29 1.00 18.72 Vu<PhlVc12, NotReqd 0.00 0.00 +1.356040.50L40.20S4E+1.61 1 6.96 21.00 -1.76 1.76 22.69 1.00 18.72 Vu < PhIVc2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 7.15 21.00 -1.42 1,42 23.03 1.00 18.72 Vu<PhlVc/2 NotReqd 0.00 0.00 40.7436D-1.0E40.90H 1 7.34 21.00 1.10 1.10 5.44 1.00 18.72 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.501-40,20S-1,0E+1 1 7.53 21.00 1.52 1.52 14.34 1.00 18.72 Vu<PhIVd2 NotReqd 0.00 0.00 +1.356D*0.50L'0.20S-1.OE+1 1 7.72 21.00 1.96 1.96 14.06 1.00 18.72 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D+0.50L*0,208-1.OE+1 1 7.91 21.00 2.43 2.43 13.70 1.00 18.72 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D's.0.50L*0.205-1.OE+1 1 8.09 21.00 2.91 2.91 13.25 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.0E+1 1 8.28 21.00 3.42 3.42 12.71 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L-+0.205-1.OE+1 1 8.47 21.00 3.95 3.95 12.08 1.00 18.72 VucPhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 8.66 21.00 4.50 4.50 11.34 1.00 18.72 VucPhlVcl2 NotReqd 0.00 0.00 1 8.85 21.00 5.07 5.07 10.50 1.00 18.72 Vu<PhWcI2 NotReqd 0.00 0.00 .+1.356D40.50L40.20S-1.OE+1 -..+1.356D40.5OL90.20S-1.OE+1 1 9.04 21:00 5.67 5.67 9.55 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 U+1.356D40.50L40,20S.1.0E+1 1 9.22 21.00 6.29 6.29 8.49 1.00 18.72 Vu cPhiVc/2 Not Reqd 0.00 0.00 +1.356D0.50L40.20S-1.0E+1 1 9.41 21.00 6.92 6.92 7,32 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D.O.50L.0.20S-1.OE+1 1 9.60 21.00 7.58 7.58 6.02 1.00 18.72 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.3560.0.50L40.20S-1.OE+1 1 9.79 21.00 8.26 8.26 4.60 1.00 18,72 VucPhiVcI2 NotReqd 0.00 0.00 +1,356D40.50L40.20S_1.OE+1 1 9.98 21.00 8.97 8.97 3.06 1.00 18.72 VucPhiVcI2 NotReqd 0.00 0.00 +1.356040.50L.0.205-1.OE+1 1 10.16 21.00 8.53 8.53 1.76 1.00 18.72 Vu<PhlVcJ2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S-1.OE+1 1 10.35 21.00 7.96 7.96 0.67 1,00 18.72 Vu < PhlVcl2 Not Reqd 0.00 0.00 +1.356D'.0.50L40.205-1.OE+1 ' 1 10.54 21.00 7.40 7.40 0.31 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D-.0.50L.0.208-1.OE+1 1 10.73 21.00 6.86 6.86 1.19 1.00 18.72 Vu<PhlVcl2 NotReqd 0.00 0.00 +1.356D*0.50140.205-1.OE+1 1 10.92 21.00 6.35 6.35 1.97 1.00 18.72 Vu<PbiVc/2 NotReqd 0.00 0.00 +t356D4O.50L40.208-1.OE+1 1 11.11 21.00 5.86 5.86 2.65 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D90.50L40.205-1.OE+1 1 11.29 21.00 5.39 5.39 3.24 1.00 18.72 Vu<PhiVc12 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 11.48 21.00 4.95 4.95 3.75 1.00 18.72 Vu<PhlVci2 NotReqd 0.00 0.00 +1.356D.0.50L'0.208-1.0E+1 1 11.67 21.00 4.52 4.52 4.16 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 11.86 21.00 4.12 4.12 4.50 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L90.208-l.0E+1 1 12.05 21.00 3.74 3.74 4.76 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 12.24 21.00 3.38 3.38 4.95 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D-.0.50L.0.205-1.OE+1 1 12.42 21.00 3.04 3.04 5.07 1.00 18.72 Vu < PhiVcJ2 NotReqd 0.00 0.00 +1.3560.O.50L.O.205-1.OE+1 1 12.61 21.00 2.73 2.73 5.13 1.00 18.72 Vu'cPhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L0.205-1.OE+1 1 12.80 21.00 2.44 2.44 5.13 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L40.20S-1.OE+1 1 12.99 21.00 2.16 2.16 5.08 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.3560+0.50L'0.205-10E+1 1 13.18 21.00 1.91 1.91 4.97 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356040.50L.0.20s-1.OE+1 1 13.36 21.00 1.69 1.69 4.82 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D+0.50L40.205-1.OE+1 1 13.55 21.00 1.48 1.48 4.62 1.00 18.72 Vu<PhIVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.208-1.OE+1 1 13.74 21.00 1.29 1.29 4.39 1.00 18.72 Vu<PhiVc/2 NOtReqd 0.00 0.00 +1.356D.0.50L40.205i.OE+1 1 13.93 21.00 1.13 1.13 4.12 1.00 18.72 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L'0.205.1.OE+1 356D4O.5QL'.O.2OS-1.OE+1 1 14.12 21.00 0.99 0.99 3.82 1.00 18.72 Vu<PhiVd2 Not Reqd 0.00 0.00 41 ~)+'+, 1 14.31 21.00 0.87 0.87 3.49 0.00.356D.0.50L'.0.205-1.OE+1 1.00 18.72 Vu<PhiVc!2 NotReqd 0.00 1 14.49 21.00 0.77 0.77 3.14 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 14.68 21.00 0.69 0.69 2.77 1.00 18.72 VucPhiVcJ2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 14.87 21.00 0.63 0.63 2.39 1,00 18.72 Vu<FhiVcI2 NotReqd 0.00 0.00 +1.3560"0.50L.0.205-1.OE+1 1 15.06 21.00 0.60 0.60 1.99 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D*0.50L.0.205-1.OE+1 1 15.25 21.00 0.58 0.58 1.59 1.00 18.72 Vu<PhiVci2 NotReqd 008 0.00 +1.356040,50L40,208-1,OE+1 1 15.44 21.00 0.59 0.59 1.19 1.00 11812 Vu<PhiVd2 NotReqd 0.00 0.00 S OBearn_on Elastic Foundation C:lUs\SNORVI-lShp1698D-1CONTFO-ELASTH.Ec6 LiJ Descripon: (E)FrG,at Reduced Entry Wall, Pier B Detailed Shear Information Span Distance d Vu (k) Mu dVuIMu PhI'Vc Comment PhiVs Spacing (In) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Reqd Suggest +1.356D40.50L40.20S4.OE+l 1 15,62 21.00 0.62 0.62 0.78 1.00 18.72 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.356D40.501.90.20S1.0E+1 1 15.81 21.00 0.67 0.67 0.39 1.00 18.72 Vu<PhiVc/2 Not Reqd 0.00 0.00 '9 C1-89 013dam on Elastic Foufldation. ENERCALC. INC. 1983-2015, Build:6.15.7.30, Ver.6,16i2.31 Description: (E) FIG at Entiy Wall, Pier A CODE REFERENCES Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties fc = 3.0 ksi 1/2 fr= fc • 7.50 = 410792 psi ifi Phi Values Flexure : 0.90 Shear: 0.750 V Density = 150.0 pet Pi = 0.850 ,. Lt W: Factor 1.0. Elastic Modulus = 3,122.02ksl Soil Subgrade Modulus = '130.0 psl/(inch deflection) Load Combination ASCE.7-10 fy - MainRebar 60.0ksi - Fy - Stinups = '40.0 ksi . E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi I - Number of Resisting Stirrup Bar Size # = # 4 Legs Per Stirrup 2 •• . • Beam is s'uportéd.àn an elastic foundation, - -'--.--'---' Qf2 42 L(075 0 75E(-30 77 3077) - 10"w x 24" h Span= 15.250 ft Cross Section & Rélnforëlng Details, ', - Inverted Tee Section, Stem Width = 10.0 in, Total Height = 24.0 in, Top Flange Width = 25.50 in, Flange Thickness = 12.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 15.250 ft In this span 2415 at 3.0 in from Top, from 0.0 to 15.250 ft in this span -Applied Loads- ', ' Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Varying Uniform Load: D(S,E) = 4.920->4.920, L(S,E) = 0,750->0.750, E(S,E) = -30.770->30.770 k/ft. Extent = 10.0 ->> 15.250 ft. Trib Width = 1.0 ft, (Pier A aximum uenoing stress Katlo = 0.340:1 Maximum Deflection Sectlofl used for this span - Typlàal Seâtion Max Downward L+Lr+S Deflection . 0000 in. Mu : Applied ' -21.707 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi: Allowable . 63.768 k-ft Max Downward Total Deflection 0.174 In Load Combination +1.356D40.50L40.20S+E+1, Max Upward Total Deflection =0072 in Location of maximum on span 7.715 ft Span #where maximum occurs Span #1 SoIl Pressure -= 3.255 ksf at 15.25 ft 'Shear.Stlrrup Requirements -'Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Maximum Forces & Stresses for Load Combinatloiis ,)Load Combination Locallon (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max Phi*Mhx Stress Ratio MAXimum BENDING Envelope Span #1 1 13.635' 1.33 . 57.90 0.02 +1.40D+1.60H Span #1 1 13.994 0.09 57.90 0.00 - . cl-go +1.200-.O.5QLr+j,60L+1.60H Span #1 1 13.994 0.10 57.90 0.00 i Beam File on Elastic Foundation ENERAL INC. 1983-2O15,Build:6,i5,7.3O,vec6,l6l231 II Description: (E) FTG at Entry Wall, Pier A Load Combination Location (ft) • Bending Stress Results (k-fl) Segment Length Span # in Span Mu: Max PhIMnx Stress Ratio +1.200+1.60L.0.505+1,60H Span #1 1 13.994 0.10 57.90 0.00 +1.2OD+l,6OLr'.O.5OL+1,6O}- Span # 1 1 13.994 0.08 57.90 0.00 +1.20D+1,6OLr.0,50W+1,60H Span #1 1 13.994 0.08 57.90 0.00 +1.20D40.50L+1.605+1.60H Span #1 1 13.994 0.08 57.90 0.00 +1,20D+1.605.0,50W+1.60H Span #1 1 13.994 0.08 57.90 0.00 +1.20D40,5OLr4O,50L'+J+1,60H Span# 1 1 13.994 0.08 57:90 0.00 +1,20D40,50L40,50S4W+1,60H Span #1 1 13.994 0.08 57.90 0.00 +1.356D0.50L40.20S-'E+1.60H Span #1 1 15.071 -0.16 63.77 0.00 +1,356D40,50L40,205-1,OE+1,60H Span #1 1 13.276 1.43 57.90 0.02 90.90D*W40.90H Span #1 1 13.994 0.06 57.90 0.00 40.7436D+E90.90H Span #1 1 15.071 -0.16 63.77 0.00 .0.74360-1.0E40.90H Span #1 1 12.738 1.57 57.90 0.03 W ' Load Combination Span Max. - Defi Location In Span Load Combination Max. + Dell Location In Span Span 1 1 0.1739 15.250 Span 1 -0.0720 0.000 DotaIIedShear Information Span Distance 'd' Vu (k) Mu dVu/Mu PhiVc Comment Phi'Vs Spacing (In) Load Combination Number (It) (in) Actual Design (k-fl) (K) (k) Req'd Suggest +l.356D40,501.4205'.€+1.61 1 0.00 21.00 -0.15 0.15 0.00 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D'+0.50L.i.0.20Si€+1.61 1 0.18 21.00 -0.52 0.52 0.03 1.00 18.72 Vu<PhiVc!2 NotReqd 0.00 0.00 +1.356D40.50L40.205+E+1.61 1 0.36 21.00 4.87 0.87 0.13 1.00 18.72 VuPhiVc12 NotReqd 0.00 0.00 +1.356D40,50L40.20s4E+1.61 1 0.54 21.00 -1.20 1.20 0.30 1.00 18.72 Vu<PhiVcJ2 NotReqd 0,00 0.00 1.356D40.50L40,2054E+1,61 1 0.72 21.00 -1.52 1.52 0.52 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L.0.205.E+1.61 1 0.90 21.00 -1.81 1.81 0.80 1.00 18.72 VuPhiVc12 NotReqd 0.00 0.00 +1.356D40.50L.0.205.€+1.61 1 1.08 21.00 -2.09 2.09 1.13 1.00 18.72 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 1.26 21.00 -2.35 2.35 1.51 1.00 18.72 Vu<PhlVcI2 NotReqd 0.00 0.00 +1,356D90,50L40.2054E+1,61 1 1.44 21.00 -2.60 2.60 1.94 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1,356040.50L40.20S+E+1.6t 1 1.61 21.00 -2.83 2.83 2.42 1.00 18.72 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L0.205*E+1,61 1 1.79 21.00 -3.04 3.04 2.93 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40,205'.E+1.61 1 1.97 21.00 -3.23 3.23 3.48 1.00 18.72 VucPhlVc/2 NotReqd 0.00 0.00 +1,356D'.0.50L40,2084E+1.61 1 2.15 21.00 -3,40 3.40 4,07 1.00 18.72 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D40.5OL40,20S+E+1.6 1 2.33 21.00 -3.56 3.56 4.69 1.00 18,72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L.O.2054E+1,61 1 2.51 21.00 -3.70 3.70 5.33 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1,356D'0.50L'.0.205'i€+1.61 1 2.69 21.00 -3.82 3.82 6.00 1.00 18.72 VucPhlVcl2 NotReqd 0.00 0.00 +1.356D+0.50L.0.205'E+1.61 1 2.87 21.00 -3.92 3.92 6.70 1.00 18.72 Vu < PhlVcJ2 Not Reqd 0.00 0.00 +1,356D40,50L40,205i€+1.61 1 3.05 21.00 4.01 4.01 7.41 1.00 18.72 Vu<PhiVcI2 NOtReqd 0.00 0.00 +1.356D40.50L.0.205'iE+1,61 1 3.23 21.00 -4.08 4.08 8.13 1.00 18.72 Vu 'C PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 3.41 21.00 -4.13 4.13 8.87 1.00 18.72 Vu<PhiVcl2 NotReqd 0.00 0.00 +1,356D40.50L40,205.E+1,61 1 3.59 21.00 -4.16 4.16 9.62 1.00 18.72 Vu<PhiVc!2 NotReqd 0.00 0.00 +1.356D'0.50L'.O.20S.E+1.6i Ô +1.356D-+0.50L+0.20S-+E+1.61 1 1 3.77 3.95 21.00 21.00 -4.18 4.17 4.18 4.17 10.37 11.13 1,00 1.00 18.72 18.72 Vu<PhiVc/2 Vu'cPhiVcI2 NotReqd NotReqd 0.00. 0.00 0.00 0.00 J+1.356D90.50L'.0.20S*€+1.6I 1 4.13 21.00 -4.15 4.15 11.89 1.00 18.72 VuPhiVc/2 NotReqd 0.00 0.00 1.356D40.5OL40.20S*E+1,6I 1 4.31 21.00 -4.11 4.11 12.64 1.00 18.72 VuCPhiVct2 NotReqd 0.00 0.00 +1.356D40,50L40.20S+€+1,61 1 4.49 21.00 4.05 4.05 13.38 1.00 18.72 Vu<PhlVc/2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S.€+1.6 1 4.66 21.00 -3.98 3.98 14.12 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00. +1.356D40,50L420S+E+16 1 4.84 21.00 -3.88 3.88 14,84 1.00 18.72 Vu<PhiVc/2 NotReqd Cd%l 0.00• +1.356D+0,50L'0,205+E+1.6f 1 5.02 21.00 -3.77 3.77 15,54 1.00 18.72 Vu<PhiVc/2 NotReqd 0.001 0.00 - .--. - . File = earn on as1ic oun a,on ENE AC INC. 1983.2015, Build:6.15.7,30, Vei6 16 12.31 Description: (E) FIG at Entiy.WaIl, Pier A Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu!Mu Phi*Vc Comment PhiVs Spacing (in) Load Combinaflon Number (It) (in) Actual Design (k-It) (k) (k) Reqd Suggest +1.356D40,50L40.205.E+1.61 1 5,20 21.00 -3.63 3.63 16.22 1.00 18.72 VuPhiVcI2 NotReqd 0.00 0.00 +1,356D40.50L40.20SE+1.6I 1 5.38 21.00 -3.48 3.48 16.88 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L.0.205.E+1.61 1 5.56 21,00 -3.31 3.31 17.51 1.00 18.72 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.205#E+1,61 1 5.74 21.00 -3.12 3.12 18.11 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D4050L4020S4E+161 1 5.92 21.00 -2.91 2.91 18.68 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D+0.50L+0.20S+€+161 1 6.10 21.00 -2.68 2.68 19.21 1,00 18.72 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.3560.0.50L.0.208.E+1.61 1 6.28 21.00 -2.44 2.44 19.70 1.00 18.72 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 6.46 21.00 -2.17 2.17 20.14 1.00 18.72 VucPhiVcI2 NotReqd 0.00 0.00 's-1.356D.0.50L'e0.20S-.E+1.61 1 6.64 21.00 -1.88 1.88 20.54 1.00 18.72 VucPhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.208.E+1.61 1 6.82 21.00 -1.57 1.57 20.88 1.00 18.72 Vu<PhiVc/2' NotReqd 0.00 0.00 +1.356De0.50L.+0.2084E+1.61 1 7.00 21.00 -1.25 1.25 21.17 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S+E+1.61 1 7.18 21.00 -0.90 0.90 21.40 1.00 18.72 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.356D'0.50L0.20S+E+1.61 1 7.36 21.00 -0.53 0.53 21.57 0.59 17.76 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D'0.50L.0.205i.OE+1 1 7.54 21.00 0.78 0.78 17.62 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L.0,20S-1.OE+1 1 7.71 21.00 1.20 1.20 17.49. 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D0.50L+0.20S4.0E+1 1 7.89 21.00 1.64 1.64 17.28 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00, 0.00 +1.356D40.50L443.205.i.OE+1 1 8.07 21.00 2.10 2.10 16.99 1.00 18.72 Vu'CPhiVc/2 NotReqd 0.00 0.00 +1.356D'f0.50L40.208-1.OE+1 1 8.25 21.00 2.58 2.58 16.62 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 1 8.43 - 21.00 3.07 3.07 16.17 1.00 18.72 VucPhIVci2 NotReqd 0.00 0.00 t +1.356D40.50L40.20s-1.OE+1 1 8.61 21.00 3.59 3.59 15.62 1.00 18.72 Vu<PhiVcJ2 NotReqd 0.00 0.00 D +1.356D40.50L'+O.20S-10E+1 +1.356D40.50L40.20S-1.OE+1 1 8.79 21.00 4.13 4.13 14.98 1.00, 18.72 VucPhiVc12 NotReqd 0.00 0.00 +1.3560+0.5OL40.20S-I.OE+l 1 8.97 21.00 4.69 4.69 14.25 1.00 18.72 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S-1.OE+1 1 9.15 21.00 5.27 5.27 13.42 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S-1.OE+1 1 9.33 21.00 5.87 5.87 12.48 1.00 18.72 Vu<PhIVcl2 NotReqd 0.00 0.00 +1.3560.0.50L.0.20S1.OE+1 I 9.51 21.00 6.50 6.50. 11.43 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1,356D40.5OL4.20S-1.OE+1 1 9.69 21.00 7.14 7.14 10.27 1.00 18.72 Vu'CPhiVcI2 NotReqd 0.00 0.00 .*-1.356D..0.50L.+0.20S1.0E+1 1 9.87 21.00 7.81 7.81 9.00 1.00 18.72 Vu < Phi'Vc/2 NotReqd 0.00 0.00 +1.356D40.50L4020S.IOE+1 1 10.05 21.00 8.16 8.16 7.62 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D*050L.0.205-1.OE+1 1 10.23 21.00 7.60 7.60 6.44 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1,356D40.50L40.208-1.OE+1 1 10.41 21.00 7.07 7.07 5.37 1.00 18.72 . Vu<PhiVc/2 NotReqd '0.00 0.00 +1.356D40.50L40.20S1.OE+1 1 10.59 21.00 6.55 6.55 4.38 1.00 18.72 Vu < PhIVd2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S-1.OE+1 1 10.76 21.00 6.06 6.06 3.49 1.00 18.72 VU<PhiVc/2 NotReqd 0.00 0.00 +1.356D4050L'.0.20S-1.OE+1 1 10.94 21.00 5.59 5.59 2.69 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L4208.i.OE+1 1 11.12 21.00 5.14 5.14 1.98 1.00 18.72 Vu<PhIVd2 NotReqd 0.00 0.00 +1.356D40.50L*0.203-1.0E+1 1 11.30 21.00 4.71 4.71 1.34 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D+0.50L.0.208-1.OE+1 1 11.48 21.00 4.30 . 4.30 0.78 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.208-1.OE+1 1 11.66 21.00 3.92 3.92 0.29 1.00 18.72 Vu <'PhiVc/2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 11.84 21.00 3.55 3.55 0.12 1.00 18.72 VuCPhiVd2 NotReqd 0.00 0.00 +1.356D'.0.50L.0.205-1.OE+1 1 12.02 21.00 3.21 3.21 .0.47 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356040.50L40.208-1.0E+1 1 12.20 21.00 2.89 2.89 0.76 1.00 18.72 Vu'cPhiVcJ2 NotReqd 0.00 0.00 +1.356040.50L0.20S-1.OE+1 1 12.38 21.00 2.59 2.59 1.00 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.20S1.OE+1 1 12.56 21.00 2.31 2.31 1.18 1.00 18.72 VucPhiVc/2 NotReqd 0.00 0.00 +1.356D+0.50L'0.208-1OE+1 1 12.74 21.00 2.08 2.05 1.30 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 +1.356D.0.50L.0.208-1.OE+1 1 12.92 21.00 1.81 1.81 1.39 1.00 18.72 Vu<PhIVc!2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S.i.OE+1 1 13.10 21.00 1.60. 1.60 1.43 1.00 18.72 VucPhiVc/2 NotReqd 0.00 0.06 +1,356D40.50L90.20S..1.6+1 1 13.28' 21.00 1.41 1.41 1.43 1.00' 18.72 Vu<PhIVc/2 NotReqd 0.00 000 +I.356D40.50L40.20S-1,0E+1 - +1.356D9050L40208-10E+1 1 1 13.46 13.64 21.00 21.00 1.24 1.09 1.24 1.09 1.39 1.33 1.00 1.00 18.72 18.72 Vu <PhiVc/2 Vu<PhiVc/2 Not Reqd NotReqd 0.00 '0.00 0.00 -0.00 - +1.356040.50L.0,205-10E+1 1 13.81 21.00 0.96 0.96 1.24 1.00 18.72 VU < PhiVc/2 Not Reqd 0.00 0.00 +1.356D-f0.50L40.205-1,OE+1 1 13.99 21.00 0.85 0.85 1.12 1.00 18.72 VucPhiVcl2 NotReqd 0.00 0.00 +1.356D.0.50L40.20S-1.OE+1 1 14.17 21,00 0.76 0.76 0.99 1.00 18.72 Vu<PhlVc/2 NotReqd 0.00 0.00 4-1.356D40501.40205-10E+1 1 14.35 21.00 0.70 0.70 0.84 1.00 18.72 Vu<PhiVcl2 NotReqd 0.00 0,00. +1.356D.0.50L40.20510E+1 1 14.53 21.00 0.65 0.65 0.68 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 -0.356D.0.501..0.208-1,0E+1 1 14.71 21.00 0.63 063 0.51 1.00 18.72 Vu<PhiVc/2 NotReqd 0.00 0.00 S C, Beam on Elastic FoUndation File C-.IUsers~SNORVI-lMwktopIShoppesIET698D-IICONTFD-11ELASTI-~I.EC6 ENFRCALC, INC. 1983-20157, Bufld:6.151.30, VertAIM31 Description: (E) FIG at Entry Wall, Pier Detailed Shear Information Span Distance d Vu (k) Mu d*Vu/Mu PhiVc Comment Phi°Vs Spacing (In) Load Combination Number (It) (In) Actual Design (k-It) (k) (k) Reqd Suggest +1.356D40.50L40.205-1.OE+1 1 14.89 21.00 0.63 0.63 0.34 1.00 18.72 Vu(PhiVcI2 Not Reqd 0.00 0.00 +1.356D40.50L.0,20S-1.0E+1 1 15.07 21.00 0.65 0.65 0.17 1.00 18.72 VucPhiVc/2 Not Reqd 0.00 0.00 '9 C1-93 S Thornton Tomasetti PROJECT ec (a,. /,.( PROJECT NO. - DATE 1/4 fuz BY - SHEET of SUBJECT Lrr F CHECKED BY DRAWING NO. V:1:.44 .. ..... . . -., L . f7,r1 .... .- p ..-............... - . . . ' 4 -, 1 i L I i . .. . . . . - . .1 1 .1 . . t F ----H 1 1 •... . ., . 4.. .. . .. . co j. L ii:4Go , - ..........- . . - Cl . I-.. I ............ C. -" H- •*J. H •i.4.4 . 1- L. S C1-94 • Section D 'H S Maisecellaneous S Thornton Tomasetti Building Solutions Dl —Roof RTU Framing - D1-2 S I- I I iLLJiht'iHH[H[ I•uuuuauuu;iiii•iIIu lUUBiiitiP1t :I!I! iIiiiiIU U iT 1I P /I 11011 U ILfti iE1 I. 11111111 ':jl11vuii i riiiII IIIIIIIIi;Iuu ni IIIIIIFryrii HIIIIIIIk!ii.!1IIt I I• : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TT H Lennox Industries Inc. - Product Submittal [System ID: Package Model: LGH 1 80H4 Description: PKGGE/15TON/CONFLGtJRABLE DIMENSIONS - INCHES (MM) LGHISO CORNER WEIGHTS CENTER OF GRAVITY Model No. AA BR CC DO EE FF lbs. I kg I lbs. I kg I lbs. I kg I lbs. I kg In. mm in. mm LGH180Std. Unit 487 230 476 224 622 293 _836. 300 53./4 1353 39.112 1003 LGH180 Max Unit 1597A 282 t 5571 263 1 f 6521 1 308 699 ..,3301 52 1 1321 42 1067 to. una The W1JtWUI NO OPTIONS. Max.. The urt wth ALL OPTIONS lnst3lled. (Economizer, etc.) AC 1'&4 .88 ADD7#FOR ROOF CURB (fl89) OOJTE GASSUPPLYINLET DRAIN - \I uOr N i53'8 j(137) 10. L 28.34_al f (735) SIDE ELECTRICAl. I I BASE END VIEW SIDE VIEW Project 3000584709 Cheesecake Factory .. Quote: 4000691715 ChOesecake FactoryZ2fl Page 5 of 17 Last Changed: PACK, MICHELLE Prepared On: 2016-06-23 Phone: 972497-7682 D1-3 Pioject 3000594709 Cheesecake.Faot Quote: 4000691715 Cheesecake FaoryiUit1r Page 10 of 17 Last Changed: PACK. MICHELLE Prepared On: 2016-0843 Phone: 972-497-7682 Lennox Industries Inc. - Product ]Snb System ID: AC 19"1190 I ackage Model: LGH240H4M DIMENSIONS - INCHES (MM) (flONR WPItNT LGH210, LGH240, LGH3 0- Model No. AA cc DO EE FF_____ lbs. kg lbs. lbs. I kg lbs. I kg In. mm In. mm LGH210 Std. Unit 497 234 513 242' 671 317 649 306 54.3/4 1391-19-1112 1003 LGH210 Max. Unit 607 286 598 282 700 330 710 335 63-1/2 1 1067 LGH240Std. Unit 507 239 533 252_ _7i3 - 336 877_ 320 5&.114. 1403 39 991 LGH240 Max Unit 617 291 620. —741—, —350 -54_. .: iiQ 1054 LGH300SId. Unit 513 242 535 252 739 349 709 l 334 55 1397 38.1/4 972. LGH300 Max. Unit, 623 1 294 620 293 767 382 770 1 363 53-3/4 1 1365 40.3/4 1035 The WWflNU WUUN. - - Mac. Urdt-The wcftwlai ALL OPTIONS Wded.Econmlacr. et .) AC 293,59 CARLSBAD ADD: 275# FOR ROOF -CURBS opn 9) DISCONNECT _-• .51 OQt L ATE GSIPPtYIM.E1 64. GI 4,. IA(137) L_2a.s4J T 814 —I 91.12315) END VIEW TOP VIEW SIDE VIEW 114 ra AIR DELIVERY IN CUBIC FEET PER MINUTE Industry Eft'y@ ''\• 0 ,Jna8taticPressure(W.GJ 0 0.1 0.2 03 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Li 1.2 Model Standard 500 FPM HP CFM RPM CFM RPM CFM RPM CFM RPM Ri1 RPt CFM RPM 1CFM RPM CFM RPM CFM RPM CRil RPM CFM RPM FM RPM CFM RPM 8' 80% 2 13,320 260 12,720 276 12250 288 11,610 301 11,120 312 10,570 324 9,910 341 9,300 354 nump.- 16,580 i2' 90% 2 13,000 258 12,320 283 11,960 282 11,340 306 10,820 318 10.340 329 9,630 346 9,000361 939 8' 80% 3 15,170 380 14,760 309 14,210 322 13,810 301 13,270 344 12,830 354 12.250 367 11,870 376 11,480 388 10,650 405 18,560 IT 90% 3 14,800 309 14,400 317 13,870 330 13,490 369 12960 351 12,510 360 11,970 374 11,650 382 11,080 395 10,360 412 - - - - - - U,IU) 8' 80% 5 18,060 354 17,570 385 17,230 313 16,750 384 16,470 390 9.JQ!. 15,740 407 15,380 418 14,940 426 14,470 431 14,140 445 13,620 457 13.140 468 Side (S) )own (D] 22,580 12' 1 90% 5 17,600 364 17,140 315 1 19,840 382 116.370 393 19,150 398 - 11,500 409 ,400 415 14,940 426 14,690 432 14,170 444 113,850 452 13,210 485 1 12840 475 J ir 80% 71/2 19,400 383 19,400 399 19,400 414 19,400 428 19,180 440 18,950 445 18,540 454 18,290460 17,920 469 17,490 419 17,240 485 16,790 495 16,520 501 24,500 IT 1 90% 71/2 19,400 399 19,400 414 19,480 428 19,150 440 18,770 449 18,550 454 18,160 463 17,950 468 17,530 478 17,150487 16,870 493 16,440 503 16,220 508 ELECTRICAISPECIRCATIONS Evaporative Weights BLOWER UNIT Media (Ibs) 0 Fan Motor 0 ,., Pump o Model VoWPh Max ase VoiVP tase - Shipping Operate Dia. Type BHP 3a He iPhise Width x Height Amps Am-pis Amps 2 2.3 24.0/13.2/12.0 7.5/6.813,4 820 2.3 7.7xZS' DWDI-R 10-8'x1Tx39' 979 1,385 2 2.3 24.0/13.2/12.0 7.516.8/3.4 1,640 4.8 25x25" DWDI-Ft 1D-8'x1Tx39' 1,023 1,468 UMP 0939 3 3.45 -/18.7/17.0 10.6/9.6/4.8 820 2.3 25'x2f OWOI-FC 10'8'x12'x39' 990 1,396 -- 3 3.45 - /18.7/11.0 10.6/9.6/4.8 1,640 4.6 25'x25' DWDI-FC 10.0'x17x39 1,034 1,479 Up(U)5 5.75 -. 16.7/15.217.6 1 820 2.3 25'x25' DWDI-FC 10-8'x12'x39' 1,031 1,437 Side (S) 0wn1D) 5 - - .,- 1&7/15.W7 1,640 - 25'X25' OWDI-FC lei 8'x17x39 1.075kl1,520, 8.63 - 242/22.0/11.0 820 23 25'x25' DWDI-FC 10-8'x1Zx39' 1,032 1,438 J 71/2 71/2 8.63 - 242122.0/11.01 1,6401 4.6 1 25'x28' DWOI-FC 10.8'x1Tx39' 1,076 1,521 Manufacturer of Quality Air Moving Equipment Performance eating is at roan BlIP and includes the affects of the evpnraiiso meths. inlet lenoes, moist and drives in the eitstfIan Fan performance abnon in based on tests made in accordance wnlrAMCA2lD15 installation Typ 9 his bier, danced aeriaL Power rating IBtiPi does trot incloda idea losui o UMP.series. blower terre &aporatmr coelow are designed bred applications with catered stain prostate rarçes of Or through 12'. For straight inter dusted lato iirltrc attestbii with catcmrl static prmsona ratçco nIBS' Is Or aUMP-lat satige pngtetar to anial latr eatlatmap ttereceanatrmrded. 0 only macnsf HP o, lass ret prwldnf oath integral thermal putowirer. testate tth HP or greater require a atpnrste flatter overload device, AiMerage radego staten u.s NEC atrdnrbrsi 1*'. Usable at 215sc Consult fzrny for overland and cannel amman. 4) thftiofej art in purer and ndrnle notatm p.mps met inset Opuatieateiglss iredde satrestbimniia ati rrsnueras 2.5'dctrltr otwatci in oargr.tslairto eralada coortal accessories such at nob. dthma, and conSuls. oM Portoat available: noeatsUbB' for dctai 100 b. / . . MUAI, CARLSBAD / AD i5O#FóRROOFCURB - - / I Information Subject to charrga. Updates available online. FaUMP.cntJPEffFjAgril toll End View Side View 1 38.75 g. ELECTRICAL SERVICE 5.75 SUPPLYvATEI1 j PENETRAI1ON -4 I-3.63 TYPICAL CURB CLEARANCE UMP939 I 31.25 3.00 (UP) -1 - 31.Zb (SIDE) 47.25 ____________ 14.00 L 6.00 /\\ / Top View 1,1 0 94.00 2.63 AUX - \ [:TYPICAL DRAIN CD 6400 31.25 (DOWN) CI) Auxiliary drain utilized only with oI system. Consult factory for special applications. (I) 7/8" Electrical service entrance for 1/2" conduit ® 3/6" Compression fitting connection made inside unit. Minimum 40 p.s.i.water pressure is recommended to deliver the volume needed to meet high summer evaporation and bleed requirements. Do not exceed 125 p.s.i. ® 3/4" Male hose thread. ® (1) pump is used with 8" deep media. (2) pumps are used with 12" deep media. I 24.15 ® h—LECRC SERVICE',,,59.00 (a) DRAIN/ OVERFLOW I 62.5 SUPPLY WATER PENETRATION Manufacturer of Quality Air Movin>iuipe',( .H N - Information j subject to change. D1-6 lates available online. IP439/1)IM/Aoril 2011 S -'CEN TRA L WEATHER HOOD 4 STANDAR CENTRAL BLOWER CO. 211 S. 7TH AVE. CITY OF INDUSTRY, CA- 91746 K •. ---.- ii - (626) 330-3182 FAX (626) 330-9406 C www.centralblower.com . BACKWARD INCLINED UPBLAST DISCHARGE C DRAIN KITING RESTAURANT UTILITY SET - CLEAN OUT DOOR -- J-4 P di —4—---H4--' - ji T 1ff R ----------- H MODEL WHEEL A B f C E I K L N P Q SHAFT 12 81 12 1/4 13 1/8 9 13/16 241116 14 5/8 GL225/8 3 11/16 1 3/4 111/2 13 29 11 3/4 21 3/4 7/16 22 5/8 11 1 15 BI 15 16 1/8 12 291I8 17 5/8 'A.114 2 12,112 15 7/8 32 14 1/8 261/4. 9/16 275/8 14 1 18 BI 20 811'J.-20 18 1/4 211/2 5 1/4 2 155/16 19 5/16 381/8 167/8 3-17/8 9/16 33518 18 13/16 1. EF-1 CARLSBAD F 231/2 , 523132 225/8 2 3/16 155/16 21 3/16 397/16 183/116 337/8 1 9/16 367/8 1 225/8 13/16 _22 BI 22/4 2313/16 1713116 427/8 257/8 61/16 26 1/8 2 1/4 16 1/2 23 1/2 43 15/16 201/8 3715/16 9/16 4015116 20 13/16 24 BI 211/2 263/16 19 5/8 49:9116. 277/8 61/8 26'1/8 21/4 161/2 25 7/8 45-1/16 2115/16 '3915116 9/16 4515/16 261/8 1 3/16 27 BVI 29 215/8 52 311/4 71/4 303/8 .21/4 183/8 289/16 491/8. 241/4 4527/32 9/16 4913/16 24 1 7/16 30811 .'30 323/16 1 24 591/4 361/4 91/2 39 2 2011/16 311/2 58 2615/16 1 541/4 9/16 551/2 39 111/16 ':36 81 36 1/2 39 1/8 '29'3/19 713/8- _47..__ —2--1-227/8-1_38 518- —70--31 9/16 -65-7/8-1'1'9/1-6--67-3116' —47-1-1 15/16' PROJECT The Cheesecake Factory ENGINEER CERTIFIED BY David Petersen CONTRACTOR: TITLE: Chief Engineer LOCATION: Jersey City, NJ ARCHITECT: DATE: 7-8-15 ITEM MODEL QTY. CFM ON SP RPM HP VOLT PH. CL. ARR., EF-1 36 SI - 1 16,400 2106 2(1 787 10 460 3 60 C9904 ADD 1 O# FOR PLATF )RM ACCESSORIES &REMARKS U062 Listed, ODP Premium Efficient Motor, Motor & Drives Installed (Two groove drive set with adjustable motor pulley) Drain Fitting Bolted Access Door Grease trough with new style bail valve installed on slide channels beneath blower housing Weather Cover UL approved polyester powder coated all welded scroll housing Spare 10hp motor and (2) spare belts included S - B J L /7Lf7 VRATHER HOOD STANDARD A H CENTRAL BLOWER CO. 211S. 7TH AVE. I /J CITY OF INDUSTRY, CA 91746 K (626) 330-3182 FAX (626) 330-9406 1 -i r Th N I www.centralblower.com i lu ii E S CLEAN OUT DOOR mtj~ er— p BACKWARD INCLINED UPBLAT DISCHARGte, C - RESTAURANT UTILITY SET - DRAIN FFrTiNG MODEL WHEEL A B C H I L M N P Q R SHAFT --12-81-' 12 114- -131/8, 913/16 241/16_145/8 3 11116 16 I 3/4 111/2 13 29 11 3/4 21 3/4 7/16 225/8 11 1 1581 15 161/8 12 291/8 475/8 4114 19 2 121/2 15718 32 141/8 261/4 9/16 275/8 14 1 18 B,: 184I4 -19 9/16 -14 5/8- -351/2W -21 1/2w —5 1/4 - 7.2-2,5/8- —2-- 155/16 19 5/16 -381/8-.. 16 7/8 31 7/8.. .9/16 33 5/8W 18 -13/16 20 BI 20 217/16 115 15/16 387/8 23.1 Q 523/32 225/8 2 3/16 155/16 21 3/16 397/16 183/16 33 7/8 9/16 367/8 22 5/8 1-3/16- 22 El 4/4 23 13/16117 13/16 42 7/8 .'257/8 6 1/16 261/8 2— 16 1/2 23 1/2 43 15/16 20 1/8 37 15/16 9/16 40 15/16 20 1 3/16 24 131 27 El 24j 27 Z -' '•".' 1 [ 477/8 61/8 26 1/8 21/4 161/2 25 7/8 45 1/16 2115/16 39 15/16 9/16 4515/16 261/8 13/16 311/4 7 1/4 303/8 21/4 183/8 289/16 491/8 24 1/4 4527/32 9/16 49 13/16 24 17/16 30B1 30 -323/161 24 1 591/4 361/4 91/2 39 1 2 2011116 311/2 .1 58 26 15/16 54 1/4 9/16 551/2 39 111/16 36 BI 361/2 39 1/8 129 3/19 713/8 437/8 11 3/8 47 2 -22 V8 38 5/8 70 31911 A 1 65 7/8 1 9/16 673/16 47 116"6 PROJECT The Cheesecake Factory. ENGINEER CERTIFIED BY David Petersen CONTRACTOR TITLE Chief Engineer LOCATION Jersey City, NJ ARCHITECT DATE 7-8-15 ITEM MODEL QTY CFM OV SP RPM HP VOLT PH CL ARR EF-2 18 BIAII Alum 1 3126 1647 75fl 1088 1 120 1 60 (270# .74bhp ADD 25'F0 rPATF a #W.,UtIt & NtIVIAKKS. joAIumjnum Airstream Construction (includes housing inlet cone & ring & wheel) ODP Motor Motor & Drives Installed (Two groove drive set with adjustable motor pulley) Veep Hole if needed (final rotation & discharge to be advised) Aluminum automatic backdraft damper with aluminum screen installed Galvanized Steel Weather Cover Spare Ihp motor and (2) spare belts included RM CENTRAL CENTRAL BLOWER CO. 211 S. 7TH AVE. CITY OF INDUSTRY, CA 91746 (626) 330-3182 FAX (626) 330-9406 www.centralblower.com FORWARD CURVE UPBLAST DISCHARGE Fc-U2 THRU 130 [c • B —WEATHER HO 'D' 1flJii 1 ER J = / 41 T— —J-- INLET SUPPORT USED ON FC.12OTHRU 130 flPTifltJM riM IQUAI I hT P, CENTERLINE L1J !I± CENTERLINE OF '— DISCHARGE OPENING MODEL WHEEL DIX A B C E G H I i 1< L M N P R T V SHAFT FC11 21 tl25/8 133/8 —8 1/4 91/8 145/84i/2.._.i6 1 1/4 111/2 11718 27 2l7/8 7/16 20 1/2_ ----53i8--11i/2 3/47 FC 115 15 157/8 12 1/4 10 1/2 175/8 55/8 19 11/4 112 1/2 157/8 313/4 — 263/8 9/16 241/4 — 73/8 13,5/8 1 FC 118 i-ZL 12 114 12 /R 211/2 EJ-3GARLSBAD J..jg 67/8 22 5/8 1 1/4 15 3/8.17 718 35 32 9/16 29 1/4 — 73/8 163/8 13/16 FC 120 20 37/8 22-5f8 11/2 15 3/8 19718 403/8 19 1/8 32 9/16 353/8 22518 .9314 201/4 13/16 FC 122 22 26. TES I 10 718 115/5T2o7I8 67/16 261/8 11/2 161/2 217/8 411/2 19 1/4 38 1/16 9/16 39 13 1/2 93/4 221/4 13/16 FC 126 - 26 311181 20 1 18 311/4 81/4' 303/8 1 1/2 18318 257/8 463/4 223/8 457/8 9/16 1,9/16 46 11/16 16 111/4 2615/16 17/16 FC 130 30 1/4 17357/81-231/4120'3/4,1311/4 4 -30 318 21/4 18 3/81 297/8 51 25 1/2 457/8 531/8 30 3/8 127/8 305/16 17/16 PROJECT: The Cheesecake Factory ENGINEER: CERTIFIED BY: David Petersen CONTRACTOR: 1 TITLE: Chief Engineer LOCATION Jersey City NJ ARCHITECT DATE 7-8-15 ITEM MODEL QTY CFM 0 V SP RPM HP VOLT PH CL ARR. WGT EF-3 FC-112 1 1400 1845 5' 746 1/2 120 1 60 #10 (136#_— _________ 36bhp 1 )DiO #FOR PLATFO - - - - R 0=5nAmee - - Ub705 Listed with polyester powder coated housing ODP Motor Motor & Drives Installed (Adjustable motor pulley) Auto Backdraft Damper with outlet screen installed Weather Cover Spare 1/2hp motor arid (2) spare belts included JobNãme/Location: Tag-#: For: FiIe k I Date: Resubrn P Other ,ILGt ONo.: C: Engr Architect: Mech: L-- .• Rep: PeiiOrmance: ,MOP (A) 35 - MCA(A) 13 CU-11 CA cooling Rated Amps 1755,PLATFOI HatIng'RotedAmps (A) 17.3 FanMotor(A) .0.2S Capacity (Mm Rated Max 8w/h) 3070 22 000-294Sljj SEER 21.0 TEj i25 SE(R Seá;ànaI Energy tfficlrncrRatlo EER L Energy(fflclengy Raflo Htlng:: Capacity (Mm Rated Max Btu/h) 3070 27 000.38 898 HSPF - 11 HSPP . HeaftSôaaorgI PcforniancaFacar. CouIlngHanrnal lest Ccndhlans: Ktiig.Euntna1mtConi5tIuns: thdgor. 80'l0a/6rFy,a, 'Indoor 70!FOO(60'i'WB Outdcort 951P D0175-F V/fl Outdoor. 471 00f43 F :Electi!cai: [wer Supply (V1/Hz/Ø) - - 208;,23Q/6 Outdoor. unIt: 49;~1168. HeatingPower Input (kW) 116 2.38 V, 3/8 Liquid Line (in, 00) frigerarit Alk OD) 5/8 (or/ft) Max Pipe Length (ft)1 164 Piping Length (no add I refrigerant, ft) 6 k E. vtan (it) ç!mgpB• 14-118 Heatfrig-(°FWB). Ind'dorUAit: Cooilng( FWB) 53 75 Heating ('F OB) 60.86 Refrigerant Type R4I0A Refrigerant:Control EEV Rifrigerant Charge (Ibs) 4 85 ODU Sound Prsure (±3 d6(A))3 55 iDU Sound Pressure (H/M(L) (±3 d(A)) 49/44/40 'ØDU Net UnitWélght(Ibs) ODU Shipping Weight (Ibs) 133 . "U1 1 e~lAtilLba 50# FOR Mlt Exchanger Coating GoIdFin' Fan: ODLJ Te Ptól,eIIe IDUType, Cross Flow Fai' Speeds (Fan/Cooling/Heating) 5/6/6 Quntlty (ODD + IOU) 1+1 Mo(or/Orivé BiüshIéOigtàflj?Côntii/DI,éc ODD Max Air Flow Rate (CFM) 2,119 IDU Air Flow HIM/C(CF) 706/530/459 Dehumid)flcatlon (pts/hr) 5.6. dt4fleI81V-29OV. are tested in OR anecisoic di saeq; .24 Hour on/off tfmer 'Chaos wrnd iforence butr4 '4-Way auto swing Inverter (variable speed compressor) 9 Must tolow Ir Auto changeover 'Jet coOl/Jet heat Autortart •3M HAF ilt& .Built.in low ambient standard, down .Siee mode to4F (ooliiigmode) 'Condensate Sensor ConnetlOn i Included AccessOries: O0 Wireless Handheld Controller. - AKB7405401 jnjT Optional FAccessorles (sold separately); IC Pn PRFMTR1fltI J Low Ambient Wind Baffle (cooling ópration to 0F) ZLA86002A For a onipIeeIIst à1 avàllàble àccessàriès, contact yoUr IG èéntátivé Far cerianuol product dne.IonenI. (C rests the rtu,ht to cIstne spcstlic.Lc.n without caste. ftct refflernjrIirie and a Oft toad bteLGjnstaUadon aimal CERTIFIED.. OVwW [A.41PJ tary rtWiAC Stmdml 2I0240 .. — a.r.. Dl-10 u%cleutendMpinø ic,àinu 7c P.j .4 ItTWO :'iva,rne Rmar1cs. 1 Airdrsarge;giie.. 2 Gas:ppeccnnection. 3 t*d pipe rnectiori .4. Powcr& Trarnsl•coreticn S Eäithsaw Un'it:inch 3-114 2-3/16: 0 Thornton Tomasetti S PROJECT ç j:.frj P PROJECT NO. 01 2.. DATE BY SHEET SUBJECT (4(L c(t( tf CHECKED BY DRAWNGNO. D1-12 Thornton Tomasefti S PROJECT fr4e PROJECT NO. DATE BY SHEET 2. of SUBJECT CHECKED BY DRAWING NO. D1-13 Thornton Tomasetti S PROJECT 7f — swa PROJECT NO. DATE BY SHEET 21 of SUBJECT CHECKED BY DRAWING NO. -T[r LT _L 3J thi*+HiH I Fl "I ___ ILI ILl ILI ILL LIL ILL I 4L JL I O&3booL1\1?ij _i. ii I I: J JIT44. ell J1 I I F jL qr I I4 I' LtII A. -rj — cr &.iLsi JLL D1-14 r Thornton Tomasefti PROJECT -7f Sf4t9 ('fl1s SUBJECT PROJECT NO. DATE BY SHEET 4... of CHECKED BY DRAWING NO. D1-15 S 0.- S Thornton Tomasefti PROJECT tf4 S Ho PP SUBJECT PROJECT NO. DATE BY SHEET of CHECKED BY DRAWING NO. D1-16 I 0 0 0 Tulle Block Line 1 Project Tulle: You can change this area Engineer: using the Setting? menu item Project Descr W and then using the 'Printing & Title Block' selection. WOOd:Beam ENE : ;Lic. Description: AC 1.and 4Supott Project ID: Printed: 3JAN 2017. I30M File = ClPROGRA-2ENERCA-1 INC. 1902014; 8u0d:6.14.6,15, Vec6.16.1231 CODE REFERENCES Calculations per Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1000 psi E: Modulus of Elasticity Load Combination ASCE7IO Fb - ompr 1000 psi Ebend-xx 1700 ksi Fc - Prtl 150Psi Eminbend - xx 620ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 180 psi - Ft 675 psi Density 2.21 nrf aeam rciny eamis -uny igrappo.against lateral-torsion bUCUfl9 S Span = 2450 ft . , Service loads entered. Load Factors will be applied for calculations. PolntLoad D070 E=0520k110ft PointLoad D=070k00ft OESlGNSUMMARY" : - Maximum Bending StreSsRãtiO: Section used for this span th : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S. Deflection Max Downward Total Deflection Max Upward Total Deflection = 0796 I Maximum Shéár, Stress Rãtiô' 1-414 Section used for this span = 716.52psi fv : Actual = 90,00psi Fv : Allowable 4040.70E41 Load Combination = - 10.998ft Location of maximum on span = Spáñ # 1,1 Span # where maximum occurs o:000 In Ratio = 0 <360 0.000 In Ratio = .0 <360 650 in Ratio = 578:. 0.000 In Ratio = 0<180 0.147:1 32*i4 = 263 psi = 180.00 psi O'0JOE+H = - 2o:o29ft = Span Ma lniuthF.orôls& Stiddifis-W [óidCiiibiflitlãài Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb v (v F'v 40911 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.573 0.124 0.900 1.00, 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89 22.28 180.00 409L4H 0.900 1.00 1.00 1.00 1.00 1.0 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.573 0.124 0.900 1.00 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89 22.28 180.00 +D-i&r4H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.573 0.124 0.900 1.00 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89 22.28 180.00 .40+S41 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.573 0.124 0.900 1.00 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89 22.28 180,00 '040.750Lr40.750L#$ 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.573 0.124 0.900 1.00 1.00 1.00 1.00 100 5.66 515.48 900.00 0.89 22.28 180.00 4090.750L40.750S411 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 D1-18 Title Block Line I Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr. W and then using the Printing &. Title Block selection. Title Block line NMed 3JAN20I7.10.3oAM vvOO earn --FIIe=C:PROGRA-2IENERCA-Ih ., ENERCALC INC 1983-2014 8u11d614615 Ver616i2.31 ''Libensee Ahorrit-on .ji. Description: AC I-and 4-Su pport Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C Cr Cm C CL M lb Pb V fv Pv Length = 24.50 ft 1 0.573 0.124 0.900 1.00 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89 22.28 180.00 4040.60W4H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.501t 1 0.573 0.124 0.900 1.00 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89 22,28 180.00 *040.70E-*l 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.796 0.147 0.900 1.00 1.00 1.00 1.00 1,00 7.86 716.52 900.00 1.05 26.39 180.00 .D40.750Lr40.750L40.450W'+H - 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 24.50ft 1 0.573 0.124 0.900 1,00 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89. 22.28 180.00 +D40,750L40.750S40.450W+H 0.900 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.573 0.124 0.900 1.00 1.00 1.00 1.00 1.00 5.66 515.48 900.00 0.89 22.28 180.00 4040.750L40.750S40.5250E41 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.740 0.141 0.900 1.00 1.00 1.00 1.00 1.00 7.31 666.26 900.00 1.01 25.37 180.00 40.60040.60W40.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.344 0.074 0.900 .1.00 1.00 1.00 1.00 1.00 3.39 309.29 900.00 0.53 13.37 180.00 90.60D40.70E-.0,60H 0.900 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.567 0.097 0.900 1.00 1.00 1.00 1.00 1.00 5.60 510.33 900.00 0.69 17,48 180.00 Overall MaxlmumOeflectlons - Unfactored Loads Load Combination Span Max. - Dell Location In Span Load Combination Max. W Dell Location In Span +040,70E41 - 1 0.5084 12.339 0.0000 0.000 .Véitkal;Râctlons UñfàCtórd - . Z'. Support notation: Far left Is #1 Values in KIPS Load Combination Support I Support 2 • Overall MAXimum Overall MINimum 0.715 0.287 1.049 0.233 4041 0.514 0.886 .041.H 0.514 0,886 - +0+Lr4H 0.514 0.886 40+S41 0.514 0.886 4040.750Lr4O.750L4H 0.514 0.886 4040.750L40.750S4H 0.514 0.886 4040.60W4H 0.514 0.886 .040,70E41 0.715 1.049 .O40.750L40.750Lr40.450W4H 0.514 0.886 4040.750L40.750S40.450W4H 0.514 0.886 4040.750L40.750S40.525E9H 0.665 1.008 90.60D90.60W40.60H 0.309 . 0.531 40.60D40,70E40.60H 0.509 0.695 DOnly 0.514 0.886 LrOnly . L-Only . . . SOnly - WOnly E Only 0.287 0.233 H Only Title Block Line I Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr: W and then using the Printing & Title Block selection. Title Block Line 6 iintet 3JAN 2011. 1033AM d B RIe=CtPR0GRfr2EJlERCA-1 vwOO .e!rfl. - '.'. ENERLC.lNC.l983'2014,Budd.'6.14.6.l5,Ve,6,16.12.31' Description: AC 2.3 and 5 Support CODE-REFERENCES Calculations per Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable $ressQesign Fb - Tension 1000 psi E: Modulus of Elasticity Load Combination ASCE 7.10 Fb - Compr 1000 psi Ebend- xx 100ksi Fc - Pill 1500 psi Eminbend - xx 620 ksi Wood Species : Douglas Fir - Larch Fc - Peep 625 psi Wood Grade : No.1 Fv 180 psi - - Ft 675 psi Density 32.21 ncf Span 24.50 ft ;AppliódLoä'dS . . --' ': Service loads entered. Load Factors will be applied for calculations. PointLoad D=0740 E=0520k01201t PointLoad D=0740k210tt aximum Bending. Stress RatiO = 0.81111 Maximum Shéàr Stress Ratià = 0.164:1 Section used for this span :32Xi4. Section used for this span 34x14 lb : Actual = 730.50ps1 fv: Actual = 29.56 psi FB Allowable = 900 00psi Fv Allowable = 180.00 psi Load Combination *0'.70E. 11 Load Combination tho.7oE+i+ Locationofmaximumonspan = 11.98211 Location of maximum onspan 21.013 It Span # where maximum occurs = Span# 1 Span # where maximum occurs = span #1 Maximu ni Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0460 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.507, in Ratio = 579 Max Upward Total Deflection 0.000 in Ratio = 0 <180 1~01111axlmuni Forces & Stressesfor,Loàd C'ombiñátlOni Load Combination Max Strew Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C t CL M lb Pb V IV Pv 404ff 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 180.00 0.900 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.5Oft 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 00.00 1.00 25.08 180.00 404Lr4H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 It 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 186.00 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 S 40+8441 Length = 24.50 ft 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 180.00 -D40.750Lr40;750L4H - 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.5011 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 180.00 40-.0.750L-.0.750S41 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 D1-20 Tulle Block Line 1 You can change this area S using the'Settings' menu item and then using the 'Printing & Title Block selection. Wood Bóarn. Project Title: Engineer: Project Descr: Prolect ID: Pdnted 3JAN 2017, 10:33AM Rfe= C:IPROGRA-7tENERCA-1 cALC, INC. 1983-2014 8ui1d:6.14.6.15, Ver.6.16.I2.31 Description: AC 2,3 and 5 Support Load Combination Max Stress Ratios Moment Values Shear Values -Segment Length Span# M V C C FN C Cr Cm C t CL M lb Pb V fV py Length =24.50ft 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 180.00 4040.60W41 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 180.00 4040.70EIH 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.812 0.164 0.900 1.00 1.00 1.00 1.00 1.00 8.02 730.50 900.00 1.18 29.56 180.00 e040.750Lr40.750L40.450W4H 0.900 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length 24.50ft 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 180.00 4040.750L40.750S40.450W41 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.586 0.139 0.900 1.00 1.00 1.00 1.00 1.00 5.79 527.71 900.00 1.00 25.08 180.00 4040.750L40.750S40.5250E441 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.sOft 1 0.755 0.158 0.900 1.00 1.00 1.00 1.00 1.00 7.46 679.80 900.00 1.13 28.44 180.00 40.60D90.60W.0.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.352 0.084 0.900 1.00 1.00 1.00 1.00 1.00 3.47 316.63 900.00 0.60 15.05 180.00 40.60D40.70E40.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 24.50ft 1 0.577 0.109 0.900 1.00 1.00 1.00 1.00 1.00 5.70 519.42 900.00 0.78 19.53 180.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. - Deft Location in Span Load Combination Max. + NO Location in Span 4040.70E4H 1 0.5070 12.518 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.669 1.175 Overall MiNImum 0.265 0.255 O+H ' 0.483 0.997 4D4L+H 0.483 0.997 0.483 0.997 404S4H 0.483 0.997 .D.0.750Lr40.750L4H 0.483 0.997 4040,750L40.750S4H 0.483 0.997 4040.60W4$ 0.483 0.997 +O*0.70E41 0.669 1.175 4O*0.750L40.750Lr40.50W4H 0.483 0.997 .00.750L40.750590.450W4H 0.483 0.997 4040.750L40.750S40.525E4L 0.623 1.130 40.60D40.60W40.60H 0.290 0.598 40.60D40.70E40.60H 0.476 0.776 D Only 0.483 0.997 LrOnly LOfty S Only wpnty E Only 0.265 0.255 H Only D1-21 Tulle Block Line 1 You can change this area S using the Settings" menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project Descr. Project ID: Title Block Line 6 Pinted: 3 J 2017.10,.39M -. - -'- . ..•. - , . •'--'..'- .File =CPROGRA-2ENERCA-I earn ENERCALC INC.1983-2014 Budd614615 Ver6I61Z3I Description: MAU-1 Support CODEREFERENCES . Calculations per Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Al!owable, Stress Design Fb - Tension 1000 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr l000psi Ebend- 1701?ksi Fc - Pril 15010 psi Eminbend-xx 620ks1 Wood Species : Douglas Fir T Laich Fc - Perp 625 psi Wood Grade : No. 1" Fv 180 psi Ft ;67.5 psi Density Beam Bracing : Beam is Fui!y Braced against Iáteral-tói&6n buckling 2-2x14 Span = 24.50 ft '' Service loads entered. Load Factors will be applied for calculations. Point Load: 0 =OA3O, E =0.520 ka:o ft Polnt.Loád: D: 0A30 k 3i0 ft I -- -- axlmum Bending Stress Ratio Section used for this span fib : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Mâxiffium Defièctiôn. Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection '. Oi79i 22x14 = 701 .54psi = 90 49O psi 4040 70E.H = 8.047ft = Span#1. Maximum Shear Stress Ratio Section used for this'.span Iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.19.1:1 2-2x14 = 34A2 psi 1,80600 psi +D70EH = _,0.000ft = Span #1 OMOO in Ratio = .0<360 0.000 in Ratio = p. <360 0.449 in Ratio= 655: o:oo.o In Ratio= Q<180 '4.'P' '- Maxlmum Forces.4 & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M lb Pb V lv py 4041 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.482 0.140 0.900 1.00 1.00 1.00 1,00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 404141 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 24.50ft 1 0.482 0.140 0.900 1.00 1.00 1.00 1.00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 +0+Lr44 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.482 0.140 0.900 1.00 1.00 1.00 1.00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 S 4G.641 Length =24,50ft 1 0.482 0.140 0.900 1.00 1.0 1.00 1.00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 '.0+0.750Lr40,750L41 0.900 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.482 0.140 0.900 1.00 1.00 1.00 1.00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 '.040.750L40.750S#1 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 D1-22 Title Block Line 1 Project Title: You can change this area S Engineer: Prolect ID: using the Settings menu Item Project Descr: V and then using the*Printing & Title Block selection. Tulle Block Line 6 PrInted 3 J1N 2017. I0'.39M1 -. - m- -, Bea. ' . - .5 'S '' ,,. Ale WROA-ENER-1 1111 ILib. (-+ ~,-,~ENERCALC~ INC. 1983-2014,,Build:6,14.6-15.Vec6.16.IZ31 1!9 Licen~ee thornton Itomasdtti ific. Description: MAli-i Support Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I Cr Cm C t CL M tb Fb V fv F'v Length =24.501t 1 0.482 0.140 0.900 1.00 1.00 1.00 1.00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 +O.0.60W.H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.482 0.140 0.900 1.00 1.00 1.00 1.00 1.00 3.18 434.22 900.00 0.67 2517 180.00 .O.0.70E+H 0.900 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.779 0.191 0.900 1.00 1.00 1.00 1.00 1.00 5.13 701.54 900.00 0.91 34.42 180.00 4040.750Lr40.750L40.450W+H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.482 0:140 0.900 1.00 1.00 1.00 1.00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 4040.750L40.750S40.450W+H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 24.50ft 1 0.482 0.140 0.900 1.00 1.00 1.00 1.00 1.00 3.18 434.22 900.00 0.67 25.17 180.00 .0.0.750L.0.750S.0.5250E*l 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length r24.50ft 1 0.705 0.178 0.900 1.00 1.00 1.00 1.00 1.00 4.64 634.71 900.00 0.85 32.11 180.00 40.60D40,60W40.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.289, 0.084 0.900 1.00 1.00 1.00 1.00 1.00 1.91 260.53 900.00 0.40 15.10 180.00 40.60D40.70E40.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.587 0.135 0.900 1.00 1.00 1.00 1.00 1.00 3.86 527.85 900.00 0.65 24.35 180.00 Overall Maximum Defie'tlons Unfactored Lolds Load Combination Span Max. Dell Location in Span Load Combination Max. + Dell Location in Span +0.0.70E41 1 0.4486 11.083 0.0000 0.000 Vertical Ràctlons Unfactored Support notation Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 0.912 0.312 • Overall MiNImum 0.350 0.116 .0.41 0.667 0.193 .0.1441 - 0.667 0.193 .04.r.H 0.667 0.193 0.667 0.193 .0.0J50Lr.0.750L*4 0.667 0.193 .0.0.750L.0.750544 0.667 0.193 .0.0.60W.H 0.667 0.193 4040.70E.H 0.912 0.312 +D0.750L.0.750Lr40.450W.H 0.667 0.193 .00.750L40.750S.0.450W#s 0.667 0.193 00.750L.0.750S.0.525E4I 0.851 0.282 40.60D40.60W40.60H 0.400 0.116 40.60D40.70E40.60H 0.645 0.235 D Only 0.667 0.193 LrOnly L Only SOnly - WOnly S - E Only 0.350, 0.170 H Only S . D1-23 Title Block LIne 1 Project Title: You can change this area Engineer: Prolect ID: using the'Settings' menu item Project Descr: W and then using the Printing & Title Block selection. Title Block Line 6 l'tntet. 3JAN 2017. 9'.50AM File= CPROGRA-2tENERCA-1 vvOO earn .• . - ., .. '. ENERCALC. INC. 1983-2014, Build:6.14.6.15.Ver6,16.12.31 Description: EF-1 Support CODE REFERENCES Calculations per Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Alto wa b!e Stress Design Fb - Tension 1000 psi E: Modulus of Elasticity - Load Combination A$C E 7-10 Fb - Compr 1000 psi Ebend- xx 1700ksi Fc - Pill 1500 psi Eminbend - xx 620 ksi Wood Species : Dàuglas Fl.- Larch Fc - Peip 625 psi Wood Grade : NO Fv 1 80 psi Ft 675 psi Density 32.21 pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2-2x14 Span = 24.50 ft Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.580k 3.0 ft Point Load: D 0.580k 80 ft• ..DES!GNSUMMARY Maximum Bending Stress Ratio Section used for this span fb:Actual F8: Allowable Load Combination Location of maximum on span Span # where maximum occurs Malmurn;Dëfle'ction Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection i.651: 1 Maximum $hear Stress Ratio. 2-2x14 Section used for this span 58,5.69psi fv : Actual Q0.00psi Fv : Allowable Load Combination 8.047ft Location of maximum on span Span #1 Span # where maximum occurs O.O0O in Ratio = b<360 0000 In Ratio = - 0.360 o;381 j Ratio = 772 0060 In Ratio = 0'<180 C 0.1.89: 1 2-2x14 = 33.95psi 0O = i80 psi 404H = . 0.000 ft = Span#f Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C CL M fb Pb V J F'v +044 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00- 1.00 4.28 585.69 900.00 0.90 33.95 180.00 +04141 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0.90 33.95 180.00 +0+1r41 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50 ft 1 0.651 0.189 0.900 1.00 1,00 1.00 1.00 1.00 428 585.69 900.00 0.90 33.95 180.00 0.900 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 .4D+S+H Length =24.50ft 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0.90 33.95 180.00 +0+0.750Lr+O.750L44 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0.90 33,95 180.00 40+O.750L40.750S#1 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 D1-24 Title Block Une 1 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: V and then using the Printing & Title Block selection. Title Block Une 6 Panted' 3 2017. 9:50AM I tAt ,.• . File= C:\PROGRA-2ENERCA-1 [vvOO earn ENERCALC INC 1983-2014 Bufld 614615 Ver6 16 1Z31 Description : EFI Support Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN Cl Cr Cm C t CL M lb Pb V fv Pv Length =24.501t 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0.90 33.95 180.00 .040.60W*l 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50f1 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0_90 33,95 180.00 4040.70E'+H 0_900 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50f1 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0.90 33.95 180.00 4040.750Lr40.750L40.450W41 0.900 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 24.50 It 1 0.651 0.189 0_900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0.90 33.95 180.00 .040.7501-40.750S.0.450W+1-1 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28, 585.69 900.00 0.90 33.95 180.00 .O40.750L.0.750S.0.5250E4H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.651 0.189 0.900 1.00 1.00 1.00 1.00 1.00 4.28 585.69 900.00 0.90 33.95 180.00 .0.6013.0.60W.0.601-1' 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.390 0.113 0.900 1.00 1.00 1,00 1.00 1.00 2.57 351.41 900.00 0.54 20.37 180.00 40.60D'+0.70E40.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.390 0.113 0.900 1,00 1.00 1.00 1.00 1.00 2.57 351.41 900.00 0.54 20.37 180,00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. •- Dell Location In Span Load Combination Max. W Dell Location in Span DOnly 1 0.3805 10.998 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX]mum '0.900 0.260 Overall MiNimum • 0.540 0.156 .041 0.900 0.260 ' .D4L41 0.900 0.260 .0+ts.H 0.900 0.260 .o+S41 0.900 0.260 .0.0.750Lr.0.750L41 0.900 0.260 .0.0.750L's0.750S.H 0.900 0.260 4040,60W4H 0.900 0.260 +0.0,70E41 0.900 '0.260 '.0.0.750L.0.750Lr40.450W41 0.900 0.260 .040,750L.0.7505.0.450W41 0.900 0.260' .D40.750L.0.750S.0,525E41 0.900 0.260 .0.60D'0,60W'.0,60H 0.540 0,156 40.60D.0.70E.0.60H 0.540 0.156 D Only 0.900 0.260 LrOnly LOnly S Only WOnty EOnly H Only D1-25 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. NJ r---t r- D1-26 S S S Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 01-27 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SINN SHEET I of \ SUBJECT T U -T1' CHECKED BY DRAWING NO. .J.J.....j.... AiL 7C -5 .jS Ae. - ... __O .---..... I I I I J . .. .. . .l....4 I I I I I - (OCS•L LO .... - ....i.L/. .Lc, . - . ... U1 T, I . . I u.oO&I.(i (a - = :T1 :1:111 1.. . ._1..., 00 ch- ILII :.. IE tJ. .LJ I I ' f. I I I I I I I •' I 1i 1 i LT JILl II3i, I LcErX Lea. c-- f < 6 g- f LI T--L L.-...J L.r. L..LL . .L' EE?t tLi11k 01-28 4.14k ~Lx Grid Line IL Cent.et Factored Loads -16k Loads: BLC I, Factored Loads -13.5 ___ Grid Line L,: Center S.an:,, Moffi.Ø'ts. Company G rid 1L Center Spa Jan 6 2017 I e0 D: Mem'ber esigii Checked By: i1RISAModel 0' Member AISC 14th(360-10): LRFD Steel Code Checks RISA-21) Version 15.0.0 (CA ... \...\...\...\... \Roof BMsGrid Line L\GL L, Middle Span.r2d] leg 1 Grid Li ne M, çit:r Spar,, tret Lbad AN, Loads: PLO 1, Fatored Loads Grid Line M, center Span, Shear -143 Results fôrLC 1, 1 Member Shear Forces (k) (Al id___ Gr Lihe M, Oe:n.te.r $'an '•ienrt -77 Ln Results forLC 1,1 Member Bending Moments (k-ft) Company Grid Lina M, Center Jan 6, 2017 Des' r• IRISA 2:12 PM Member Design Checked By: 0 Member AISC 14th(360-10): LRFD Steel Code Checks Lx "G-r'.',',tIne. K, Q .flIter: actred Loads: Loads: BLC 1, Factored LOads Grid Line K, Center Span, Shear 1.6 -14.3 0 Results for LC I, 1 Member Shear Forces (k) center. Sp Company: Grid L1tie ,. Geflter Sp,, Jan 6, 2017 I Designer : •, - 2:19 PM 1ERiSA d Number M ember esign Checked By: 0 Member AISC 14th(360-10): LRFD Steel Code Checks RISA-21) Version 15.0.0 BMsGrId Line KGL K, Middle Span.r2dJ RaWl C. G7-rid Line: L, OutsIde Spi., Loads Loads: BLC 1, Factored Loads Grid Une L. Ou:td Sn Crith.i Ther S 58:2 -63.7 • •c. • 0• Lti L,, O:utside Span Orij ihal Mo m;i1t, Results for IC 1,1 • Member Bending Moments (k4t), • Company Grid Line L, Outide Span, Jan 6, 2017 Ill."FUS.A 2:37 PM Original Member Design Checked By: C Member AISC 14th(360-10): LRFD Steel Code Checks LC Member S a oc ft S e o ft hP c 1 t hi* n C 1 1 1 W16x26 2.209 34.0.. 99 34.0.. 10.419 248.83 6.3 5 Amk 14.5 IVIeIIIuJ DI lUll 19 IVIVIlIel It IIL) Company : Grid LJflQ L, Owtsi4 Span, Jan 6, 2017 IIIRsA ST 2:42 PM Member Desi.n Checked By: 0 Member AISC 14th(360-10): LRFD Steel Code Checks LC • e be a e• Lodftj S ea . Loc ft c k n k I 111 M1 I WI 6x26 1 2,176 134.0-1.262,134A.1 10.419 248.832 33 26 2.0.. 1-lb RISA-21D Version 15.0.0 [C:\...\... ... \...\... \Roof BMs\Grld Line LGL L, Outside Span.r2d]Da" 1 Construction Waste Management 0410412017 1811 05 Monthly Project Recycling Report WASTE MANAGEMENT Project: 2525 EL CAMINO REAL (HAMMER DOWN) Target Diversion: 50.0% Eat End Date: 1213112017 Actual Diversion: 48.0% Address: 2525 El CAMINO REAL CARLSBAD CA 92008 Project MSAJCMA San Diego-Calisbad-San Marcos CA WM Account Manager Vactia Brown Floor Count: Building Type: LEED8I Certification Type: Not Applicable -. Matedal Totals: Material Target % Actual % Total Qty Diverted Qty Residual Qty Metal NaN% 1006k 2862 2862 0 Concrete NaN% 1000% 50 50 0 cc-mingled NaN% 880% 36 31.68 432 Residual NaN% 00% 115.02.0 11502 Total -: 48.0% 229.64 110.30 11934 Ticket Details: Tke1 Dole From: (419 Ticket Date To: (All) Diverted Residual TldiatManth Ticket Date Ticket Destination Facility Hauler Material UOM Total Qty Qty Act% Qty. JANUARY 2017 1/31/2017 822162 EDCO (SAN MARCOS) Co-Mingled Tons 6.31 5.55 88.0% 0.76 JANUARY 2017 112312017 819904 LEE% IRON & METAL Metal Tons 3.51 3.51 100.0% 0 JANUARY 2017 1/24/2017 820094 LEE'S IRON 8 METAL Metal Tons 2.41 2.41 100.0% 0 JANUARY 2017 113112017 822164 LEES IRON & METAL Metal Tons 3 3 100.0% 0 JANUARY 2017 112012017 818845 Pelomarlendfill Residual Tons 6.51 0 0.0% 6.51 JANUARY 2017 112042041 616646 PaIorer Landfill Residual tons 9 0 00% 9 JANUARY 2017. 1/23/2017 819600 PalomarLandflhl Residual Tons 7.22 0 0.0% 7.22 JANUARY 2017 1123/2017 819WS Palomarlandflfl Residual Tons 5.46 0 0.0% 5.46 JANUARY2017 1/23/2017 819599 PalornarLandflll Residual Tons 7.4 0 0.0% 7.4 JANUARY 2017 -1/24/2017 820093 Palomar Landfill Residual Tons 5.93 0 0.0% 5.93 JANUARY 2017 1/25/2017 820503 Palomar Landfill Residual Tons 8.58 0 0.0% 8.58 JANUARY2017 1/25/2017 820504 PalomarLanifflil Residual Tons 9.38 0 0.0% 9.38 Page 1 Please consider iNo environment before printing Construction Waste Managenient 0410412017181105 Monthly PMect Recycling Reod IRFU WASTE MANAGEMENT Project 2525 EL CAMINO REAL (HAMMER DOWN) Target Dtvetslon 500% Est End Date: 12/31/2017 ; Actual Diversion: 48.0% Diverted Residual Ticket Month tIcket Dit. Ticket Destination Facility Hauler Material UOM Total Qty Qiy Act %. Qt. JANUARY 2011 112612017 820635 Pa)omarLandlill Residual Tens 7.61 0 0.0% v.61 JANUARY 2017 112612017 820636 PalimaiLandflll Residual Tons 5.62 0 0.0% 5.62 JANUARY-2017 112712017 820921 PeomarLndflhI Residual Tons 6.03 0 0.0% 8.03 JANUARY 2017 1/27/2017 820919 PalomarLandlill Residual Tons 6.32 0 0.0% 6.32 JANUARY Art T total:. 10929 14.47 144%. 8522 FEBRUARY 201721612017 824641 EDCO (SAN MARCOS) Co-Mingled Tons 6.84 6.02 88.0% 0.82 FEBRUARY 20I7 2113/2017 825937 EOCO (SAN MARCOS) Co-Mingled Tons 9 7.92 88.0% 1.08 FEBRUARY 20172/4/2017 823813 .LEE'S IRON &METAL Metal Tons 3 3 100.0% 0 FEBRUARY 2017 2/6/2017 823968 LEES IRON & METAL Metal Toni 5 5 100.004 0 FEBRUARY 2017 211012017 825720 LEES IRON 8 METAL . Metal Tons 7.2 72 100.0% 0 FEBRUARY 20172/1512017 826578 LEE'S IRON & METAL Metal Tons 4.5 4.5 .100.0% 0 FEBRUARY 2017 2115/2017 826579 Moodis Construction concrete Tons ID 10 100.0% 0 FEBRUARY. 2017 2/2012017 827786 Moádys Construction Conciete Tons 10 10 100.0% 0 FEBRUARY20172t2I2017 823009 Palomar Landfill Residual Tons . 8.5 . 0 0.0% .8.5 FEBRUARY 20lllotal: - . . . •. . . 84.04 5364 B381 10.4o MARCH 2017 31812017 832590 EOCO (SAN MARCOS) Co-Mingled . . Tons 6.23 5.48 '88.0% 0.75 MARCH 2017 3117/2017 836065 EDCO (SAN MARCOS) Co-Mingled Tons . 7.62 6.71 88.1% 0.91 MARCH 2017 311/2017 830666 Moidys Construction . . COncrete Tons 10 10 100.0% 0 MARCH 2017 318/2017 632589 Moodyi ConstRiction . Concrete Tons 10 10 100.0% 0 MARCH 2017 3/23/2017 -837357 Moodys Construction ' Concrete ' 'Tons 10 . 10 100.0% 0 MARCH 2017 311112017 834011 Palomar Landfill Residual Toni - 11.39 0 0.0% 11.39 MARCH 2017. 3/3012017 840249 PalomarLandflll . . . . Risidual ' Tons 10.07 0 .0.0% 10.07 MARCH2017 Total: ' , . . , '' . , .. . :- ' '' .65.31 42.19 64.6% 23.12 Tota* 229.54 -110.30 46.019. $19.34 Page Please consider the environment before printir . . - . . . èity of Carlsbad Print Date: 10/18/2018 . . Permit No: PREV2017-0007 Job Address: 2525 El Camino Real, 105 \ Permit Type: BLDG-Permit Revision Work Class: CommercialPermitRevi5 Status: Closed- Finaled Parcel No: 156302000 Lot #: Applied: 01/10/2017 Valuation: $0.00 Reference #: Issued: 04/11/2017 Occupancy Group: Construction Type Permit 10/18/2018 Finaled: U Dwelling Units: - Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: - Description:. THE SHOPPES: STRUCTURAL REVISIONS TO CB163800 Applicant: Owner: Contractor: MICHAEL CURTIS . - R P I CARLSBAD LP THE WHITING TURNER CONTRACTING CO 3500 W Burbank Blvd Burbank, CA 91505-2235 1114 Avenue Of The Americas, Floor 45 818-972-5080 New York, NY 10036-7700 214-660-5232 x215232 858-792-0600 FEE AMOUNT MANUAL BUILDING PERMIT FEE $2,320.00 Total Fees: $ 2,320.00 Total Payments To Date : $ 2,320.00 Balance Due: $0.00 F Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov / (City of PLAN CHECK REVISION Development Services 1635 Faraday Avenue Carlsbad B-15 APPLICATION Building Division 760-602-2719 www.carlsbadca.gov Plan Check Revision No.,j2'1 — tO7 Original Plan Check N\(()0 ProjectAddress 151J EL CPMWQ AL ALBAD CALLORilA Date ContactMio,\ Cux)i', PhgI.q7.5QgO Fax Email ooi Contact Address 35cc W City, Zip '?&5 General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations Soils E Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets New o ,I V1 CX4 CJ'W wait 1Ac1k1i crjiôpi, l?Op4 Ek w a.vueo.i PO PCC 41LC 4v1 P1OOO? Does this revision, in anyway, alter the exterior of the project? ZYes LII No Does this revision add ANY new floor area(s)? Yes . No Does this revision affect any fire related issues? fl Yes No S. Is this a complete set? Yes E No ?~Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov wwwcarisbadcagov EsGil Corporation In (Partnership with Government for Building Safety DATE: FEB. 14, 2017 U APPLICANT ,1URIS. JURISDICTION: UESBAI5I U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3800 (Rev. #1) - New PC# Prey 17-007 - SET: II PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: The Shoppes @ Carlsbad - Phase III Renovation - Space #105 Shell Work The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Please see below EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise tFe applicant that the plan check has been completed. Person contacted-8teven Ruiz Telephone #: 818-972-5080 Date contacted: (by-g) Email: stevenr(ldadesignqroup.com Mail Telephone Fax In Person REMARKS: Miscellaneous plan revisions including expansion of the building envelope & tenant space on the lower level; new sets are submitted for review and approval along with related structural calc's. All disciplines are affected. By: ALl SADRE, S.Z. Enclosures: EsGil Corporation [:1 GA EEJ LIMB []PC 2/7 9320 Chesapeake Drive, Suite 208 • San Diego, California 9223 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Partners/iip with government for Building Safety DATE: JAN. 18, 2017 D)'PLICANT JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3800 (Rev. #1) - New PC# Prey 17007 - SET: I PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: The Shoppes @ Carlsbad - Phase III Renovation - Space #105 Shell Work The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Please see below 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: Steven RuizA Telephone #: 818-972-5080 Date contacted: (' (by( ) Email: stevenrldadesigngroup.com Mail "'If TeIephon Fax In Person REMARKS: Miscellaneous plan revisions including expansion of the building envelope & tenant space on the lower level; new sets are submitted for review and approval along with related structural calc's. All disciplines are affected. By: AL! SADRE, S.E. Enclosures: EsGil Corporation GA E EJ E MB El Pc 1/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD 16-3800 (Rev. #1) - New PC# Prey 17-007 JAN. 18, 2017 GENERAL 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring EW-b corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. -\ NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. PLANS Please submit an itemized list stating all the revisions on each and every sheet of plans that is affected in all discipline: The general list, as provided, is not sufficient. On Sheet Al .00, please clarify keynote #8, indicating restroom fixtures are being saved versus vacant space, as shown on Sht. A2.00. [Similarly, for keynote #8 on Sheet A2.00]. It is not clear why both rooms 122 & 123 are pointed to the same space on Sheet A2.00. Please provide a partition legend, on Sheet A2.00, for all the new walls. E.g., the extended entry walls on girdlines #3 & #4. [Similarly, for those on Sheet A2.1 C]. Please show all new doors, label them on both floors & add them to the door schedule on Sheet A2.5. I.e., see those for the maintenance room, electrical/ telephone closets, unlabeled doors attached to new walls, etc., on Sheets A2.00 & A2.1 C. STRUCTURAL 8. Pleas note the embedment of expansion anchors on details, as per Sheet S2.03. Alternatively, reference to other details on plans with this information - for wall penetrations. [Similarly, for the epoxy-rebars and expansion anchors on S3.10]. CARLSBAD 16-3800 (Rev. #1) - New PC# Prey 17-007 JAN. 18, 2017 9. Requirements in Seismic Design Category D. I1IIiI The structures assigned to SDC D should satisfy the following requirements, in addition to the :requirements for SDC C: (ASCE 7-10, Sec. 12.3): Please show how irregularities as related to this alteration, are addressed on plans & calc's.: Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type lb of Table 12.3-1 or vertical irregularities Type lb, 5a, or 5b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category 0 having vertical irregularity Type 5b of Table 12.3-2 shall not be permitted, except when subject to the limitations of Section 12.3.3.2. Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type la, lb, 2, 3, or 4 of ASCE 7-10, Table 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors & 3) collectors to vertical elements. (Sec. 12.3.3.4). ----------------------------- penin Re-entrant corner - - a. Torsional irregularity b. Re-entrant corners c. Diaphragm discontinuity Discontinuity in vertical elements of lateral-force-resisting system d. Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 Please show a positive connection between the shotcrete walls and the footings on details, as per Sheet S3.10. I.e., details 2, 3, 5/S3.10. [Alternatively, reference to other details for this information on plans, typical]. Please specify where detail 8/S3.10 is called out on plans. Also provide an ICC, or equal approval # for it and, indicate the additional provided axial capacity in light of expanded floor area (between gridlines #4 & #4.4, as per Section 4/A6.1). CARLSBAD 16-3800 (Rev. #1) -'.New PC# Prev17-007 JAN. 18, 2017 All shotcrete elements shall be self sufficient and act independently, not relying on the existing CMU walls, where they are being perforated as proposed. Please show ties at 6"o.c., extending to 12" above the openings, at all the wall piers on Sheet S3.20. CBC, Sec. 1905.1.4. Where are the channels, as per detail 3/S2.03, on Si .2C, near grid point 4-M? The wall piers narrower than 21/2:1 (width-to-depth ratios) shall be designed as columns. Please show tie size and spacing for all on Sheet S3.20. ACI 318-11, Sec. 21.6.4. See the next item as well. Discontinuous shear walls. Columns supporting discontinuous wall elements should be reinforced in accordance with ACI 318-11, Section 21.6.4.6. (ACI 318- 11, Section 21 .9.10). MISCELLANEOUS ITEMS PLUMBING, MECH & ELECTRICAL All OK The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil Corporation. Thank you. CARLSBAD 16-3800 (Rev. #1) - New PC# Prey 17-007 JAN. 18, 2017 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3800 (Rev. #1) - New PC# Prey 17-007 PREPARED BY: ALl SADRE, S.E. DATE: JAN. 18, 2017 BUILDING ADDRESS: 2525 EL CAMINO REAL BUILDING OCCUPANCY: M/A2; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE j Jurisdiction Code CB 113y Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance v I $2,320.00I Type of Review: 0 Complete Review 0 Structural Only El Repetitive Fee Repeats * Based on hourly rate 0 Other El Hourly 16 Hrs.'@ * EsGil Fee $116.00 I $1,856.00I Comments: Sheet 1 of I macvalue.doc +