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Home My WebLink About2501 El Camino Real; 200; CBC2018-0246; Permit{city of Carlsbad Commercial Permit Print Date: 04/26/2019 Permit No: CBC2018-0246 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2501 El Camino Real, 200 BLDG-Commercial 1563023500 $150,000.00 Work Class: Lot#: Reference#: Construction Type: Bathrooms: Orig, Plan Check#: Tenant Improvement Status: Applied: Issued: Permit Finaled: Inspector: Closed -Finaled 05/04/2018 06/19/2018 03/29/2019 MColl Ptan Check#: Final Inspection: 4/26/2019 11:59:31AM Project Title: Description: REGAL CINEMA: MALL ENTRY T.I. Applicant: Owner: Contractor: LDA DESIGN GROUP NIVERT MANSI R PI CARLSBAD LP CULP CONSTRUCTION COMPANY 3500 W Burbank Blvd Burbank, CA 91505-2235 818-972-5080 BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) 1114 Avenue Of The Americas, Floor 45 New York, NY 10036-7700 214-660-S232 x215232 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $1,557.95 Total Payments To Date: $1,557.95 1 Technology Dr, 0411 Irvine, CA 92618-5331 801-486-2064 Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their 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. $0.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov $803.50 $562.4S $89.00 $55.00 $6.00 $42.00 TliE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: □PLANNING □ENGINEERING □BUILDING □FIRE □HEALTH □HAZMATIAPCD I Ccityof Building Permit Application Plan Check No. Cil:90/ f-6J-tf.o 1635 Faraday Ave., Cartsbad, CA 92008 Est. Value 150,000.00 Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Dt;po11lt email: building@cartsbadca.gov www.carlsbadca.gov Date ,') /LJ / J X los.04.18 I JOB ADDRESS ,;J~-o SUITEf/$PACEt/UN1Tt IAPN 156 -i525-EI Camino Real 4./:() -302 -08 - CT/PROJECT# LOT# 1PHASE# # OF UNITS I # BEDROOMS #BATHROOMS TI;NANT BUSINESS NAME I CONSTR. TYPE I occ. GROUP The Shoppes at Carlsbad 111-B M DESCRIPTtON OF WORK: Include Square Ffft of Affected Area(sJ TENANT IMPROVEMENT, ADDING ENTRY DOOR TO THE EXISTING REGAL THEATER FROM THE MALL SIDE. ADDING NEW STAIRS AND RAMP TO CONNECT THE NEW ENTRY TO THE EXISTING THEATER RAISED FINISHED FLOOR WITHIN THE THEATER BUILDING EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE 1 IAIR CONDITIONING I FIRE SPRINKLERS Retail Mall Retail Mall YES[)t NofZI YES □No 0 YESl:2] NO□ APPLICANT NAME Nivert Mansi, LDA Design Grouc PROPERTY OWNER NAME Kyle Godat, Rouse Properties 3'WA'Y·.&PED4ll: ADDRESS ADDRESS 3500 W Burbank Blvd 555 Broadway Suite 1019 CITY STATE ZIP CITY STATE ZIP Burbank CA 91505 Chula Vista CA 91910 PHONE IFAX PHONE IFAX 818-972-5080 619-427-6701 EMAIL EMAIL nivertm@ldadesigngroup.com kyle.godat@rouseproperties.com DESIGN PROFESSIONAL Richard Brett AIA coNTRAcro• eus. NAM• VEA.cop ccNS.-l • L...,L.,C.. ADDRESS ADDRESS\t~O "F\Tc...\"i 3500 W. Burbank Blvd CITY STATE ZIP CITY l SCA ZIP Burbank CA 91505 "i2.v Iµ Ii>. i?Z.b\ 4 PHONE IFAX PHONE IFAX 818-972-5080 818-848-3895 Cf'-l"t ~ 2.22 -'70~0 ~4"{ • 22.2 -C)S~ C EMAIL richardhlillldadesianarou ).com EMAIL -::S&:l'\N1 !JC.., ft_, L~ e_ ~"'°IJ. C.o VI STATE UC.# STATE LIC. # I CLASS I~ BUS. UC.# C-31256 l o~2.33o A-'.:l 112.LO'c:, Oc>2'(79·0'-i - (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repatr any structure, prior to rts LSSuance, also requires the applicant for such permit to file a siitned statement tllat 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 fhat he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicanffor a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500}). WORKERS" COMPENSATION Workers' Compensation Declaratlon: / hereby affirm under penalty of perjury one of the following declarations: □ I have and wlll 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 Mvt and wlll maintain worker9' ~utlon. as reQuired bv Section 3700 of the Labor Code, for the performance of the work f«v.tiich this permit is issued. My workers' compensation in ra carrier and policy nomberne,lm,uranceCo. :;?,~1CH fvn&e..,cAw P•;cyNo. '1AC. 3$01..{5"91{? E,q;rationDate / / 0 "PJj§. section need not be completed if the permit is for one hundred dollars ($100) or less. LJ Certfflcalt of Exemption: I certify that in the performance of the work for'Mlich this permit Is Issued, J shall not employ any person In any manner so as to D8COl1le subject to the Workers' Compensatlon Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall sub}ect an employer to criminal penalties and clvll fines up to one hundred thousand dollars (&100,000), In addition to IN cost of compensation, dam,.. .J"'°"'ded for In Section 3708 of the Labor code, Interest and attorney's ~ CONTRACTOR SIGNATURE ~ I hereby atfinn that I am exempt from Contractor's l...icense Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, 'MIi do the work and the structure Is not Intended« offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of ~ who builds « improves thereon, and who does such work himself« through his own employees, provided that such Improvements are not intended « offered for sale. If, however, the blinding or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build CM' improve for the purpose of sale). □ □ I, as owner of the property, am exdusively contracting with Qcensed conlractors to construct the project (Sec. 7044, Buskless and Professions Code: The Contractor's License Law does nol apply to an owner of property who builds« improves thereon, and contracts for such projects with contrador(s) licensed pursuant to the Contractor's License Law). I am exempt under Section ____ ,Business and Professions Code for this reason: 1. I personally plan to provide lhe major labor and materials for construction of the proposed property improvemenl 0Yes Oo 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction Onclude name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to ooordinate, supe,vise and provide the major work Onclude name I address/ phone I contractors' license number): 5. I 'MIi provide some of the work, but 1 have contracted (hired) the following persons to provide the work indicated (indude name / address / phone I type of work): ~ PROPERTY OWNER SIGNATURE □AGENT DATE PERMIT INSPECTION HISTORY REPORT (CBC2018-0246) Permit Type: BLDG-Commercial Application Date: 05/04/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/19/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed -Finaled Expiration Date: 10/21/2019 Address: 2501 El Camino Real , 200 Carlsbad, CA 92008-1215 IVR Number: 11152 Scheduled Actual Inspection Status Primary Inspector Complete Date Start Date Inspection Type Inspection No. Reinspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. See card for pick up including No Fire Dept. Sign off. BLDG-Electrical Final No 04/19/2019 04/19/2019 BLOG-Final 089452-2019 Failed Paul Burnette Reinspectlon Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. See card for pick up including No Fire Dept. Sign off. BLDG-Electrical Final No 04/23/2019 04/23/2019 BLDG-Final 089624-2019 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. See card for pick up including No Fire Dept. Sign off. BLDG-Building Deficiency 4/23/19, contractor not on site, need final No Fire Dept sign off. BLDG-Electrical Final No 04/2612019 04/26/2019 BLDG-Final 090072-2019 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency 4/26/2019, EM & Exit signage, ISA signage Yes ok. Stair/ramp rail ok. BLDG-Building Deficiency Not ready. See card for pick up including No Fire Dept. Sign off. BLDG-Building Deficiency 4/23/19, contractor not on site, need final No Fire Dept sign off. BLDG-Electrical Final No BLDG-Electrical Final Yes BLDG-Fire Final 089790-2019 Scheduled Cindy Wong Incomplete Checklist Item COMMENTS Passed FIRE-Building Final No April 26, 2019 Page 2 of 2 PERMIT INSPECTION HISTORY REPORT (CBC2018-0246) Permit Type: BLDG-Commercial Application Date: 05/04/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/19/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed -Finaled Expiration Date; 10/21/2019 Address: 2501 El Camino Real , 200 Carlsbad, CA 92008-1215 IVR Number: 11152 Scheduled Actual Complete Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection 08/16/2018 08/16/2018 BLDG-14 067224-2018 Failed Michael Collins Relnspection Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong permit number No BLOG-15 067238-2018 Failed Michael Collins Relnspection Complete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong permit number No 01/23/2019 01/23/2019 BLOG-14 081949-2019 Falled Michael C:ollins Relnspection Complete Frame/Steel/Boltlng/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No approved plans on site. No BLDG-Building Deficiency \Nrong permit number No 02105/2019 02/05/2019 BLDG-14 083092-2019 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial, mall side poster wall with columns & Yes wall electrical only BLDG-Building Deficiency Wrong permit number No BLDG-Building Deficiency No approved plans on site. No 02/13/2019 02/13/2019 BLDG-14 083771-2019 Passed Paul Burnette Complete Frame/Steel/Baiting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No approved plans on site. No BLDG-Building Deficiency Partial, mall side poster wall with columns & Yes wall electrical only BLDG-Building Deficiency Wrong permit number No 03/28/2019 03/28/2019 BLDG-Final 087212-2019 Falled Paul Burnette Reinspectlon Complete 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 04/01/2019 04/01/2019 BLDG-Final 087526-2019 Failed Michael Collins Reinspectlon Complete Inspection April 26, 2019 Page 1 of 2 j~R "' ••vr ~ CITY OF CARts81\l1 Building Division INSPECTION RECORD CBC2018-0246 .~01 EL CAMINO REAL REGAL CINEMA MALL ENTRY H 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE .JOB 0 CALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTIO~ [~: (-:; [ i 0 FOR BUILDING INSPECTION CALL: 760-602-2725 -#200 1563023500 1/24/2019 OR GO TO: www.Carlsbadca.gov/Building AND CLICK ON "Request Inspection" APR 2 5 2019 CBC2018-0246 DATE: If "YES" is checked below that Division·s approval is required rior to re uestin a Final Building Inspection. If you have any questions please call the applicable divisions at the phone numbers provided below. After all required approvals are signed off-fax to 760-602-8560, email to bJ__d ins ections@carlsbadca. ov or bring in a COPY of this card to: 1635 Faraday Ave,, Carlsbad. IF MARKED 'YES", IT IS REQUIRED PRIOR TO ANY CONSTRUCTION STORM WATER PRECON MEETING REQUIRED 760-602-2725 Allow 24 hours IF MARKED "YES", APPROVAL REQUIRED PRIOR TO REQUESTING BUILDING Fire Prevention 760-602-4660 Allow 48 hours Planning/Landscape 7 60-944-8463 Allow 48 hours CM&! /Engineering Inspections) 760-438-3891 Call before 2 pm Type of Inspection Type of Inspection CODE# BUILDING Date Inspector COOE # ELECTRICAL #11 FOUNDATION #31 □ ELECTRIC UNDERGROUND □ UFER #12 REINFORCED STEEL #34 ROUGH ELECTRIC/ EV CHARGER #66 MASONRY PRE GROUT #33 □ ELEC SERVICE #32OTEMP0RARY □ GROUT □ WALL DRAINS #35 PHOTO VOLTAIC #10 TILT PANELS #38 SIGNS #11 POUR STRIPS ===--------f-----f-----------1 BLDG-FINAL #11 COLUMN FOOTINGS CODE# MECHANICAL #14 SUBFRAME □ FLOOR □ CEILING #41 UNDERGROUND DUCTS & PIPING #15 ROOF SHEATHING #44 □ DUCT & PLENUM □ REF. PIPING #13 EXT, SHEAR PANELS #43 HEAT-AIR C0ND, SYSTEMS #16 INSULATION =='-'-----~----f-----f-----------1 BLDG-FINAL #18 EXTERIOR LATH COOE# COMBO INSPECTION #81 UNDERGROUND 111,12,21,31) #82 DRYWALL,EXT LATH, GAS TES (17,18,23) Date Ins ector #83 ROOF SHEATING, EXT SHEAR (13,15) #22 □ SEWER & BL/CO □ PL/CO #84 FRAME ROUGH COMBO (14,24,34,44) #21 UNDERGROUND □WASTE □ WTR #85 T-Bar(14,24,34,44) #24 TOP OUT □ WASTE □WTR BLDG-FINAL OCCUPANCY #27 TUB & SHOWER PAN FIRE #23 □GAS TEST □ GAS PIPING A/5 UNDERGROUND VISUAL #25 WATER HEATER A/S UNDERGROUND HYDRO A/S UNDERGROUND FLUSH Date Ins ector #51 POOL EXCAV / STEEL A/S FINAL #52 PLUMBING F/ A ROUGH-IN #53 ELEC CONDUIT/ WIRING F/AFINAL #54 EQUIPOTENTIAL BOND FIXED EXrlNGUISHING SYSTEM ROUGH-IN #55 PREPLASTER / FENCE/ ALARMS FIXED EXrlNG SYSTEM HYDROSTATIC TEST #57 GUNITE FIXED EXrlNGUISHING SYSTEM FINAL BLDG-FINAL MEDICAL GAS PRESSURE TEST MEDICAL GAS FINAL REV 6/18 Date Date Date Date Notes COPY OF CARD REQUIRED Inspector Ins ector Ins ector Ins ector SEE BACK FOR SPECIAL NOTES DICK NIGRA INSPECTIONS, INC. Phone (818) 957-2759 Fax (818) 957-2885 Cell (818) 326-4291 4735 Oakado Place La Canada, CA 91011 REGISTERED INSPECTOR'S DAILY REPORT TYPeOF INSPECTION REO\JIRED lnepoctor(1) 0 RNIIOICOd CC>nCNte 0 POil TONloned ConoNllo 0 RoinlOICOd Mooonry 0 Ounllo 0 Epo"Y O Other ADDIT10NAL REMARKS ON SAMPLES c,. .. Rt:CORD COPY DICK NIGRA INSPECTIONS, INC. 4 735 Oakado Place La Canada, CA 91011 REGISTERED INSPECTOR'S DAILY REPORT T'YPEOF 11'4SPECTION REOUIRED QUANTITY II HI' Phone (818) 957-2759 Fax (818) 957-2885 Cell (818) 326-4291 Doi• "Z. Thornton Tomasetti Field Report 13 PROJECT NO S16012.50 DATE March 29, 2019 Andres Gutierrez Engineer PROJECT NAME FROM PROJECT LOCATION The Shoppes at Carlsbad Carlsbad, CA TITLE The !oliowmg comments and observanons are bc.sed upon a cursozy /'eV!eW of the work only, '.md are not mrended robe al/-inclus1ve. Project Site Contacts: Steven Ruiz Bradley Wernli Site Conditions: (Architect, LDA Design Group) (Project Superintendent, Culp Construction) Friday, March 22, 2019, 9:30 AM Weather: 60 F and Partly Sunny ActiVities: 1) Onsite inspection of the final as-built conditions for the structural components within the scope of ASR-50: RP1804.00 -Regal Cinema Lobby. Observations: 1) At the time of the site visit, architectural finishes had already been installed at the staircase. Therefore, it was not possible to observe that the structural connections and detailing follow the contract documents (Figure 1 & 2). 2) Could not verify that handrail post at base of staircase did not core drill into existing slab during installation. Per TT's conversation with the general contractor, they installed a base plate anchored to the existing deck. Subsequently the handrail post was welded to the plate followed by a 3" thick topping slab. TT could not observe this as-built condition (Figure 3). 3) Architectural finishes had already been installed at the access ramp between grids C and B. TT could not observe anchoring details (Figure 4). 4) TT could not observe whether header beam along grid 13 was installed per contract documents. Architectural finishes obstructed any access or view to verify structural connections and members (Figures 5 & 6). Discussions: 1) All structural components and connections designed by Thornton Tomasetti were no longer visible during the site visit and hence could not be observed. 2) Without damaging completed architectural finishes, Thornton Tomasetti must rely on the reports and photographs from the general contractor and inspector. 3) The inspection reports and supporting photographs should be submitted by the contractor for review. END OF REPORT 22~ Broadway, Suite 1250 I San Diego CA 92l0l IT 619.550.5900 F 619.269.4465 I www.T'.1o11m.:nTomast::ttu;om Thornton Tomasetti TT Project: S16012.50 The Shoppes at Carlsbad March 29, 2019, Page 2 Fig 1: Top of lobby entrance stairs between grids E and F. Field Report 13 Fig 2: Lobby stairs looking from the 1968 Shoppes at Carlsbad building entrance. 225 B1oadway, Suite 1250 I San Diego CA 92101 IT 6\ 9.550 5900 F 619.269.4465 I www.T:iorntonTomasetti.com Thornton Tomasetti TT Project: S16012.50 The Shoppes at Carlsbad March 29, 2019, Page 3 Field Repo rt 13 Fig 3: Installed condition of handrail post; cannot verify what lies beneath tile surface. Fig 4: Ramp handrails and carpet installed; could not confirm base connections. 225 81oadway, Suite 1250 I San Diego CA 92101 IT 619.550.5900 F 619.269.4465 I www.T:iorntonTomaseni.com Thornton Tomasetti TT Project: S16012.50 The Shoppes at Carlsbad March 29, 2019, Page 4 Field Report 13 Fig 5: Header beam at grid 13 already covered with plasterboard; could not verify structural members Fig 6: Architectural finishes and entrance door being installed during site visit. 225 B1oactway, Suite 1250 I San Diego CA 92101 IT 6 I 9.550.5900 F 619.269.4465 1 www.T:iorntonTomasetticom DATE: 5/15/2018 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2018-0246 ✓• EsG1I A SAFEbu1lt Cornpan•)' SET: I PROJECT ADDRESS: 2501 El Camino Real Suite 200 D APPLICANT D JURIS. PROJECT NAME: The Shoppers at Carlsbad Regal Cinemas Mall Entry 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: 0 EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: / Date contacted: ./ Mail Telephone Fax 0 REMARKS: By: David Yao EsGil Telephone#: (by:~ ) Email: In Wrson Enclosures: 5/7/18 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad CBC2018-0246 5/15/2018 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK#.: CBC2018-0246 DATE: 5/15/2018 BUILDING ADDRESS: 2501 El Camino Real Suite 200 BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier cinemas mall entry Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance -----------------------l Bld . Permit Fee b Ordinance g y ..,, I Type of Review: D Repetitive fee -~~-..,,7 Repeats Comments: Complete Review D Other D Hourly EsGil Fee Reg. VALUE Mod. per city D Structural Only 1----------11 Hr. @ • ($) 150,000 150,000 $458,031 Sheet of Thornton Tomasetti Project The Shoppes at Carlsbad Regal Cinema Structural Calculations Project No. 516012.00 Prepared For LDA Design Group 3500 West Burbank Blvd. Burbank, CA 91505 T: 818.972.5080 Prepared By Thornton Tomasetti Inc. Building Solutions 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 T: 619.550.5900 February 2, 2018 Thornton Tomasetti TABLE OF CONTENTS Calculations Basis of Design Gravity Loading .................................................................................................................... A1-1 Miscellaneous Stair Stringers ....................................................................................................................... 61-1 Header Beam ........................................................................................................................ 82-1 Ramp Studs .......................................................................................................................... 63-1 Regal Cinema Structural Calculations May 2. 2017 I Project#S16012.00 Thornton Tomasetti Building Solutions Section A Basis of Design Thornton Tomasetti Building Solutions Al -Gravity Loading Thornton Tomasetti PROJECT T '5, C. -T?..., .. I ' SUBJECT Lo"'~ Tc.L.... -Of+ ?" co,,u: 'S.¼itA 0 .. ~1. <;;.1.. .... ,1.1..:..., F, ........ :"'; M, .. c IZ I"!>" -ZS 10 ➔ l! .:: !rO r•.C t> L 100 "' .. ~ (.." 7. ,. •. ~ 3 ,.,,. ~ 5" p•.-t c. gs:~ J!... = IS i" .,f DL. I 00 t>~t'-l-'- PR0JECTN0. :S,\'-O1-C DATE 4 /1:S /18 BY c;:,Apj, ______ SH_E_ET_~l __ ol~\_ CHECKED BY DRAWING NO. Thornton Tomasetti Building Solutions Section B Miscellaneous Thornton Tomasetti Building Solutions Bl -Stair Stringers Title· Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Ale= C:\Useis\SNORVl-11Desktop\Shoppes\REGAL0-1\TSC_RE-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.9, Ver:10.17.8.9 Description : Stair Stringer CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Pro rties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D 0 .3 L 0.6 HSS 14x4x3/8 Span = 7.0 rt Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.050, L = 0.10 ksf, Tributary Width= 6.0 ft, (Stalir Loading) DESIGN SUMMARY Maximum Bending Stress Ratio = o.cf5f .. :· 1 Section used for this span HSS14x4x3/8 Mu : Applied 8.400 k-ft Mn* Phi : Allowable 164.910k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn • Phi : Allowable Load Combination Design OK Load Combination +1.20D+0.50Lr+1.60L +1.60H Location of maximum on span 3.500ft Span # where maximum occurs Span # 1 Location of maximum on span Span # where maximum occurs .. 0.021 : 1 HSS14x4x3/8 4.80 k 224.583 k +1 .20D+0.50Lr+1.60L +1.60H 0.000 ft Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.004 in Ratio= 0.000 in Ratio = 0.007 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ max Mu - +1.40D+1.60H Dsgn. L = 7.00 ft 0.018 0.007 2.94 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 7.00 ft 0.051 0.021 8.40 +1.20D+1.60L +0.50S+1 .60H Dsgn. L = 7.00 ft 0.051 0.021 8.40 +1.20D+1.60Lr+0.50L +1.60H Dsgn. L = 7.00ft 0.026 0.011 4.36 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 7.00ft 0.015 0.006 2.52 +1.20D+0.50L +1.60S+1.60H Dsgn. L = 7.00 ft 0.026 0.011 4.36 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 7.00 ft 0.015 0.006 2.52 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 7.00 ft 0.026 0.011 4.36 +1.20D+0.50L +0.50S+W+1.60H Dsgn. L = 7.00 ft 0.026 0.011 4.36 +1.20D+0.50L +0.20S+E+1.60H Dsgn. L = 7.00ft 0.026 0.011 4.36 +0.90D+W+0.90H Dsgn. L = 7.00 ft 0.011 0.005 1.89 +0.90D+E+0.90H Dsgn. L = 7.00 ft 0.011 0.005 1.89 18,852 >=360 0 <360 11998 >=180 0 <180 Summary of Moment Values Mu Max Mnx 2.94 183.23 8.40 183.23 8.40 183.23 4.36 183.23 2.52 183.23 4.36 183.23 2.52 183.23 4.36 183.23 4.36 183.23 4.36 183.23 1.89 183.23 1.89 183.23 Phi*Mnx Cb Rm 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 164.91 1.14 1.00 Summary of Shear Values VuMax Vnx Phi*Vnx 1.68 249.54 224.58 4.80 249.54 224.58 4.80 249.54 224.58 2.49 249.54 224.58 1.44 249.54 224.58 2.49 249.54 224.58 1.44 249.54 224.58 2.49 249.54 224.58 2.49 249.54 224.58 2.49 249.54 224.58 1.08 249.54 224.58 1.08 249.54 224.58 Title'Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: Stair Stringer Overall Maximum Deflections Load Combination Span +D+L+H 1 Vertical Reactions Load Combination Support 1 Overall MAXimum 3.300 Overall MINimum 0.720 +D+H 1.200 +D+L+H 3.300 +D+Lr+H 1.200 +D+S+H 1.200 +D+0.750Lr-+0.750L +H 2.775 +D+0.750L +0.750S+H 2.775 +D+0.60W+H 1.200 +D+0.70E+H 1.200 +D+0.750Lr-+0.750L +0.450W+H 2.775 +D+0.750L +0.750S+0.450W+H 2.775 +D+0.750L +0. 750S+0.5250E+H 2.775 +0.60D+0.60W+0.60H 0.720 +0.60D+0.70E+0.60H 0.720 D Only 1.200 Lr Only L Only 2.100 SOnly WOnly E Only HOnly Max.•.• Defl 0.0070 Support2 3.300 0.720 1.200 3.300 1.200 1.200 2.775 2.775 1.200 1.200 2.775 2.775 2.775 0.720 0.720 1.200 2.100 Location in Span 3.520 Ale= C:\Users\SNORVl-1\0esktop\Shoflpes\REGALC-1\TSC_RE~1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.9, Ver:10.17.8.9 Load Combination Max. "+' Defl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Thornton Tomasetti Building Solutions B2 -Header Beam Tiije Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tiije Block" selection. Tiije Block Line 6 Description : Door Header-SeW We~ht Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Materlal!Ptoperttes•··.· Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis: Minor Axis Bending Fy : Steel 'field : E: Modulus: Span= 26.0ft 46.0 ksi 29,000.0 ksi APi>lled l;C1Bds .• · Service loads entered. Load Factors will be applied for calculations. Beam sew weight calculated and added to loading DESl~N SJ/./f6MA.RY. ..... . Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn • Phi : Al\oweble Load Combination Maxfmum Shear Stress Ratio = Section used for this span Vu :Applied Vn • Phi : Alloweble Load Combination Location of maximum on span Span # where maximum occurs 0.056: 1 HSS12x6x3/8 5.062 k-ft 90.143 k-ft +1.40D+1.60H 13.000ft Span# 1 Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio= 0.000 in Ratio= 0.209 in Ratio= 0.000 in Ratio= Maidrnum Forces &StreP!l!lfdr 1.Pi!!d CotnblnaUoo•t• Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ max Mu- +1.40D+1.60H Dsgn. L = 26.00 ft 0.056 0.009 5.06 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +1.20D+1.60L +0.50S+1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +120D+1.60Lr+0.50L +1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +1.200+1.60Lr+0.50W+1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +1.20D+0.50L +1.60S+1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +1.20D+O.SOL +0.50S+W+1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +1.20D+0.50L +0.20S+E+1.60H Dsgn. L = 26.00 ft 0.048 0.008 4.34 +0.90D+W+0.90H Dsgn. L = 26.00 ft 0.036 0.006 3.25 +0.90D+E+0.90H Dsgn. L = 26.00 ft 0.036 0.006 3.25 0<360 0 <360 1492 >=180 0 <180 Summary of Moment Values Mu Max Mny 5.06 100.16 4.34 100.16 4.34 100.16 4.34 100.16 4.34 100.16 4.34 100.16 4.34 100.16 4.34 100.16 4.34 100.16 4.34 100.16 3.25 100.16 3.25 100.16 Phi*Mny Cb Rm 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 90.14 1.14 1.00 Design OK 0.009: 1 HSS12x6x3/8 0.7788 k 85.877 k +1.40D+1.60H 0.000 ft Span# 1 Summary of Shear Values VuMax Vny Phi'Vny 0.78 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.67 95.42 85.88 0.50 95.42 85.88 0.50 95.42 85.88 Title· Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description: Door Header -SeW Weight Load Combination DOnly Vertl~l:Re11ct1ona load Combination overall MAXimum OVerall MINimum +D+H +D+l+H +D+Lr+H +O+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0. 750Lr+0. 750L +0.450W+H +D+0.750L+0.750S+0.450W+H +D+0. 750L +0. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly S Only WOnly EOnly HOnly Span Support 1 0.556 0.334 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.334 0.334 0.556 Max.•-• Defl 0.2091 Support2 0.556 0.334 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.556 0.334 0.334 0.556 Location in Span load Combination 13.074 Support notation : Far left is #1 Max. ·+·Defl 0.0000 Values In KIPS location in Span 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Description: Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material ProJl!ll:tlil$ -- Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination ASCE 7-10 Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Applied Loa~ Service loads entered. Load Factors will be applied for calculations. Unifonn Load : W = 0.0050 ksf, Tributary Width= 7.625 ft, (Lateral Wind (Interior)) Unifonn Load : E = 0.150 k/ft, Tributary Width= 1.0 ft, (Seismic Fp for Storefront) DESlGNSt,M~Y _ _ _ ____ .-•· "'··MaxifTlt.inl'B8ndiriQ""SfreSS 'R8fi0 ;_" , ... ~.. . ...... i:L141···:·· 1 Section used for this span HSS12x6x3/8 Mu: Applied 12.675 k-ft Mn• Phi: Allowable 90.143 k-ft Maximum Shear stress Ratio = Section used for this span Vu: Applied Vn * Phi : Allowable Load Combination Design OK ii:023: 1 HSS12x6x3/8 1.950 k 85.877 k Load Combination +1.20D+0.50L +0.20S+E+1.60H Location of maximum on span 13.000ft Span # where maximum occurs Span # 1 Location of maximum on span Span # where maximum occurs +1.20D+0.50L +0.20S+E+1.60H 26.000 ft Span# 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.735 in Ratio= 424 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forcei & Si,nsesforl;;Plldt.oml>inlltlo111 load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu-Mu Max Mny Phi*Mny Cb Rm VuMax Vny Phii\lny +I .40D+1.60H Dsgn. L = 26.00 ft 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +120D+0.50Lr+1.60L +I .60H Dsgn. L = 26.00 ft 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +1.20D+1.60L +0.50S+l .60H Dsgn. L = 26.00 ft 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +I .20D+1.60Lr+0.50L +1.60H Dsgn. L = 26.00 ft 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +120D+1.60Lr+0.50W+l .60H Dsgn. L = 26.00 ft 0.018 0.003 1.61 1.61 100.16 90.14 1.14 1.00 0.25 95.42 85.88 +1.20D+0.50L +1.60S+l .60H Dsgn. L = 26.00 ft 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +I .20D+1.60S+0.50W+1.60H Dsgn. L = 26.00 ft 0.018 0.003 1.61 1.61 100.16 90.14 1.14 1.00 0.25 95.42 85.88 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 26.00 ft 1 0.036 0.006 3.22 3.22 100.16 90.14 1.14 1.00 0.50 95.42 85.88 +1.20D+0.50L +0.50S+W+t .60H Dsgn. L = 26.00 ft 0.036 0.006 3.22 3.22 100.16 90.14 1.14 1.00 0.50 95.42 85.88 +1.20D+0.50L +020S+E+1.60H Dsgn. L = 26.00 ft 0.141 0.023 12.68 12.68 100.16 90.14 1.14 1.00 1.95 95.42 85.88 +0.90D+W+0.90H Dsgn. L = 26.00 ft 0.036 0.006 3.22 3.22 100.16 90.14 1.14 1.00 0.50 95.42 85.88 +0.90D+E+0.90H Dsgn. L = 26.00 ft 0.141 0.023 12.68 12.68 100.16 90.14 1.14 1.00 1.95 95.42 85.88 nue Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Desaiption : load Combination Span E Only 1 Vertical Reac:tlon, • U"'8cto1Wr , Load Combination overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +O+S+H +D+0.750Lr+O. 750L +H +D+0.750L +0.750S+H +D+o.60W+H +D+0.70E+H +D+0. 750Lr+0. 750L +0.450W+H +D+0.750L +0. 750S+0.450W+H +D+0.750L +0. 750S+0.5250E+H +0.60D+o.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly Support 1 1.950 0.223 0.297 1.365 0.223 0.223 1.024 0.297 1.365 0.496 1.950 Max.•-• Defl 0.7354 Support 2 1.950 0.223 0.297 1.365 0.223 0.223 1.024 0.297 1.365 0.496 1.950 Location in Span load Combination 13.130 Support notation : Far left is #1 Max.•+• Defl 0.0000 Values in KIPS Location in Span 0.000 Thornton Tomasetti Building Solutions B3 -Ramp Studs Thornton Tomasetti Project: Regal Cinema Project#: S16012 By: SAN Checked By:. _____ _ METAL STUDS AXIAL CAPACITY: SINGLE STUD !Stud l!J Units Input KI-x== 2-ft Kry== 2-ft I<Li== 2-ft !362S137-33 33 ! E := 29500• ksi G := 11300-ksi l!J Effective Area Slenderness Check ..... . _, Date: 4/25/2018 Sheet ____ of ___ _ Drawing#: _____ _ (Effective length about x-axis) (Effective length about y-axis) (Effective length for twisting) (Elastic modulus) (Shear modulus) (Nominal uniform compression stress) if max Kl-x, Kry 1 > 200, "Upsize stud" , "Slenderness OK" l = "Slenderness OK" ~ ~) ) Elastic flexural buckling stress for bending about x-axis 2 1T ·E a ·= ---= 1025-ksi ex. (Kl-x 12 rx ) Elastic flexural buckling stress for bending about y-axis 1?E "ey := = 126.9-ksi ( Kry'/ ry ) (Eqn C3.1.2-8) (Eqn C3.1.2-9) C:\Users\SNorville\Desktop\Shoppes\Regal Cinema\AISI Steel\Concentric Compression Single Stud.xmcd Page:1 9:30AM Thornton Tomasetti Project: Regal Cinema Project#: S16012 By: SAN Checked By: _____ _ Polar radius of gyration about shear center r0 :=Jr/+ r./ + "O 2 = 1.8-in Elastic torsional buckling stress I [ ~1 crt := ---G-J + ,.,. ~J = 109-ksi Ag·ro2 (KLi)2 J ~ := I -(: ~ 2 = 0.7 Elastic lateral torsional buckling stress Date: 4/25/2018 Sheet ____ of ___ _ Drawing#: _____ _ (Eqn C3.1.2-13) (Eqn C3.1.2-10) (Eqn C4.2-3) (Eqn C4.2-1) The critical elastic buckling stress will be the minimum stress of buckling about x or y axis, torsional buckling, and lateral-torslnal buckling Fe:= min(( <Tex crey cr1 Feit))= 105.3-ksi \, := ]f. = 0.6 Fn := (o.658 >-/)FY if >-c ,;; 1.5 --·Fy otheiw,se ( 0.877') . >-/ ) Compression Strength for !le:= 1.80 ~ ~ (ASD) Compression Strength for LRFD: <l>c := 0.85 l<i>c·Pn = 4.7·ki~ (LRFD) = 28.9-ksi (Eqn C4-4) (Eqn C4-2) (Eqn C4-3) (Eqn C4-1) C:\Users\SNorville\Desktop\Shoppes\Regal Cinema\AISI SteenConcentric Compression Single Stud.xmcd Page:2 9:30AM Thornton Tomasetti Project: Regal Cinema Project#: S16012 By: SAN Checked By: _____ _ METAL STUDS AXIAL CAPACITY: SINGLE STUD t""'I !Stud I!] Units Input KL,.:= 2-ft Kry== 2-ft KLi== 2-ft !600S162-43 33 ! E := 29500-ksi G:= 11300-ksi I!] Effective Area Slenderness Check .. --- Date: 4/24/2018 Sheet ____ of ___ _ Drawing#: _____ _ (Effective length about x-axis) (Effective length about y-axis) (Effective length for twisting) (Elastic modulus) (Shear modulus) (Nominal uniform compression stress) if max KL,., Kry 1 > 200, "Upsize stud" , "Slenderness OK" 1 = "Slenderness OK" ~ ~) ) Elastlc flexural buckling stress for bending about x-axis 2 1T -E "ex:= ---= 2618.4-ksi ( KL,.'/ rx ) Elastic flexural buckling stress for bending about y-axis ,r2-E "ey := = 167.7-ksi ( Kry 12 ry ) (Eqn C3.1.2-8) (Eqn C3.1.2-9) C:\Users\SNorville\Desktop\Shoppes\Regal Cinema\AISI Steel\Concentric Compression Single Stud_Large.xmcd Page:1 9:28AM Thornton Tomasetti Project: Regal Cinema Project#: S16012 By: SAN Checked By: _____ _ Polar radius of gyration about shear center r0 := J,/ + r/ + "O 2 = 2.6-in Elastlc torslonal buckling stress 1 [ 1-?E-c~l cr1 := Ag·r/ • G·J + (KLiJ2 J = 187.6-ksi ~ := I -(: ~ 2 = 0.8 Elastlc lateral torsional buckling stress Date: 4/24/2018 Sheet ___ of ___ _ Drawing#: ______ _ (Eqn C3.1.2-13) (Eqn C3.1.2-10) (Eqn C4.2-3) (Eqn C4.2-1) The critical elastic buckling stress will be the minimum stress of buckling about x or y axis, torsional buckling, and lateral-torsinal buckling Fe:= min(( crex crey cr1 Feit})= 167.7-ksi >-e:= ~=0.4 Fn := (o.65//)FY if >-e S 1.5 --· o erwise ( 0.877 \ F th . x/) Y Compression Strength for fie:= 1.80 ~ ~ (ASD) Compression Strength for LRFD: <lie:= 0.85 (LRFD) l<i:>e· p n = 8.2· lci~ = 30.4-ksi (Eqn C4-4) (Eqn C4-2) (Eqn C4-3) (Eqn C4-1) C:\Users\SNorville\Desktop\Shoppes\Regal Cinema\AISI SteenConeentrie Compression Single Stud_Large.xmcd Page:2 9:28AM