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HomeMy WebLinkAbout2525 EL CAMINO REAL; 101; CBC2018-0063; PermitCity of Carlsbad Commercial Permit Print Date: 05/02/2019 Job Address: 2525 El Camino Real, 101 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Parcel No: 1563020900 Lot U: Applied: Valuation: $265,107.00 Reference U: Issued: Occupancy Group: Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final - Plan Check U: Inspection: Project Title: Description: ROUSE: 5,700 SF INTERIOR SHELL WORK FOR FUTURE TENANT Permit No: CBC2018-0063 Closed - Finaled 02/02/2018 04/11/2018 TFraz 5/2/2019 10:16:46AM Applicant: Owner: SEAN HARRIS R P I CARLSBAD LP 3500W Burbank Blvd Burbank, CA 9150572235 1114 Avenue Of The Americas, Floor 45 818-972-5080 New York, NY 10036-7700 214-660-5232 x215232 BUILDING PERMIT FEE ($2000+) $1,215.30 BUILDING PLAN CHECK FEE (BLDG) $838.29 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MANUAL BUILDING PLAN CHECK FEE $12.42 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $11.00 STRONG MOTION-COMMERCIAL $74.23 Total Fees: $2,465.24 Total Payments To Date: $2,465.24 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 s 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 [THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING []ENGINEERING DBUILDING DFIRE DHEALTH DHAZMATIAPCD (/. • . Building Permit Application Plan Check No. _. 4 City of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Ph: 760-602-2719 Fax: 760-602-8558 GaHsbad Plan Ck. Deposit email: buiiding©cartsbadca.gov Date -. 2— I 102.02.18 I www.carlsbadca.gov JOB ADDRESS 2525 El Camino Real SUTE#/SPACE#/UNT# APN I 156 - 302 - 08 - CT/PROJECT U LOT U PHASE U # OF UNITS U BEDROOMS U BAThROOMS TENANT BUSINESS NAME CONSTR TYPE 0CC. GROUP I The Shoppes at Carlsbad Ill-B M DESCRIPTION OF WORK Include Square Feet of Affected Area(s) TENANT IMPROVEMENT SHELL WORK FOR SPACE #101. DEMOLISH EXISTING TENANT FINISHES, PATIO, UTILITIES AND DEMISING WALLS. RELOCATE EXTERIOR ELECTRICAL YARD FOR NEW TENANT EXTERIOR PATIO. NEW INTERIOR AND EXTERIOR FINISHES INCLUDING HARDSCAPE AND SOFTSCAPE. 5700sf INTERIOR, 2500sf EXTERIOR. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING ARE SPRINKLERS Retail Mall Retail Mall 1 . 1 YESt NCO YESNOD YES1NOD APPLICANT NAME Primary contact Sean Harris, LDA Design Group PROPERTY OWNER NAME Kyle Godat, Rouse Properties ADDRESS 3500 W Burbank Blvd ADDRESS 555 Broadway Suite 1019 CITY STATE ZIP Burbank CA 91505 CITY STATE ZIP Chula Vista CA 91910 PHONE FAX PHONE FAX 818-972-5080 619-427-6701 EMAIL EMAIL seanh@ldadesigngroup.com kyIe.godat(rouseproperties.com DESIGN PROFESSIONAL . Donald D. Linane AlA CONTRACTOR BUS. NAME Rob Prather Whitinci Turner Contractinci Co ADDRESS ADDRESS 3500 W. Burbank Blvd 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 don IIdadesignqroup.com Rob. Pratherwhitinq-turner.com STATE (IC. U STATE UC.# CLASS UC.# C-18772 17115. sec. (031.5 business and ProTessions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuantto the provisions of the Contractor's License Law (Chapter 9. commending with Section 7000 of= 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)). IW Workers' Compensation Declaration:! hereby affirm under penally of pe.guiy one of the foilowingdadarations: R I have and wfiImaintain acertiflcateof consent toseIf4nsurethr workers' sanpensationaspmvidedbyseoton 3700ol the Labor Code, for the performance of the work for wtudiuis permit isissued. I have and will maintain workers' compensation, as requited 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 Co. Policy No. Expiration Date_________________ This section need not be completed if the permit is throne hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I strati not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE DAGENT DATE OWNER-BUILDER DECLARATION !h affirm that I am exempt from Contractor's License Law for the following reason: 0 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 Law does not apply to an owner of property who bull ds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate. II, however, the building or improvement is sold within one year of completion, the owner-budder will have the burden of proving that he did not build or improve for the purpose of sate). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of , property, who braids or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement Dyes E° 2.1 otave I have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (ffclude name address/phone! contractors' license number): 4.1 plan to provide portions of the work, but I have hired the ' to coordinate, supervise and provide the major wet (include name! address ! phone !contradors' license number): 5.1 will provide some of the work, but I have contra ct the ollowing persons to a the work indicated (include none/address I phone Hype of work): )KPiOPERTY OWNER SIGNATURE WENT DATE 9- - 09)____1?()03 30?O®() (®( 000110O(90 M)O?O ®0[S7 tetheat or-Mum bigo*çajitreñsed to sthiIa business plan, aaitstyhazardous materials restration form or risk management and pvverolm pqn widerSectioris 25505,25533 or 25534 of the Ptegy-iazmer Hazardous Suboanna Account Ad? Yes I No Is the aplAWorfuture bdft occupant regeiredtoobtain a pemutfiom the air pollution control dlstiiof or err quality management district? Yes / No Is the facifflytobeconstnutedwiltii 1.000 led dthe cartor bounderyofa=had site? Yes / No I ANY OF ThE ANSWERS ARE YES, ARM 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. G0(317000 G0690000 Z00039 I treretry affirm that there is construdion leru*ag agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Leader's Name Lender's Address O@QJ'? OO1?OJ Tupeses. IAISO AGREE TOSAVE, INDEMOFYAND KEEP HARMLESS THE CItY OF CPRSBAD A ALL LIABLJ1ES,JS,COSISAND EXPENSES WICH MAY NANY WAYACCRUEACAINSI SAID CITY IN cmmsicEOFI}EGIWIIING OF THIS PERMW OENA EXPATION EyerywWomed bylbe Mft OffmaluriderthexousaxisofthQxJestiaNexp1eby iraft becmemAaWvddlihehdftorwmkmgm6ndbywchpemitisnaimmmoicedwft 18O days nthe date oferpenordthe bulft t such perrnd Is said or for a period of18O days (Sethxr 10644(kifoim 1bk1ag Ctxle)L "APPuCAMrs SIGNATURE - DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY lCornmercial Projects Only) Fax (760)602-8560. EmaU building@carlsbadca.gov or Mall the cxnpleted form to City of Camldad, Building Division 1635 Faladay Avenue, Cadthad, Calfornte 92008 CO# (Office Use Only) CONTACT NAME OCCUPANT NAME - - ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL - OCCUPANTS BUS UC. No. DWVERYOFI1ONS - PICK UP CONTACT (Listed above) OCCUPANT (listed above) CONTRACTOR (On Pg 1) ASSOCIATED CB# MAIL 10 CONTACT (Usted above) OCCUPANT (listed above) - CONTRACTOR (On Pg 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX 10 OTHER:_______________________________ CHANGE OF USE/ NO CONSTRUCTION .'APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 01/10/2019 01/10/2019 BLDG-17 Interior 081127-2019 Partial Pass Michael Collins Reinspection Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency 10/24/17, soffit at mechanical shaft in Suite Yes • 201 BLDG-Building Deficiency 11/07/18, Stair #6 at access panels Yes BLDG-Building Deficiency Lath at interior lease line only Yes BLDG-Building Deficiency - 1/10/19, shaft liner re-established at Line L, Yes need access to grease duct clean outs. BLDG-Building Deficiency 8/29/18, Mechanical shaft at Line L & 2-3 Yes BLDG-Building Deficiency See card . Yes BLDG-97 Disabled 080971.2019 Partial Pass Michael Collins Reinspection Accessibility Checklist Item COMMENTS Passed BLDG-Building Deficiency Questions about walkway transition Yes 02/15/2019 02/15/2019 BLDG-43 Air 083952-2019 Failed Michael Collins • Reinspection Cond./Fumace Set Checklist Item COMMENTS . Passed BLDG-Building Deficiency See card for pick up. No 03/05/2019 03/05/2019 BLDG-44 085277-2019 Passed Michael Collins Rough/Ducts/Dampe rs Incomplete Incomplete Complete Complete Checklist Item COMMENTS - Passed BLDG-Building Deficiency : Yes BLDG-Building Deficiency See card Yes 085276-2019 Partial Pass Michael Collins Reinspection Checklist Item • COMMENTS • Passed BLDG-Building Deficiency See card • . Yes 090565-2019 Passed Michael Collins Checklist Item - COMMENTS • Passed BLDG-Building Deficiency See card Yes BLDG-Building Deficiency . Yes BLDG-Final Inspection 05/02/2019 05/02/2019 BLDG-Final Inspection Incomplete Complete May 02, 2019 . Page 9of9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 - Owner: R P I CARLSBAD LP Work Class: Tenant improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled Actual S Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 11/2712018 11/27/2018 BLDG-34 Rough 077029-2018 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled per contractor . No BLDG-Building Deficiency New lower level switch gear Yes 11/28/2018 11/28/2018 BLDG-34 Rough 077077.2018 Partial Pass . Michael Coiling Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency Not ready, need switch gear opened No 12/05/2018 12/05/2018 BLDG-34 Rough 077829.2018 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency Pull cans for Suites Yes 111,113,117:119,121,123. Cans located at Suite 101 above drop ceiling BLDG-Building Deficiency Not ready, need switch gear opened No 12/07/2018 12/07/2018 BLDG-34 Rough -, 078181.2018 Partial Pass Michael-Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency Not,ready, need switch gear opened No BLDG-Building Deficiency Pull cans at Stair 6, see card. Yes BLDG-Building Deficiency Pull cans for Suites Yes 111,113,117:119,121,123. Cans located at Suite 101 above drop ceiling 01/03/2019 01/03/2019 BLDG-24 080353.2019 Partial Pass Michael Collins Reinspection Incomplete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency 6 in storm drain at Line 3 & M-N Yes BLDG-Building Deficiency Not ready No BLDG-34 Rough 080354-2019 Partial Pass - Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, need switch gear opened No BLDG-Building Deficiency Pull cans for Suites Yes 111,113,117:119,121,123. Cans located at Suite 101 above drop ceiling BLDG-Building Deficiency Yes BLDG-Building Deficiency Pull cans at Stair 6, see card. Yes May 02,.2019 .S , S Page 8of9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 - - Status: Closed -'Finaled Expiration Date: . 09/03/2019 ' Address: 2525 El Camino Real , 101 Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled Actual . Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 11/07/2018 11/07/2018 BLDG-17 Interior 075627-2018 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall - Checklist Item . COMMENTS . . , Passed BLDG-Building Deficiency Lath at interior lease line only. Yes BLDG-Building Deficiency 11/07/18, Stair #6 at access panels Yes BLDG-Building Deficiency 10/24/17, soffit at mechanical shaft in Suite Yes 201 BLDG-Building Deficiency 8/29/18, Mechanical shaft at Line L & 2-3 Yes BLDG-Building Deficiency See card Yes 11/09/2018 11/09/2018 BLDG-34 Rough 075707-2018 Cancelled Michael Collins Reinspection Complete Electrical Checklist Item COMMENTS . Passed BLDG-Building Deficiency . . . No 11/13/2018 11/13/2018 BLDG-24 075831-2018 Partial Pass Michael Collins Reinspection Incomplete Rough/Topout . . Checklist Item COMMENTS . . Passed BLDG-Building Deficiency 6 in storm,drain at Line 3 & M-N . Yes 11/14/2018 11/14/2018 BLDG-11 076011-2018 Failed Michael Collins Reinspection Complete Foundation/Ftg/Pier s (Rebàr) Checklist Item COMMENTS Passed BLDG-Building Deficiency , Not per plan No 11/16/2018 11/16/2018 BLDG-12 Steel/Bond 076279-2018 Cancelled System Administrator , Reinspection Complete Beam Checklist Item COMMENTS •. 0 0 Passed BLDG-Building Deficiency SOG, stem wall steel at new electrical yard. Yes 11/19/2018 11/19/2018 BLDG-12 Steel/Bond 076380-2018 Partial Pass Michael Collins Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Light base at lower level .. Yes BLDG-Building Deficiency SOG, stem wall steel at new electrical yard. . Yes 11/21/2018 11/21/2018 BLDG-34 Rough 076778.2018 Cancelled Michael Collins Reinspection Complete Electrical Checklist Item . COMMENTS - Passed BLDG-Building Deficiency Cancelled per contractor No 11/26/2018 11/26/2018 BLDG-34 Rough 076871-2018 Failed Michael Collins - Reinspection Complete Electrical Checklist Item COMMENTS ., Passed BLDG-Building Deficiency Not ready, need switch gear opened No May 02, 2019 . . , . . Page 7 of 9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018'- . Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-17 Interior 074152.2018 Partial Pass Michael Collins ' Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS , Passed BLDG-Building Deficiency Lath at interior lease line only Yes BLDG-Building Deficiency 8/29/18, Mechanical shaft at Line L & 2-3 Yes BLDG-Building Deficiency See card Yes BLDG-Building Deficiency 10/24/17, soffit at mechanical shaft in Suite ' Yes 201 10/26/2018 10/26/2018 BLDG-21 . 074471.2018 Failed Michael Collins Reinspection Complete Underground!Underf loor Plumbing. Checklist Item COMMENTS . Passed 'BLDG-Building Deficiency ' Plans specify 8 'drain at exterior No ( - BLDG-Building Deficiency Underground water from meter to building Yes OK -' Gas line out the building and underground OK - 11/01/2018 11/01/2018 BLDG-24 074835.2018 Cancelled Michael Collins Reinspection Complete Rough!Topout Checklist Item - COMMENTS ., Passed BLDG-Building Deficiency No 11/05/2018 11/05/2018 BLDG-14 ' 075120.2018 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only at upper floor shafts, see card Yes BLDG-Building Deficiency Lease line wall frame with Dens-Element Yes only BLDG-Building Deficiency 10/15/18, suspended soffit frame, Line 1.5& Yes K-L, Ste. 201 - BLDG-Building Deficiency Partial 2x14 roof frame for RTU1 Yes BLDG-Building Deficiency 10/24/18, hard lid frame at corridor leading yes to Stair 6 BLDG-Building Deficiency Stair 6 access panel frame. Yes BLDG-21 075267-2018 Partial Pass Michael Collins Reinspection Incomplete Underground!Underf loor Plumbing Checklist Item , COMMENTS . Passed BLDG-Building Deficiency Partial.6' storm drain, see card - Yes BLDG-Building Deficiency Underground water from meter to building Yes OK ' Gas line out the building and underground - OK BLDG-Building Deficiency Plans specify 8 drain at exterior No May 02,2019 . ' -' Page 6of9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled Actual . Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 10109/2018 10/09/2018 BLDG-18 Exterior 072497-2018 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Btilding Deficiency At Line N-N.5 & 1-3 Yes 10/11/2018 10/11/2018 - BLDG-66 Grout - 072508-2018 Passed Michael Collins Complete Checklist Item COMMENTS . Passed BLDG-Building Deficiency Completion of CMU . Yes 10/15/2018 10/15/2018 BLDG-14 072909-2018 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Lease line wall frame with Dens-Element Yes only BLDG-Building Deficiency Walls only at upper floor shafts, see card Yes BLDG-Building Deficiency Partial 2x14 roof frame for RTU 1 Yes BLDG-Building Deficiency 10/15/18, suspended soffit frame, Line 1.5& Yes K-L, Ste. 201 10/17/2018 10/17/2018 BLDG '17 Interior 073342.2018 - Partial Pass Paul Bumette Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS . Passed BLDG-Building Deficiency - See card Yes BLDG-Building Deficiency . Lath at interior lease line only - Yes BLDG-Building Deficiency 8/29/18, Mechanical shaft at Line L & 2-3 Yes 10/24/2018 . 10/24/2018 BLDG-14 074009.2018 ' Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting/ , Welding (Decks) • Checklist Item COMMENTS Passed BLDG-Building Deficiency Lease line wall frame with Dens-Element Yes only - BLDG-Building Deficiency Walls only at upper floor shafts, see card , Yes BLDG-Building Deficiency Partial 2x14 roof frame for RTU 1 Yes BLDG-Building Deficiency 10/24/18, hard lid frame at corridor leading • Yes to Stair 6 BLDG-Building Deficiency 10/15/18, suspended soffit frame, Line 1.5& Yes K-L, Ste. 201 May 02,2019 ' • Page 5of9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09103/2'019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled 'Actual Date Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Complete 09/17/2018 .09/17/2018 BLDG-lI 070209-2018 Passed , Paul Bumette Complete Foundation/Ftg/Pier 5 (Rebar) Checklist Item COMMENTS . Passed BLDG-Building Deficiency No 09/24/2018 09/24/2018 BLDG-34 Rough 070805.2018 Passed Paul Bumette Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Notvread . No BLDG-Building Deficiency See card for stairwell pull boxes Yes 09/26/2018 09/26/2018 BLDG-21 071159-2018 . Partial Pass Paul Bumette Reinspection Incomplete Und erg rou nd/U nderf loor Plumbing Checklist Item COMMENTS . Passed BLDG-Building Deficiency No BLDG-84 Rough 071158-2018 Partial Pass Paul Bumette Reinspection Incomplete Combo(14,24,34,44) Checklist Item . COMMENTS , Passed BLDG-Building Deficiency Lease line frame Yes 09/28/2018 09/28/2018 BLDG-13 Shear 071579-2018 Failed Tim Frazee Reinspection Complete Panels/HD (Ok to wrap) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Nailing incomplete, not enough nails No throughout BLDG-21 071578.2018 Partial Pass Tim Frazee . Reinspection Incomplete Underground/Underf loor Plumbing Checklist Item COMMENTS . Passed BLDG-Building Deficiency Underground water from meter to building Yes OK I - Gas line out the building and underground OK 10/01/2018 10/01/2018 BLDG-13 Shear 071699-2018 Partial Pass Paul Bumette Reinspection Incomplete Panels/HD (ok to . wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Nailing incomplete, not enough nails No throughout . . BLDG-85 T-Bar, 071587-2018 . Partial Pass Paul Bumette Reinspection Incomplete Ceiling Grids, Overhead May 02,2019 " . . . . Page 4of9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P1 CARLSBAD LP WorkClass: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled - Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 lVR Number: 9299 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-44 068204-2018 Partial Pass Michael Collins . Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS - Passed BLDG-Building Deficiency See card Yes 08/29/2018 08/29/2018 BLDG-11 068544-2018 Passed Michael Collins Complete Foundation/Ftg/Pler S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Shotcrete wall at Line M & 2-3 : BLDG-Building Deficiency Electrical yard, noise includes ufer BLDG-Building Deficiency Not ready BLDG-17 Interior 068545-2018 Partial Pass Michael Collins Lath/Drywall Checklist Item COMMENTS Yes Yes No Reinspection Incomplete PssAd BLDG-Building Deficiency See card . Yes BLDG-Building Deficiency Lath at interior lease line only Yes BLDG-Building Deficiency 8/29/18, Mechanical shaft at Line L & 2-3 Yes 09/04/2018 09/04/2018 BLDG-lI 068942-2018 Partial Pass Michael Collins Reinspection Foundation/Ftg/Pier , S (Rebar) . Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior wall line, Lighting be 2-3 & M Yes BLDG-Building Deficiency Not ready No 09/10/2018 09/10/2018 BLDG-12 Steel/Bond 069514.2018 Partial Pass Michael Collins Reinspection Beam Checklist Item COMMENTS . Passed BLDG-Building Deficiency SOG, stem wall steel at new electrical yard. Yes 09/14/2018 09/14/2018 BLDG-11 070110.2018 ' Passed Michael Collins Foundation/Ftg/Pier . S (Rebar) Checklist Item COMMENTS Passed Incomplete Incomplete Complete BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency BLDG-34 Rough 070109-2018 Electrical Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency Exterior wall line, Lighting be 2-3 & M Yes 9/14/18, not ready at electrical rm No Not ready No Failed Michael Collins .. Reinspection COMMENTS • Passed Notvread No See card for stairwell pull boxes Yes Complete May 02, 2019 • . . Page 3 of 9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101 Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date - Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls Only at upper floor shafts, see card Yes BLDG-Building Deficiency Lease line wall frame with Dens-Element ' Yes only BLDG-Building Deficiency - Partial 2x14 roof frame for RTU 1 Yes 07/24/2018 07/24/2018 BLDG-17 Interior 064807-2018 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Lath at interior lease line only Yes BLDG-Building Deficiency See card - Yes BLDG-34 Rough 064761.2018 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS . . Passed BLDG-Building Deficiency See card for stairwell pull boxes ' Yes 07/25/2018 07/25/2018 BLDG-15 064948.2018 Partial Pass . Michael Collins Reinspection Incomplete Roof/ReRoof (Patio) . Checklist Item COMMENTS . Passed BLDG-Building Deficiency Roof joist framing at Line 1-3 & G.3-M only . Yes. 07/26/2018 07/26/2018 BLDG-15 065066.2018 Passed Michael Collins Complete Roof/ReRoof (Patio) Checklist Item - COMMENTS Passed BLDG-Building Deficiency Roof joist framing at Line 1-3 & G.3-M only Yes BLDG-Building Deficiency Sheathing nailing at Line 1-3 & G.3-M Yes 08/20/2018 08/20/2018 BLDG-91 067491.2018 Partial Pass Michael Collins Reinspection Incomplete - Complaints Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Steel roof structure frame for HVAC equip. Yes 08/27/2018 08/27/2018 BLDG-1 11 068206.2018 Partial Pass Michael Collins Reinspection Incomplete Foundation!Ftg/Pier • , 5 (Rebar) . . • • Checklist Item COMMENTS . Passed BLDG-Building Deficiency Electrical yard, noise includes ufer Yes BLDG-Building Deficiency Not ready No BLDG-43 Air 068205.2018 Passed Michael Collins Complete Cond./Furnace Set . Checklist Item COMMENTS ' Passed BLDG-Building Deficiency See card Yes May 02,2019 . . '• . - Page 2of9 Permit Type: BLDG-Commercial Application Date: 02/02/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 09/03/2019 Address: 2525 El Camino Real 101. Carlsbad, CA 92008-1204 IVR Number: 9299 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 05/07/2018 05/07/2018 BLDG-10 Tilt 057147-2018 Failed Michael Collins Reinspection . Complete Panels/Floors - Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-li 057143.2018 Failed Michael Collins Reinspection Complete Foundation/Ftg/Pier s (Rebár) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready - No 05/30/2018 05/30/2018 BLDG-14 059433.2018 ' Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial 2x14 roof frame for RTU 1 Yes 06/13/2018 06/13/2018 BLDG-14 060858-2018 Partial Pads Michael Collins Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Lease line wall frame with Dens-Element Yes - only BLDG-Building Deficiency Partial 2x14 roof frame for RTU 1 Yes BLDG-21 060886.2018 Passed Michael Collins Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency 4 sanitary re-route & 4" grease waste/vent Yes • to suite stub BLDG-84 Rough 060992-2018 Partial Pass Michael Collins Reinspection Complete Combo(14,24,34,44) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Lease line frame Yes 06/18/2018 06/18/2018 BLDG-17 Interior 061280.2018 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall . Checklist Item COMMENTS Passed BLDG-Building Deficiency Lath at interior lease line only Yes 07/11/2018 07/11/2018 BLDG-14 063726-2018 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) • • • May 02, 2019 • Page 1of9 Daily Field Report(DFR) (continued) Project N c/i'oppe Date Project No.20 /72 7 ( Contractor P6,4 DFR/Report No._____________ Project Address 0? Bldg. Permit No._______________ Reviewed By Date Reviewed____________________ o/1 C6e3 ..- Observations/Remarks: C ci I.- L' Lltj k ell- 7, J - C 7)P /7 ,c1 e- (, £ 6 /2 a 0 L/ . IQ' /) p_ , 7-Fà /'1-7 k C-' C 0 C OAI 4/74-7 '7 ...r / -z gQ el 9- ni iL-'JDt/'V "L/ ' LAM' gLi) / ,- c /o (f o /1-4-7 L 7EN ' /74 JJ 47'Kv '7v ló 7ff) U/ic S £4i f OA' (07 72 C, '' & C' c (D 1,q 'jI4 9x Page of_____ MAT-13 REV 05/08 KLE/NFELDER Bright People. Right Solutions. -_ ..• - . . - -- - -- - a . t - —r-ataa _._. .. - - -..;..- .__ -s_-. - ... -.-:__ . - - KLEINFELDER . (000 Bright People. Right Solutions. Daily Field Report (DFR) (continued) Project Name 7 11 J /71 Q PPJ e2 eA " ga Date Project No. _2 C) 1`727 / Contractor 12f'4 c DFRlReport No.___________ .Project Address2 S? r E 64fr1 /I'V C) i?eA . X140 / Bldg. Permit No.__________ Reviewed By Date, Reviewed C.2 0/ d Observations/Remarks: be 2- L /5— .s -7Z CA/ PK V'.j C-i _'J_ ' c,' <-r'- O.-A p' / L 4 ,Ci A PE g - L4'L O 0J E 2 77 ci' C M FC,W-G '/é2/r/ k &ijej2/A/C 'Oi-c7ç 4s (\Xi vi e / 1. (-r Cf'-7 c Pageof_____ MAT-13 REV 05/08 DFR #: 009 IHKLEINFELDER Daily Field Report - Aug 29, 2018 KLF Project #: 20172781.001 A Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC201 8-0063 Client: Rouse Properties, Inc. 72°F, Clear Contractor: DEACON Time Start: 08:30 AM Time Stop: 02:30 PM Traveled 2 hrs, 70 mi. Types of Tests/Observations Performed: Documents Referenced: Structural Plans: General Notes & Details Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement at Shotcrete OMU Wall lnf ills. See MarkUp Fig.-A for location and reference lower foundation plan east, as shown on S1 .0C for details. Verified use of ASTM A615, 60 grade reinforcing steel placed in substantial conformance with approved drawings. Verified size, spacing and no contact lap splicing of rebar securely tied and supported with clear cover. Rebar free of loose rust, mud, oil, and dirt. Verified vertical reinforcing #5 bars placed @ 1 8"OC & horizontal reinforcing #5 bars placed @ 1 2"OC each face as shown on S3.20, detail 4. Verified 1" clear cover of rebar from inside face of shotcrete infill and 3/4" clear cover from existingcmu face shell, as shown on S4.02 detail 2. Verified U Bars installed at the top of opening, matching size & spacing of wall bars as shown on S4.02 detail 3. Reference RFl-067/Detail 1 for rebar installations. See Wall Elevation on S3.20 for location of U Bars. Verified reinforcing #5 bars placed @ 1 8"OC for 8" shotcrete wall infill at existing 8" cmu wall opening, as shown on S4.01 detail 9 & 10. While on site picked up (5)-4"x8" concrete cylinder mold samples previously cast yesterday for placement of concrete @ wall footings. Transported concrete cylinder samples inside suitable cushioned material and delivered to Copley Lab for storage prior to compressive strength testing. Acknowledged By Signature . Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 4 r DER Bright People. Right Solutions.. DFR #: 009 KLF Project #: 20172781.001 A Building Permit #: CBC201 8-0063 Daily Field Report - Aug 29, 2018 by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: Verified size & grade of reinforcing bars Fig. 2: Verified spacing of vertical reinforcing #5 bars as shown on S3.20, detail 4. Fig. 3: Verified spacing of horizontal reinforcing #5 bars as Fig. 4: Verified U Bars matching size & spacing of wall bars as shown on S3.20, detail 4. shown on S4.02 detail 3. Reference RFI-067/Detail 1. Acknowledged By Signature Kleinfelder Representative Signature DEACON Jameseev Res Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 4 r DER Bright People. Right Solutions Daily Field Report - Aug 29, 2018 KLF Project # 20172781.001 A by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC2018-0063 Photo Log Fig. 5: Overall View Fig. 6: Overall View Acknowledged By Signature Kleinfetder Representative Signature DEACON James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kieintelder San Diego - Copley 6761 Copley Drive San Diego, CA 92111 Page 3 of 4 (• kLEINFELDER Daily Field Report - Aug 29, 2018 KLF Project # 20172781.001 A Bright People. Right Solutions by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC2018-0063 Plans and Markups Fig. A: Reference S1 .0C for location Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name Kleinfelder Representative Print Name KIeinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 4 of 4 ' Daily Field Report - Aug 28, 2018 20172781.001 DFR#: 008 KLF Project # 20172781 .001A rKE/NFELDER Building Permit : CBC20I8-0063 Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 76°F, Partly Cloudy Contractor: Deacon Time Start: 10:00 AM Time Stop: 04:00 PM Equipment: Slump Gear, Thermometer, Robertson's Revolving Drum Truck Mixer Traveled 2 hrs, 70 mi. & Pump Truck with 3" hose line Types of Tests/Observations Performed: Concrete, Reinforcing Steel Documents Referenced: Structural Plans: General Notes & Details Observations/Remarks: On site for final periodic inspection of reinforcing steel bar placement, continuous observation of concrete placement and preparation of compressive strength cylinder samples. See MarkUp Fig.-A for location of concrete placed at wall footings. Prior to concrete placement, verified ASTM A615, 60 grade reinforcing steel bar placed in general conformance with approved drawings, reference details as shown on Si .0G. Verified size, spacing, and lap splicing of reinforcing bar with 3" clearance from clean tight earthen forms. Areas found to be clean and free of debris. Concrete arrived at 1125. Verified age, temperature and visual slump upon delivery. After an additional 15 gallons of water was added to load #1, placement began at 1130. Compressive strength cylinder samples taken from load #2, truck #1594, ticket #3934735. Placement progressed uninterrupted and completed at 1520. Total of 38.50yds Robertson's Ready Mix #52403 placed directly from truck chute into pump with 2" hose line and mechanically consolidated. One set of (5)-4"x8" compressive strength samples cast at 1225 . Slump Measured = 4.5", Temperature Measured = 84 Degrees Fahrenheit. Requested sample ages for compressive strength evaluation to include as follows: (1 )@7days, (3)@28days, and (1 )Hold. Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name KI&nteldet San Diego -Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 3 Fig. 3: Concrete temperature measured @ 84 degrees fahrenheit Fig. 4: Concrete distributed through 2" line hose and mechanically consolidated Daily Field Report - Aug 28, 2018 KLF Project #:2o11 KLEINFELDER Building Permit 4t: CBC2018-0063 Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: Verified 3" clearance from earth @ footing reinforcement Fig. 2: Concrete delivered directly from truck chute into pump truck J+~ Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 3 KLE/NFELDER Bright People. Right Solutions. Daily Field Report - Aug 28, 2018 0 KLF Project #: 20172781.001 A by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC2018-0063 Plans and Markups Fig. A: Location of concrete placement @ wall footings circled in blue. wml Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego . Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 ( KLE7NPELDER Bright People. Right Solutions. FINAL REPORT FOR SPECIAL INSPECTION AND MATERIALS TESTING Date: January 23, 2019 To: City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO. CBC20I8-0063 (Texas de Brazil restaurant) PROJECT ADDRESS: 2525 El Camino Real, Carlsbad, California We declare under penalty of perjury that, to the best of our knowledge, all thework 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 23rd day of January 2019 MONTH YEAR Special Inspection and Materials Testing covered by this final report include observation during field welding; observation during reinforcing steel placement; observation during masonry construction; observation, sampling, and laboratory compression testing of concrete, shotcrete and grout test specimens; observation of epoxied-in dowels installation; torque testing of wedge anchors; and observation of footing preparation; and testing of soil compaction.. 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: 66243 Expiration Date: 061 301 20 SIGNATURE: ~WQFESSIO *41 \\ t-. co UJ C66243 Exp._I30i2.OJ' WIL lzeOF CM." 20172781.001A The Shoppes at Carlsbad-Texas de Brazil Page 1 of 1 P KLEINFELDER Bright People. Right Solutions. Daily Field Report (DFR) (continued) Project Name 77/€ S/,tC) Pfr2J e tA Date _ô'/2 o// Project No. 2if) / 727 X'/ Contractor j74 C C'iS" DFR/Report No.___________ Project Address 2S2 S L 4fr1 'i\' O ,?6i-t ( Bldg. Permit No.__________ Reviewed By Date Reviewed 4r97 2 0/ J'- O d 7/2,4iiF e PCo, LE /? 77 4- i- L.// ,— ? 1-7*; / ci o'2i & -7 £ S k (-' 21/v C o ,i 4 S Page of_____ MAT-13 REV 05/08 DPR #:001 Daily Field Report - Aug 9, 2018 KLFproect#:2O17i KLE/NFELDER Building Permit #: CBC20I8-0063 \Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 82°F, Clear Contractor: DEACON . Time Start: 12:00 AM Time Stop: 05:00 PM Equipment: Standard Hole Cleaning Equipment, Carbide Tipped Drill Bit & Hilti V Traveled 2 hrs. 70 mi. Epoxy Material Types of Tests/Observations Performed: €jic: ; ii _ Documents Referenced: Structural Plans: General Notes & Details - Bulletin 5, Revision Date: 07/19/18 Observations/Remarks: V Arrived on site as requested for continuous observation of Post Installed Epoxy Anchor Inspection. See MarkUp Fig.-A for general location of work.' V V Upon arrival met with Deacon superintendent Travis Rief, whom afforded me access to latest set of Structural Design Drawings, Bulletin 5 Revision Date: 07/19/18: . V Subcontractor X-Anna, Inc. informed me that reinforcing steel bars anticipated to arrive for delivery on site, have been postponed due to unforeseen circumstances. V Remained on site for preliminary observation of prep work and identified Hilti Hit-HY 270 epoxy material to be used. Preparation consists of standard hole cleaning equipment used in accordance with manufactures' printed installation instructions. Verified, diameter, depth and cleanliness of all hole bores located @ 8" Shotcrete Wall lnf ill, along grid line M between grid lines 20, as shown on lower, foundation plan east S1 .0C. V Acknowledged By Signature . . Kleinfelder Representative Signature DEACON James Reeves V Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 3 Daily Field Report - Aug 9, 2018 KLE/NFELDER Building Permit #: CBC20I6-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 - Photo Log Fig. 1: Hole bore depth verified @ exsiting cmu wall for 8" Fig. 2: HlLTl HIT-HY 270 epoxy material identified shotcrete wall infill Fig. 3: Verified adhesive expiration date: 05/2019 Fig. 4: Overall View PT I Acknowledged By Signal ure . Kleinfelder Representative Signature DEACON . James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 .. Page 2o13 Daily Field :Report - Aug 9, 2018 KLEINFELDER Bright People. Right Solutions by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #001 KLF Proect#: 201-7278'1.01 A Building Permit #: CBC204 8-0063 Plans and Markups Fig. A: MarkUp showing general location .•".1 '-.r4nn n ::.::: •.:: - - Wt sioc SI.00 -LOWER LEVELFOUNDATION PLAN EAST(1 of I) Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego CA 92111 Page 3013 KLEINFELDER Bright People. Right Solutions. Daily Field Report (DFR) (continued) Date ô/i y/'s DER/Report No.______________ Bldg. Permit No.______________ Date Reviewed C- /-- O63' o Reviewed By. Observations/Remarks: (J.- - Project Name 77i"CJ /110PtCJ (0) A/2(-1J?4o Project No. 20 t' 72 7 8/ Contractor______________________ Project Address 12 .S2 J---, 15-e ( L4-y,,AV) X /i4 / 4,7 s::Xyç/ /- ,r QJjwgj /7JJ xcV/'zr JPa'7 f4-riç 7E) &' ,cc'f LECJ,L fr 7,4 Lip , Fi ( Page of_____ MAT-13 REV 05108 KLEINFELDE/? Bright People, Right Solutions. Daily. Field Report (DFR) (continued) Project Date Project No. 2 0 / 7.2 7 R ,' Contractor—)) 5,4 DFR/Report No._____________ Project Address Bldg. Permit No.______________ Reviewed By, Date Reviewed______________________ ZZ,2 o/8- ccCS Observations/Remarks: ' -. 7/ D ry r—-6. m d c 4-t-1 /J/7 / 67/7 k' (,'E I . , 9 / O c'i ,' , 74 *' M J J YKV >7s /o 7677 ) UJ g £4/v7 , clozzy ? c' C) / ,AV Pageof MAT-13 REV 05/08 KLEINFELDER Bright People. Right Soh,tians. Daily Field Report (DFR) (continued) Project Name T7Y€ sS /V 0 e 4-1Z,5 g49 Project No. 20 / 727 X'/ Contractor eP4 C. "I" Project Address2S? f 4k7 /A'O / Reviewed By. Date Reviewed_____________________ Observations/Remarks J (,f 47 , r:= J. 7r C Date _O ..?/2 // ç DFR/Report Bldg. Permit No.______________ Cg,2 o,'J'-c o ?K V/J k 4- /-€ St6 77 ,c- /Z 7 77 F 4-P e45 L454 O 'c2 (A) 462--f--- L6 -D /iV :ea 0 '-fri - £7 AS Page _of_____ MAY-13 REV 05/08 Daily Field Report - Aug 9, 2018 ("KLEINFELDER Building Permit #: CBC2018-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 82°F, Clear Contractor: DEACON Time Start: 12:00 AM Time Stop: 05:00 PM Equipment: Standard Hole Cleaning Equipment, Carbide Tipped Drill Bit & Hilti Traveled 2 hrs. 70 mi. Epoxy Material Types of Tests/Observations Performed:. Documents Referenced Structural Plans General Notes & Details Bulletin 5 Revision Date 07/19/18 Observations/Remarks Arrived on site as requested for continuous observation of Post Installed Epoxy Anchor Inspection. See MarkUp Fig .-A for general location of work Upon arrival met with Deacon superintendent Travis Rief, whom afforded me access to latest set of Structural Design Drawings, Bulletin Revision Date: 07/19/18. Subcontractor X-Anna, Inc. informed me that reinforcing steel bars anticipated to arrive for delivery on site, have been postponed due to unforeseen circumstances. Remained on site for preliminary observation of prep work and identified Hilti Hit-HY 270 epoxy material to be used. Preparation consists of standard hole cleaning equipment, used in accordance with manufactures' '1 printed installation instructions. Verified diameter, depth and cleanliness of all hole bores located @ 8" Shotcrete Wall Infill, along grid line M between grid lines 2&3, as shown on lower foundation plan east 51 .00. Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name ; Kleinfelder Representative Print Name Kleinfelder San Diego Copley 5761 Copley Dove San Diego CA 92111 Page .1 013 Daily Field Report - Aug 95 2018 LF Project #201,72781,001 A KLEINFELDER Building Permit #: C802018-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log - Fig. 1: Hole bore depth verified @ exsiting cmu wall for 8" Fig. 2: HlLTl HIT-HY 270 epoxy material identified shotcrete wall infill Iirt1 FJ ;Th l ____ I ------ Fig. 3: Verified adhesive expiration date: 05/2019 Fig. 4: Overall View - I - — : I - i I Acknowledged By Signature - Kleinfelder lepresentative Signature DEACON James Reeves - Representing Company Company Name : Kleinfelder Representative Print Name Kleint elder San Diego - Copley 5761 Copley Drive San Diego CA 92111 - Page 2o13 Daily Field Report - Aug 9, 2018 KLFPOJPCt# KLE/NFELDER . Building Permit #: C802018-0063 Bright People. Right Solutions, by James Reeves for The Shoppe , s at Carlsbad Phase 1 & 2 Plans and Markups . . Fig. A: MarkUp showing general location WARM ,:!5•r E T 2 0 \ (— \,mi -':•' 111X i~ ym - \ I tM - SIX S1.O0- LOWER LEVEL FOUNDATION PLAN EAST (1 of 1) Acknowledged By Signature Kleinfelder Representative SigrlatLire DEACON , ,. James Reeves Representing Company Company Name Kleinfelder Representative Print Name kleinf elder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 Daily Field Report - Aug 99'2018 - (KLEINFELDAER Bright People. Right Solutions. by Neil Carey for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 75°F, Clear Contractor: Time Start: 06:30 AM Time Stop: 08:30 AM Equipment: Footing Inspection Types of Tests/Observations Performed: 7-T Documents Referenced: Plans and specs Observations/Remarks: Arrived onsite at the new restaurant Texas De Brazil located on the east-side of the ball next to Dave and Busters to conduct footing inspections for the 8-inch CMU wall and for the concrete wall. Footings were excavated per design. Bottom of footing is in native material and probed firm and unyielding. Acknowledged By Signature Kleinflder Representative Signature Neil Carey Representing Company Company Name Kleinfelder Representative Print Name Kleint elder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 - - Page 1 of 2 • DFR 002 Daily Field Report — Aug 10, 2018 KLFPraj.ect#:201 1 KLEINFELDER Building Permit #: CBC2018-0063 \ , Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 82°F, Clear Contractor: DEACON Time Start: 07:00 AM Time Stop: 04:00 PM Equipment: Standard Hole Cleaning Equipment, Carbide Tipped Drill Bit, & Hilti Traveled 1.5 hrs. 70 mi. Epoxy Material Observations/Remarks: On site for periodic inspection of Reinforcing Steel Bar Plaóement & continuous observation of Post Installed Epoxy Anchor installation. See MarkUp Fig.-A, for general location of work, as shown on Si .00 at lower level foundation plan east. Inspection scheduled this morning upon anticipated rebar steel delivery, which arrived at 0700. Verified ASTM A615, 60 grade reinforcing ste'el bars delivered on site with mill. certificates provided from Harris Rebar. Installations of epoxy rébar anchors at shotcrete wall infill for elevation & retrofit sections per detail 4 shown on S3.20, postponed due to unforeseen circumstances; X-ANNA Inc., subcontractor requested I remain on site until access is granted for epoxy anchor installations. Stated the importance of communication for early submission of scheduled inspections. Standby time all inclusive = 4hrs. While on site observed Nehemiah Rebar Services Inc. providing placement of rebar reinforcement at footings for CMU retaining wall. Preliminary observation monitoring placement as work progresses, verifying rebar placed per detail 3, as shown on S2.01. Continuous Footing Schedule - Mark CF1, showing width of footing dimensions as 46", Fabricated transfer bars shorter than shown to achieve clearances and clear cover cast against earth. Nehemiah contractor requesting RFI from Deacon, for field adjustments added to extend rebar and achieve clear cover. 1030 - Spoke with X-ANNA to discuss contractors means and methods of executing post installed anchor installations. Contractor stated that installations are set to begin on existing CMU wall & footing located along grid line 2.6, at grid line M, as shown on Si .00 at lower level foundation plan east. Observed X-ANNA drilling holes using a carbide tipped drill bit, penetrating completely thru existing footing, for #4 rebar epoxy embed @ 10" O.0 as shown on S4.01 detail 4. Adhesive Hilti Hit HY-270 utilized, inserting #3 rebar to a depth of 4-1/2" embedding into existing CMU wall @ 18" 0.0 as shown on .S4.01 detail 2 for typical shotcrete wall section. Verified diameter, depth, and cleanliness of a!l holes drilled. Standard hOle cleaning equipment used; comprised of steel-wire. brushes and compressed air nozzle. Cleaning methods used in accordance with manufactures printed installation instructions per ESR-4143. Verified adhesive expiration date (month/year), Acknowledged By Signature Kleinfelder Representative Signature DEACON S James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 copley Drive San Diego, CA 92111 Page 1 of 4 DER Daily Field Report - Aug 10, 2018 KLE/NFEL Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 printed on the 'manifold of each unopened foil pack. DFR #::102 KLF Pro:ect #: 2017278,.00 1 A Building Permit#: CBC2018-0063 Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 4 'u1 Daily Field Report - Aug 10, 2018 KLEINFELDER Building Permit #rCBC20i8-003 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2' Photo Log : ' : •' ' Fig. 1: Holes drilled using a carbide tipped drill bit Fig. 2: Standard hole cleaning equipment used AN IN -. - r - ' . _ .. 2, Fig. 3: Hilti Hit-HY 270 inserted @ exsisting cmu wall, installing Fig. 4: Overall View of existing cmu wall ' #3 rebar as shown on S4.01 detail 2 . 22, i PI2 L .L 4 Acknowledged By Signature . ' Kleinfelder Representative Signature DEACON . - . James Reeves - Representing Company, Company Name . Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 ,. ' Page 3 of 4' 2 • -. - .. 0 z RptK&oI LOW Daily Field Report - Aug 10, 2018 KLFProject#:20172781.001A DFR #: 002 ' KLEINFELDER \ , Bright People. Right Solution by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit# 08C2018-0063 Plans and Markups Fig. A: MarkUp Fig.-A, for general location of work, shown on Si .00 at lower level foundation plan east. SI•OC StOC- LOWER LEVEL FOUNDATION PLAN EAST (1 of 1) Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name ,Kleinfelder Representative Print Name Kleinf elder San Diego. Copley 5761 Copley Dove San Diego, CA 92111 Page 4o1 4 DFR 003 Daily Field Report — Aug 135 2018 KLF Project # ("KLEINF-,ELDER Building Permit#: CBC2018-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 76°F, Clear Contractor: DEACON Time Start: 09:00 AM Time Stop: 01:00 PM Traveled 1.5 hrs, 70 ml. Types of Tests/Observations Performed: . Documents Referenced: Stuctural Plans: General Notes & Details - Bullentin 5, Revision Date: 07/19/2018 Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement & continuous observation of post installed epoxy anchor installation. Installations of reinforcing steel bar placement at footings for cmu retaining walls, provided by Nehemiah Rebar Services have been postponed due to unforeseen circumstances. Per continuous footing schedule - mark CF1, showing width of footing dimensions as 46". Contractor elected to reorder fabricated reinforcing bars to satisfy the intent of the construction drawings. Installations of epoxy rebar anchors at existing crnu wall for shotcrete wall retrofit/infill, provided by X-ANNA Inc; have been postponed due to unforeseen circumstances. Remained on site as requested until contractor informed me inspections are to be rescheduled as time permits. Standby & show uptime = 4hrs Acknowledged By Signature Kleinfelder Representative Signature S DEACON James Reeves Representing company Company Name K!einfelder Representative Print Name Kleinf elder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 1 KLE/NPELDER Bright People. Right Solutions. DFR #: 004 KLF Project #: 20172781.001A Building Permit 41: 08C2018-0063 Daily Field Report - Aug 15, 2018 by James Reeves for The Shoppes at Carlsbad Phase 1 &2 74°F, Partly Cloudy Time Start: 10:00 AM Time Stop: 05:00 PM Traveled 2 hrs. 70 mi. Client Rouse Properties, Inc. Contractor: Deacon Standard Hole Cleaning Equipment, Carbide Tipped Drill Bit, & Hilti Equipment: Epoxy Dispenser with Static Mixing Tube Types of Tests/Observations Performed: Documents Referenced: Structural Plans: General Notes & Details- Bullentin 5, Revision Date: 07/19/2018 Observations/Remarks: On site for continuous observation of post installed epoxy rebar anchor installation. See MarkUp Fig.-A for. general location of work, as shown on Si .00 at lower level foundation plan east. Inspection scheduled this morning for 10:00am has been postponed due to unforeseen circumstances. Contractor stated that installations are set to begin at 1:000m and requested I remain on site. Standby time = 3hrs. While on site reviewed structural drawings and discussed contractors means and methods of placing post installed epoxy rebar anchors. Location of epoxy rebar anchors set to be installed by X-ANNA Inc. @ existing cmu walls, slab on grade and footings. Preliminary observation of all holes drilled using a carbide tipped drill bit, holes found to be clean using standard cleaning equipment, comprised of steel wire brushes and a compressed air nozzle. 1:00pm - Observed X-ANNA continuing hole drilling and cleaning procedure. Prior to epoxy injection, verified diarneter,depth and cleanliness of hole bores, along with expiration date (month/year) printed on the manifold of each unopened foil pack of HILTI HIT HY-270 adhesive. Utilizing-epoxy adhesive T HILT[ HIT HY-270, #3 rebar with 180 degree bent hook, installed at 18"O.C, to embedment depth of 4-1/2" into existing cmu wall, for shotcrete infill,as shown on S4.02 detail 2. Detail 4 on S320 showing #5 rebar @ 120.0 horizontally. X-ANNA elected to install @ 180.0. Brought this to the immediate attention of Deacon whom stated bars are to be adjusted per plan to satisfy the intention of. the structural drawings. Shall periodically monitor installations as work progresses. Acknowledged By Signature Kleintelder Representative Signature . Deacon James Reeves Representing company Company Name Kleinfelder Representative Print Name Xleinf elder San Diego - Copley 5761 Copley Drive San Diego CA 92111 Page 1 of 3 DFR#: 004 Daily.Fueld Report - Aug 15, 2018 KLFPrcject#:017278i001A rKLEINF-ELDER - Building Permit #: CBC201 8-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log -- Fig. 1: Holes cleaned using wire brush Fig. 2: Holes drilled using carbide tipped drill bit -- ___________ .: I ; -- Fig. 3: Holes blown out using compressed air Fig. 4: Verified expiration date (05/2019) of epoxy material : \ ':- IL AM ________ — Acknowledged By Signature . - - Kleinfelder Representative Signature Deacon - - - James Reeves Representing Company Company Name - - Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Coplèy Drive San Diego, CA 92111 Page 2 of 3. - r DER Daily Field Report — Aug 15, 2018 \Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #: 004 KLF Project #: 2017278!i.001 A Building Permit #: C8C2018-0063 Plans and Markups Fig. A: General location of work as shown on S1.00 at lower foundation plan east Acknowledged By Signature Kleintelder Representative Signature Deacon James Reeves ------------------------------------------------------------------------------------------------------ Representing Company Company Name Kleintelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego. CA 92111 Page 3 of 3 S Daily Field Report - Aug 175 2018 Bright KL E/NFEL DER People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. Contractor: Deacon Time S Equipment- Standard Hole Cleaning Equipment Carbide Tipped Drill Bit ; Epoxy Dispenser with Stactic Mixing Tube Types of Tests/Observations Performed; DFR#:005 KLF Project#: 20172781 .0,O1A Building Permit #: 08C2018-0063 78°F, Partly Cloudy 6:00 AM Time Stop: 12:00 PM Traveled 2 hrs, 50 mi. - Documents Referenced: '• Structural Plans: General Notes & Details .- Bullentin 5, Revsion Date: 07/19/2018 Observations/Remarks: On site for Continuous observation of post installed epoxy rebar anchor installation, provided by X-ANNA Inc. See MarkUp Fig.-A ; For general location of work, as shown on Si .00 at lower level foundation plan east. Verified diameter, depth, and cleanliness of all holes drilled prior to insertion of epoxy adhesive. Standard hole cleaning equipment used, comprised of steel wire brushes and compressed air nozzle. Cleaning methods used in accordance with manufactures printed installation instructions. Verified adhesive expiration date (month/year) printed on the, manifold of each unopened foil pack. ' Rebar anchors post installed at 8" shotcrete iñfill of existing cmu walls, utilizing epoxy adhesive HILTI HIT HY-270 —#3 bars @ 18" OC each' way with epoxy embed to a depth of 4-1/2" Reference detail 2, as shown on S4.02 ,—Vertical #5 bars @ 18" OC each face & horizontal #5 bars @ 12" OC each face' with epoxy embed to a depth of 6". Reference detail 4, as shown on S3.20. , —#5 bars @ 18" OC each way with epoxy embed to a depth of 6". Reference details 9 & 10, as shown on S4.01. Rebar anchors post installed at shotcrete wall footing, utilizing epoxy adhesive 'Simpson'Set-XP----> '—(4)#8 bars with epoxy embed to a depth of 8" into existing concrete footing.' —#4 bars @ 10" OC with epoxy embed penetrating all the way thru existing footing. Reference detail 4, as shown on S4.02. ' Verified ASTM A615, 60 grade reinforcing steel bars placed in substantial conformance with approved drawings. All observed work appears to be of good quality with no exceptions noted. Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name , Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111' , , Page 1 of 4 ' ' ' Daily Field Report - Aug 17, 2018 LFPOECt ( KLE/NFELDER Bu!dina Permit.#: C8C2018-0063 \ , Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1 #8 bars installed as shown on S4.02, detail 4 @ existing Fig. 2: Overall view of shotcrete wall footing with #4 bats post concrete footing to a embedment depth of 8' utilizing Simpson installed @ 1O"OC and (4)-#8 bars post installed as shown on set-xp epoxy adhesive. S4.02, detail 4. H : "x T J TJ. LAI .4 Acknowledged By Signature - - - - - Kleinfelder Represent ative Signature - Deacon . , James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleintelde, San Diego. Copley 5761 Copley Drive San Diego, CA 92111 , Page 2014 ' Daily Field Report - Aug 17, 2018 KLF Project #:2O17278.001A (KLEINFELDER Building Permit #: 0B02018-0063 ,Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 3: Overall view of #3 bars post installed @ 18"OC as Fig. 4: Overall view of #5 bars post installed @ 18'OC as shown on S4.02, detail 2 and #5 bars post installed as shown shown on S4.01, details 9&10 on S3.20, detail 4 yt- I I Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleintelder Representative Print Name Kleintelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 - Page 3014 rEINFEL '\ DER Daily Field Report — Aug 17, 2018 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #: 005 KLF Pro ject#: 20172781,001 A Building Permit #: CBC2018-0063 Plans and Markups Fig. A: General location of work as shown on Si .00 at lower foundation plan east Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinlelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 4 of 4 Daily Field Report — Aug 20, 2018 KLF Project #: 20172781,001 A Bright People RghtSolutons b James Reeves for The Shoppes at Carlsbad Phase 1 & 2 q °e mit ' 08020 04 8-0063 Client: Rouse Properties, Inc. Contractor: Deacon Equipment: Standard Hole Cleaning Equipment ; Carbide Tipped Drill Bit Epoxy Dispenser with Static Mixing Tube 76°F, Partly Cloudy Time Start: 08:00 AM Time Stop: 03:00 PM Traveled 2 hrs. 70 mi. Types of Tests/Observations Performed: Documents Referenced: Structural Plans: General Notes & Details - Builentin 5, Revision Date: 07/19/2018 Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement and continuous observation of post installed anchor installation. See markup Fig.-A for general location of work as shown on S1 .0C at lower level foundation plan east Periodic inspection of rebar reinforcement at footings for cmu retaining wall & cast in place concrete wall have been postponed pending approval of shop drawings, provided by Nehemiah Rebar Services Inc : Continuous observation of post installed epoxy rebar anchor installation. Verified diameter, depth and cleanliness of all holes drilled prior to insertion of epoxy adhesive. Standard hole cleanihg equipment used, comprised of steel wire brushes and compressed air nozzle. Cleaning and installation methods are in accordance with manufactures printed installation instructions. Verified adhesive expiration date (month/year) printed on the manifold ofeach unopened epoxy cartridge. Placement today consisted of installing post installed rebar anchors at shotcrete wall footing, provided by X- ANNA Inc. Utilizing Simpson Set-XP epoxy adhesive, (4)-#8 bars with epoxy embed to a depth of 8" into existing concrete footing & #4 bars@ 10"OC with epoxy embed penetrating all the .way thru existing concrete footing. Ref erence detail 4, as shown on S4.02. See picture Fig.-1 Verified ASTM A615, 60 grade reinforcing steel bars post installed in substantial conformance with approved drawings. All observed work appears to be of good quality with no exceptions noted. Acknowledged By Signature . Kleintelder Representative Signature Deacon James Reeves Representing Company Company Name • Kieinfelder Representative Print Name Kle,nleider San Diego Copley 5761 Copley Drive San Diego CA 92111 Page 1 013 ( 0FR41:006 . Daily Field Report -,Aug 20, 2018 KLF ProjE t# 201,72781.001 A KLEINFELDER . Building Permit#: CBC201S-0063 \ , Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log .5 . Fig. 1: Post installed epoxy rebar anchors - Reference detail 4, Fig. 2: Identified adhesive material utilized & verified expiration as shown on S4.02. date: 06/2020. 43 43 Wn I A _ T:'.. ::*,; :"T TT ' •' L , - ~e Al S . S -. •'••• Acknowledged By Signature - Kleinfelder Representative Signature, Deacon S , James Reeves Representing Company Company Name • Kleinf elder Representative Print Name Kieintetder San Diego- Copley 5761 Copley Drive San Diego, CA 92111 • - Page 2013 S Daily Field Report - Aug 20, 2018 KLE/NFELDER Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase I & 2 DFR #: 006 KLF Project #: 20172781 .001A Building Permit #: CBC20I8-0063 Plans and Markups Fig. A: General location of work as shown on S1.00 at lower foundation plan east Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego CA 92111 Page 3 of 3 Daily Field Report - Aug 21, 2018 #: 20172781.001A KLE/NFELDER Building Permit #: C8C2017-0477 Bright eopIeRightSolutions. by James Reeves for The Shoppes at Carlsbad Phase 'l & 2 Client: Rouse Properties, Inc. .74°F, Cloudy Contractor: Wokcano Time Start: 09:00 AM Time Stop: 01:00 PM Equipment N/A Traveled 2 hrs 70 mi. Types of Tests Observations Performed Documents Referenced Structural Plans Observations/Remarks: On site for continuous observation of post installed epoxy all-thread anchor installation Met with superintendent representative for the Wokcano project Discussed contractors means and methods of placing post installed all thread anchors provided by Park Steel Inspection scheduled this morning has been postponed due to unforeseen circumstances. Accompanied superintendent on a site, walk tour of the project' structure. HSS Column Baseplate that are to be attached to existing elevated concrete floor system need resolve of location issues Superintendent stated that inspections are to be rescheduled as time permits after meeting with Wokcano design team Show Up & Drive Time all inclusive = 4hrs Acknowledged By Signature ' ' , Kieinfeider Representative Signature Wokcano . James Reeves Representing Company Company Name Kieinfeider Representative Print Name Xleinf elder San Diego Copley 5761 Copley Drive San Diego CA 92111 Page 1 of 1 DM 007 Daily Field Report — Aug 275 2018 KL Project #:2o1:1 ('KLEINF-,ELDER Building Permit #: 08C2018-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 76°F, Clear Contractor: Deacon Time Start: 1 1:00 AM Time Stop: 04:00 PM Traveled 2 hrs, 70 mi. Types of Tests/Observations Performed: T7 A. Documents Referenced: Structural Plans: General Notes & Details - Bullentin 5, Revision Date: 07/19/2018 ; RH 058 Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement at cmu footing & cast in place concrete wall footings. See MarkUp Fig.-A for location and reference S1 .0C lower foundation plan east, for details. Verified use of ASTM A615, 60 grade reinforcing steel placed in substantial conformance with approved drawings as shown on S2.01, for typical foundation details. Verified size, spacing and lab splicing of rebar securely tied and supported with 3" clear cover from.earth. Rebar free of loose rust, mud, oil, and dirt. All observed work appears to be of good quality with no exceptions noted. Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleint elder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 3 Daily Field Report — Aug 27, 2018 KLFPreJ DAER BrihtP-opJ-. Right Solutions.by James Reeve:; for The Shoppes at Carlsbad Phase 1 & 2 Buldirg RerTit #: CBC16-OO63 Photo Log Fig. 1: 180.0. ;pacing of vertical bars for cast in plae concrete wall Fig. 2: 120G. spacirgof footing bars for cast r place concrete wall footing Fig. 3: Size & Grade of vertical reinforcing bars at cast in place concrete wall r ¶Tn IT : e I I r1 .. Fig. 4: Cvell view AcknowIedgedBy Stgnature Kleinfelder Fepresentatve Signature Deacon James Reeves Representing Conpany Company Name Kleinfelder Fepresentat.ve Print Name Kleinf elder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 3 r DHR Daily Field Report — Aug 27, 2018 Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #; 007 KLF Project #: 20172781.001 A Building Permit #: CBC2018-0063 Plans and Markups Fig. A: General location of work as shown on Si .00 at lower foundation plan east ------ ------------------------------------------------ ------------------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 301 3 DFR 008 Daily Field Report- Aug 28, 2018 KLFProject#:20172781.001A KLE/NFELDER . Building Perrnit#: CBC2016-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 76°F, Partly Cloudy Contractor: . Deacon . . Time Start: 10:00 AM Time Stop: 04:00 PM. E m nt . Slump Gear, Thermometer, Robertson's Revolving Drum Truck Mixer Traveled 2 hr 70 rn i. qu P e & Pump Truck with 3" hose line . S, Types of Tests/Observations Performed: Documents Referenced: . Structural Plans: General Notes & Details . Observations/Remarks: . . On site for final periodic inspection of reinforcing steel bar placement, continuous observation of concrete placement and preparation of compressive strength cylinder samples. See MarkUp Fig.-A for location of concrete placed at wall footings. Prior to concrete placement, verified ASTM A615, 60 grade reinforcing steel bar placed in general conformance with approved drawings, reference details as shown on S1 .0C. Verified size, spacing, and lap splicing of reinforcing bar with 3" clearance from clean tight earthen forms. Areas found to be clean and free of debris. . . Concrete arrived at 1125. Verified age, temperature and visual slump upon delivery. After an additional 15 gallons of water was added to load #1, placement began at 1130. Compressive strength cylinder samples taken from load #2, truck #1594, ticket #3934735. Placement progressed uninterrupted and completed at 1520. Total of 38.50yds Robertson's Ready Mix #52403 placed directly from truck chute into pump with 2" hose line and mechanically consolidated. One set of (5)-4"x8" compressive strength samples cast at 1225 . Slump Measured.= 4.5", Temperature Measured = 84 Degrees Fahrenheit. Requested sample ages for compressive strength evaluation to include as follows: (1)@7days, (3)@28days, and (1)Hold. 944~ ---------------------------------------- Acknowledged By Signature . Kleinfelder Representative Signature Deacon . . James Reeves Representing Company Company Name ,. . Kleinfelder Representative Print Name Kleinfelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 1 013 r—' 4.5444 -S -4 S. t' 4 - -• •. . .1 DFR Daily Field Report - Aug 28; 2018 <LFPQE# 20128 OO1A K_EINFELDER '- ct Budding Permit cBc2018-0063: Bright PeopIe.Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 - - ___ Photo Log Fig. 1: Verified 3" clearance from earth @ footing reinforcement Fig. 2: Concrete delivered directly from trick'chute into pump 7 4' - truck Tt tMLM Al - -- -• 4 '.17 +._. 4. .4 •' - - --' Fig. 3: Concrete temperature measured @ 84 degrees Fig. 4: Cohcrete distributed through 2" line hose and fahrecheit -- mechanically consolidated - / 2 - --- -- - (-h- 4 - '4 p 1 I 4 ' - Acknowledged By Signature ' - - .- - Kleinfelder Representative Signature - .4 - 4_• • 4 -.4 . 1 4 - 4 4 - +- I - -. . S 44 -- • -. - '11- ' - -• - .4, 4-- - Deacon James.................... Repreenting Company Conpany Name Kleinfelder Representative P mt Name - 5761 Copley Drive San Diego. CA 92111 KleinteIcr San Diego Coplej1 -- . . - Page 2 o13 .4 4 . . 4 . S.- - .4._ - - . C - - 444• DER Daily Field Report - Aug 28, 2018 KLE/NFEL Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #: 008 KLF Project #: 20172781 .001A Building Perrnit.#: CBC2018-0063 Plans and Markups I Fig. A: Location of concrete placement @ wall footings circled in blue. +HY2NN Acknowledged By Signature Kleintelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kfeinf elder San Diego- Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 (KL INF-,OLDER Daily Field Report - Aug 29, 2018 KLFProject#:2O17i Buildina Permit #: 08C2018-0063 Slight People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 72°F, Clear Contractor: DEACON Time Start: 08:30 AM Time Stop: 02:30 PM Traveled 2 hrs, 70 mi. Types of Tests/Observations Performed: MiL Documents Referenced: Structural Plans: General Notes & Details Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement at Shotcrete CMU Wall Infills. See MarkUp Fig.-A for location and reference lower foundation plan east, as shown on S1 .0C for details. Verified use of ASTM A61 5, 60 grade reinforcing steel placed in substantial conformance with approved drawings. Verified size, spacing and no contact lap splicing of rebar securely tied and supported with clear cover. Rebar free of loose rust, mud, oil, and dirt. Verified vertical reinforcing #5 bars placed @ 1 8"OC & horizontal reinforcing #5 bars placed @ 1 2"OC each face as shown on S3.20, detail 4. Verified 1" clear cover of rebar from inside face of shotcrete infill and 3/4" clear cover from existing cmu face shell, as shown on S4.02 detail 2. Verified U Bars installed at the top of opening, matching size & spacing of wall bars as shown on S4.02 detail 3. Reference RFl-067/Detail 1 for rebar installations. See Wall Elevation on S3.20 for location of U Bars. Verified reinforcing #5 bars placed @ 1800 for 8" shotcrete wall infill at existing 8" crnu wall opening, as shown on S4.01 detail 9 & 10. While on site picked up (5)-4"x8" concrete cylinder mold samples previously cast yesterday for placement of concrete @ wall footings. Transported concrete cylinder samples inside suitable cushioned material and delivered to Copley Lab for storage prior to compressive strength testing. Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 4 - DFR #: 009 Daily Field Report - Aug 29, 2018 KLFPro1ect#:20172781.001A KLE/NFELDER , Building Permit #: 08C2018-0063 \Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: Verified size & grade of reinforcing bars Fig. 2: Verified spacing of vertical reinforcing #5 bars as shown on S3.20, detail 4. - 7T C7 4 Lj t - _ Fig. 3: Verified spacing of horizontal reinforcing #5 bars as Fig. 4: Verified U Bars matching size & spacing of wall bars as shown on S3.20, detail 4. . shown on S4.02 detail 3. Reference, RFI-067/Detail 1.' H 1 I . L - 1 Acknowledged By Signature ' Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego. Copley 5761 Copley Drive San Diego. ,CA 92111 , 'Page 2 of 4 , ' . Daily Field Report - Aug 295 2018 KLrProEct#:2o17 i? 8n So lutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC20iS-0063 Photo Log Fig. 5: Overall View Fig. 6: Overall View L'4. -. - - -=--- 1.1 FjH LIt \i 1 i I L L H . Acknowledged By Signature Kleinf elder Representative Signature DEACON James Rves ------------------------------------------------------------------------------------------------------ Representing Company Company Name Kleinfelder Representative Print Name Kieinielder San Diego Copley 5761 Copley Drive San Diego, CA 92111 Page 3014 s1,oc DER Daily Field Report — Aug 29, 2018 KLE/NFEL Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Plans and Markups Fig. A: Reference S1 .0C for location DFR #: 009 KLF Project #: 20172781.001 A Building Permit #: CBC20I8-0063 ------ -------------------------------------------------------------------------- W ------------------------ Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego. CA 92111 Page 4 ot 4 Daily Field Report - Aug 30, 2018 KLFProject#:'20172781.001A ICLEINFELDER 8utdina Permit #: CBC20I8-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 \ Client: Rouse Properties, Inc. 72°F, Clear Contractor: Deacon Time Start: 06:30 AM' Time Stop: 11:30 AM Equipment: Superior Ready Mix Concrete Truck & Pump with 2" hose line, 49HP Traveled 2 hrs 70 rn i. Air Compressor - C185 10 10 Types of Tests/Observations Performed: V 1E MEN= __ Documents Referenced: Structural Plans: General Notes & Details, Approved Mix Design #NCG-5000 Observations/Remarks: On site for final periodic inspection of reinforcing steel bar placement and continuous observation of shotcrete placement. See Markup Fig.-A for location of shotcrete placed at cmu wall infills & overlay. Verified ASTM A615, 60, grade reinforcing steel bar placed in general conformance with approved drawings, reference details as shown on S1 .0C. Verified size, spacing, and no-contact lap splicing of reinforcing bars; firmly held in position, with clearance from clean tight rigid forms. Areas found to be clean and free of debris. Wet-Mix shotcrete delivered to site and batched before pumping. Shotcrete applied by riozzleman Hector S Parra, using the wet-mix process. Prior to shotcrete placement identified AOl certification credentials for nozzleman. (1)-1 6"x1 6"x 8" test panel constructed & provided to produce compressive strength samples. Shotcrete arrived at 0815. After an additional 10 gallons of water was added to load #1, truck #252, ticket #173007, placement began at 0820. Verified age, temperature and visual slump upon delivery. Superior Ready Mix Truck delivered a total of 9yds approved mix design-#NCG-5000, containing standard dose of Eucon DS, product code DELV02-8. Shotcrete mixture placed directly from truck chute into pump with 2" hose line and pneumatically distributed thru sprayed applied nozzle. Rebound of shotcrete discarded, then fresh mixture reapplied to walls with a pressed hard trowel finish. Placement progressed uninterrupted and completed at 1025. I'. Acknowledged By Signature Kleinfelder Representative Signature Deacon ' James Reeves Representing Company Company Name Kleinfel'der Representative Print Name Kleinf elder San Diego - Copley 5761 Copley Drive San Diego CA 92111 Page 1 013 Daily Field Report - Aug 305 2018 KLFProject#:20172781.001A KLE/NFELDER Building Permit #: CBC2018-0063 \ , Bnght People. Right Solutions. - by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Photo Log - Fig. 1: ACI credentials for shotcrete nozzleman Fig. 2:Shotcreting Application ,. bc I r ACI Sliotcritt NozzIirnfl Wit Mix Process Verti cal Only i - HECTOR SPARRA CetctOfl ID 013440 r Expiri c on: 07/11 /2020 aci Fig. 3: Rebound of shotcrete discarded, then fresh mixture Fig. 4: Mixture delivered from revolving drum truck mixer into reapplied. pump truck .- -J-_-•. - -I :--Hl r !- Acknowledged By Signature - - Kleinfelder Representative Signature - - - Deacon - - - - James Reeves - Representing Company Company Name - - . - . Kleintelder Representative Print Name Kleint elder San Diego- Copley 5761 Copley Drive San Diego CA 92111 - - Page 2 of 3 : - Daily Field Report — Aug 30, 2018 KLE/NFELDER Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #: 010 KLF Project#: 20172781.001 A Building Permit #: C8C2018-0063 Plans and Markups Fig. A: Location of shotcrete placement ---------------------------------------------------------- 6111 ------------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3 013 DFR#:O11 ( . Daily Field Report - Sep 4, 2018 KLFProjoct#:20172781.001A KL.EINFELDER . BuUdinq Permit C8C2013-0063 Bright People. Right Solutions.. . by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. ,. . . - 68°F, Cloudy Contractor: Deacon . ' Time Start: 06:00 AM Time Stop: 11:00 AM Equipment: r6h0tte Panel, (1)-&x12" Shotcrete cylinder, Toyota Traveled 2 hrs. 80 mi. Types of Tests/Observations Performed: . . Documents Referenced: Structural Plans: General Notes & Details 7 & 8 on S8.01 / Architectural Plans: Details 1 & 2 on A4.1 Observations/Remarks: . On site for periodic inspection of post installed reinforcing steel bar placement and compressive shotcrete sample pick up. See markup Fig.A for location, of new Slab Extension for Storefront System. Rebar anchors post installed at slab extension, utilizing epoxy adhesive Simpson Set-XP. Verified use of ASTM A615, 60 grade reinforcing steel bars place in general conformance with approved drawings. Verified diameter, depth, and cleanliness of holes drilled. Standard hole cleaning and drilling equipment used, comprised of nylon wire brushes, compressed air nozzle and electro-pneumatic rotary hammer drill with carbide tipped drill bit. Installation methods used in accordance with manufactures printed installation instructions per ESR-2508. Verified adhesive expiration date (month/year), printed on the manifold of each unopened cartridge pack. Whileon site picked up samples previously cast for placement of shotcrete wall overlay & infills. (1)-1 6"x1 6"x8" shotcrete panel and (1)-6"x12" concrete cylinder mold transported inside suitable cushioned material and delivered to Copley Lab for storage prior to compressive strength testing. H . ------------------------------------------------------------------ Acknowledged By Signature . . . Kleinfelder Representative Signature Deacon ' James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 3 DFR:O11 Daily Field Report.- Sep 4, 2018 KLF Project #:2O17278t0O1A rKLE/NFELDER .... . . Building Permit#: CBC20IB-0063 BrghtPeople Right Solutions. b James Reeves to The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: Overall View of Pop-Out Slab Extension . . Fig. 2: Adhesive completely filled annulus around reinforcing bars @ Pop-Out Slab Extension —777 ov I P i I 1 7/ Fig. 3: Overall View of Curb Slab Extension Fig. 4: Curb Slab Extension Width Measured @ 4-1/2' I \\1 1 /f c; - Apa iJ Acknowledged By Signature , , ' ' . Kleintelder RepresentaTtive Signature Deacon ' ,. . . ' James Reeves ., Representing Company Company Name . , ., . Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 . Page 2013 ' DER r Daily Field Report - Sep 4, 2018 E/NFEL \ , Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Plans and Markups Fig. A: Rebar anchors post installed at slab extension DFR#:011 KLF Pro ject#: 20172781,001 A Building Permit CBC20I8-0063 ---------------------- _df -------------------------------------- Acknowledged By, Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 3 ol 3 -R 012 Daily Field Report - Sep 5, 2018 KLE/NFELDER Building Femit#: C8C2018-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2. Client: Rouse Properties, Inc. . 74°F, Clear Contractor: Deacon : . Time Start: 06:00 AM Time Stop: 12:00 PM Equipment: Slump Gear, Thermometer, Robertson's Revolving Drum Truck Mixer Traveled 2 hrs, 80 mi. Types of Tests/Observations Performed: . . Documents Referenced: . . . Structural Plans: General Notes & Details 7 & 8 on S8.01 / Architectural Plans: Details 1 & 2 on A4.1 Observations/Rmarks: . On site for final periodic inspection of reinforcing steel bar placement, continuous observation of concrete placement and preparation of compressive strength cylinder samples. See MarkUp Fig.-A for location of concrete placed at Slab Extension for Storefront System. Prior to concrete placement, verified use of ASTM A615, 60 grade reinforcing steel bar placed in general conformance with approved drawings, reference details 7 &8 as shown on S8.01. Verified size, spacing, and lap splicing of reinforcing bar with clearance from clean tight earthen forms. Areas found to be clean and free of debris. . . Due to unforeseen circumstances, concrete due to arrive @0930 arrived at 1045. Verified age, temperature and visual slump upon delivery. After an additional 5 gallons of water was added to load #1, placement began at 1050. Compressive strength cylinder samples taken from load #1, truck #1941, ticket #3935070. Placement progressed uninterrupted and completed at 1125. Total of 2.00yds Robertson's Ready Mix #52403 placed directly from truck chute into wheelbarrows and manually consolidated. One set of (5)-4"x8" compressive- strength samples cast at 1105 . Slump Measured = 4.5", Temperature Measured = 86 Degrees Fahrenheit. Requested sample ages for compressive strength evaluatiänto include as follows: (1)@7days, (3)@28days, and (1)Hold. . Acknowle dged By Signature . Kleinfelder Representative Signature Deacon • . . • James Reeves . Representing Company Company Name . Kleinfelder Representative Print Name Kleinfelde, San Diego - Copley 5761 Copley Drive San Diego, CA 92111 - Page 1 of 3 Daily Field Report - Sep 5, 2018 KLF Project #: 2-0172781;.001 A KLE/NFELDER Building Permit ft: 6C2018-0063 \ , Bright People. Right Solutions. by James Reevesfor The Shoppes at Carlsbad Phase 1 & 2 - Photo Log Fig. 1: Overall View of Slab Extension Fig. 2: Conveyed in wheelbarrow tofinalplace of deposit and manually consolidated IL ' HL '9F !:/" ilk r\1 Fig. 3: Placed directly from truck chute into wheelbarrow and Fig. 4: Temperature measured @.86 decrees fahrenneit manually, conveyed . . 1-7 1 71 L1 Acknowledged By Signature , , . . Kleinfelder Representative Signature Deacon , James Reeves Representing Company Company Name ' •' . Kleinfelder Representative Print Nama Kleinfelder. San Diego - Copley 5761 Copley Drive San Diego CA 92111 , •. Page 2 of 3 ' Daily Field Report - Sep 5, 2018 KLEINFELDER Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 D F R #: 012 KLF Proect#: 20172 78!.00 1 A Building Permit #: CBC2O1S-0063 Plans and Markups Fig. A: Concrete placed @ Slab Extension Q Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleintelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 ("KLEINFELD'HR Daily Field Report - Sep 6, 2018 KLFProjt?Ct#:2O1 Building Permit#: 0BC2018-0063 Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. - 72°F, Clear Contractor: Deacon Time Start: 08:00 AM Time Stop: 10:00 AM Equipment: (5)-4"x8" concrete cylinder mold samples , Traveled 1.5 hrs, 45 mi. Types of Tests! Observations Performed: V i' U'~ L Documents Referenced: Observations/Remarks: On site for concrete sample pick up.. V. Observed proper storage and handling of (5)-4"x8" concrete cylinder mold samples. Transported concrete cylinder samples inside suitable cushioned material and delivered to Copley Lab for' storage prior to compressive strength testing. 'V Acknowledged By Signature . .•.' Kleinfelder Representative Signature Deacon . . James Reeves Representing Company Company Name V Kleinfelder Representative Print Name Kleinfelder San Diego- Copley 5761 Copley Drive San Diego, CA 92111 ' Page 1 of 1, ' Daily Field Reôrt - Sep 'lb, 2018 KLF Pro;ect 20172-1,81.001 A' KLE/NPELDER Building Permit #: 0BC2018-0063 Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. , 76°F, Clear Contractor: Deacon Time Start: p2:00 PM Time Stop: 06:00 PM Traveled 2 hrs, 70 mi. Types of Tests/Observation Performed: Y. Documents Referenced: Structural Plans: General Notes & Details Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement at slab on grade & electrical trench for outside patio area. See Figure A, referencing location as shown on Si .00 for lower level foundation plan east. Verified use of ASTM A615, 60 grade reinforcing steel placed in substantial conformance with approved drawings. #3 rebar placed @ 18"OC for slab on grade as shown on S2.10/2, along with #4 rebar placed @ 9"OC for detail at trench, as shown on S8.01/12. Diagonal reinforcing added at corners of openings, as shown on S2.10/6 Verified size, spacing and lab splicing of rebar securely tied and supported with 3" clear cover, for concrete cast against and permanently, exposed to earth. Rebar free of loose rust, mud, oil, and dirt. All observed work appears to be of good quality with no exceptions noted. --------------------------------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature Deacon ' James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 - Page 1 013 014 Daily Field Report--, Sep 10,, 2018 ' KLF Project # 201FA \ , Bright People. Right Solutions. by James Reeves for The Shoppes at:CarI.;ad PIase 1 & 2 30ding Permit #.CBC2018-0063 Photo Log Fig. 1: #3 rebar @ 18" OC for slab on grade Fig 2: dlearance provided Fig. 3: trench detail as shown on S8.01/12 Fig. 4: cvaII view ----------------------------------------- Acknowledged By Signature <Irfec&Repre:;itative Sign 9ture Deacon ' JarEFEeves Representing Company Company Name Klrfc&Repre:;tàtive Prin.Name Kleinlelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page2 o. r E/NFEL DER Daily Field Report - Sep 10, 2018 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #: 014 KLF Proioct#: 20172-1,811.001 A Bufdino Permit #: CBC2018-0063 Plans and Markups Fig. A: location as shown on Si .00 for lower level foundation plan east Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego- Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 Daily Field Report - Sep 11, 2018 KLFPOJ Ct# KLE/NFELDER Buildinq Permit #: 08C2018-0063 Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 74°F,' Clear Contractor: Deacon' Time Start: 10:00 PM Time Stop: 04:00 PM Slump Gear, Thermometer, Robertson's Revolving Drum Truck Mixer, Equipment: Proline Pump with 2" hose line Traveled 2 hrs. 70 mi. Types of Tests/Observations Performed: Documents Referenced: Structural Plans: General Notes & Details, Approved Mix Design #52403 Observations/Remarks: ' On site for finaLperiodic inspection of reinforcing steel bar placement, continuous observation of concrete placement and preparation of compressive strength cylinder samples. See Figure A, referencing location as shown on S1 .0C for lower level foundation plan east.- Prior to concrete placement, verified ASTM A615, 60 grade reinforcing steel bar placed in substantial conformance with approved drawings, reference details as shown on S2.10 & S8.01. Verified size, spacing, and lap splicing of reinforcing bar with 3" clearance from clean tight earthen forms. Areas found to beclean and free of debris. ' Due to unforeseen circumstances concrete due to. arrive at 1000 was delayed and arrived at 1250. Verified age, temperature and visual slump upon delivery. After an additional 30 gallons of water was added to load #1, placement began at 1300. Compressive strength cylinder samples taken from load #1, truck #1879, ticket #3855999. Placement progressed uninterrupted and completed at 1520. Total of 30.00yds Robertson's Ready Mix, #52403 placed directly from truck chute into pump with 2" hose line and mechanically consolidated. One set of (5)-4"x8" compressive strength samples cast at 1330 . Slump Measured = 5", Temperature Measured = 87 Degrees Fahrenheit. Requested sample ages for compressive strength evaluation to include as follows: (1)@7days, (3)@28days, and (1)Hold. ) Acknowledged By Signature ' ' Kleinfelder Representative Signature Deacon ' . ' . James Reeves Representing Company Company Name , . Kleinfelder Representative Print Name Kleinleider San Diego . Copley 5761 Copley Drive San Diego, CA 92111 Page 1 013 KLEINFELDER Bright People, Right Solutions. Daily Field Report — Sep 11, 2018 LF Projpct# 20172781.0rtlA by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC20 8-0)63 Photo Log Fig. 1: mix temperature measured @ 87 degrees 7ahrenheit Fig. 2: placed directly fDm truck chute into pump Fig. 3: mechcanically consolidated ----- --------------------------------------------------------------------------------------------------- Acknowledged By Signature Kleintelder .epresertative Signature Deacon James Retves Representing Company Company Name Kleinfelder .epresertative Print Name Kfeinf elder San Diego - Copley 5761 Copley Drive San Diego, CA 921111 Page 2 of 3 FELDER Daily Field Report - Sep 11, 2018 I KLEIN Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1. & 2 Plans and Markups Fig. A: Location as shown on Si .00 for lower level foundation plan east DFR#:015 KLF Project#: 20172781.001 A Building Permit #: CBC2018-0063 a~l Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3013 Daily Field Report - Sep 12, 2018 KLF Project # KLE/NFELDER Building Permit #: C802016 0063 Sri ht People. night Solutióna. by Jonathan Taylor for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 72°F, Partly Cloudy Contractor: Deacon Time Start: 06:00 AM Time Stop: 10:00 AM Equipment: Bobcat-E32 Excavator, Reciprocating Wacker, Water Hose Traveled 1.50 hrs, 60 ml. Types of Tests Observations Performed Documents Referenced: Geotechnical Report provided by Leighton Consulting dated February 16, 2016 Observations/Remarks Arrive on site at the request of Ed Evans (Deacon) for Moisture/Density testing of the Water trench, pot-hole for storm drain and sub-grade under curb & gutter. (Arrow Pipeline) completed backfill and compaction of the water trench prior to my arrival. Trench is approx. 24" X 24". Native stockpiled material was used for backfill. Per Arrow the material was moisture conditioned at the stockpile and during placement. Loose, thin lifts were placed with a Bobcat E32 Excavator. Compaction was achieved with a reciprocating wacker. I probed sub-grade under curb & gutter which proved to be firm and non yielding. ,A 10' Long X 5' Wide area was pot-holed. Backfill and compaction was completed prior to my arrival. A total of-three In-Place Moisture/Density tests were taken meeting or exceeding the required 95% Relative Compaction. . . . . . Acknowledged By Signature . Kleinfelder Representative Signature Deacon . . . . Jonathan Taylor .. . Representing Company. Company Name Kleinfelder Representative Print Name - - Kfeinfelder San Diego - Copley 5761 Copley Drive San Diego CA 92111 - Page 1 of 3 - - • Daily Field Report - Sep 12, 2018 KLFPOPCt# KLE/NFEL DER BuiIdinc Permt#: C8C2018-0063 by Jonathan Taylor, for The Shoppes at Carlsbad Phase .1 & 2 Photo Log Fig. 1: WATER TRENCH Fig. 2: AREA OF CURB & GUTTER -ç - - z 4ç - '- // ' Fig. 3: C&G / SG PROBED FIRM Fig. 4: POT-HOLED AREA - / Z-1 r - r -.- Acknowledged By Signature Kleinfelder Representative Signature Deacon Jonathan Taylor Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 - Page 2 of 3 Daily Field Report — Sep 12, 2018 KLEINPE:LL7ER ropIhokrtià,t.. by Jonathan Taylor for The Shoppes at Carlsbad Phase 1 & 2 KLF Project #: 20172781 001A Building Permit #: CBC2OIB-0063 Photo Log Fig. 5: PLAN SHEET WITH DENSITY TESTING LOCATIONS -• ''- 4 •' - -.n DesltyleSth2 --.-.-*----.- s 'c&S T Acknowledged By Signature Kleinfelder Representative Signature Deacon Jonathan Taylor Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 t" ... .. Soil Density Tests -Sep 12, 2018 KLFProject#:20172781.001K .KLE/tELER Building Permit ft: CBC2018-0063 \ , BrhtPeoPJe9htSiuiol. by Jonathan Taylor for The Shoppes at Carlsbad Phase 1 &2 Soil Density Test Data Sheet General Location: Utility Trenches /'SG under C&G Test Type: . Nuclear Gauge Gauge Serial No.: 4765 Gauge Make/Model: CPN / MCi DR Date of Std./Adj.: 9/12/18 Date of Calibration: 6/13/2018 Density Std. Count: 33433 * Moisture Std. Count: 8696 Denotes a test outside of specifications Test !nfo Proctor Data - Specs Results Test Prob Pro br Opt Sppcified 1ir L CbI Dry Unit \ b compaction 17-SAN- . . 12in Oft 00348 Rev. 117.Opcf 8.5% 95% N/A N/A 9.21% 113.7pcf 97.2% 20180912- 0 JT1 LOcation: Water Trench Visual Description! Remarks: Brownish Yellow Silty Sand 17-SAN- l2in Oft 00348 Rev. 117.Opcf 8.5% 95% N/A N/A 9.56% 114pcf 97.4% 20180912- 0 JT2 Location: Water Trench Visual Description! Remarks: Brownish Yellow Silty Sand 17-SAN- . . 12in Oft 00348 Rev. 117.Opcf 8.5% 95% N/A N/A 8.32% 112.6pcf 96.2% 20180912- 0 . JT3 Location: Pot-Hole for Storm Drain Visual Description! Remarks: Brownish Yellow Silty Sand Daily Field Report - Sep 12, 2018 KLF Project 20172781,001 A (OKL WFELDER &ght People Right Solutions. by Jonathan Taylor for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 72°F, Clear Contractor:. Deacon Time Start: 10:00 AM Time Stop: 10:15 AM Equipment: N/A Traveled N/A hrs, N/A mi. Types of Tests/Observations Performed Documents Referenced: N/A Observations/Remarks: On site to pick-up one set of five concrete cylinders cast by James Reeves (KLF) on 9/11/2018. Samples were secured and transported to the KLF lab for compression testing. Acknowledged By Signature Kleinfelder Representative Signature Deacon Jonathan Taylor Representing company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 011 Daily Field Report - Sep 13, 2018 KLF Project #:20172781.001A ("K~LINr,ELDER Building Permit #: 08C2018-0063 Bright Peope.Right Soh,tions. by Jonathan Taylor for The Shoppes at Carlsbad Phase 1 &2 \. Client: Rouse Properties, Inc. 77°F, Partly Cloudy Contractor: DEACON Time Start: 06:00 AM Time Stop: 07:30 AM Equipment: Bobcat E32 Excavator, Reciprocating Wacker, Water Hose Traveled 1.50 hrs, 60 ml. Types of Tests/Observations Performed: Documents Referenced: Geotechnical Report provided by Leighton Consulting dated February 16, 2016 Observations/Remarks: Arrived on site at the request of Ed Evans (Deacon) for Moisture/Density Testing of the Water trench. Backfill & compaction cancelled for today per Ed Evans. Acknowledged By Signature Kleinfelder Representative Signature DEACON Jonathan Taylor ----------------------------------------------------------------------------------------------------------- Representing Company Company Name Kleinfelder Representative, Print Name Kleinfelder San Diego - Copley 5761 ,Copley Drive San Diego, CA 92111 Page 1 of Daily Field Report - Sep 159 2018 KLFPOIf(t#201727811.001 A ("KL INF-ELDER Building Perrnit#: C8C2016-0063 Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 78°F; Clear Contractor: Deacon Time Start: 12:00 AM Time Stop: 04:00 PM Traveled 2 hrs, 70 mi: Types of Tests Observations Performed Documents Referenced: Structural Plans: General Notes & Details Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement for 8" concrete wall placed around electrical yard at outside patio area. See Figure A, referencing location as shown on S1 .0C for lower level foundation plan east. Verified use of ASTM A615, 60 grade reinforcing steel placed in substantial conformance with approved drawings. Verified size, spacing and lab splicing of rebar securely tied and supported with 1-1/2" minimum clear cover, for concrete cast and permanently exposed to weather. Rebar free of loose rust, mud, oil, and dirt. Vertical #7 bars along with horizontal #5 bars placed @ 1 8"OC for typical wall reinforcement as shown on S8.01 /Detail 4. Verified amount of #5 bars along with spacing of #4 reinforcement ties placed at concrete wall pilasters as shown on S8.01 /Details 10 & 11. Typical wall reinforcement #7 bars in place of #5 bars at sides of wall openings. Verified (2)-#5 bars placed at top of wall opening, as shown on S8.01 /Detail 9. All observed work appears to be of good quality with no exceptions noted. / Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfélder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 - - Page 1 of 3 - DIM #:016 Daily Field Report - Sep 15, 2018 KLFProjoct#:20172781.001A KLE/NFELDER uIdna Permit#s 0BC2018-0063 Bright People. Right Solutions. by James Reevesmo The Shoppes at Carlsbad Phase 1 & 2 - -' Photo Log Fig. 1: Reinforcement at Concrete Wall Opening Fig. 2:1-1/2' minimum clear cover provided L I 11011 •... Daily Field Report - Sep 15DER', 2018 KLF Project #2O17278.001 A i \ , Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Permit # 08C2018-0063 Plans and Markups Fig. A: Location as shown on Si .00 for 8' concrete wall placed around electrical yard at outside patio area. N ------ --------------------------------------------------------------------------------------------------- Acknowledged By Signature Kleinfelder Representative SignatLfrè Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3013 C~LE FELDE R Daily Field Report - Sep 179 2018 N Bright People. Right Solutions. by James Reeves ICC#8715595 I 'SD#1315 for The Shoppes at Carlsbad Phase l&2 DFR#:O1 LF Pro ject#: 201-172-781.001A Building Permit#: CBC2018-0063 Client: Rouse Properties, Inc. Contractor: Deacon Equipment: Superior Ready Mix Concrete Truck & Pump with Z' hose line, 49HP 2 Air Compressor - C185 Types of Tests/Observations Performed: 76°F, Clear Time Start: 10:00 AM Time Stop: 04:00 PM Traveled 2 hrs. 85 mi. ftU4i DocUments Referenced: Structural Plans: General Notes & Details, Approved Mix Design #NGC-5000 Observations/Remarks: On site for final periodic inspection of reinforcing steel bar placement and continuous observation of shotcrete placement for 8" wall built around electrical yard; located outside at patio area. See Figure A, referencing location as shown on S1 .0C for lower level foundation plan east. Verified ASTM A615, 60 grade reinforcing steel bar placed in substantial conformance with approved drawings. Verified size, spacing, and no-contact lap spicing of reinforcing bars, firmly held in position, with clearance from clean tight rigid forms. Areas found to be clean and free of debris. Wet-Mix shotcrete delivered to site and batched before pumping. Shotcrete applied by nozzleman Hector.S Parra, using the wet-mix process. Prior to shotcrete placement identified ACI ôertification credentials for nozzleman. (1)-1 6"x1 6"x 8" test panel constructed & provided to produce compressive strength samples. Due to unforeseen circumstances shotcrete scheduled for 1100, arrived at 1210. After an additional 10 gallons of water was added to load #1, .truck #562, ticket #173665, placement began.at 1215. Verified age, temperature and visual slump upon delivery. Superior Ready Mix Truck delivered a total of 1 9yds approved mix design #NCG-5000, containing standard dose of Eucon DS, product code DELV02-8. Shotcrete mixture placed directly from truck chute into pump with 2" hose line and.pneumatically distributed thru sprayed applied nozzle: Rebound of shotcrete discarded, then fresh mixture reapplied to walls with a pressed hard trowel finish. Placement progressed uninterrupted and completed at 1520. Deacon James Reeves ICC#8715595 / SD#1315 Representing Company Company Name . Kleinfelder Representative Print Name Kleinlelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Pagel 013 Daily Field Report - Sep 179 2018 rik-L E/NFELDER . .. . Building Peiit':G8C2Oi8-Q)63 Bright People. Right Solutions, by James Reeves ICC#8715595 / SD#1315 for The Shoppes M Carlsbad. Phase l&2 Photo Log . .. , . Fig. 1: Verified ACI credentials for shotcrete nozzleman Fig. 2: Compressed ,Air used for sprayed applied Siotcrete AClShotcrcte Nozzftrnili We Mix Process, Vertical Only - tA'A LOW HECTOR SPARRA . , j\'. ODIESELNLY I li 4'1 - CertitctiO ID iD1'll4'4O . '.-A- E xpires on:07/1112020 Fig..3: Delivered from truck chute into pump Fig. 4: Overall View - -: ip— Acknowledged By Signature . . Kleinfelder Represent ye Signature Deacon ' ' , . ' James Reeves Ic:48715595/sD#i315 Representing Company Company Name , , Kleihfelder Represen.e Print Name ' Kleinlelder Sari Diego - Copley 5761 Copley Drive San Diego: CA 92111 , ' Page 2013 DFR #: 017 Daily Field Report - Sep 17, 2018 KLF Project #: 20172781,001 A KLEINFELDER \ , Bright People. Right Solutions. by James Reeves ICC#8715595 I SD#1315 for The Shoppes at Carlsbad Building Permit #: CBC2O1S-0063 Phase 1 & 2 Plans and Markups Fig. A: Location as shown on Si .00 for 8" wall built around electrical yard at outside patio area III ------ --------------------------------------------------------------------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves ICC#8715595 / SD#1315 Representing Company Company Name Kleintelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 Daily Field Report - Sep 18, 2018 KLF Project #:20172781.001A KLEINFELDER 0 Building Permit #: CBC2018-0063 Bright People. Right Solutions. by James Reeves ICC#8715595 / SD#131 5 for The Shoppes at Carlsbad Phase l&2 Client: Rouse Properties, Inc. 76°F, Clear Contractor: Deacon Time Start: 12:30 PM Time Stop: 03:00 PM Traveled 2 hrs, 70 mi. Types of Tests/Observations Performed: Documents Referenced: - Observations/Rem arks: Arrived on site as requested for shotcrete sample pick up. (1)-1 6"xl 6"x8" Shotcrete panel cast previously on 09/17/2018, for 8" wall that surrounds electrical yard at outside patio area. Sample transported inside suitable cushioned material and delivered to Copley Lab for storage prior to compressive strength testing. Acknowledged By Signature ' Kleinfetder Representative Signature Deacon . James Reeves ICC#8715595 / SD#1315 Representing company Company Name Kleinfelder Representative Print Name - Kleintelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 'Page 1 of 1 DFR#:002 Daily Field Report - Sep 19, 2018 KLF Project #:20172781.001A KLE/NFELDER Building Permit 4: 0BC2017-04/7 Bright People. Right Solutions. by James Reeves ICC#8715595 I SD#1315 for The Shoppes at Carlsbad Phase l&2 Client: Rouse Properties, Inc. 74°F, Clear Contractor: WOKCANO Time Start: 01:00 PM Time Stop: 06:00 PM Equipment: Standard Hole Cleaning Equipment,Carbide Tipped Drill Bit, Epoxy Traveled 2.5 hrs. 75. ml. Dispenser with Static Mixing Tube Types of Tests/Observations Performed: 1 Documents Referenced: Structural Plans: General Notes & Details, ESR-3187 Observations/Remarks: On site for periodic inspection of post installed all-threaded anchor rod installation. See Figure A, referencing location of HSS Column Base Plate's attaching to existing concrete substrate at outside Canopy for Wokcano Asian Restaurant & Bar. Verified diameter, depth and cleanliness of all holes drilled prior to insertion of epoxy adhesive. Standard hole cleaning equipment used, comprised of steel wire brushes and compressed air nozzle. Cleaning methods used in accordance with manufactures printed installation instructions, per ESR-3187. Verified adhesive expiration date (month/year) printed on the manifold of each unopened foil pack. 3/4" diameter all-threaded rod set to a depth of 8" utilizing epoxy adhesive anchor system HILTI HIT-HY 200- R. Observed subcontractor inserting epoxy adhesive using Hilti manual dispenser with static mixing tube, completely filling annulus of each hole bored. All observed work appears to be of good quality with no exceptions noted Acknowledged By Signature Kleinfelder Representative Signature WOKCANO . James Reeves ICC#8715595 / SD#1 315. Representing company Company Name kleinfelder Representative Print Name Kleinielder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 . Page 1 of 4 Daily Field Report- 19,2018 KLFProect#2O1 KLE/NFELDER Building Permit #: CBC2017-0477 Bright People. Right Solutions. by James Reeves ICC#8715595 / SD#1315 for The Shoppes at Carlsbad Phase l&2 Photo Log Fig. 1: 3/4" Diameter All-Threaded Anchor Rod Fig. 2: All-Thread Rod 10" overall length I - - - - I 4 5 6 7 8 9 c!,f)JJiLJ :- ; Fig. 3: Verified Embedment Depth Fig. 4: Overall View Inu -------------------------------------------------------------------------------------------------------------- N C H Acknowledged By Signature Kleinfelder Representative Signature WOKCANO James Reeves ICC#8715595/SD#1315 Representing Company Compatv Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 CqIey Drive San Diego CA 92111 • Page 2 at 4 Daily Field Report - Sep 19, 2018 KLF Project # KLEINF'ELDER . . . . . Building Perrnit#: C8C2017-0477 Bright People. Right Solutions by James .Reeves ICC#8715595 I SD#1315 for The, Shoppes at Carlsbad Phase l&2 . . Photo Log :. ,.•.• .. .. . . . ... Fig. 5: Hilti HIT-HY 200-R Epoxy Adhesive. Fig. 6: Verified Expiration Date: 04/2019 IT TI I k> K> 4 Fig. 7: Epoxy dispensed completely filling annulus of each-,hole Fig. 8: Hilti Manual Dispenser . bored. P 1 71 0R Acknowledged By Signature . . Kleinfelder Representative Signature WOKCANO . James Reeves ICC#8715595/SD#1315 Representing Company Company Name Kleinfelder Representative Print Name Kleinte?der San Diego - Copley 5761 Copley Drive San Diego, CA 92111 . Page 3 014 . . - rKLE1NF-,E,L-,oAER Daily Field Report -.Sep 19, 2018 <LrPO1Ct#201727811.001 A ' Building Permit #: 0802017-0477 Bright People. Right Solutions. . by James Reeves ICC#8715595 / SD#1315 for The Shoppes at Carlsbad -. Phasel&2 Plans and Markups .. . Fig. A: Location of HSS Column Base Plate's-at outside Canopy for Wokcano Asian Restaurant & Bar. ny f•' Li .1 CANOPY FLOOR PLAN 1 Acknowledged By Signature - . Kleintelder Representative Signature WOKCANO , James Reeves ICC#8715595 I SD#131 5 Representing Company Company Name' ' . Kleinfelder Representative Print Name Kleinlelder San Diego- Copley 5761Copley Drive San Diego, CA 92111 -. Page 4014 DFR 001 ..'. .. Daily Field Report - Sep 26, 2018 KLF Project #:2U7278i.001A KLE/NFELDER Building Pèrmit#: 0802016-0063 9 e:,Righco,y ont by Kevin Tinsley, MS! #8026522 San Diego #1133 for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. . 77°F, Clear Contractor: X ANNA Time Start: 07:00 AM Time Stop: 02:00 PM Equipment: Paddle Mortar Mixer, Straight Line, Level Traveled 1.5 hrs, 72 mi. Types of Tests/Observations Performed: Documents Referenced: S1.0C, S3.30 Observations/Remarks: S Periodic Observation of 8" CMU Retaining Wall per detail 3/S2.01, extending off 8" Shotcrete Wall infill & 8" Concrete Site Wall Work progressing slowly as the planned delay created unforeseen obstacles. Material apparently moved from immediate work area being returned to site, Multiple excavations on compact site further delaying progress. - 8" CMU laid level and plumbwith even Bed Joint <5/8" thick. Vertical #6 Reinforcing Steel at 24" o.c. in overall alignment with cells, horizontal 5/8" reinforcing placed at 16" o.c. as work progressed. Verified ASTM A615/706 60 grade bar. Mason unwilling to provide forecasted date of Grout Placement requested he give 24 hour notice prior to Grouting, including notifying the Carlsbad Building. Department. Acknowledged By Signature . Kleinfelder Representative Signature X ANNA Kevin Tinsley, MSI #8026522 San Diego #1133 Representing Company Company Name . Kleirifelder Representative Print Name Kleinf elder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 1 012 . '- , DFR #: 001 ••••.. Daily Field Report.- Sep 26, 2018 KLF Project #:20172781.001A .KLE/fiFEL.?ER .., 'Building Permit #: GB0201S-0063 Br 9/it People Right S&utions. by Kevin Tinsley MSl#8026522 San Diego #1133 for The Shoppes at Carlsbad Phase 1 & 2 ) Photo Log Fig. 1: Excavation Slowing progress . Fig. 2: intersection with Shotcrete Infihl F L 'S '&'; 'f1 Fig. 3: Added'reinforcing at EOW Fig. 4: Rough finish to accept Stucco Topcoat - S •' ___ • • 1 -• •.' • ___ .: • ' - I f(SS15 iL Acknowledged By Signature '. Kleinfelder Representative Signature ,X ANNA ' . ' Kevin Tinsley, MSI#8O26522 San Diego#1133 Representing Company Company Name ' .' • ' -Kleinfelder Representative Print Name - Kieint elder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 2012 • ' ' Daily Field Report - Oct 1, 2018 KLFProiect#:20172781.001A ('K~LE NFELDER Building Permit #: CBC2018-0063 Bright People. Right Solutions. by Jonathan Taylor ICC#8375377 for The Shoppes at Carlsbad Phase 1 & 2. Client: Rouse Properties, Inc. Contractor: Deacon Equipment: Bobcat E32 Excavator, Reciprocating Wacker, Water Hose Types of Tests/Observations Performed: 85°F, Clear Time Start: 06:00 AM Time Stop: 03:00 PM Traveled 1.25 hrs, 60 mi. Documents Referenced: Geotechriical Report provided by Leighton Consulting dated February 16, 2016 - Sheet 479-5 & 479-5A Observations/Remarks: Arrive on site at the request of Ed Evans (Deacon) for In-Place Moisture/Density Testing of the Utility trench. (Arrow Pipeline) began moisture conditioning/blending the native stockpiled material. Organic/deleterious, large cobble and old construction debris was hand-picked from the 'fill' material, loose, thin lifts were placed and compacted using a reciprocating wacker. Moisture conditioning continued during placement of material. I periodically probed the compacted material which proved to be firm. Water trench is approx. 24" Deep X 24" Wide. Grade was left at near finished, sub-grade. . A total of three !n-Place Moisture/Density tests were taken meeting or exceeding.the required 90% Relative Compaction. ---------------------------------------- ---------------- ------------------------------------------------ Acknowledged By Signature Kleinfelder Representative Signature Deacon Jonathan Taylor ICC# 8375377 ---------------------------------------------------------------------------------------------------------- Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego Copley 5761 Copley Drive San Diego CA 92111 Page 1 of 2 . Daily Field Report - Oct 1, 2018 KLF Project #:20172781.001A KLEINFELDER Building Permit #: CBC20I8-0063 Bright People. Right Solutions. by Jonathan Taylor ICC# 8375377 for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: SHEET 479-5A WI DENSITY TESTING LOCATIONS ------------- . I . Density Test #3 '. (FSC) •.'.:_.r •i...•..,•.r. : '1 w Density Test # i . ;; I ------- -------------------------------------------------- ---------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature Deacon Jonathan Taylor ICC# 8375377 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego- Copley 5761 Copley Drive San Diego CA 92111 Page 2 of 2 Soil Density Tests - Oct 1, 2018 r'~11~r-,ELDER KLFProject#:20172781.00IA : BuHdino Perrnittt: CBC2OIS-0063 \Bright PeopIe. Right Solutions. by Jonathan Taylor ICC# 8375377 for The Shoppes at Carlsbad Phase 1 & Soil Density Test DataSheet General Location: Utility Trench Test Type: - Nuclear Gauge Gauge Serial No.: - 4765 - . Gauge Make/Model: CPN / MCi DR Date of Std./Adj.: 10/1/18 Dateof Calibration: 6/13/2018 Density Std. Count: 33326 - . Moisture Std. Count: 8955 *Denotes a test outside of specifications Tst Info Proctor Data Specs Results Urob E n r s U I h M C t C fled Spec it Vistcr Dr Unit R I aliv- DpU B c F Pro tor : i Ln t '1r p r N1 a Waler Cor Ii ft W ihi Compaction -- 17-SAN- - l2in Oft 00348 Rev. 117.Opcf 8.5% 90% 6.5% 10.5% 8.51% 108.7pct 92.9% 20181001- - 0 . ., . Location: Water Trench Visual Description! Remarks: Brownish Yellow Silty Sand . 17-SAN- l2in Oft 00348 Rev. 117.Opcf 8.5% 90% 6.50/ 10.5% 8.34% 108pcf 92.3% 20181001- 0 - - JT2 Location Water Trench . Visual Description! Remarks: Brownish Yellow Silty Sand 17-SAN- . . 12in Oft 00348 Rev. 117.Opcf 8.5% , 90% 6.5% 10.5% 9.5% 109.5pcf 93.6% 20181001- 0, . JT3 Location: Water Trench . . Visual Description! Remarks: Brownish Yellow Silty Sand / - Page S- I of S-i DFR #: Grout CMU Compression Tests -:Oct 10, 2018 KLF Project #:2'0172781.0O1A ( KLEINFELDER Building \ , Bright People. Right Solution by Kevin Tinsley, MSI #8026522 for The Shoppes at Carlsbad Phase 1 & 2 Permit CBC2OIS-OC63 #: Sampling and Testing Log Supplier: El Camino Rental Yard 1.5 cy observed. 1 sets of Masonry Grout cast Mix Design #: ECR-4000 4000 psi © 28 days required General Location: Planter Wall at Living Wall *Denotes a test outside of specifications Truck / Ticket I Load Batch - Batch Sample Time Truck Slump Air Unit Mix Air Water Samples Specific Location Size Time Time Complete Content Weight Temp Temp Added Taken 001 XANNA101018/01 1.5cy 12:30pm 11:55am 1:45pm 8 pcf 78°F 77°F Ogal 3 Masonry Wall; Planter Wall at Living Wall Page C-i of C-i Daily Field Report — Oct 10, 2018 KLF Project 7 001 A .KLE/I'Jf.EL'DER . BuUdirg Permit #: CBC2O18-0063 \:8righPeopIo;flightsoIuEi .. by Kevin Tinsley, MSI#8026522 for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. . . . . 77°F, Clear Contractor: DEACON Time Start: 10:00 AM Time Stop: 03:00 PM Equipment: Ready Mix Trailer, Sampling Gear . Traveled 2 hrs, 70 mi. Types of Tests/Observations Performed: . . . =rwT°1 7flP W Documents Referenced: S1 .0C, S3.30 . . . Observations/Remarks: Final, Periodic Inspection of CMU at Living Wall ruining, diagonally from 1 TO 2 Line across from N TO L.9. Continuous Observation of Grout placement at same. CMU remains in overall compliance with approved drawings after extended break in construction. Debris vacuumed out of cells, vertical reinforcing supported with full grout coverage. 1 .5yds El Camino Rental 4000p5i @28 days grout manually conveyed and deposited, grout placed Jn two equal lifts and: mechanically consolidated. Cells completely filled. One set of Three (3) representative samples prepared Acknowledged By Signature Kleinfelder Representative Signature DEACON Kevin Tinsley, MSI #8026522 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 2 DFR #: Grout CMU Daily Field Report — Oct 10, 2018 . KLFProject#:20172781-.0OA .KLE/NFEL_DER . .•. . Building Permit CBC2018-0063 by Kevin Tinsley,. MSI #8026522 for The Shoppes at CarIsad Phase 1 & 2 Photo Log .. - . . . Fig. 1: Addedc Reinforcing at EOW Fig. 2: 60 Grade Reinforcing Steel _—i —'- .. J- . ,. ... . . Fig. 3: Cells fully groüted . . . . I . r VA / / .7 J / - : Acknowledged By By Signalure kleinfelder Repesentalive Signature DEACON •. ' Kevin Tinslev MSI #8026522 Representing Company Company Name Kleinfelder Reesentative Print Name Kleintelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 ' Page 2 -it 2 Compression Data Sheet DFRiReport#. Grout CMU Project#: 20172781.001 A KL EINF'EL DER Bright People. Right Sohtions. Oct 10, 2018 by Kevin Tinsley, MSI #8026522 for The Shoppes at Carlsbad Phase 1 & 2 Project: 20172781.001 A The Shoppes at Carlsbad Phase 1 & 2 DFR Report #: Grout CMU Task: Material Type: Masonry Grout Field lD:KT_20181010_1155 Sample Dim.: 3 x 3 x 6 Prism Permit #: Building Permit # CBC2018- 0063 Bldg Element: Masonry Wall Location: Planter Wall at Living Wall Supplier: El Camino Rental Yard Mix Design #: ECR-4000 Design Strength: 4000 psi @ 28 days required Contractor: DEACON \ XANNA Spec. Strength: 4000 psi @ 28 days required Sampled By: Kevin Tinsley, MSI. #8026522 Addit. Strength: psi @ days required Date Sampled: 10/10/2018 Remarks: Field Data Min Max Truck / Ticket / Load: 001 / XANNA1 01018 / 01 Time Batched: 12:30 Time Sampled: 11:55 Time Truck Done: 13:45 Time in Truck (mm): 1405 Specimens Slump (in): 8 Air Temperature (F): 77 Mix Temperature (F): 78 Air Content (%): Unit Weight (pcf): Batch Size (cy): 1.5 Water Added (gal): o 1 Ultimate Comp. Fracture J Field ID Oty BAg aek Sample Dimension Date Tested Area Load Strength (psi) Pattern KT_20181010_1155 3 28 3 x 3 x 6 I Prism L L Page 1 of 1 Daily Field Report -,Oct 31, 2018 KLF Project #: 201 72781 .001A KLEINFELDER . Building Permit #: CBC 2018-0063 Bright People. Right Solutions, by Jonathan Taylor (ICC# 8375377) for The Shoppes at Carlsbad Phase 1 CoMET NonPW.Activity Client: Rouse Properties, Inc. 75°F, Partly Cloudy Contractor: Deacon .. . . Time Start: 06:00 AM Time Stop: 08:30 AM Equipment: N/A . . Traveled 2.00 hrs, 60 ml. Types of Tests/Observations Performed: P Documents Referenced: - Geotechnical report provided by Leighton Consulting dated February 16, 2016 Observations/Remarks: . Arrived on site at the request of Earl Bell (Deacon) to evaluate -potentially unsuitable sub-grade material under proposed concrete flat-work in front of Texas De Brazil. Met with Earl Bell to discuss his concerns with an area of soft sub-grade. The area was probed in several locations which was found to be soft and easily penetrated with the probe. A Grease Interceptor was installed prior to my arrival and backfilled around using existing material. Kleinfelder was not on site for observation and Density testing of the soil used for backfill, Placement of a Base Material had begun but was stopped by Earl Bell. Material below the base material was not evaluated by Kleinfelder. I reviewed the provided plans, details & soils report with Earl. The Soils Report states that the upper 12 inches of sub-grade soils should be moisture conditioned to at least '2 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method Dl 557 prior to the concrete placement. Earl agreed that the loose material was to be removed and re-compacted. --------------------------------------- Acknowledged By Signature , Kleinfelder Representative Signature Deacon Jonathan Taylor (ICC# 8375377) Representing Company Company Name . Kleinfelder Representative Print Name Kleinfelder San Diego- Copley 5761 Copley Drive San Diego, CA 92111 Page 1 012 Daily Field Report — Oct 31, 2018 KLF Project #:20172781001A KLEINFELDER Building Permit #: CBC 2018-0063 \Bright People. Right Solutions. by Jonathan Taylor (ICC# 8375377) for The Shoppes at Carlsbad Phase 1 &2 CoMET NonPW Activity Photo Log Fig. 1: LOCATION OF SOFT SOILS Fig. 2: LOCATION OF GREASE INTERCEPTOR Acknowledged By Signature Kleinfelder Representative Signature Deacon Jonathan Taylor (ICC# 8375377) Representing Company Company Name Kleinfelder Representative Print Name Kleintelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2012 Daily Field Report - Nov 2, 2018 KLFProject#:20172781.00IA (OKLE NFELDER Bright People; Right Solutions, by Jonathan Taylor (ICC# 8375377) for The Shoppes at Carlsbad Phase 1 &2 Client: Rouse Properties, Inc. 80°F, Clear Contractor: Deacon Construction Time Start: 06:00 AM Time Stop: 09:00 AM Equipment: Bobcat E32 cr Mini-Excavator, Bobcat S510 Skid-Steer, Reciprocating Traveled 1.25 hrs. 60 mi. Wa, Water Hose Types of Tests/Observations Performed: Documents Referenced: Geotechnical Report provided by Leighton Consulting dated February 16, 2016 / Sheet 479-5A Observations/Remarks: Arrived on site at the request of Earl Bell (Deacon) to probe bottom of excavation for the proposed concrete flat work. Met with Earl at the area being re-worked. (Arrow Pipeline) began removing approx. 18" of loose material. I probed bottoms which proved to be firm. The contractor stated they may go with a flowable fill material rather than re-compact the removed material. The material around the Grease Interceptor has been removed. Please find the attached. Sheet showing the area that has or has not been re-worked yet. There were no In- Place Density tests taken on site today: . . Acknowledged By Signature . Kleinfelder Representative Signature Deacon Construction Jonathan Taylor (ICC# 8375377) Representing Company Company Name Kleinfelder Representative Print Name Kleinlelder San Diego Copley 5761 Copley Drive San Diego. CA 92111 • Page 1 of 2 • . . • . r DER Daily Field Report - Nov 2, 2018 \BrightPeopIe.RightSoIutions. by Jonathan Taylor (ICC# 8375377) for The Shoppes at Carlsbad Phase 1 &2 KLF Project #: 20172781 .001A Photo Log Fig. 1: Sheet 479-5A .. - . ;••\._ CONCRETE FLaT-WORK COMPRISE!) OFA 9SECTION . - 40F0R.AYEI.RASE 4 5OFCONC'RFFE tt SPoo2BoI 2eCMIO.dngIIn1) Acknowledged By Signature Kleinfelder Representative Signature Deacon Construction Jonathan Taylor (IC-C# 8375377) Representing Company Company Name Kleinfelder Representative Print Name Kleinle?der San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2012 Daily Field Report'- Nov 5, 2018 r<LF Pro; pct# 20172781.001 A ("KL'E NFEL DER I Bright People.Right Solutions. by Jonathan Taylor (ICC48375377) for The Shoppes at Carlsbad Phase 1 Client: Rouse Properties, Inc. . . 70°F, Cloudy Contractor: Deacon Time Start: 06:00 AM Time Stop: 08:15 AM Bobcat E32 Mini-Excavator, Bobcat S51 0 Skid-Steer, Reciprocating Eqinpment: Wacker, Water Hose . Traveled 1.25 hrs, 60 mi. Types of Tests/Observations Performed r TT Documents Referenced: Geotechnical Report provided by Leighton Consulting dated February 16, 2016 / Sheet 479-5A Observations/Remarks: Arrived on site at the request of Earl Bell(Deacon) to probe sub-grade under the proposed concrete flat- work. (Arrow Pipeline) continued compaction of sub grade material in front of Texas De Brazil Material was removed with a mini-excavator and re-compacted with a reciprocating wacker. Organic/deleterious, old construction debris and large cobble was removed from the sub-grade. I probed the compacted areas with a steel 'T' handle probe which proved to be firm. Please find the attached sheet for the locations of areas that needs to be compacted and the areas that probed firm. Acknowledged By Signature Kieinfelder Representative Signature Deacon Jonathan Taylor (ICC# 8375377) Representing Company Con, pany Name Kieinfelder Representative P in! Nme Kieinf eider San Diego . Copley 5761 Copley Drive San Diego, CA 92111 Page 1 012 DER Daily Field Report - Nov 5, 2018 KLF Project #:20172781.001A KLE/NFEL Bright People. Right Solutions. by Jonathan Taylor (ICC# 8375377) for The Shoppes at Carlsbad Phase 1 &2 Photo Log Fig. 1: Sheet 479-5A rL 2 Jl j -t -------------- 1 $IVIOI'EREMOSRDMi000- - 0 tlt(, 1? 50 Pa• ~ ---- I \ W. -in,np. p to mm an,. Sloe 200126 CIvO Ci6Ol,loI I) Acknowledged By Signature Kleinfelder Representative Signature Deacon Jonathan Taylor (ICC# 8375377) Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego CA 92111 Page 2 of 2 DFR #; Texas De Brazii Daily Field Report - Nov 7, 2018 KLFProU#:2Oi72781.001A KLE/NFEL DER \ 8rhopIc. Right So?utiórn by Will Woitman ICC SOILS SPECIAL INSPECTOR #8897104 for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 67°F, Cloudy Contractor: DEACON Time Start: 07:00 AM Time Stop: 10:00 AM MINI EXCAVATOR SKIDSTEER LOADER RECIPROCATING Equipment: WACKER. Traveled 1.5 hrs, 60 mi. Types of Tests/ Observations Performed: ° r' ....V01- Documents Referenced: PROJECT CONSTRUCTION DRAWINGS, RECENT PROJECT DAILY FIELD REPORTS. Observations/Remarks: ARRIVED ON SITE PER SCHEDULE OF TRAVIS-WITH DEACON. OBSERVED / TESTED RECENT TRENCH BACKFILL THAT HAD BEEN COMPLETED@ SECTIONS OF NEW STORM DRAIN TRENCH, LOCATED NORTH OF THE BUILDING ENTRANCE. (SEE ATTACHED DRAWING) THE PREVIOUSLY COMPLETED TRENCH BACKFILL @ ABOVE REFERENCED AREAS WAS EVALUATED WITH A1/2" DIA. STEEL HAND PROBE, AND NOTED AS FIRM, DENSE, AND NON YIELDING. °IN PLACE NUCLEAR DENSITY TESTS INDICATED 90% OR GREATER. RELATIVE COMPACTION @ AREA OF TESTS. ALSO OBSERVED (4) LIGHT POLE FOUNDATION EXCAVATIONS, AND ), BOLLARD FOUNDATION EXCAVATIONS. (SEE ATTACHED DRAWING). THE FOUNDATION EXCAVATIONS WERE FIELD MEASURED AND NOTED AS PER CONSTRUCTION DRAWING AND REFERENCED DETAIL DIMENSION REQUIREMENTS. THEBOTTOM OF ABOVE REFERENCED EXCAVATIONS WERE EVALUATED WITH A METAL PROBE, AND NOTED AS FIRM, DENSE, AND NON YIELDING. NO EXEP11ONS WERE NOTED, NOT NEEDED ON SITE UNTILL FURTHER NOTICE. Acknowledged By Signature Kleirifelder Representative Signature DEACON . Will Woitman ICC SOILS SPECIAL INSPECTOR #8897104 Representing Company Company Name Kleinfelder Representative Print Name Kleinielder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 4 • - DFR Texas Do Brazi' C~17 Paily Field Report -_Nov 7, 2018 KLF ProJect 20172781:.001 A* EiNFELDER - erghi People Right Solutions. by Will Woltman ICC SOILS SPECIAL INSPECTOR 48897104 for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: IN PLACE DENSITY TESTS @ RECENT STORM DRAIN BACKFILL. NORTH OF BUILDING ENTRANCE. — - . T / - Acknowledged By Signature Kleinfelder Representative Signature DEACON Will Woltman ICC SOILS SPECIAL INSPECTOR #8897104.- Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 2014 DER Daily Field Report - Nov 7, 2018 I KLE/NFEL Briht People. Right So)utjo.. by Will Woltman [CC SOILS SPECIAL INSPECTOR #8897104 for The Shoppes at Carlsbad Phase 1 & 2 DFR #: Texas Dc Brazii KLF Project #: 20172781,001 A Plans and Markups Fig. A: LIGHT POLE AND BOLLARD FOUNDATION EXCAVATIONS OBSERVED TODAY. I - -- .._ • / LIGHT POLE AND BOLLARD FOUNDATION EXCAVATIONS OBSERVED TODAY. '4 . .-.. I . , ... LI3HT POLE FOUNbAT1QNEXAVATIONS I • - > . \ . I .. __('s.J I • 1 EXCAVATIONS \: i• I ' 00 . . , ,.•j I 1 14 . ''€- \ I . t . , . li lt. ------ --------------------------------------------------------------------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature DEACON Will Woltman ICC SOILS SPECIAL INSPECTOR #8897104 - - - Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 4 DFR Texas De Biqzii Daily Field Report - Nov 7, 2018 KLE/NFELDER ' 8rghrPeople Right Sohmon. by Will Woitman ICC SOILS SPECIAL INSPECTOR #8897104 for The Shoppes at Carlsbad Phase 1 & 2 'Plans and Markups ,• :•' ' " Fig. B: IN PLACE DENSITY TESTS @ RECENT STORM DRAIN BACKFiLL. --------------------------------------------- 0215 H / CO4Er , 8 co WW-2 / 225Q '• I 23FSG - 161 1 F PROP,8 ' P U /7Pic / 230 22 go — -J, P co 7. 21 P* PVC _ 23 & FSG 35,1 40t/ 02Z / 8 P co 24.2 J V !—' VA H 'Acknowledged By Signature , -' • ' Kleinfelder Representative Signature DEACON , , • Will Woltman ICCISOILS SPECIAL INSPECTOR #8897104 Representing Company Company Name , " ' Kleinfelder Representative Print Name , Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 ' ' Page 4 o14 , Soil Density Tests - Nov 7, 2018 DFR Texas De i KLF Pi 20172781.001 A' .KLE/NPEL'DER by Will Woitman ICC SOILS SPECIAL INSPECTOR #8897104 for The Shoppes at Carlsbad Phase 1 & 2 Soil Density Test Data Sheet -. General Location: STORM DRAIN TRENCH BACKFILL © ENTRANCE TO BUILDING. Test Type: Nuclear Gauge . . Gauge Serial No.: 20283 Gauge Make/Model: Troxier / 3440 Date of Std./Adj.: 11/7/18 ' . Date of Calibration: 12/19/2017 Density Std. Count: 1689' . . Moisture Sid. Count: 772 Denotes a test outside of specifications - I Test Info Proctor Data Specs Results T, ,,t C EL Opt Specified Specified C pLilt Ld Dr/Unit Rel, VC, Depth Pio t r CL oP ol C,JfTlp, V IeI Water - L , 17-SAN- l2in Oft ' 00348 117.opct 8.5% 90% 8.5% 8.5% ,*7•3% 109pcf 93.2% 20181107- REV.0. WW1 Location: STORM DRAIN TRENCH BACKFILL © BUILDING ENTRANCE; N/A Visual Description! Remarks: BROWNISH YELLOW SILTY SAND N/A ' 17-SAN- l2in Oft 00348 ' 117.Opcf 8.5% 90% 8.5% 8.5% *6.4% 111.1pcf 95% 20181107- REV.0 WW-2 Location: STORM DRAIN TRENCH BACKFILL @ BUILDING ENTRANCE; N/A Visual Description! Remarks: BROWNISH YELLOW SILTY SAND N/A Page S.1 of S.1 . ' . Daily Field Report -Nov 8, 2018 KLFProject#:2017278t0O1A KLE/NFELDER Building Permit.#: CBC2018-0063 Bright People. Right Sok,tions. by James Reeves ICC#8715595 / SD#131 5 for The Shoppes at Carlsbad Phase l&2 Client: Rouse Properties, Inc. 72°F, Clear Contractor: DEACON / ARROW PIPELINE Time Start: 06:00 AM Time Stop: 10:00AM Equipment: Standard Hole Cleaning Equipment, Dispenser with Stactic Mixing Traveled 2 hrs, 60 mi. Tube Types of Tests/Observations Performed: Documents Referenced: - Structural Plans: General Notes & Details Observations/Remarks: . On site for periodic inspection of adhesive set post installed anchors, consisting of 1/2" rebar placed @ 18"OC inside saw cut concrete removal for replacement of existing SOG. Trench's previously excavated and backfill for water, sewer, gas and electrical lines, located north of front entrance at outside patio area. Priàr to epoxy adhesive insertion for pcist installed anchoring system. Verified diameter, depth and cleanliness of all hole bores. Standard hole cleaning equipment used in accordance with ESR-2508. 5/8" hole drilled to a depth of 4". Verified adhesive expiration date (month/year) printed on the manifold of each unopened foil pack. 1/2" rebar set into concrete utilizing epoxy adhesive Simpson Set-XP. Contractor inserted epoxy adhesive using Simpson EDT22S manual dispenser with static mixing tube, completely filling annulus of each hole bored. No exceptions noted. Acknowledged By Signature - Kleinfelder Representative Signature DEACON / ARROW PIPELINE James Reeves ICC#8715595 / SD#1315 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego. CA 92111 Page 1 at 2 Daily Field Report - Nov 8, 2018 r(LF P oject# 20172781,001 A KL EINFEL DER Bright People. Right Solutions, by James Reeves ICC#8715595 / SD#1315 for The Shoppes at Carlsbad Building Permit #: CBC2O 18-0063 Phase 1 & 2 Photo Log Fig. 1: Verified Size & Grade Reinforcing Steel Fig. 2: Hole Completely Filled with Epoxy TTT i, 4~ ALI - , T, q I - -. . ..,,' ..; •:i I, I I 4 1 Fig. 3: Post Installed Rehar - - ----_4,—_.- —._T-- - -' •'.. . a •• -. 62 .... - .. .I I - Fig. 4: Simpson Set-XP Epoxy ------ ----------------------------------------------- ---------------------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature DEACON / ARROW PIPELINE James Reeves ICC#871 5595 / SD#1315 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 2 Daily Field Report - Nov 13, 2018 20172-781 ,00 1 KLE/NFELDER Building Permit #: 08C2018-0063 Bright People. Right Solutions. by Kevin Tinsley, ICC MSI#8O26522forThe Shoppes at Carlsbad Phase.1 Ctient: Rouse Properties, Inc. 78°F, Clear Contractor: DEACON Time Start: 07:00 AM Time Stop: 11:00 AM Equipment: Folding Ruler Traveled 2 hrs, 60 mi. Types of Tests/Observations Performed: Documents Referenced: General Notes, Civil Drawings Observations/Remarks: Periodic Inspection of SOG Reinforcing Steel Placement at Exterior Architectural Pathway. Typical Slab Reinforcing placed in substantial conformance with approved drawings. Verified use of ASTM A61 5/706, 60 Grade bar securely Tied, Bar supports (on site) omitted to facilitate concrete placement will be placed as pour progresses. Thickened Slab Edge provided per plan. Eight (8) Light Standard Piers in place, with multiple trades adding-to Pier Reinforcing Inspection not possible at this time. Overall area complies with approved drawings. Acknowledged 8y Signature Kleinfelder Representative Signature DEACON Kevin Tinsley, ICC MSI #8026522 Representing Company Company Name Kleinfelder Representative Print Name Kleinf elder San Diego - Copley 5761 Copley Drive San Diego CA 92111 Page 1 of 2 Fig. 3: Reinforcing Spacing to take precidence 4 Fig. 4: Overall Conformance DFR#:SOG1 Daily Field Report - Nov 139 2018 KLF Project KLE/NFELDER Building Permit #: CBC20I8-0063 Bright People. Right Solutions. by Kevin Tinsley, ICC MSI #8026522 for The Shoppes at Carlsbad Phase 1 Photo Log Fig. 1: A615/706 60 Grade Bar Fig. 2: Thickened Slab Edge FK Ss \ 1 ' - - - ;- Acknowledged By Signature Kleinfelder Representative Signature DEACON Kevin Tinsley, ICC MSI48026522 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 201 2 Daily Field Report - NOV 13, 2018 KLF Project 20172.781,001 A rKLE/NFELDER Budina Permit #: CBC018-0063 8ri9ht People. Right Solutions. by Kevin Tinsley, MSI #8026522 for The Shoppes at Carlsbad Phase 1 & 2 \ Client: Rouse Properties, Inc. 78°F, Clear Contractor: DEACON / Arrow Pipeline . Time Start: 09:00 AM Time Stop: 11:00 AM. Equipment: Folding Ruler Traveled 2 hrs, 60 mi. Types of Tests/Observations Performed: . . IMIF11,1411 ~W, Documents Referenced: . Architectural Civil Drawings, General Notes . Observations/Remarks: Final Periodic Inspection of Reinforcing Steel placement at Utility Trench SOG lnfill panels, located NORTH of Entrance at Patio area. Installation of adhesive set Slab Dowels observed / reported by. J. Reeves on Nov. 8,2018 with no exceptions noted. 2 Continuous 1/2" Reinforcing Steel Bars placed and securely tied to Slab Dowels @8" OC. Verified, lap splice length of >24". Concrete Sawing Paste along edge of existing SOG, Loose soil and debris shall be removed prior to concrete placement. Overall cleanliness shall be verified prior to concrete placement. Acknowledged By Signature . Kleintelder Representative Signature DEACON / Arrow Pipeline Kevin Tinsley, MSI #8026522 Representing Company Company Name . kleinfelder Representative Print Name Kleinf elder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 2 DFk 01 (\ Daily Field Report - Nov 13, 2018 #: 2017278 1 i 001A KLE/NFELDER Building Permit #: CBC2018-0063 Bright People. Right Solutions. by Kevin Tinsley, MSI#8026522 for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: Trench #1(N) - Fig. 2: Trench #2 (S) r 4 / - - - * Acknowledged By Signature , Kleinfelder Representative Signature DEACON / Arrow Pipeline , - Kevin Tinsley, MSI #8026522 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego :copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 2 DFR #: TEXAS DE BRAZIL Daily Field Report - Nov 15, 2018 KLjt 1A KLEINFEL DER dopleRghtSfvEions.. by Will Woltman ICC SOILS SPECIAL INSPECTOR #8897104 for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 72°F, Clear Contractor: DEACON CONSTRUCTION,LLC. Time Start: 02:00 PM Time Stop: 03:00 PM Equipment: N/A S Traveled 1.5 hrs, 60 mi. Types of Tests/Observations Performed: . . 0. I T T Documents Referenced: PROJECT CONSTRUCTION DRAWINGS Observations/Remarks: ARIVED ON SITE PER SCHEDULE OF DEACON CONSTRUCTION. OBSERVED / TESTED PREVIOUSLY PREPARED FINISH SUBGRADE (FSG), OF PROPOSED HARDSCAPE @ ENTRANCE TO TEXAS DE BRAZIL. (SEE PHOTO). FSG WAS EVALUATED WITH A 1/2" DIA. STEEL HAND PROBE, AND NOTED AS FIRM, DENSE, AND STABLE. IN PLACE NUCLEAR DENSITY TESTS INDICATED 90% OR GREATER, RELATIVE COMPACTION @ AREA OF TESTS. I SPOKE WITH EARL BELL (DEACON), AND SUGGESTED MAINTAINING THE MOISTURE OF THE FINISH SUBGRADE UNTILL THE HARDSCAPE IS PLACED, TO AVOID THE POSSIBILITY OF SURFACE SOILS BEING DISTURBED AND NEEDING TO BE RE-WORKED. COMPLETED FIELD REPORT AND EMAILS @ OFFICE. +1 .OHR. Acknowledged By Signature - . Kleinfelder Representative Signature DEACON CONSTRUCTION,LLC. Will Woitman ICC SOILS SPECIAL INSPECTOR #8897104 - Representing Company Company Name Kleinfelder Representative Print Name kfeinfelder San Diego- Copley 5761 Copte Drive San Diego, CA 92111 Page 1 of 2 Soil Density Tests - Nov 15, 2018 KLFPwj:ct#:2O17278.001A " KLEtNFELDER . by Will Wdltman ICC SOILS SPECIAL INSPECTOR #8897104 for The Shoppes at Carlsbad Phase 1 & 2 Soil Density Test Data Sheet General Location: PROPOSED HARDSCAPE @ ENTRANCE TOTEXAS DE BRAZIL. Test Type: Nuclear Gauge Gauge Serial No.: 20283 Gauge fake!Model: Troxier / 3440 Date of Std./Adj.: 11/15/18 Dale of Calibration: 12/19/2017 Density Std. Count: 1695 . Moisture Std. Count: 778 Denotes a test outside of specifications Test Info Proctor Data Specs Results E1,, DPjjt[i Proctor 4 LhM 17-SAN- Off t ~]' ~, ~_ ~, l2in 00348 117.opcf 8.5% 90% 8.5% 8.5% *7% 111.6pcf 95.4% 1 20181115-REV. 0 - Location: FINISH SUBGRADE 2 PROPOSED HARDSCAPE OF ENTRANCE TO TEXAS DE BRAZIL; N/A Visual Description! Remarks: YELLOWISH BROWN SILTY SAND N/A 17-SAN- - -- 12in Oft 00348 117.Opcf 8.5% 90% 8.501/0 8.5% *46% 108.5pcf 92.7% 20181115- REV.O WW2 Location: FINISH SUBGRADE @ PROPOSED HARDSCAPE OF TEXAS DE BRAZIL ENTRANCE; N/A Visual Description! Remarks: YELLOWISH BROWN SILTY SAND N/A Page s-i ol S-i ('\ Daily Field Report - Nov 16, 2018 KLF Pro jecl#:201810 KLE/NPELDER 8ui1d1naPerrnit#: CBC2UIS-0063 Bright People. Right Solutions. by James Reeves ICC#8715595 / SD#1315 for The Shoppes at Carlsbad Phase l&2 Client: Rouse Properties, Inc. 72°F, Clear Contractor: DEACON Time Start: 09:00 AM Time Stop: 03:00 PM Traveled 2 hrs, 80 mi. Types of Tests/Observations Performed: 1 '47— Documents Referenced: PROJECT CONSTRUCTION DRAWINGS /RFI-1O1/RFI-089 Observations/Remarks: On site for periodic inspection of reinforcing steel placement at Architectural Pathway. See Figure A, referencing location as shown on A2.00 for lower level foundation plan east. Typical Slab Reinforcing placed in substantial conformance with approved drawings. Light Pole/Bollard standards in place per RFI-089. Verified depth per details attached to RFI with correct amount and size of rebar. Verified use of ASTM A615,.60 grade reinforcing steel placed in substantial conformance.with approved drawings. Verified size, spacing and lab splicing of rebar securely tied and supported with 3" clear cover, for concrete cast and permanently exposed to earth. Rebar free of loose rust, mud, oil, and dirt. Observed work with no exception noted. Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves 1CC#8715595/SD#1315 Representing Corripàny Company Name Kleinfelder Representative Print Name Kleinfelder San Diego- Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 3 Daily Field Report - Nov 16, 2018 KLF Project # KLEINFELDER Building Pern-it#: 06C2018-0063 Bright People. Right Solutions, by James Reeves ICC#8715595 / SD#1315 to The Shoppes at Carlsbad Phase l&2. Photo Log - Fig. 1: Light Pole Standard Fig. 2: Light Bollard Standard Acknowledged By Signature Kleintelder, Represoitative Signature DEACON James Reeves ICC#8715595/SD#1315 Representing Company Company Name Kleintelder Repreentative Print Name Kleinlelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 ' Page 2 of 3 DFR#;020 Daily Field Report - Nov 16, 2018 KLFProject#:20172781.001A KLE/NF'ELDER Building ?ermit#: CBC20I8-0063 Bright People. Right Solution by James Reeves ICC#8715595 I SD#131 5 for The Shoppes at Carlsbad Phase l&2 Plans and Markups Fig. A: Overall View showing location of rebar inspected for sog, light pole/bollards 1, 4•' 7TT - \: (/A1 tvz '- -. '& Y\ -- •- .::: c LS — Lii1 4 w0• e - 0 - 0 G 4111 0 • A A2,OC ARM ------ ------------------------------------------------ 8A~-t -------------------------------------- Acknowledged By Signature Kleinfelder Representative Signature DEACON James Reeves ICC#8715595 / SD#1 315 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego. Copley 5761 Copley Drive San Diego, CA 92111 Page 3013 Daily Field Report - Nov 195 2018 KLEINFELDER Building Permit CBC20I8-0063 8rih( Peoie.Righ Sohtiom. by James Reeves ICC#8715595 I SD#1315 for The Shoppes at Carlsbad S Phase l&2 Client: Rouse Properties, Inc. Contractor: DEACON / DAVE PYCZ CONSTRUCTION Equipment: Slump Gear, Thermometer, Robertson's Revolving Drum Truck Mixer & Pump Truck with 3" hose line Types of Tests/Observations Performed; Documents Referenced; S PROJECT CONSTRUCTION DRAWINGS I RFI-1 01 I RFI-089 Observations/Remarks: On site for final periodic inspection of reinforcing steel placement, continuous observation of concrete. placement and preparation of compressive strength cylinder samples. See Figure A, referencing location as shown on A2.00 at lower level foundation plan east for concrete placedat Architectural Pathway Slab on Grade & Footings for Light Pole/Bollard Standards. Prior to concrete placement, verified ASTM A61 5, 60 grade reinforcing steel bar placed in substantial conformance with approved drawings. Typical Slab Reinforcing& Light Pole/Bollard standards in place per details attached to RFI-089. Verified depth of footings, along with correct amount and size of rebar. Verified size, spacing, and lap splicing of reinforcing bar with 3" clearance from clean tight earthen forms. Areas found to be clean and free of debris. . -. Concrete arrived at 0720. Verified age, temperature and visual slump upon delivery. After an additional 5 gallons of water was added to load #1, placement began at 0725. Compressive strength cylinder samples taken from load #1, truck #2011, ticket #4030564. Placement progressed uninterrupted and completed at 0925. Total of 1 5yds Robertson's Ready Mix #5D560T31 placed directly from truck chute into pump with 3" hose line and mechanically consolidated. One set of (5)-4"x8" compressive strength samples cast at 0733. Slump Measured = 4.5", Ternperature Measured = 68 Degrees Fahrenheit. Requested sample ages for compressive strength evaluation to include as follows: (1 )@7days, (3)@28days, and (1 )Hold. Acknowledged By Signature . Kleinfelder Representative Signature . S DEACON I DAVE PYCZ CONSTRUCTION . James Reeves ICC#8715595 / SD#1315 Representing Company Compa'iy Name Kleinfelder Representative Print Name Kleinfelder San Diego Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 3 Daily Field Report - Nov 19,,20M KLFPrOJPCI# 201/278 Q.KLH1N.F1-EL'DER ,Building Permit #: CBC2018-0063 by James Reeves lCC8715595/SD#1315 for The Shoppes at Carlsbad Phase 1 &2 ••. - Photo Log Fig; 1: Concrete delivered directly from truck chute into pump Fig. 2 Concrete pumped through 3" hose line truck ________ • - • -- : -:46 q 7- Tj Lr---7{ L / / • -- • oZ - r - -. - 7 Fig. 3: Temperature Monitored - Fig. 4: Concrete placed at Light Pole/Bollard Standards ---i'' /r • •• ---- •- r 1 •-r - 1 / \/, 1 .r•:- - I If --- I : ___ •• ::-1-- !' — - Acknowledged By Signature - • - • • • - Kleinfelder• Representative Signature • - • • - DEACON / DAVE PYCZ CONSTRUCTION • - • - - James Reeves- ICC#8715595 I SD#1315 - •. - Representin6 Company Company Nane - • • Kleinfelder Representative Print Name Kleinf elder San Diego - Copley 5761 Copley Drive San Oiegd, CA 92111 - Page 2013 - • - - • • - • - DFR 021 Daily Field Report - Nov 19, 2018 KLFProFct# 2012781001A CKLEtNPEL.L.ER Building Permit #: C8C2018-0063 Br ght People Right Solut,on by James Reeves lCC8715595 I SD41315 for The Shoppes at Carlsbad Phase l&2 Plans and Markups Fig. A: Overall View of Before & After Concrete Placement - I / 7, 77 Al" , .1 •, :0 L:T ; I I I I .,3 JT 7 rim , I / 4 - AOC Acknowledged By Signature - Kleinfelder Represeitative Signature DEACON / DAVE PYCZ CONSTRUCTION James Reeves ICC#871 5595 / SD#1315 -: Representing Company Company Name Kleinfelder Representative Print Name - ,4,46 Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 - - Page 3 of 3 Daily Field Report - Nov 20, 2018 KLFProject#:20172781.00IA ('~KLEINFtLE)ER 8right People. Right Solutions. by Neil Carey for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 65°F, Clear Contractor: Time Start: 03:00 PM Time Stop: 05:00 PM Equipment: Sample pick up Traveled hrs, 56 mi. Types of Tests/Observations Performed: 7W V Documents Referenced: . Plans and specs Observatidns/Remarks: Arrive on site at Texas de Brazil to pickup and transport one set of five. 4"x8" concrete cylinders cast on 11-19- 18. Returned to Kleinfelder lab. .. , Acknowledged By Signature . Kleinfelder Representative Signature Neil Carey ----------------------------------------------------------------------------------------------- Representing Company Company Name - Kleinfelder Representative Print Name -- Klein/elder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 1 Daily Field Report - Nov-28,'2018- KLFProject#:20172781.001A ("KLE/NFELDER Building Permit #: CBC20I8-0063 \ Bright People. Right Solutions. by James Reeves ICC#8715595 I SD#1315 for The Shoppes at Carlsbad Phase l&2 Cent: Rouse Properties, Inc. 64°F, Cloudy Contractor: DEACON / DAVE PYCZ CONSTRUCTION Time Start: 02:00 PM Time Stop: 04:00 PM Equipment: Toyota 4-Runner Traveled •2 hrs, 70 mi. Types of Tests/Observations Performed: Documents Referenced: Observations/Remarks: Arrived on site as requested for sample pick up. Loaded two five gallon buckets of hardened concrete into my SUV and transported to Copley Lab for storage. Contractor filled buckets from previous pour on 11/21/2018. H Acknowledged By Signature Kleintelder Representative Signature DEACON DAVE PYCZ CONSTRUCTION James Reeves ICC#8715595/SD#1315 Representing Company Company Name Kleinf elder Representative Print Name 77.1 kleinf elder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 1 DER Daily Field Report - Dec 17, 2018 KLF Pro ject#:20172781.00IA KL E/NFEL \ , Bright People. Right Solutions, by Neil Carey for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 57°F, Cloudy Contractor: Azure Time Start: 07:00 AM Time Stop: 09:00 AM Equipment: Footing inspection , Traveled lirs, 58 mi. Types of Tests/Observations Performed: - Documents Referenced: Plans and specs Observations/Remarks: Arrived onsite to conduct footing inspection for the patio area located in front of the restaurant. Footings were build per plans. Bottom of footing probed firm and unyielding. Contractor as place viscoline barrier and approx 2-inches of sand at the patio slab. Reinforced steel is currently being placed. Concrete is scheduled to be poured this Wednesday. 0 0 0 o 0 0 0 -------------- 0 0 Kleinfelder Representative Signature 0 0 Neil Carey 0 0 0 0 Kleinfelder Representative Print Name 63 E 0 Kleinlelder San Diego. Copley 5761 Copley Drive San Diego, CA 921110 Page 1 of 2 Daily Field Report - Dec 17, 2018 Project,',': 20172-181,00iA KLE/NFELDER Bight People. Right Solutions, by Neil Carey for The Shoppes at Carlsbad Phase 1 & 2 Photo Log Fig. 1: Patio area located infrorit of resturant Lj. --: ',: KL EINFEL. DER 8,1gM People. Right 5oIotio,n DSA File No. -1 Project Name 9fW ciJ • ---X, 441 Project No. Bldg. Permit No. 1? Project Address Client / Contractor______________________________ Equipment Observed \~'ç Weather DSA Appi. No. - DSA/LEA No. ' Date DFR/Report No.______________ Time Arrived d3ot' Time Departed Izzo _____________ Travel Time Mileage 77 Reviewed By. Date Reviewed Types of Tests/Observations LII AC Pavements Fabrication Plant .96 asonry Sample Pickup Other Anchor Bolts Fireproofing Metal Decking Soil I Aggregates Batch Plant Foundations Pre-Post Tension X-lifing eel Erection Concrete HS Bolting ReinforcIng Steel Documents Referenced: 4' Y j 11 Work Inspected: P'"- '2 The work U was U was not inspected in accordance with the requirements of the DSA approved documents. The work inspected 0 met El did not meet the requirements of the DSA approved documents. Material sampling El was El was not Eli N/A performed in accordance with D)(approve ,,Øocuments. Acknowledged by_ flICUhhICUtACJ ncpioac InitlYc Representing Paged of Klelnfelder Representative Print Name / DER Daily Field Report - Oct 10, 2018 ,,' KLEINFEL Bright People. Right Solutions. by Kevin Tinsley, MSI #8026522 for The Shoppes at Carlsbad Phase 1 & 2 DFR #: Grout CMU KLF Project#: 20172781.001A Building Permit #: CBC2018-0063 Client: Rouse Properties, Inc. Contractor: DEACON Equipment: Ready Mix Trailer, Sampling Gear Types of Tests/Observations Performed: Nllasonry: Documents Referenced: S1 .0C, S3.30 77°F, Clear Time Start: 10:00 AM Time Stop: 03:00 PM Traveled 2 hrs, 70 mi. Observations/Remarks: Final Periodic Inspection of CMU at Living Wall ruining diagonally from 1 TO 2 Line across from N TO L.9. Continuous Observation of GroUt placement at same. CMU remains in overall compliance with approved drawings after extended break in construction. Debris vacuumed out of cells, vertical reinforcing supported with full grout coverage. 1 .5yds El Camino Rental 4000psi @ 28 days grout manually conveyed and deposited, grout placed in two equal lifts and mechanically consolidated. Cells completely filled. One set of Three (3) representative samples prepared M/ Acknowledged By Signature Kleinfelder Representative Signature DEACON Kevin Tinsley, MSI #8026522 Representing Company Company Name Kleinfelder Representative Print Name Klelnf elder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of 2 KLEINPELDER Bright People. Right Solutions DFR It, Grout CMU Daily Field Report - Oct 10, 2018 KLF Pro ect It: 20172781.001A by Kevin Tinsley, MSI #8026522 for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC2018-0063 Photo Log Fig. 1: Addedc Reinforcing at EOW Fig. 3: Cells fully grouted Fig. 2: 60 Grade Reinforcing Steel WA/ Acknowledged By Signature Kleinf elder Representative Signa fire DEACON Kevin Tinsley, MSI #8026522 Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego -Copley 5761 Copley Drive San Diego, CA 921-1 Page 2 of 2 Daily Field Report - Aug 27, 2018 KLF Project #:2O11 KLEINFELDER Building Permit #: CBC2018-0063 Bright People. Right Solutions, by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. 76°F, Clear Contractor: Deacon Time Start: 11:00 AM Time Stop: 04:00 PM Traveled 2 hrs, 70 mi. Types of Tests/Observations Performed: Documents Referenced: - Structural Plans: General Notes & Details - Bullentin 5, Revision Date: 07/19/2018 ; RFI 058 Observations/Remarks: On site for periodic inspection of reinforcing steel bar placement at cmu footing & cast in'place concrete wall footings. See MarkUp Fig.-A for location and reference S1 .0C lower foundation plan east, for details. Verified use of ASTM A615, 60 grade reinforcing steel placed in substantial conformance with approved drawings as shown on S2.01, for typical foundation details. Verified size, spacing and lab splicing of rebar securely tied and supported with 3" clear cover from earth. Rebar free of loose rust, mud, oil, and dirt. All observed work appears to be of good quality with no exceptions noted. 11 Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 , Page 1 of 3 DFR #: 007 Daily Field Report - Aug 27, 2018 KLF Project # 20172781.001 A KLEINF'ELOER Bright People. Right Solutions by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 Building Permit #: CBC2O1 8-0063 Photo Log Fig. 1: 18"O.C. spacing of vertical bars for cast in place concrete wall Fig. 2: 12"O.C. spacing of footing bars for cast in place concrete wall footing Fig. 3: Size & Grade of vertical reinforcing bars at cast in place Fig. 4: Overall view concrete wall C14 Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 3 KL DER Daily Field Report - Aug 27, 2018 EINFEL Bright People. Right Solutions. by James Reeves for The Shoppes at Carlsbad Phase 1 & 2 DFR #: 007 KLF Project #: 20172781.001A Building Permit 41: CBC2018-0063 Plans and Markups Fig. A: General location of work as shown on Si .00 at lower foundation plan east III 94 Acknowledged By Signature Kleinfelder Representative Signature Deacon James Reeves Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder San Diego - Copley 5761 Copley Drive San Diego, CA 92111 Page 3 of 3 ]DEACON] REQUEST FOR INFORMATION RFI No: 083 Sub RFI No: From: Travis Rief Deacon Construction, LLC 17880 Fitch Irvine, CA 92614 TO: Steven Ruiz LOA Design Group Project: Date: Subject: Sheet/Detail/Spec Setion: 54019A The Shoppes at Carlsbad PhE 9/27/2018 Mechanical Shaft A2.1 C Subcontractor RFI Ref #: DESCRIPTION OF REQUEST: Due to the location of the mechanical shaft wall, duct is poking through the fire rated wall and up through the roof to the units. See attached picture. To fix this, we propose building a soffit to enclose the duct. Please see attached detail and confirm this is a viable solution. PROPOSED SOLUTION: REQUEST DATE OF RESPONSE: 9/28/2018 Cost Impact: TBD PRIORITY: Normal Schedule Impact: TBD RESPONSE: RESPONSE Date: Provide, at no cost to the owner, soffit full length of duct curb as tight as possible to duct to preserve rating. Sean H - LDA 10.01.18 cf:Zoo oo eII:: 0 0 0 0 SECTION DETAIL cc < 12 CD O: RP160609 UPPER LEVEL FLOOR PLAN EAST A2.1C UPPER LEVEL FLOOR PLAN - EAST () C rRSUM LINER. tfl1tJE1t CTU iT &, 1 c___ EsGil A SAFEbuiLtCompany DATE: 3/5/2018 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0063 SET: II PROJECT ADDRESS: 2525 El Camino Real #101 DJPPLICANT JURIS. PROJECT NAME: The Shoppes at Carlsbad Space 101 Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantihIl comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's 4 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 encloe'ccheck list and should be corrected and resubmitted for a complete recheck F-1 The check list transmitted herewith is for your information The plans are being h EsGil until corrected plans are submitted for recheck LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to- tIeapplicant contact person The applicant's copy of the check list has been sent to: EGil staff did not advise the applicant that the plan check has been completed EsGil staff did advise the applicant that the plan check has been completed. ( Person contacted: Telephone #: Date contacted: /"(by(Q ) Email: Mail Telephone Fax In Person LII] REMARKS: By: Jason Pasiut Enclosures: EsGil 2/26/2018 2 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858y616,i 576 f) 'I EsGil A SAFEbuitt'Company DATE: 2/12/2018 LJAPPLICANT ,A JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0063 SET: I PROJECT ADDRESS: 2525 El Camino Real #101 PROJECT NAME: The Shoppes at Carlsbad Space 101 Tenant Improvement 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 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: Sean Harris EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Sean Harris Telephone #: 818-972-5080 te contacted:1JJ (byty2') Email: seanhldadesigngroup.com ''Mail Fax In Person REMAR'&' By: Jason Pasiut Enclosures: EsGil 5/5/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1,468 • Fax(858)560-1576 Carlsbad CBC20 18-0063 2112/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2018-0063 JURISDICTION: Carlsbad OCCUPANCY: M USE: Retail Sales TYPE OF CONSTRUCTION: 111-A ACTUAL AREA: 5,700sf. interior ALLOWABLE FLOOR AREA: within STORIES: 2 HEIGHT: unchanged SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 2/2/2018 DATE INITIAL PLAN REVIEW COMPLETED: 2/12/2018 OCCUPANT LOAD: 95 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/5/2018 PLAN REVIEWER: Jason Pasiut FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. 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. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each, correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC2018-0063 2/12/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. . PLANS Please update the following sheets / notes: Sheet AO.1 note 8 to state 34" to 44". Sheet Al. lc#18 is not shown. Sheet A2.1 c # 24 is not shown. Sheet A3.1 detail 1 shows a call-out for detail 21 on sheet A3.2. This detail does not exist on sheet A3.2. Sheet A6.2. Please clarify details by providing fasteners proposed. Stating "per manufacturer" is not sufficient. Please clarify what fasteners are proposed at the connections shown on details 11 and 12 on sheet A3.2. . STRUCTURAL 2. Plan sheet SI.2c between lines (2-3) and (J-K) does not match what is proposed on sheet 132-6 of the structural calculations. Please clarify. . MECHANICAL 3. Please show the smoke detectors within the new supply plenums. . DOOR SCHEDULE 4. Please show or note on the door schedule that the existing 1 hour corridor doors at the back of house meet the requirements for smoke and fire rating. Carlsbad CBC20 18-0063 2/12/2018 . END OF REVIEW To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Li Yes Li No The jurisdiction has contracted with EsGil, 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 Jason Pasiut at Esgil. Thank you. Carlsbad CBC2018-0063 2/12/2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0063 PREPARED BY: Jason Pasiut DATE: 2/12/2018 BUILDING ADDRESS: 2525 El Camino Real #101 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 5700 46.13 262,941 Air Conditioning Fire Sprinklers TOTAL VALUE 262,941 Jurisdiction Code ICb IBY Ordinance I 1997 (JBC Building Permit Fee V 1997 UBC Plan Check Fee I $1,204.711 I. $783.061 Type of Review: LJ Complete Review LI Structural Only F-1 Repetitive Fee LI Other Repeats LII Hourly EsGil Fee Hr. © * I $686.681 Comments - "I n addonto the above fee, an additional fee 000 is due(our $90/hr.) for the CalGreen review. Sheet 1 of 1 NariiEIVED FEB 26 2018 Date: Febru '2bfàAtRLSBAD Project Number: 1606LJIbING DIVISION Project Name: The Shoppes at Carlsbad Phase 3.6 Texas de Brazil Project Location: Carlsbad, CA Addendum No.: A The following changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Addendum shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Addendum supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Addendum, the architect shall determine what governs. Description of Addendum 'A' Items Plan Check Corrections: - Building Dept: See below, refer to correction responses - Planning: See below, refer to correction responses. - Fire: No comments - Land Development Engineering: See below, refer to correction responses AO.3 1. Planning Comment: Modified cross section "detail 3" to show that parapet height is high enough to screen new mechanical rood equipment. Also identified in site plan, where we took the site line from with direction from Jason Goff. AO.1 1. Bldg Dept Comment: General Note, Section ifi, Note 8 modified. A1.00 1. Land Development Comment: Identified location of Property Line, Easements, Existing Tenant Patio, & Transformer relocation. A1.1C 1. Bldg Dept Comment: Note 18 Not Used. A2.00 1. Land Development Comment: Identified location of Property Line, Easements, Existing Tenant Patio, & Transformer relocation. A2.1C 1. Bldg Dept Comment: Note 24 located on plan. A2.5 1. Bldg Dept Comment: Modified General Note on Door Schedule. A3.1 Bldg Dept Comment: Corrected Call out detail at exterior storefront. A3.2 Clarified framing at storefront system; details 5, 7, 11, 12 which includes adding detail 14 and callouts on the plan. A6.2 Bldg Dept Comment: Identified fasteners for Trespa panels as specified by manufacturer. End of Narrative 3500 West Burbank Boulevard, Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue )602-4610 CARLSBAD P-28 DATE: 2/7/18 PROJECT NAME: T.I. PROJECT ID: PLAN CHECK NO: CBC20I8-0063 SET#: ADDRESS: 2525 EL CAMINO REAL APN: This plan check review is complete and has been APPROVED by the Division. By: GINA RUIZ 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 Comments have been sent to: SEANH@LDADESIGNGROUP.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-6024610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Gina Ruiz/Jason Goff 760-602-4675/760-6024643 Gina.Ruiz@carlsbadca.gov Jason.Goff@carlsbadca.gov Plan Check No. CBC20I8-0063 Address 2525 EL CAMINO REAL Date 2/7/18 Review # I Planner GINA RUIZ Phone(760)602-4675 Type of Project & Use: T. I. Net Project Density: DU/AC Zoning: C-2 General Plan: & Facilities Management Zone: 1 CFD'(in/out) #_Date of participation: Remaining net dev acres:____ (For non-residential development: Type of land use created by this permit: REVIEW #: 2 3 Legend: Item Complete item Incomplete - Needs your action) LI LI Environmental Review Required: YES LI NO Z TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Z LI LI Discretionary Action Required: YES LI NO TYPE APPROVAL/RESO.NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO CA Coastal Commission Authority? YES Q NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Z LI LI Habitat Management Plan Data Entry Completed? YES LI NO If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Z LI LI Inclusionary Housing Fee required: YES LI NO (Effective date of lriclusionary Housing Ordinance - May 21, 1993.) - Data Entry Completed? YES LI NO LI (AIP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) LI LI Housing Tracking Form (form P-20) completed YES LI NO LI N/A Z Site Plan: DD P28 Page 2of3 07/11 City Council Policy 44 - Neighborhood Architectural Design Guidelines LI LI 1. Applicability: YES LI NO LI Z LI LI 2. Project complies: YES LI NOD Zoning: LI LI 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown LI LI 2. [Screening of Equipment: Required YES Shown SECTIONS NOT SHOWN) LI LI (dditional Comments: PLANCHECK 41. ADDITIONAL SCREENING/PARAPETS ARE REQUIRED TO CONCEAL THE PROPOSED ROOF) MOUNTED EQUIPMENT ON SHEET A2.2C. THESE SCREENS SHALL BE ARCHITECTURALLY CONSISTENT WITH AND INTEGRATED INTO THE BUILDING DESIGN, PURSUANT TO PAGE 4-2 & 4-3 OF THE WESTFIELD SPECIFIC PLAN (ATTACHED). ONCE THESE SCREENS HAVE BEEN ADDED TO THE PLANS, PLEASE ALSO ADD SECTIONS SHOWING HOW THEY SUFFICIENTLY SCREEN THE ROOF MOUNTED EQUIPMENT. AN EXAMPLE HAS BEEN PROVIDED FOR YOUR) REFERENCE.) REFER TO AO.3 FOR MODIFICATIONS MADE TO SHOW THAT PARAPET IS HIGH ENOUGH TO SCREEN RTU EQUIPMENT OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE - P28 Page 3of3 07/11 .1. (c ity of Catisbad PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 02-27-2018 PROJECT NAME: SHOPPES STE. #101 T.I. PROJECT ID: PLAN CHECK NO: CBC2018-0063 SET: 1 ADDRESS: 2525 EL CAMINO REAL APN: 1563020800 VALUATION: $260,946 SCOPE OF WORK: 5,700 SQ. FT. INTERIOR T.I., 2,500 SQ. FT. EXTERIOR This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division Is required: Yes i:ii No 19 x-1 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: SEANH@LDADESIGNGROUP.COM To determine status by one of the divisions listed below, please contact 760-602-2719. 1JJRt) LAND DEVELOPMENT II 760-602-2750 []iE Chris Sexton Chris Glassen Eli Cindy Wong 760-602-4624 760-602-2784 760-602-4662 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Cynthia.wong@carlsbadca.gov fl Gina Ruiz 760-602-4675 1:1 Linda Ontiveros 760-602-2773 fl Dominic Fieri 760-602-4664 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov F-1 [II] ValRay Nelson 760-602-2741 ValRay.Nelson@carlsbadca.gov F-1 Remarks: I'M MOSTLY CONCERNED WITH THE PROPOSED EXTERIOR COMPONENTS OF THIS PERMIT APPLICATION. 1. PLEASE SHOW AN ENLARGED EXTERIOR SITE PLAN SHOWING PROPERTY LINES AND WATER EASEMENT. 2. SHOW EXISTING AND PROPOSED PATIOS. 3. PLEASE CLARIFY THE RELOCATION OF TRANSFORMERS SHOWN ON SHEET A1.00 MODIFIED A1 .0C & A2.00 TO SHOW PROPERTY LINE AND EASMENTS. REFER TO LEGEND EXISTING PATIO EXTENT IDENTIFIED ON Al .00, FUTURE PATIO EXTENT IDENTIFIED ON A2.00. TRANSFORMER RELOCATION SHOWN ON AO.3, WE ALSO MODIFIED A2.00 TO INCLUDE ON ENLARGED PLAN. CLARIFICATIONS MADE TO A1 .0C TO NOTE 21. FIRE PREVENTION FIRE PREVENTION BUREAU CITY BUILDING PLAN CHECK FIRE DEPARTMENT 1635 Faraday Avenue C ARLSBAD Carlsbad CA 92008 www.carlsbadca.gov DATE: 2/7/2018 PROJECT NAME: ROUSE / RETAIL MALL SHELL TI PROJECT ID: PLAN CHECK NO: CBC20I8-0063 ADDRESS: 2525 EL CAMINO REAL #101 NO REVIEW REQUIRED: This plan check does not require Fire Department review. By: A Final Inspection by the FIRE PREVENTION Division is required Yes E 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: SEANH@LDADESIGNGROUP.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-6024610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Dennis Grubb Chris.Sexton@carlsbadca.gov 760-602-4624 chrlstOnher.fflassen@carIsbadca.gov 760-602-2784 951-772-0007 dennlsdgassocates.org Gina Ruiz Linda Ontiveros Randy Metz Gina.Ruiz@carlsbadca.gov 760-602-4675 Llnda.Ontiveros@carlsbadca.gov 760-602-2773 randy.metz@carlsbadca.gov 760-602-4661 Cindy Wong 760-602-4662 cynthla.wong@carlsbadca.gov V. C, Building Solutions -- '• • a • •. 'e. - • ) • S... ..4•. - - •—S . S • S S f I. • •• . ••.. 5- 5 S•S.• 0 • .00.. • I..... • 5• 5 .,5• ROUSEPROPERTiE I Project The Shoppes at Carlsbad Phase 3.6 Structural Calculations Project No. S16012 Prepared For LDA Design Group 3500 West Burbank Blvd. Burbank, CA 91505 1: 818.972.5080 Prepared By Thornton Tomasetti Inc. 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 T:619.550.5900 January 31, 2018 .,mESS,Q EIS '' C 77781 rn * EXP. 06/30/2019 OF CkO * Thornton Tose1Qfl TABLE OF CONTENTS Calculations Design Criteria GravityLoading .......................................................... ........................................................... Al-I Miscellaneous Electrical Enclosure Concrete Wall ......................................................................................Bl-I RTU Framing ................... ...................................................................................................... B2-I SiteRetaining Walls ................ ............................................................................................. B3-1 Phase 16 Structural Calculations January 31 2018 1 Project # S16012 Thornton Tomasetti Project The Shoppes at Carlsbad Project No. S16012 Date 9/19/2016 - By AB Sheet - f Subject Building Loads Checked By U Drawing No. - Minimum Design Loads CBC 2013/!BC 2012/ASCE 7-10 I - Level 2 - (E) Lease Area Gravity Mass 2 - Level 2 - (E) Concourse Gravity Mass Finish 5.0 psf 5.0 psf 2" NWT Topping 25.0 psf 25.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 2 1/2" NWT Conc. Stab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. © 36"oc 38.0 psf 38.0 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. Beams 25.0 psf 25.0 psf NWT Conc. Cot's 50 psf 5.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P.4.0 psf 4.0 psf M.E.P.4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 10.0 psf Partition 0.0 psf 10.0 psf Misc 3.0 psf 3.0 psI Misc. 3.0 psf 3.0 psf DL = 115 psf 125 psf . DL = 145 psf 155 psf Retail LL = 75 psI Public LL = 100 psf 3 - Level 2 - (E) Exterior Entry Gravity Mass 4 - Level 2 - (E) Exterior Road Gravity Mass 3" NWT Topping Slab 40.0 psf 40.0 psf 6" NWT Topping Slab 75.0 psf 75.0. psf 2 1/2" NWT Conc Slab 32.0 psf 32.0 psI 4 1/2" NWT Conc Slab 56.0 psf 50.0 psf 6"x18" NWT Conc. Jst. © 36"oc 38.0 psf 38.0 psf 10"x18" NWT Conc. Jst. @ 40"oc 56.0 psf 56.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Beams 30.0 psf 30.0 psf NWT Conc. Cot's 5.0 psf 5.0 psf NWT Conc. Cot's . 5.0 psf 5.0 psf M.E.P.4.0 psf 4.0 psf MEP 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Partition 0.0 psf 10.0 psf Misc. . 3.0 psf 3.0 psf Misc. . 3.0 psf 3.0 psf DL = 150 psf 160 psf . . . DL = 232 psf 242 psf Public LL = 100 psf Sidewalk LL = 250 psf 5 - Roof - (E) Lease Area Gravity Mass . 6 - Roof - (E) Concourse Gravity Mass Composite Roof . . 4.0 psf 4.0 psf : Composite Roof 4.0 psf 4.0 psf 1/2" Plywood Sheathing 3.0 psf 3.0 psf 1/2" Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters @24" oc . 5.0 psf 5.0 psi . . 3x14 Rafters© 24" oc 5.0 psf 5.0 psf StI Beam & Cot Framing 4.0 psf 4.0 psf Stl Beam & Col Framing 4.0 psf -.4.0 psf M.E.R . . 4.0 psf 4.0 psf . M.E.P. . . . 4.0 psf 4.0 psf Ceiling . 3.0 psf .3.0 psI Ceiling . . . ... .. 13.0 psf 13.0 psf Partition 0.0 psf 5.0 psf Partition 0'.0 psf 5.0 psf Misc. 2.0 psf 2.0 psf .Misc. . . . 2.0 psf 2.0 psf DL = 25 psf 30 psf DL = 35 psf 40 psf Roof LL = 20 psf . . Roof LL = 20 psf AI-2. Thornton Tomasetti Project The Shoppes at Carlsbad Project No. S16012 Date 9/19/2016 By AB Sheet - of - Subject Building Loads Checked By U Drawing No. - Minimum Design Loads . CBC2O13/ IBC 2012/ASCE7-1O 7 - Level 2 - (N) In-fill Gravity Mass 8 - Level 2 - (N) Restaurant Gravity Mass Finish 5.0 psf 5.0 psf Finish 5.0 psf 5.0 psf 3-1/2" NWC Fill 54.5 psf 54.5 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 2", 18 Ga Metal Deck 2.5 psf 2.5 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf Steel Framing 10.0 psf 10.0 psf NWT Conc. Beams 25.0 psf 25.0 psf M.E.P. 4.0 psf 4.0 psf NWT Conc Col's 5.0 psf 5.0 psf Ceiling 3.0 psf 3.0 psf M.E.P. 4.0 psf 4.0 psf. Partition 0.0 psf 10.0 psf Ceiling 3.0 psf 3.0 psf Misc. 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf • DL = 82 psf 92 psf Misc. 3.0 psf 3.0 psf Retail LL = 100 psf DL = 115 psf 125 psf Dining LL = 100 psf 9 - Level 2 - (N) Loading Dock Gravity Mass 10 - Roof -(N) Typical Gravity Mass 7-1/2" (avg) NWC Topping 95.0 psf 95.0 psf Composite Roof 5.0 psf 5.0 psf 4-1/2" NWC Fill 72.5 psf 72.5 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf 3", 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf M.E.P. 4,0 psf. 4.0 psf Ceiling 3 0 psf 3.0 psf Ceiling 3.0 psf 3.0 psf Partition • 0.0 psf 5.0 psf Partition 0.0 psf 10.0 psf Misc 3.0 psf 3.0 psf Misc. 3.0 psf 3.0 psf . DL = 27 psf 32 psf DL = 190 psf 200 psf Roof LL = 20 psf Loading Dock LL = 250 psf 11 -Canopy - (N) Typical Gravity Mass 12 - Mezzanine Gravity Mass Composite Roof 5.0 psf 5.0 psf 2-1/2" LWC Fill 32.1 psf 32.1 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf 2", 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf Steel Framing 10.0 psf 10.0 psf • • Misc. 3.0 psf 3.0 psf M.E.P. • 4.0 psf 4.0 psf • DL = 20 psf 20 psf Ceiling : 3.0 psf 3.0 psf Roof LL = 20 psf • Misc. • 3.0 psf 3.0 psf DL = 55 psf 55 psf Mezzanine LL = 125 psf • A1-3 Non-Structural Seismic Loading ASCE 7-10, Chapter 13 Description: Determine F for Cantilever Wall Component Type: Cantilever Element Braced Below Center of Mass Seimic Coefficients: [ASCE 7-10 Table 13.6-11 21. JR,:= 2 11 21 2] Additional Input Importance Factor Spectral Acceleration, ISDs := 0.78 Short Period Component Operating w p Weight Height at Point of Attachment Iz := 0fl rAttached atbiiiJ, Average Roof Height Determine Seismic Design Force F(W) = (i +21) F(W) -, 031 [ASCE 7-10 Eqn (111-1)] Fpm(Wp) = 1 6 SDS Ip Wp Fpm(Wp) -, 1.25-W [ASCE 7-10 Eqn (13 1-2)] F(W) = 0 3 SDS 'p W -4 023 [ASCE 7-10 Eqn (13 1-2)] Controlling Design Force = max(min(F(1) Fp max(1)),Fp min(')) W, - 031 W B12 Thornton Tomasetti • PROJECT 17 3 G PROJECT NO. DATE . BY SHEET of Z SUBJECT re(e&)c.Il '..&) L CHECKED BY • DRAWING NO. I t fI 14 J jl I - JL OLL - I LL * I * JJI _L id fLF 11510 : it 0.11 r' E'I111f E T_ 1H4 idJI TTHL H +L i B1-3 Thornton Toniasetti PROJECT 1L. 3. PROJECT NO. 5 3 DATE BY 's A J SHEET -a of : SUBJECT fri cco ii r, Wall 'A) L CHECKED BY DRAWING NO. I.:ITHIL .,IIILL ..I LLLI..4 44 i.jir .J1 c-L .. _.f_ I 1 If T:ILIILTH I_I 0 4o CIVI J ......... . ,'cl 0 - -. - -. .--..-- - - GO 114 H 1Ii 6 i5iL -f---H ---1--1----+H --t - 1-_tJ. .. ....... B1-4 Query Date: Wed Oct 252017 Latitude: 33.1782 Longitude: -117.3320 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 100 Risk Category It: 110 Risk Category III-IV. 115 MRI 10-Year: 72 MRI 25-Year: 79 MRI 50-Year: 85 MRl 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) Search Results -,-- 70~.EGON AKi ka DAKOTA IDAHO I ;f:lWv?MING NE VADA 'United States 1 1 4 I 3 TAH— Francisco Lco'.onoo ' KANSAS - c L..t.. ------ CAI . rFORNIA ot V a eq £ \ en.A i;'\ I OKLAHOMA L&es .'>ARIZOrIA ".NEW MEXICO L._ - an Diego. tiMiari TFXAS arch Results for Map http://windspeed.atcouncil.org/index.php?option=comcontent&vjew... / .... A,pfled Technology Council W/NDSPffff9BYL ØCI4 T/N ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Mies per hour 'Mean Recurrence Interval Users should consult with local building officels to determine if there are commwrlty.speflc wind speed requirements that govern. 1.17-1 Print your reults WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be, used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. 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B1-5 1flIIC1I-7 -s.-,-, ii Concrete Slender Wall File ENERCALC, INC. 1983-2014, 8ui1d:6.14.6.15, Ver:6.I7.I2.31 Description : Elec Yard Conc Wall - - LCode References 1 Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 T61al kformation . ?c: Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Duff across thickness = deg F Fy :Rebar Yield = 60.0 ksi Rebar at wall center . Min Allow Out-of-Plane Defi Ratio = L/ 150.0 Ec : Concrete Elastic Modulus = 3,605.0 ksi Rebar ed" distance 4.0 in Minimum Vertical Steel % = 0.00150 X : Lt Wt Conc Factor 1.0 Lower Level Rèbar:.. Using Stiff. Reduction Factor perACi R.10.12.3 Fr: Rupture Modulus = 474.342 psi Bar Size # 7 Max%of pbalanced = 0.01806 Bar Spacing 18.0 in Max Pu/Ag =fc' = 0.060 Concrete Density = 145.0 pcf Width of Design Ship = 12.0 in TOñSiwiII Dimensions A Clear Height = 14.0 It B Parapet height = 2.0 ft B Wall Support Condition Top Free, Bottom Fix A TLaILs 1 - - Full area WIND load . 33.20 psI Wall Weight Seismic Load Input Method ASCE seismic factors entered Fp= Wall Wt. 0.3128 = 30.237 psf SDS Value per ASCE 12.11.1 SDS = 0.7820 LDES!GNSUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values. . . Allowable Values. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6392 +1200+050Lr+050L+W+160H Max Mu 4.264 k-ft Phi *Mn 6.671 k-ft PASS Service Deflection Check Mm. Defl. Ratio 607.99 Max Allow Ratio 150.0 W Only • Max. Deflection 0.2763 in Max. Allow. Deft. 1.120 in PASS Axial Load Check • Max Pu/Ag 4.135 psi 0.06 *f c 240.0 psi +120D+050Lr+050L+W+160H • Location 0.2333 ft PASS Reinforcing Limit Check Controlling As/bd 0.008333 • Aslbd = 0.0 rho bal 0.01806 PASS Minimum Moment Check Mcracking 5.060 k-ft Minimum Phi Mn 6.671 k-ft +1 .40D+1 .60H Maximum Reactions.., for Load Combination.... • • Top Horizontal • 0.0k Base Horizontal W Only 0.5312 k Vertical Reaction +D+0.60W+H 1.547 k -• B1-6 Concrete Slender Wall ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver.6.17.12.31 Description: Elec Yard Conc Wall LDesign Maximum Combinations - Moments Axial Load Moment Values 0.6 * Load Combination Pu• 0.06*f c*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal - 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 . 0.000 0.00 -0.00 0.00 0.00 0.000 0.0000 .0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +120D+1601j+050W+160H at 0.00 to 0.47 .0.000 23.040 5.06 2.13 0.90 6.67 OAOO 0.0083. 0.0181 +120D+160Lr-050W+160H at 0.00 to 0.47 0.000 23.040 5.06 2.13 0.90 6.67 0.400 0.0083 0.0181 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1200+160S+050W+160H at 0.00 to 0.47 0.000 . 23.040 5.06 2.13 0.90 6.67 0.400 0.0083 0.0181 +1200+160S4350W+160H at 0.00 to 0.47 0.000 23.040 5.06 2.13 0.90 6.67 0.400 0.0083 0.0181 +1200+05OLr+050L+W+160H at 0.00 to 0. 0.000 23.040 5.06 4.26 0.90 6.67 0.400 0.0083 0.0181 +1200+050Lr+050L-10W+160H at 0.00 to 0.000 23.040 5.06 4.26 0.90 6.67 0.400 0.0083 0.0181 +120D+050L+050S+W+160H at 0.00 to 0.4 0.000 23.040 5.06 4.26 0.90 6.67 0.400 0.0083 0.0181 +120D+050L+050S-10W+160H at 0.00 to 0.000 23.040 5.06 4.26 0.90 6.67 0.400 0.0083 0.0181 +1356D+050L+0208+E+160H at 0.00 to 0. 0.000 - 23.040 5.06 - 3.89 0.90 6.67 0.400 0.0083 0.0181 +1356Di.050L+020S-10E+160H at 0.00 to 0.000 23.040 5.06 3.89 0.90 6.67 0.400 0.0083 0.0181 +0.90D+W'-0.90H at 0.00 to 0.47 0.000 23.040 5.06 4.26 0.90 6.67 0.400 0.0083 0.0181 +0900-1OWi090H at 0.00 to 0.47 0.000 23.040 5.06 4.26 0.90 6.67 0.400 0.0083 0.0181 +07436D+E+090H at 0.00 to 0.47 0.000 23.040 5.06 3.88 0.90 6.67 0.400 0.0083 0.0181 +07436D-1OE+090H at 0.00 to 0.47 0.000 23.040 5.06 3.88 0.90 6.67 0.400 0.0083 0.0181 rnum Combinations - Deflections J Axial Load I Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defi. Ratio k I k-ft k-ft i in^4 in14 j14 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 . 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 . 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+060W+H at 13.53 to 14.00 0.000 5.06 0.04 512.00 34.98 384.000 0.166 1,010.4 +D+070E+H at 13.53 to 14.00 0.000 5.06 0.04 512.00 34.98 384.000 0.177 950.9 +D+0750L+075OLr+0450W+H at 13.53 to 14 0.000 5.06 0.03 512.00 34.98 384.000 0.125 1,347.2 +D+0.750L+0.750S+0450W+H at 13.53 to 14. 0.000 5.06 0.03 512.00 34.98 384.000 0.125 1,347.2 +D+0750L+0750S+0525E+H at 13.53 to 14. 0.000 5.06 0.03 512.00 34.98 384.000 0.133 1,267.9 +060D+060W+060H at 13.53 to 14.00 0.000 5.06 0.04 512.00 34.98 384.000 0.166 1,011.6 +0.60D+0.70E+0.60H at 13.53 to 14.00 0.000 5.06 0.04 512.00 34.98 384.000 0.176 952.0 0.000 0.00 0.00 0.00 0.00 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 13.53 to 14.00 0.000 5.06 0.07 512.00 34.98 384.000 0.276 608.0 E Only at 13.53 to 14.00 0.000 5.06 0.06 512.00 34.98 384.000 0.252 667.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 [Reactions T Vertical Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 000 k 1.547 k - B1-7 [Concrete Slender Wall File = C:\Users\SNORVH\DesktoP\ShoPPes\PH3-l.6\SHOPPE.,l.EG6 ENERCALC, INC. 1983-2014, Build.,6.14.6.15, IUt'A'fIIiIISIuII11P Licensee I1liTI1(I]IIti*iIinc.I S Description: Elec Yard Conc Wall [Reactions - Vertical & Horizontal I Load Combination Base Horizontal Top Horizontal Vertical © Wall Base +D+L+H - 0.0 Ic 0.00 k 1.547 k +D+Lr+H 0.0 k 0.00 k 1.547 k +D+S+H 0.0' k 0.00 k 1.547 Ic +0+0 750Lr+0 750L+H 00 k 000 k 1.547 k +D+0.750L+0.750S+H . 0.0 k 0.00 Ic 1.547 Ic +D+0.60W+H . 0.3 k 0.00 k 1.547 Ic +D+0.70E+H 0.3 k 0.00 k 1.547 k +D+0750L+0750Lr+0450W+H 0.2 k 0.00 k 1.547 k +D+0.7501+0.750S+0.450W+H 02 k 0.00 k 1.547 k +D+0.7501+0.7508+0525E+H 0.3 k 0.00 k 1.547 Ic +O.60D+060W~060H - 0.3 k 0.00 Ic 0.928 k +0.60D+0.70E+0.60H 0.3 k 0.00 k 0.928 Ic D Only 0.0 k 0.00 k 1.547 k LrOnly 0.0 k - 0.00 k 0.000 k LOnly 0.0 k 0.00 Ic 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.5 Ic - 0.00 k 0.000 Ic E Only 0.5 Ic 0.00 k 0.000 Ic H Only 0.0 k 0.00 k 0.000 k B1-8 I w II F Filer C:UsersSNORVl-1\DesktopShoppes\PH3--1.6\HOPPE-1.EC6 L_. ing ENERCALC, INC. 1983-2014, Build:6.14.6.15Ver:617.12.31 Desciiption: Conc Wall FDN Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 renera1hiforthaiion I - Material Properties Soil Design Values ?c: Concrete 28 day strength 4.0 ksi Allowable Soil Bearing = 3.50 ksf fy: Rebar Yield = 60.0 ksi Increase Beating By Footing Weight No Ec Concrete Elastic Modulus = 3,605.0 ksi Soil Passive Resistance (for Sliding) 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth ksf Mm Allow % Temp Reinf. 0.00090 when base footing is below ft Min. Overturning Safety Factor 1.0 :1 Increases based on footing Width Mm. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft nmensions 1 1'Riifaung___________________ Footing Widti 3.833 ft Footing Thicknes . 18.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete.. ..' Bar spacing. 12.00 Wall center offset at Bottom of footing 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in #4 —bars @12inoL . I- Applied + I A1Cs 4 D Lr L S W E H P Column Load = 1.60 k OB : Overburden = 0.0 0.0 ksf V-x = 0.0 0.0 k M-zz = . 3.243 3.870 . 0.0 k-ft Vx applied = in abOve top of footing [DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.3521 Soil Bearing 1.643 ksf 4.666 ksf +0.60D-0.60W+0.60H PASS 1.438 Overturning - Z-Z 1.946 k-ft 2.798 k-ft +0.60D+0.60W+0.60H PASS 210,206 Sliding - X-X .0000030 k 0.7301 k +D+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1879 Z Flexure (+X) 2.512 k-ft 13.368 k-ft +0.90D+W*0.90H PASS 0.04427 Z Flexure (-X) 0.5918 k-ft 13.368 k-ft +0.7436D-1.0E+090H PASS 0.01862 1 -way Shear (+X) .1.767 psi . 94.868 psi +1.40D+1.60H PASS 0.01862 1 -way Shear (-X) 1.767 psi 94.868 psi +1.40D+1.60H BI-9 Wall Footing File = C:tUsersSNORVl'-1\Desktop\S4ioppes\PH3--1.6\SHOPPE--1.Ec6 I ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 Description: Conc Wall FDN LetaiIed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc -x -X Ratio +D+H 3.50 ksf 0.0 in 0.6349 ksf 0.6349 ksf 0.181 +D+L+H 3.50 ksf 0.0 in . 0.6349 ksf 0.6349 ksf . 0.181 3.50 ksf 0.0 in 0.6349 ksf 0.6349 ksf 0.181 +D+S+H 3.50 ksf 0.0 in 0.6349 ksf 0.6349 ksf 0.181 +D+0.750Lr+0.750L+H 3.50 ksf 0.0 in . 0.6349 ksf 0.6349 ksf 0.181 +D+0.750L+0.750S+H 3.50 ksf 0.0 in 0.6349 ksf 0.6349 ksf 0.181 +D+0.60W+H 4.666 ksf 9.594 in 0.0 ksf 1.441 ksf 0.309 +D-0.60W+H 4.666 ksf -9.594 in 1.4.41 ksf 0.0 ksf 0.309 +D+0.70E+H 4.666 ksf 0.0 in 0.6348 ksf 0.6350 ksf 0.136 +D-0.70E+H 4.666 ksf 0.0 in . 0.6350 ksf 0.6348 ksf .0.136 +D+0.750Lr+1.750L+0.450W+H 4.666 ksf 7.196 in 0.04689 ksf 1.223 ksf 0.262 +D+075QLr+0750L-0450W+H 4.666 ksf -7.196 in 1.223 ksf 0.04689 ksf 0.262 +D+0.750L+0750S+05250E+H 4.666 ksf 0.0 in 0.6349 ksf 0.6350 ksf 0.136 +D.s-0.750L+0.750S-0.5250E+H 4.666 ksf 0.0 in 0.6350 ksf 0.6349 ksf 0.136 +0.60D+0.60W+0.60H 4.666 ksf 15.991 in 0.0 ksf 1.643 ksf 0.352 +0.600-0.60W+0.60H 4.666 ksf -15.991 in 1.643 ksf 0.0 ksf 0.352 +0.60D+0.70E+060H 4.666 ksf 0.0 in 0.3809 ksf 0.3810 ksf 0.082 ,+0.60D-O.70E+0.60H_________ 4.666 ksf 0.0 in 0.3810 ksf 0.3809 ksf 0.082 flOverturning Stability I - Units: k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status +D+H . None 0.0 k-ft Infinity OK +D+L+H None 0.0 k-ft Infinity OK +D+Lr+H - None 0.0 k-ft Infinity OK +D+S+H None 0.0 k-ft Infinity OK +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK +D+0.60W+H 1.946 k-ft 4.664 k-ft 2.397 OK +D-0.60W+H 1.946 k-ft 4.664 k-ft 2.397 OK +D+0.70E+H 0.000226 k-ft 4.664 k-ft 20,660.7 OK +D-0.70E+H 0.000226 k-ft 4.664 k-ft 20,660.7 OK +D+0.750L+0750Lr+0450W+H 1.459 k-ft 4.664 k-ft 3.196 - OK +D+0750Lr+0750L-0450W+H 1.459 k-ft 4.664k-ft 3.196 OK +D+0.750L+0.750S+0.450W+H 1.459 k-fl 4.664k-ft 3.196 OK . +D+0.750L+0.7505-0.450W+H 1.459k-ft 4.664k-ft 3.196 OK +D+0.750L+0.750S+0.525E+H 0.000169 k-ft 4.664 k-ft 27,547.5 OK +D+0.750L+0.750S-0.5250E+H 0.000169 k-ft 4.664 k-ft 27,547.5 OK +0.60D+0.60W+0.60H 1.946 k-ft 2.798 k-ft 1.438 OK +0.60D-0.60W+0.60H 1.946k-ft 2.798 k-ft 1.438 OK +0.60D+O.70E+0.60H 0.000226 k-ft . 2.798 k-ft 12,396.4 OK '-0.60D-O.70E+0.60H 0.000226 k-ft 2.798 k-ft 12,396.4 OK [-Sliding StabilityI Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status +D+H .0000030k 0.7301 k 210,206 OK +D+L+H .0000030k 0.7301 k 210.206 OK +D+Lr+H .0000030k 0.7301 k 210,206 OK +D+S+H .0000030k 0.7301 k 210.206 OK +D+0.750Lr+0.750L+H .0000030k 0.7301 k 210,206 OK +D+0.750L+0.750S+H .0000030 k 0.7301 k 210.206 OK +D+0.60W+H .0000030 k 0.7301 k 210,206 OK +D-0.60W+H . .0000030k 0.7301 k 210.206 OK +D+0.70E+H .0000030k 0.7301 k 210,206 OK +D-0.70E+H .0000030k 0.7301 k 210.206 OK +D+0750L+0750Lr+0450W+H .0000030k 0.7301 k 210,206 OK +D+0.750Lr+0.750L-0 450 W+H .0000030 k 0.7301 k 210,206 OK +D+0.750L+0.750S+0.450W+H .0000030 k 0.7301 k . 210,206 OK +D+0.750L+0.7505-0.450W+H . .0000030k 0.7301 k 210.206 OK +D+0.750L+0.750S+0.525E+H .0000030 k 0.7301 k 210,206 OK +D+0.750L+0.7505-0.5250E+H .0000030k 0.7301 k 210.206 OK Bi-10 Wall Footing -- Filer C:Use N0RVl-1\DesktopShoppesPH3--1.6\SH0PPE-1.EC6 I ENERCALC. INC. 1983-2014, 8uild:6.I4.6.I5, Ver.6.17.12.31 Description: Conc Wall FDN Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status +0.60D+0.60W+0.60H .0000020k 0.4381 k 210,206 OK +O.60D-O.60W+O.60H . .0000020k 0.4381 k 210,206 OK +0.60D+0.70E+0.60H .0000020k 0.4381 k 210,206 OK .+0.60D-0.70E+0.60H . . .0000020k 0.4381 k 210,206 . OK [-Footing Flexure 1 Flexure Axis & Load Combination Mu Which Tension @ Bot. As Reqd Gym. As Actual As PhiMn k-ft Side? or Top? in A2 inA2 inA2 k-ft Status 1 +1.40D+1.60H 1.114 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.40D+1.60H 1.114 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.40D+1.60H 1.114 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.40D+1.60H 1.114 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.20D+0.50Lr+1.60L+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.200+0.50Lr+1.60L+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.20D+0.50Lr+1.60L+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+0.50Lr+1.60L+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 13.368 01< ,+1.20D+1.60L+0.50S+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+1.60L+0.50S+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 13.368 01< ,+1.20D+1.60L+0.50S+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+1.60L+0.50S+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+1.60Lr+0.50L+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.200+1.60Lr+0.50L+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 .13.368 OK +1.20D+1.60Lr+0.50L+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.200+1.60Lr+0.50L+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+1.60Lr+0.50W+1.60H 0.3536 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+1.60Lr+0.50W+1.60H 1.556 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.20D+1.6OLr+0.50W+1.60H 0.3536 -X Bottom 0.1944 Min Temp% 0.2 13.368 OK ,+1.20D+1.60Lr+0.50W+1.60H 1.556 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+0.50L+1.60S+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+0.50L+1.60S+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.20D+0.50L+1.60S+1.60H 0.9548 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK .+1.20D+0.50L+1.60S+1.60H 0.9548 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.200+1.60Si-0.50W+1.60H 0.3536 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK .+1.200+1.60S+0.50W+1.60H - 1.556 +X Bottom 0.1944 Min Temp % . 0.2 13.368 OK +1.20D+1.60S+0.50W+1.60H 0.3536 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+1.60S+0.50W+1.60H 1.556 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.000806 -X Bottom 0.1944 Min Temp% 0.2 13.368 OK ,+1.20D+0.50Lr+0.50L+W+1.60H 2.366 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.000806 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.366 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.20D+0.50L+0.50S+W+1.60H 0.000806 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.200+0.50L+0.50S+W+1.60H 2.366 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK -i-1.200+0.50L+0.50S+W+1.60H 0.000806 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.200+0.50L+0.50S+W+1.60H 2.366 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.356D+0.50L+0.20S+E+160H 1.079 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK ,+1.3560+0.50L+0.20S+E+1.60H 1.079 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +1.356D+0.50L+0.20S-1.0E+1.60H 1.079 -X Bottom 0.1944 Min Temp% 0.2 13.368 OK +1.356D+0.50L+0.20S-1.0E+1.60H 1.079 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +O.90D+W+0.90H 0 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK +O.90D+W+0.90H 2.512 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +O.90D+W+0.90H 0 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK 1 +0.90D+W+0.90H 2.512 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +0.7436D+E+O.90H 0.5916 -X Bottom 0.1944 Min Temp % 0.2 13.368 OK +0.7436D+E+0.90H 0.5918 +X Bottom 0.1944 Min Temp % 0.2 13.368 OK +0.7436D-1.0E+0.90H 0.5918 -X Bottom 0.1944 Min Temp% 0.2 13.368 OK ,+0.7436D-1.QE+0.9OH 0.5916 +X Bottom 0.1944 Mm Temp % 0.2 13.368 OK EOne Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu! PhiVn Status +1.400+1.60H 1.767 psi 1.767 psi 1.767 psi 94.868 psi 0.01862 OK +1.40D+1.60H 1.767 psi 1.767 psi 1.767 psi 94.868 psi 0.01862 OK +1.20D+0.50Lr+1.60L+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 01< +1.20D+0.50Lr+1.60L+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK BI-11 W II F a.. Footing File = C:Users\SNORVt-1DesktopShoppes\PH3-1.6SH0PPE-1.EC6 ENERCAI.C. INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 inc. Description: Conc Wall FEIN [OWayShear Units :k Load Combination... Vu @ -X Vu @ +X Vu:Max - Phi Vn Vu I PhiVn Status +1.20D+1.60L+0.50S+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+1.60L+0.50S+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+1.60Lr+0.50L+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 01< +1.20D+1.6OLr+0.50L+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.200+1.60Lr+0.50W+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+1.60Lr+0.50W+1.60H 1.514 psi 1.514 psi - 1.514 psi 94.868 psi 0.01596 OK. +1.20D+0.50L+1.60S+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+0.50L+1.60S+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+1.60S+0.50W+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+1.60Si-0.50W+1.60H 1.514 psi 1.514 psi 1.514 psi . 94.868 psi 0.01596 OK +1.200+0.50Lr+0.50L+W+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.200+0.50Lr+0.50L+W+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+0.50L+0.50S+W+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.20D+0.50L+0.50S+W+1.60H 1.514 psi 1.514 psi 1.514 psi 94.868 psi 0.01596 OK +1.356D+0.50L+0.20S+E+1.60H 1.712 psi 1.712 psi 1.712 psi 94.868 psi 0.01804 OK +1.356D+0.50L+0.20S-1.OE+1.60H 1.712 psi 1.712 psi 1.712 psi 94.868 psi 0.01804 OK +0.90D+W+0.90H 1.135 psi 1.135 psi 1.135 psi 94.868 psi 0.01197 OK +0.90D+W+0.90H 1.135 psi 1.135 psi 1.135 psi 94.868 psi 0.01197 OK +0.74360+E+0.90H 0.9384 psi 0.9384 psi 0.9384 psi 94.868 psi 0.009891 OK +0.7436D-1 .OE+0.90H 0.9384 psi 0.9384 psi - 0.9384 psi 94.868 psi 0.009891 OK BI-12 Non-Structural Seismic Loading ASCE 7-10, Chapter 13 Description: Determine F for roof mounted HVAC equipment. Component Type: HVAC (Conservative Envelope) Seimic Coefficients 7 = [ASCE 7-10 Table 13.6-11 21 Additional Input . Importance Factor Spectral Acceleration ISDs = 0 78 Short Period Component Operating w p Weight • Height at Point of Attachment Iz = 41ft Average Roof Height Determine Seismic Design Force F(W) = 04 p.1.+ 21 F(W) -4 038 [ASCE 7-10 Eqn (13 1-1)] RP h F 11 (W) = 1 6 SDS 1p Wp Fp majc(Wp) - 1 25 Wp [ASCE 7-10 Eqn (13.1-2)] F 11 (W) = 0 3 SDS L Wp. -* 0 23 [ASCE 7-10 Eqn (13.1-2 Controlling Design Force F011t(W) = max(mm(F( 1), Fp m (l)) Fp mm(l)) w - 038 W B2-2 Thornton Tonseffi PROJECT SC -3-6, PROJECT NO. <S I 0 z DATE f 'z /p, I BY A SHEET of 3 SUBJECT f t) 4 CHECKED BY DRAWING NO. J f • I[1411LL}I 47-1 1_&o: ±iii± !IL1DJTL I1x :ji I Thi 7 7- .1i1' .3 I LJI4 iCs F JI Lr1IL:ErT: tii +tIL1 __y ---- I ot ±tH lfd: . j I 1 + _ILL.H EIf :IIiI:[E1II:TI tELL I _ T ILL t4J± --Ck - ±LHH: .z1)c) B2-3 Thornton Toasefti PROJECT TC ••> U'. 3 SUBJECT g •iu - PROJECT NO. ( DATE 1 /0-74/1 F BY 4:~~,A jj SHEET Z. of CHECKED BY DRAWING NO. IL4JIr 1J1. LI. II I1I III IIII. III IiIiiI LL F II IIIt II1 I I1 IFIIhIIJlILll I Ir1IJ 1InI IlililL LL L.i_I_ LtLLLL TrrrrTn j-'-r4L r" I±EII 1I 4I4I IHI I jLJLji_L j LLLLL -i-- H-- LJ B2-4 Thornton Toniasefti PROJECT TSC PL. 3.0 PROJECT NO. Z DATE if BY SA Nk SHEET of 3 SUBJECT Ic?SF T CHECKED BY DRAWING NO. B2-5 \ PARTIAL PLAN AT - - 2X14 @ 24" OC - - - - -\ ' 2X14 @24' OC ,- T/(E) DECK 33-0" TYPUON \ k RTU1I2 SUPPORT BM (2)-2X14 TRIMMER Typ - - - EXHAUST FAN)- - 4 ' 2X1 @24" OC ' - LINEUP OM - \ \ \_ 2X6BLKG TYP " \ - 2 \ (E)STL BM CHECK :- ' 5 TYP " T/STL 34' -4" - RTU 3 TRIMMER BM - - B2-6 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 Description RTU 1/2 Support BM LcooE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor 0 Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc.- PrIl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.368) E(0.168) D(0.368)1E(0.154) 2-14 Span = 24.0 ft Applied -Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.3680, E = 0.1680 k @ 1.0 ft, (RTU Comer Load) Point Load: D =0.3680, E = 0.1540 k @ 8.50 ft, (RTU Comer Load) mum Bending Stress Ratio = 0.3071 Section used for this span 2-2x14 fb :Actual = 596.67ps1 FB : Allowable = 1,943.10psi Load Combination +1.200+0.50L+0.20S+E+1.60H Location of maximum on span = 8.496ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio = 0.046: 1 Section used for this span 2-2x14 Iv : Actual = 17.97 psi Fv: Allowable 388.80 psi Load Combination +1.200+0.50L+0.20S+E+1.60H Location of maximum on span 0.000 It Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.000 in Ratio = 0<240 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.313 in Ratio= 919 Max Upward Total Deflection 0.000 in Ratio = 0 <180 FM _ Forces& Stresses for Load Load Combination Max Stress Ratios . Moment Values Shear Values Segment Length Span # M V c FN C i Cr Cm C C L Mu lb Fb Vu Iv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.280 0.043 0.900 1.00 1.00 1.00 1.00 1.00 3.98 544.03 1943.10 0.45 16.89 388.80 +120D+05OLr+160L+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 ' 0.00 Length =24.oft 1 0.240 0.037 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 388.80 +1.20D+1.60L+0.50S+1.60H . 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.240 0.037 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 388.80 +120D+160Lr+050L+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.oft 1 0.240 0.037 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 388.80 +120D+160Lr+050W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.240 0.037 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 388.80 82-7 Wood Beam INC. 1983-2014, Build:6.I4.6.15. Ver.6.17.12.31 Description: RTU 1/2 Support BM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C C1 Mu lb Fb . Vu lv Fv +120D+050L+1605+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.oft 1 0.240 0.031 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 388.80 +1.20D+1.605s0.50w+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.01t 1 0.240 0.031 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 .388.80 +120D+050Lr+0501+W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.240 0.037 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 388.80 +120D+0.50L+0.505+W+160H 0.900 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =24.011 1 0.240 0.037 0.900 1.00 1.00 1.00 1.00 1.00 3.41 466.32 1943.10 0.38 14.48 388.80 +1.20D+0.50L+0205+E+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.307 0.046 0.900 1.00 1.00 1.00 1.00 1.00 4.36 596.67 1943.10 0.48 17.97 388.80 +0.900+W+090H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.oft 1 0.180 0.028 0.900 1.00 1.00 1.00 1.00 1.00 2.56 349.74 1943.10 0.29 10.86 388.80 +0.90D+E+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.0ft 1 0.247 0.037 0.900 1.00 1.00 1.00 1.00 1.00 3.51 480.09 1943.10 0.38 14.35 388.80 TOéiii Maximum Deflections - Unfactored Loads 1 Load Combination Span Max. Defi Location in Span Load Combination Max. + Dell Location in Span +D+0.70E+H 1 0.3134 11.212 0.0000 0.000 { VêiiI RiiUrifactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.879 0.295 Overall MINimum 0.260 0.062 +D+H 0.697 0.252 +D+L+H 0.697 0.252 +D+Lr+H 0.697 0.252 +D+5+H 0.697 0.252 - +D+13750Lr+0750L+H 0.697 0.252 +D+0.750L+07505+H 0.697 0.252 +D+060W+H 0.697 0.252 +D+0.70E+H 0.879 0.295 +D+0750Li-075OLr+0450W+H 0.697 0.252 +D+0.7501+07505+0450w+H 0.697 0.252 - +D+0.750L+0.7505+0525E+H 0.834 0.285 +0.600+0.60W+0.60H 0.418 0.151 +0.600+0.70E+060H 0.601 0.194 D Only 0.697 0.252 LrOnly L Only S Only WOnly E Only 0.260 0.062 H Only B2-8 Wood Beam File = C:\Users\SNORVI-ltDesktop\Shoppes\PH3--1.6\SHOPPE-1.Ec6 I ENERCALC, INC. 1983-2014, Butd:6.14.6.15, Ver:6.17.12.31 Description: RTU 3 Support BM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor 0 Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PrIl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(O.762) E(0.242) D(O.762) E(0.242) 2-2x14 Span = 20.0 ft Applied Loads 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.7620, E = 0.2420 k @ 7.0 ft, (RTU Corner Load) Point Load: D = 0.7620, E = 0.2420 k @ 14.50 ft, (RTU Corner Load) Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 2-2x14 Section used for this span 2-2x14 fb : Actual = 1,089.90 psi fv: Actual = 50.50 psi FB : Allowable 1,943.10psi Fv: Allowable = 388.80 psi Load Combination +1.200+0.50L+0.20S+E+1.60H Load Combination +1.200+0.50L+0.205+E+1.60H Location of maximum on span = 7.007ft Location of maximum on span = 18.905 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0<240 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240. Max Downward Total Deflection 0.475 in Ratio = 505 Max Upward Total Deflection -0.115 in Ratio = 2089 [_MaxfrriiForces & Stresses Load Combination Max Stress Ratios . Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.40D+160H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.526 0.122 0.900 1.00 1.00 1.00 1.00 1.00 7.47 1,021.67 1943.10 1.26 47.46 388.80 +1.20D+0.50Lr+1.60L+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.451 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 875.71 1943.10 1.08 40.68 388.80 +1.20D+160L+050S+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.451 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 875.71 1943.10 1.08 40.68 388.80 +120D+160Lr+050L+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.0ft 1 0.451 . 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 875.71 1943.10 1.08 40.68 388.80. +120D+16OLr+050W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.oft 1 0.451 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 875.71 1943.10 1.08 40.68 388.80 B2-9 Wood Beam File = C:tUsersSN0RVH\DesktopShoppes\PH3-l.6'iSHOPPE-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 I IUi$EsNsIuIuI'1i Licensee I1SiiTiTh1iI(.1,itItI inc. T Description: RTU 3 Support BM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A C FN C1 Cr Cm C 9L Mu tb Fb Vu fv Fv +1.20D+0.50L+1.605+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.451 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 875.71 1943.10 1.08 40.68 388.80 +1.20D+1.605+0.50W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.Oft 1 0.451 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 . 875.71 1943.10 1.08 40.68 - 388.80 +1200+050Lr+050L+W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.451 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 875.71 1943.10 1.08 40.68 388.80 +1.200+0.50L+0.505+W+1.60H . 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.451 0.105 0.900 1.00 1.00 1.00 1.00 1.00 6.41 875.11 1943.10 1.08 40.68 388.80 +1.20D+0.50L+0205+E+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.561 0.130 0.900 1.00 1.00 1.00 1.00 1.00 1.97 1,089.90 1943.10 1.34 50.50 388.80 +1.20D+0.50L+0205_10E+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.oft 1 0.340 0.079 0.900 1.00 1.00 1.00 1.00 1.00 4.84 661.52 1943.10 0.82 30.86 388.80 +0.90D+W+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft . 1 0.338 0.078 0.900 1.00 1.00 1.00 1.00 1.00 4.80 656.79 1943.10 0.81 30.51 388.80 +0.90D+E+0.901-f 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.oft 1 0.448 0.104 0.900 1.00 1.00 1.00 1.00 1.00 6.37 870.97 1943.10 1.07 40.33 388.80 +0.900-1.OE+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.228 0.053 0.900 1.00 1.00 1.00 1.00 1.00 3.24 442.60 1943.10 0.55 20.69 388.80 LOverall Maximum Loads Load Combination Span Max. - Defi Location in Span Load Combination Max. + Defi Location in Span +D+0.70E+H 1 0.4747 10.073 0.0000 0.000 [ViII Re-actions - Unfactored 1 Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.950 1.090 Overall MiNimum -0.224 -0260 +D+H 0.794 0.908 +D+L+H 0.794 0.908 +D+Lr+H 0.794 0.908 - i-D+5+H 0.794 0.908 +D.i750Lr+0750L+J- 0.794 0.908 +D+0.750L+07505+H 0.794 0.908 +D+0.60W+H 0.794 0.908 +D+0.70E+H 0.950 . 1.090 +D-0.70E+H 0.637 0.126 +D+0750L+0750Lr+0450W+H 0.794 0.908 +D+0.750L+0.7505+0 450 W+H 0.794 0.908 +D+0.750L+0.750S+6525E+H 0.911 1.045 +D+0.750L+0.7505-05250E+H 0.676 0.771 +0.60D.0.60W+0.60H 0.476 0.545 +0.600.0.70E+0.60H . 0.633 0.727 +0.60D-0.70E+060H 0.320 0.363 D Only - 0.794 0.908 LrOnly LOnly SOnly - WOnly E Only 0.224 0.260 -1.0E -0.224 -0260 H Only B2-1O Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.156:1 2-2x14 60.73 psi = 388.80 psi +1.200+160Lr+050L+160H = 0.000111 = Span #1 Wood Beam File ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 Description: RTU 3 Trimmer BM LCODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PrIl 1,500.0 psi Wood Species : Douglas Fir - Larch . . Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.27901 Lr(O.180) D(0.2790)Lr(0.180) 0(0.2790 2-14 Span = 12.0 ft LIAiliid Loads D Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Point Load: 0 = 0.2790, Lr = 0.180 k, Starting at: 0.0 ft and placed every 2.0 ft thereafter Eminbend -xx 620.0ksi Density 32.210pcf ximum Bending Stress Ratio = 0.40111 Section used for this span 2-2x14 fb : Actual = 792.50 psi FB : Allowable = 1,943.10psi Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span = 6.000ft Span # where maximum occurs = Span #1 Maximum Deflection Max Downward L+Lr+S Deflection 0.042 in Ratio = 3447 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.111 in Ratio= 1300 Max Upward Total Deflection 0.000 in Ratio = 0 <180 LMimum Forces & Stresses for Load Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C t CL Mu fb Fb Vu fv Fv +1.40D+160H 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.263 0.101. 0.900 1.00 1.00 1.00 1.00 1.00 3.74 511.20 1943.10 1.04 39.15 388.80 +120D+050Lr+160L+160H 0.900 1.00 1.00 1.00 . 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.282 0.108 0.900 1.00 1.00 1.00 1.00 1.00 4.02 548.90 1943.10 1.11 42.05 388.80 +1.200+1.60L+0505+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.o ft 1 0.225 0.086 0.900 1.00 1.00 1.00 1.00 1.00 3.21 438.17 1943.10 0.89 33.56 388.80 +1.20D+1.6OLr+0.50L+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.408 0.156 0.900 1.00 1.00 1.00 1.00 1.00 5.80 792.50 1943.10 1.61 60.73 388.80 +1200+16OLr+050W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.o ft 1 0.408 0.156 0.900 1.00 1.00 1.00 1.00 1.00 5.80 792.50 1943.10 1.61 60.73 388.80 B2-11 Wood Beam File = C:Users\SNORVl-1\Desktop\Shoppes\PH3-1.61SH0PPE-I.EC6 ENERCALC, INC. 1983-2014, Build:6.14.6.15. Ver:6.17.12.31 Description: RTU 3 Trimmer GM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V . C FN C i Cr Cm C CL Mu fb Flo Vu fv Fv +1.20D+050L+1.605+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.oft 1 0.225 0.086 0.900 1.00 1.00 1.00 1.00 1.00 3.21 438.17 1943.10 0.89 33.56 388.80 +1.20D+1.60S+050W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.225 0.086 0.900 1.00 1.00 1.00 1.00 1.00 3.21 438.17 1943.10 0.89 33.56 388.80 +120D+0501r+050L+W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.282 0.108 0.900 1.00 1.00 1.00 1.00 1.00 4.02 548.90 1943.10 1.11 42.05 388.80 +1.20D+0501+050S+W+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.225 0.086 0.900 1.00 1.00 1.00 1.00 1.00 3.21 438.17 1943.10 0.89 33.56 388.80 +1.20D+0.50L+0.20s+E+160H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.225 0.086 0.900 1.00 1.00 1.00 1.00 1.00 3.21 438.17 1943.10 0.89 33.56 388.80 +1.20D+0.50L+0.20S-1.OE+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.225 0.086 0.900 1.00 1.00 1.00 1.00 1.00 3.21 438.17 1943.10 0.89 33.56 388.80 +0.90D+W+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.169 0.065 0.900 1.00 1.00 1.00 1.00 1.00 2.40 328.63 1943.10 0.67 25.17 388.80 +0.90D+E+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.169 0.065 0.900 1.00 1.00 1.00 1.00 1.00 2.40 328.63 1943.10 0.67 25.17 388.80 +0.900-1OE+090H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.169 0.065 0.900 1.00 1.00 1.00 1.00 1.00 2.40 328.63 1943.10 0.67 25.17 388.80 LOverall Maximum Deflections - Unfactored Loads 1 Load Combination Span Max. - Dell Location in Span Load Combination Max. + Dell Location in Span +D+Lr4l 1 0.1107 6.044 0.0000 0.000 Iiéiil Reacti is- Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.660 1.201 Overall MINimum 0.618 0.450 +D+H 1.030 0.751 +D+L+H 1.030 0.751 +D+Lr+H 1.660 1.201 +D+5+H 1.030 0.751 +D750Lr.i.0750L+H 1.502 1.088 +D+0.7501-41).7505+H 1.030 0.751 +D+o:60w+H 1.030 0.751 +D+0.70E+H 1.030 0.751 +D-0.70E+H 1.030 0.751 +0+0 750L+0 75OLr+0 450 W+H 1.502 1.088 +D+0.750L+0.750S+0.450W+H 1.030 0.751 +Df0.750L+0750S+0525E+H 1.030 0.751 +D..750L+075OS-05250E+H 1.030 0.751 +0.60D+0.60W+0.60H 0.618 0.451 +0.600s0.70E+060H 0.618 0.451 +0.60D-0.70E+0.60H 0.618 0.451 DOnly 1.030 0.751 LrOnly 0.630 0.450 LOnly S Only WOnty EOnty- -1.OE H Only B2-12 Wood Beam File = C:\Users\SNORVI-Iskop\Shoppes\PH3-1.61SHOPPE-1.EC6 ENERCALC, INC. 1983-2014, Build:6.I46.15, Ver:6.17.12.31 Description : Exhaust Fan Lineup LCODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor 0 Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 . Fb - Compr 1,000.0 psi Ebend xx 1,700.0 ksi Fc - PrIl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(O.022) E(MRS92) E(D(OM)j(011(1W1)j(DPa)6) E(D(OGqPl3PW.4E(P_127) D(O.106) EMOMB)5) E(I)44CL)6) E(O.043) - 2-2x10 Span = 24.50 ft pplied Ló1s 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.0220, E = 0.0260k @4.330 ft, (DWEF-1) Point Load: 0 = 0.0220, E = 0.0260k @6.170 ft, (DWEF-1) Point Load : 0 = 0.010, E = 0.0120k @7.750 It, (EF-1) Point Load: D = 0.010, E = 0.0120k @9.50 if, (EF-1) Point Load : D = 0.0360, E = 0.0430k @ 11.170 ft, (KEF-1B) Point Load: D = 0.0360, E = 0.0430k @ 12.920 if, (KEF-1B) Point Load: 0 = 0.1060, E = 0.1270k @ 13.750 if, (KEF-1A) Point Load: 0 = 0.1060, E = 0.1270k @ 17.580 if, (KEF-1A) Point Load: 0 = 0.0360, E = 0.0430k @ 19.250 ft, (KEF-2B) Point Load: 0 = 0.0360, E = 0.0430k @ 21.0 ft, (KEF-2B) imum Bending Stress Ratio = 0.57Q 1 Section used for this span 2-2x10 fb : Actual = 1,353.49ps1 FB : Allowable = 2,374.90 psi Load Combination +1.200+0.50L+0.20S+E+1.60H Location of maximum on span = 13.770ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio = 0.094: 1 Section used for this span 2-2x10 fv:Actual 36.58 psi Fv : Allowable 388.80 psi Load Combination +1.200+0.50L+0.20S+E+1.60H Location of maximum on span = 23.785 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.000 in Ratio = 0<240 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 1.129 in Ratio = 260 Max Upward Total Deflection 0.000 in Ratio = 0 <180 IIMaxiiiiüi FO_ rces & Stresses for Load cibiñiiii] Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CFN C1 Cr Cm C CL Mu lb Fb Vu fv Fv +1.400+1.60H . 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.371 0.062 1.100 1.00 1.00 .1.00 1.00 1.00 3.14 880.71 2374.90 0.45 24.08 388.80 B2-13 ood Beam File = C:\UserstSNoRVl-1\DesktopShoppesPH3-1.6\SH0PPE-l.Ec6 I ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 Description : Exhaust Fan Lineup Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V 2 C FN C i Cr C m C t CL Mu lb Fb Vu fv Fv +120D+05OLr+160L+160H 1.100 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length =24.501t 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.89 2374.90 0.38 20.64 388.80 +1.20D+1.60L+3505+160H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.89 2374.90 0.38 20.64 388.80 +120D+160Lr+050L+160H . 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 154.89 2374.90 0.38 20.64 388.80 +120D+160Lr+050W+160H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.89 2374.90 0.38 20.64 388.80 +1.200+050L+160S+160H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.89 2374.90 0.38 20.64 388.80 +1.20D+1.605+0.50W+160H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.89 2374.90 0.38 20.64 388.80 +120D+05OLr+050L+W+160H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.89 2374.90 0.38 20.64 388.80 +1.20D+0.50L+0.505+W+160H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.318 0.053 1.100 1.00 1.00 1.00 1.00 1.00 2.69 754.89 2374.90 0.38 20.64 388.80 +1.20D0.50L+020S+E+160H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 It 1 0.570 0.094 1.100 1.00 1.00 1.00 1.00 1.00 4.83 1,353.49 2374.90 0.68 36.58 388.80 +0.90D+W+0.90H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.238 0.040 1.100 1.00 1.00 1.00 1.00 1.00 2.02 566.17 2374.90 0.29 15.48 388.80 +0.90D+E+090H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.490 0.081 1.100 1.00 1.00 1.00 1.00 1.00 4.15 1164.77 2374.90 0.58 31.42 388.80 Overall Maximum Deflections - Ufactored Loads Load Combination Span Max.'-' Dell Location in Span Load Combination Max. + Dell Location in Span +D+0.70E+H 1 1.1288 12.697 0.0000 0.000 [ViTiI ReactióiiUñfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.394 0.529 Overall MINimum 0.150 0.194 +D+H 0.249 0.323 +D+L+H 0.249 0.323 +D+Lr+H 0.249 0.323 +D+5+H 0.249 0.323 +D+.750Lr+13750L41 0.249 0.323 +D+0.750L+07505+H 0.249 0.323 +D+0.60W+H 0.249 0.323 +D+0.70E+H 0.394 0.529 +D+0750L+0750Lr+0450W+H 0.249 0.323 +D+0.750L+0 750S+0 450 W+H 0.249 0.323 +D+0.750L+0.7505+0525E+H 0.358 0.477 +0.60D+0.60W+0.60H 0.150 0.194 +0.60D+0.70E+0.60H 0.295 0.400 D Only 0.249 0.323 LrOnly LOnly SOnly WOnty E Only 0.207 0.295 H Only B2-14 [Steel Beam File = C:Use5NORVI-1Desktop\ShoppesPH3-1.6\SH0PPE-l.EC6 I ENERCALC, INC. 1983-2014, 8uild6.14.6.15. Ver:6.17.12.31 Desnption: East KSF-A & -B Support Beam LODE REFERENCES 1 Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 [Material Pprties . 1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 o(o.849)E(o.32e) D(O.849)E(O.328) D(O.27)E(O.106) O(O.27)E(O.108) - Span 24.5Oft HSS8x4x1l4 pplied Loads - I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 0.8490, E = 0.3280 k @0.0 ft, (KSF-A) Point Load: 0 = 0.8490, E = 0.3280 k @4.330 ft, (KSF-A) Point Load: D=0.270, E = 0.1060 k @ 9.920 ft, (KSF-B) Point Load: D=0.270, E = 0.1060 k @ 14.330 ft, (KSF-B) Maximum Bending Stress Ratio = 0.205: 1 Maximum Shear Stress Ratio = - 0.022: 1 Section used for this span HSS8x4x1I4 Section used for this span HSS8x4x1/4 Mu: Applied 9.427 k-ft Vu : Applied 1.822 k Mn • Phi: Allowable 45.885k-ft Vn • PhI: Allowable 84.512 k Load. Combination +1.200+0.50L+0.205+E+1.60H Load Combination +1.200+0.50L+0.20S+E+1.60H Location of maximum on span 9.923ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0<240 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.650 in Ratio = 452 Max Upward Total Deflection 0.000 in Ratio = 0 <180 [-Maximum Forces & Stresses for Load Combinatii1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L= 24.50 it 1 0.191 0.020 8.77 +120D+05OLr+160L+1H Dsgn. L= 24.50 ft 1 0.164 0.017 7.52 +1.200+160L+0505+160H Dsgn. L = 24.50 ft 1 0.164 0.017 7.52 +120D+160Lr+050L+160H Dsgn. L = 24.50 ft 1 0.164 0.017 7.52 +120D+160Lr+050W+160H - Dsgn. L 24.50 ft 1 0.164 0.017 7.52 +1.20D+0.50L+1605+160H Dsgn. L = 24.50 ft 1 0.164 0.017 7.52 +1.200+1.60S+0.50W+160H Dsgn. L= 24.50 ft 1 0.164 0.017 7.52 +1200+050Lr+050L+W+160H Dsgn. L = 24.50 ft 1 0.164 0.017 7.52 +1.200+0.50L+0.505+W+160H Dsgn. L= 24.50 it 1 0.164 0.017 7.52 +1.20040.50L+0.205+E+160H Dsgn. L = 24.50 ft 1 0.205 0.022 9.43 8.17 50.98 45.89 1.17 1.00 1.69 93.90 84.51 1.52 50.98 45.89 1.17 1.00 1.45 93.90 84.51 7.52 50.98 45.89 1.17 1.00 1.45 93.90 84.51 7.52 50.98 45.89 1.17 1.00 145 93.90 84.51 7.52 50.98 45.89 1.17 1.00 1.45 93.90 84.51 7.52 50.98 45.89 1.17 1.00 1.45 93.90 84.51 7.52 50.98 45.89 1.17 1.00 1.45 93.90 84.51 7.52 50.98 45.89 1.17 1.00 1.45 93.90 84.51 7.52 50.98 45.89 1.17 1.00 1.45 93.90 84.51 B2-15 9.43 50.98 45.89 1.17 1.00 1.82 93.90 8451 Steel B ee earn File = C:\UserstSN0RVl-lDesktop\ShoppesPH3--l.6'iSHOPPE-1.EC6 ENERCALC, INC. 1983-2014, Bud:6.l4.6.l5, Ver:6.17.12.31 KW-06000037 Licensee thornton tornasetti inc. Description: East KSF-A & -B Support Beam Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +0.90D+W+090H Dsgn.L= 24.50 ft 1 0.123 0.013 5.64 5.64 50.98 45.89 1.17 1.00 1.08 93.90 84.51 +0.90D+E+0.90H Dsgn.L= 24.50 ft 1 0.164 0.017 7.55 7.55 50.98 45.89 1.18 1.00 1.46 93.90 84.51 [Overall Maximum Deflections i7Uifactored Loads Load Combination Span Max. - Dell Location in Span Load Combination Max. Dell Location in Span +D+0.70E+H . 1 0.6498 11.760 . . 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.547 0.764 Overall MINimum 0.705 0.163 +D+H 2.053 0.650 +D+L+H 2.053 0.650 +D+Lr+H 2.053 0.650 +D+S+H 2.053 0.650 +D+750Lr+0750L+H . 2.053 0.650 +D+0.750L+0.750S+H . 2.053 0.650 +D+0.60W+H 2.053 0.650 +D+0.70E+H 2.547 0.764 +D+0.7501+0.750Lj+0.450W+H 2.053 0.650 +D+0.750L+0 750S+0 450 W+H 2.053 0.650 +D+0.750L+0.7505+0.525E+H 2.423 0.735 +0.60D+.60W+0.60H 1.232 0.390 . . . +0.60D+0.70E+060H 1.726 0.504 D Only 2.053 0.650 LrOnly . LOnly SOnly . . WOnty E Only 0.705 0.163 H Only B2-16 Steel Beam File = C:tUSeStSNORVH\DesktShOppestPH3-1.6SHOPPE1.EC6 I ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 Description: (E) STL BM Check wl (N) RTU Loading - Revised LCODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 TMaterial Propiiies 1 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 wiee W1626 W1ex26 L_Applied Loads - . - - -- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: 0 = 0.0210, Lr = 0.0120 ksf, Tributary Width = 24.50 It Load(s) for Span Number 1 . -. Point Load: 0 = 5.660, Lr = 3.230 k @ 0.0 ft, (Adjacent BM) Load(s) for Span Number 2 Point Load: 0 = 2.053, E 0.650 k @4.920 ft, (KSF-A Frame RXN) Point Load: 0 = 2.053, E = 0.650 k @ 23.250 II, (Frame Support RXN) Load(s) for Span Number 3 Point Load: D = 6.690, Lr = 3.820 k @ 4.0 It, (Adjacent BM) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.883: 1 Section used for this span WI 6x26 Mu : Applied 105.434k-ft Mn * Phi : Allowable 119.340k-ft Load Combinatieth.200+1.60Lr+0.50L+1.60H, LL Comb Run (*L*) Location of maximum on span 14.810ft Span # where maximum occurs Span #2 Maximum Deflection Maximum Shear Stress Ratio = 0.238 :1 Section used for this span W16x26 Vu : Applied 20.206 k Vn Phi: Allowable 84.780 k Load CombinatielL20D+1.60Lr+0.50L+1.60H, LL Comb Run (*LL) Location of maximum on span 30.000 ft Span # where maximum occurs Span #2 Max Downward L+Lr+S Deflection . 0.218 in Ratio = 440 Max Upward L+Lr+S Deflection -0.262 in Ratio = 366 Max Downward Total Deflection 1.374 in Ratio= 262 Max Upward Total Deflection -0.493 in Ratio = 195 Maximum Forces & Stresses for Load Combinatid Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.400+160H Dsgn.L= 4.0011 1 0.316 0.168 -37.75 37.75 132.60 119.34 1.00 1.00 1421 84.78 84.78 Dsgn. I = 30.0011 2 0.513 0.168 61.28 43.52 61.28 132.60 119.34 1.00 1.00 14.24 84.78 84.78 Dsgn. L = 4.00 it 3 0.365 0.146 43.52 43.52 132.60 119.34 1.00 1.00 12.39 84.78 84.78 +120D+45OIr+160L+160H LL Comb Dsgn.L= 4.00 It 1 0.271 0.140 -32.36 32.36 132.60 .119.34 1.00 1.00 11.89 84.78 84.78 Dsgn.I= 30.00 it 2 0.404 0.155 48.19 46.12 48.19 132.60 119.34 1.00 1.00 13.12 84.78 84.78 Dsgn.I= 4.0011 3 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.200+050Ir+1601+160H LL Comb Dsgn.I= 4.0011 1 0.211 0.170 -32.36 32.36 132.60 119.34 1.00 1.00 14.39 84.78 84.18 Dsgn.I= 30.00 ft 2 0.579 0.170 69.06 -37.30 69.06 132.60 119.34 1.00 1.00 14.41 84.78 84.78 Dsgn.I= 4.0011 3 0.313 0.125 -37.30 31.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D-0.50Lr+1.60L+1.60H, LL Comb Dsgn.L= 4.00 It 1 0.271 0.166 -32.36 32.36 132.60 119.34 1.00 1.00 14.09 t7 84.78 Dsgn.L= 30.00ft 2 0.542 0.113 64.71 -46.12 64.71 132.60 119.34 1.00 1.00 14.11 t1' 84.78 Dsgn.L= 4.0011 3 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 Steel Beam File = C:\UsetSNORV1\DeSktOp\ShOpStPH31.6\SHOPPE-l.EC6 ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 Description : (E) STL BM Check wl (N) RTU Loading - Revised Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.20D+0.50Lr+1.60L+1.60H, IL Comb Dsgn.L= 4.00 ft 1 0.335 0.141 -39.99 39.99 132.60 119.34 1.00 1.00 12.44 84.18 84.78 Dsgn. I = 30.00 ft 2 0.408 0.147 48.75 -39.99 48.75 132.60 119.34 1.00 1.00 12.44 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn.L= 4.00 ft 1 0.335 0.143 -39.99 39.99 132.60 119.34 1.00 1.00 12.14 84.78 84.78 Dsgn.L= 30.00ft 2 0.386 0.155 44.30 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 Dsgn.L= 4.00ft 3 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn.L= 4.00 ft 1 0.335 0.173 -39.99 39.99 132.60 119.34 1.00 1.00 14.64 84.78 84.78 Dsgn.L = 30.00ft 2 0.547 0.173 65.28 -39.99 65.28 132.60 119.34 1.00 1.00 14.64 84.78 84.78 Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 - 10.62 84.78 84.78 +120Ds05OLr+160L+160H LL Comb Dsgn. I= 4.00 ft 1 0.335 0.169 -39.99 39.99 132.60 119.34 1.00 1.00 14.35 8418 84.78 Dsgn.L= 30.00 ft 2 0.510 0.170 60.84 46.12 60.84 132.60 119.34 1.00 1.00 14.45 84.78 84.78 Dsgn.L= 4.00 ft 3 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +120D+1601+0505+160H LL Comb F Dsgn.L= 4.00ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.18 84.78 Dsgn.L= 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.O0 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+160L+0505+160H LL Comb F Dsgn. L = 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.18 84.78 +1200+1601+0505+160H LL Comb F Dsgn. L = 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn. I= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60L+0.50S+1.60H, LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 31.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.200+160L+0505+160H LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn. L= 30.00ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 1221 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+160L+0505+160H LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn. L = 30.00ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 . 119.34 1.00 1.00 10.62 84.78 84.78 +120D+1601+0505+160H LL Comb F Dsgn. I= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn. I = 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+I6OIr+050L+160H LL Comb Dsgn.L= 4.00 ft 1 0.271 0.133 -32.36 32.36 132.60 119.34 1.00 1.00 11.24 84.78 84.18 Dsgn.L= 30.00 ft 2 0.549 0.220 39.12 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn.L= 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +120D+160Lr+0501+160H LL Comb Dsgn.L= 4.0011 1 0.271 0.227 -32.36 32.36 132.60 119.34 1.00 1.00 19.24 84.78 84.78 Dsgn.L= 30.00ft 2 0.883 0.227 105.43 -37.30 105.43 132.60 119.34 1.00 1.00 19.27 84.18 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60Lr+0.501+1.60H, IL Comb Dsgn. I = 4.00 ft 1 0.271 0.216 -32.36 32.36 132.60 119.34 1.00 1.00 18.30 84.78 84.78 Dsgn.L= 30.00ft 2 0.769 0.238 91.75 -65.51 91.75 132.60 119.34 1.00 1.00 20.21 84.78 84.78 Dsgn. I = 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D+1.60Lr+0.501+1.60H, IL Comb Dsgn. I = 4:00 ft 1 0.476 0.194 . -56.79 56.79 132.60 119.34 .1.00 1.00 16.44 84.78 84.78 Dsgn.L = 30.00ft 2 0.476 0.153 40.80 -56.79 56.79 132.60 119.34 1.00 1.00 13.00 84.78 84.78 Dsgn.L= 4.00ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60Lr+0.50L+1.60H, IL Comb Dsgn. I= 4.00 ft 1 0.476 0.194 -56.79 56.79 132.60 119.34 1.00 1.00 16.44 84.78 84.78 Dsgn.L= 30.00ft 2 0.549 0.220 26.22 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn. I = 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 1862 84.78 84.78 +1200+160Lr+050L+160H II Comb Dsgn. I = 4.00 ft 1 0.476 0.237 -56.79 56.79 132.60 119.34 1.00 1.00 20.05 84.78 84.18 Dsgn.L= 30.00ft 2 0.784 0.237 93.51 -56.79 93.51 132.60 119.34 1.00 1.00 20.05 84.78 84.78 Dsgn. I = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 . 10.62 W98 84.78 +120D+160Lr+050L+160H IL Comb Steel Beam File C:UseNORVISktOp\ShOpJ)CS\PH316\SHOPPEI.EC6 ENERCALC. INC. 1983-2014, Build:6.14.6.15, Ver.6.17.12.31 Description: (E) STL BM Check wl (N) RTU Loading - Revised Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx Phi*Vrix Dsgn.L= 4.00 ft 1 0.476 0.225 -56.79 56.79 132.60 119.34 1.00 1.00 19.11 84.78 84.78 Dsgn.L= 30.00ft . 2 0.663 0.229 79.13 -65.51 79.13 132.60 119.34 1.00 1.00 19.39 84.78 84.78 Dsgn.L= 4.00 ft 3 . 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +120D+160Lr+050W+160H LL Comb Dsgn.L= 4.00 ft 1 0.271 0.133 -32.36 32.36 132.60 119.34 1.00 1.00 11.24 84.78 84.78 Dsgn.L= 30.00ff 2 0.549 0.220 39.12 -65.51 -65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn.L= 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +120D+160Lr+050W+160H LL Comb Dsgn. L = 4.00 ft 1 0.271 0.227 -32.36 32.36 132.60 119.34 1.00 1.00 19.24 84.78 84.78 Dsgn.L= 30.00ff 2 0.883 0.227 105.43 -37.30 105.43 132.60 119.34 1.00 1.00 1927 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+160Lr+050W+160H LL Comb Dsgn.L= 4.00 ft 1 0.271 0.216 -32.36 32.36 132.60 119.34 1.00 1.00 18.30 84.78 84.78 Dsgn. L = 30.00 ft 2 0.769 0.238 91.75 -65.51 91.75 132.60 119.34 1.00 1.00 2021 84.18 84.78 Dsgn.L= 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +120D+160Lr+050W+160H LL Comb Dsgn.L= 4.00 ft 1 0.476 0.194 -56.79 56.79 132.60 119.34 1.00 1.00 16.44 84.78 84.78 Dsgn.L= 30.O0 ft 2 0.476 0.153 40.80 -56.79 56.79 132.60 119.34 1.00 1.00 13.00 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+160Lr+050W+160H LL Comb Dsgn.L= 4.00 ft 1 0.476 0.194 -56.79 56.79 132.60 119.34 1.00 1.00 16.44 84.78 84.78 Dsgn.L= 30.00 ft 2 0.549 0.220 26.22 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn.L= 4.00 It 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.476 0.237 -56.79 56.79 132.60 119.34 1.00 1.00 20.05 84.78 84.78 Dsgn.L= 30.00 ft 2 0.784 0.237 93.51 -56.79 93.51 132.60 119.34 1.00 1.00 20.05 84.78 84.78 Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60Lr+0.50W+1.60H, LI Comb Dsgn.L= 4.00 ft 1 0.476 0.225 -56.79 56.79 132.60 119.34 1.00 1.00 19.11 84.78 84.78 Dsgn.L= 30.00ft 2 0.663 0.229 79.13 -65.51 79.13 132.60 119.34 1.00 1.00 19.39 84.78 84.78 Dsgn.L= 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +120D+0501+1605+160H IL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ff 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 1221 84.78 84.78 Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1200+0501+1605+160H IL Comb F Dsgn.L= 4.00 It 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ft 2 0.440 0.144 52.52 -31.30 52.52 132.60 119.34 1.00 1.00 1221 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D'.050L+1605+160H LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn. I = 30.00ff 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+1.605+1.60H, LL Comb F Dsgn. I = 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn. I = 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D40.501+1.60S+1.60H, LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ff 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00ff 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+050L+1605+160H LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.18 84.78 Dsgn.L= 30.00ff 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+0501+1605+160H LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn. L = 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.605+0.50W+1.60H Dsgn.L= 4.00 It 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.5OLr+0.501+W+1.60H, LL Cor Dsgn.L= 4.00 ft 1 0.271 0.140 -32.36 32.36 132.60 119.34 1.00 1.00 11.89 84.78 84.78 Dsgn.L= 30.00ft 2 0.404 0.155 48.19 -46.12 48.19 132.60 119.34 1.00 1.00 13.12 84.78 84.78. Dsgn.L= 4.00 ft 3 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 s-1.20D+0.50Lr+0.501+W+1.60H, LL Cor B219 Dsgn.L= 4.00 ft 1 0.271 0.170 -32.36 32.36 132.60 119.34 1.00 1.00 14.39 84.78 84.78 [Steel Beam File = C:UserSN0RVI-I\Desktop\Shoppes\PH3-1.6SH0PPE-1.Ec6 I ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:617.12.31 Description: (E) STL BM Check wl (N) RTU Loading - Revised Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V . max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx Dsgn.L= 30.00ff 2 0.579 0.170 69.06 -37.30 69.06 132.60 119.34 1.00 1.00 14.41 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50Lr+0.501+W+1.60H, LL Cor Dsgn.L= 4.001t 1 0.271 0.166 -32.36 32.36 132.60 119.34 1.00 1.00 14.09 84.78 84.78 Dsgn.L= 30.00ft 2 0.542 0.173 64.71 46.12 64.71 132.60 119.34 1.00 1.00 14.71 84.78 84.78 Dsgn.L= 4.00 ft 3 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.20D+050Lr+0501+W+160H LL Cor Dsgn.L= 4.00 ft 1 0.335 0.147 -39.99 39.99 132.60 119.34 1.00 1.00 12.44 84.18 84.78 Dsgn.L= 30.00 ft 2 0.408 0.147 48.75 -39.99 48.15 132.60 119.34 1.00 1.00 12.44 84.18 84.78 Dsgn.L= 4.00 ft 3 . 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+050Lr+0501+W+160H LL Cor Dsgn.L= 4.00 ft 1 0.335 0.143 -39.99 39.99 132.60 119.34 1.00 1.00 12.14 84.78 84.78 Dsgn.L= 30.00 ft 2 0.386 0.155 44.30 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 Dsgn.L= 4.00 ft 3 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.20D+0.5OLr+0.501+W+1.60H, LL Cor Dsgn.L= 4.00 ft 1 0.335 0.173 -39.99 39.99 132.60 119.34 1.00 1.00 14.64 84.78 84.18 Dsgn.L= 30.00 ft 2 0.547 0.173 65.28 -39.99 65.28 132.60 119.34 1.00 1.00 14.64 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn.L= 4.00 ft 1 0.335 0.169 -39.99 39.99 132.60 119.34 1.00 1.00 14.35 84.78 84.78 Dsgn. L = 30.00 ft 2 0.510 0.170 60.84 46.12 60.84 132.60 119.34 1.00 1.00 14.45 84.78 84.78 Dsgn.L= 4.00 ft 3 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +120D+0501+050S+W+160H LL Con Dsgn. I = 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 1221 84.18 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+0501+0505+W+160H LL Con Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ff 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+0501+0505+W+160H LL Con Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ff 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn. I = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+050L+050S+W+160H LL Con Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 - 84.78 Dsgn. I = 30.00 ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 111 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+0501+0505+W+160H II Con Dsgn. L = 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 1221 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+050L+0505+W+160H LL Con Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 - 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ft 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 12.21 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+0501+0505+w+160H LL Con Dsgn.L= 4.00 ft 1 0.271 0.144 -32.36 32.36 132.60 119.34 1.00 1.00 12.18 84.78 84.78 Dsgn.L= 30.00ff 2 0.440 0.144 52.52 -37.30 52.52 132.60 119.34 1.00 1.00 1221 84.78 84.78 Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1200+0501+0205+E+160H LL Corn Dsgn.L= 4.00 ft 1 0.271 0.152 -32.36 32.36 132.60 119.34 1.00 1.00 12.87 84.18 84.78 Dsgn.L= 30.00 ft 2 0.472 0.152 56.32 -37.30 56.32 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn. I = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1200-i050L+0205+E+160H LL Com Dsgn. L = 4.00 ft 1 0.271 0.152 -32.36 32.36 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn.L = 30.00ff 2 0.472 0.152 56.32 -37.30 56.32 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1200+0501+0205+E+160H LL Corn Dsgn.L= 4.00 ft 1 0.271 0.152 -32.36 32.36 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn. I = 30.00 ft 2 0.472 0.152 56.32 -37.30 56.32 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1200.0501+0205+E+160H LL Corn Dsgn.L= 4.00 ft 1 0.271 0.152 -32.36 32.36 132.60 119.34 1.00 1.00 12.87 84.18 84.78 Dsgn. I= 30.00ft 2 0.472 0.152 56.32 -37.30 56.32 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn. I= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+050Li-0205+E+160H LL Corn Dsgn. I= 4.00 ft 1 0.271 0.152 -32.36 32.36 132.60 119.34 1.00 1.00 .12.87 IWO 84.78 Dsgn.L= 30.00 ft 2 0.472 0.152 56.32 -37.30 56.32 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Steel Beam ENERCALC, INC. 1983-2014, Buitd:6.14.6.15. Ver:6.17.12.31 Description: (E) STL BM Check wl (N) RTU Loading - Revised Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00. 10.62 84.18 84.78 +1.20D+0.50L+0.20S+E+1.60H, LL Corn Dsgn.L= 4.00 ft 1 .0.271 0.152 -32.36 32.36 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn.L= 30.00 ft 2 0.472 0.152 56.32 -37.30 56.32 132.60 119.34 1.00 1.00 12.87 84.18 84.78 Dsgn.L= 4.00 It 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +120D+050L+0205+E+160H LL Corn Dsgn.L= 4.00 ft 1 0.271 0.152 -32.36 32.36 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn.L= 30.00ft 2 0.412 0.152 56.32 -37.30 56.32 132.60 119.34 1.00 1.00 12.87 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+050L+020S-1OE+160H LL C Dsgn.L= 4.00 It 1 0.271 0.136 -32.36 32.36 132.60 119.34 1.00 1.00 11.49 84.78 84.78 Dsgn.L= 30.00 ft 2 0.408 0.137 48.74 -37.30 48.74 132.60 119.34 1.00 1.00 11.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.20S-1.0E+160H LL C Dsgn.L= 4.00 It 1 0.271 0.136 -32.36 32.36 132.60 119.34 1.00 1.00 11.49 84.78 84.78 Dsgn.L= 30.00 ft 2 0.408 0.137 48.74 -37.30 48.74 132.60 119.34 1.00 1.00 11.60 84.78 84.18 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.18 +120D+050L+0205-I0E+160H LL C Dsgn.L= 4.00 It 1 0.271 0.136 -32.36 32.36 132.60 119.34 1.00 1.00 11.49 84.78 84.78 Dsgn.L= 30.00ft 2 0.408 0.137 48.74 -37.30 48.74 132.60 119.34 1.00 1.00 11.60 84.78 84.78 Dsgn.L= 4.00 It 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.205-1.OE+160H LL C Dsgn. L= 4.00 ft 1 0.271 0.136 -32.36 32.36 132.60 119.34 1.00 1.00 11.49 84.78 84.78 Dsgn.L= 30.00ft 2 0.408 0.137 48.74 -37.30 48.74 132.60 119.34 1.00 1.00 11.60 84.78 84.18 Dsgn. L = 4.00 It 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.20S-1OE+160H LL C Dsgn.L= 4.00 ft 1 0.271 0.136 -32.36 32.36 132.60 119.34 1.00 1.00 11.49 84.78 84.78 Dsgn.L= 30.00 ft 2 0.408 0.137 48.74 -37.30 48.74 132.60 119.34 1.00 1.00 11.60 84.78 84.78 Dsgn.L= 4.00 It 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.20S-1.OE+1.60H, LL C Dsgn.L= 4.00 ft 1 0.271 0.136 -32.36 32.36 132.60 119.34 1.00 1.00 11.49 84.78 84.78 Dsgn.L= 30.00ft 2 0.408 0.137 48.74 -37.30 48.74 132.60 119.34 1.00 1.00 11.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D'0.50L+0205-10E+160H LL C Dsgn.L= 4.00 ft 1 0.271 0.136 -32.36 32.36 132.60 119.34 1.00 1.00 11.49 84.78 84.78 Dsgn.L= 30.00 ft 2 0.408 0.137 48.74 -37.30 48.74 132.60 119.34 1.00 1.00 11.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +0.90D+W+0.90H Dsgn.L= 4.00 It 1 0.203 0.108 -2427 24.27 132.60 119.34 1.00 1.00 9.14 84.78 84.78 Dsgn.L= 30.00ft 2 0.330 0.108 39.39 -27.98 39.39 132.60 119.34 1.00 1.00 9.16 84.78 84.78 Dsgn.L= 4.00 ft 3 0.234 0.094 -27.98 27.98 132.60 119.34 1.00 1.00 7.97 84.78 84.78 +0.90D+E+0.90H Dsgn. L = 4.00 ft 1 0.203 0.116 -24.27 24.27 132.60 119.34 1.00 1.00 9.83 84.78 84.78 Dsgn.L= 30.00ff 2 0.362 0.116 43.19 -27.98 43.19 132.60 119.34 1.00 1.00 9.83 84.78 84.78 Dsgn. L = 4.00 ft 3 0.234 0.094 -27.98 27.98 132.60 119.34 1.00 1.00 7.97 84.78 84.78 +0.90D-1.OE+0.90H Dsgn.L= 4.00 It 1 0.203 0.100 -24.27 24.27 132.60 119.34 1.00 1.00 8.45 84.78 84.78 Dsgn.L= 30.00 ft 2 0.298 0.101 35.61 -27.98 35.61 132.60 119.34 1.00 1.00 8.55 84.78 84.78 Dsgn.L= 4.00 It 3 0.234 0.094 -27.98 27.98 132.60 119.34 1.00 1.00 7.97 84.78 84.78 LOII Maximum Deflections - Urifactored Ls Load Combination Span Max. - Defi Location in Span Load Combination Max. + Defi Location in Span 1 0.0000 0.000 +D+Lr+H -0.4928 0.000 +D+Lr+H 2 1.3735 15.190 0.0000 0.000 3 0.0000 15.190 +D+Lr+H -0.4736 4.000 _[Vertical Reactions - Unfactored I Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 27.298 29.021 Overall MiNimum -0.588 -0.509 +D+H 17.973 19.027 +O+L+H LL Comb Run (L) 17.973 19.027 +D+L+H LL Comb Run (1..) 17.973 19.027 +D+L+H LL Comb Run (LL) 17.973 19.027 +D+L+H LL Comb Run (Lu) 17.973 19.027 +D+L+H LL Comb Run (L-L) 17.973 19.027 +D+L+H LL Comb Run (LL) 17.973 19.027 1212-21 +D+L+H LL Comb Run (LLL) 17.973 19.027 Steel Beam File = C:tUsersSN0RVH\Deop\StopesPH3-I.61SHOPPE-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver.6.17.12.31 Description: (E) STL BM Check wl (N) RTU Loading - Revised Lyerticai Reactions - Unfactored 1 Support notation : Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 Support 3 Support 4 +D+Lr+H LL Comb Run (L) 17.385 24.611 +D+Lr+H, LL Comb Run (L) 22.383 23.437 +D+Lr+H, LL Comb Run (LL) 21.795 29.021 +D+Lr+H, LL Comb Run (L) 22.888 18.518 +D+Lr+H, LL Comb Run (LL) . 22.300 24.102 +D+Lr+H, LL Comb Run (LL) 27.298 22.928 +D+Lr+H, LL Comb Run (ILL) 26.710 28.512 +D+5+H 17.973 19.021 +D40.750Lr+0.750L+H, LL Comb Run ( 17.532 23.215 +D0.750Lr+0.750L+H, LI Comb Run ( 21.281 22.335 +D+0.750Lr+0.750L+H, LL Comb Run ( 20.840 26.523 +D+0.750Lr+0.750L+H, LL Comb Run (1 21.659 18.646 +D+0750Lr+07501+H LL Comb Run (I . 21.219 22.833 +D+0.750Lr+0.750L+H, LL Comb Run (L 24.967 21.953 +D+0.750Lr+0.750L+H, IL Comb Run (L 24.526 26.141 +D+0750L+07505+H IL Comb Run ( 17.973 19.027 +D+07501+0750S+H IL Comb Run (1. 17.973 19.027 +D+07501+0750S+H LL Comb Run (1, 17.973 19.027 +D+07501+07505+H IL Comb Run (1' 17.973 19.027 +D+0.7501+0.7505+H, LL Comb Run (1' 17.973 19.027 +D+07501+07505+H LL Comb Run (II 17.973 19.027 +D+0.7501+0.750S+H, IL Comb Run (LI 17.973 19.027 +D+0.60W+H 17.973 19.027 +D+0.70E+H 18.456 19.455 +D-0.70E+H 17.490 18.600 +D+0750L+075OLr+0450W+H II Corr 17.532 23.215 +D+0.7501+0.750Lr+0.450W+H, IL Corr 21.281 22.335 +D+0.7501+0.750Lr+0.450W+H, LL Cort 20.840 26.523 +D+0.7501+0.7501r+0.450W+H, II Corr 21.659 18.646 +D+0.750L+0.7501r+0.450W+H, IL Corr 21.219 22.833 +D+0.7501+0.750Ir+0.450W+H, IL Corr 24.967 21.953 +D+0.7501+0.750Ir+0.450W+H, LI Corr 24.526 26.141 +D+0.7501.417505+0.450W+H, LL Corn 17.973 19.027 +D+07501+07505+0450W+H LL Corn 17.973 19.027 +D+0.750L+0.750S+0.450W+H, LL Corn 17.973 19.027 +D+0.750L+0.750S+0.450W+H, IL Corn 17.973 19.027 +D+0.750L+0.750S+0.450W+H, II Corn 17.973 19.027 +D+0.7501+0.750S+0.450W+H, LL Corn 17.973 19.027 +D+0.750L+0.750S+0.450W+H, II Corn 17.973 19.027 +D+0.750L+0.750S+0.525E+H, IL Cornl 18.335 19.348 +D+07501+07505+0525E+H LICorni 18.335 19.348 +D+0.7501+0.7505+0.525E+H, LLCornt 18.335 19.348 +D+0.7501+0.150S+0.525E+H, IL Corni 18.335 19.348 +D+0750L+07505s0525E+H LLCornl 18.335 19.348 +D0.7501+0.750S+0.525E+H, LLComI 18.335 19.348 +D+0.7501+0.7505+0.525E+H, ILCorni 18.335 19.348 +D+0.750L+075OS-5250E+H LL Corn 17.611 18.707 +D+0750L+07505-05250E+H LLCom 17.611 18.707 +D+0.7501+0.750S-0.5250E+H, LL Corn 17.611 18.707 +D+0750L+07505.05250E+H IL Corn 17.611 18.707 +Df0.7501+0.750S-0.5250E+H, LLCom 17.611 18.707 +D+07501+07505-05250E+H LLCom 17.611 18.707 +D+0.7501+0.750S-0.5250E+H, ILCom 17.611 18.707 +0.600+0.60W+1)60H . 10.784 11.416 +0.60D.)70E+060H 11.267 11.844 +0.600-0.70E+0.60H 10.301 10.989 D Only 17.973 19.027 Lr Only, IL Comb Run (1) -0.588 5.584 Lr Only, LL Comb Run (*1*) 4.410 4.410 Lr Only, II Comb Run (LL) 3.822 9.994 Lr Only, IL Comb Run (Lu) 4.915 -0.509 Lr Only, LI Comb Run (LL) 4.327 5.075 Lr Only, LL Comb Run (LL*) 9.325 3.901 13222 Lr Only, LL Comb Run (ILL) 8.737 9.485 Cantilevered Retaining Wall Re= C:kUserskSNORV~-IM)esktop~Shoppes\PH3-1.61SHOPPE-I.EC6 1111 ILic. # : KW-06000037 Licensee tITi1i1(.]HMf3hIi nc. Description: Masonry Site Retaining Wall - No Heel Criteria Calculations perACI 318-11, ACI 530-11, IBC 2012, Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 3,500.0 psf CBC 2013, ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 :1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 18.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density, Heel = 110.00 pd Lateral soil pressure options: Soil Density, Toe = 0.00 pd NOT USED for Soil Pressure. Friction Coeff btwn Ftg & Soil = 0.350 NOT USED for Sliding Resistance. So. ghtior NOT USED for Overturning Resistance. for passive pressure 18.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 30.0 plf Adjacent Footing Load 1,500.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 3.00 ft Footing Width = 4.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 2.50 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil at Back of Wall = ° ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf a Poisson's o R - - 0.500 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Wall Stability Ratios Design Height Above Ftg ft = Stem OK 0.00 Overturning = 1.66 OK Wall Material Above Ht" = Masonry Sliding 1.55 01< Thickness in = 8.00 Reber Size = # 6 Total Bearing Load 801 lbs Reber Spacing: in . 24.00 ...resultant ecc. = 8.36 in Reber Placed at = Center Soil Pressure @ Toe = 666 psf OK Design Data fb/FB + fa/Fa 0.296 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 330.6 Allowable = 3,500 psf Soil Pressure Less Than Allowable Moment ...Actual - - 488.6 ACI Factored @ Toe = 799 psf Moment.....Allowable ft-I = 1,651.1 ACI Factored © Heel. 0 psf Shear.....Actual psi 7.3 Footing Shear @ Toe = 0.7 psi OK Shear.....Allowable psi = 66.7 Footing Shear @ Heel = 0.0 psi OK Wall Weight psf = 78.0 Allowable = 94.9 psi Rebar Depth 'd' in = 3.75 Sliding Caics (Vertical Component NOT Used) Lap splice if above in = 36.00 Lateral Sliding Force = 568.0 lbs Lap splice if below in = 6.64 less 100% Passive Force = - 600.0 lbs Hook embed into footing in 6.64 less 100% Friction Force =- 280.9 lbs Masonry Data fm . i = 2,500 Added Force Req'd = 0.0 lbs OK Fs psi- 20:000 ....for 1.5: 1 Stability 0.0 lbs OK Solid Grouting = . Yes Load Factors . . Dead Load 1.200 Modular Ratio 'n' 12.89 Live Load . 1.600 Short Term Factor 1.333 1.600 Equiv. Solid Thick. in 7.60 Earth ' H Wind W 1.600 Masonry Block Type = 2 Seismic, E 1.000 . Masonry Design Method = ASD . . B3-2 Cantilevered Retaining Wall File C:lUsers\SNORVI-IM)esktDpXShoppes\PH3-1.6\SHOPPE C6 Lic. Licensee sliT tomasetti inc. Description: Masonry Site Retaining Wall - No Heel Footing Dimensions & Strengths I Footing Design Results Toe Width = 2.33 ft Toe Heel Heel Width = 0.67 Factored Pressure 799 0 psf Total Fooling Width 3.00 Mu': Upward = 1,660 0 ftlb Footing Thickness 12100 in Mu': Downward = 1,178 10 ft-lb Mu: Design = 482 10 ft-lb Key Width = 0.00 Actual 1-Way Shear . 0.73 0.00 psi Key Depth 0.00 In Allow 1-Way Shear 94.87 94.87 psi Key Distance from Toe = 3.29 ft. Toe Reinforcing = # 5 @ 18.00 in ft = 4,000 psi Fy = 60,000 psi Heel Reinforcing = # 7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < s * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments . OVERTURNING . RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 0.1 . 3.00 0.4 Surcharge over Heel Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe Adjacent Footing Load = Adjacent Footing Load = 40.5 0.32 12.8 Axial Dead Load on StemS = Added Lateral Load = 90.0 2.50 225.0 * Axial Live Load on Stem Load @ Stem Above Soil. = Soil Over Toe 1.17 Surcharge Over Toe Stem Weight(s) = 351.0 2.66 934.8 Earth @ Stem Transitions = Total = 568.0 O.T.M. 967.0 Footing Weight = 449.6 1.50 673.7 Resisting/Overturning Ratio = 1.66 Key Weight 3.29 Vertical Loads used for Soil Pressure = 800.7 lbs . Vert. Component = Total = 800.7 lbs R.M. = 1,608.9 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. B3-3 Cantilevered Retaining Wall P-lie = UsefSNUPVh1 KtoPnoppes 1.b\SNUlFi-1t( b I ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.17.12.31 I Ii4''EsNsI'I'I*t Description : Concrete Planter Retaining Wall Criteria Soil Data Calculations per ACI 318-11, ACI 530-11, IBC 2012, 0in,1 U;,h4 . - (PA ft All...,.. C..l D....,...,.. - rnn , . - CBC 2013, ASCE 7-10 MIII - S)JJV IL ruiuvv .UIl LJQIllI - .),.JUIJ.IJ Jl - Wall height above soil 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe =- 18.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density Toe 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg & Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height i ght to ignore for passive pressure 18.00 in Surcharge Loads Lateral Load Applied to Stem [_Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load = 33.3 plf Adjacent Footing Load 0.0 lbs Used To Resist Sliding & Overturning Height to Top = 3.50 ft Footing Width = 0.00 ft Surcharge Over Toe 0.0 psf Height to Bottom 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning - Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I Footing Type Line Load Axial Dead Load = 0.0 lbs at Back of Wall Base Above/Below Soil = 0.0 ft Axial Live Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf ' Ratio - Poisson's a - 0 300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Wall Stability Ratios Design Height Above Ftq Stem OK ft = 0.00 Overturning = 1.57 OK Wall Material Above = Concrete Sliding = 1.85 OK Thickness in = 6.00 Rebar Size = # 5 Total Bearing Load 1,838 lbs Rebar Spacing in 18.00 resultant ecc. 8.35 in Rebar Placed at = Center Soil Pressure @ Toe = 1,523 psf OK Design a = 0.506 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 753.7 Allowable . 3,500 psf Soil Pressure Less Than Allowable IA Actual iviomen .... - - - 1,339.3 ACI Factored @ Toe 1,894 psf Moment.....Allowable ft-I = 2,648.3 ACI Factored @ Heel = 0 psf Shear.....Actual psi = 20.9 Footing Shear @ Toe = 2.1 psi OK Shear.....Allowable psi = 94.9 Fooling Shear @ Heel = 5.3 psi OK Wall Weight . psf = 75.0 Allowable = 94.9 psi Rebar Depth d' in = 3.00 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 18.50 Lateral Sliding Force = 856.0 lbs Lap splice if below - - in 8.30 less 100% Passive Force = - 1,012.5 lbs Hook embed into fooling in = 8.30 less 100% Friction Force =- 570.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc - psi = 4,000.0 Fy psi = 600000 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 - Live Load 1.600 Earth,H 1.600 -- Wind, W 1.600 Seismic, E 1.000 . - B3-4 Cantilevered Retaining Wall File = C.\U inc. Lic. Description: Concrete Planter Retaining Wall Footing Dimensions & Strengths Footing Design Results Toe Width 1.50 ft [_. Heel Heel Width = 1.50 Factored Pressure 1,894 0 psf Total Footing Width 3.00 Mu': Upward = 1,689 0 ft-lb Footing Thickness = 18.00 in Mu': Downward = 527 . 465 ft-lb Mu: Design 1,162 465 ft-lb Key Width = 12.00 Key Depth = 0.00 in Actual 1-Way Shear = 2.09 5.34 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear Toe Reinforcing 94.87 94.87 psi # 5 @ 12.00 in ft = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Other AccepAcceptable Sizes & :: Cover Top 300 © Btm= 300 Heel: Not req'd, Mu < S * Fr Key Not reqd, Mu<S'Fir Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel , = 550.0 2.50 1,375.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load• = Adjacent Footing Load ' Axial Dead Load on Stem = 1.75 Added Lateral Load 116.7 3.25 379.1 * Axial Live Load on Stem 200.0 1.75 350.0 Load @ Stem Above Soil = Soil Over Toe = 0.75 Surcharge Over Toe = . Stem Weight(s) = 412.5 1.75 721.9 Earth @ Stem Transitions = Total = 856.0 O.T.M. 1,981.1 Footing Weight = 675.0 1.50 1,012.5 Resisting/Overturning Ratio = 1.57 Key Weight 2.50 Vertical Loads used for Soil Pressure = 1,837.5 lbs Vert. Component = Total = 1,637.5 lbs R.M. = 3,109.4 • * Axial live load NOT included in total displayed, or used for overturning • • resistance, but is included for soil pressure calculation. B3-5 i11 P0 Box 1960 Winoton, OR 97496 F: (541) 679-6791 Door F:.(541) 679-5063 Oregon www.oregondoor.com www.oregondoor.com S LUNSTRUM WINDOWS & DOORS O 2612 TEMPLE HEIGHTS DR L D OCEANSIDE, CA 92056 T PH: 760-727-3247 O FAX: 760-727-3267 PRO]JtJCTION#: 170378 CUSTOMER P0 JOB NAME SHIPPING INSTRUCTION BY CRED OK 18P102 - 112 RH SHIP VIA: TERMS ORD DATE ACK SHP DATE S/Mf CR 302P 1/10 NET 30 DAY 1 10/02/18 11/05/18 300 10-ti) S LUNSTRUM WINDOWS & DOORS H 2612 TEMPLE HEIGHTS DR I P OCEANSIDE, CA 92056 T 0 ORDERED BY: DAN CUSTOMER APPROVAL APPROVED BY: (X) PRINT NAME: DATE APPROVED: NOTES: 3 PLY PRIMED HARDBOARD 7 INSTALL GLASS * INSTALL GLASS * INSTALL GLASS NET NET I I I I I I I I SLAB MACH I PREF I UNIT I OTY I0T' LINE 1 OTY 1 WIDTH 35-3/4 HEIGHT 83-1/8 THICK 1-3/4 CORE SCLC3 SPECIES PHBD FINISH STILE BAS RAIL BEV B SWING RHR PRICE 216.00 PRICE 27.00 PRICE .00 PRICE 243.00 SHPD BOD EXT 243.00 SCLC3 NON RATED WITH VIX BIT HINGES HG=STE70 SIZE=4-1/2 DEP= .134 BS=1/4 TTT:7-3/8 39-5/16 71-1/4 CORNERSQ LK1=BES93K TEMP=K09 TTCL=43 9/16 BS=2-3/4 DIA=2-1/8 FACE PLT=1-1/8 X2-1/4 SQ LITE=WVF4 LTKS=PAINT GRADE LTKF= PRIME INSTALL-LITE=Y GLASS=3/8 W=24 H=66 LSMG=5-7/8 TMG=6 _____ NOTES:SQIJARE CUTOUT TALL3/8CTG7 MARK: 249 - 21 1ILITE 1 11-3/41 I 1 I I I 183.00 I .00 I 15.00 I 198.00 I I I 198.00 LITE=WVF4 LTKS=PAINT GRADE ..LTKF= PRIME INSTALL-LITE=Y GLASS=3/8 W=24 H=66 NOTES:SQUARE CUTOUT [INSTALL 3/8.CTGJ 31 1ISETUP I I I I I I I I I 35.00 I .00 I .00 1 35.00 I I I 35.00 41 1IDROP I I I I 85.00 I .00 I .00 1 85.00 I I 1 85.00 TOTAL QTY: 1 TOTAL $: 561.00 cp Page 1 of 1 Note #3 - Note #8 —Note #5 I 1/16 - 4/8" I I 4 1/8 4 I 3/2" Mm. Note #4 Notes 1 Allow plus tolerance for clearance per 4 Prepare for a #8-32 screw. 8 When a strike box is used, 9/64'. ANSI Al 15.2. 5 Prepare for a #12-24 screw. 9 For 73KC locks, use the KD303 drill 2 Lack and latch case support by door 6 For 73KC and 93K only! The 63K and 83K "C" jig to ensure that through-bolts and manufacturer. style trim will not cover these holes. levers are properly aligned. 3 Plaster guard by door manufacturer 7 For 63K and 73KC only, a 1" latch face is available. Beveled edge door Universal or Square edge door II IJ"i - - II Door III / II L I jl~ Bevel 1/8" in 2 —Backset 2 1/8 "Di 0 1'/16"—I )'I Mm. Frame Preparation 2 3/4 Backset Door Preparation itybf' * Carlsbad Print pate: 05/03/2019 Permit No: PREV2018-0202 Job Address: 2525 El Camino Real, 101 Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revi5 Status: Closed - Finaled Parcel No: 1563020900 Lot U: Applied: 07/24/2018 Valuation: $0.00 Reference U: . - Issued: 01/15/2019 Occupancy Group: Construction Type . Permit 05/03/2019 Finaled: U Dwelling Units: Bathrooms: - Inspector: MCoII Bedrooms: . Orig. Plan Check U: CBC2018-0063 Final Plan Check U: Inspection: Project Title: Description: ROUSE: TENANT DESIGN CHANGES Applicant: Owner: . V 0 MICHAEL CURTIS R P I CARLSBAD LP 3500W Burbank Blvd Burbank, CA 91505-2235 1114 Avenue Of The Americas, Floor 45 818-972-5080 ' New York, NY 10036-7700 V 214-660-5232 x215232 V FEE V V . AMOUNT MANUAL BUILDING PLAN CHECK FEE $168.75 Total Fees: $ 168.75 V Total Payments To Date : $ 168.75 V Balance Due: $0.00 C r V V . Building Division V 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services CitY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C--OCe2NZ 4Y, Plan Revision Number PRøy?o ig' 69-O Project Address General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name Mciia.e! Phone 'I-972 5090 Fax Address 5O? J PiLYh11 k Fkict City Zip_ i505 Email Address vvi;ckoe Ic&Idfc 13rOf4. cowl Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: jPlans ,1 Calculations Soils LII Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown l-Oi4CI5CO[)? 4. Does this revision, in any way, alter the exterior of the project? Yes fl No Does this revision add ANY new floor area(s)? Yes No' Does this revision affect any fire related issues? Yes No Is this a complete set? Yes No Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 t: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiItCompany DATE: 8/1/2018 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2081-0063.rev SET: I PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: Space 101 Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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 until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: /' Telephone #: Date contacted: / (by)) Email: Mail Telephone Fax In Person Lii REMARKS: By: Jason Pasiut Enclosures: EsGil 7/26/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2081-0063.rev 8/1/2018 (DO NOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2081-0063.rev PREPARED BY: Jason Pasiut DATE: 8/1/2018 BUILDING ADDRESS: 2525 El Camino Real BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Hourly review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I I #N/A 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee L!i Type of Review: El Complete Review El Structural Only El Repetitive Fee Repeats * Based on hourly rate El Other Hourly 1.5 Hrs. @ * EsGil Fee $90.00 I $135.00I Comments: Sheet 1 of 1 Tll©r©rii Tomasetft Building Solutions Project The Shoppes at Carlsbad Phase 3.6 Bulletin 5 Supplementary Structural Calculations Project No. S16012 Prepared For LDA Design Group 3500 West Burbank Blvd. Burbank, CA 91505 1: 818.972.5080 Prepared By . Thornton Tomasetti Inc. Brookfield 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 T: 619.550.5900 July 19, 2018 1 Properties FESSI EIS C 77781 rn ."• L.. * EXP. 06/30/2019 * I PREV20I8-0202 FCP. 2525 EL CAMINO REAL #101 ROUSE: TENANT DESIGN CHANGES 1563020900 CBC2018-0063 712412018 PREV20180202 Thornton Tosettñ TABLE OF CONTENTS Calculations Lateral Design Shear Wall Retrofit AI-1 Miscellaneous RTURelocation Framing ....................................................................................................... MI-I RoofOpening Framing ........................................................................................................M2-I Phase 3.6 Bulletin 5 Structural Calculations July 19, 2018 I Project # S16012 (E) & CM Cracked (E) 8 MU MMU Ciao dtY1U Cf, --ked (E)8CMUCracked (NW C NC. VKMC Crac GONC Cracked :ked (N)8 CONCCr -a )8CMUCked 500 (E)8 500 MU ftomu Cnuol dMUC 0 ked ()&CMUCked • • (N)& C NC O1C Ira €NC Cr ked cked (N)8 CONC Cr FICTITIOUS HORIZONTAL LOADING (KIP) TO COMPARE IN-PLANE STIFFNESS (7) (T (Th INDAL1DISPLAC.EMENT UNDER 1OQ.OIKIP HORIZLQADI () (,) (.) (\_J) IX 1.3191 COMPARISON OF DISPLACEMENT AT UPPER LEVEL UNDER FICTITIOUS LOAD THE IN-PLANE SHEAR STIFFNESS FOR THE MODIFIED WALL AT THE LOWER LEVEL IS EFFECTIVELY EQUIVALENT SINCE THIS WALL STIFFNESS IS UNCHANGED, WE DO NOT EXPECT THE LOAD TO THE WALL FROM THE OVERALL BUILDING BEHAVIOR TO VARY FROM WHAT WAS ASSUMED IN PHASE II Al -3 500 Concrete Section . S , . S-CONCRETE Version 2018.1 Job #A123.45 - © Copyright 1995-2018 by S-FRAME Software Inc. '16neI 1 00.5000011 . . . ' 1245018s0VE.F 7y (Panel 4t)-60.0UJ S . 456012.OKEY. IV (panel 40134.600601 71' (7000 hoor) -60.0 UI Wr.l5Orf W..500370 - hap" .0.7501 60.2900060 60.428760 . . 00-1760 UI 00070110, (AOOIor.) Cor0111,.696 till 0441.21.6406 - Z001000001-0.7811 00011C0707.0.75 E . - 108117 r15.abs ,eis.a 9 . Zb0r0.00l YOOI.6.911 Ag - OM mh.. - . . 71 (y.y) • 3534044 - 71 (r-z) •395130 44 , . . . . . F—Snax]Ft 1D<1 o. 0.0 ups vUY. 94.0 h5 A53ror (Y) • 560.050.4. A3)lw(Z).580.01QJ1. IF'5W00 75 J(XI 19.7341644 I ConO00e500lofl I J0bAI23.45 Ae'efloaah. IAct3l8.11st30000g . . .• . . . . . 8(yy)3564.0b4 I . . .. . 4(9-9) 33573644 I 1110111800 151191116316. . . III A240165J93f1 160o00UPS mall r 273 0067,0, AoeCY3o560.0Min. 1514 ' . . lNu14&0k1a Aoa(Z)0560.olq.41. I . . IOM. 61l.7 fl Thornton Tomasetti, Inc. Thornton Tornasetti SN July 19, 2018 - - 925 Fort Stockton Drive, Suite 200 12:20 PM - San Diego, CA 92103. Concrete Section S-CONCRETE Version 2018.1.1 Job #A123.45 © Copyright 1995-2018 by S-FRAME Software Inc. S-CONCRETE 2018.1.1 (c) S-FRAME Software Inc. File Name: C:\ ... 6 Bulletin 5\Shotcrete Retrofit Wall.SCC Summary Status Section Name Consultant Maximum 1.000 Concrete Section Thornton Tomasetti, Inc. V (shear) Util 0 6 N vs M Util 0.220 American Building Standards ACI 318-11, "Building Code Requirements for Structural Concrete" ACI 318R-11, "Commentary for ACI 318-11" Design Aids. Manuals, and Handbooks The Reinforced Concrete Design Manual in Accordance with ACI 318-11 "ACI Detailing Manual - 1994", ACI Committee 315, American Concrete Institute, 1994 "Manual of Standard Practice", Concrete Reinforcing Steel Institute, 2003 Section Dimensions Material Properties Gross Properties Effective Properties I-Shape fc' = 5000 psi Zbar = 0.0 in Ae = 672.0 sq.in. LI = 84.0 in fy (panel vert) = 60.0 ksi Ybar = 0.0 in le (y-y) = 3584.0 in4 TI = 8.0 in fy (panel horz) = 60.0 ksi Ag = 672.0 sq.in. le (z-z) = 395136 in4 fy (zone vert) = 60.0 ksi Ig (y-y) = 3584.0 in4 Ase (Y) = 560.0 sq.in. fy (zone horz) = 60.0 ksi Ig (z-z) = 395136 in4 Aso (Z) = 560.0 sq.in. Wc = 150 pd Ashear (Y) = 560.0 sq.in. Je = 13476 in4 Ws = 500 pd Ashear (2) = 560.0 sq.in. Poisson's Ratio = 0.2 Jg = 13476 in4 Quantities (approx.) hagg = 0.75 in Concrete = 696 lb/ft Es = 29000 ksi . . Steel = 27.6 lb/ft Ec = 4287 ksi Primary = 12.9 lb/ft Gc = 1786 ksi Secondary = 14.7 lb/ft fr = 530 psi Panel I 1245@18.0"V.E.F #5 © 12.0" H.E.F. Factored Design Loads Load N T Vz My Vy Mz Was Theta Case/Combo (kips) (k*ft) (kips) (kft) (kips) (k*ft) (k•ft) I 0.0. 0.0 0.0 14.0 -148.0 148.0 2700F N vs M Results Axial Utilization . Moment Utilization GLC 1 Nu = 0.0 kips Mu = 148.0 k"ft Mn = 746.4 kft Status øNn (max) = -1593.0 kips øMn = 671.7 k*ft Mp = 924.6 k*ft Utilization 0. 0 Utilization = 0.000 Utilization = 0.220 Maximum 1.000 Theta 270° Thornton Tomaselli, Inc. Page 1 . Thornton Tomaselli SN . . . July 19, 2018 925 Fort Stockton Drive, Suite 200 12:21 PM San Diego, CA 92A Concrete Section S-CONCRETE Version 2018.1.1 Job #A123.45 © Copyright 1995-2018 by S-FRAME Software Inc. Shear and Torsion Utilization Shear Z-Direction Shear V-Direction GLC I Nu = 0.0 kips Nu = 0.0 kips Status lAcceptabie ] Mu (y-y) = 0.0 k*ft Mu (z-z) = -148.0 k*ft Utilization 10.066 J = Uz + Uy Vuz = 0.0 kips Vuy = 14.0 kips Maximum 1.000 bw=84.01n bw8.0in d=6.94in d=67.21n As (Tens) = 1.45 sq.in. As (Tens) = 3.1 sq.in. Torsion Av = 0.0 sq.in. Av = 0.62 sq.in. Tu = 0.0 k*ft Lambda = 1.00 Lambda = 1.00 T (limit) = 7.4 k*ft øVsz = 0.0 kips øVsy = 156.2 kips [Acceptable I øVcz = 61.4 kips øVcy = 57.0 kips øVnz=61.4kips øVny=213.3kips Util (LIZ) = 0.000 Util (Uy) = 0.066 Panel I Reinforcing #5 @ 18.0° V.E.F Vert Steel Ratio Vert Bar Spacing Number of Curtains Rho = 0.00431 S = 18.00 in Curtains Specified = 2 Rho (mm) = 0.00120 S (mm) = 2.75 in Curtains Required = 1 Rho (max) = 0.01000 5 (max) = 18.00 in lAcceptabte I lAcceptable I Acceptable #5 @ 12.0° H.E.F Horz Steel Ratio Horz Bar Spacing Clear Cover Rho = 0.00646 S = 12.00 in Cover Specified = 0.75 in Rho (mm) = 0.00200 5 (mm) = 2.13 in Max Cover = 2.67 in eptable S (max) = 16.80 in iAcceptable I lAcceptable I Panel Vertical Reint. Panel Horizontal Reinf. Zone Vertical Relnf. fy (mm) 40.0 ksi fy (mm) 40.0 ksi fy (mm) 40.0 ksi fy (vert) 60.0 ksi fy (horz) 60.0 ksi fy (vert) 60.0 ksi fy (max) 80.0 ksi fy (max) 60.0 ksi fy (max) 80.0 ksi Status lAcceptable 1 Status lAcceptable I Status ptable I Concrete Strength Concrete Density Zone Horizontal Relnf. fc (mm) 2500.0 psi Wc (mm) 90.0 pcf fy (mm) 40.0 ksi fc' 5000.0 psi Wc 150.0 pcf fy (horz) 60.0 ksi fc' (max) 10000.0 psi Wc (max) 160.0 pcf fy (max) 100.0 ksi Status J,Acceptable I Status lAcceptable I Status lAcceptable I Index Bar Diameter Area Designation ------------------------------------ (in) (sq.in.) 1 #2 0.25 0.05 2 #3 0.375 0.11 3 #4 0.50 0.20 4 #5 0.625 0.31 5 #6 0.75 0.4.4 6 #7 0.875 0.60 7 #8 1.00 0.79 8 #9 1.128 1.00 9 #10 1.27 1.27 Thornton Tomaselli, Inc. Page 2 Thornton Tomaselli SN July 19, 2018 925 Fort Stockton Drive, Suite 200 12:21 PM San Diego, CA 92A4 - Concrete Section S-CONCRETE Version 2018. 1.1 Job #A123.45 ©.Copyright 1995-2018 by S-FRAME Software Inc. 10 #11 1.41 1.56 11 #14 1.693 2.25 12 #18 2.257 4.00 Wall Dimensions Lu (y-y) = 120.0 in, Lu (z-z) = 120.0 in,hw 198.0 in Panel I Thickness T= 8.0 in T (mm) = 4.8 in Anchorage Requirements Panel At Zone A At Zone B Horizontal Bars Straight Bar Provided Straight Bar Provided Straight Bar OK Straight Bar OK Boundary Element Requirements (Displacement Method Sectional Load Nx C(y-y) Mu(y-y) Mn(y-y) C(z-z) Mu(z-z) Mn(z-z) Case (kips) (in) (k*ft) (k-ft) (in) (k-ft) (k-ft) (E) 1 0.0 - 0.0 - [5.56) -148.0 -746.4 Mu/Mn >= 25% 1.9 Max du / hw(y-y)=0.0070 20.0 Max du / hw(z-z)=0.0070 List of Messages No Messages... Concrete Section S-CONCRETE Version 2018.1 - @ Copyright 1995-2018 by S-FRAME Software Inc. GRADE BEAM SECTION 60.0 W WO -150 Pd 0089.0.750 10001 LT9P8I(9 2-08 Jg.9484,004 I C080ete5*805 . . -. . 1.105*4123.45 Ae*288.Osq0. IAU3114 d . . -, 12.0 P (Z-z) 3454.0 *5 I b0tl1 7b8,ue0L SIC. AsaCY)240.0.q.E.. ISO 4*e (5) 243.0*8.0. _________________ Job #A123.45 i05Ii8i8U8T 0200000000 4-21.80 .1.58 *4* A.Ibh.0.00545 CO2, COV*1 Top-0.758 0092000.l.2fl Sid. I.Si1 5ho8,F107524Ri4(24 I VOZ .97 9 L&4 IAVVS .0.00(70 I S (rem -I0.80 1f1aura11A1X7*ro.so.3 Mu).) • .74.0 *1! 0007.) .753.0 ro AS (8244) 0.89 58.0 Thornton Tomasetti, Inc. . . . . . Thornton Tomasetti SN . . . July 19, 2018 . . 925 Fort Stockton Drive, Suite 200 12:25 PM . San Diego, CA 92103 PARTIAL PLAN, RTU I RELOCATION M1-2 VaTues Mnx PhiMnx Cb Rm 132.60 119.34 1.00-1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 132.60 119.34 1.00 1.00 Summary of Shear Values VuMax Vnx Phi*Vnx 14.47 84.78 84.78 14.70 84.78 84.78 12.39 84.78 84.78 12.11 84.78 84.78 13.12 84.78 84.78 13.12 84.78 84.78 14.60 84.78 84.78 14.81 84.78 84.78 10.62 84.78 84.78 14.31 8Wg3 84.78 15.10 84.78 84.78 Max Stress Rath Segment Length Span # M V max Mu+ maxMu - Mu Max +1.400+1.60H Dsgn. L= 4.00 ft 1 Dsgn. L = 30.00 ft 2 Dsgn. L= 4.00 ft 3 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L= 4.00 ft 1 Dsgn. L = 30.00 ft 2 Dsgn. L= 4.00 ft 3 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L= 4.00 ft I Dsgn. L = 30.00 It 2 Dsgn. L= 4.00 ft 3 +1.20D+0.50Lr+1.601+1.60H, LL Comb 0sgn.L= 4.00ft 1 Dsgn. L = 30.00 It 2 0.316 0.171 -37.75 37.75 0.546 0.173 65.14 43.52 65.14 0.365 0.146 -43.52 43.52 0.271 0.143 -32.36 32.36 0.431 0.155 51.41 46.12 51.41 0.386 0.155 46.12 46.12 0.271 0.172 -32.36 . 32.36 0.606 0.175 72.37 -37.30 72.37 0.313 0.125 -37.30 37.30 0.271 0.169 -32.36 32.36 0.569 0.178 67.94 46.12 67.94 I s I B L ee earn. •. .. -1 ENERCALC, INC. 1983-2017,Build:10.178.9,Ver.I0.17.8.9 Description: (E) STL BM Check wl (N) RTU Loading - Revised per RFl-038 rEEREES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 EMiiiiPropert1es ,. 1 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 D(5.66) U3.23) 0(2.0531 E(0.65) D(o4t J) 0(6.69) Lr3.82) W16x26 pan = 4.0 W16x26 W16x26 Span = 30.0 ft pan = 4.0 plied Loiai.- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.0210, Lr = 0.0120 ksf, Tributary Width = 24.50 ft Load(s) for Span Number I Point Load: 0 = 5.660, Lr = 3.230 k @ 0.0 ft, (Adjacent BM) Load(s) for Span Number 2 Point Load: D = 2.053, E = 0.650 k @4.920 It, (KSF-A Frame RXN) Point Load: D = 2.053, E = 0.650 k @ 23.250 ft, (Frame Support RXN) Point Load: 0 = 0.2540, E = 0.0620 k @ 15.580 ft, (RTU Support BM) Point Load: 0 = 0.2540, E = 0.0620 k @ 22.920 ft, (RFU Support BM) Load(s) for Span Number 3 Point Load: 0 = 6.690, Lr =1820 k @4.0 ft, (Adjacent BM) )ESIGN SUMMARY Maximum Bending Stress Ratio = 0.911: 1 - Section used for this span W16x26 Mu : Applied 108.747 k-ft Mn * Phi: Allowable 119.340k-ft Load Combinatiek200+1.6OLr+0.50L+1.60H, LL Comb Run (tL) Location of maximum on span 15.200 ft Span # where maximum occurs Span #2 Maximum Deflection Maximum Shear Stress Ratio = 0.243: 1 Section used for this span W16x26 Vu : Applied 20.597 k Vn * Phi: Allowable 84.780 k Load Combinatih20D+1.60Lr+0.50L+1.60H, LL Comb Run (*LL) Location of maximum on span 30.000 ft Span # where maximum occurs Span #2 Max Downward Transient Deflection 0.218 in Ratio = 440 >=240. Max Upward Transient Deflection -0.262 in Ratio= 366 >=240. Max Downward Total Deflection 1.409 in Ratio = 256 >=180 Max Upward Total Deflection -0.511 in Ratio = 188 >=180 St 1 B '' .ws.thomtontomasetfi.comFileSysCMFrcjécts\S5SY5F-B\Anaysis\SEVl0w-mpAYJTE-M.6SQXuvO--oEC6 ee. earn ENERCALC INC 1983-2017 Build 10 1789 VerlO 1789 inc. Description: (E) STL BM Check wl (N) RTU Loading - Revised per RFI-038 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx Dsgn. L= 4.0011 3 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.20D+0.5OLr+1.60L+1.60H, LL Comb Dsgn.L = 4.0011 1 0.335 0.149 -39.99 39.99 132.60 119.34 1.00 1.00 12.65 84.78 84.78 Dsgn. L= 30.00 ft 2 0.437 0.149 52.14 -39.99 52.14 132.60 119.34 1.00 1.00 12.65 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.5OLr+1.601+1.60H LL Comb Dsgn. L = 4.00 ft 1 0.335 0.146 -39.99 39.99 132.60 119.34 1.00 1.00 12.36 84.78 84.78 Dsgn. L= 30.0011 2 0.399 0.155 47.60 46.12 47.60 132.60 119.34 1.00 1.00 13.12 84.78 84.78 Dsgn.L 4.0011 3 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.200+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L= 4.0011 1 0.335 0.175 -39.99 39.99 132.60 119.34 1.00 1.00 14.86 84.78 84.78 Dsgn. L= 30.00 It 2 0.575 0.175 68.65 -39.99 68.65 132.60 119.34 1.00 1.00 14.86 84.78 84.78 Dsgn. L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+05OLr+160L+1.60H LL Comb Dsgn. L= 4.0011 1 0.335 0.172 -39.99 39.99 132.60 119.34 1.00 1.00 14.56 84.78 84.78 Dsgn. L= 30.00 ft 2 0.537 0.175 64.14 46.12 64.14 132.60 119.34 1.00 1.00 14.85 8478 84.78 Dsgn.L = 4.0011 3 0.386 0.155 -46.12' 46.12 132.60 119.34 1.00 1.00 13.12 84.78 8478 +1.20D+1.60L+0,505+1.60H LL Comb F Dsgn.L= 4.0011 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 8478 8478 Dsgn. L= 30.0011 2 0.468 0.149 55.84 -37.30 55.84 132.60 11934 1.00 1.00 12.60 84.78 8478 Dsgn. L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 11934 1.00 1.00 10.62 84.78 8478 +1.20D+1.60L+0.50S+1.60H, LL Comb F Dsgn. L= 4.0011 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn. L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn. L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60L+0.505+1.60H LL Comb F Dsgn. L= 4.0011 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn. L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60L+050Si-160H LL Comb F Dsgn. L= 4.0011 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 8418 Dsgn. L = 30.00 ft '2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn. L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 11934 1.00 1.00 10.62 84.78 84.78 +1.200+1.60L+0.505+1.60H LL Comb F Dsgn. L= 4.0011 1 0.271 0.146 -32.36 32.36 132.60 11934 1.00 1.00 12.40 84.78 84.78 Dsgn. L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn. L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60L+0.505+160H IL Comb F Dsgn. L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn. L= 30.0011 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 8478 84.78 +1.20D+1.60L+0.505+160H LL Comb F Dsgn. L= 4.0011 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 8478 84.78 Dsgn. L= 30.0011 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn. L = 4.0011 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 8478 84.78 +1.20D+1.60Lr+0.501+1.60H LL Comb Dsgn. L = 4.0011 1 0.271 0.135 -32.36 32.36 132.60 119.34 1.00 1.00 11.46 8418 84.78 Dsgn. L= 30.0011 2 0.549 0.220 42.12 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn. L = 4.0011 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.200+1.6OLr+0.50L+1.60H, LL Comb Dsgn. L= 4.00 ft 1 0.271 0.229 -32.36 32.36 132.60 119.34 1.00 1.00 19.46 84.78 84.78 Dsgn. L = 30.00 It 2 0.911 0.232 108.75 -37.30 108.75 132.60 119.34 1.00 1.00 19.66 84.78 8478 Dsgn. L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 8478 +1.20D+1.60Lr+0.50L+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.271 0.218 -32.36 32.36 132.60 119.34 1.00 1.00 18.51 84.78 8478 Dsgn. L= 30.00 ft 2 0.795 0.243 94.86 -65.51 94.86 132.60 119.34 1.00 1.00 20.60 84.78 8478 Dsgn. L = 4.0011 3 0.549 ' 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 8418 84.78 +1 20D+1 60Lr+0 50L+1 60H LL Comb Dsgn. L= 4.0011 1 0.476 0.194 -56.79 56.79 132.60 11934 1.00 1.00 16.44 8478 8478 Dsgn. L= 30.0011 2 0.476 0.156 . 44.16 -56.79 56.79 132.60 11934 1.00 1.00 13.21 8428 8478 Dsgn. L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 11934 1.00 1.00 10.62 8478 84.78 +1.20D+1.60Lr+0.50L+1.60H, IL Comb Dsgn. L= 4.0011 1 0.476 0.194 -56.79 56.79 132.60 119.34 1.00 1.00 16.44 84.78 8478 Dsgn. L= 30.00 ft 2 0.549 0.220 29.49 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn. L = 4.0011 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D+1.6QLr+0.501+1.60H, LL Comb Dsgn. L= 4.0011 .1 0.476 0.239 -56.79 56.79 132.60 119.34 1.00 1.00 20.27 84.78 84.78 Dsgn. L= 30.0011 2 0.812 0.239 96.91 -56.79 96.91 132.60 11934 1.00 1.00 20.27 8Mt84 84.78 Dsgfl.L= 4.0011 3 0.313 0.125 -37.30 37.30 132.60 11934 1.00 1.00 10.62 84.78 84.78 See B -, . , ee1 earn - * INC 1983-2017 8u11d101789 Ver10178j - ENERCALC,, Description : (E) STL BM Check wl (N) R11J Loading - Revised per RFI-038 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx Phi1Vnx +1.20D+1.60Lr+O.50L+1.60H, LL Comb Dsgn.L= 4.00ft 1 0.476 0.228 -56.79 56.79 132.60 119.34 1.00 1.00 19.33 84.78 84.78 Dsgn.L= 30.00 ft 2 0.691 0.233 82.41 -65.51 82.41 132.60 119.34 1.00 1.00 19.78 84.78 84.78 Dsgn.L= 4.00 ft 3 0.549 0.220 -85.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D+1.6OLr+0.50W+1.60H, LL Comb Dsgn.L= 4.00 ft 1 0.271 0.135 -32.36 32.36 132.60 119.34 1.00 1.00 11.46 84.78 84.78 Dsgn.L = 30.00 ft 2 0.549 0.220 42.12 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn. L = 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D+1.6OLr+0.50W+160H LL Comb Dsgn. L = 4.00 ft 1 0.271 0.229 -32.36 32.36 132.60 119.34 1.00 1.00 19.46 84.78 84.78 Dsgn. L = 30.00 ft 2 0.911 0.232 108.75 -37.30 108.75 132.60 119.34 1.00 1.00 19.66 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60Li*0.50W+1.60H LL Comb Dsgn.L= 4.00 ft 1 0.271 0.218 -32.36 32.36 132.60 119.34 1.00 1.00 18.51 84.78 84.78 Dsgn.L= 30.00 ft 2 0.795 0.243 94.86 -65.51 94.86 132.60 119.34 1.00 1.00 20.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D+1.6OLr+0.50W+1.60H, LL Comb Dsgn.L= 4.00 ft 1 0.476 0.194 -56.79 56.79 132.60 119.34 1.00 1.00 16.44 84.78 84.78 Dsgn. L = 30.00 ft 2 0.476 0.156 44.16 -56.79 56.79 132.60 119.34 1.00 1.00 13.21 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60, 119.34 1.00 1.00 10.62 84.78 84.78 +1.200+1.60Lr+0.50W+1.60H LL Comb Dsgn. L= 4.00 ft 1 0.476 0.194 -56.79 56.79 132.60 119.34 1.00 1.00 16.44 84.78 84.78 Dsgn.L= 30.00 ft 2 0.549 0.220 29.49 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 Dsgn.L= 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D+1.6OLr+0.50W+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.476 0.239 -56.79 56.79 132.60 119.34 1.00 1.00 20.27 84.78 84.78 Dsgn.L= 30.00 ft 2 0.812 0.239 96.91 -56.79 96.91 132.60 119.34 1.00 1.00 20.27 84.78 84.78 Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn.L= 4.00ft 1 0.476 0.228 -56.79 56.79 132.60 119.34 1.00 1.00 19.33 84.78 84.78 Dsgn.L= 30.00 ft 2 0.691 0.233 82.41 -65.51 82.41 132.60 119.34 1.00 1.00 19.78 84.78 84.78 Dsgn. L = 4.00 ft 3 0.549 0.220 -65.51 65.51 132.60 119.34 1.00 1.00 18.62 84.78 84.78 +1.20D40.50L+1.605+1.60H LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L = 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 .84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+1.605+1.60H, LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.200+0.50L+1.605+1.60H LL Comb F Dsgn. L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+1.60S+1.60H, LL Comb F Dsgn.L= 4.00 ft 1 0.271 0.146 • -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn. L = 30.00 It 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+1.605+1.60H LL Comb F • Dsgn.L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft •2 0.468 0.149 55.84 -37.30 55.84 132.60 • 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 • 10.62 84.78 84.78 +1.20D+0.50L+1.605+1.60H LL Comb F • Dsgn.L= 4.00 ft • 1 0.271 0.146 . -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 . -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+1.605+1.60H, LL Comb F .• .Dsgn.L= 400ft 1 0.271 0.146 3236 3236 13260 11934 100 100 1240 8478 8478 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78- Dsgn. L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+1.605+0.50W+1.60H . Dsgn.L= 4.00 ft 1 0.271 0.146 . -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 • 119.34 1.00 1.00 12.60 84.78 84.78. Dsgn. L= 4.00 ft 3 • 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor S Dsgn. L= 4.00 ft 1 0.271 0.143 732.36 32.36 132.60 119.34 1.00 1.00 12.11 84.78 84.78 Dsgn.L= 30.00 ft • 2 0.431 0.155 51.41 -46.12 51.41 132.60 119.34 • 1.00 1.00 13.12 84.78 84.78 Dsgn. L= 4.00 ft 3 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 8M85 84.78 +1.20D+0.5OLr+0.50L+W+1.60H, LL Cor . INC. 19832017,BuiId:10.178.9, Ver.1O.17 1(N) RTU Loading - Revised per RFI-038 Max Stress Ratios Summary of Moment Values Summary of Shear Values M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhiVnx 0.271 0.172 -32.36 32.36 132.60 119.34 1.00 1.00 14.60 84.78 84.78 0.606 0.175 72.37 -37.30 72.37 132.60 119.34 1.00 1.00 14.81 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.169 -32.36 32.36 132.60 119.34 1.00 1.00 14.31 84.78 84.78 0.569 0.178 67.94 -46.12 67.94 132.60 119.34 1.00 1.00 15.10 84.78 84.78 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 0.335 0.149 -39.99 39.99 132.60 119.34 1.00 1.00 12.65 84.78 84.78 0.437 0.149 52.14 -39.99 52.14 132.60 119.34 1.00 1.00 12.65 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.335 0.146 -39.99 39.99 132.60 119.34 1.00 1.00 12.36 84.78 84.78 0.399 0.155 47.60 -46.12 47.60 132.60 119.34 1.00 1.00 13.12 84.78 84.78 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 0.335 0.175 -39.99 39.99 132.60 119.34 1.00 1.00 14.86 84.78 84.78 0.575 0.175 68.65 -39.99 68.65 132.60 119.34 1.00 1.00 14.86 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.335 0.172 -39.99 39.99 132.60 119.34 1.00 1.00 14.56 84.78 84.78 0.537 0.175 64.14 46.12 64.14 132.60 119.34 1.00 1.00 14.85 84.78 84.78 0.386 0.155 46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.146 3236 3236 13260 11934 100 106 1240 8478 8478 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 0.313 .0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.146 -32.36 .32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.155 -32.36 32.36 132.60 •. 119.34 1.00 1.00 13.13 84.78 84.78 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.155 -32.36 32.36 132.60 .119.34 1.00 1.00 13.13 84.78 .84.78 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1,00 13.29 84.78 84.78- 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 0.506 0.157 60.33 -37.30 60.33 . 132.60 119.34 1.00 1.00 13.29 . 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 0.271 0.155 -32.36 32.36 132.60 .119.34 1.00 1.00 13.13 84.78 84.78 0.506 0.157 60.33 -37.30 60.33 . 132.60 119.34 1.00 1.00 13.29 84.78 84.78 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78. 84.78 M1-6 0.271 0.155 . -32.36 3136 132.60 119.34 1.00 1.00 13.13 84.78 84.78 Steel Beam IU/TA'EII.IIIIIIIEP Desciiption: (E) STL BM Check iA Load Combination Segment Length Span # Dsgn.L= 4.00ft 1 Dsgn. L = 30.00 ft 2. Dsgn.L= 4.00ft 3 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn.L= 4.00 ft I Dsgn. L = 30.00 ft 2 Dsgn. L=4.00ft 3 +1.20D+0.50Lr+0.501+W+1.60H, LL Cor Dsgn.L= 4.00 ft I Dsgn. L = 30.00 ft 2 Dsgn.L= 4.00 ft 3 +1.20D+050Lr+0.50L+W+1.60H LL Cor Dsgn.L= 4.00 ft 1 Dsgn. L = 30.00 ft 2 Dsgn.L 4.00 ft 3 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn.L= 4.00 ft 1 Dsgn. L = 30.00 ft 2 Dsgn.L= 4.00ft . 3 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn. L = 4.00 ft 1 Dsgn. L = 30.00 ft 2 Dsgn.L= 4.00 ft • . 3 +1.20D+0.50L+0.50S+W+1.60H, LL Con Dsgn. L = 4.00 ft .1 Dsgn. I = 30.00 ft . 2 Dsgn.L= 4.00 ft . 3. +1.20D+0.50L+0.50S+W+1.60H, LL Con Dsgn.L= 4.00 ft I Dsgn. L = 30.00 ft 2 Dsgn.L= 4.00 ft . 3 1 +1.20D+0.501+0.50S+W+1.60H, LL Con Dsgn.L= 4.00 ft 1 Dsgn. L = 30.00 ft . 2 Dsgn.L= 4.00 ft 3 +1.20D+0.501+0.505+W+1.60H LL Con Dsgn.L= 4.00 ft 1 Dsgn. L = 30.00 ft 2 Dsgn.L= 4.00ft . 3 +1.20D+0.501+0.50S+W+1.60H, LL Con Dsgn. L= 4.00 ft . 1 Dsgn. L = 30.00 ft 2 Dsgn.L= 4.00 ft 3 +1.20D+0.501+0.50S+W+1.60H, LL Con Dsgn. L=4.0oft 1 Dsgn. L = 30.00 ft . 2 Dsgn.1 4.00 ft .3 +1.20D+0.50L+0.50S+W+1.60H, LL Con Dsgn.L= 4.00 ft 1 Dsgn. L = 30.00 ft . 2 Dsgn.L= 4.00 ft 3 +1.20D+O.501+0.20S+E+1.60H, LL Com Dsgn.1 .4.00 ft I Dsgn,L = 30.00 ft . 2 Dsgn.L= 4.00 ft . .3 +120D+0.501+0.205+E+1.60H IL Corn Dsgn.L= 4.00 ft . 1 30.00 ft . 2 Dsgn.L= 4.00ft . .3 +1.20D+0.501+0.203+E+1.60H,tL Corn Dsgn.L= 4.00 ft 1 .Dsgn. L = 30.00 ft 2 '. Dsgn.L= 4.00 ft 3 +1.20D+0.50L+0.20S+E+1.60H, LL Corn. .Dsgn.L= 4.00ft 1 Dsgn. L =• 30.00 ft • 2 Dsgn. L=4.00ft 3 +1.20D+.50L+0.20S+E+1.60H, LLCom Dsgn. L= 4.00ft 1 . St • B . ; ee. earn jENERCALC INC 1902017 Build 10 1789 WHO .117.8.9_1 IUiHI''fII.1IIII'III Irl..-1*T1(.1i,t*iI I Descripon: (E) STL BM Check wl (N) RflJ Loading- Revised per RFI-038 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhiVnx Dsgn.L = 4.00 ft I 0.271 0.172 -32.36 32.36 132.60 119.34 1.00 1.00 14.60 84.78 84.78 Dsgn.L= 30.00 It 2 0.606 0.175 72.37 -37.30 72.37 132.60 119.34 1,00 1.00 14.81 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50Lr+0.50L+W+1.6011, LL Cor Dsgn.L= 4.00 ft 1 0.271 0.169 -32.36 32.36 132.60 119.34 1.00 1.00 14.31 84.78 84.78 Dsgn.L= 30.00 ft 2. 0.569 0.178 67.94 -46.12 67.94 132.60 119.34 1.00 1.00 15.10 84.78 84.78 Dsgn. L = 4.00 ft 3 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.200+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn.L= 4.00ff 1 0.335 0.149 -39.99 39.99 132.60 119.34 1.00 1.00 12.65 84.78 84.78 Dsgn.L= 30.00 ft 2 0.437 0.149 52.14 -39.99 52.14 132.60 119.34 1.00 1.00 12.65 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50Lr+.50L+W+160H LL Cor Dsgn.L = 4.00 ft 1 0.335 0.146 -39.99 39.99 132.60 119.34 1.00 1.00 12.36 84.78 84.78 Dsgn.L= 30.00 ft 2 0.399 0.155 47.60 -46.12 47.60 132.60 119.34 1.00 1.00 13.12 84.78 84.78 Dsgn.L= 4.00 It 3 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn.L= 4.00 ft 1 0.335 0.175 -39.99 39.99 132.60 119.34 1.00 1.00 14.86 84.78 84.78 Dsgn.L = 30.00 ft 2 0.575 0.175 68.65 -39.99 68.65 132.60 119.34 1.00 1.00 14.86 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn.L= 4.00 ft 1 0.335 0.172 -39.99 39.99 132.60 119.34 1.00 1.00 14.56 84.78 84.78 Dsgn.L= 30.00 ft 2 0.537 0.175 64.14 -46.12 64.14 132.60 119.34 1.00 1.00 14.85 84.78 84.78 Dsgn.L= 4.00 ft 3 0.386 0.155 -46.12 46.12 132.60 119.34 1.00 1.00 13.12 84.78 84.78 +1.20D+.50L+0.50S+W+1.60H, LL Con Dsgn.L = 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.50S+W+1.60H, LL Con Dsgn.L= 4.00 ft 1 0.271 0146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+.50L+0.505+W+1,60H, LL Con Dsgn.L= 4.00ff 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn. L = 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.50S+W+1.60H, LL Con Dsgn.L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.50S+W+1.60H, IL Con Dsgn.L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.501+0,505+W+1.60ft LL Con Dsgn. L= 4.00 ft 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.50S+W+1.60H, LL Con Dsgn.L= 4.00ff 1 0.271 0.146 -32.36 32.36 132.60 119.34 1.00 1.00 12.40 84.78 84.78 Dsgn.L= 30.00 ft 2 0.468 0.149 55.84 -37.30 55.84 132.60 119.34 1.00 1.00 12.60 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.200+0.50L+0.20S+E+1.60H, LL Corn Dsgn.L = 4.00 ft 1 0.271 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 Dsgn.L= 30.00 It 2 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+.50L+0.20S+E+1.60H, LL Corn Dsgn.L= 4.00 ft 1 0.271 . 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 Dsgn.L= 30.00 It 2 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.20S+E+1.60H, LL Corn Dsgn.L= 4.00 ft 1 0.271 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 Dsgn.L= 30.00 ft 2 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 Dsgn.L = 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+.50L+0.20S+E+1.60H, LL Corn Dsgn.L= 4.00 ft 1 0.271 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 Dsgn.L = 30.00 ft 2 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 Dsgn.L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.20S+E+1.60H, LL Corn ' . M16 Dsgn.L= 4.00 ft 1 0.271 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 St. ' - '' ee. earn - 'j ENERCALC INC 1983-2017 Build 10 1789 VerlO 1789 Lic.inc. Descripon: (E) STL BM Check wl (N) RTU Loading - Revised per RFI-038 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rrn VuMax Vnx PhiVnx Dsgn. L = 30.00 It 2 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.205+E+1.60H, LL Corn Dsgn. L= 4.00 ft 1 0.271 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 Dsgn. L= '30.00 ft 2 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.205+E+1.60H, LL Corn Dsgn. L= 4.00 ft 1 0.271 0.155 -32.36 32.36 132.60 119.34 1.00 1.00 13.13 84.78 84.78 Dsgn. L= 30.00 ft 2 0.506 0.157 60.33 -37.30 60.33 132.60 119.34 1.00 1.00 13.29 84.78 84.78 Dsgn.L= 4.00ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.200+0,50L+0.205-E+1.60H LL Conil Dsgn. L= 4.00 ft 1 0.271 0.138 -32.36 32.36 132.60 119.34 1.00 1.00 11.67 84.78 84.78 Dsgn. L= 30.00f1 2 0.430 0.140 51.36 -37.30 51.36 132.60 119.34 1.00 1.00 11.91 84.78 84.78 Dsgn. L= 4.00 It 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.205-E+1.60H, LL Comi Dsgn.L = 4.00 ft 1 0.271 0.138 -32.36 32.36 132.60 119.34 1.00 1.00 11.67 84.78 84.78 Dsgn. L= 30.00 ft 2 0.430 0.140 51.36 -37.30 51.36 132.60 119.34 1.00 1.00 11.91 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.205-E+1.60H, LL Corni Dsgn. L= 4.00 ft 1 0.271 0.138 . -32.36 32.36 132.60 119.34 1.00 1.00 11.67 84.78 84.78 Dsgn. L= 30.00 ft 2 0.430 0.140 51.36 -37.30 51.36 132.60 119.34 1.00 1.00 11.91 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1,20D+0,50L+0.205-E+1,60H LL Comi Dsgn. L= 4.00 ft 1 0.271 0.138 -32.36 32.36 . 132.60 119.34 1.00 1.00 11.67 84.78 84.78 Dsgn. L= 30.00 ft 2 0.430 0.140 51.36 -37.30 51.36 132.60 119.34 1.00 1.00 11.91 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.20S-E+1.60H, LL Corni Dsgn. L= 4.00 ft 1 0.271 0.138 -32.36 32.36 132.60 119.34 1.00 1.00 11.67 84,78 84.78 Dsgn. L= 30.00 It 2 0.430 0.140 51.36 -37.30 51.36 132.60 119.34 1.00 1.00 11.91 84.78 84.78 Dsgn. L= 4.00 ft 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.90 10.62 84.78 84.78 +1.20D+0.50L+0.205-E+1.60H, IL Comi Dsgn. L= 4.00 It 1 0.271 0.138 -32.36 32.36 132.60 119.34 1.00 1.00 11.67 84.78 84.78 Dsgn. L= 30.00 ft 2 0.430 0.140 51.36 -37.30 51.36 132.60 119.34 1.00 1.00 11.91 84.78 84.78 Dsgn.L = 4.00 It 3 0.313 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +1.20D+0.50L+0.205-E+1.60H, LL Comi Dsgn.L = 4.00 ft 1 0.271 0.138 -32.36 32.36 132.60 119.34 1.00 1.00 11.67 84.78 84.78 Dsgn. L= 30.00 ft 2 0.430 0.140 51.36 -37.30 51.36 132.60 119.34 1.00 1.00 11.91 84,78 84.78 Dsgn. L= 4.00 ft 3 0.313 . 0.125 -37.30 37.30 132.60 119.34 1.00 1.00 10.62 84.78 84.78 +0,90D+W+0.90H Dsgn. L = 4.00 ft 1 0.203 0.110 -24.27 24.27 132.60 119.34 1.00 1.00 9.30 84.78 84.78 Dsgn. L= 30.00 It 2 0.351 0.111 41.88 -27.98 41.88 132.60 119.34 1.00 1.00 9.45 84.78 84.78 Dsgn. L = 4.00 ft 3 0.234 0.094 -27.98 27.98 132.60 119.34 1.00 1.00 7.97 84.78 84.78 +0.90D+E+0,90H Dsgn. L= 4.00 ft 1 0.203 0.118 -24.27 24.27 132.60 119.34 1.00 1.00 10.03 84.78 84.78 Dsgn. L= 30.00 ft 2 0.389 0.120 46.37 -27.98 46.37 132.60 119.34 1.00 1.00 10.14 84.78 84.78 Dsgn. L = 4.00 ft 3 0.234 0.094 -27.98 27.98 132.60 119.34 1.00 1.00 7.97 84.78 84.78 +0.90D-E+0.90H Dsgn. L= 4.00 It 1 0.203 0.101 -24.27. 24.27 132.60 119.34 1.00 1.00 8.57 84.78 84.78 Dsgn. L= 30.00 ft 2 0.313 0.103 37.40 -27.98 37.40 132.60 119.34 1.00 1.00 8.76 84.78 84.78 Dsgn.L = 4.00 ft 3 0.234 0.094 -27.98 27.98 132.60 119.34 1.00 1.00 7.97 84.78 84.78 fôtFMixiiiWbtiions 1 Load Combination Span Max Deft Location in Span Load Combination Max + Deti Location in Span 1 0.0000 0.000 +D+Lr+H -0.5108 0.000 +D+Lr+H 2 1.4088 15.000 , 0.0000 0.000 3 0.0000 15.000 +D+Lr+H -0.4945 4.000 JViifReacUonS . . . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum . 27.480 29.347 Overall MiNimum -0.588 -0.509 +D+H 18.155 19.353 +D+L+H LL Comb Run ("L). 18.155 19.353 +D+L+H, LL Comb Run (L) 18.155 19.353 +D+L+H, LL Comb Run (LL) 18.155 19.353 +D+L+H IL Comb Run (Lu) 18.155 19.353 +D+L+H, LL Comb Run (LL) 18.155 19.353 M1-7 +D+L+H, LL Comb Run (LL) 18.155 19.353 . Steel Beam ENERCALC, INC. 1983-2017.Build:10.17.8.9,Ver.1O.17.8,9 Description: (E) STL BM Check wl (N) RTU Loading - Revised per RFI-038 Vertical Reactions j Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Support 4 +D+L+H, LL Comb Run (LLL) 18.155 19.353 +D+Lr+H, LL Comb Run (L) 17.567 24.937 +D+Lr+H, LL Comb Run (*L•) 22.565 23.763 +D+Lr+H, LL Comb Run (*LL) 21.977 29.347 +D+Lr+H, LL Comb Run (L) 23.070 18.844 +D+Lr+H LL Comb Run (LL) 22.482 24.428 +D+Lr+H, LL Comb Run (LL) 27.480 23.254 +D+Lr+H, LL Comb Run (LLL) 26.892 28.838 +D+S+H 18.155 19.353 +D+0.750Lr+0.750L+H LL Comb Run C 17.714 23.541 +Ds.750Lr+0.750L+H, LL Comb Run C 21.463 22.661 +D+0.75OLr+0.750L+H LL Comb Run C 21.022 26.849 +D+0.7501r+0.750L+H LL Comb Run (L . 21.841 18.971 +D+0.75OLr+0.750L+H, LL Comb Run (L 21.401 23.159 +D4750Lr+0.750L+H LL Comb Run (L 25.149 22.279 +D+0.750Lr+0.750L+H, LL Comb Run (L 24.708 26.467 +D+0.750L+0.7505+H LL Comb Run ( 18.155 19.353 +D+0.750L+0.7505+H LL Comb Run (L 18.155 19.353 +D+0.750L+0.7505+H LL Comb Run CL 18.155 19.353 +D+0.750L+0.7505+H, LL Comb Run (L' 18.155 19.353 +D+0.750L+0.7505+H, LL Comb Run (L' 18.155 19.353 +D+0.750L+0.7505+H LL Comb Run (LI 18.155 19.353 fD+0.750L+0.750S+H, LL Comb Run (LI 18.155 19.353 +D+0.60W+H . 18.155 19.353 +D40.70E+H 18.669 19.836 +D-0.70E+H 17.641 18.870 +D+0.75OLr+0.750L+0.450W+H LL Corr 17.714 23.541 +D+0.750Lrf0.7501+0.450W+H LL Cory 21.463 22.661 +D+0.75OLr+0.750L+0.450W+H LL Con • 21.022 26.849 +D+0.750Lr+0.750L+0450W+H LL Corr 21.841 18.971 +D+0.75OLr+0.750L+0450W+H LL Con 21.401 23.159 • +D+0.750Lr+0.750L+0.450W+H LL Con 25.149 22.279 +D+0.750Lr+0.750L+0.450W+H LL Con 24.708 26.467 • +D+0.750L+0.750S+0450W+H LL Corn 18.155 19.353 +D+0.750L+0.7505+0.450W+H, LL Corn 18.155 19.353 +D+0.750L+0.7505+0.450W+H, LL Corn 18.155 19.353 +D+0.750L+0.750S+0.450W+H, LL Corn 18.155 19.353 +D+0.750L+0.7505+0450W+H LL Com 18.155 19.353 +D+0.750L+0.750S+0.450W+K IL Corn 18.155 19.353 +D+0.750L+0.750S+0.450W+H, LL Corn 18.155 19.353 +D+0.7501+0.7505+0.5250E+H, LL Con 18.541 19.715 +D+0.750L+0.750S+0.5250E+H, LL Con 18.541 19.715 +D+0.7501+0.7505+0.5250E+H IL Con 18.541 19.715 +D+0.750L+0.750S+0.5250E+H, LL Con 18.541 19.715 +D+0.750L+0.750S+0.5250E+H, LL Con 18.541 19.715 +D0.750L+0.750S+0.5250E+H, LL Con 18.541 19.715 +D+0.750L+0.750S+0.5250E+H, LL Con 18.541 19.715. +D+0.750L+0.750S-0.5250E+H, LL Com 17.770 18.991 +D+0.750L+0.7505-0.5250E+H, LL Corn 17.770 18.991 +D+0.750L0.75OS-0.5250E+H LL Com 17.770 18.991 +D0.750L+0.750S.5250E+H LL Corn 17.770 18.991 +D+0.750L+0.7505-0.5250E+H LL Corn 17.770 18.991 +D+0.750L+0.7505-0.5250E+H IL Corn 17.770 18.991 . . . . +D+.750L+0.75OS0.5250E+H, IL Corn 17.770 18.991 +0.60D+0.60W+.60H 10.893 11.612 +0.60D+0.70E+0.60H 11.407 12.095 +0.60D-0.70E+0.60H 10.379 11.129 DOnly • • 18.155 19.353 Lr Only, LL Comb Run (-1) -0.588 5.584 . . Lr Only, LL Comb Run (*L*) • • • 4.410 4.410 Lr Only, LL Comb Run CLL) 3.822 • 9.994 • . . . • Lr Only, LL Comb Run (L") 4.915 -0.509 Lr Only, LL Comb Run (L*L) 4.327 5.075 M18 Lr Only, IL Comb Run (LL*) • 9.325 3.901 I Steel B ee. earn • - ENERCALC, INC. 1983-2017,Build:1O.17.8.9, Ver.lO;17.8.9 IIti .t'A'EIIIIIIIIIIIP Description: (E) STL BM Check wl (N) RTU Loading - Revised per RFI-038 Ve—rtical, Reactions . 1 Support notation : Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 Support 3 Support 4 Lr Only, LL Comb Run (LLL) 8.737 9.485 L Only, LL Comb Run (L) L Only, LL Comb Run (L) L Only, LL Comb Run (LL) L Only, LL Comb Run (Lu) • L Only, LL Comb Run (LL) L Only, LL Comb Run (LL) L Only, LL Comb Run (LLL) SOnly WOnly E Only 0.734 • 0.690 E Only • -1.0 -0.734 -0.690 • HOnly • M1-9 IA IT, I: IT, c1 ED 24" OC TRIM BM 2 TIMB1 PARTIAL PLAN AT ROOF OPENING M2-2 W d B -. -. .... s.thomtontomasew.com\FleS'stCA2es'S5SY5FBtftuialysl&SEVlow-K\pAYJTE-M.6\SQxuvO-o.Ec6 - ;4 1 ENERCALC, INC. l982017Bufld:1O.17.8.9,Ver.10.17.8:9 III tTLT IIfIIIIIII137 Licensee P1lT1(.1iitIt.)i(I Description: Infill Roof Puin rCODEEFERENCE: Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor 0 Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1 .700.0 ksi Fc - PrO 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.20 pd 0(0.032) Lr(O.04) 2x12 Span = 13.670 ft _________-. -: Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft. (Roof Loading) Maximum Bending Stress Ratio 0.541t I Section used for this span 2x12 fb : Actual = 946.03 psi FB Allowable 1,727.20 psi Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span = 6.835ft Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.104 in Ratio = 1570 >=240. Max Upward Transient Deflection 0.000 in Ratio= 0<240.0 Max Downward Total Deflection 0.198 in Ratio = 830>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 = 0.181:1 2x12 = 56.36 psi 311.04 psi +1.20D+1.6OLr+0.50L+1.60H 0.00011t = Span #1 Maximum Shear Stress Ratio Section used for this span N Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs rMIthii Foéi&'Stresses Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C FN C i Cr Cm C CL Mu lb Fb Vu fv Fv +1.40D+1.60H 0.00 - 0.00 0.00 0.00 Length= 13.670 ft 1 0.341 0.113 0.60 1.000 1.00 1.00 1.00 1.00 1.00 1.17 442.23 1295.40 0.30 26.34 233.28 +1.20D+0.5OLr+1.60L+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 1 0.322 0.107 0.80 1.000 1.00 1.00 1.00 1.00 1.00 1.47 556.23 1727.20 0.37 33.13 311.04 +1.20D+1.60L+0.50S+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 1 0.219 0.073 0.80 1.000 1.00 1.00 1.00 1.00 1.00 1.00 379.05 1727.20 0.25 22.58 311.04 +1.20D+1.6OLr+0.50L+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft I 0.548 0.181 0.80 1.000 1.00 1.00 1.00 1.00 1.00 2.49 946.03 1727.20 0.63 56.36 311.04 +1.20D+1.6OLr+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft I 0.548 0.181 0.80 1.000 1.00 1.00 1.00 1.00 1.00 2.49 946.03 1727.20 0.63 56.36 311.04 +1.20D+0.50L+1.60S+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 M2-3 Wood earn ENERCALC INC 1983.2017 Build 101789 VerlO 1789 III ..t'LEIIfIIIIIIIJP Licensee UsTIiiflI( 1iiPF.j4(I' Description: mull Roof Pwlin Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V X C FN C Cr Cm C CL Mu fb Fb Vu fv Fv Length= 13.670 ft 1 0.219 0.073 0.80 1.000 1.00 1.00 1.00 1.00 1.00 1.00 379.05 1727.20 0.25 22.58 311.04 +1.20D+1.605+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.670 ft 1 0.219 0.073 0.80 1.000 1.00 1.00 1.00 1.00 1.00 1.00 379.05 1727.20 0.25 22.58 311.04 +1.200+0.50Lr+0.50L+W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 1 0.258 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.47 556.23 2159.00 0.37 33.13 388.80 +1.20D+0.50L+0.503+W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 1 0.176 0.058 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 379.05 2159.00 0.25 22:58 388.80 +1.20D+0.50L+0.20S+E+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 1 0.176 0.058 1.00 1.000 1.00 1.00 1.00 1.00 1.00, 1.00 379.05 2159.00 0.25 22.58 388.80 +0.90D+W+0.90H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.670 ft 1 0.132 0.044 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.75 284.29 2159.00 0.19 16.94 388.80 +0.90D+E+0.90H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.670 ft 1 0.132 0.044 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.75 284.29 2159.00 0.19 16.94 388.80 dv-erall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. + Deft Location in Span +D+Lr+H 1 0.1976 6.885 0.0000 0.000 fVertii Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.517 0.517 Overall MiNimum 0.273 0.273 +D+H 0.244 0.244 +D+L+H 0.244 0.244 +D+Lr+H 0.517 0.517 +D+S+H 0.244 0.244 +D+0.750Lr+0.750L+H 0.449 0.449 +D+0.750L+0.750S+H 0.244 0.244 +D+0.60W+H 0.244 0.244 4D+0.70E+H 0.244 0.244 D+0.750Lr+0.750L+0.450W+H 0.449 0.449 +D+0.750L+0.750S+0.450W+H 0.244 0.244 +D+0.750L+0.7505+0.5250E+H 0.244 0.244 +0.60D+0.60W+0.60H 0.146 0.146 +0.60D+0.70E+0.60H 0.146 0.146 O Only 0.244 0.244 Lr Only 0.273 0.273 LOfty S Only WOnly EOnly HOnly ws.thomtontomaseth.om\FileSys\CA2ProJesS5SV5FnasSEV1OW-KlPAYJTE-M.6\SQXuVO-0.EC6 ENERCALC INC 1983-2017 Build 10 1789 Ver10 1789 Description: Wood Trim Beam 1 DERENCES. - . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PrIl 1,500.0 psi Eminbend - xx 620.0 ksj Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi .. Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.0360) Lr(0.0450) 0(0.0360) Lr(0.0450) DQO0) Lr(0.011) 2-2x12 Span = 6.50 ft TAnTIde - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Point Load: 0 = 0.0360, Lr = 0.0450k, Starting at: 1.250 ft and placed even, 2.0 ft thereafter Point Load: 0 = 0.0550, Lr = 0.0690k (& 5.250 ft, (Infill RXN) Point Load: D = 0.02750, Lr = 0.03450 k (@ 5.250 ft, (Trim RXN) -DESIGN "SUMMARY . Maximum Bending Stress Ratio 0.0611 1 Maximum Shear Stress Ratio Section used for this span 2-2x12 Section used for this span fb : Actual = 102.95 psi fv : Actual FB Allowable = 1,727.20psi Fv Allowable Load Combination +1.200+1.60Lr+0.50L+1.60H Load Combination Location of maximum on span = 3.250 ft Location of maximum on span Span # where maximum occurs = Span # I Span # where maximum occurs = 0.058:1 2-2x12 18.09 psi = . 311.04 psi +1.20D+1.60Lr+0.50L+160H = 5.575 ft = Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.002 in Ratio= 31333>=240. 0.000 in Ratio = 0<240.0 0.005 in Ratio= 15709>=180 0.000 in Ratio= 0<180 Max lñnim Force i &Sfressis for Loid Cóiibl hat lóiii Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C CL Mu lb Fb Vu fv Fv Length = 6.50 It +1.20D+0.5OLr+1.60L+1.60H Length = 6.50 It +1.20D+1.60L+0.50S+1.60H Length = 6.50 It +1.20D+1.60Lr+0.50L+1.60H Length = 6.50 ft 0.040 0.037 .0.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.036 0.034 0.80 1.000 1.00 1.00. 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.026 0.024 .0.80 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.060 0.058 0.80 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.27 51.42 1295.40 0.19 8.56 233.28 0.00 0.00 0.00 0.00 0.33 62.47 1727.20 0.24 10.70 311.04 0.00 0.00 0.00 0.00 0.23 44.07 1727.20 0.17 7.34 311.04 0.00 0.00 0.00 0.00 0.54 102.95 1727.20 0.41 18.09 311.04 M2-5 W oo earn . ENERCALC, INCA 983-2017, Build: 1O17.8.9, Ver.10.17.8.9 Lic. Licensee plflhi1flTI( iii!I.j.)ilIinc. Description: Wood Trim Beam I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C t CL Mu lb Fb Vu Iv Fv +1.20D+1.60Lr+0.50W+1,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.501t 1 0.060 0.058 0.80 1.000 1.00 1.00 1.00 1.00 1.00 0.54 102.95 1727.20 0.41 18.09 311.04 +1.20D+0.50L+1.605+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.026 0.024 0.80 1.000 1.00 1.00 1.00 1.00 1.00 0.23 44.07 1727.20 0.17 7.34 311.04 +1.20D+1.60S+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.026 0.024 0.80 1.000 1.00 1.00 1.00 1.00 1.00 0.23 44.07 1727.20 0.17 7.34 311.04 +1.20D+0.50Lr+0.50L+W+160H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.029 0.028 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.33 62.47 2159.00 0.24 10.70 388.80 +1.20D+0.50L+0.50S+W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.020 0.019 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 44.07 2159.00 0.17 7.34 388.80 +1.20D+0.50L+0.205+E+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.5oft 1 0.020 0.019 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 44.07 2159.00 0.17 7.34 388.80 +0.90D+W+0.90H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.015 0.014 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.17 33.06 2159.00 0.12 5.51 386.80 +0.90D+E+0.90H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft I 0.015 0.014 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.17 33.06 2159.00 0.12 5.51 388.80 flôlIiiiiiDeflections Load Combination Span Max. - Defi Location in Span Load Combination Max. +" Dell Location in Span +D+Lr+H 1 0.0050 3.392 0.0000 0.000 1 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.181 0.295 Overall MiNimum 0.087 0.151 +D+H 0.094 0.144 +D+L+H 0.094 0.144 0.181 0.295 +D+S+H 0.094 0.144 +D+0.750Lr+0.750L+H 0.159 0.258 +D+0.750L+0.750S+H 0.094 0.144 +D+0.60W+H 0.094 0.144 +D+0.70E+H 0.094 0.144 +D+0.750Lr+0.750L+0 450 W+H 0.159 0.258 +D+0.750L+0.750S+0.450W+H 0.094 0.144 D+0.750L+0.750S+0.5250E+H 0.094 0.144 +0.60D+0.60W+0.60H 0.056 0.087 +0.600+0.70E+0.60H 0.056 0.087 O Only 0.094 0.144 LrOnly 0.087 0.151 LOnly . • SOnly • W Only E Only H Only M2-6 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.186:1 2-2x12 57.89 psi 311.04 psi +1.20D+1.6OLr+0.50L+1.60H 5.575 ft = Span #1 W d B - 00 earn ENERCALC INC 1983-2017 Build 101789 VerlO 1789 Description: Wood Trim Beam 2 ro REFERENCES- Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor 0 Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Pril 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pd Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.2440)Lr(O.2730) Dft1Pflfl6) 1r(0.99) 2-2x12 Span =6.5Oft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Point Load: D = 0.2440, Lr = 0.2730 k, Starting at: 1.250 ft and placed every 2.0 ft thereafter Point Load: D 0.0550, Lr = 0.0690 k 5.250 ft, (Infihl RXN) Point Load: D = 0.02750, Lr = 0.03450 k a 3.330 ft, (Trim RXN) bWUMAky Maximum Bending Stress Ratio = 0.2631 Section used for this span 2-2x12 fb : Actual = 453.97 psi FB : Allowable = 1,727.20 psi Load Combination +1.200+1.60Lr+0.50L+1.60H Location of maximum on span 3.250ft Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 7361 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.020 in Ratio= 3816>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V X C FN C1 Cr Cm C t CL Mu fb Fb Vu fv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length =6.501t 1 0.168 0.118 0.60 1.000 1.00 1.00 1.00 1.00 1.00 1.15 217.19 1295.40 0.62 27.47 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.50f1 1 0.156 0.110 0.80 1.000 1.00 1.00 1.00 1.00 1.00 1.42 269.85 1727.20 0.77 34.28 311.04 +1.20D+1.60L+0.50S+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.108 0.076 0.80 1.000 1.00 1.00 1.00 1.00 1.00 0.98 186.16 1727.20 0.53 23.55 311.04 +1.20D+1.6OLr+0.50L+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.263 0.186 0.80 1.000 1.00 1.00 1.00 1.00 1.00 2.39 453.97 1727.20 1.30 57.89 311.04 M2-7 W 00 earn . ENERCALC, INC. 1983.2017, 8uild:10.17.8.9, Ver.10.17.8.9 Lic. #: KW-06000037 Licensee thornton tornasetti inc. Description: Wood Trim Beam 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr Cm C t CL Mu lb Fb Vu fv. Fv +1.20D+1.6OLr+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.263 0.186 0.80 1.000 1.00 1.00 1.00 1.00 1.00 2.39 453.97 1727.20 1.30 57.89 311.04 +1.20D+0.50L+1.605+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.108 0.076 0.80 1.000 1.00 1.00 1.00 1.00 1.00 0.98 186.16 1727.20 0.53 23.55 311.04 +1.20D+1.60S+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.108 0.076 0.80 1.000 1.00 1.00 1.00 1.00 1.00 0.98 186.16 1727.20 0.53 23.55 311.04 +1.20D+0.50Li-+0.50L+W+160H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 6.5011 1 0.125 0.088 1.00 .1.000 1.00 1.00 1.00 1.00 1.00 1.42 269.85 2159.00 0.77 34.28 388.80 +1.20D+0.50L+0.50S+W+1.60H ' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.086 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.98 186.16 2159.00 0.53 23.55 388.80' +1.20D+0.50L+0.20S+E+1H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.086 0.061 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.98 186.16 2159.00 0.53 23.55 388.80 +0.90D+W+0.90H , 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.065 0.045 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.74 139.62 2159.00 0.40 17.66 388.80 +0.90D+E+0.90H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.501t 1 0.065 0.045 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.74 139.62 2159.00 0.40 17.66 388.80 rOaIrMãimum DflFon'i Load Combination Span Max. "- Defi Location in Span Load Combination Max. + Defi Location in Span 4D+Lr+H 1 0.0204 3.274 0.0000 0.000 ilcal • • Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.853 0.931 Overall MiNimum 0.440 0.483 +D+H 0.414 0.448 +D+L+H 0.414 0.448 +D+Lr+H 0.853 0.931 +D+S+H 0.414 0.448 . +D+0.750Lr+0.750L+H 0.743 0.810 +D+0.750L+0.750S+H 0.414 0.448 +D+0.60W+H 0.414 0.448 +D+0.70E+H • 0.414 0.448 +D+0.750Lr+0.750L+0 450 W+H 0.743 0.810 +D+0.750L+0.750S+0.450W+H 0.414 0.448 +D+0.750L+0.750S+0.5250E+H . 0.414 0.448 +0.60D+0.60W+0.60H ' 0.248 0.269 +0.60D+0.70E+0.60H . 0.248 0.269 D Only 0.414 0.448 Lr Only • 0.440 0.483 LOnly • S Only WOnly • • • EOnly HOnly • • a Wood. B ... oo earn. . . 'ENERCALC, INC. 19832O17 Build: 1O.17.8.9Ver.1017.8.9 Description: Wood Trim Beam 3-Revised Load Arrangement ObETkEEkEN Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PrIl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(o. 144) Lr(0. 151b(O 016) Lr(0.02P(0448)-' (0.489) 0(0.032 1_r(0.04) D(0.032Lrçp.0 ) 3-2x12 Span = 21.420 ft I •1 rI1i1'[s Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0160, Lr = 0.020 ksf, Extent = 0.0 ->> 2.250 ft, Tributary Width 2.0 It, (Roof Load) Point Load: D =0.1440, Lr = 0.1510k 2.250 ft, (Trim RXN 1) Point Load: D =0.4480, Lr = 0.4830 k 7.750 ft, (Trim RXN 2) Uniform Load: D =0.0160, Lr = 0.020 ksf, Extent =2.250 ->> 7.750 ft, Tributary Width = 1.0 ft, (Roof Load) Uniform Load: D =0.0160, Lr 0.020 ksf, Extent =7.750 ->> 21.420 ft, Tributary Width = 2.0 ft, (Roof Load) Maximum Bending Stress Ratio = 0.7821 Section used for this span 3-2x12 fb:Actual = 1,553.89psi FB Allowable = 1,986.28 psi Load Combination +1.200+1.60Lr+0.50L+1.60H Location of maximum on span = 7.818ft Span # where maximum occurs Span Al 1 Maximum Deflection Max Downward Transient Deflection 0.371 in Ratio = 692 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.750 in Ratio = 342 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 = 0.203:1 3-2x12 63.10 psi 311.04 psi +1.20D+1.6OLr+0.50L+160H = 0.000ft Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs tMàiiiiuiiiForces &St isfLd mblñitloni Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C, Cr Cm C CL Mu lb Fb Vu fv Fv +1.400+1.60H 0.00 0.00 0.00 0.00 Length = 21.420 ft 1 0.525 0.137 0.60 1.000 1.00 1.15 1.00 1.00 1.00 6.18 781.54 1489.71 1.08 31.96 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.420 ft 1 0.476 0.124 0.80 1.000 1.00 1.15 1.00 1.00 1.00 7.48 946.14 1986.28 1.30 38.55 311.04 +1.20D+1.60L+0.50S+1.60H 1 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.420 ft 1 0.337 0.088 0.80 1.000 1.00 1.15 1.00 1.00 1.00 5.30 669.89 1986.28 0.92 27.40 311.04 M2-9 Beam. thrntmasethrnlFfleSystCAProJedsS5SY5F-alyslsSEVIoW-K\pAYJTE-M6SQXuVO-O.Ec6 -wood ENERCALC. INC. 1983-2017. Build: 10.17.8.9. Ver:10;I78.9 Description: Wood Trim Beam 3-Revised Load Arrangement Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V ) C FN C i Cr Cm C t CL Mu lb Fb Vu fv Fv +1.20D+1.60Lr+0.50L+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.420 ft 1 0.782 0.203 0.80 1.000 1.00 1.15 1.00 1.00 1.00 12.29 1553.89 1986.28 2.13 63.10 311.04 +1.20D+1.60Lr+0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.42011 1 0.782 0.203 0.80 1.000 1.00 1.15 1.00 1.00 1.00 12.29 1,553.89 1986.28 2.13 63.10 311.04 +1.200+0.50L+1.605+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.4201t 1 0.337 0.088 0.80 1.000 1.00 1.15 1.00 1.00 1.00 5.30 669.89 1986.28 0.92 27.40 311.04 +1.20D+1.605+0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.420 ft 1 0.337 0.088 0.80 1.000 1.00 1.15 1.00 1.00 1.00 5.30 669.89 1986.28 0.92 27.40 311.04 +1.200+0.50Lr+0.50L+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.420f1 1 0.381 0.099 1.00 1.000 1.00 1.15 1.00 1.00 1.00 7.48 946.14 2482.85 1.30 38.55 388.80 +1.200+0.50L+0.505+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.420ft 1 0.270 0.070 1.00 1.000 1.00 1.15 1.00 1.00 1.00 5.30 669.89 2482.85 0.92 27.40 388.80 +1.20D+0.50L+0.205+E+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 21.420ft 1 0.270 0.070 1.00 1.000 1.00 1.15 1.00 1.00 1.00 5.30 669.89 2482.85 0.92 27.40 388.80 f0.90D+W+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.420 ft 1 0.202 0.053 1.00 1.000 1.00 1.15 1.00 1.00 1.00 3.97 502.42 2482.85 0.69 20.55 388.80 +0.900+E+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.420 ft 1 0.202 0.053 1.00 1.000 1.00 1.15 1.00 1.00 1.00 3.97 502.42 2482.85 0.69 20.55 388.80 flôiIMimum btions Load Combination Span Max. - Dell Location in Span Load Combination Max. + Dell Location in Span +D+LpfH 1 0.7504 10.397 0.0000 0.000 1Viti1 Ritions , Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 1.595 1.210 Overall MiNimum 0.787 0.593 +D+H 0.808 0.617 +D+L+H 0.808 0.617 +D+Lr+H 1.595 1.210 +D+5+H 0.808 0.617 +D+0.750Lr+0.750L+H 1.398 1.062 +D+0.750L+0.7505+H 0.808 0.617 +D+0.60W+H 0.808 0.617 +D+0.70E+H 0.808 0.617 +D+0.750Lr+0.750L+0.450W+H 1.398 1.062 +D+0.750L+0.7505+0.450W+H 0.808 0.617 4D+0.750L+0.750S+0.5250E+H 0.808 0.617 40.60D+0.60W+0.60H 0.485 0.370 +0.60D+0.70E+0.60H 0.485 0.370 D Only 0.808 0.617 LrOnly 0.787 0.593 LOnly S Only WOnly E Only H Only M2-1O city of. Carlsbad Print Date: 05/03/2019 Permit No: PREV2018-0169 Job Address: 2525 El Camino Real, 101 Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revi5 Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 06/25/2018 Valuation: $0.00 Reference #: Issued: 07/03/2018 Occupancy Group: Construction Type Permit 05/03/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: MColI Bedrooms: Orig. Plan Check U: CBC2018-0063 Final Plan Check U: Inspection: Project Title: Description: ROUSE: EXTERIOR METAL STUD FRAMING ) Applicant: Owner: SEAN HARRIS R P I CARLSBAD LP 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 FEE . AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE . . $112.50 iTotal Fees: $ 147.50 Total Payments To Date: $ 147.50 Balance Due: $0.00 , , . S Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ( PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division C arlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number (C 70 0 PtanRevision Number PREVc2O1X Project Address 5 5 Cc vt,t,I fl 0 W C$:x€_I 01 ('C-IE,,CLI g M General Scope of Revision/Deferred Submittal: -\v10 - f)'L+CJ SI-ud CONTACT INFORMATION: Name K'- Yrr \v Phone g0g 7 ci LI 3030 Fax0g1gq3003 Address _/OCYO 5Th 4.4 L)YL.t -,City QnSC Zip 933210 Email Address Original plans prepare by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans fCalculations E Soils fl Energy U Other 2.. Describe revisions in detail 3. List page(s) where each revision is shown c+1J crJick S'/ 4. Does this revision, in any way, alter the exterior of the project? fl Yes Ij No Does this revision add ANY new floor area(s)? LI Yes Eg No Does this revision affect any fire related issues? fl Yes 16 No Is this a complete set? U Yes No Signature Date iri__ 1635 Faraday Avenue, Carlsbad, CA 92008 ph.-760-602-2719 f 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuittCompany DATE: 712/2018 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0063.rev SET: I PROJECT ADDRESS: 2525 El Camino Real # 101 PROJECT NAME: The Shoppes at Carlsbad Space 101 Revision I APPLICANT U JURIS. 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. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person REMARKS: PREV2018-0169 By: Jason Pasiut Enclosures: EsGil 6/26/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 El Structural Only Carlsbad CBC20 18-0063.rev 7/2/2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0063.rev PREPARED BY: Jason Pasiut DATE: 7/2/2018 BUILDING ADDRESS: 2525 El Camino Real # 101 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Hourly review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #N/A 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: El Complete Review El Repetitive Fee El Other Repeats Hourly EsGil Fee * Based on hourly rate 1 Hr. @ * $90.00 I $90.00I Comments: Sheet 1 of 1 CRITICAL 'Y STRUCTURES BALANCING fviRO /Ei AD DES(f Structural Calculation Package. For q17 Design of Steel Stud Framing For The Shoppes at Carlsbad Space 101 Tenant Improvement 2525 El Camino Real Carlsbad, CA Job #: 18-818 Date: May 23, 2018 OfESSio,V 1IAN S4204. TUG 111 OF P503 Prepared for X-Anna 1852 Lomita Boulevard, Suite 210 • Lomita, California 90717 Phone: 310-530-3050 • Fax: 310-530-0184 • Web: www.critical-structures.com IM CRITICAL Project Project N o. STRUCTURES Subject - BALANCING FAIMPON14.141 AND D3GI Texas de Brazil - Shoppes at Carlsbad Date. 18-813 Sheet No. Table of Contents and Introduction By 5/23/18 1 SDF Table of Contents Subject Sheet Cover Cover Table of Contents 1 Introduction (Scope) 1 Wind Design Forces . 2 Seismic Design Forces 3 Steel Framing Design 4 Anchorage 5 CFS Designer Output 6 Simpson Anchor Selector Output 11 Risa 3D Output 17 Codes 2016 California Buiding Code (CBC 2016) Introduction This calculation package presents the design of exterior and interior steel-stud framing for a new Texas de Brazil restaurant at The Shoppes at Carlsbad. © Critical Structures, Inc CRITICAL Project ' roject STRUCTURES Subject Texas de Brazil - Shoppes at Carlsbad Date 18-813 Sheet No. -- Wind* Design Forces By 5/23/2018 SDF Wind Desin Force Part 1, Chp. 30 Components and Cladding Forces (ASCE 7-10 Table 30.4-1) p = q1j(GC) - (GCj] ASE 7-10 Eqn. 30.41) Height Above Ground Level z = 38'; ft Risk Category = ll (Sir Gen Notes) Ultimate Wind Speed V = Il0 mph (Sir Gen Notes) Wind Directionality Factor K(j = 0.85 (ASCE 7-10 26.7, Table 26.6-1) Exposure Category = B I (Sir Gen Notes) Velocity Pressure Coefflç = 0.75 (ASCE 7-10 30.3.2, Table 30.3-1) Topographic Factor K 1 (Sir Gen Notes) Internal Pressure Coeff GC 1 = 0.18 Enclosed building (ASCE 7-10 26.11.1, Table 26 11-1) Velocity Pressure q, = Q.00256}cK2 KdV2 = 19.7 psf (ASCE 7-10 Eqn. 30.3-1) Roof 0 < 100? Yes (ASCE 7-10 Fig. 30.4-1 Note 5) Glazing and Mullion Design Using ASD Load Combinations - qbASD 0.6q1 qjASD= 11.8 psf Design Pressure p = qh[(GC) - (GC.,,)] = (ASCE 7-10 Eqn. 30.4-1) GC for walls per ASCE 740 Figure 30.4-1 The following is a list of presures based on supported wind area: For 10 112 For 20 ft2 For 50 ft2 For 100.ft2 For 200 ft2 For 500 ft2 Interior Elevations: p 5psf -17.1 psf or 12.8 psf Zone -139 psf or 12.8 psf Zone 4 -16.0 psf or 12.3 psf Zone 5 -13.3 psf or 12.3 psf Zone 4 -14.4 psf or 11.4 psf Zone 5 -12.8 psf or 11.4 psf Zone 4 -13.3 psf or 10.8 psf Zone 5 -11.7 psf or 10.8 psf Zone 4 42.3 psf or 10.5 psf Zone 5 -11.5 psf or 10.5 psf Zone -10.7 psf or 9.6 psf Zone 5 -10.7 psf or 9.6 psf Zone 4 © Critical Structures, Inc CRITICAL Project No STRUCTURES Subject 8A4CNG E011g081 AD 0E5G Weights Glass, 1" glazing Aluminum, 6063-T5, mullions. Stone Veneer Seismic Design Force Fp (Re ) h I" ', ) Texas de Brazil -Shoppes at Carlsbad Date 18-813 Sheet No. Seismic Design Forces By 7.5 psf 0.5 psf TOTAL 8.0. psf 20.0 psf TOTAL 20.0 psf 5/23/2018 vhv (ASCE 7-10Eqn. 13.3-1) Site Class: D 5DS i0..78i I,= 1.00,(ASCE 7IOI313) z/h = (1/1) = 1 (assume worstcase, top of mullion connection at roof level) = 1.0 (Exterior Nonstructural Wall Elements and Connections) (ASCE 7-10 Table 13.5-1) = 2.5 (ASCE 7-10 Table 13.5-1) °0= 2.5 (For Seismic Anchorage Check Only) Fp = 0.375 W —Governs F max 1.6SDsIW = 1:2512 W F mm. = 0.3SDSIPWP = 0.2346 W, Fp ASD = 0.7*0.375Wp = 0.7*0.375*8 psf = 2.1 psf for anchorage, F = 5.26 psf Fp ASD = 0.7*0.375Wp = 0.7*0.375*20 psf = 5.26 psf for anchorage, F, = 13.14 psf (ASCE 7-10 Eqn 13.3-2) (ASE 7-1.0Eqn 13.3-3) <9.6psfmin.; Wind Design governs. <9.6 psf min.; Wind Design governs <9.6 psf min.; Wind Design governs. >9.6 psf min.; Seismic Design governs © Critical Structures, Inc - i=Z :' ••. -_•_ ________ CRITICAL STRUCTURES AA?CG NV:ROUM.T A'D E3IQI ww.criicoI-stnjcures.com SUaJECL _. -.-•-._--..-.---... •.---•-.- -- LLcr, ':L_ •- c- cJ._ - u ( t-- - - L. %L;-(. ' CgIn catkatStxuctwet tnc. CR III CA L Project Texasde Brazil - Shoppes at Carlsbad Date 5/23/2018 TD T ID c Project No 18813 Sheet No. 5 J I I\ I I\ ) Subject Anchorage -By SDF ';C,zrT 'J D!r: - ______________________ Anchorage. into Concrete: Vm = 154 lbs Tm = 227 lbs Review in Simpson Anchor Selector software, Factored load on anchors = 154/0.6 = 257 lbs Per Simpson Anchor Designer Software USE (fl 1/4" dia. Simpson Titen HP screw anchor with 1.75" embedment. 2" min edge distance & 6" min spacing, installation per ICC ESR27 13 Anchorage into Ton/Bottom Of CAW Vmax 250lbS To. 150lbs Try: 3/8 ".Diarnater Simpson Strong-Bolt 2 Wedge Anchor in Fully Grouted CMU with 2-5/8" embed Check IAPMO ER-240 Table 2, V 0 in CMLJ = 775 lbs Check IAPMO ER-240 Table 2, Tallow in CMU.= 435 lbs (250/775)" + (150/435)" = 0.32 < 1.0 OK USE (1) 3/8 Simpson Strong-Bolt 2 Wedge Anchor with 2-5/8" embed Min Spacing: 8",,Nfin Edge Distance 12", End Distance 12" per IAPMO ER-240 © Critical Structures, Inc on Project Name: Texas de Brazil Page lof2 Model: Window Sill Date: 05/23/2018 Code: 2012 NASPEC [AISI SI00-2012] Simpson Strong-Tie® CFS Designer 2.0.3.0 2038 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Built-Up Section: Section lxx % of Total Number Section (in A4) lxx I 362T150-54(50) 0.735 33.3% 2 362T150-54(50) 0.735 33.3% 3 362T150-54(50) 0.735 33.3% Overall Member Inputs: Flexure Bracing K-phi Lm Load Span (in) (lb.unrrn) (in) (lb) Span 60 0. 246.996 0 Reaction And Point Load Data: RI R2 Load (lb) 257.3 257.3 Bmg (in) 1.00 1.00 Analysis Summary: Area % of Total (in2) Area 0.374 33.3% 0.374 33.3% 0.374 33.3% Axial KyLy KtLt K-phi Lm (in) (in) (Ib-infln) (in) N/A N/A N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strcngtie.com Project Name: Texas de Brazil Page 2 of 2 Model: Window Sill Date: 05/23/2018 Code: 2012 NASPEC [AISI S 100-2012] Simpson Strong-Tie® CFS Designer 2.0.3.0 Flexure Web Cripling Shear & Bending Axial - Section Defi MIMa Stiffen Req'd VNa Unstiffened Stiffened P/Pa Combined 362T150-54(50) U227 0.902 No 0.03 0.03 N/A 0.00 0.00 3621150-54(50) L/227 0.902 No 0.03 0.03 N/A 0.00 0.00 362T150-54(50) L/227 0.902 No 0.03 0.03 N/A 0.00. 0.00 7 SIMPSON STRONG-TIE COMPANY INC. www.sngtie.com Project Name: Texas de Brazil Page 1 of 1 Model: Window Jamb Date: 05/23/2018 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong-Tie® CFS Designer 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of Simpson Req'd Reqd # Strong-Tie screws to 12-14 Support Reaction, (lb) Connector stud Anchors, - Ri 273.18 No Solutions - - ;R2 93.85 SC1343.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong Tie SpanlCantiLever Bridging Connector Stress Ratio 665 Span N/A - Shear and Web Crippling Checks Bending and Shear.(Unstiffened): 76.16/6 Stressed @P1 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No .- p 1 Point Loads P1 Load(lb) 257 X-Dist.(ft) 2.50 Section : (2) 362S162-33 Back-To-Back C Stud Fy = 33.0 ksi Maxo = 881.7 Ft-Lb Moment of Intertia, I = 1.10 inA4 Va = 2047.2 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite toad direction for connection design Flexural and Deflection Check Mmax Mmaxi Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 662.2 0.751 659.3 60.0 879.0 0.750 0.639 U31 Distortional Buckling Check Span .K-phi Lm Brac Ma-d • Mmaxi lb-in/in in • Ft-Lb Ma-d Span 0.00 198.0 904.8 0.732 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 16.50 L I Project Name: Texas de Brazil Page 1 of 1 Model: Interior Pull Height Date: 05123/2018 Code: 2012 NASPEC [MSI S100-2012] Simpson Strong-Tie® CFS Designer 2.0.3.0 • Reactions and.Connections. Number of Connectors Required at each Reaction: I No. Of No. of Simpson Reqd Reqd # - I Strong-Tie screws to 12-14 Support Reaction (lb) Connector, stud Anchors Ri 54.86 No Solutions - - R2 54.86 SCB43.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI S100 . . Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio .6.65 Span LSUBH325 (Mm) 0.18 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 5.4% Stressed @RI . Bending and Shear (Stiffened): NA Web Stiffeners Required?: No -I 16.50 Section: 362S162-33 Single C Stud Maxo = 440.9 Ft-Lb Moment of Intertia, I = 0.55 mM Loads have not been modified for strength checks Loads have been multiplied by-0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmaxi Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-t.b Span 226.3 0.513 226.3 60.0 407.3 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 198.0 452.4 0.500 Fy33.oksi Va = 1023.6 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.556 0.477 L1415 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Texas de Brazil Model: ypicalExterior Cladding Code: 2012 NASPEC [AISI SI00-2012] Page 1 of 1 Date: 0512312018 Simpson Strong-Tie® CFS Designer 2.0.3.0 Reactions and Connections. - Number of Connectors Required at each Reaction: 1 . . No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 136.50 No Solutions - - R2 136.50 SC1345.5 2 2 Total Vertical Shear Carried by Connectors (lb): 0 Bridging Connectors - Design Method= AISI SIOO Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Mm) 0.51 Shear and Web Crippling Checks Bending and Shear (Unstiffened): 21.4% Stressed @R1 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No 10• 12.00 22.75 Section: 600S162-33 Single C Stud . Fy = 33.0 ksi Maxo = 950.6 Ft-Lb Moment of Intertia, I = 1.79 inA4 Va = 638.1 lb Loadshave not been modifiedfor strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-th (in) Ft-lb Ma(Brc) (in) Ratio Span 409:5 0.431 409:5 60.0 855.2 0.479 • 0.140 L/1025 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d' Span 0.00 144.0 788.8 0.519 S!MPSON.STRONG-TIE COMPANY INC. www.strongtie.com 11 Company: Critical Structures, Inc. Date: 5/23/2018 Engineer SDF Page: 1/6 Project Address: 1852 Lomita Blvd #210 Phone: 310-530-3050 E-mail: tI'1I-.)1 Anchor DesignerTm Software Version 2.6.6682.1 S 1.Proiect information Customer company .'X-Anna Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.250 Nominal Embedment depth (inch): 1750 Effective Embedment depth, her (inch): 1.300 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No h (inch): 3.29 c (inch): 3.44 Cmn(inc1i): 1.50 S (inch): 1.50 Recommended Anchor Anchor Name: Titen HD® - 1I40 Titen HD, hnom:1.75 (44mm) Code Report: ICC-ES ESR-2713 Project description: Texas de Brazil Location: Fastening description: Concrete Anchor Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength. f (psi): 2500 4',y: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement Not applicable Reinforcement provided at comets: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear No Ignore 6d0 requirement Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 2.00 x 2.00 x 0.12 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com 12 Company: Critical Structures, Inc. Date: 5/23/2018 Engineer: SOF Page: 216 Project Address: 1852 Lomita Blvd #210 Phone: 310-530-3050 E-mail: iI'AI.)II Anchor Designer TM Software Version 2.6.6682.1 Load and Geometry Load factor source ACI 318 Section 9.2 Load combination: not set Seismic design: No AnchOrs subjected to sustained tension: Not applicable Apply entire shear load at front row No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 227 V.. [lb]: 154 Vuy[lb]: 0 M [ft-lb): 0 M [ft-lb]: 0 <Figure 1> '2271b ii -. OftlbL Input data and results must be checked foragreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com 13 Company: Critical Structures, Inc. I Date: 5/23/2018 Engineer SDF I Page: 1316 Project: Address: 1852 Lomita Blvd #210 Phone: 310-530-3050 E-mail: II'iIsi"Anchor Designer Software Version 26 6682.1 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be thedred for plauslbtlity.. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925:560.9000 Fax: 925:847.3871 www.strongtie.com 14 Company: Critical Structures, Inc. I Date: 5/23/2018. Engineer SDF I Page: 4/6 Project Address: 1852 LomitaBlvd #210 Phone: 310-530-3050 E-mail: I1IAI']iI Anchor Designer Software Version 2.6.6682.1 Resulting Anchor Forces Anchor Tension load, Shear load x, Shear toad y, Shear toad combined, N8(lb) V, (lb) Way (lb) (lb) 1 227.0 154.0 0.0 154.0 227.0 154.0 0.0 154.0 Maximum concrete compression strain (k): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 227 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e', (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e', (inch): 0.00 Eccentricity of resultant shear forces in xaxis.e'v (inch): 0.00 Eccentricity of resultant shear forces in y-axis. e'v, (inch): 0.00 <Figure 3> Steel Strength of Anchor in Tension (Sec. 0.5.1 N (ib) (lb) 5195 0.65 3377 S. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nt, = kA 'if'hd -5 (Eq. D-7) ICc A F. (psi) ha (in) Na(Ib) 17.0 1.00 2500 1.300 1260 ØNct, = 0 (ANc/ANo)'ed.N'cNWr,,NNb(Sec. 0.4.1 & Eq. 04) AN. (in') Ape,, (in 2) Ca,,,u, (in) 5FdN V1C.N WN Nt, (lb) 0 qtN, (lb) 15.21 15.21 200- 11000 1.00 1.000 1260 0.65 819 6. Pullout Strength of Anchor in Tension (Sec. D5.31 = pANp(fc/2,500)" (Sec. 0.4.1, Eq. 0-14 & Code Report) N, (lb) f (psi) n 0 qiN,, (lb) 1.0 1.00 1222 2500 050 0.65 794 Input data and results must be thedred for agreement with the existing circumstances, the standards and guidelines must be thedred for plausibility. Simpson Strong-Tie CompanyInc- 5956 W. LasPositas Boulevard Pleasanton, CA 94588 Phone: 925560.9000 Fax: 925847.3871 www.strongtie.com 15 Company: Critical Structures, Inc. Date: 5/23/2018 Engineer: SDF Page: 5/6 Project Address: 1.852 Lomita .Blvd.4t210 Phone: 310-530-3050 E-mail: I1ItI'iI Anchor Designer Software Vernon 26 6682.1 Steel Strength of Anchor in Shear (Sec. 0.5.1) V. (I b) lgioui 0 OwwoV. (lb) 2020 1.0 0.60 1212 Concrete Breakout Strength of Anchor in Shear (Sec. 0.6.2) Shear perpendiculartoedge in x-direction: Vi,.a = 7(l/ da)024d0A1t'cCai15 (Eq. 0-24) le (in) d0 (in) A f'c (psi) cal (in) V (lb) 1.30 0.250 1.00 2500 2.00 688 tlVcea A/Av)tVvtPhvVtft (Sec. 13.4.1 & Eq. 0-21) .Avc(in2) Avco (in 2) !F'e,v Wc,v WhV Via(lb) gl SVea (lb) 18.00 18.00 1.000 1.000 1.000 688 0.70 482 Shear parallel to edge in x-direction: Vby 7(!o/ d0)0 JdaA'lt'ccai (Eq. 0-24) Ic (in) d0 (in) It P (psi) Cal (in) Vby (lb) 1.30 0.250 1.00 2500 4.00 1947 (2)(Avc/Avco) Pe.vvq'h,vV&, (Sec. 0.4.1, D.6.2.1(c) & Eq. 0-21) Aw (in 2) Av. (in 2) 'J'e4v 9'cv 'P,,,v Vby(lb) 0 çVa(lb) 24.00 72.00 1.000 1.000 1.000 1947 0.70 909 Concrete Prvout Strength of Anchor in Shear (Sec. 0.6.3) OVqp = OkpNb = A N. /A)W&JiV,IiY'q,J4Nh(Eq. 0-30) Aft (in 2.) A NcO (in2) Y'ad,N PçN Y'W.N Nb (Ib) 0 çtSVci, (ib) 1.0 15.21 15.21 1.000 1.000 1.000 1260 0.70 882 Results Interaction of Tensile and Shear Forces (Sec. D7.) Tension Factored Load, N. (lb) Design Strength, eN0 (lb) Ratio Status Steel 227 3377 0.07 Pass Concrete breakout 227 819 0.28 Pass Pullout 227 794 0.29 Pass (Governs) Shear .FactoredLoad, V (lb) Design Strength, øV (lb) Ratio Status Steel 154 1212 0.13 Pass T Concrete breakout x+ 154 482 0.32 Pass (Governs) H Concrete breakout y- 154 909 017 Pass (Governs) Pryout 154 882 0.17 Pass Interaction check NU46N0 Vc0.46Vn Combined Ratio Permissible Status Sec. 0.7.2 0.00 0.32 32.0% 1.0 Pass 114"0 Titen HD, hnom:1.75" (44mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las PositasBoulevard Pleasanton.CA 94588 Phone: 9255609000 Fax: 925.847.3871 www.slrongtie.com 16 Company: Critical Structures, Inc. Date: 5/23/2018 Engineer: SDF Page: 6/6 Project Address: 1.852 Lomita 61vd#2.1,0 Phone: 310-530-3050 E-mail: R'AI'1I, Anchor DesignerTm Software Version 2.6.6682.1 12. Warnings Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and resultsmust be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925847.3871 www.strongtie.com 17 1. SK-1 May 23, 2018 at 12:30 PM Member Key X-Anna Texas de Brazil.r3d I i Company I RIS Designer 12:33 PM : May23,2018 Job Number : .' : Checked By: Model Name Cold Formed Steel Properties Joint Coordinates and Temperatures LhI -v (flu V ff1 7 ff1 Th 11 f,%;-- 0 — T _2_ N2 I A 1 6.5 1 0 - 0 N3 0 1 3.5 1 0 0 _.4_ N4 3 65 T 0 f0 Joint-Boundary. Conditions mint I nh.1 V nefinl V rl,r.nl 7 II,Iirl V D+ fl.ft1...,,11 V D..+ rL. F+h....11 7 D...+ fl +I..-...l1 I N2 Reaction Reaction L_Reaction Reaction -Reaction iRéation -i Fixed Fixed -1. Fixed Fixed" ixed I _1 -- Fixed Fixed _Fixed I 4 N3 1 Fixed Fixed Fixed Cold Formed Steel Design Parameters Joint Loads and Enforced Displacements (BLC 3: Wind) Joint Label LAM Direction Magnitude( (in.rad)—(k*sA2tf .. il Ni X .025 Joint Loads and Enforced Displacements (BLC 4: EQ) Joint Label L.D.M Direction MagoitiJ),(in.rad),_(k *SA 2/f. ii Ni L I X .026 Member Distributed Loads t'BLC 1:: Death Member Label Direction Start Maunitudefk/fL... End Maunitude F... Start Locationift.06)_EndLocation[LY] 1 1 1 M1 I Y 1 -.027 _-027 0 I_2 Member Distributed Loads (BLC 3: Wind) Member Label I _Direction Start _Magnitude[ktfi._ End Magnitude[k/ftF...Start -Location [t,%1 End Location[ft.%] 1 I Ml X .007 .007 1 0 1 3.5 Member Distributed Loads (BLC 4: EQ) Member Label DirectionStart MaqnitudelkflL.._End Maurmitude F... Start Location %1_ End Location[ft.%L Li_I_Mi_...J__XLj17_L_ .017 - _3.5 IS RISA-3D Version 16.0.3 [C:'tUsers\Stephen\Desktop\X-Anna Texas de Brazil.r3d] Page 1 Company IIIRISA Job Designer : May23, 2018 12:33 PM Number : Model Name : Checked By. Basic Load Cases BLC Descriotion ' Cateoory X Gravity V Gravity 2 Gravity Joint Point flishihtttivi Arp-41MP Stir1rp(P 1 Dead DL 2 Live LI 3 Wind WL I 1 1 I EQ I EL I1 1 - Load Combination Design .DescnDtion ASIF CD Service Hot Rol. told Form.. Wood (nnr'retp Macann, Atiunin,im Staintgcc Cnnnr'tian I. 1 Deflection ii _ Yes Yes Yes Yes Yes Yes Yes Yes Yes TDeflection 21 Yes Yes Yes.. Yes Yes I Yes Yes Yes Yes 3 Deflection 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes 1BC16-1. 'I Vf ,Yes ''Yes 'Yes ''Yes Yes Yes Yes 5 6 1113C16-2(!j JIBC 165a " "" •' '1_Yes Yes Yes sYes . __.' Yes, 'Yes Yes_I Yes Yes Yes Yes Yes. Yes Yes 7 iBc'16-5 (P)j Yes Yes . Yes Yes Yes Yes Yes .., Yes.1.......Yes...............LYes ...Yes.Yes ... Yes. ....Yes,.. Yes 1 Yes Yes Yes Yes Yes Yes 10 IBC 16-3(b)(4 Yes. ''Yes' ......... Yes . Yes 'Yes' Yes I Yes.. 11 ilBC 16-3 (b)(J. Yes ).Yes Yes _Yes Yes Yes Yes 12 1BC16-4(a)(J Yes Yes Yes Yes I Yes Yes I_Yes jj IBC 16-4(a)(.1 Yes' 1s Yes j_Yes I_jYes' JYes_ Yes 14 IIBC 16-6 (a)) _____ Yesl Yes I_Yes 1 Ye I Yes j_Yes Yes 15 IlBC 16-6 (P)) Yes 1 Yes 1 Yes I Yes L Yes J_Yes Yes Joint 'Reactions '(By combination) LC Joint Label X 1k] V Rd 7 1k] MY Fk-ffl MV fl..ffl M7 rIft1 1 1 N2 .061 ol NC. NC 0 "N4 orio2 0 NC NC It0 3 I 4_ 1 i_ Totals: COG (ft) 0 IX 09 .063 V 1 449 1_Z 0 0 5 2 N2 . ,0 ,. 0 0 I NC NC 0 _.L.. _2 , ' N4 ' ' " ' 0 1._" , 0. ' 0" 1 NC. , NC' ' Q ....2 COG (ft) NC NC NC N2 , 0 - . .061 0 NC NC 0 10, 3 N4 0 002 0 , NC , NC 0 11 1 3 Totals: 0 .0 12 .063 COG (ft) X:,.09 '3 Y 1.449 Z 0 13 _14_ 4 4 N2 N4 0 0 .085 003 0 0 NC NC II. NC NC 0 0 15 '4 'Totals: 0 .088 0 4 COG (ft) X-:.09 V 1449 Z 0 17 1 5 ._ N2 '' N4 ' 0 0 ' ' .073 ' .002 .0 1 0' NC i . ' NC' NC INC 1 0 0 19 t 5 , Totals: 'COG (fi) 0 t X OTI .075 Y1 44i ' z 0 0 21 ., ,'N2 ,.066 .227 .0 NC NC 22 N4 -153 -151____(___0___NC NC 0 ,. .24.. 6 . - 'Ts_ COG (fi) .-.087 X 09 j. Y 1 449 Z 0 77 2 ....L '_N2 -.0661 -.08 ,0 , NC NC ..Q,. .2 .i..J_N4 153 156 0_____NC NC 0 27 7 1 Totals: .087 .075 0 28 9 ..i 8 COG (ft)-. -. N2 X 09. Ii LQ66 _L08 Y- 1.449 0 2_Q__________________ I _.N____ 0. - RISA-3D Version 16.0.3 [C:\Users\Stephen\Desktop\)(-Anna Texas de Brazil.r3d] Page 2 '19 .20 I 1 1RI Company May 23, 2018 S ' Designer :' 12:33 PM. Job Number : Checked By: Model Name Joint Reactions (By Combination) (Continued) V 1111 v fl.1 .7 MI hAw r... iii iii N4 .... L54 . T'ithT ..óT 1 -NQ f' i 31 1 8 Totals: -.087 .056 0 COG (ft) X 09 fY 19 Z . _9_ N2 -.066 j -.099 0 NC .0 34 L N4 154 155 0 NC NC 1 0 35 9 Totals: .087 .056 9 COG(ft)__r 0 36 __X__09 V_1449 __1 Z 0 37 38 10 10 N2 N4 .021 I -.04-5 _J19 L -.-043.,- _0 0 NC NC NC NC 0 0 39 10 Totals: -.024 .075 1 0 40 .10 COG (ft): X___09 V_14491____Z___0 41 11 N2 -.021 .. 028'E•_0 1 NC NC 0' 42 11 N4 045 048 1 0 NC A NC 0 43 11 Totals: .024 1 _075 .0 44_ jiji 'COG ffi) X___09 I Y__1_449 1 Z___0 45 1 12 N2 . 1_.043 .164 1 0 , NC NC 0 46 J2 N4 -.091. -'.0W 0 NC _I NC 0 ..,47. 12 Totals: -.048 .075 1_0' 4Li2 COG ft) X 09 V 1.449 1 Z 0 49 13 N2 -.043 -.018 0 .NC NC 0 50 13 N4 .1._091 093 _____1 0 1 NC NC 0 51113 Totals: .048 .075 1 0 13 COG (ft): X__09 V_1_449 1 Z_0 53 14 N2 .043 .146 0 NC NC 0 1 54 14 N4 -091 7089 0 NC __I NC 1 0 55 14 Totals: -.048 .056 1 0 ii_COG_(ft) X _09 .. :56 i V___1__449 Z__0 L 15 N2 -.043 1 -.036 1 0 NC I_ NC 0 58 15 N4 091 1 093 0 NC NC 0 59 15 Totals: .048_- .056 0 60' 1 jj COG (ft):.' X:09_.Ty.i.449. Joint Defection _j_._. ____... u.... ..u .. .U .. _". U''I U .. ..0 3 1 N3 ,0 0 1 0 0 0 I 7.697e-06 4,j N4 0 0 0 0 0 0__ 5 ...2 Ni . 0 0 0 , 0 0 1 0 _2 N2 0 0 0 0 0 0 7 , N3 0 0_. 0. 0 .0,. ,0 82 N4 0 0 _____1_0 0 0 0 9 3 Ni . 0 0 0 0 0 JQ N2 jj j N3 0 , 0 , ,0 0 ,0 7.697e-06 j 3 N4 0 0_0 0 0 0 13 i44 15 4 4 Ni N2 N3 .0 0 0 11 0__0 0 I 01_.0 0 0 0 0 0 .0 1 .0 1.077e-05 164 N4 ___1_0 0 ______0 0 0 0 17 15 Ni 0 0 0 0 0 .0 iIc ' Ni .. 0" . ., fl . , 2015. ' N4 :... .0..'. 0....L. . .1......O .1.: Ni I .159 -.001 .0 0 1 0 0 RISA-3D Version 16.0.3 [C:\Users\Stephen\Desktop\X-Anna Texas de Brazil.r3d] Page 3 Company 111RISA Designer : May 23, 2018 : 12.33 PM Job Number Checked By: Model Name : Joint Deflections (Continued) V r..-.1 N2 01 0 -o 10 23 6 N3 :003 I -.001 1 0 1 O i 0 1 1.902e-03. 246 N4 0 0 0 1 0 0 0 25 7 Ni -.158 0 0 0 0 0 N2 1 0 0 0 0 0 0 27 7 N3 -.002 T 1 0 0 1, 0 -1.883e-03 28 7 N4 I 0 j 0 0 3 0 1 0 0 29 8 NI .159 1 -:001 0 1 0 0 0 308 N2 4_0 0 0 0 0 0 31 8 N3 - .003 0 - 0 0 0 32'.B N4 0 0 0_____0 10A 0 339 349 Ni N2 jj 1 -.158 0 0 0 0 0 1 0 1 0 0 0 0 0 _j9 N3 -.002 1 0 [ 0 1 0 0 -1.886e-03 N4 0 of. 0 0 0_____I_0 1 10 Ni .053 0 1 0 0 0 0 to 1 07 0 . 0 39 10 1 N3 .001 0 0 0 6.176e-04 40 10-1 N4 0 0 _1 0 0 0 i 0 At. _1t.Ni -.052 1 -0 0 0 . -0 1 0 4211 1 N2 0 1, 0 0 0 0 0 43 ii I N3 0 0 . .0 0 _..0 -5.991e-04 4411J_N4 0 1 0 0 0 0 0 4. J2J Ni 1 .106 -:001 - 0 46 121 N2 0 ü '0 0 0 0 47.. JZJ N3 .002 0 0 0 1.226e-03 4J2J_N4 0 0 0 0___1 0 0 49 1 13 Ni 1 -.104 0 0 _P CL 5013 N2 0 0 0 0__________1_0 0 51 13 1 N3 , -.001 _ , 1120803 Z N4 0 0 .1_0 0 53 14 Ni .106 1 0 0 0 . 0 J_0 54 14 N2 0 0 0 0 0 0 55 14 1 N3 .. , .002 0 , 0 - - 0 0 L1 4 0 N4 0 0 0 ___ 0 0 0 L 5815 i. . Ni N2 1 --.105 1 0 ' 0 -0 0 - 0 '0 0 '0 0 0 J15 N3 1 -.001 0 .. 0 1 0 0 4.211 e-03 j 15.1 _N4 0 '0 .'" '.0. ...' __' - 0.. ___'0. MemberAlSi SIOO-12: ASD 'Cold-Formed Steel CodeChecks I C' IArnh, I IC' RA.,'. I .--.1441 Qk.... I Fl.- ,-...,rs....r fl...I fl..._. ,'. ,"_..'......_ ............. J . 1 11 1 Mi 2162-33. .012 6.5 '.000 3.521y! 1.506 5.177 1 .09 15.1771 .15 .501 1 .6 .6 C5.1 21 - M2 ?1?33, '003 j.946 00.j_1 0 yl 249_ - 5177_149 452 1136 6 1052 - --_•_.QQQ.Q 1 •..QQJ_ .V 506 . - --- 1-1-4- 6c3a. 4. .. - ,.00'0"-'...Q .PQ0 ...LU.. y.2.49 .....1 5,1.77.i5_.. [~48.. 11 .I.....! 5 MI 62S-62-3d 0126.5 LQO--3.521 V.1.506 .5.177.09 5.Qt.1 .6!.6C5.1. 6 3 M2 362S16233 003 19451 00i 1 0 y - 249 5i77 i49 _452 1136 6 , 1 C52 8 - 4 1., M2 62!162 33 004 1.9451 002 0 l yA 249 - 5.177' 149 l 452 1136 6 j C5* 7 4 Mi 062S162-33, 016 6.5 000 i3.521 v 1. 506 5.177 09 501 i 1 6 6 C5 1 5 2 9 51 M1_.._32l62-3-0465 .000 ,3.521!v 1.506 .I17LJ39-501 j ..6Jc5.1.... .1.0 51...M2_2 Q41..4LP02. I....0 2.49.....5.1..149 .452 '11136i ..6 . 11 6 W 62S16233 .~5.3.453j_.84J3.453y ._i.506 _±177 L.14.3 ..2 1.432...LI- 12 6 M2 362S162 33 091 1 945 _002 0 y 2.49 - 5.1771 - 149 422 11136 6 1 JC5.2 13 171-M1 362S162-33 522J3.521! y 1 . .77 LI.27.. .44.11..-1 .6. 1.. 1 - RISA-30 Version 16.0.3 [C:\Users\StephenDesktopX-Anna Texas de Brazil.r3d] Page 4 21- Company 11RISA Designer: May23, 2018 Job Number : PM AK cOt Model Name : Cheded By: Member AISI SI00-12: ASD Cold Formed Steel Code Checks (Continued) I ( Mmhcr ShnD I IC Mw I nrfftl Shr I n.-fffl fir Pnlflmfl,l TnItm1 Mns,,,I JnI ('h ',n.-, nn I1 1i 16 15..M.1 8. 8 446.:3.4531 I M2 362S162 33 090 11 ..084.3.45iv1 ...1..06 ..51fl..143 49 15.177_149 L424 .11.432..6! 421 11-130 1 _1.i C5t ? 17.191 Ml — 362S16233 535 3521 084 '3453v - 1_506_ - - 5177 _127_ 424 1432 6 1 C52 8.. 9j_M2_. 1144J221 .0.....LP_JyiL_.2...4.- M71L.,09.!...Qt4l.l36.j1_ 4 t: IC J9J1QL.M1. ..149JZ1.P3_..3.4.3Lv . 5:1.... 20 10 M2_ 362S16233 Q3Q1 945 002 _yL_249 - ' 149 426 113_i_1_ 21 1111' M1 ... i46 .3.5Z1. 1.506 .. 5.1771 .1.43 .421 11 -396 . _2jl_M2362Sl62316 22 y 49 _ 5171 09 :.50111 .136 6 _1__. ..2._J12 Ml 362S162-33 45.3 .453 v. 1.5.0 .143 - .1 Li4_!1.2.1...M2 362S1623..Q 5LO02i0jy Lz.49. .. M L14.9 .21 ..,423_il.136.6....I !C5.2.... 25_ 13 Ml 366233 316 135211 047 13453v - 1.506 —i 5.177 127 421 1396 6 1_5 26 ,:13M .028 12.211 .002.L.0.jyj..__2A9 1.L7 .501 I1:_I ..cl: 27 1141 ._P! 3 ,28.4sa.o47 . 1.506 _j .iii ..i .42 1jçi. 28_ 14M2 - 362S16233 085'11.9451,_ Q0tQ. - y 2.49' - 5177 14 6 1 _C52 29 15 Ml 362S162 33 328_3 521 30 .1.....1.& 047 1453'v 1.506 ___'5.177 127 421 13961 6 .6 I 1 ;1 C52 C5.1.... 22 RISA-30 Version 16.0.3 [C:\Users\Stephen\Desktop\X-Anna Texas de Brazil.r3d] Page 5 (ciW'of. Carlsbad i F ligh Print Date: 05/03/2019 S Permit No: PREV2O18-0162 Job Address: 2525 El Camino Real, 101 Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revi5 Status: Closed - Finaled Parcel No: 1563020900 Lot U: Applied:. 06/19/2018 Valuation: $0.00 Reference U: Issued: 07/06/2018 Occupancy Group: Construction Type Permit 05/03/2019 Finaled: # Dwelling Units: Bathrooms: . Inspector: MColI Bedrooms: Orig.Plan Check U: CBC2018-0063, Final Plan Check U: Inspection: Project Title: Description:. ROUSE: DEFERRED STOREFRONT GLAZING ( Applicant: Owner: SEAN HARRIS . R P I CARLSBAD LP . S. 3500WBurbank Blvd Burbank, CA 91505-2235 1114 Avenue Of The Americas, Floor 45. . S 818-972-5080 - New York, NY 100367700 214-660-5232 x215232 - FEE . AMOUNT BUILDING PLAN CHECK ADMIN FEE S $35.00 MANUAL BUILDING PLAN CHECK FEE - . S $112.50 Total Fees: . $ 147.50 Total Payments To Date: . $ 147.50 ' Balance Due: - $0.00 Building Division -- 5 - - 1635 Faraday Avenue, Carlsbad CA 92008-7314 760-602-2700 I 760-602-8560f I S www.carlsbadca.gbv - PLAN CHECK REVISION OR Development Services city of DEFERRED SUBMITTAL Building Division p I 760-602-2719 b"b, APP 1635 Faraday Avenue B15 wwwcarlsbadca.gov Original Plan Check Number C-° 'SPlan Revision Number ________ Proiect Address ZS (Jh414JO_(2t- ei9iu&&o,o-qzctY? (0) iIi3IL- .ieneral Scope of Revision/Deferred Submittal: CONThCT INFORMATION: ..Jame-,.--. ?1N LoF115___ Phone Z81 oi qZ19&. Address roa RD-!~City S19_N_/ip Email Address Orkjri plans prepared by an architect or engineer, revisions must be signed & stamped by that perori. Elements revised: x "e-N, Plans VCalculations Soils [I Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown __________________________________ ________ __________ _________ ________________ T:ITImI L2TiPMJLr— Does this revision, in any way, alter the exterior of the project? 'Yes Does this revision add ANY new floor areas)? Li Yes Does this revision affect any fire related issues? fl Yes No is this a complete set? ?5SrlatLre 635 Faraday Avenue, Carlsbad, No, Date - - /, t s-11 h:760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov WN'etibtcagoV EsGil V/ M A SAFEbuiLtCompany DATE: 6/27/2018 D APPLICANT .4RIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0063.rev SET: I PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: The Shoppes at Carlsbad Space 101 Aluminum Store Front The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LIII 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. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Z EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: Y. Email: Mail Telephone Fax Q1n Person REMARKS: PREV2018-0162 By: Jason Pasiut Enclosures: EsGil 6/21/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 / Carlsbad CBC2018-0063.rev 6/27/2018 (DO NOT PAY— THIS IS NOTAN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018.0063.rev PREPARED BY: Jason Pasiut DATE: 6/27/2018 BUILDING ADDRESS: 2525 El Camino Real BUILDING OCCUPANCY: M [BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Hourly review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I #N/A j 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee [j I W1.v5c: I Type of Review: El Complete Review LI Structural Only F1 Repetitive Fee HRepeats * Based on hourly rate El Other LI Hourly L 1Hr.@* EsGil Fee $90.00 I $90.00l Comments: Sheet of 1 adaptive re-use engineering 3112 Leatha Way Craig M. Homer, CE84674 Sacramento, CA 95821 Phone: 214-407-3184 craigmhorner@yahoo.com STRUCTURAL CALCULATIONS / FOR Shops at-Carlsbad Space 101 Windows Carlsbad, CA June 04, 2018 JOB #18077 Civil Engineering PR evc~ (0 1 '~N - a ( Design Criteria - 2016 CBC Job Information ARE Job No Space 101 Windows 18077 References 1) California Building Code [CBC 1609] 2)AAMA TIR-All 3) A/SC 360 Wind Loading Wind Speed, V 1 = 110 mph Exposure = B Structure Height, h = 15.0 +1- (for design) Components & Cladding - Analytical Procedure (ASCE 7, 30.4.2) Design pressure, p = q, [(GC) - (GC)] (ASCE 7, Eqn. 30.4-1) Where velocity pressure, qh = 0.00256 K Kd V (ASCE 7, Eqn. 30.3-1) = 0.70 (ASCE 7, Table 30.3-1) = 1.0 (ASCE 7, 26.8.2) Kd 0.85 (ASCE 7, Table 26.6-1) VASO = V1 * sqrt(0.6) = 85 mph (CBC 2016, Eqn. 16-33) Velocity pressure, qh = 11.06 psf Design pressure, p = q, [ (GC) - (GC 1)] Where, Gc 1 = 0.18 (ASCE 7, Table 26.11-1) Gc value 1.4 GC 100 = 1.05 (ASCE 7, Figure 30.4-1) GC 20 = 1.3 GC 200 = 0.98 (Worst Case : Zone 5) GCPSO = 1.18 Trib. Area AT Net Pressure, Pnet 10 sq.ft PnetiO = 17.47 psf 20 sq.ft Pnet20 = 16.37 psf 50 sq.ft Pnet50 = 15.04 psf 100 sq.ft Pnetioo = 13.60 psf 200 sq.ft Pnet200 = 12.83 psI Use 20 psf everywhere for connection design - Conservative Mullion Check Job Information ARE Job No Space 101 Windows 18077 References 1) California Building Code [CBC 1609) 2)AAMATIR-A11 3)AlSC 360 Detail Mark Loading Information Span 9.170 ft - 6 Trib 4.100 ft W5.00 Area 37.60 ft' Pressure 15.59 psI Load 63.91 plf Moment 0.67 k-ft Section Properties Mullion TG 215 2.791 in' S 1.230 in Fy 25 ksi E 10100 ksi El 28189.1 k-in2 Moment Distribution El Total I 28189.11 k-in 2 %El Mull 1 100% M Mull 1 0.67 k-ft Sreq Mull 1 0.541in3 S Mull I 1.231in Pass Deflection Check where REF L I 175 <3/4 = 0.63 > Total H 0.10 in Pass Mullion Check Job Information Space 101 Windows References California Building Code [CBC 1609] AAMA TIR-All A/SC 360 Loading Information Span 9.170 ft Trib 2.100 ft Area 19.26 ft Pressure 16.45 psf Load 34.54 plf Moment 0.36 k-ft 4 W5.00 5 W5.00 ARE Job No 18077 Section Properties Mullion TL 202 3.236 in S 1.290 in Fy 25 ksi E 10100 ksi El 32683.6 k-in2 Moment Distribution El Total 32683.6 k-in2 %El Mull 100% M Mull 0.36 k-ft Sreq Mull I 0.291in3 < S Mull I 1.29 in Pass Deflection Check where REF L i <3/4 = 0.63 > AToral H O.OS 1in Pass 6r4pJ A( -r; [I z( Al '11 4, _1-z ceAJç \Itt4M1e-- izz4 /%. (9 24j ESR-3332 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force' 2,3,4,1 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMTER DESIGN THICKNESS (in.)6 0.048-0.048 1 0.048-0.075 0.060-0.060 0.075-0.075 I,o3,.. 3,1,.. 1I.'0105'1 ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3,4 #12-14 0.216 356 573 513 497 - - - 6 '/4-14 0.250 377 626 520 661 638 - - 7,8 /4 20 0.250 3867.8 1 526'.8 1 5338 . 670 5959 624 5549 11 /16-18 0.313 408 622 '56 - 1 891 - - - - 12 l,8-24 0.313' - - - 1347 984 887 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - ' - - 2 #10-16 0.190 590 631 724 - - - - 3,4 #12-14 0.216 569 917 820 795 ' - - - 6 /4 14 0.250 603 1001 833 1058 1021 7,8 /4 20 0.250 6177,8 , 8427,8 8528 10728 952 9999 8868 11 /16-18 0.313 653 996 897 1 1425 - - - 12 3/lo-24 0.313 ' - - - ' - 2155 1 1575 1419 For SI: 1 inch = 25.4 mm, I Ib? = 4.4 N, I ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated In accordance with AISI SIOO. 2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 'Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of F0 = 45 ksl. 4Available capacity for other member thickness may be determined by interpolating within the table. 51-Inless otherwise noted, when both steel sheets have a minimum specified tensile strength F. ?: 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F. 65 ksi steel, multiply tabulated values-by 1.44. 6The first number is the thickness of the steel sheet in in contact with the screw head (top sheet).. The second number is the thickness of the steel sheet not in contact with the screw head (bottom sheet). 'When both steel sheets have a minimum specified tensile strength of F0 ;~ 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. 8When both steel sheets have a minimum specified tensile strength of F. 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. °VVhen both steel sheets have a minimum specified tensile strength of F. 2t 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' 3,4,5,1 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (In.) MINIMUM EFFECTIVE DIAMETER (In.) DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD ' (In.) 0.048 I 0.060 [ PULL-OVER I 0.075 I 0.105 I I" I I I I ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 0.357 386 4812 4812 4812 4812 - - - 2 #10-16 0.190 0.384 415 4812 , 4812 481 4812 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 1/14 0.250 , 0.480 518 648 810 11262 11262 11262 , - - 7,8 '/4-20 0.250 0.480 - 648 810 11262 11262 11262 11262 11262 11 /1618 0.313 n/a2 - - - 1169 1169 - - - 12 /I6-24 , 0.313 n/a2 - - - 13262 13262 13262 13262 13262 DESIGN _STRENGTH _(LRFD) __ _____ 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - - 2 #10-16 0.190 0.384 622 778 7812 7812 781 - - - 3,4 #12-14 0.216 0.398 645 806 1007 11922 11922 11922 - - 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 11922 11922 6 /4-14 0250 '0.480 778 972 '1215 1701 18302 . 18302 , - 7,8 /4-20 '0.250 0.480 - 972 1215. 1701 18302 18302 18302 18302 11 ' 116-18 0.313 n/a2 ' - - - 18712 18712 - - - 12 /,-24 0.313 n/a2 - - - 2121 2121 21212 2121 21212 For SI: 1 inch = 25.4 mm, 1 lbf= 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2AvailabIe strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 317or tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 'Values are based on steel members with a minimum yield strength of F = 33 ksl and a minimum tensile strength of F. = 45 ksi. 5Avaiiable capacity for other member thickness may be determined by Interpolating within the table. 6For steel with a minimum tensile strength F. 2t 58 ksi, multiply tabulated values by .1.29 and for steel with a minimum tensile strength F. a 65 ksi steel, multiply tabulated values by 1.44. F1 318APPENDIX D - ANCHORING TO CONCRETE Version 1.0 18 CO NC PP TF (Basic Design Parameters: (SEC 0.3-0.4) Loads: (Per Applicable Loads Combinations in Sect. 9.2; toad applications that are predominantly high cycle fatigue or impact loads are not covered.) Nu = .0.00 k Ultimate Factored Tensile Load ()ips) V = . 0.20 k Ultimate Factored Shear Load (kips) 1/4 or Greater Anchor 4) Factor Conditions: Ductite '. Steel Element J • . Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie prism into the structural member? Pcis —ti nstlledS Anchor Type ______ Category 1: LOW sensitivity to instalation and HIGH reliability Categdrr 1 0 Category 2: MEDIUM sensitivity to instalation and MEDIUM reliability Category 3: HIGH sensitivity to instalation and LOW reliability No . Anchor located in a region of concrete member where analysis indicates no cracking at service load levels? (YES = No Cracking Anticipated) I Normalweight0 Concrete Type ®Steel strength of anchor in tension: (SEC 0.5.1) Nsa = nAsefuta n = -i, 1: Number of Anchors in a Group Ase = 0 0381 ( in 2 Effective Cross Sectional Area of Anchor II = y i65 ksi Specified Tensile strength of anchor steel ii pp = ksi Specified Yield strength of anchor steel fy N5 = 2.39 k O =Fo.75 4N5 = 1.79 k > N5 0.00 1k • ' OK (3 Concrete Breakout strength of anchor in tension: (SEC 0.5.2) NO = c 'edN'c,N'cp,NNb Single Anchor Ncbg = A C 'Pec,NYed,NPc,NNb Group of Anchors Anco Anc = . 22 in 2 Projected concrete failure area of anchor or group of anchors. See RD.6.2.1(b) het = 1.5 in Effective anchor embedment depth Ca min = r 3 in The smallest edge distance Cax = 6 in The largest edge distance fc=3000 psi = 0 in Eccentricity of Normal Force on a group of anchor. See Commentary Figure 2 Edges = 0 Number of Edges surrounding anchor or group of anchors. See Figure 3 Commentary Anco = 9het2 Projected area of the failure surface of a single anchor remote from edges for of 1.5he1 or greater = 1 < 1 Modification factor for eccentrically loaded anchor groups W. (1+ .)l let ed,N = 1 if C,, n 1. 5h Modification factor for edge effects = 0.7 + 0.3 C,,,j, ifC,, <l.5h, Modification factor for edge effects 1.5 het = 1.00 . for anchor in cracked section - l'IIJ - I 1/2k. 3/2 c el Basic concrete breakout strength k = 17 for post-installed anchors Nb = 1 6fc"2het513 Alternative concrete breakout strength for I tin hef < 250. Anco = 20.3 in 2 0.65 1.00 = 1.00 c.N = 1.00 Nb= 1.71 k NCb= 1.71 k 00 = 1.11 k > N =1 0.00 1k OK NSb = 160CAbrg1 I'c1° CCai = 3 :in Ca2= 6 in Factor = 0.750 NSb= 10.80 k = 7.02 Ik > ®Pullout strength of anchor intension: (SEC D.5.3) N. N 1, = Abh 0.3 . ] in See Table I Commentary Beadng area of the headed stud(s) or anchor bolt(s) F- N = Abrg8f'c The pullout strength in tension of a single headed stud or bolt (D-15) N = 0.9?CehdO The pullout strength in tension of a single hooked boll (D-16) Tc,p = 1.00 41=1_0.65 N= 7.2 ONP = 4.68 k > N =1 0.00 OK (ijConcrete Side-Face Blowout strength of Headed anchor in tension: Single Anchor: (SEC D.5.4) N. Distance from center of anchor shaft to the edge of concrete SId..fr. 6kg Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = C, See Commentary Figure I. C2<3C 41=F_0.65 1 NuI 0.00 1k • • OK Multiple Anchors: Nsbg = (1 + S/6Cal)Nsb ' Nsbg H1 0.80 k =1 7.02 k > Spacing of the outer anchors along the edge in the group. Nu =1 0.00 1k 41=1 0.65 N/A ®Steel strength of anchor in shear: (SEC 0.6.1) V = flAsefuta For cast-in headed stud anchors (Dl 9) Vs = 0.6flAsef a For cast-in headed bolt & hooked bolt anchors (D20) V = 0.6flAsefua For post-installed anchors (D20) I Isq. Ase= 0.04 in Effective cross-sectional area of expansion or undercut anchor sleeve, if sleeve is within shear plane. futl 62.7 Iksi Specified tensile strength of anchor sleeve. VsI 1.4859 Ik 4=1 0.65 0.97 > V 0.20 1k • OK (D Concrete Breakout strength of anchor in shear: (SEC 0.6.2) Vc0 = Nc 'l'ed,V"Fc,VVb Single Anchor (D-21) co 1fthp,d. Group of Anchors (0-22) +:!00 .' Projected concrete failure area on an anchor or group of anchors. See Figure 4 Commentary Distance from center of anchor shaft to the edge of concrete in one direction. See Commentary Eccentricity of shear force on a group of anchors. See Figure 5 Commentary Load bearing length of anchor for shear. See Table 2 Commentary. Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt. Thickness of member in which an anchor is anchored, parallel to anchor axis. Case I: No supplementary reinforcement or edge reinforcement smaller than a No. 4 bar. Case 2: Supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge. Case 3: Supplementary reinforcement of a No. 4 bar or greater betwwen the anchor and the edge, and with the supplementary reinforcement enclosed wit hing stirrups spaced at not more than 4 in. Vth = Av PecV'l'edV'VcVVb Avos Avc =IT ' 18 1in2 Cal* = •.': in e= 'p, in 1.50 '. in d0 ='. 0.21 in h= .6 in Enter Case: 1, .'.Cäsè'3 Vb = 7(I/do)O2 do' 12aC Cal 1.5 al See commentary 'lC,v = 1.4 ec,V = 1.00 41ed,V = 1.00 = 1.40 A 0 = 40.50 sqin Vb= 1.35 k VCb = 0.84 k 41VCb = 0.59 k > Anchor in cracked section Case 3 V = 0.20 1k 0.7 OK Continued = 1 (1+ 3c1 ed.V = 1.0 = 0.7+0.3 1.5 Cai < 1 Modification factor for eccentrically loaded anchor groups if C., > 1.5C., Modification factor for edge effects if C.2 < 1.5 C., Modification factor for edge effects Concrete Pryout strength of anchor in shear: (SEC D.6.3) vcp : kCpNth for hef< 2.5 Kcp ___ = 2 for hef' 2.5 Ncb= 1.71 k Vcp= 1.71 k 41Vcp= 1.20 k > Vu =1 0.20 1k .- 4=1 0.7 OK Interaction of tensile and shear forces: (SEC 13.7) if Vua <0.241Vn • • 4tN> NUA •--- .. ------------ ----------- ---------- -------------------------- N/A if Nua < 0.241Nn •_• 4V>V •....... .. OK if Nua > 0.241NJn & Vua > 0.241Vn > NUA + - < 1.2 • ......... ......... .. .......... .......... N/A ARE Job No: 18077 GLAZING ELEVATION FOR MULLION DRIFT Maximum Inner-Story Drift 'Ii Tan0=G2/W 2=Tan0*L => AF,,,,,,,,,=TAD= Total allowable drift TAD=G1+G2+G3(L/W) If G1=G2=G3 => TAD=G1((2+(LIW)) LMax It 6.2lFt. Wm.X= In StoryHl= I Ft. M IlIIn G1= L In G2= In G3= Q5 In ARE Job No: 18077 18/ 4M L) STRYHT tAX Lite I.Q4uI1 ALite=Dp [ASCE 7, 13.5.9.1] LFaIlout=TAD= I:i;79I1n 1= [ASCE 7, Table 1.5-2] Afallout>1 .25*l*D 1.25*I*Dp= 10 5llln IFa1I1.t> 15*i*D - :; I ('ityof Carlsbad Print Date: 05/03/2019 S Permit No: PREV2018-0118 Job Address: 2525 El Camino Real, 101 Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 05/01/2018 Valuation: $ 0.00 Reference #: Issued: 06/19/2018 Occupancy Group: Construction Type Permit 05/03/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: CBC2018-0063 Final Plan Check #: Inspection: Project Title: Description: ROUSE: CHANGE TO ELECTRICAL ROOM TO RUN ELECTRICAL UNDERGROUND Applicant: ' Owner: SEAN HARRIS R P I CARLSBAD LP 3500W 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 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE . $35.00 MANUAL BUILDING PLAN CHECK FEE . S $225.00 Total Fees: $ 260.00. - Total Payments To Date : $ 260.00 Balance Due: $000 ) Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov