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HomeMy WebLinkAbout2634 GATEWAY RD; ; CBC2017-0430; Permit( . ity of Carlsbad - --..----------.-.------- tomm"ercial -Permit --------:- Print Date: 02/07/2019 Permit No: CBC2017-0430 Job Address: 2634 Gateway Rd Permit Type: BLDG-Commercial Work Class: New Status: Closed - Finaled Parcel No: 2132621900 Lot #: Applied: 08/09/2017 Valuation: $2,368,710.88 Reference U: DEV12023 Issued: 02/01/2018 Occupancy Group: M Construction Type: VB Permit Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 2/7/2019 9:02:40AM Project Title: UPTOWN BRESSI RANCH Description: SPROUTS: 28,052 SF NEW BUILD AND TENANT IMPROVEMENTS * Applicant: ERIC LOEFFLER 808 E Osborn Rd Phoenix, AZ 85014-5286 602-386-4831 Owner: BRESSI RETAIL LLC 130 Vantis Dr, 200 ALISO VIEJO, CA 92656 Contractor: CSI CONSTRUCTION CO 949-380-3900 BUILDING PERMIT FEE ($2000+) $6,258.31 BUILDING PLAN CHECK FEE (BLDG) $4,380.82 COMMUNITY FACILITIES DISTRICT (CFD) FEE - NON-RES $0.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $1,510.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $166.00 LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONE 17 $11,220.80 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $304.00 PUBLIC FACILITIES FEES - inside CFD $43,110.54 5B1473 GREEN BUILDING STATE STANDARDS FEE $95.00 SDCWA SYSTEM CAPACITY CHARGE 2" Displacement $26,515.00 SEWER BENEFIT AREA FEES - H $16,327.84 SEWER CONNECTION FEE (General Capacity all areas) $14,551.72 STRONG MOTION-COMMERCIAL . $663.24 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $232.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 TRAFFIC IMPACT Commercial-Industrial w/in CFD $218,004.00 WATER METER FEE 2" Displacement $829.00 WATER SERVICE CONNECTION FEE 2" DISPLACEMENT (P) $26,687.00 WATER TREATMENT CAPACITY CHARGE 2' Displacement $733.00 Total Fees: $371,821.27 Total Payments To Date: $371,821.27 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov [ThE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING OFIRE DHEALTh DHAZMATIAPCD] 'VWuilding Permit Application Plan Check NocR2.ç43 :qty of 1635 Faraday Ave., Carlsbad, CA 92006 Eat. Value 21 3.o!., llp— Iar1sbac1 WJ 0 9 ZQ7 Ph: 760-602-2719 F: 760-602-8558 Plan Ck. DepIt email: building@carlsbadca.gov Date - - swp I Lu C I SBA www.carlsbadca.gov JOB ADDRESS NW C Rd NIA I APN 2.13 - 2(02. -all eo .T/PROJECTP Lore PHns# SOFUNITS I P BATHROOMS JENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP I I J#BEDROOMS 4 Sprouts Farmers Market 1 V-B M DESCRIPTION OF WORK. Include Square Feet of Affocted Area(s) 28,052 SF build to suit building for a new retail grocery store. Work to Include building shell and all new interior deco, electrical and HVAC distribution, lighting and refrigeration compressor rack for food cases. New kitchen prep and service areas with walk-in coolers and freezers. New offices and accessible public restrooms EX1511M6U5E PROPOSED USE IGARAGE (SF) PATIOS(SF) IFIREPLACE IAIRCONDFFIONING nRESPRiNKLERS N!A I Grocery N/A N/A IDECKS(SF) N/A kso. NOI YESNOD I YES ENOD APPLICANT NAME Eric Loeffler, BRR Architecture Primary Conta ct PROPERTY OWNER NAME Shea Properties ADDRESS 808 E. Osborn Rd. ADDRESS 130 Vantis, Suite 200 CITY STATE ZIP Phoenix AZ 85014 CITY STATE ZIP Aliso Viejo CA 92656 PHONE 602-386-4831 FAX PHONE 949-389-7147 'FAX 949-389-7434 EMAIL eric.loeffler@brrarch.com EMAIL Min.Kang@sheaproperties.com DESIGN PROFESSIONAL James Hailey, BRR Architecture CONTRACTOR BUS. NAME &V C '5'r co' c +- r'i TBD ADDRESS 6700 Antioch Plaza, Ste. 300 ADDR,S 72 , TCrO,?1fl2e9 roo CITY STATE ZIP Merriam KS 66204 CITY STATE ZIP 1rv7n e CIQ PHONE IFAX 913262.9095 PHONE ]FAX ,, 9zi 93 390 o L5V-3go -3930 EMAIL James.hailey@brrarch.com EMAIL 0wo r/iii ) c c Co '°' STATE LIC. P C-30870 STA]UC.# I 110,5 / CLAS6 I CITY BUS. Uc.# M / ,37 (Set. 7033_S business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he 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)). - - Workers' Compensation Decthralton: I hereby affirm wider penait'yóf pe,fwy one of Mai following decfa,afions: - and will maintain a certificate of consent to se1f4nsure for 'compensation as provided by Section 3700 of the labor Code, for the performance of the work for wtilch this permit Is Issued. RI have and will maintain workers' compensation, as required by Section 3700 of the labor Coda, for the performance, of the work for wl*Jr this permit Is Issued. Mywodsecs' compensation insurance carder and policy number are: Insurance Co./(rt>' ,SvacO Co Policy No. Ja2/Q6 /77/2.2 EspirstionDala is section need not be completed If the permit is for one hundred dollars ($100) or less. certlficateofExenmplfon: I cerlify that lo the performance of the work for which this permit Is Issued, I shall not employ any person in any manner so as Io become subject tothe Workers' CompensatIon Lim of California. WARNING: Fellers to secure workers' compensation coverage is unlawful, and &tall5ubj.ct an employer to criminal penalties and civil (lose up to one hundred thousand dollars (6100,000), In addition to the cost of compensation, damages as resided for In Section 3706 of the Labor cod., Interest and attorney's tess. £ CONTRACTOR SIGNATURE ____ GENT DATE ,42..- o l hereby afflan that lam exempt from Conbactor's License Law for ft drflowfrrg reason: D I, as owner of the properly or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, BusIness and Professions Code: The Contractor's License Law does not apply to an owner of properly who btdlds or improves thereon, and who does such work himself or through his own errgloyeea, provided that such improvements are not Intended or offered for sale. If, however, the building or improvement is sold within 05w year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). D 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 en owner of Property who builds or improves lherscn, and contracts for auth projects with contractor(s) Licensed pursuant to the Contractor's License Law). 0 lam exempt under Secon Business and Professions Code for lids reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes i: 2. I (how lhave n signed an application for a building permit for the proposed work. 3.1 have contracted with the following poison (firm) to provide the proposed construction (Include name address I phone I contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name !address / phone! contractors' license fluster): 5. l will provide conmeof the work. bid l have contracted (hired) the following persons to provide the work Indicated (Include name laddressl phone l type ofwork): £PROPERTY OWNER SIGNATURE ' - - . .[]AGENT,: DATE ilk Is the applicant or future buiding occupant required to submit a business plan, acutely hazardous roatenals registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? v' Yes No Is the applicant or future busting occupant required to obtain a permit from the air pollution control distort or air qualdy management distort? Yes V No Is the facility to be constructed withIn 1,000 feet of the outer boundary ofeSchool site? Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAl. CERTIFICATE Of OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROl. DISTRICT. hereby affirm that there is a construction lending agency for the performance of the wrctc 4hE permit itibsuad (Sec 3097 lt) II Code) Lender's Name - Lender's Addsir Iceidtythat I have read the application and statethatithe above I on correct and it tern non the plans is accurale.I adijeetu caff"WithaltGtyoRierxaserid State Im relaftthbrfildingconstruodoit I hereby authertee represontatice of the City of Carlsbad b aft upon the above mentioned pisipertyb kectixt ppposes. IALSO AGREE TOSA\IE. F'C94NFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAJNST ALL LlABtLmES, JUDGMENTS, COSTS AND EXP84SES WHICH MAY 14 ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHk An OSHA permit is required for excavations over5'O' deep and demolition or construction of structures a'er3 strains in height. EXPIRATION: Every permit Issued by the Building Officlal raider the ipiviiisionsofif Code shall expire by Imitation and becernenul atxl yost If the tiding aesat authorized bysidi permits net commenced within 160 days frorothe date of such pemitorlfthe biding or wk such permit s suspended orabarxloned at any time after themt is cameienoed ba period d180days (Sen 10044 Uniform Bulking Code). £APPUCANrS 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. Fax (760) 602-8560, Email buiJdtng(car1sbadca.g6vor Mail the completed form to City of Carlsbad, Building DivisIon 1635 Faraday Avenue, Carlsbad, CalifornIa 92008. Of: (office Lose OnW CONTACT NAME OCCUPANT NAME Eric Loeffler Sprouts Farmers Market ADDRESS BUILDING ADDRESS 808 E. Osborn Rd. NW Corner of El Fuerte St & Gateway Rd CITY STATE ZIP Phoenix AZ CITY STATE ZIP 85014 Carlsbad CA neoos PHONE FAX 602-386-4831 EMAIL OCCUPANTS BUS. LJC. No. eric.loetfler@brrarch.com DELIVERY OPTiONS - PICK UP CONTACT (Listed above) OCCUPANT (Listed above) .. CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Usted above) ASSOCIATED CB#.- CONTRACTOR (On Pg. j) NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 09/18/2018 09118/2018 BLDG-34 Rough 070300-2018 Failed Andy Krogh Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Prefinal walk, corrections left with contractor No 11/21/2018 11/21/2018 BLDG-Final 076708-2018 Partial Pass Andy Krogh Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency, . , Close out paperwork received, green, t24, . No • - - t&b, waste.....tco pending fire, health, cmi, landscaping inspections BLDG-Plumbing Final - , Yes BLDG-Mechanical Final No BLDG-Structural Final . Yes BLDG-Electrical Final • Yes 11128/2018 01/09/2019 BLDG-Fire Final 076518-2018 Partial Pass Cindy Wong Reinspection Incomplete Checklist item COMMENTS. Passed FIRE- Building Final No 12/13/2018 12/13/2018 BLDG-Final 078652-2018 Partial Pass Andy Krogh • Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Restrooms updated and per code Yes BLDG-Building Deficiency Close out paperwork received, green, t24, No t&b, waste.....tco pending fire, health, cmi, landscaping inspections BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 02/07/2019 02/07/2019 BLDG-Final 083213.2019 Passed Andy Krogh Complete Inspection - Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final . Yes BLDG-Structural Final Yes BLDG-Electrical Final • Yes BLDG-Fire Final 081037-2019 Scheduled Cindy Wong Incomplete Checklist Item COMMENTS Passed FIRE- Building Final No February 07, 2019 • •. Page 11 of 11 Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Incomplete south/ main entrance No BLDG-Building Deficiency Small reveal above cvs side of building Yes north side walls at papered areas only Ext lath, expansion metal, corner bead & caulking OK on south (Entrance) wall 7/20/18 BLDG-Building Deficiency As noted on card and west wall Yes 08/06/2018 08/06/2018 BLDG-85 T-Bar, 066050.2018 Failed Andy Krogh Reinspection Complete Ceiling Grids, Overhead .. I•,i -- Checklist ltdm COMMENTS . Passed BLDG-Building Deficiency Corrections left with contractor No BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 Yes Rough-Ducts-Dampers 08/07/2018 08/07/2018 BLDG-85 T-Bar, 066233.2018 Passed Andy Krogh Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Pending fire approval Yes BLDG-14 Yes Frame-steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 08/27/2018 08/27/2018 BLDG-23 068154.2018 Failed Andy Krogh Reinspection Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/28/2018 08/28/2018 BLDG-23 • 068356.2018 Passed Andy Krogh Complete Gas/TestiRepalrs Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok for gas meter Yes 09/05/2018 09/05/2018 BLDG-24 069083-2018 Failed Andy Krogh Reinspection Complete Rough/Topout Checklist Item • COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Three walls at cooler Yes February 07, 2019 Page 10 of 11 Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESS! RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Small reveal above cvs side of building , Yes north side walls at papered areas only 07/09/2018 07/09/2018 BLDG-18 Exterior 063371.2018 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Small reveal above cvs side of building Yes north side walls at papered areas Only - zt BLDG-44 '' '- , .063342-2018 , Passed , ,r Andy Krogh . , -,. complete. Rough/Ducts/Dampe rs 07/12/2018 07/12/2018 6LDG-18 Exterior 063801-2018 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Small reveal above cvs side of building Yes north side walls at papered areas only BLDG-Building Deficiency As noted on card Yes 07/16/2018 07/16/2018 BLDG-18 Exterior 063955.2018 Failed Andy Krogh Reinspection Complete Lath/Drywall 07/17/2018 07/17/2018 Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-Building Deficiency Small reveal above cvs side of building Yes north side walls at papered areas only BLDG-Building Deficiency Incomplete No BLDG-18 Exterior 064164.2018 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Incomplete south/ main entrance No BLDG-Building Deficiency. ' Small reveal above cvs side of building Yes north side walls at papered areas only BLDG-Building Deficiency As noted on card , and west wall Yes 07/18/2018 07/18/2018 BLDG-33 Service 064297.2018 Passed Tim Frazee . Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/20/2018 07/20/2018 BLDG-118 Exterior 064517.2018 Partial Pass Tim Frazee Reinspection Incomplete Lath/Drywall February 07, 2019 Page 9 of 11 Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Complete Complete Complete Complete Complete Complete Complete Incomplete Incomplete 06/20/2018 06/20/2018 BLDG-84 Rough 061524.2018 Failed Andy Krogh Reinspection Combo(142434,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-Building Deficiency Not ready, hardlid requires fire approval No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Pex to be supported per manufacturer chart No BLDG-34 Rough Electrical , i.--., ,... No BLDG-44 .' -: - No R9ugDts-Dampers. 06/21/2018 06/21/2018 BLDG-23 061800.2018 Passed Andy Krogh Gas/Test/Repairs BLDG-44 061646.2018 Passed Andy Krogh Rough/Ducts/Dampe rs BLDG-84 Rough 061683-2018 Passed Andy Krogh Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Pex to be supported per manufacturer chart Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 06/25/2018 06/25/2018 BLDG-16 Insulation 061999.2018 Passed Andy Krogh BLDG-17 Interior 062103.2018 ,Passed Andy Krogh Lath/Drywall 07/02/2018 07/02/2018 BLDG-18 Exterior - 062842.2018 Failed Andy Krogh Reinspection Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Incomplete No 07/03/2018 07/03/2018 BLDG-18 Exterior 063005.2018 Partial Pass Andy Krogh Reinspection Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Small reveal above cvs side of building Yes 07/06/2018 07/06/2018 BLDG-18 Exterior 063244-2018 Partial Pass Andy Krogh Reinspection Lath/Drywall February 07, 2019 Page 8 of 11 Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06/11/2018 06/1112018 BLDG-16 Insulation 060547.2018 Partial Pass Andy Krogh Reinspection Incomplete BLDG-84 Rough 060546.2018 Partial Pass Andy Krogh Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout - Yes BLDG-34 RougP Electrical . .• Yes BLDG44 ,. Yes Rough-Ducts-Dampers 06/12/2018 06/12/2018 BLDG-16 Insulation 060726.2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency At CMU walls, interior walls all but cooler Yes walls BLDG-84 Rough 060727.2018 Partial Pass Andy Krogh Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Pox to be supported per manufacturer chart No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 06/13/2018 06/13/2018 BLDG-16 Insulation 060916-2018 Passed Andy Krogh Complete BLDG-24 060915.2018 Failed Andy Krogh Reinspection Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/18/2018 06/18/2018 BLDG-24 061255-2018 Failed Andy Krogh Reinspection Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/19/2018 06/19/2018 BLDG-24 061434.2018 Partial Pass Andy Krogh Reinspection Incomplete Rough/Topout Checklist Item COMMENTS - Passed BLDG-Building Deficiency Three walls at cooler Yes February 07, 2019 - Page 70f 11 Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New issue Date: 02/01/2Q18 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Interior walls as noted on plans Yes BLDG-Building Deficiency Exterior light gauge framing completed, roof Yes light gauge all but north west corner BLDG-16 Insulation 059859.2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency At CMU walls Yes 06106/2018 06/06/2018 BLDG-84 Rough 059966.2018 Partial Pass Andy Krogh Reinspection Incomplete Combo(14 2434 44) Checklist Item COMMENTS Passed 'BLDGBüilding Dèflciénó "Anotéd on'plàns.................................Yes BLDG-14 . - No Frame-Steel-Bolting-Welding - (Decks) BLDG-24 Rough-Topout , No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers' 06/07/2018 06/07/2018 BLDG-84 Rough 060261-2018 Partial Pass Andy Krogh Reinspection incomplete Combo(1424,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 06/08/2018 06/08/2018 BLDG-16 Insulation .060392-2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS . Passed BLDG-Building Deficiency At CMU walls, interior walls all but store . Yes front and cooler walls BLDG-84 Rough 060393.2018 Failed Andy Krogh Reinspection Complete Combo(1424,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Pex to be supported per manufacturer chart No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers February 07, 2019 Page 6 of 11 -- - - Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0511512018 05/15/2018 BLDG-13 Shear 057982-2018 Passed Andy Krogh Complete Panels/HD (ok to wrap) BLDG-44 057983.2018 Failed Andy Krogh Reinspection Complete RoughlDucts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No 05/17/2018 05/17/2018 BLDG-11 058311.2018 Passed Andy Krogh Complete Foundation/Ftg/Pler S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Loading dock Yes BLDG-44 058257.2018 Partial Pass Andy Krogh Reinspection Incomplete Rough/Ducts/Dampe ................................. Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough ducts ok to wrap Yes 05/18/2018 05/18/2018 BLDG-16 Insulation 058459.2018 Failed Paul Burnette Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/21/2018 05/21/2018 BLDG-16 Insulation 058599.2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/24/2018 05/24/2018 BLDG-16 Insulation 058972-2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency At CMU walls all but electrical room Yes 05/30/2018 05/30/2018 BLDG-14 059402.2018 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) - . Checklist Item COMMENTS Passed BLDG-Building Deficiency Interior walls as noted on plans No BLDG-Building Deficiency Exterior light gauge framing completed, roof Yes light gauge all but north west corner 06/04/2018 06/0412018 BLDG-14 059858.2018 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) February 07, 2019 Page of 11 Permit Type: BLDG-commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 lVR Number: 5590 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior light gauge framing completed, roof Yes light gauge all but north west corner 05/07/2018 05/07/2018 BLDG-21 057241-2018 Cancelled Andy Krogh Reinspection Underground/Underf loor Plumbing Checklist Item COMMENTS Passed Complete BLDG-Building Deficiency Not ready No 05/08/2018 05/08/2018 BLDG-13 Shear 057538.2018 - Partial Pass Andy Krogh Reinspection Incomplete Panels/HD (ok to - wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency All except top of parapet walls Yes BLDG-21 057402.2018 Failed Andy Krogh Reinspection Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency 05/09/2018 05/09/2018 BLDG-13 Shear 057557.2018 Panels/HD (ok to wrap) Checklist Item Not ready Cancelled COMMENTS Andy Krogh No Reinspection Complete Passed BLDG-Building Deficiency No BLDG-21 057556.2018 Cancelled Andy Krogh Reinspection Underground/Underf loor Plumbing Checklist Item COMMENTS ' Passed BLDG-Building Deficiency Not ready No 05/10/2018 05/10/2018 BLDG-lI 057682.2018 Passed Andy Krogh Foundatlon/Ftg!Pler - s Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Slab on grade completed Yes BLDG-13 Shear 057683.2018 Passed Andy Krogh - Panels/HD (ok to wrap) - BLDG-21 057684.2018 Failed Andy Krogh Reinspection Underground/Underf 10cr Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No February 07, 2019 Complete Complete Complete Complete Page 4 o 11 Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior light gauge framing all but south Yes wall BLDG-21 054887.2018 Passed Andy Krogh Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Including one are hvac underfloor Yes I . 04/17/2018 04/17/2018 BLDG-1111 055231.2018 - Passed Andy Krogh , Complete Foundation/Ftg/Piér s (Rebar) - Checklist Item COMMENTS • Passed BLDG-Building Deficiency Hvac roof mounted curbs Yes BLDG-34 Rough 055232.2018 Failed Andy Krogh' Reinspection Complete Electrical - Checklist Item COMMENTS . - Passed BLDG-Building Deficiency Wrong code No 04/19/2018 04/19/2018 BLDG-21 055549-2018 Failed Tim Frazee Reinspection Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 04/20/2018 04/20/2018 BLDG-21 055613.2018 Passed Tim Frazee Complete Underground/Underf loor Plumbing Checklist Item COMMENTS . Passed BLDG-Building Deficiency S S Yes 04/23/2018 04/23/2018 BLDG-14 055767.2018 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior light gauge framing completed, roof Yes light gauge all but north west corner 04/27/2018 04/27/2018 BLDG-lI 056296.2018 . . Passed Andy Krogh -, Complete Foundatlon/Ftg/Pier s (Rebar) - 05/02/2018 05/02/2018 BLDG-14 056683.2018 Cancelled Andy Krogh Reinspection Complete Frame/Steel/Bolting/ Welding (Decks) February 07 2019 5 Page 3ofll Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New - Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection reports grout Yes in walls completed - BLDG-Final 053123.2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final - No BLDG-Electrical Final . -, No 04/03/2018 04/03/2018 BLDG-14 053676.2018 - Failed Andy Krogh Reinspection Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior metal frame missing wall clips No 04/04/2018 04/04/2018 13LDG-14 053820.2018 Partial Pass Andy Krogh Reinspection Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior light gauge framing north west Yes corner and west wall 04/09/2018 04/09/2018 BLDG-14 054268.2018 Partial Pass Andy Krogh Reinspection Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior light gauge framing all but south Yes wall 04/10/2018 04/10/2018 BLDG-31 054565-2018 Partial Pass Andy Krogh Reinspection Underground/Condu It - Wiring Complete Incomplete Incomplete Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card and plans Yes 04/12/2018 04/12/2018 BLDG-31 054948.2018 Passed Michael Collins Complete Underground!Condu It - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only, see card. Yes BLDG-Building Deficiency As noted on card and plans Yes 04/13/2018 04/13/2018 BLDG-14 054886.2018 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) - February 07, 2019 Page 2 of 11 Permit Type: BLDG-Commercial Application Date: 08/09/2017 Owner: BRESSI RETAIL LLC Work Class: New Issue Date: 02/01/2018 Subdivision: Status: Closed - Finaled Expiration Date: 06/11/2019 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 5590 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 02/02/2018 02/02/2018 BLDG-SW-Pre-Con 047605.2018 Passed Andy Krogh Complete 02/07/2018 02/07/2018 BLDG-lI 048089.2018 Partial Pass Andy Krogh Reinspection Incomplete Foundatlon/Ftg!Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes 02/13/2018 02/13/2018 BLDG-lI 048706.2018 Partial Pass Andy Krogh Reinspection Incomplete Foundatlon/Ftg/Pler s (Rebar) ' ••' I j..., - •' - Checklist Item COMMENTS' . . ;. ,. •,. ,, . - - Passed. BLDG-Building Deficiency As noted on card . Yes IN 02/14/2018 02/14/2018 BLDG-66 Grout 048717.2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection report Yes 02/20/2018 02/20/2018 BLDG-66 Grout 049235.2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection report Yes 02/22/2018 02/22/2018 BLDG-66 Grout 049476-2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection report Yes 03/01/2018 03/01/2018 BLDG-66 Grout 050247-2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection report 4th lift Yes 03/06/2018 03/06/2018 BLDG-66 Grout 050722.2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection report 5th lift Yes 03/08/2018 03/08/2018 BLDG-66 Grout 051040.2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection report 6th lift Yes 03/20/2018 03/20/2018 BLDG-66 Grout 052218-2018 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted in special inspection report 7th lift Yes 03/29/2018 03/2912018 BLDG-66 Grout 053221.2018 Passed Andy Krogh Complete February 07, 2019 Page 1 of 11 Page 1 0: .CItY OF CARLSBAD INSPECTION RECORD -Building Division EJJNSPECTJON RECORD CARD WITH APPROVED ANS MUST BE KEPT ON THE JOB .ALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTION FI FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadca.gov/Building AND CLICK ON "Request Inspection" DATE: 2 - ('R CBC20 17-0430 2634 GATEWAY RD SPROUTS: 28,052 SF NEW BUILD AND TENANT IMPROVEMENTS DEV12023 ) k 2132621900 11/15/2017 CBC20I 7-0430 If "YES" is checked below that Division's approval is r!quired prior to requesting a Final Building please call the applicable divisions at the phone numbers provided below. After all required 760-602-8560, email to bldginspections@carlsbadca.gov or bring in a COPY of this card For inspection times or to speak to an Inspector call 760-602-2700 between 7:30arn-8:00am IF MARKED"YES", IT IS REQUIRED PRIOR TO ANY CONSTRUCTION Inspection. If you have any questions approvals are signed off- fax to to: 1635 Faraday Ave., Carlsbad. the day of your inspoction. STORM WATER PRECON MEETING REQUIRED 760-60i-2725 Allow Z!: Fire IF MARKED -YES-, IT IS REQUIRED PRICR TO REQUESTING BUILDING FINAL PAM Lr.i, Preventiont _____________ 760-602-4660 Allow L!:Jir.i'rs [j - IErn11rETi.I 760-944-8463 Allow 48 hours HIM Call IIbefore 4.Iii Type of Inspection Type of Inspection :IIJ I 'II [e Date Inspector r.riii ! I Date Inspector #11 FOUNDATION /j / #31 DELECTRICUNDERGROUND OUFER #12 REINFORCED STEEl. .2.7/(// __________ C71 #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 SELECTRIC SERVICE 0 TEMPORARY .. ( ( N 0 GROUT 0 WALL DRAINS #35 PHOTO VOLTAIC TILT PANELS #53 ELEC/CONDUIT/WIRING #11 POUR STRIPS #39 FINAL #11 COLUMN FOOTINGS #14 SUBFRAME 0 FLOOR 0 CEILING #41 UNDERGROUND DUCTS & PIPING #15 ROOFSHEATHING 4 #44 DDUCT&PLENUM ,REF. PIPING 1114 12./iá #13 EXT. SHEAR PANELS - #43 HEAT-AIRCOND. SYSTEMS #16 INSULATION : #49 FINAL #18 EXTERIOR LATH #17 INTERIOR LATH & DRYWALL Az- #81 UNDERGROUND (11,12,21,31) #51 POOL EXCA/STEEL/ BOND/ FENCE #82 DRYWALL,EXT LATH, GAS TES (17,18,23) #55 PREPLASTER/FINAL #83 ROOF SHEATING, EXT SHEAR (13,15) #19 FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #JUJI;1I[. #22 D SEWER &BL/CO DPL/CO Date Inspector /'7" #85 T-Bar(14,24,34,44) #89 FINAL OCCUPANCY (19,29,39,49) /7// #21 UNDERGROUND NASTE DWTR O/2'/)6 J) JI;1 Date Inspector #24 TOPOUT ,.ZWASTE pWrR (y-ific '¼jt. A/S UNDERGROUND VISUAL i' I #27 TUB &SHOWER PAN - A/S UNDERGROUND HYDRO #23AS TEST AS PIPlNG A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL ' #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC 1j11.) #29 FINAL A/S FINAL -5er Or F/A ROUGH-IN #600 PRE-CONSTRUCTION MEETING F/A FINAL ct# L /1Ji 1I (1 13 FOLLOW UP INSPECTION FIXED EXT1N(UISHING SYSEM ROUGH NOTICETO CLEAN #607 WRITTEN WARNING FIXED EXTING SYSTEM HYDROSTATIC TEST FIXED EXTINGUISHING SYSTEM FINAL IOj'IJI ' #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST #610 VERBALWARNING MEDICAL GAS FINAL out:blank - , - - 11/20/20 Page 2o: There shall be not less than one water closet for each 20 employees o r f r a c t i o n a l part thereof working at a construction job site. The water closet shall consist of a patented chemical type toi l e t . For the purpose of this section the term construction site shall mean the lo c a t i o n o n w h i c h a c t u a l c o n s t r u c t i o n o f a building is in progress. A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject t o i n s p e c t i o n a n d a l l s u c h c o n s t r u c t i o n o r w o r k shall remain accessible and exposed for inspection purposes until appr o v e d b y t h e i n s p e c t o r . W o r k s h a l l n o t b e d o n e beyond the point indicated in each successive inspection without first ob t a i n i n g t h e a p p r o v a l o f t h e i n s p e c t o r . DATE, ADDITIONAL NOTES ____ - ---- 2/)// &W /S &p ç c( er( e 2p 4Z ¼2' 'L 1 -Vol 'L4 ,( e( b/tø 5k t1e ( 0ci'ii o LLr OoLL'( 4S L4 -'+ z-, b• C6, L 6Q __ *16 oc to 0 • -- 6A/If — 4c— (/ig rz c Q L04( 0 çm Hi / /6/ VI(4- 7te 6 I . - -•-,.- -- - 4A J II.. C' I .at 'r W'— •. I., L "- - .. - - '.z._, out:blanj( 11/20/20 a) 1 nfe shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. A violation of this section shall constitute a misdemeanor. /\ All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES Page 3 0: aMZEJtifl'-. riaw- - "W9, 591) ~r,ot lip- I Ma rm!, M Mw rt%$ / out :blank 11/20/20 J1MO0RE TWINING 'IA S S 0 C IA T E 5, I N C. Date: 2/13/18 FIELD DAILY INSPECTION REPORT Pagel of 2 Client Name: Shea Properties MTA Project No.: 056625.01 Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: NW corner of El Fuerte and Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7/1 7 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: PSI Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Date: 7/4/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements C1 Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams U Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing U Reinforcing Steel Inspection 0 Concrete Sampling El Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/13/18 Samples Taken I Yes 0 No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Block was placed on the north side line 7 from line A-A.7, six courses, the footing up to the floor level, line A, 1-7 courses #1-6 up to floor level, and block is being placed on the south side line 1. Orco Blended Products Type S Masonry Mortar was used. Rebar was placed as specified in the Wall Schedule on page S2.0 and the details on S4.0. Floor dowels are being installed at floor level. A sample was taken of the mortar. Grout was placed for the first lift from the footing up to floor slab level along line 6, A.7-E, and along line E from 2-6. The grout was placed by trailer pump. The grout was consolidated and reconsolidated by vibration. 13 yards of Cemex mix #1418249 2000 psi were placed. A sample was taken. Report ContinuedEjYesflNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:YesflNo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininQ.com Inspector's Signature jot4~ Date: 2/13/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. LJA MOORE TWINING S S 0 C I A T F 5, / N C. Page 2 SPECIAL INSPECTION MASONRY REPORT Date: 2/13/18 Project Name: Sprouts at Bressi Ranch MTA Project No.: 056625.01 Store No.: na Inspector (Print): Ethan Moore Project Address: NW corner of El Fuerte and Gateway Certification No.: ICC 5214478 City, State: Carlsbad, CA Weather: sunny Client Name: Shea Properties General Contractor: CSI Approved Project Plans Dated: 8/7/17 Specifications Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC Reference Section: 04200 Building PermitlDSA No.: CBC201 7-0430 MASONRY INSPECTION: Line: 7 from: A to A.7 Height: 4 feet above footing Line: A from: 1 to 7 Height: 4 feet above footing Line: from: to Height: Dune: from: to Height: O Line: from: to Height: O Line: from: to Height: U Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: IZI Yes []No GROUT PLACEMENT INSPECTION: 0 Yes DI No ID High Lift El Low Lift El Line: 6 from: A.7 to E Height: footing to floor level El Line: E from: 2 to 6 Height: 2 feet above footing DLine: from: to Height: DI Line: from: to Height: U Line: from: to Height: U Line: from: to Height: Mix #: Cubic Yards Placed: Consolidated by: 0 Vibration U Rodding GROUT sample(s) taken: I0 Yes E3 No # of sets: 1 set of 4 10 Line: 6 from: A.7 to E Height: footing to floor level ULine: from: to Height: MASONRY PRISM sample(s) taken: 0 Yes 0 No # of sets: 1 set of 4 OLine: 6 from: A.7 to E Height: footing to floor level MORTAR sample(s) taken: 10 Yes 0 No # of sets: 1 set of 4 El Line: 1 from: A to D Height: 16" Notes: Discrepancies issued: El No DYes (If attached Discrepancy Report) yes, see 2/13/18 Inspector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2227 Fresno Street $94 Harrington Street. SW. II 501 OIlS Avenue 5675 POwerlon Road, Suite C Fresno. CA 93721.1944 Canoe, CA 92079 Sand City, CA 94955 Saclumerlo, CA 93624 (559) 266-7021 (941)698.8932 (831)242-1036 (916) 381-9477 Fax268-7126 Fax 898-8974 F94392.1949 Fs. 381-9470 <ow)GEOCON FIELD REPORT GRADING OTRENCHBACKFILL 2'oThER3 PAGE I OF DAY OF WEEK DATE REPORT NO. '3 WJECT NAME tiç4cM\ øe.k ZG3'i &dxy Pa,c .[PROJECT NO. c (c9 3 & CLIENT . PHONE PROJECT MANAGER FIELD TECHNICIAN/AUTHOR S Oro Q-tQ,, ~q riyr5 12. CONTRACTOR PHONE PROJECT BRIEFING 0 YES DATE______________________ / BY .. P~`PREVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS . .2NCHANGED TITLE EQUIPMENT WORKING AND TYPE OF COMPACTORS (u 114((e'- / I3sck61— (AIQp BY APPROVAL DATE U,ACJA / REV. DATE WEATHER JPY SOURCE OF FILL V( 6 ttf io..4 - / 2 Ljoctt_I (-o*. FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW.UP FIELD REPORT? ONO PlfES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: . WHAT IN PARTICULAR SHOULD BE OBSERVED. CHECKED, OR TESTED DURING tiI VISIT? S WAS A MEMO ISSUED TODAY? ft'NO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES -INDICATE ACTIVITIES YOU DID AND DID NO OBSERVE. DOCUMENT CONVERSATIONS, OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. --- ---------------------------------------------------------------------- -... ..- .. ............ - .. &. . .j'pjL. j4s. SI6M_5 ............. ...oA ___--.-.._.-- ........--..--.--..---- ....... ... . ... - -- - . ... LAr ___-.---.*-.----___ LD TECHNICIAN (PRINT) DATE HO4RS O.T. LISTS ON-SITE VISITORST'Sf(C//p, 1/ UMBER OF DENSITY TESTS TAKEN r F CLIENT REPRESENTATIVE SIGNATURE X NOTICE: The professional engineer Is represented on site soleley to observe operations of the contractor identified, form opinions about the adequacy of those operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual reaulrements. The contractor retains sole resoonslbllitv for site safety and the methods and saniiani-.es nf c.nnstnir.tlnn. GEOCON _O GRADING 0 TRENCH BACKFILL FIELD REPORT /OTHER &'(e PAGE I OF DAY OF WEEK DATE 1 /8 ' REPORT NO. 341 IROJECT NAME io4 (ee Ro.44 P( f PROJECT NO. ClI08 C!. lENT I PHONE 5LP5 CSi 306 PROJECT MANAGER FIELD TECHNICIAN/AUTHOR CONTRACTOR PHONE p PROJECT BRIEFING 0 YES DATE BY REVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS pIJNCHANGED TITLE BY EQUIPMENT WORKING AND TYPE OF COMPACTOR SKIRko.Ssr Oe'.-' io.tr' 4y-,j j4 APPROVAL DATE REV. DATE WEATHER SOURCE OF FILL F C>Q - 5 FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW-(JP FIELD REPORT? ONO LIST REPORT NUMBERS WHERE FOLLOWUP WAS SATISFIED BY THIS REPORT: __________________________________________ LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: WHAT IN PARTICULAR SHOULD BE OBSERVED. CHECKED. OR TESTED DURING Nw VISIT? WAS A MEMO ISSUED TODAY? dNO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS, OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. b U s frAci WIELD TEC HNICIAN (PRINT) DATE HOURS O. T. LISTS ON-SITE VISITORS NUMBER OF DENSITY TESTS TAKEN Z CLIENT REPRESENTATIVE SIGNATURE X NOTICE: The professional engineer Is represented on site soleley to observe operations of the contractor identified, form opinions about the adequacy of those operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods and sequences of construction. <401w)GEocoN FIELD REPORT 0 GRADING VTRENCH BACKFILL 6P 0 OTHER PAGE I OF DAY OF WEEK 7ijesd DATE REPORT NO. 15 OJECT NAME ¶13 e5 o PROJECT NO. C- 2/ CLIENT PHONE 5ka.c 3c( PROJECT MANAGER FIELD TECHNICIAN/AUTHOR 1Z. CONTRACTOR - PHONE C., ft.-- PROJECT BRIE/ING 0 YES DATE BY ,61'REVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN , PLANS AND SPECIFICATIONS P~WNCHANGED TITLE EQUIPMENT WORKING AND TYPE OF COMPACTOR w tmd(. BY APPROVAL DATE REV DATE WEATHER (,iov L J C. I SOURCE OF FILL FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW.UP FIELD REPORT? ONO KES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOWUP:_________________________________________________________________________________________________ WHAT IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED DURING tI VISIT? WAS A MEMO ISSUED TODAY? NO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS, OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. (( --- ft fhjk&( fs cL.TECHNICIAN (PJ DATE OU )T. LISTS ON-SITE VISITORS NUMBER OF DENSITY TESTS TAKEN CLIENT REPRESENTATIVE SIGNATURE X NOTICE: The professional engineer is represented on Site soleley to observe operations of the contractor identified, form opinions about the adequacy of those operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual reouirements. The contractor retains sole resDonsibilitv for site safety and the methods and seouences of construction. ,.— GEOCON GRADING 0 TRENCH BACKFILL_________ FIELD REPORT Ø'OTHERJJIQA( )CAfIL R(( PAGE L OF _______ DAY OF WEEK aeiC DATE -/9/I REPORT NO. JECT NAME tc % 2&r,L Zj 040 U PROJECT NO. 3Z- CLIENT ( PHONE 6rp- Ctii- 3c9 PROJECT MANAGER FIELD TECHNICIAN/AUTHOR T (hyer5 '- CONTRACTOR PHONE PROJECT BRIEFING 0 YES . DATE______________________ BY 0`0REVIOUSLY BRIEFED CONTRACTOR'S SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS 2IJNCHANGED TITLE BY EQUIPMENT WORKING AND TYPE OF COMPACTOR q I tccL.i- WQ4L - -'kr Wyck APPROVAL DATE REV. DATE L. WEATHER 5 -"V\(4 '- SOURCE OF FILL / FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW-UP FIELD REPORT? 0 NO ,Ø'ES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT. LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP:_______________________________________________________________________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ WHAT IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED DURING NI VISIT? WAS A MEMO ISSUED TODAY? NO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES — INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS, OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. - / 4. . 1 o b ccL + s± L&joJ CJLFI / I ,r- dc t rTA r\ i(cb, t tr& b)4 frcta , — uct M add g IL j tZ ULDLU, Wo..di' WP.S v TECHNICIAN (PRINT) bei'i- *_w; 3'. DATE .S,/u// ,I-IQ URS O.T. LISTS ON-SITE VISITORS NUMBER OF DENSITY TESTS TAKEN 1 CLIENT REPRESENTATIVE SIGNATURE X NOTICE: The professional engineer is represented on site soleley to observe operations of the contractor identified, form opinions about the adequacy o f t h o s e operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation t o m e e t contractual requirements. The contractor retains sole responsibility for site safety and the methods and scnIJAnrPs of t'.ontru ir.tion <olw) GEOCON GRADING 0 TRENCH BACKFILL FIELD REPORT PAGE OF DAY OF WEEK LJQ9caJ-/ DATE____________ ØDTHER_jDL. REPORT NO. ?(. OJECT NAME i-'ci' P/ Z31&tvj PROJECT NO. CZf ZOS CLIENT PRONE / ''ke Pcc—t;Q5 PROJECT MANAGER FIELD TECHNICIAN/AUTHOR ' CONTRACTOR PHONE 0 6't('X .1 cLs - •3 )c PROJECT BRIEFING 0 YES BY DATE______________________ '/ PREVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS 'CJNCHANGED TITLE BY EQUIPMENT WORKING AND TYPE OF COMPACTOR P ('U R4 ii 'E" truck APPROVAL DATE REV. DATE WEATHER dptjrLi SOURCE OF FILL / . FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW-UP D REPORT? 0 NO PES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: WHAT IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED DURING am VISIT? WAS A MEMO ISSUED TODAY? 040 0 YES MEMO NO. CONTRACTOR/Fl ELD TECHN ICIAN ACTIVITIES — INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS, OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. Ii 40 t b _ -ec( fb O61—cLL LoCk,- -.-.-.—#-.-- -------_________ EL TECHNICIAN (P INT) DATE ( _HOURS. i O.T. LISTS ON-SITE VISITORS NUMBER OF DENSITY TESTS TAKEN CLIENT REPRESENTATIVE SIGNATURE X NOTICE: The professional engineer is represented on site soleley to observe operations of the contractor identified, form opinions about the adequacy of those operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual requirements. The Contractor retains sole responsibility for site safety and the methods and seouences of construction. I <1901) GEOCON GRADING 0 TRENCH BACKFILL FIELD REPORT 2$' OTHER_ PAGE 1 OF DAY OF WEEK ThU( DATE s13/ , REPORT NO. rECT NAME - (Zc. Z3 ? PROJECT NO. CLIENT PHONE ¶'ke PROJECT MANAGER FIELD TECHNICIAN/AUTHOR T P\çus I? CONTRACTOR PHONE ?rC Csr .j PROJECT BRIEFING 0 YES DATE______________________ BY .2IREVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS ,.1JNCHANGED TITLE BY EQUIPMENT WORKING AND TYPE OF COMPACTOR ttL ( L-4#tT W'ucJ. APPROVAL DATE REV. DATE WEATHER U Y\L SOURCE OFFILL FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW-UP FLD REPORT? ONO LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: WHAT IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED DURING IJI VISIT? WAS A MEMO ISSUED TODAY? 0 NO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS, OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. °- ._ + " , teL- (-cjc -- FIELD CHNICIAN(PRI T) DATE '" O.T. .1 &íi .15C S731/LI'3' NUMBER OF DENSITY TESTS TAKEN I-f LISTSON-SITElSITORS CLIENT REPRESENTATIVE SIGNATURE X NOTICE: The professional engineer is represented on site soleley to'observe operations of the contractor identified, form opinions about the adequacy of those operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual reQuirements. The contractor retains sole resoonsibilitv for site safety and the methods and seauences of construction. ~MR~~TWINING AW fA T E 5, I N C. 60 Date: 05/21/2018 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts Farmers Market Store No.: Building A # 416 Project Address: 2634 Gateway Road, Carlsbad, CA 92009 -- Permit No: GBG201 7-0430 Building Code: 2016 CBC Plan Dote: 08/07/2017 Specification Date: 08/07/2017 General Contractor: CSI Construction Subcontractor: Precision Concrete Construct Inspector: Osama Daoud Certification Number: [CC # 5098536 Exp. Dote: 04/14/2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations I Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rock and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete I Other Loading dock & trash compactor 0 Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection I Concrete Sampling I Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt ./ Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 05/21/2018 Samples Taken I Yes 0 No Time Samples Token: 7:25 Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Cloudy Observed the placement of 63 cubic yards of concrete and made 5 cylinders of concrete (4" X 8") with mix design # 1603086, 3500 PSI at 28 days delivery by CEMEX to pour the trash compactor pad at the area between A.7 to 13.4 and from 6.5 to 7 and also the loading dock slab at the area between A.7 to C.7 and from 6 to 7. All the work done according to plan and specification. Report Continued 0 Yes Ii No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: t Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: 05/21/2018 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed In accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. IL ORE TWINING 4L'JA S S 0 C I A T E 5, .1 N C. . Page 2of 3 REINFORCING STEEL AND CONCRETE REPORT Date: 05/21/2018 Project Name: Sprouts Farmers Market MTA Project No.: D56625.01 Store No.: Building A #416 Inspector (Print): Osama Daoud Project Address: 2634 Gateway Road, Certification No.: ICC # 5098536 City, State: Carlsbad, CA 92009 Weather: Cloudy Client Name: Shea Properties General Contractor: CSI Construction Approved Project Plans Dated: 08/07/2017 Specifications Dated: 08/07/2017 Code/Acceptance Standards: 2016 CBC Reference Section: Building Permit / DSA No.: CBC201 7-0430 D REINFORCING STEEL OFooting []Sidewalk I Curb U Slab on grade []Tilt-up Wall Panels U Elevated Deck 0 Shear Walls []Other: DForm Work []Vapor Barrier 0 Reinforcing Steel OSub Grade []Anchors DPIT Tendons DUffer Ground U Other ne I Location: I?JCONCRETE PLACEMENT IZI CONCRETE SAMPLING ONLY DFoundation 0 Sidewalk I Curb USlab on grade 0Tilt-up Wall Panels 0 Elevated Deck ElOther: The loading dock slab & the trash compactor pad Supplier: CEMEX Concrete Mix Design No.: 1603086 Required Strength: 3500 PSI at 28 days Yards Placed: 63 cubic yards Method Placed: Tailgated Consolidated By: Mechanical vibrator V EZI Please see attached Concrete Sampling Data Report II Discrepancies Issued: I?J No 0 Yes (If yes, see attached Discrepancy Report) 05/21/2018 Spector Signature Date CORPORATE SACRAMENTO CORONA 2527 Fresno Street 500 Harrington Street. Ste. ii Fresno, CA 93721-1804 Corona, CA 92879 (559) 268-7021 (951) 898-8932 Fax 268-7126 Fax 898-8974 OtE TWINING jASSOCIA TES, INC. Project Name: Sprouts Farmers Market MTA Project No.: D56625.01 CONCRETE SAMPLING DATA REPORT Page3 of Date: 05/21/2018 mom ItL t i Ambleni, Ii Added oncrete water Unit Air Sample Location i*1ifl1iI1.1II. 05/21/2018 Inspector Signature Inspector Print Date CORPORATE CORONA MONTEREY 2527 Fresno Street 500 Hanlnqton Street. Ste. Ii 501 Ortiz Avenue Fresno, CA 93721-1804 Corona, CA 92879 Sand City. CA 93955 (559)268-7021 (951)898-8932 (831) 392-1056 Fax 268-7126 Fax 898-8974 Fax 392-1059 SACRAMENTO 5675 Powerlrin Road. Suite C Sacramento, CA 95824 (916) 381-9477 Fax 381-9478 A0~4Mfi~~TWINING TEs,/Nc. Date: 05/18/2018 FIELD DAILY INSPECTION REPORT Page l of 3 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts Farmers Market Store No.: Building A #416 Project Address: 2634 Gateway Road. Carlsbad, CA 92009 Permit No: (;13(;201 7-0430 Building Code: 2016 CBC Plan Date: 08/07/2017 Specification Date: 08/07/2017 General Contractor: CSI Construction Subcontractor: Precision Concrete Construct Inspector: Osama Daoud Certification Number: ICC # 5098536 Exp. Dote: 04/14/2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter o Foundations 0 Slab-On-Grade 0 Columns o Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete I Other The exterior DSD ramp Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection I Concrete Sampling I Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 05/18/2018 Samples Taken I Yes 0 No Time Samples Token: 7:20 Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Observed the placement of 10 cubic yards of concrete and made 5 cylinders of concrete (4" X 8") with mix design # 1603086, 3500 PSI at 28 days delivery by CEMEX to pour the exterior DSD ramp at the area between A.7 to B.9 and from 6 to 6.2. All the work done according to plan and specification. Report Continued 0 Yes U No Work inspected as outlined in this report is, to the best of this inspector's knowledge, In conformance with the approved plans and specifications: Ii Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 05/18/2018 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or Implied. ORE TWINING ASS OCIA TES, INC. Page 2of 3 REINFORCING STEEL AND CONCRETE REPORT Date: 05/18/2018 Project Name: Sprouts Farmers Market MTA Project No.: D56625.01 Store No.: Building A #416 Inspector (Print): Osama Daoud Project Address: 2634 Gateway Road, Certification No.: ICC # 5098536 City, State: Carlsbad, CA 92009 Weather: Clear Client Name: Shea Properties General Contractor: CSI Construction Approved Project Plans Dated: 08/07/2017 Specifications Dated: 08/07/2017 Code/Acceptance Standards: 2016 CBC Reference Section: Building Permit / DSA No.: CBC201 7-0430 O REINFORCING STEEL []Footing OTilt-up Wall Panels []Other: 0 Sidewalk / Curb 0 Elevated Deck 0 Slab on grade 0 Shear Walls OForm Work OSub Grade DUffer Ground OVapor Barrier DAnchors DOther 0 Reinforcing Steel DP/T Tendons Irid Line I Location: ECONCRETE PLACEMENT IZI CONCRETE SAMPLING ONLY 0 Foundation 0 Sidewalk / Curb Olilt-up Wall Panels 0 Elevated Deck E] Other: The exterior DSD ramp C1 Slab on grade Supplier: CEMEX Required Strength: 3500 PSI at 28 days Yards Placed: 10 cubic yards Consolidated By: Rodding Other: Concrete Mix Design No.: 1603086 Method Placed: Tailgated Please see attached Concrete Sampling Data Report Discrepancies Issued: VJ No U Yes (If yes, see attached Discrepancy Report) 05/18/2018 10 Spector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 500 Harlington Street, Ste. ii 501 Ortiz Avenue 5675 Power inn Road, Suite C Fresno, CA 93721-1804 'Corona. CA 92879 Sand City, CA 93955 Sacramento, CA 95824 (559) 268-7021 (951)898-8932 (831)392-1056 (916)381-9477 Fax 268-7126 Fax 898-8974 Fax 392-1059 Fax 381-9475 -0 OtE TWINING ASS OCIA TES, INC. Page3 of3 Project Name: Sprouts Farmers Market MTA Project No.: D56625.01 Date: 05/18/2018 CONCRETE SAMPLING DATA REPORT i Batch Time Thine Truck Empty Ambient Temp concrete Temp Water Added Onsite Unit Weight Sample Location man- N-W.M. The exterior DSD ramp at the area between A.7 to B_g and from 6 to 6.2 Osama Daoud Inspector Signature Inspector Print CORPORATE CORONA MONTEREY 2527 Fresno Street 50) Harrington Street, Ste. 11 501 Ortiz Avenue Fresno. CA 93721-1804 Corona, CA 92879 Sand City, CA 93955 (559)268-7021 (951)898-8932 (831)392-1056 Fax 268-7126 Fax 898-6974 Fax 392-1059 05/18/2018 Date SACRAMENTO 5675 Power Inn Road, Suite C Sacramerto, CA 95824 (916)381-9477 Fax 381-9478 Ae 4MR~~TWINING TES, INC. Date: 05/17/2018 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Shea Properties MTA Project No.: D56624.01 Project Name: Sprouts Farmers Market Store No.: Building A #416 Project Address: 2634 Gateway Road, Carlsbad, CA 92009 Permit No: GBG201 7-0430 Building Code: 2016 CBC Plan Date: 08/07/2017 Specification Date: 08/07/2017 General Contractor: CSI Construction Subcontractor: Precision Concrete Construct Inspector: Osama Daoud Certification Number: ICC # 5098536 Exp. Date: 04/14/2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations I Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 light Gauge Interior Walls/Framing 0 Pre-Cast Concrete I Other Trash compactor slab & DSD ramp Sampling 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 05/17/2018 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Inspected rebar placement for the Loading Dock Slab at the area between A.7 to C.7 and from 6 to 7, all the rebar installed #4 @ 18" O.C.E.W. according to Sheet# S2.0 in the approved plan and also #5 dowels @ 32" O.C. from CMU on line 7 between A.7 to C.7 according to detail 16/S4.0 in the approved plan. Also inspected rebar placement for DSD Ramp at the area between A.7 to B.9 and from 6 to 6.2, all the rebar installed #4 @ 18" O.C.E.W. and # 5 dowels @ 18" O.C. from concrete wall and also (2) # 5 continuous at the ramp edge according to detail 19/S4.0 in the approved plan. And also inspected rebar placement for Trash Compactor Slab at the area between A.7 to B.4 and from 6.5 to 7, all the rebar installed #4 @ 18" O.C.E.W. according to Sheet # S2.0 in the approved plan, #4 L bar dowels @ 24" O.C. and #4 continuous Top & Bottom & @ 12" O.C. at the slab edge according to E-mail from Engineer attached with my report. Report Continued 0 Yes ii No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:t Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 05/17/2018 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING 4'JASSoCIA TES, INC. Page 2of 3 W REINFORCING STEEL AND CONCRETE REPORT Date: 05/17/2018 Project Name: Sprouts Farmers Market MTA Project No.: D56624.01 Store No.: Building A #416 Inspector (Print): Osama Daoud Project Address: 2634 Gateway Road, Certification No.: ICC # 5098536 City, State: Carlsbad, CA 92009 Weather: Clear Client Name: Shea Properties General Contractor: CSI Construction Approved Project Plans Dated: 08/07/2017 Specifications Dated: 08/07/2017 Code/Acceptance Standards: 2016 CBC Reference Section: Building Permit / DSA No.: CBC201 7-0430 E1 REINFORCING STEEL []Footing DSidewalk I Curb 0 Slab on grade []Tilt-up Wall Panels 0 Elevated Deck OShear Walls EJOther: Loading Dock Slab, Trash Compactor Slab & DSD ramp []Form Work OVapor Barrier 21Reinforcing Steel DSub Grade DAnchors DP/T Tendons DUffer Ground []Other grid Line I Location: The Loading Dock slab at the area between A.7 Trash Compactor Slab at the area between A.7 to to C.7 and from 6 to 7. B.4 and from 6.5 to 7. DSD Ramp at the area between A.7 to B.9 and from 6 to 6.2. 0 CONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY 0Foundation 0 Sidewalk/Curb Oslab on grade OTilt-up Wall Panels 0 Elevated Deck O Other: Supplier: Concrete Mix Design No.: Required Strength: Yards Placed: Method Placed: Consolidated By: Other: FJPlease see attached Concrete Sampling Data Report Discrepancies Issued: Li No U Yes (If yes, see attached Discrepancy Report) 05/17/2018 Spector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 50) Harrington Street. Ste. Ii 501 Ortiz Avenue 5675 Power inn Road. Suite C Fresno, CA 93721-1804 Corona, CA 92879 Sand City. CA 93955 Sacramento, CA 95824 (559) 268-7021 (951) 898-8932 (031) 392-1056 (916)381-9477 Fax 268-7126 Fax 898-8974 Fax 392-1059 Fax 381-9478 AW~R~~TWINING /n T ES, I N C. Date: 05/11/2018 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Shea Properties MTA Project No.: D56624.01 Project Name: Sprouts Farmers Market Store No.: Building A #416 Project Address: 2634 Gateway Road, Carlsbad, CA 92009 Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 08/07/2017 Specification Date: 08/07/2017 General Contractor: CS I Construction Subcontractor: Precision Concrete Constructg Inspector: Osama Daoud Certification Number: ICC # 5098536 Exp. Date: 04/14/2020 C3 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements o Sidewalks o Curb & Gutter 0 Foundations I Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Cl Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cost Concrete 0 Other C1 Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection I Concrete Sampling I Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements C1 Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT o HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection o Coring 0 Sample Pickup I Other Diamond plate dowels Inspection Date: 05/11/2018 Samples Taken I Yes 0 No Time Samples Taken: 7:45 & 10:1 5 & 12:50 I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Cloudy The subcontractor did install (131) 1/4" diamond plate dowels @ 24" O.C. at mid depth of slab at construction joint for the Slab-On-Grade at the area between A.5 to E and from 1 to 5.2 according to detail 5/S4.0 in the approved plan. After that observed the placement of 250 cubic yards of concrete and made 3 sets (3 X 5) cylinders of concrete (4" X 8") with mix design # 1603086, 3500 PSI at 28 days delivery by CEMEX to pour the Slab-On-Grade at the area between A.5 to E and from 1 to 5.2. All the work done according to plan and specification. Report Continued 0 Yes I No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: & Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: 05/11/2018 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ãW4 OORE TWINING !ij1JASSoCIA TES, INC. Page 2of 3 W REINFORCING STEEL AND CONCRETE REPORT Date: 05/11/2018 Project Name: Sprouts Farmers Market MTA Project No.: 056624.01 Store No.: Building A #416 Inspector (Print): Osama Daoud Project Address: 2634 Gateway Road, Certification No.: ICC # 5098536 City, State: Carlsbad, CA 92009 Weather: Cloudy Client Name: Shea Properties General Contractor: CSI Construction Approved Project Plans Dated: 08/07/2017 Specifications Dated: 08/07/2017 Code/Acceptance Standards: 2016 CBC Reference Section: Building Permit I DSA No.: CBC201 7-0430 0 REINFORCING STEEL []Footing OTilt-up Wall Panels []Other: IJSidewalk I Curb 0 Elevated Deck U Slab on grade U Shear Walls OForm Work OSub Grade flUffer Ground []Vapor Barrier []Anchors 0 Other 0 Reinforcing Steel Drr Tendons Frid Line I Location: ECONCRETE PLACEMENT EZI CONCRETE SAMPLING ONLY El Foundation [:]Sidewalk I Curb DTilt-up Wall Panels 0 Elevated Deck O Other: [2] Slab on grade Supplier: CEMEX Required Strength: 3500 PSI at 28 days Yards Placed: 250 cubic yards Consolidated By: Mechanical vibrator Other: Concrete Mix Design No.: Method Placed: Pump 1603086 El Please see attached Concrete Sampling Data Report Discrepancies Issued: Li No U Yes (If yes, see attached Discrepancy Report) 05/11/2018 Spector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 500 Harrington Street, Ste. 11 501 Ortiz Avenue 5675 Power Inn Road, Suite C Fresno, CA 93721-1604 Corona, CA 92879 Sand City, CA 93955 Sacramento, CA 95824 (559) 268-7021 (951)898-8932 (831) 392-1056 (916)381-9477 Fax 268-7126 Fax 898-8974 Fax 392-1059 Fax 381-9478 OZE TWINING A 55 0 C I A T F 5, I N C. Project Name: Sprouts Farmers Market MTA Project No.: D56624.01 CONCRETE SAMPLING DATA REPORT Page3 of! Date: 05/11/2018 Sample No. Sample Type Truck # Ticket # Batch Time Time Truck Empty Ambient Temp Concrete Temp Slump Water Added Unit Weight Onsite Air Content Sample Location 1 concrete 65810 27742379 6:32 7:55 58 F 76 F 5" None N/A 1.9 % Slab-On-Grade at B15 2 concrete 65814 27743193 9:25 10:25 60 F 77 F 5 1/2" None N/A 2.2% Slab-On-Grade at C/3.5 3 concrete 67293 27743755 11:21 13:05 60 F 75 F 6" None N/A 1.7% Slab-On-Grade at D/2.1 1:fiiii:1!iI.iuIij 05/11/2018 Inspector Signature Inspector Print Date CORPORATE CORONA MONTEREY 2527 Fresno Street 500 Harrington Street, Ste. Ii 501 Ortiz Avenue Fresno, CA 93721-1804 Corona, CA 92879 Sand City, CA 93955 (559) 268-7021 (951)898-8932 (831) 392-1056 Fax 268-7126 Fax 898-8974 Fax 392-1059 SACRAMENTO 5675 Power inn Road. Suite C Sacramento, CA 95824 (916)381-9477 Fax 381-9478 V. - ~MR~~TWINING AW fA T E 5, I N C. Date: 05/10/2018 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Shea Properties MTA Project No.: D56624.01 Project Name: Sprouts Farmers Market Store No.: Building A # 416 Project Address: 2634 Gateway Road, Carlsbad, CA 92009 Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 08/07/2017 Specification Date: 08/07/2017 General Contractor: CSI Construction Subcontractor: Precision Concrete Construct Inspector: Osama Daoud Certification Number: ICC # 5098536 Exp. Date: 04/14/2020 Building Pad o Utilities o Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations I Slab-On-Grade Cl Columns 0 Beams Cl Walls Cl Trusses 0 Deck 0 Suspended Floors C3 Roof o Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 05/10/2018 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing AM Weather: Clear Inspected W.W.F. reinforcing steel placement for Slab-On-Grade at the area between A.5 to E and from 1 to 5.2, W.W.F. reinforcing steel installed 6 X 6 - W2.9 X W2.9 over vapor retarder according to the information on Sheet # S2.0 in the approved plan. Also inspected rebar placement for (2) # 5 X 4'-0" long for re-entrant corner reinforcing for the Slab-On-Grade at the area between A.5 to E and from 1 to 5.2 according to detail 8/S4.0 in the approved plan. The subcontractor did not install (131) 1/4" diamond plate dowel @24" O.C. at mid depth of slab at construction joint for the Slab-On-Grade at the area between A.5 to E and from 1 to 5.2 according to detail 5/S4.0 in the approved plan and the work still in progress at this time. Report Continued 0 Yes Ii No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:t Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 05/10/2018 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING 4SSOCIATES,INC. z = Page 2 of 3 REINFORCING STEEL AND CONCRETE REPORT Date: 05/10/2018 Project Name: Sprouts Farmers Market MTA Project No.: 056624.01 Store No.: Building A # 416 Inspector (Print): Osama Daoud Project Address: 2634 Gateway Road, Certification No.: ICC # 5098536 City, State: Carlsbad, CA 92009 Weather: Clear Client Name: Shea Properties General Contractor: CSI Construction Approved Project Plans Dated: 08/07/2017 Specifications Dated: 08/07/2017 Code/Acceptance Standards: 2016 CBC Reference Section: Building Permit / OSA No.: CBC201 7-0430 EI REINFORCING STEEL []Footing El Sidewalk I Curb IZi Slab on grade []Tilt-up Wall Panels 0 Elevated Deck []Shear Walls IJOther: []Form Work EJVapor Barrier EZI Reinforcing Steel DSub Grade []Anchors OPIT Tendons DUffer Ground []Other id Line I Location: Slab-On-Grade at the area between A.5 to E and from 1to5.2 0 CONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY OFounciation OTilt-up Wall Panels []Sidewalk / Curb 0 Elevated Deck El Slab on grade O Other: Supplier: Concrete Mix Design No.: Required Strength: Yards Placed: Method Placed: Consolidated By: Other: IJ Please see attached Concrete Sampling Data Report Discrepancies Issued: LJ No U Yes (If yes, see attached Discrepancy Report) 05/10/2018 Spector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 500 Harrington Street, Ste. Ii 501 Ortiz Avenue 5675 Power inn Road, Suite C Fresno. CA 93721-1804 Corona, CA 92879 Sand City, CA 93955 Sacramerto, CA 95824 (559) 268-7021 (951)898-8932 (831)392-1056 (916)381-9477 Fax 268-7126 Fax 898-8974 Fax 392-1059 Fax 381-9478 AW I~MR~~TWINING fA TES, INC. Date: 8/3/18 FIELD DAILY INSPECTION REPORT Page of Client Name: Shea Properties. MTA Project No.: D56625.01 Project Name: Shea Prop. Carlsbad, Bressi Ranch, Sprouts Store No.: Project Address: 2634Gateway Rd, Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: 2013 Plan Date: 02/15/18 Specification Date: 02/15/18 General Contractor: CSI Construction Subcontractor: Inspector: Micheil M Saad Certification Number: 5198968 Exp. Date: 7/1/21 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof I Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling o Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection I Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 8/3/18 Samples Taken 0 Yes No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: 81 F On site as requested to observing The placement of anchor bolts for shelves located at the back room ans Grocery area. The contractor used for the back room shelves a total of 48 [1/2" ] DIA HILTI KB- TZ Screw anchors bolts with minimum embed of 3". The contractor used one bolt at each leg for 8 shelves located in the back room between grid lines A, D, 5 and 6 as per detail 2/S1. The contractor used for the grocery area shelves a total of 296 [3/8"] DIA HILTI KB- TZ Screw anchors bolts with minimum embed of 2". The contractor used 2 bolts per base plate at each corner of the gondola unit for 11 unit located in the grocery area between grid lines E, D, 5 and 2 as per detail 3/S1. Based on the observation it appeared that the work done satisfactorily. End of report. Report Continued 0 Yes I No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: K Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature /-' Date: 8/3/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. Alt- p----Inspector Signature CORPORATE CORONA MONTEREY 2527 Fresno Street 500 Harrington Street, Ste. Ii 501 Ortiz Avenue Fresno. CA 93721-1604 Corona, CA 92879 Sand City, CA 93955 (559) 268-7021 (951)89M932 (831) 392-1056 Fax 268.7126 Fax 898-8974 Fax 392-1059 8/3/18 Date SACRAMENTO 5675 Powerinn Road, Suite C Sacramento, CA 95824 (916)381-9477 Fax 381-9478 ORE TWINING -t4'JASSoCIA TES, INC. ANCHOR/DOWEL INSTALLATION REPORT Project Name: Shea Prop. Carlsbad,Bressi Ranch, Sprouts Store No.: Project Address: 2634Gateway Rd, City, State: Carlsbad, CA. Client Name: Shea Properties. Approved Project Plans Dated: 02/15/18 Code/Acceptance Standards: 2013 Date: 8/3/18 MTA Project No.: D56625.01 Inspector (Print): Micheil M Saad Certification No.: 5198968 Weather: 81 F General Contractor: CSI Construction Specifications Dated: 02/15/18 Reference Section: Building Permit/ DSA No.: CBC 2017-0430 TYPE OF WORK: 13 Epoxy 0 Anchors 0 Dowels Drawing # tO RFI #_________________ 0 Engineer Letter / Fax dated: 0 Other (Describe): 0 Detail # 2/Si & 3/S1 TYPE OF EPDXY: Product: Expiration Date: MATERIAL TYPE: Concrete Masonry ID Footing 0 CMU 9 Slab on Grade ID Brick 0 Cast-in-Place Wall ID Other (Describe): INSERT TYPE: 0 Reinforcing Steel Dowel 0 All Thread Anchor 9 Wedge Anchor 0 Wedge Bolt 0 Other (Describe): Grid Line I Location Grade Anchor Dia Hole Size Hole Position Horiz. Vertical Elev. Overhead Hole Depth Number of Anchors Back Room 1/2" 1/2' X 3" 48 Grocery area 3/8" 3/8" X 2" 296 Holes were clean, dry and anchors fully embedded in epoxy. Epoxy was mixed and placed in accordance with the Manufacturer's recommended procedures. 0 Yes 0 No 9 N/A Remarks: L= . Discrepancies Issued: 0 No DYes (If yes, see attached Discrepancy Report) JthMOORE TWINING f1L'"ASSOC1A TES, INC. Date: 6/14/18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: Shea Properties. MTA Project No.: D56624.01 Project Name: Shea Proo. CarlsbadBressi Ranch Store No.: Project Address: Gateway Rd, Carlsbad, CA. Permit No: GR20I 7.0029 Building Code: 2013 Plan Dote: Specification Date: General Contractor: CSI - Subcontractor: Inspector: MlCHElL SAAD Certification Number: 5198968 City # 886 Exp. Date: 6/29/2018 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter I Foundations 0 Slab-On-Grade Cl Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof o Rack and Shelving o light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling o Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing o Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection o Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 6/14/18 Samples Taken Cl Yes 0 No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear On site verifying the placement of the rebar for the grad beam and column footing for the moment frame in building F. The contractor used 4 rebar # 9 horizontal rebar top & bottom with rebar #4 stirrups @ 10" on center and rebar #4 dowels @ 24" on center for the slab as per detail 41S-805, 2/S-805 and GB schedule 20/S-701. The contractor also place the rebar for the column footing as per footing schedule detail 15/S-701. Based on the observation it appeared that the work done satisfactorily. End of report Report Continued 0 Yes I No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: Ii Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature 4'4L Date: 6/14/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. OORE TWINING njffA 55 0 CIA TES, 1 N C. Page 1 of I REINFORCING STEEL AND CONCRETE REPORT Date: Project Name: Shea Properties. Bressi Ranch MTA Project No.: Store No.: N/A Inspector (Print): MICHEIL SAAD Project Address: Gateway Rd Certification No.: 5198968 City, State: Carlsbad, CA. Weather: SUNNY Client Name: Shea Properties General Contractor: CSI Construction. Approved Project Plans Dated: Specifications Dated: Code/Acceptance Standards: CBC 2013 Reference Section: Building Permit/ DSA No.: CBC 2017-0430 IZI REINFORCING STEEL [Z]Footing []Tilt-up Wall Panels []Other: []Sidewalk I Curb 0 Elevated Deck 0 Slab on grade 0 Shear Walls OForm Work OSub Grade DUffer Ground DVapor Barrier []Anchors 0 Other IZI Reinforcing Steel DP/T Tendons Grid Line I Location: DCONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY IZiFoundation 0 Sidewalk I Curb OTilt-up Wall Panels 0 Elevated Deck DOther: OSlab on grade Supplier: Required Strength: Yards Placed: Consolidated By: Other: Method Placed: Concrete Mix Design No.: IZPlease see attached Concrete Sampling Data Report uiscrepancies issuea: lJ No Li Yes (It yes, see attached Discrepancy Report) Zo4P 6/14/18 Inspector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 500 Harrington Street, Ste. 11 501 Ortiz Avenue 5675 Power Inn Road, Suite C Fresm, CA 93721-1004 Ccrona, CA 92679 Sand City, CA 93955 Sacramento, CA 95024 (559) 266-7021 (951)89M932 (631) 392-1056 (916) 301-9477 Fax 260-7126 Fax 098-0974 Fax 392-1059 Fax 361-9470 Ae OOR TWINING 5SOCIA TES, INC. Project Name: Shea Properties. Bressi Ranch MTA Project No.: Date: Page_ of CONCRETE SAMPLING DATA REPORT Sample No. Sample Type Truck , Ticket Batch Time Time Tck Ambient Temp Concrete Temp Slump Water Added Onsite Unit Weight Air Content Sample Location MICHEIL SAAD Inspector Signature Inspector Print CORPORATE CORONA MONTEREY 2527 Fresno Street 555 Hanlngton Street, Ste. II 501 Ortiz AenLe Fresno. CA 93721-1554 Corona, CA 92879 Sand City, CA 93955 (559)266-7021 (551)898.8932 (831)552-1056 Fax 268-7126 Fax 898-8974 Fax 392-1059 6/14/18 Date SACRAMENTO 5675 Power Inn Road. Suite C Sacremerto, CA 95824 (916)381-9477 Fax 381-9478 W~~Crl TWINING A T ES, I N C. Date: 2/12/18 FIELD DAILY INSPECTION REPORT Paae 1 of 2 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: NW corner of El Fuerte and Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7117 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: PSI Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Date: 7/4/19 Building Pad o Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing U Reinforcing Steel Inspection 0 Concrete Sampling El Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/12/18 Samples Taken I Yes 0 No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing. Weather: cloudy Block is being placed along the north side of the building. Block was placed on the north side from line B.7-E, six courses, the footing up to the floor level, line A.7, 6-7 courses #6-9 up to floor level, line E, 1-6 three courses from the footing to the floor level, and began on the west and south walls. Per the approved mortar submittal, Orco Blended Products Type S Masonry Mortar waused. Rebar was placed as specified in the Wall Schedule on page. S2.0 and the details on S4.0. Floor dowels are being installed at floor level. A sample was taken of the mortar. Report continued YesEI No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:YesflNo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature jot~o~ Date: 2/12/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ;V*4 ORE TWINING A 55 0 C I A T E 5, / N C. Page 2 SPECIAL INSPECTION MASONRY REPORT Date: 2/12/18 Project Name: Sprouts at Bressi Ranch MTA Project No.: D56625.01 Store No.: na Inspector (Print): Ethan Moore Project Address: NW corner of El Fuerte and Gateway Certification No.: ICC 5214478 City, State: Carlsbad, CA Weather: cloudy Client Name: Shea Properties General Contractor: CSl Approved Project Plans Dated: 8/7/17 Specifications Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC Reference Section: 04200 Building PermitlDSA No.: CBC2017-0430 MASONRY INSPECTION: El Line: 6 from: B.7 to E Height: 4 feet above footing O Line: A.7 from: 6 to 7 Height: floor level 13 Line: E from: 1 to 6 Height: three courses above footing Dune: from: to Height: 0 Line: from: to Height: O Line: from: to Height: 0 Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: DYes []No GROUT PLACEMENT INSPECTION: 13 Yes DI No ID High Lift 01-ow Lift OLine: from: to Height: 13 Line: from: to Height: DLine: from: to Height: DI Line: from: to Height: DI Line: from: to Height: 13 Line: from: to Height: Mix #: Cubic Yards Placed: Consolidated by: 0 Vibration DI Rodding GROUT sample(s) taken: ID Yes 0 No # of sets: DI Line: from: to Height: DI Line: from: to Height: MASONRY PRISM sample(s) taken: DI Yes 0 No # of sets: DLine: ____ from: to Height: MORTAR sample(s) taken: 0 Yes DI No # of sets: 1 set of 4 El Line: 6 from: B.7 to E Height: course 4-6 Notes: Discrepancies issued: 0 No Yes (If yes, see attached Discrepancy Report) 03~ 2/12/18 Inspector Signature Date CORPORATE CORONA 2527 Fresno sum 595690949)00 Street . SW. II Fresno. CA 93721-1564 CO009, CA 92879 MONTEREY SACRAMENTO 501 0,412 A090Iw 5675 Power Inn R050, Suite C Sand City, CA 56955 Sacramento, CA 95824 (059) 268.7021 (951)898.8932 Fax 260.7126 Fax 568.5674 (831)562-1056 (916)381.9477 P101392-1569 PSI 301.9478 AW TWINING /A S 5 0 C / A T E 5, I N C. • Date: 2/8/18 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts Bressi Ranch Store No.: na Project Address: NW Corner of El Fuerte and Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Dote: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: Precision Concrete Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Dote: 11/18/20 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements 0 Sidewalks 0 Curb & Gutter I Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof Cl Rack and Shelving o Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling ER Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Non-Shrink Grout U Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/8/18 Samples Taken I Yes 0 No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Rebar was placed for the wall footings along line 7, A-A.7, and along A.7, 6-7 at the loading dock. The bars are #5 grade 60 and were placed in the locations, quantity and spacing specified in the wall schedule on S2.0 and the Foundation plan, and details on S4.0. 3" clearances were maintained. 145 yards of Concrete were placed for the footings along lines: 7, A-A.7, A, 1-7, line 1, A-E, line E, 1-7, line 6, B-E, line A.7, 6-7, grade beams lines 2, 3, 4, and 5, D-E, and column footings lines 2, 3, 4, 5 at B, C, D. The concrete was placed by boom pump and consolidated by vibration. Samples were taken for every 50 yards with the following measurements: sample 1, slump 4.5", air temp 71, mix temp 79, sample 2 slump 5, air temp 76, mix temp 76, and sample 3 slump 5, air temp 79 and mix temp 78. Report ConUnuedesflNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifIcations:JYesflNo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature A~6~ Date: 2/8/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. MOORE TWINING ASSOCIA TES, INC. Page of 3 REINFORCING STEEL AND CONCRETE REPORT - Date: 2/8/18 Project Name: Sprouts Bressi Ranch Store No.: na Project Address: NW Corner of El Fuerte and Gateway City, State: Carlsbad, CA Client Name: Shea Properties Approved Project Plans Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC MTA Project No.: 056625.01 Inspector (Print): Ethan Moore Certification No.: ICC 5214478 Weather: sunny General Contractor: CSI Specifications Dated: Reference Section: 03300 Building Permit I DSA No.: 8/7/17 CBC201 7-0430 El REINFORCING STEEL ElFooting []Tilt-up Wall Panels DOther: []Form Work []Sub Grade DUffer Ground [I Sidewalk I Curb U Elevated Deck O Vapor Barrier []Anchors []Other 0 Slab on grade U Shear Walls El Reinforcing Steel DP/T Tendons wall footing line 7, A-A.7 wall footina line A.7. 6-7 at loadina dock EZICONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY El Foundation [:]Sidewalk / Curb OTilt-up Wall Panels 0 Elevated Deck o Other: Supplier: Cemex Required Strength: 4000 psi Yards Placed: 145 Consolidated By: vibration Other: 0 Slab on grade Concrete Mix Design No.: 1577774 Method Placed: boom pump II El Please see attached Concrete Sampling Data Report II Discrepancies Issued: EJ No U Yes (If yes, see attached Discrepancy Report) 2/8/18 0 Spector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 500 Harr1ngton Street, Ste. Ii 501 Ortiz Avenue 5675 Power Inn Road, Suite C Fresno, CA 93721-1804 Corona, CA 92879 Sand City, CA 93955 Sacramerto, CA 95824 (559) 268-7021 (951)898-8932 (831) 392-1056 (916)381-9477 Fax 268-7126 Fax 896-8974 Fa x392-1059 Fa (381-9478 OORE TWINING S SO C I A T E 5, I N C. Page3 of Project Name: Sprouts Bressi Ranch MTA Project No.: D56625.01 Date: 2/8/18 CONCRETE SAMPLING DATA REPORT Sample No. Sample Type Truck # Ticket # Batch Time Time Truck Empty Ambient Temp Concrete Temp Slump Water Added Unit Weight Onsite Air Content Sample Location 1 4x8 10065815 27593251 8:21A 9:20A 71 79 4.5 0 na na footings 2 48 10065815 27593794 9:58A 10:45A 76 76 5 0 na na footings 3 48 10065804 27594298 11:51A 12:45P 79 78 5 0 na na footings Ethan Moore 2/8/18 Inspector Signature Inspector Print Date CORPORATE CORONA MONTEREY 2527 Fresno Street 500 Harrington Street, Ste. Ii 501 Ortiz Avenue Fresno, CA 93721-1804 Corona, CA 92879 Sand City, CA 93955 (559)268-7021 (951)898-8932 (831) 392-1056 Fax 266-7126 Fax 898-6974 Fax 392-1059 SACRAMENTO 5675 Power Inn Road, Suite C Sacramento, CA 95824 (916)381-9477 Fax 381-9478 .4 - ~~Crf TWINING A T E 5, I N C. Date: 2/7/18 FIELD DAILY INSPECTION REPORT Page 1 of 3 Client Name: Sprouts MTA Project No.: pending Project Name: Sprouts Bressi Ranch Store No.: na Project Address: NW Corner of El Fuerte and Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: Precision Concrete Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Date: 11/18/20 Building Pad o Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter I Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling LI Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection O Coring Cl Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/7/18 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Rebar was placed for wall and column footings. The bar placement is in progress at the north west corner of the building at the loading dock line A.7, 5-7, and line 7, A-A.7. The other wall lines and interior column points have had bars and anchor bolts placed. The exterior wall footings along lines A, 1-7, 1, A-E, E, 1-7 and line 7, B-E had bars placed per the wall schedule on S2.0. The columns had bars and anchor bolts placed per the column schedule on S2.0. The bars were placed per the details on S4.0 and S4.1. Grade beams were placed at lines 2, 3, 4, 5 with double mats of #6 grade 60 bars as specified. The east wall footing was placed in a double mat as specified in the details. Control joint bars were placed. 3" clearances were maintained. #5 grade 60 bars were used for footings outside of the grade beams in the locations completed. Bar placement is in progress at the northwest corner. Report ContinuedElvesflNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:YesflNo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininQ.com Inspector's Signature Date: 2/7/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. OORE TWINING iLZIJ2]ASSOCIA TES, INC. Page of 3 REINFORCING STEEL AND CONCRETE REPORT Date: 2/7/18 Project Name: Sprouts Bressi Ranch Store No.: na Project Address: NW Corner of El Fuerte and Gateway City, State: Carlsbad, CA Client Name: Sprouts Approved Project Plans Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC MTA Project No.: pending Inspector (Print): Ethan Moore Certification No.: ICC 5214478 Weather: sunny General Contractor: CSI Specifications Dated: 8/7/17 Reference Section: 03300 Building Permit I DSA No.: CBC201 7-0430 El REINFORCING STEEL ElFooting Olilt-up Wall Panels []Other: []Form Work []Sub Grade flUffer Ground 0 Sidewalk I Curb O Elevated Deck []Vapor Barrier []Anchors DOther U Slab on grade []Shear Walls El Reinforcing Steel DP/T Tendons arid Line I Location: line A, 1-7 grade beams lines 2, 3, 4, 5 D-E line 1, A-E interior column points line E, 1-7 line 7, B-E OCONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY O Foundation 0 Sidewalk / Curb OTilt-up Wall Panels 0 Elevated Deck o Other: Supplier: Concrete Mix Design No.: Required Strength: Yards Placed: Method Placed: consolidated By: Dther: 0 Slab on grade 110 Please see attached Concrete Sampling Data Report II Discrepancies Issued: kJ No U Yes (If yes, see attached Discrepancy Report) 2/7/18 Spector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 500 Harrington Street, Ste. ii 501 Ortiz Avenue 5675 Power inn Road, Suite C Fresno, CA 93721-1804 Corona, CA 92879 Sand City, CA 913955 Sacramento, CA 95824 (559) 268-7021 (951)898-8932 (831) 392-1056 (916)381-9477 Fax 268-7126 Fax 898-8974 Fax 392-1059 Fax 381-9478 3mOORE TWINING O Date: k - 2.&4 FIELD DAILY INSPECTION REPORT Page 1 of ClientName: . MTA Project No.: Project Name: t ro..u'.i lgrtss • Store No.: Project Address: . rç- rhp Permit No: Building Code: C-2 c- 2A g t Plan Date: p . Specification Date: General Contractor: Subontractor: Inspector: Oe.Tr Certification Number: 4Lc Exp. Date: I j 14 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling It Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: • Samples Taken 0 Yes 0 No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: -out cbcev?.A4rz.j..- 0C C.oi.tp (€r14') ex44t,Al-l4'1 .4 j- rrJ41 i1i C i1iAl( *.4&o fAO tIu.ti e cd.JM-w1ç .. Crc4tu/L k-40 çbt€A) L)AR 4 C C.l. 3 o# Q L. ,CrA 0 GIL. I. .G G.L AgS 40 O cr CL. i ,4't0 k C.-L_ ' if c>, c.. cekr 4T G.L. c: + 2.. LLD,-L4..çc We re- eLeT-ec AS 42 a cckcLAe, 5pa&.t' f2(4vd) e-r S.2.ô A.crv( (e ,4ckLtoes t. k (i) v j2 (Are Report Continued 0 Yes XNo Work inspecteq as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). ) MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature 'LceA? 0.7t Date: Supervisor's Signature Date: We do not undertake the guarantee of construction ncr do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm i; not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. I.,,_;3mOORE TWINING S Date: i e> FIELD DAILY INSPECTION REPORT Page 1 of 3 Client Name: MTA Project No.: ?euD Project Name: jPrje,.) '(UX Store No.: Project Address: L ur,-e -,V—C'1'tc.1OA) Permit No: ( Building Code: CC.- tDt.e Plan Date: . 7. ) Specification Date: General Contractor: c-r Subontractor: Inspector: i.re.\ Ocjt Certification Number: SZJ3 34Z, Exp. Dote: Building Pod 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks o Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other El Sampling i.Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Point Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: k . . , Samples Taken Yes 0 No Time Samples Taken: 8 beAM Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: AI(. C.WTWA iiA C.L. 1E -c- . -k 1ro CDtoi D Ar .L-.'( CJui r G.L.34 Ck 1. &ØV'U 92. o#ckLoe As peL jt4IJ 5 a. o 1 or C6%)tA) 'tAec,p(e. )o bc/.tt t)cc4y4rL' Or&q A64_Qjj k4&ck AO/o& f4C vql. ,C )bF AC V' iôJ' bC4,1-WA ML3 4t Ine )Y1tPtt4. UO1U.% e &LSTWt (YIrf.,1,.e A&o A cree C ckbcLS 6eeeRc 'it c prt.or iQ C. 4Cf r Pt 4ee .t.1. I Report Continued DYesNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: &Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). ) MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website:wA,w.mooretwinin.com Inspector's Signature /- Date: Supervisor's Signature Date: We do not undertake the guarantee of construction. ncr do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm ; not responsible for Construction safety. Our services were performed in accordance with generally accepted standards and practices. This wrranty is in lieu of all other warranties either expressed or implied. S W~~Crl TWINING A T E 5, I N C. Date: 2/16/18 FIELD DAILY INSPECTION REPORT Page 1 of 2 Client Name: Shea Properties MTA Project No.: 056625.01 Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: 2634 Gateway, Carlsbad, CA Permit No: C8C201 7-0430 Building Code: 2016 CBC Plan Date: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: PSI Inspector: Ethan Moore Certification Number: Icc 5214478 Exp. Date: 7/4/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks o Curb & Gutter o Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete Cl Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling El Concrete Placement Inspection (including saw-cut depth, CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements C1 Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/16/18 Samples Taken I Yes 0 No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: cloudy Block is being placed along the east and sou sides of the building. Block was placed on the east side between lines 1.7-5.4, line 1.7, D.5-E, line D.5, 1-1.7, line 1 between C.8-D.5, and for the columns line 1 between A.5-C.5, courses #4-9 above the footing. Per the approved mortar submittal, Orco Blended Products Type S Masonry Mortar was used. Rebar was placed as specified in the Wall Schedule on page S2.0 and the details on S4.0. Column ties were in place as specified, and 180 degree hooks are used in the corners as specified. Ladder type joint reinforcement was used @16" as specified. Grout screens were in place where applicable beneath the bond beams for the sections of partially grouted wall. Along the north, east and west sides, foam insulation was installed to a depth of 24" beneath slab level on the north and west sides, and from slab to footing level on the east side as shown in details on A5.2, A5.3 and A5.4. Grout was placed for the second lift on line E, 1.7-5.4, line 1.7, D.5-E, line 0.5, 1-1.7, and line 1, C.8-D.5, courses #4-9 above the footing. The grout was placed by trailer pump and consolidated and reconsolidated by vibration. A sample was taken. Report ContinuedEJYesNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:YesflNo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature A05r~~ Date: 2/16/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING A 4jASSOCIATES, INC. Page 2 OSPECIAL INSPECTION MASONRY REPORT Date: 2/16/18 Project Name: Sprouts at Bressi Ranch MTA Project No.: D56625.01 Store No.: na Inspector (Print): Ethan Moore Project Address: 2634 Gateway Certification No.: ICC 5214478 City, State: Carlsbad, CA Weather: cloudy Client Name: Shea Properties General Contractor: CSl Approved Project Plans Dated: 8/7/17 Specifications Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC Reference Section: 04200 Building Permit/DSA No.: CBC2017-0430 MASONRY INSPECTION: 13 Line: E from: 1.7 to 5.4 Height: course 4-9 El Line: 1.7 from: 0.5 to E Height: course 4-9 DiLine: D.5 from: 1 to 1.7 Height: course 4-9 El Line: 1 from: C.8 to D.5 Height: course 4-9 El Line: 1 from: A.5 to C.5 Height: columns courses 4-9 D Line: from: to Height: Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: El Yes 13 No PLACEMENT INSPECTION: • GROUT 13 Yes 0 No ID High Lift El Low Lift El Line: E from: 1.7 to 5.4 Height: course 4-9 13 Line: 1.7 from: D.5 to E Height: course 4-9 El Line: 0.5 from: 1 to 1.7 Height: course 4-9 Di Line: 1 from: C.8 to D.5 Height: course 4-9 13 Line: from: to Height: 13 Line: from: to Height: Mix #: Cemex 1418249 Cubic Yards Placed: 9 Consolidated by: El Vibration ID Rodding GROUT sample(s) taken: El Yes D No # of sets: 1 set of 4 EEl Line: see above from: to Height: Dune: from: to Height: MASONRY PRISM sample(s) taken: 0 Yes 0 No # of sets: 13 Line: from: to Height: MORTAR sample(s) taken: ID Yes El No # of sets: 13 Line: from: to Height: Notes: Discrepancies issued: 0 No Yes (If yes, see attached Discrepancy Report) 05~J 2/16/18 Inspector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresco Sliest 500Honlhgton Street. Ste. II 501 Ortiz Avenue 5675 Powerine 9028, Suite C Fresno, CA 93721.1894 Corona. CA 92879 Sand City, CA 92955 Sacramento. CA 95824 (559) 268-7021 (95 1) 898.8932 (831)282-1056 (916)381-8.77 Fax 2637128 Fax 988-6974 Foc 392-1989 Fax 3814478 JJ&1MOORE TWINING 2tA S S 0 C IA T ES, I N C. Date: 2/15/18 FIELD DAILY INSPECTION REPORT Pagel of 2 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: 2634 Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7117 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: PSI Inspector: Ethan Moore Certification Number: Icc 5214478 Exp. Date: 7/4/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving o Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling O Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/15/18 Samples Taken I Yes 0 No Time Samples Taken: 11 :47A I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Block was placed at line A.7, 6-7 courses #10-15, line 7, A-A.7 courses #7-12, line A, 1.7-7 courses 7-12, line 1.7, A-A.5 courses #7-12, and placement is in progress on line E, 1.7-5.4. Orco Blended Products Type S Masonry Mortar was used. Rebar was placed as specified in the Wall Schedule on page S2.0 and the details on S4.0. Above floor level, as specified, ladder type joint reinforcement is being installed at 16" on center, and grout screens were installed beneath the bond beam as specified, except that the wall at the electrical room at the northwest corner is being grouted solid for the power wall attachments. Grout was placed for the first lift from the footing up to floor slab level along line A.5, 1-1.7, line 1, A.5-D.5 three courses above footing, line D.5, 1-1.7, three courses above footing, line 1.7, D.5-E, three courses above footing, line E, 1.7-2, three courses above footing, and for the second lift line A.7, 6-7 courses #10-15, line 7, A-A.7 courses #7-12, and line A, 2.2-7 courses #7-12. The grout was placed by trailer pump. The grout was consolidated and reconsolidated by vibration. 18 yards of Cemex mix #1418249 2000 psi were placed. A sample was taken. Report conthuefJYesEl No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:YesENo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com 0 Inspector's Signature jot3~~ Date: 2/15/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. L!t/ ORE 1}/A S S 0 C IA 4i SPECIAL INSPECTION MASONRY REPORT Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: 2634 Gateway City, State: Carlsbad, CA Client Name: Shea Properties Approved Project Plans Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC TWINING T F 51 I N C. Page 2 Date: 2/15/18 MTA Project No.: D56625.01 Inspector (Print): Ethan Moore Certification No.: ICC 5214478 Weather: sunny General Contractor: CSI Specifications Dated: 8/7/17 Reference Section: 04810 Building PermitlDSA No.: CBC201 7-0430 MASONRY INSPECTION: 0 Line: A.7 from: 6 to 7 Height: couse 10-15 0 Line: 7 from: A to A.7 Height: course 7-12 13 Line: A from: 1.7 to 7 Height: course 7-12 0 Line: line 1.7 from: A to A.5 Height: course 7-12 0 Line: line E from: 1.7 to 5.4 Height: course 4-9 in progress 0 Line: from: to Height: U Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: ID Yes DI No . GROUT PLACEMENT INSPECTION: 0 Yes DI No ID High Lift El Low Lift O Line: A.5 from: 1 to 1.7 Height: 2 courses above footing 13 Line: line 1-1.7 from: A.5 to E Height: three courses above footing El Line: line 7 from: A to A.7 Height: course 7-12 OLine: line 6 from: D to E Height: course 7-12 OLine: line A from: 2.2 to 7 Height: course 7-12 I0 Line: line A.7 from: 6 to 7 Height: course 10-15 Mix #: 1418249 Cubic Yards Placed: 18 Consolidated by: 9 Vibration ID Rodding GROUT sample(s) taken: I0 Yes 0 N # of sets: 1 set of 4 OLine: lines 1,6 and E from: see above to see above Height: see above U Line: from: to Height: MASONRY PRISM sample(s) taken: DI Yes 9 No # of sets: DI Line: from: to Height: MORTAR sample(s) taken: ID Yes U No # of sets: ID Line: from: to Height: Notes: Discrepancies issued: 0 No El (If yes, see attached Discrepancy Report) w 2/15/18 Inspector Signature Date CORPORATE CORONA 2527 Fresno Street 555 Hantngton Street. Set. II Fresro, CA 93721.1894 Co-Dna, CA 92079 MONTEREY SACRAMENTO 501 OrSz Avenue 5675 Power inn P056, Suite C SunS City, CA 97955 Sacrornerto, CA 95856 (559) 268.7521 (551)898-6932 F.268.7126 Fax 698.8974 (831)262.1056 (916)381-5577 Fat 397.1559 Far 381-9478 J2,MOORE TWINING ASSS S 0 C IA TES., I N C. Date: 2/14/18 FIELD DAILY INSPECTION REPORT Page 1 of 2 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: 2634 Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: PSI Inspector: Ethan Moore Certification Number: Icc 5214478 Exp. Date: 7/4/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations o Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing U Reinforcing Steel Inspection 0 Concrete Sampling El Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/14/18 Samples Taken I Yes 0 No Time Samples Taken: 1 2:26P I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny becoming part cloudy Block was placed on the north side line 6 from A.7-E up to four feet above floor level, line E, 5.4-6 up to four feet above floor level, and line 1 three courses to floor level. Orco Blended Products Type S Masonry Mortar was used. Rebar was placed as specified in the Wall Schedule on page S2.0 and the details on S4.0. A sample was taken of the mortar. On line 6, and line E, above floor level, as specified, ladder type joint reinforcement is being installed at 16" on center, and grout screens were installed beneath the bond beam as specified. Grout was placed for the first lift from the footing up to floor slab level along line A.7, 6-7, line 7, A-A.7, line A, 1.7-7, line 1.7, A-A.5, and on line 6 for the second lift between A.7-D up to four feet above the slab level. The grout was placed by trailer pump. The grout was consolidated and reconsolidated by vibration. 20 yards of Cemex mix #1418249 2000 psi were placed. A sample was taken. Report confinuedYesNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:YesflNo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininci.com Inspector's Signature jot5~ Date: 2/14/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING 45]A SSOCIA T F 5, INC. Page 2 S SPECIAL INSPECTION MASONRY REPORT Date: 2/14/18 Project Name: Sprouts at Bressi Ranch MTA Project No.: D56625.01 Store No.: na Inspector (Print): Ethan Moore Project Address: NW corner of El Fuerte and Gateway Certification No.: ICC 5214478 City, State: Carlsbad, CA Weather: sunny becoming part cloudy Client Name: Shea Properties General Contractor: CSI Approved Project Plans Dated: 8/7/17 Specifications Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC Reference Section: 04200 Building Permit/DSA No.: CBC2017-0430 MASONRY INSPECTION: El Line: 6 from: A.7 to E Height: 4 feet above floor level Line: E from: 5.4 to 6 Height: 4 feet above floor level El Line: 1 from: A.5 to E Height: 3 courses above footing O Line: from: to Height: El Line: from: to Height: O Line: from: to Height: 0 Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: ID Yes UNo GROUT PLACEMENT INSPECTION: ED Yes DI No ID High Lift El Low Lift El Line: 6 from: A.7 to E Height: 4 feet above floor 13 Line: A.7 from: 6 to 7 Height: floor level El Line: 7 from: A to A.7 Height: course 1-6 above footing El Line: A from: 1.7 to 7 Height: course 1-6 above footing OLine: 1.7 from: A to A.5 Height: course 1-6 above footing IDiLine: from: to Height: Mix #: Cubic Yards Placed: Consolidated by: 0 Vibration IDRodding GROUT sample(s) taken: El Yes E3 No #of sets: l set of4 ID Line: lines 1, A and A.7 from: course 1 to course 6 Height: footing to floor level Cl Line: from: to Height: MASONRY PRISM sample(s) taken: 13 Yes El No # of sets: U Line: from: to Height: MORTAR sample(s) taken: ID Yes ID Line: 6 from Notes 0 N A.7 to #of sets: 1 set of 4 Height: 4 feet above floor 5 Discrepancies issued: 0 No El Yes (If yes, see attached Discrepancy Report) 2/14/18 Inspector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno street 595 Hamngton Street. Ste. II 501 OntO Avenue 5675 Powerlfln 9056. Suite C Fresrc, CA 93721.1954 Creona, CA 92879 Sand City, CA 93955 Sacramento, CA 95824 (559) 268-7021 (951)898-8932 (831)262-1056 (916)381.9577 Fax 268-7126 Fax 898-9574 Far 392-1959 Fax 381-9478 4 f ii,ALI MOORE TWINING A SSS S 0 CIA TES, I N C. Date: 2/20/18 FIELD DAILY INSPECTION REPORT Pagel of 2 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: 2634 Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: PSI Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Date: 7/4/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter o Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling LI Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 2/20/18 Samples Taken I Yes 0 No Time Samples Taken: I Initial Inspection o Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Block is being placed along the east and north sides of the building. Block was placed on line 6, A.7-B.7 coursesl6-21, line 6, B.7-E courses 14-19, line E, 1.7-6 courses #10-15. Per the approved mortar submittal, Orco Blended Products Type S Masonry Mortar was used. Rebar was placed as specified in the Wall Schedule on page S2.0 and the details on S4.0. 180 degree hooks are used in the corners as specified. Ladder type joint reinforcement was used @16" as specified. Grout screens were in place where applicable beneath the bond beams for the sections of partially grouted wall. Grout was placed for the third lift on line 1 columns between A.5-13.5 courses #4-9, line 1.7 A-A.5 courses #7-12, and line A, 1.7-2 courses #7-12. The grout was placed by trailer pump and consolidated and reconsolidated by vibration. A sample was taken. Report ConUnuedYesrJ No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications:YesflNo (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 2/20/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty Is in lieu of all other warranties either expressed or Implied. OORE 55 0 C I A SPECIAL INSPECTION MASONRY REPORT Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: 2634 Gateway City, State: Carlsbad, CA Client Name: Shea Properties Approved Project Plans Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC TWINING T E 5, I N C. Page 2 Date: 2/20/18 MTA Project No.: D56625.01 Inspector (Print): Ethan Moore Certification No.: ICC 5214478 Weather: sunny General Contractor: CSl Specifications Dated: 8/7/17 Reference Section: 04200 Building PermitJDSA No.: CBC201 7-0430 MASONRY INSPECTION: El Line: E from: 1.7 to 6 Height: course 10-15 13 Line: 6 from: A.7 to 8.7 Height: 16-21 Line: 6 from: BY to E Height: courses 14-19 O Line: from: to Height: O Line: from: to Height: O Line: from: to Height: Di Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: ID Yes 13 No GROUT PLACEMENT INSPECTION: 13 Yes U No ID High Lift OLow Lift 0 Line: 1 from: A.5 to C.5 Height: course 4-9 columns 13 Line: 1.7 from: A.5 to A Height: course #7-12 ED Line: A from: 1.7 to 2 Height: course 7-12 U Line: from: to Height: U Line: from: to Height: U Line: from: to Height: Mix #: Cemex 1418249 Cubic Yards Placed: 9 Consolidated by: 0 Vibration ED Rodding GROUT sample(s) taken: 0Yes [3 No # of sets: 1 set of 4 OLine: see above from: to Height: U Line: from: to Height: MASONRY PRISM sample(s) taken: 0 Yes 0 No # of sets: Dune: from: to Height: MORTAR sample(s) taken: ID Yes M No # of sets: U Line: from: to Height: Notes: Discrepancies issued: 0 No Yes (If yes, see attached Discrepancy Report) 2/20/18 Inspector Signature Date CORPORATE CORONA 2527 Fresno Street 556 Harrington Street. Ste. 11 Freses. CA 93721.1564 Cel000, CA 92879 MONTEREY SACRAMENTO SQl OIlS Aven56 5675 Power inn 5056, Suite C Sand COy, CA 93955 Sacramento, CA 95624 (569)266.7021 (561)898.8932 Fax 266-7126 Fax 696-6974 (831 ) 392-1056 (916)381-9477 Fix 392- 1059 Fra 381-9478 Date: Client Name: Project Name: 4 0gc 'ok Jii'Sci Project Address:,L.tu #.1L. . FIELD DAILY INSPECTION REPORT MTA Project No. :y Store No.: j (p of 3 MOORE TWINING S Permit No: c— 'Lo kN Building Code: C.Q,c# tIø Plan Date: - Specification Date: 4. ti General Contractor: c..t Subcontractor: Q' Inspector: Li 1c. Cc54 %',o Certification Number: i, o.ç Exp. Date: 1.0%0j Building Pad 0 Utilities 0 Pavement Sub-grade Cl Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof o Rack and Shelving 0 Light Gouge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing WMosonry Inspection 0 Paint Thickness Testing 0 Roof Inspection 0 Coring 0 Sample Pickup 0 Other Inspection Date: 'S Samples Taken 0 Yes .No Time Samples Taken: t. Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing vveaTner: hV C. L. ta.. Report Continued 0 Yes kNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: 'Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Eesno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: 'ko ,( Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. A;j MOORE TWINING Date: 1.441 to, FIELD DAILY INSPECTION REPORT Page 1 of 3 Client Name: S\kc MTA Project No.: .0 t Project Name: <)QsO)cc ok- %.s. c Store No.: Project Address: 2L.e.'1 ArI-"-I &. c..L& CiA. Permit No:CC T-av10 Building Code: C.C... ZO%4 Plan Date: 0, ..-i. Specification Dote: General Contractor: Ce. Subcontractor: Qg Inspector: Lnc C.ct4 it. Certification Number: Exp. Dote: - Building Pod 0 Utilities 0 Pavement Sub-grade 0 Pavement Bose 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gouge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS olt Testing 0 Spray Fire Proofing Inspection and Testing'. Masonry Inspection 0 Point Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other / Inspection Date: V I t(4 Samples Taken KYes o No Time Samples Taken: $.lnitial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: 46 I) Report Continued 0 Yes 00 Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: 1%-Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: s.( i..c, ( • Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm Is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. I [7/MooRE TWINING (I, I Date: FIELD DAILY INSPECTION REPORT Page l of 3 Client Name: lv6s . MTA Project No.: Project Name: 0j. Store No.: .j Project Address: c.&. Permit No: C.%G L.1 BuildingCode: CC -Io Plan Date: S ..( ..I Specification Dote: .% General Contractor: CC2,T Subcontractor: ?cpZ Inspector: L,ic, Certification Number:tO4, Exp. Date: Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rock and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, coring, etc.) 0 Botch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing.Mosonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample 0 Other Inspection Date: (t.M I Samples Taken %..Yes 0 No Time Samples Taken: nitioI Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: A t 'I. a 1.. r. 10 ~J Report Continued 0 Yes No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: es 0 No (If no, inspector shall complete and attach a Discrepancy Report). MT A Corpora(e address: a Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: L k4t4P. Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ;?MOORE TWINING Dote: 4nwat FIELD DAILY INSPECTION REPORT Page 1 of 3 Client Name: ç MTA Project No.: 2.C.o I Project Name: .ok'1 k Store No.: Project Address: I Permit No; C..0 'L.o' 04,&o ' Building Code; eA'(- Plan Dote; % -, -, Specification Date: . General Contractor; Subcontractor: VSX Inspector; %._,u(c, Certification Number: Exp. Dote: Building Pod o Utilities o Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements o Off-Site Improvements C3 Sidewalks 0 Curb & Gutter o Foundations ci Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving o light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including Saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slob Relative Humidity Testing o Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Seater Inspection a Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT O HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: . I v' Samples Taken $-Yes 0 No Time Samples Taken; 5 -,* I 1. Initial Inspection 0 Re-Inspection a Out-of-Scope Inspection or Testing D_ Weather; C 4 CA PL Qv% \i, pg ,\gick d5g4r ti3. QOvo2tbv &A ok L 7. *4 - 4p1VAL t'°I ALL. ç'4A. çLOAY \v. %° ov 3ru Report Continued Ci Yes XNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, In conformance with the approved plans and specifications: 'Yes 0 No (If no, Inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Webslte: www.mooretwining.com Pi Inspector's Signature qg~OA Date: Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm Is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in Lieu of all other warranties either expressed or implied. 1MOORE TWINING fI Qate: -I& tvi. FIELD DAILY INSPECTION REPORT Page l of 3 Client Name:VVOML MTA Project No.: D.Z.e' Project Name 4qir4kS .k cs Proiect Address: ,...t? '. Store No.: A. Permit No: C.-%C 1a o'çO ' Building Code: e.4C. 1..0%110 Plan Date: t Specification Dote: 4L • . -Al General Contractor: Ct. Subcontractor: içç, Inspector: Luc. Certification Number Exp. Dote: O Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Bose 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slob-On-Grade Columns .0-Beams .0 Walls a Trusses a Deck 0 Suspended Floors Roof o Rack and Shelving 0 Light Gouge Interior Walls/Framing 0 Pre-Cost Concrete 0 Other 0 Sampling ci Earthwork Observation & In-Place Density Testing a Reinforcing Steel Inspection a Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements 0 Joint Sealer Inspection ci Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection ci NDT 0 HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing ..Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other / Inspection Date: . I it- It % Samples Taken .Yes .0 No Time Samples Taken: nilial Inspection 0 Re-inspection a Out-of-Scope Inspection or Testing Weather: C \4 t -°• c VQtJti1lOt D 4O-.L VbmP%Ji4 AW12LIt &Zt A* L t.4'.. \, 4 WLO1 ' ii.'A JiV . ¶VOLlk 2! k tic 1(A 4L c4I ti y(aa Report Continued 0 Yes MNo Work inspected as outlined in this report is, to the best of this inspector's knowledge, In conformance with the approved plans and specifications: )&Yes a No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwinlna.corp lspector's Signature Date: t / ) Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the Contractor Of his primary responsibility to complete the project In accordance with the plans and specifications. Our firm Is not responsible for construction safety. Our services were performed in accordan c e with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. (3 <olw) GEOCON GRADING 0 TRENCH BACKFILL FIELD REPORT OTHER !&I ctI&c: it 12 PAGE OF DAY OF WEEK Skr - DATE REPORT NO. / PROJECT NO PHONE F PROJECT MANAGER FIELD TECHNICIAN/AUTHOR ?c —ucz4'r7 o-/3O iT 4,,,( ( ,, PHONE PROJECT BRIEFING 0 YES DATE 2165 0 PREVIOUSLY BRIEFED LNS CONTRACTORS SUPERINTENDENT/FOREMAN AND SPECIFICATIONS 0 UNCHANGED TITLE - /4- BY EQUIPMENT WORKING AND TYPE OF COMPACTOR APPROVAL DATE REV DATE CkL WEATHER _____________________ _ _ _ Lç SOURCE OFFILL Ovc1+P FOLLOW-6P INVENTORY DID YOU REVIEW PREVIOUS FLLLOW.UP FIELD REPORT? ONO OVES UST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP.____________________________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ WHAT IN PARTICULAR SHOULD BE OBSERVED. CHECKED, OR TESTED DURING NEI VISIT? WAS AMEMO ISSUED TODAY? ONO 0 YES MEMO NO CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATE ACTIVITIES YOU DID AND 010 NO OBSERVE. DOCUMENT CONVERSATIONS, OBSERVATIONS OR OCCURRENCES, DEEME SIGNIFICANT TO THE-PROGRESS OF WORK, BE SPECIFIC AS TO WHO , W H A T , W H E N . A N D W H E R E 0k4-W€s ce WQOO X Ov\*rccQzOr c W\ ckc -~Vuu-k C~ 14& Awo C,\A~\ P I Oaa-f, A I : \ .-'a'> 1OctLkQ& t.kcw colAr W1L(trs. I, -bctCL( cit ec-tt 44 — -\kcCLkOt cl..V,.C) \.\ e.A C, Li Co o, e c uoa\A C( - OO kek ca'&e uexe ClAN (PRINT) 12_ DATE 1 HOURS I OT LISTS ON-SITE VISITORS 4UMBER OF DENSITY TESTS TAKEN I CLIENT REPRESENTATIVE TV 1 SIGNATURE X NOTICE: The professional engineer is represented on site soleley to observe operation s o f t h e c o n t r a c t o r i d e n t i f i e d , f o r m o p i n i o n s a b o u t t h e a d e q u a c y o f t h o s e operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual requirements. The contractor retains sole responsibility for site safety and the methods and sewpi-inAc ,,f r,nctr.,'i,,n 0 0 low) GEOCON COMPACTION TEST SUMMARY JEC NAME t iL p J4. - PROJECT NO. -) 2_ _' CORRESPONDING FIELD REPORT NO.______________________ TEST NO. TEST DATE LOCATION ELEV. (FEET) RELATIVE COMP. (%) REMARKS I oft__(--. )'i' 9 2- 2 z.lrl L qi v/s-v i $ - -' 1 5 cI 41 1 -L4I1 UJE VJo-LL I.rr y-U8 7 -L, It N0ç -t— -1 I' ..., -ihi t,.UEcr c Its 10 I'll Ct cb%jTa cu,- COMMENTS SD ................... Storm Drain WM ............... Water Main WL.................Water Lateral ,ii ................... Joint Trench SO. .................. Subgrode B. ..................... Base SW ................. Sidewalk WB ................. Wall Bockfill AC. ................. Asphaltic Concrete DISTRIBUTION YES NO IC%32-1 IA/A. Lateral FOREMAN ICOTRACTOR JOB TRAILER - GEOCON REPRESENTATIVE J / 7// I OTHER - - - - - mo. / date / year CTIR55ItV-X1Q SHEET _____ OF AOMOORE TWINING Date: 24. FIELD DAILY INSPECTION REPORT Pagel of 3 Client Nae: 4 MTA Project No.:pç, zc 0 ( Project Name: Spvo* F Store No.: Project Address: c. Permit No: C..(... -Ct Building Code: c.ç,c.. Plan Dote: . Specification Date: . - General Contractor: CAPT Subcontractor: Inspector: Lu s Cc45#i1. Certification Number: ,'i_g #_4 1 ' Exp. Date: L.oO - Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Bose 'o Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundationi 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving d'Light Gouge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements 0 Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing $.Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other / Inspection Date: 14, (v ('S Samples Taken gYes ,n No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: 4 Cvwcci $ e '.\L L \tV r L s.c' e, ( eavvo L 1 do MtL 4I%A(4 4i'2..4° pjoc &ct.A A L't o te o- 'L enuyi..t.. ''1 rjoc Ctt.i'f O' &L D It 4 t tJ4ç O ' WJW MLlAO... cifl o&. cait 1Ij Report Continued DYes No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: )tYes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininQ.com Inspector's Signature : Date: 't fç / Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed In accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. jo MOORE TWINING 16 Date: tz.. FIELD DAILY INSPECTION REPORT Page l of 3 Client Ncirne: MTA Project No.: Project Name: 'Svoukc Store No.: j Project Address: TA _ LI AA.LJ Permit No: c.C-'LOt Building Code: CA&C t.OD Plan Date: 96 -, Specification Date: 4 .kI General Contractor: Subcontractor: Inspector: Low,. Cl44tU. Certification Number: ç ç 4'41 Exp. Date: &O Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Bose 0 Pavement AC 0 PCC Pavements 00ff-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On--Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof o Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing ...Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 13(1.1 Samples Taken 0 Yes 0 No Time Samples Taken: JnitiaI Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: (i 'M LOUtL 6, ijkwa AO.'AM L 6 r - L ( . & ei., t In L ç: L ., 17 _ Liiw' r_iI!trw Report Continued 0 Yes)( No Work inspected as outlined in this report is, to the best of this inspector's knowledge, In conformance with the approved plans and specifications: )(Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 9 . Q~ - Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm Is not responsible for construction safety. Our services were performed In accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. 0 AOMOORE TWINING Date: FIELD DAILY INSPECTION REPORT Page l of 3 Client Na?he: MTA Project No.: c.cz. o Project Name: wcci Store No:: j ( Project Address: .,,tu 2.A. ,". Permit No: l.a Building Code: tc. Plan Date: % . - ... Specification Date: 4.- Gen'al Contractor: Cç' Subcontractor: Inspector: Lu 4 Certification Number. Exp. Date: t.0 ra, - Buildg Pad 0 Utilities, 0' Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations Cl Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gouge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and TestingMosonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other , Inspection Date: Samples Taken .Yes 0 No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: eke t _t. - .--- t -.. • •. --'- .. - S a AJ. t ' '-.---- ,. ., ..,t.. •.. ' I I Report Continued D 'Yes No Work inspected as outlined in this report is, to the beat of this inspector's knowledge, in conformance with the approved plans and specifications: $.Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 F—sno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwinine.com Inspector's Signature Date: Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. /MOORE TWINING Date: FIELD DAILY INSPECTION REPORT Client Nome:,, MIA Project No.: tp Project Name: S ç vo4s tPW• fl." Store No.: j Project Address:i.cçq k.. -' 'I- .Lt -_ Permit No: C4 C. Lo Building Code: C-SC.. I.Otb Plan Date: _4L -, - Specification Date: . - General Contractor: Subcontractor: SyMy Inspector: Ls jS, Csg.#tI.s. Certification Number: Exp. Date: %oçO - Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 00ff-Site Improvements Sidewalks o Curb & Gutter 0 Foundations 0 Slab-On-Gradeo Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors O Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling a Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection U Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing a Slip-Resistance Testing 0 Floor Flatness Testing Ci Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT I-iS Bolt Testing a Spray Fire Proofing Inspection and Testing $Mosonry Inspection a Paint Thickness Testing 0 Roof Inspection Corinq 0 Sample Pickup a Other Inspection Date: 3. 1'%I Samples Taken &Yes 0 No Time Samples Taken: Winitiol Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Al - I I A ta4 4o.a6 WL dL 4C Qwa1- t4Ifl( L 44C MJ&S ALSO WACAL , JAU 8A IN 04101MI, 1.c / i 4 i pcfp.c t1(o4a1 I&4L t C.tk tVto yook c.41UI1Lt WtI vtG(LM1A,. Report Continued 0 Yes .No Work inspected as outlined in this report is, to the best of this Inspector's knowledge, In conformance with the approved plans and specifications: 4003 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 252L#Fwsno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: . ( Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project In accordance with the plans and specifications. Our firm Is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is In lieu of all other warranties either expressed or implied. of 3 S TWINING Date: .ç It./ I & FIELD DAILY INSPECTION REPORT Pagel of 3 Client Ndme: MTA Project No.: Project Name: 5 t vsA.( çc,t Sct.. Store No.: Project Address : Jao..ljL 24. c0LJ. AA. Permit No: Building Code: Plan Date: Specification Date: 4 fl - General Contractor: , Subcontractor: ?st Inspector: Lvirt, C1000 Certification Number: 'C 2 i P Date: 1.O\ - -- - O Building Pad a Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 13 Off-Site Improvements C Sidewalks a Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams a Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 tight Gauge Interior Walls/Framing o Pre-Cast Concrete 0 Other O Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT I-IS Bolt Testing 0 Spray Fire Proofing Inspection and Testing '$.Jvasonry Inspection 0 Paint Thickness Testing 0 Roof Inspection O Coring 0 Sample Pickup 0 Other V - Inspection Date: 174 9jt qp Samples Taken Yes 0 No Time Samples Token: 1nitiaI Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: IA iii ØIJCAA I b ( Ai I.._, 4 . • f .. .•__.)..• .•- . . l..._.__ ? l...._.. - '0 • a, •_.,' . - a. • . '. I . 1k.. 1AA. k.. . .A Report Continued 0 Yes &No Work inspected as outlined in this report is, to the best of this inspector's knowledge, In conformance with the approved plans and specifications: )§-Yes 0 No (If no, Inspector shall complete and attach a Discrepancy Report). MTA corporate address: 252~Ttresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininQ.com Inspector's Signature . Date: 74 t?4 ug Supervisor's Signature . Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm Is not responsible for construction safety. Our services were performed In accordance with generally accepted standards and practices. This warranty Is In lieu of all other warranties either exoressed or Imolled. ~0MOqRE ,TWINING fl Date: SItilo,FIELD DAILY INSPECTION REPORT Page 1 of 3 Client Name: AL. MTA PrOleCt No.: Project Name: 'Syvosrt' 'bq+ '" Store No.: j Project Address: ,i.is 1...... J ?h Permit No:C,C, 7.-0%'1 - Building Code: C4'jwc.. 1.O!(. Plan Date: . 1.("V Specification Date: ah • - General Contractor: C4 Subcontractor: ?'' Inspector: Luis C.cic.4U o Certification Number: 4"1 Exp. Date: 7 - Building Pad o Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 00ff-Site improvements O Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rock and Shelving 0 light Gouge Interior Walls/Framing o Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0. Field Welding Inspection 0 Shop Welding Inspection 0 NDT I-IS Bolt Testing 0 Spray Fire Proofing Inspection and Testing,$..Mosonry Inspection 0 Paint Thickness Testing 0 Roof inspection Coring 0 Sample Pickup 0 Other Samples Taken)LYesn No Time Samples Taken: %%*. %* 0 Initial Inspection a Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: ,'t - .. n t Ali vt VSAIM "VV,- ('vn ML Je , 4t'(Ot Lek %e4M \" "' / ' - " ' (i. øe&j L ?1r). %wtte "12. 4iO .)tLV.i OL - LCtk i t'oç a4A I,* . 'k oLs &,iw t,&\oiCAJ1640J 40'c.Z\ek c4L 6air& Report Continued 0 Yes .No Work inspected as outlined in this report Is, to the best of this Inspector's knowledge, In conformance with the approved plans and specIfications: $..Yes 0 No (If no, Inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 resno Street, Fresno, CA 93721 (800.268.7021). Webslte: www.mooretwinino.com Inspector's Signature Date: ",fc. Its Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm Is not responsible for construction safety. Our services were performed In accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or Implied. Inspection Date: 1 AW ~MR~~TWINING T E 5, I N C. $ Date: 04-02-18 FIELD DAILY INSPECTION REPORT Page 1 of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: SDrouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA 3 t. Permit No: CBC201 7-0430 Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Inspector: DAVID BARN ETT Certification Number: AWS CWI 08061691 / ICC 5228298 Exp. Date: 2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter I Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 04-02-18 Samples Taken 0 Yes I No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear ASTM A-615 grade 60 #4 and #5 rebar at the Loading Dock Truck Well Screen and C.I.P. walls. C.I.P. wall with (2) #5 continuous (bottom) and #5 vertical dowels at 18" O.C. per 19 / S4.0. Line 7 CMU Screen Wall with (4) #5 continuous top and bottom and #4 transverse bars at 12" O.C. with #5 vertical dowels at 8" O.C. per 16 /S4.0. Report Continued 0 Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com QA Review -Initials. Inspector's Signature Date: 04-02-18 W• Supervisor's Signature Date: Engineer's Signature . Date: We do not undertake the guarantee of construction nor do we relieye the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. WM~CrlA TWINING T ES, I N C. Date: 04-02-18 FIELD DAILY INSPECTION REPORT Page 1 of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: SDrouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC201 7-0430 Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Bell Bros. Inspector: DAVID BARNETT Certification Number: AWS CWI 08061691 / ICC 5228298 Exp. Date: 2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls I Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving o light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Cl Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 04-02-18 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Observed Bell Bros. Certified Welders (on file) for proper procedures and techniques using the FCAW process with E71T-8 .072 wire electrodes. Lines AtoE/1 t06: Bar joists installed transversely to the girders lines between the side walls. The tagged ends of joists have been properly orientated in the up slope direction per plans. Joist seats to girder and L 2 1/2" x 2 1/2" x 5/16" joist to joist strap angles line 2, 3, 4, 5 / A to E. per 4 and 8 / S5.0. L6x4x5/16 stiffener angles (2) bays from Walls at 48" O.C. and L 2 1/2" x 2 1/2" Joist ledger angles at lines A and E / 1 to 6 per 4 and 8 / S5.0. L6x4x1/4 drag angles Joist to wall embed pockets and L 2 1/2" x 2 1/2" ledger lines A and E / 1 to 6 and 7/A to B per 1 /S5.0. Horizontal joist bridging and RTU curb framing remains in progress. Welding noted above appears free of visual defects and to be in compliance with the approved plans and specifications Report Continued 0 Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com QA Review - Initials. - Inspector's Signature Date: 04-02-18 .',Supervisor's Signature Date: Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. A0~4MR~~TWINING T E 5, INC. Date: 03-30-18 FIELD DAILY INSPECTION REPORT Page 1 of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: Sorouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC201 7-0430 - Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI - - Subcontractor: Bell Bros. Inspector: DAVID BARN ETT Certification Number: AWS CWI 08061691 I ICC 5228298 Exp. Date: 2020 Building Pad o Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls I Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing o Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 03-30-18 Samples Taken 0 Yes I No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Observed Bell Bros. Certified Welders (on file) for proper procedures and techniques using the FCAW process with E71T-8 .072 wire electrodes. L6x4x5/16 stiffener angles (2) bays from Walls at 48" O.C. and L 2 1/2" x 2 1/2" Joist ledger angles at lines A and E / 1 to 6 per 4 and 8/ S5.0. Joist to wall embed pockets and L 2 1/2" x 2 1/2" ledger lines E / 1 to 6 and 7/A to B per 1 /S5.0 Joist seats to girder and L 2 1/2" x 2 1/2" x 5/16" joist to joist strap angles line 2 / A to E. per 4 and 8 / S5.0. Welding noted above appears free of visual defects and to be in compliance with the approved plans and specifications. Report Continued 0 Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininq.com QA Review -Initials. Inspector's Signature Date: 03-30-18 Supervisor's Signature Date: Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. S A0 4MR~~TWINING TES, INC. Date: 03-28-18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: SDrouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC201 7-0430 Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Bell Bros. Inspector: DAVID BARNETT Certification Number: AWS CWI 08061691 / ICC 5228298 Exp. Date: 2020 Building Pad 0 Utilities o Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks o Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls U Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving o light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing Cl Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 03-28-18 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Observed Bell Bros. Certified Welders (on file) for proper procedures and techniques using the FCAW process with E71T-8 .072 wire electrodes. L6x4x5/16 stiffener angles (2) bays from Walls at 48" O.C. and L 2 1/2" x 2 1/2" Joist ledger angles at lines A and E / 1 to 6 per 4 and 8 / S5.0. Joist seats to girder and L 2 1/2" x 2 1/2" x 5/16"joisttojoist strap angles line 2 / A to E. per 4 and 8 I S5.0. Welding noted above appears free of visual defects and to be in compliance with the approved plans and specifications. Report Continued 0 Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: U Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.moorelwininq.com QA Review - Initials. Inspector's Signature Date: 03-28-18 Supervisor's Signature Date: Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is In lieu of all other warranties either expressed or implied. <oV)l GEOCON 0 GRADING dTRENCH BACKFILL FIELD REPORT PAGE OF DAY OFWEEK /"3v - 4THER DATE /_Z.(,_/ t REPORT NO. I '0 - rR7OJECTNAME W . P % PROJECT NO. CS3' #3 0 '8 PHONE irrt jc. PROJECT MANAGER FIELD TECHNICIANAUTHOR 1'f'1. L CONTRACTOR a PROJECT BRIEFING 0 YES DATE / '(3 /PREVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN J4, PLANS AND SPECIFICATIONS G"UNCHANGED TITLE EQUIPMENT WORA<ING AND TYPE OF COMPACTOR - S..if (4I'- BY APPROVAL DATE REV. DATE G 004 WEATHER -SOURCE OFFILL FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW-UP FIELD REPORT? ONO dYES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: WHAT IN PARTICULAR SHOULD BE OBSERVED, CHECKED. OR TESTED DURING NI VISIT? WAS A MEMO ISSUED TODAY? NO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS. OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. -. Al" ..JIJ If 11) fro4 .-----..- .---"-__ F:l( fiit—, :7, . . - oMtf.r a' é' - .F'1t ,', _ctpf.........- o,Iç .1. d ., ode 3h . O/, Jh" ''6r4 _b .COSi44&'I"-., .4.e-i cmkI .. - t'-c4'eI atoL.v%S .c0( UThcoe 5, 94 po1.s 'VeM tcp c 4 £ -- ---------- FIELD T) TECHNICI N ( I 1k— DATE hGfji HOURS 3.o 0.1 LISTS ON-SITE VISITORS NUMBER OF DENSITY TESTS TAKEN .J , CLIENT REPRESENTATIVE SIGNATURE X NOTICE: The professional engineer is represented on site Soleley to observe operations of the contractor identified, form opinions about the adequacy of those operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL U MATERIALS 0 6960 FLANDERS DRIVE U SAN DIEGO, CALIFORNIA 92 12 1-2974 .. TEL(858) 558-6900 • FAX(858)558-6159 FOUNDATION OBSERVATION REPORT PROJECT NAME: WPToe.i'/ PROJECT NO. _ LOCATION: 5PPA7 13L)& LO4~Z\/ F''ZZAf X4V47AI zc.iGrn ! AGENCY PROJECT NO: APPROVAL / PERMIT NOS: FOUNDATION TYPE: CONVENTIONAL POST-TENSIONED DATE _.._ ADDITIONAL OBSERVATION REQUIRED , SUBSTANTIAL. CONFORMANCE PURPOSE OF OBSERVATION Of Check soil conditions exposed are similar to those expected Check footing excavations extend to minimum depth recommended in soil report ' -I Ik Check footings have been extended to an appropriate bearing strata O Other APPLICABLE SOIL REPORT: TITLE DATE: SOIL REPORT RECOMMENDATIONS BASED ON: Expansion Condition 0 Very Low (0-20) 0 Low (21-50) 0 Medium (51-90) 0 High (91-130) 0 Very High (>130) Fill Geometry Other: MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth: 0 12 Inches D 18 Inches 0 24 Inches OTHER Footing Reinforcement: 0 No.4 T&B 0 2-No.4 T&B D 2-No.5 T&B D Post-Tensioned OTHER: Interior Slob Reinforcement: 0 6x6-10/10 0 6x6-6/6 0 No.3@241nche5 0 No.3@181nches 0 Post-Tensioned FOUNDATION CATEGORY: DNA DI DII ______________________ 0 - OBSERVATIONS: Substantial conformance with Soil Report Substantial conformance with Foundation Plans. Identify ,51 : Other 'FP/PRQ&ED P7ZA& EXv4T4/ R.Q 1 COMMENTS: NOTE: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THE SOIL MOISTURE CONTENT SHOULD BE MAINTAINED. - . - - c 51- ,4_w, F0R2013 FIELD COPIES TO GEOCON REPRESENTATIVE MOORE TWINING 1 Vj/A S S 0 C IA T E 5, I N C. 46 Date: 04-06-18 FIELD DAILY INSPECTION REPORT Page l of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: Smuts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC201 7-0430 Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: PSI Masonry Inspector: DAVID BARNETT - Certification Number: AWS CWI 08061691 / ICC 5228298 Exp. Date: 2020 O Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors El Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection 0 Coring 0 Sample Pickup 0 Other Inspection Date: 04-06-18 Samples Taken I Yes 0 No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Arrived on site at 12:45 for scheduled 14:00 masonry grout placement at the loading dock 12" CMU screen wall. At the time of my arrival most of the 12" CMU block had already been placed and the top (3) courses were still in progress. The through-wall weep hole sleeves at bottom of the wall per 16 /S4.0 were not installed. The grout arrived at 14:45 1 hr. 15 mm. after batching. The masonry foreman was not present so i informed the pump operator and the driver that "IF" they were going to add any water they needed to do it prior to 90 mm. after batching. The pump operator requested the driver to bring the grout to a 10" slump the truck driver added (27) gallons which put the grout at approximately 11" slump. The mortar was still fairly green as the grout placement commenced. The height of the wall at the dock end was 54" above the footing (2) blowouts occurred in the 64" section and (2) other blowouts occurred in the top (3) courses mid point of the wall. The Mason ordered (7) yards of grout and came up (3) yards short. While waiting for the (3) yard clean up the masons were able to make the necessary repairs to the blowouts and complete the pour at 16:30. During thewait time for the (3) yard clean -up load the grout in the walls retained its plasticity and the temperature remained below 80 degrees Type of Mortar used, mixing time / techniques are unknown. (4) 3 x 3 x 6 Grout Samples were cast. Report Continued 0 Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwinin.q.com GA Review - Initials. Inspector's Signature Date: 04-06-18 W Supervisor's Signature Date: Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. J4'MOORE TWINING E 5, I N C. I Date: 04-03-18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: SDrouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC201 7-0430 Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Precision Concrete Inspector: DAVID BARNETT Certification Number: AWS CWI 08061691 / ICC 5228298 Exp. Date: 2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter o Foundations o Slab-On-Grade I Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing Cl Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Non-Shrink Grout Inspection Date: 04-03-18 Samples Taken I Yes 0 No Time Samples Token: 12:00 I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Observed placement of Hub 100 II non-shrink grout which meets the requirments of ASTM C-i 107 The grout was mixed using an electric drill and mixing paddle to a flowable consistency and placed per the manufacturers recommendations. (12) Interior column base plates at lines 2, 3, 4, 5/, B, C, D. (3) 2"x2"x2" cube samples were cast. Report Continued o Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MIA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwinin.q.com QA Review - Initials. D. Inspector's Signature 'I2 —c---'-' Date: 04-03-18 W Supervisor's Signature Date: Engineer's Signatur Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING ASSQc,A TES, INC. Page lof 1 REINFORCING STEEL AND CONCRETE REPORT Date: 4/3/18 Project Name: SPROUTS MTA Project No.: 256625.01 Store No.: N/A Inspector (Print): David Barnett Project Address: 2634GatewayDr. Certification No.: ICC5228298 City, State: Carlsbad,CA. Weather: CLEAR Client Name: SHEAPROPERTIES General Contractor: CS! Approved Project Plans Dated: 2/15/18 Specifications Dated: 2/15/18 Code/Acceptance Standards: CBC2016 Reference Section: 3312 Building Permit / DSA No.: 2017-0430 REINFORCING STEEL Footing Tilt-up Wall Panels El Other: 0 Sidewalk I Curb 0 Elevated Deck Non-Shrink Grout 0 Slab on grade 0 Shear Walls Form Work Sub Grade 0UfferGround 0 Vapor Barrier 0 Anchors 0 Other 0 Reinforcing Steel 0 PIT Tendons id Line I_Location: (12) Interior Column Base Plates Lines2,3,4,5/B,C,D El CONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY El Foundation 0 Sidewalk/ Curb O Tilt-up Wall Panels 0 Elevated Deck O Other: 0 Slab on grade Supplier: Cemex Required Strength: 4000 Yards Placed: 20 Consolidated By: Vibrator Other: Concrete Mix Design No.: Method Placed: Tailgate 1577774 El Please see attached Concrete Sampling Data Report Discrepancies Issued: 1J No U Yes (If yes, see attached Discrepancy Report) 4/3/18 apector Signature Date CORPORATE CORONA MONTEREY 2527 Fresco Street 595 Harulngton SUeet, Ste. II 501 Ortiz Avenue Fresno, CA 93721-1954 Cs-ens, CA 92879 Sand City, CA 92955 (559) 268-7021 (951) 898-8932 (831) 392-1056 Fax 268.7126 Fax 898.6974 Fax 392-1559 SACRAMENTO 5675 Power Inn Road, Suite C Sacramento, CA 95824 (916)381-9477 Fax 381.9478 AW 1~MR~~TWINING !A T ES, I N C. Date: 04-03-18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: Sorouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC201 7-0430 Building Code: CBC 2016 Plan Dote: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Precision Concrete Inspector: DAVID BARN ETT Certification Number: AWS CWI 08061691 / ICC 5228298 Exp. Date: 2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter I Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof o Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete D Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection I Concrete Sampling I Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 04-03-18 Samples Taken I Yes o No Time Samples Taken: 12:00 Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Footings at the Loading Dock Truck Well Screen and C.I.P. walls. Observed placement and consolidation of concrete mix #1577774 (4000 psi) by Cemex Ready-Mix (20) cubic yards were placed by tailgate method. Slump 5" Ambient Air 57f. Concrete Temp. 74f. (5) 4x8 Sample Cylinders were cast. Report Continued 0 Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwinin.q.com QA Review -Initials. • Inspector's Signature Date: 04-03-18 Supervisor's Signature Date: Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING _A SS 0 C IA T E 5, I N C. 16 Page lof 1 REINFORCING STEEL AND CONCRETE REPORT Date: 4/3/18 Project Name: SPROUTS MTA Project No.: D56625.01 Store No.: N/A Inspector (Print): David Barnett Project Address: 2634GatewayDr. Certification No.: ICC5228298 City, State: Carlsbad,CA. Weather: CLEAR Client Name: SHEAPROPERTIES General Contractor: CS! Approved Project Plans Dated: 2/15/18 Specifications Dated: 2/15/18 Code/Acceptance Standards: CBC2016 Reference Section: 3312 Building Permit / DSA No.: 2017-0430 REINFORCING STEEL Footing Tilt-up Wall Panels El Other: 0 Sidewalk I Curb 0 Elevated Deck 0 Slab on grade 0 Shear Walls 0 Form Work Sub Grade 0 Uffer Ground 0 Vapor Barrier 0 Anchors 0 Other 0 Reinforcing Steel R1 PIT Tendons arid Line I Location: Loading Dock Screen Walls iJ CONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY El Foundation 0 Sidewalk/ Curb Tilt-up Wall Panels 0 Elevated Deck O Other: 0 Slab on grade Supplier: Cemex Required Strength: 4000 Yards Placed: 20 Consolidated By: Vibrator Other: Concrete Mix Design No.: Method Placed: Tailgate 1577774 El Please see attached Concrete Sampling Data Report Discrepancies Issued: El No 0 Yes (If yes, see attached Discrepancy Report) pectorSignature 4/3/18 Date CORPORATE CORONA MONTEREY 2327 Fresno Street SE) Harrington Street, Ste. I I CA 93721-1554 501 Ortiz AvenueFresro, Corona. CA 92879 Sand City, CA 92955 (559) 268-7021 (951)898-8932 (831) 392-1056 Fax 268-7126 Fax 898-8974 F95 392.1059 SACRAMENTO 5675 Power Inn Road, Suite C Sacramento, CA 95824 (916) 381.9477 Fax 381-9478 i1MOORE TWINING T F 5, I N C. Date: 03-30-18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: SHEA PROPERTIES MTA Project No.: 056625.01 Project Name: SDrouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC201 7-0430 Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Bell Bros. Inspector: DAVID BARNETT Certification Number: AWS CWI 08061691 / ICC 5228298 Exp. Date: 2020 Building Pod ci Utilities o Pavement Sub-grade 0 Pavement Bose 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls I Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 03-30-18 Samples Taken 0 Yes I No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Observed Bell Bros. Certified Welders (on file) for proper procedures and techniques using the FCAW process with E71T-8 .072 wire electrodes. L6x4x5/16 stiffener angles (2) bays from Walls at 48" O.C. and L 2 1/2" x 2 1/2" Joist ledger angles at lines A and E / 1 to 6 per 4 and 8 / S5.0. Joist to wall embed pockets and L 2 1/2" x 2 1/2" ledger lines E / 1 to 6 and 7/A to B per 1 /S5.0 Joist seats to girder and L 2 1/2" x 2 1/2" x 5/16" joist to joist strap angles line 2 / A to E. per 4 and 8/ S5.0. Welding noted above appears free of visual defects and to be in compliance with the approved plans and specifications. Report Continued o Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininq.com QA Review - Initials. Inspector's Signature Date: 03-30-18 W Supervisor's Signature Date: Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. zw MOORE TWINING S 5 0 ( / A 1 1 5. / N C Date: 03-28-18 FIELD DAILY INSPECTION REPORT Paqe 1 of 1 Client Name: SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: Sorouts Store No.: N/A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC2017-0430 . Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Bell Bros. Inspector: DAVID BARNETT Certification Number: AWS CWI 08061691 /1CC 5228298 Exp. Date: 2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams 0 Walls I Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Point Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 03-28-18 Samples Taken 0 Yes No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear . Observed Bell Bros. Certified Welders (on file) for proper procedures and techniques using the FCAW process with E71T-8 .072 wire electrodes.. L6x4x5/16 stiffener angles (2) bays from Walls at 48" O.C. and L 2 1/2" x 2 1/2" Joist ledger angles at lines A and E /1 to 6 per 4 and 8 / S5.0. Joist' seats to girder and L 2 1/2" x 2 1/2" x 5/16" joist tojoist strap angles line 2 / A to E. per 4 and 8 / S5.0. Welding noted above appears free of visual defects and to be in compliance with the approved plans and specifications. Report Continued Q Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininq.com QA Review - Initials. Inspector's Signature Date: 03-28-18 Supervisor's Signature Date: Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were perfomwd in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. A0~4MR~~TWINING TES, INC. Date: 3-26-18 FIELD DAILY INSPECTION REPORT Pagel of 2 Client Name: Sprouts Inc. MTA Project No.: D56625.01 Project Name: Sprouts Bressi Ranch Store No.: N/A Project Address: N.W. Corner of El Fuerte St. and Gateway Ave. Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: CBC 2016 Plan Date: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Construction Subcontractor: PSI Masonry Inspector: Lisa Gutzwiller Certification Number: 8006956 Exp. Dote: 11/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Cl Coring 0 Sample Pickup 0 Other Inspection Date: 3-26-18 Samples Taken I Yes 0 No Time Samples Taken: 7:45A Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Aft Weather: 55F Clear On site for observation of CMU grout placement. In accordance with approved specification, grout design mix #RS200G42, 2000 psi, slump of 9" was provided by Robertson's Ready Mix to approved specification. Samples and testing were performed. Ambient air temperature 55F, grout temperature of 73F, stump 9" and one set of 3"X6" samples were cast. Mechanical consoildation and re-consolidation were performed. A total of 16 yards placed. Placement location were the front of building pilasters. In accordance with Note 4-H at S-i, high lift grout is permitted up to 16'. Pilaster heights were 12' and 134". Once the grout was placed, 1/2"Xl0" J hook anchors were placed at 32" O.C. at in the grout at the top of the pilasters. This was in accordance with detail 1 at S5-1. Report Continued 0 Yes It No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: R Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 3-26-18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. 1Y ORE 55 0 C I A SPECIAL INSPECTION MASONRY REPORT Project Name: Sprouts Bressi Ranch Store No.: N/A Project Address: N.W. Corner of El Fuerte St. and Gateway Ave. City, State: Carlsbad, CA Client Name: Sprouts Inc. Approved Project Plans Dated: 8/7/17 Code/Acceptance Standards: CBC 2016 TWINING TES, INC. Page 2 Date: 3-26-18 MTA Project No.: D56625.01 Inspector (Print): Lisa Gutzwiller Certification No.: 8006956 Weather: 55F Clear General Contractor: CSI Construction Specifications Dated: 8/7/17 Reference Section: Specification 4200 Building PermitlDSA No.: CBC 2017-0430 MASONRY INSPECTION: O Line: from: to Height: O Line: from: to Height: D Line: from: to Height: O Line: from: to Height: O Line: from: to Height: O Line: from: to Height: 0 Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: DYes [3 No GROUT PLACEMENT INSPECTION: El Yes DI No tO High Lift LZJ Low Lift El Line: Pilaster at Front of Store from: to Height: 12' and 13'4' Final lift Dune: from: to Height: 13 Line: from: to Height: DI Line: from: to Height: ULine: from: to Height: 13 Line: from: to Height: Mix #: RS200G42 Cubic Yards Placed: 16 Consolidated by: 0 Vibration ID Rodding GROUT sample(s) taken: I Yes 0 No # of sets: El 1 Line: Pilasters at front of store from: to Height: final lift U Line: from: to Height: MASONRY PRISM sample(s) taken: DI Yes 0 No # of sets: DI Line: from: to Height: MORTAR sample(s) taken: ID Yes El No # of sets: OLine: from: to Height: Notes: Discrepancies issued: 0 No El Yes (If yes, see attached Discrepancy Report) 3-26-18 Inspector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 589 Hamngton SIlent. Ste. II 501 Onto Anenax 5675 Fewer Inn (9055, Suite C Fresno. CA 93721-18)4 Corona. CA 92879 Sand Coy, CA 93955 Sacramento, CA 95824 (559) 2684021 (951) 898-8932 (831) 392-1056 (916) 381-9577 Fax 268-7126 Fax 958-8974 Fax 392-1959 Fax 381-9478 f J MOORE TWINING /T Date: Sliq 1146 FIELD DAILY INSPECTION REPORT Page 1 of 3 Client Ndme:qq2C6.1hrS,MTA Project No.: Project Name: ev qtou or 't °" CA Store No.: W Project Address: Permit No: C.1 C. 1.0fl Building Code: C,C. 7.O%(. Plan Date: _.. Specification Date: 4 - Yj General Contractor: Subcontractor: IPS C Inspector: '.A)S Qc%tt. Certification Number: Exp. Date: 2o Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 13 Off-Site Improvements Sidewalks 0 Curb & Gutter a Foundations a Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses a Deck a Suspended Floors Roof a Rack and Shelving o light Gouge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other E3 Sampling 0 Earthwork Observation & In-Place Density Testing o Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Botch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements O Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: Samples Taken 0 Yes %No Time Samples Taken: $Jnitial Inspection 0 Re-Inspection a Out-of-Scope Inspection or Testing Weather 4 C1 A t • - .. - ,-.-.- .. . .... ,- - -- - ,- Report Continued oYesXNo Work inspected as outlined In this report Is, to the best of this inspector's knowledge, In conformance with the approved plans and specifications: EYes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fr r,o Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwinlng.com Inspector's Signature Date: 15( 1 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project In accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed In accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ~OMOORE TWINING O Date: FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: c, MTA Project No.: Project Name: tilo e. %403'sz 94v^& Store No.: 3 Project Address: m__t. '.-Lt_- 1 Permit No: C4116. It - Building Coda: C,%C, W Plan Date: Q. • Specification Date: General Contractor: c,t Subcontractor: Inspector: Certification Number: Exp. Date: - Building Pod 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slob-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing o Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing a Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing o Spray Fire Proofing Inspection and Testing $Jvasonry Inspection 0 Paint Thickness Testing 0 Roof Inspection 0 Coring 0 Sample Pickup 0 Other / ' Inspection Date: J, (, Samples Taken PesiJ No Time Samples Taken: $.InifloI Inspection 0 Re-lhspection a Out-of-Scope Inspection or Testing Weather: a %tIAd IL CA01 L ' I - .1 - £ ,-. ..•.& I I £1 I I A Report Continued DYes çY.No Work inspected as outlined in this report Is, to the best of this Inspector's knowledge, in conformance with the approved plans and specifications: .Xes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Vrespo Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: I Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance ' rardad standards and practices. This warranty is in lieu of all other warranties either expressed or implied. /M(~ORE TWINING A S S 0 C IA TES, INC. Date: 4/13/18. '' FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: Shea Prooerties. MTA Project No.: D56625.01 Project Name: Shea ProD. Carlsbad. Bressi Ranch. SDrouts Store No.: N/A Project Address: 2634Gateway Rd, Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: 2013 Plan Date: 02/15/18 Specification Date: 02/15/18 General Contractor: CSI Construction Subcontractor: Inspector: Micheil M Saad Certification Number: 5198968 City # 886 Exp. Date: 6/29/18 oBLrilding Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks ci Curb &Gutter.D Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rak arid Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Screen Walls .0 S6rn'pling 0 Earthv'otk bbsérvation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Rlative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring D'Sample Pickup 0 Other Inspection Date: 4-1.3-1.8 : Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection o Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny... .: •. Observations:. Ferformed visual observation for welding performed by certified welders The welders used FCAW NR 232 with 072 DIA Electrodes to weld 3 screen walls framing at the roof located between grid lines ..5;3.7, B.3 and B:9.. - Weld osistof the.follwihg: Weld tube steel post HSS 4x4x3/1 6" to 3/8" x 8"x8" base plate 3/16" fillet weld all-around as per detail 7/S5.3 Weld tube steel post HSS 4x4x3/1 6" to tube steel HSS 4x4x3/1 6" beam 3/16" fillet weld 2" long as per detail 7/S5.3. Weld pipe bracing 3 dia to tube steel post HSS 4x43/16" and 3/8" x 8"x8" base plate 3/16" fillet weld all-around as per detail 7/S5.3 .. Work complete at the above location' End ofreport Report Continued 0 Yes No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: U Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature - Date: 4/13/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do. we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. N.D.T. Tvoe V Visual UT Ultrasonic Testing MT Magnetic Partical Testing OT Dye Penetrant Testing k 6*E TWINING SSOCI A T F 5, INC. FIELD WELDING INSPECTION REPORT Project Name Shea Prop. Carlsbad,Bressi Ranch, Sprouts Store # Date of Inspection 4/13/18 Project Address Gateway & El Fuerte St, Carlsbad, CA. Detail(s) 7/S5.3 MTA Project No. D56625.01 Approved Plans Specifications Inspector (Print) Mictieil M Saad Building Permit/ DSA No. CBC 2017-0430 Process FCAW WELD/CONNECTION TYPES MEMBER/JOINT TYPES AS Arc Spot Weld CP Complete Penetration Groove Weld FB Flare Bevel Groove Weld FW Fillet Weld PP Partial Penetration Groove Weld SS Steel Stud BB Beam to Beam PC Plate to Column BC Beam to Column TA Tube Steel to Angle CC Column to Column TB Tube Steel to Beam DB Deck to Beam AB Angle to Beam GB Gusset Plate to Beam TS Tube Steel to Tube Steel GC Gusset Plate to Column JG Joist to Girder AA Angle to Angle RA Rebar to Angle PB Plate to Beam AJ Angle to Joist Detail Weld/Connection Type Member/Joint Type Item N.D.T. Type Accept Reject In Complete Progress Remarks/Notes 7/S5.3 FW TT Tube steel to tube steel V X X Notes: Discrepancies Issued: No D Yes (If yes, see attached Discrepancy Report) 5198968 4/13/18 Inspector Signature AWS/lCC Certification No. Date CORPORATE CORONA MONTEREY SACRAMENIO 2927 F,UIO 55et A4) Hanllgtnn5tleet. 590.11 W1 O10 940nta 0675 Pc'le 11017006. SUOO C rre959. CA 93721.1954 Caul CA 92079 0305 City. CA 83995 Sac,ome,10. CA 90031 (593)209.7021 (951)893.8532 (831) 322.1056 (916)381.9477 r- 21.107120 106 190.0574 001292.1109 F. 201.9470 W~~Crl TWINING A T ES, I N C. Date: 4/12/18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: Shea Properties. MTA Project No.: D56625.01 Project Name: Shea Prop. Carlsbad. Bressi Ranch. Sorouts Store No.: Project Address: 2634Gateway Rd, Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: 2013 Plan Dote: 02/15/18 Specification Date: 02/15/18 General Contractor: CSI Construction. Subcontractor: 02/15/18 Inspector: MICHEIL SAAD Certification Number: 5198968 City # 886 Exp. Date: 6/29/2018 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks o Curb & Gutter o Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete I Other Water proofing Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup I Other Water oroofinQ Inspection Date: 4/12/18 Samples Taken 0 Yes I No Time Samples Taken: Initial Inspection 0 Re-Inspection I Out-of-Scope Inspection or Testing Weather: Clear On site as requested to verify the installation of the waterproof membrane over the CMU walls as per note #32 in detail A5.3. The concrete applied the approved waterproof material TREMproof 250G0 to all exterior walls from the top of footing to finished grade and installed TREMrain over the TREMproof 250GC as per detail 1, 2, 3, 4, 5 & 6/A5.4 in reference to detail Al and 2/SD1 .1. End of report Report Continued 0 Yes I No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: Ii Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: 4/12/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. -V - b CD cr c C —. CO 8 OLVA80 5012C TREMPrOW4i..' Il I iiMOORE TWINING 3j/A S S 0 C IA T ES, I N C. Date: 4/12/18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: Shea Properties. MlA Project No.:D56625.01 Project Name: Shea ProD. Carlsbad.Bressi Ranch. Sorouts Store No.: N/A Project Address: 2634Gateway Rd, Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: 2013 Plan Dote: 02/15/18 Specification Date: 02/15/18 General Contractor: CSI Construction Subcontractor: Inspector: Micheil M Saad Certification Number: 5198968 City # 886 Exp. Date: 6/29/18 Building Pad 0 Utilities o Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements CI Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Screen Walls Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 4-12-18 Samples Taken o Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Observations: Performed visual observation for welding performed by certified welders. The welders used FCAW NA 232 with .072 DIA. Electrodes to weld 3 screen walls framing at the roof in the following locations: Between grid lines 2, 3, C.7 and C.1 Between grid lines 5.6, 4.2, C.1 and C.7. Between grid line 1.5, 2, B.5 and C.7. - Weld consists of the following: Weld tube steel post HSS 4x4x3/1 6" to 3/8" x 8"x8" base plate 3/16" fillet weld all-around as per detail 7/S5.3 Weld tube steel post HSS 4x4x3/1 6" to tube steel HSS 4x4x3/1 6" beam 3/16" fillet weld 2" long as per detail 7/S5.3. Weld pipe bracing 3" dia to tube steel post HSS 4x4x3/1 6" and 3/8" x 8"x8" base plate 3/16" fillet weld all-around as per detail 7/S5.3 Work complete at the above location. End of report. Report Continued 0 Yes Ii No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 4/12/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or Implied. N.D.T. TvDe V IVisual UT Ultrasonic Testing MT Magnetic Partical Testing DI Dye Penetrant Testing CWE TWINING SSOCIA TES, INC. FIELD WELDING INSPECTION REPORT Project Name Shea Prop. Carlsbad,Bressi Ranch, Sprouts Store # Date of Inspection 4/12118 Project Address Gateway & El Fuerte St, Carlsbad, CA. Detail(s) 7/S5 & 8/S5 MTA Project No. 056625.01 Approved Plans Specifications Inspector (Print) Micheil M Saad Building Permit I DSA No. CBC 2017-0430 Process FCAW WELD/CONNECTION TYPES MEMBER/JOINT TYPES AS Arc Spot Weld CP Complete Penetration Groove Weld FB Flare Bevel Groove Weld FW Fillet Weld PP Partial Penetration Groove Weld SS Steel Stud I BB Beam to Beam PC Plate to Column BC Beam to Column TA Tube Steel to Angle CC Column to Column TB Tube Steel to Beam OB Deck to Beam AR Angle to Beam GB Gusset Plate to Beam IS Tube Steel to Tube Steel GC Gusset Plate to Column JG Joist to Girder M Angle to Angle RA Rebar to Angle PB Plate to Beam AJ Angle to Joist Detail Weld/Connection Type Member/Joint Type Item N.D.T. Type Accept Reject In Complete Progress Remarks/Notes 8/S5 FW AP Angle to Plate V X X 7/S5 FW AA Angle to angle V X X Notes: Discrepancies Issued: [0 No D Yes (If yes, see attached Discrepancy Report) 5198968 4/12/18 Inspector Signature AWSIlCC Certification No. Date 2,7/ Frewo Street reom. CA 93721.1001 (569)208-7021 r9. ?G&? IN. J1,TIMOORE TWINING ,1/A S S 0 C IA T ES, I N C. Date: 4/11/18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: Shea Properties. MTA Project No.: D56625.01 Project Name: Shea ProD. Carlsbad,Bressi Ranch, SDrouts Store No.: N/A Project Address: 2634Gateway Rd, Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: 2013 Plan Date: 02/15/18 Specification Date: 02/15/18 General Contractor: CSI Construction Subcontractor: Inspector: Micheil M Saad Certification Number: 5198968 City # 886 Exp. Date: 6/29/18 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors C3 Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection 0 Coring 0 Sample Pickup 0 Other Inspection Date: 4-11 -18 Samples Taken 0 Yes I No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Observations: Performed visual observation for welding performed by certified welders. The welders used SMAW with 6022 Electrodes to weld roof metal deck 1/2 inch puddle weld. Weld pattern is 36/7 for panel end and panel laps 36/4 for other panel. Weld completed for all attachment panel. attachment lap and end lap for all the deck. The contractor punch lock side lap with VSC2 @ 24 inch on center as per detail 17/S1.1. Work completed for the metal deck. End of report. Report Continued 0 Yes No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: 4/11/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the prcect in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. OORE TWINING ]i2fASsoCIA TES, INC. FIELD WELDING INSPECTION REPORT Project Name Shea Prop. Carlsbad,Bressi Ranch, Sprouts Store # Project Address Gateway & El Fuerte St, Carlsbad, CA. Detail(s) 7/S5 & 8/S5 Approved Plans Specifications Building Permit I DSA No. CBC 2017-0430 Process FCAW WELD/CONNECTION TYPES MEMBER/JOINT TYPES Date of Inspection 4/11/18 MTA Project No. 056625.01 Inspector (Print) Micheil M Saad AS Arc Spot Weld CID Complete Penetration Groove Weld FB Flare Bevel Groove Weld FW Fillet Weld PP Partial Penetration Groove Weld SS Steel Stud I BB Beam to Beam PC Plate to Column BC Beam to Column TA Tube Steel to Angle CC Column to Column TB Tube Steel to Beam DB Deck to Beam AB Angle to Beam GB Gusset Plate to Beam IS Tube Steel to Tube Steel GC Gusset Plate to Column JG Joist to Girder AA Angle to Angle RA Rebar to Angle PB Plate to Beam AJ Angle to Joist N.D.T. Tvoe V Visual UT Ultrasonic Testing MT Magnetic Partical Testing DT Dye Penetrant Testing Detail Weld/Connection Type Member/Joint Type Item N.D.T. Type Accept Reject In Complete Progress Remarks/Notes 17/S1.1 PW panel to Angle joist V X X Notes: Discrepancies Issued: EEl No 0 Yes (If yes, see attached Discrepancy Report) 5198968 4/11/18 j' Inspector Signature AWSIICC Certification No. Date CORPORATE CORONA MONTEREY SACRAMENTO • 2527 Fresno Street ttSt Haeelgtretseeet. Ste. U rressre. CA 93721.1(0.1 Comm. CA 92079 (557)209.7021 (151)898.8932 SOt OttO JWOfSfl Sofa City. CA 93905 (839)372-1058 5675 t'O.,eqtflfl 0.004. SuIte C Sacremereo. CA 95021 (916)381.0477 is rIo 299.7129 Fax (004074 Fee 792.1(09 F.20-947a i MOORE TWINING S S 0 C IA T E 5, I N C. Date: 4/9/18 FIELD DAILY INSPECTION REPORT Pagel of 1 Client Name: Shea Properties. MTA Project No.: D56625.01 Project Name: Shea ProD. Carlsbad.Bressi Ranch, Sorouts Store No.: N/A Project Address: 2634Gateway Rd, Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: 2013 Plan Date: 02/15/18 Specification Date: 02/15/18 General Contractor: CSI Construction Subcontractor: Inspector: Micheil M Saad Certification Number: 5198968 City # 886 Exp. Date: 6/29/18 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade Cl Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Botch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 4-9-18 Samples Taken 0 Yes No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Ah Weather: sunny Observations: Performed visual observation for welding performed by certified welders. The welders used SMAW with 6010 Electrodes to weld roof metal deck 1/2 inch puddle weld. Weld pattern is 36/7 for panel end and panel laps 36/4 for other panel. Weld located between grid lines 3, 4, A and E as per detail 17/S1.1. Also welding 21 web stiffener L3x3x1I4 fillet weld 3/16" all-around using FCAW NR 232 with .072 DIA. Electrodes at the area located between grid lines 1.5, 2, D and E as per detail 1 0/S5. End of report. Report Continued 0 Yes ii No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: Ii Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininci.com 0'. Inspector's Signature //_._- - Date: 4/9/18 IV Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. N.D.T. Tvoe V Visual UT Ultrasonic Testing MT Magnetic Partical Testing DI Dye Penetrant Testing O*E TWINING SSOCIA TES, INC. FIELD WELDING INSPECTION REPORT Project Name Shea Prop. Carlsbad,Bressi Ranch, Sprouts Store # Date of Inspection 4/9/18 Project Address Gateway & El Fuerte St, Carlsbad, CA. Detail(s) 7/S5 & 8/S5 MTA Project No. D56625.01 Approved Plans Specifications Inspector (Print) Micheil M Saad Building Permit / DSA No. CBC 2017-0430 Process FCAW WELD/CONNECTION TYPES MEMBER/JOINT TYPES AS Arc Spot Weld CP Complete Penetration Groove Weld FB Flare Bevel Groove Weld FW Fillet Weld PP Partial Penetration Groove Weld SS Steel Stud BB Beam to Beam PC Plate to Column BC Beam to Column TA Tube Steel to Angle CC Column to Column TB Tube Steel to Beam DB Deck to Beam AB Angle to Beam GB Gusset Plate to Beam TS Tube Steel to Tube Steel Gusset Plate to Column JG Joist to Girder ff Angle to Angle RA Rebar to Angle Plate to Beam AJ Angle to Joist Detail Weld/Connection Type Member/Joint Type Item N.D.T. Type Accept Reject In Complete Progress Remarks/Notes 17/S1.1 PW panel to Angle joist V X X 10/S5 FW AA Angle to Angle V X X Notes: Discrepancies Issued: 0 No D Yes (If yes, see attached Discrepancy Report) 5198968 4/9/18 Inspector Signature AWS/ICC Certification No. Date 2527 Fres,,o 55ree1 r1e555. CA 93721.1 OW (559)208.7021 84793571% OORTWINING ZP AS5OC/ATES,INC. O Date: 4/5/18 FIELD DAILY INSPECTION REPORT Page l of 1 Client Name: Shea Properties. MTA Project No.: D56625.01 Project Name: Shea Proo. Carlsbad,Bressi Ranch, Sorouts Store No.: N/A Project Address: 2634 Gateway Rd, Carlsbad, CA. Permit No: CBC 2017-0430 Building Code: 2013 Plan Date: 02/15/18 Specification Date: 02/15/18 General Contractor: CSI Construction Subcontractor: Inspector: Micheil M Saad - Certification Number: 5198968 City # 886 Exp. Date: 6/29/18 Building Pad 0 Utilities o Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks o Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof o Rack and Shelving o Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling o Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 4-5-18 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Observations: Performed visual observation for welding performed by certified welders. The welders used SMAW with 6010 Electrodes to weld roof metal deck 1/2 inch puddle weld. Weld pattern is 36/7 for panel end and panel laps 36/4 for other panel. Weld located between grid lines 5, 6, A and E as per detail 17/31.1. Work in progress. End of report. Report Continued 0 Yes It No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: Ii Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.moaretwining.com Inspector's Signature Date: 4/5/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. N.D.T. TvDe V Visual UT Ultrasonic Testing MT Magnetic Partical Testing DI Dye Penetrant Testing 4 vMOE TWINING A SS OCIA IFS, INC. FIELD WELDING INSPECTION REPORT Project Name Shea Prop. Carlsbad,Bressi Ranch, Sprouts Store # Date of Inspection 4/5/18 Project Address Gateway & El Fuerte St, Carlsbad, CA. Detail(s) 7/S5 &81S5 MTA Project No. 056625.01 Approved Plans Specifications Inspector (Print) Micheil M Saad Building Permit / DSA No. CBC 2017-0430 Process FCAW WELD/CONNECTION TYPES MEMBER/JOINT TYPES AS Arc Spot Weld CP Complete Penetration Groove Weld FB Flare Bevel Groove Weld FW Fillet Weld PP Partial Penetration Groove Weld SS Steel Stud BB Beam to Beam PC Plate to Column BC Beam to Column TA Tube Steel to Angle CC Column to Column TB Tube Steel to Beam DB Deck to Beam AB Angle to Beam GB Gusset Plate to Beam IS Tube Steel to Tube Steel GC Gusset Plate to Column JG Joist to Girder AA Angle to Angle RA Rebar to Angle PB Plate to Beam AJ Angle to Joist Detail Weld/Connection Type Member/Joint Type Item N.D.T. Type Accept Reject In Complete Progress Remarks/Notes 17/S1.1 PW panel to Angle joist V X X Notes: Discrepancies Issued: EEl No 0 Yes (If yes, see attached Discrepancy Report) 5198968 4/5/18 Inspector Signature AWS/ICC Certification No. Date 2521 FrelnO 59891 r,e,rm. CA 92721.1554 (555)399.7021 r04 266-7139 41 J CT GRADING TRENCH BACKFILL ROJE NAME PROJECT NO. ( , ,%" &4TtPp.JA1 CLIENT PHONE •. PROJECT MANAGER FIELD TECHNICIAN/AUTHOR S cs 8 T. CONTRACTOR PHONE PROJECT BRIEFING 0 YES DATE BY or- CI REVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMA PLANS AND SPECIFICATIONS UNCHANGED TITLE PtQru cu: ?J / BY EQUIPMENT WORKINND TYPE OFCOMPACTOR Jc'cz APPROVAL DATE REV DATE 'SIM-A. D(JAM ___ WEATHER SOURCE OF FILL J.. FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW-UP FIELD REPORT? 0 NO bt7ES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: WHAT IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED DURING UM VISIT? WAS A MEMO ISSUED TODAY? 4iO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATEACTIVITIESYOU DIDAND DID NO OBSERVE. DOCUMENT CONVERSATIONS. OBSERVATIONS. OR OCCURRENCES. DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO. WHAT, WHEN, AND WHERE. - sj& Q — ic,t4 ti4 LL cZfl't -- !o_e -cz çrLLc4 of Li oTw f:t(-i1 .e 0-4 - C L I L4 (G. LDTECHNICIAN (PRINT) DATE '" O.T. LISTS ON-SITE VISITORS Digitally signed b AIn Wnrkman SIGNATURE Date.2O18.O4.26 . X 7 1 -4S•1 -fl7flfl' CLIENT REPRESENTATIVE rNUM1BER OF DENSITY TESTS TAKEN ' JU 4- <&), GEOCON FIELD REPORT OTRERS PAGE OF I DAY OF WEEK T14.4Q DATE REPORT NO. ZS NOTICE: The professional engineer is represented on site soletey to observe operations of the contractor identified, form opinions about the adequacy of those operations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual reauiremp.nts. Thp r.nntr'.tnr ratnim qn1a. rrnihiIiIv fnr cita Qnfahi nnel fh fI,,-,,1, .,,,,4 FIELD REPORT PAGE 1 OF I DAY OF WEEK____________ DATE 04-25-18. ftEPORTNO.____ 2.2.. [:]GRADING [--]TRENCH BACKFILL OTHER BASE CTNAME PROJECT NO. WE OWN BRESSI RANCH , PAD "A" 2634 GATEAWAY G2108-32-05 . PHONE PROJECT MANAGER FIELD TECHNICIAN/AUTHOR 7CLIENT SHEA PROPERTIES, CSI#3098 T.MYERS R. NOWAK CONTRACTOR PHONE PROJECT BRIEFING U YES DATE PRECISION CONCRETE BY PREVIOUSLY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS UNCHANGED CHARLES TITLE SPROUTS PERMIT # CBC20I7-0430. BY EQUIPMENT WORKING AND TYPE OF COMPACTOR -DRUM ROLLER -WATER TRUCK APPROVAL DATE R EV. DATE WEATHER SUNNY -WACKER 11 SOURCEOFFILLON SITE FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FOLLOW-UP FIELD REPORT? NO CK YES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: N/A LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: N/A IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED DURING rIL VISIT? WAS A MEMO ISSUED TODAY? NO D YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS. OBSERVATIONS, OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN. AND WHERE. Arrived on job site AM as requested by client to perform test in place operations at UPTOWN BRESSI location for inside area of SPROUTS building on west side, north side and half of east side. Upon my arrival I noticed that area I supposed to test was already covered with plastic vapor barrier. Won has been asked to remove vapor barrier from "BAKERY FREEZER", "GROCE'{FREEZER" and entire west side rea. - Test in place performed indicated low moisture content between 3%-4% and was probing soft and yielding. I called PM TREVOR for advise. Trevor stated that those results were unsatisfactory and advised to re-moisturize and re-compact those areas. Same advice applied to entire west side area. Contractor utilized water truck to moisturize base and compaction effort was performed by small drum roller and wacker on the edges. Contractor also re-compacted some soft spots around the plumbing and electrical pipes. Contractor removed vapor barrier of some spots at north and east side of the building, probe testing indicated to be firm and unyielding except the edges. I informed contractor about soft edges and contractor stated that edges willing be re-compacted today. Contractor completed re-compaction mentioned above areas. Contractor completed re-compaction - 80% of west side area. Will continue tomorrow morning. After re-moisturize and re-compaction preliminary density tests have shown better results. Sample of base has been collected yesterday and delivered to Geocon for processing. I performed 6 density tests , obtained temporary density test numbers, results pending. 1.0 TECHNICIAN (PRINT) R NOWAK DATE 042518 I HOURS 9.0 1 0. T. LIST ON-SITE VISITORS Digitally signed by (2 Alan Workman CLIENT REPRESENTATIVE I ——Date: 2018.04.26 SIGNATURE NUMBER OF DENSITY TESTS TAKEN u iji.jE X . 13:49:27-07'00' NOTICE: The professional engineer is represented on site solely to observe operations of the contractor identified, form opinions about the adequacy of those Dperations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet antractuaI requirements. The contractor retains sole responsibility for site safety and the methods and sequences of construction. <Aw)GEocoN FIELD REPORT GRADING TRENCH BACKFILL 0 OTHER PAGE OF DAY OF WEEK DATE REPORT NO. I CT NAME 3rp in( PROJECT NO. (ti - CLIENT Of Pe+ ' PHONE . '\ PROJECT MANAGER FIELDTECHNICIAN/AUTHOR ex ôct30 y CONTRACTOR PHONE C_c&t U\'1t PROJECT BRI FING 0 YES DATE____________________ BY\, M v\qQrc& 0 PREVIOUSLY BRIEFED CONTRACTOR'S SUPERINTENDENT/FORE N 4. PLANS AND SPECIQATIONS 0 UNCHANGED TITLE EQUIPMENT WORKING AND TYPE OF COMPACTOR \) W a BY APPROVAL DATE REV. DATE WEATHER Co SOURCE OF FILL (()L4 +p FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FLLLOW-UP FIELD REPORT? 0 NO YES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS REPORT: LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: WHAT IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED DURING fI VISIT? WAS A MEMO ISSUED TODAY? ONO 0 YES MEMO NO. CONTRACTOR/F1 ELD TECHNICIAN ACTIVITIES -INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVERSATIONS. OBSERVATIONS, OR OCCURRENCES. DEEMED SIGNIFICANT TO THE PROGRESS OF WORK, BE SPECIFIC AS TO WHO, WHAT, WHEN, AND WHERE. Q A\ OLL o.eco.* - O\.ccu ce )o _ L Ov\ O Qe voc_ €C&ck CO&LItjtS 23cw ma HOURS 3-v O.T. LISTS ON-SITE VISITORS Digitally signed by CLIENT REPRESENTATIVE / / SIGNATURE v /—''Date: 2018.04.24 1.&9791..17I717Ifl' NUMBER OF DENSITY TESTS TAKEN NOTICE: The professional engineer is represented on Site soleley to observe operations of the contractor Identified, form opinions about the adequacy of those opeiations, and report those opinions to the client. The presence and activities of the engineer's field representative do not relieve the contractor's obligation to meet contractual requirements. The contractor retains sole resøonsibilitv for site safety and the methods and seauences of construction. OGEOCON FIELD REPORT [:]GRADING ZTRENCH BACKFILL PT,ET 0 OTHER Bldg permit# BC-20170430 PAGE 1 OF 1 DAY OF WEEK____________ DATE 04.21-18 REPORT NO. - 15 PROJECT NAME PROJECT NO. !JFTOWNBRESSIRANCH sprouts416-S2634 Gateway road G2108-32-05 T PHONE PROJECT MANAGER FIELD TECHNICIANIAUTHOR SHEA HOMES T.MYERS R. NOWAK CONTRACTOR PHONE PROJECT BRIEFING LJ YES DATE ('ATT PLUMBING '-"-" ' '-""•" BY PREVIOUSLY BRIEFED CONTRACTOR'S SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS Z UNCHANGED MARK TITLE BY EQUIPMENT WORKING AND TYPE OF COMPACTOR :WATER TRUCK APPROVAL DATE REV. DATE WEATHER SUNNY -WACKER SOURCE OF FILL ON SITE FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FOLLOW-UP FIELD REPORT? ONO N YES UST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY T H I S R E P O R T : N/A LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: N/A III1T IN PARTICULAR SHOULD BE OBSERVED, CHECKED, OR TESTED D U R I N G tI VISIT? WAS A MEMO ISSUED TODAY? NO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES - INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE, DOCUMENT CONVERSATIONS, OBSERVATIONS. OR OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF W O R K . B E SPECIFIC AS TO WHO, WHAT. WHEN, AND WHERE. Arrived on job site AM as requested by client to observe and test backfill oper a t i o n s a t U P T O W N B R E S S I l o c a t i o n f o r electrical and plumbing trenches located inside of SPROUTS building on w e s t s i d e . Upon to backfilling On by 7:30 my arrival contractors wasn't ready yet. stand -11:30 ~Qwfi to plumbing pipe inspection water was released into the trenc h o n i s o l a t e d a r e a - 10' -20' at north west corner inside ~W UTS building. Contractor removed water prior the backfill. - Contractor utilized backhoe and water trucks to moisturize, mix stockpil e s o f s p o i l s a n d p l a c e i n t o t h e t r e n c h e s . Compaction effort was performed by wacker. Due to multiple backfill operations this operation was observed partially. Contractors completed - 40%-50% of backfill. 1 density tests performed today indicated >90% of compaction wit h a d e q u a t e m o i s t u r e c o n t e n t . Randomly probed areas indicated to be firm and unyielding. FIELD TECHNICIAN (PRINT) DATE HOURS 0. T. LIST ON-SITE VISITORS R NOWAK 04-21-18 5.0 NU OF DENSITY TESTS TAKEN CLIENT REPRESENTATIVE p SIGNATURE X OTICE: The professional engineer is represented on Site solely to observe o p e r a t i o n s o f t h e c o n t r a c t o r i d e n t i f i e d , f o r m o p i n i o n s a b o u t t h e a d e q u a c y o f t h o s e erations, and report those opinions to the client. The presence and a c t i v i t i e s o f t h e e n g i n e e r s f i e l d r e p r e s e n t a t i v e d o n o t r e l i e v e t h e c o n t r a c t o r ' s o b l i g a t i o n t o m e e t ntractual requirements. The contractor retains sole responsibility fo r s i t e s a f e t y a n d t h e m e t h o d s a n d s e q u e n c e s o f c o n s t r u c t i o n . GEOCON FIELD REPORT PAGE 1 OF DAY OF WEEK_ 1 DATE 04-14-18 0 GRADING[@ TRENCH BACKFILL El, PT OTHER WB REPORT NO. 14 2634 gateway road PROJECTNO. NBRESSIRANCHCBC-2017-0430 G2108-32-05 VPROJECTME roperties __i.ghii.___d for Spii PROJECT MANAGER I FIELD TECHNICLANJAUTHOR T.MYERS JR. NOWAK CONTRACTOR . PHONE PROJECT BRIEFING U YES DATE ROBINSON/ CAll! GMI ___ PREVIOUSLY BY BRIEFED CONTRACTORS SUPERINTENDENT/FOREMAN PLANS AND SPECIFICATIONS 1Z UNCHANGED BRIAN / MARK/ MARCUS TITLE EQUIPMENT WORKING AND TYPE OF COMPACTOR -3x BACKHOES -4x WACKERS APPROVAL DATE REV.DATE WEATHER SUNNY 3x WATER TRUCKS SOURCE OF FILL ON_SITE FOLLOW-UP INVENTORY DID YOU REVIEW PREVIOUS FOLLOW-UP FIELD REPORT? O NO 0 YES LIST REPORT NUMBERS WHERE FOLLOW-UP WAS SATISFIED BY THIS R E P O R T : NIA LIST REPORT NUMBERS STILL REQUIRING FOLLOW-UP: N/A IN PARTICULAR SHOULD BE OBSERVED. CHECKED. OR TESTED DURING t 1 I V I S I T ? WAS A MEMO ISSUED TODAY? N NO 0 YES MEMO NO. CONTRACTOR/FIELD TECHNICIAN ACTIVITIES INDICATE ACTIVITIES YOU DID AND DID NOT OBSERVE. DOCUMENT CONVE R S A T I O N S . O B S E R V A T I O N S . O R OCCURRENCES, DEEMED SIGNIFICANT TO THE PROGRESS OF WORK. BE SPECIFIC AS TO WHO, WHAT. WHEN, AND WHERE. - Arrived on job site AM as requested by client to observe and test b a c k f i l l - o p e r a t i o n s a t U P T O W N B R E S S i j a c a t i o n f o r tlectrical trenches, plumbing trenches at buildings "C" , "D" , "E" and wall backfill for west sidefPROLft$juJing - Upon my arrival contractors already have started backfill operati o n s . Contractors utilized backh'oe and water trucks to moisturize, m i x s t o c k p i l e s o f s p o i l s a n d p l a c e i n t o t h e t r e n c h e s a n d w a l l ackfill. - Compaction effort was made by backhoes with compaction whe e l a n d w a c k e r s w e r e u s e d t o t h m p a c t a r o u n d E T , P T r i s e r s all backfill. to multiple backfill operations all of the backfill operations were observed partially. tractors completed El and PT at buildings "C" ,"D", and "E except a s f o l l o w i n g : lateral drain pipes on west sidse of buildings "E" and "D" bundled electricaIriserson-north side of building "E" south side of building "D" and "E". at loading dock screen wall at north side of ERO.UT-S.iiiding - 3'-4' fill and 3oijt.of front of the wall") . Derek -'Stated thattemporary-fill-will be removed some time next week fill -Placed All density tests pe _coit Randomlyprobedaras indicated'-to be firm and uIdiii) FIELD TECHNICIAN (PRINT) I DATE I HOURS 1 0. T. I LIST ON-SITE VISITORS R NOWAK 04-14-18 11 1 N, OF DENSITY TESTS TAKEN I CLIENT REPRESENTATIVE 2ET / 4PT SIGNATURE x OTICE: The professional engineer is represented on site solely to ob s e r v e o p e r a t i o n s o f t h e c o n t r a c t o r i d e n t i f i e d , f o r m o p i n i o n s a b o u t t h e a d e q u a c y o f t h o s e )eratlons, and report those opinions to the client. The presence a n d a c t i v i t i e s o f t h e e n g i n e e r ' s f i e l d r e p r e s e n t a t i v e d o n o t r e l i e v e t h e c o n t r a c t o r ' s o b l i g a t i o n t o m e e t intractual requirements. The Contractor retains sole responsibility f o r s i t e s a f e t y a n d t h e m e t h o d s a n d s e q u e n c e s o f C o n s t r u c t i o n . jo ly"~T TWINING FS, / N C. Date: 04-27-18 FIELD DAILY INSPECTION REPORT Pagel of I Client Name SHEA PROPERTIES MTA Project No.: D56625.01 Project Name: SDrouts Store No.: Bldg. A Project Address: 2634 Gateway Rd., Carlsbad, CA Permit No: CBC2017-0430 Building Code: CBC 2016 Plan Date: 2-15-18 Specification Date: 2-15-18 General Contractor: CSI Subcontractor: Bell Bros. Inspector: DAVID BARNETT Certification Number: AWS CWI 08061691 /1CC 5228298 Exp, Date: 2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter U Foundations I Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Botch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt Inspection and Testing I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 04-27-18 Samples Taken 0 Yes I No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Arrived on site 12:00 Observed placement of slab on grade reinforcement at lines 5 to 6 I A to D & A to B / 1.5 to 7. (2) Freezer Slabs at lines 1.1/A and A.5 to A/ 5 to 6. per 6 & 11 / S4.0. Loading Dock leveler per 9 / S4.0. 5" Slab on Grade with 6x6 W.W.F. per S2.0 (2) #3 Re-Entrant Corner bars as required per S2.0 Report Continued 0 Yes I No work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: U Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report), MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwinin.q.com QA Review - Initials. Inspector's Signature Date: 04-27-18 Supervisor's Signature Date: '- Engineer's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. I A0~4`Mfi~~TWINING T ES, I N C. Date: 4/28/18 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts at Bressi Ranch Store No.: na Project Address: 2634 Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: Precision Concrete Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Date: 11/18/20 C3 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations I Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling I Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Dote: 4/28/18 Samples Taken I Yes o No Time Samples Taken: 8:15A, 9:45A, 1 0:50A Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Concrete was placed for the sections of floor slab which are uncolored. Concrete was placed in the following areas today: lines 3-7, A-A.8, lines 1.7-3, A-A.4, lines 5.2-6, A.8-D, and lines 4-5.2, D.6-E. The reinforcing was inspected yesterday 4/27/18 by another inspector. 120 yards of Cemex mix #1603086 were placed. Per the submittal approved on 4/27/18, the slump for this mix was changed to 5" plus or minus 1", in lieu of the original submittal which specified the slump to be 4". The concrete was placed by boom pump and consolidated by vibrating screed. The concrete was placed within the limits of ASTM C94. Samples were taken every 50 yards as specified, with sample 1 slump 5", air temp 53 and mix temp 78, sample 2 slump 6", air temp 56 and mix temp 80, and sample 3 slump 5", air temp 66 and mix temp 83. Report Continued I Yes 0 No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: It Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininci.com 0 Inspector's Signature Awao~~', Date: 4/28/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING ASSOC/A TES, INC. REINFORCING STEEL AND CONCRETE REPORT Page 2of 3 Date: 4/28/18 Project Name: Sprouts at Bressi Ranch MTA Project No.: D56625.01 Store No.: na Inspector (Print): Ethan Moore Project Address: 2634 Gateway Certification No.: ICC 5214478 City, State: Carlsbad, CA Weather: sunny Client Name: Shea Properties General Contractor: CSI Approved Project Plans Dated: 8/7/17 Specifications Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC Reference Section: 03310 Building Permit I DSA No.: CBC201 7-0430 O REINFORCING STEEL []Footing OTilt-up Wall Panels []Other: USidewalk / Curb 0 Elevated Deck OSlab on grade U Shear Walls OForm Work USub Grade flUffer Ground flVapor Barrier []Anchors []Other 0 Reinforcing Steel UP/I Tendons rid _Line _I_Location: EICONCRETE PLACEMENT 0 Foundation OTilt-up Wall Panels 0 Other: 0 CONCRETE SAMPLING ONLY 0 Sidewalk I Curb 0 Elevated Deck EJSlab on grade Supplier: Cemex Required Strength: 3500 psi Yards Placed: 120 Consolidated By: vibration Other: Concrete Mix Design No.: 1603086 Method Placed: boom pump El Please see attached Concrete Sampling Data Report Discrepancies Issued: LJ No U Yes (It yes, see attached Discrepancy Report) AeA~~-- Spector Signature 4/28/18 Date CORPORATE CORONA MONTEREY 2527 Fresno Street 500 Harllrtgton Street, Ste. 11 501 Ortiz Avenue Fresno, C. 93721-1804 Corona, CA 92879 Sand City, CA 93955 (559) 268-7021 (951)898-6932 (831) 392-1056 Fax 268-7126 Fax 898-8974 Fax 392-1059 SACRAMENTO 5675 Power Inn Road, Suite C Sacramento, CA 95824 (916) 381-9477 Fax 381-9478 S OtE TWINING I31J/ASSOCIA TES, INC. Project Name: Sprouts at Bressi Ranch MTA Project No.: D56625.01 Page_ of 3 Date: 4/28/18 CONCRETE SAMPLING DATA REPORT sum c Bat h Tinrie Truck Emptyl Ambient Temp Concrete Temp M Water Added Onsite Unit Weight Sample Location - IIIM.1A;I IDI*M:I,I3 Me Ethan Moore 4/28/18 Inspector Signature CORPORATE 2527 Fresno Street Fresno, CA 93721-1804 (559) 266-7021 Fax 266-7126 Inspector Print CORONA 500 Harnngton Street. Ste. 11 Corona, CA 92879 (951)698-8932 Fax 898-6974 MONTEREY 501 Ortiz Avenue Sand City, CA 93955 (831) 392-1056 Fax 392-1059 Date SACRAMENTO 5675 Power Inn Road, Suite C Sacramento, CA 95824 (916) 381-9477 Fax 381-9478 W-Omw~~ TWINING T ES, I N C. Is Date: 4/28/18 FIELD DAILY INSPECTION REPORT Page 1 of 2 Client Name: Shea Properties MTA Project No.: D56625.01 Project Name: Sprouts Bressi Ranch Store No.: na Project Address: 2634 Gateway, Carlsbad, CA Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 8/7/17 Specification Date: 8/7/17 General Contractor: CSI Subcontractor: PSI Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Dote: 7/4/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations 0 Slab-On-Grade 0 Columns 0 Beams I Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing Cl Pre-Cast Concrete 0 Other Jr Sampling 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspectidn 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing I Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Dote: 4/28/18 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: sunny Block was placed for the above grade section of loading dock screen wall along the north side of the loading .dock. Twelve courses of 8" wide block was placed. The rebar was inspected, with #5 grade 60 vertical bars every 8" and two #5 horizontal bars at the top course per detail 16/S4.0. Cleanouts were provided at the base of the 8" block. Report Continued I Yes 0 No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: It Yes 0 No (if no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 4/28/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. :v4 OORE TWINING A S S 0 CIA TE 5, INC. Page . SPECIAL INSPECTION MASONRY REPORT Date: 4/28/18 Project Name: Sprouts Bressi Ranch MTA Project No.: D56625.01 Store No.: na Inspector (Print): Ethan Moore Project Address: 2634 Gateway Certification No.: [CC 5214478 City, State: Carlsbad, CA Weather: sunny Client Name: Shea Properties General Contractor: CSI Approved Project Plans Dated: 8/7/17 Specifications Dated: 8/7/17 Code/Acceptance Standards: 2016 CBC Reference Section: 04200 Building Permit/DSA No.: CBC201 7-0430 MASONRY INSPECTION: Line: loading dock 8 screenwall from: course 1 to course 12 Height: 8-0' fl Line: from: to Height: Line: from: to Height: O Line: from: to Height: El Line: from: to Height: O Line: from: to Height: 0 Line: from: to Height: REINFORCING STEEL: Checked steel placement for conformance with plans and specifications: ID Yes IENo GROUT PLACEMENT INSPECTION: 13 Yes DI No ID High Lift OLow Lift 13 Line: from: to Height: OLine: from: to Height: DI Line: from: to Height: DI Line: from: to Height: 13 Line: from: to Height: IDiLine: - from: to Height: Mix #: Cubic Yards Placed: Consolidated by: 0 Vibration DI Rodding GROUT sample(s) taken: DIYes 0 N #of sets: DI Line: from: to Height: OLine: from: to Height: MASONRY PRISM sample(s) taken: DI Yes 0 No # of sets: 13 Line: from: to Height: MORTAR sample(s) taken: D Yes 0 No # of sets: DI Line: from: to Height: Notes: SDiscrepancies issued: El No DYes (If yes, see attached Discrepancy Report) 4/28/18 Inspector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Fresno Street 500 Hardngton Street. Ste. II 551 0,1)5 Avenue 5675 PSwerinn 9056, Suite C Fresee, CA 93721-1950 Ceeona, CA 92879 Sand City, CA 93955 Sacra,nerto, CA 95824 (559) 268-7021 (951)8988932 (831) 392-1056 (916)591-9077 Fee 268-7126 Fax 898-8974 Far 302-1959 Far 381-9478 iJiMOORE TWINING T ES, / N C. Date: 5/1/18 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Sprouts Inc. MTA Project No.: D56625.01 Project Name: Sprouts Bressi Ranch Store No.: N/A Project Address: 2628 Gateway Rd. Carlsbad, CA. 92009 Permit No: CBC 2017-0430 Building Code: CBC 2016 Plan Date: 8/17 Specification Date: 8/17 General Contractor: CSI Construction Subcontractor: Precision Concrete Inspector: Lisa Gutzwiller Certification Number: 8006956 . Exp. Date: 11/19 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks 0 Curb & Gutter 0 Foundations I Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof o Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing U Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including sow-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing o Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 5/1/18 Samples Taken DYes I No Time Samples Taken: Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Cloudy/Cool 55F On site for observation of reinforcement placement at slab on grade at E and 6 line. In accordance with approved plans details at sheet S4.0, reinforcement was observed to be placed over 15 mil vapor barrier, welded wire was placed with 12" lap. At the perimeter of the slab at the CMU wall, the #5 dowels existing were noted at 16" O.C. at line E and at 32" at line 6. At the refrigerator slabs at each side of the office slab,diamond dowels were placed at 16" O.C. All stub ups were wrapped in foam and in accordance with #18 at S4.0, the reinforcement for the exterior doorway was previously placed during CMU footing placement. Prior to concrete placement, the rebar at the doorway will be cleaned in order to create a bond with the concrete placed. Report Continued 0 Yes No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: Ii Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 5/1/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. dA MOORE TWINING 4JiL'tA S SOCI A TES, 1 N C. Page 2of 3 REINFORCING STEEL AND CONCRETE REPORT Date: 5/1/18 Project Name: Sprouts Bressi Ranch Store No.: N/A Project Address: 2656 Gateway Rd. City, State: Carlsbad, CA. 92009 Client Name: Sprouts Inc. Approved Project Plans Dated: 8/17 Code/Acceptance Standards: CBC 2016 MTA Project No.: D56625.01 Inspector (Print): Lisa Gutzwiller Certification No.: 8006956 Weather: Cloudy/Cool 55F General Contractor: CSI Construction Specifications Dated: 8/17 Reference Section: Building Permit / DSA No.: CBC 2017-0430 EZREINF0RCING STEEL UFooting Diut-up Wall Panels jOther: DSidewalk / Curb []Elevated Deck []Shear IZiSlab on grade Walls IZJForm Work DSub Grade DUffer Ground IZVapor Barrier []Anchors DOther EZiReinforcing Steel DP/T Tendons Grid Line! Location: Slab on grade for offices DCONCRETE PLACEMENT EJCONCRETE SAMPLING ONLY DFoundation El Sidewalk / Curb DTilt-up Wall Panels []Elevated Deck DOther: EZJSIab on grade Supplier: Required Strength: Yards Placed: Consolidated By: Other: Method Placed: Concrete Mix Design No.: DPlease see attached Concrete Sampling Data Report uiscrepancies issuea: L..11No LJ Yes (If yes, see attached Discrepancy Report) 5/1/18 Inspector Signature Date CORPORATE CORONA MONTEREY SACRAMENTO 2527 Frcno Otrect 500 Horrington Etrcct, Etc. II 501 OrtlzAvcriuc 5675 flowcrinn road, 6u1tc C I-resrio. CA 9J tii-i bU4 corona, CA b Sano city. (;AJY Sacramento, CA 55524 (659) 268 7021 (1) 898 8932 (831) 392 1056 (916)381 9477 Fax 266-7125 Fax 698-5974 Fax 392-1059 Fax J MS OC OORE TWINING I A TES, INC. Project Name: Sprouts Bressi Ranch MTA Project No.: D56625.01 Page3 of! Date: 5/1/18 CONCRETE SAMPLING DATA REPORT Lisa Gutzwiller 5/1/18 Date CORPORATE CORONA MONTEREY SACRAMENTO 2627 u SLrL . 600 Hiliuytr SLL. 0t.I I 3C I Of /WdALU E616 uU. Sul.-j c. Fresno CA 93721-1504, Ccin, CA 92879 Srd C9 A 599C2 Scr7erto, CA 92524 (p9; :9.7fl71 (F2' 7ii7-Ifl5 (9 2687I26 F.E986974 Fv392 239 F..28I 9475 ñ ~R~~TWINING 50C TES, lNC Date: 05/02/2018 FIELD DAILY INSPECTION REPORT Page 1 of 3 Client Name: Shea Properties MTA Project No.: D56624.01 - Project Name: Sprouts Farmers Market Store No:. Building A # 416 Project Address: 2634 Gateway Road, Carlsbad, CA 92009 Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 08/07/2017 Specification Date: 08/07/2017 General Contractor: CSI Construction Subcontractor: Precision Concrete Construct Inspector: Osama Daoud Certification Number: ICC # 5098536 Exp. Date: 04/14/2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements C3 Sidewalks 0 Curb & Gutter 0 Foundations I Slob-On-Grade 0 Columns o Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other C3 Sampling 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection I Concrete Sampling I Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing D Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection U Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 05/02/2018 Samples Taken I Yes 0 No Time Samples Taken: 7:55 I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Observed the placement of 15 cubic yards of concrete and made 5 cylinders of concrete (4" X 8") with mix design # 1603086, 3500 PSI at 28 days delivery by CEMEX to pour the Slab-On-Grade at the area between D to E and from 5 to 6. All the work done according to plan and specification. Report Continued 0 Yes I No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and speciflcations:t Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com Inspector's Signature Date: 05/02/2018 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ORE TWINING SOC/A TES, INC. REINFORCING STEEL AND CONCRETE REPORT Page 2of 3 Date: 05/02/2018 Project Name: Sprouts Farmers Market Store No.: Building A#416 Project Address: 2634 Gateway Road, City, State: Carlsbad, CA 92009 Client Name: Shea Properties Approved Project Plans Dated: 08/07/2017 Code/Acceptance Standards: 2016 CBC D REINFORCING STEEL OFooting QTilt-up Wall Panels []Other: flForm Work OSub Grade DUffer Ground Line I Location: MTA Project No.: D56624.01 Inspector (Print): Osama Daoud Certification No.: ICC # 5098536 Weather: Clear General Contractor: Specifications Dated: Reference Section: Building Permit / DSA No.: El Sidewalk / Curb 0 Slab on grade 0 Elevated Deck 0 Shear Walls DVapor Barrier 0 Reinforcing Steel DAnchors DP/T Tendons DOther CSI Construction 08/07/2017 CBC201 7-0430 IZI CONCRETE PLACEMENT IZI CONCRETE SAMPLING ONLY DFoundation 0 Sidewalk / Curb ESlab on grade OTilt-up Wall Panels 0 Elevated Deck o Other: Supplier: CEMEX Concrete Mix Design No.: 1603086 Required Strength: 3500 PSI at 28 days Yards Placed: 15 cubic yards Method Placed: Tailgated Consolidated By: Mechanical vibrator Please see attached Concrete Sampling Data Report Discrepancies Issued: LJ No Li Yes (If yes, see attached Discrepancy Report) 05/02/2018 SPector Signature Date CORPORATE SACRAMENTO CORONA 2527 Fresno Street 500 Harnngton Street, Ste. ii Fresno, CA 93721-1804 Corona, CA 92879 (559) 268-7021 (561)898-8932 ñ3JMoo?E TWINING ASSOCIA TES, INC. Project Name: Sprouts Farmers Market MTA Project No.: D56624.01 0 .1 Page of Date: 05/02/2018 CONCRETE SAMPLING DATA REPORT Sample Type Batch Time Time Truck Emptyl Ambient Temp Concrete i Temp I water Ad ded I— On-site Unit Weight Air Content Sample Location — 'Pt1'Zc ______________________Slab-On-Gra-de-at the ______________ area I. and Ifrom IIrT6. 05/02/2018 Inspector Signature Inspector Print CORPORATE CORONA MONTEREY 2527 Fresno Street 500 Harrington Street. Ste. Ii 501 Ortiz Avenue Fresno, CA 93721-1804 Corona, CA 92879 Sand City, CA 93955 (559) 268-7021 (951)898-8932 (831) 392-1056 Fax 268-7126 Fax 898-6974 Fax 392-1059 Date SACRAMENTO 5675 Power Inn Road, Sufte C Sacramento, CA 95824 (916) 381-9477 Fax 381-9478 AW TWINING /Assoc,,T!s,tNc. Date: 05/10/2018 FIELD DAILY INSPECTION REPORT Pagel of 3 Client Name: Shea Properties MTA Project No.: D56624.01 Project Name: Sprouts Farmers Market Store No.: Building A # 416 Project Address: 2634 Gateway Road, Carlsbad, CA 92009 Permit No: CBC201 7-0430 Building Code: 2016 CBC Plan Date: 08/07/2017 Specification Date: 08/07/2017 General Contractor: CSI Construction . Subcontractor: Precision Concrete Construct Inspector: Osama Daoud Certification Number: ICC # 5098536 Exp. Date: 04/14/2020 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements C1 Sidewalks 0 Curb & Gutter 0 Foundations I Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rock and Shelving 0 Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sampling 0 Earthwork Observation & In-Place Density Testing I Reinforcing Steel Inspection 0 Concrete Sampling 0 Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Batch Plant Inspection 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing 0 Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements Joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection 0 Field Welding Inspection 0 Shop Welding Inspection 0 NDT C3 HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Paint Thickness Testing 0 Roof Inspection Coring 0 Sample Pickup 0 Other Inspection Date: 05/10/2018 Samples Taken o Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Clear Inspected W.W.F. reinforcing steel placement for Slab-On-Grade at the area between A.5 to E and from 1 to 5.2, W.W.F. reinforcing steel installed 6 X 6 - W2.9 X W2.9 over vapor retarder according to the information on Sheet # S2.0 in the approved plan. Also inspected rebar placement for (2) # 5 X 4'-0" long for re-entrant corner reinforcing for the Slab-On-Grade at the area between A.5 to E and from 1 to 5.2 according to detail 8/S4.0 in the approved plan. The subcontractor did not install (131) 1/4" diamond plate dowel @24" O.C. at mid depth of slab at construction joint for the Slab-On-Grade at the area between A.5 to E and from 1 to 5.2 according to detail 5/S4.0 in the approved plan and the work still in progress at this time. Report Continued 0 Yes I No Work inspected as outlined in this report is, to the best of this inspector's knowledge, in conformance with the approved plans and specifications: I Yes 0 No (If no, inspector shall complete and attach a Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwininp.com Inspector's Signature Date: 05/10/2018 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. ãYJ MOORE TWINING EJ1S1J/ASSOCIATES, INC. Page 2 of 3 REINFORCING STEEL AND CONCRETE REPORT Date: 05/10/2018 Project Name: Sprouts Farmers Market MTA Project No.: D56624.01 Store No.: Building A # 416 Inspector (Print): Osama Daoud Project Address: 2634 Gateway Road, Certification No.: ICC # 5098536 City, State: Carlsbad, CA 92009 Weather: Clear Client Name: Shea Properties General Contractor: CSI Construction Approved Project Plans Dated: 08/07/2017 Specifications Dated: 08/07/2017 Code/Acceptance Standards: 2016 CBC Reference Section: Building Permit / DSA No.: CBC2017-0430 REINFORCING STEEL []Footing []Tilt-up Wall Panels []Sidewalk / Curb []Elevated Deck IZI Slab on grade OShear Walls DOther: []Form Work OSub Grade ElVapor Barrier []Anchors 21 Reinforcing Steel DP/T Tendons DUffer Ground El Other Grid Line I Location: Slab-On-Grade at the area between A.5 to E and from 1 to 5.2 0 CONCRETE PLACEMENT 0 CONCRETE SAMPLING ONLY O Foundation El Tilt-up Wall Panels 0 Sidewalk / Curb 0 Elevated Deck 0 Slab on grade o Other: Supplier: Concrete Mix Design No.: Required Strength: Yards Placed: Method Placed: Consolidated By: Other: 0 Please see attached Concrete Sampling Data Report Discrepancies Issued: LJ No U Yes (If yes, see attached Discrepancy Report) 05/10/2018 Inspector Signature Date CORPORATE CORONA MONTEREY 2527 Fresno Street 500 Harnngton Street, Ste. Ii 501 Ortiz Avenue Fresno, CA 93721-1004 Corona, CA 92079 Sand City. CA 93955 (559) 268-7021 (951)890-8932 (831) 392-1056 Fax 268-7126 Fax 898-8974 Fax 392-1059 SACRAMENTO 5675 Power Inn Road, Suite C Sacramento, CA 95824 (916)381-9477 Fax 381-9478 4'JtM ORE TWINING' ASSOCIA TES, INC. Project Name Sprouts Farmers Market MTA Project No.: D56624.01 CONCRETE SAMPLING DATA REPORT Page3 of Date: 05/10/2018 Sample Type Batch Time Time Truck Ambient Temp Concrete Temp water Added Unit I Weight Air Content Sample Location Osama Daoud Inspector Print CORONA 500 Harrington Stiet, Ste-I'll Corona, CA 92879 (951) 898-8932 Fax 898-6974 05/10/2018 Date MONTEREY SACRAMENTO 501 Ortiz Avenue 5675 Power Inn Road, Suite C Sand City, CA 93955 Sacramento, CA 95824 (831) 392-1056 (916)361-9477 Fax 392-1059 Fax 381-9478 Inspector Signature CORPORATE 2527 Fresno Street Fresno, CA 93721-1804 (559) 268-7021 Fax 268-7126 AW MOORE TWINING jA5SOCIA TES, INC. Date: 5/03/18 FIELD DAILY INSPECTION REPORT Page l of 3 Client Name: Shea Properties MIA Project No.: D56625.01 Project Name: Sprouts Bressi Ranch Store No.: 416 Project Address: NW Corner of El Fuerte and Gateway, Carlsbad, CA Permit No: CBC20I7-0430 Building Code: 2016 CBC Plan Dote: 8-07-17 Specification Date: General Contractor: CSI Subcontractor: Collins Drywall Inspector: Ethan Moore Certification Number: ICC 5214478 Exp. Dote: 11/18/20 Building Pad 0 Utilities 0 Pavement Sub-grade 0 Pavement Base 0 Pavement AC 0 PCC Pavements 0 Off-Site Improvements Sidewalks o Curb & Gutter 0 Foundations o Slab-On-Grade 0 Columns 0 Beams 0 Walls 0 Trusses 0 Deck 0 Suspended Floors Roof 0 Rack and Shelving I Light Gauge Interior Walls/Framing 0 Pre-Cast Concrete 0 Other Sample Pickup 0 Earthwork Observation & In-Place Density Testing 0 Reinforcing Steel Inspection 0 Concrete Sampling Concrete Placement Inspection (including saw-cut depth , CO monitoring, curing, etc.) 0 Post Tension Concrete 0 Moisture Vapor Emission Testing 0 Floor Slab Relative Humidity Testing o Slip-Resistance Testing 0 Floor Flatness Testing 0 Gloss Measurements joint Sealer Inspection 0 Anchor Bolt / Epoxy Inspection I Field Welding Inspection 0 Shop Welding Inspection 0 NDT HS Bolt Testing 0 Spray Fire Proofing Inspection and Testing 0 Masonry Inspection 0 Non-Shrink Grout 0 Roof Inspection Coring 0 Nailing/Wood Framing Inspection 0 Other Inspection Date: 5/03/18 Samples Taken 0 Yes I No Time Samples Taken: I Initial Inspection 0 Re-Inspection 0 Out-of-Scope Inspection or Testing Weather: Sunny On-site as requested to observe periodic welding of light gauge steel frame welding, per detail 2, on Sheet 5.3 at the west and north CMU walls in the roof tower. A total of 19 mid layer support channels were welded with 1/8" fillet welds both sides. An additional 18 light gauge clips to tube steel beam, per detail 1, on Sheet S5.1, were welded with a full 1/8" flare-bevel on one side, approximately 8" long, along the store front. Filler metal as required NR-211/.035. Work performed by Certified welder, Francisco Guerra, cert attached. End of report. Report ContinuedlJYesflNo Work inspected as outlined in this report is, to the bét of this inspectó's knowledge, in conformance with the approved plans and specifications:YesNo (If no, inspector shall complete and attachi Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721(800.268.7021). Website: www.mooretwininci.com Inspector's Signature Date: 5/03/18 Supervisor's Signature Date: We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to complete the project in accordance with the plans and specifications. Our firm is not responsible for construction safety. Our services were performed in accordance with generally accepted standards and practices. This warranty is in lieu of all other warranties either expressed or implied. WELDER AND WELDING OPERATOR QUALIFICATION T E S T R E C O R D Welder or welding operator's name. FRANCISCO EDMUNDO GUERRA Qualification Date. 7-26-02 Welder Social Security No. 570-49-3637 In accordance with WPS No: A72402 Revision: Welding Process (es) F.CA.W. Type: Semi automatic (The above welder is qualified for the followingranges) VARIABLE JOINT Joint type (F-joint) Backing Material type Groove welded from: One side or both sides. ACTUAL VARIABLE USED INQUAL Flare Bevel Groove ____NA_______ One side QUALIFICATION RANGE Flare Bevel Groove and Flare V Groove NA___________ One side BASE METAL Material Specification ASTM A653 for sheet steel and ASTM A36 f o r p l a t e s t e e l Sheet Steel 18 Gage to 18 Gage 16 Gage and thinner. Supporting Steel ASTM A36 AND A572. Sheet Thickness 18 Gage Groove Flare Bevel groove Flare Bevel and Flare V Groove POSITION Vertical Vertical Progression up up COATING (S) Type Galvanized Galvanized Thickness G60 G60 GAS NA NA ELECTRODE E71T11 E71T11 Size .35 .35 VISUAL EXAMINATION RESULTS Specimen I PASSED Specimen 2 PASSED Appearance: GOOD Crack: NONE Undercut: NO NE Test Conducted By STEVE ROACH Per Laboratory Test No. Date of Test: JULY 262002 The undersigned certify that the statement in this record are correct a n d t h e t e s t w e l d s accordance with the requirement of4.6 of ANSI/AWS Dl .3- 98, were prepared and tested in Structii welding dod —sheet Steel. Company TELA - Authorzd , - - :u:II- i EsGil Corporation In Partners/lip with government for Bui(&ng Safety DATE: 10/31/2017 JURISDICTION: cctCafliba) PLAN CHECK NO.: CBC2017-0430 SET: HI PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd O IIPPLICANT Yi URIS. LI PLAN REVIEWER LI FILE PROJECT NAME: Sprouts 4 - Z(o 2— (Ct —DO The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. F1 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Eric Loeffler EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Eric LtfIec-, Telephone #: 602-386-4831 Date contacted: . Email: eric.loeffler@brrarch.com Mail Telephone Fax In Person REMARKS: By: Eric Jensen Enclosures: EsGil Corporation GA Z EJ L\MB LI PC 10/24 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 7:7 EsGil Corporation In cPartnersliip with government for Building Safety DATE: 01/05/2018 0 APPLICANT fi JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0430 SET: Ill-rev PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions 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 Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Eric Loeffler EsGil Corporation staff did ,pot advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Eric Loeffler Telephone #: 602-386-4831 Date contacted: 0 (by:_-) Email: eric.loeffler@brrarch.com Mail Telephone Fax ,.In Person REMARKS: ATTENTION SHAY EVEN: Sheet is fines, matches the sheet in this set so maybe won't have to be slip-sheeted into other sets. No chge for revision, just a courtesy check. By: Eric Jensen Enclosures: EsGil Corporation E GA ED EJ E MB F-1 PC 01/04 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In cPartners/iip with government for Building Safety DATE: 9/19/2017 JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0430 U APPLICANT ,JZ1 JURIS. U PLAN REVIEWER U FILE SET:!! PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Eric Loeffler EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil. Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Eric Loeffler =Telephone )i) (by, Fax In Person III REMARKS: Telephone #: 602-386-4831 Email: eric.loeffler@brrarch.com By: David Yao Enclosures: EsGil Corporation [-1 GA Z EJ EMB EPC 9/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0430 9/19/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen AdamekIEric Jensen MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) The structural sheets and the refrigeration sheets show the compressor rack in different locations. Please review. Be more specific on the deferred items for the refrigeration system: Describe what is being deferred and what is included with this permit phase. The following items will be reviewed after the location of the rack and description of deferred items has been completed. Provide plans, details, and calculations to show compliance with CMC Chapter 11 for a "Refrigeration Machinery Room": Clearly show the refrigerant classification, the amounts of each system refrigerant used, and the Al system horsepower rating. Provide exits as required per CBC 1006.2.2.2. & CMC 1106.3 "Equipment, piping, ducts, vents or similar devices that are not essential for the refrigeration process, maintenance of equipment or for the illumination, ventilation or fire protection of the room shall not be placed in or pass through a refrigeration machinery room." CMC 1108.1 Provide the calculations demonstrating compliance with the exhaust requirements found in CMC 1107.0 City of Carlsbad CBC2017-0430 9/19/2017 Show the ventilation discharge clearances as per CIVIC 1107.7 Show the required emergency controls for the refrigeration machinery room ventilation and equipment. CIVIC 1107.6 & 1108.3 2. Show compliance with CIVIC 1104.2 'Refrigerant Concentration Limit" for the worst-case concentration/area scenario. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek/Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF DOCUMENT EsGil Corporation In (Partners/lip with government for Bui(iing Safety DATE: 8/22/2017 JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0430 LI APPLICANT JURIS. LI PLAN REVIEWER LI FILE SET: I PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Eric Loeffler EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Eric Loeffler Telephone #: 602-386-4831 tJu' ' Date contacted: 912.?, 111 (by—?) Email: eric.loeffler@brrarch.com au Tele Fax In Person REMARKS: By: David Yao Enclosures: EsGil Corporation GA LI EJ ZMB [1 PC 8/10 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0430 8122/2017 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: CBC2017-0430 JURISDICTION: City of Carlsbad IOCCUPANCY: M USE: retail ITYPE OF CONSTRUCTION: VB ACTUAL AREA: 28052 sf ALLOWABLE FLOOR AREA: 36000 sf STORIES: 1 HEIGHT: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/9 DATE INITIAL PLAN REVIEW COMPLETED: 8/22/2017 OCCUPANT LOAD: -375 DATE PLANS RECEIVED BY ESGIL CORPORATION:. 8/10 PLAN REVIEWER: David Yao 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 theBuilding 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 sureto enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2017-0430 8/22/2017 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0430 PREPARED BY: David Yao DATE: 8/22/2017 BUILDING ADDRESS: NW Corner of El Fuerte St & Gateway Rd BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) market 28052 per city 2,368,710 Air Conditioning Fire Sprinklers TOTAL VALUE 2,368,710 Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: El Complete Review L Structural Only Repetitive Fee LI Other 'v1 Repeats Eli Hourly IHr. @ * EsGil Fee I I $6,257.821 I $4,067.581 I $3,566.961 Comments In addition to the above fee, an additional fee of $90 is due (1 hour @ $90/hr.) for the CalGreen review. Sheet lofi macvalue.doc + City of Carlsbad CBC2017-0430 8/22/2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." . SITE PLAN 2. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Property lines/easements. 3. Provide a statement on the site plan stating: "All property lines, easements and buildings, existing and proposed, are shown on this site plan." 4. Clearly designate any side yards used to justify increases in allowable area based on Section 506.3.(if applicable) City of Carlsbad CBC2017-0430 8/22/2017 LOCATION ON PROPERTY 5. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 705:3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. (Is there property line between the proposed building and adjacent building?) . BUILDING AREA 6. Provide area analysis to show the entire building (the proposed building plus adjacent building.) is within the allowable floor area. Table 506.2. ROOFS/DECKS/BALCONIES 7. Specify on the plans the following information for the roof materials, per Section 1506.3: Manufacturer's name and product name/number. ICC approval number, or equal. 8. Show the required attic ventilation on the plans. Show "area required" and "area provided." The net free ventilating area shall not be less that 1/1 50th of the area of the space ventilated. Section 1203.2. ACCESSIBILITY 9. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. NON-RESIDENTIAL GREEN BUILDING STANDARDS (New Buildings) 10. Electric Vehicle Charging: If this newly constructed building includes a parking design of over 10 spaces, compliance with Table 5.106.5.3.3 is necessary. Provide the following design requirements found in section 5.106.5.3: Location of EVSE, power source location and future power availability, raceway design, and EV termination identifications. a) Be sure to also comply with Title 24 disabled access requirements for the EVstalls. Section 11B-228.3. 11. Commissioning. For new buildings that are 10,000 sq. ft. and over, the architect or responsible design professional shall submit, prior to plan approval, a "Commissioning Plan". CGC Section 5.410.2. The Commissioning Plan must be submitted with the plan documents during plan check. The Plan must be City of Carlsbad CBC2017-0430 8/22/2017 reviewed and approved by the plan checker for compliance with the required features listed in CGC 5.410.2.3 as follows: (a) General project information (b) Commissioning goals (c) List the systems to be commissioned with information on design intent, equipment and systems to be tested, functions to be tested and acceptable performance based on tests (d) Commissioning Team information (e) Commissioning process activities, schedules and responsibilities. 12. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. FOUNDATION 13. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (see page 12 of the soil report). 14. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." 15. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1804.4. STRUCTURAL 16. Where is detail 9/S5.0 for the transformer referenced from the framing plan? Please clarify. 17. The calculation (p.60) shows the steel lintel at seating area is W16x26. Where on the plan show the steel lintel size? 18. Where on the plan shows typical steel deck is 11/2" PLB 22 ga? 19. Ken OKAMOTO & Assoc. provide calculation for casework and shelving anchorage only. If shelving is part of this permit, provide complete. construction detail (upright dimension, size, beam dimension, size, bracing size and location and all connection details. .etc). Or note on the plan to be a defer items. City of Carlsbad CBC2017-0430 8/22/2017 . ADDITIONAL Please refer to the following mechanical, plumbing, electrical and energy items. 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 Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of• 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEW NUMBER: R2017-0480 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The City Building Official to review evidence of Health Department approval for proposed food service kitchen and grocery store. The Fire Protection Plans to be reviewed by the City of Carlsbad Fire Department. Provide construction plans for the proposed walk-in cooler boxes and walk-in freezer boxes. Including designs for the support of the compressor units and walk-ways and roof access platform on the top of the Produce Cooler Box. Also clearly show the limits of the upper level equipment room on the floor plans. Please correct the drawings to show the required 42 inches tall "Guards" (guard rails) as per CBC, Sections 1015.6 & 1015.7: Where appliances, equipment, fans, roof hatch openings or other components that require service are located City of Carlsbad CBC2017-0430 8/22/2017 within 10 feet of a roof edge or open side of a walking surface. This also applies service areas and access areas on top of the Produce Cooler Box. 6. No envelope energy design package provided for this project. Please provide. PLUMBING (2016 CALIFORNIA PLUMBING CODE) 7. Please use the current plumbing code, the 2016 CPC. Note there is no Table 10- 3 In the 2016 CPC. 8. Please provide complete on-site plumbing construction drawings for the private site water system, and private site building sewer system, private gas lines and storm water systems; showing the sizes and locations of the public & private gas meters and public & private water meters; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. Please provide private building sewer and storm water profile drawings. Please provide Building Dept. Approved Plans. Notes on the drawings states: "Site plumbing is on separate permit by others." 9. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department is fesponsible for the permitting, plan check, and inspections for the private utility systems. If the City Building Department is the agency responsible for permitting the site plumbing systems and the site plumbing is included under the scope of this building permit, then provide complete civil site utility plans for CPC Chapter 7 Part 2 plan review. Notes on the drawings states: "Site plumbing is on separate permit by others." 10. Detail the water line clearances for water lines crossing over sewer lines as per CPC, Section 720.1. Notes on the drawings states: "Site plumbing is on separate permit by others." 11. For backwater valve review, please show the upstream sewer manhole rim elevation (manhole cover elevation) and finished floor elevations. CPC 710.0. Backwater valves are: Notes on the drawings states: "Site plumbing is on separate permit by others." Mandatory: Fixtures installed on a floor level below the next upstream manhole cover elevation require backwater protection. Optional: Fixtures installed on a floor level below the next upstream manhole cover however they (the fixtures) are not below the manhole cover. Not Allowed: For waste systems with fixtures installed on a floor level above the next upstream manhole cover elevation. 12. Please provide the calculations for the proposed water demands used in the water line sizing as per CPC, Appendix A, Table A103.1 and Chart A103.1(2). City of Carlsbad CBC2017-0430 8/22/2017 13. Correct the GPM and velocity values as per CPC, Chart Al 05.1(1) for copper tubing. The piping seems to be oversized. Please correct. 14. Correct the notes on the plans that states: 'All horizontal waste piping 3" and larger shall be sloped at 1/8 inch per foot unless noted otherwise." As per CPC, Table 703.2, footnote 5 only 4" and larger horizontal waste piping may slope at 1/8 inch per foot. The 3" horizontal waste piping must slope at minimum 1/4 inch per foot. Please correct. 15. Please provide all the input data used in the Low-Pressure Gas Formula (less than 1.5 psi). PCP, Equation 1216.3(1){NFPA54:6.4.1}. Also, show the Equation used. 0 = inside diameter of pipe, inches. (Provide chart of ID values used for copper tubing sizes.) Q = input rate. (shown in the mechanical equipment gas load table) C) L = equivalent length of pipe, feet (398 feet shown) zH = Pressure drop, inches water column (shown as 0.5 inches water column) Cr= in accordance with CPC, Table 1216.3. (0.6094 required) Or change the "Low Pressure Gas Sizing Chart" on sheet P7.0 to use the values in CPC, Table 1216.2,(1) for 400 ft. developed pipe length. 16. Correct the detail 9 on sheet P4.0 to show separate "Dirt Legs" and separate gas shut off valves for each of the separate water heater. Not just one of each for the gang of tankless water heaters. CPC 1212.8. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. 17. Please provide cut-sheets and installation instructions for the proposed tankless water heaters. 18. Hot water recirculating loop systems requirements (Not single family homes): Detail the following: The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. 19. As per footnote #2 in CPC, Table 604.1: "When PEX tubing is placed in soil and is used in potable water system intended to supply drinking water to fixtures or appliances, the tubing or piping shall be sleeved with material approved for potable water use in soil or other material that is impermeable to solvents or petroleum products." Please address underground PEX piping systems. Please address. 20. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1106.0 1 City of Carlsbad CBC2017-0430 8/22/2017 21. 601.3 Identification of a Potable and Non potable Water System. In all buildings where potable water and not potable water systems are installed, each system shall be clearly identified in accordance with sections 601 .3.1 through 601 .3.5. 601.3.1 Potable Water— Green background with white lettering 601.3.2 Color and information. - Each system shall be identified with a colored pipe or band and coded with paints, wraps and materials compatible with the piping. Except as required in Section 601 .3.2, non-potable water systems shall have a yellow background with black lettering, with the words "CAUTION: NONPOTABLE WATER, DO NOT DRINK". Each non-potable system shall be identified to designate the liquid being conveyed, and the direction of normal flow shall be clearly shown. The minimum size of the letters and length of the color field shall conform to Table 601.3.2. The background color and required information shall be indicated every twenty feet but not less than once per room, and shall be visible from the floor level. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 22. Specify compliance with CIVIC 603.4.1 for length limitations for factory made flexible air ducts (5') and use (not to be used for rigid elbows or fittings). (Residential is exempt from this item) 23. Provide complete kitchen hood plans, details, and calculations to show compliance with CIVIC, Chapter 5, Part II Provide exhaust sizing calculations for kitchen hoods. CIVIC 508.10.1.1 Show the required replacement air for each kitchen hood. Include an air balance schedule. CIVIC 511.3 C) Provide grease duct air velocity calculations. (Minimum 500 fpm, Maximum 2,500 fpm) CIVIC 511.2 Describe the wall construction behind the hood in detail. If combustible, provide the hood installation instructions allowing installation adjacent to combustibles or include detailing of the clearance reduction design on the plans. CIVIC 507.3 Show the required cleanouts CIVIC 510.3.3) for the grease duct: At changes in direction and Horizontal ducts require at least one 20" X 20" opening for personnel entry. Note: If access sizing (20" X 20") is not possible, cleanouts are required to be installed every 12'. If the duct is not accessible from a 10' stepladder, a platform is required. Please detail. CIVIC 510.3.3.2 24. Provide plans, details, and calculations to show compliance with CIVIC Chapter 11 for a "Refrigeration Machinery Room": City of Carlsbad CBC2017-0430 8/22/2017 Clearly show the refrigerant classification, the amounts of each system refrigerant used, and the Al system horsepower rating. Provide exits as required per CBC 1006.2.2.2. & CMC 1106.3 "Equipment, piping, ducts, vents or similar devices that are not essential for the refrigeration process, maintenance of equipment or for the illumination, ventilation or fire protection of the room shall not be placed in or pass through a refrigeration machinery room." CMC 1108.1 Provide the calculations demonstrating compliance with the exhaust requirements found in CMC 1107.0 Show the ventilation discharge clearances as per CMC 1107.7 Show the required emergency controls for the refrigeration machinery room ventilation and equipment. CMC 1107.6 & 1108.3 Show compliance with CMC 1104.2 "Refrigerant Concentration Limit" for the worst-case concentration/area scenario. Describe compliance with CMC 1117.8 for the chiller system pressure relief valve. Show the location of the relief valve on the mechanical plans and detail clearances (15' above grade and 20' from openings into the building). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact, Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Provide a single line diagram for the new service. Include the following information: Include the ground electrode system conductor size(s) Transformer ground electrode system. CEC 250.30 Feeder overcurrent device and conductor sizing description for Compactor and Baler. Specify whether the system design is fully-rated, series rated, or engineered (fault current levels shown throughout the system). Detail labeling for both service disconnecting means. 2. For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 City of Carlsbad CBC2017-0430 8/22/2017 Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3 Legally required or Optional Standby generator sets require a disconnecting means within sight (50' and visible) of the building or, if not within sight, at the building itself. See CEC 701.12(B)(5) & CEC 702.12(A) GFCI protection is. required for receptacles installed for water fountains, some ice makers, within 6' of any sink, bathrooms or outdoors. See CEC 210.8(A) & 210.8(D) ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) The lighting in refrigeration display cases installed in retail food stores exceeding 8,000 square feet in conditioned floor area shall be controlled by automatic time switches or vacancy controls. (Open less than 140 hours/week) ES 120.6(b)3 All exterior lighting must be controlled by a photocell and an automatic scheduling control device. EM 130.2(c) Outdoor lighting mounted 24 feet or less above grade shall be controlled per 1,500 watt max grouping with automatic controls capable of turning off, reducing the lighting level when vacated, and turning onthe fixture when the area becomes occupied. Detail the lighting control design. If this newly constructed building includes a parking design of over 10 spaces compliance with Table 5.106.5.3.3 is necessary. Provide the following design requirements: Location of EVSE, power source location and future power availability, raceway design, and EV termination identifications. Designate a "Solar Zone" (describe the area and location/See CRC R331 or CBC 3111) and the inverter, metering equipment, and the pathway locations between the solar zone and equipment. Compliance with the Prescriptive Requirements (ES 140.9) is necessary for kitchen hood systems have a combined exhaust rate exceeding 5,000 CFM. Provide the method of compliance for: Exhaust flow rate (Table. 140.9-A) and the efficiency method described in 140.9(b) 213. Economizers are required to be installed for units 4.5 tons and greater unless efficiency is increased per Table 140.4-A. Prescriptive Requirement. Please address. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad CBC2017-0430 8/22/2017 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 . ACCESSIBLE PARKING 1. Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 11 B-208.2, the minimum number of spaces is: Please clarify on the plan how many parking spaces are allocated to this building? I for each 25 spaces up to 100 total spaces. 1 additional space for each 50 spaces for between 101 and 200 total spaces. . GROUP M OCCUPANCIES 2. Show or note that the proposed general sales, display and office areas are accessible, as follows: a) Checkstands shall comply with the following: i) Where regular checkstands are provided, the number of accessible checkstands shall be as follows, per table 1113-2272. ~!1 but :54 regular total = 1 accessible. ~!5 but :58 regular total = 2 accessible. b) Accessible checkstands shall provide a clear check-out aisle width of 36" With an adjoining counter :538" above finished floor. END OF DOCUMENT client: KPS Global 4201 N Beach St Fort Worth, Texas 76137 (81 Th28i 5121 OCT 2 5 201/ CITY OF CARLSBAD BUILDING D!VISON sTRUcTURAL CALc1ULATlONS Sheets 1through 117 R1ECEflhE For: Sprouts Farmei Market Aftfl:. Facility Engineering Phoenix, AZ 85054 Project: Job 11 Q273578 SprOuts #416 2630 Gateway Rd. Carlsbad CA 92009 Nofl642 1Yially signed by William N Bowen W illiam N DN: cn=WiITam N Bowen II, P.E., Bowen 11, P ,Eu14ib?s_c0n5tt5@m5n0m, Date: 2017.10.19 10:04:28 -05'00' Engeerof Record William N Bowen California Registrabon Number C32642 Expfratlofl Date:; Drnbi. 2017 2-01 -q- ()~- BBS Cànsukanls SfructuralEnglneers PROJECT Sprouts #416 2630 Gateway Rd Carlsbad CA PAGE. 2 oL111 RE Tabth of Contents DATE_10-18-17 BY___WNB Págè1 Cover.Shet Page 2 & 3 - Table of Contents Page 4 - D.é1nDthâ Page 5 Typical Isometric View Page 6 - i-COI Dairy Cooler - Wafi and Top Layout Page 7 - 2-FO1 Bakery Freezer -Wall and Top Layout Page 8 : 3'f03 Grocery Freezer. 3F02 Deli Cooler1 3-FO1 Meat Cooler and -cO tipTqó1èr Wa 1.4yb.UI Page 9 - 3.-F03 Grocery Freezer, 3F02 Deli Coolet, t 6 Meat Cooler and 3-COI Meat Prep Cooler - Top Layout Page 10 - 2-FOI Produce Cooler— Walland Top Layout e 11 T:ab!e- Pane! N6 Loaft. pe .P@90 3' - Screw Shear Capacity - Metal Sktn Page 14- 18 Screw Shear Capacity -Wood Page 19 - Screw Withdrawal Capacity,- Wood :Pée'2Q'-23 LaøaP3cktY' 049 e-"24 ge: Pg26427 Page..8 31 Page 32: Pè331 Pag&34- 36 Page 37 Pag8 Page 39-41 Pge42 Table - Wedge-Bolt+ Tension Capacity Top PaneiOflnéction. - a Connectins J.nitVVCights' - Bàè'Shér i-co,i OàiryCQqIer - Tup J'el$hear- Rgid Diaphragm -: Top Panel Shear -.:Iéblhtàm - Base Shear - 2-FOI Bakery Freezer - Top Panel Shear,;-- Rigid, Diaphragm Top Panel ah.-:Feiiapha9m BBS ,CfWsWts SfructuraIEng1nee,v PROJECT:. S ts#416..2830 $téway Rd.. Csba&. CA PAGE: ao Bi, RE Table of Contents: Cont DATE,..1O18-17__BY___WNB Page 4 - Base Shear 3-F03 Grocery Freezer, 3-F02 Deli Cooler, 3-FOI Meat Cooler and 3-601 Meat Prep Cooler Page 44-47 - Top Panel Shear Rigid Diaphragm Page 48 - Top PIr anel Shear. -'Flexible Diaphragr Page 49 - Bass Shear - 2-FOI Proäuce Cooler Page 50- 52 - Top Panel Shear - Rigid Diaphragm Page 53 Top Panel Shear Flexible Diaphragm Page 54 & 55 - TO Panel and Wall Shear and Top & Base Connection Page 56 & 57 - Overtuing Analysis, Side Panel Shear and tipltft Page 58-64 - OMF - #1 Dairy Cooler Page 65-71 - OMF - #2 Dell Cooler Page 72-78 - OMF #3 Prduce Cooler Page 79 - Check Required Flexure Strength - OMF-,-#`,-!- & #2 Page 8O - Check Column ald Drift— OMF#1 & #2 Page81 - BasePlate-OMF#1&#2 Page 82 - Check Required Flexure $ti'ength - OMF #3 Page 83 - Check Column and Drift - OMF #3 Page84-88 - Base Plat—OMF#3, Page 89 & 90 - Top Chords Page 91 - Top and Side Panels Page92 - 112 ::'T op Panel Beams Page 113- 116 - Top Panel Beam SUpport Page 117 TPEip up Beam 9TQP P.a,nl IRS COncidtä.th W!Engtheei.. PROJECT. Sprouts #416 2630 Gaiewav Rd Cailsbad CA PAGE 4 of 117 RE Deslor) Data DATE, 10.18-17__BY____WNB Building Code' California Building 6ode (CRC) 2016 Intern Buddln9 Code (IBC) -2015 ASC.Ei.7-i0. Base .oad:ndltlons. Dead al*eitg. Top Live Load— 10 psf Waiis-5 psi Later_I_Analysis V = CW EQ 12 8-1 (ASCE W :Eff W EQ 1a8-2 (ASCE 7-10) nin= •0s i>O:b EQ. ASCE'.74O) Site Class D Section 1613 3 2— Stiff Soil Profile RiskCategory 1I• Table .1604.5 .................. Seismic Design Category D Table 16133 5(1) R = .2:07able12.2-tA:17 :(Ltght-Fr&midV U.= All MOM* ri 1 0 Table 1 52 (ASCE 7-10) :S .= :2/3 (Spiis) 'EQ: 1639 Fa.SS: Eq,.16-37 = 1 084 USGS Site Specific :Ssr 1.040 USGSSi(éSpécilic 'SD = 2J3 (SAs) 213(1.084) (tO4O) 0.752 0.O44'(O.752.)(1,O) 0.507 W :'.EQ412.43 (AS -7T1^ '1;3 (13)(0 376)(W) 0.489, W BBS Consultants SfructuralEngLneers PROJECT, Sprouts #416 2630GateWav Rd Cartsbad CA PAGE 601117 RE lyplcal Isometnc View DATE 1046-17 BY: — I BBS Coilsoftimts Sln,clural Engineers PROJECT_Sj,routs #416_630 Gateway Rd_Cabad_CA _PAGE 8 of 117 RE 1-COI_Dairy_Cooler -;.Wall and Top Layout DATE 1048-17_ BY:WI4R BBS Consul/flits SüvcIwaIEiIWw. PROJECT Sprouts #416 2630 Galewav Rd CarisbacLCA PAGE 7 of 117 RE 2-Fol Bakery Fieezer-WalLafld ToD Layout DATE 10-18-17_BY_WNB WALLS LAYOUT TOPS lAYOUT BBS Consultants Sfr,,thUaIELfleerS ROJECT: : ruts#416. 2630 avR& Carlsbäd,.CA PAGE: 8oU1i7 .Grócey Eezer Meat Co.le!, . RE,_Meat Prep Cooler and Dell C6o!8r -Wall Layout DATE 10-18-17 BY___WNB • .. - - -:- - • hi .1 - F 1T • • - J~ rl I BBS Consnit nis StruclumlEnglacers Ca1sbCA PAGE.::40f1j 7 Gróry Free2er, MeatCc.oIer, RE4_Meat Prepioo1er and DeH Cooler - Top Layout DATE__1O18-17 BY_WNft ww_ i I t, woo " F*äTVatUWT WYX3'IY - TOP tAVOU BBS Consultants sbvctwwEngliiects PROJECT: Souts16. 630 Gateway Rd,.arIsbad CA PAGE: 10 of 117 RE: 2-Col Produce Cooler—Wall and IOD Layout DATE: 10-18-17 BY: WNB WALL LVOUT BBS ConsiiitaiLc eia1zngiw; PROJECTrouts#4i263O Gateway Rd Carlsbad CA PAGE__11 of 117 RE Table- Panel Rackuna SheaLand Compressive lgadw DATE _10-18-17 BY WNB K or Panèl ystéfl. Raddn9' hZd on PFS Load Test RepOrt It OS-37A, ii!mum Allowable Shear Load of Wood framed Panels Meldhaowkfth.pfo... - AllowabléShear PI.F. .4To1 . 460 .3 T61 .. 161 - 2To1 .• 179 1YTo1 246 :1To.i -333 . ________..0 - 646 -___eS ee .-. - e .-•*--. --- -- -. -. Kysor Panel Systems ipressW Lód -Base on P?STest Report 4 0S7378 Madrnum MowabteV_lLdofWôod.Fhiednls; Panel flsess(indes) PanéFHétht: Aib1VRd(PF) 3W_. - __.. 02080. 3½ -17 1946 3½ 22 1033 S .. ...•w_. .2779 5 •.I ._2i. 4582. S "26" 26 1037 RSher16i5edcfl PFS i0adT4RepOrt # 05-37k HéIhtt_ Width RaLiO _..AlloWableShearPLF. .. ______4Tó1 3Toi .. .65 -.2To1. :88 'IWTo All T5761 _108 136 VTo-1 . 208 s -- - -- -- - - --__-.-- ,Comp ressIve 1.oad - Based on PFS Test Report 41 05-37B Panel Thickness (1tches) Panel HeIght Allowable VetIcal Load (PL) -. 3W . 12; . 920 '3½ IT 714. 3W •__ . .-..• 603 16. . -. . . 1048 21.. . .. 800 - •:5 . 26- . ... . . 23 BBS ConwJEanis Sfrc!EigIneeic PROJECT Sprqv!s #416 2630 Gateway Rd Carlsbad. CA PAGE! 12 of 117 RE Table -PaneI Søan Chart DATE 10-117 _BY_WNB • = LU L X r 1• '9 im Z 9 . - U) w .. - — - u. bmw çio ,I.. E :•,i ____ ____ • g 2 TS '. 0 . JV.!? .0 W - 0 .1% . 0I . S.. $ I" oc q? i:j i• I it . iDV 40 ?? - o 'S -.•--. h • 7 ioDli ld1 r4 . .i•• 1$ Lstants PROJECT: Sprouts 9416.2630 GatewayRd.iadSba&CA PA GE: _13 of ill. RE: Screw Shear Capacity - Metal DATE: .ió-iB;17 BY: _WN6_ Screw Connections:- AISI Specifications for the DesIgn of Cold-Formed Steel StructtraI Members Pail a .P. :4.2'(t23d).F:tzit1 < 1.0 AiloWAbWShaarPàr $crew Normal Sheaf Strength Per Screw 1) Factor of Safety = 30 ominal.ewbiameter = 1iI 01 Member In ContctwJ Screw Head = 0 O2ll (26 gauge or smaller, e 14 gauge) ti = Thk 01 Member Not In COntact WI Screw Head F. = iè &St tf Member in Ct/ScteWC F = Tenle$tra thO hberNot.incontat WIScreW Head #14scre = 42 ((0 0217) (0242)1 $ (60) (10 396 00) = 32t Screw #i 'o Pps = 4. (P [(OO2i7ly (0419P) ;(6O (1000) = 351w Pas = .i! 117/ Screw #8 Screw Pm 42 [.(0.021 ?-3) (0.164)1 O) 1000) Ns,= 1 Q9# 1 Screw BBS Consultants S.lEogIncm' PROJECT Sprouts #416 2630 Gateway Rd Carlsbad CA PAGE. 14 of 117 RE Wood Screw Shear Capacity DATE 10_18-17 _BY WNB Afloabte Shear for #8jP_ arid, #14_ Wood Screws at Panel Base Connection for Wind_ and Selm1c 2015 Edition NOS-ASD Side Member IS Gauge. Galv. i'A x114_Angle, t = ts 00516" F.3 = 61.850 psi (A653.T, 33'kSi) Main Member :2x4 3350ps1 Tablell32 (G=042 Si-0-F;<W D) 0O542' :Ro F.. 6i85Q Table_11.31A YieldLinLEuation len :Z is z D;&Fe Rd ii = z Rd k1t33) mm, = R fl's z (113-5) IV Z = j2 F Ro SI 3(1+R.) (113-6) k -'_ I - (I +'R.) D = dLaneter,in. Fyb dowel bending yield strength, psi Rd reducIon term Re = FcdFçs = main member dowel bearing length, in, 4 = side member dowel bearing length, in. F.m = main meme( dowel bearing Strength, psi Fee,___ Ode _member dowel bearing strength, psi k2 = -1 +JRe)+ 2Ft(e)o2: /jR.) 2F2+RD2 k3 c-l+l j + Re, 3Fei. BBS Consultants SfructuralEngineers PROJECT,- Sørouts f416, 2630 Gateway, R6,. Carlsbad, CA PAGE: :15 of.117 RE:., Wood Screw Shear Capacity —DATE: 10-18-17 BY: WNB Allowabte $hear for #8 #10 and #14,W Screws at Panel Base Gonnectin for Wad and Seismic 2015 EdItion NDS - ASD #14x I W' Screw . .(Side Member 18 Gauge Galv.1%x.14 Angle) D 0.242 Or =0.196" f= 1W' Fyb = 70000psi Rd = Ko 1100+0.5 = 10(O242)+0.5 2.92 Tab!ei1,3113 -. Ri 16 1.5__0.0516' 28.07 0.051 Table _1t3,IA YdiEouatIo 0.196:ft4484)3350 - Z 292" 1S z - 264 2.92 - 022J0.242)(0O516)(61 850) z 16V 116 • Z o546.(o.&(1'A484501. 160 (Controls) [(1 + (2)(0 0542)] (2 92) IU Z - 3O8(04196(0.D516(3350 (2+.0.0542)(2.92).1.749 TV - 0196 fi35oopo 160 Z - 292\J 3 ki 00542 +__2&0542 2(i~28M7+28.Ot _+28,07 2(Q.0542 3 IA f D diameter, in Fjb dowel bending yield strength, psi Rd reduction term = fit main member dowel bearing length, In. & = sidle member dowel bearIng length, In, Film main member doWel bearing strength, psi Fes = side member dowel bearing strength, psi = 0.622 F1+0.0542) 2(7_0000l i(.12(O.04)it0.196) -1 + . 120 0.05 2(70 -1 422 + k3 30.8 B C. I- .0 EgIneers PROJECT.$prputs#416 2630 Gateway Rd Carlsbad CA PAGE 16 of 117 RE Wood Screw Shear Caoacitv DATE 10±18-17 BY__WNB Allowable Shear or #8_and #14 Wood_Screws_p1__Panel TaD Chord_Cnnctionfor Windand_Smjc 2015Ed1lion .NDSSD: .Side'Membi 26 Gauuê ál.: TpThrn and i.6 x 1% lñtèrigrTrlm Fes = 61 5Op -(A-663-;1433 ksi) ainMembét4:, .••'. - Fcin 3350 psI Table Re - 6185Q 00542 Tab1é.i13,'AYletd dm!'It E4 • Z DtFm Rd (11 3.1) .bt4F 11 z icit JUn Z (11 3-4) '1113 Z = (113-5) IV Z D2 'I 2 FF (113-6) 3(1+R) R ;R 0 R (14R 1 - (l+e) l2u1±5 F(2+R)D2 1(3 I D iithéte'?. in.,. F)b = dowel bendng yield strength, psi Rd = reduction term - rcmzres Ri main membetdoWelbearingIeflgth,ifl = side member dowel bearing tength, in pan member doweibearing stiength' psi = side.rnernber.dowèl bethlng strength, psi. BBS Consultants SEruciwJEngineers PROJEcT: SproUts#416. 2630 Gateway Rd.. Gar1sbadA PAGE:ilof;117 RE: WOod Screw Shear Capacity' -,—PATE' 10-48-17 BY: WNB_ Allowable Shear for #14_Wood_ScrewsatPanel Top Chord_Connection_for Wind_andSejsmi 2015 Ed Won NDS -ASb 14 x 111211 Screw (Side Mirber. 26 GaUge Galv. 1 x 6% Top Trim and I Y2 X 1 Winterior Trim) D = 0242" Dr 0.196 I 1/2" Fy6 = $0000pSi Rc = Kb 10D+O.5O(O.242)4 0.5=292 Table 111.3113 1,5-0.02111 -. 68.1 Ri - 6 00217 Table 11.3.IA Yjetd.UmitEQuafAo 0 195 (1 4783)(3350) 332# Z 292 Z Q.242O.ø2i7 (6i85ffl lill (Controls) 2.92. tO7 (O.2421(OO217)(6i 850 168 II Z 0 568 (0 196( 1 4783(3350 .170 rn4 z = [(1 +..()(OO542)i(2,92) III 4jj0 1960 02l7(3350i 129 (2.,+ 0.6542)(2.92) 'O.i96 /-i35ojfgcooIr lv Z. = 92.\f 3(1400542) 182 = 1.807 1(2 = 1 +T21 1+0 0542) + (90000)J(1+2(0,0542)1(Ô.19R12 3(3350)(1 4783)2 " = Fb= 0.568 Rd z Re 42) D00O)(2+0.0M2)O.I96 R 2 + ~OO 3,(335 1 0)(0,0217)R 6 = 6= k3 rem— 'Fes = diameter, in dowel bending yield strength psi reduction term main FdF1 main member dowel bearing length, In. sde member doWel bearing length, in. main member dowel bearing strength, psi sidB riembet dowel bearing strength, psi BBS $(ruelural Enginecic 'PROJtCTI Sprouts #416 2630 Gateway Rd Carlsbad CA _PAGE _ISo! 117 RE Wood.-Screw-.Shear Caoacty DATE 10-1847 BY__WNB Allowable Shear for #8 Wood ScWs at Panel Top Chord Connection 'tor Wind 'and Se1sric 2015 Edition NDS - ASD #8 x i'Screw. (SideMernber26àueGalv;.1.X6. Top Urn and i 34'xt% lñeiorTrrn D 0164" Dr = 013? 1= 1 F 90000 psi Rd TbJe113;1B to i,00:o2i7: 00217 - 451 Table i13;1A Yield tirflit Euatio O.i31.(O.978(335O1 m 22 195' - O997(&l64)(O0217(61850 Z' looN Z b57O_(Ô131)(O97831335ffl 1000 = ((1 + (2)(0 0542)) (2 2) IU Z 36__1__0__1311(0_0217)(33501 76* (Controls) (2+00542)22) 0.1312 21L33509OOdO1 iv ;2 cf*O.o54) 10 - 0542__+ 2A0 054211+45__1+45A)+45_1 _2(0 0542) _- _(0 ki.- 1+Q.0542) k = 0:997 I •.o'oo = -1 +f 2(1+0.0542) + f(j+20.1i12 3{3350)(O978W D Fit K? = 0.570. Ro = 12(1+0.0542) 2t9D01(2+00542)O1312 Ri ks = 06.0542 + 3(3350)(0 0217)2 = Ecm-- = diameter, n. dowel bending.yièld stténgth psi reduction term FcSFe3 tSti main member dowel bearing length, In, side rflember dowl bearing length, in. main member dowel bearing strength, psi side meiiiber dowel bearing strength, psi 4 0 Table i128 Cut Thread or Rolled Thread Wood Screw Reference Withdrawal Design ValUes, WI Tabu1tod withdrawal design yilues, W, arc I sench of thread pen Irat into side gram 0wood iIfk av1ty,f6 8 9 G2 1012 (i16 18 20 .24 073 209 229 249 268 288 327 367 406 446 485 564 071 198 216 235 254 272 310 347 384 421 459 533 068 181 199 216 233 250 284 318 $52 387 421 489 047 176 193 209 226 243 776 30 D 342 375 409 475 0158 332 144 157 169 182 207 232 256 281 306 356 Q.55 119 130 141 152 163 186 208 231 253 275 320 051 102 112 121 131 141 160 379 198 1217 237 275 030 9 107 117 126 135 154 172 191 2139 228 264 049 94 103 112 121 130 147 165 183 201 219 254 0 47 87 95 103 131 119 136 152 148 185 201 234 046 83 91 99 107 114 130 146 161 177 193 224 044 76 83 90 97 105 119 333 148 162 176 2Q5 043 73 79 86 93 100 114 127 141 155 168 196 04Z 69 76 82 89 95 108 121 134 147 161 I$17 1 66 72 78 8$ 91 103 -W6- 128 141 153 178 040 63 69 75 81 86 98 110 122 334 146 169 0.39 60 65 71 77 82 93 105 116 127 138 161 08 57 62 67 73 78 89 99 110 121 131 153 037 54 59 64 69 74 84 94 104 114 125 145 036 51 56 60 65 70 80 89 99 108 118 137 035 48 59 57 62 66 75 84 g93 102 1 i 130 031 1.39 41 45 48 5 59 66 73 60 1 87 102 Th9b1i1whhthI4i-vn1i W. for. dia w comwdmt W bo iDIIII bvIfluo1Teb10 â tori(ièi*bo 10.11 Sflagft dai1i d*rm wIii ab1àIi3A. AMUr.ANkAMbMML .HBS Cosu!tam SfrcIurtiIEn1neei PROJECT SDrouts #418 2630 Gateway R& Carlsbad CA PAGE._20 of 117 RE jacrewShearapacjty DATE: 1O-18-17 BY: WNB 2015 EdiUbn tlDS ASP it 3.11A Yield. Limit Eauàtion DtF ' 11 Z = .kiDtf, mm z flu z K*..DjFein. R)R t;j •jmF +Ro) (1t3-i) Ke4= 1.0 R'= 4 (Table 11,3,IB) te=1.0 ,RD 4 (Téble 11.3.18) (11;3-3) KeiO;Ro.=3.6 lablel0.IBY (113-4) I(e= 10 Re ='3.2 (Table1V316) :1.O, o32 (Tab!e113.1B) Kè i:o Ro-32 Tàblé11.1B) k R+ 2R.e'(1+Rt+Rt) 4 Rt2Ro3___R _(1fi -i 3Eem 2 = + E(2+RD2 3F, 0. øieferin,. = dowel bending yield strength psi RI rm redUctibn te RD FodNs- Rt -= main member dowel bearing length in side member ddwel beaping length, In Fern = main member dowel beanng strength, psi _side_member dowel_bearing_strength,_psi Side Mómber2X4VOrticäl t = Cs =3.5' 2850 psi Table I1.32(G MalnMember_2x4FIa, Fern = :2850 psI Tébl 1-1.3.2 S-4, D3I8) Re Fe, 2850 1Q BBS Consultants Srue1wnIEngIneeic PROJECTSprouts#416 2630 Gateway Rd Carlsbad OA,-PAGE: 21 of 117 RE Lag Screw Shearaacity DATE 1018-17 BY. WNB Screwa Wag Dô*n]Tj p 2015 Edition Nps - ASD 318"ø x7" Lona Full Bodv Lea .Screw. D Q;a75M. Di 0,265 4.16 Ri Tàble.3AAY1eld_Limit Equation In, = 0 37if15)(285 401 0375(35)1285rn A. II - 2 82.(0, 7510 JAM. Z' (i23(PJ75)(ii285D)' 1(1 4 (2)140)1(32) 206 (Controls) 05)(Q75)(3__51(2850] 2856'"'660"0 (2+1.9? q,3752 IV Z - 32'\J 3(1110) 287 10+210N1+2_33+2__332)~2332(10 - _(10)I1+23 (j+1) = 0782. - .i450O0)_ 1 J2 (I+. .1 3(285O)(1i5)2 -IC2 1,233 1211+1_0) Z(45óOD)(2+1 265 13 i + k3 = 1.045 D = diameter, in = dowel bending yield strength,-Psi R = reduàtiOn tern, Ri, tm train member dowel bearing length, in; Is = sidemernberdowel bearing length, In., main member dowel beanng strength, psi = side member dowel beanng strength, psi Ic. k2 PBS Consultants SfructzimiEnglneeis PROJECTI Sprouts #416._2630 Gateway Rd Carlsbad CA PAGE _22 of 117 RE:. 1aa Screw Shear Caac1ty PATE 10-18-17 BY:WNR Allowable Shear for 3180 L-2' Long Full Body Lag Srew Connection for Wind and Seismic 2015 Edition NOS -ASD Table I tAYieIdUtitEdUaiIon IM 2 DtnFcrn (ill) Ke 1.0 RD =4 (Table i1;3,1B) 11 Z = sFe 01.32) 1p, B =4 (rabIeit3iB) fl kiE Ro (113-3) Ké = 1.0 'RD .316 (Table 11.3.18) hIm ,2 131 (113-4) l(e 1 0 RD = 3 2 (Table 11.3.1 B ifli .±' , 1.i.35) e=1.O Rô'=3:2 (TabIei1'31B) IV =R •t :' 3) Ke = 1.0. Re= 32 (Fable113.18) k - P = dowl bending yield strength, psi Rd reduction term Re EerdFez !m!4 = main member dowel bearing length in, = side member dowel bearing length, in main member dowel bearing 8ti4ength4 psi F.= sidemember dowelbearing sfréngth, psi I 2F (1+2RD! - i2L1fR - .-1 +) . + Side Member 18 Gauge Galv. 2"x2" Angle t = Is = 0M63& = 61;850 psi (A65343 ksi) Main Member 2x4 Flat Fern = 2850 psi Tabte1132. (G. :42;s04D FeP =,3/a44 Re - 85Q - F0 61850 QQ461 -B-BS Consultants Stnwh,rai Engineers PROJECT: Soroüts 16, 2630atewa R& .cgdsbed. CA PAG23 of. i 17 RE i,ag Screw Shear Capacdv DATE 10-18-17 __BY_WNB Allowable Shear for 3/8ø x 2' Long Full Body Lag Screw Conneciton for wlnrtend Seismic 2015 Edition NDS ;ASD 38!'ø x2' Long Full BodvLaqScjW 0 375P Dr O.265" Rt - 4 00635 Table 1t3iA Yie"Id Lirn1Eu.aii O375_(1:9365)(850) 517k O375(0.0$.35ii61850)368 ArZ z 0577 tO_375)(P 0635(61850 2361 IIi,n 2 - •(O519)t07S(t9365M:2850). 307 1(1 + (2)0 0461)1 (32) Ills Z ti5O375)(0.0635(2i (2+ 0 0461)(3 2) 202 (Controls) 03752 fze5rn45000 IV Z 3.(i+.00461) k. \/0:0461_.4. 2L0.6461_1*30$f6+0_(.646W—_(O.Qi . diameter, in, l7ib = dowel bending yield strength, psi Rd = reduction term Re FcttfFes Ri tdte em = main member dôiet beang length. in. side member dowel bearing length, In = main member dowel bearing strength, psi side membirdôwel. bearing strength, psi 0.577' F2(1+0.04691) oàm r((o,og :1co:265ka = -i + + 3(5OX19365)2 kz L519 J21+0.O4i 45oo2+o461o;Z65i!< k3 - 0;0461 3(2850)(O0635) Selected anther. Wedg'48olt+ ____ W ø Mom 2-1/8'(54m1!), Grde,2. r4MT1*.- I EUeàllvóembedmenldepth: h ut 1.425.lrich. _________ ,, ApprovaL E8R-2528 - 'lss,ed: 51112014 Basic pkbc1ples of Design; - - Design method ACt 318-11 (Appendix D) Concrete Normal weight concrete ctcked conrete I 2500 PSI Load combination: tram Seaton 92 Factored loads, "f1 Userenteilóct. Mchor Parameters 175 kith s 250 inch he 3,60.Inch 2.75 inch s 420 InCh AoiDuJ1ity No Re1n*rcemant. none edge relinlorceme&I or < #4 bar Th1si0n Condion B Shear Condition A riot öç[stent Seisrnh Loads Yes ters1on load Y6(D33.4.3(c)) Sheartead YesD3353(I)) RCsultingoathor forces I load.djs~rlbo.qn:: Anhei$o.. 1éon load SiiearOad 0_lb $10 lb Maxvnutn 01b 810k Max,concrete coriçreIon slress. 0 psi Ràuensco fbwl 0 tb Resullliig compresstcri tO1Ce 0 lb - CaIcUIatJOfl; Desigh próoft joemafld f Capfty -\ Statu. Tension load - - O98 10 - 01< Shear load 810 lb 830 lb'/ Interactioii l'c*$aiads Jv powor.,com Powui Fii1wrs su. wsw1I IOritgen cpfl,r k$iftatJDm) IiPDA I1N! comPanY nam flfl Date: 6/12017 IVe Pr 2 358fl 18147 ojeci numbe r Page- '(90n:2F2 € SUMMARY §e1poted anchor Wedge-8o+ 3/8 0, hnom 2-1/8" (54mm) Grede 2 Effeclve embedment depth he, 1425 Inch 4t ApprQyt: ESR-2526 1psu 5/1/2014 Basic pinclpIce of DClgn Design method ACt 318-11 (Appendix 0) Concrce NoPatwelehi conete cradwd concrete 4C, =.2600 jl Load btra1lo tatcen from SectIon 92 Factored toads Uercnters toad Anchor Paimeter& c 175 Inch $nJi 250 Inch h 350 Inch 2.75 Inch s 4.26 inch Anchor DuctzlJty No RelnforcemeflL fioe edge relnIocement r 4 bar tension Condttrn B Shear Conditlea A Stand-oft not esiet Sisnilc lOads Yes Tension Iced Yes (0.3343(c)) Sheartoed Yos(P3363(b)) Resulting ançhbrforçes 1 toad dIn WI utlon: Tension load Shear load -28.Ib 0 l 528-lb 0 l Max. óoncrcte conressbn strain, Max concrete cadressIonstress Resuttlnq tension force: RiMilina mmarassibinfârca 000 o 528. 1) o Calculations joesign proof Demand CapacIty. ]status ITencton lead 528 529 lb OR - IMaroad - 1interaction S caqtad ]a I+. ss c•oActiltanui Smicthra1EngInceic PROJECT Sproiits#416 26O Gateway Rd CaiIsiad CA PAGE 26 of 117 RE Too PaneConiiection DATE___IIMB-17 BY WNB TW SCREWS12OC MAX (1@aJ1 Ct3oiP1TJ\ i)6'1jZFiEL 1 :8OLi: MAX. 1F1\kv X --. - AREASSENBW& N-OT # Woc rix A SKJCE - SCAtE: HIS - #8:X1$crews@j2'o/cOUté i;X. V2 26 :ga Tt1m =76#,(W d P.18) V = 109# (Metal P13) —26,a Metal Sk1ri Bonded m to Wood Frae #14X 1 1/2 Screw@ 12's o/c Inter I Vz x I 626 gaTnm 32#(MetI :'i .2015 Co t6-(Win, &seisnhic), = (1.6r±'1O9 i2 527#fI' BBS CoiiMzltit$S Sinwius. Engineer PROJECT Sørouts #4t6 2630 Gateway Rd Crisbad CA PAGE 27 of 117 RE: Tap Panel Connection DATE, 1.i1i__BY___WNB DETA)L.,WAUsTO Yops a P 9W ARUTION ALEUS 3/&ø Lag Screws @ 24 ofc V = 206 #Iea (P-21) :2 -#i4X f W,ScWs Ic, I 26 ?r,irn V = 132# (Metal P13) 2015 NDS CD - 1 6 (VVnd & sestmc) VA 21 +(2)(132) 429#/l BBS onsuItaintc $UWiIEngIflcei! PROJECT Sprouts #416 2630 Gateway Rd _Qarlsbad CA PAGE__28 oflll RE Base Connection DATE 10131-16 BY: WNB WAD BASE ECTUIOR. VENWW tico Top &BO1TOM OF COVE BASE 1-1/ZZ-1f2'i8GA. K co?rnNuous ANGLE\J- 'q BASE WI $8 PM MD K I. ,'*,iio rx - EWSO3 3l6X 3" VECC€ SEALANT SiUc1E w o. 318" COVED BASE rt\j, ,WI$8'4PANHD. 3X3 WEDGE SC1W5D1rO.C. BOLTS+ C 24 D.C.S . 14 ?-W'lOGA. 8U1Yt - - .. ' •.. :-; CONflPZ)OUS ANGLE wj P14xt4'PAfl HO. siucot BC Sc1EWS 411 O.C. #14 1yw ©1 7 qc Vi= 160#/Screw (Wood—P-15) NbS-.ó15 Cp =•t6 V2 = 1 32# /Screw (Metal Skin Bonded to Wood Framed Panel (PA 3) V = 160 (1 6) + 132 = 088.1/1 3/64W @ 24 0/c fc 2500 pS Mm Emb h norn = 2.125' $hear Vu 830# (P24) 830(0.7) VA = = 291 #/ ==== Controls,. Tension T. 529# (P..25) TA =185.#/i <-- ctrs 'u's Cósu1t aiEngrncçn PROJECT: Sprouts #4162636 Gateway Rd.. Carlsbad. CA- PAGE.;-19-0f117 RE Be c6n6~60-on BY: WNB SLAB O(TA&LS ME FOR OEA& WEPENCI OtL ThESE MAWPO'PIOUDWN t&Dfl1TI. 1.EGI OR PiEfRA11Otg OF 11* Ifl9AADROOR WTDfl$TH&V!?GT)E CEIGN PEVED 6Y ENGP SLUONE GECTBLIOR .1P&OTTl NaT). OFO SkSE 14 wa'wcovw ltKsarpdso!r04 I AWE win 1-1z,xz iii ' -• ,. corn _co,E •14 X 1112 HEX H -. saLwo 'r °•-: S1RJPI$YO • H1.Aflh Shear, #14x1 6Screw12o/c = 160 # / Screw (Wood NOS -71015 V2 132&LScrev (Metal $ 8oide t Wà6d Fafned P(P-13) = #14,x 1 .3;iScreWs@8" ó/c,•• (WoodP-15) VA = (160) (1 6) = 256 #11 Control Tension . #14 x I 1A Screw (6 & 0/c T = 12 1 '1 Screw Penetration 1 # (Wood — P-19) Nbs-201.5 ,co:=1i. 1A = (121 )(1,6)= 194*/1. <=== Controls #14 xl 14ç i•i VA, =38B#IE • - -. BBS Consuliant: $mwiuml Znineei.: PROJECT SDrouts#416.2630 Gateway Rd Carlsbad CA PAGE__30 of 117 RE Base Connection DATE_ _1048-17 BY WB ecicBearing of i8 GA BãséArigIe1dn #14 Sc €w' AISC..-iY1'Ed.. Rn = 15LCtF30dtFu(J3-6b) d =ScrewPa 0.242" F•= Mm fi058.KSJ A-36) Lc=CIearDist(Edge&ctoc) 11/2 .0242/2=1379" t = Thk Connected Mafl 18 GA - 0 0516" R 1 5 (1 379) (0 0516) (58 KS1) ~ 30 (Q.,375),-(0 0516) (58 KSI) =6191# 3367# A0abie8èàri69ength =, i684#:759'(O,7)=531#(P-28)91( ,p=0. BBS Consuithiits Structunil Engineers PROJECT: .SDrou#4i66O :Gtëv Rd(arIsbéd.CA .PAGE 311 of 1.17 RE Base Connecton DATE. 10-18-17__BY__WNB -'. .i1Au tI cfl4!erwi T t • DoorStabizer Wéd-BottF.id 2- 3W,)c 2 Lag Bolts 206.# fB!(P-2 Co = V2 = (Metal Skin Bonded to Wpod Framed Panel) 9 #14'SreMl- 132#/ea (Pi.3) (Conservative) IA 2:t206 t.6 +132) :923 # 2 -3/8 WedgéRo+ . TA = (?)(5):(O.7) 74t#2 <===== Controls Ills Consuutantc project Sfrueluwiznmwers project t6U1 Me L° by WNB ICUIatiOfl sheet rzr rur \Joio . ,. 9' T1 a• .t4'. BISCon.zi!*,nts Sb7wIwalEngfneem project p n date, I- by WNB. - .*u!ation sheet' 3•Dr. •1 ' fltL-' -t --- LI J. ' 6 . 71 Center of Mass-Rigid Diaphragm - Daiiy Cooler w TI ( 29.92 )( 11.83 )( 4.64 ) 1642.34 T2 (12,04 )( 4,31 )( 4.64 ) 24078 T3 ( 12.04 )(7.5212 )( 4.64 ) 210,05 2093.18 WI ( 9.0p ) ( 3.25 ) ( .29.92 ) 875.16 W2 ( 900 )( 325 )( 1420 ) 41535 W3 ( 9.00 )( 325 ) ( 41.96 ) 1227.33 W4 ( 9.00 ) ( 3.25 ) ( '10:83 ) 316.78 W5 ( 9.00 ) ( 3.25 ) ( 1083. ) 316.18 W6 ( 9.00 j ( 325 .) ( 4:31 ) 126.07 3271.46 BBS Consuliants $tnwhztal Engineers project no Sprouts #416 I Carlsbad. CA project Center OLMass date _10/6/17 W12 X (W)(X) V (W)(Y) 14.96 2456.48 5.92 .9722:68 35.94 6653,66 9.68 2330.76 33.93 7121 .0 5.01 1052.35 40350.13 13105.79 43758 14.96 6546.20 0.15 65.64 207.68 35.94 7463.84 3.76 780.86 613.67 20.98 1287.69 11.68 7167.61 15839 015 2376 592 93766 15839 29.92, 473899 592 93766 63.03 41.81 2635.44 9.68 .610.17 1638.73 74633.05 E= 23605:38 8.33 w UCSJOj. H 6 - = (Axe.%u) -WDA 1P199 =UOISJOL U99L JO-k; 11Z69,0:6c1!ooIwaPpwA es x-x padUy woij Sir 9 SJ1tJaO3 6uiiioiiu03 U980L too UO3 W LI. 01.- UOJOJ H 9964. = J-X - W3% Hi 1.9 t- = UOsJOi 11694. C - (XXeW,%UM) twX 1184.9 1.1 1Pt1° JIU33 C$ OUCSPQ A iooqS paijddy W04 $00J0 sap ptJlu0003 EuWoJioo 11109 SZ 'HP1 0 JO uo 00 U! alum x 41euiwns] 9600 960 0000 0- 0000 8800 0000 9984.- 64.60 0000 S1.O- 0000 64.60 0000 996 4.- 0 1.090 0000 £000 0000 96tô 000'0 9964.- LLZ - 1. 1.000- 1.000 0000 4.13 1. 994. t- 0000 t. FLtL %JOI 1.fl6UO A U MUM lUOLSJO.L ) SJ8ts etc 0J01 WflWJ0JUO4?0Oi O1 iaqri 'ITW - 693204 IIM PeeIfl3Ie3J 01 UJXU 006 0996 091.i' 0006 0101.' 0090 P 01 UI4 vool 04.09 006 0006 011I. 009t C 01 UXW 009 06L 0910 0006 0899 00C o i. UIJ 00 089 II. 006O 0006 096W 0090 I. M30 bap 11 11 U3 M ei0uv UOM 6A iie GoXM it16o.i - sSU4j tqi - -- WOft8M1 UC8.11 i*U1Ø'A 1196 U' UOSLJDWjQ X xep eedos s (CO 1.10 padde at oqs 11009 SS4V446.014SCi ii* ,k ',%,,00'9' 03 Y A U1 t8 iEaLI IXV X-X SSeJ40JO1U0IXV )I 9 J1SS1XVA-A 4a6Qb dJd :,tdt1399. 0 Ati3Od9 O skeuy èuoóu.u6JqdeIa 6! Uodp3soQ iu6sO :aflJ BuiS Cinsultants Struclumi Engineers pmject:no ifT5 " 4] projectT 1JL date td- )cfl byWNB. äuIatiônshöet (2i'4t&r4 r-r - p BBS Cons'i,Ieanas project no t'- SuctwJEngIneej project ' '' - date by WNB cat ulàtion shéét frc'( Tor (B X (WXX) Y 50 4618.82 .13 317178 ,4018;'k,3171.78 ;64.Q 1764.36 O;21 57.00 650 176436 1004' 272526 021 4494 513 109792 1279 273732 513 10979Z 40328.0 8149.88 6.50, 5.13 Ti ( i300 )'.(10.25!)( !44 )• 618.28 618.28 Wi ( .9.00 )( 4.64 )( 13.00.) 54288 ;271.44, W2 ( 900 )( 464 ) 1300 ) 54288 27144 W3 ( 900 )( 464 )( 1025 ) 42804 21O2 W4 9.0 C 0 10.25 ) 424 Z14ø 1.984 970,92 BBS COflSUlt1Iflti. Pfvj e &t noàrout #416. carIsbad cA $IrUC1UmIFAZgDØCtS 10.16117by_WNB______ .Cnter of Mass-RIid Diàp.hiigr- Bakery Feëer LI Title: D&gnr: DscclptIon:. Scop: Rigid Diaphragm Torsional Ai Job# (F Datc:10.22AM. 9 OCT 17 I Desc,PtIon Bakery Freezer General Information yY Aids S'tear 055 k Mm. )( Axis Eo X.X Axis Shaar 065k Min.YAxlsE ,...Sflears sic àpllcd on sach axis tipaTatetv P1eigmi1 .1'xI? watiV In ft. ft it ft I 3.500 13000 9000 6500 0 '2 3.500 13.000 9O00 00 10 3 3500 10250 9000 12,790 5 culated Wall' Forces - LAW Load Lqcatlon iorMaidmm Form Died Shears: ki. .fl ',' Lèhglh Thick I 4916 0000 0000 QOOI 2 -64916 0.000 O0OO 0.001 &óáa '0M3 0.000 % yAds:Clic1Mass 5.13.tt MaxX Dimension 13.00ft ':10.25 ft g WaiiAngle Wall End E 'dCcW Fixity 210 - 0.0 Fix-Pin 1.0 040 0.0 9XPlfl 1.0 130: 0.0 F1-Pin 1.0 .Torsional -Shearek Flal Max, Leith 'ThIck. -. 0.383 0.001 :' 0.383 ASO 0.001 -0.383 1001 --0.000 0.543 YtpnejO Center,o Y AWdmtal Eoceti1chy 12.766 ft Contthlilng EccentIdiIes& 1o(ce$:from A00,100 Y-Y.Shear 5 12511 XcnS + {MinMaxX)- Xcr 561614 Torsion = -308K ft Xcm (MIn% MaXX) Xct 6.91614 TorsIon -371 k ft 0050 ft -Controlling ECcefltdcises & Forces from Applied X X Shear 0.513 ft Ycm4 (itWMaxY). Ycf = A61170 ft Tétsion = 0.28 k44 Ycm - (MlnWMaxY) - V-cr = -0 50811 Toislon a.0.28 K-ft BBS Concu1t4WEs SithJEn MOO n ZL11 ' z4- date. —1 -1 by WNB .eaçuIation sheet Fr 01 / - ._L - BBS cnsuItants project ,no I4 SctumIEgneci project - date i'i by WNB caJcution sheet i-r C''z 4 7 fry Ctcr2. a ¼4T /1(O 3! co I * - A BBS ConsuJ(ants project no Sprouts #416. Carlsbad CA ,trswtufai yueeIlc proJeót. Center ate .10/6/17 of Mass bWNB________ Center of Mass-Rigid Diaphragm Grpoery FreezArj Dell CODiet Meat Cooler. & Meat Prep Cooler W W12 X W)(X) V A(Y) TI ( 25.46 ) (14.58 ) ( 4.64 ) 1722,40 12,73 21926.15 7,29 12556,29 T2 ( 2042 )( 3042 )( 464 ) 288226 3567 10281016 1521 4383915 13 ( 1943 )( 899 )( 464 ) 81050 5560 4505354 450 364723 T4 ( 2979 )( 977 )( 464 ) 135046 6078 8208121 2554 3449085 TS 623,00 5264 32794.72 4.50 2803.50 T6 20800 5264 1094912 800 166400 17 240000 5264 11054400 209 438900 18 64500 5264 3395280 500 322500 19 MLO 63.70 2611AI,5--Q 4.50 1777.50 10736:62 46528319 108392.53 WI ( 9.,00 ) (6.34 ( .) 65.31 ) 3759. 186329 32.66 60855.19 021 391.29 W2 ( 900 )( 464 )( 1383 ) 577,647 28877 3896 1125049 906 261626 W3 ( 9.Q0 )i( 634 ) ( 1944 ) 110925 554 62 55.,59,30831 50 906 502489 W4 ( 900 )( 495 )( 1036 ) 46154 23077 7049 1626691 912 210461 W5 ( 900 ) 464 )( 25A6 ) 106321 53160 1282 681517 1437 763916 W6 ( 900 )( 464 )( '6-58 ) 27478 13739 2147 294977 2595 356528 W7 ( 900 ) ( 495 )( 1485 ) 661 57 33078 5331 17634 08 2050 6781 07 W8 ( 900 )( 325 )( 1452 ) 42471 21236 8841 1452721 2050 435328 W9 ( 900 )( 4.64 )( 2042 ) 8274 42637 3567 1520860 3021 1288063 W10 C 900 )( 464 )( 1458 ) 60888 30443 021 6393 729 221930 Wil ( 900 )( 464 )( 3042 ) 127034 63517 2567 1630480 1521 966093 W12 ( 900 )( 464 )( 1241 ) 51824 259 12 3183 824782 1548 401119 W13 ( 900 )( 464 )( 2115 ) 88322 44161 4567 2016842 1985 876600 W14 ( 9.100 )( 464 )( 9.27 ) 3.817.12,19356 6510 1260060 464 69811 W15 ( 9.00 )( 3.25 )( 11:38 ) 332.87 166.43 7552. 168.98 14.96 2489.83 131557 657628 711676.68 E= 181794.34 it 4110 y 10.50 Title: Dsgnr:, DóscdPtJon Scopo: Job8 () Date: 934AM. 18 OCT 17 Rigid Dlaphrag Grocery Fr00zer, Deli Cooler Meat. Torsional Analysis XXAxisShear 593k MnYsEcc ,..Shears are applied on cacaxs separate'y 1''' ''• 'ii 1 5.000 :85.310 2 5.00 13.630 6000 16.446, '.asoo .10.300 5 5000 :25.430 6 .5.000 7 3:500 4.090' .8 3500 7.160 9 1500 14.520 10 5.000 20.420 11 5000 8170 12 5.000 15260 13 5000 12410 14 6.400 :7559 15 6.000 8.990 16 3500 1t380 Calculated .WaH', Forces Load 1,6000n for Mø.lrnUm Forces Label X.ft. ,: 2 0.000 0.10 3 0000 -0103 4 0.000 2.939 5 0000 2.939 6 0.060 2939 0.000 2.939 8 0.000 2.939 9 0.000 2.939 10 0000.2.939 11 .466 0.000 12 0.465 0.000 13 -0.465 0.000 14 7.102, 0.000 15 7.102 0.000 16 7.102 0.000 'ft '9.000 32.660 A000 *~60 .9.000 50 9.000 70.490 9.000 12,20 900Q 28;7'50 9.000 46230 9o0p 7.570 9.000 68410 .9.000 35.f 70 :9.000 .0210 'O.OQ 25.670 31.00- %1400 45.670 9.000 6.100 '9.000 OI'ect Shears k Vilck 2;740 364 0.000 -0,33 '0.000 '-0.146 '0.000 :Q.000 .0.074 '0.000 '0.030 4.064 '0.000 .0277 0.000 .p.881 0.000' 0.587 0.000 1.969. 0.000 '0.000 0.473 0.000 0,703 0,000 0.806 0.000 YIscentet of Mass Max X Dimension Max'YDlmenslófl ill Y' Wall Mo Wall End ft ' deg,'CCW Flxty 0210 00 Flx-Pn 9050 0.0 Fix Pin 9060 00 F1xPn 9120 00 Fig-Pin 14.370 'gO FixPin 21470 00 FixPin 20500 00 FIX-Ptn 20500 00 Fix-Plt 20500 14XP;n :30210' 0.0 FbPn 4.090 900 Win :7630 90.0 Fl-PJA 'f5.460 :.00 FWPln 20130 900 Fig P4A :4.500 '.90.0 FXPIfl 14;960 90.0 Fix-Ph Torsional Shearsk: Length -0.000 ".0.000' 0.000 .0.000 0.000 -0.003 -1.000 -0.069 0.001 -0.013 0.000 -0.003 -0.000 -0.010 .O,00b -0.046 .0.000 .0.204 0.000 0.010 0.000 0.012 0.000 '0.004 .0.000 o.o2fi 0.000 0.144 -0;000 0.228 01000 '10,511 75.8711 30.4211 to 1.0 1.0 1.0 110 1 0 1.0, to 1.0 1,0 to 1.0 1.0 Final Max. Wall Sheaf '2352. .0314 .0,633 .0,146 .0.992 .0.087 -0.025 -0.074 .0.322 -0.865 0.578 1,981 1.365 0.501 0.848 1.034 V DIstanoitoCènterfR XAccdeflII Et1tY: V 37.782 it Controlling I 9.082 ft Xciii Xcm (W .3.784 ft Con!rofllng 1.521 ft - Vcm+(I floscripilon: 0 Rigid Diaphragm Torsional A Job# Da934AM. It 117 abe' 2 Description' :Grooèy Fri r Dè!l Cooler Meat qer'&Meat Pri s & Forces from Appted Y..Y Shear -X-cr 7.102 ft Torsioii 4208 k-ft - X-cr . O.465ft Tortlon .76k4t s & tfrfrom 40116d X-X SIiàar 29391 Torsioi 7.42-ft O.103ft TOr5iân. .O.61kft U~ -1 . - ~ B$ Cófl$uJIiflts SdaiEnçineers projectno Ir M571~: project7 Jate ib-1r by WNB rsjp •cacuIatioii sheet .[RILâ8 E .4 •. 3 r8H* Of ZOiS4tfOO-a4$4.5 ..f.i55 4. o.4tj1o,i'. 4 ! - Z o4ki\ - .y .'- 1 C 4d\ to 1 44 c1 Vt (6 - 4. Vt I35o 4o44 iv3qc)4 Z3 946O ,U,IS+ 5 4. , [5Q 1.16Ls.. IJLJ (d.4 ço'- BBS Consultants project no • Sfructumllngfneeiw 4 pr0ject date by. WNB. calculàtionsheët Struclumi Engtheers prôjectno Siirout.#416. CthIsl$àEL. CA project Center of Mass date 10/6/17 by _WNB iiteróiMas-Rl9id Daphrag -PrQdUçe Cooler TI. ( 16.li )(.42.25')( .6932.0O 11809,P2, Wi ( 817 )( 3.25.)(16.17 ) 429.35: 214.68 W2 ( 817 )( 325 )( 1617 ) 42935 21468 W3 ( 817 )( 325 )( 4225 ) 112184 56092 560.92 3102.39: '1551.vl-20. X (WXX) Y W(Y) 3946240 Zi.1310307051 867 6010044 '%'5it 11465528' 9956284' 217725.79 èo 1736.74t 322b 809 173674 4210 903790 015 8414 2113 1185227 102 898596 21 13 1185227' .112, ..z 25O5Oo.4: :y. '• .11875 IA hue: Dsgflr: Déscrption $cope; II Date: 9:53AM, 18 OCT 17 Rigid Diaphragm Torsional Analysis Pa4p I' Y-VAxlsSheai- 4.59. k. Mln.X )(-X AAs $hear 459k Mtn.YA, 00%,, V Axis Center of Mass 18 75ft Shears are applied on oath axis separa1eV Ma'X Dimension 18170 Max :Y Dtménson 42250 Label Thickness Length Height Wail Xcg Wall Yog Wa)I Anglo W811Ena F_ In K K ft ft degCCW Fhc1ty 1 3500 448.6,' 8170 2290 0150 00 Fix-ft 10 2 500 6580 8170 12.880 0.1% 00 Fix-Pin 1.0 3 3500 16170 8170 8090 42100 00 FixPin 10 4 3,500 42250 8170 0150 21130 90 FIxP1n 10 5 3500 42250 8170 16.420 21130 900 FIX-Pin 10 6 3500 16170 8170 - 8090 21130 00 Fix-Pin 10 Iculated Wall Forces Label load Location for vlaxlrmsm orées Direct Shears k lcqslonal Sheacsk hear WallIc )( ft V Length husk Lattgth Thick 1 - 0000 -11629 -0188 0000 '0118 -0000 .0255 2 0000 -11 ;629 .0.346 0000 .0295 0000 4.641 3 A"00-`-7404 -2.17 0 000 .0.646 OQOO .2047 4 .0504 0000 2294 0000 0073 0000 2361 5 1113 0000 2,294 0000 0161 '0 000 2.456 6 0000 -11 629 2 047 0 000 -0442 0000 .2.489 Sumrna,y XThstanoe;to Centeroigidy 8.085 It COW14 E enh1thTës&Fçrces from ApØed V.V Shear Y Distance to Center of RigidIty 28.2660 Xcm (Mln%'MaxX) Xcr 11130 lorslon 511 k-ft Xc(Min%'MaxX)-X-ct 0 5040 TorsIoo 231 k4t X Accidental EccentricIty 0 809 It C2.ontrolling Ec ntilcitlea & Forces from Appd XX Shear Y Accdentai EccentrIcity 2 1130 Yoai t (MlnWMwt'Y) V-cr = -74040 TorsIon -33.991(-ft. Vein .$n% Max?) V or 11 6290 TOrSIOn q .53 39k ft 3) BBS Consultan., ts project no ___ StuctunilEngAneers proJecflf%i1L Øate J '1 by WNB càlôulátion.shéet. kill rLtI k7 tr rl f'ThL 491 ( 4') / - if 4 l,J BBS Consultants ,proectno 9°t' Stn,ctuml Engineers - project daté:I°-'1 by WNB calculation sheet rt mp sr:.•V i4-- c?c el 1. c11 (or'-ii-r r=lLfw r oCct'(rc. r--rc JI 31 -= 53 14 Ix; 5 4V -, to ilA 4-L $i/fl Is mix). .; frt.ih :s lIZ , I ;C, U ABS Consuftants .St,ictW aiEngInèe, t14,I(o project $rit :date J o-M41 by WNB ôaIàuiatôn sheet "I'1 -rip . t6 8,171 - 01121, 3 • 42z At'( Qr---i C)) VN.- 1fr1' ) P — — c 1,cr T 4J•z;(1 h)i ie 4- r VI N ! •k:? •k1i ® ,\IIh •r t cL - :T Vr.-7 frunuor 4 Ifr U S BBS Cossuhnts $frutEumiZMØ' project noRatrr s 46 project a1vcLNJ4 dte._J:-t&.i-i byWNB calculation sheet V -J t I fo ; \04 t tpi ; s- •• a.Icutation seet I im -Z. 94.. j ) 11 - •...• ta L rr - U r'r- 1 ) tL O N - - (•s s.çIl' - )'• iii- / r) i.\ . 8 BBS Consultants Sfrllc!umiEiigfneerc project no project date O6'1 by WNB I .t& — r L f f -. —P i3ic Ioos ConSutalits øet ° $Ir,wlurèl Eiihieei project 611 t date t "fl by WNB caIcuttiOn sheet Li--r 7,4 JIv •i 3 - -. - 4 / NEE ----U I DOLWTN5• I 10 -1/4': EQ. SPA. ©4" O I 1' 5/16"O HOLE x 2 1/4" GA. GA. 1 4 1 7/8b .5 PROJECT Dk. 1,'t4m,4 CRAtNOHO s—I WAY L&-LW . '-KYR PANEL-SYSTEMS -wl b RM$ l3€1ici4 M EfiO2 •- - ..1 p V* .911 .4 -I MI WNB SProUts;W16DàiryCoo Id, roMF Oct18, 2017at 1,222 AM Sprotits#416Dar9Coo1erOMF#1 r2d - - r r L H 4 - 4 -4 , C~ WNB Sprouts #416 Dairy Cooler OMF W18'1017.-6t 12.22 AM Spthts#416DairyCoo1o,OMF11 -.,r2d Company : 0018207 Designer WNB 12:28 AM Job Number : prLtI6DetOMF Checked By:_____ Basic Load Cases Joint Boundary Conditions F"77 tT LI - - Hot Rolled Steel Design Parameters r-' Joint Coordinates and Tèmperafürès Vim Tnmn ffl ri - Ni U', I N2 0 I 87 0 1068 I 0 N4 jpft -- Joint Defections / _..L.,IuIu I. -..-I ___________________ - I -- - Load Combinations RSA-2D Verso610,1 ;O [C:\RISA\Sprouts#416DatryCOOler0MF91 :r2d] Page 1 . Cmpany : O,1a• 2017 DesIgrer . WNB 1228'AM Job Number Sprouts p416 Dairy Cooler OMF Checked By_____ Joint Loads and Enforced Displacements (BLC I : BLCI). Hot Rolled Steel Properties Member Primaw Data - • .. - . ..._ Il.i TT LH V1 Man riuiiUr1 Member Section .Deflecioñs: LC_ MmbL.èI Sec_. i1n1_--(a) Utule - NC _Z_ 225254 3 0 __402 - 1409.54 AL 5_- 001 W -655 NC .j. ____ I ___________________ M2 1_ 655 001 NC ...2 64 427 -4619.682 654 9 NQ 654 i027 4639516 .654 -O01 NC 211 2 _______ 555 _i6j2&4 41 1410541 21 2256,865 0 NC Member Section Forces RISA4PVèrsOn 10.1 .0 .2d] Page 2 cornpay : Oct182Oii Désigiw : WNB 1228AM JobNumber 'Sprouts-#416Qa1ryCooer OMF Checked By: aH,Pa c?f1 -- 4 -- MOM F. %-- - -- --. -----iz .-•z• - tI i& -- --.- - RISA2D Ver ion iCRISA. Page 3 BB5CmsuJa(s •projetno $inzctwai EnfflneeJc project d ri F date IO&fl by WNB. ca1clatiofl 9 eet ) - Vo , - 4 4. 4 1-3/4 5 7/8w, 11/4 -.i3fl60 1T'flT un j_-.It4 111-I i : .1 L I .113/4 VA~ 003M W OAV 163/4 x 1 3/ J J AS1 oI[1/2'ix4 - 2 1 PUT. TOUCH UP- PAINT o i/4 1- . i37i VARK:` B41 :1 DtY(y- W 6. x - PROJECT $Po1s. .. flL35fl DAM - '7/I4/20i4 B'MouiiO - at I fasm %ULC .lI#lKy PANEL SYSTEMS S* 533-3M WattBd VU D5tW1N WA-Tam - -a 7 Tr:y rs 3 46 ' wi ' IS.00 L&#41'6Metrep.00oerorvw k. ct:ia, 2ô1 Tat 1ó16AM 1•' SK -2 WNB Sprouts #416 Meat Prep Cooler OMF Oct 18, 2017 at 1046 AM SouI416MPrpolerOMF .ompany Oct 18.'2017 Designer ,... 1:17PM 'Job Nrnbcr, : #416 !lp !'. erp! . Checked By;_____ Joint Boundary Conditions -- irn a PAI T irn. -.NE - 7 —I 77 LW WIN -lt Hot Rolled Steel Design Parameters Wfl__ IITIT1 iiw1W4E1i Joint Coordinatesand TemperatureS .. -.. . N2;.p 87 0 N3 875 L4_. N4. Joint Dèfleclions i Vtnl\ Vflnl RntIiii1rwfI --- - Joint Aeadtions (By'Cthnbinatloñ) a,, ia . i.i 7 v V flei MZ tk ftl - --.-- -'I.. R1SA-2D.VersIon'iO1 0: Page •i Qonpany :- tl8;2017 Designer :WNB . 1:11PM JobNiber Srois #41 Mat PreCterMF Checked By_____ JolAtLóadsàfld EnfoicèdDisplààéñwhts (BLC1 .:BLC1), J61t Ljbel 1. M Drçt1os ManituØellk Ic rn n c3dt k!sf2tfL UI. N2 .i I.. t447 Hot Rolled Steel Properties Label jkj GIkfl Thamth5.5 F) DensI{4kfll31 Yjd[sfl I i I HRSTL I: 29000 1 1.ii54__I-. 65.. ii- 1 50 Member Section DefIect,ons - JI Ml 0 9 ftC __ 0 29 1625;899 _• ____ _____________________ 3 9Q1 953.7 1089 928__ 02, 885 I M2 ______ 885 002 NC . 4150 1Qj 3_1 884-- 022 4166A1L_. jQ 5 M3 002 884 NC 002 J59 i 1090625 3_ 001 552 954 297 0 29 _126 875 .5: 0. NC MirnberSëàtiOnFäröès .. Meied.ajt Sec AxielP1 SheN Iop,eItIIWlJ _L I Ml 724 0 2 -1 577 724 -1 583 :724 ..4. _____ ________________________ ;4. ___________ 724 - -4749 I _____________ M2 1517- :J. J-- .t33:2:1 - - 72 723 -I577 .002 _ 5 723 -177 6329 _____________________ M3 ______ 1.577 723 6.329 ____________________ 2 1577 723 4746 __________________ _____ 1577 7,23L 3164 4 1577 723 1,582 5. 1577 .723 RISA4D Version 10 1 0 (C \RlSA\Sprouts416MeatPrepCooIerOMF#242dJ Page 2 company OCt 18 2017 Deslner WNB 1:17PM Sprouts #416 Meal Pep Cooler OMF Checked By____ - -d!4- ii U -- 1- ___________________ —.4c --- - RI4A-20 VersIon 10 1 0 [C \RISA\SprOuls#416MeatPrepCooterOMF#2 r2dJ Page 3 BBS nswtants oJectno ucIwJEngIneers 4 project Oil t dátè.1t&i1 :byWNB c.alçu!ation sheet NIJ r -- - * o :1' t X X !i•JI c(4 r) xx e Q/jXj7XWCI X. -I 1' a m —i __1tioI wi H rlm r3 ' ir 1Z T1 t4-G c.'rJS e...I2f'L IWNB Sprouts #416 Produce Cooler OMF Oct1 2at 1O44 AM ipo 41 F. IN I- - SK-2 I Sprouts #4 16 Produce CodIerOMF Oct 18 2017 at 1044AM1 Sprouls416PmduceCoD1wOMF1] Cpp Designer : .WNB JUrnbei (3 Basic Load Cases -. Joint Boundary Conditiohs r m7 ___ Emir; - HátRolled.Stéèlbeslqn Parameters: WFA -- Joint OicInàtes:ar)dTePerafureS. .Y U41 Vffi1• INv - 2 N2 0 t92 I 0 792- 0 14 0 JolhtDeflectlOns (By CirAbinàtlon) -I- 1 LIM Load Côrnbinatlóiis --- -k- RIA-2D;V1on1o;to (cRtss6ProduqeocJeioMF3;t2dJ - - 6ue.CóeOME 1O;45 AM ,Checked By: Member Primary ala - • - - .I.& . - - --. - -- FIT mil Member Se ction DëfIection. eintLèbót .. :iloL. •- _Amid 0 14C - 0 - 20324 2 ____ J22Q2 2 4 0Jj -63 145t728__ _____ ______________________ . . .•796. NC: 796 -067 2671,493 8 __ __________ _3 4 795 794 - 066 NC - 2698 776 JQ_ 5 794 001 NC _tL_J M3 0D1 794 NC _i.a..__ ___ 001 681 1454189 -- ..il. 3 0 412 1272415 _______ ______________ 245 2035864 _____ _________________________ IL RISA20 Versiob 10 1 0 [C RISASprou1s#416PrOdUCeCOOierOMF#3 r2d] Pa9e 2 Compary Oc118,2017 Desncr WNB 1045 AM Jób.Number :'Sprouts416 Produce CqoerQMF Checked By:_____ flj ji :fl7J i.. L__ff• -- - -- _ ~MMI -k _iI -EFIE - 4!J: - LIZI M1L-.JPTTIMM .; M. !0Vër01601414 1C\Ri$A\Só'uth16PidQPbIérCMF3i2d] Page 3 S HIS Coilsultanti project no Co SfrueluralEng!neeiw project H date byWNB caIcUIatôh sheet je i\ N15'- 4• -Z.ô : 4 I t1!.IR(MpJLj. r'! !e'v VJ / fr7o) \1r Vø.J10 •çc'- 1' BB$Conszthntc ASYFUCIW project no project date __ caiôulätior sheet _o cI 4l ci, 4 1ir ' iii\fl4 - 1l? F . C tT1 (izi ' 7 7), Ft) 105 ( r 4 77 o.o'. > :C/ BConsu1thnts etnoi5 *A'4 SfrjçtuEngiñeeic projeötOIi.t- 4s tsr-* by WNB calculation :sheet 2r4r 1 A8/81 ():) c- 4I1' 'L &!/ I f ') VPL'('Z')O1\ 41i-W / p BPS Consultants project no SATEhjItheii project date iIS/ by, WNB calculation Sheet Or'tP- \Ji N - ,ClF- •• ip WciJ r Cii2ii rr'+ 7, s -r1 !I,1 - %12y ri C91 67) dL—T'4 - a-•% plsi/2,otr - rcTiIarJ 1,, L• (4) zc,iniLh r —' • • • , 4 '• I4o Ytr 7 Thi s, '- -- - c3• • PiS Consuitantc sfructllnhlEl,gileers project no Proie mxt date )Q:tg47. bYWNB alcutàtion stet o4i - c't4 4 -' jOjr, 4,o •' Ir'• d,4 t4 e) ccr) (!)jz) -Z;Z., IZ M J'_ .•1. L(11 —s-. a4• A- 1L 41&4( \)ir - -7 •rzi2;-1 O?d * • a • - - - , • * a ,1 * , I - BB$ C'wsP S1niciq,ralEngIeei project no c 4i projebt OIi t% date Jt5I7 by WNB alcUät'iOfl sheet FL Aio/8 4 'i-, '•7() c- t7.A N /l4 (1V7 Eødf;ct ~Zo 15 VN 3'5 I" \ida 6A ' •( - 4 13 ProfisAnchor, 273 - - - SPdf,e Pge - PtooeIFac QU2KwlkBoil-T7Z $hear., S2PfOject I Pos No.. E-Mail; Date: iöW8i2iijr Sttori UI)O 1 Inputdata Apthor typo nd d1artcl.or KwIk BoltTZ .CS 112(3 1f4) Efrocllve embedn dopUi h 2501n, b" U25 -h Moiertal carbon Sleel Rpor1 ESR.1917 SAFEET - lssuedlyaw 6i112Q16I5II12017 NO Oesgn method ACt 318/ AQ93 Ssta1ta1on e0 'OOrnostard oft05ODtfl -Mctioc plate lx ç. x 1=2,000 In X 2.000 In x 0.500 n (Recommended pItethIcknass. not calcialad 'piolile *ooIo 6964maer1a1 crac4cedcOete 2500 .# ODD psI t&0001n RaInIrcemenI leisston.condlUoii B, shear cond Won k., nosiipptetnenlal spilling reinforcement present edg relnforcem toje or <No 4 bar. e1SmdJàS(I.C..D, E F) Gocmotsy tin) & Loading [ib, b.lb) a UL ;I' • :. cc : C., U) a •'' - Lr IuiiI 211 \. u' aft. a 0 + C. 90 '5 C,40 I - I CD , • 4. 0 a o •S:0 - CL " •. - . - — .06 as Vol IV U .E, 1 -: ' U. g - 8 ..icL a a O8 .L C0 aC C. 0 -a 0 • >. C a 0 C-•I (5 PrOftS Anchor 2,7.3 Company: Paqe Spedlier Poect 112 KWIft BoU TZTens1 Addre Sub.proJect I Pos No Qhne I Fax: I 10/12O17 E44al $pocffio?s comments: I Input data Anthor typo end diemotor Kwik BoIt12 CS 112(3 114) Errocthso erribodmona depth,t325O.ifl;, b a362-51n.- E.valuefion ServIce Raped Carbon Steel ESR-1911 SAFEET js5Ued IValid 0,11120161 rd.112017 Desln method ACI 318 IA6193 StandoUInstat1MOn e0O00in (69stando1 t0001n. An1ior plate 4 * t 2,000 In *2.000 in x 0.500 In (Recommeoded ptate Vducss not calculated Profile no profile Base mate,tab cracked conaeLe 2500, ]e 2500 psI, h = 6.000 fri. ReWorcomen1 tonsla contlo aheer coidlJoi B nosupplemenlel spDlt]rtg reinlotceffierit p,eent edge r orsfleflI. ODOO or No 4 bar *!oditCO Goomoby tin) & Loading Ub, In Ib] ada'a 1d ivii iwilba disdod fliflih ItiD jQ wugrt,i wd t twmUl H$1sIe$TItiS4AZa ui @1 0 a '4 0 — . 4) co 0 FE AM U C 4) w - Co. Ifl U. ' H CD I- q (C CI) • . II BUS Consultants Sfrueura1Engineers (a :prpjeno, Zorr 4t6 project P1,I date byWNB. ecuPat(on sheet N'r '1 ôciLr —7.-' - Lr1 4 . III 71 4 4 *!? r •- LQ - (JEfl 04,'t N -r- - I • • I BBSY p vc, ts ngInee,c project iate 4 by WNB aIIatiqnheet. Pup- u c:frt4 I)t C JC frj )t4r t4i1 •'• EM 13 885 Consultants project no ' Slmctumllngfiieers project O Owdu ar J date by WNB V óIcuIátioh shdèt s ? Jw-rnt "V )ç)Q. - ~' 46" .•P:7- Tj z.. vlr_ jfrJl frô ,E1u/ Tf I-.;7 • r, '' (4(4 .ju:u/ •%) lk47T' iik1 .(-71e4 + Jc 4 13Z •q5 cv: 7 •.&. .:/ifj VJ'tii ) 4i:. BBS consultants project no 'px2iavt r LJCD SuClunzlZnglneerS roject ' .by WNB calculatiop sheet v1(o -c.&4J (f-job) •i. Z 'l't' 4 ABS Consi!tánts .Sfructiiml En project no proiectip date jpr- ty.WNB calculation sheet Prrt P-J- •y r : (P-'1 4s 4 4) (pu)) 1 -3Z3 :44-u n ORS Consultants mct,JZngineeic project i p date O-tfl'byWNB calcuiation sheet tow". I TItle: Osp,nr. DoscfrlptlDn.; Jo# "(9 Date: 11MMP 18011 Steel Bm Oi1i .. Page -1 ICCWctl. Description Beam B-I Dafry Cooler ( 1 General information Code ReId Asc 9th ASD, 1997 UHC, 2003 IBC 2003 NFI'A 5000 Steel Section W8XIO - Fy. 50 si PInned PJnned - Load Duration Factor. 1.00 CenterSpan 24.20 ft BmWLMded to Loads EiasicModutus 290000ks1 Left Cant 0(10 ft LL.T & S, 710461401 RtgtflCant 00011 LU Unbraced Length 400 ft I Distributed Loads Notel Shod Te,m Loads Are WiND Loads #1 #2 -- #3 #4 - #5 #6 1i7 DL ft021 Pin LI '0059 IC/fl k/lt Start Location ft End Location ft [Summa,y i . ... ... .........8eamOK StatIc load cefic,Governs Stress .Llnñ:8Xi0 s(1ctionPinn*PlSpafl 4.29ft,,FI=5O.0k1. End lxi rined Lu 4 COlt. LDF 1000 Moment 7.0304t k-ft 19194 1-ft Max De11ecbon 0842 In lb Bendln Stress 10885 ksi tength/DL Defl 8971 1 fbi Fb 0.369 1 - Lio1w(oL+1i OeI) 3461 1 lv S*ear Stress 0810 ksl 2(1000 kal 26.826 L fv/Fv 0043 1 [Force & Stress Summary -- <- These columns are Dead + Live Load DL .LL. -IL MaAmum 1lCentef conter ,.çntS -max., M+ 708kt 273 7.08 Mox.M- Max;M@ Left. -Ms M @RI1tj -Shoar@Left 117k 045 117 Sr@Right- 17k 0A5 1.17 Center-Dell, Ô42 in! 325 -0.842 40.842 0.000 LeftCntDefl 0000k' 0000 0000 0000 '0000 AW Cant Dell 0000 In 0000 0000 9.000 0 000 0ueiyDefl 000011 0.000 0000 0000 0000 Rdactiop@ Left .1.17 0..111. liT Reabon@Rt 117 6.14 55 111 1.17 Facalc'dperEQE22,KtIr>Cc ff1.6 MINIIIM I, .:t1.. as noted -? LL4S7 k41. k4t k4t. k-ft Ic Ic 0.000 In 0.000 In 0.000 10 0.000 in Ic 0.000 0.0QO 0.000 o.00ô Title : Job # () Osnr Date 1 32AM 18 OCT 17 DcsC1ptIQh: Scpà: Steel Beam Design I Description Beam Steel Section.,-.: W6X9 -Fy 50 QOkel Factor 1.0 0 Center Span 76711 Bm Wt Added to Leeds $ C odulus Eta Ii 290000ksl Left Cant. 000 ft LL&STActTQ9OtlWI R&I Cant U. Uribrace.d Length 767 ft IPoint Loads #2 #3 go 47 #1 11.050 DeadLoad $hilTen loan 3..835 L Summa,y 8eam OK Static Loadtasq Gwords Moment lb 80nd1n9 Sttess 1l 9 399 k ft Max, DeflectIon engtj/DL 0037 rA 24641 1 lb I Fb 0221 1 LenthkoL4LL DfI) 2.4m. 1 1 ksl 20060 fv Shear stress .000k$l fv?Fv -TbcoltrnflsateDe DL Li. 1L481 Maxmun1 Only i Ootcr Cofflot .00 Max M @ Left ax. MRight S hear @Left 058k 056 Shaar@RIfltt O56k 056 Center Dell 463711n 4037- 0.001) -0 037 Loft Cant Dell 0.000 In 0.0D0 0000 0000 R,gftt Cant Doll 0000 In 'd-00 0000 0000 CW4 0.09o. rt, 0.000 0400 0.000 Rea1.JQfl @14t 8 048 0.'56 teact)on@Rt 056 0.56 056 Facalc'd Per Eo E2.2,K*Ur>Cc I Be nMaiorAxls1102,000'cbIFy)5 c tin =1510000Cbl FVY\5 1FbperEq FI.6 55k Title: Job nr # Ds Date 134AM 18OCT17 8 DescrIption.: Scope: Steel Beam Design £CWtdons 1 Description Bèm 8-3 Dell COole eral!nfomatton code Ref AlSO 91h ASD 1997 UBO 2003 IOC ,'2003 NFPA 5000 Steel Section W6X9 50 O0ksl Pinne d-Pinned Load Purallon Factor 1 00 Center span 767 Ii Bm WI Addedo ioecis C Moduus 29 000 0kSI Left & STActTo*etter Right 3 ft Lu. Unbr d Length. TVft it Loads NotelShoitlemi Loads Am WIND Loads. #1 #2 #6 #7 Dead 1,1373 k LIve Load Short letEn on 3835 ft $tatic Load Cao Govemi'-swss U*6 MA Moment k ft 94399 k-ft Mx Dellection .0 049 In 8en lb d1n9 Stress tcsl 286 11 20 Dell 1 9023 1 fbi Fb 0 Lengthi(DL+U. Dell) 1,9023 1 Shear 0 721 K 20 k Iv ienr Siress -ft,iFv 0.036:-1 Force & - <- umn arOead + LIVe LOa0:plaoed-as noteø ->' DL U. LL+ST U. LL+ST fAiftutA ____ i5LCUnto Oentqr00015, AraTOS, max. M+ 270 270k ft k-ft Ma.*. M® Left k-It MaxM ( Right,.1<41 Shear@Left' 0721< 072 K 072 1< 0.72- 1< Center.Def, 4048 fri 0:000 0048 oOOO 0.000 In L.eltCantDefl 0000Ir1 0000 0000 0000 0000 0.01)0 J6 RigIt Cart Dell 0000 In 0000 0000 0.000 6.000 0000 In Quey Dell® 0000 ft 0000 0000 0000 0.000 0000 In Rèaciori@ Left 472 032: :072 Ic ReácUon Rt• :0.72 0,72 D.-72 1< Fecak'dp&Eq, E2-2 Ktk> Cq. I ,FbperE F1.6 Title: Job # Dsgnr Date t35AM 180CT11 Dosc1pflon: - Scope; RCv $O2- - --. St.3108310 r=U0 -,eel Bem.Deslgn Description Beam 84 DelI Cooler General Information Code Rof AISC 9th ASD 1991 UBC 2003 IEC 2003 NFPA 5000 Steel Section W6X9 - 5000ks1 Ped4'ln Load d Durailon Factor 1 00 Center $pan 767 ft B WI Added to Loads Elastic Modutus 29000 0ksl Left Cent 000 ft LI. & St Act Togeihor Rght Cant O00t Lu Unbfaoed Length 7,67,ft [Distributed Loads NotelShwt Term Loads Are WIND Loads 11 - -h-:--- 4-4 - Dk -DM13 .kll U. 0.025 Rift ST k/ft TEnd Location ft Point L.oad Notel ShortTeçvn Loac) Are WIND Wads: #1.,.. 7 113 - #5 #6 47 Dead Load: :0323: . UoLoad k SO Term 3;835 .Beant.QK Stalk Load Caso Governs sires Usn WGXO section Span = 767ff Fy 0 0ksl to ii 1000 End Rxfty PInnedPJnned Lu Actual AIIabin. Mqrnont ..,. ... V :O.96Sh-ft. V:•399:k.ft Max DctledtldE :..ØQj9j V lb BOnding Stress 2 O k 20285 Length/DI. Dell 6 26Z4 I lb] Fb Lon6lh((0L4U. Dell) 4,910 5 1 Shea 0342k 20060k lv r Shear Stress 034l lçsl 20000 itsl 00171 [ice & Stress Summary These columns are Dead 4 Uve Load placed as noted > - (1. 4L+ST. .LL.. Madrrnsm Oelv_ j) Center iTh Center t Cants Cants Max M+ 0.97k ft 078 097 MI. Mai M .Ma*:MLeIt Max MRlghl Kit Shear LetL 034 it 0.25 034 Ic Shear @Right 034k 025 034 CtetDó1L 0.OI91fl 4015 Lo.bLJ4 .0.019 0.000 0.000 in Left Card DelI 6.0601n, 0000 0000 0000 0000 0 000 In Right Cant belt 0000 In 0000 0000 0000 Q 000 0000 In :0.011.1 0M00 0,900 0O0O. 0000 In :0.25 0.54 0.34 Reaction 1 Rt 0.34 025 034 034 k FacadperEq E22KLk'Cc I Beani k x1sd102,000'Cb/FWIJrT<(5101000'Ce/FVY5,FbPerEq F1-6 0-i .003k/a 41 T1T4 4 444 1441 41 1 4411411 144 1114TTTT4 41 1-fl kiii S AcO.90kft' LC0,342k R'a; O.342.k 44 <- ThesocoIurnnereDCa Mann Only eriteir. onter. Max M+ 0.35kft 018 03 MaLM @Let Max gtit ShearcLtt 018k 008 018 :Shea@RIghI 0.18k 0.08 0i8 CenlerDefl. 00 BI 0.004 0.008 0.008 Left Oant Deft 0 000 In 0000 0000 0 000 RlghtCanl DaB 0000 In 0000 0000 0000 :o.000. ft o:000 0.000 08 0.08 0.18 0.18. ReatIon @ RI. .0j8 008 0,18 0.18 Facaicd per Ea. E22, KLk> Cc I Beam1 otAos,(102O00 CbIFy)"S<= F16 0.000 In OMOO in 0.000 In 0,000 In Ic k 0,000 b,000 0.000 0.000 4 TWo; Job# Osgnr Dato 137AM, 18OCT17 Dosoliption: Scope I osa Vô&o IDoc2003 Steel Beam Desinn Pae 1 1t1flM 4NP€AI t aIdL#I1 Wi'4.1thh.. Beam B-5 P steel Section: W6X9 P,n*Pthmed Load Ouration Factor LJAbreced Length MOdulus 290°0k& 7 DL 0.013 km 0(25 km wft It ft $atIc Load CaSo Got gVX0secftoàSpan = 76 fy =50,0ksl flxl(y pjfl in edL*i E.767tt1 LF=1;000 • Ac*uP - Moment 03461c11 9399kft ib 8ondng Streas 0748 ksl 20 288 ksl thi.Fb 0037 i Shear .0.181 k 20M60 Ic. N shear Stress 080 IcsI 20000 k53 fv/Fv 0.009 :1 MäDetICctlon -0Ø08 In L8ith,Lbell 15,4318-:1 LTIgtIVDL+LL Dcii) 11 934 8 1 + LiveiOad piace1as!otOa - 'LU ,LL8ST çnto Cmte k-ft k4 k•ft k-ft K. 0.000 o:oO in 0.000 0.000 in 0.000 0.000 in 6.000 0.000 In k. TiUe: Job# Dsnr bate 1:42W 18 OCT 17 OOsóription scopo Steel Beam Design 1 DescriPtion Beam B6 Deli cooler I Genera) Information COdCIR0fAISC9th ASD.1997 U.89 2003.180.2003 NFPA 5000 11 Steel Section W6X9 - 50 00ks1 Pinned Pinned Load Duration Factor 1.00 Cej,tec Span 925 ft Bin Wt Mded to Loads EosLic Modulus 2900C) Okal Left Cflt. :00O It. tL&SAt-T0gther . Right Cant .. adLad . ini 342. ió reLoad ortrerm cation 0,630 3.660 6680 9:180 nntaiy, I g W8X9seOUcn Spen=925f1. Fy500ksI I Fbdly Phed-PInned Lu =30011. LO= 1.000 6021— __ .Pjlpwahle. Moment 2324k11 15290k1t lb Sencilno Sttess 5017 ksi .13,'OQO1 kel fbIFb 0.152 1 Shear 1.084 K 20060k fv Sheer Stress 1 081 ksl 0.000 kal fvlFv 0054 1 k k k ft BêamO StatIc Load. Case Governs Stre Ma)L I)éflOcon -0088 In LengthDLDefl 16216 1 LengtW(DL+Lt. Dell) 1B21 6 1 DL Li Max. M - 232 k-H: Max. M MiM@.LeQ. @ Right Shoar@Lefl 108k 108 1 9.80k. 0.80. Center Deg-.. -öi68'in 4:058 000b. Left Cant Dali 0,01D 0.1P 0000 0000 Rht Caflt Dell 000 In 000. .0.000 ..ueryDii 0.11 000 tt ReactIónLeft ReactIonRt 080 080 Fa cd per Eq. E2..t KUt< CO ea .MP assesTab1eB5tFber Eq. F1 1,Fb=0S8Fv O5k. .. I TI MX232, Lña* RmDO2 k. Vrnx liVe Dsgnr Job# Dale 146AM 18OCT17 'Qos1ptIon; VessaO Oec2OO i33 E2&RALCt Sthe Steel Beam De inn IN iCEcWic I CsIpton Se'-s'nn'B-IDeli I General Information .eesc*p;$9uc Ppq,lq,'lO03 NFpA5000 Steel Section W6X9 - Fy 50 0oksl PinnedPinned Load Durabon Factor, 1.0V Cenlor5pan 9.2511 Bm Wt. AddedtoLoads ElastIcModytus 2900000 Le1lCast 0.0011 LL&STActlo9et!er Right cant 0.0011 Lu Unbraoed Length 9.25 ft [point Loads - Notet Sot Term Loads Are WiND Loadsj *1. #3 A. 45 :96 Dead Load 0.099 Ie.LaG K ShprtTerm K ft Location 4,625 ummary BmOK - Usi WOX9 ect10 Span = 9.2511, Fy 50 Okal End Rxfly Mttial wabla 3k.ft 72k4t :Dl1edlon' 00090 lb Banding 0 65) i(SI 15522 Lenth1DL Dell 12991 0 1 04 Le1MDL4U- Cell) 12991 0 1 Shear !v Slaar Sttess 0087k 20060k v 0087 ksl 20000 ks fvlFv 00041 Force & Stress Summary - c—Thse columns are Dead s Live Load placed s& noted PL 'LL. I4..+ST; LL LL+Sl iY Cotct CIIII ______ -. 11141 Mx,M 1(41, Mãx.M@LeR' Max M@jR!ght, k41 kf Shear@L.ett 009k 009 K $har®Right 009k 009 k CenterDell 00O9lfl -O0O 0000 .0.009 0000 0000 In 0000 In 0000 LettCaniDafi 0000ln 0000 0000 0090 Right Cant Doll 0 000lfl 0000 0000 0 000 0000 0 000 In aueryoell@ 0000ft 0000 0000 0. io.000 .0.000 in R61r@ Left .009 0.091 0.09 K Reactlon@Rt 009 009 009 Facilc'd perEq,1E2KLkO, I Beam,Ma is1kT>I51O,00O IFW5,FbperEq.f17 IBe,MatorAFbperEQ F11b12000cbAUtId c: 91t: flatO:3o k4 ::4o ' OOB7I Dsgnr: Date: 1:49AM, 18 OCT 17 pesctlptlon.: scopQ: I Steel Beam Design 1 Description Beam B4 Prod.ue Cooler [General Information Code Ref AlSO 9th ASD 1997 UBO 2003 PBC.2003 NFPA 5000 Steel Section: W12X14 Plnneii.Pnned Load Duration Factor, 1.00 Center Span 1092 ft Em Wt. Added to Loads Elastic Mçdutus 29000 01s1 Left Cant.LL&St'ActoQ8thej' Rht'Cact 0.0 ft Lu Untxaced Lerglh 948 ft Lpolnt Loads Notel Short Term Loads PO WIND Loads I2 #4 #6 # #5 7' 11e0O Dead Load ,LtvI'Load $hortTerrn k Location 9460 'ft Summary Beam OK StaticLoad Case Gov4rfls Sfre5 Using W12X14sec11Or Span18928 '50 "OW Lu 1 000 Ed Fb1ty Pfrmned Pinned, 9 46r1, IbF Actual m—able, Moment 14349 IC ft 14783 k4t ' x DlIactIon .0291 n lb Bending 5ress 11 555 ksl 11906 ksl .1 1 thI Pb 0.971 1' ,LongU(DL+ Peft) 780.1 :1 Shear 1.584k 0640k Iv Shear Stiess 0,665 ical 20000 k1 lPv .0.d33t 1 Dead* i'le Oiumns are ead+ Live Load ,'placed as noted'— DL LI L$.'4ST LL LL+ST MaXImum Only center j Center 5t Cnjs - Cents Maic,M+ '14s:k4t :14.35 Max.M Mx.M,@ Left k-ft Max M 0, Right Shear@Loft 1.58k 158 IC Shear tRlgM .I.SS.k 1.58 Center Pet) -0,201 In .0291 6.660 42 0.000 0000 In LeltCantDefl Right Cant Dell 000Dm 6.00016 0000 0 000 0000 0000 0000 0000 0.000 0000 0,000 In 0000 In Oueiy Dell © 0 000 It 0000 0000 0 000 0000 iO.000 In ReadjOfl@Left 1.59 1.50 tOG Raacllon©Rt 158 158 158 IC Facged w Ft E2-ZKLh>fc .113 Mao AxIsIkT>(5i01000'CbIFyY'5FbWEq.F1 7 9- brnax O291Ô -- 1.683k 1;50 Title: Job#. Dsgnr Date 153AM 18OCT11 JI Dcsc1ptJon Scope I SteeP Beam Design I Dèription Beam 8-9 PbdCôoIer [GeiaIinforrnaton Code Re MSC.91hASO, 1997 U3C2003 IBC 2003 NFPA 50001 Steel Section W12X14 F 50 O0ksl Pffined.PInied Load Duration Façto 1 00 Center Span 1617 ft am Wi. Added to Loads Elastic MOdtI1US 29I000 0ks1 Left Cant 0.00 ft U. 8 ST Ac TogethOr Rgh1cat 000ft 6.92ft k k I' 8 .. . .BearnO $180C Load Case Governs Sire: :'Mu. Defteclion .0183 In LrmL Det gih)b 14062.3 1 1.Q623 DLoad' t583 1.1$L Shoit Term Lotofl 6920 Erd'fty' PinnedPnnéd.LU Span- ,moment'. Ib: Bending Stress fb,b v Shear Stress - ...........r1Fv WL O849ks! 41.640 .k O0 ksl "- nesecoiunncueac+ uveLoaopIa.ceo as poeq - DL U. U..4ST IL L+ST _______ Qj_ WCenter qCenler (CanIs ølCsflta Max M 9- 1061 k ft 1061 k4 Max M- MxMJLefl kA Mix.'—M'§ R1* '.. Shearrteft 158k 15$ 14 14 Shear RIght 1 81 14 1 81 CeitetDefl .01831n -0183 0000 -0183 0000 0000 in Loll Cant Dcli 0000 In 0000 A000 0 000 :0. 0 000 In Right Cant Deft 0000 In 0000 0 OOS 0.000 :0."006 0000 In Ouery Deft @ 0000 ft 0 000 0000 0000 0000 0000 In Reaclbn@Lft i.5O 15 158 .14 Reactlon@Rt 181 181 181 14 Facalcdp Or. Eq E22 KatJr>Cc I Beam, MaOrAX1S (162.*?Cb/Fy)5 JrT(5104000CbIFv).5 FbperEq F1-6 11-5+~ 14-1c Latork"I.682 k,; - BBS Consultants projct no p IZf1 ' Sfructw7sI Eigineers project Top (OtVtMi3 date by 'V1NB calculation sheet 1L" '••• L. i: 13 'TlUe: .Job# Dsgrn: Pâte: 1:59AM, 18 OCT 17: DosódptiOn: Scãpó: I Steel Column Dès.àrlptlón ToBé.Co!umn Dairy Cooler. Ienera1 InTormauon. 0 _,v .vy.i ,...-, • Steel Section HS$3X3X3116 fy 4200 k$1 X X Sidasway Res rained Duration Fector 1000 Y V Sldcsway Restrained Column HeIght 9000 ft Elastic Modulus 2900000 kel End flxlly Pir,PIr XX Unbracod 9000 ft Kxx 1000 Live & ShortTorni thadsCcmblied Y-Y LJsLbaced 9000 'ft 1000 Axial Load Dead Load 117k, Fcc orX-X Axis Moments 0.00016 Live Load it Eá (or y-v Axis Momeits 0000 In Short Term Load it Summary I Column Design OK Section 14SS3X3X3118 Hel9td 9 00t, Axial Loads DL 1 17, IL= 000 ST =' 0,90k Ecc 0.000ln iinbraced Lengths' X X 9 00ft V Y 9000 Conibined Stress Ratios _ Uve DL + U.. D'.. + SI tILL If Chos tF!rrnuta HI-I, Ma ,uscromwla I-11-.2 A SC formula Hi 017 004I7 XX AIs Ea cited oer Ea E2 I K'llr C Cc Altob!e &'Atual Stresses - DeadL., . *Di*:LL L+Sh0L. Fe Atiowible 1481 ltd 0.60ksi 1481 ksl 1481 ksi Ia:Actual: 624(S1 000k 0.62kI 0,62Ksi A= AlIowtF3 13 '25.20 ksl 000 ksl 2520 ksl 2520 ItsI fb xxActual 000MI. 000 itsi 000 ksl 'o S1 Fbyy AIt 1F3 11 25.20 ksl 000 lcd 2520 ksl 2520 ksl U, yy Actual 000 itsi 000 kI 000 ksl 000 ksl LAS1SVaIUeS 0 F'éx:Ol#LL 1,684 psi' 'Cnx DL+LL O.60i cb:x DL+tt Pey DL+U. 16664 pi Cm'y DL*LL 060 cb y DL+.L 1 00 F'ex DL+LL+ST 16,664 psI Cm x DL+LL*ST 060 qb'x DLètL+ST 1.00 F'ey DL4LL+ST 16664 psI Cmy DLLL+ST 060 Cb y OL+U.+ST 1.00, MaxXXAxlsoeflecllon 0000lnat 0000 ft MaxY-YAxlsOellection 0000m st 0000ft w BBS Consultants project no 41 (o - Structural Engineers project YpPrr !rr( 4'7 date tfl by WNB- calculation sheet - ATIOt WI PAWAM 41 ATTOI/V'Q)9l4I L4ict4lI X ir. (2)14ic1•jT cuMvsurms - (EP.MFCRSW!) IC SI1) - - - :i I0J L -J 31' z.c'o t'• fri .ABS . projectño, S,uebn'aIEnghzeers project 1J) rY f ià7 -tg-r' by WNB calculation sheet 1t41 1'' 1 ;\• Y. '-- i.) PNJ U5r i - . S) N' - II , - d A ' t!d11 TO RECEIVED AUG O9 2017 KEN OKAMOTO & ASSOCIATES,C CARLSB IIJ STRUCTURAL ENGINEERS BUILDINGD!VION P. STRUCTURAL CALCULATIONS PROJECT: SPROUTS FARMERS MARKET #416 JOB#: 17178 GATEWAY RD & EL FUERTE STREET CARLSBAD, CA CRITERIA: 2016 CALIFORNIA AND/OR LOCAL BLDG CODE, LATEST EDITION MATERIALS: EXCEPT AS OTHERWISE SPECIFIED HEREIN: CONCRETE: CONCRETE BLOCK: REINFORCING STEEL: STRUCTURAL STEEL: STRUCTURAL PIPE: PLYWOOD SHEATHING GLUE LAM. BEAMS: LUMBER: SOIL PRESSURE: DESIGN REFERENCES: GENERAL DESIGN LUMBER & TIMBER STEEL: CONCRETE B CONCRETE: BY: 3,000 PSI AT 28 DAYS. GRADE N, MED. WT. UNITS, ASTM C-90. (ASTM A615, GRADE 60). (COMPACT) (ASTM A992). (ASTM A-53, GRADE "B"). DOUGLAS FIR, STRUCTURAL 1, P.S. 1-95. 2,400 PSI (D.F. COMB. "24F"). GRADE MARKED D.F. PER W.C.L.B. GRDG. RULE 17. SEE FOUNDATION PLAN FOR COMPLETE DATA. INCLUDING CHARTS AND TABLES FROM: ASCE 7-10 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION MANUAL OF STEEL CONSTRUCTION, AISC. MSJC PUBLICATION I DESIGN HANDBOOK DATE: 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 • (714) 444-2422 • FAX (714) 444-2122 CLW\Th 0 4EQ am am 0.72 0.40 CL32 0.24 a is Q o 003 Design Response Spectrum Period I (see) MCR Response Spectrum -- --- .-- ... _33 Pen T (see) USGS Design Maps Summary Report User—Specified Input Report Title Sprouts Farmers Market - Carlsbad, CA Fri August 4, 2017 01:43:56 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.127810N, 117.25237°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output = 1.037 g SMS = 1.125 g SDS = 0.750 g S = 0.402 g SMI = 0.643 g S01 = 0.429 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. \ For PGA,, TL, C 1, and C values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. KEN OKAMOTO & ASSOCIATES, INC SHEET______ STRUCTURAL ENGINEERS JOB 1-711' Sprouts Farmers Market Carlsbad, CA r SEISMIC FACTOR: F = 0.4 op SDS WP( 1 + 2z/h) (13.3-1) a,, = 1.0 Component Amplification factor R = 2.5 Component Response modification factor SDS =. 0.750 Spectral Acceleration, Short Period Ip = 1.0 Component Importance Factor Z = 0 ft Height in structure of point of attachment w.r.t. base h = 15 ft Average roof height of structure w. r. t. base F,,= 0.120 F P is not required to be taken as greater than F,, = 1.6Sos !0 W p = 1.20Q *Wp Fp is not required to be taken as less than F = 0.3S05 l,,W 0.225 *Wp Use F 0.225 OLc- t&?r vs vw F (ves.) = 0.2 S 6S W p 0.150 *Wp KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS SHEET JOB BY 9 vL)J .. •... I . k OTM F II vT) OTI 7Y-t- ................. .• . . •; . • - -- ri ' 1 - \ ° Lrfz. U' 64 COMAA, CAV •..: . 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 KEN OKAMOTO & ASSOCIATES,' INC.. SHEET STRUCTURAL ENGINEERS JOB . . .( BY- ' OW - 4-4(WV/ x4 . . .. .. .. . .. . . :. ..:. . - T6 .. ................... . .. ............. . . . . . . ... . - -J Pv- tur Abq W# HUZj -1 ftit,t ko) 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 4 4 4 - 2 4 2 2 . KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS . SHEET J013 AN BY iFfl t O EM1Soc7 11. ' 1.1 . ..... .. L 0 )rod IV ..•...', .. I .................. .. . ........-.. . 2cOOx2&/l4 4fl - pr/ u - ol Wr 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-242 Ipp-po'plo~ KEN OKAMOTO & ASSOCIATES; INC. STRUCTURAL ENGINEERS SHEET JOB BY VTA-4/ I F .. .. . . ... .. .. -at 4A SO Q . Fc \ô -... ............ . . - . 0 04 V Np "i,i -- - - - ....... ...; . ...."... : ....... 3186-F AIRWAY AVE COSTA MESA, CA 92 6 2 6 ( 7 1 4 ) 4 4 4 - 2 4 2 2 KEN OKAMOTO & ASSOCIATES, IN C . SHEET .7 STRUCTURAL ENGINEERS . JOB BY .: ....... ___ All aq C -'j' 61t Oe :. /4HlLz-1 .. . . ... . . . . - - -.. I-.- . . .. ........................ .. . . ......... .................... 3186-F AIRWAY AVE COSTA MESA, C A 9 2 6 2 6 ( 7 1 4 ) 4 4 4 - 2 4 2 2 KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS- SHEET JOB BY 3186-F AIRWAY AVE COSTA MESA, CA 9 2 6 2 6 ( 7 1 4 ) 4 4 4 - 2 4 2 2 * I www.hlltius Profis Anchor 2.4.7 Company: KEN OKAMOTO & ASSOCIATES INC. Pagé 1 Specifier: SN Project: Sprouts Farmers Mkt. Address: 3186-F AIRWAY AVENUE COSTA MESA, CA 92626 Sub-Project I Pos. No.: PhOne I Fax: (714)-444-2422 1 (714)-444-2122 Dale: 9/14/2016 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ- CS 3/8 (2) ommm "a *, Effective embedment depth: het, = 2.000 in., 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/2015 Proof: design method ACI 318-11 I Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.125 in. Anchor plate: lx l x = 4.000 in. x 4.000 in. x 0.125 In.; (Recommended plate lhickness: not calculated) Profile: no profile Base material: cracked concrete, , 2500 psi; h = 4.000 in. Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition A, shear: condition A; no sUpplemental splitting reinforcement present edge reinforcement: rtoneor < No. .4 bar Seismic loads (cat. C, 0, E. oir E) Tension load- yes (D:3.3.4.3(b)) Shear load: yes (0.3.3.5.3(b)) Geometry [in.] & Loading [lb, ln.lb] 0) 0 Y.- Input data and resuiitm must be checked for agreement with the existing conditions and for ptaustbitityt PROFIS Anchor ( C ) 2003,2009 1-titti AG, FL.9494 Sciloan Hilti Is a registered Trademark of Huh AG. Sthóan www.hiltius Profis Anchor 2.4.7 Company: KEN OKAMOTO & ASSOCIATES INC. Page: 2 Specifier: SN Project: Sprouts Farmers Mkt. Address: 3186-F AIRWAY AVENUE COSTA MESA, CA 92626 Sub-Project I Pos. No.: Phone I Fax: (714)-444-2422 1 (714)-444-2122 Date: 9/14/2016 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb) Utilization Loading Proof Load Capacity IN I, 10M Status Tension Pullout Strength 196 1107 18/- 01< Shear Pryout Strength 55 1683 -/4 01< Loading PN PV Utilization pN,v [%] Status Combined tension and shear loads 0.177 0.038 5/3 7 01< 3 Warnings Please consider all details and hints/warnings given In the detailed report? Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and datacontained in the Software concern solely the use of Hilti products and are bas e d o n t h e p r i n c i p l e s , f o r m u l a s a n d security regulations in accordance with Hitti s technical are and operating mounting and assembly instructions etc that must be strictly complied with by the user. All figures contained therein are average figures and therefore use specific tests are to be cond u c t e d p r i o r t o u s i n g the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially o n t h e d a t a y o u p u t i n Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to b e p u t I n b y y o u . 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In par t i c u l a r , y o u m u s t a r r a n g e f o r t h e regular backup of programs and data and if applicable carry out the updates of the Software offered by Hilti on a regular basis If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version o f t h e S o f t w a r e i n e a c h c a s e by carrying out manual updates via the Hilti Website Hilti will not be liable for consequences such as the recovery o f l o s t o r d a m a g e d d a t a o r programs, arising from a culpable breach of duty by you. Input dale and rest..jiim must be checked for agreenieni with the exisiing conditions and for plausibility' PROFIS Anchor (a) 0032009 Hilti AG, FL-9494 Schaan Hilli Is a registered Trademark of HO AG. Schaan KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS SHEET \\ JOB BY A4QV?AWM MkCl,iE. wy Xi3 + V7- ( ç,=• M- (O.4))(z4 Too V6oj /rvr 14;tfl o- a'1tt. t1O.c:i 3186-F. AIRWAY AVE. COSTA MESA, CA 92626 (714) 444-2422 KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS SHEET JOB ____ BY rj LOCJ.!Q_S L4,= wo• Awcevm C -vo WMA- : T s- 2'T4 Ciw) Herr :;(5i (Z \i o AtkfeM$E Tb RoO?t_ Cl) $()...CI1 i:A W cicM - icfl 21iJ. ê'iI1 3186-F AIRWAY AVE. - COSTA MESA, CA 92626• (714) 444 - 2 4 2 2 Eg KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS SHE Eu_13 JOB Al) BY _______ we 4r F Fr F, U24n?XcvD-) HOT OM'k)(1) *zr)(,.s-')=7r k,2 4LS'j. :9/if AILTI 0-1 frth1oY2- t/ I 3186-F AIRWAY AVE. COSTA MESA, CA 9626 (714) 444-2422 www.hilti.us IT [t55J r? Profis Anchor 2.4.7 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: KEN OIAMOTO & ASSOCIATES INC. Page: SN Project: 3186-F AIRWAY AVENUE COSTA MESA, CA 92626 Sub -' Project I Pos. No.: (714)-444-2422 1 (114)-444-2122 Date: Sprouts Farmers Mkt. 9/14/2016 I Input data Anchortype and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, 0, E, or F) Geometry [in.] & Loading [lb, In.!b] KwikBoItTZ-CS3/8(2)' . = 2.000 in., hnom = 2.313 In. CarbonSteel ESR'1917 5/1/2013 1 5/1/2015 design method ACI 318-11 /Mech. e =0000 in. (no stand-off);t = 0.125 in. l x l x I = 4.000 in. x 4.000 In. x 0.125 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, , f' = 2500 psi; h = 6.000 in. hathmer drilled hole, Installation condition: dry tension: condition A, shear: condition A; no supplemental splitting reinforcement presenl edge rêinfôrcement: none or < No. 4 bar Tension load: yes (D.3:3A.3 (b)) Shear load: -yes (0.3.3.5.3 (b)) Y.- S . ,X Input data and results must be checked for agreement with the existing conditions and for plausibility' - PROFIS Anchor (c) 2003-2009 Hull AG, FL-9494 Sthaan Hilli is a registered TtadeniSI-kóf Huh A. Sthaen www.hliti.us AM ro ELM NJuw~ Profis Anchor 2.4.7 Company: KEN OKAMOTO & ASSOCIATES INC. Page: 2 Specifier: SN S Project: Sprouts Farmers Mkt. Address: 3186-F AIRWAY AVENUE COSTA MESA, CA 92626 Sub-Project I Pos. No.: Phone I Fax: (714)-444-2422 1 (714)-444-2122 Dale: 9/14/2016 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity p! PV [%J Status Tension Pullout Strength 431 1107 39/- OK Shear Steel Strength 221 1466 4116 OK Loading PN Dv c Utilization DN,V r/J Status Combined tension and shear loads 0.389 0.151 513 26 OK 3 Warnings Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are lobe conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you Out in Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevahcë of the data lobe put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilli Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and resi..jtt must be checked for agreement with the existing conditions and for ptausibllityi PROFiS Anchor ( C) 2003-2009 I-I liii AG. FL,9494 Schaan i-titti is a registered Trademdr1 at Hilti AG. Schaan I KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS SHEET JOB 17 y BY— C4E- Dst1 VX D: Ck - IGot' NA 101q W1 r cor1, Tolifl' l• Pr 2 0196 ç Q1Y92-) - c ,ts.j( 24,ac' to ø9 (vW) 2-6o L7 O,'Lc 'T /Lt • 1g / fA%l-t- ?k- 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 (714) 444-2422 www.hiltius Profis Anchor 2.4.7 Company: KEN OKAMOTO & ASSOCIATES INC. Page: 1 Specifier: SN Project: Sprouts Farmers Mkt. Address: 3186-F AIRWAY AVENUE COSTAMESA, CA 92626 Sub-Project I Pos. No.: Phone I Fax: (714)-444-2422 .(714)-444-2122 Date: 9/14/2016 E-Mail: Specifier's comments: I Input data Anchor type and diameter: Kwik Bolt 12- CS 1/2 (3 1/4) Effective embedment depth: hereu = 3.250 in., h,y = 3.625 in. Material: Carbon Steel Evaluation Service Repoit: ESR-1917 Issued I Valid: 5/1/2013 5/1/2015 Proof: design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-oft); 1 = 0.125 in. Anchor plate: I x l x t = 4.000 in. x 4.000 in. x 0.125 in.; (Recommended plate thickness: not calcUlated) Profile: no profile Base material: cracked concrete, , ic. = 2500 psi; h 6.000 in. Installation: hammer drilled hole, installation condition*. dry Reinforcement: tension: condition A. shear: condition A; no supplemental splitting reinforcement present edge reinforcemerit: none or <Nó 4 bar Seismic loads (cat. CD, E; or F) Tensior) load: yes 0.3.3.43 (b)) Shear load: yes (D.3.3.5.3 (b)) Geometry [In.] & LoadIng (lb, in.lb) z UI ¶0 Input data and resultr. must be checked for agreement wiIh the existing Conditions and for plausibilulyt PROFIS Anchor (C 1 :2003-2009 Hilt, AG FL 9494 Schaan Huh is a registered Trademml of Huitu AG Sthaan ItJ www.hilti.us Profis Anchor 2.4.7 Company: KEN OKAMOTO & ASSOCIATES INC. Page: 2 Specifier: SN Project: Sprouts Farmers Mkt. Address: 3186-F AIRWAY AVENUE COSTA MESA, CA 92626 Sub-Project I Pos. No.: Phone I Fax: (71 4)-444-2422(714)-444-2122 Date: 9/14/2016 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity pN / py [%] Status Tension Pullout Strength 945 2396 40/- OK Shear Steel Strength 164 3572 _/5 OK Loading PN Itv ç Utilization J,v [%J Status Combined tension and shear loads 0.394 0.046 5/3 22 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilli products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti producj. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore you bear the sole responsibility for the absence of errors the completeness and the relevance of the data to be put in by you Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and if applicable carry out the updates of the Software offered by Hilti on a regular basis If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying Out manual updates via the I-hIll Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and resLitis must be thSckéd for agreement with the existing conditions and for pisusibliitl PROFiS Anchor ( c= ) 2003-2009 HiS AG, FL-9494 Sthasn Hilti is a registered Trademark of huh AG, Schaan KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS SHEET JOB h BY-° T. OF c\vi . D 7%'t'1S Ti74 Wi'. C-t - 1i9' li ij, (_o ... c;3•° Lr?/O A OTI .I •(2v .E, vir' -\v3 I -/ /kt3*u 3186-F AIRWAY AVE. COSTA MESA, CA 92 6 2 6 ( 7 1 4 ) 4 4 4 2 4 2 2 KEN OKAMOTO & ASSOCIATES, INC. SHEET STRUCTURAL ENGINEERS JOB - BY- 01-1.2 1A l (T4v *9 °i o"r(r oo 'colA,v t)1. or • iitI Ijilli ) 'Fooc \ °° ç (v ) ca41 'O.ix 4'Oo 13,1V/ LT o.vi7i mr, At LT 31 86-F AIRWAY AVE. • COSTA MESA, CA 92626• (714) 444-2422 I KEN OKAMOTO & ASSOCIATES, INC. SHEE1L STRUCTURAL ENGINEERS JOB __I27 BY I (V &x OT I G7y 2S/j \ ',U)d 9• I k' t fi4 1M . (\ r4oL1- 'RDVtS Aov /90LT 0 r?olrs UT 3186-F AIRWAY AVE. • COSTA MESA, CA 92626. (714) 444-2422 KEN OKAMOTO &ASSOCIATES, INC. SHEET- STRUCTURAL ENGINEERS JOB BY ?+(i2 tI orj At%) or- CME - \Do Tt41, wr. t - \j Lho1?rz-) D'vS ( (v4V1) 06,(940o4 i 2/ :j F1 n i l /2- U4 (t o U Y1S7 4TZ_/Lf 1'4- ir / hftfl V-T2 t4Qt - ilovArlil— 1 3186-F AIRWAY AVE. COSTA MESA, CA 92626• (714) 444-24 2 2 STRUCTURAL CALCULATIONV C'& DELTA 1 09-05-17 "-C70215 w LAj OF CA~ -05-17 PROJECT: SPROUTS CARSLBAD CARLSBAD, CA AVS JOB NO. 7077 CLIENT: BRR ARCHITECTURE 6700 ANTIOCH PLAZA, SUITE 300 MERRIAM, KANSAS 66204 A. V. SCHWAN & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 6000 E. THOMAS ROAD, SUITE 1 SCOTTSDALE, ARIZONA 85251 602.265.4331 www.AVSchwan.com cL2Oft-O 1 A.V. Schwan and Associates 6000 F. Thomas Rd. Scottsdale, AZ 85251 602-2654331 Wind Loads - Other Structures: ASCE 7- 10 JOB TITLE Sprouts JOB NO. 7077 SHEET NO._ CALCULATED BY DATE__________ CHECKED BY DATE_________ Ultimate Wind Pressures Wind Factor= 1.00 Gust Effect Factor (G) = 0.85 Ultimate Wind Speed = 110 mph Kzt = 1.00 Exposure = C Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h = 1.00 Case A& B Dist to sign top (h) 5.8 ft B/s = 4.35 C = 1.35 Height (s) 5.8 ft Lr/s = 0.00 F = qz G Cf As = 25.6 As Width (B) 25.0 ft Kz = 0.849 As = 10.0 sf Wall Return (Lr) = qz = 22.4 psf F = 256 lbs Directionality (Kd) 0.85 Percent of open area Open reduction CaseC to gross area 0.0% factor= 1.00 Horiz dist from windward edge Cf FqzGCfAs (osfi Case C reduction factors 0 to s 2.38 45.1 As Factor if s/h>0.8 = 0.80 s to 2s 1.55 29.4 As Wall return factor 2s to 3s 1.08 20.6 As for Cfat0tos= 1.00 3s to 1 O 0.87 16.5 As Open Signs & Lattice Frameworks (openings 30% or more of gross area) Height to centroid of Af (z) 15.0 ft Kz = 0.849 Base pressure (qz) = 22.4 psf Width (zero if round) 0.0 ft Diameter (zero if rect) 2.0 ft D(qz)A.5 = 9.46 F = q G C1 Af = 20.9 Af Percent of open area I = 0.65 Solid Area: A1 = 10.0 sf to gross area 35.0% C1 = 1.1 F = 209 lbs Directionality (Kd) 0.85 Chimneys, Tanks, Rooftop Equipment (h>60) & Similar Structures Height to centroid of Af (z) 15.0 ft Kz = 0.849 Cross-Section Square Base pressure (qz) = 23.7 psf Directionality (Kd) 0.90 h/D = 15.00 Height (h) 15.0 ft Width (D) 1.0 ft Type of Surface N/A Square (wind along diagonal) Square (wind normal to face) Cf = 1.28 C1 = 1.67 F = qz G Cf At = 25.7 Af F = q G C1 A1 = 33.5 Af At = 10.0 sf A, = 10.0 sf F = 257 lbs F = 335 lbs Trussed Towers Height to centroid of At (z) 15.0 ft Kz = 0.849 E = 0.27 Base pressure (qz) = 25.0 psf Tower Cross Section square Member Shape flat Diagonal wind factor = 1.2 Directionality (Kd) 0.95 Round member factor = 1.000 Square (wind along tower diagonal) Square (wind normal to face) Cf = 3.24 C1 = 2.70 F = qz G Cf Af = 68.8 Af F = q G C A1 = 57.3 Af Solid Area: Af = 10.0 sf Solid Area: A1 = 10.0 sf F = 688 lbs F = 573 lbs AhHW AN. SAN & ASSOC., kic. DESIGNED BY 1R5 DATE CONSULTING CHECKED BY_________________ DATE _______________ STRUCTURAL ENGINEERS CLIENT: 6000 E. Thomas Road, Suite 1 Scottsdale, Arizona 85251 JOB TITLE SPROUTS, C.ASLSA, CA Phons: (602) 265-4331 Fax: (480) 663-1788 Screen Wall Añalysisd Screen Wall Fame Max Height WL=26ps t Horizontal Screen Wall Members = 69" - ' I w/WL = 25 6sf*5 75'-1 5')/2 = 55 plf -see output -use L}{SS4x2x3/16 horizontal members I I Support-frames at each joist, 80' 6.c:, iniix Pwr.=022k*2=044k -see Rsa Outut -use HSS 4x4, /16" verts with 3 std pipe kickers J3Q 6ohdenseATU. condenr/RTU L=3834' I s=6.83'max • • 20p1sf 83' = 136 6 wDL= pif 1 -- •- WLL= 20pf'6.83' 136.6 plf Pcond. 4865/6 F810 lb ------t- . - - ---- - PRTU = 2809/4 ='700 lb PDLSCREEN =9 5 k(3.85'/6.831') =0 3 k PWLScREEN-2.Ok(3.85'/6.83') 1.2k • -see output Shear =9;09k - -use 28kCS5 Joist (Mall = 1704 k-in, Vail = 9.21) J4a, condenser I 6.83' max WDL= 29psf.83' = 136.6 pif WLL= 20psf 83' = 136.6 pif Pcond.=4865/6=810lb PWLSCREEN = 2.0 k(3.85'/6.83') 1.2 k -see outpUt Moment =61.l11 kft*12=734kin Shear =. 7.079 k -use 26kCS3 Joist (Mall= 783 k-in, Vail =78k) - - SHEET NO. 2 01 JOB NO. 7077 .12 J5 J2 ROOF FRAMING KEYPLAN 3 A.V. Schwan & Associates Consulting Structural Engineers 6000 E Thomas Rd #1 4!JJf)i Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Project Title: Sprouts Engineer: Project ID: 7077 Project Descn Printed: 1 SEP 2017. 9:43AM Steel Beam - Mi b:WbPKUU1t1U((1ttNtINt1ttflerCaJc%fUI1.ecb ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver.10.17.8.28 I Description: Horizontal Screen Wall Member ObEIEFERENCES Calculations per AlSC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Mril Prtu Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(O.055) p - HSS4x2x3/16 Span =8.Oft - li1 halls - - Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT Internally calculated and added Uniform Load: W = 0.0550 k/ft, Tributary Width = 1.0 It DESIGN SUMMARY Maximum Bending Stress Ratio = 0.049:1 Maximum Shear Stress Ratio 0.007: 1 Section used for this span HSS4x2x3/16 . Section used for this span HSS4x2x3/16 Ma: Applied 0.264k-ft Va : Applied 0.1320 k Mn / Omega : Allowable 5.371 k-fl Vn/Omega : Allowable 20.003 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 4.000ft Location of maximum on span . 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio = 2,001 >360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.029 in Ratio = 3335 >180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 VerticI Reictins - -.— Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.220 0.220 Overall MiNimum 0.099 0.099 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.132 0.132 +D+O.70E+H +D+0.750Lr+.750L+0.450W+H 0.099 0.099 +D+0.750L+0.7505+0.450W+H 0.099 0.099 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H 0.132 0.132 +0.60D+0.70E+0.60H DOnly LrOnly LOnly S Only W Only 0.220 0.220 4 E Only H Only -.44k A 4 c'1 Loads: BLC 2, WL Envelope Only Solution A.V. Schwan & Assoc SK - I TRB . Sprouts Sept 1, 2017 at 9:45 7077 Roof Screen Wall with Kicker.r2d Company : A.V. Schwan & Assoc Designer : TRB 111RISAG Job Number : 7077 Model Name : Sprouts Sept 1, 2017 9:47 AM Checked By. Hot Rolled Steel Properties In hI F I1ci1 ( lkcil Nti Thorn (1FS fl flnt,rk/ffA1 Vi4i11ki1 I A36Gr.36 29000 11154 .3 .65 .49 36 2 A572Gr.50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 29000 11154 .3 .65 .49 42 5 A500 Gr.46 29000 11154 1 .3 1 .65 1 .49 1 46 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] 1(90270) [i...I (0,180)L 0,180) fin4l I I HR1A I W8x10 I Beam I Wide Flange A36 Gr. 36 I Typical I 2.96 I 2.09 .1 3 0. 8 Joint Coordinates and Temperatures IhcJ Vifil Vrf+1 1 Ni 0 2 N2 0 2 0 3 N3 2 0 0 4 N4 2 4 0 5 N5 2 5.75 0 6 N6 0 0 0 Joint Boundary Conditions Joint Label X 1k/ml V 1k/ml RntationFk-ft/radl Footino n I Reaction 21 N Member Primary Data Ihm I In.n+ I Ininf I, I k.+ I.... D.J. II Ml N3 N5 HSS4x4x3 Column Tube A500 Gr.46 Typical L2 M2 NI N2 PIPE 3.0 Column Pipe A36 Gr.36 Typical [_ M3 N2 N4 PIPE 3.0 Column Pipe A36 Gr.36 Typical Member Advanced Data Label I Release J Release I Offset[in) J Offset[in] T/C Only Physical TOM Inactive 1 Ml Yes 2 M2 Yes 3 M3 Yes Hot Rolled Steel Design Parameters I q F.A A hn n a I cnafhfft1 I h.mtft1 I hjnlffl I ,.nnn f,,nff*1 I ,.n,,n k+rf+1 I ..h,r'n, Le-1 I(Jn ('k .,n,4,,,. MI HSS4x4x3 5.75. Lb out - -Lateral M2 PIPE 3.0 2 Lb out Lateral L_ M3 PIPE 3.0 2.828 Lb out Leral RISA-213 Version 15.0.0 [S:\.. .\.. .\Ertgineering\Risa\Roof Screen Wall with Kicker. r2d] Page 1 Company Designer : A.V.Schwan&Assoc Sept l,2017 : TRB 9:47 AM IIIRISAO Job Number 7077 Checked By Model Name : Sprouts Joint Loads and Enforced Displacements (BLC I : DL) Joint Label LD,M Direction Maqnitude[(k,k-ft), (in,rad), (k*sA2/f... N5 L I Y I -.05 Member Point Loads (BLC 2: WL) Member Label Direction MaqnitudeFkk-ftl Location[tt,%1 1 Mi X -.44 1.5 2 Mi X -.44 5.75 Member Distributed Loads Member Label Direction Start Maqnitude[k/ft,F] End Magnitude[k/ftF] Start Location[L%] End Localionftt,%1 I No Data to Print ... Basic Load Cases XGravitv Y Load Combinations DescritionSo ... P... S... BLC Fac... BLC Fac... BLC Fac...BLCFac ... BLC Fac ... BLC Fee ... BLC Fac...BLC Fac ... BLC Fac BLCFac.. -__••••••• ll:It Envelope Joint Reactions Joint X Iki [C V Iki [C Mnmpntlk-ftl IC I Ni max .333 9 .981 9 0 1 2 mm -.336 18 -.943 18 0 1 3 N3 max .195 17 1.068 10 0 1 4 mm -.193 10 -.891 17 0 71 RISA-21D Version 15.0.0 [S:\...\...\Engineering\Risa\Roof Screen Wall with Kicker.r2d] Page 2 Company : A.V.Schwan&Assoc Sept l,2017 Designer : TRB 9:47 AM IIIRISAO Job Number : 7077 Checked By. Model Name : Sprouts Envelope Joint Reactions (Continued) Envelope Joint Displacements iriint Y flnl I r V Ilni I r Prttinn rmffl 1 NI max 0 18 0 18 2.348e-3 17 2 min 0 9 0 9 -2.34e-3 10 3 N2 max .045 10 0 18 8.852e-4 17 4 mm -.045 17 0 9 -8.912e4 10 5 N3 max 0 10 0 17 1.331 e-3 17 6 min 0 17 1 0 10 -1.333e-3 10 7 N4 max 1 .047 10 0 17 6.069e-4 9 8 mm -.047 17 0 10 -6.05e-4 10 9 N5 max .066 10 0 17 1.011e-3 9 10 mm -.066 17 0 10 -1.009e-3 10 11 N6 max 0 1 0 1 0 1 12 1 min 0 1 1 0 1 0 1 Envelope Member Section Forces Umh, AIfl1 I ( I f' IA..,,m,tfl,f+1 I Ml I max 1.068 10 .194 10 0 - 1 2 min -.891 _17 -.194 17 0 1 3 2 max 1.055 _10 .194 10 .279 17 4 mm -.899 _IL -.194 17 -.279 10 5 3 max 1.043 10 .071 9 .194 17 6 min -.906 17 -.07 18 -.195 10 7 1 4 max .063 12 .264 10 .38 10 8 min .038 18 -.264 9 -.38 9 9 5 max 1 .05 12 .264 10 0 I JQ min .03 18 -.264 9 0 I 11 M2 1 max .981 9 .333 18 0 1 12 mm -.943 18 -.336 9 0 1 13 1 2 max .978 9 .333 18 .168 9 14 mm -.945 18 -.336 9 -.166 18 15 3 max 1 .974 9 .333 18 .336 9 _16 mm -.947 18 -.336 9 -.333 18 _17 4 max .971 9 .333 18 .504 9 18 min -.949 18 -.336 9 -.499 18 _1 5 max .967 9 .333 18 .672 9 20 min -.951 18 -.336 9 -.666 18 21 M3 1 max 1 .92 9 .448 1 9 .672 9 22 mm -.91 18 -.435 18 -.666 18 23 2 max .916 9 .445 9 .357 17 24 min -.912 18 -.437 18 -.358 10 25 3 max .913 9_ .441 17 .044 17 26 mmii -.914 18 -.44 10 1 -.048 10 27 4 max 1 .91 _17 .439 17 1 .26-5 -1 18 28 mm -.918 10 -.443 10 -.268 9 29 1 5 1 max .908 17 .437 1 17 .579 8 10 - RISA-213 Version 15.0.0 [S:\.......\Engmneering\Risa\Roof Screen Wall with Kicker.r2d] Page 3 Company Designer : A.V.Schwan&Assoc Sept l,2017 : TRB 9:47 AM IIIRISAO Job Number : 7077 Checked By Model Name : Sprouts - Envelope Member Section Forces (Continued) Member Sec Adallk] LC Sheariki LC Moment[k-ft] LC 1301 I IminI -.921 1101 -.447 IioI -.577 I 17 Envelope Member Section Deflections Mrnhr I r, rn1 It, I h. Dfi. Mi 1 max 0 1 0 1 NC I 2 min 0 1 0 1 NC _1_ 3 2 max 0 17 .022 17 NC _1_ 4 min 0 10 -.022 10 NC _1_ 5 3 max 0 17 .038 17 NC _1_ 6 min 0 10 1 -.038 10 1 NC _1_ 7 4 max 0 _1 .05 17 NC _i_ 8 min 0 _10 -.05 10 NC 1 - 9 5 max 0 17 .066 _17 NC 10 min 0 _10 -.066 _10_ NC _1 - 11 M2 I max 0 1 0 i_ - NC - min 1 0 _1 12 1 1 0 1 1 NC _1_ 2 max 0 18 .014 _17 NC _L_ _14 min 0 9 -.014 _iQ_ 8743.648 9 3 max 0 18 .027 17 NC _1_ min 0 9 -.027 _iQ. 5484.78 9 17 4 max 0 18 .038 _17 NC 18 min 0 9 -.038 _10 6245.463 9 19 5 max 0 18 .045 17 NC 20 min 0 9 -.045 10 NC 1 21 M3 1 max .032 _10 .032 _17 NC _i_ 22 1 mm -.032 _171 -.032 _10_ NC _i - 23 2 max .032 _1 .035 _17 NC _i - 24 mm -.033 _17 -.035 _10 NC _i_ 25 3 max .033 _IQ. .034 _17 NC _1 - 26 mm -.033 _17 -.034 _10 NC _1_ 27 4 max .033 _10 .032 _17 NC _1_ mm -.033 _17 -.032 _10 NC 1_ 29 5 max .033 _10 .034 _17 NC _1 - 30 mm -.033 _17 -.034 _1. NC _1 - -Envelope AISC 13th(360-05): ASD Steel Code Checks Mmhr r'1 I ,,.rrti I r' I I Dn.-I,..,,, 11,1 D.,+!,, rI..I ri,c*i 1 Ml HSS4x4x3 .055 4.013 9 .01314.0139 62.212 71.066 8.424 1.473 H1-1b 2 M2 PIPE 3.0 .182 2 9 .025 0 19 43.651 44.623 3.934 1.667 H1-1b 3 M3 PIPE 3.0 .182 0 9 1.033 0 19 42.7 44.623 3.934 2.256 Hi-lb 9 RISA-2D Version 15.0.0 [S:\.......\Engineering\Risa\Roof Screen Wall with Kicker.r2d] Page 4 , A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: APJ1J ScOttsdale, AZ 85251 602-265-4331 www.AVSchwan.com Pinted: 5SEP 2017, 8:52AM General Beam Analysis .t ENERCALC INC. 1983.2O1Build1Oi7828Ver:1Oi7J -Lic.ASSOCIATES, Descption: J3 at Cofldenser/RTU General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 38.336 It Area = 10.0 inA2 Moment of Inertia 100.0 inA4 D(98)3)1W(1.2) D(9.$)1W(1.2) D(t11VV(1.2) D( 1.2) I I I I min I ..In II Span = 38.330 ft Aplied Loads - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.1366, Lr = 0.1366 klft, Tributary Width 1.0 ft Point Load: D = 0.810k @3.130 ft Point Load: D = 0.810k @9.130 ft Point Load: D = 0.810k @15.130 ft Point Load: D = 0.70 k @ 24.040 ft Point Load: D = 0.70k @31.50 It Point Load D=0.30, W = 1.20 k @ 4.950 ft Point Load: D = 0.30, W= 1.20 k@ 10.750 ft Point Load: D = 0.30, W= 1.20k @ 16.750 ft Point Load: D = 0.30, W= 1.20 k@ 24.20 ft Point Load: D = 0.30, W= 1.20 k@ 31.250 ft DESIGN SUMMARY Maximum Bending = 85.327 k-ft Maximum Shear = 9.092 k Load Combination +D+0.750Lr+0.750L+0.450W+H Load Combination +D+0.750Lr+0.750L+0.450W+H Location of maximum on span 17.249ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 2.997 in 153 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 7.887 in 58 Max Upward Total Deflection 0.000 in 0 - Vertical Reactions . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.092 8.101 Overall MiNimum 2.618 2.618 +D+H 5.667 4.899 +D+L+H 5.667 4.899 +D+Lr+H 8.285 7.517 +D+S+H 5.667 4.899 +D+0.750Lr+0.750L+H 7.630 . 6.862 +D+0.750L+0.750S+H 5.667 4.899 +D+0.60W+H 7.616 6.550 +D+0.70E+H 5.667 4.899 +D+0.75OLr+0.750L+0.450W+H 9.092 8.101 +D+0.750L+0.7505+0.450W+H 7.129 ' 6.137 +D+0.750L#0.7505+0.5250E+H 5.667 4.899 +0.60D+0.60W+0.60H 5.349 4.591 +0.60D+0.70E+0,60H 3.400 2.939 D Only 5.667 4.899 ¼ Lronly 2.618 2.618 LOnly SOnly 10 W Only 3.248 2.752 E Only H Only Im A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descn Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Pnnted: 5 SEP 2017, 854AM G File S0SPROU-117077S'1\ENGlNE1\EflerCalct7077.EC6 enera earn aysus ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Lic. Licensee: A.V. SCHWAN & ASSOCIATES, IN Description: J4 at Condenser I General Beam Properties - - - Elastic Modulus 29000.0 ksi Span #1 Span Length = 32.330 ft Area 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.5 C0 .11366) (2) D(0181)D(0.5W(2) D(0 i81) D(0181) Lr(0.366) 1 1 -p p X x p , p Span = 32.330 ft Applied boa-d- - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0. 1366, Lr = 0.1366 klft, Tributary Width 1.0 ft Point Load: D = 0.810k @ 17.420 ft Point Load: D = 0.810 k @23.420 ft Point Load: D = 0.810k @29.420 ft Point Load: D=0.50, W=2.ok@13.830ft Point Load: D=0.50, W=2.ok@19.750ft II1jIAflF - Maximum Bending = 61.111 k-ft Maximum Shear = 7.079 k Load Combination +D+0.750Lr+0,750L+0.450W+H Load Combination +D+0.750Lr+0,750L+0.450W+H Location of maximum on span 17.458ft Location of maximum on span 32.330 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 1.608 in 241 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 3.854 in 100 Max Upward Total Deflection 0.000 in 0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.880 7.079 Overall MiNimum 1.923 2.077 H 3.359 4.488 +D+L+H 3.359 4.488 +D+Lr+H 5.567 6.696 +D+S+H 3.359 4.488 +D+0.75QLr+0,750L+H 5.015 6.144 +D+0.750L+0.7505+H 3.359 4.488 +D+0.60W+H 4.512 5.734 +D+0.70E+H 3.359 4.488 +D+0.750Lr+0,750L+0,450W+H 5.880 7.079 +D+0.750L+0.7505+0.450W+H 4.224 5.423 +D+0.750L+0.7505+0.5250E+H 3.359 4.488 +0.600+0.60W+0,60H 3.169 3,939 +0.600+0,70E+0,60H 2.015 2.693 D Only 3.359 4.488 Lr Only 2.208 2.208 LOnly S Only W Only 1.923 2.077 EOnly H Only 11 2 STRUCTURAL CALCULATIONS S C70215 CD m Exp._09/30/18 OF CA 08-04-17 PROJECT: SPROUTS CARSLBAD CARLSBAD, CA - AVS JOB NO. 7077 CLIENT: BRR ARCHITECTURE DF- cD'- (D c) cicoO cy, r .. uJ I- 0 z 0 -J U cy') 046 2 N 04 C..)o F— LU > 5 V- > C.) 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Scottsdale, AZ 85251 JOB NO. 7077 SHEET N - 602-265-4331 CALCULATED BY DATE_ CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2015 Occupancy: Occupancy Group = M Mercantile Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 0.25/12 1.2 dog Building length (L) 203.0 ft Least width (B) 160.0 ft Mean Roof Ht. (h) 24.0 ft Parapet ht above grd 30.0 ft Minimum parapet ht 6.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A 1 A.V. Schwan and Associates JOB TITLE Sprouts 6000 E. Thomas Rd. Scottsdale, AZ 85251 JOB NO. 7077 SHEET NO._________ 602-265-4331 CALCULATED BY DATE_________ CHECKED BY DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category I, Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +1-0.18 Directionality (Kd) 0.85 Kb case 1 0.937 Kh case 2 0.937 Type of roof Monoslope T000araDhic Factor (Kzt Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind ESCARPMENT V(z) z H/Lh= 0.50 K1 = 0.000 Speed-up xlLh = 0.31 K2 = 0.792 VW x(upwind) x(downwind) zlLh= 0.15 K3 = 1.000 Lb 42j JH At Mean Roof Ht: Kzt = (1+K1K2K3)A2 = 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T> 1 second). h = 24.0 ft However, if building h/B <4 then probably rigid structure (rule of thumb). B = 160.0 ft h/B = 0.15 Rigid structure /z(0.6h)= 15.0 ft 6 = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ë = 0.20 Natural Frequency ('ii) = 0.0 Hz = 500 ft Damping ratio (13) = 0 Zmin = 15 ft /b = 0.65 c= 0.20 /a= 0.15 g0, 9V = 3.4 Vz = 92.9 L2 = 427.1 ft N1 = 0.00 Q = 0.85 R = 0.000 lz = 0.23 Rh = 28.282 ri = 0.000 G = 0.85 RB = 28.282 q = 0.000 RL = 28.282 ri = 0.000 GIR = 0.000 R = 0.000 G= 0.000 h= 24.0 ft A.V. Schwan and Associates JOB TITLE Sprouts 6000 E. Thomas Rd. Scottsdale, AZ 85251 JOB NO. 7077 SHEET NO._________ 602-265-4331 CALCULATED BY . DATE CHECKED BY__________ DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao~ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 100000.0 sf Ao ~ 1.1Aoi YES Ag 0.0 sf Ao >4' or 0.01Ag YES Aoi 0.0 sf Aoi I Agi :5 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao~1.lAoi Ao> smaller of4'orO.Ol Ag Aoi /Agi:5 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. ReductionFactor for large volume Partially _enclosed buildings (Ri): If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri= 1.00 Altitude adjustmentto constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 3 Horizontal MWFRS Simole DiaDhraam Pressures IDS Transverse direction (normal to L) Interior Zone: Wall 17.0 psf Roof -7.9 psf ** End Zone: Wall 25.7 psf Roof -13.3 psf ** A.V. Schwan and Associates 6000 E. Thomas Rd. Scottsdale, AZ 85251 602-265-4331 JOB TITLE Sprouts JOB No. 7077 SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS h!-<60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) = 0.94 . Edge Strip (a) = 9.6 ft Base pressure (qh) = 24.7 psf End Zone (2a) = 19.2 ft GCpi = +1-0.18 Zone 2 length = 60.0 ft Wind Pressure Coefficients CASE A CASE B 8 = 1.2 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 IE 0.61 0.79 0.43 . -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 . -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.3 5.4 -6.7 -15.5 2 -12.6 -21.5 -12.6 -21.5 3 -4.7 -13.6 -4.7 -13.6 4 -2.7 -11.6 -6.7 -15.5 5 14.3 5.4 6 -2.7 -11.6 1E 19.5 10.6 -7.4 -16.3 2E -22.0 -30.8 -22.0 -30.8 3E -8.6 -17.5 -8.6 -17.5 4E -6.2 -15.1 -7.4 -16.3 5E 19.5 10.6 6E -6.2 -15.1 Parapet Windward parapet = 38.8 psf (GCpn = +1.5) Leeward parapet = -25.9 psf (GCpn = -1.0) Longitudinal direction (parallel to L) Interior Zone: Wall 17.0 psf End Zone: Wall 25.7 psf Windward roof overhangs = 17.3 psf (upward) add to windward roof pressure WINDWARD DV ERRAND WINDWARD ROOF I I I 1 I I LEEWARD ROOF II I llttlltllll VERTICAL TRANSVERSE ELEVATION Rh WINDWARD ROOF I I I I I I 1 I LEEWARD ROOF IIiIIllIIIttIII VERTICAL LJ2prZIDNE2 LONGITUDINAL ELEVATION 4 ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. I \VIND D]REC11ON E 5 4 E WiND DIRECTION ZONE 2: lessor of 03 B or 2.5 h f 2 is negati A.V. Schwan and Associates . JOB TITLE Sprouts 6000 E. Thomas Rd. Scottsdale, AZ 85251 JOB No. 7077 SHEET NO. 602-265-4331 CALCULATED BY DATE CHECKED BY DATE________ Location of MWFRS Wind Pressure Zones. 4 ZONE 2: lessor of -- 0.5Bor2.5h 2 If 2 is negative 1 CASE A NAMM DECON CASE B RANGE WIND DIREC7n10Q'N RAN GE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) Transverse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7-02 and ASCE 7-05 5 A.V. Schwan and Associates 6000 E. Thomas Rd. Scottsdale, AZ 85251 602-265-4331 JOB TITLE Sprouts JOB NO. 7077 CALCULATED BY CHECKED BY SHEET NO. DATE DATE Ultimate Wind Pressures Wind Loads - Components & Claddina : h <= 60' Kh (case 1) = 0.94 h = 24.0 ft Base pressure (qh) = 24.7 psf a = 9.6 ft Minimum parapet ht = 6.0 ft GCpi = +1-0.18 Roof Angle (6) = 1.2 deg Type of roof = Monoslope Roof Are Negative Zone Negative Zone Negative Zone Positive Zone Positive Zones 2 & Overhang Zone 1& Overhang Zone Parapet GCp GCpi _+1-_ Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf -1.18 -1.11 -1.08 -29.1 -27.4 -26.6 -27.0 -26.6 -1.98 -1.49 -1.28 -48.9 -36.8 -31.6 -33.7 -31.6 -1.98 -1.49 -1.28 -48.9 -36.8 -31.6 -33.7 -31.6 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 1.08 0.97 0.92 26.6 23.9 22.7 23.2 20.0 -1.70 -1.63 -1.60 -41.9 -40.2 -39.5 -39.8 -27.1 -1.70 -1.63 -1.60 -41.9 -40.2 -39.5 -39.8 -27.1 Negative zone 3 = zone 2, since parapet >= 3tt. Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.4 psf) Solid Parapet Pressure Surface Pressure (psf) . User input 10 sf 100 sf 500 sf 40 sf CASE A: Interior zone: Corner zone: 69.8 69.8 47.6 47.6 44.7 44.7 56.5 56.5 CASE B : Interior zone: Corner zone: -48.9 -55.9 -40.7 -43.5 -34.9 -34.9 -43.9 -48.4 qp = 25.9 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +1- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.17 -1.01 -0.90 -28.9 -24.9 -22.2 -26.1 -23.8 -1.44 -1.12 -0.90 -35.5 -27.7 -22.2 -30.1 -25.3 1.08 0.92 0.81 26.6 22.7 20.0 23.9 21.5 Note: GCp reduced by 10% due to roof angle <= 10 deg. 1.1 A.V. Schwan and Associates JOB TITLE Sprouts 6000 E. Thomas Rd. Scottsdale, AZ 85251 JOB NO. 7077 SHEET NO._________ 602-265-4331 CALCULATED BY DATE__________ CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones 2a 2a - I la —(7—) — V 1 ®1 I I Roofs w/ eio° Walls h 60' and all walls & alt design h<90 h > 60' I .1 I I I I I I I L I I I I I : kD I I ..4-. I 01 - 4 Monoslope roofs Multispan Gable & 100 <0 :5 300 Gable 70 <0 < 450 h S 60 & alt design h<90' Gable, Sawtooth and• Multispan Gable 0 5 7 degrees & Monoslope roofs Monoslope 5 3 degrees 30 <0 :5 100 h 60'& alt design h90' h 5 60'& alt design h<90' a a r 2 -7 a __ a Lll~LLEJLPJ I I\(.J\ 7/I I ' 2@) 2' I / I Hip 7* < 8 527° a Sawtooth 10° <8 5 450 h 5 60'& alt design h<90 '4 Stepped roofs 0 5 3° h 60' & alt design h<90 A.V. Schwan and Associates JOB TITLE Sprouts 6000 E. Thomas Rd. Scottsdale, AL öbZbl JOB NO. 7071 SHEET NO.__________ 602-265-4331 CALCULATED BY DATE__________ CHECKED BY DATE_________ Wind Loads - Other Structures: ASCE 7- 10 Ultimate Wind Pressures Wind Factor = 1.00 Gust Effect Factor (G) = 0.85 Ultimate Wind Speed = 110 mph Kzt = 1.00 Exposure = C Solid Freestandinq Walls & Solid Sims (& open skins with less than 30% ooen s/h = 1.00 Case A&B Dist to sign top (h) 8.0 ft B/s = 10.00 Cf = 1.30 Height (s) 8.0 ft Lr/s = 0.00 F = qz G Cf As = 24.7 As Width (B) 80.0 ft Kz = 0.849 As = 10.0 sf Wall Return (Lr) = qz = 22.4 psf F = 247 lbs Directionality (Kd) 0.85 Percent of open area Open reduction CaseC to gross area 0.0% factor = 1.00 Horiz dist from windward edge Cf FqzGCfAs (r)sf) Case C reduction factors 0 to s 3.00 57.0 As Factor if s/h>0.8 = 0.80 s to 2s 1.96 37.2 As Wall return factor 2s to 3s 1.48 28.1 As for Cfat0tos= 1.00 35t0105 0.76 16.0 As Open Signs & Lattice Frameworks (oDeninas 30% or more of gross area Height to centroid of Af (z) 15.0 ft Kz = 0.849 Base pressure (qz) = 22.4 psf Width (zero if round) 0.0 ft Diameter (zero if rect) 2.0 ft D(qz)A.5 = 9.46 F = q G Cf Af = 20.9 Af Percent of open area I = 0.65 Solid Area: Af = 10.0 sf to gross area 35.0% Cf = 1.1 F = 209 lbs Directionality (Kd) 0.85 Chimneys. Tanks. RooftoD Eauipment (h>60) & Similar Structures Height to centroid of Af (z) 15.0 ft Cross-Section Square Directionality (Kd) 0.90 Height (h) 15.0 ft Width (D) 1.0 ft Type of Surface N/A Square (wind along diagonal) Cf = 1.28 F=qzGCfAf= 25.7 Af Af = 10.0 sf F= 2571b5 D. Trussed Towers Height to centroid of Af (z) 15.0 ft E = 0.27 Tower Cross Section square Member Shape flat Directionality (Kd) 0.95 Kz = 0.849 Base pressure (qz) = 23.7 psf h/D = 15.00 Square (wind normal to face) Cf = 1.67 F=qGCfAf = 33.5 Af Af = 10.0 sf F = 335 lbs Kz = 0.849 Base pressure (qz) = 25.0 psf Diagonal wind factor = 1.2 Round member factor = 1.000 Square (wind along tower diagonal) Square (wind normal to face) Cf = 3.24 Cf = 2.70 F = qz G CfAf = 68.8 Af F = q G Cf Af = 57.3 Af [;j Solid Area: Af = 10.0 sf Solid Area: Af = 10.0 sf F = 688 lbs F = 573 lbs A.V. Schwan and Associates 6000 E. Thomas Rd. Scottsdale, AZ 85251 602-265-4331 Seismic Loads: IBC 2015 Risk Category: II Importance Factor (I): 1.00 Site Class: D Ss (0.2 sec) = 103.90 %g Si (1.0 sec)= 40.30%g Fa= 1.084 Fv= 1.597 JOB TITLE Sprouts JOB NO. 7077 SHEET NO CALCULATED BY DATE CHECKED BY DATE Strength Level Forces Sms = 1.127 SDS = 0.751 Design Category = Smi = 0.644 Sol = 0.429 Design Category = Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct lrregularities:No plan Irregularity Vertical Structural lrregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Special reinforced masonry shear walls System Structural Height Limit: 160 ft Actual Structural Height (hn) =25.7 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 5 Over-Strength Factor (00) = 2 Deflection Amplification Factor (Cd): 35 SDS = 0.751 S01 = 0.429 p = redundancy coefficient Seismic Load Effect (E) = P °E +1- 0.2Sos D = P °E +1- 0.150D QE = horizontal seismic forc Special Seismic Load Effect (Em): 0o °E O.2SDS D = 2.0 0E / 0.150D D = dead. loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Building period coef. ((T) = 0.020 Approx fundamental period (Ta) C-rhn^= User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs): SDsl/R = need not exceed Cs = Sd1 I /RT = but not less than Cs 0.044Sdsl = USE Cs = Model & Seismic Response Analysis Cu= 1.40 0.228 sec x= 0.75 Tmax = CuTa = 0.320 0 sec Use T = 0.228 8 0.150 0.376 0:033 0.150 Design Base Shear V = 0.150W - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x A.V. Schwan and Associates JOB TITLE Sprouts 6000 E. Thomas Rd. Scottsdale, AZ 85251 JOB NO. 7077 SHEET NO._________________ 602-265-4331 CALCULATED BY DATE_________________ CHECKED BY DATE______________ Seismic Loads - cant. : Strength Level Forces Seismic Design Category (SDC)= D le= 1.00 CONNECTIONS Sds = 0.751 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdsw = 0.100 w or Fp = 0.05w = 0.05 w, Use Fp = 0.10 w, w = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = not less than 0.2KaleWp Flexible diaphragm span Lf = Enter Lf to calculate Fp for flexible diaphragm Fp =0.4SdskaleWp = 0.3 Wp, but not less than 0.2Wp (rigid diaphragm) ka= 1 Fp = 0.300 Wp but Fp shall not be less than 5 psf MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp = 0.4SdsleWw = 0.300 w but not less than 0.10 w Use Fp = 0.30 w Diaphragms Fp = (Sum Fl I Sum Wi)Wpx + Vpx = (Sum Fi I Sum Wi)Wpx + Vpx need not exceed 0.4 SdsleWpx + Vpx = 0.300 Wpx + Vpx but not less than 0.2 SdsleWpx + Vpx = 0.150 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Parapets and cantilever interior nonstructural walls Importance Factor (Ip): 1.0 Component Amplification Factor (an) = 2.5 h= 25.7 feet Comp Response Modification Factor (Rn) = 2.5 z= 50.0 feet z/h= 1.00 Fp = 0.4aSdslpWp(1+2zIh)IRp = 0.901 Wp not greater than Fp = 1.6SdsIpWp = 1.202 Wp but not less than Fp = 0.3SdslpWp = 0.225 Wp use Fp = 0.901 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip=l.O, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component: Generators, batteries, inverters, motors, transformers, and other electrical components constructed of high deformability materials. Importance Factor (Ip): 1.0 Component Amplification Factor (ar) = 1 h= 25.7 feet Comp Response Modification Factor (RP) = 2.5 z= 50.0 feet z1h = 1.00 Fp = 0.4aSdslpWp(1+2zIh)IRp = 0.361 Wp not greater than Fp = 1.6SdsIpWp = 1.202 Wp but not less than Fp = 0.3SdslpWp = 0.225 Wp use Fp = 0.361 Wp 10 A.V. Schwan and Associates JOB TITLE Sprouts 6000 E. Thomas Rd. Scottsdale, AZ 85251 JOB NO. 7077 SHEET NO._________________ 602-265-4331 CALCULATED BY DATE_________________ CHECKED BY DATE_______________ Seismic Loads - cont. : Strength Level Forces Seismic Design Category (SDC)= D 1e1.00 CONNECTIONS Sds = 0.751 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdsw = 0.100 w or Fp = 0.05w = 0.05 w Use Fp = 0.10 w w = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = not less than 0.2KaleWp Flexible diaphragm span Lf = Enter Lf to calculate Fp for flexible diaphragm Fp 0.4SdskaleWp = 0.3 Wp, but not less than 0.2Wp (rigid diaphragm) ka= 1 Fp = 0.300 Wp but Fp shall not be less than 5 psf MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp = 0.4SdsleWw = 0.300 W but not less than 0.10 ww Use Fp = 0.30 w,, Diaphragms Fp = (Sum Fi I Sum Wi)Wpx + Vpx = (Sum Fi I Sum Wi)Wpx + Vpx need not exceed 0.4 SdsleWpx + Vpx = 0.300 Wpx + Vpx but not less than 0.2 SdsleWpx + Vpx = 0.150 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Parapets and cantilever interior nonstructural walls Importance Factor (Ip): 1.0 Component Amplification Factor (ar) = 2.5 h= 25.7 feet Comp Response Modification Factor (Rn) = 2.5 z= 50.0 feet z/h = 1.00 Fp = 0.4aSdsIpWp(1+2z/h)/Rp = 0.901 Wp not greater than Fp = 1.6SdslpWp = 1.202 Wp but not less than Fp = 0.3SdslpWp = 0.225 Wp use Fp = 0.901 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip1.0, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component: Air-side HVAC, fans, air handlers, ac units, cabinet heaters, air distribution boxes, and other mechanical components constructed of sheet metal framing. Importance Factor (1p) 1.0 Component Amplification Factor (ar) = 2.5 h= 25.7 feet Comp Response Modification Factor (RP) = 6 z= 50.0 feet zlh = 1.00 Fp = 0.4aSdslpWp(1+2zIh)/Rp = 0.376 Wp not greater than Fp = 1.6SdslpWp = 1.202 Wp but not less than Fp = 0.3SdsIpWp = 0.225 Wp use Fp = 0.376 Wp 11 r 0 0 0 J2 ________•___ ________ _____•II ulllluiiuuuiuui.......... . ..... . __________ -------- ---- _i:i iii•liuiiuuuuiiI 11111111 I 11111 1111111 111111 IJ!II • U MIN ____U U I .11 U I II •• 'i I II U___ • I I! _____ Moll __I 0 111101 __ I imll - __ Iur MEN Mil _ r I II _ I II II ui•u I I I i•i__ I I_ - - - - Jb J2 ROOF FRAMING KEYPLAN 12 _________ DATE DESIGNED CONSULTING CHECKED BY_________________ DATE _______________ STRUCTURAL ENGINEERS _______ AM. SCHWAN & ASSOC, c. 00 E. Thomas Road, Suite 1 CLIENT: 60Scottsdale, Arizona 85251 JOB TITLE SPROUTS, I - Phone: (602) 265-4331 Fax: (480) 663-1788 _ t44 t -- f- 4-1- I :•: : :: J2, s=6.83 max S. - TotaHLo ::j1k 274 fad= p - - - - - - - - - - : : - - :: - - - is... 1Lto1e Fr f :: :1:: : At :: :j::: : I :.: : : I: : : -- : : = : :r : = 114 83plfalh\faN': L 3233 I 4 - - - - I. -- -- - - - - - - - - - j -L - - -Vi 1ipiiT 2-6 :l2-9 Ii f Ij ~1 1-14+11 1 1 1 1 --- #1T SHEET NO. 13 OF JOB NO. 7077 DESIGNED BY 18 DATE S" AN v• SAN & ASSOC, kic. CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS CLENT: SS 6000 E. Thomas Road, Suite 1 , C. JOB TITLE SSOUTSAS C Scottsdale, Arizona 85251 .A Phone: (602) 265-4331 Fox: (480) 663-1788 J30) condenser/RTU L=38.34' s=6.83' max j I WDL= 20psf6.83 = 136.6 pa WLL= 20psf6.83' = 136.6 pif Phd4865I681O -lb t PRTU=2800/4 =700 lb -see output . I Moment = 68.726 kft*12 i825 k-in Shear = 7.473 k --useQ8kkS3 Joist (Mall =846k-in,Vall-=80-k)- -- J40) condenser . L='32.33' . s=6.83'max . .YDL2OpSf6.83' 1316.6p1L. WLL= 20psP"6.83' = 136.6 pif Pcond. = 486/6 = 810 lb . . . . -see output . Moment = 47.127 kft*12 = 566k-in. Shear =6.177k -use 2kS2 Joist (Mall = 580 k-in, Vail = 6.6k) -- - -- -- --.- .$-.._•-. SHEET NO. 14 OF JOB NO. 7077 ___________ __________ AN. ScHWAN & ASSOC., Inc. DESIGNED BY________________ DATE CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS MEW: 4YJ 6000 E. Thomas Rood, Suite 1 JI•It I• Scottsdale, Arizona 85251 JOB TITLE SPROUTS, CASLSSA, A Phone: (602) 265-4331 Fax: (480) 663-1788 - Tribiary Width -GirdFri 24 o '12)-t-(38 34'/2) 19 - PtiLoadTribTTAra= 2rrdc '(24:67tIL)-t ro.1ive.hd4 1~lf 38:34/2)]-2_ -bad 6 I: 4-1 Tnb -.are,, =-4 1 572 2 (r.Al 1 of he h,ad) iFnbutary Trib.-area = Width 6T I 24.0'*30.LV74O 28 3 o ,'i2 +(i8 ft2 0'/4 - - (riic - 30 - 84 Th' r'ofI'eori)- PILL I-•± 12psf 21'l ft2 I — 34 k I -— .._---. ----._-- -----—-- — -L.- —- - - - 1: 17 --------- - Ui SHEET NO. 15 OF— JOB NO. 7077 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 4jJJ Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 3 AUG 2017, 1:11 PM F enera I Beam Analysis File S:\OSPROIJ-1>7077-S-1(ENGINE-1\Enercalc>7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.7.24Ver10.17.7,24 lit /'A'fII1SIIIIIIEI Licensee: AM. SCHWAN & ASSOCIATES, INC. Description : J3 at Condenser/RTU iBe,i Properties - Elastic Modulus 29,000.0 ksi Span #1 Span Length 38.330 ft Area 10.0 inA2 Moment of Inertia = 100.0 in"4 0(081) 0(0.81) 010.81> 010.7> 010.7> I I 0(0.13661 Lr(0.1366) I I 1'7 I I I Span = 38.330 ft ApIied Loads - - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0. 1366, Lr = 0.1366 k/ft, Tributary Width = 1.0 ft Point Load: D = 0.810k @3.130 ft Point Load: D = 0.810k @9.130 ft Point Load D = 0.810 k @ 15.130 ft Point Load: D = 0.70 k @ 24.040 ft Point Load: D = 0.70 k@ 31.50 ft [DESIGN SUMMARY -iI Maximum Bending = 68.726 k-ft Maximum Shear = 7.473 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 18.398ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 2.306 in 199 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 6.366 in 72 Max Upward Total Deflection 0.000 in 0 {iicalReactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.618 2.527 +D+H 4.855 4.211 +D+L+H 4.855 4.211 +D+Lr+H 7.473 6.829 +D+S+H 4.855 4.211 +D+0.750Lr+0.750L+H 6.818 6.175 +D+0.750L+0.750S+H 4.855 4.211 +D+0.60W+H 4.855 4.211 +D+0.70E+H 4.855 4.211 +D+0.750Lr+0.750L+0.450W+H 6.818 6.175 +D+0.750L+0.750S+0.450W+H 4.855 4.211 +D+0.750L+0.7505+0.5250E+H 4.855 4.211 +0.60D+0.60W+0.60H 2.913 2.527 +0.60D+0.70E+0.60H 2.913 2.527 0 Only 4.855 4.211 Lronly 2.618 2.618 LOnly S Only WOnly EOnly H Only 16 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: !IJ Scottsdale, AZ 85251 ' 602-265-4331 www.AVSchwan.com Printed: 3 AUG 2O17,11:4BAM G n r 1 B m ., File= S:\OSPROU-1t7077.S-1\ENGINE-1\Enerca?ct7077.ec6 a ysis ENERCALC INC 1983-2017 Build 1017724 Ver 1017724 Description: J4 at Condenser F General • 1 Elastic Modulus 29,000.0 ksi Span #1 Span Length = 32.330 ft Area 10.0 in A2 Moment of Inertia 100.0 in A4 0(0.81) D(0.81( D(0.81( 0(0.1366) Lr(O.134 ) .1. c:7 17 Span = 32.33011 FApplied Lids -- . . Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0. 1366, Lr = 0.1366 k/fl, Tributary Width = 1.0 ft Point Load: D = 0.810k @ 17.420 ft Point Load :0 = 0.810k @23.420 ft Point Load: D = 0.810 k @29.420 ft 'DESIGN SUMMARY 1 T Maximum Bending = 47.127k-ft Maximum Shear= 6.177 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span . 17.458ft Location of maximum on span 32.330 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 1.167 in 332 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 3.020 in 128 Max Upward Total Deflection 0.000 in -. 0 [VeiiF-Reations - ... . . . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.086 6.177 Overall MINimum 1.727 2.208 +D+H • 2.878 3.968 +D+L+H 2.878 3.968 +D+Lr+H 5.086 6.177 +D+S+H 2.878 3.968 +D+0.750Lr+0.750L+H 4.534 5.625 +D+0.750L+0.7505+H 2.878 3.968 +D+0.60W+H 2.878 3.968 +D+0.70E+H 2.878 3.968 +D+0.750Lr+0.750L+0 450 W+H 4.534 5.625 +D+0.750L+0.750S+0.450W+H 2.878 3.968 +D+0.750L+0.7505+0.5250E+H 2.878 3.968 +0.600+0.60W+0.60H 1.727 2.381 +0.600+0.70E+0.60H 1.727 2.381 D Only 2.878 3.968 Lr Only 2.208 2.208 LOnly S Only WOnly EOnIy HOnly 17 DESIGNED BY T8 DATE AN. SHWAN & ASSOC., Inc. CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS CLIENT:5RR 6000 E. Thomas Road, Suite 1 I JOB TITLE SPROUTS, C.ASLSSA, Scottsdale, Arizona 85251 Phone: (602) 265-431 Fax: (480) 663-1788 Soffit Framing Analysis (see seismic design criteria) Fp = 0.901*wj Vertical Stud Fp=0.901*5psfld1.33=6.0plf :SSiThsii1CFS Output — -use 362S162-43@16"O.0 Kicker Stud Fp = 0 901*5 suI6 831*(1 5'+14 0'/2) 262 lb - L = 141.0,/(C6 (45))=19 8' -See&mpsonlCFS Output -use 60OS20043 ea Joist Soffit Support perpendicular toframing L=6.831, Max WDL = 5psf(14 "+1 .5' = 78 pif -See Simpson CFS Output -Use 6OOSl62f54 -.--± -"- Cont. Soffit Support parallel ------ o.framing -.--+ ----.----=-- -_-4-_ -----' — ,— L=40' WDL5pSf(.14.0'+1.5')=.78 plf . -See SithpsonCFS Output f -Use 362S137fr54. I -----'-- - - _____ -- ---H---- - -i- -I- - - - --- -i--- -1- - - Soffit Supportt Parallel to &arLmg L60',max. s = 4.0' O.C. - PDL= 78plf'4' = 312 lb -See Simpson GFS Output —— - L -- - ------- - - —. -Use (2)600S 137-43 --'----- ------r---------- ------------ --.- 18 SHEET NO. OF JOB NO. 7077 Project Name: Light Gauge Framing Model: Vertical Soffit Stud Code: 2007 NASPEC [AISI S100-2007] Page 1 of 1 Date: 08/03/2017 Simpson Strong-Tie® CFS Designer 2.0.2.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Reqd Req'd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 51.48 No Solutions - - R2 41.52 No Solutions - - Total Vertical Shear Carried by Connectors (lb) : 206.62 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Bottom CantiLever N/A - Span N/A - Shear and Web Crippling Checks Bending and Shear (Unstiffened): 2.2% Stressed @R1 Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No 14.00 6.00 ]_ LiU 6.00 Section: 362S162-43 Single C Stud Maxo = 802.0 Ft-Lb Moment of Intertia, I = 0.71 inA4 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 Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Bottom CantiLever 6.8 0.008 4.3 None 802.0 Span 143.6 0.179 143.6 Full 802.0 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Bottom CantiLever 0.00 18.0 849.6 0.008 Span 0.00 168.0 849.6 0.169 Fy=50.oksi Va = 2140.7 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.005 0.056 L/637 0.179 0.169 L/996 19 SIMPSON STRONG-TIE COMPANY INC. Www.strongtie.com Project Name: Light Gauge Framing Page lofi Model: Soffit Kicker Stud Date: 08/03/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS Designer 2.0.2.0 Reactions and Connections I Number of Connectors Required at each Reaction: 1 I No. of No. of 4 Simpson Reqd Reqd # I Strong-Tie screws to 12.14 Support Reaction (lb) Connector stud Anchors Ri 0.00 No Solutions - - R2 0.00 No Solutions - - Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 19.80 Span N/A Shear and Web Crippling Checks Bending and Shear (Unstiffened): N/A Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No Section: 600S200-43 Single C Stud Maxo = 2014.5 Ft-Lb Moment of lntertia, I = 2.68 in'4 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 Mmaxl Mpos Bracing Ma(Brc Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 0.0 0.000 0.0 None 221.7 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 237.6 1681.6 0.000 Combined Bending and Axial Load Details Fy50.0 ksi Va = 1415.7 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.000 0.000 L/0 Axial Ld bracing(m) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KLJr (lb-in/in) (in) load(lb) P/Pa Value Span 370.0(c) None None 322 0.0 237.6 577.4(c) 0.64 0.64 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Light Gauge Framing Model: Soffit Support Perpendicular to Framing Code: 2007 NASPEC [AlSl S100-2007] 78.00 Ri R2 6.83 Page 1 of 1 Date: 08/03/2017 Simpson Strong-Tie® CFS Designer 2.0.2.0 Reactions Support Reactions (lb) RI 266.37 R2 266.37 Shear and Web Crippling Checks Bending and Shear 9.4% Stressed @R1 (Unstiffened): Bending and Shear N/A (Stiffened): Web Stiffeners No Required?: Section: 600S162-54 Single C Stud Maxo = 2527.1 Ft-Lb . Moment of Intertia, I = 2.86 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 454.8 0.180 454.8 None 1275.3 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Span 0.00 82.0 2158.3 0.211 Fy = 50.0 ksi Va =2822.9 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.357 0.032 L12587 21 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Project Name: Light Gauge Framing Model: Cont. Soffit Support Parallel to Framing Code: 2007 NASPEC [AlSI S100-2007] — Ri R2 4.00 Page 1 of 1 Date: 08/03/2017 Simpson Strong-Tie® US Designer 2.0.2.0 Reactions Support Reactions (lb) Ri 156.00 R2 156.00 Shear and Web Crippling Checks Bending and Shear 4.6% Stressed @R2 (Unstiffened): Bending and Shear N/A (Stiffened): Web Stiffeners No Required?: Section: 362S137-54 Single C Stud Maxo = 951.7 Ft-Lb Moment of Intertia, I = 0.76 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 156.0 0.164 156.0 None 828.4 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 48.0 992.3 0.157 Fy50.0 ksi Va = 3371.6 lb MposI Deflection Ma(Brc) (in) Ratio 0.188 0.014 L/3403 22 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Light Gauge Framing Page 1 of 1 Model: Soffit Support Parallel to Framing Date: 08/03/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS Designer 2.0.2.0 Reactions Support Reactions (lb) j Ri 155.77 R2 156.23 Shear and Web Crippling Checks Bending and Shear 19.2% Stressed (Unstiffened): @Pi Bending and Shear N/A (Stiffened): — — Ri R2 Web Stiffeners No Required?: 6.83 Point Loads P1 Load(lb) 312 X-Dist.(ft) 3.42 Section: (2)600S137-43 Boxed C Stud Maxo = 2889.0 Ft-Lb I Moment of Intertia, I = 4.02 in'4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmaxi Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) Span 532.7 0.184 532.7 None 2889.0 0.184 Fy = 50.0 ksi Va = 2831.3 lb Deflection (in) Ratio 0.021 L/3883 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com TRZ kV. SH WAN & ASSOC., Inc. DESIGNED BY_____________ DATE CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS cLIENT: 5RR 6000 E. Thomas Road, Suite 1 Scottsdale, Arizona 85251 JOB TITLE: SPROUTS, CARLSSA, CA Phone: (602) 265-4331 Fax (480) 663-1788 Canopy Channel L = 16.33' with 11" Cantilever Ea. End PDL = lOpsf(12.5'/2+2.O'/2)7.O'/2) = 0.29 k P 20 f(1;2:5'/2+2.0'/2)(,,7.0'/2) 0:58i - - see output -use Cl2x20.7 Canopy Intôrnediate members L-=-l-3;0-mak- - - -- ----*- - - -- --- - - wDL = lops f(7.0'I2) = 35 pif wLL = 20psf(7.0'/2) = 70 pif . see Output -use HSS 6x4x1/4 -..--•--- - 1 - - •----4- -,- 1 - ---- -- -- - I TTI TT1 - • -f ---- - * - SHEET NO 24 0 1— JOB NO. 7077 -J A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 4,I1J Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 3 AUG 20117. 2:55PM S I B - . FilenS:\OSPROU_1\7077.5_1tENGINE_1\Enerca?c\7077.ec6 ENERCALC. INC. 1983-2017, Build:10.17.7.24, Ver:10.17.7.24 : KW-0600002-0 Licensee: A.V. SCHWAN & ASSOCIATES, INC. Description: Canopy Channel CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 EM -ati-r i W Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.29) LrO.58) : C12.284 C12n20.7 t 42x207 Si an = 0.924 ft Span = 16.3300 S an = 0.924 ft ui I,., i . 7' 17 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 2 Point Load: D = 0.290, Lr = 0.580 k @2.0 ft Point Load: D = 0.290, Lr = 0.580 k @2.0 ft Point Load : D = 0.290, Lr = 0.580 k @2.0 ft DESIGN SUMMARY TT . Maximum Bending Stress Ratio = 0.165: 1 Maximum Shear Stress Ratio = ' 0.041 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma: Applied 4.559 k-ft Va : Applied 2.290 k Mn I Omega: Allowable 27.604 k-ft Vn/Omega : Allowable 55.927 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 2.068 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio= 7,183 >360 Max Upward Transient Deflection -0.007 in Ratio = 3,329 >360 Max Downward Total Deflection 0.041 in Ratio= 4789 >=180 Max Upward Total Deflection -0.010 in Ratio= 2220 >=180 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.290 0.320 Overall MINimum 0.458 0.064 +D+H 0.763 0.107 +D+L+H 0.763 0.107 +D+Lr+H 2.290 0.320 +D+S+H 0.763 0.107 +D+0.750Lr+0.750L+H 1.909 0.266 +D+0.750L+0.7505+H 0.763 0.107 +D+0.60W+H 0.763 0.107 +D+0.70E+H 0.763 0.107 +D+0.750Lr+0750L+0450W+H 1.909 0.266 +D+0.750L+0.750S+0.450W+H 0.763 0.107 +D+0.750L+0.7505+0.5250E+H 0.763 0.107 +0.600+0.60W+0.60H 0.458 0.064 +0.60D+0.70E+0.60H 0.458 0.064 D Only . 0.763 0.107 Lr Only 1.527 0.213 25 LOnly S Only WOnly EOnly H Only A.V. Schwan & Associates . Project Title: Sprouts Consulting Structural Engineers Engineer: - Project ID: 7077 6000 E Thomas Rd #1 Project Descr: kI1)J Scottsdale, AZ 85251 602-2654331 421 www.AVSchwan.com Printed: 3AUG 2017, 2:57PM File S:\OSPROU-1\7077-S-1\ENGINE-1\Enercalc\7077.ec6 I Steel Beam ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24 1 'Lic. #: KW-06000020 Licensee: A.V. SCHWAN & ASSOCIATES, INC. Description : Canop Intermediate Members flCODEREEERENcES Calculations per AlSC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 rMI Properti - - Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending - HSS6x4x3/16 Span = 13.0 ft [Aliëc1 Ls Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.0350, Lr = 0.070 k/fl, Tributary Width = 1.0 ft F DESIGN SUMMARY -..I =-, 614111111111111111 Maximum Bending Stress Ratio = 0.146: 1 Maximum Shear Stress Ratio = 0.022 : 1 Section used for this span HSS6x4x3/16 Section used for this span HSS6x4x3/16 Ma Applied . 2.218k-ft Va Applied 0.6825 k Mn Omega: Allowable 15.150k-ft Vn/Omega Allowable 31.506 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 6.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.095 in Ratio = 1,641 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 -. Max Downward Total Deflection 0.143 in Ratio= 1095 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 r Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.683 0.683 Overall MINimum 0.137 0.137 +D+H 0.228 0.228 +D+L+H 0.228 0.228 +D+Lr+H 0.683 0.683 +D+5+H 0.228 0.228 +D+0.750Lr+0.750L+H 0.569 0.569 +D+0.750L+0.750S+H . 0.228 0.228 +D+0.60W+H 0.228 0.228 +0+0.70E+H 0.228 0.228 +D+0.750Lr+0.750L+0.450W+H 0.569 0.569 +D+0.750L+0.750S+0.450W+H 0.228 0.228 +D+0.750L+0.7505+0.5250E+H 0.228 0.228 +0.60D+0.60W+0.60H 0.137 0.137 +0.60D+0.70E+0.60H 0.137 0.137 D Only 0.228 0.228 LrOnly 0.455 0.455 LOnly S Only WOnly 26 EOnly H Only DESIGNED BY : DATE CHECKED BY__________________ DATE cuEtiT ss JOB TffLE SSQUTS, CARLWAP, CA A.V. ScHWAN & ASSOC., kic. CONSULTING STRUCTURAL ENGINEERS 4JJj 6000 E. Thomas Road, Suite 1 Scottsdale, Arizona 85251 Phone: (602) 265-4331 Fax: (480) 663-1788 1. .a'nsfOrnietSuppórt - app1ywt. o'Ter (2i)5:O'ing max. xL&4 - - - - - l 4 - : - - H 'irrnr design cntena- - - - - -- - 5;O')O:O7 --- ELX(O361 1-.8k)/( kf - - - - - - 4 ee io tit : - -_ - - - -•-_ Wall Anchorage— - - - , ---1--t-- ipper_supoit_______i_I_i_i__ iii itt'1 1 F te1action1ernsa(N2aiidN5 +alH:85 valueof15L8di'a. emb 2 kf1 bolt, edded.5" T7 intoJullTy.groutekLCMU - using.SimsonSET-XIL pr - -,5- +H*1 1 LI+ - interaction = (O:t32511:3L30)--(O:614t1:895) 787 - -. - - t->l:; ö.K: H LH I I lit reaction per nsa (Ni and IN4 I E I :11 I i I - - - - - - - -Int 4eraction-= >1.O,C. - - - -4- - 41— SHEET NO 27 JOB OF— ' NO. 7077 A A. V. Schwan & Associates SK- 1 TRB Transformer Support Aug 3, 2017 at 2:08 7077 Transformer Support.r3d Company : A.V.Schwan&Associates Aug 3, 2017 Designer : TRB 2:28 PM Job Number : 7077 Checked By IIIRISAe Model Name : Transformer Support Hot Rolled Steel Properties I q hI F fli1 ( rkfl Nil Th.- I\1 fln,*,rI,!ff viiri,,n 1 A36Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572Gr50 29000 11154 .3 .65 .49 50 1.1 65 _1j 3 A992 29000 11154 .3 .65 .49 50 1.1 65 _14_ 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 _14_ 58 13 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 14 58 _1_ 6 A53 Gr.B 29000 11-154 .3 .65 - .49 . 35 1.6 60 1.2 7 A1085 29000 11154 .3' .65 .49 50 1.4 65 _1_ - Hot Rolled Steel Section Sets I I 1,A..,.-.I r...... ,.... .I.... A r....',l I.... r:...A1 I-.-. 1 Frame L3x3x4 Beam Single Angle A36 Gr 36 Typical 1.44 -1.23 1.23 031 2. Brace L3x3x4 Beam Single Angle A36Gr.36 Typical 1.44 1.23 1.23 .031 3 Support L3x3x4 Beam Single Angle A36Gr.36 Typical 1.44 1.23 1.23 .031 Hot Rolled Steel Design Parameters I hI R' h v I n a I c,r,r,fhft1 I Isu,,Fffl I k,-,rfii I +..tf+1 I 1-4 441 I 4,'..... V. If-.-. f'I -- IFI1I E;•iiuiiiiI ----- -- - Joint Coordinates and Temperatures I nhPI Y Iffi V Iffi 7 rfll r........ rci r:... 1 Ni 0 0 0 0 2 N2 0 :4.5 0 '0 3 N3 4.5 0 0 0 4 N4. 0 .0. 5 5 N5 '0 4.5 5 0 6 - N6 . 4.5 0 5 -. 0 7 N7 1.5 0 0 0 8 N8 . ' '1.5 . 0 5 0 Joint Loads and Enforced Displacements Joint Label L,D,M Direction Maqnitude[(k,k-ft), (inrad), (k*s 2/f... I No Data to Print ... Member Point Loads Member Label Direction Magnitudefk,k-ft] ' Location[ft,%] No Data to Print ... 29 RISA-3D Version 15.0.1 [S:\...\...\Engi nee ring\Risa\Transfornier Support.r3d] Page 1 Company : A. V. Schwan & Associates Aug 3, 2017 Designer : TRB 2:28 PM Job Number : 7077 Checked By IIIRISAO Model Name : Transformer Support Member Distributed Loads (BLC 1: Trans. DL) Mmhr I nhPI flirrtinn Sthrf MnniiidFk/f InrI Mnnitdc,IkJff 4zf.,f I n,ti,,nFft Ofl n,1 I ,rf+ 0/_i I M7 I Y -.18 - -.18 0 - 0 2 M3 I Y -.18 -.18 0 0 Member Distributed Loads (BLC 2: ELX) Mmher I q hI flirptiAn Sfrf MnnrhidFk/f Fnd MrinifiirIdk/ft Qf.rt I n,-fi,,nfl o/..i I,,d I n,.,,nnIit 0/] 1 M7 X .07 - .07 - 0 0 2 M3 X .07 .07 1 0 0 Member Distributed Loads (BLC 3: ELZ) Mmhr I hI flirptinn Start MnnthirIrk/f fnrl Mnnititr4p1k/ff qtnrt I Ae't,rnFff 0/j Ind I ,Ir,nrft 0/] 1 M4 Z .12 .12 - 0 2 M2 Z .12 .12 1.5 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surce(P.. 1 Trans. DL DL 1 2 2 ELX ELX 2 3 ELZ ELZ 2 Load Combination Design crintirin ARIF ('.fl ARIF qnAra 1-mt RnIIrI (nId Fnr AI,-.r.d RA,ocnr,r*, Innfinnc AIn,in,,n, nnfi,,n 1 IBC 16-8 9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-10(a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-12(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 51BC16-14(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-16 ____ 1.6 Yes Yes Yes Yes Yes Yes Yes Yes I Yes 7 EL 1.6 Yes Yes I Yes Yes Yes I Yes Yes I Yes I Yes - Envelope Joint Displacements .Inint )( lini I C'. V lini I C' 7 Fini I C' )( Rntt,nn F I C' V Pnftinn F I C' 7 Rrt2tinr F I C' 1 Ni max 0 7 0 7 0 7 5.108e-05 7 1.1 7e-04 1 1.46e-05 7 2 min 0 1 0 1 0 6 -1.144e-04 1 -4.652e-05 7 -2.223e-03 1 3 N2 max 0 1 0 7 0 1 3.466e-04 I 7.548e-05 7 1.249e-04 7 4 min 0 7 0 1 0 7 -3.195e-04 7 -1.903e-03 1 -3.312e-04 1 5 N3 max 0 7 0 7 0 1 2666e-03 1 4.547e-04 7 5.448e-04 1 6 min 0 1 -004 1 0 7 5.975e-05 7 2.5e-04 6 -2.292e-04 7 7 N4 max 0 7 0 7 0 6 1.346e-04 1 9.133e-05 7 1.747e-05 7 8 min 0 1 0 1 0 7 -6.378e-05 7 -2.742e-04 I -2.539e-03 1 9 N5 max 0 1 0 7 0 7 2461e-04 7 1.65e-03 1 5115e-05 7 10 min 0 7 0 1 0 1 4.837e-04 1 -1.18e-04 7 -5.821e-04 I 11 N6 max 0 7 0 7 0 1 6243e-05 7 -752e-05 6 1.032e-03 I 12 min 0 1 -.004 1 0 7 -2.259e-03 1 -3.017e-04 7 -8.262e-05 7 13 N7 max 0 7 0 7 .001 1 4.998e-03 1 2.24e-04 7 -1.267e-04 7 14 min 1 0 1 -.031 1 0 7 -1.201e-04 7 1 -5.378e-04 1 1 4.427e-043 )i RISA-3D Version 15.0.1 [S:\.......\Engi nee ring\Risa\T ran sformer Support.r3d] Page 2 Company : A. V. Schwan & Associates Aug 3, 2017 Designer : TRB 2:28 PM Job Number : 7077 Checked By IIIRISA Model Name : Transformer Support Envelope Joint Displacements (Continued) mint Y flril I C V un1 I C 7 rinl I C V I I C V D,ffi,n I I C 7 I I C 15 1 N8 ImaxI 0 1 7 1 0 1.7 1 .001 1 1 1.509e-04 7 1 4.39e-04 1 1 -1.696e-04 7 16-1 1 min 1 0 Ill -.035 Ill 0 1 7 1 -4.795e-03 1 1 1 -2.459e-04 1 7 -5.83e-04 1 Envelope Member Section Forces Memher Ran AtiIIk1 I C v Rhc.rIk1 I C 7 chrrk1 I C TnrnIk I C ,*, M,,n, I C , KA^m I C 1 Ml imax 0 _LO 7 .007 1 0 1.0057.0057.. 2 - min 0 1 -.003 1 - 002 7 0 7 -.013 1 -M4 1 3 2 max 0 _1_ 0 L .007 1 0 1 .003 7 .001 7 4 mm 0 _1_ -.003 1 -.002 7 0 7 -.007 1 -.006 1 5 3 max 0 1_ 0 7 .007 1 0 1 0 7 .012 1 6 rrnn 0 _1 -.003 1 -.002 7 0 7 -.001 1 -.003 1. 7 M2 1 max .585 _1 .266 1 -.033 6 0 7 .014 7 .01 L 8 min -.348- _7_ 0 7 -.055 1 -.008 1 -.02 1 001 6 9 2 max .588 1 0 7 .12 1 .002 1 .036 1 .019 7 10 m -. 172 _7_ -.187 1 -.054 7 0 7 021 6 -.308 1 11 3 max .588 1 0 7 .12 1 .002 1 -.042 6 .18 1 12 - mm -.172 J_ -.187 1 -.054 7 0 7 -.07 1 -.067 L 13 M3 1 max .083 1 .439 1 .171 7 0 7 1 -.085 7 .054 1 14 mm -.057 7 -.00 7 -.002 1 0 1 -.18 1 -.065 7 15 2 max .083 1 -.001 7 -.001 * 6 0 7 .194 1 .086 7 16 min -.057 7. -.011 1 -.004 7 0 1 .06 7 -.329 1 17 3 max .083 _1 -.001_ 7 -.001 6 0 7 -.104 7 .084 1 18 rrnn -.057 _7_ -.461. 1 179 7 0 1 -.227 1 -.073 7 19 M4 1 max .605 _1_ .183 1 .048 7 0 7 -.022 6 .169 1 20 - min -.173 7 -.003 7 -.13 1 002 1 -.048 7 065 7 21 2 max .605 1 .183 1 .048 7 0 7 .048 1 .016 7 22 min .173 7 -.003 7 -.13 1 -.002 1 .025 7 -.329 1 23 3 ImaxI .608 1 1 -.003 7 .049 7 .008 1 .005 7 .005 7 24 mm -.347 .7 -.269 1 .027 6. 0 7 -.019 1 -.019 1. 25 M5 1 max .002 7 .001 1 .015 1 0 1 0 1 0 1 26 mm -.87 1 .003 7 .003 7 0 1 0 1 0 1 27 2 max .002 7 .001 1 .015 1 0 1 .036 1 .032 1 28 mm -.87 1 1 -.003 7 .003 7 0 1 .001 7 .014 7 29 3 max .002 7 1 .001 1 .015 1 0 1 .073 1 .063 1 30 - mm -.87 1 -.003 7 .003 . 7 0 1 .002 7 .028 31 M6 1 max .001 7 .028 1 -.003 7 0 1 0 1 0 32 mm -.856 1 0 7 -.037 1 0 f 0 1 0 1 33 2 max .001 7 .028 1 -.003 7 0 1 -.008 7 1 -.006 7 34 mm -.856 1 0 7 -.037 1 0 1 -.021 1 -.146 1 35 3 max .001 7 .028 1 -.003 7 0 1 -.016 7 -.013 7 36 mm -.856 1 0 7 -.037 1 0 1 -.042 1 -.293 1 37 M7 1 max 0 7 1 .45 1 .003 1 0 1 .094 7 .093 7 38 min -.176 11 0 7 -.174 7 0 7 -.149 1 -.135 1 39 2 max 0 7 0 7 .003 1 0 1 .254 1 -.06 7 40 mm -.176. 1 0 1 0 7 0 7 -.06 .7 -:528 i 41 3 max 0 7 0 7 .176 7 0 1 .096 7 .095 7 42 mm -.176 1 -.45 1 .002 6 .0 7 -.139 1 -.125 1 43 M8 I max .029 1 -.002 7 .016 1 0 7 .057 1 -.028 7 _44 min 0 7. -.027 1 .007 .7 0 1 -.015 7 -.236 1 _45 1 2 ImaxI .029 1 -.002 7 .016 1 0 7 .029 1 -.00 7 RISA-3D Version 15.0.1 [S:\.......\Engineering\Risa\Transformer Support.r3d] Page 3 Company : A. V. Schwan & Associates Aug 3, 2017 Designer : TRB 2:28 PM Job Number : 7077 Checked By IIIRISAe Model Name : Transformer Support Envelope Member Section Forces (Continued) MAmbAr Rpr. AIfk1 I (S. v ShpirFk1 I (S , RhcrFk1 I (S Tnrn,,1k I (S us, I (S , RA,sn, I (S LII ____IIIlI!HI IFI___ EUEI MIF1 Envelope Member Section Stresses MAmhr S- A.iiIIki1 I C vhgsrFkcFI I C I C i r' I (S . -r.....rI, I (S - D.,crt, I (S 1 Ml 1 max 0 1 001 7 011 1 303 1 065 7 119 7378 1 2 - min 0 1 -.005 1 -.003 7 -.065 7 -.303 1 -.329 1 -.137 7 3 2 max 0 1 .001 7 .011 1 .079 1 .013 7 .071 7 .207 1 4 min 0 1 -.005 1 -.003 _7_ -.013 7 -079 1 -.18 1 -.082 7 5 3 max 0 1 .001 _7_ .011 _1_ .04 7 .145 1 .023 7 .036 1 6 min 0 1 -.005 _1 - -.003 _7 -.145 1 -.04 7 -.031 1 -.026 7 7 M2 1 max .406 1 .425 1 -.053 6 -.015 6 .119 7 .342 7 .589 1 8 mm -.241 7 0 7 -.089 1 -.119 7 .015 6 -.512 1 -.394 7 9 2 max .408 1 0 7 .192 1 3.817 1 .235 7 .896 1 -.616 6 10 mm -.119 7 -.298 1 -.086 7 -.235 7 -3.817 1 .535 6 -1.031 1 11 3 max .408 1 0 j_ .192 _1_ .826 7 2.235 1 -1.046 6 2.008 1 12 ni -.119 7 -.298 _1_ -.086 _7 -2.235 1 -.826 7-1.7451 1.2046 13 M3 1 max .058 1 .703 _1 - .274 _7_ .807 7 .669 1 -2.137 7 5.194 1 14 min -.04 7 -.002 _7_ -.004 _1_ -.669 1 -.807 7 -4.514 1 2.46 7 15 1 2 max .058 1 -.002 _7_ -.002 6 4.08 1 1.061 7 4.853 1 -1.728 7 16 mm -.04 7 -.017. _1_ -.006 7 -1.061 7 -4.08 1 1.502 7 -5.585 1 17 3 max .058 1 -.002 7 -.002 6 .907 7 1.036 1 -2.599 7 6.538 1 18 mu, -.04 7 -.737 1 -.286 7 -1.036 1 -.907 7 -5.682 1 2.991 7 19 M4 1 max .42 1 .293 1 .077 7 .804 7 2.1 1 -.551 6 1.379 7 20 mm -.12 7 -.004 7 -.208 1 -2.1 1 -.804 7 -1.198 7 .635 6 21 2 max .42 1 .293 1 .077 7 4.079 1 .203 L 1.199 1 -.715 7 22 min -.12 7 -.004 7 -.208 1 -.203 7 -4.079 1 .621 7 -1.38 1 23 3 max .422 1 -.004 7 .079 7 1 .231 1 .062 7 .125 7 1 .543 1 24 mm --.241 7 -.431 1 .043 6 -.062 7 -.231 1 -.472 1 -.144 7 25 MS 1 max .001 7 .002 1 .024 1 0 1 0 1 0 1 0 1 26 min -.604 1 -.005 7 .005 7 0 1 0 1 0 1 0 1 27 2 max .001 7 .002 1 .024 1 -.172 7 .392 1 .91 1 -.032 7 28 min -.604 1 -.005 7 .005 7 -.392 1 .172 7 .028 7 -1.048 1 29 3 max .001 7 .002 1 .024 1 1 -.344 7 .783 1 1 1.821 1 1 -.064 7 30 - min -.604 1 -.005 7 .005 7 -.783 1 .344 7 .056 7 -2.095 1 31 M6 1 max .001 7 .045 1 -.005 7 0 1 0 1 0 1 0 1 32 min -.594 1 0 7 -.06 1 0 1 0 1 0 1 0 1 33 2 ImaxI .001 7 .045 1 -.005 7 1.815 1 -.08 7 -.197 7 .611 1 34 - mm -.594 1 0 7 -.06 1 .08 7 -1.815 1 -.531 1 .226 7 35 3 max .001 7 .045 1 -.005 7 3.631 1 -.159 7 -.393 7 1.221 1 36 nihi -.594 1 0 7 -.06 1 .159 7 -3.631 1 -1.061 1 .452 7 37 M7 1 max 0 7 .72 1 .005 1 1.678 1 1.154 7 2.342 7 4.303 1 38 mm -.122 1 0 7 -.279 7 -1.154 7 -1.678 1-3.74 1-2.6967 39 2 ImaxI 0 7 0 7 .005 1 6.544 1 -.75 7 6.342 1 1.724 7 40 mm -.122 1 0 _1_ .001 7 .75 7 -6.544 1 -1.498 7 -7.298 1 41 3 max 0 71 0 7 .281 7 1.546 1 1.183 7 2.401 7 4.002 1 42 mm -.122 1 -.72 1 .003 6 -1.183 7 -1.546 1 -3.478 1 -2.763 7 43 M8 1 max .02 1 -.003 7 .025 1 2.931 11 -.346 171 1.41411 .438 7 44 min 0 7 -.044 1 1 .012 7 .346 171 -2.931 11 1 -.381 17 1 -1.2 1 1 RISA-3D Version 15.0.1 [S:\...\...\Engmneering\Risa\Transformer Support.r3d] Page 4 Company : A.V.Schwan&Associates Aug 3, 2017 Designer : TRB 2:28 PM Job Number : 7077 Checked By 111RISA Model Name : Transformer Support Envelope Member Section Stresses (Continued) Member R pmn AiIIki1 I C v SherFkfl I C 7 I C v-TrnFki1 jr u-RntFki1 I C 7-Tnnik I C 7RAtFk I('. 45 2 max .02 1 -.003 7 .025 1 1.659 - 1 -.075 7 .737 1 .079 7 46 min 0 7 -.044 1 .012 7 .075 7 -1.659 1 -.069 7 -.848 1 47 3 max .02 1 -.003 7 .025 1 .386 1 .196 7 .244 7 -.04 6 48 min ü 7 -.044 1 .012 7 -.196 7 -.386 Ji .035 6 -.28 7 - Envelope Member Section Deflections Member spr ,c lini I C u Fini I C 7 Fini I C x Pnttp Fr I C (n\ I hi Rfir I C (n\ I I, Rtir' I C 1 Ml 1 Imax 0 1 0 1 0 1 2.539e-03 I NC 1 NC 1 2 mm 0 1 0 1 0 1 -1.747e-05 7 NC - I NC 1 3 2 max 0 1 .002 1 .003 1 2.381e-03 1 NC 1 NC 1 4 min 0 1 0 7 -.001 7 -1.603e-05 7 NC 1 NC 1 5 3 max 0 1 0 1 0 1 2.223e-03 1 NC I NC - NC 1 6 mm ü i 0 1 0 1 -1.46e-05 7 NC 1 1 7 M2 1 max 0 1 0 1 0 1 5.108e-05 7 NC 1 NC I 8 min 0 1 0 :1 0 1 -1.144e-04 1 NC 1 NC I 9 2 max 0 7 0 7 .004 1 4.415e-03 1 NC 7 NC 7 10 min 0 1 -.03 1. 0 7 -7.515e-05 7 2396.774 1 3208.411 1 11 3 max 0 7 0 7 0 1 2.666e-03 1 NC 1 NC 1 12 min 0 1 -.004 1 0 _7 5.975e-05 7 NC 1 NC 1 13 M3 I max 0 1 0 7 0 1 5.448e-04 I NC I NC 1 14 min ü 7 -.004 1 0 7 -2.292e-04 7 NC _1 - NC _1 - 15 2 max 0 1 -.006 7 -.012 6 7.885e-04 1 8479.367 7 3709.756 7 16 min 0 7 -.068 1 -.02 1 -1.559e-04 7 1930 026 1 994.843 1 17 3 max 0 1 0 7 0 1 1.032e-03 1 NC 1 NC 1 18 min 0 7 -.004 1 0 7 -8.262e-05 7 NC 1 NC 1 19 M4 1 max 0 1 0 7 0 7 2.259e-03 1 NC 1 NC 1 20 - min 0 7 -.004 1 0 1 -6243e-05 7 NC 1 NC I 21 2 max 0 1 -.001 7 0 1 4.161e-03 1 NC 7 NC 7 22 min 0 7 -.035 1 0 7 -1.288e-04 7 2218.942 1 2414.124 1 23 3 max 0 1 0 1 0 1 6.378e-05 7 NC 1 NC 1 24 min 0 1 0 1 0 1 -1.346e-04 1 NC 1 NC I 25 M5 1 max 0 1 0 1 0 1 2.575e-04 7 NC I NC 1 26 min. 0 1 0 1 0 ' I -1.509e-03 1 NC 1 NC 1 27 2 max 0 1 .002 7 -.003 7 2.575e-04 7 NC 1 NC 7 28 min a 7 -.017 1 -.024 1 -1.509e-03 1 NC 1 2742.527 1 29 3 Imax .002 1 0 7 0 1 2.575e-04 7' NC 1 NC 1 30 min 0 7 -.003 0 7 -1.509e-03 1 NC 1 NC 1 31 M6 1 max 0 1 0 1 0 1 1.591e-03 1 NC 1 NC 1 32 min 0 1 0 1 0 1 -2.793e-04 7 NC 1 NC 1 33 2 max 0 1 .004 7 .032 1 1.591e-03 I NC 7 NC 7 34 min 0 7 -.01 1 .005 7 -2.793e-04 7 2721.781 1 4705.071 35 3 max .002 1 0 7 0 1 1.591e-03 1 NC I NC 36 min ü 7 -.003 1 0 7 -2.793e-04 7 NC 1 NC 37 M7 1 max 0 7 0 7 0 7 5.83e-04 1 NC 1 NC 38 mm -.001 1 -.035 1 0 1 1.696e-04 7 NC 1 NC 1 39 2 max 0 7 .008 7 .014 7 5.129e-04 1 NC 7 3725.542 7 40 min -.001 1 -.134 1 -.024 1 1.481e04 7 1098.952 1 678.543 1 41 3 max 0 7 0 7 0 7 4.427e-04 1 NC 1 NC 1 42 mm -.001 1_ -.031 1 0 1 1.267e-047 NC 1 NC 1 43 M8 1 1 jmaxj 0 1 0 7 0 7 7.443e-04 I NC 1 NC 3 1 RISA-3D Version 15.0.1 [S:\.......\Engineering\Risa\Transformer Support.r3d] Page 5 Company : A. V. Schwan & Associates . •. Aug 3, 2017 Designer : TRB 2:28 PM Job Number : 7077 . Checked By IIIRISA Model Name : Transformer Support Envelope Member Section Deflections (Continued) Memher er v liril I ( , Fnl I C , r1 I C Pnt,f. Fr I C (n\ I 1*, D+in I C (n\ I 1, D,,+,s I I' 44 . mm 0 7 -.004 1 -.001 1 1.965e-05 7 NC 1 NC I 45 2 max 0 1 0 7 .003 7 1.237e-03 1 NC 7 NC 7 46 min 0 7 -.04 1 .001 6 -1.268e-05 7 2817.946 1 3205.706 1 47 3 max 0 1 0 1 0 1 1.729e-03 I NC 1 NC I 48 min 1 0 1 0 1 4.502e-05 7 NC I NC . 1 - Envelope AlSC 14th(360-10): ASD Steel Code Checks Memher Shine ('.Me ('.hek I nt1ffl I (' Rher (' I rr fir I C. Pnr/n Pnt/r Mnuj/r, r,n 1 Ml L3x3x4 .021 0 1 .002 0 z 1 17.842 31.042 1.123 2.499 2 .. H2-1 2 M2 L3x3x4 .340 . 1.469 1 .078 0 y_ 1 19.822 31.042 1.123 2.475 1 .. H2-1 3 M3 L3x3x4 .323 2.449 1 - .049 5 y_ 1 17.842 31.042 1.123 2.267 1.. H2-1 4 M4 L3x3x4 .361 3.031 1 .077 3.0..._y_~_L 19.822 31.042 1.123 2.468 1.. H2-1 5 M5 L3x3x4 .120 6.364 1 .002 0 z 1 12.657 31.042 1.123 2.32 1.. H2-1 6 M6 L3x3x4 .192 6.364 1 .004 0 z 1 12.657 31.042 1.123 2.32 1..H2-1 7 M7 IL3x3x4 .467 2.5 1 .047 5 y 1 17.842 31.042 1.123 2.238 1 ... H2-1 8 M8 I L3x3x4 .158 0 _1 .005 0 1 11.368 31.042 1.1232.253 1 ... H2-1 I 34 RISA-3D Version 15.0.1 [S:\...\...\Engineering\Risa\Transformer Support.r3d] Page 6 _TR5________ ________ A.V. ScHWAN & ASSOC, be. DESIGNED BY__ DATE CONSULTING CHECKED BY_________________ DATE ______________ STRUCTURAL ENGINEERS A 00 E. Thomas Road, Suite 1 cUNT. 60Scottsdale, Arizona 85251 JOB TITLE SSOUTS, C.AR1_SAP1 CA Phone: (602) 265-4331 Fax: (480) 663-1788 too - •• UIRUIUUUURIU•U•UUUIUUIUI•UUU•UUUUU•UU• LFT"UUI*UUUUUUUUUUUUUUUUUU • U.N.. U UUUU••UUUUUUNUNUIUUUURURUUUUUUU - s• UIUNUU•U$UUUNUNUU•UUUUUIRUI•RUN • ' • • -- NUll UUUINUIIUUNU•UUUUIUUSNUUUUUUUU NO - • ON INN • . . MEMOUlUIUI•UMOMENIIUUUUUUUUIUUU u.i•uu UIINIIUUIUU ON IN u mu•sauuu.uia. or. ME IUllU•UUUllllll*UUUUIUUNUIUIINUURUUUUIU ONO U UI•UUIlUIUIII•UIIIIIINUNIUIIU•UUUU•UUUU I N UIUUUUIUIUUIUIUIUUUIIIUUNUUUIIUIIUUU U•IU•UlNo U UUUUU!IUUUUUUUIUUUIUUUUUUUUUUURUINNNUIUUUU UlUI•l•URUUNUIU•lUUlUUUUUUU••lIUNI UI RUU•II Ii U•UIUUPIUUIUNIU•UUUIUIIUUIIIUIUUUUNUIUIUII !II!IBIHIUIflUUHafl UUUUUINUIIUII•••IUIUU•IUI RUUUUUUUUUUUUUlUlUUIUUUUUUUUUlIUUlIRIUUU IUIIIUIUUUUUIIIUUU•UIUUUUIUUI•UINUUIRUI NIUU•UNUUI•IUUUUNIIIIUIUNIIU•UIUUUI lIU.11lNlIlUlUlUllUUINIUlUUlUllUl* U NINU NUIRI UUUUUNU•UUUUNINIUUUUUUUUUI II 1111 U... 1111 I SHEET NO._____ JOB NO. 7077 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Pñnled: 3AUG 2017, 2:31PM Steel Beam - File S:0SPROU-1\7077-S-1\ENGlNE-1\Enercalc\7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.7.24,Ver:10.17.7.24 Description: Steel Roof Angle at Hood CODE REEEREcE - Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set :ASCE 7-10 EMifiipértii I Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending L5x5x5/16 Span = 6.830 ft 1AIiJLds - - Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 0.410k @ 3.420 ft DESIGN SUMMARY . I Maximum Bending Stress Ratio = 0.107: 1 Maximum Shear Stress Ratio = 0.007 : 1 Section used for this span L5x5x5/16 Section used for this span L5x5x5I16 Ma: Applied . 0.699 k-ft Va : Applied 0.2053 k Mn I Omega: Allowable 6.547 k-ft VnlOmega Allowable 28.069 k Load Combination . +D+H Load Combination +D+H Location of maximum on span 3.415ft Location of maximum on span 3.435 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.022 in Ratio = 3744 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.205 0.205 Overall MINimum 0.123 0.123 +D+H 0.205 0.205 +D+L+H 0.205 0.205 +D+Lr+H 0.205 0.205 +D+5+H - 0.205 0.205 +D+0.750Lr+0.750L+H 0.205 0.205 +D+0.750L+0.750S+H 0.205 0.205 +D+0.60W+H 0.205 0.205 +D+0.70E+H 0.205 0.205 +D+0.750Lr+0.750L+0.450W+H 0.205 0.205 +D+0.750L+0.7505+0.450W+H 0.205 0.205 +Di-0.750L+0.7505+0.5250E+H 0.205 0.205 +0.60D+0.60W+0.60H 0.123 0.123 +0.60D+0.70E+0.60H 0.123 0.123 D Only 0.205 0.205 LrOnly LOnly 5 Only 36 WOnly E Only H Only DESIGNED BY _TRZ______ ________ A.V. SH WAN & ASSOC., hie. _____________ DATE CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS Jeff AWJ 6000 E Thomas Road, Suite 1 Scottsdale, Arizona 85251 JOB. TITLE: SPROUTS, C.ASLSAP, CA Phone: (602) 265-4331 Fax: (480) 663-1788 • Min, Me • • ltlflfffllI • -- • - MUM. UUUUUU - • UN MU MU i UUU iii .. UUURM MMMII • U U MI•UI U MUI UMiIUUIMIIMIUUIIUIIUNIU UUUUUMUMU•UUUUUUUUUUUU MU IUUMU MM II • • I • : : • • • U .UMM.MU ui iii.u..us.p.i.ui.. .•U.U.....UU.aUa..0 lUNUUUUMMUU.UUUUUMMU• UMIUMMiUM a U i I MM • MUUUUUIIMUUMMUMUMI • MU - U - U MIUMUMU UUUUUU UMIUIU UUUUUUUU UMUUUUIUMUUUUMUMUMUUUMiUUUMUUU ..UUU..UMUUUUUMUUUUIU•UUUMUUU• UUUUUUUIUUUUMUUUUUUIUI MU UUUUUUU USUN UUUUUUUMUUUUUUUUUMUUUUUMUU LU UUUUUUM UMUMUMUUUMUIMMMUUUMMUMMUUMUMUU MU UUUIMUM UUUUUUUUIMUMUUUUMUUUMMUUMUUU 111111111 I • s• • MU UMUMUUIIUUUUUUIMUIUUUIUUUUI UUUUUUIMMUUUUUUUIUMIUIMUUI MMUUUUUUMMUMU • • a UUUMUUUUMUUUMUUMMUMMMUUMUUU • . U U UUUUUUMUUUUUUUUUUMMUUUUUMU UUUUUUUUUIUUUMUUIUUUIUUMU - MUM MUM MU UI U UUMUUUUUUUMUUMUMUMUUUUUUUUU UUUUUMUUUUUUUMMMiMUMIUMMUUM U MUM MUUUUU UUUUUU•UUUUMUMU•UUMMUUU • U UUUU UUUUUU MUUUUUUUUUUURUMMUUUMUUU • U UMIUU MUMUMI UUUUUIUUUUUUUUUUUUUUUU U MU U UUUUU UI UUUUMI UNUMU UUMUUUUUUUUMIMUIUUMMUU UMUUUUU.MUUMUUMUUUUU U U U U UMUNUUUUUUUUMUIUMUUIM i s. • • • e i • U UUMUUMMMUMUUUUUUUUUUMUUMMM UUUUIRUUUUUUUUUUUUUMUUMUMU UMUUUUMMUUMMMMUUUUUUU UIUUMUIIUIUUUMUIIUUUU I IUMUUMUUUUUMUUUUUUIMUMUMIM UUMUIMMUIUUUIUUUMUUUUUUUNMI a - U u•i MUUU U MIIIUUUUMUUIU•UUIMUUUUUUIIUI UUMMUUUUUUUMUUUUIIUUUUUIUUUUUU $MUUUUUMUUUUUMUUUUUUIUUMUUIMM • U U MUMU U UU UMRIUUUUUIUMUMUUUMMUUUMUUUUMUUM IIMIMUUUUUUUUIUUMMUUIUIUUMIUUU UIUUMUUUUMUUUMUUUUUUUUUUUUUIUUI UMUUUUUUUUMUUUUUUIUUUUUUUUUUUU UUMUUUUIMMUMIMUMMUUUMUUUUUU i • • - • U • U • " : S I U UMNUUIUUUNIUUUUUMUUUUUMUUUUUU UUIUUMIUUUUUUUUMUUIUMMUUUUMI$ IUMiUUUUUMUUMUMMUMUMUUUU NUMMUUMMUUUUMUUUUUUUUU UIUUMMUUMiUUUUMMUMIUUIUU :rUMUIUUUuUUIllUMMIIUUUUIIU UNIUUIIUUUUINIUIMUUIUIIMMUUI U U U U MU MU U U UUUM UMUUUMUUUMUUUUUUIUUUUUU UMIUUUMUMUUMMUUUMMMUUUI UMUUUMUUUUUUUUURMM U U U U U U U U MMUMMU MU MUM UUM U U U UU UI U UMU MUM U U U UMMU MUM MU UU U UU UUUU MIII U SHEET NO.37 OF! _____ JOB NO. 7077 :. 1,292T ft2 .1 . -- I DESIGNED BY_________________ DATE A.V. SQlWAN & ASSOC., kic. CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS MEW:6000 E. Thomas Road, Suite 1 JOB TITLE: SPROUTS, C.ARLSA, C Scottsdale, Arizona 85251 .A Phone: (602) 265-4331 Fax: (480) 663-1788 Column Analysis Typ. Interior Column h=22.75' Tributary area =41.O'*38.34!,= 1,572 ft2 PDL= 20pf1,572 ft2) = 31.44 k P12p(i572ft2y=18:87 k - -see enercalcoutput -use HSS 7x7x114 Typ. Column Grid B h=2.35!+. - f - Tributary area 41.0t*(38.34'I2 + 24.67'/2) PDL= 2Opsf4(1,292 ft2) = 25i84 k PLL= 12psf(1,292 ft2)=: 15.1 k -see enercaic joutput I use.HSS7x7x3t16 - Column Basn1ate AnaLvsi 7x7x1/4 Coldmn I See Typ. thteiorCn Reactions PDL= 31.95k . PLL= 18.87k -see enercaic output -use PL 3/4"xl3xl'-1" 70/16Co1uñih See Typ. Interior Column Reactions PDL=26.25k PLL= 15.51 -k -see enercalc output ..-use PL-3/4"xl-3xl'-l"- - - - OIL SHEET NO. 38 JOB NO. 7077 "'_ _ - - - --- - - - - - - -SeeiIyp. I I hitei'r(Th i .r I uinRa -Glu1LFC DLf ____ -see enercaic ee Typ. ut1j -BDL=-Z6;O-k---------------- 5qiriiJ':ckfotiig ::::::::±:: RecSions - --see-enercaicoutput- _ - - - - - - - r-Gnd-B----------- - - - - - ---- - ]E IEEI -use5.O 0 qu-xJ2 I I ri±[::1:Aysl th'ckfo@trng k- - - - - - - :±f:::1:E:::I:r::':: - - - - - - - - - . - -- J I. ce ------____1_-- Distan from edge of wall o centi of chr1u1 = i33 :1 Il I:; r k - - - - - - - - - DL = - - - - -1- - - - -- - - - - -.- +sf :Lt:i: 111 :::: :2: .J:J: : : : :1:1: : k + -- - -- - - - - - - - P1 - - - - - - - - - - - - - - - SHEET NO. 39 OFL _____ JOB NO. 7077 ___________ __________ U. ScHWAN & ASSOC, be. DESIGNED BY__ DATE CONSULTING CHECKED BY_________________ DATE ______________ STRUCTURAL ENGINEERS CLIEN1 R. 41 6000 E. Thomas Road, Suite 1 Scottsdale, Arizona 85251 JOB TITLE SPROUTS, ASA, CA Scottsdale, (602) 265-4331 Fox: (480) 663-1788 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Piinted:11APR 2017, 4:40PM Steel Col File s:\0SPROu-17077-S-11ENGlNE-1\Enercalc\7077.ec6 ENERCALC, INC. 1963-2017, Buiid:6.17.3.17, Ver.6.17.3.17 II Description: Typ.lnteriorColumn 1 - Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 iIIiifótion Steel Section Name: HSS7x7x1/4 Overall Column Height 22.750 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 22.750 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 22.750 ft, K = 1.0 F-4p-p-lied Co-ads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 510.06 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 22.750 ft, Xecc = 2.0 in, D = 31.440, LR = 18.870 k [-DESIGN SUMMARY . I Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7883 :1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.3686 k Location of max.above base 22.597 ft Bottom along X-X 0.3686 k At maximum location values are... T ,,n,. V V fl A I, Pa : Axial 50.820 k Iv1JoIvI I'd II Bottom along Y-Y 0.0 k Pn I Omega: Allowable 87.583 k Ma-x: Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega: Allowable 35.579 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination: Ma-y: Applied -8.329 k-ft Mn-yl Omega: Allowable 35.579 k-ft Along X-X . -0.3598 in at 13.284ft above base for load combination :+D+Lr+H PASS Maximum Shear Stress Ratio = 0.007595 : 1 Load Combination +D+Lr+H Location of max.above base 0.0 ft At maximum location values are... - Va : Applied 0.3686 k Vn / Omega: Allowable 48.528 k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +D+L+H 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +D+Lr+H 0.788 PASS 22.60 ft 0.008 PASS 0.00 ft +D+S+H 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.715 PASS 22.60 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+H 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +D+0.60W+H - 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +D+0.70E+H 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.715 PASS 22.60 ft 0.007 PASS 0.00 ft +D+0.750L+0.7505+0.450W+H 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.495 PASS 22.60 ft 0.005 PASS 0.00 ft +0.600+0.60W+0.60H 0.297 PASS 22.60 ft 0.003 PASS 0.00 ft +0.60D+0.70E+0.60H 0.297 PASS 22.60 ft 0.003 PASS 0.00 ft Maximum Reactions . I Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination . @ Base © Base © Top © Base @ lop @ Base @ lop @ Base .lop +D+H 31.950 0.230 0.230 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 1I(j Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 11 APR 2017, 4:40PM Steel Co'umn ' - File s\OSPROU-117071 5-1\ENGINE-1\Enercalct7O77ec6 - - - -. -: .. ' ' -, - ENERCALC, INC. 1982017, Build:6.17.3.17, Ver.6.17.3.17 Description : Typ.InteriorColumn r iihtium. Reactions - - ., - Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base @ Base @ Top © Base © lop © Base © Top © Base @ Top +D+L+H 31.950 0.230 0.230 +D+Lr+H 50.820 0.369 0.369 +D+S+H 31.950 0.230 0.230 +D+0.750Lr+0750L+H 46.103 0.334 0.334 +D+0,750L+0,750S+H ., 31.950 0.230 0.230 +D+0,60W+H 31.950 0.230 0.230 +D+0,70E+H 31.950 0.230 0.230 +D+0,750Lr+0,750L+0,450W+H 46.103 0.334 0.334 +D+0.750L+0.750S+0.450W+H 31.950 0.230 0.230 +D+0.750L+0,750S+0,5250E+H 31.950 0.230 0.230 +0.60D+0.60W+,60H 19.170 0.138 0.138 +0,60D+0,70E+0,60H 19.170 0.138 0.138 D Only 31.950 0.230 0.230 LrOnly 18.870 0.138 0.138 LOnly SOnly WOnly EOnly H Only [Extrerii'Rëtions -1 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value © Base © Base © lop @ Base © Top © Base © lop © Base © Top Axial © Base Maximum 50.820 0.369 0.369 Minimum Reaction, X-X Axis Maximum 50.820 0.369 0.369 Minimum Reaction, Y-Y Axis Maximum 31.950 0.230 0.230 Minimum 31.950 0.230 0.230 Reaction, X-X Axis Maximum 50.820 0.369 0.369 Minimum Reaction, Y-Y Axis Maximum 18.870 0.138 0.138 Minimum 31.950 0.230 0.230 Moment, X-X Axis Ba Maximum 31.950 0.230 Minimum 31.950 0.230 Moment, V-V Axis Ba Maximum 31.950 0.230 . 0.230 Minimum 31.950 0.230 0.230 Moment, X-X Axis To Maximum 31.950 0.230 0.230 Minimum 31.950 0.230 0.230 Moment, Y-Y Axis lo Maximum 31.950 0.230 0.230 Minimum 31.950 0.230 0.230 Loads are total entered value. Arrows do not reflect absolute direction. Consulting Structural Engineers Engineer: Project ID: - 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Pdnted: 12 APR 2017, 6:41 AM [Steel Column File = s:\OSPROU-1\7077-S-1\ENGINE-1\Enercalcl7077.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 H Description: IYP. Column Grid B Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 - General Steel Section Section Name: HSS7x7x3/16 Overall Column Height 23.50 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 23.50 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 23.50 ft, K = 1.0 rAliéd Lids Service loads entered. Load Factors will be applied for calculations. Column self weight included : 401.380 lbs * Dead Load Factor AXIAL LOADS Axial Load at 23.50 ft, Xecc = 2.0 in, D = 25.840, LR = 15.510 k [DESIGN SUMMARY - 1 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9159 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.2933 k Location of max.above base 23.342 ft Bottom along X-X 0.2933 k At maximum location values are... Top along Y-Y 0.0 k Pa: Axial 41.751 k Bottom along Y-Y 0.0 k Pn I Omega: Allowable 64.058 k Ma-x: Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega Allowable 23.038 k-ft Along Y-Y 0.0 in at 0.oft above base for load combination Ma-y: Applied -6.845 k-ft Mn-y/ Omega: Allowable . 23.038 k-ft Along X-X -0.4076 in at 13.721 ft above base - for load combination : +D+Lr+H PASS Maximum Shear Stress Ratio = 0.007871 : Load Combination +D+Lr+H Location of max.above base . 0.0 ft At maximum location values are.. . Va : Applied 0.2933 k Vn I Omega: Allowable 37.257 k Results I 0ad Combination Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +D+H 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +D+L+H 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +D+Lr+H 0.916 PASS 23.34 ft 0.008 PASS 0.00 ft +Di-S+H 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.831 PASS 23.34 ft 0.007 PASS 0.00 ft +D+0.750L+0.7505+H 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +D+0.60W+H . 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +D+0.70E+N 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +D+0.750Lr+0.750L+0450W+H 0.831 PASS 23.34 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.575 PASS 23.34 ft 0.005 PASS 0.00 ft +0.60D+0.60W+0.60H 0.345 PASS 23.34 ft 0.003 PASS 0.00 ft +0.60D+0.70E+0.60H 0.345 PASS 23.34 ft 0.003 PASS 0.00 ft F maximum Reactions . - I Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base © Top @ Base © Top @ Base @ Top @ Base Vop +D+H 26.241 0.183 0.183 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: AIf Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Punted: 12 APR 2017, 6:41AM Filers \OSPROU7117077 S-1ENGINE-1\Enercalc\7077 ec6 ,Steel OiUfllfl - '. ENERCALC INC 1983-2017 Build 617317 Ver6 17317 Description : Typ. Column Gnd B 1iiliiirnRions ' .1 Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base © Base @ Top' @ Base @ Top © Base @ Top © Base @ Top +D+L+H 26.241 0.183 0.183 +D+Lr+H 41.751 0.293 0.293 +D+S+H 26.241 0.183 0.183 +D+0750Lr+0750L+H 37.874 0.266 0.266 +D+0.750L+0.750S+H 26.241 0.183 0.183 +D+0.60W+H 26.241 0.183 . 0.183 +D+0.70E+H 26.241 0.183 0.183 +D+0.750Lr+0750L+0450W+H 37.874 0.266 0.266 +D+0.750L+0,750S+0.450W+H 26.241 0.183 0.183 +D+0.750L+0.750S+0.5250E+H 26.241 0.183 0.183 +0.60D+0.60W+0.60H 15.745 0.110 0.110 +0.60D+0.70E+0.60H 15.745 0.110 0.110 D Only . 26.241 0.183 0.183 LrOnly 15.510 0.110 0.110 LOnly S Only WOnly EOnly H Only eiiRtions - Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top © Base @ Top @ Base @ Top @ Base © Top Axial @ Base Maximum 41.751 0.293 0.293 Minimum Reaction, X-X Axis Maximum 41.751 0.293 0.293 Minimum Reaction, V-V Axis Maximum 26.241 0.183 0.183 Minimum 26.241 0.183 0.183 Reaction, X-X Axis Maximum 41.751 0.293 0.293 1. Minimum Reaction, V-VAxis Maximum 15.510, 0.110 0.110 Minimum 26.241 0.183 0.183 Moment, X-X Axis Ba Maximum 26.241 0.183 Minimum 26.241 0.183 Moment, V-V Axis Ba Maximum 26.241 0.183 0.183 Minimum 26.241 0.183 0.183 Moment, X-X Axis To Maximum 26.241 0.183 0.183 Minimum 26.241 0.183 0.183 Moment, Y-Y Axis To Maximum 26.241 0.183 0.183 Minimum 26.241 0.183 0.183 Loads are total entered value. Arrows do not reflect absolute direction. ti A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 t www.AVSchwan.com Pnnted: 11 APR 2017, 4:45PM Steel Base Plate File = s:\0SPROIJ-117077-S-1\ENGINE-1\Enercalct7Q77.e ENERcALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Description: 7x7x114 Column Baseplate Code References Calculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 General information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support f = 2.50 ksi K2 c : ASD Safety Factor. 2.50 Assumed Bearing Area: Full Bearing Allowable Bearing Fp per J8 2.125 ksi Column & Plate Column Properties Steel Section: HSS7x7x1/4 Depth 7 in Area 6.17 inA2 Width 7 in lxx in'4 Flange Thickness 0.233 in lyy inA4 Web Thickness in Plate Dimensions Support Dimensions N : Length 13.0 in Width along X" 13.0 in B: Width 13.0 in Length along 'Z 13.0 in Thickness 0.750 in Column assumed welded to base plate. Applied Loads P-Y V•Z M-X D: Dead Load 31.950k k k-ft L: Live k k k-ft Lr: Roof Live 18.870 k k k-ft S: Snow k k k-ft W: Wind k k k-ft E : Earthquake k k k-ft H : Lateral Earth k k k-ft P = Gravity load, °+ sign is downward. Moments create higher soil pressure at +Z edge Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 3/4"Diameter S Max of Tension or Pullout Capacity k Shear Capacity k Edge distance : bolt to plate 1.50 in Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 S S . S x 44 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 4PIJ Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed:11 APR 2O17, 4:45PM Steel Base Plate Filers\OSPROU-1\7077S1\ENGlNE71Enerca?c\7O77ec6 I 1 ENERCALCINC.1983-2017 Budd 617317 Ver6 17317 Descnption : 7x7x114 Column Baseplate GOVERNING DESIGN LOAD CASE SUMMARY Mu Max. Moment 1.516 k-in Plate Design Summary lb : Max. Bending Stress . 10.778 ksi Design Method Allowable Strength Design Fb : Allowable: 21.557 ksi Governing Load Combination +D+Lr+H Fy / Omega Governing Load Case Type Axial Load Only 0 Bending Stress Ratio 0.500 Design Plate Size .I" x V-I" x 0 3/4•• Bending Stress OK Pa : Axial Load 50.820k fu: Max. Plate Bearing Stress .... 0.301 ksi Ma: Moment 0.000 k-ft Fp : Allowable: 0.850 ksi min( 0.85*fc*sqrt(A2IA1), 1.7 fc)Omega - Bearing Stress Ratio 0.354 Bearing Stress OK 45 IA.V. Schwan & Associates Project Title: Sprouts 11 1 Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com PnIed: 12 APR 2017, 6:41AM Steel Base Plate File = s:\OSPROU-1\7071-S-1\ENGINE-1\Enercalc\7077.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 Lic. #: KW-06000020 Licensee: A.V. SCHWAN & ASSOCIATES, INE Description: 7x7x3116 Column Baseplate Code References Calculations per AISC Design Guide #1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 General Information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Supportf'c = 2.50 ksi n c : ASD Safety Factor. 2.50 Assumed Bearing Area Full Bearing Allowable Bearing Fp per J8 2.125ksi Column & Plate Column Properties Steel Section: HSS7x7x1/4 Depth 7 in Area 6.17 irtA2 Width 7 in lxx in"4 Flange Thickness 0.233 in lyy Web Thickness in Plate Dimensions Support Dimensions N : Length 13.0 in Width along "X' 13.0 in B : Width 13.0 in Length along "Z' 13.0 in Thickness 0.750 in Column assumed welded to base plate. Applied Loads P-Y V•Z M-X D: Dead Load 26.250 k k k-ft L: Live k k k-ft Lr: Roof Live 15.510 k k k-ft S: Snow k k k-ft W: Wind k k k-ft E : Earthquake k k k-ft H : Lateral Earth k k k-ft P = Gravity load, "+ sign is downward. Moments create higher soil pressure at +Z edge Shears push plate towards +Z edge. Anchor Bolts f Anchor Bolt or Rod Description 3/4Diameter . Max of Tension or Pullout Capacity k Shear Capacity k Edge distance: bolt to plate 1.50 in Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 S . . S Edge U~ Ro x 46 ,. A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 4JJJ Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 12 APR 2017, 6:41AM File s:109PROU-1\7077-S-11ENGINE-1tEñercaIct7077.ec6 ENERCALC INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 Description : 7x7x3116 Column Baseplate GOVERNING DESIGN LOAD CASE SUMMARY Mu Max. Moment 1.245 k-in Plate Design Summary . lb Max. Bending Stress 8.857 ksi Design Method Allowable Strength Design Fb : Allowable: 21.557 ksi Governing Load Combination +D+Lr+H . FylOmega Governing Load Case Type Axial Load Only Bending Stress Rao 0.411 Design Plate Size 1'.l" x V-I" x 0 314•• . Bending Stress OK Pa : Axial Load .... 41.760k tu: Max. Plate Bearing Stress .... 0.247 ksi Ma Moment 0.000 k-ft Fp Allowable: 0.850 ksi mini (1 Rc*f,*r.nrtItr)IAi\ I 7* f,'lflmn Beang Stress Ratio 0.291 Bearing Stress OK 47 IA.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Prthled: 3 AUG 2017, 1:11 PM General Footing - File = S:\0SPROU-1\7077-S-1lENGlNE-1\Enercalc7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.7.24.Ver:10.17.7.24 Description : lyp. Column Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ISC 2015 rGaI Ifit,i Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcI Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 iidi Analysis Settings U. IOU Increases based on footing Depth Min Steel % Bending Reinf. = Footing base depth below soil surface Allow press. increase per foot of depth = 2.0 ft ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes - - ksf Add Pedestal Wt for Soil Pressure : Yes when max. length or width is greater than - Use Pedestal wt for stability, mom & shear : Yes - ft rbensions . 1 Width parallel to X-X Axis = 5.5 ft Length parallel to Z-Z Axis = 5.50 ft Z Footing Thickness = 12.0 in Pedestal dimensions... px: parallel to X-X Axis 13.0 in pz: parallel to Z-Z Axis : 13.0 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in iing I Bars parallel to X-X Axis Number of Bars - 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 1IF1 Reinforcing Bar Size # 5 ..- --- JllllhIiJIIllIll-iJV II jo5-#5Bars ,- - 2 . II Ir . 5e5Bars • Bandwidth Distribution Check (ACI 15.4.4.2) lI L...—.-.. Direction Requiring Closer Separation n/a X-X Section Looking to +Z Z-Z Section Looking to .X # Bars required within zone n/a # Bars required on each side of zone n/a [Aliedtd .. -- D Lr L S W E H P: Column Load = 31.950 18.870 . k OB : Overburden = ksf M-xx = k-ft M-zz - k-ft V-x = k V-z . 48 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 4IJ Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 3AUG 2017, 1:11PM G I F t File = S \OSPROU-1\7077 S-1\ENGINE-1Enercalc\7077 ec6 enera. 00 I ng ENERCALC INC 1983-2017 Build 1017724 Ver 1017724 Description: Typ. Column Footing -J Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9655 Soil Bearing 1.931 ksf 2.0 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0k 0.0 k No Uplift PASS 0.5014 Z Flexure (+X) 5.512 k-ft/ft 10.993 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.5014 Z Flexure (-X) 5.512 k-ft/ft 10.993 k-ft/ft +1.20D+1.60Lr+050L+160H PASS 0.5014 X Flexure (+Z) 5.512 k-ft/ft 10.993 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.5014 X Flexure (-Z) 5.512 k-ft/ft 10.993 k-ft/ft +1.20D+1.6OLr+0.50L+1.60H PASS 0.4093 1-way Shear (+X) 30.697 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.4093 1-way Shear (-X) 30.697 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.4093 1-way Shear (+Z) 30.697 psi 75.0 psi +1.20D+1.60Lr+0.50L+160H PASS 0.4093 1 -way Shear (-Z) 30.697 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.5116 2-way Punching 76.742 psi 150.0 psi +1.200+1.60Lr+0.50L+1.60H [DtaiIdRiiItsT Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 2.0 n/a 0.0 1.307 1.307 n/a n/a 0.654 X-X, +D+L+H 2.0 n/a 0.0 1.307 1.307 n/a n/a 0.654 X-X, +D+Lr+H 2.0 n/a 0.0 1.931 1.931 n/a n/a 0.966 X-X, +D+5+H 2.0 n/a 0.0 1.307 1.307 n/a n/a 0.654 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.775 1.775 n/a n/a 0.888 X-X, +D+0.750L+0.7505+H 2.0 n/a 0.0 1.307 1.307 n/a n/a 0.654 X-X, ++oow+ 2.0 n/a 0.0 1.307 1.307 n/a n/a 0.654 X-X, +D+0.70E+H 2.0 n/a 0.0 1.307 1.307 n/a n/a 0.654 X-X, +D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.775 1.775 n/a n/a 0.888 X-X, +D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.307 1.307 n/a n/a 0.654 X-X, +D+0.750L+07505+05250E+H 2.0 n/a . 0.0 1.307 1.307 n/a n/a 0.654 X-X.+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7842 . 0.7842 n/a n/a 0.392 X-X, +0.60D+070E+060H 2.0 n/a 0.0 0.7842 0.7842 n/a n/a 0.392 Z-Z, +D+H 2.0 0.0 n/a n/a n/a 1.307 1.307 0.654 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 1.307 1.307 0.654 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 1.931 1.931 0.966 Z-Z, +D+5+H 2.0 0.0 n/a n/a n/a 1.307 1.307 0.654 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.775 1.775 0.888 Z-Z, +D+0.750L+0.7505+H . 2.0 0.0 n/a n/a n/a 1.307 1.307 0.654 Z-Z, +D+0.60W+H 2.0 0.0 n/a n/a n/a 1.307 1.307 0.654 Z-Z, +D+0.70E+H 2.0 0.0 n/a n/a n/a 1.307 1.307 . 0.654 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.775 1.775 0.888 Z-Z, +D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.307 1.307 0.654 Z-Z, +D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.307 1.307 0.654 Z-Z, +0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.7842 0.7842 0.392 Z-Z, +0.60D+0.70E+060H 2.0 0.0 n/a n/a n/a 0.7842 0.7842 0.392 49 9 U, 'l 1111111M 1111M JIIIIIUL!II!!I!9I Mill X-X Section Looking to +Z Z-Z Section Looking to .X > K IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 -"- www.AVSchwan.com Printed: 3 AUG 2017, 1:23PM General Footing File = S:\0SPROU-17077-S-1ENGINE-1EnercaIc7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.7.24, Ver:10.17.7.24 I Description: Column Footing Grid B Code References - - Calculations perACl 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 (GeneraIlnformaon Material Properties Soil Design Values f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcI Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf Add Pedestal Wt for Soil Pressure : Yes when max. length or width s greater than i = It Use Pedestal wt for stability, mom & shear : Yes Bars parallel to X-X Axis - Number of Bars - 5.0 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACl 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a AiedloJs - - —' P: Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E H 26.250 15.510 k ksf k-ft k-ft menons . - Width parallel to X-X Axis = 5 ft Length parallel to Z-Z Axis = 5.0 It Footing Thickness = 12.0 in Pedestal dimensions... px: parallel to X-X Axis 13.0 in pz: parallel to Z-Z Axis : 13.0 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: <4?JJ Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com - Printed: 3 AUG 2017, 1:23PM Genera' Footing File S 0SPROU-1\7077-S-1ENGlNE-1\Enercalc\7077 ec6 ENERCALC INC 1983-2017 Build 1017724 Ver 1017724 Description : Column Footing Grid B FDESIGN Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.960 Soil Bearing 1.920 ksf 2.0 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k ' 0.0 k No Sliding PASS n/a Sliding - Z-Z . 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3574 Z Flexure (+X) 4.306 k-ft/ft 12.046 k-ft/ft +1.20D+1.6OLr+0.50L+1.60H PASS 0.3574 Z Flexure (-X) 4.306 k-ft/ft 12.046 k-ft/ft +1.20D+1,6OLr+0.50L+1.60H PASS 0.3574 X Flexure (+Z) 4.306 k-ft/ft 12.046 k-ft/ft +1.20D+1.60Lr+050L+160H PASS 0.3574 X Flexure (-Z) 4.306 k-ft/ft 12.046 k-ft/ft +1.20D+1.60Lr+0.50L+160H PASS 0.3467 1-way Shear (+X) 26.001 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.3467 1-way Shear (-X) 26.001 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.3467 1-way Shear (+Z) 26.001 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.3467 1-way Shear (-Z) 26.001 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.4092 2-way Punching 61.377 psi 150.0 psi +1.20D+1.60Lr+0.50L+1.60H TDetild Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -x Right, +X Ratio X-X. +D+H 2.0 n/a 0.0 1.30 .1.30 n/a n/a 0.650 X-X, +D+L+H . 2.0 n/a 0.0 1.30 1.30 n/a n/a 0.650 X-X, +++ 2.0 n/a 0.0 1.920 1.920 n/a n/a 0.960 X-X, +D+S+H 2.0 n/a 0.0 1.30 1.30 n/a n/a 0.650 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.765 1.765 n/a n/a 0.883 X-X, +D+0.750L+0,750S+H 2.0 n/a 0.0 . 1.30 1.30 n/a n/a 0.650 X-X, +l+o,ow+ 2.0 n/a 0.0 1.30 1.30 n/a n/a 0.650 X-X, +D+0.70E+H 2.0 n/a 0.0 1.30 1.30 n/a n/a 0.650 X-X, +D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.765 1.765 n/a n/a 0.883 X-X, +D+0.750L+0.7505+0,450W+H . 2.0 n/a 0.0 1.30 1.30 n/a n/a . 0.650 X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.30 1.30 n/a n/a 0.650 X-X, +0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7799 0.7799 n/a n/a 0.390 X-X, +0.60D+0.70E+0,60H 2.0 n/a 0.0 0.7799 0.7799 n/a n/a 0.390 Z-Z, +D+H 2.0 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z. +D+L+H 2.0 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 1.920 1.920 0.960 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.765 1.765 0.883 Z-Z, +D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z, +D+0.60W+H 2.0 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z, +D+0.70E+H 2.0 , 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.765 1.765 0.883 Z-Z, +D+0.750L+0.7505+0,450W+H 2.0 0.0 n/a .n/a n/a 1.30 1.30 0.650 Z-Z, +D+0.750L+0.7505+0,5250E+H 2.0 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z, +0.60D+0.60W460H 2.0 0.0 n/a n/a n/a 0.7799 0.7799 0.390 Z-Z, +0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.7799 0.7799 0.390 51 0 0' .... ... ................... .. :i 51 K IConsulting Structural Engineers Engineer: Project ID: 7077 / A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 3AUG 2017, 1:38PM General Footing File= S:\OSPROU-1l70ThS-1ENGlNE-1lEnercaIc7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.7.24, Ver:10.17.7.24 Description : Footing at Girder Bearing Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties Soil Design Values f : Concrete 28 day strength 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 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 Footing base depth below soil surface = 2.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Mm. Overturning Safety Factor 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes . = ksf Add Pedestal Wt for Soil Pressure : Yes when max. length or width IS greater than = ft Use Pedestal wt for stability. mom & shear : Yes I Dimensions Width parallel to X-X Axis = 5 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px: parallel to X-X Axis 13.0 in pz : parallel to Z-Z Axis : 13.0 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 5.0 # 5 5.0 111111110 5-#5 Bars I1 5-#5Bats * Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a X-X Section Looking to +Z Z-Z Section Looking to *X # Bars required within zone n/a # Bars required on each side of zone n/a [A1d[d T TJ D Lr L S W E H P: Column Load = 27.70 9.0 k OB : Overburden = ksf M-xx k-ft M-zz = • k-ft V-x = k,.. V-z • A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: äjj4)1J Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 3AUG 2017, 1:38PM G enera 00 i ng IF t .. .. ..: . FileS:0SPROU-1\7077-S-1tENGINE-1\EnercaIc\7077.ec6 ENERCALC INC 1983-2017 Budd 1017724 Ver 1017724 'Lic. #: KW-06000020 Licensee: A.V. SCHWAN & ASSOCIATES, INC. Description: Footing at Girder Bearing fThESIGN SUMMARY - .. . . Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.8590 Soil Bearing 1.718 ksf 2.0 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a - Uplift 0.0 k 0.0 k No Uplift PASS 0.3022 Z Flexure (+X) 3.641 k-ft/ft 12.046 k-ft/ft +1.20D+1.60Lr+050L+160H PASS 0.3022 Z Flexure (-X) 3.641 k-ft/ft 12.046 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.3022 X Flexure (+Z) 3.641 k-ft/ft 12.046 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.3022 X Flexure (-Z) 3.641 k-ft/ft 12.046 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.2931 1-way Shear (+X) 21.984 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.2931 1-way Shear (-X) 21.984 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.2931 1-way Shear (+Z) 21.984 psi 75.0 psi +1.200+1.60Lr+0.50L+1.60H PASS 0.2931 1-way Shear (-Z) 21.984 psi 75.0 psi +1.200+1.60Lr+050L+160H PASS 0.3460 2-way Punching 51.895 psi 150.0 psi +1.200+1.60Lr+0.50L+1.60H [DiiiliiResults - - Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X. +D+H 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X, +D+L+H 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X. +D+Lr+H 2.0 n/a 0.0 1.718 1.718 n/a n/a 0.859 X-X. +D+S+H 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.628 1.628 n/a n/a 0.814 X-X, +D+0.750L+0.750S+H 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X, +D+0.60W+H 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X, +D+07+ 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X, +D+0750Lr+0750L+0450W+H 2.0 n/a 0.0 1.628 1.628 n/a n/a 0.814 X-X, +D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X, +D+0.750L+0750S+05250E+H 2.0 n/a 0.0 1.358 1.358 n/a n/a 0.679 X-X, +0.60D+0.60W+0.60H 2.0 n/a 0.0 0.8147 0.8147 n/a n/a 0.407 X-X, +0.60D+0.70E+0.60H . 2.0 n/a 0.0 0.8147 0.8147 n/a n/a 0.407 Z-Z. +D+H 2.0 0.0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 1.718 1.718 0.859 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +D+0.750Lr+0750L+H 2.0 0.0 n/a n/a n/a 1.628 1.628 0.814 Z-Z, +D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +D+0.60W+H 2.0 0.0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +D+0.70E+H 2.0 0.0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.628 1.628 0.814 Z-Z, +D+0.750L+0.750S+0.450W+H 2.0 0,0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.358 1.358 0.679 Z-Z, +0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.8147 0.8147 0.407 Z-Z, +0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.8147 0.8147 0.407 53 SPECTRA Project: Page # - Engineer: 4/11/2017 Descrip: Typical Strap ASDIP Foundation 2.10.9 STRAP FOOTING DESIGN www.asdipsoft.com GEOMETRY Column to Column Distance .....38.33 ft Exterior Interior Footing Length (X) 5.50 5.50 ft Footing Width (Z) 5.50 5.50 ft Footing Thickness 24.0 24.0 in C Soil Cover ...................1.33 1.33 ft Column Length (X) 8.0 12.0 in Column Width (Z) 66.0 12.0 in Column Offset ............29.0 0.0 in C Strap Beam Width .................24.0 in Strap Beam Height ................24.0 in SOIL PRESSURES (Comb: D+Lr) Gross Allow. Soil Pressure 2.00 ksf Exterior Interior Reaction Force 52.1 59.9 kip Bearing Pressure 1.72 1.98 ksf )K Bearing Ratio 0.86 0.99 OK MATERIALS Beam Footings )K Concrete ft 2.5 2.5 ksi Reinf. Steel fy 60.0 60.0 ksi Soil Cover Density .................110.0 pcf APPLIED LOADS - Exterior Col. Dead Live RLive Snow Wind Seismic Axial Force P 27.7 0.0 9.0 0.0 0.0 0.0 kip Moment about Z Mz 0.0 0.0 0.0 0.0 0.0 0.0 k-ft Shear Force Vx 0.0 0.0 0.0 0.0 0.0 0.0 kip - Interior Col. Dead Live RLive Snow Wind Seismic Axial Force P 30.6 0.0 18.4 0.0 0.0 0.0 kip Moment about Z Mz 0.0 0.0 0.0 0.0 0.0 0.0 k-ft Shear Force Vx 0.0 0.0 0.0 0.0 0.0 0.0 kip 36.7 kip 149.0 kip -.,.0 k.ft k-ft f o.okiP . i 24.0 n - .1" 1.7 ksf 2.0 ksi 38.33 ft E-i jin. -i j.5.50ft J.5.50ft Controlling Load Comb: D.Lr 1 54 SPECTRA Project: Page # - Engineer: 4/11/2017 Descrip: Typical Strap ASDIP Foundation 2.10.9 STRAP FOOTING DESIGN www.asdipsoft.com EXTERIOR FOOTING - One-way Shear (Comb: 0.9D+1 .OE) Under-strength 4) Factor ................0.75 - Side + Side One-way Shear Vux ... 0.0 0.0 kip One-way Shear Vuz ... 0.0 0.0 kip One-way Shear Strength 4)Vcx 104.3 kip OK One-way Shear Strength 4)Vcz 107.4 kip OK Max. One-way Shear Ratio Vu/4)Vc .. 0.00 OK - Punching Shear (Comb: 1.2D+1.6Lr+0.8W) Effective Perimeter bo ..............95.4 in. Average Effective Depth d 214 in Punching Shear Stress Vu ......10.4 psi Punching Shear Strength 4)Vc 93.2 psi Punching Shear Ratio Vu/4)Vc .....0.11 OK - Flexure (Comb: 1.2D+1.6Lr+0.8W) Under-strength 4) Factor ................0.90 - Side + Side Bending Moment +Mux . 0.0 0.0 k-ft Bending Moment -i-Muz . 0.0 0.0 k-ft Use 11#5 Bars Parallel toX(Bot), d= 21.1 in Use 11#5 Bars Parallel toZ(Bot), d= 21.7 in X-Bars Development Length Ratio 0.21 OK Z-Bars Development Length Ratio -6.00 OK Mm. Bottom Steel Area Ratio 0.84 OK Bending Strength +4)Mnx ..... 321.6 k-ft OK Bending Strength +4)Mnz 312.0 k-ft OK Max. Bending Ratio +Mu/4)Mn 0.00 OK INTERIOR FOOTING - One-way Shear (Comb: 0.9D+1 .OE) Under-strength 4) Factor ................0.75 - Side + Side One-way Shear Vux ... 5.4 0.0 kip One-way Shear Vuz ... 5.4 5.4 kip One-way Shear Strength 4)Vcx 104.3 kip OK One-way Shear Strength 4)Vcz 107.4 kip OK Max. One-way Shear Ratio Vu/4)Vc .. 0.05 OK - Punching Shear (Comb: 1.2D+1.6Lr+0.8W) Effective Perimeter bo .............132.8 in Average Effective Depth d 21.4 in Punching Shear Stress Vu 19.1 psi Punching Shear Strength 4)Vc 150.0 psi Punching Shear Ratio Vu/4)Vc .....0.13 OK - Flexure (Comb: 1.2D+1.6Lr+0.8W) Under-strength 4) Factor ................0.90 - Side + Side Bending Moment +Mux . 29.0 29.0 k-ft Bending Moment +Muz . 29.0 0.0 k-ft Use 11#5 Bars Parallel toX(Bot), d= 21.1 in Use 11#5 Bars Parallel toZ(Bot), d=21.7in X-Bars Development Length Ratio 0.48 OK Z-Bars Development Length Ratio 0.48 OK Mm. Bottom Steel Area Ratio 0.84 OK Bending Strength +4)Mnx 321.6 k-ft OK Bending Strength +4)Mnz 312.0 k-ft OK Max. Bending Ratio -I-Mu/4)Mn 0.09 OK 255 S Pip 18 Pip 2Thp 36 Pip 107 P.4; 20 P41 5:3 P.41 27 P.41 SPECTRA Project: Page # - Engineer: 4/11/2017 Descrip: Typical Strap ASDIP Foundation 2.10.9 STRAP FOOTING DESIGN www.asdipsoft.com STRAP BEAM - Shear (Comb: 1.4D) Use #3 Closed Ties @ 10.0 in along the Beam Under-strength 4) Factor ...........0.75 Max. Shear at Beam Vu 2.6 kip Concrete Shear Strength 4)Vc 36.5 kip Reinf. Shear Strength 4)Vs 20.0 kip Provided Shear Strength 4)Vn 56.5 kip OK Mm. Tie Steel Area Av .............0.00 in2 Mm. Tie Steel Area Ratio 0.00 OK Max. Tie Bar Spacing ...............10.1' in OK - Flexure (Comb: 1.2D+1.6Lr+0.8W) Use 6 #6 Top Bars, 6 #6 Bottom Bars Under-strength 4) Factor 0.90 - Top + Bottom Effective Depth d 21.3 20.3 in Max. Moment Mu -106.9 0.0 k-ft Bending Strength 4)Mn -233.9 222.1 k-ft OK Mm. Steel Area Ratio 0.64 0.00 OK SLIDING (Comb. 0.6D+IW) Footing-Soil Friction Coeff . .......... 0.45 Passive Pressure Coeff. Kp 2.77 Exterior Interior 11.5 11.4 kip 7.8 7.8 kip 38.5 kip 0.0 kip 99.99 >1.5 OK DESIGN CODES Concrete Design ................ACI 318-11 Load Combinations ASCE 7-05 UPLIFT CALCS (Comb: 0.6D+O.7E) Exterior Interior 0.0 0.0 kip 5.4 5.4 kip 2.3 2.6 kip 7.8 8.0 kip 99.99 99.99 > 1.0 OK TRANSFER (Comb: 1.2D+1.6Lr+0.8W Bearing Under-strength 4) Factor .....0.65 Exterior Interior Bearing Stress Pu 0.1 0.5 ksi Column Bearing 4)Pn ... 1.6 1.6 ksi OK Footing Bearing 4)Pn ... 1.6 3.0 ksi OK _V- Vx I - I SHEAR DIAGRAM (Comb. 1.4D) Friction Force at Base Passive Force @ Ftg Horiz. Resisting Force Horiz. Sliding Force Sliding Safety Factor Uplift Force P ............ Footing Selfweight ..... Soil Cover Weight ...... Downward Force W Uplift Safety Factor 27 P-h 5:3 P-i; 80 P-h 107k-it MOMENT DIAGRAM (Comb. 1.2D+1.6Lr40.8W) 356 6 #6 Boll ELEVATION SPECTRA Project: Page # - Engineer: . 4/11/2017 Descrip: Typical Strap ASDIP Foundation 2.10.9 STRAP FOOTING DESIGN www.asdipsoft.com 38.33 ft LO m Ties #3@lOun - CD LLI:LQ 4 1#5!Bot LO 24.0 in I 11Bc J, 5.5Oftj, J55OftJ, PLAN 457 DESIGNED BY_________________ DATE A.V.SH WAN & ASSOC, bc. CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS CLIENT: 5RR. 6000 E. Thomas Road, Suite 1 I JOB TITLE SSOUTS, C.ASJ..SA, Scottsdale, Arizona 85251 Phone: (602) 265-4331 Fox: (480) 663-1788 MASONRY WALL DESIGN 30'-8" LB Wall, Along Grid 1 at Tower I H=24.0' PPT = 6.67' WLL = 20psf24.67'I2 = 247 plf WWL = 22 2 psf Tower WL =44.7 psf(35.0'-30.67.') = 0.2k1f@ top of PPT -see output I -use 81 GMiJw/#5bars.@-24O:C---- 28'-4" LB Wall, Along Grid ¶ * . • ' t t H=240' PPT =4.34' : I WDL 20psf!24 62Y2 247p1f wLL = 20psf24.67'/2 = 247 jlf wwL=22.2.psf • . PwL=44.7psf(22.5psfadditional) * • -see output . I . .... ruse 8" CMU w/ #5 bars @ 24" O.C. - ----- - .-.-- - t--- . 27'-4" LB Wall', Along Grid t . H=24.0' PPT 3.34' WDL = 20psf24.67'/2 247 If -- -- wwL=222psf PWL = 414.7 pf (22 5 psf additional) -see output -use 8" CMU!w/ #5 bars @ 32" O.C. 27'-4" NLB Wall Grid A H=2375' - PPT =3.59' * WDL = 20psf'(6.072) = 60 pf WLL20pSf!(6 012) 6Oplf. WWL = 22.2 pf PWL =44.7 pf (22.5 psf additional) -see output -use 8" CMUIw/ #5 bars @ 32" O.C. _____ SHEET NO 58 JOB NO. 7077 _TRZ______ kV SH WAN & ASSOC, Inc. DESIGNED BY_____________ DATE CONSULTING CHECKED BY_________________ DATE ______________ STRUCTURAL ENGINEERS UEN1 4IJ 6000 E Thomas Road, Suite 1 Scottsdale, Arizona 85251 JOB TITLE' SPROUTS, CARLS5AP, CA'Phone: (602) 265-4331 Fox: (480) 663-1788 L - Is - - -6O-1pf- - ----- - - - - - - see ou tt :4ftI: _WL 1 Luse8LGMUw/ft5bars'J32'LOC. P 11 -1 - - --- - - - - - - - H ---•.- = 2Osf (3:O-2i) = 3-3Opf ----- ---------- - I 41 p E E EI + uke8"MU tLLLL1IT w/5bars :lt:::: 27' 4"f LB Wa11 @nd 6 -WDf 3&-p1f_ - - - - - - - - -k+Th W use, 80 CMU w/#5 bars @32'OCj --h1-JT-_------ 29':8"ILBwG7p E]T -------------- - liii - - stt- :IijfHh1: t TI : f: +: : 1117.177 -- --------- SHEET NO._____ JOB NO. 7077 DESIGNED BY__IRS___________ DATE v• SH WAN & ASSOC, be. CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS CLIENT: 5RR 6000 E. Thomas Road, Suite 1 I JOB TITLE SPROUTS, C.ARLSA, CA Scottsdale, Arizona 85251 Phone: (602) 265-4331 Fax: (480) 663-1788 Wall at Grider Bearing H=23.5',Max PDL = 20psf'(41.0'/2)(38.34) = 15.72 k PLL= l2psf''(41.0'/2)(38.34') = 9.43k WWL=22.2pSf Pwr44:7pf (225,8f additional) T -see output -use 8" CMU 8'-0" wide WI 145 bars @ 8" O.C. Loading Dock Screen Wall . I retaining - - - 4— WWL = 24.7 psf*0.6 = 14.9 pf . . -see output -use 8" CMU w/ #5 bais @ 8" O.C, with 3.5' wide footing - Masonry Jamb at Loading Dock...... H=21.0' WDL = [20psf(2.0'/2)(8.0'/2+5.33'/2+2.67'1)]/2.67 . 70 p WLL = [20psf(2.0'/2)(8.0'I25.33'/2+2:67')]/267 70 plf WwL= [22.2 r?sf(8.0'I2.0'+5.33'/2+2.67)]I2.67' = 78plf, PDL = 65psf(27.33'-8.0')(8.0'/2+5.33'/2) 8.4 k 4 -see output - -use 8" CMU 2'-8" wide wl #5 bars @ 8"O.C. Steel Lintel At Seating Area 4 L=16.17' 131 kiT WLL = 20psf(24.67'/2) = 0.25 kif -see output . . . . -use W16x26 -. - 60 SHEET NO. 0F JOB NO. 7077 - - .-... -,. - - -t -1• - -. -i----t- - -. A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 4MI4'J Scottsdale, AZ 85251 602-2654331 w.AVSchwan.com . Printed: 24 JUL 2017, 9:35Ml M Slender. . ' FiIe5:\OSPROU-1\7077-5--1\ENGINE-1\Enerca?c\7O77.ec6 asonry l .en er aI.1I - - , - ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description: 30-8" LB wall along Grid 1 at Tower Code Rfeiéiices Calculations perACl 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 1GII'ifóñiiitioii - '- . Calculations per ACI 530-13, IIBC 2015, CBC 2016, ASCE 7-10 Construction Type : Grouted Hollow Concrete Masonry Fm 1.50 ksi Nom. Wall Thickness 8 in Temp 01ff across thickness deg F Fy - Yield 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio 0 Fr - Rupture 96.0 psi Rebar "d" distance 3,8125 in Minimum Vertical Steel % = 0.0020 Em = ?m * = 900.0 Lower Level Rebar... Max %of pbal. = 0.1210 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 24 in Block Weight Medium Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only B Roof Attachment Floor Attachment One-Story Wall-Dimensions - —1 A Clear Height = . 24.0 ft B Parapet height = 6.670 ft Wall Support Condition Top & Bottom Pinned Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S : Snow - W : Wind Ledger Load Eccentricity 2.0 in 0.2470 0.2470 k/ft Concentric Load . k/fl Latinal Loads Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 SDS "I = 0.7510 Fp= Wall Wt. " 0.3004 = 17.423 psf 0 Lr L E W Height (Applied to full "STRIP Width) Point Lateral Load 0.20 k 30.670 ft 61 IA.V. Schwan & Associates Project Title: Sprouts - Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 24 JUL 2017. 9:35MA Masonry Slender Wall File = S:\OSPROU-1\7O77-S-1\ENGlNE--1Enercalc\7O77.ec6 _______ ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 I Description : 30-8 LB wall along Gnd 1 at Tower DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination.. . Actual Values. . . Allowable Values. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6904 Max Mu -1.791 k-ft Phi *Mn 2.594 k-ft PASS Service Deflection Check Actual Defi. Ratio U 311 Allowable Defi. Ratio 150 E Only Max. Deflection 0.9250 in PASS Axial Load Check Max Pu /Ag 19.415 psi Max. Allow. Defi. 1.920 in +0.900+W Location 23.60 ft 0.05 * fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.003388 As/bd 0.1210 rho bal 0.1212 Maximum Reactions. . . for Load Combination.... Top Horizontal W Only 0.8840 k Base Horizontal W Only 0.1969 k Vertical Reaction +D+Lr 2.273 k Fesign Combinations Moments Results reported for Strip Width = 12 in Axial Load Moment Values 0.6 * Load Combination Pu 0.051m*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-fl k-ft k-ft in42 +1.40D at 23.20 to 24.00 0.952 4.680 0.74 0.06 0.90 2.67 0.155 0.0034 0.1208 +1.20D+0.50Lr at 23.20 to 24.00 0.940 4.680 0.74 0.07 0.90 2.67 0.155 0.0034 0.1208 +1.20D at 23.20 to 24.00 0.816 4.680 0.74 0.05 0.90 2.64 0.155 0.0034 0.1209 +1.20D+1.60Lr at 23.20 to 24.00 1.212 4.680 0.74 0.12 0.90 2.73 0.155 0.0034 0.1207 +1.200+1.60Lr+0.50W at 23.20 to 24.00 1.211 4.680 0.74 0.80 0.90 2.73 0.155 0.0034 0.1207 +1.20D+0.50W at 23.20 to 24.00 0.816 4.680 0.74 0.86 0.90 2.64 0.155 0.0034 0.1209 +1.20D+0.50Lr+W at 23.20 to 24.00 0.940 4.680 0.74 1.76 0.90 2.67 0.155 0.0034 0.1208 +1.20D+W at 23.20 to 24.00 0.817 4.680 0.74 1.78 0.90 2.64 0.155 0.0034 0.1209 +1.271D+E at 10.40 to 11.20 1.808 4.680 0.74 1.27 0.90 2.87 0.155 0.0034 0.1205 +0.90D+W at 23.20 to 24.00 0.613 4.680 0.74 1.79 0.90 2.59 0.155 0.0034 0.1209 +0.82920+E at 10.40 to 11.20 1.180 4.680 0.74 1.19 0.90 2.73 0.155 0.0034 0.1207 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defi. Ratio k k-fl k-ft mM nM mM in 0 Only at 13.60 to 14.40 1.237 0.74 0.02 353.60 32.58 353.600 0.006 51,261.7 +D+Lr at 13.60 to 14.40 1.484 0.74 0.05 353.60 33.15 353.600 0.011 25,518.9 +D+0.750Lr at 13.60 to 14.40 1.422 0.74 0.04 353.60 33.01 353.600 0.010 29,196.4 +D+0.60W at 9.60 to 10.40 1.469 0.74 0.54 353.60 33.12 353.600 0.087 3,320.2 +D+0.70E at 11.20 to 12.00 1.376 0.74 0.79 353.60 32.90 59.593 0.215 1,336.9 +0+0.750Lr+0.450W at 9.60 to 10.40 1.654 0.74 . 0.43 353.60 33.54 353.600 0.072 4,019.1 +0+0.450W at 9.60 to 10.40 1.469 0.74 0.41 353.60 33.12 353.600 0.067 4269.3 +D+0.5250E at 11.20 to 12.00 1.376 0.74 0.59 353.60 32.90 353.600 0.125 2,307.6 +0.60D+0.60W at 9.60 to 10.40 0.881 0.74 0.53 353.60 31.75 353.600 0.084 3,441.8 +0.60D+0.70E at 11.20 to 12.00 0.826 0.74 0.77 353.60 31.62 68.710 0.186 1,545.9 Lronly at 13.60 to 14.40 0.247 0.74 0.02 353.60 30.24 353.600 0.006 52154.4 WOnly at 8.80 to 9.60 0.000 0.74 0.87 353.60 29.64 40.244 0.274 1,051.5 E Only at 11.20 to 12.00 0.000 0.74 1.06 353.60 29.64 33.330 0.925 311.3 rctioii eriici[ Tontar Results reported for Strip Width = 12 in Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base O Only 0.0 k 0.00 k 2.026 k 62 +D+Lr 0.0 k 0.00 k 2.273 k A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: .4&IJ Scottsdale, AZ 85251 602-265-4331 ! www.AVSchwan.com Panted: 24 JUL 2017. 9:35AM iasonry M I - er a - - File S:0SPROU-1\7077-S-1lENGlNE-1\Enercalcl7077.ec6 - - - - ENERCALC, INC. 1983-2017, Build: 10.17.6.29, Ver:10.17.6.29 Description: 284 LB wall along Grid 1 [dkiferences Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 96.0 psi Rebar d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar... Max %of pbal. = 0.1210 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 24.0 in Block Weight Medium Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only A Clear Height = 24.0 ft B Parapet height = 4.330 ft Wall Support Condition Top & Bottom Pinned B Roof Attachment A Floor Attachment Vertical Uniform Loads. .. (Applied per fool of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S 0 Snow W : Wind Ledger Load Eccentricity 2.0 in 0.2470 0.2470 kift Concentric Load k/fl Literal Lid -- - Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 SDS I = 0.7510 Fp Wall Wt. * 0.3004 = 17.423 psf 63 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 24 JUL 2017. 9:35IJ. Masonry Slender Wall File = S:\0SPROU1\7077S_1l,ENGlNE_1Enerca?c\7O77.ec6 . ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 I Description: 284" LB wall along Grid 1 - - . - Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6704 +1.20D+0.5QLr+W Max Mu 1.896 k-ft Phi *Mn 2.828 k-ft PASS Service Deflection Check Actual Defi. Ratio L/ 430 Allowable Defi. Ratio 150 +0+0.60W Max. Deflection 0.6696 in PASS Axial Load Check Max Pu/Ag 30.190 psi Max. Allow. Defi. 1.920 in +1 .20D+0.50Lr+W Location 11.60 ft 0.05 * fm 75.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.003388 As/bd 0.1210 rho bal 0.1212 Maximum Reactions... for Load Combination.... Top Horizontal WOnly 0.3712k Base Horizontal W Only 0.2577 k Vertical Reaction +D+Lr 2.137 k Fb-esig-n -Maximum Combinations - Moments 1 Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in2 +1.40D at 23.20 to 24.00 0.762 4.680 0.74 0.06 0.90 2.63 0.155 0.0034 0.1209 +1.20D+0.50Lr at 23.20 to 24.00 0.777 4.680 0.74 0.07 0.90 2.63 0.155 0.0034 0.1209 +1.20D at 23.20 to 24.00 0.653 4.680 0.74 0.05 0.90 2.60 0.155 0.0034 0.1209 +1.20D+1.60Lr at 23.20 to 24.00 1.049 4.680 0.74 0.12 0.90 2.70 0.155 0.0034 0.1208 +1.20D+1.60Lr+0.50W at 11.20 to 12.00 1.884 4.680 0.74 0.85 0.90 2.89 0.155 0.0034 0.1205 +1.20D+0.50W at 11.20 to 12.00 1.489 4.680 0.74 0.80 0.90 2.80 0.155 0.0034 0.1206 +1.200+0.50Lr+W at 11.20 to 12.00 1.612 4.680 0.74 1.90 0.90 2.83 0.155 0.0034 0.1206 +1.20D+W at 11.20 to 12.00 1.489 4.680 0.74 . 1.84 0.90 2.80 0.155 0.0034 0.1206 +1.2710+E at 11.20 to 12.00 1.576 4.680 0.74 1.41 0.90 2.82 0.155 0.0034 0.1206 +0.900+W at 11.20 to 12.00 1.116 4.680 0.74 1.74 0.90 2.71 0.155 0.0034 0.1208 +0.8292D+E at 11.20 to 12.00 1.029 4.680 0.74 . 1.31 0.90 2.69 0.155 0.0034 0.1208 [-De-sig-n Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defi. Ratio k k-ft k-ft in14 jA4 inA4 in DOnly at 13.60 to 14.40 1.101 0.74 0.02 353.60 32.26 353.600 0.006 51,384.8 +D+Lr at 13.60 to 14.40 1.348 0.74 0.05 353.60 32.84 353.600 0.011 25,580.4 +D+0.750Lr at 13.60 to 14.40 1.287 0.74 0.04 353.60 32.69 353.600 0.010 29,266.8 +D+060W at 11.20 to 12.00 1.241 0.74 0.98 353.60 32.59 38.373 0.670 430.1 +D+0.70E at 11.20 to 12.00 1.241 0.74 0.88 353.60 32.59 43.060 0.420 686.0 +D+0.750Lr+0.450W at 11.20 to 12.00 1.426 0.74 0.73 353.60 33.02 353.600 0.157 1,835.2 +0+0.450W at 11.20 to 12.00 1.241 0.74 0.71 353.60 32.59 353.600 0.152 1,890.3 +D+0.5250E at 11.20 to 12.00 1.241 0.74 0.65 353.60 32.59 353.600 0.140 2,057.8 +0.60D+0.60W at 11.20 to 12.00 0.744 0.74 0.94 353.60 31.42 38.356 0.583 493.8 +0.60D+0.70E at 11.20 to 12.00 0.744 0.74 0.85 353.60 31.42 44.040 0.361 796.8 F Reactions Vertical &Hiiti -- Results reported for Strip Width = 12 In Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base DOnly 0.0 k 0.00 k 1.890 k +D+Lr 0.0 k 0.00 k 2.137 k +D+0.750Lr 0.0 k 0.00 k 2.075 k +D+0.60W 0.2 k 0.22 k 1.890 k 64 Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Punted: 24 JUL 2017, 9:35AM Masonry Slender Wall File- S:WSPROu-117077-S-1lENGiNE-1lEnerIc\7O77.e - . ENERCALC, INC. 1983-2017. Build: 1O.17.6.29,Ver:1O.17.6.29 fl Description: 28'-4 LB wall along Grid 1(PPT Check) rcdReferences Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 ri :aiijijiation . Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio 0 Fr - Rupture = 96.0 psi Rebar "d' distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar... Max % of p bal. = 0.1210 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 24.0 in Block Weight Medium Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only I B Roof Attachment =1 A • Floor Attachment U rowaro.. A Clear Height = 24.0 ft B Parapet height 4.330 ft Wall Support Condition lop & Bottom Pinned rVi ca lLds - Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S : Snow W : Wind LedgerLoad Eccentricity 2.0 in 0.2470 0.2470 kift Concentric Load- k/ft rLateral Loads iI Wind Loads: Seismic Loads: Full area WIND load . 22.20 psf Wall Weight Seismic Load Input Method SIDS Value per ASCE 12.11. 11 Fp= Wall Wt. 0.3004 = D Lr L E W Distributed Lateral Load 0.02250 k/ft ASCE seismic factors entered SOS *1 = 0.7510 17.423 psf (Applied to full 'STRIP Width") Endpoints from Base top bottom 28.330 24.0k/ft 65 IA.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: .AVSchwan.com PnIed:24 JUL 2017. 9:35AM Scottsdale, AZ 85251 602-265-4331 [Masonry Slender wall File = S:\OSPROU-1\7077-S-1\ENGINE-1\Enercalc17077.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description : 28-4" LB wall along Grid 1(PPT Check) - Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6159 +1.20D+0.50Lr+W Max Mu 1.742 k-ft Phi * Mn 2.828 k-ft PASS Service Deflection Check Actual Dell. Ratio U 635 Allowable Defi. Ratio 150 +D+0.60W Max. Deflection 0.4538 in PASS Axial Load Check Max Pu I Ag 30.190 psi Max. Allow. Defi. 1.920 in +1.20D+0.50Lr+W Location 10.80 ft 0.05"I'm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.003388 As/bd 0.1210 rho bal 0.1212 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.4774 k Base Horizontal W Only 0.2489 k Vertical Reaction +D+Lr 2.137 k [iiMiimurn Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.05fm"bt Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in*2 +1,40D at 23.20 to 24.00 0.762 4.680 0.74 0.06 0.90 2.63 0.155 0.0034 0.1209 +1.200+0.5OLr at 23.20 to 24.00 0.777 4.680 0.74 0.07 0.90 2.63 0.155 0.0034 0.1209 +1.20D at 23.20 to 24.00 0.653 4.680 0.74 0.05 0.90 2.60 0.155 0.0034 0.1209 +1.200+1.60Lr at 23.20 to 24.00 1.049 4.680 0.74 0.12 0.90 2.70 0.155 0.0034 0.1208 +1,20D+1,60Lr+0.50W at 11.20 to 12.00 1.884 4.680 0.74 0.78 0.90 2.89 0.155 0.0034 0.1205 +1.20D+0.50W at 11.20 to 12.00 1.489 4.680 0.74 0.74 0.90 2.80 0.155 0.0034 0.1206 +1.20D+0.50Lr+W at 10.40 to 11.20 1.668 4.680 0.74 1.74 0.90 2.84 0.155 0.0034 0.1205 +1.20D+W at 10.40 to 11.20 1.544 4.680 0.74 1.70 0.90 2.81 0.155 0.0034 0.1206 +1.2710+E at 11.20 to 12.00 1.576 4.680 0.74 1.41 0.90 2.82 0.155 0.0034 0.1206 +0.900+W at 10.40 to 11.20 1.158 . 4.680 0.74 1.61 0.90 2.72 0.155 0.0034 0.1207 +0.8292D+E at 11.20 to 12.00 1.029 4.680 0.74 1.31 0.90 2.69 0.155 0.0034 0.1208 [-Design Maximum Combinations - Deflections l Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr I Mactual I I gross I cracked I effective Deflection Deft. Ratio I k k-ft k-ft in"4 inA4 mM in DOnly at 13.60 to 14.40 1.101 0.74 0.02 353.60 32.26 353.600 0.006 51,384.8 +D+Lr at 13.60 to 14.40 . 1.348 0.74 0.05 353.60 32.84 353.600 0.011 25580.4 +D+0.750Lr at 13.60 to 14.40 1.287 0.74 0.04 353.60 32.69 353.600 0.010 29266.8 +D+0.60W at 11.20 to 12.00 1.241 0.74 0.90 353.60 32.59 41.840 0.454 634.6 +D+0.70E at 11.20 to 12.00 1.241 0.74 0.88 353.60 32.59 43.060 0.420 686.0 +D+0.750Lr+0.450W at 11.20 to 12.00 1.426 0.74 0.68 353.60 33.02 353.600 0.144 1,994.1 +D+0.450W at 11.20 to 12.00 1.241 0.74 0.66 353.60 32.59 353.600 0.140 2,058.7 +D+0.5250E at 11.20 to 12.00 1.241 0.74 0.65 353.60 32.59 353.600 0.140 2,057.8 +0.60D+0.60W at 11.20 to 12.00 0.744 0.74 0.87 353.60 31.42 42.507 0.391 736.7 +0.600+0.70E at 11.20 to 12.00 0.744 0.74 0.85 353.60 31.42 44.040 0.361 796.8 - - Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base DOnly 0.0 k 0.00 k 1.890 k +D+Lr 0.0 k 0.00 k 2.137 k +D+0.750Lr 0.0 k 0.00 k 2.075 k +0+0.60W 0.1 k 0.29 k 1.890 k66 A.V. Schwan & Associates Project Title: Sprouts Structural Engineers Engineer: Project ID: 7077 I Consulting 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 24 JUL 2017, 10:17AM Masonry Slender VVaII File = S:\OSPROlJ-17077-S-1\ENGlNE-1EnercaIc\7O77.ec6 . - ENERCALC. INC: 1983-2017, Build: 1O.17.6.29Ver:1O.17.6.29 Description: 274° LB wall along Grid 1.5 rdRiferences Calculations per ACt 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 - - - '7 Calculations per ACl53O-13, IBC 2O15,CBC2OI6, ASCE 7-1O Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio 0 Fr - Rupture 88.0 psi Rebar 'd" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = cm * = 900.0 Lower Level Rebar. Max % of p bal. = 0.1115 Bar Size # 5 Grout Density 140 pcf Bar Spacing 32.0 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only B Roof Attachment A Floor Attachment I roSt Wall Duiisions A Clear Height = 24.0 ft B Parapet height = 3.340 ft Wall Support Condition Top & Bottom Pinned r VeRical boads Vertical Uniform Loads. . , (Applied per fool of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S: Snow W : Wind Ledger Load Eccentricity 2.0 in 0.2470 0.2470 k/ft Concentric Load k/ft TiFalLds - Wind Loads: Seismic Loads: Full area WIND load 22.20 pf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SOS Value per ASCE 12.11.1 SDS °l = 0.7510 Fp= Wall Wt. ° 0.3004 = 16.522 psf 67 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 24 JUL 2017, 10:17AM File = S:\OSPROU-1\7077-S-1tENGINE-1\Enercalc\7077.ec6 Masonry Slender Wall File INC. 1983-2017, Build:10.17.6.29,Ver:10.17.6.29 I Description: 274' LB wall along Grid 1.5 -- 1 Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.9088 +1.20D+0.5OLr+W Max Mu 2.039 k-ft Phi *Mn 2.244 k-ft PASS Service Deflection Check Actual Del. Ratio L/ 218 Allowable Defi. Ratio 150 +D+0.60W Max. Deflection 1.323 in PASS Axial Load Check Max Pu / Ag 29.878 psi Max. Allow. Defi. 1.920 in +1.20D+0.50Lr+W Location 11.60 ft 0.05 * fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 As/bd 0.1115 rho bal 0.1116 Maximum Reactions. . . for Load Combination.... Top Horizontal W Only 0.3457 k Base Horizontal W Only 0.2612 k Vertical Reaction +D+Lr 1.998 k Moments Results reported for Strip Width = 12 in Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in12 +1,400 at 23.20 to 24.00 0.665 4.410 0.66 0.06 0.90 2.04 0.116 0.0025 0.1114 +1,200+0.50Lr at 23.20 to 24.00 0.693 4.410 0.66 0.07 0.90 2.05 0.116 0.0025 0.1114 +1,20D at 23.20 to 24.00 0.570 4.410 0.66 0.05 0.90 2.02 0.116 0.0025 0.1114 +1.200+1.60Lr at 23.20 to 24.00 0.965 4.410 0.66 0.12 0.90 2.12 0.116 0.0025 0.1113 +1.20D+1.60Lr+0.50W at 11.20 to 12.00 1.757 4.410 0.66 0.94 0.90 2.31 0.116 0.0025 0.1110 +1,20D+0.50W at 11.20 to 12.00 1.362 4.410 0.66 0.86 0.90 2.21 0.116 0.0025 0.1111 +1.200+0.50Lr+W at 11.20 to 12.00 1.485 4.410 0.66 2.04 0.90 2.24 0.116 0.0025 0.1111 +1.20D+W at 11.20 to 12.00 1.362 4.410 0.66 1.97 0.90 2.21 0.116 0.0025 0.1111 +1,271D+E at 11.20 to 12.00 1.442 4.410 0.66 1.43 0.90 2.23 0.116 0.0025 0.1111 +0,90D+W at 11.20 to 12.00 1.021 4.410 0.66 1.84 0.90 2.13 0.116 0.0025 0.1112 +0,82920+E at 11.20 to 12.00 0.941 4.410 0.66 1.31 0.90 2.11 0.116 0.0025 0.1113 [Thesugn Maximum iatiiiini 1 Results reported for Strip Width 12 in Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Deft. Ratio k k-ft k-ft inA4 inA4 jnA4 in 0 Only at 13.60 to 14.40 1.003 0.66 0.02 342.40 26.32 342.400 0.006 49,815.0 +D+Lr at 13.60 to 14.40 . 1.250 0.66 0.05 342.40 26.96 342.400 0.012 24,795.5 +D+0.750Lr at 13.60 to 14.40 1.188 0.66 0.04 342.40 26.80 342.400 0.010 28,369.7 +0+0.60W at 11.20 to 12.00 1.135 0.66 1.06 342.40 26.66 28.705 1.323 217.7 +0+0.70E at 11.20 to 12.00 1.135 0.66 0.89 342.40 26.66 31.086 0.756 381.0 +D+0,750Lr+0,450W at 12.00 to 12.80 1.276 0.66 0.77 342.40 27.02 37.321 0.381 756.6 +D+0.450W at 11.20 to 12.00 1.135 0.66 0.74 342.40 26.66 39.939 0.308 934.8 +D+0.5250E at 11.20 to 12.00 1.135 0.66 0.63 342.40 26.66 342.400 0.142 2,033.4 +0.60D+0.60W at 11.20 to 12.00 0.681 0.66 1.00 342.40 25.49 28.039 1.152 250.0 +0.60D+0.70E at 11.20 to 12.00 0.681 0.66 0.85 342.40 25.49 30.890 0.646 445.8 ióii F -. - - Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.751 k +D+Lr 0.0 k 0.00 k 1.998 k +D+0.750Lr 0.0 k . 0.00 k 1.936 k +0+0.60W 0.2 k 0.21 k 1.751 k 68 L all Dimensions TTT -TT TTTT. A Clear Height = 23.750 ft B Parapet height =3.590 ft B Wall Support Condition Top & Bottom Pinned A A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer Project ID: 7077 6000 E Thomas Rd #1 Project Descr: j44J Scottsdale, AZ 85251 4' 602-265-4331 www.AVSchwan.com Printed: 24 JUL 2017, 10:16AM M Ien File = S:\OSPROU-1\7O77-S-1\ENGlNE-1Enercalc\7O77.e Masonry er a ENERCALC, INC.'1983-2O17, Build: 1O.17.6.29,Ve:1O.17.6.29 Description: 2740 NLB wall along Grid A flCe References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2012 flGiiifiition -- Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 88.0 psi Rebar 'd' distance 3.8125 in Minimum Vertical Steel % 0.0020 Em = fm * = 900.0 Lower Level Rebar. Max % of p bal. = 0.1115 Bar Size 5 Grout Density 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only [vilTd Vertical Uniform Loads. .. (Applied per fool of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S: Snow - - : Wind Ledger Load Eccentricity 6.0 in 0.060 0.060 k/ft Concentric Load k/ft Wind Loads: Seismic Loads: Full area WIND load 22.20 psI Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 SIDS *1 = 0.7510 Fp= Wall Wt. ° 0.3004 = 16.522 psI IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 w.AVSchwan.com Pñnted: 24 JUL 2017, 10:16AM Masonry Slender Wall File S:\0SPROU-1\7077-S-1\ENGlNE-1\EnercaIc\7077.ec6 I ENERCALC, INC. 1983-2017, Buitd:10.17.6.29, Ver:10.17.6.29 Description: 274" NLB wall along Grid A bEjNsLiMAfARy ------------ Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8469 +1.20D+0.50Lr+W Max Mu 1.836 k-ft Phi *Mn 2.168 k-ft PASS Service Deflection Check Actual Defi. Ratio U 262 Allowable Deft. Ratio 150 +0+0.60W Max. Deflection 1.089 in PASS Axial Load Check Max Pu /Ag 21.104 psi Max. Allow. Defi. 1.90 in +1 .20D+0.50Lr+W Location 11.479 ft 0.05 * fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 As/bd 0.1115 rho bal 0.1116 Maximum Reactions. . . for Load Combination.... Top Horizontal W Only 0.3493 k Base Horizontal W Only 0.2576 k Vertical Reaction +D+Lr 1.624 k rDiu Maximum Combinations Moments Results reported for Strip Width = 12 In Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-fl in*2 +1.401) at 22.96 to 23.75 0.421 4.410 0.66 0.04 0.90 1.98 0.116 0.0025 0.1115 +1.200+0.5OLr at 22.96 to 23.75 0.391 4.410 0.66 0.05 0.90 1.97 0.116 0.0025 0.1115 +1.201) at 22.96 to 23.75 0.361 4.410 0.66 0.04 0.90 1.97 0.116 0.0025 0.1115 +120D+1.6OLr at 22.96 to 23.75 0.457 4.410 0.66 0.08 0.90 1.99 0.116 0.0025 0.1114 +1,20D+1.60Lr+0.50W at 11.08 to 11.88 1.241 4.410 0.66 0.84 0.90 2.18 0.116 0.0025 0.1112 +1,20D+0.50W at 11.08 to 11.88 1.145 4.410 0.66 0.80 0.90 2.16 0.116 0.0025 0.1112 +1.200+0.50Lr+W at 11.08 to 11.88 1.175 4.410 0.66 1.84 0.90 2.17 0.116 0.0025 0.1112 +1.20D+W at 11.08 to 11.88 1.145 4.410 0.66 1.82 0.90 2.16 0.116 0.0025 0.1112 +1.2710+E at 11.08 to 11.88 1.212 4.410 0.66 1.31 0.90 2.18 0.116 0.0025 0.1112 +9+W at 11.08 to 11.88 0.859 4.410 0.66 1.72 0.90 2.09 0.116 0.0025 0.1113 +0.82920+E at 11.08 to 11.88 0.791 4.410 0.66 1.23 0.90 2.07 0.116 0.0025 0.1113 DesignMaximumCombinations.DefIecti&) Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Dell. Ratio k k-ft _k -ft nM M44inA4 in D Only at 13.46 to 14.25 0.823 0.66 0.02 342.40 . 25.86 342.400 0.004 69,323.4 +D+Lr at 13.46 to 14.25 0.883 0.66 0.04 342.40 26.02 342.400 0.008 34,624.8 +D+0.750Lr at 13.46 to 14.25 0.868 0.66 0.03 342.40 . 25.98 342.400 0.007 39,581.7 +0+0.60W at 11.08 to 11.88 0.954 0.66 0.99 342.40 26.20 28.840 1.089 261.8 +D+0.70E at 11.08 to 11.88 0.954 0.66 0.84 342.40 26.20 32.090 0.586 486.4 +D+0.750Lr+0.450W at 11.08 to 11.88 0.999 0.66 0.72 342.40 26.32 43.412 0.249 1,142.4 +D+0.450W at 11.08 to 11.88 0.954 0.66 0.70 342.40 26.20 47.357 0.215 1,324.0 +D+0.5250E at 11.08 to 11.88 0.954 0.66 0.61 342.40 26.20 342.400 0.133 2,145.4 +0.60D+0.60W at 11.08 to 11.88 0.572 0.66 0.95 342.40 25.21 28.315 0.975 292.3 +0.60D+0.70E at 11.08 to 11.88 0.572 0.66 0.81 342.40 25.21 32.027 0.518 549.8 - Results reported for Strip Width = 12 in Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.564 k +D+Lr 0.0 k 0.00 k 1.624 k +D+0.750Lr 0.0 k 0.00 k 1.609 k +D+0.60W 0.2 k . 0.21 k 1.564 k70 ,. A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 I Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Punted: 24 JUL 2017, 10:17AM Masonry Slender Wall File ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description: 274' LB wall along Grid A (PPT Check) Code References - Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 General Information - Calculations per ACI 530-13, lBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Deft Ratio = 0 Fr - Rupture = 88.0 psi Rebar 'd" distance 3.8125 in Minimum Vertical Steel %' = 0.0020 Em = I'm * = 900.0 Lower Level Rebar. Max % of p bal. = 0.111.5 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight 55.0 psf Wall is grouted at rebar cells only F~q"ali Dimensions A Clear Height 24.0 ft B Parapet height = . 3.340 ft B Wall Support Condition Top & Bottom Pinned A fVecai Lids Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Li: Floor Live S : Sno W : Wind Ledger Load Eccentricity 2.0 in 0.2470 0.2470 k/ft Concentric Load k/ft [tlLds I Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 Fp= Wall Wt. * 0.3004 = D Lr L E W Distributed Lateral Load 0.02250 k/ft SDSI = 0.7510 16.522 psi (Applied to full "STRIP Width') Endpoints from Base top bottom 27.340 24.0 k/ft 71 Consulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Pfnted: 24 JUL 2017, 10:17AM Masonry Slender Wall File = S:0SPROU-1\7077-S-1\ENGINE-ilEnercalcl7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description: 27-4" LB wall along Grid A (PPT Check) LsIPN SUMMARY - - Results reported for Strip Width of 12.0 in Governing Load Combination ... Actual Values. . . Allowable Values. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8664 +1 .20D+0.50Lr+W Max Mu 1.944 k-ft Phi * Mn 2.244 k-ft PASS Service Deflection Check . Actual Defi. Ratio Li 255 Allowable Defi. Ratio 150 +D+0.60W Max. Deflection 1.131 in PASS Axial Load Check Max Pu I Ag 29.878 psi Max. Allow. Defi. 1.920 in +1 .20D+0.50Lr+W Location 11.60 ft 0.05 * fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 As/bd 0.1115 rho bal 0.1116 Maximum Reactions. . . for Load Combination.... Top Horizontal W Only 0.4261 k Base Horizontal W Only 0.2560 k Vertical Reaction +D+Lr 1.998 k [ Maximum Combinations Moments -1 Results reported for Strip Width = 12 in Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft 1n2 +1.400 at 23.20 to 24.00 0.665 4.410 0.66 0.06 0.90 2.04 0.116 0.0025 0.1114 +1.20D+0.50Lr at 23.20 to 24.00 0.693 4.410 0.66 0.07 0.90 2.05 0.116 0.0025 0.1114 +1.200 at 23.20 to 24.00 0.570 4.410 0.66 0.05 0.90 2.02 0.116 0.0025 0.1114 +1.20D+1.6OLr at 23.20 to 24.00 0.965 4.410 0.66 0.12 0.90 2.12 0.116 0.0025 0.1113 +1.20D+1.6OLr+0.50W at 11.20 to 12.00 1.757 4.410 0.66 0.89 0.90 2.31 0.116 0.0025 0.1110 +1.20D+0.50W at 11.20 to 12.00 1.362 4.410 0.66 0.81 0.90 2.21 0.116 0.0025 0.1111 +1.20D+0.5OLr+W at 11.20 to 12.00 1.485 4.410 0.66 1.94 0.90 2.24 0.116 0.0025 0.1111 +1.20D+W at 11.20 to 12.00 1.362 4.410 0.66 1.88 0.90 2.21 0.116 0.0025 0.1111 +1.2710+E at 11.20 to 12.00 1.442 4.410 0.66 1.43 0.90 2.23 0.116 0.0025 0.1111 +090D+W at 11.20 to 12.00 1.021 4.410 0.66 1.76 0.90 2.13 0.116 0.0025 0.1112 +0.82920+E at 11.20 to 12.00 0.941 4.410 0.66 1.31 0.90 2.11 0.116 0.0025 0.1113 [Design Maximum Combinations Deflections Results reported for Strip Width = 12 in Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft inA4 inA4 inA4 in 0 Only at 13.60 to 14.40 1.003 0.66 0.02 342.40 26.32 342.400 0.006 49,815.0 +D+Lr at 13.60 to 14.40 1.250 0.66 0.05 342.40 26.96 342.400 0.012 24,795.5 +D+0.750Lr at 13.60 to 14.40 1.188 0.66 0.04 342.40 26.80 342.400 0.010 28,369.7 +D+0.60W at 11.20 to 12.00 1.135 0.66 1.01 342.40 26.66 29.185 1.131 254.6 +D+0.70E at 11.20 to 12.00 1.135 0.66 0.89 342.40 26.66 31.086 0.756 381.0 +D+0.750Lr+0.450W at 11.20 to 12.00 1.320 0.66 0.73 342.40 27.14 42.453 0.275 1,047.4 +0+0.450W at 11.20 to 12.00 1.135 0.66 0.70 342.40 26.66 47.881 0.218 1,318.1 +D+0.5250E at 11.20 to 12.00 1.135 0.66 0.63 342.40 26.66 342.400 0.142 2,033.4 +0.600+0.60W at 11.20 to 12.00 0.681 0.66 0.95 342.40 25.49 28.611 0.978 294.4 +0.600+0.70E at 11.20 to 12.00 0.681 0.66 0.85 342.40 25.49 30.890 0.646 445.8 Reactions Vertical& Horizontal - Results reported for Strip Width = 12 in Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base 0 Only 0.0 k 0.00 k 1.751 k +D+Lr 0.0 k 0.00 k . 1.998 k +0+0.750Lr 0.0 k 0.00 k 1.936 k +0+0.60W 0.2 k 0.26 < 1.751 '72 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 %J 6000 E Thomas Rd #1 Project Descr: <J'J Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 24 JUL 2017. 10:16AM M I - File S:\OSPROU-1\7077-S-1\ENG1NE-1\Enercalc\7077.ec6 asonry en er •a ENERCALC, INC. 1983-2017, Build: 10.17.6.29. Ver:10.17.6.29 Description : 284 NLB wall along Grid E flCode References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 1IIformation . Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 88.0 psi Rebar °d distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar. Max % of p bal. = 0.1115 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only A Clear Height = 21.080 ft I B Parapet height = 7.290 ft B Wall Support Condition Top & Bottom Pinned A ViI Ld Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S: Snow W 6 Wind LedgerLoad Eccentricity 6.0 in 0.060 0.060 0.0 0.0 0.0k/ft Concentric Load 0.0 0.0 0.0 0.0 0.0k/ft reics . Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SOS Value per ASCE 12.11.1 SDS *1 = 0.7510 Fp= Wall Wt. 0.3004 = 16.522 psf 73 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Panted: 24 JUL 2017, 10:16AM L Masonry Slender Wall File S:0SPROU-1\7077-S-1\ENGINE-1\EnethaIc\7077.ec6 - ENERCALC, INC. 1983-2017, Build: 10.17.6.29.Ver:10.17.6.29 Description : 28-4" NLB wall along Grid E rDES!GRY Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... . Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4850 Max Mu 1.031 k-ft Phi *Mn 2.126 k-ft PASS Service Deflection Check . Actual Dell. Ratio L/ 2,636 Allowable Defi. Ratio 150 +D+0.60W Max. Deflection 0.09598 in PASS Axial Load Check Max Pu I Ag 24.448 psi Max. Allow. Defi. 1.686 in +1 .20D-'-0.50Lr+W Location 9.486 ft 0.05 * I'm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 Aslbd O.11l5rhobal 0.1116 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.4238 k Base Horizontal W Only . 0.2060 k Vertical Reaction +D+Lr 1.680 k -Design Maximum Combinations - M3-ments Results reported for Strip Width = 12 in Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in2 +1.40D at 20.38 to 21.08 0.699 4.410 0.66 0.04 0.90 2.05 0.116 0.0025 0.1114 +1201)+0501-r at 20.38 to 21.08 0.630 4.410 0.66 0.05 0.90 2.03 0.116 0.0025 0.1114 +1.201) at 20.38 to 21.08 0.600 4.410 0.66 0.04 0.90 2.03 0.116 0.0025 0.1114 +1.20D+1.60Lr at 20.38 to 21.08 0.696 4.410 0.66 0.08 0.90 2.05 0.116 0.0025 0.1114 +1.20D+1.60Lr+0.50W at 9.13 to 9.84 1.438 4.410 0.66 0.52 0.90 2.23 0.116 0.0025 0.1111 +1.20D+0.50W at 9.13 to 9.84 1.342 4.410 0.66 0.50 0.90 2.21 0.116 0.0025 0.1111 +1.20D+0.50Lr+W at 9.13 to 9.84 1.372 4.410 0.66 1.07 0.90 2.22 0.116 0.0025 0.1111 +1.20D+W at 9.13 to 9.84 1.342 4.410 0.66 1.06 0.90 2.21 0.116 0.0025 0.1111 +1.271D+E at 9.13 to 9.84 1.421 4.410 0.66 0.75 0.90 2.23 0.116 0.0025 0.1111 +0.90D+W at 9.13 to 9.84 1.006 4.410 0.66 1.03 0.90 2.13 0.116 0.0025 0.1112 +0.8292D+E at 9.13 to 9.84 0.927 4.410 0.66 0.74 0.90 2.11 0.116 0.0025 0.1113 . Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I I gross I cracked I effective Deflection Deft. Ratio k k-ft k-ft mM inA4 in^4 in DOnly at 11.95 to 12.65 0.963 0.66 0.02 342.40 26.22 342.400 0.003 . 78,191.9 +D+Lr at 11.95 to 12.65 1.023 0.66 0.04 342.40 26.38 342.400 0.006 39,063.2 +D+0.750Lr at 11.95 to 12.65 1.008 0.66 0.03 342.40 . 26.34 342.400 0.006 44,653.0 +D+0.60W at 9.84 to 10.54 1.079 0.66 0.59 342.40 26.52 342.400 0.096 2,635.5 +D+0.70E at 9.84 to 10.54 . 1.079 0.66 0.51 342.40 26.52 342.400 0.084 3,020.5 +D+0.750Lr+0.450W at 9.84 to 10.54 1.124 0.66 0.46 342.40 26.64 342.400 0.075 3,366.0 +D+0.450W at 9.84 to 10.54 1.079 0.66 0.45 342.40 26.52 342.400 0.073 3,476.4 +D+0.5250E at 9.84 to 10.54 1.079 0.66 0.39 342.40 26.52 342.400 0.064 3,978.0 +0.60D+0.60W at 9.84 to 10.54 0.648 0.66 - 0.58 342.40 25.40 342.400 0.094 2,686.3 +0.60D+0.70E at 9.84 to 10.54 0.648 0.66 0.51 342.40 25.40 342.400 0.082 3,084.6 r Reaction--- WOOD &HriaI 1 Results reported for "Strip Width' = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base DOnly 0.0 k 0.00 k 1.620 k +D+Lr 0.0 k 0.00 k . 1.680 k +D+0.750Lr 0.0 k 0.00 k 1.665 k +D+0.60W 0.1 k 0.25 k 1.620 k 74 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: J4'jJ Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com panted: 24 JUL 2017, 10:18AM NI asonry Slender a11II ' File S:\OSPROU-1\7077-S-1\ENGINE-1\Enercalc\7077.ec6 ENERCALC. INC. 1983-2017, Build:10.17.6.29,Ver:10.17.6.29 Description : 284° NO wall along Grid E (PPT Check) r61e References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2012 f -General information Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr- Rupture = 88.0 psi Rebar °d° distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar. Max %of p bal. = 0.1115 Bar Size Grout Density 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only 1ôie-Si Wall Dimensions A Clear Height = 21.080 ft B Parapet height = 7.290 ft Wall Support Condition lop & Bottom Pinned Vertical Loads Roof Attachment T A Floor Attachment Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S : Snow : Wind Ledger Load Eccentricity 6.0 in 0.060 0.060 0.0 0.0 0.0 k/ft Concentric Load 0.0 0.0 0.0 0.0 0.0k/ft Lateral Loads -. Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SIDS Value per ASCE 12.11.1 SDS °1 = 0.7510 Fp= Wall Wt. ° 0.3004 = 16.522 psf (Applied to full "STRIP Width") Endpoints from Base D. Lr L E W top bottom Distributed Lateral Load 0.0 0.0 0.0 0.0 0.02250k/ft 28.330 21.080k/ft 75 A.V. Schwan & Associates Project Title: Sprouts Is I Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: 4JjJ Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 24 JUL 2017, 10:18AM Masonry Slender Wall ENERcALC INC. i983-2O17 Build: oi7629veri0i7J Lic. #: KW-06000020 Licensee: A.V. SCHWAN & ASSOCIATES, Description : 284' NLB wall along Grid E (PPT Check) I DESIGN SUMMARY - - Results reported for Strip Width of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5806 +0.90D+W Max Mu -1.154 k-ft Phi *Mn 1.988 k-ft PASS Service Deflection Check Actual Defi. Ratio U 3,021 Allowable Defi. Ratio 150 +D+0.70E Max. Deflection 0.08375 in PASS Axial Load Check Max Pu / Ag 11.895 psi Max. Allow. Defi. 1.686 in +0.90D+W Location 20.729 It 0.05 * fm 75.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.002541 As/bd 0.1115 rho bal 0.1116 Maximum Reactions. . . for Load Combination.... Top Horizontal W Only 0.6150 k Base Horizontal W Only 0.1780 k Vertical Reaction +D+Lr 1.680 k [-Design Maximum Comb1itis'. Moments ' Results reported for 'Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D at 20.38 to 21.08 0.699 4.410 0.66 0.04 0.90 2.05 0.116 0.0025 0.1114 +1.20D+0.50Lr at 20.38 to 21.08 0.630 4.410 0.66 0.05 0.90 2.03 0.116 0.0025 0.1114 +1.20D at 20.38 to 21.08 0.600 4.410 0.66 0.04 0.90 2.03 0.116 0.0025 0.1114 +1.20D+1,60Lr at 20.38 to 21.08 0.696 4.410 0.66 0.08 0.90 2.05 0.116 0.0025 0.1114 +1.20D+1.60Lr+0.50W at 20.38 to 21.08 0.695 4.410 0.66 0.51 0.90 2.05 0.116 0.0025 0.1114 +1.20D+0.50W at 20.38 to 21.08 0.599 4.410 0.66 0.55 0.90 2.03 0.116 0.0025 0.1114 +1.20D+0.50Lr+W at 20.38 to 21.08 0.630 4.410 0.66 1.13 0.90 2.03 0.116 0.0025 0.1114 +1.20D+W at 20.38 to 21.08 0.600 4.410 0.66 1.15 0.90 2.03 0.116 0.0025 0.1114 +1.271D+E at 9.13 to 9.84 1.421 4.410 0.66 0.75 0.90 2.23 0.116 0.0025 0.1111 +090D+W at 20.38 to 21.08 0.450 4.410 0.66 1.15 0.90 1.99 0.116 0.0025 0.1114 +0.8292D+E at 9.13 to 9.84 0.927 4.410 0.66 0.74 0.90 2.11 0.116 0.0025 0.1113 Dijn Maximum Combinations Deflections Results reported for Strip Width = 12 in Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defi. Ratio I k k-ft k-ft mM j yn4 jA4 in D Only at 11.95 to 12.65 0.963 0.66 0.02 342.40 26.22 342.400 0.003 78,191.9 +D+Lr at 11.95 to 12.65 1.023 0.66 0.04 342.40 26.38 342.400 0.006 39,063.2 +D+0.750Lr at 11.95 to 12.65 1.008 0.66 0.03 342.40 26.34 342.400 0.006 '44,653.0 +D+0.60W at 8.43 to 9.13 1.157 0.66 0.44 342.40 26.72 342.400 0.060 4,230.8 +D+0.70E at 9.84 to 10.54 1.079 0.66 0.51 342.40 26.52 342.400 0.084 3,020.5 +D+0.750Lr+0.450W at 9.13 to 9.84 1.163 0.66 0.34 342.40 26.74 342.400 0.048 5,271.6 +D+0.450W at 9.13 to 9.84 1.118 0.66 0.33 342.40 26.62 342.400 0.046 5,536.4 +D+0.5250E at 9.84 to 10.54 1.079 0.66 0.39 342.40 26.52 342.400 0.064 3,978.0 +0.60D+0.60W at 8.43 to 9.13 0.694 0.66 0.43 342.40 25.52 342.400 0.058 4,346.7 +0.60D+0.70E at 9.84 to 10.54 0.648 0.66 0.51 342.40 25.40 342.400 0.082 3,084.6 F Fkitions - Vertical & Horizontal - I Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base DOnly 0.0 k 0.00 k 1.620 k +D+Lr 0.0 k 0.00 k 1.680 k +D+0.750Lr 0.0 k 0.00 k 1.665 k +D+0.60W 0.1 k 0.37 k 1.620 k 76 A Clear Height 20.40 ft B Parapet height = 8.270 ft B Wall Support Condition Top & Bottom Pinned A A.V. Schwan & Associates Consulting Structural Engineers 6000 E Thomas Rd #1 JfJ Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Project Title: Sprouts Engineer: Project ID: 7077 Project Descr: Pñnied: 24 JUL 2017. 10:20AM M Slender rS:\OSPROU-1\7077.S-1\ENGiNE-llEneràalc\7077.ec6 asonry 1en er a .. ENERCALC, INC. 1983-2017, Bu0d:10.17.6.29,Ver:10.17.6.29 Im;t'A'fIIIsxIIsIINI U. 1YASSOCIATES,L Description: 284 LLB wall along Grid 6 rRefeences Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2012 1ôèallnfóiion - Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 88.0 psi . Rebar d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar... Max % of p bal. = 0.1114 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight 55.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions rtii Co- ads- Vertical Uniform Loads. . (Applied per foot of Strip Width) DL: Dead Lr: Roof Live LI: Floor Live S : Snow W : Wind Ledger Load Eccentricity 2.0 in 0.330 0.330 0.0 0.0 0.0 k/ft Concentric Load 0.0 0.0 0.0 0.0 0.0klft [CeraICids. Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SOS Value per ASCE 12.11.1 S OS *1 = 0.7510 Fp= Wall Wt. * 0.3004 = 16.522 psf 77 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 - 602-265-4331 www.AVSchwan.com Printed: 24 JUL 2017, 10:20AM Masonry Slender Wall File rS:\0SPROu-1t7071.S-1\ENGlNE-1Enercalc7077.ec6 ENERCALC, INC. 1983-2017: Build:10.17.6.29, Ver:10.17.6.29 I Description: 28-4' LLB wall along Grid 6 DESIGN SUMMARY - -- Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values. .. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3942 +0.90D+W Max Mu 0.8677 k-ft Phi *Mn 2.201 k-ft PASS Service Deflection Check Actual Defi. Ratio U 3,266 Allowable Defi. Ratio 150 +0+0.60W Max. Deflection 0.07496 in PASS Axial Load Check Max Pu I Ag 37.972 psi Max. Allow. Defi. 1.632 in +1 .20D+0.50Lr+W - Location 8.50 ft 0.05 *fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 Aslbd 0.1114 rho bal 0.1116 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.4472 k Base Horizontal W Only 0.1892 k Vertical Reaction +D+Lr 2.237 k [Thign Maximum Combinations - Moments - Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D at 19.72 to 20.40 1.151 4.410 0.66 0.08 0.90 2.16 0.116 0.0025 0.1112 +1.20D+0.50Lr at 19.72 to 20.40 1.152 4.410 0.66 0.09 0.90 2.16 0.116 0.0025 0.1112 +1.201) at 19.72 to 20.40 0.987 4.410 0.66 0.07 0.90 2.12 0.116 0.0025 0.1112 +1,20D+1.60Lr at 19.72 to 20.40 1.515 4.410 0.66 0.15 0.90 2.25 0.116 0.0025 0.1111 +1.20D+1.60Lr+0.50W at 8.84 to 9.52 2.233 4.410 0.66 0.48 0.90 2.43 0.116 0.0025 0.1108 +1.200+0.50W at 8.16 to 8.84 1.750 4.410 0.66 0.44 0.90 2.31 0.116 0.0025 0.1110 +1.200+0.5OLr+W at 8.16 to 8.84 1.915 4.410 0.66 0.92 0.90 2.35 0.116 0.0025 0.1109 +1.20D+W at 8.16 to 8.84 1.750 4.410 0.66 0.89 0.90 2.31 0.116 0.0025 0.1110 +1.271D+E at 8.16 to 8.84 1.853 4.410 0.66 0.64 0.90 2.33 0.116 0.0025 0.1109 +0.90D+W at 8.16 to 8.84 1.312 4.410 0.66 0.87 0.90 2.20 0.116 0.0025 0.1111 +0.8292D+E at 8.16 to 8.84 1.209 4.410 0.66 0.63 0.90 2.18 0.116 0.0025 0.1112 -Dflections 1 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr I Mactual I gross I cracked I effective Deflection Defi. Ratio I k k-ft k-ft inA4 inA4 jnA4 in 0 Only at 11.56 to 12.24 1.271 0.66 0.03 342.40 27.01 342.400 0.006 43,931.9 +D+Lr at 11.56 to 12.24 1.601 0.66 0.07 342.40 27.85 342.400 0.011 21,870.8 +D+0.750Lr at 11.56 to 12.24 1.519 0.66 0.06 342.40 27.64 342.400 0.010 25,022.4 +D+0.60W at 9.52 to 10.20 1.383 0.66 0.51 342.40 27.30 342.400 0.075 3,265.9 +D+0.70E at 9.52 to 10.20 1.383 0.66 0.44 342.40 27.30 342.400 0.066 3,720.9 +D+0.750Lr+0.450W at 9.52 to 10.20 1.631 0.66 0.41 342.40 27.92 342.400 0.062 3,961.8 +D+0.450W at 9.52 to 10.20 1.383 0.66 0.39 342.40 27.30 342.400 0.058 4,252.9 +D+0.5250E at 9.52 to 10.20 1.383 0.66 0.34 342.40 27.30 342:400 0.051 4,829.8 +0.60D+0.60W at 8.84 to 9.52 0.852 0.66 0.50 342.40 25.94 342.400 0.072 3,383.7 +0.60D+0.70E at 8.84 to 9.52 0.852 0.66 0.44 342.40 25.94 342.400 0.063 3,871.9 F-6-actions vifii& Horizontal Results reported for Strip Width = 12 In Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base DOnly 0.0 k 0.00 k 1.907 k +D+Lr 0.0 k 0.01 k 2.237 k +D+0.750Lr 0.0 k 0.00 1< 2.154 k +D+0.60W 0.1 k 0.27 k 1.907 k 78 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com . Printed: 24 JUL 2017, 10:21AM M File S:\0SPROtJ-1\7077-S-1\ENGINE-llEnerca?c\7077.ec6 asonry en er a - ENERCALC. INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description: 284 LLB wall along Grid 6(PPT Check) rcieines Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 .- - Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 88.0 psi Rebar "d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar... Max % of p bal. = 0.1114 Bar Size . 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only ro Dimensions 1 A Clear Height = 20.40 ft B Parapet height 8.270 ft Wall Support Condition Top & Bottom Pinned Vertical Loads B Roof Attachment A - Floor Attachment I. Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S: Snow W: Wind Ledger Load Eccentricity 2.0 in 0.330 0.330 0.0 0.0 0.0 k/ft Concentric Load 0.0 0.0 0.0 0.0 0.0k/ft LILs - - -- Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SOS Value per ASCE 12.11.1 SDS*I = 0.7510 Fp = Wall Wt. * 0.3004 16.522 psf Lr L E W Distributed Lateral Load 0.0 0.0 0.0 0.0 0.02250 k/ft (Applied to full *STRIP Width*) Endpoints from Base top bottom 28.67 20.40 k/ft 79 A.V. Schwan & Associates Consulting Structural Engineers 6000 Elhomas Rd #1 4IIj Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Masonry Slender Wall Description : 284 LLB wall along Grid 6(PPT Check) Project Title: Sprouts Engineer: Project Descr: 11 Project ID: 7077 P4nted: 24 JUL 2017. 10:21AM File = S:\OSPROU-117077-S-1\ENGINE-1\Enercalc\7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 r-DESIGN TI Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... I Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7178 +0.90D+W Max Mu -1.479 k-ft Phi * Mn 2.060 k-ft PASS Service Deflection Check Actual Defi. Ratio L/ 3,721 Allowable Defi. Ratio 150 +D+0.70E Max. Deflection 0.06579 in PASS Axial Load Check Max Pu / Ag 25.760 psi Max. Allow. Defi. 1.632 in +0.90D+W Location 20.060 ft 0.05 * fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 As/bd 0.1114 rho bal 0.1116 Maximum Reactions... for Load Combination.... Top Horizontal WOnly 0.6710k Base Horizontal W Only 0.1515 k _____ Vertical Reaction +D+Lr • 2.237 k Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu - Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in2 +1.401) at 19.72 to 20.40 1.151 4.410 0.66 0.08 0.90 2.16 0.116 0.0025 0.1112 +1.20D+0.5OLr at 19.72 to 20.40 1.152 4.410 0.66 0.09 0.90 2.16 0.116 0.0025 0.1112 +1.20D at 19.72 to 20.40 0.987 4.410 0.66 0.07 0.90 2.12 0.116 0.0025 0.1112 +1.20D+1.60Lr at 19.72 to 20.40 1.515 4.410 0.66 0.15 0.90 2.25 0.116 0.0025 0.1111 +1.20D+1.6OLr+0.50W at 19.72 to 20.40 1.515 4.410 0.66 0.61 0.90 2.25 0.116 0.0025 0.1111 +1.20D+0.50W at 19.72 to 20.40 0.987 4.410 0.66 0.70 0.90 2.12 0.116 0.0025 0.1112 +1.200+0.50Lr+W at 19.72 to 20.40 1.153 4.410 0.66 1.44 0.90 2.16 0.116 0.0025 0.1112 +1.20D+W at 19.72 to 20.40 0.988 4.410 0.66 1.46 0.90 2.12 0.116 0.0025 0.1112 +1.271D+E at 8.16 to 8.84 1.853 4.410 0.66 0.64 0.90 2.33 0.116 0.0025 0.1109 +0.90D+W at 19.72 to 20.40 0.741 4.410 0.66 1.48 0.90 2.06 0.116 0.0025 0.1113 +0.8292D+E at 8.16 to 8.84 1.209 4.410 0.66 0.63 0.90 2.18 0.116 0.0025 0.1112 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft kft in^4 mM in DOnly at 11.56 to 12.24 1.271 0.66 0.03 342.40 27.01 342.400 0.006 43931.9 +D+Lr at 11.56 to 12.24 1.601 0.66 0.07 342.40 27.85 342.400 0.011 21870.8 +D+0.750Lr at 11.56 to 12.24 1.519 0.66 0.06 342.40 27.64 342.400 0.010 25022.4 +D+0.60W at 7.48 to 8.16 1.495 0.66 0.33 342.40 27.58 342.400 0.031 7,941.6 +D+0.70E at 9.52 to 10.20 1.383 0.66 0.44 342.40 27.30 342.400 0.066 3,720.9 +D+0.750Lr+0.450W at 8.16 to 8.84 1.706 0.66 0.26 342.40 28.11 342.400 0.029 8,390.0 +0+0.450W at 7.48 to 8.16 1.495 0.66 0.25 342.40 27.58 342.400 0.026 9,592.6 +D+0.5250E at 9.52 to 10.20 1.383 0.66 0.34 342.40 27.30 342.400 0.051 4,829.8 +0.60D+0.60W at 6.80 to 7.48 0.920 0.66 0.32 342.40 26.11 342.400 0.028 8,671.4 +0.600+0.70E at 8.84 to 9.52 0.852 0.66 0.44 342.40 25.94 342.400 0.063 3,871.9 - Results reported for "Strip Width" = 12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base 0 Only 0.0 k 0.00 k 1.907 K .+D+Lr 0.0 K . 0.01 k 2.237 k +D+0.750Lr 0.0 K 0.00 k 2.154 k +0+0.60W 0.1 k 0.40 K 1.907 K 80 Consulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 24 JUL 2017, 10:21AM L Masonry Slender all. - - FiIeS:\0SPROU-1\7O77-S-1\ENGINE-1\EnercaIc\7O77.ec6 fl ENERcALc; INC. 1983-2017, Build:10.17.6.29; Ver:10.17.6.29 fl Lic. Licensee: A.V. SCHWAN &-ASSOCIATES, INC. Description: 274 LLB wall along Grid 6 CIe References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2012 fiaIinformation - Calculations per ACI53O-13, IBC 2O15,CBC2OI6, ASCE 7-1O Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 88.0 psi Rebar d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar. Max %of pbal. 0.1114 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only A Clear Height 20.40 ft B Parapet height = 7.270 ft Wall Support Condition Top & Bottom Pinned B Roof Attachment A Floor Attachment rvii Ls Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S : Snow : Wind Ledger Load Eccentricity 2.0 in 0.330 0.330 0.0 0.0 0.0 k/ft Concentric Load 0.0 0.0 0.0 0.0 0.0k/ft Wind Loads: Seismic Loads: Full area WIND load 22.20 psI Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S0 *1 0.7510 Fp Wall Wt. * 0.3004 = 16.522 psI 91 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602.2654331 www.AVSchwan.com Panted: 24 JUL 2017, 10:21AM Masonry. Slender VVall File S:OSPR0U-1\7077-S-11ENGINE--1\Enercalc7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29. Ver:10.17.6.29 H Description : 27-4° LLB wall along Grid 6 DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.440 Max Mu 0.9596 k-ft Phi *Min 2.181 k-ft PASS Service Deflection Check Actual Defl. Ratio LI 2,880 Allowable Defi. Ratio 150 +D+0.60W Max. Deflection 0.0850 in PASS Axial Load Check Max Pu! Ag 36.087 psi Max. Allow. Defi. 1.632 in +1.20D+0.50Lr+W Location 9.180 ft 0.0Y fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 As!bd 0.1114 rho bal 0.1116 Maximum Reactions... for Load Combination.... - Top Horizontal WOnly 0.4166k Base Horizontal WOnly 0.1977k Vertical Reaction +D+Lr 2.182 k 1 Results reported for Strip Width = 12 in Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in2 +1.400 at 19.72 to 20.40 1.074 4.410 0.66 0.08 0.90 2.14 0.116 0.0025 0.1112 +1.20D+0,50Lr at 19.72 to 20.40 1.086 4.410 0.66 0.09 0.90 2.15 0.116 0.0025 0.1112 +1.200 at 19.72 to 20.40 0.921 4.410 0.66 0.07 0.90 2.10 0.116 0.0025 0.1113 +1.20D+1.60Lr at 19.72 to 20.40 1.449 4.410 0.66 0.15 0.90 2.23 0.116 0.0025 0.1111 +1.200+1.60Lr+0.50W at 9.52 to 10.20 2.122 4.410 0.66 0.52 0.90 2.40 0.116 0.0025 0.1108 +1.20D+0.50W at 8.84 to 9.52 1.639 4.410 0.66 0.48 0.90 2.28 0.116 0.0025 0.1110 +1,20D+0,50Lr+W at 8.84 to 9.52 1.804 4.410 0.66 1.02 0.90 . 2.32 0.116 0.0025 0.1110 +1.20D+W at 8.84 to 9.52 1.639 4.410 0.66 0.99 0.90 2.28 0.116 0.0025 0.1110 +1.271D+E at 8.84 to 9.52 1.735 4.410 0.66 0.71 0.90 2.30 0.116 0.0025 0.1110 +0.90D+W at 8.84 to 9.52 1.229 4.410 0.66 0.96 0.90 2.18 0.116 0.0025 0.1112 +0.8292D+E at 8.84 to 9.52 1.132 4.410 0.66 0.69 0.90 2.16 0.116 0.0025 0.1112 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Deft. Ratio k k-ft k-ft in^4 nM mM in DOnly at 11.56 to 12.24 1.216 0.66 0.03 342.40 26.87 342.400 0.006 43963.6 +D+Lr at 11.56 to 12.24 1.546 0.66 0.07 342.40 27.71 342.400 0.011 21886.7 +D+0.750Lr at 11.56 to 12.24 1.464 0.66 0.06 342.40 27.50 342.400 0.010 25040.5 +0+0.60W at 9.52 to 10.20 1.328 0.66 0.56 342.40 27.16 342.400 0.085 2,880.0 +D+0.70E at 9.52 to 10.20 -1.328 0.66 0.49 342.40 27.16 342.400 0.075 . 3,285.4 +D+0.750Lr+0.450W at 9.52 to 10.20 1.576 0.66 P 0.45 342.40 27.78 342.400 0.069 3,530.1 +0+0.450W at 9.52 to 10.20 1.328 0.66 0.42 342.40 27.16 342.400 0.065 3,760.8 +D+0.5250E at 9.52 to 10.20 1.328 0.66 0.37 342.40 27.16 342.400 0.057 4,277.8 +0.600+0.60W at 9.52 to 10.20 0.797 0.66 0.54 342.40 25.79 . 342.400 0.082 2,975.2 +0.600+0.70E at 9.52 to 10.20 0.797 0.66 0.47 342.40 25.79 342.400 0.072 3,406.5 T - - - I Results reported for Strip Width = 12 in Load Combination Base Horizontal - Top Horizontal Vertical @ Wall Base P Only 0.0 k 0.00 k 1.852 k +D+Lr - 0.0 k 0.01 k 2.182 k +D+0.750Lr 0.0 k 0.00 k 2.099 k +D+0.60W 0.1 k . - 0.25 k 1.852 k82 flôW -Story Wall Dimensions . A Clear Height = 21.0 ft B Parapet height = 8.670 ft B Wall Support Condition Top & Bottom Pinned A.V. Schwan & Associates Project Title: Sprouts I Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Prinled: 24 JUL 2017, 10:26AM Masonry Slender VVaII - - - File S:4SPROU-117071.S-1ENGlNE-1\EnercaIc7O77.ec6 ENERCALC INC! 1983-2017, Build: 10.17.6.29,Ver:10.17.6.29 Description : 29-4° LLB wall along Grid 7 (PPT Check) 1 Code Rferences Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 EeneraI Information -- -- - Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 88.0 psi Rebar °d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = f'm * = 900.0 Lower Level Rebar... Max % of p bal. = 0.1114 Bar Size • # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only Vertical Loads Vertical Uniform Loads. .. (Applied per fool of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S Snow W : Wind Ledger Load Eccentricity 2.0 in 0.2930 0.2930 0.0 0.0 0.0 k/ft Concentric Load 0.0 0.0 0.0 0.0 0.0k/ft Vertical Concentrated Loads. . . (Applied to full Strip Width) DL: Dead Lr: Roof Live LI: Floor Live S: Snow W: Wind Beam Load #1 Eccentricity 4.0 in 0.2930 0.2930 0.0 0.0 0.0k Dist. from Base 29.670 ft Lateral Loads - 1 Wind Loads: Seismic Loads: Full area WIND load 22.20 psI Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 SIDS *1 = 0.7510 Fp Wall Wt. ° 0.3004 16.522 psI (Applied to full STRIP Width") Endpoints from Base D Lr L E W top bottom Distributed Lateral Load 0.0 0.0 0.0 0.0 0.02250 k/ft 29.670 21.0 k/ft NN IConsulting Structural Engineers Engineer: Project ID: 7077 , A.V. Schwan & Associates . Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 - 602-265.4331 www.AVSchwan.com Printed: 24 JUL 2017, 10:26AM File= S:OSPR0U-1\7077-S-1tENGINE-1lEnercaIc7O77.ec6 Maionry Slender Wall ENERALC, INC. 19á3-2O17, Build: 1O.17.6.29, Vic 1Q.17.6.29 H Description: 294" LLB wall along Grid 7 (PPT Check) [DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... . Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7952 +0.90D+W Max Mu -1.636 k-ft Phi * Mn 2.057 k-ft PASS Service Deflection Check Actual Deft. Ratio L/ 3,082 Allowable Defi. Ratio 150 , +D+0.70E Max. Deflection 0.08176 in PASS Axial Load Check Max Pu /Ag 39.994 psi Max. Allow. Deft. 1.680 in +0.90D+W . . Location 20.650 ft 0.05 dfm 75.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.002541 As/bd 0.1114 rho bal 0.1116 Maximum Reactions.., for Load Combination.... Top Horizontal W Only 0.7007. k Base Horizontal WOnly 0.1531 k Vertical Reaction +D+Lr 2.804 k 1baxi Combinations Moments J Results reported for Strip Width = 12 in Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D at 18.90 to 19.60 1.650 4.410 0.66 0.19 0.90 2.28 0.116 0.0025 0.1110 +1.20D+0.50Lr at 18.90 to 19.60 1.707 4.410 0.66 0.23 0.90 2.30 0.116 0.0025 0.1110 +1.20D at 18.90 to 19.60 1.414 4.410 0.66 0.16 0.90 2.23 0.116 0.0025 0.1111 +1.20D+1.60Lr at 18.90 to 19.60 2.352 4.410 0.66 0.38 0.90 2.45 0.116 0.0025 0.1108 +1.20D+1,6OLr+0.50W at 20.30 to 21.00 1.439 4.410 0.66 0.70 0.90 2.23 0.116 0.0025 0.1111 +1.20D+0.50W at 20.30 to 21.00 0.970 4.410 0.66 0.78 0.90 2.12 0.116 0.0025 0.1113 +1.20D+0.50Lr+W at 20.30 to 21.00 1.118 4.410 0.66 1.60 0.90 2.15 0.116 0.0025 0.1112 +1.20D+W at 20.30 to 21.00 0.971 4.410 0.66 1.62 0.90 2.12 0.116 0.0025 0.1113 +1.271D+E at 9.10 to 9.80 2.182 4.410 0.66 0.74 0.90 2.41 0.116 0.0025 0.1108 +0.90D+W at 20.30 to 21.00 0.729 4.410 . 0.66 1.64 0.90 2.06 0.116 0.0025 0.1113 +0.8292D+E at 8.40 to 9.10 1.456 4.410 0.66 0.69 0.90 2.24 0.116 0.0025 0.1111 Design Maximum Combinations - Deflectioni'1 Results reported for "Strip Width' = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defi. Ratio k k-ft k-ft jA4 jA4 jfl*4 in D Only at 11.90 to 12.60 1.563 0.66 0.09 342.40 27.75 342.400 0.016 16,001.5 +D+Lr at 11.90 to 12.60 2.149 0.66 0.18 342.40 29.21 342.400 0.032 7,938.6 +D+0.750Lr at 11.90 to 12.60 2.003 0.66 0.15 342.40 28.85 342.400 0.028 9,090.4 +D+0.60W at 7.70 to 8.40 1.794 0.66 0.37 342.40 28.33 342.400 0.038 6,548.1 +D+0.70E at 9.80 to 10.50 1.679 0.66 0.51 342.40 28.04 342.400 0.082 3,082.1 +D+0.750Lr+0.450W at 9.10 to 9.80 2.157 0.66 0.33 342.40 29.23 342.400 0.045 5,565.5 +0+0.450W at 8.40 to 9.10 1.756 0.66 0.29 342.40 28.23 342.400 0.034 7,376.4 +D+0.5250E at 9.80 to 10.50 1.679 0.66 0.40 342.40 28.04 342.400 0.065 3,869.8 +0.600+0.60W at 7.00 to 7.70 1.100 0.66 0.35 342.40 26.57 - 342.400 0.032 7,875.0 +0.60D+0.70E at 9.80 to 10.50 1.007 0.66 0.47 342.40 26.34 342.400 0.075 3,360.6 [Ai Vertical &HorinFal - Results reported for "Strip Width" = 12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 2.218 k +D+Lr 0.0 k 0.01 k 2.804 k +D+0.750Lr 0.0 k 0.01 k 2.657 k +D+0.60W 0.1 k 0.41 k 2.218 k 84 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 24 JUL 2017, 10:25AM Filer S:\05PROU-1t7077-S-11ENGlNE-1lEnercaIc7077.ec6 Masonry Slender Wall. ENERCALC, INC. 1983-2017, Build: 10.17.6.29, Ver:10.17.6.29 H Lic. #: KW-06000020 Licensee: A.V. SCHWAN & ASSOCIATES, INC. Descnption: 294 LLB wall along Grid 7 Code Rferences I Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 I General Information - Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = - deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture 88.0 psi Rebar "d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em fm * = 900.0 Lower Level Rebar... Max %of pbal. = 0.1114 Bar Size # Grout Density = 140 pcf Bar Spacing 32 In Block Weight Medium Weight Wall Weight 55.0 psf Wall is grouted at rebar cells only A Clear Height . = 210 ft B Parapet height = 8.670 ft Wall Support Condition lop & Bottom Pinned Vertical Loads _---•• Roof Attachment A Floor Attachment F Vertical Uniform Loads. .. (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S: Snow : Wind Ledger Load Eccentricity 2.0 in 0.2930 0.2930 0.0 0.0 0.0 kift Concentric Load 0.0 0.0 0.0 0.0 0.0k/ft Vertical Concentrated Loads. . . (Applied to full "Strip Width') DL: Dead Lr: Roof Live Lf: Floor Live S: Snow W: Wind Beam Load #1 Eccentricity 4.0 in 0.2930 0.2930 0.0 0.0 0.0k Dist. from Base 29.670 It Lateral Lo s Wind Loads: Seismic Loads: Full area WIND load 22.20 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 5DS 1 = 0.7510 Fp Wall Wt. * 0.3004 = 16.522 psf 85 IConsulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 1 www.AVSchwan.com Printed: 24 JUL 2017, 10:25AM Masonry Slender Wall File = S:WSPROU-117071-S-1\ENGINE-1\Enercalc\7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description: 294' LLB wall along Grid 7 IT'ESIGARY - - - Results reported for "Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4537 +1.20D+0.50Lr+W Max Mu 1.113 k-ft Phi *Mn 2.454 k-ft PASS Service Deflection Check Actual Defi. Ratio Li 2,743 Allowable Defi. Ratio 150 +0+0.60W Max. Deflection 0.09186 in PASS Axial Load Check Max Pu I Ag 50.208 psi Max. Allow. Defi. 1.680 in +1,20D+0.50Lr+W Location 9.450 ft 0.05*fm 75.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002541 Aslbd 0.1114 rho bal 0.1116 Maximum Reactions. . . for Load Combination.... Top Horizontal W Only 0.4653 k Base Horizontal WOnly 0.1934 k Vertical Reaction +D+Lr 2.804 k Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D at 18.90 to 19.60 1.650 4.410 0.66 0.19 0.90 2.28 0.116 0.0025 0.1110 +1.20D+0.50Lr at 18.90 to 19.60 1.707 4.410 0.66 0.23 0.90 2.30 0.116 0.0025 0.1110 +1.20D at 18.90 to 19.60 1.414 4.410 0.66 0.16 0.90 2.23 0.116 0.0025 0.1111 +1.20D+1.60Lr at 18.90 to 19.60 2.352 4.410 0.66 0.38 0.90 2.45 0.116 0.0025 0.1108 +1.20D+1.6OLr+0.50W at 9.80 to 10.50 2.952 4.410 0.66 0.63 0.90 2.60 0.116 0.0025 0.1105 +1.20D+0.50W at 9.10 to 9.80 2.061 4.410 0.66 0.51 0.90 2.38 0.116 0.0025 0.1109 +1.20D+0,5OLr+W at 9.10 to 9.80 2.354 4.410 0.66 1.11 0.90 2.45 0.116 0.0025 0.1108 +1.20D+W at 8.40 to 9.10 2.107 4.410 0.66 1.04 0.90 2.39 0.116 0.0025 0.1108 +1.2710+E at 9.10 to 9.80 2.182 4.410 0.66 0.74 0.90 2.41 0.116 0.0025 0.1108 +0,90D+W at 8.40 to 9.10 1.580 4.410 0.66 0.97 0.90 2.27 0.116 0.0025 0.1110 +0.8292D+E at 8.40 to 9.10 1.456 4.410 0.66 0.69 0.90 2.24 0.116 0.0025 0.1111 Design Maximum Combinations - Defll Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defi. Ratio I k k-ft k-ft in14 in*4 jfl*4 in DOnly at 11.90 to 12.60 1.563 0.66 0.09 342.40 27.75 342.400 0.016 16,001.5 +D+Lr at 11.90 to 12.60 2.149 0.66 0.18 342.40 29.21 342.400 0.032 7,938.6 +D+0.750Lr at 11.90 to 12.60 2.003 0.66 0.15 342.40 28.85 342.400 0.028 9,090.4 +D+0.60W at 9.80 to 10.50 1.679 0.66 0.57 342.40 28.04 342.400 0.092 2,743.3 +D+0.70E at 9.80 to 10.50 1.679 0.66 0.51 342.40 28.04 342.400 0.082 3,082.1 +D+0.750Lr+0.450W at 9.80 to 10.50 2.118 0.66 0.51 342.40 29.13 342.400 0.085 2,978.8 +D+0.450W at 9.80 to 10.50 1.679 0.66 0.45 342.40 28.04 342.400 0.073 3,466.6 +D+0.5250E at 9.80 to 10.50 1.679 0.66 0.40 342.40 28.04 342.400 0.065 3,869.8 +0.60D+0.60W at 9.80 to 10.50 1.007 0.66 0.54 342.40 26.34 342.400 0.085 2,965.0 +0.60D+0.70E at 9.80 to 10.50 1.007 0.66 0.47 342.40 26.34 342.400 0.075 3,360.6 Vii 1 Results reported for Strip Width = 12 in oaa LOMDination Base Horizontal Top Horizontal Vertical @ Wall Base O Only 0.0 k 0.01 k 2.218 k +D+Lr 0.0 k 0.01 k 2.804 k +D+0.750Lr 0.0 k 0.01 k 2.657 k +0+0.60W 0.1 k 0.27 k 2.218 k86 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: .4(4J Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 24 JUL 2017, 10:29AM M File = S \0SPROU-17077 S-1\ENGlNE-1\EnercaIc7077 ec6 asonry en er Will ENERCALC INC-1983'20117 Build 1017629 Ver 1017629 Description : CMU Wall At Girder Bearing 'Rféèhces, I Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE-7-10 Load Combinations Used : IBC 2012 General Information - - Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture = 61.0 psi Rebar "d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar. Max % of p bal. = 0.007256 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8.0 In Block Weight Normal Weight Wall Weight 84.0 psf Wall is Solid Grouted A Clear Height = 23.50 ft B Parapet height = 3.840 ft B Wall Support Condition Top & Bottom Pinned A VtiiiLd Vertical Concentrated Loads. . . (Applied to full 'Strip Width") - DL: Dead Lr: Roof Live Lf: Floor Live •S : Snow W : Wind Beam Load #1 Eccentricity 1.50 in 15.720 9.430 k Dist. from Base 23.50 ft TLateral! Loads.. T1 Wind Loads: Seismic Loads: Full area WIND load 24.30 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 5DS * I 0.3540 Fp= Wall Wt. 0.1416 11.894 psf A.V. Schwan & Associates Project Tulle: Sprouts Consulting Structural Engineers En9ineer: - Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com PnIed: 24 JUL 2017, 10:29AM Masonry Slender Wall File = S:\0SPROU-1\7077-S-1ENGlNE-1\Enercalc7077.ec6 ENERcALC, INC, 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description : CMU Wall At Girder Bearing rDEsGNuwAflT . -1 Results reported for "Strip Width" of 96.0 in Governing Load Combination. . . Actual Values. . . Allowable Values. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3833 +1.200+0.50Lr+W Max Mu 19.022 k-ft Phi *Mn 49.634 k-ft PASS Service Deflection Check Actual Defi. Ratio L/ 210 Allowable Defi. Ratio 150 W Only Max. Deflection 1.341 in PASS Axial Load Check Max Pu I Ag 62.90 psi Max. Allow. Defi. 1.880 in -i-1.20D+0.50Lr+W .. Location 11.358 ft 0.05*fm 75.0 psi FAIL Reinforcing Limit Check Controlling Aslbd 0.01016 As/bd007256 rho bal 0.009660 Maximum Reactions. . . for Load Combination.... Top Horizontal W Only 3.092 k Base Horizontal W Only 2.223 k Vertical Reaction +D+Lr 43.522 k I Results reported for Strip Width = 12 in Axial Load Moment Values 0.6 * Load Combination Pu 0.05*fm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in2 +1.400 at 21.15 to 21.93 3.479 6.840 0.59 0.32 0.90 6.15 0.465 0.0102 0.0084 +1.20D+0.50Lr at 21.15 to 21.93 3.571 6.840 0.59. 0.34 0.90 6.16 0.465 0.0102 0.0084 +1.20D at 21.15 to 21.93 2.982 6.840 0.59 0.27 0.90 6.13 0.465 0.0102 0.0082 +1.20D+1.60Lr at 21.15 to 21.93 4.868 6.840 0.59 0.49 0.90 6.22 0.465 0.0102 0.0089 +1.20D+1.60Lr+0.50W at 12.53 to 13.32 5.737 6.840 0.59 1.44 0.90 6.26 0.465 0.0102 0.0092 +1.20D+0.50W at 11.75 to 12.53 3.929 6.840 0.59 1.13 0.90 6.18 0.465 0.0102 0.0086 +1,200+0,50Lr+W at 10.97 to 11.75 4.598 6.840 0.59 2.38 0.90 6.21 0.465 0.0102 0.0088 +1.200+W at 10.97 to 11.75 4.008 6.840 0.59 2.24 0.90 6.18 0.465 0.0102 0.0086 +1.2710+E at 11.75 to 12.53 4.161 6.840 0.59 1.13 0.90 6.19 0.465 0.0102 0.0087 +0.90D+W at 10.97 to 11.75 3.006 6.840 0.59 2.06 0.90 6.13 0.465 0.0102 0.0082 +0.8292D+E at 11.75 to 12.53 2.715 6.840 0.59 0.98 0.90 6.12 0.465 0.0102 0.0081 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection . Deft. Ratio k k-ft k-ft in^4 in^4 inA4 in DOnly at 13.32 to 14.10 3.143 0.59 0.15 443.30 68.08 443.300 0.026 10,857.0 +D+Lr at 13.32 to 14.10 4.322 0.59 0.24 443.30 69.63 443.300 0.042 6,686.8 +D+0.750Lr at 13.32 to 14.10 4.027 0.59 0.22 443.30 69.24 443.300 0.038 7,405.8 +D+0.60W at 11.75 to 12.53 3.275 . 0.59 1.33 443.30 68.26 69.669 0.966 292.0 +D+0.70E at 11.75 to 12.53 3.275 0.59 0.73 443.30 68.26 84.451 0.233 1,208.6 +D+0.750Lr+0.450W at 11.75 to 12.53 4.159 0:59 1.14 443.30 69:42 71.903 0.730 386.4 +D+0.450W at 11.75 to 12.53 3.275 0.59 0.98 443.30 68.26 72.553 0.538 524.2 +D+0.5250E at 11.75 to 12.53 3.275 0.59 0.56 443.30 68.26 443.300 0.095 2,955.8 +0.600+0,60W at 11.75 to 12.53 1.965 0.59 1.14 443.30 66.50 68.853 0.752 375.2 +0.600+0.70E at 11.75 to 12.53 1.965 0.59 0.64 443.30 66.50 107.115 0.134 2,107.9 LrOnly at 13.32 to 14.10 1.179 0.59 0.09 443.30 65.42 443.300 0.015 18,568.1 WOnly at 10.97 to 11.75 0.000 0.59 1.59 443.30 63.77 64.502 : 1.341 210.3 EOnly at 10.97 to 11.75 0.000 0.59 0.78 443.30 63.77 74.823 0.290 972.3 F-Reactions --Verfic-al& Horizontal ___7 Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.1 k 0.08 k 34.092 k +D+Lr ' 0.1 k 0.13 k 43.522 k 88 Project ID: 7077 A.V. Schwan & Associates Consulting Structural Engineers 6000 E Thomas Rd #1 lJJfj Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com CantiléveredRetáining Wall Project Title: Sprouts Engineer: Project Descr: Printed: 4 AUG 2017, 10:00AM - File = S:\0SPROU1\7077.S-1ENGINE71t,Enercalc\7077.ec6 ENERCALC, INC. 1983-2017, Build:10.17.7.24, Ver:10.17.7.24 Soil Pressure @ Toe 1,602 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,923 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 15.8 psi OK Footing Shear @ Heel = 11.7 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 679.2 lbs less 100% Passive Force =- 375.0 lbs less 100% Friction Force = - 1,020.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability 0.0 lbs OK Description : Loading Dock Screen Wall Criteria Retained Height = 5.00 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.13 OK Sliding = 2.06 OK Total Bearing Load = 2,552 lbs resultant ecc. = 8.26 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf Height to lop = 0.00 ft Height to Bottom = 0.00 ft Wind on Exposed Stem 14.9 psf Calculations per ACI 318.14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eàcentncity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Thickness in = 8.00 Rebar Size = # 5 Rebar Spacing in = 8.00 Rebar Placed at Center Design Data fb/FB + fa/Fa = 0.484 Total Force © Section lbs = 862.7 Moment .... Actual ft-I = 2,873.8 Moment.....Allowable ft-I = 5,939.0 Shear.....Actual psi = 19.2 Shear.....Allowable psi = 69.7 Wall Weight psf = 84.0 Rebar Depth 'd' in = 3.75 Lap splice if above in = 45.00 Lap splice if below in = 7.00 Hook embed into footing in = 7.00 Masonry Data I'm psi = 1,500 Fy psi = 60,000 Solid Grouting = Yes Load Factors Dead Load . 1.200 Modular Ratio 'n' 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth, H 1.600 Equiv. Solid Thick, in = 7.60 Wind, W 1.600 Masonry Block Type = 3 Seismic, E 1.000 Masonry Design Method = LRFD Wo IA.V. Schwan & Associates Project TiDe: Sprouts 11 1 Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 - 602-2654331 www.AVSchwan.com Printed: 4 AUG 2017, 10:00AM Cantilevered Retaining Wall File= S:\OSPROU-17O77-S-11ENGlNE-1\EnercaIc\7O77.ec6 ENERcALC, INC. 1983-2017, Build: 1Q.17.7.24,Ver:1O.17.7.24 Description : Loading Dock Screen Wall Footing Dimensions & Strengths oting Design Results Toe Width = 1.42 ft Toe JEi Heel Width = 2.08 Factored Pressure = 1,923 0 psf - Total Footing Width = 3.50 Mu: Upward = 2,011 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 391 1,053 ft-lb Key Width = 0.00 in Mu: Design = 1,620 1.053 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 15.82 11.67 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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 <5 * 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 630.0 2.00 . 1,260.0 Soil Over Heel 779.2 2.79 2,175.2 Surcharge over Heel Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil 119.2 10.00 1,192.0 Total 679.2 O.T.M. = 2,405.3 Resisting/Overturning Ratio = 2.13 Vertical Loads used for Soil Pressure = 2,552.0 lbs Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight Key Weight = Vert. Component 155.8 0.71 110.4 1,092.0 1.75 1,911.0 525.0 1.75 918.8 Total = 2,552.0 lbs R.M. = 5,115.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: I Scottsdale, AZ 85251 602-265-4331 .AVSchwan.com Printed: 24 JUL 2017, 10:45AM Masonry Slender VVaII ' File = S:0SPROU-117077-S-1\ENGlNE-1\EnercaIc\7077.ec6 ENERCALC, INC. 1983-2017, Build: 10.17.6.29, Ver:10.17.6.29 h Description : Masonry Jamb At Loading Dock [Cfe Rfireiices Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 - -- Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defi Ratio = 0 Fr - Rupture 163.0 psi Rebar d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = fm * 900.0 Lower Level Rebar... Max % of p bal. = 0.007169 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 in Block Weight Medium Weight Wall Weight = 78.0 psf Wall is Solid Grouted [One-St Wall Diiiisions - A Clear Height = 21.0 ft B Parapet height = ft Wall Support Condition lop & Bottom Pinned B Roof Attachment A Floor Attachment Vertical Uniform Loads. .. (Applied per fool of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S: Snow W : Wind Ledger Load Eccentricity 6.0 in 0.070 0.070 k/ft Concentric Load k/ft Vertical Concentrated Loads. . . (Applied tofu!! "Strip Width") DL: Dead Lr: Roof Live Lf: Floor Live S: Snow W Wind Beam Load #1 Eccentricity in 8.40 k Dist. from Base 9.0 ft flLalLs Wind Loads: Seismic Loads: Full area WIND load 78.0 psI Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S DS *1 = 0.7510 Fp Wall Wt. * 0.3004 = 23.431 psi 91 IA.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Pnted: 24 JUL 2017, 10:45AM Masonry Slender Wall File = S:\OSPROU-117077-S-1\ENGINE-1\Enerca1c\7077.ec6 ENERCALC, INC. 1983-2017. Build:10.17.6.29, Ver:10.17.6.29 Description: Masonry Jamb At Loading Dock rDEs'GN SUMMARY T - Results reported for "Strip Width" of 32.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8382 +1.200+0.50Lr+W Max Mu 13.513 k-ft Phi *Mn 16.120 k-ft PASS Service Deflection Check Actual Defi. Ratio LI 176 Allowable Defi. Ratio 150 +0+0.60W Max. Deflection 1.435 in PASS Axial Load Check Max Pu I Ag 13.356 psi Max. Allow. Defi. 1.680 in +1 .200+0.50Lr+W . Location 9.870 ft 0.05 * fm 75.0 psi FAIL Reinforcing Limit Check Controlling Aslbd 0.01016 As/bd007169 rho bal 0.009599 Maximum Reactions. .. for Load Combination.... Top Horizontal W Only 2.184 k Base Horizontal W Only 2.184 k Vertical Reaction +D+Lr 13.141 k I DesignMaximurn Combinations -Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.05*tm*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in*2 +1.40D at 20.58 to 21.00 0.144 6.840 1.58 0.05 0.90 6.00 0.465 0.0102 0.0072 +1.20D+0.50Lr at 20.58 to 21.00 0.158 6.840 1.58 0.06 0.90 6.00 0.465 0.0102 0.0072 +1.20D at 20.58 to 21.00 0.123 6.840 1.58 0.04 0.90 6.00 0.465 0.0102 0.0072 +1.20D+1.60Lr at 20.58 to 21.00 0.235 6.840 1.58 0.10 0.90 6.00 0.465 0.0102 0.0072 +1.20D+1.60Lr+0.50W at 10.08 to 10.50 1.218 6.840 1.58 2.40 0.90 6.05 0.465 0.0102 0.0076 +1.20D+0.50W at 10.08 to 10.50 1.106 6.840 1.58 2.36 0.90 6.04 0.465 0.0102 0.0075 +1.20D+0.50Lr+W at 9.66 to 10.08 1.180 6.840 1.58 5.07 0.90 6.05 0.465 0.0102 0.0076 +1.20D+W at 9.66 to 10.08 1.145 6.840 . 1.58 5.05 0.90 6.04 0.465 0.0102 0.0076 +1.271D+E at 10.08 to 10.50 1.171 6.840 1.58 1.36 0.90 6.04 0.465 0.0102 0.0076 +0.90D+W at 9.66 to 10.08 0.859 6.840 1.58 4.84 0.90 6.03 0.465 0.0102 0.0075 +0.8292D+E at 10.08 to 10.50 0.764 6.840 1.58 1.33 0.90 6.03 0.465 0.0102 0.0074 lDeslgnMaxlmumComblnatlons Deflections Results reported for Strip Width = 12 in Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in14 mM in^4 in D Only at 11.76 to 12.18 0.791 1.58 0.02 443.30 64.88 443.300 0.003 86,205.3 +D+Lr at 11.76 to 12.18 0.861 1.58 0.04 443.30 64.98 443.300 0.006 43,069.7 +D+0.750Lr at 11.76 to 12.18 0.843 1.58 0.04 443.30 64.96 443.300 0.005 49,231.9 +D+0.60W at 10.08 to 10.50 0.922 1.58 2.89 443.30 65.07 67.914 1.435 175.6 +D+0.70E at 10.50 to 10.92 0.889 1.58 0.95 443.30 65.02 443.300 0.126 2,001.0 +D+0.750Lr+0.450W at 10.08 to 10.50 0.974 1.58 2.09 443.30 65.14 75.909 0.634 397.6 +D+0.450W at 10.08 to 10.50 0.922 1.58 2.07 443.30 65.07 76.333 0.614 410.5 +D+0.5250E at 10.50 to 10.92 0.889 1.58 0.71 443.30 65.02 443.300 0.095 2,647.8 +0.60D+0.60W at 10.08 to 10.50 0.553 1.58 2.75 443.30 64.55 67.953 1.313 191.9 +0.60D+0.70E at 10.50 to 10.92 0.533 1.58 0.93 443.30 64.52 443.300 0.123 2,041.2 Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 12.955 k +D+Lr 0.0 k 0.01 k 13.141 k +D+0.750Lr 0.0 k 0.01 k 13.095 k +D+0.60W 1.3 k 1.37 k 12.955 1(92 IConsulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: A.V. Schwan & Associates Project Title: Sprouts Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 24 JUL 2017, 11:00AM [steel Beam File = S:\0SPROU-17077-S-1\ENGlNE-1\Enercalct7077.ec6 - ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Description: Steel Lintel at Sealing Area flcObENcEs Calculations per AISC 360-10, BC 2015, ASCE 7-10 Load Combination Set: IBC 2012 flii Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29000.0 ksi BendingAxis: Major Axis Bending [bracediijths 1 First Brace starts at 6.830 ft from Left-Most support Regular spacing of lateral supports on length of beam = 6.830 ft 011.311 Lr(0.25) - W16x26 Span =16.1700 1Aiedt1s - Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 1.310, Lr = 0.250 klft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.506: 1 Maximum Shear Stress Ratio = 0.179 : 1 Section used for this span WI 6x26 Section used for this span WI 6x26 Ma : Applied 50.986 k-ft Va : Applied 12.613 k Mn I Omega: Allowable 100.832k-ft VnlOmega : Allowable 70.509 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 8.085ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio = 4,384 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.276 in Ratio = 703 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.613 12.613 Overall MINimum 2.021 2.021 +D+H 10.591 10.591 +D+L+H 10.591 10.591 +D+Lr+H 12.613 12.613 +D+S+H 10.591 10.591 +D+.750Lr+0.750L+H 12.107 12.107 +D+0.750L+0.750S+H 10.591 10.591 +D+0.60w+H 10.591 10.591 +D+0.70E+H 10.591 10.591 +D+0.750Lr+0750L+0450W+H 12.107 12.107 +D+0.750L+0.7505+0.450W+H 10.591 10.591 +D+0.750L+0.7505+0.5250E+H 10.591 10.591 +0.60D+0,60W+0,60H 6.355 6.355 +0.60D+0.70E+0,60H 6.355 6.355 0 Only 10.591 10.591 LrOnly 2.021 2.021 93 LOnly S Only WOnly EOnly LATERAL LOAD KEYPLAN 94 DATE _________ A.V. SCHWAN & ASSOC, Inc, - . CONSULTING CHECKED BY_________________ DATE ______________ STRUCTURAL ENGINEERS cLIENT: BfPfZ . 6000 E. Thomas Rood, Suite 1 Scottsdale, Arizona 85251 JOB TITLE: SPROUTS, C.ASL.8AP,C.A Phone: (602) 265-4331 Rua (460) 663-1788 Lateral Analysis Wind Analysis Interior Zone wi =1. j*06 = 110.2 I End Zone wi=I 25.71*0.6= 15.4 end zone= 19.2 Windward PPT w2w=I 38.80.6= 123.3 Leeward PPD w2 1=1 25.91*0.6 Typical WL (plf)= wl*(Deckk Ht/2)+w2w(windward PPT Ht)+w21(Ieeward PPT Ht.) Zone 1 (end Zone) Windward Deck Ht (ft.) = 23.58 Windward PPt Ht. (ft.) = 3.76. Leeward Deck Ht (ft.) = 20.42 Leeward PPt Ht. (ft.) = 7.92 Windward Wall Ht (ft.) = 27.34 Leeward Wall Ht (ft.) = 28.34 P1= 392.4 plf Zone 2 (Interior Zone) Windward Deck Ht (ft.) = 24.00. Windward PPt Ht. (ft.) = 4.34 Leeward Deck Ht (ft.) = 20.42 Leeward PPt Ht. (ft.) = 7.92 Windward Wall Ht (ft.) = 28.34 Leeward Wall Ht (ft.) = 28.34 P2 = 346.5 plf Zone 3 (Interior Zone) Windward Deck Ht (ft.) = 24.00 Windward PPt Ht. (ft.) = ii Leeward Deck Ht (ft.) = 20.42 Leeward PPt Ht. (ft.) Windward Wall Ht (ft.) = 35 Leeward Wall Ht (ft.) = 27.34 P3 = 486.0 plf Zone 4 (Interior Zone) Windward Deck Ht (ft.) = 23.58 Windward PPt Ht. (ft.) = 3.76 Leeward Deck Ht (ft.) = 21.00 Leeward PPt Ht. (ft.) = 14 Windward Wall Ht (ft.) = 27.34 Leeward Wall Ht (ft.) = 35 P4 = .425.4 plf .SHEEI P40. ____ Zone 5 (end Zone) Windward Deck Ht (ft.) = 23.5J Leeward Deck Ht (ft.) = 23.58 Windward Wall Ht (ft.) = 35 Leeward Wall Ht (ft.) = 35 P1 = 625.1 plf Zone 6 (interior Zone) Windward Deck Ht (ft.) = 22.7 Leeward Deck Ht (ft.) = 227 Windward Wall Ht (ft.) = 28.34 Leeward Wall Ht (ft.) = 28.34 P2 = 334.7 plf Zone 7 (Interior Zone) Windward Deck Ht (ft.) = 21.1 Leeward Deck Ht (ft.) = 21.1 Windward Wall Ht (ft.) = 28.34 Leeward Wall Ht (ft.) = 28.34 P3 = 388.7 plf Windward PPt Ht. (ft.) = 11.42 Leeward PPt Ht. (ft.) = 11.42 Windward PPt Ht. (ft.) = 5.64 Leeward PPt Ht. (ft.) = 5.64 Windward PPt Ht. (ft.) = 7.24 Leeward PPt Ht. (ft.) = 7.24 Zone 8 (Interior Zone) Windward Deck Ht (ft.) = 20.71 Leeward Deck Ht (ft.) = 20.71 Windward Wall Ht (ft.) = 35 Leeward Wall Ht (ft.) = 27.42 P4 = 542.6 plf Windward PPt Ht. (ft.) = 14.29 Leeward PPt Ht. (ft.) = 6.71 'DATE ___________ __________ A.V. SCHWAN & ASSOC, &ic. CONSULTING CHECKED BY________________ DATE STRUCTURAL ENGINEERS CLIENT'. 511R.R. 6000 E. Thomas Road, Suite 1 Scottsdale. Arizona 85251 JOB TITLE. SPROUTS, C.ARLSA, CA Phone: (602) 265-4S31 Fac (480) 663-1788 Zone 1 Length (ft.) = 29.33 Zone 2 Length(ft.) = 83.34 Zone 3 Length(ft.) = 19.34 Zone 4 Length (ft.)= 32.00 Zone 5 Length (ft.)= 19.20 Zone 6 Length(ft.) = 89.22 Zone 7 Length (ft.)= 69.58 Zone 8 Length (ft.)= 29.33 Wind V N/S (kips)= 63.40 Wind V E/W (kips)= 1 84.82 SHEET. NO- 107 JOB NO; 7977 96 DESIGNED BY_ _________ A.V. SOIWAN & ASSOC. hc. CONSULTING CHECKED BY________________ DATE STRUCTURAL ENGINEERS OLENT: 5Rft 6000 E. Thomas Rood, Suite 1 Scottsdale, Arizona 85251 JOB TIThE. SPROUTS, C.ASLSAP, CA Phane:'(602) 265-4331 Rut (460) $53-1788 Seismic Analysis Use Equivalent Lateral Force Procedure V=Cs*W(ASCE710,eq. 12.8-1) Cs= 10150 Load Factor = 0.7 Wall Weight (psf) = 65 Roof DL(psf)= .20 Typical EL (plf)= Wall Wt*[( Windward Deck Height/2)+(Leeward Deck Height/2)+Leeward PPT Ht.+Windward PPT. Ht.]+Roof Length(Roof DL)*Cs*0.7 Zone 1 Windward Deck Ht (ft.) = Leeward Deck Ht (ft.) = Windward Wall Ht (ft.) = Leeward Wall Ht (ft.) = Factored P1 = 23.58 Windward PPt Ht. (ft.) Leeward PPt Ht. (ft.) Roof Length (ft.) = 160:00 plf 20.42 27.34:: 28.34 565.9 Zone 2 Windward Deck Ht (ft.) = 24 Windward PPt Ht. (ft.) Leeward Deck Ht (ft.) = 20.42 • Leeward PPt Ht. (ft.) Windward Wall Ht (ft.) = 28.34 Roof Length (ft.) = 172:00 Leeward Wall Ht (ft.) = 28.34 Factored P2 =L596.5 plf Windward Deck Ht (ft.) = 24 -' Windward PPt Ht. (ft.) = if Leeward Deck Ht (ft.) = 20.42: Leeward PPt Ht. (ft.) Windward Wall Ht (ft.) = 35 Roof Length (ft.) = 172.00 Leeward Wall Ht (ft.) = 27:34 Factored P3= 6351. plf Windward Deck Ht (ft.) = 23.58 Windward PPt Ht. (ft.) Leeward Deck Ht (ft.) = 21 Leeward PPt Ht. (ft.) = 14 Windward Wall Ht (ft.) = 27.34 Roof Length (ft.) = 189.00 Leeward Wall Ht (ft.) = 35. - Factored P3 = 670.2 plf SHEET: MO. .O____ ________ A.V.SHWAN & ASSOC, kc. DESIGNED B T8 DATE CONSULTING CHECKED BY_________________ DATE - STRUCTURAL ENGINEERS MENT. 5RFZ - 6000 E. Thomas Rood, Suite 1 JOB TITLE: SROLJTS, CARLA, CA Scottsdale, Arizona 85251 Phone: (602) 265-4331 Va,c (480) 663-1788 Zone 5 Windward Deck Ht (ft.) = 23.58 Windward PPt Ht. (ft.) Leeward Deck Ht (ft.) = 23.58 Leeward PPt Ht. (ft.) Windward Wall Ht (ft.) = 35 Roof Length (ft.) = 15900 Leeward Wall Ht (ft.) = 35 Factored P1 = 650.7 plf Windward Deck Ht (ft.) = Leeward Deck Ht (ft.) = Windward Wall Ht (ft.) = Leeward Wall Ht (ft.) = Factored P2 = 22.7 Windward PPt Ht. (ft.) Leeward PPt Ht. (ft.) Roof Length (ft.) = 15Ob plf 22.7 28.34 28.34 565.8 Windward Deck Ht (ft.) = Leeward Deck Ht (ft.) = Windward Wall Ht (ft.) = Leeward Wall Ht (ft.) = Factored P3 = 21.1 Windward PPt Ht. (ft.) Leeward PPt.Ht. (ft.) Roof Length (ft.) = i59!bO plf 21.1 2834 28.34 576.7 Windward Deck Ht (ft.) = Leeward Deck Ht (ft.) = Windward Wall Ht (ft.) = Leeward Wall Ht (ft.) = Factored P3 = 20.71 Windward PPt Ht. (ft.) Leeward PPt Ht. (ft.) Roof Length (ft.) plf 20.71 35 27.42 341.4 Zone 1 Length (ft.) = 29.33 Zone 2 Length(ft.) = 83.34 Zone 3 Length(ft.) = 19.34 Zone 4 Length (ft.)= 32.00 Zone 5 Length (ft.)= 19.20 Zone 6 Length(ft.) = 89.22 Zone 7 Length (ft.)= 69.58 Zone 8 Length (ft.)= 29.33 Seismic V N/S (kips)= 100.04 Seismic V E/W (kips)= 1 113.12 SHEET, NO._____ oeNo" 7077 98 BY____________ DATE __________ A.V. SOHWAN & ASSOC, &c CONSULTING CHECKED BY________________ DATE ______________ STRUCTURAL ENGINEERS LENT: RS 4Q 6000 E. Thomas Rood, Suite I Scottsdale, Arizona 85251 JOB TITLE. StROUT, CASL.SSA, CA Phone: (602) 265-4331 Fcw (480) 663-17BB Wind V N/S (kips)= 63.40 Wind V E/W (kips)= 84.82 Seismic V N/S (kips)= 100.041 Seismic V E/W (kips)= 1113.121 I Seismic Controls I Diaphragm shear = (V/2)*(1/Length) vi Diaphragm Length = 159.34 Q Diaphragm Length = 158.67 vi(plf)= 1313.91 v2(plf)= IM6.45 Use 11/2" PLB 22 Ga. Metal deck by Verco with 36/7/4 Weld pattern, with VSC2 side lap connections at 24" OC.. Allowable Shear = 561 plf L(ft.) = 26.83 Load = 4.3 I, Chord Length = 158.67 Diaphragm Depth = 159.34 Moment (k-ft) = (wL"2)/8 = 1984.09 T=C (kips)=M/d = 12.45 As Req'd (sq. in.)= T/Fs = 0.52 Use (2) #5 bars in 8" Bond Beam As Provided = 0.62 I'4/.)LIIOIU Chord Length = 159.34 Diaphragm Depth = 158.67 Moment (k-ft) = (wV2)/8 = 2253.01 T=C (kips)=M/d = ~~O 0 As Req'd (sq. in.)= T/Fs = .59 Use (2) #5 bars in 8" Bond Beam As Provided = 0.62 IChord Moment = 1115.06 T=C=M/d = 7.0 SHEET NO_ OF____ iOBNo. 7077 99 A.V.TRO SHWAN & ASSOC, kic. DESIGNED BY__ DATE - CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS LENT: 5ftR. 6000 E. Thomas Road, Suite 1 Scottsdale, Arizona 85251 JOB TITLE: CARL. A, CA p (504 265-4331 laic (480) 863-1788 W_1 t _(Shearwall Along Grid 1) L(ft.)= 158.00 Deck Ht. (ft.) = 24.00 Max Wall Ht. (ft.) = 35.00 Total Diaphragm shear (k) = 113.12 Roof Tributary Width (ft.) 24.67 see output Shear Applied at beck (k) = 56.56: wDL(plf)= 493.40 wLL (plf) = 493.40 £LL2 [_(Shearwall Along Grid 6) L (ft.) = 132.00 Deck Ht. (ft.) = 20.42 Max Wall Ht. (ft.)= 28.42 Total Diaphragm shear (k) = 113.12 Roof Tributary Width (ft.) 33.00 see output Shear Applied at Deck (k) = 56.56 wDL (plf) = 660.00 wLL (plf) = - - 660.00 (Shearwall Al L(ft.)= Deck Ht. (ft.) = Max Wall Ht. (ft.) = Total Diaphragm shear (k) = Roof Tributary Width (ft.) see output Shearwall Alo L(ft.)= Deck Ht. (ft.) = Max Wall Ht. (ft.) = Total Diaphragm shear (k) = Roof Tributary Width (ft.) see outout Grid E) 174.00 22.20 28.42 100.04 5.67 Grid A) 202.67 22.20 28.42 100.04 6.00 Shear Applied at Deck (k) wDL (plf) = 113.40, wLL (plf) = L 113.40 Shear Applied at Deck (k) = 1 50.021 wDL (plf) = 120.00 wLL (plf) = 120.00 SHEET NO._____ ____ JOB NO. 7077 100 I 0.utioLplanealLanhbIae14_ --H- -Hps -i- - - - - - - - - - - - - - - - - - - - - - 75i*2:O*i:0Wp=0:6*Wp ---- - - - - - - - - - - - - At LB Joist :!:+! Walls. Eonn. lo use Joists EmbedlPL i7.ki2.79kIin =2 o' for. ofiweid 4uired' - 7_. e- ;, - -flue e1 - . . - i-side-of-jcist - - seat; - mm.- - - - - :1--- - - - --- - - - - - - - /L67 40:f4 -k<7 2k IDK - -- - - - ±= -7f.2/-3-71-kIin)/2---2-.C-in of-'/4"-fillct weld at-each end of cah-angle - - - - - - '- - -Check ang1e11i90,q m3tksi/i 67 k,iise = 5111-. 9.Ok.. - - - - - - - - - - j L!(2&o/3.1 -ljllcjin)/2 I I I 2.71-i n±/2 fillet we1 H ± Td at chen ofach2nl = 1 I I -NLBaFl-Anchoragb- - -: - - - - - - - - - - - - - - -. --- 11 I --Develop-load -into-diaphiagm-using-(-14-bay- of ti& i - - - - - - - - - - - - - - - - - -. 2.94 I 5'6 "'l plf= 5.24 of reauired d 4J__L don - - - - - - - - - - - - - - - - - - - - =[ 1 1 w6I.o*o:52opst?4:o1=o:24Tkr I1' ----r k*b62r: :44J: r 0:4 n-r- kin - - - - - - - - - - - - - - -Max-load combinations -for 1-)-headed OTL1tI-t--1 Ltt 4t:H1i stud- 9 " V j- fj= O14nic"')/-2i)+(-.7)(-2:4kI4-)f=- : I4jt G[54k SeefolIowingsheetforheáded tud analysis 1.6 25 S SHEET NO°1_OF- JOB NO. 7077 _IRS_______ __________ Al ScHWAN & ASSOC., Inc. DESIGNED BY____________ DATE CONSULTING CHECKED BY_________________ DATE STRUCTURAL ENGINEERS CLIENT'SS 6000 E. Thomas Road, Suite 1 Scottsdale, Arizona 85251 JOB TITLE: SSQUTS, CARLSAP, CA Phone: (602) 265-4331 Fax: (480) 663-1788 Shear Walls Sprouts BRR i*c& A.V. SCHWAN & ASSOCIATES \\ Ill CONSULTING STRUCTURAL ENGINEERS SCOTFSDALE, ARIZONA (602)265-4331 L £3 Wall Numberi I Total Wall Height Ht = 35.0 1st Deck Height Hi = 24.0 1st Shear Force Vi = 5656 2nd Deck Height H2 = 0.0 2nd Shear Force V2 = 3rd Deck Height H3= 0.0 3rd Shear Force V3 = 01 Wall Length L = 158.001 Footing Length L = 158.00 Footing Width w = 2.00 Footing Thickness d = 1.00 Bottom of Footing D = - 2.00 Footing Weight Wftg = 14 Allowable Bearing Pressure q= 2500 Roof Dead Load Wrdl = 494 Roof Live Load Wril = 494 Floor Dead Load WIdI = Floor Live Load Wfll Wall Weight Ww = 6 Wall Thickness t Overturning Calculations ft ft lb (ASD) ft lb (ASD) ft lb (ASD) ft ft ft ft ft ocf psf olf lf pif lf psf in 2500 Short Term Overturning Moment Mot = 1470560 ft-lb 2450933.33 ft-lb (Ult.) Dead Load Pdl = 516765 lb Factored Dead Load .6Pdl = 310059 lb Resistig Moment Mr= 40824461 Factored Resisting Moment .6Mr = 24494677 ft-lb Mr/Mot = 16.66 >1 OK Bearing Calculations Dead Load & Lateral Loads Dead Load Resisting Moment a e Total Load & Lateral Loads Total Load Resisting Moment e= Pdl= 516765 lb Mr= 40824461 ft-lb (Mr-Mot)/P = 76.15 ft U2-a 2.85 ft U6 = 26.33 ft Bearing Pressure Ptl= 594817 lb Mr= 46990569 ft-lb (Mr-Mot)/P = 76.53 ft L/2-a= 2.47 ft U6= 26.33 ft Bearing Pressure 620118 lb (Ult.) 48989354 ft-lb (Ult.) 75.05 ft (Ult.) 3.95 ft (Ult.) 26.33 ft (Ult.) q= 1812 psf g = 1693 psf (Ult.) 745002 lb (Ult.) 58855126 ft-lb (Ult.) 75.71 ft (Ult.) 3.29 ft (Ult.) 26.33 ft (Ult.) q = 2059 psf g = 1989 psf (Ult.) OK OK 102 0 Sprouts Jan-00 A.V. SCHWAN & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS SCOVFSDALE, ARIZONA (602) 265-4331 Shear Walls Wall Numberl 1 I Bearing Calculations Gravity Alone Total Load Ptl = 594817 lb 763330 lb. (Ult.) q= 1882 psf .OK = 2416 psf (Ult.) Footing Steel Calculations Check Unreinforced Footing Thickness Transverse Direction q(Ult.)= 2416 psf S = 2001nsq. M (Ult.) = 537 ft-lb M allow = 2708 ft-lb OK V (Ult.) = 0 lb V allow = 10200 lb OK Longitudinal Direction q (Ult.) = 2416 psf S = 200insq. M (Ult.) = 0 ft-lb M allow 2708 ft-lb OK V (Ult.) = 0 lb V allow = 10200 lb OK Check Required Steel Transverse Direction d= 8.51n As req. = 0.000 insq./ft Longitudinal Direction d= 8.5 in As req. = 0.000 in sq./ft End of Wall Tension Steel Calculations Mot= 1414000 ft-lb Pr = 447772 lb Mr= 35373988 ft-lb Mot -.6Mr= Oft-lb As = I 031lin sq. P = 0.00002 k = 0.02997 = 0.99001 fm= Opsi <495 OK Ifs = Opsi <24000 OK 103 Shear Walls Sprouts BRR A.V. SCHWAN & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS \ * SCOVFSOALE, ARIZONA (602)265-4331 Wall Numberl 2 I Total Wall Height Ht = 28.4 St Deck Height Hi = 20.42 St Shear Force Vi = 56560 2nd Deck Height H2 = 0.00 2nd Shear Force V2= rd Deck Height H3 = 0.00 rd Shear Force V3 = 01 Wall Length L= 132.001 Footing Length L = 132.00 Footing Width w = 2.00 Footing Thickness d = 1.00 Bottom of Footing D = - 2.00 Footing Weight Wftg = 145 Allowable Bearing Pressure q= 2500 Roof Dead Load Wrdl = 660 Roof Live Load Will = 660 Floor Dead Load Wfdl = Floor Live Load Will = Wall Weight Ww= 6 Wall Thickness t = Overturning Calculations ft ft lb (ASD) ft lb (ASD) ft lb (ASD) ft ft ft ft ft pcf psf plf plf plf plf psf in 2500 Short Term Overturning Moment Mot = 1268075.2 ft-lb 2113458.67 ft-lb (Ult.) Dead Load Pdl = 397184 lb Factored Dead Load .6Pdl = 238310 lb Resistig Moment Mr= 26214118 Factored Resisting Moment .6Mr = 15728471 ft-lb Mr/Mot = 12.40 >1 OK Bearing Calculations ueaa LOGO & Lateral LOGOS Dead Load Pdl = 397184 lb 476620 lb (Ult.) Resisting Moment Mr= 26214118 ft-lb 31456941 ft-lb (Ult.) a = (Mr-Mot)/P = 62.81 ft 61.57 ft (Ult.) e = U2 - a = 3.19 ft 4.43 ft(Ult.) U6 = 22.00 ft 22.00 ft (Ult.) Bearing Pressure q = 1723 psf OK g= 1627 psf (Ult.) total Loaa 6, LSZI Total Load Resisting Moment a= e Ptl = 4843041b Mr= 31964038 ft-lb (Mr-Mot)/P = 63.38 ft U2-a 2.62 ft U6 = 22.00 ft Bearing Pressure 616012 lb (Ult.) 40656813 ft-lb (Ult.) 62.57 ft (Ult.) 3.43 It (Ult.) 22.00 ft (Ult.) q = 2053 psf 2023 psf (Ult.) OK n LC Sprouts Jan-00 A.V. SCHWAN & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS SCO11'SDALE. ARIZONA (602)265-4331 Shear Walls Wall Numberl 2 Bearing Calculations Gravity Alone Total Load Ptl = 4843041b 631324 lb. (Ult.) q = 1834 psf OK = 2391 psf (Ult.) Footing Steel Calculations Check Unreinforced Footing Thickness Transverse Direction q (Ult.) = 2391 psf S = 200insq. M (Ult.) = 531 ft-lb Mallow = 2708 ft-lb .0K V (Ult.) = 0 lb V allow = 10200 lb OK Longitudinal Direction q (Ult.) = 2391 psf S= 200insq. M (Ult.) = 0 ft-lb M allow 2708 ft-lb . OK V (Ult.) = 0 lb V allow = 10200 lb OK Check Required Steel Transverse Direction d= 8.5 in As req. = 0.000 in sq./ft Longitudinal Direction 8.5 in As req. = 0.000 in sq./ft End of Wall Tension Steel Calculations Mot = 1211515 ft-lb Pr = 339544 lb Mr= 22409878 ft-lb Mot- .6Mr= Oft-lb As = I 0.31 in sq. P = 0.00003 k = 0.03276 = 0.98908 fm = Opsi <495 OK fs Opsi <24000 OK - 105 Shear Walls Sprouts BRR I A.V. SCHWAN & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS SCOTFSDALE, ARIZONA 9 ZS (602) 2654331 Wall Numberl 3 I Total Wall Height Ht = 28.42 St Deck Height Hi = 22.20 St Shear Force Vi = 50020 2nd Deck Height H2 = 0.00 2nd Shear Force V2= 3rd Deck Height H3 = 0.00 3rd Shear Force V3 = 01 Wall Length L = 174.00 Footing Length L = 174.00 Footing Width w = 2.00 Footing Thickness d = 1.00 Bottom of Footing 0 = - 2.00 Footing Weight Wftg = 145 Allowable Bearing Pressure q = 2500 Roof Dead Load Wrdl = 11 Roof Live Load Wril = 11 Floor Dead Load Wfdl = Floor Live Load Wfll = Wall Weight Ww = 6 Wall Thickness t = Overturning Calculations ft ft lb (ASD) ft lb (ASD) ft lb (ASD) ft ft ft ft ft cf psf plf plf plf plf psf in 2500 Short Term Overturning Moment Mot = 1210484 ft-lb 2017473.33 ft-lb (Ult.) Dead Load Pd] = 4285561b Factored Dead Load .6Pdl = 257134 lb Resistig Moment Mr= 37284389 Factored Resisting Moment .6Mr = 22370634 ft-lb Mr/Mot = 18.48 >1 OK Bearing Calculations Load & Lateral Loads Load ing Moment a= e= rotal Load & Lateral Loads lotal Load esisting Moment a= e= Pdl = 4285561b Mr= 37284389 ft-lb (Mr-Mot)/P = 84.18 ft U2-a 2.82 ft U6 = 29.00 ft Bearing Pressure Ptl = 4483921b Mr= 39010121 ft-lb (Mr-Mot)/P = 84.30 ft U2-a= 2.70 ft U6 = 29.00 ft Bearing Pressure 514267 lb (Ult.) 44741267 ft-lb (Ult.) 83.08 It (Ult.) 3.92 ft (Ult.) 29.00 ft (Ult.) q= 1351 psf g = 1258 psf (Ult.) 546005 lb (Ult.) 47502438 ft-lb (Uk.) 83.31 ft (Ult.) 3.69 ft (Ult.) 29.00 ft (Ult.) 1408 psf g = 1327 psf (Ult.) OK OK 106 0 Sprouts Jan-00 A.V. SCHWAN & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS SCOTFSDALE, ARIZONA (602)265-4331 Shear Walls Wall Numberl 3 I Bearing Calculations Gravity Alone Total Load Ptl = 4483921b 566189 lb. (Ult.) q = 1288 psf OK g = 1627 psf (Ult.) Footing Steel Calculations Check Unreinforced Footing Thickness Transverse Direction q (Ult.) = 1627 psf S = 200insq. M (Ult.) = 362 ft-lb M allow = 2708 ft-lb OK V (Ult.) = 0 lb V allow = 10200 lb OK Longitudinal Direction q (Ult.) = 1627 psf S = 200insq. M (Ult.) = 0 ft-lb M allow 2708 ft-lb OK V(Ult.)= 0 lb V allow = 10200 lb OK Check Required Steel Transverse Direction 8.5 in As req. = 0.000 in sq./ft [LongitudinalDirection I d= 8.5 in As req. = 0.000 in sq./ft End of Wall Tension Steel Calculations Mot = 1160464 ft-lb Pr= 3525761b Mr= 30674129 ft-lb Mot - .6Mr = 0 ft-lb As = I 031 in sq. P = 0.00002 k = 0.02857 = 0.99048 1m = Opsi <495 Qj Vs = Opsi <24000 OK 107 Shear Walls Sprouts BRR 4 A.V. SCHWAN & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS SCO11'SDALE, ARIZONA (602)265-4331 Wall Numberf 4 I Total Wall Height Ht = 28.4 St Deck Height Hi = 22.2 St Shear Force Vi = 5002 2nd Deck Height H2 = 0.0 2nd Shear Force V2 = rd Deck Height H3 = 0.0 rd Shear Force V3= 01 Wall Length L = 202.67 Footing Length L = 202.67 Footing Width w = 2.0 Footing Thickness d = 1.0 Bottom of Footing D = - 2.0 Footing Weight Wftg = 14 Allowable Bearing Pressure q= 250 Roof Dead Load Wrdl = 12 Roof Live Load Will = 12 Floor Dead Load Wfdl = 0 Floor Live Load Wfll = 0 Wall Weight Ww = 65 Wall Thickness t = 8 Overturning Calculations ft ft lb (ASD) ft lb (ASD) ft lb (ASD) ft ft ft ft ft ocf Dsf nif DIf plf olf Dsf in 2500 Short Term Overturning Moment Mot = 1210484 ft-lb 2017473.33 ft-lb (Ult.) Dead Load Pdl = 5003851b Factored Dead Load .6Pd1 = 300231 lb Resistig Moment Mr= 50706562 Factored Resisting Moment .6Mr = 30423937 ft-lb Mr/Mot = 25.13 >1 OK Bearing Calculations Dead Load & Lateral Loads Dead Load Resisting Moment a= e Total Load & Lateral Loads Total Load Resisting Moment e= Pdl = 5003851b Mr= 50706562 ft-lb (Mr-Mot)IP = 98.92 ft U2-a 2.42 ft L16 = 33.78 ft Bearing Pressure Ptl = 5247061b Mr= 53171070 ft-lb (Mr-Mot)/P = 99.03 ft U2-a 2.31 ft 1J6 = 33.78 ft Bearing Pressure 600463 lb (Ult.) 60847874 ft-lb (Ult.) 97.98 ft (Ult.) 3.36 ft (Ult.) 33.78 ft (Ult.) 1323 psf g = 1222 psf (Ult.) 639375 lb (Ult.) 64791087 ft-lb (Ult.) 98.18 ft (Ult.) 3.16 ft (Ult.) 33.78 ft (Ult.) q= 1383 psf = 1294 psf (Ult.) OK OK 0 Jan-00 A.V. SCHWAN & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS Sprouts SCOTTSDALE, ARIZONA (602)2654331 Shear Walls Wall Numberl 4 I Bearing Calculations Gravity Alone Total Load Ptl = 5247061b 662885 lb. (Ult.) q = 1294psf OK q = 1635 psf(UIt.) Footing Steel Calculations Check Unreinforced Footing Thickness Transverse Direction q (Ult.) = 1635 psf S = 2001nsq. M (Ult.) = 363 ft-lb M allow = 2708 ft-lb OK V (Ult.) = 0 lb V allow = 10200 lb OK Longitudinal Direction q (Ult.) = 1635 psf S = 200insq. M (Ult.) = 0 ft-lb M allow 2708 ft-lb OK V (Ult.) = 0 lb V allow = 10200 lb OK Check Required Steel Transverse Direction 8.5 in As req. = 0.000 in sq./ft Longitudinal Direction d= 8.5 in As req. = 0.000 in sq./ft End of Wall Tension Steel Calculations Mot = 1160464 ft-lb Pr = 4118861b Mr= 41738492 ft-lb Mot - .6Mr = 0 ft-lb As = I 0.3111n sq. P = 0.00002 k = 0.02650 0.99117 fm = Opsi <495 OK 1s 0psi <24000 OK MR Consulting Structural Engineers Engineer: Project ID: 7077 A.V. Schwan & Associates Project Title: Sprouts I. 6000 E Thomas Rd #1 Project Descr: Scottsdale, AZ 85251 602-2654331 www.AVSchwan.com Printed: 3AUG 2017, 1:42PM VVaII Footing File = S:\0SPROU-117077-S-11ENGlNE-1\Enerca?c7O77.ec6 ENERCALC, INC. 1983-2017, Build:10.17.7.24, Ver:10.17.7.24 Description: Property Line Footing ode Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information - - - Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elasc Modulus = 3,122.0 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 Min Allow % Temp Reinf. = 0.00180 when base footing IS below = ft Mm. 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 Adjusted Allowable Bearing Pressure 2.0 ksf ___________ _______________ rbiiii Rifng Footing Width = 4.50 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centertine to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size # 5 from center of footing = 20 in xj _ IIII HI 3'-11 . •1 z Loads D Lr L S W E H P: Column Load = 1.910 0.060 . k OB : Overburden ksf V-x = k M-zz = k-ft Vx applied = in above top of footing 110 A.V. Schwan & Associates Project Title: Sprouts Consulting Structural Engineers Engineer: Project ID: 7077 6000 E Thomas Rd #1 Project Descr: IJj4J Scottsdale, AZ 85251 602-265-4331 www.AVSchwan.com Printed: 3 AUG 2017, 1:42PM Wa II Foo t File S \OSPROU-1\7077 S-1ENGINE-1\EnercaIc7077 ec6 ung ... -t ENERCALC INC 1983 2017 Build 1017724 Ver 1017724 Description: Property Line Footing [DESIGWS1JM!ARY Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a' Overturning - Z-Z 0.0 k-ft 0.0 k-ft , No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8671 Soil Bearing 1.734 ksf 2.0 ksf +D+Lr+H PASS 0.005973 Z Flexure (+X) ' 0.07196 k-ft - 12.046 k-ft +1.40D+1.60H PASS 0.06526 Z Flexure (-X) . 0.7861 k-ft 12.046 k-ft +0.90D+E+0.90H PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.2775 1-way Shear (-X) 20.815 psi 75.0 psi +1.40D+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc +X Ratio +D+H 0 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +D+L+H 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +D+Lr+H 2.0 ksf 15.024 in 0.0 ksf 1.734 ksf 0.867 +D+S+H 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +D+0.750Lr+0.750L+H 2.0 ksf 14.995 in 0.0 ksf 1.720 ksf 0.860 +D+0.750L+0.750S+H 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +D+0.60W+H 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +D+0.70E+H 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +D+0.750Lr+0.750L+0.450W+H 2.0 ksf 14.995 in 0.0 ksf 1.720 ksf 0.860 +D+0.750L+0.750S+0.450W+H 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +D+0.750L+0.750S+0.5250E+H 2.0 ksf 14.907 in 0.0 ksf 1.678 ksf 0.839 +0.60D+0.60W+0.60H . 2.0 ksf 14.907 in 0.0 ksf 1.007 ksf 0.504 +0600+070E+060H 2.0 ksf 14.907 in 0.0 ksf 1.007 ksf 0.504 111 UPDATE REPORT AND CHANGE OF GEOTECHNICAL ENGINEER OF RECORD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PREPARED FOR SHEA HOMES SAN DIEGO, CALIFORNIA APRIL24, 2017 PROJECT NO. G2108-32-01 GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL a MATERIALS Project No. G2108-32-01 April 24, 2017 Shea Homes 9990 Mesa Rim Road San Diego, California 92121 Attention: Mr. Greg Ponce Subject: UPDATE REPORT AND CHANGE OF GEOTECHNICAL ENGINEER OF RECORD BRESSI RANCH; LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA Dear Mr Ponce: In accordance with your request, and our Proposal No. No. LG-1 7084, dated March 2, 2017, we have prepared this correspondence to document that Geocon Incorporated will accept the role of Geotechnical Engineer of Record for the subject project. As part of this acceptance, we have reviewed the following document and plan. Geotechnical Update Investigation, Lots 29 to 32 of Carlsbad Tract CT-02-15, Bressi Ranch, Carlsbad, California, prepared by Leighton & Associates, dated December 10, 2014. 2. Vesting Tentative Map, Uptown Bressi-Carlsbad, CA, Sheets C-I through C-7, prepared by Rick Engineering Company, (Revision No. 3), dated May 27, 2016. Based on our review of the referenced report, we are in general concurrence with the geological characterization and geotechnical recommendations provided by Leighton & Associates. However, some modifications and additional recommendations are provided herein that should be considered as an update to the referenced report dated December 10, 2014. Where the recommendations of this report conflict with those in Reference No. 1, the recommendations contained herein shall take precedence. As part of our due diligence in accepting the role of engineer of record, Geocon performed a limited geotechnical investigation to evaluate the suitability of the existing fill embankment in the southwest corner of the pad and compression/expansion characteristics of the formational materials exposed across the majority of the lots. The field work consisted of performing nine hollow-stem borings (see Appendix A) and collecting bulk and ring samples for laboratory testing to evaluate the in-situ moisture-density, expansion and compression characteristics of the primary embankment, and expansion and consolidation/swell characteristics of the formational materials near finish grade (see Appendix B). The Geologic Map, Figure 1 depicts the proposed development, as-graded geologic conditions obtained from Reference No. I and the approximate locations of our exploratory borings and trenches 6960 FIandé. Drié • San Dió, Cdliforñid 921:2 ].2974 a Telephone 8.558900 m Fax 858.558.6159 by Leighton & Associates. Logs for the trench excavations performed by Leighton & Associates are presented in Appendix C. MODIFICATIONS AND RECOMMENDATIONS 1.0 General Recommendations The primarily geotechnical consideration for site development is the presence of "high" to "very high" expansive soils identified in the recent and previous studies on the site. In order to reduce the effects of soil expansion on the proposed improvements, special design and remedial grading recommendations will be necessary. It should be noted that incorporation of the recommendations herein will not eliminate the potential for impacts due to highly expansive soil, especially for lightweight improvements such as slabs-on grade, curb and gutter structures, etc. The upper two to three feet of soil/bedrock on the existing sheet graded pad contains "high" to "very high" expansive soils which have desiccated since the original pad grading. Based on the results of our laboratory testing, this material will require removal, moisture conditioning and compaction to reduce the potential for excessive swelling when wetted. In addition, bedrock areas exposed within the upper three feet of finish grade will require undercutting/processing and replacement to reduce the effects of the expansive soils. The remedial grading should consist of removing a minimum of 3 feet of soil below the existing sheet graded pad (in proposed fill areas) or proposed finish graded pad subsequent to fine grading. The resulting ground surface should be scarified, moisture conditioned to at least 3% above optimum moisture content and compacted to at least 90 percent relative compaction. Soil placed to achieve finish grade should be placed at a similar moisture content and relative compaction. Figure 2 presents a graphical representation of the proposed remedial grading recommendations. All grading should be performed in accordance with the attached Recommended Grading Specifications (Appendix D). All fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of maximum dry density and a minimum of 3% above optimum moisture content, as determined in accordance with ASTM Test Procedure D1557. Fill materials below 3% optimum moisture content will require additional moisture conditioning prior to placing additional fill. Site preparation should begin with the removal of all deleterious material and vegetation. The existing on site soils are suitable for re-use as fill if free from vegetation, debris and other deleterious material. Exporting of the highly expansive soils is not necessary provided the client understands the inherent risks associated with placing expansive soils near finish grade. The recommendations provided herein assume that select grading to cap the finish pad surface will not be performed. Project No. G2108-32-01 - 2 - April 24, 2017 Based on our subsurface exploration and laboratory testing, the existing previously placed fill is suitable for support of additional fill and/or structural loading provided the remedial grading described above is accomplished. Loose or soft accumulated soils within the temporary detention basins will need to be removed and compacted prior to filling the basin. Abandoned storm drain pipes associated with the temporary basin, if any, should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. Specific undercutting recommendations for cut/fill transition areas should be evaluated once the fine grading plan has been finalized. Undercuts of 5 feet recommended in Reference No. I will not be required with the exception of residential Building Nos. 5 through 7 to reduce the differential fill thickness. These areas should also be evaluated once the grading plan is finalized. 2.0 Seismic Design Criteria We used..the computer program U.S. Seismic Design Maps, provided by the USGS. Table 2.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7-10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 seconds. The values presented in Table 2.1 are for the risk-targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the building should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. TABLE 2.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter . Value 2016 CBC Reference Site Class D Section 16 13.3.2 MCER Ground Motion Spectral 1.039g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss MCER Ground Motion Spectral 0.403g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), Si Site Coefficient, FA 1.084 Table 1613.3.3(1) Site Coefficient, Fv 1.597 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.127g Section 16 13.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified MCER Spectral 0.644g Section 16 13.3.3 (Eqn 16-38) Response Acceleration (1 sec), SMI 5% Damped Design Spectral Response Acceleration (short), SDS 0.751g Section 1613.3.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), SDI 04299 Section 16 13.3.4 (Eqn 16-40) Project No. G2108-32-01 -3 - April 24, 2017 Table 2.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCEG). TABLE 2.2 2016 CBC SITE ACCELERATION PARAMETERS Parameter Value, Site Class D ASCE 7-10 Reference Mapped MCEG Peak Ground Acceleration, PGA 0.397g Figure 22-7 Site Coefficient, FPGA 1.103 Table 11.8-1 Site Class Modified MCEG Peak Ground Acceleration, PGAM 0.438g Section 11.8.3 (Eqn 11.8-1) Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 3.0 Foundation and Concrete Slab-On-Grade Recommendations The following foundation recommendations are for proposed one- to three-story commercial/residential structures. The foundation recommendations have been separated into four categories based on either the maximum and differential fill thickness or Expansion Index. The foundation category criteria are presented in Table 3.1. TABLE 3.1 FOUNDATION CATEGORY CRITERIA Foundation Category Maximum Fill Thickness, T (feet) Differential Fill Thickness, D (feet) Expansion Index (El) I T<20 -- EI<50 H 20<F<50 lO<D<20 50<EI90 III T?50 D?20 90<EI130 IV -- -- EI>130 Final foundation categories for each building or lot will be provided after finish pad grades have been achieved and laboratory testing of the finish grade soil has been completed. Table 3.2 presents minimum foundation and interior concrete slab design criteria for conventional foundation systems. Project No. G2108-32-01 -4- April 24, 2017 TABLE 3.2 CONVENTIONAL FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Minimum Footing Continuous Footing Interior Slab Category Embedment Depth Reinforcement Reinforcement (inches) I 12 Two No. 4 bars, 6 x 6 - 10/10 welded wire one top and one bottom mesh at slab mid-point II 18 Four No. 4 bars, No. 3 bars at 24 inches on two top and two bottom center, both directions III 24 Four No. 5 bars, No. 3 bars at 18. inches on two top and two bottom center, both directions Note: Conventional foundations are not recommended for Foundation Category IV (see Table 3.3 for post- tension foundation recommendations for Category IV) The embedment depths presented in Table 3.2 should be measured from the lowest adjacent pad grade for both interior and exterior footings. The conventional foundations should have a minimum width of 12 inches and 24 inches for continuous and isolated footings, respectively. A typical wall/column footing detail is presented on Figure 3. The concrete slabs-on-grade should be a minimum of 4 inches thick for Foundation Categories I and H and 5 inches thick for Foundation Categories III and TV. The concrete slabs-on-grade should be underlain by 4 inches and 3 inches of clean sand for 4-inch thick and 5-inch-thick slabs, respectively. Slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive materials should be underlain by a vapor inhibitor covered with at least 2 inches of clean sand or crushed rock. If crushed rock will be used, the thickness of the vapor inhibitor should be at least 10 mil to prevent possible puncturing. As a substitute, the layer of clean sand (or crushed rock) beneath the vapor inhibitor recommended in the previous section can be omitted if a vapor inhibitor that meets or exceeds the requirements of ASTM E 1745-97 (Class A), and that exhibits permeance not greater than 0.012 perm (measured in accordance with ASTM E 96-95) is used. This vapor inhibitor may be placed directly on properly compacted fill or formational materials. The vapor inhibitor should be installed in general conformance with ASTM E 1643-98 and the manufacturer's recommendations. Two inches of clean sand should then be placed on top of the vapor inhibitor to reduce the potential for differential curing, slab curl, and cracking. Floor coverings should be installed in accordance with the manufacturer's recommendations. As an alternative to the conventional foundation recommendations, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensioning Institute (PTI) DC 10.5-12 ProJectNo. G2108-32-01 -5 - April 24, 2017 Standard Requirements for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive Soils or WRJ/CRSI Design of Slab-on-Ground Foundations, as required by the 2016 California Building Code (CBC Section 1808.6.2). Although this procedure was developed for expansive soil conditions, it can also be used to reduce the potential for foundation distress due to differential fill settlement.. The post-tensioned design should incorporate the geotechnical parameters presented in Table 3.3 for the particular Foundation Category designated. The parameters presented in Table 3.3 are based on the guidelines presented in the PT! DC 10.5 design manual. TABLE 3.3 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PT, Third Edition Design Parameters Foundation Category 1 11 111 IV Thornthwaite Index -20 -20 -20 -20 Equilibrium Suction 3.9 3.9 3.9 3.9 Edge Lift Moisture Variation Distance, em (feet) 5.3 5.1 4.9 3.8 Edge Lift, yM(inches) 0.61 1.10 1.58 3.04 Center Lift Moisture Variation Distance, em (feet) 9.0 9.0 9.0 __________ 7.0 Center Lift, YM (inches) 0.30 0.47 0.66 1.07 Foundation systems for the lots that possess a foundation Category I and a "very low" expansion potential (expansion index of 20 or less) can be designed using the method described in Section 1808 of the 2016 CBC. If post-tensioned foundations are planned, an alternative, commonly accepted design method (other than PTI DC 10.5) can be used. However, the post-tensioned foundation system should be designed with a total and differential deflection of 1 inch. Geocon Incorporated should be contacted to review the plans and provide additional information, if necessary. The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. If the structural engineer proposes a post-tensioned foundation design method other than PT!, Third Edition: The deflection criteria presented in Table 3.3 are still applicable. Interior stiffener beams should be used for Foundation Categories II through IV. The width of the perimeter foundations should be at least 12 inches. Project No. G2108-32-01 - 6 - April 24, 2017 The perimeter footing embedment depths should be at least 12 inches, 18 inches, 24 inches, and 30 inches for foundation categories I, II, III, and IV, respectively. The embedment depths should be measured from the lowest adjacent pad grade. Our experience indicates post-tensioned slabs are susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. Current PTI design procedures primarily address the potential center lift of slabs but, because of the placement of the reinforcing tendons in the top of the slab, the resulting eccentricity after tensioning reduces the ability of the system to mitigate edge lift. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints be allowed to form between the footings/grade beams and the slab during the construction of the post-tension foundation system. Category I, II, III or IV foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations for a particular foundation category. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended for Categories III and TV. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. For Foundation Categories III and TV, consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. Special subgrade presaturation is not deemed necessary prior to placing concrete; however, it is imperative that the exposed foundation and slab subgrade soils be moisture conditioned regularly after grading and a moist condition is maintained until the concrete is placed. Additional testing/observation may be necessary to verify that the appropriate moisture content is being maintained. It is the responsibility of the client's project field management team to coordinate such testing/observation with Geocon representatives prior to concrete placement. Project No. G2108-32-01 -7- April 24, 2017 Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal:vertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. When located next to a descending 3:1 (horizontal:vertical) fill slope or steeper, the foundations should be extended to a depth where the minimum horizontal distance is equal to H/3 (where H equals the vertical distance from the top of the fill slope to the base of the fill soil) with a minimum of 7 feet but need not exceed 40 feet. The horizontal distance is measured from the outer, deepest edge of the footing to the face of the slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry have been determined. If swimming pools are planned, Geocon Incorporated should be contacted for a review of specific site conditions. Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. Although other improvements, which are relatively rigid or brittle, such as concrete flatwork or masonry walls, may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures, which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. The following recommendations apply to exterior flatwork where near surface soils are low to medium expansive (El less than 90). Exterior slabs not subjected to vehicular traffic should be a minimum of 4 inches thick and reinforced with 6 x 6-6/6 welded wire mesh. The mesh should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the upper 12 inches of subgrade soils should be moisture conditioned at or slightly above optimum moisture content and compacted to at least 90 percent of the laboratory maximum dry density per ASTM 1557. Where highly expansive soils (El greater than 90) are present near finish grade, the following recommendations apply. Exterior slabs should be at least 5 inches thick and reinforced with No. 3 steel bars spaced 18 inches on center each direction positioned at the slab midpoint. Driveways should be constructed with a 6-inch deep slab edge (measured from the bottom of the slab). Slabs should be Project No. G21083201 -8- April 24, 2017 doweled to the building foundation where they abut the stem wall. Sidewalks should be doweled to the curbs. Prior to construction of slabs, the upper 12 inches of subgrade soils should scarified and moisture conditioned to a minimum of 3% above optimum moisture content just prior to placing the concrete. Moisture conditioning should be observed and checked by a representative of Geocon Incorporated. Consideration should be given to adding concrete cut-off walls beneath exterior flatwork supported by highly expansive soils (El greater than 90). The cut-off walls are recommended where any water (e.g. landscape) may migrate laterally beneath the flatwork and cause adverse soil movement. The cut-off walls should be located along the perimeter of the concrete slab adjacent to landscaping areas and extend at least 6-inches into the soil subgrade. Concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACT) should be taken into consideration when establishing crack control spacing. A 4-inch-thick slab should have a maximum joint spacing of 10 feet. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented above prior to concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be checked prior to placing concrete The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. Periotic maintenance such as slab replacement and/or grinding of elevated slab margins may be necessary due to the highly expansive soils. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 4.0 Retaining Walls and Lateral Loads Recommendations Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic Project No. G2108-32-0I - 9 - - April 24, 2011 foot (pcf). Where the backfill will be inclined at 2:1 (honzontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 50. Imported low expansion granular soil would be required. If moderately expansive soils (El greater than 50) are used for backfill, the active earth pressure would increase to 80 pcf for level backfill and 95 pcf for backfill inclined at 2:1 (horizontal:vertical). These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 130. Backfill material exhibiting an Expansion Index greater than 130 should not be used. Retaining walls shall be designed to ensure stability against overturning sliding, excessive foundation pressure and water uplift. Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, it is not necessary to consider active pressure on the keyway. Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (total unit weight of soil should be taken as 130 pcf). Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on- site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. Project No. G2108-32-01 _10 - April 24, 2017 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. A typical retaining wall drainage detail is presented on Figure 4. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. In general, wall foundations having a minimum depth of 24 inches and width of 12 inches may be designed for an allowable soil bearing pressure of 2,000 psf. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. The structural engineer should determine the Seismic Design Category for the project in accordance with Section 1613.3.5 of the 2016 CBC or Section 11.6 of ASCE 7-10. For structures assigned to Seismic Design Category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 2111 should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.438g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formational materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An ultimate friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. Project No. G2108-32-01 - 11 - April 24, 2017 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. 5.0 Grading and Foundation Plan Review The geotechnical engineer and engineering geologist should review the grading and foundation plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. Should you have any questions regarding this correspondence or desire additional information, please contact the undersigned. Very truly yours, GEOCON INCORPORATED Tron 240 K. ist Trevor E. Myers ,2 CE RCE 63773 iavid B.van1 CEG 1860 TKR:TEM:DBE:ejc (e-mail) Addressee ((.j1f DAVID B. 07 EVANS Ir NO. 1860 2-1 * CERTIFIED (P\ ENGINEERING GEOLOGIST * Project No. G2108-32-01 -12 - April 24, 2017 EXISTING PROPOSED SHEET GRADE FINISH GRADE ....ZONE REQUIRING REMEDIAL GRADING IN ACCORDANCE WITH SECTION 1 NO SCALE I I REMEDIAL GRADING EXHIBIT I GEOCON (low) INCORPORATED GEOTECHNICAL. ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSKIGTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA DATE 04-24- 2017 PROJECT NO. G2108 - 32-01 FIG. 2 Pbtted04!2412017 I 1:09AM I By' RUBEN AGULAR I FIR Lo YPROJECTSG2108-32-01 (Broso1Ronth)IDErALSRon,odIGrod E,thbICo1&Fdwg CONCRETE SLAB 4 SAND AND VAPOR PAD GRADE RETARDER IN ACCORDANCE WITH ACt .: .::.. .. .00 U. \.... . WIDTH *....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON (low) .INC,9RPORATED . GEOTECHNICALu ENVIRONMENTAL. MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM / AML DSK/GTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA I DATE 04-24- 2017 I PROJECT NO. G2108 -32-01 I FIG. 3 I Pbd:0424/2017 10:26AM I By:RUBEMAGIJL.AR I FI lo at,n:V\PROJECTSG2108-32-01 (Broo Ranc0)DETALSWaDCoLoon FOot.9 Db000sbo Oota(COLFOOT2).dwg CONCRETE PROPOSED BROWDITCH 7 RETAINING WALL GROUND SURFACE PROPERLY COMPACTED I BACKFILL \\ -.._TEMPORARY BACKCUT WATERPROOFING - PER OSHA PER ARCHITECT 74 H 2/3 H IMIRAFI14ON FILTER FABRIC - I (OR EQUIVALENT) OPEN GRADED - 1MAX.AGGREGATE GROUND SURFACE I - FOOTING 4" DIA. PERFORATED SCHEDULE L-1 40 PVC PIPE EXTENDED TO APPROVED OUTLET 12" CONCRETE j—GROUND SURFACE BROWDITCI-I RETAINING - WALL WATER PROOFING _—PERARCHIIECT DRAINAGE PANEL __- (MIRADRAIN 6000 OR EQUIVALENT) 2/3 H 3/4" CRUSHED ROCK - (1 CU.FTJFT.) FILTER FABRIC PROPOSED ENVELOPE - 0 M [RAF I14ON OR EQUIVALENT FOOTING 4 DIA SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING PROPOSED CONCRETE BROWDITCH RETAINING WALL - 2/3 H GROUND SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT) 4" DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NO SCALE I I TYPICAL RETAINING WALL DRAIN DETAIL I GEOCON INCORPORATED ow) GEOTECHNICALU ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSK/GTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA DATE 04 -24 -2017 PROJECT NO. G2108 - 32 - 01 FIG. 4 Pbttod:0412412017 10:28M I ByRUBENAGULAR I File Lo tnX:\PROJECTSG2lO8-32.Ol IBr000i R hI\DETALSTyp.eI Rotob,g Wag Droiage DeW(RWDD7A)4wg APPENDIX APPENDIX A FIELD INVESTIGATION The field investigation was performed on March 20, 2017, and consisted of a visual site reconnaissance and advancing nine exploratory borings (Boring Nos. B-i through B-9) at various locations across the subject site. The approximate locations of the borings are shown on the Geologic Map, Figure i. The small-diameter borings were performed by Baja Exploration and advanced to a maximum depth of 26 feet below existing grade using a CME- 95 rig equipped with 8-inch hollow-stem augers. Relatively undisturbed samples were obtained by driving a California split-spoon (CAL) sampler into the "undisturbed" soil mass. The CAL sampler was equipped with 1-inch by 2%-inch, brass sampler rings to facilitate removal and testing. Bulk samples were also collected. Logs of the borings depicting the soil and geologic conditions encountered and the depth at which samples were obtained are presented on Figures A-I through A-9. The soils encountered in the excavations were visually classified and logged in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual Manual Procedure D 2488). PROJECT NO. G2108-32-01 > IX BORINGS I DEPTH SAMPLE < SOIL Z 0 Z ILL I_z IN FEET NO. j 0 CLASS (MSL.)408.5 DATE COMPLETED 03-20-2017 W L5ELEV. W EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTION ML PREVIOUSLY PLACED FILL (Qpf) - : .:. Stiff, moist, gray and orange, fine, Sandy/Clayey SILT - 2 - BI-1 : •: :. - 16 96.6 23.5 BI-2 S - - . 13I-3 :. :.. - 24 108.4 18.1 6- 8- :'': - 10 - B14 SC Medium dense, damp to moist, orange, Clayey, fine to medium SAND with 61/11" 105.3 16 - ,y:/ concretions; blow counts not accurate due to concretions - 12 - . ./• - 14 - ///. - - -Becomes orange-brown and fine to coarse with some gravel BI-5 16 - ML Very stiff, moist, gray, Clayey SILT - 38 96.6 23.6 18 - - 20 - . — -Contact observed at top of sample ML SANTIAGO FORMATION (Tsa) 35 102.2 22.1 - BI-6 • . Very stiff, moist, gray with orange oxidation, fine, Sandy/Clayey - 22 - :. SILTSTONE - 24 - :• - - B1-7 f -Becomes hard and less clayey - 65 26 BORING TERMINATED AT 26 FEET Groundwater not encountered Figure A-I, Log of Boring B I, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2108-32-01 ir BORING 2 . DEPTH < SOIL >-zw- 00 Z 0 w FEET SAMPLE NO. j CLASS ELEV. (MSL.)411.5 DATE COMPLETED 03-20-2017 ZU. 0 z 0 EQUIPMENT CME 95 BY: T. REIST °- MATERIAL DESCRIPTION ML PREVIOUSLY PLACED FILL (Qp1) - Very stiff, moist, light brown and orange, fine, Sandy to Clayey SILT - B2-1 1..:: - 34 116.3 15.4 B2-2 .. 4. - B2-3 -Becomes hard, damp and brown to orange - 51 1.16.9 10.0 -6 - - 8 - ••• - -Contact based on drill rig efficiency SM SANTIAGO FORMATION (Tsa) - Dense, damp, yellowish brown, Silty, fine to coarse SANDSTONE - 10 - ::E:::: B2-4 - 46 BORING TERMINATED AT 11 FEET Groundwater not encountered Figure A-2, Log of Boring B 2, Page 1 of I ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ...STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 it BORING B3 z. >- DEPTH >- < SOIL . 00 Z SAMPLE NO. CLASS ELEV. (MSL.)409.5 DATE COMPLETED 03-20-2017 0 FEET EQUIPMENT CME 95 BY: T. REIST a. C) MATERIAL DESCRIPTION - 0 CL PREVIOUSLY PLACED FILL (Qpl) Stiff, moist, brown, Sandy to Silty CLAY - 2 - 133-1 SM Medium dense, moist, orange, Silty, fine to medium SAND - 4 . :..i... B3-2 : ML Stiff, moist, orange and gray, Sandy/Clayey SILT 23 109.3 17.9 -6- -8 - 10 B3-3 :7/ -. CL Very tiff, moist,brown and orange, Silty/Sandy CLAY with gravel; blow 62 104.3 17.5 - . counts not accurate due to gravel -12 v..... -14 ./:.. - . B3-4 ___ ML - Stiff, damp, brown and gray, fine Sandy/Clayey SILT 23 - 95.2 13.6 -16 - . - ----------------------------------.1. - 18 . S - , -Contact based on drill rig efficiency ML SANTIAGO FORMATION (Tsa) - Hard, damp to moist, gray, fine, Sandy SILTSTONE 1 20 1 B3-5 71 BORING TERMINATED AT 21 FEET Groundwater not encountered Figure A-3, Log of Boring B 3, Page 1 of I I SAMPLE SYMBOLS P ... SAMPLING UNSUCCESSFUL Iii ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE• NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 BORING B4 > Qoi-. DEPTH SAMPLE < SOIL I- Z (I) IN NO. j ELEV. (MSL.)411.5 DATE COMPLETED 03-20-2017 0 FEET 0 EQUIPMENT CME 95 BY: T. REIST 0 0 MATERIAL DESCRIPTION SMISC SANTIAGO FORMATION (Tsa) Dense, damp, orange-brown, Silty/Clayey, fine to medium SANDSTONE - 2 B4-1 CLICH Very stiff, moist, green, highly plastic CLAYSTONE; waxy 40 99.9 25.9 B4-2 -Becomes hard below 3 feet 51 98.7 25.2 .4- - B4-3 6 - - BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-4, Log of Boring B 4, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 IX BORING DEPTH > 0 < SOIL Qoi— Z _ U)IX UJ IN SAMPLE NO. CLASS . ELEV. (MSL.)414.5 DATE COMPLETED 03-20-2017 U) . O Z FEET 0 IX 20 EQUIPMENT CME 95 BY: T. REIST LU MATERIAL DESCRIPTION SM SANTIAGO FORMATION (Tsa) - :-4:r: Dense, damp, orange-brown, Silty, fine to medium SANDSTONE with - cemented fossilferous beds 2 - B5-1 - - - - -Hard, moist, bluish green and orange, plastic —76 104.4 24 4 4 . ML Dense, damp, orange-brown, Clayey, fine SILTSTONE B5-2 6- - - - . BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-5, Log of Boring B 5, Page 1 of I fl ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL Ii .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2108-32-01 BORING B 6 DEPTH 0 < SOIL . Z tz Fn IN SAMPLE U CLASS FEET NO. ELEV. (MSL.)419 DATE COMPLETED 03-20-2017 0 0 z 0 (USCS) C/) 9 uj >- - Ix 20 IX EQUIPMENT CME 95 BY: T. REIST a- MATERIAL DESCRIPTION 0 - :: - SM SANTIAGO FORMATION (Tsa) - 2 :•••:: -. Dense, damp, orange-brown, Silty, fine to medium SANDSTONE - B6-1 SC Very dense, damp, orange-brown, Clayey, fine to coarse SANDSTONE; 121 116.6 14.5 - B6-2 cemented - 113/9' 110.9 13.0 .4. - - B6-3 - CL/CH Hard, moist, dark green, highly plastic CLAYSTONE i•6 i_ BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-6, Log of Boring B 6, Page 1 of I U ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 Of BORING B 7 . . DEPTH > SAMPLE NO. 2 ELEV. (MSL.)423 DATE COMPLETED 03-20-2017 _____ _______ FEET 0 (L)SCS) W IX 20 EQUIPMENT CME 95 BY: T. REIST W 0 0 MATERIAL DESCRIPTION Sc SANTIAGO FORMATION (Tsa). Dense, damp, dark gray to brown, Clayey, fine to medium SANDSTONE -2- B7-1 . 61 112.3 17.1 - .,• CH Iard, most, very dark gray, highly plastic cNE H LAYSTO - B7-2 6 BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-7, Log of Boring B 7, Page 1 of I I! SAMPLE SYMBOLS ..'SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 Of BORING > - DEPTH W 2o,-. We SAMPLE _j < SOIL I-Z < Cl) Z IN NO. 0 CLASS ELEV. (MSL.)420' DATE COMPLETED 03-20-2017 0 FEET i-.. D 0 (USCS) Cl) 9 >- 0 Z EQUIPMENT CME 95 BY: T. REIST CL MATERIAL DESCRIPTION SM SANTIAGO FORMATION (Tsa) - - ::•.:i: Dense, damp, orange-brown, Silty, fine to medium SANDSTONE - 2 -Cemented fossilferous bed at 2 feet 100/3" 138-1 ML Hard, damp, dark gray, Clayey/fine, Sandy SLLTSTONE with cemented 142/9" 119.4 13.6 - 4 - ft, fossilferous beds B8-2 -6 BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-8, Log of Boring B 8, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON L PROJECT NO. G2108-32-01 LU BORING B9 < SOIL W DEPTH L) F- O) SAMPLE NO. . ELEV. (MSL.)416 DATE COMPLETED 03-20-2017 ZLL 0 FEET EQUIPMENT CME 95 BY: T. REIST Of 0 0 MATERIAL DESCRIPTION :•:: - SM SANTIAGO FORMATION (Tsa) - Dense, damp, brown, Silty, fine to medium SANDSTONE 2 119-1 ( CLICI-1 Hard, moist, pale green, highly plastic CLAYSTONE 65 103.4 22.3 B9-2 -Poor recovery at 3 feet 86 4. . - B9-3 -6 BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-9, Log of Boring B 9, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 12 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N APPENDIX APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected bulk and ring samples were tested for their in-place dry density and moisture content, expansion index, and consolidation characteristics. The in-place dry density and moisture content results are indicated on the exploratory boring logs and the other laboratory test results are summarized on Table B-I and Figures B-i through B- 15. TABLE B-I SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Geologic Unit (Soil Class) Moisture Content Dry Density (pci) Expansion Index Before Test (%) After Test (%) B1-2 Qpf(ML) 12.5 24.9 102.3 74 134-3 Tsa(CL/CH) 13.4 32.5 97.8 140 135-2 Tsa(ML) 12.1 • • 26.2 101.1 83 136-3 Tsa(CL/CH) 13.6 33.4 97.2 141 137-2 Tsa(CH) 1 14.1 39.6 95.5 210 139-3 Tsa (CL/CH) 1 13.3 30.5 98.9 137 PROJECT NO. G2108-32-01 SAMPLE NO. B1-3 -10 -c -6 -1' z o -- P: 0 -J 0 (I) z 8 - - 6 8 10 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 107.0 Initial Water Content (%) 17.6 Sj CONSOLIDATION CURVE BRESSIRANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA Figure B-i GEOCON Saturation (%) Sample Saturated at (ksf) PROJECT NO. G2108-32-01 SAMPLE NO. BI-4 -10 -8 -6 -4 z 0 I- z 04 Of 2 -- w EL 6 8 10 1 ____ —ji- 0 .____u ____ ____ 1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 110.9 Initial Water Content (%) 15.9 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA ?108-32-01.GPJ Figure B-2 GE000N Initial Saturation (%) 3 85. Sample Saturated at (ksf) .250 PROJECT NO. G2108-32-01 SAMPLE NO. B3-3 -10 -c -C -4 z 0 -J 0 U) C o I- z 2 4 £ 10 ____ ____ ____ 0.1 1 10 100 APPLIED PRESSURE (ksf) CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-3 GE000N Initial Dry Density (pcf) 116.5 Initial Water Content (%) 13.5 Initial Saturation (%) 84.9 Sample Saturated at (ksf) 1.0 PROJECT NO. G2108-32-01 SAMPLE NO. B34 -10 -8 -6 - z 0 I— O -J 0 10 0.1 1l0 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 102.9 Initial Saturation (%) 57.1 Initial Water Content (%) 13.1 Sample Saturated at (ksf) 2.0 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 8-32O1.GPJ Figure B-4 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B4-1 -10 -8 -6 -4 z 0 O - -J 0 z 04 w a- 4 6 8 10____ 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 99.9 Initial Saturation (%) 100 Initial Water Content (%) 25.9 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-5 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B4-2 -10 -8 -6 -4 z 0 0 0 C/) C — C) I— z w Of 0 2 w a- 4 ----- € 8 10 0.1 1 10 100 APPLIED PRESSURE (ksf). Initial Saturation (%) 98.4 Sample Saturated at (ksf) .350 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA !108-32-01.GPJ Figure B-6 GE000N Initial Dry Density (pcf) 98.7 Initial Water Content PROJECT NO. G2108-32-01 SAMPLE NO. B5-1 10 -6 -6 -4 z 0 - O -J 0 U) 046 C) I— z of 2 4 6 1 .1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 104.4 Initial Water Content (%) 21.4 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-7 GEOCON Initial Saturation (%) 4 96. Sample Saturated at (ksf) .250 PROJECT NO. G2108-32-01 SAMPLE NO. B5-1A .-10 - -8 - - ---- - -E - --- - -4 - - - - - - - z 0 I- C -J 0 Cl) 2 0 C) I— z w 0 2 w CL 4 6 8 10 0 rem APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 103.1 Initial Water Content (%) 21.8 Initial Saturation Sample Saturated at (ksf) .750 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-8 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B6-1 -10 -c -6 - j. -2 -J 0 Cl) C - C-) I- z LU 0 2 w 4 6 8 ---- - __---- __ - - 10 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 116.6 Initial Water Content (%) 14.5 -- CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA Figure B-9 GEOCON Initial Saturation (%) 91.1 Sample Saturated at (ksf) .250 PROJECT NO. G2108-32-01 SAMPLE NO. B6-2 -10 -c -C -4 z 0 I- 0 -J 0 z 040 LU 2 a. 6 10 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 110.9 Initial Water Content (%) 13.0 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 8-32-01.GPJ Figure B-10 GEOCON Initial Saturation (%) 6 69. Sample Saturated at (ksf) .350 PROJECT NO. G2108-32-01 SAMPLE NO. B7-1 -10 -e -6 -t z 0 0 -J 0 Cl) z r' o C) I- z w 0 2 w -------- - ___ ___ 6 e 10 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 112.3 Initial Saturation (%) Initial Water Content (%) 17.1 Sample Saturated at (ksf) S.2 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-3201.GPJ Figure B-li GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B8-1 -10 -8 -6 -4 z 0 I- O -J 0 U) z 01 0 I- z w 0 lx 2 Lii 0 - 4 6 8 10 0.1 1 10 100 APPLIED PRESSURE (ksf) CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA Figure B-12 GEOCON Initial Dry Density (pct) 119.4 Initial Water Content (%) 13.6 Initial Saturation (%) 92.6 Sample Saturated at (ksf) .250 PROJECT NO. G2108-32-01 SAMPLE NO. B8-1A -10 -8 -6 -4 z 0 -4- 0 -J 0 o z - w 2 w a- 4 6 E 10 ____ - ____ ____ 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 118.5 Initial Water Content (%) 13.4 - CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-13 GEOCON ampe Saturated at (ksf) [initial,Saturation (%) E750 PROJECT NO. G2108-32-01 SAMPLE NO. B9-1 -10 -8 -6 -4 z 0 I- a -J 0 U) z 04 o 0 I- z 2 w a- 4 6 8 10 ____ 0.1 1 10 100 APPLIED PRESSURE (ksf) CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA !108-32-01.GPJ Figure B-14 GEOCON Initial Dry Density (pcf) 103.4 Initial Water Content (%) 22.3 Initial Saturation (%) 97.9 Sample Saturated at (ksf) .10 PROJECT NO. G2108-32-01 SAMPLE NO. B9-IA -10 -e -6 -4 z 0 I- 0 -J 0 c L -- -: I- z w 0 2 lx Lii 0 I 6 C 10 ____ ____ ____ 0.1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 133.4 Initial Saturation (%) 86.2 Initial Water Content (%) 7.9 Sample Saturated at (ksf)E .75 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-15 GEOCON APPENDIX APPENDIX C TRENCH LOGS FROM DECEMBER 10, 2004 REPORT BY LEIGHTON & ASSOCIATES FOR BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PROJECT NO. G2108-32-01 LOG OF TRENCH: T-1 Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 11)881_001 Elevation:_ApprnXimteIy_415_Ft-pt Equipment: 40F_Rckh -e_LocatiorilGrid: _(Sep _enterhnir'al_ Map _Plpte1) uscs Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ARTIFICIAL FILL (Afi Af B-i @ 0-2': Silty SAND to sandy SILT: Orange-brown to light brown, dry to damp, ML/ 0-2' loose to medium dense; rootlets upper 4" SM 2-11': Silty clayey SAND to sandy SILT: Orange-brown to brown, moist, medium dense; visible fill layers 3" thick, 6" thick clay chunks, increased clay at 6' Tsa B-2 TERTIARY SANTIAGO FORMATION (Tsa) SM 12 @ 11'-12': Silty SAND: Orange-brown, damp, medium dense to dense, mottled and weathered CL @ 12'-13.5': Silty CLAY: Olive, damp, stiff GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: - , - - - Total Depth = 13.5 Feet - - No Ground Water Encountered - - Backfilied: 11/13/14 LOG OF TRENCH: T-2 Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _ApproximteIy_416Feet Equipment: 40F_Rackhoe_Location/Grid: _(-';Pp_(ntehni-I_Mp_Plpte_1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC ATTITUDES DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT ARTIFICIAL FILL (Af) Af B-i @ 0-1 1': Silty SAND to sandy SILT: Dry to moist, orange-brown to light SM! 0-4' brown, upper 3' dry and loose, 4-6" clay layer at 4' ML B-2 4'-ll' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: - 0 -=--=-=-= - -_-1 1 a S - 6 Total Depth = 11 Feet No Ground Water Encountered Backfilled: 11/13/14 LOG OF TRENCH: T-1 Project Name: Shea/Lots 29-32 Logged by: ._ERB/MDJ ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: Approximately 413 Feet Equipment 40F Rkhne Location/Grid: (Se entehniI M2pPl2tP 1) Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-4': Sandy CLAY to sandy SILT: Orange-brown, dry to damp, loose to Cu 0-3' medium stiff; rootlet top 6" ML @ 4'-6.5': Silty CLAY: Olive-gray, damp to moist, very stiff to hard; calcium- B-2 carbonate blebs concretion 41-5- GRAPHICAL REPRESENTATION: South Wall SCALE: 15 SURFACE SLOPE:1°West TREND: Total Depth = 6.5 Feet No Ground Water Encountered Backfllled: 11/13/14 LOG OF TRENCH: T-4 Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 10R81_01)1 Elevation: _Apprndm2teIy_410_Feet Equipment: 43flF_rkhre_Location/Grid: _(See _nter.hnicI_ Map _Plate _1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @0- @ 0-3.5': Silty CLAY: Olive-gray, dry to damp, fine to very fine grained, CL 3.5' rootlets top 6" desiccation throughout oxidation @ 3.5'-8': CLAY, Olive-gray, fine to very fine, moist, very stiff CL B-2 @3.5'- 8' GRAPHICAL REPRESENTATION: West Wall SCALE: 1"=5' SURFACE SLOPE: TREND: Total Depth = 8 Feet No Ground Water Encountered Backfihled: 11/13/14 LOG OF TRENCH: T- Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 10R81_Oni Elevation: _Approximately _417_Feet Equipment: 43017_Rr.khne_Location/Grid: _(See_(eoterhnirI_Mp_PIh _1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-2.5': Silty medium to coarse SAND: Light orange-brown, damp, medium SM 0-2.5' dense to dense; cemented layer V-1.5', top 8" to 12" loose, dry, desiccated, generally roots horizontal @ 2.5'-4': Sandy SILT: Gray-brown, damp, stiff to very stiff; calcium- B-2 carbonate stringers 2.5'-4' @ 4': Cemented indurated fossiliferous bed, very difficult to excavate Cu ML Refusal at 4.2' Excavated 10 minutes GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5 SURFACE SLOPE: TREND: Total Depth 4 Feet No Ground Water Encountered Backfllled: 11/13/14 LOG OF TRENCH: T-6 Project Name: Shea/Lots 29-32 Logged by: ERR/MDJ Project Number: 10881_001 Elevation: _Approximately_415Ft ENGINEERING PROPERTIES Equipment: 430F_Rarkhna_Location/Grid: _(';Pi-_(nntc.hnkal_ Map _Plate _1) GEOLOGIC GEOLOGIC Sample Moisture Density DATE: 11/13/14 DESCRIPTION: No. (%) (pcf) ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) isa B-i 0-2': Sandy clayey SILT: Olive brown, dry to damp, firm to stiff, yellow ML 0-2' limonite staining, desiccated top 16" @ 2'-3.5': Silty SAND, Orange-brown, fossiliferous, damp to moist, medium SM dense to very dense, encountered refusal @ 3.5'-4.5': Sandy clayey SILT: Olive-brown, moist, very stiff I I ML I GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: 'ME wznw. Total Depth = 4.5 Feet No Ground Water Encountered Backfilled: 11/13/14 LOG OF TRENCH: T-7 Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 1171881 001 Elevation:_Apprnxim2tly 41R _Feet Equipment: 4fl _Rqrkhnp Location/Grid: SPF (PfltPfhniCl Map Plate 1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13114 DESCRIPTION: GEOLOGIC UNIT No. (%) (pci) ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa @ 0-7': Silty SAND: Light gray to medium orange-gray, dry to moist, coarse to . SM! B-i fine grained, medium dense, oxidation layers throughout trench SP 0-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: 4JI • .0 • - Total Depth = 7 Feet No Ground Water Encountered Backfllled: 11113/14 LOG OF TRENCH: T-8 Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Apprnximtly_41 _Feet USCS Sample Moisture (%) Density (pcf) Equipment: 4flF_Ru'khn _Location/Grid: _(See_nt'hnirl_Mp_Pt _1) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa @ 0-2': Silty SAND: White gray, dry, coarse to fine grained, becomes oxidized SM 0-2' with depth and increasing clay component B-2 © 2'-4': Silty CLAY: Orange-brown, fossiliferous, moist, stiff CL 2'-4' @ 4'-5': SILT: Light gray-brown, damp to moist, medium dense to dense ML B-3 @ 5'-7': Silty CLAY: Dark orangish-brown, moist, very stiff CL 4'-5' B-4 5,-7, GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5 SURFACE SLOPE: TREND: E7 Total Depth = 7 Feet No Ground Water Encountered Backflhled: 11113/14 LOG OF TRENCH: T-9 Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately _417_Feet Equipment: 4317117_Rc.khn Location/Grid: (See r,ntethnitl Mp PIt I) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (isa) SM! B-i ML @ 0-6.5': Silty SAND to sandy SILT: Light gray to orangish gray, damp to 0-6.5' moist, coarse to very fine grained, medium dense to dense GRAPHICAL REPRESENTATION: North Wall SCALE: 1'=5' SURFACE SLOPE: TREND: 0 — .-. - , - c_ • - 0 Total Depth = 6.5 Feet No Ground Water Encountered Backfihted: 11/13/14 LOG OF TRENCH: T-10 Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately 415 Feet Equipment: 40F_Rkhre_Location/Grid: _(See _(enterhnirI_ Map _Plate 1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT No. (%) (pcfl ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) isa @ 0-1': Silty SAND: Light gray, dry, disturbed SM @ V-3': 'Silty CLAY: Olive-gray, damp, firm to stiff, weathering desiccation CL 'B-i evident 1-3' @ 3'-4': Silty SAND: Orange-brown to gray-brown, fossiliferous, damp to SM moist, medium dense to dense @ 4'-5.4': Sandy CLAY: Gray, moist, very stiff CL B-2 @5.5-6.5': Sandy SILT: Light brown, damp to moist, stiff to very stiff, ML apparent oxidation 5.5'- _______________________________________________________________ 6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5 SURFACE SLOPE: TREND: Total Depth = 6.5 Feet No Ground Water Encountered Backfihled: 11/13/14 LOG OF TRENCH: T.-I '1 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10R81_001 Elevation: _Approximately _417_Feat Equipment: 4flF_Rckhn _Location/Grid: _(Sen_(entrhnil_ Map _PIt _1) scs Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) isa B-I © @ 0-2': Silty SAND: Light olive-gray, dry to damp, medium dense, desiccation SM 0-2' throughout 0-2' @ 2'-7': Silty SAND: Light gray, damp to moist, medium dense SM B-2 • 2-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: i- —-:——, S Total Depth = 7 Feet No Ground Water Encountered Backfihled: 11/13/14 LOG OF TRENCH: Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 1OR1_17101 Elevation: _Approximately _415 _Feet Equipment: 411F_Rt-khn _Location/Grid: _(Rep_(ntPr.hnirRI_Mp_PIt _1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC No. (%) (pc DES ATTITU UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-7': Silty SAND: Light gray to light orange-brown, dry to damp, medium SM 0-7' dense, coarse to fine grained, oxidation staining present GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: Total Depth = 7 Feet No Ground Water Encountered Backfilled: 11/13/14 LOG OFTRENCH: T-1 Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881_001 Elevation:_ Approximately _422_Feet Equipment: 4017_Rnkhn _Location/Grid: (Spp_(entethnirI_ Map _PIt _1) uscs Sample No. Moisture (%) Density GEOLOGIC (p(pro. DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i © 0-2.5': Silty SAND: Light orange-brown, dry, loose to medium dense SM 0-1.5' 12" layer at 1.5' was cemented and partial refusal encountered © 2.5'-3.5': Silty CLAY: Dark olive-gray to gray, moist, stiff to very stiff, B-2 oxidation stains throughout CL @ 3.5'-6': Silty SAND, Light orange-brown, damp to moist, medium dense 3.5' SM B-3 3.5'-6' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: . - •1 f • ____ Total Depth =6 Feet • No Ground Water Encountered • Backfilled: 11/13/14 LOG OF TRENCH: T-14 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10RRI_001 Elevation: _Approximately _419_Feet Equipment: 40F_Rarkhne_Location/Grid: _(See_(entethnital_Map_ Plate _1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC GEOLOGIC ATTITUDES DATE: 11/13/14 DESCRIPTION: UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I @ 0-4.5': Silty SAND: White light gray to light orange, dry to damp, loose to SM 0-4.5' medium dense @ 4.5'-5': Carbonate layer, Very hard, refusal comes off in large chunks 6-2 @ 5.'-7': Silty sandy CLAY, Dark olive gray, moist, very stiff to hard CL 5-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: Total Depth 7 Feet No Ground Water Encountered Backfllled: 11113/14 LOG OF TRENCH: T-15 Project Name: Shea/Lots 29-32 Logged by: FRB ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately_417_Feet Sample No. UNIT Moisture (%) Density (pcf) Equipment: 4flF_Rakhne_Location/Grid: _(See_(pntprhniraI_ Map _Plate _1) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES . TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I @ 0-1.5': Sandy CLAY, Dark olive-gray, dry to damp, stiff to hard CL 0-1.5' @ 1.5': Encountered very hard, carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: - Total Depth = 1.5 Feet No Ground Water Encountered Backfihled: 11113/14 LOG OF TRENCH: T-16 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10881_001 Elevation:_ Approximately 418Feet Equipment: 4flF_Rr.khn _Location/Grid: (Spp_(otprhniraI_Map_Plate_1) Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC No. (%) (pcf) ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I @ 0-3': Silty SAND: Light gray to light orange-brown, gray, dry to damp, SM 04 loose, desiccated, broken apart 0-3' @ 3'-65: Silty CLAY: light to medium olive-gray, damp, stiff to very stiff, CL B-2 oxidation, limonite present 3-6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 15' SURFACE SLOPE: TREND: -'-9 - - Total Depth = 6.5 Feet No Ground Water Encountered Backfilled: 11113/14 LOG OF TRENCH: T-17 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: IORRI_001 Elevation: _Approximately _416_Feet Equipment: 4.flF_Rckhnø _Location/Grid: _(See_eotehniaI_Mp_ PIMP _I) USCS Sample No. Moisture (%) Density (pci) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa © 0-3.5': Sandy CLAY: Olive dark gray, dry to damp, loose to medium stiff, CL B-i desiccation throughout, oxidation 0-3.5' generally @ 3.5'-5': Silty CLAY: Dark brown, moist, stiff to very stiff, limonite (yellow CL horizontal staining) throughout layer, carbonate blebs micas present, friable, some trace 6-2 fossiliferous 3.5'-S' © 5'-6.5': Clayey SILT: Dark gray, moist, stiff to very stiff, with interbedded ML medium brown, micaceous, silty clay, in 4" layers B-3 5'-6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: -77 Total Depth = 6.5 Feet No Ground Water Encountered Backfilled: 11/14/14 LOG OF TRENCH: T-18 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately 417_Feet Equipment: 4flF_Rackhne_Location/Grid: _(See_(entechnicI_Mp_Plate_1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i 0-1': Silty SAND with clay: Light olive orangish-brown, fossiliferous, dry to SM 0-1' damp, loose to medium dense, interbedded with small olive-gray clay chunks Q V-1.5': Silty SAND: Light gray, dry very dense, carbonate blebs, trace SM B-2 micas, concrete like appearance 1'-1.5' @ 1.5'-4': Silty CLAY: Medium to dark olive-gray, damp, stiff, limonite CL oxidation present, desiccated top foot @ 4': Encountered very hard whitish-gray carbonate layer and refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5 SURFACE SLOPE: TREND: Total Depth 4 Feet No Ground Water Encountered Backfilled: 11/14/14 LOGOF TRENCH: T-19 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: I flR1_Ofli Elevation:_Approximately420_Feet GEOLOGIC No. Sample Moisture Density Equipment: 4flF_Rac.khne Location/Grid: (See (entethnial Map Plate GEOLOGIC DATE: 11/14/14 DESCRIPTION: UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-2.5': Silty SAND: Light gray to orangish-gray, dry to damp, loose to SM 0-2.5' medium dense, increased oxidation with depth, some clean sand (SP) @ 2.5'-4': Clayey SILT to silty CLAY: Light to medium gray, damp to moist, ML! B-2 stiff, fossil layer at bottom of bed CL 2.5'-4' @ 4'; Encountered hard, whitish gray carbonate layer and refusal GRAPHICAL REPRESENTATION: North Walt SCALE; 1"5' SURFACE SLOPE: TREND: Total Depth 4 Feet No Ground Water Encountered Backfllled: 11/14/14 LOG OF TRENCH: T-20 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10881.001 Elevation: _Approximately_423_Feet Equipment: 4.flF_Rackhn _Location/Grid: _(S _ntrhnirI_Mp_PIt _1) USCS Sample Moisture Density GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC No. (%) (pcfl ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (isa) Tsa B-i @ 0-4.5': Silty SAND, Light to medium gray-brown fossiliferous, dry to damp, SM 0-4.5' loose to medium dense (with depth), thin (approximately 6) potential silty sandy clay layer approximately 2.5' @ 4.5': Encountered hard whitish gray carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: - .. . - —>—' Total Depth 4.5 Feet No Ground Water Encountered Backfilleth 11114/14 LOG OF TRENCH: T-21 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately423_Feet Equipment: 430F_Rckhne_Location/Grid: _(See _nt'hniri_ Map _Plate _1) GEOLOGIC No. Sample Moisture Density GEOLOGIC DATE: 11/14/14 DESCRIPTION: ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-1': Silty SAND, Orange-brown fossiliferous, dry, loose, some dark gray SM 0-1' claystone inclusions (less than 6") B-2 @ 1'-15: Silty SAND: Light gray, dry, very dense, hard to excavate, breaks SM apart in chunks, very fine grained, clay component (?) 1'-1.5' © 1.5'-2': Sandy SILT: Light to medium gray fossiliferous, damp, stiff ML B-3 @ 2'-2.5': CLAY: Very dark gray, moist, very stiff CL 1.5-2' © 2.5': Encountered whitish gray carbonate layer, very difficult to excavate, B-4 refusal 2'-2.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: I -L/ Total Depth = 2.5 Feet No Ground Water Encountered 8ackfi11ed: 11/14/14 LOG OF TRENCH: T-22 Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately _420_Feet Equipment: 4'flF_Rr'khnp Location/Grid: See antr.hniI Map Plate I USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC GEOLOGIC ATTITUDES DATE: 11/14/14 DESCRIPTION: UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-1.5': Silty SAND: Light to medium gray brown fossiliferous with medium SM 0-1.5' olive-gray inclusions (<2") dry to damp, loose to medium dense @ 1.5': Encountered very hard, whitish gray carbonate layer, very difficult to B-2 excavate, refusal 1.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: Total Depth = 1.5 Feet No Ground Water Encountered Backfihled: 11/14114 LOG OF TRENCH: T-23 Project Name: ShealLots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number I0AR1_001 Elevation: _Approximate ly 424 Feat Equipment: 4flF_Rrkhn _Location/Grid: _(S _Cntthnirl_ Map _PIMP _1) Sample Moisture Density GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT ATTITU DES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-3': Silty CLAY: Medium to dark gray, damp to moist, soft to medium stiff, CL 0-3' rootlets from 0-2', desiccation throughout, oxidation throughout, gives orange- brown tint B-2 © 3'-4': Sandy SILT: Dark gray fossiliferous, damp to moist, loose to medium ML dense, increasingly clayey with depth 3'-4' @ 4': Encountered hard fossiliferous, carbonate layer, very difficult to excavate, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: Total Depth = 4 Feet No Ground Water Encountered Backfillecl: 11114114 LOG OF TRENCH: T-74 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10.981 001 Elevation: _Approximately _426_Feet Equipment: 430F_Rrkhne_Location/Grid: _(Sca tethnicI_Mp_ Plate _1) USCS Sample No. Moisture (%) Density (pci) GEOLOGIC GEOLOGIC ATTITUDES DATE: 11/14/14 DESCRIPTION: UNIT TERTIARY SANTIAGO FORMATION (isa) Tsa @ 0-3': Silty SAND: Light organish-brown fossiliferous, dry to damp, loose to SM medium dense, small claystone inclusions, oxidation increasing with depth @ 3'-7.5': Silty, sandy CLAY: Dark gray, damp to moist, stiff to very stiff, CL oxidation throughout, some limonite @ 75-95: Clayey SILT: Dark to very dark gray, wet, stiff to soft at saturation, CU interbedded with medium brown micaceous silty clay in approximately 4" ML GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: -71 Total Depth = 9.5 Feet Ground Water Encountered 9.5 Feet Backfllled: 11114/14 LOG OF TRENCH: T-2 Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately 427 Feet Equipment 417117_R2ckhnP_Location/Grid: _(S (entehnwaI_ Map _PIt _1) Sample Moisture Density ATTITU GEOLOGIC DS DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT TERTIARY SANTIAGO FORMATION Mail Tsa B-i @ 0-2': Silty CLAY: Light to medium gray, dry, soft to medium stiff, CL 0-2' desiccation throughout, layer, oxidation present 2.-2.5': Silty SAND: Light gray-brown fossiliferous SM @ 2.5': Encountered hard carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: Total Depth = 2.5 Feet No Ground Water Encountered Backfilled: 11114114 LOG OF TRENCH: T-76 Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately_423_Feel Equipment: 4flF_Rckhre_LocationGrid: _(S _(ertrhnk-I_ Map _Plt _1) USCS Sample No. Moisture (%) Density (pcf GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa © 0-3.5': Silty SAND: Light orange gray-brown fossiliferous, dry to damp, SM loose, rootlets along top 6", beach sand @ 2.5'4': Carbonate layer, 2.5' becomes moist, more oxidized @ 4-5': Sandy silty CLAY: Medium to dark gray, moist, soft to medium stiff, CL oxidation throughout @ 5'-5.5': CLAY: Very dark gray, moist, very stiff CL B-i 5-5.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5 SURFACE SLOPE: TREND: Total Depth = 5.5 Feet No Ground Water Encountered Backfilled: 11114/14 APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PROJECT NO. G2108-32-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 1/4 inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 Il I GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes,. measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 11/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade , —Original Ground 2 Finish Slope Surface Remove All Unsuitable Material As Recommended By INN Slope To Be Such That i Consultant Sloughing Or Sliding Does Not Occur Varies I See Note 1 - See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. II I GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be 'permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate, bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL ED By 140M MR 1__8.4Yâ1 DAM R CEPI 8Q PVC PE$FORA'TEDPP FOR FP4$ *1~164:1)I~METEkS'CKEQULEAG PVC -,lESS THAN 'NO SCALE; 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. I. GI rev. 07/2015 \ I EE \ ORMATONAj M.4IERML TYPICAL STABILITY FILL DETAIL :_rv&ti1 CtUi)4I 9 OT&Il.rY F1U.TO I13 E141TO FO9MA11ONAJ MA1 IWN3 A MRMUV % ...ZIMILThY FLLTO CcOW'OSEO OOPEY OC1 GRA4UIJ.ROfl. ePCA#cROXIMALV 3 F1' T, tRAN4 tWbE. PAD1G MK, REUIR c A9IJ13Ib'M1ILTO Ira314-NCH OP—MaMED OWNED RQK ENt.DD IN AP FLIER MFRIC 4M1P141 1OtC O1LC1RIFttO iU4 '4MINUM UM1NT AD$P?O AT I CACJ M)TOAROV OUTt.RT NO SCALE 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT :N - 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL Ro$tvtEW NoacAE; SDE NO1:IEAI.L OULO OUTT*1TOOF "ML .ELOP Olt Uff0 c0N1P.$J.D PACE WA0 o&th 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The. Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 Inland Air Balance, Inc. Test and Balance Report SPROUTS FARMERS MARKET #416 CARLSBAD .7 J1jLB I I IDVID A. .JONE Job Address: 2634 GATE WAU ROAD I Lnr Job Number: 1602-03 I 3367 Technician: C. MACGREGOR, R. BOGLE \\\xPI31I2O Contractor CSI CONSTRUCTION Date: 10/15/2016 THE DATA PRESENTED IN THIS REPORT IS RECORD OF SYSTEM MEASUREMENTS AND FINAL ADJUSTMENTS THAT HAVE BEEN OBTAINED IN ACCORDANCE WITH THE CURRENT EDITION OF THE NEBB PROCEDURAL STANDARDS FOR TESTING, ADJUSTING, AND BALANCING OF ENVIROMENTAi SYSTEMS. THE MEASURMENTS SHOWN, AND THE INFORMATION GIVEN, IN THIS REPORT ARE CERTIFIED TO BE ACCURATE AND COMPETE, AT THE TIME AND DATE INFORMATION WAS GATHERED. ANY VARIANCES FROM DESIGN QUANTITIES, WHICH EXCEED NEBB TOLERANCES, ARE NOTED IN THE TEST - ADJUST - BALANCE REPORT PROJECT SUMMARY. Inland Air Balance, Inc. 482 W. Arrow Hwy. St. C San Dimas, CA. 91773 (909) 305-4881 LIC#837772 Air Balance Project Summary PROJECT: SPROUTS FARMERS MARKET #416 - CARLSBAD JOB # 1802-03 TECHNICIAN: CM, RB DATE10/15/2018 CONTRACTOR: CSI CONSTRUCTION RTU-1 BAD LENNOX PRODIGY BOARD PER LENNOX TECH, JOSE (BYPASSSED) RTU-5 NO ACCESS TO VOLUME DAMPERS - TOO HIGH ABOVE 1-BAR Inland Air Balance, Inc. SYMBOL SHEET BHP Brake Horse Power CFM Cubic Feet per Minute CHWR Chilled Water Return CHWS Chilled Water Supply CSD Ceiling Supply Diffuser CSG Ceiling Supply Grille CWR Condensor Water Return CWS Condensor Water Supply D.A. Direct Acting DNA Data Not Available DT Duct Traverse EAT Entering Air Temperature EG Exhaust Grill ESP External Static Pressure EWT Entering Water Temperature FLA Full Load Amps FPM Feet per Minute GF Grease Filter HP Horse Power HWR Hot Water Return HWS Hot Water Supply LAT Leaving Air Temperature LSD Linear Slot Diffuser LWT Leaving Water Temperature MAT Mixed Air Temperature N.A. Not Accessible Ni. Not Installed Ni. Not Listed N.S. Not Shown OSA Outside Air R.A Reverse Acting RA Return Air RG Return Grill RPM Revolutions per Minute SA Supply Air SP Static Pressure SWG Sidewall Diffuser T.B.D. To Be Determined TSP Total Static Pressure 1-STAT Thermostat UTR Unable to Read AV Variable Air Volume P I Velocity Pressure Inland Air Balance, Inc. PROJECT: SPROUTS FARMERS MARKET #416 LOCATION: 2634 GATEWAY ROAD, CARLSBAD JOB NUMBER: 1802-03 DATE: 10/15/2018 FAN DATA Fan Number: RTU-1 RTU-2 RTU-3 Location ROOF ROOF ROOF Service SALES FLOOR SALES FLOOR KITCHEN Manufacturer LENNOX LENNOX LENNOX Model Number LGH 18OG4MS3G LGH2IOG4MS3G LGH21OG4MS3G Serial Number 5618E02156 5618E02160 5618E02696 Classification I I Motor Make/Frame US MOTOR - 213 TZ US MOTOR - 213 TZ INTERLINK -56 HZ Motor HP (W)/RPM 71/2 -1765 71/2-1765 3-1750 Volts/Phase/Hertz 460 -3 -60 460 -3 -60 460 -3 -60 F.L.Amps/S.F. 9.4-1.15 9.4-1.15 4.0-1.15 Motor Sheave Make UTR UTR UTR Motor Sheave Diam./ Bore 6 1/2" OD - 13/8" 6 1/2" OD - 1 3/8" 4 1/2" OD - 7/8" Fan Sheave Make UTR UTR UTR Fan Sheave Diam./ Bore 11" OD - H 1 7/16" 11" OD - H 1 7/16" 61/2" OD - 1" No. Belts/Make/Size 1 - TRI-POWER - BX 66 1 - TRI-POWER - BX 66 1 - TRI-POWER - AX 58 Sheave & Distance 0% CLOSED 21 1/2" 20% CLOSED 211/2" 0% CLOSED 22 1/2" TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 6000 7783(l) 7300 7327 4200 4573 Outside Air CFM 2305 2317 2305 2335 0 0 Fan RPM N/S 874 N/S 915 N/S NVL Total S. P. 1.00" 1.23" 1.00" 1.51" 1.00" 0.41" Voltage 460 482-482-481 460 482-481-481 460 481-482-482 Amperage T1/T2/T3 9.4 5.6-6.0-5.7 9.4 6.0-6.1.-5.8 4.0 3.1-3.0-3.2 VFD Set Point 59 59.1 59.29 SUCTION SP 0.40 0.73 0.21 DISCHARGE SP 0.83 0.78 0.20 NOTE: (1) BAD LENNOX PRODIGY BOARD PER LENNOX TECH, JOSE (BYPASSED) READINGS BY: CM, RB Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-1 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 :1 .l'iII.i II'1I11 Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-2 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 Ii; 1uif•[sfl 7icI'I Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-3 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 ; I*l;1*iuif[.fl Inland Air Balance, INC. PROJECT: SPROUTS FARMERS MARKET #416 LOCATION: 2634 GATEWAY ROAD, CARLSBAD JOB NUMBER: 1802-03 DATE: 10/15/2018 FAN DATA Fan Number: RTU-4 RTU-5 RTU-6 Location ROOF ROOF ROOF Service 118,119 118,119 123 Manufacturer LENNOX LENNOX LENNOX Model Number LGH074H4TQTG LGH036H4EW4G LGH036H4EW4G Serial Number 5618E02975 5618E02976 5618E02977 Classification I I I Motor Make/Frame US MOTOR -56 HZ GENTEQ - N/S GENTEQ - N/S Motor HP (W)/RPM 2.0 -1740 1/2 - VARIABLE 1/2 - VARIABLE Volts/Phase/Hertz 460 -3 -60 240 -1 -60 240 -1 -60 F.L.Amps/S.F. 2.9-1.0 2.2-TP 2.2-TP Motor Sheave Make UTR DIRECT DRIVE DIRECT DRIVE Motor Sheave Diam./ Bore VL 40-7/8" DIRECT DRIVE DIRECT DRIVE Fan Sheave Make UTR DIRECT DRIVE DIRECT DRIVE Fan Sheave Diam./ Bore 5 1/2" OD - 1" DIRECT DRIVE DIRECT DRIVE No. Belts/Make/Size 1 - TRI-POWER - A 50 DIRECT DRIVE DIRECT DRIVE Sheave & Distance 60% CLOSED 20" DIRECT DRIVE DIRECT DRIVE TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 2500 2625 1100 1194 1100 1157 Outside Air CFM 350 368 165 171 330 340 Fan RPM N/S NVL N/S 48% N/S 54% Total S.P. 1.00" 0.70" 1.00" 0.38' 1.00" 0.27" Voltage 460 481482-481 240 247 240 247 Amperage TI/T2/T3 2.9 2.8-2.8-2.9 2.2 0.5 2.2 0.5 VFD Set Point SUCTION SP 0.30 0.14 0.12 DISCHARGE SP 0.40 0.24 0.15 NOTE: READINGS BY: CM, RB Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-4 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 Tell] I;'II] *111 lI;•[.: I* Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-5 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 I -' (1) NO ACCESS TO VOLUME DAMPERS - TOO HIGH ABOVE T-BAR Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-6 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 I1fT ._ Inland Air Balance, Inc. PROJECT: SPROUTS FARMERS MARKET #416 LOCATION: 2634 GATEWAY ROAD, CARLSBAD JOB NUMBER: 1802-03 DATE: 10/15/2018 FAN DATA Fan Number: RTU-7 RTU-8 Location ROOF ROOF Service 102, 103, 121 101, 104, 122 Manufacturer LENNOX LENNOX Model Number LGH048H4EW4G LGH036H4EW4G Serial Number 5618E02984 5618E02985 Classification I I Motor Make/Frame GENTEQ - N/S GENTEQ - N/S Motor HP (W)/RPM 3/4 - VARIABLE 3/4 - VARIABLE Volts/Phase/Hertz 240 -1 -60 240 -1 -60 F.L. Amps/S.F. 3.1 - TP 3.1 - TP Motor Sheave Make DIRECT DRIVE DIRECT DRIVE Motor Sheave Diam./ Bore DIRECT DRIVE DIRECT DRIVE Fan Sheave Make DIRECT DRIVE DIRECT DRIVE Fan Sheave Diam./ Bore DIRECT DRIVE DIRECT DRIVE No. Belts/Make/Size DIRECT DRIVE DIRECT DRIVE Sheave & Distance DIRECT DRIVE DIRECT DRIVE TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 1300 1308 1450 1527 Outside Air CFM 130 137 145 150 Fan RPM N/S 40% N/S 58% Total S. P. 1.00" 0.46" 1.00" 0.66" Voltage 240 247 240 246 Amperage TI/T2/T3 3.1 1.1 3.1 1.4 VFD Set Point U(.. I ION SP 0.24 0.41 DISCHARGE SP 0.22 0.25 NOTE: READINGS BY: CM, RB Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-7 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 K111: Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET RTU-8 DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 Inland Air Balance, Inc. PROJECT: SPROUTS FARMERS MARKET #416 LOCATION: 2634 GATEWAY ROAD, CARLSBAD JOB NUMBER: 1802-03 DATE: 10/15/2018 FAN DATA Fan Number: EF-1 EF-2 EF-3 Location ROOF ROOF ROOF Service HOOD #1 RESTROOM EXHAUST OVEN HOOD Manufacturer GREASEMASTER GREASEMASTER GREASEMASTER Model Number GMDU85H GMDUI2H GMDU50H Serial Number N/S N/S N/S Classification I I Motor Make/Frame US MOTORS -48 Y NEMA - N/S US MOTORS -48 Y Motor HP (W)/RPM 3/4 - VARIABLE 1/4 - VARIABLE 1/2 - VARIABLE Volts/Phase/Hertz 115 -1 -60 115 -1-60 115 -1-60 F.L. Amps/S.F. 8.8 - TP 2.9 - TP 5.6 - TP Motor Sheave Make DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Motor Sheave Diam./ Bore DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Fan Sheave Make DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Fan Sheave Diam./ Bore DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE No. Belts/Make/Size DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Sheave & Distance DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 1600 1447 500 513 690 711 Outside Air GEM - - - - - - Fan RPM 1212 1499 1524 1386 1441 912 Total S.P. 1.00" NVL 0.50 NVL 1.00" NVL Voltage 115 116 115 116 115 116 Amperage T1/T2/T3 8.8 8.6 2.9 0.7 5.6 3.3 VFD Set Point 79% 73% 47% SUCTION SP DISCHARGE SP NOTE: READINGS BY: CM, RB Inland Air Balance, Inc. DATE: 10115/2018 Project: SPROUTS FARMERS MARKET #416 - CARLSBAD JOB Al 1802-03 Technician CM,RB (r4'lce Ilnad Test Hood Number I EF #I Model = 6024-GSN-2 Length = Notes: GREASMASTER Filter #1 Fitter #2 Fitter #3 Filter #4 Filter #5 Filter #6 Fitter #7 Fitter #8 Filter #9 Fitter #10 Fitter #11 Total CFM Filter Size 16X20 16X20 16X20 16X20 16X20 Velocity 141 126 140 154 135 CFM 293 262 291 320 281 1447 csuai 11000 uesugn 11000 Size Area Riser Velocity CFM CFM 1-toOd Connection 11 X 10 0.76 1894 1447 1600 90% HoodNumber EF # Model= Length = Notes: Filter #1 Filter #2 Filter #3 Filter #4 Filter #5 Filter #6 Filter #7 Filter #8 Filter #9 Filter #10 Filter#11 TotalCFM FilterSize Velocity CFM 0 MCtU4l 11000 uesign riooa Size Area Riser Velocity CFM - CFM Hood Connection #DIV/0! 0 #DIV/0! Filter Information Reference Filter Size Free Area K Factor' MultIplIer ................1_ No Filter _2_ 10x16 0.78 1.2 0.94 3 10'x20 0.99 1.2 1.19 4_ - 12'x12' 0.69 1.2 0.83 5_ - 12'x16' 0.97 12 1.16 _6_ 12'x20' 1.25 12 1.50 - - 12'x24" 1.52 1.2 1.82 - - 16x16' 1 1.35 1.2 1.62 - 16'x20 1.73 1.2 2.08 10 16x25' 2.22 12 266 11 20'x20' 2023 1.2 2.68 12 20'x25' 2.85 1.2 3.42 13 24' x24' 3.36 1.2 4.03 NOTE: K-Faclgr Is the same lm all Raffle 51)18 tEem. Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET EXHAUST FANS DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 I•tIIi . ii Nam IIIIIIIIIIIIIIIII10.liJI;11, I*l;11UJ1[$I* Inland Air Balance, Inc. PROJECT: SPROUTS FARMERS MARKET #416 LOCATION: 2634 GATEWAY ROAD, CARLSBAD JOB NUMBER: 1802-03 DATE: 10/15/2018 FAN DATA Fan Number: EF-4 Location ROOF Service DISHWASHER HOOD Manufacturer GREASEMASTER Model Number GMDU12H Serial Number N/S Classification Motor Make/Frame NEMA - N/S Motor HP (W)/RPM 1/4 - VARIABLE Volts/Phase/Hertz 115 -1 -60 F.L. Amps/S.F. 2.9- TP Motor Sheave Make DIRECT DRIVE Motor Sheave Diam./ Bore DIRECT DRIVE Fan Sheave Make DIRECT DRIVE Fan Sheave Diam./ Bore DIRECT DRIVE No. Belts/Make/Size DIRECT DRIVE Sheave & Distance DIRECT DRIVE TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 525 555 Outside Air CFM - - Fan RPM 1606 1005 Total S.P. 0.50" NVL Voltage 115 115 Amperage T1/T2/T3 2.9 0.25 VFD Set Point SUCTION SP DISCHARGE SP NOTE: READINGS BY: CM, RB TEST AND BALANCE REPORT DIFFUSER AND GRILLE TEST SHEET Readings by: CM, RB InIai SPROUTS FARMERS MARKET #416 CARLSBAD EXHAUST FAN md Air Balance, Inc. DATE: 10/15/2018 JOB NO: 1802-03 ZONE I ROOM OUTLET SIZE AK TYPE REQUIRED TEST RESULTS NOTES FACTOR CFM FPM CFM I FPM EF-4 DISHWASHER 1 9 X 7 0.44 HOOD 525 1193 555 1261 TOTAL 525 555 Inland Air Balance, Inc. PROJECT: SPROUTS FARMERS MARKET #416 LOCATION: 2634 GATEWAY ROAD, CARLSBAD JOB NUMBER: 1802-03 DATE: 10/15/2018 FAN DATA Fan Number: TAF-1 Location CEILING Service AV CABINET Manufacturer GREASEMASTER Model Number GMSIF11DD Serial Number 2.98E+06 Classification Motor Make/Frame N/S - N/S Motor HP (W)/RPM 1/2 - VARIABLE Volts/Phase/Hertz 115 -1 -60 F.L. Amps/S.F. 5.6 - TP Motor Sheave Make DIRECT DRIVE Motor Sheave Diam./ Bore DIRECT DRIVE Fan Sheave Make DIRECT DRIVE Fan Sheave Diam./ Bore DIRECT DRIVE No Belts/Make/Size DIRECT DRIVE Sheave & Distance DIRECT DRIVE TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 550 561 Outside Air CFM - - Fan RPM 1270 742 Total S.P. 0.50" 0.16" Voltage 115 116 Amperage T1/T2/T3 5.6 2.7 VFD Set Point SUCTION SP . 0.14 DISCHARGE SP 0.02 NOTE: READINGS BY: CM, RB Inland Air Balance, Inc. SPROUTS FARMERS MARKET #416 TEST AND BALANCE REPORT CARLSBAD DIFFUSER AND GRILLE TEST SHEET TAF DATE: 10/15/2018 Readings by: CM, RB JOB NO: 1802-03 DARRELL STENII NO. FP 1582 FIRE - - Fire Protection by Computer Design Henderson Engineers 8345 Lenexa Drive Suite 300 Lenexa, KS 66214 913-742-5000 Aug 4 2017 Job Name Remote Area #1 '- z Building : Carlsbad, CA Location : Sales LJJ I.- 0 System 1 0 z Contract : 0 Data File : Carlsbad AREA 1 .wxf —j 5 ED CO 0 LL (I) 0 a5Z uw CJ N () > C.) c W Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA ction-1 Page 1 w Data for Remote Area #1 e = J:\Phoenix\Programs\Sprouts\1650001602 Sprouts Farmers Market - Carlsbad - CA\001\Fire\Calcs\Carlsbad AREA 1.wxf de Points 1A lB 1C 1D 1E IF 1G 150 121 151 150 102A102B102C1H ii 1J 1K 1L 1M IN 122 'A 102C 10 1P 10 1R is IT 1U 123 iv 1W 1X 1Y 1Z 1AA lAB 124 1AC lAD 125 3126 127 128 129 130 131 132 133 134 135 136 137 139 I 2A 28 2C 140 2H 21 2J 141 2E 2F 2G 140 2L 2M 2N 141 2P2Q142 2S 2T 2U 142 2AB 2AC 143 2W 2X 2Y 143 ) 144 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 TOR BOR SRC I ction-2 Page 2 w Data for Remote Area #1 e = tl:\Phoenix\Programs\Sprouts\1650001602 Sprouts Farmers Market - Carlsbad - CA\001\Fire\Calcs\Carlsbad AREA 1.wxf ta Fields Fnsh Dia Pipe Length & Fittings C Chng Num K Den Area Press Elev t. Pnt. Type Fact Mark Hds Fact )UIVALENT K'S EW PATH ) 200 1.5 SCHED-lO 101.583 4T2E 120 Ln-G 19 1 201 1.5 SCHED-lO 101.5834T2E 120 Ln-G 19 EMOTE HEAD TO SUPPLY 2 1A 1.5 SCHED-lO R37.1672T1E 120 Ln-G 19 1 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 123 7 21 1C 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 123 7 21 1D 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 123 7 21 1E 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 123 7 21 1 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 123 7 21 202 1.5 SCHED-lO L57.9172T1E 120 Ln-G 8.0 .26 123 7 21 EW PATH 3 1G 1.5 SCHED-lO R37.1672T1E 120 Ln-G 19 1H 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 118 7 21 ii 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 118 7 21 11 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 118 7 21 1K 1.5 SCHED-10 10.250 120 Ln-G 8.0 .26 118 7 21 1L 1.5 SCHED-lO 10.250 120 Ln-G 8.0 .26 118 7 21 203 1.5 SCHED-lO L57.9172T5E 120 Ln-G 8.0 .26 118 7 21 EW PATH 1M 1.5 SCHED-lO R57.7502T1E 120 Ln-G 19 1 1.5 SCHED-lO 7 120 Ln-G 8.0 .26 118 7 21 10 1.5 SCHED-lO 7 120 Ln-G 8.0 .26 118 7 21 1P 1.5 SCHED-lO 134E 120 Ln-G 8.0 .26 118 7 21 1Q 1.5 SCHED-lO 8 120 Ln-G 8.0 .26 118 7 21 1R 1.5 SCHED-10 8 120 Ln-G 8.0 .26 118 7 21 204 1.5 SCHED-lO L68.1672T1E 120 Ln-G 8.0 26 118 7 21 -=W PATH 5 205 1.5 SCHED-lO 146.4174T2E 120 Ln-G 19 3 206 1.5 SCHED-lO 146.4174T2E 120 Ln-G 19 7 207 1.5 SCHED-lO 146.4174T2E 120 Ln-G 19 3 208 1.5 SCHED-lO 146.417412E 120 Ln-G 19 3 209 1.5 SCHED-lO 146.4174T2E 120 Ln-G 19 210 1.5 SCHED-lO 148.4174T6E 120 Ln-G 19 211 1.5 SCHED-lO 146.417412E 120 Ln-G 19 212 1.5 SCHED-lO 146.417412E 120 Ln-G 19 3 213 1.5 SCHED-lO 146.4174T2E 120 Ln-G 19 214 1.5 SCHED-lO 146.417412E 120 Ln-G 19 5 215 1.5 SCHED-lO 146.417412E 120 Ln-G 19 3 216 1.5 SCHED-lO 146.4174T2E 120 Ln-G 19 EW PATH ) 101 3 SCHED-lO 8.000 120 Mn-S 19 1 102 3 SCHED-lO 29.000 2E 120 Mn-S 19 2 103 3 SCHED-lO 11.500 120 Mn-S 19 3 104 3 SCHED-lO 11.500 120 Mn-S 19 105 3 SCHED-lO 11.500 120 Mn-S 19 5 106 3 SCHED-lO 11.500 120 Mn-S 19 3 107 3 SCHED-lO 11.250 120 Mn-S 19 7 108 3 SCHED-lO 11.250 120 Mn-S 19 3 109 3 SCHED-lO 11.250 120 Mn-S 19 3 110 3 SCHED-lO 11.000 120 Mn-S 19 111 3 SCHED-lO 11.500 120 Mn-S 19 112 3 SCHED-lO 11.500 120 Mn-S 19 113 3 SCHED-lO 10.000 120 Mn-S 19 3 114 3 SCHED-lO 7.750 120 Mn-S 19 I 115 3 SCHED-lO 8.500 120 Mn-S 19 5 116 3 SCHED-lO 9.500 120 Mn-S 19 EW PATH ) 201 4 SCHED-lO 8.000 120 Mn-G1 19 1 202 4 SCHED-lO 35.0002E 120 Mn-G1 19 2 203 4 SCHED-lO 11.500 120 Mn-G1 19 3 204 4 SCHED-lO 11.500 120 Mn-G1 19 ction2 Page 3 w Data for Remote Area #1 = (Untitled) ta Fields Fnsh Dia Pipe Length & Fittings C Chng Num K Den Area Press Elev t. Pnt. Type Fact Mark Hds Fact 205 4 SCHED-lO 11,500 120 Mn-G1 19 5 206 4 SCHED-lO 11.500 120 Mn-G1 19 3 207 4 SCHED-10 11.250 120 Mn-G1 19 7 208 4 SCHED-10 11.250 120 Mn-G1 19 3 209 4 SCHED-lO 11.250 120 Mn-G1 19 210 4 SCHED-lO 11.000 120 Mn-G1 19 ) 211 4 SCHED-lO 11.500 120 Mn-G1 19 I 212 4 SCHED-lO 11.500 120 Mn-G1 19 2 213 4 SCHED-lO 10.000 120 Mn-S 19 3 214 4 SCHED-lO 7.750 120 Mn-S 19 215 4 SCHED-10 8.500 120 Mn-S 19 5 216 4 SCHED-lO 9.500 120 Mn-S 19 3 TOR 4 SCHED-lO 48.0004E 120 Mn-S 19 R BOR 4 SCHED-lO 19.000 1Fsp1B1S 120 Riser ' 19 'R Ui 8 BLUBR150 53.000 iFiTiGiZailE 120 Riser H1 00 0 U2 12 BLUBR150 500.0002F1G 150 0 U3 12 BLUBR150 175.0004G1T 150 0 U4 12 BLUBR150 140.000 2G1F1T 150 0 SRC 24 CL52CLDI 30.000 140 0 C H400 0 EW PATH U5 12 BLUBR150 35.000 2G1T 150 0 U6 12 BLUBR150 290.000 2G1F1T 150 0 U2 12 BLUBR150 375.000 2G1T 150 0 EW PATH - U3 12 BLUBR150 615.000 8G2T2F 150 ction-3 w Data for Remote Area #1 e =(Untitled) ;c Information and Water Supplies mmon Elevation mmon Elevation = 0 Iculation Question Answers mote Point = 10 urce Point = SRC to Peak Move Length = 0 ;ate Remote Head = Y to Alter Fittings Lengths = Y to Peak =No r Lengths After Auto Peak = No y Water Supply Information nnection Point = SRC ttic Pressure = 126 sidual Pressure = 109 sidual Flow = 8000 Page 4 Henderson Engineers Page 5 Remote Area #1 Date 08/07/17 Hydraulic Design Information Sheet Name - AREA 1 Date - 08/07/17 Location - Sales Building - Carlsbad, CA System No. - 1 Contractor - Contract No. - Calculated By - KS Drawing No. - FP1.0 Construction: ( ) Combustible (X) Non-Combustible Ceiling Height - Occupancy - MERCANTILE S (X) NFPA 13 ( ) Lt. Haz. Ord.Haz.Gp. ( ) 1.( ) 2 ( ) 3 ( ) Ex.Haz. Y ( ) NFPA 231 ( ) NFPA 231C ( ) Figure Curve S Other T Specific Ruling Made By Date E M Area of Sprinkler Operation - 2000 System Type Sprinkler/Nozzle Density - 0.26 (X) Wet Make D Area Per Sprinkler - 100 ( ) Dry Model E Elevation at Highest Outlet - 21 ( ).Deluge Size S Hose Allowance - Inside - 123 ( ) Preaction K-Factor 8.0 I Rack Sprinkler Allowance - ( ) Other Temp.Rat.286 G Hose Allowance - Outside - 400 N Note Calculation Flow Required - 1073 Press Required - 76.4 At SRC Summary C-Factor Used: 120 Overhead 140 Underground Water Flow Test: Date of Test - 03/24/17 Time of Test - - Static Press - 105 PSI Residual Press - 103 PSI Flow - 600 GPM Elevation - 0 Location - SEE SHEET FP1.1 Pump Data: Tank or Reservbir: Cap. Rated Cap.- --- Elev.- 8 Press - Elev. - 0 Well Proof Flow W A T E R S U P P L Y Source of Information - SEE SHEET FP1.1 C Commodity Rack Storage Class I-Ill Location O Storage Ht. 15'-0" Area Aisle W. 4' M Storage Method: Solid Piled % Palletized % Rack M Single Row ( ) Conven. Pallet ( ) Auto. Storage ( ) Encap. S R ( ) Double Row ( ) Slave Pallet ( ) Solid Shelf (X) Non T A ( ) Mult. Row ( ) Open Shelf O C R K Flue Spacing Clearance:Storage to Ceiling A Longitudinal Transverse G E Horizontal Barriers Provided: Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Water Supply Curve C Henderson Engineers . . Page 6 Remote Area #1 Date 08/07/17 City Water Supply: Demand: Cl - Static Pressure : 126 Dl - Elevation : 9.095 C2 - Residual Pressure: 109 D2 - System Flow : 573.03 C2 - Residual Flow : 8000 D2 - System Pressure : 76.409 Hose ( Demand) :500 D3 - System Demand :1073.03 Safety Margin : 49.178 150 140 130 P 120 C2 R 110 E10° 90 no I 80 u 70 R6° E5° 40 30 20 10 1000 2000 3000 4000 5000 6000 7000 8000 9000 FLOW (N A 1.85) Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fittings Used Summary Henderson Engineers Page 7 Remote Area #1 Date 08/07/17 Fitting Legend - Abbrev. Name V2 3/4 1 11/4 11/2 2 21/2 3 31/2 4 5 6 8 10 12 14 16 18 20 24 B NFPA 13 Butterfly Valve 0 0 0 0 0 6 7 10 0 12 9 10 12 19 21 0 0 0 0 0 E NFPA 13 90' Standard Elbow 1 2 2 3 4 5 6 7 8 10 12 14 18 22 27 35 40 45 50 61 F NFPA 1345Elbow 1 1 1 1 2 2 3 3 3 4 5 7 9 11 13 17 19 21 24 28 Fsp Flow Switch Potter VSR Fitting generates a Fixed Loss Based on Flow G NFPA 13 Gate Valve 0 0 0 0 0 1 1 1 1 2 2 3 4 5 6 7 8 10 11 13 S NFPA 13 Swing Check 0 0 5 7 9 11 14 16 19 22 27 32 45 55 65 T NFPA 139O' Flow thruTee 3 4 5 6 8 10 12 15 17 20 25 30 35 50 60 71 81 91 101 121 Zai Ames 4000SS Fitting generates a Fixed Loss Based on Flow Units Summary Diameter Units Inches Length Units Feet Flow Units US Gallons per Minute Pressure Units Pounds per Square Inch Note: Fitting Legend provides equivalent pipe lengths for fittings types of various diameters. Equivalent lengths shown are standard for actual diameters of Sched 40 pipe and CFactors of 120 except as noted with *• The fittings marked with a * show equivalent lengths values supplied by manufacturers based on specific pipe diameters and CFactors and they require no adjustment. All values for fittings not marked with a * will be adjusted in the calculation for CFactors of other than 120 and diameters other than Sched 40 per NFPA. Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Pressure / Flow Summary - STANDARD Henderson Engineers Page 8 Remote Area #1 Date 08/07/17 Node Elevation K-Fact Pt Pn Flow / Density Area Press No. Actual Actual Req. 100 19.0 34.8 na 101 19.0 34.79 na 102 19.0 34.67 na 1A 21.0 8 17.68 na 33.64 0.26 123 7.0 1 21.0 8 16.42 na 32.42 0.26 123 7.0 1C 21.0 8 16.05 na 32.05 0.26 123 7.0 1D 21.0 8 16.05 na 32.05 0.26 123 7.0 1E 21.0 8 16.32 na 32.32 0.26 123 7.0 1 21.0 8 17.39 na 33.36 0.26 123 7.0 103 19.0 34.71 na 1G 21.0 8 17.02 na 33.0 0.26 118 7.0 1H 21.0 8 15.65 na 31.65 0.26 118 7.0 ii 21.0 8 15.2 na 31.19 0.26 118 7.0 11 21.0 8 15.18 na 31.17 0.26 118 7.0 1K 21.0 8 15.37 na 31.36 0.26 118 7.0 1L 21.0 8 16.24 na 32.24 0.26 118 7.0 104 19.0 34.98 na 1M 21.0 8 15.63 na 31.63 0.26 118 7.0 1 21.0 8 14.91 na 30.89 0.26 118 7.0 10 21.0 8 14.71 na 30.68 0.26 118 7.0 1P 21.0 8 14.71 na 30.68 0.26 118 7.0 10 21.0 8 14.94 na 30.92 0.26 118 7.0 1R 21.0 8 15.78 na 31.78 0.26 118 7.0 105 19.0 35.61 na 106 19.0 36.16 na 107 19.0 36.63 na 108 19.0 37.02 na 109 19.0 37.35 na 110 19.0 37.61 na 111 19.0 37.83 na 112 19.0 38.0 na 113 19.0 38.11 na 114 19.0 38.16 na 115 19.0 38.18 na 116 19.0 38.19 na 200 19.0 37.49 na 201 19.0 37.49 na 202 19.0 37.53 na 203 19.0 37.59 na 204 19.0 37.74 na 205 19.0 38.02 na 206 19.0 38.33 na 207 19.0 . 38.67 na 208 19.0 39.03 na 209 19.0 39.43 na 210 19.0 39.86 na 211 19.0 40.33 na 212 19.0 40.85 na 213 19.0 41.35 na 214 19.0 41.76 na 215 19.0 42.26 na 216 19.0 42.87 na -. TOR 19.0 49.93 na BOR 0.0 65.63 na 100.0 Ui 0.0 76.16 na U2 0.0 76.23 na U3 0.0 76.29 na U4 0.0 76.41 na SRC 0.0 76.41 na 400.0 US 0.0 76.18 na U6 0.0 76.23 na The maximum velocity is 14.9 and it occurs in the pipe between nodes 103 and 1G Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations - Hazen-Williams Henderson Engineers Page 9 Remote Area #1 Date 08/07/17 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C',or Ftng's Pe Pv ******* Notes Point Qt Pt/Ft Eqv. Ln. Total Pt Pn 100 23.65 1.682 4T 39.599 101.583 34.797 to 120.0 2E 9.9 49.499 0.0 200 23.65 0.0178 0.0 151.082 2.689 Vel = 3.41 0.0 23.65 37.486 K Factor = 3.86 101 23.68 1.682 4T 39.599 101.583 34.792 to 120.0 2E 9.9 49.499 0.0 201 23.68 0.0178 0.0 151.082 2.696 Vel = 3.42 0.0 23.68 37.488 K Factor = 3.87 102 -100.84 1.682 2T 19.799 37.167 34.669 to 120.0 E 4.95 24.749 -0.866 1A -100.84 -0.2604 0.0 61.916 * -16.121 Vel= 14.56 1A 33.64 1.682 0.0 10.250 17.682 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1 -67.2 -0.1229 0.0 10.250 -1.260 Vel = 9.70 1 B 32.42 1.682 0.0 10.250 16.422 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1C -34.78 -0.0363 0.0 10.250 -0.372 Vel = 5.02 1 C 32.05 1.682 0.0 10.250 16.050 K Factor = 8.00 to 120.0 0.0 0.0 0.0 10 -2.73 -0.0004 0.0 10.250 -0.004 Vel = 0.39 10 32.05 1.682 0.0 10.250 16.046 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1E 29.32 0.0265 0.0 10.250 0.272 Vel = 4.23 1 E 32.31 1.682 0.0 10.250 16.318 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1 61.63 0.1047 0.0 10.250 1.073 Vel = 8.90 1 F 33.36 1.682 2T 19.799 57.917 17.391 K Factor = 8.00 to 120.0 E 4.95 24.749 0.866, 202 94.99 0.2331 0.0 82.666 19.273 Vel = 13.72 0.0 94.99 37.530 K Factor = 15.51 103 -103.19 1.682 2T 19.799 37.167 34.706 to 120.0 E 4.95 24.749 -0.866 1G -103.19 -0.2717 0.0 61.916 -16.823 Vel = 14.90 1 G 33.00 1.682 0.0 10.250 17.017 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1H -70.19 -0.1332 0.0 10.250 -1.365 Vel = 10.13 1H 31.65 1.682 0.0 10.250 15.652 K Factor = 8.00 to 120.0 0.0 0.0 0.0 11 -38.54 -0.0440 0.0 10.250 -0.451 Vel = 5.56 11 31.19 1.682 0.0 10.250 15.201 K Factor =8.00 to 120.0 0.0 0.0 0.0 11 -7.35 -0.0020 0.0 10.250 -0.021 Vel = 1.06 11 31.17 1.682 0.0 10.250 15.180 K Factor =8.00 to 120.0 0.0 0.0 0.0 1K 23.82 0.0180 0.0 10.250 0.185 Vel = 3.44 1K 31.36 1.682 0.0 10.250 15.365 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1L 55.18 0.0854 0.0 10.250 0.875 Vel = 7.97 Computer Programs by Hydratec Inc. Route 1 11 Windham N.H. USA 03087 Final Calculations - Hazen-Williams Henderson Engineers Page 10 Remote Area #1 Date 08/07/17 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv Notes Point Qt Pf/Ft Eqv. Ln. Total Pt Pn 1 L 32.24 1.682 2T 19.799 57.917 16.240 K Factor = 8.00 to 120.0 5E 24.749 44.548 0.866 203 87.42 0.1999 0.0 102.465 20.486 Vel = 12.62 0.0 87.42 37.592 K Factor = 14.26 104 -92.96 1.682 2T 19.799 57.750 34.976 to 120.0 E 4.95 24.749 -0.866 1M -92.96 -0.2240 0.0 82.499 -18.478 Vel = 13.42 1 M 31.63 1.682 0.0 7.000 15.632 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1 -61.33 -0.1037 0.0 7.000 -0.726 Vel = 8.86 1 N 30.89 1.682 0.0 7.000 14.906 K Factor = 8.00 to 120.0 0.0 0.0 0.0 10 -30.44 -0.0284 0.0 7.000 -0.199 Vel = 4.40 10 30.68 1.682 4E 19.799 13.000 14.707 K Factor = 8.00 to 120.0 0.0 19.799 0.0 1 P 0.24 0.0 0.0 32.799 0.0 Vel = 0.03 1P 30.68 1.682 0.0 8.000 14.707 K Factor =8.00 to 120.0 0.0 0.0 0.0 10 30.92 0.0292 0.0 8.000 0.234 Vel = 4.46 10 30.92 1.682 0.0 8.000 14.941 K Factor = 8.00 to 120.0 0.0 0.0 0.0 1R 61.84 0.1054 0.0 8.000 0.843 Vel = 8.93 1 R 31.79 1.682 2T 19.799 68.167 15.784 K Factor = 8.00 to 120.0 E 4.95 24.749 0.866 204 93.63 0.2270 0.0 92.916 21.090 Vel = 13.52 0.0 93.63 37.740 K Factor = 15.24 105 19.35 1.682 4T 39.599 146.417 35.614 to 120.0 2E 9.9 49.499 0.0 205 19.35 0.0123 0.0 195.916 2.406 Vel = 2.79 0.0 19.35 38.020 K Factor = 3.14 106 18.29 1.682 4T 39.599 146.417 36.164 to 120.0 2E 9.9 49.499 0.0 206 18.29 0.0111 0.0 195.916 2.168 Vel = 2.64 0.0 18.29 38.332 K Factor = 2.95 107 17.71 1.682 4T 39.599 146.417 36.626 to 120.0 2E 9.9 49.499 0.0 207 17.71 0.0104 0.0 195.916 2.042 Vel = 2.56 0.0 17.71 38.668 K Factor = '2.85 108 17.59 1.682 4T 39.599 146.417 37.018 to 120.0 2E 9.9 49.499 0.0 208 17.59 0.0103 0.0 195.916 2.016 Vel = 2.54 0.0 17.59 39.034 K Factor = 2.82 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations - Hazen-Williams Henderson Engineers Page 11 Remote Area #1 Date 08/07/17 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C, or Ftng's Pe Pv ******* Notes Point at Pf/Ft Eqv. Ln. Total Pf Pn 109 17.91 1.682 4T 39.599 146.417 37.348 to 120.0 2E 9.9 49.499 0.0 209 17.91 0.0106 0.0 195.916 2.085 Vel = 2.59 0.0 17.91 39.433 K Factor = 2.85 110 17.60 1.682 4T 39.599 148.417 37.612 to 120.0 6E 29.699 69.298 0.0 210 17.6 0.0103 0.0 217.715 2.245 Vel = 2.54 0.0 17.60 39.857 K Factor = 2.79 111 19.75 1.682 4T 39.599 146.417 37.835 to 120.0 2E 9.9 49.499 0.0 211 19.75 0.0128 0.0 195.916 2.500 Vel = 2.85 0.0 19.75 40.335 K Factor = 3.11 112 21.21 1.682 4T 39.599 146.417 38.003 to 120.0 2E 9.9 49.499 0.0 212 21.21 0.0146 0.0 195.916 2.851 Vel = 3.06 0.0 21.21 40.854 K Factor = 3.32 113 22.73 1.682 4T 39.599 146.417 38.106 to 120.0 2E 9.9 49.499 0.0 213 22.73 0.0165 0.0 195.916 3.240 Vel = 3.28 0.0 22.73 41.346 K Factor = 3.53 114 24.08 1.682 4T 39.599 146.417 38.155 to 120.0 2E 9.9 49.499 0.0 214 24.08 0.0184 0.0 195.916 3.606 Vel = 3.48 0.0 24.08 41.761 K Factor = 3.73 115 25.73 1.682 4T 39.599 146.417 38.182 to 120.0 2E 9.9 49.499 0.0 215 25.73 0.0208 0.0 195.916 4.077 Vel = 3.72 0.0 25.73 42.259 K Factor = 3.96 116 27.71 1.682 4T 39.599 146.417 38.191 to 120.0 2E 9.9 49.499 0.0 216 27.71 0.0239 0.0 195.916 4.676 Vel = 4.00 0.0 27.71 42.867 K Factor = 4.23 100 -23.65 3.26 0.0 8.000 34.797 to 120.0 0.0 0.0 0.0 101 -23.65 -0.0006 0.0 8.000 -0.005 Vel = 0.91 101 -23.68 3.26 2E 18.815 29.000 34.792 to 120.0 0.0 18.815 0.0 102 -47.33 -0.0026 0.0 47.815 -0.123 Vel = 1.82 102 100.84 3.26 - 0.0 11.500 34.669 to 120.0 0.0 0.0 0.0 103 53.51 0.0032 0.0 11.500 0.037 Vel = 2.06 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations - Hazen-Williams 1-lenderson Engineers Page 12 Remote Area #1 Date 08/07/17 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. 'C' or Ftng's Pe Pv ******* Notes Point Qt Pf/Ft Eqv. Ln. Total Pf Pn 103 103.19 3.26 0.0 11.500 34.706 to 120.0 0.0 0.0 0.0 104 156.7 0.0235 0.0 11.500 0.270 Vet = 6.02 104 92.96 3.26 0.0 11.500 34.976 to 120.0 0.0 0.0 0.0 105 249.66 0.0555 0.0 11.500 0.638 Vet = 9.60 105 -19.35 3.26 0.0 11.500 35.614 to 120.0 0.0 0.0 0.0 106 230.31 0.0478 0.0 11.500 0.550 Vel = 8.85 106 -18.29 3.26 0.0 11.250 36.164 to 120.0 0.0 0.0 0.0 107 212.02 0.0411 0.0 11.250 0.462 Vet = 8.15 107 -17.71 3.26 0.0 11.250 36.626 to 120.0 0.0 0.0 0.0 108 194.31 0.0348 0.0 11.250 0.392 Vet = 7.47 108 -17.59 3.26 0.0 11.250 37.018 to 120.0 0.0 0.0 0.0 109 176.72 0.0293 0.0 11.250 0.330 Vet = 6.79 109 -17.91 3.26 0.0 11.000 37.348 to 120.0 0.0 0.0 0.0 110 158.81 0.0240 0.0 11.000 0.264 Vet = 6.10- 110 -17.60 3.26 0.0 11.500 37.612 to 120.0 0.0 0.0 0.0 111 141.21 0.0194 0.0 11.500 0.223 Vet = 5.43 111 -19.76 3.26 0.0 11.500 37.835 to 120.0 0.0 0.0 0.0 112 121.45 0.0146 0.0 11.500 0.168 Vet = 4.67 112 -21.21 3.26 0.0 ' 10.000 38.003 to 120.0 0.0 0.0 0.0 113 100.24 0.0103 0.0 10.000 0.103 Vet= 3.85 113 -22.72 3.26 0.0 7.750 '38.106 to 120.0 0.0 0.0 0.0 114 77.52 0.0063 0.0 7.750 0.049 Vet = 2.98 114 -24.08 3.26 0.0 8.500 38.155 to 120.0 0.0 0.0 0.0 115 53.44 0.0032 0.0 8.500 0.027 Vet = 2.05 115 -25.73 3.26 0.0 9.500 38.182 to 120.0 0.0 0.0 0.0 116 27.71 0.0009 0.0 9.500 0.009 Vet = 1.07 0.0 27.71 38.191 K Factor = 4.48 200 23.65 4.26 0.0 8.000 37.486 to 120.0 0.0 0.0 0.0 201 23.65 0.0002 . 0.0 8.000 0.002 Vet = 0.53 201 23.68 4.26 2E 26.334 35.000 37.488 to 120.0 0.0 26.334 0.0 202 47.33 0.0007 0.0 61.334 0.042 Vet = 1.07 202 94.99 4.26 0.0 11.500 37.530 to 120.0 0.0 0.0 0.0 203 142.32 0.0054 0.0 11.500 0.062 Vet = 3.20 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 F~inal Calculations - Hazen-Williams Henderson Engineers Page 13 Remote Area #1 Date 08/07/17 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv Notes Point Qt Pf/Ft Eqv. Ln. Total Pf Pn 203 87.42 4.26 0.0 11.500 37.592 to 120.0 0.0 0.0 0.0 204 229.74 0.0129 0.0 11.500 0.148 Vel= 5.17 204 93.63 4.26 0.0 11.500 37.740 to 120.0 0.0 0.0 0.0 205 . 323.37 0.0243 0.0 11.500 0.280 Vel = 7.28 205 19.35 4.26 0.0 11.500 38.020 to 120.0 0.0 0.0 0.0 206 342.72 0.0271 0.0 11.500 0.312 Vel = 7.71 206 18.29 4.26 0.0 11.250 38.332 to 120.0 0.0 0.0 0.0 207 361.01 0.0299 0.0 11.250 0.336 Vel = 8.13 207 17.71 4.26 0.0 11.250 38.668 to 120.0 0.0 0.0 0.0 208 378.72 0.0325 0.0 11.250 0.366 Vel = 8.52 208 17.58 4.26 0.0 11.250 39.034 to 120.0 0.0 . 0.0 0.0 209 396.3 0.0355 0.0 11.250 0.399 Vel = 8.92 209 17.92 4.26 0.0 11.000 39.433 to 120.0 0.0 0.0 0.0 210 414.22 0.0385 0.0 11.000 0.424 Vel = 9.32 210 17.60 4.26 . 0.0 11.500 39.857 to 120.0 0.0 0.0 0.0 211 431.82 0.0416 0.0 11.500 0.478 Vel = 9.72 211 19.75 4.26 0.0 11.500 40.335 to 120.0 0.0 0.0 0.0 212 451.57 0.0451 0.0 11.500 0.519 Vel = 10.16 212 21.21 4.26 0.0 10.000 40.854 to 120.0 0.0 0.0 0.0 213 472.78 0.0492 0.0 10.000 0.492 Vel = 10.64 213 22.73 4.26 0.0 7.750 41.346 to 120.0 0.0 0.0 0.0 214 495.51 0.0535 0.0 7.750 0.415 Vel = 11.15 214 24.08 4.26 0.0 8.500 41.761 to 120.0 0.0 0.0 0.0 215 519.59 0.0586 0.0 8.500 0.498 Vel = 11.70 215 25.73 4.26 0.0 9.500 42.259 to 120.0 0.0 0.0 0.0 216 545.32 0.0640 0.0 9.500 0.608 Vel = 12.28 216 27.71 4.26 4E 52.668 48.000 42.867 to 120.0 0.0 52.668 0.0 TOR 573.03. 0.0702. 0.0 100.668 7.062 Vel = 12.90 TOR 0.0 4.26 Fsp 0.0 19.000 49.929 to 120.0 B 15.8 44.768 11.229 * * Fixed Loss = 3 BOR 573.03 0.0701 S 28.968 63.768 4.473 Vel = 12.90 BOA 100.00 7.98 F 8.995 53.000 65.631 Qa = 100 to 120.0 T 34.979 65.961 10.000 * Fixed Loss = 10 Ui 673.03 0.0044 G 3.998 118.961 0.529 Vel = 4.32 Zai 0.0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 jinal Calculations - Hazen-Williams Henderson Engineers Page 14 Remote Area #1 Date 08/07/17 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftngs Pe Pv Notes Point Qt Pt/Ft Eqv. Ln. Total Pt Pn E 17.989 Ui -331.34 11.65 2F 34.882 500.000 76.160 to 150.0 G 8.05 42.932 0.0 U2 341.69 0.0001 0.0 542.932 0.072 Vel = 1.03 U2 86.27 11.65 4G 32.199 175.000 76.232 to 150.0 T 80.498 112.698 0.0 U3 427.96 0.0002 0.0 287.698 0.058 Vel = 1.29 U3 245.07 11.65 2G 16.1 140.000 76.290 to 150.0 F 17.441 114.039 0.0 U4 673.03 0.0005 T 80.498 254.039 0.118 Vel = 2.03 U4 0.0 24.73 0.0 30.000 76.408 to 140.0 LLO 0.0 0.0 SRC 673.03 0.0 0.0 30.000 0.001 Vel = 0.45 400.00 Qa = 400.00 1073.03 76.409 K Factor = 122.76 Ui to US 331.33 331.33 11.65 150.0 0.0001 2G T 16.1 80.498 0.0 35.000 96.598 131.598 76.160 0.0 0.016 Vel = 1.00 US 0.0 11.65 2G 16.1 290.000 76.176 to 150.0 F 17.441 114.039 0.0 U6 331.33 0.0001, T 80.498 404.039 0.051 Vel = 1.00 U6 -245.07 11.65 2G 16.1 375.000 76.227 to 150.0 T 80.498 96.598 0.0 U2 86.26 0.0 0.0 471.598 0.005 Vel = 0.26 0.0 86.26 76.232 K Factor = 9.88 U6 245.07 11.65 8G 64.398 615.000 76.227 to 150.0 2T 160.996 260.277 0.0 U3 245.07 0.0001 2F 34.882 875.277 0.063 Vel = 0.74 0.0 -- 245.07 76.290 K Factor = 28.06 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL. MATERIALS Project No. G2108-32-01 September 7, 2017 Shea Homes 9990 Mesa Rim Road San Diego, California 92121, Attention: Mr. Greg Ponce Subject: STRUCTURAL PLAN REVIEW UPTOWN BRESSI RANCH RETAIL CENTER SPROUTS FARMERS MARKET PLAN CHECK NO: CBC2017-0430 S CARLSBAD, CALIFORNIA References: 1. Update Report and Change of Geotechnical Engineer of Record, Bressi Ranch, Lots 29 through 32, Carlsbad, California, prepared by Geocon Incorporated, dated April 24, 2017. Addendum to Update Report, Uptown Bressi Ranch, Carlsbad, California, prepared by Geocon Incorporated, dated August 2, 2017. Structural Plans, Sprouts Farmers Market Build to Suite Project, El Fuerte Street and Gateway Road, Carlsbad, California, prepared by A. V. Schwan & Associates for BRR Architecture, Inc., Addendum No. 1 dated September 5, 2017. Dear Mr. Ponce: In accordance with the request of Ms. Laura Boler with BRR Architecture, Inc., we have reviewed Reference No. 3 to determine if the plans and details have been prepared in substantial conformance with the recommendations presented in our referenced geotechnical reports (Reference No. 1 and 2). Based upon our review of the project plans and the information contained within the geotechnical report, it is the opinion of Geocon Incorporated that the plans and details have been prepared in substantial conformance with recommendations presented in the geotechnical reports. It should be understood that our review was limited to geotechnical aspects of project development and did not include the review of other details on the referenced plan. Geocon Incorporated has no 6960 Flanders Drive N Son Diego, California 92121-2974 U Telephone 858.558.6900 U Fax 858.558.6159 CK20q,10111111, N30 opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of site development. Should you should have any questions regarding this correspondence, or if we may be of further service, please do not hesitate to contact the undersigned at your convenience Very truly yours, GEOCON INCORPORATED .1~ ~,~J(_ "1~4 61__~ Trevor E. Myers /7 RCE 63773 TEM:DBE:dmc 40 'rNo.E63773 David B. Evans CEO 1860 DAVID B. EVANS NO. 1860 CERTIFIED ENGINEERING GEOLOGIST (e-mail) (e-mail) (e-mail) Addressee BRR Architecture, Inc. Attention: Ms. Laura Boler Shea Properties Attention: Mr. Min Kang Project No. G2108-32-01 -2 - September 7, 2017 City of 1, : Cdisbad 1 Building Permit Number:CBC2017-0430 RECEIVED JAN 30 2018 UIIIIulU(uILy Economic uVIUjtu,e,IL COMMUNITY FACILITIES DISTRICT cliv OF ( t A r CITY - — . NON-RESIDENTIAL BUILDING DIVISION NON-RESIDENTIAL CERTIFICATE: Non-residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before permit issuance. BRESSI RETAIL LLC (602) 386-4831 Name of Owner Telephone 808 E Osborn Rd 2634 Gateway Rd Address Project Address Phoenix, AZ 85014-5286 Carlsbad, CA City, State Zip City, State 2132621900 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor 1 2018 92009 Zip S 28,052.00 Improvement Area Fiscal Year Square Feet 03/11/2003 $0.66 Annexation Date Factor As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $18,393.70 Owner's Initials OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $2,540.17 Owner's Initials I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. SiA~Prorty owner - itle0lh1 L411' Print Name J Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. 8-32 Page 1 of 1 of Carl sbad CERTIFICATION OF SCHOOL FEES PAID B-34 pent Services 1635 Faraday Avenue JAN 3 02018 760-602-2719 www.carlsbadca.gov CITY OF CARLSBAD This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number Project Address: A.P.N Project Applicant (Owner Name) Project Description: Building Type Residential: Second Dwelling Unit The Square at Bressi Ranch (Sprouts) CBC20I7-0430 2634 Gateway 213-262-19-00 Bressi Retail, LLC RETAIL COMMERCIAL BUILDING Commercial NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: 28,052 Net Square Feet New Area City Certification of Applicant Information: Shay L Even' Date December 21, 2017 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District Vista Unified School District LI San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Katherine Marcelja (By Appt. Only) H Encinitas Union School District- LI San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (760-944-4300 xli 66) Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date:Na B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE CARLSBAD UNIFIED SCHOOL DISTRICT NAME OF SCHOOL DISTRICT 6225 ELCAMINO REAL CARLSBAD, CA 92009 DATE ell '-?-0 PHONE NUMBER (9) h1 cm- B-34 Page 2 of 2 Rev. 03/09 AVIARA OAKS ELEMENTARY [J CARLSBAD UNIFIED SCHOOL DISTRICT [J PACIFIC RIM ELEMENTARY e D Re c i t No AV!ARA OAKS MIDDLE CARLSBAD VILLAGE ACADEMY [] POINSETTIA ELEMENTARY BUENA VISTA ELEMENTARY EDHOPE ELEMENTARY PRESCHOOL 50536 0 CALA VERA HILLS ELEMENTARY 0 JEFFERSON ELEMENTARY SAGE CREEK HIGH CALA VERA HILLS MIDDLE KELLY ELEMENTARY [] Y4LLEY MIDDLE CARLSBAD HIGH [J MAGNOLIA ELEMENTARY ["OTHER RECEIVED FROM JU6.VI DATE (If Applicabl )PARENT OF P MENT FOR ACCOUNT NUMBER AMOUNT & __ R RECEIVED CASH ______CHECK #T~~(OTAL : SAN DIEGO REGIONAL OFFICE USE ONLY 3J4/ HAZARDOUS MATERIALS RECORDID#_____________________________ PLAN CHECK#__________________ QUESTIONNAIRE BP DATE I I Business Name Business Contact Telephone # Sprouts Farmers Market Bob Lambert 480-385-2348 Project Address City State Zip Code APN# NW Corner (El Fuerte & Gateway) Carlsbad CA 92009 Mailing Address City State Zip Code Plan File# 5455.E. High Street, Ste 111 Phoenix AZ 85054 Project Contact Applicant E-mail Telephone # Eric LoeffJ.er eric.loeffler@brrarch.com 602-386-4831 The following questions represent the faculty's activities. NOT the specific erolect description. N - Diego): Ineicate oy crcling the item, whether your business will use, process, or store any of th applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reaclives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 3. Flammable/Combustible Liquids 7. Pyrophorics. 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives Call (858) 55-6700 prior to the Issuance of a building permit any oj tn ien1$ are dr AUu U i 2017 CorrosY OF CARLSBAD Other Iça LZI DIVISION None of These. If the answer to any Diego, CA 92123. 1FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 KI Is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste In any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 gi Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 IZI Will your business use an existing or install an underground storage tank? 0 I Will your business store or handle Regulated Substances (CaIARP)? 0 Will your business use or Install a Hazardous Waste Tank System (Title 22, Article 10)? 0 t Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (Califomias Aboveground Petroleum Storage Act). 0 CalARP Exempt Date Initials CaIARP Required Date Initials CalARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San biego, CA 92131 aocdcomplsdcounty.ca.gov (858) 586-2650). ['No stamp required If Qi Yes and Q3 Yes and 04-06 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building' on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project ['Excludes garages & small outbuildings.) YES NO 0 IZI Will the project disturb 160 square feet or more of existing building materials? 0 I) Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 IZI (ANSWER ONLY IF QUESTION 1 or IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 lJ (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 IZI Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (wAiw.sdapcd,orpfinfo/facts/r)ermits.pdf) for typical equipment requiring an APCD permit. 0 IZI (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: -S .. Briefly describe proposed project: Grocery Store Grocery Store I declare under alt pen of erjury that to the best of my knowledge and beli e resp ns made herein are true and correct. Eg. s '- EA Name of Owner or Authorized Agent Signature of or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR occupcy COUNTY.l-IMD' APCD COUNTY-HMD APCD COUNTY-HMD APCD # stamp in this box oniv exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division LIST OF BUSINESSES WHICH REQUIRE REVIEW AND APPROVAL FROM THE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISION Check all that apply: AUTOMOTIVE Battery Manufacturing/Recycling El Boat Yard Car Wash Dealership Maintenance/Painting El Machine Shop Painting C] Radiator Shop Rental Yard Equipment C-) Repair/Preventive Maintenance Spray Booth Transportation Services Wrecking/Recycling CHEMICAL HANDLING El Agricultural supplier/distributor Chemical Manufacturer Chemical Supplier/Distributor Coatings/Adhesive Compressed Gas Supplier/Distributor Dry Cleaning Fiberglass/Resin Application Gas Station industrial Laundry Laboratory Laboratory Supplier/Distributor Oil and Fuel Bulk Supply Pesticide Operator/Distributor CHEMICAL HANDLING Photographic Processing Pool Supplies/Maintenance Printing/Blue Printing Road Coatings Swimming Pool O Toxic Gas Handler Toxic Gas Manufacturer METAL WORKING Anodizing Chemical Milling/Etching O Finish-Coating/Painting Flame Spraying 0 Foundry Machine Shop-Drilling/Lathes/Mills Metal Plating El Metal Prepping/Chemical Coaling 0 Precious Metal Recovery Sand Blasting/Grinding Steel Fabricator Wrought Iron Manufacturing AEROSPACE O Aerospace Industry Aircraft Maintenance Aircraft Manufacturing OTHERS AND MISCELLANEOUS Asphalt Plant Biotechnology/Research Chiropractic Office Co-Generation Plant O Dental Clinic/Office Dialysis Center Emergency Generator Frozen Food Processing Facility El Hazardous Waste Hauler Hospital/Convalescent Home Laboratory/Biological Lab Medical Clinic/Office Nitrous Oxide (NOr) Control System Pharmaceuticals Public Utility Refrigeration System El Rock Quarry 0 Ship Repair/Construction Telecommunications Cell Site Veterinary Clinic/Hospital Wood/Furniture Manufacturing/Refinishing ELECTRONICS Electronic Assembly/Sub-Assembly Electronic Components Manufacturing Printed Circuit Board Manufacturing NOTE: THE ABOVE LIST INCLUDES BUSINESSES, WHICH TYPICALLY USE, STORE, HANDLE, AND DISPOSE OF HAZARDOUS SUBSTANCES. ANY BUSINESS NOT INCLUDED ON THIS LIST, WHICH HANDLES, USES OR DISPOSES OF HAZARDOUS SUBSTANCES MAY STILL REQUIRE HAZARDOUS MATERIALS DIVISION (HMD) REVIEW OF BUSINESS PLANS. FOR MORE INFORMATION CALL (858) 505-6880. LIST OF AIR POLLUTION CONTROL DISTRICT PERMIT CATEGORIES Businesses, which Include any of the following operations or equipment, will require clearance from the Air Pollution Control District. CHEMICAL 47— Organic Gas Sterilizers 32 - Acid Chemical Milling 33 - Can & Coil Manufacturing 44 - Evaporators, Dryers & Stills Processing Organic Materials Dry Chemical Mixing & Detergent Spray Towers 35— Bulk Dry Chemicals Storage 55— Chrome Electroplating Tanks COATINGS & ORGANIC SOLVENTS 27— Coating & Painting 37 - Plasma Arc & Ceramic Deposition Spray Booths 38— Paint, Stain & Ink Mfg 27 - Printing 27 - Polyester Resin/Fiberglass Operations METALS 18— Metal Melting Devices 19— Oil Quenching & Salt Baths 32 - Hot Dip Galvanizing 39 - Precious Metals Refining ORGANIC COMPOUND MARKETING (GASOLINE. ETC) Gasoline & Alcohol Bulk Plants & Terminals 25— Intermediate Refueters Gasoline & Alcohol Fuel Dispensing COMBUSTION 34 - Piston Internal - Combustion Engines 13 - Boilers & Heaters (1 million BTU/hr or larger) Incinerators & Crematories Bum Out Ovens 16—Core Ovens 20— Gas Turbines, and Turbine Test Cells & Stands 48 - Landfill and/or Digester Gas Flares ROCK AND MINERAL Hot Asphalt Batch Plants Rock Drills 06 - Screening Operations 07 - Sand Rock & Aggregate Plants 08— Concrete Batch, CTB, Concrete Mixers, Mixers & Silos Brick Manufacturing OTHER 01 - Abrasive Blasting Equipment 03 - Asphalt Roofing Kettles & Tankers 46— Reverse Osmosis Membrane Mfg 51 - Aqueous Waste Neutralization Tire Buffers 17— Brake Debonders 23— Bulk Grain & Dry Chemical Transfer & Storage 45— Rubber Mixers 21 -Waste Disposal & Reclamation Units 36— Grinding Booths & Rooms 40— Asphalt Pavement Heaters 43— Ceramic Slip Casting 41 - Perlite Processing 40 - Cooling Towers - Registration Only 91 - Fumigation Operations 56 —WWTP (1 million gal/day or larger) & Pump Station ELECTRONICS 29— Automated Soldering 42— Electronic Component Mfg FOOD Fish Canneries 12— Smoke Houses 50 - Coffee Roasters 35— Bulk Flour & Powered Sugar Storage SOLVENT USE 28 - Vapor & Cold Degreasing 30 - Solvent & Extract Driers 31 - Dry Cleaning NOTE: OTHER EQUIPMENT NOT LISTED HERE THAT IS CAPABLE OF EMITTING AIR CONTAMINANTS MAY REQUIRE AN AIR POLLUTION CONTROL DISTRICT PERMIT. IF THERE ARE ANY QUESTIONS, CONTACT THE AIR POLLUTION CONTROL DISTRICT AT (858) 586-2600. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT Date W11 SCREENING SURVEY Busi 7tWO 1tVVIf??1A/16Vk4* Street Email PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting I Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting I Forming Pesticide Manufacturing / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching I Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap/ Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief gtpscription of business activiti / ManufactuOperations):_______________ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal / day): List hazardous wastes generated (type / volume): Date operation began/or will begin at this location: Have you aDDNed for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact oW bd~v_ Title ~f~~,Jeo~ Signature Phone No. 6f1 q Z %# 'i%' ENCINA WASTEWATER AUTHORITY, 6200 Avenida Ercinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 N DISCHARGE PERMIT EXEMPT LIST The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. Automobile Detailers Barber/Beauty Shops Business/Sales Offices Carpet/Upholstery Cleaning Services Childcare Facilities Churches Community Centers Consulting Services Contractors Counseling Services Educational Services (no auto repair/film developing) Financial Institutions/Services Fitness Centers Gas Stations (no car wash/auto repair) Grocery Stores (no film developing) Home-based Businesses Hotels/Motels (no laundry) Laundromats Libraries Medical Offices (no x-ray developing) Mortuaries . I Museums - Nail Salons Nursing Homes Office Buildings (no process flow) Optical Services _______ • Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no auto repair/film developing) Theaters (Movie/Live) 547 CITY OF CARLSDD13 A PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Deve!onment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Build ingcarIsbadca.gov Project Address: Permit No Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. - Building Dept. Fax: (160) 602-8558 69 Number of new or relocated fixtures, traps, or floor drains ........... .............................................. New building sewer line ............................................... .........................................VesX No Number of new roof drains? ........ ....... ....... _ ................ .......... .- .................... 6 Install/alter water line? ... .. ............ _ .... .............. New 2" Number of new water heaters? ... ... ...................... Number of new, relocated or replaced gas outlets? .... 16 Number of new hose bibs? ............. ........ ... ............ ............................. ......................... .......... ............. 4 Residential Pennits: - New/expanded service: Number of new amps: - - - - - Minor Remodel only: Yes____ No____ Commercialjindustrial: Tenant Improvement: Number of existing amps involvedia this Number of new amps involved/n this New Construction: Amps per Panel: Single Phase .............Number of new amperes_____________ Three Phase..........................................Number of new amperes_______________ Three Phase 480......................Number of new amperes 1 000A Number of new furnaces, A/C, or heat pumps? ................................... . ........... . .................... .... 8 New or relocated duct work? ..................................................................... .... Yes " No____ Number of new fireplaces? ..................................................................... 0 Number of new exhaust fans? ................. 4 Relocate/Install vent? .......... ........... Number of new exhaust hoods?............................................. ...........................................................2 Number of new boilers or compressors?...........................................................Number of HP 60 - B-18 Page 1 of 1 Rev. 03109 Steve Sickles (1,C 2O/ 7 O13 From: Sent: To: Cc: Subject: Steve, Amber Wesley Tuesday, February 5, 2019 4:42 PM Steve Sickles Marty McGarry RE: Sprouts 416 Carlsbad - 0 & M Manual List - UPDATED RECORD COPY Below is a list of all the 0 & M Manuals that we submitted to Sprouts. 1.0 OPERATION AND MAINTENANCE DOCUMENTS BACE COMPACTOR & BALER RINNAI TANKLESS WATER HEATER BURGULAR SYSTEM GREASE MASTER ANSUL AND EXHAUST FANS HILL PHOENIX ELECTRICAL : HILL PHOENIX REFRIGERATION INVIROPAK 0 COMPRESSORS 0 S AIR COOLED CONDENSERS S CONTROLS PANELBOARDS, BREAKERS, CONTACTORS, RELAYS EVAPORATORS HEAT RECLAMATION UNIT BOOSTER PUMPS 0* COMPACT CHILLER 0 VALVES DISHWASHER WATER HEATER AND EXPANSION TANK HOBART KITCHEN EQUIPMENT DISHWASHER OVEN PROOFER LENNOX ROOF TOP UNITS FRP CLEANING INSTRUCTIONS FIRE ALARM FIRE SPRINKLER SKYLIGHT Recycling - Provided Sprouts manager with the Business Recycling Guide for the City of Carlsbad. Special Inspections - Gondola / Fixture Anchoring Inspection Report 8/3/18 Loading Dock reinforcement - 5/17/18 1 Here's a link to all of the O&M Manuals. https://www.dropbox.com/sh/o0h9a7a pejs8gbu/AABEu5dmefvlgBdCyXSvJ Md6a?d10 Let me know if Andy needs anything else. Thanks! Amber Wesley Project Manager Colorado Structures Inc. d.b.a CSI Construction Company Work: 949-380-3900 Direct: 949-273-50871 Fax: 949-380-39301 Cel: 951-230-1885 www.csigc.comLinkedinFacebook -J 1thIJ &ti4 i ;v ux* - *7= L2W r,Ot*t th $M fftovto --,I Wr sI CONSTRUCTION - L I City of Carlsbad ---. Print Date: 02/11/2019 Permit No: PREV2018-0026 Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 02/06/2018 Reference #: 0EV12023 Issued: 02/15/2018 Construction Type VB Permit 02/11/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check #: CBC2017-0430 Final Plan Check #: Inspection: Job Address: Permit Type: Parcel No: Valuation: Occupancy Group # Dwelling Units: Bedrooms: 2634 Gateway Rd BLDG-Permit Revision 2132621900 $ 0.00 M Project Title: UPTOWN BRESSI RANCH Description: SPROUTS: EVELATION CHANGES STUCCO AND INSULATION // ENLARGE RESTROOM AND OFFICES I/CHANGED SEATIN( PLAN Applicant: Owner: Contractor: ERIC LOEFFLER BRESSI RETAIL LLC CSI CONSTRUCTION CO 808 E Osborn Rd Phoenix, AZ 85014-5286 130 Vantis Dr, 200 602-386-4831 ALISO VIEJO, CA 92656 949-380-3900 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 300.00 Total Payments To Date : $ 300.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ( 1 City of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No.PPr-'VCzJ?-00a~6O;riginaIPlan Check NTé[\OI'T1JOLLC Project Address 2511 Gateway Road Date 2/2/2018 Contact Steve Kellen Ph 602-386-4827 Fax 602-955-9096 Email steve.kellefl@brrarch.com Contact Address 808 E. Osborn Road City Phoenix Zip 85041 General Scope of Work Revise EIFS to stucco at exterior, add interior insulation to shell interior Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans Calculations Soils E Energy F-I Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets See attached list of changes Does this revision, in any way, alter the exterior of the project? E Yes EJ No Does this revision add ANY new floor area(s)? Yes No Does this revision affect anyfire related issues? F1 Yes No Is this a complete set? El Yes No Signature 1635 Faraday Avenue, Carlsbad, CA 92008 jj: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuittCompany DATE: FEB. 14, 2018 0 APPLICANT RI S. JURISDICTION: 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC20170430 (REV. _1) PREV 2018-0026 SET: I PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROS.ECT NAME: Sprouts 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. Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. 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: Eric Loeffler EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted_. ErLcife Telephone #: 602-386-4831 Date contacteth Email: eric.loefflercbrrarch.com Mail Telephone Fax In Person I REMARKS: Miscellaneous owner revisions. Selected sheets are updated and resubmitted under delta #5, for review and approval. By: AL! SADRE, S.E. (for D.Y.) Enclosures: EsGil Corporation [II GA [1 EJ E MB [I] PC 2/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0430 (REV. _1) PREV 2018-0026 FEB. 14, 2018 (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0430 (REV. _1) PREV 2018-0026 PREPARED BY: AL! SADRE, S.E. DATE: FEB. 14, 2018 BUILDING ADDRESS: NW Corner of El Fuerte St & Gateway Rd BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Market 28052 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: 0 Complete Review u Structural Only 0 Repetitive Fee Repeats * Based on hourly rate D Other Hourly 2 Hrs. © * EsGil Fee $120.00 I $240.001 Comments: Sheet 1 of 1 macvalue.doc + architecture Plan Change ADD #: 5 DESCRIPTION: Owner Requested Changes PROJECT: SPROUTS - Carlsbad (Bressi Ranch), CA-BTS PROJECT NO. 62930775 DOCUMENT DATE: 01/18/18 SCOPE: The scope of this Addendum is to revise the originally issued contract documents of SPROUTS - Carlsbad (Bressi Ranch), CA-BTS dated 08/07/17 and all subsequent contract modifications to reflect the following: SUMMARY: Item #1: Owner Requested Changes SPECIFICATIONS SECTION 00003 - TABLE OF CONTENTS Delete Section 07241. Add Section 09220. SECTION 07200 - MISCELLANEOUS BUILDING INSULATION Add Polyisocyanurate to Section 2.4-C. SECTION 07241 - EXTERIOR INSULATION AND FINISH SYSTEM - CLASS PB Delete Section. SECTION 09220 - STUCCO 1. Add Section. ARCHITECTURAL SHEET A1.0 - FLOOR PLAN DETAIL 1 - FLOOR PLAN Add 2" furring on front and side exterior walls at sales floor. (Item #1) Add 2" furring in Receiving. (Item #1) Add wall legend symbols at Produce Prep, Produce Cooler, Hall, Dairy Cooler, Vestibule #2, Vestibule #1, Bakery Freezer, Prep, Deli Cooler, and Grocery Freezer. (Item #1) Add keyed note #42 at Sales Floor and Receiving. (Item #1) KEYED NOTES 1. Add keyed note #42. (Item #1) www.brrarch.com 6700 Antioch Plaza, Suite 300, Merriam, KS 66204 MAIN 913-262-9095 FAX 913-262-9044 kansas city I bentonville I phoenix I san francisco I Philadelphia I atlanta I miami I washington dc I los angeles 9jM4&6j?' .00" Page 2 of 5 I-) GENERAL NOTES 1. Remove note #4 and mark not used. (Item #1) WALL LEGEND 1. Add wall types to indicate 2" polyisocyanurate insulation. (Item #1) SHEET A4.0 - EXTERIOR ELEVATIONS DETAIL 1 - SOUTH ELEVATION 1. Add stucco control joints to exterior walls. (Item #1) DETAIL 2 - WEST ELEVATION 1. Add stucco control joints to exterior walls. (Item #1) DETAIL 3 - NORTH ELEVATION 1. Add stucco control joints to exterior walls. (Item #1) DETAIL 4 - EAST ELEVATION 1. Add stucco control joints to exterior walls. (Item #1) MATERIAL KEYED NOTES 1. Revise material C from EIFS to Stucco. (Item #1) SYMBOLS LIST 1. Revise S.C.J. from EIFS to Stucco. (Item #1) SHEET A5.0 - BUILDING SECTIONS DETAIL 1 - BUILDING SECTION 1. Add rigid insulation above ceilings at exterior walls. (Item #1) DETAIL 2 - BUILDING SECTION 1. Add rigid insulation above ceilings at exterior walls. (Item #1) DETAIL 4 - RECTANGULAR TRIM DETAIL 1. Revise material from EIFS to Stucco. (Item #1) DETAIL 5 - CIRCULAR TRIM DETAIL 1. Revise material from EIFS to Stucco. (Item #1) DETAIL 6 - CIRCULAR TRIM DETAIL 1. Revise material from EIFS to Stucco. (Item #1) KEYED NOTES 1. Revise keynote #14 to remove reference to thickness of insulation. (Item #1) SHEET A5.1 - WALL SECTIONS DETAIL 1 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add sheathing at stucco accent. (Item #1) DETAIL 2 - WALL SECTION 1. Add insulation above ceiling at exterior wall. (Item #1) KEYED NOTES Revise keyed notes #8,9 to change R-value to R-44 of rigid insulation. (Item #1) Add keyed note #45. (Item #1) Revise keyed notes 11, 14, 34, and 38 from EIFS to Stucco. (Item #1) www.brrarch.com 6700 Antioch Plaza, Suite 300, Merriam, KS 66204 MAIN 913-262-9095 FAX 913-262-9044 kansas city I bentonville I phoenix I san frandsco I Philadelphia I atlanta I miami Page 3 of 5 SHEET A5.2 - WALL SECTIONS DETAIL 1 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add foam shapes at wainscot and stucco accent. (Item #1) DETAIL 2 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add foam shapes at wainscot, stucco accent, and cornice. (Item #1) DETAIL 3 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add foam shapes at wainscot and cornice. (Item #1) DETAIL 4 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add framing and sheathing at stucco accents and cornice. (Item #1) KEYED NOTES Revise keyed notes #8,9 to change R-value to R-44 of rigid insulation. (Item #1) Add keyed notes 46 and 47. (Item #1) Revise keyed notes 11, 14, 34, and 45 from EIFS to Stucco. (Item #1) SHEET A5.3 - WALL SECTIONS DETAIL 1 - WALL SECTION Add insulation full height at exterior wall. (Item #1) Add framing and sheathing at stucco accents. (Item #1) DETAIL 2 - WALL SECTION Add insulation full height at exterior wall. (Item #1) Add framing and sheathing at stucco wainscot and accents. (Item #1) DETAIL 3 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add framing and sheathing at stucco wainscot. (Item #1) Add foam shape at cornice. (Item #1) KEYED NOTES Revise keyed notes #8,9 to change R-value to R-44 of rigid insulation. (Item #1) Add keyed note #46. (Item #1) Revise keyed notes 11 and 21 from EIFS to Stucco. (Item #1) SHEET A5.4 - WALL SECTIONS DETAIL 1 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add framing and sheathing at stucco accents and cornice. (Item #1) DETAIL 2 - WALL SECTION Add insulation above door track at exterior wall. (Item #1) Add foam shape at cornice. (Item #1) DETAIL 3 - WALL SECTION Add insulation full height at exterior wall. (Item #1) Add foam shape at cornice. (Item #1) DETAIL 5 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add framing and sheathing at wainscot, accents, and cornice. (Item #1) www.brrarch.com 6700 Antioch Plaza, Suite 300, Merriam, KS 66204 MAIN 913-262-9095 FAX 913-262-9044 kansas city I bentonville I phoenix I San francisco I philadelphia I atlanta I miami Page 4 of S DETAIL 6 - WALL SECTION Add insulation above ceiling at exterior wall. (Item #1) Add framing and sheathing at wainscot, accents, and cornice. (Item #1) KEYED NOTES Revise keyed notes #8,9 to change R-value to R-44 of rigid insulation. (Item #1) Add keyed notes 52 and 53. (Item #1) Revise keyed notes 10, 11, 34, and 51 from EIFS to Stucco. (Item #1) SHEET A6.5 - MISCELLANEOUS DETAILS DETAIL 1 - DETAIL AT CORNICE 1. Revise to show Stucco finish with foam shape at CMU and framing and sheathing at studs. (Item #1) DETAIL 2 - SOFFIT DETAIL 1. Revise to show Stucco finish. DETAIL 3 - DETAIL AT CORNICE 1. Revise to show Stucco finish with foam shape. (Item #1) DETAIL 7 - DETAIL 1. Revise to show Stucco finish with framing and sheathing at accent. (Item #1) DETAIL 8 - DETAIL AT RIDGE 1. Revise to show Stucco finish. (Item #1) DETAIL 11 - SOFFIT DETAIL 1. Revise to show Stucco finish with framing and sheathing at accent. (Item #1) DETAIL 12 - PILASTER DETAIL 1. Revise note from EIFS to Stucco. (Item #1) DETAIL 15 - SHADOW BOX DETAIL 1. Revise to show Stucco finish with framing and sheathing at accent. (Item #1) DETAIL 16 - ACCENT DETAIL 1. Revise notes from EIFS to Stucco and add weather barrier. (Item #1) DETAIL 22 - BRICK VENEER © CURB 1. Revise to show Stucco finish with flashing. (Item #1) DETAIL 24 - CURB DETAIL 1. Revise to show Stucco finish and weather barrier with flashing. (Item #1) SHEET A6.6 - MISCELLANEOUS DETAILS DETAIL 3 - MAIN AWNING AT STOREFRONT 1. Revise to show Stucco finish with weather barrier. (Item #1) DETAIL 7 - AWNING AT STOREFRONT 1. Revise to show Stucco finish with weather barrier. (Item #1) DETAIL 8 - DETAIL 1. Remove detail and mark not used. (Item #1) DETAIL 14 - CANOPY AT STOREFRONT 1. Remove detail and mark not used. (Item #1) DETAIL 23 - DETAIL www.brrarch.com 6700 Antioch Plaza, Suite 300, Merriam, KS 66204 MAIN 913-262-9095 FAX 913-262-9044 kansas city I bentonville I phoenix I san frandsco I Philadelphia I atlanta I miami Page 5 of 5 1. Revise to show Stucco finish and flashing. (Item #1) SHEET A7.2 - ENLARGED PLANS AND ELEVATIONS DETAIL 1 - ENLARGED RESTROOM FLOOR PLAN 1. Add wall legend symbols at walls. (Item #1) DETAIL 5 - SEATING AREA FLOOR PLAN 1. Add wall legend symbols at walls. (Item #1) SHEET A7.3 - ENLARGED PLANS AND ELEVATIONS DETAIL 1 - ENLARGED OFFICES FLOOR PLANS 1. Add wall legend symbols at walls. (Item #1) DETAIL 2 - ENLARGED OFFICES FLOOR PLANS 1. Add wall legend symbols at walls. (Item #1) DETAIL 3 - ENLARGED OFFICES FLOOR PLANS 1. Add wall legend symbols at walls. (Item #1) End of Addendum #5 www.brrarch.com 6700 Antioch Plaza, Suite 300, Merriam, KS 66204 MAIN 913-262-9095 FAX 913-262-9044 kansas city I bentonville I phoenix I san francisco I Philadelphia I atlanta I miami Structural Assessment Letter Date : August 22, 2017 Site Name : AT&T - Raceway Site Number SD0428 DCI PACIFIC AIEIC WORKS Project Scope : Antenna Replacement Site Address : 2714 Loker Avenue West Carlsbad, CA 92008 (N) Equipment mounted on existing pipe mast mounted on existing metal stud wall at rooftop Equipment Qty - Size Weight - Location/Notes H W I 0 (Lbs.) (N) Antenna 3 5' 1.67' 0.6' 95 ea. Proposed to mount on existing pipe mast mounted on existing metal stud wall at rooftop per detail 6/S02. (N) Antenna 3 1.25' 0.6' 40 ea. Proposed to mount on existing pipe mast mounted on existing metal stud wall at rooftop per detail 6/S02. (E) Antenna 6 1' 0.6' 50 ea. Mounted on existing pipe mounted to existing metal stud wall at rooftop. (E) RRUS 3 19.7" 7.2" 17" 60 ea. Mounted on existing Unistrut anchored to existing metal stud wall behind antennas. (N) RRUS 12 19.7" 7.2" 17" 60 ea. Proposed to mount on new/existing Unistrut mounted on metal stud wall behind antennas. (N) DC-6 3 38.5 ea. Proposed to mount on existing Unistrut anchored to existing metal stud wall behind antennas. New Equipment at eauioment room located at the around. Equipment Qty Size - Weight (Lbs.) Location H W D (N) RBS 2 23 max. ea. Proposed to install on existing rack inside equipment room at ground. (E) Rack 1 600 self. Wt. Anchored at ground. Evaluation of Existing Structural Support System: The proposed antenna will replace the existing 5' antenna and be installed on existing pipe (Pipe 2 std, ASTM A53, Fy=35 ksi pipe) that is mounted to existing rooftop metal stud wall per 6/502. Proposed RRUS's will be anchored at top and bottom per 7/D02 to new/existing Unistrut that is mounted on existing metal stud wall behind antennas. Proposed RBS's are to be installed inside an existing rack that is located inside equipment room at the ground. Conclusions and Recommendations: ARCHITECTURE I ENGINEERING I COFSt.JL1!FG 32 Executive Park I Suite 110 1 Irvine I CA 92614 1 1 949 475.1000 1 949 475.1001 F DCI PACIFIC AttR. WORKS The antenna is proposed to mount on existing pipe mounted on existing wall per 6/D02. There is no wind load increase and the existing anchorage and support are sufficient to resist the lateral and gravity load. The existing/new anchorage and support per detail 7/D02 for proposed RRUS's are sufficient to resist the lateral and gravity load. The new RBS's are minimal in weight and induce an increase of less than 10% in lateral load. It has no substantial impact to the existing equipment rack and its anchorage to the ground. The proposed scope of work is structurally acceptable. This evaluation was based on visual inspection and analysis of existing construction documents provided. This letter represents professional opinion performed with the degree of care generally expected of a reasonably skilled member of the profession. No invasive investigation that will cause damage or compromise the strength of existing structural members was performed; DCI PACIFIC shall not be liable for existing conditions that were not exposed. Prepared by: BokYu Architect DCI PACIFIC, Inc. ARCHITECTURE I ENGINEERING I COUSULT:j 32 Execut,ve Park I Sutte 110 I Irvine I CA92614 I T 949475.1000 1 949475.1001 F ity of Cga' sbad Print pate: 02/11/2019 Permit No: PREV2018-0031 Work Class: Residential Permit Revisi Status: Closed - Finaled Lot U: Applied: 02/09/2018 Reference U: DEV12023 Issued: 03/05/2018 Construction Type VB Permit 02/11/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check U: CBC2Q17-0430 Final Plan Check U: Inspection: Job Address: Permit Type: Parcel No: Valuation: Occupancy Group # Dwelling Units: Bedrooms: 2634 Gateway Rd BLDG-Permit Revision 2132621900 $ 0.00 M Project Title: UPTOWN BRESSI RANCH Description: SPROUTS: FOUNDATION, PLUMBING, MECHANICAL & ELECTRICAL CHANGES Applicant: Owner: Contractor: ERIC LOEFFLER BRESSI RETAIL LLC CSI CONSTRUCTION CO 808 E Osborn Rd Phoenix, AZ 85014-5286 130 Vantis Dr, 200 602-386-4831 ALISO VIEJO, CA 92656 - 949-380-3900 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $105.00 Total Fees: $ 105.00 Total Payments To Date : $ 105.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services kr Q~y Of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C C91/ 7 0 4'32 Plan Revision Number IftjcQO1 OL31, Project Address 3 4' /lc loo' d / ctyAad / C14 General Scope of Revision/Deferred Submittal: Pilo I P/vi7 6f' n,Jte O"iJ 1C"+ ''b1 (,Ioltt" an d Q nS ./YCC/av,i4f pi o? Q,/ecfr'(a / CONTACT INFORMATION: Name //o &/O(k1?'7a") Phone (1O Q8 Y6 Fax_______________ Address City Zip Email Address Q LL1o ,'A(P9t1,7Cq e .c 4 Q Original plans prepared byp architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations El Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown e.c -cid aadeo d lv,.n 4. Does this revision, in any way, alter the exterior of the project? El Yes iNo Does this revision add ANY new floor area(s)? LI Yes I5( No Does this revision affect any fire related issues? LI Yes ENo Is this a complete set? fl Yes M No Signature_ '-"- Date -!2I'01- 1635 Faraday Avenue, Carlsbad, CA 92008 b: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuilt Company DATE: FEB. 15, 2018 IJ APPLICANT URIS. JURISDlCTlON:CityofCarlsbad PLAN REVIEWER PU FILE PLAN CHECK NO.: CBC2017-0430 (REV. PREV 2018-0031 SET: I PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts Misc revisions The revised plan sheets transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alan etkffie*-._ Date contacted:' (9-) Mail Telephone Fax In Person Telephone #: 602-228-8466 Email: aworkman(csigx.com REMARKS: Miscellaneous owner revisions. Selected sheets are updated and resubmitted under delta #5, for review and approval. By: Jason Pasiut by CM (for D.Y.) Enclosures: EsGil Corporation E GA 0 EJ E MB fl PC 2/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0430 (REV. _1) PREV 2018-0031 FEB. 15, 2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0430 (REV. _1) PREV 2018-0031 PREPARED BY: Jason Pasiut by CM DATE: FEB. 15, 2018 BUILDING ADDRESS: NW Corner of El Fuerte St & Gateway Rd BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Market 28052 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I cb 113y Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance V Type of Review: E Complete Review Structural Only Repetitive Fee Repeats * Based on hourly rate Comments: El Other Hourly 1 Hr. @ * EsGil Fee I $105.00I Sheet 1 of 1 BRR architecture Addendum ADD #: 2 DESCRIPTION: Code Comments Addendum PROJECT: SPROUTS - Carlsbad (Bressi Ranch), CA BTS PROJECT NO. 62930775 DOCUMENT DATE: 10/02/17 SCOPE: The scope of this Addendum is to revise the originally issued contract documents of SPROUTS - Carlsbad (Bressi Ranch), CA BTS dated 08/07/17 and all subsequent contract modifications to reflect the following: SUMMARY: Item #1: City of Carlsbad Building and Engineering Review Comments Item #2: Owner Requested Changes Item #3: General Coordination Structural SHEET S2.0 - FOUNDATION PLAN 1. Revised slab note for loading dock slab. (Item #2) PLUMBING SHEET P1.1 - PLUMBING ENLARGED WASTE & VENT FLOOR PLAN DETAIL 1: PLUMBING ENLARGED DELI WASTE AND VENT FLOOR PLAN 1. Revised the location of the Instantaneous Water Heater Rack for cooler box coordination. (Item #3) SHEET P2.1 - PLUMBING ENLARGED WATER & GAS FLOOR PLAN DETAIL 1: PLUMBING ENLARGED DELI WATER AND GAS FLOOR PLAN 1. Adjusted waterpiping for the revised the location of the Instantaneous Water Heater Rack for cooler box coordination. (Item #3) DETAIL 3: DELI COOLER PLATFORM PLUMBING WATER PLAN 1. Revised the location of the Instantaneous Water Heater Rack and associated piping for cooler box coordination. (Item #3) SHEET P6 - PLUMBING RISER DIAGRAMS DETAIL 1: PLUMBING WATER RISER 1. Adjusted water piping for the revised the location of the Instantaneous Water Heater Rack for cooler box coordination. (Item #3) MECHANICAL SHEET AC2.0 - MECHANICAL FLOOR PLAN DETAIL 1: MECHANICAL FLOOR PLAN 1. Revised the location of the Instantaneous Water Heater Rack and associated venting. (Item #3) SHEET AC3.0 - MECHANICAL ROOF PLAN DETAIL 1: MECHANICAL ROOF PLAN www.brrarch.com 6700 Antioch Plaza, suite 300, Merriam, KS 66204 MAIN 913-262-9095 FAX 913-262-9044 kansas city I bentonville I phoenix I san francisco I philadelphia I atlanta I miami I washington dc I los angeles Page 2 of 2 1. Revised the location of the Instantaneous Water Heater Rack and associated venting. (Item #3) ELECTRICAL SHEET ElO - ELECTRICAL LIGHTING PLAN DETAIL 1: ELECTRICAL LIGHTING PLAN 1. Removed dimming in meat prep cooler and updated to bi-level switching. (Item #3) SHEET E2.0 - ELECTRICAL FLOOR PLAN DETAIL 1: ELECTRICAL FLOOR PLAN 1. Relocated device and circuit location for IWH rack. (Item #3) End of Addendum 2 www.brrarch.com 6700 Antioch Plaza, Suite 300, Merriam, KS 66204 MAIN 913-262-9095 FAX 913-262-9044 kansas city I bentonville I phoenix I san francisco I philadelphia I atlanta I miami ity of C arlsbad Print Date: 02/11/2019 Permit No: PREV2018-0037 2634 Gateway Rd BLDG-Permit Revision 2132621900 $ 0.00 M UPTOWN BRESSI RANCH SPROUTS: REFRIGERATION PLANS. Job Address: Permit Type: Parcel No: Valuation: Occupancy Group # Dwelling Units: Bedrooms: Project Title Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 02/14/2018 Reference U: 0EV12023 Issued: 06/04/2018 Construction Type VB Permit 02/11/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check U: CBC2017-0430 Final Plan Check U: Inspection: Applicant: Owner: Contractor: TIM SEAMAN BRESSI RETAIL LLC CSI CONSTRUCTION CO 130 Vantis Dr, 200 619-993-8846 ALISO VIEJO, CA 92656 949-380-3900 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE . $35.00 FIRE Expedited Plan Review Per Hour - Office Hours $462.00 MANUAL BUILDING PLAN CHECK FEE $131.25 Total Fees: $ 628.25 Total Payments To Date : $ 628.25 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division cr Cdlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number A?'1.O\l \ O Plan Revision Number PJI 2.fi AN Project Address 263 LI ,/Øv ii0L / / 92OO2 General Scope of Revision/Deferred Submittal: Ao 1 IACP P9 --A ;t/IJ CONTACT INFORMATION: Name Phone F Address /127 jfltj J-tcer City Zip Email Address ljM CItiotiyml,i pet1.uJ (O,v Original plans prepared by architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans Calculations LI Soils LII Energy fl Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Al 5 wee Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? Yes No Does this revision affect any fire related issues? Yes dNo - I • Is this a complete set? fJ Yes No Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiltCompany DATE: May 24, 2018 EJ APPLICANT D JURIS. JURISDICTION: City of Carlsbad LI PLAN REVIEWER FILE PLAN CHECK NO.: CBC2017-0430 (REV. _3) PREV 2018-0037 SET: V PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts Refrigeration Submittal El The revised plan sheets transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El 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 Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: TJ_8\ Telephone #: 619 993-8846 0 * k Date contacted: -(byc) Email: tim@BHPSonline.com Mail Telephone Fax In Person REMARKS: CITY NOTE: PLEASE REVIEW PLAN,REVISIONS PRIOR TO INFORMING —APPLICANT. PLEASE MAKE MR. PETERSON AWARc'ThAT THESE PLANS-HAVE BEEN (RECEIVED. THE REVISION SETS NEED.TO BE SLIP$1E'*D INTO ONE ANOTHER BY THE APPLICANT (CORRECT PN.SHEEsures: ARE .PERF/AED) AND THE CLOUDED :NOTE ON SHEET.E3 AGREED, HEPLICANT AND COPIED TO OTHER SETS. By: Eric Jensen EsGil Corporation LI GA LI EJ [1 MB LI PC 2/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 ESGIIV/S A SAFEbuiItCompany DATE: April 18, 2018 L4 APPLICANT -JURIS. JURISDICTION: City of Carlsbad LI PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0430 (REV. _3) PREV 2018-0037 SET: IV PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts Refrigeration Submittal The revised plan sheets transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Date contacted:L\/L (by7 Mail /'TeIephoneV Fax In Person LII REMARKS: By: Eric Jensen EsGil Corporation EGA EEJ LIMB []c Telephone #: 619 993-8846 Email: timchp1iipermits.com c ,i4v\ cv* ø• oiline- •.O(vJ Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0430 (REV. _3) PREV 2018-0037 April 18, 2018 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Provide the volume calculations for determining the 81,204 cubic feet as described on sheet RS.0 (box/right hand side) per CMC 1104.2. Back of house calculations: Approximate floor area 2,000 square feet (area minus coolers and minus separation wall) to a height 82" above the floor (See CMC 1104.2.2) = approximately 16,350 square feet, not the 81,000+ calculated? Please review and recalculate. The April 3rd calculations received however they did not address the comment: The refrigeration equipment is elevated above the floor level which, according to the referenced Code section will only allow a height of 82" to be used, not the 20' used in the calculations. April 18th comments: / did a recheck of the submitted recheck and it is as originally submitted. Here's the reasoning: CMC 1104.2.2 requires: "Where the concentration of refrigerant in a complete discharge of an independent circuit..., a maximum 8.2' height measurement when installed in "an enclosed occupied space".. .where. . .different floor levels.. .connect through a mezzanine shall not exceed the amounts in Table 1102.2. Using these parameters the area I used are rooms 118, 119, & 120 up to 871(minus the coolers areas) and, using Table 1102.2, I get about 335#, well below your figure used (1,033#) which would require a machinery room for compliance. Please review and submit a response directed towards these specific requirements. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil A SAFEbuittCompany DATE: April 11, 2018 0 APPLICANT ,.-JURIS. JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0430 (REV. _3) PREV 2018-0037 SET: III PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts Refrigeration Submittal The revised plan sheets 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 Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Date contacted :4/li / 18 (b' ) .16 Mail Aelephone Fax In Person REMARKS: Telephone-#: 619 993-8846 Email: tim@championpermits.com By: Eric Jensen Enclosures: EsGil Corporation EGA EEJ EMB EPC 2/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0430 (REV. _3) PREV 2018-0037 April 11, 2018 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Provide the volume calculations for determining the 81,204 cubic feet as described on sheet RS.0 (box/right hand side) per CMC 1104.2. Back of house calculations: Approximate floor area 2,000 square feet (area minus coolers and minus separation wall) to a height 82" above the floor (See CMC 1104.2.2) = approximately 16,350 square feet, not the 81,000+ calculated? Please review and recalculate. The April 3rd calculations received however they did not address the comment: The refrigeration equipment is elevated above the floor level which, according to the referenced Code section will only allow a height of 82" to be used, not the 20' used in the calculations. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGV/0 A SAFEbuiItCompany DATE: March 19, 2018 U APPLICANT JURIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0430 (REV. _3) PREV 2018-0037 SET: II PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts Refrigeration Submittal EJ The revised plan sheets transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdictions codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El 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: El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993-8846 Date contac ed: 3llqhg' (b-) Email: timchampionpermits.com Iephone Fax In Person By: Eric Jensen Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 2/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0430 (REV. _3) PREy 2018-0037 March 19, 2018 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Provide the volume calculations for determining the 81,204 cubic feet as described on sheet RS.0 (box/right hand side) per CMC 1104.2. Back of house calculations: Approximate floor area 2,000 square feet (area minus coolers and minus separation wall) to a height 87" above the floor (See CMC 1104.2.2) = approximately 16,350 square feet, not the 81,000+ calculated? Please review and recalculate. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil A SAFEbuiWCompany DATE: FEB. 22, 2018 0 APPLICANT J URIS. JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0430 (REV. _3) PREV 2018-0037 SET: I PROJECT ADDRESS: NW Corner of El Fuerte St & Gateway Rd PROJECT NAME: Sprouts Refrigeration Submittal El The revised plan sheets transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Date contacted: 212 2/Ig (byd ~~a~ ) TeIephon Fax In Person REMARKS: Telephone #: 619 993-8846 Email: timchampionpermits.com By: Eric Jensen Enclosures: EsGil Corporation fl GA LI EJ LI MB LI PC 2/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2617-0430 (REV. _3) PREV 2018-0037 FEB. 22, 2018 (DO NOT PAY- THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0430 (REV. _3) PREy 2018-0037 PREPARED BY: Eric Jensen DATE: FEB. 22, 2018 BUILDING ADDRESS: NW Corner of El Fuerte St & Gateway Rd BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Market 28052 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I iii.a5I Type of Review: LI Complete Review LI Structural Only [III Repetitive Fee Repeats rw * Based on hourly rate LI Other Hourly 1 Hr. @ * EsGil Fee I $105.00I Comments: Sheet 1 of 1 City of Carlsbad CBC2017-0430 (REV. _3) PREV 2018-0037 FEB. 22, 2018 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Provide the volume calculations for determining the 81,204 cubic feet as described on sheet RS.0 (box/right hand side) per CIVIC 1104.2. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. / Comprehensive Services // PH 602.272.2659 / 1031 E. Riverview Dr., Unit 100 / FX 602.233.3780 / Phoenix, AZ 85034 / hillphoenix.com ACOMPANY Plan Check NO: CBC2017-0430 (REV.-3) PREV 2018-0037 City of Carlsbad Attn: Eric Jensen RECEIVED Tel: (858) .560-1468 MAR 072018 CITY OF CARLSBAD March 6th, 2018 BUILDING DIVISION SUBJECT: Sprouts Farmers Market - NW Corner of El Fuerte St. & Gateway Rd Mechanical Plan Check Plan Check NO: CBC2017-0430 (REV._3) PREV 2018-0037 The following is in response to Items #1 of the Mechanical plan review comments: 1. Provide the volume calculations for determining the 81,204 cubic feet as described on sheet RS.0 (box/right hand side) per CMC 1104.2. Item # Response - 1) The volume of space is determined by the back of house area multiplied by the height of the space. (5413.6 sq ft x 15ft height = 81,204 cu ft) I hope that the items described'above meet your expectations. Regards, Alan Silvas .; Application Engineer 602-386-3841 Abu contractors License Numbers: Arizona- B-i #Roc255762. Fresh thinking. L-37 #R0c255763. L-39 B-i #ROc255765. L-49 B-i #Roc255766, Responsible solutions" . New Mexico- MM03 #361605 Nevada- B2 #0073360, C210064433 I-IzIIpI riff A COMPANY / Comprehensive Services / PH 602.272.2659 / 1031 E. Riverview Dr., Unit 100 / FX 602.233.3780 / Phoenix, AZ 85034 / hiliphoenix .com Dennis Grubb and Associates, LLC Plan Check Comments (Fire) City of Carlsbad Attn: Dennis Grubb Tel: (619) 773-5546 March 6, 2018 SUBJECT: Sprouts Farmers Market - 2634 Gateway Rd, Carlsbad, CA Fire Corrections Carlsbad Permit #: PREV201 8-0037 The following is in response to Items #1, #2, & #3 of the fire review comments. Item # Response Sheet RS.0 has been updated to reference the 2016 CIVIC. The room with the smallest occupied space is identified on sheet RS.0. Bakery Freezer is the room with the smallest occupied space, 115 sq ft x 9' height = 1035 cu ft. Refrigerant Disclosure Form is completed and attached. I hope that the items described above meet your expectations. Regards, Alan Silvas Application Engineer 602-386-3841 Contractors License Numbers: Arizona- B-i #R0C255762, Fresh thinking. L-37 #R0c255763, L-39 B•i #R0C255765. L.49 8-1 #ROc255766, Responsible solutions New Mexico- MM03 #361605 Nevada - B2 #0073360, C21 0064433 REFRIGERANT DISCLOSURE Note: This information is to be completed by the designing engineer or contractor Business Name (where system is located): Complete Business Address: kCk_C_ Phone: ( ) Refrigerant Contractor or Engineering Firm: IL! "___ Phone: 2 ( I Instructions: Column #1 Identify each refrigerant system included in this submittal (provide additional sheets as needed). Column #2 List the chemical name of the refrigerant used and the refrigerant number. Column 43 Identify the refrigerant safety group. Refrigerant safety groups are defined in the California Mechanical Code (CMC). Column 94 ldenti1' the total amount of refrigerant in each system (in pounds). lithe amount in any single system is greater than 220 pounds of Group Al refrigerants or 30 pounds of any other Group, submit a refrigeration plan. Column #5 Identify the system horsepower Column #6 Does the refrigeration system have components located so that the leakage of refrigerant could enter a space occupied by any person by either piping or a shared ventilation system per CMC 1104.2.3? If yes. identify the volume of the smallest space occupied (in cubic feet). CMC Table 1102.2 Column #7 Does the quantity of refrigerant exceed the amount speci lied in CMC Table 1102.2? 11 yes, contact the local building department for instructions and compliance requirements. PROVIDE INFORMATION IN TABLE FORMAT ' Identify Refrigerant Chemical Safety Quantity of System Volume of Smallest Does Refrigerant Each Name and Group ' Refrigerant Horsepower Occupied Space Quantity Exceed System Refrigerant Number (Pounds) Open to System CMC Table Piping 11022? (Y/N) R4cJ R'-Jo7 (Cubic Feet) Alo I 1 I O ( COQ I.e— - - 7oS 4ç Ye I ' coo - 3807 ., . Completed by (Print name and sign) Date Completed -- Yi "gu 1 ' , r... . ...r,. ...t''. - ;'.. Scanned by CamScanner SEE MORE REVISIONS SCANNED SEPARATLY JL*:Awji ) I /