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Home My WebLink About1905 ASTON AVE; 101; CBC2024-0003; PermitBuilding Permit Finaled Commer'cial Permit Print Date: 03/20/2025 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1905 ASTON AVE, # 101, CARLSBAD, CA 92008-7393 BLDG-Commercial Work Class: 2121201300 Track#: $387,520.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: P/M/E Permit No: Status: { City of Carlsbad CBC2024-0003 Closed -Finaled Applied: 01/03/2024 Issued: 06/20/2024 Finaled Close Out: 03/20/2025 Final Inspection: 03/04/2025 INSPECTOR: Kersch, Tim de Roggenbuke, Dirk Cheung, Nathaniel Description: IMPLANT INNOVATIONS: INSTALLATION OF NEW DIESEL GENERATOR AND ELECTRICAL WORK FEE BUILDING PLAN CHECK ELEC: OTHER COMPLEX ELECTRICAL FIRE STORAGE TANKS -Aboveground (First Tank) STRONG MOTION -COMMERCIAL (SMIP) TRASH ENCLOSURE INSTALL Total Fees: $2,070.31 Total Payments To Date: $2,070.31 Balance Due: AMOUNT $306.80 $472.00 $909.00 $108.51 $274.00 $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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov l_ Cicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit Date Job Address 1905 Aston Ave Suite: 101 APN: 212-120-13-00 ·------ Tenant Name#: Advanced Biologics lot#: 63 Year Bullt: 1999 --------- Year Bullt: 1999 Occupancy: 1110912015 Construction Type:. __ _ Fire sprlnklersOES{!)NO A/C:Qves@NO BRIEF DESCRIPTION OF WORK: Install new emergency generator _____ .;;;__;...;;._ _____________________ _ D Addltlon/New: ___________ New SF and Use, _________ New SF and Use ______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ Orenant Improvement: ____ SF, ____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ D Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ D Solar:;..__ __ KW, Modules, Mounted: 0Roof 0Ground D Reroof:. __________________________________ _ D Plumblng/Mechanlcal/Electrlcal I ✓ j Other: Build concrete pad enclosure for new emergency generator APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name· Advanced Biologics Name: RAF Pacifica Group -Real Estate Fund IV, LLC Address· 1905 Aston Ave, Suite 101 Address: 315 S. Coast Hwy 101 , Ste U12 City· Carlsbad State: CA Zlp:_9_2o_o_a __ City: Encinitas state: CA Zip:'--92_0_2_4 __ _ Phone· 949-257-8453 Phone: 858-314-3116 (ext 111) Emall·jadawag@istoblologics.com Emall: crystal@rafpg.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Mour Group Engineering Design Business Name: Diversified Construction Technologies, Inc. Address· 6593 Riverdale St Address:8340 Vickers St, Suite K City· San Diego State: CA Zip: 92120 Oty:San Diego State: CA Zip:_92_1_1_1 ___ _ Phone: 619-727-4800 Phone: 619-820-7089 Email: Erln@mourgroup.com Eman:Justin@dct-sd.com Architect State License: 56175 CSLB License #:837451 Class:._B _____ _ carlsbad Business License# (Required):. _______ _ APPUCANT CERT/FICA TION: I certify that I have read the application and state that the above information Is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. 9 ~ NAME (PRINT): Justin Urata SIGN: '---~"4 DATE: 4/25/2024 163S Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 1p ssa Email: au,ldin carl~badco ov 1 REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: _CBC202 __ 4--0003 ____ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovtslonsofChapter9(commendngwfthSection7000)ofDtvision3 oftheBusinessandProfesstonsCode, andmylicenseisinfullforceandeffect. lalsoa{firmunderpenattyofperjuryoneofthe following declaratfons(CHOOSE ONE): □, have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is Issued. PolicyNo. _________________________________ _ -OR- ~I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My workers' compensation Insurance carrier and policy number are: lnsuranceCompany Name: S1al8 ~,_Fund ot Calffomi. SS076 Polley No. 91341112-2023 Expiration Date: _&._1.2_• ___________ _ -OR- Oeertiflcate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of Callfomla. WARNING: Failure to secure wortiers c:ompensltlon covent1e Is unhlwful and shall subject an employer to ctimlnal penalties and civil fines up to ~100,000.00, In addition th• to the cost of compensation, damqes as provfdad fur In Section 3706 of the Labor Coda, Interest and attorney's fHs. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lending agency for the performance of the work this permit ls issued (Sec. 3097 (I) Clvll Code). Lender's Name: __________________ Lender's Address: _________________ _ CONTRACTOR CERT1FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans ls accurate. I agree to comply with all City ordinance and S te laws relatf ng to building construction. Note: If the person slanlng above Is an authorized qent for the contractor provide a -0 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: n I, as owner of the property or my employees with wages as their sole compensation, wlll do the work and the structure is not Intended or offered for sale (Sec. ~. Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the building or Improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- 01, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who bullds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-□, am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "OWner Bullder AcJlnowledgement and Verification Form" Is required for any permit Issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the Improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if It has not been constructed In Its entirety by licensed contractors./ understand that a copy of the applicable law, Section 10,Uof the Business and Professions Code, Is available upon request when this application Is submitted or at the following Web site: http: I lwww. leglnf o. ca.gov I calaw. html. OWNER CERTIFICA T10N: I certify that I have read the applfcotionandstate that the above information is correct and that the f nformation on the plans is accurate. I agree to comply wf th all City ordinances and State laws relating to building construction. NAME (PRINT): ________ _ SIGN: DATE: --------------------Note: If the person sllflln& above Is an authorized apnt for the property owner Include form 8-62 slped by proparty owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2024-0003) Permit Type: BLDG-Commercial Work Class: P/M/E Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date 12/09/2024 12/09/2024 BLDG-Final Inspection Checklist Item Application Date: 01/03/2024 Owner: PACIFICA NEUHAR SOLANA BEACH LLC Issue Date: 06/20/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Expiration Date: 01/27/2025 Address: 1905 ASTON AVE, # 101 CARLSBAD, CA 92008-7393 IVR Number: 54096 Inspection No. Inspection Primary Inspector Reinspection Inspection Status 270323-2024 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final Yes 03/04/2025 03/04/2025 BLDG-Final Inspection 277650-2025 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Thursday, March 20, 2025 Page 2 of 2 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2024-0003) Permit Type: BLDG-Commercial Application Date: 01/03/2024 Owner: PACIFICA NEUHAR SOLANA BEACH LLC Work Class: P/M/E Issue Date: 06/20/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 01/27/2025 Address: 1905 ASTON AVE, # 101 IVR Number: 54096 CARLSBAD, CA 92008-7393 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07/08/2024 07/08/2024 BLDG-SW-Pre-Con 253939-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/09/2024 07/09/2024 BLDG-31 254128-2024 Passed Tim Kersch Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/10/2024 07/09/2024 BLDG-SW-Inspection 254294-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 07/23/2024 07/23/2024 BLDG-12 Steel/Bond 255778-2024 Passed Dirk de Roggenbuke Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency 7/23/24 walls ok for grout. SI report noted Yes 07/31/2024 07/31/2024 BLDG-11 256410-2024 Passed Tim Kersch Complete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/20/2024 09/20/2024 BLDG-Fire Final 261440-2024 Passed Nathaniel Cheung Complete Checklist Item COMMENTS Passed FIRE-Building Final Yes Thursday, March 20, 2025 Page 1 of 2 True North COMPLIANCE SERVICES March 20, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: CBC2024-0003 True North No.: 24-018-009 Carlsbad, CA 92008 Plan Review: TI Implant Innovation Address: 1905 Aston Ave Applicant Name: Mour Group Applicant Email: glenn@mourgroup.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B Occupant Load: N/ A Type of Construction: V-B Sprinklers: Yes Stories: 2 Area of Work (sq. ft.): 284 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: Confirmed Notes: Valuation was not provided Attn: Building & Safety Department, True No11h Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I. 2. Drawings: One(\) copy dated October 24, 2023, by Mour Group. Structural Calcu lations: One (I) copy dated February 5, 2024, by Mour Group. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 1 IBC, UMC, UPC, and 2020 NEC, as amended by the State of Cali forn ia), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 Cal iforrria Energy Code, as appli cable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Review By: Alaa Atassi -Plan Review Engineer I t MOUR GROUP ENGINEERING+ DESIGN Structural Calculations for Advanced Biologics 1905 Aston Ave. Suite 101 Carlsbad, Ca. 92008 Generator Enclosure & Anchorage Prepared for: Advanced Biologics Date: February 5, 2024 Project Number: 112301 TABLE OF CONTENTS ITEM SHEET • ASCE Hazards Map 1 • Enclosure Lateral Loading 3 • Enclosure Wall Designs 4 1. Seismic No Retaining 4 2. Wind No Retaining 11 3. Seismic with Retaining 18 4. Wind With Retaining 25 • Overturning Analysis 32 • Anchorage Calculations 34 • Generator Specs 43 ! MB1CAN SOCIEIY OF CM. ENGINEERS Address: 1905 Aston Ave Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph Latitude: 33.131097 Longitude: -117.287547 Elevation: 289.240793786545 ft (NAVD 88) . • , ! ~ , ~ ~r/·~ .- ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Wed Nov 08 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. h s://asce7hazardtool.online/ Page 1 of 3 Wed Nov 08 2023 I AMellCAN SOCfETY Of CM. ENGINEIRS Seismic Site Soil Class: Results: Ss : S1 : Fa : Fv : D -Default (see Section 11.4.3) 0.991 0.361 1.2 N/A So1 TL : PGA: PGAM: SMs 1.189 FPGA N/A 8 0.433 0.52 1.2 SM1 N/A 10 : 1 S os 0. 793 Cv : 1.295 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11 .4.8. Data Accessed: Wed Nov 08 2023 Date Source: USGS Seismic Design Maps htt s://asce7hazardtool.online/ Page 2 of 3 2 Wed Nov 08 2023 3 JOB p:,z '30 I MOUR GROUP ENGINEERING + DESIGN 6593 Riverdale Street San Diego, CA 92120 619-727-4800 SHEETNO. ________ OF _____ _ CALCULATEDBY _______ DATE _____ _ CHECKEDBY _______ DATE _____ _ SCALE---------------- I I • t ' 1 l .l I •• . .. ... . .-'1•1--1 ~ YR.~Sv 62-t o"f 6"{e/os. u R..o VArt,\, Ct4-. ,z.~ -~--1 F> f 1,.._qe!,f-As k1.= o.c;-7 Jt..~1: =-/, 0 k~ =o.e~ Ke.. :: /. ~ Y == 1 (:, -" l. € xp. B ~ . t°I .1,. I '5 =-e ' -g = '2-i , '~.o..'$e· ,~ 4 LI'\$ c: c.... C-A-s ~ B C. ..(? -I • '1, 1 ,::;- C .q.. .._ '2 ' (. / ,. 1 , J' ~ C~ ~ D,1°\~ ji,"l..<:, c. 0,61~~ r-, o "2. ){, '2/1.,..,-..,. , /fl':, > , ot-/o,-.l -I<' C. I 0 T; • o~-;G.l ,c /.'\S-ll -z../~; .:: , ~(p'j) .fe • 1~ ~ ,, -= , '1 i " 1 t; ~ 1-h . , ~ p~.Q. C • I I I ! .J - Cantilevered Retaining Wall LIC#: KW-06012170. Build:20.23.08.30 DESCRIPTION: Seismic No Retain Criteria Retained Height = 1.33 ft Wall height above soil = 8.00 ft c;~~ Water table above bottom of footing 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Project Title: Engineer: Project ID: Project Descr: Project File: implant inovatlons generator_012170.EC6 Mour Group Engineering + Design. Inc. Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingjjSoil Friction Soil height to ignore for passive pressure = = 150.0 psf/ft = 110.00pcf = 110.00pcf = 0.400 12.00 in Lateral Load Applied to Stem Lateral Load = 47.3 #/ft ... Height to Top 9.33 ft ... Height to Bottom = 1.33 ft Load Type = Seismic(E) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) (c) ENERCALC INC 1983-2023 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Cantilevered Retaining Wall LIC#: KW--06012170, Bulld:20.23.08.30 DESCRIPTION: Seismic No Retain Design Summary Wall Stability Ratios Overturning Sliding Global Stability = 1.52 OK 2.53 OK 3.89 Total Bearing Load = 1,617 lbs ... resultant ecc. = 13.13 in Eccentricity outside middle third Soil Pressure@ Toe = 1,890 psf OK Soil Pressure@ Heel = O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,646 psf ACI Factored @ Heel = 0 psf Footing Shear@Toe = 15.7 psi OK Footing Shear @ Heel = 4.2 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd ... .for 1.5 Stability = 386.8 lbs 333.3 lbs 646.9 lbs 0.0 lbs OK 0.0 lbs OK Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Masonry Data ft = = = = = = = lbs = lbs = ft-#= ft-#= = psi = psi = psi= in2= psf = in = Bottom Stem OK 0.00 Masonry SD 8.00 # 5 24.00 Center 0.826 441 .7 2,043.0 2,471 .5 4.8 80.5 91 .50 78.0 3.81 (c) ENERCALC INC 1983-2023 SD SD Vertical component of active lateral soil pressure IS NOT fm considered in the calculation of soil bearing pressures. Fy psi = psi = 2,000 60,000 Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = = in = = = Yes 16.11 7.63 SD Concrete Data ------------------------- fc Fy psi= psi= Cantilevered Retaining Wall LI #: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain Footing Data Toe Width = 1.33 ft Heel Width = 2.00 Total Footing Width = 3.33 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.42 ft ~~~i;y== 60,000 psi 150.00 pcf Min. As % 0.0018 Cover@Top 2.00 @Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_ 012170. EC6 Mour Group Engineering + Design, Inc. Footing Design Results lli l:iu1 Factored Pressure = 2,646 0 psf Mu': Upward = 1,738 0 ft-# Mu' : Downward = 395 394 ft-# Mu: Design = 1,343 OK 394 ft-# phiMn = 11 ,610 13,005ft-# Actual 1-Way Shear = 15.69 4.15 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5@12.00in Heel Reinforcing = # 5@ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion e~ceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings (c) ENERCALC INC 1983-2023 OK Toe: #4@9.25 in, #5@ 14.35 in, #6@20.37 in, #7@27.77 in, #8@36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.86 in2 0.26 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant lnovations generator_012170.EC6 LIC#: KW-06012170, Bulld:20.23.08.30 DESCRIPTION: Seismic No Retain Mour Group Engineering + Design, Inc. Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water tbl) 122.2 0.78 94.9 Soil Over HL (ab. water tbl) HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load Axial Dead Load on Stem = Added Lateral Load = 264.6 6.33 1,674.9 • Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = Total = 386.8 O.T.M. = 1,769.8 Earth@ Stem Transitions= Footing Weight = Key Weight = Resisting/Overturning Ratio = 1.52 Vert. Component = Vertical Loads used for Soil Pressure = 1,617.4 lbs Total= {c) ENERCALC INC 1983-2023 . .... RESISTING ..... Force Distance Moment lbs ft ft-# 194.8 2.66 519.0 2.66 519.0 195.3 0.67 130.0 727.7 1.67 1,211 .7 499.5 1.67 831 .7 1.42 1,617.4 lbs R.M.= 2,692.4 • Axial live load NOT Included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. Tilt Horizontal Deflection at Joo of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 100.0 pci 0.368 in The above calcvlation is not valid if the heel soil beartna pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Implant inovations generator_012170.EC6 LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain Mour roup Engineering+ Design, Inc. Rebar Lap & Embedment Lengths Information Stem Desjan Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover-7.3125, K_spacing=24, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = Development length for #5 bar specified in this stem design segment = Hooked embedment length Into footing for #5 bar specified in this stem design segment = As Provided = As Required = (c) ENERCALC INC 1983-2023 25.00 in 12.11 in 8.27 In 0.1550 in2/ft 0.1254 in2/ft Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain a· w/#5@24" Solid Grout #5@12in @Toe #5@12" @Heel Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design. Inc. (c) ENERCALC INC 1983-2023 8'-0" Clear Cover : 3.5" 9'-4" 3• 1'-4" 2'-0" 3•-4• Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain 47.25ps (Strength-Level) Pp= 333.33# "-----~ I M .,.... ci 0) CD .,.... Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 387# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall UC#: KW-06012170, Bulld:20.23.08.30 DESCRIPTION: Wind No Retain Code Reference. Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCAL INC 1983-2023 Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 1.33 ft Wall height above soil 8.00 ft all = 0. 0 = 16.00 in bottom of footing = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft = Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 29.7 #/ft Adjacent Footing Load = 0.0 lbs ... Height to Top 9.33 ft Footing Width = 0.00 ft ... Height to Bottom = 1.33 ft Eccentricity = 0.00 in Load Type Wind(W) Wall to Ftg CL Dist = 0.00 ft = (Strength Level) Footing Type Spread Footing Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft (Strength Level) Poisson's Ratio ;:; 0.300 Cantilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Design Summary Wall Stability Ratios Overturning Sliding Global Stability = 2.70 OK 3.70 OK 3.89 Total Bearing Load 1,617 lbs ... resultant ecc. = 7.42 in Eccentricity outside middle third Soil Pressure @ Toe = 1,030 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,442 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 9.4 psi OK Footing Shear@ Heel = 1.5 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = 264.8 lbs less 100% Passive Force 333.3 lbs less 100% Friction Force --646.9 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5 Stability = 0.0 lbs OK Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" Masonry Design Method = SD SD SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.831 Total Force @Section Service Level lbs= Strength Level lbs = 444.1 Moment.. .. Actual Service Level ft-#= Strength Level ft-#= 2,055.8 Moment. .... Allowable = 2,471 .5 Shear ..... Actual Service Level psi = Strength Level psi= 4.9 Shear ..... Allowable psi= 80.5 Anet (Masonry) in2 = 91.50 Wall Weight psf= 78.0 Rebar Depth 'd' in = 3.81 Masonry Data Vertical component of active lateral soil pressure IS NOT fm considered in the calculation of soil bearing pressures. Fy psi = psi = 2,000 60,000 Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = = in = = = Yes 16.11 7.63 SD Concrete Data ------------------------- fc Fy psi= psi= Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Footing Data Toe Width = 1.33 fl Heel Width = 2.00 Total Footing Width = 3.33 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Ke Distance from Toe = 1.42 fl Fy = 60,000 psi '-A.jlfflj~t-6!~~1"01~ity = 150.00 pcf Min. As% Cover@Top = 0.0018 2.00 @ Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 Footing Design Results ~ Factored Pressure = 1,442 Mu': Upward = 1,095 Mu' : Downward = 394 Mu: Design = 701 OK phiMn = 11,610 Actual 1-Way Shear = 9.41 1- 8 81 Cl Footing Torsion, Tu = Footing Allow. Torsion, phi Tu l:iul 0 psf 115 fl-# 395 fl-# 280 fl-# 13,005 fl-# 1.52 psi 75.00 psi 0.00 fl-lbs 0.00 fl-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in, #7@27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in, #7@27.77 in, #8@36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 In #5@ 14.35 in #6@20.37 in 0.86 in2 0.26 in2 1ft It two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC# : KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 122.2 0.78 94.9 Soil Over HL (ab. water tbl) 195.1 2.66 519.5 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.66 519.5 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 142.7 6.33 903.0 • Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 195.1 0.67 129.7 = Surcharge Over Toe = Stem Weight(s) = 727.7 1.66 1,210.5 Total = 264.8 O.T.M. = 997.9 Earth@ Stem Transitions = Footing Weight 499.5 1.67 831 .7 Key Weight = 1.42 Resisting/Overturning Ratio = 2.70 Vert. Component = Vertical Loads used for Soil Pressure = 1,617.4 lbs Total= 1,617.4 lbs R.M.= 2,691.4 • Axial live load NOT included in total displayed, or used for overturning Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. Tilt resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of wau due to settlement of son (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 100.0 pci 0.200 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wan would then tend to rotate into the retained son. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover-7.3125, K_spacing=24, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = 25.00 in 12.11 in 8.27 in 0.1550 in2/ft 0 .1262 in2/ft Cantilevered Retaining Wall UC# : KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain 8" w/#5@24" Solid Grout #5@12in @Toe #5@12" @Heel Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 8'-0" Clear Cover : 3.5" 9•-4• 7 --;-2· ··~ 3• 1'-4" 2'-0" - 3•-4• Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain 29.72ps (Strength-Level) Pp= 333.33# 'lii c.. co ,._ c,; N 0 3'-2" Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 265# ■ Lateral earth pressure due to the soil BELOW water table I Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain Code Reference. Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Calculations per IBC 20211807.3, ASCE 7-16 Criteria Retained Height Wall height above soil Surcharge Loads = = 4.33 ft 5.00 ft 16.00 in 0.0 ft Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applled to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 45.0 psf/ft = Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingUSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 47.3 #/ft Adjacent Footing Load = 0.0 lbs ... Height to Top 9.33 ft Footing Width = 0.00 ft ... Height to Bottom = 1.33 ft Eccentricity = 0.00 in Load Type = Seismic (E) Wall to Fig CL Dist 0.00 ft (Strength Level) Footing Type Spread Footing Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft (Strength Level) Poisson's Ratio = 0.300 I Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain Design Summary Wall Stability Ratios Overturning = 1.56 OK Slab Resists All Sliding I Global Stability = 2.33 Total Bearing Load 2,172 lbs ... resultant ecc. = 12.71 in Eccentricity outside middle third Soil Pressure@ Toe = 1,982 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,774 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 20.5 psi OK Footing Shear @ Heel = 9.6 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = 903.8 lbs Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Leve'I Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Masonry Data ft = = = = = = = = lbs = lbs = ft-#= ft-#= = psi = psi = psi = in2 = psf= in = Bottom Stem OK 0.00 Masonry SD 8.00 # 5 16.00 Center 0.838 1,053.0 2,988.9 3,566.5 11.5 80.5 91 .50 78.0 3.81 (c) ENERCALC I C 1983-2023 SD SD Vertical component of active lateral soil pressure IS NOT fm considered in the calculation of soil bearing pressures. Fy psi = psi = 2,000 60,000 Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.000 1.000 Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = = in = = = Yes 16.11 7.63 SD Concrete Data ------------------------- fc Fy psi = psi= I Cantilevered Retaining Wall LIC#: KW-06012170, Bulld:20.23.08.30 DESCRIPTION: Seismic Retain Footing Data Toe Width = 1.46 ft Heel Width = 2.12 Total Footing Width = 3.58 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in ~tyFy:= 1.50 ft 60,000 psi 150.00 pcf Min.As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 Footing Design Results ill J:iistl Factored Pressure = 2,774 0 psf Mu': Upward = 2,291 0 ft-# Mu' : Downward = 464 980 ft-# Mu: Design = 1,827 OK 980 ft-# phiMn = 11,610 13,00Sft-# Actual 1-Way Shear = 20.53 9.58 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5@ 12.00 in Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings OK Toe: #4@9.25 in, #5@ 14.35 in, #6@20.37 in, #7@27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.93 in2 0.26 in2 ,tt If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in • Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 LIC#: KW-06012170, Bulld:20.23.08.30 DESCRIPTION: Seismic Retain Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 639.2 1.78 1,135.6 Soil Over HL (ab. water tbl) 693.8 2.85 1,978.5 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.85 1,978.5 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load 264.6 6.33 1,674.9 • Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 213.6 0.73 155.6 = Surcharge Over Toe = Stem Weight(s) = 727.7 1.79 1,302.7 Total = 903.8 O.T.M. = 2,810.6 Earth@ Stem Transitions = Footing Weight 537.0 1.79 961 .2 Key Weight = 1.50 Resisting/Overturning Ratio = 1.56 Vert. Component = Vertical Loads used for Soil Pressure = 2,172.2 lbs Total= 2,172.2 lbs R.M.= 4,398.0 • Axial live load NOT included in total displayed, or used for overturning Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 100.0 pci 0.359 in The above calcu!ajjon is not valid if the heel son bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 LI : KW-06012170, Build:20.23.08.30 Mour roup Engineering+ Design, Inc. (c ENERCALC IN 1983-2023 DESCRIPTION: Seismic Retain Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above lop of footing K_cover-7.3125, K_spacing=16, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this slam design segment (25.4.2.4a) = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required= 25.00 in 12.11 in 8.27 in 0.2325 in2/ft 0.1835 in2Jft Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain 1'-4" 8" w/#5@ 16" Solid Grout #5@12in @Toe #5@12" @Heel Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c ENERCALC INC 1983-2023 5'-0" 9'-4" 4'-4" 3• 1'-5" 2'-1" 3'-7" Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain 47.25psf (Strength-Level 'ui a. ,-... ~ a) en 2'-2" Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 904# ■ Lateral earth pressure due to the soil BELOW water table • Cantilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain Code Reference. Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-023 Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 4.33 ft Wall height above soil = 5.00 ft I = = 16.00 in = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axlal Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft = Passive Pressure = 150.0 psf/ft Soll Density, Heel ;::: 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction ;::: 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 29.7 #/ft Adjacent Footing Load = 0.0 lbs ... Height to Top = 9.33 ft Footing Width = 0.00 ft ... Height to Bottom = 4.33 ft Eccentricity = 0.00 in Load Type Seismic (E) Wall lo Ftg CL Dist = 0.00 ft = (Strength Level) Footing Type Spread Footing Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 fl (Strength Level) Poisson's Ratio = 0.300 • Cantilevered Retaining Wall LI #: -06012170. Build:2 .23.08.30 DESCRIPTION: Wind Retain Design Summary Wall Stablllty Ratios Overturning 2.26 OK Slab Resists All Sliding ! Global Stability = 2.33 Total Bearing Load = 2,175 lbs ... resultant ecc. 7 .94 In Eccentricity outside middle third Soil Pressure @ Toe 1,282 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 1,795 psf ACI Factored @ Heel = 0 psf Footing Shear@Toe = 14.2 psi OK Footing Shear @ Heel 5.9 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = 743.2 lbs Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour roup Engineering+ Design, Inc. c) ENERCALC IN 1983-2023 Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Masonry Design Method = SD SD SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.!557 Total Force@ Section Service Level lbs= Strength Level lbs= 823.6 Moment. ... Actual Service Level ft-#= Strength Level ft-#= 1,989.1 Moment. .... Allowable = 3,566.5 Shear ..... Actual Service Level psi= Strength Level psi::: 9.0 Shear ..... Allowable psi= 80.5 Anet (Masonry) in2 = 91 .50 Wall Weight psf = 78.0 Rebar Depth 'd' in= 3.81 Masonry Data Vertical component of active lateral soil pressure IS NOT rm considered in the calculation of soil bearing pressures. Fy psi = psi= 2,000 60,000 Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = = in= = = Yes 16.11 7.63 SD Concrete Data ------------------------- f'c Fy psi = psi = Cantilevered Retaining Wall IC#: -06012170, Bulld:20.23.08.30 DESCRIPTION: Wind Retain Footing Data Toe Width = 1.46 ft Heel Width = 2.13 Total Footing Width = 3.59 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth 0.00 in Ke Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi ity = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Project File: implant lnovatlons generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Footing Design Results lli Factored Pressure = 1,795 Mu': Upward = 1,637 Mu' : Downward = 466 Mu: Design = 1,171 OK phlMn = 11,610 Actual 1-Way Shear = 14.22 Footing Torsion, Tu Footing Allow. Torsion, phi Tu .t:iHJ 0 psf 179 ft-# 983 ft-# 804 ft-# 13,005ft-# 5.90 psi 75.00 psi 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27,77 in, #8@ 36.57 in, #9@ 46.29 in, #10@58.79 In Heel: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in , #7@27.77 in, #8@36.57 in, #9@ 46.29 in, #10@58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.93 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 In #5@28.70 in #6@40.74 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovatlons generator_012170.EC6 LIC#: KW-06012170. Build:20.23.08.30 DESCRIPTION: Wind Retain Mour roup Engineering + Design, Inc. Summary of Overturning & Resisting Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 639.2 1.78 1,135.6 104.0 7.83 814.5 743.2 O.T.M. = 1,950.1 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table 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 (c) ENERCALC INC 1983-2023 . .... RESISTING ..... Force Distance Moment lbs ft ft-# 695.0 214.0 727.7 537.8 2.86 2.86 0.73 1.79 1.79 1.50 1,984.5 1,984.5 156.1 1,304.5 963.9 Vertical Loads used for Soil Pressure = = 2.26 2,174.5 lbs Total= 2,174.5 lbs R.M.= 4,409.0 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt • Axial live load NOT included In total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 100.0 pci 0.232 in The above ca!cu,atjon is not valid ii the heet soil bearing pressure exceeds that of the toe, because the wau would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain Mour Group Engineering+ Design, Inc. Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover-7.3125, K_spacing=16, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = (c) ENERCALC INC 1983-2023 25.00 in 12.11 in 8.27 in 0.2325 in2/ft 0.1221 in2/ft Cantilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain B"w/#5@ 16" Solid Grout #5@12in @Toe #5@12" @Heel Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 5'-0" 9'-4" 4'-4" ~t ~;-2· ·~ 3" 2'-2" 3'-r Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain 29.72ps (Strength-Level i a, ~ ..... 00 N ..... 3'-5" Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c} ENERCALC INC 1983-2023 743# ■ Lateral earth pressure due to the soil BELOW water table r' GROUND MOUNTED EQUIPMENT ANCHORAGE DESIGN-ASCE7-16 Ch.13 Job No: 112301 Unit Generator Wet SEISMIC DESIGN LOADS INPUT DATA & DESIGN SUMMARY EQUI PMENT WEIGHT CENTER OF MASS F = V 6.428 kips 4.500 kips 2.143 Kips 1.500 kips OVERTURNING ANALYSIS ANCHORAGE LENGTH BOLTS ALONG L EDGE w H L N, SD ASD SD ASD ANCHOR SPACING Sc= L/ (NL· 1) = SEISMIC ANCHORAGE WIDTH B BOLTS ALONG 8 EDGE Na ANCHOR SPACING S8 = B / (N8 -1) = ECCENTRICITY Mor= Fp H +(0.9W • Fv) ea= MREs = (0.9W -fv ) (0.5B) = T=C=(M01-M, .. )IB Mor= Fp H +(0.6W-Fv) e8 = MRes = (0.9W -Fv) (0.58) = T=C=(M01-M,..)/8 e, ea = 13.51 kips 5.00 ft where 15.6325 ft 7 per line 31 in 3.92 ft 7 per line 8 in 0 ft 0 ft 32.14 ft-kips SD 19.63 ft-kips SD 3.191 kips SD 22.50 ft-kips ASD 12.95 ft-kips ASD 2.436 kips ASD Sos= Ip = Bp = 0.793 (ASCE 7-16 Sec 11.4.5) (ASCE Sec. 13.1.3) (ASCE Tab. 13.6-1) Rp= z= h = 2.5 0 (ASCE Tab. 13.6-1) ft ft no= 2 (ASCE Tab. 13.6-1) No. Bolls per Input Housekeepi"9 Pad where Occurs Tension 7 bolts= Tension 7 bolts = L PLAN 0.46 kips 0.35 kips 32 8 ,., GROUND MOUNTED EQUIPMENT ANCHORAGE DESIGN-ASCE7-16 Ch.13 Job No: 112301 Unit Generator Wet SEISMIC DESIGN LOADS INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT CENTER OF MASS F = V 4.276 kips 2.994 kips 1.425 Kips 0.998 kips OVERTURNING ANALYSIS ANCHORAGE LENGTH BOLTS ALONG L EDGE w H L N, SD ASD SD ASD ANCHOR SPACING S, = L/ (N, -1) = SEISMIC ANCHORAGE WIDTH B BOLTS ALONG 8 EDGE Na ANCHOR SPACING Se =B /(N8 -1)= ECCENTRICITY Mor= Fp H +(0.9W -fv) ea = MRes = (0.9W -Fv) (0.5B) = T=C=(Mot-M,..)/B Mor = F p H +(0.6W -F v ) e8 = MRes = (0.9W -Fv) (0.5B) = T=C=(Mot-M,..)/B e, 89 = 8.988 kips 5.00 ft where 15.6325 ft 7 per line 31 in 3.92 ft 7 per line 8 in 0 ft 0 ft 21.38 fl-kips SD 13.06 fl-kips SD 2.123 kips SD 14.97 ft-kips ASD 8.61 ft-kips ASD 1.621 kips ASD Sos= Ip= ap = 0.793 (ASCE 7-16 Sec 11.4.5) (ASCE Sec. 13.1.3) (ASCE Tab. 13.6-1) Rp= 2.5 (ASCE Tab. 13.6-1) z= 0 ft h= ft no= 2 (ASCE Tab. 13.6-1) No. Bolts per Input Housekffping Pad where Occurs Tension 7 bolts= Tension 7 bolts= s. L PLAN 0.30 kips 0.23 kips 33 B . 1,: ii S • i ---------------------------------H ii ti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR: Profile: Base material: Installation: Reinforcement: Page: Specifier: I E-Mail: Concrete -Nov 9, 2023 Date: Kwik Bolt TZ2 -CS 3/4 (31/4) hnom1 2210311KB-TZ23/4x51/2 het.act = 3.250 in., hnom = 4.000 in. Carbon Steel ESR-4266 12/17/2021 112/1/2023 Design Method ACI 318-14 / Mech eb = 0.000 in. (no stand-off); t = 0.500 in. 1. x IY x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, ft.kip] Input data and results must be checked for conformity with the existing conditions and for plausibllityl PROF IS Engineering ( c) 2003-2023 Hlltl AG, FL-9494 Schaen Hlltl is a registered Trademark of Hilti AG, Schaan 34 11/10/2023 35 J'= ii S; i ---------------------------------Hi I ti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case I Concrete -Nov 9, 2023 Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+ Tension, -Compression) Page: Specifier: E-Mail: Date: Forces [kip] / Moments [ft.kip] N = 1.000; Vx = 0.000; Vy= 0.500; M, = 0.00000; My= 0.00000; M, = 0.00000; Anchor Tension force Shear force Shear force x Shear force y 1.000 0.500 0.000 0.500 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in (xly)=(0.000/0.000): 1.000 [kip] resulting compression force in (x/y)=(0.00010.000): 0.000 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Seismic no Tension Load Nu• (kip] Capacity ♦ N0 [kip] Utilization 13N = NuJ♦ Nn Steel Strength* 1.000 19.009 6 Pullout Strength* NIA NIA N/A Concrete Breakout Failure•• 1.000 3.999 26 • highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilti AG. Schaan 2 1111012023 Max. Util. Anchor[%] 26 Status OK NIA OK 2 i = i i 5 ; • ---------------------Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 3.1 Steel Strength Nsa = ESR value Nsa ~ NuB refer to ICC-ES ESR-4266 ACI 318-14 Table 17.3.1.1 Variables A.e,N [in.1 0.24 Calculations Nsa [kip] 25.345 Results N .. [kip) 25.345 futa [psi] 105,904 0.750 3.2 Concrete Breakout Failure Neb = (,::;) ljl ed,N ljl c,N ljl cp,N Nb Neb~ Nue N .. [kip] 19.009 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 h:f ljl ed,N = 0.7 + 0.3 ( ~-•5~:) $ 1.0 ljl = MAX(C• min 1.5hef) 1.0 cp,N Cac ' Cac S Nb = kc A a ~ h~5 Variables h01 [in.] Ca min [in.) ljl c.N 3.250 6.000 1.000 Calculations ANc [in.2) ANcO [in.2] ljl ed,N 95.06 95.06 1.000 Results Neb [kip] concrete <J> Neb [kip] 6.152 0.650 3.999 Page: Specifier: E-Mail: Date: NUB [kip) 1.000 ACI 318-14 Eq . (17.4.2.1a) ACI 318-14 Table 17.3.1 .1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) c.0 [In .) kc 12.000 21 o/cp,N Nb [kip] 1.000 6.152 Nua [kip] 1.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hllti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaen ).• fc [psi] 1.000 2,500 36 3 11/10/2023 3 , ·1: i i S ; • ---------------------- Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 4 Shear load Load V ua [kip] Steel Strength* 0.500 Steel failure (with lever arm)* N/A Pryout Strength** 0.500 Concrete edge failure in direction y+** 0.500 * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength V sa = ESR value ~ v steel ~ v u. Variables A.ev [in.2] 0.24 Calculations V sa [kip] 13.811 Results Vsa [kip] 13.811 refer to ICC-ES ESR-4266 ACI 318-14 Table 17.3.1 .1 futa [psi] 105,904 ~ steel 0.650 8.977 0.500 Input data and results must be checked for conformity wtth the existing conditions and for plausibility1 Page: Specifier: E-Mail: Date: Capacity ♦ Vn (kip] 8.977 N/A 8.613 2.509 PROFIS Engineering ( c ) 2003-2023 Hllti AG, FL-9494 Schaan Hilti Is a registered Trademarl< of Him AG, Schaen Utillzatlon 13v = V .,/♦ V" 6 N/A 6 20 37 4 11/10/2023 Status OK N/A OK OK 4 • ~ r• ~• = i i S .; • ---------------------- Hilti PROFIS Engineering 3.0.88 www.hllti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 4.2 Pryout Strength Vcp "'kcp [ (:;:) ljl ed,N 'I' c,N 'I' cp,N Nb] cl> Vcp ~Vua ~c see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~c0 =9h~ ljl ed,N : 0.7 + 0.3 ( ~-S~:) $ 1.0 -M (c• min 1.5he1) 0 ljl cp,N -AX ---'==, --< 1. Cac Cac - . f7 1.5 Nb = kc A. 8 "\/fc h01 Variables 2 12.000 Calculations 95.06 Results 12.304 h81 [in .] 3.250 kc 21 ANc0 [in.2] 95.06 concrete 0.700 ca min [in.] 6.000 A. a 1.000 If' ed,N 1.000 <1> vw [kipJ 8.613 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1 .1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ljl c.N 1.000 fc [psij 2,500 ljlcp,N Nb [kip] 1.000 6.152 Vua [kip] 0.500 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaen Hilti Is a registered Trademark of Hllti AG, Schaen 38 5 11/10/2023 5 -t' t 1: i i S ; • ---------------------Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: Design: Concrete -Nov 9, 2023 Fastening point: 4.3 Concrete edge failure in direction y+ Vcb : (:::) ljl ed,V 'l'c,V 'l'h,V 'l'parallel,V Vb $ v cb ~vu. Ave see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avr:JJ = 4.5 c!, ljl ed,V = 0.7 + 0.3(,_~~a,) ~ 1.0 --~ ljl h,V --\J~-h-~ 1.0 a vb = (1 (t,)°2 ~) ).0 ~c!;5 Variables c01 [in.] 6.000 ).a 1.000 Calculations Ave [in .7 108.00 Results v cb [kip) 3.584 Ca2 (in.) 6.000 d8 (in.] 0.750 Avr:JJ [in.7 162.00 $ concrete 0.700 ljl c,V 1.000 fc [psi] 2,500 ljl ed,V 0.900 4> v cb (kip) 2.509 5 Combined tension and shear loads c; 0.250 0.199 5/3 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) h0 [in.) le [in.] 12.000 3.250 'I' parallal,V 1.000 'l'h,V V b [kip] 1.000 5.973 Vue (kip) 0.500 Utilization PN v [%) Status 17 OK Input data and results must be checked for conformity with the existing conditions and for plauslbilityl PROFIS Engineering ( c ) 2003-2023 Hilti AG. FL-9494 Schaen Hiltl Is a registered Trademark of Hilli AG, Schaan 39 6 11/10/2023 6 40 ~ ~ ·1: i i 5 • • ----------------------- Hllti PROFIS Engineering 3.0.88 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete -Nov 9, 2023 Date: 11/10/2023 Fastening point 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plauslbilltyl PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaen Hiltl is a registered Trademark of Hilti AG, Schaen 7 • ~ ,~ ~ •✓r: ii S.; i Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 7 Installation data Profile: no profile Hole diameter in the fixture: d1 = 0.812 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 41 Page: 8 Specifier: E-Mail: Date: 11/10/2023 Anchor type and diameter: Kwlk Bolt TZ2 -CS 3/4 (3 1/4) hnom1 Item number: 2210311 KB-TZ2 3/4x5 1/2 Maximum installation torque: 0.11034 ft.kip Hole diameter in the base material: 0.750 in. Hole depth in the base material: 4.250 in. Minimum thickness of the base material: 5.500 in. Hilti KB-TZ2 stud anchor with 4 in embedment, 3/4 (3 1/4) hnom1, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Cleaning • Manual blow-out pump .n y 6.000 (~ 1 6.000 Anchor x y c_x c♦x C.y C♦y 0.000 0.000 6.000 6.000 6.000 6.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! 6.000 6.000 PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaen Hilll is a registered Trademark of Hilti AG, Schaan Setting • Torque wrench • Hammer 0 0 0 0 0 0 CD CD ... ~ X 0 0 0 0 0 0 CD CD 8 ti (\. & . 4:,,s., 42 Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Page: 9 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Nov 9, 2023 Date: 11/10/2023 Fastening point: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for confonnity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hllli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan 9 MOUR GROUP ENGINEERING+ DESIGN Structural Calculations for Implant Innovations 1905 Aston Ave. Suite 101 Carlsbad, Ca. 92008 Generator Enclosure & Anchorage Prepared for: Implant Innovations Date: November 9 2023 Project Numb > 1--0 CBC2024-0003 1905 ASTON AVE IMPLANT INNOVATIONS . I #1 01 GENERATOR AND ELECTR~i;t~~;l~N OF NEW DIESEL 2121201300 1/3/2024 CBC2024-0003 TABLE OF CONTENTS ITEM SHEET • ASCE Hazards Map 1 • Enclosure Lateral Loading 3 • Enclosure Wall Designs 4 1. Seismic No Retaining 4 2. Wind No Retaining 11 3. Seismic with Retaining 18 4. Wind With Reta ini ng 25 • Overturning Analysis 32 • Anchorage Calculations 34 • Generator Specs 43 ASCE. AMERICAN SOCIETY Of CML ENGINEffiS Address: 1905 Aston Ave Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11 .4.3) 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph Latitude: 33.131097 Longitude: -117.287547 Elevation: 289.240793786545 ft (NAVO 88) ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Wed Nov 08 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https:/ /a see ?hazardtool .online/ Page 1 of 3 Wed Nov 08 2023 ASCE. AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D -Default (see Section 11 .4.3) Results: Ss S, 0.991 0.361 Fa 1.2 Fv N/A SMs 1.1 89 So, T L : PGA : PGA M: F PGA N/A 8 0.433 0.52 1.2 SM1 N/A le : 1 Sos 0.793 Cv : 1.295 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Nov 08 2023 Date Source: usGs Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 2 Wed Nov 08 2023 MOUR GROUP JOB ENGINEERING + DESIGN SHEET NO. 6593 Riverdale Street San Diego, CA 92120 CALCULATED BY 619-727-4800 CHECKED BY SCALE -'vj1,-.l~ Y12..-c"s\,)~e '"'1 b"(c-/0s1.1R..c ry,.,.,.,, C&J/.. fl\ -~--1 r~ z t,.._ q e.f-A s 1 f,.,_ :=.. ,OO't...~'91, /!.z. :c o.c;-7 /Lcf .~ 1• 0 kt{ -= o. ec;-- 1~::. /.'/) Y == "H~ -PL € xp. B Fij . t°l .-;. I '5 ~ BI -g = ,z_~ I t /4 .... "6 ·t .. "'->c ,-f+ t CA-";,~ 8 c...(? .. I· "3, ~ LI'\$ c c__ C .f .. "2 • <.., l, 1, I,~ F -// . .../ ~ " -i , '-: 24 .'1 "2. ps" ;vl~'1---t" C-5 ='-D,1"\:, /,.,Z')" ~ 0,(;,'?)\...j 1-, o "2. -t. '0;1,S-.:r , /Q ':, ) ,Of. 1""" -IZ,c..1 D ~,.. 01.e,C.l" 1-°i.~ it-,_/\ I ~ .. --1'11 > ,(e> • 1-'\ ~ ,, -: ' b i It 1 S" ~ 47 . L ,;-pt;..(2 C 3 OF DATE DATE Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain Code Reference: 4 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height 1.33 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water table above bottom of footing = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Res ist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil heig ht to ignore for passive pressure 150. 0 psf/ft 110.00 pcf 110.00 pcf 0.400 = 12.00 in Lateral Load Applied to Stem Lateral Load ... Height to To,: = ... Height to Bottom = Load Type Wind on Exposed Stem = (Strength Level) 47.3 #/ft 9.33 ft 1.33 ft Seismic (E) (Strength Level) 0.0 psf Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 lbs = 0.00 ft 0.00 in = 0.00 ft Spread Footing 0.0 ft 0.300 Cantilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain 5 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 Design Summary Stem Construction Bottom Wall Stability Ratios Overturning Sliding Global Stability 1.42 Ratio < 1.51 1.77 OK 2.65 Total Bearing Load = 1,475 lbs ... resultant ecc. 13.46 in Eccentricity outside middle third Soil Pressure@ Toe = 1,953 psf OK Soil Pressure @ Heel = O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,734 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe 16.4 psi OK Footing Shear@ Heel = 4.0 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd ... .for 1.5 Stability 386.8 lbs 93.8 lbs 590.1 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the ca lculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/F B + fa/Fa Total Force @ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Masonry Data rm Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method ft = = = = lbs= lbs= ft-#= ft-#= psi= psi= psi = in2 = psf= in= psi= psi= = = in= = = Stem OK 0.00 Masonry SD SD SD 8.00 # 5 24.00 Center 0.826 441 .7 2,043.0 2,471 .5 4.8 80.5 91 .50 78.0 3.81 2,000 60,000 Yes 16.11 7.63 SD Concrete Data -------------------------- re Fy psi = psi= Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.29 ft 1.96 325 12.00 in 0.00 in 0.00 in 1.42 ft re = 3,000 psi Fy = 60,000 psi 150.00 pcf 0.0018 Footing Concrete Density Min. As% Cover@Top 2.00 @ Btm.= 3.00 in 6 Project Title: Engineer: Project ID: Project Descr: Project FIie: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. Footing Design Results ~ .l:llll Factored Pressure = 2,734 0 psf Mu': Upward = 1,631 0 ft-# Mu' : Downward = 258 373 ft-# Mu: Design 1,373 OK 373 ft-# phiMn = 11,695 13,090 ft-# Actual 1-Way Shear 16.43 4.03 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = # 5@ 12.00 in Heel Reinforcing = # 5@ 12.00 in Key Reinforcing None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings (c) ENERCALC INC 1983-2023 OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min fooling T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.84 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in 7 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain Mour Group Engineering + Design, Inc. Summary of Overturning & Resisting Forces & Moments Item HL Act Pres (ab water tbl} HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 122.2 0.78 94.9 264.6 6.33 1,674.9 386.8 O.T.M. = 1,769.8 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table 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= Fooling Weigh! = Key Weight = Vert. Component (c) ENERCALC INC 1983-2023 .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 189.0 71 .0 727.7 487.5 2.60 2.60 0.65 1.63 1.63 1.42 492.1 492.1 45.9 1,182.6 792.2 Vertical Loads used for Soil Pressure = 1.42 1,475.3 lbs Total = 1,475.3 lbs R.M.= 2,512.8 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt • Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure caIculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 100.0 pci 0.389 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. 8 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain Mour Group Engineering + Design, Inc. Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover-7.3125, K_spacing=24, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = (c) ENERCALC INC 1983-2023 25.00 in 12.11 in 7.76 in 0.1550 in2/ft 0.1254 in2/ft Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain 8" w/#5@ 24" Solid Grout 6"~----------- #5@12In @Toe #5@12" @Heel 9 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 8'-0" Clear Cover : 3.5" 9'-4" 1'-4" --~----' .__ _______ -_•_, ·±> 3" 1'-4" 2'-0" 3'-3" Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic No Retain 47.25psf (Strength-Level Pp= i co cq N ll) C> 1'-6" 10 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 387# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Code Reference, 11 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovalions generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water table above bottom of fooling Surcharge Loads 1.33 ft 8.00 ft 0.00 6.00 in 0.0 ft Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 45.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 150.0 psf/ft 110.00 pcf = 110.00 pct 0.400 12.00 in Lateral Load Appllied to Stem Lateral Load = 29.7 #/ft ... Height to Tor: = 9.33 ft ... Height to Bottom = 1.33 ft Load Type = Wind(W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Design Summary Wall Stability Ratios Overturning Sliding Global Stability 2.62 OK 2.61 OK 2.71 Total Bearing Load = 1,495 lbs ... resultant ecc. 7.04 in Eccentricity outside middle third Soil Pressure @ Toe = 925 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,295 psf ACI Factored@ Heel = 0 psf Footing Shear@ Toe 9.9 psi OK Footing Shear@ Heel = 1.5 psi OK Allowable 82 .2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force less 100% Friction Force = - Added Force Req'd = .... for 1.5 Stability 264.8 lbs 93.8 lbs 598.2 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 12 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Masonry Design Method SD SD SD Thickness = 8.00 Rebar Size # 5 Rebar Spacing = 24.00 Rebar Placed at Center Design Data fb/F B + fa/Fa = 0.831 Total Force@ Section Service Level lbs= Strength Level lbs= 444.1 Moment....Actual Service Level ft-#= Strength Level ft-#= 2,055.8 Moment. .... Allowable 2,471 .5 Shear ..... Actual Service Level psi= Strength Level psi= 4.9 Shear ..... Allowable psi= 80.5 Anet (Masonry) in2 = 91 .50 Wall Weight psf= 78.0 Rebar Depth 'd' in= 3.81 Masonry Data fm psi= 2,000 Fy psi= 60,000 Solid Grouting = Yes Modular Ratio 'n' 16.11 Equiv. Solid Thick. in = 7.63 Masonry Block Type = Masonry Design Method SD Concrete Data re psi= Fy psi = Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Footing Data Toe Width Heel Width = Total Footing Width = Footing Thickness Key Width = Key Depth = Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density = 1.33 ft 2.00 3.33 12.00 in 0.00 in 0.00 in 1.42 ft 60,000 psi 150.00 pcf 0.0018 Min. As% Cover@Top 2.00 @ Btm.= 3.00 in 13 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. Footing Design Results ~ .1::1.ttl Factored Pressure = 1,295 0 psf Mu': Upward 988 127 ft-# Mu' : Downward 272 395 ft-# Mu: Design 716 OK 269 ft-# phiMn = 27,464 24,231 ft-# Actual 1-Way Shear 9.91 1.47 psi Allow 1-Way Shear = 82.16 82 .16 psi Toe Reinforcing = # 8@ 12.00 in Heel Reinforcing = # 7@ 12.00 in Key Reinforcing None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings (c) ENERCALC INC 1983-2023 OK Toe: #4@ 9.25 in , #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.86 in2 0.26 in2 Jft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in 14 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Mour Group Engineering + Design, Inc. Summary of Overturning & Resisting Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 122.2 0.78 94.9 142.7 6.33 903.0 264.8 O.T.M. = 997.9 Vertical Loads used for Soil Pressure = = 2.62 1,495.5 lbs Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table 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 Weigh\ Key Weight = Vert. Component = Total= (c) ENERCALC INC 1983-2023 ..... RESISTING ..... Force Distance Moment lbs ft ft-# 195.1 2.66 519.5 2.66 519.5 73.2 0.67 48.6 727.7 1.66 1,210.5 499.5 1.67 831 .7 1.42 1,495.5 lbs R.M.= 2,610.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 100.0 pci 0.180 in The above calculaljon is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. 15 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain Mour Group Engineering .-Design, Inc. Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover-7.3125, K_spacing=24, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = (c) ENERCALC INC 1983-2023 25.00 in 12.11 in 7.81 in 0.1550 in2/ft 0.1262 in2/ft Cantilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain 8" w/#5@ 24" Solid Grout 6"~----------- #8@12in @Toe #7@12" @Heel 16 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 8'-0" Clear Cover : 3.5" 9'-4" 1'-4" 7 -:-2" ·-~ 3" 1'-4" 2'-0" 3'-4" Cantilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind No Retain 29.72ps (Strength-Level i IO (0 ~ Cl) 3'-3" 17 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain Code Reference: 18 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovatlons generator_0121 70.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 4.33 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe 6.00 in Water table above bottom of footing 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 150.0 psf/ft 110.00 pcf = 110.00 pcf = 0.400 12.00 in Lateral Load Applied to Stem Lateral Load 47.3 #/ft ... Height to To~ = 9.33 ft ... Height to Bottom 1.33 ft Load Type Seismic (E) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain Design Summary Wall Stability Ratios Overturning 1.53 OK Slab Resists All Sliding ! Global Stability = 1.85 Total Bearing Load 2,039 lbs ... resultant ecc. = 12.71 in Eccentricity outside middle third Soil Pressure @ Toe 1,859 psf OK Soil Pressure @ Heel O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,603 psf ACI Factored@ Heel = O psf Footing Shear@Toe = 21 .0 psi OK Footing Shear@ Heel 9.6 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force 903.8 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E 1.200 1.600 1.600 1.000 1.000 19 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Stem Construction Bottom Stern OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Masonry Design Method SD SD SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.838 Total Force @ Section Service Level lbs= Strength Level lbs= 1,053.0 Moment.. .. Actual Service Level ft-#= Strength Level ft-#= 2.988.9 Moment.. ... Allowable 3,566.5 Shear ..... Actual Service Level psi= Strength Level psi = 11 .5 Shear ..... Allowable psi = 80.5 Anet (Masonry) in2 = 91 .50 Wall Weight psf= 78.0 Rebar Depth 'd' in= 3.81 Masonry Data rm psi = 2,000 Fy psi= 60,000 Solid Grouting Yes Modular Ratio 'n' 16.11 Equiv. Solid Thick. in = 7.63 Masonry Block Type Masonry Design Method SD Concrete Data re psi = Fy psi = Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.46 ft 2.12 3.58 12.00 in 0.00 in 0.00 in 1.50 ft fc = 3,000 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density Min. As % Cover@Top 2.00 = 0.0018 @ Btm.= 3.00 in 20 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. Footing Design Results lli .1::1.w Factored Pressure = 2,603 O psf Mu': Upward = 2,150 0 ft-# Mu' : Downward 321 980 ft-# Mu: Design = 1,829 OK 980 ft-# phiMn 11,695 13,090 ft-# Actual 1-Way Shear = 21.00 9.58 psi Allow 1-Way Shear = 82.16 82 .16 psi Toe Reinforcing # 5@ 12.00 in Heel Reinforcing = # 5@ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings (c) ENERCALC INC 1983-2023 OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel : #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.93 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in 21 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant lnovalions generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain Mour Group Engineering + Design, Inc. Summary of Overturning & Resisting Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 639.2 1.78 1,135.6 264.6 6.33 1,674.9 903.8 O.T.M. = 2,810.6 Soil Over HL (ab. water !bl) Soil Over HL (bel. water tbl) Water Table 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 Weigh! = Key Weight = (c) ENERCALC INC 1983-2023 . .... RESISTING ..... Force Distance Moment lbs ft ft-# 693.8 80.1 727.7 537.0 2.85 2.85 0.73 1.79 1.79 1.50 1,978.5 1,978.5 58.4 1,302.7 961.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.53 2,038.7 lbs Vert. Component _= ____ _ Total= 2,038.7 lbs R.M.= 4,300.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 100.0 pci 0.337 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 22 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain Mour Group Engineering + Design, Inc. Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=?.3125, K_spacing=16, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = (c) ENERCALC INC 1983-2023 25.00 in 12.11 in 7.57 in 0.2325 in2/ft 0.1835 in2/ft Cantilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain 8" w/#5@ 16" Solid Grout 5•....._ __________ _ #5@12In @Toe #5@12" @Heel 23 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovalions generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 i 5'-0" 9'-4" 4'-4" 3" 1'-5" 2'-1" 3'-7" Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Seismic Retain 47.25psf (Strength-Level '1ii a. '° C'") (1) '° CX) -r- 2'-2" 24 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 904# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain Code Reference: 25 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 4.33 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water table above bottom of footing = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 150.0 psf/ft 110.00 pcf = 110.00 pcf 0.400 12.00 in Lateral Load Applied to Stem Lateral Load 29.7 #/ft ... Height to To~ 9.33 ft ... Height to Bottom = 4.33 ft Load Type Seismic (E) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio 0.300 Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain Design Summary Wall Stability Ratios Overturning = 2.21 OK Slab Resists All Sliding ! Global Stability = 1.86 Total Bearing Load 2,041 lbs ... resultant ecc. = 7.62 in Eccentricity outside middle third Soil Pressure @ Toe 1,176 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,646 psf ACI Factored@ Heel = O psf Footing Shear@ Toe 14.8 psi OK Footing Shear@ Heel = 5.9 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force 743.2 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 26 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovalions generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" Masonry Design Method = SD SD SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa 0.557 Total Force @ Section Service Level lbs = Strength Level lbs = 823.6 Moment .... Actual Service Level ft-#= Strength Level ft-#= 1,989.1 Moment. .... Allowable 3,566.5 Shear ..... Actual Service Level psi= Strength Level psi = 9.0 Shear ..... Allowable psi= 80.5 Anet (Masonry) in2 = 91 .50 Wall Weight psf = 78.0 Rebar Depth 'd' in = 3.81 Masonry Data fm psi = 2,000 Fy psi = 60,000 Solid Grouting = Yes Modular Ratio 'n' 16.11 Equiv. Solid Thick. in = 7.63 Masonry Block Type = Masonry Design Method SD Concrete Data re psi= Fy psi = Cantilevered Retaining Wall UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 1.46 ft 2.13 3.59 Key Distance from Toe = 12.00 in 0.00 in 0.00 in 1.50 ft re = 3,000 psi Fy = 60,000 psi 150.00 pct Footing Concrete Density Min. As% Cover@Top 2.00 = 0.0018 @ Btm.= 3.00 in 27 Project Title: Engineer: Project ID : Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. Footing Design Results Toi .l:::lw Factored Pressure 1,646 O psf Mu': Upward = 1,507 192 ft-# Mu' : Downward = 322 983 ft-# Mu: Design 1,185 OK 790 ft-# phiMn = 27,464 24,231 ft-# Actual 1-Way Shear 14.77 5.85 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 8@ 12.00 in Heel Reinforcing # 7@ 12.00 in Key Reinforcing None Spec'd Footing Torsion, Tu 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings (c) ENERCALC INC 1983-2023 OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.93 in2 0.26 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in 28 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain Mour Group Engineering + Design, Inc. Summary of Overturning & Resisting Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 639.2 1.78 1,135.6 104.0 7.83 814 .5 743.2 O.T.M. = 1,950.1 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table 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 Weighl = Key Weight Vert. Component (c) ENERCALC INC 1983-2023 .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 695.0 80.3 727.7 537.8 2.86 2.86 0.73 1.79 1.79 1.50 1,984.5 1,984.5 58.6 1,304.5 963.9 Vertical Loads used for Soil Pressure = 2.21 2,040.7 lbs Total= 2,040.7 lbs R.M.= 4,311 .5 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 100.0 pci 0.212 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 29 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: implant inovations generator_012170.EC6 UC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain Mour Group Engineering + Design, Inc. Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=7.3125, K_spacing=16, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = (c) ENERCALC INC 1983-2023 25.00 in 12.11 in 6.00 in 0.2325 in2/ft 0.1221 in2/ft @ antilevered Retaining Wall LIC#: KW-06012170, Build:20.23.08.30 DESCRIPTION: Wind Retain B" w/#5@ 16" Solid Grout 6"...._ _________ _ #8@12in @Toe #7@12" @Heel 30 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering+ Design, Inc. (c) ENERCALC INC 1983-2023 5'-0" 4'-4" * 2" • 1'-' 3• 1'-6" 2'-2" 3'-7" Cantilevered Retaining Wall UC#: KW-06012170. Build:2023.08.30 DESCRIPTION: Wind Retain 29.72ps (Strength-Level i 0) r,.. '° r,.. 3'-6" 31 Project Title: Engineer: Project ID: Project Descr: Project File: implant inovations generator_012170.EC6 Mour Group Engineering + Design, Inc. (c) ENERCALC INC 1983-2023 743# ■ Lateral earth pressure due to the soil BELOW water table GROUND MOUNTED EQUIPMENT ANCHORAGE DESIGN-ASCE7-16 Ch.13 Job No: 112301 Unit Generator Wet SEISMIC DESIGN LOADS INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT CENTER OF MASS 6.428 kips 4.500 kips 2.143 Kips 1.500 kips OVERTURNING ANALYSIS w H ANCHORAGE LENGTH L BOLTS ALONG L EDGE Nc SD ASD SD ASD ANCHOR SPACING Sc= L / (Nc • 1) = SEISMIC ANCHORAGE WIDTH B BOLTS ALONG B EDGE Na ANCHOR SPACING ECCENTRICITY Sa = B I (Na • 1) = Mor= Fp H +(0.9W -Fv) ea = MRES = (0.9W • Fv ) (0.5B) = T=C=(M01-M,11)/B Mor= Fp H +(0.6W • Fv) ea= MRES = (0.9W • Fv) (0.5B) = T=C=(M01-M,.,)/B 13.51 5.00 15.6325 7 31 3.92 7 8 0 0 32. 14 ft-kips 19.63 ft-kips 3.191 kips 22.50 ft-kips 12.95 ft-kips 2.436 kips kips ft where fl per line in ft per line in ft ft SD SD SD ASD ASD ASD Sos = Ip = ap = Rp = z= h= no= 0.793 (ASCE 7-16 Sec 11.4.5) (ASCE Sec. 13.1.3) (ASCE Tab. 13.6-1) 25 (ASCE Tab. 13.6-1 ) 0 ft 1 fl 2 (ASCE Tab. 13.6-1) CM + House keeping Pad where Occurs l PLAN Tension 7 bolts= 0.46 kips Tension 7 bolts = 0.35 kips 32 B GROUND MOUNTED EQUIPMENT ANCHORAGE DESIGN-ASCE7-16 Ch. 13 Job No: 112301 Unit Generator Wet SEISMIC DESIGN LOADS INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT CENTER OF MASS 4.276 kips 2.994 kips 1.425 Kips 0.998 kips OVERTURNING ANALYSIS w H ANCHORAGE LENGTH L BOLTS ALONG L EDGE N, ANCHOR SPACING ANCHORAGE WIDTH B BOLTS ALONG 8 EDGE N8 SD ASD SD ASD ANCHOR SPACING Sa= B /(Ne· 1) = SEISM IC ECCENTRICITY el MoT = Fp H +(0.9W-Fv ) e8 = M RES = (0.9W -Fv ) (0.5B) = T=C=(M01-M, .. )IB Mor = Fp H +(0.6W-Fv ) e8 = MRES = (0.9W -Fv ) (0.5B) = T=C=(M01-M, .. )IB ee 8.988 kips 5.00 ft where 15.6325 ft 7 per line 31 in 3.92 ft 7 per line 8 in 0 ft 0 ft 21.38 ft-kips so 13.06 ft-kips SD 2.123 kips SD 14.97 11-kips ASD 8.61 ft-kips ASD 1.621 kips ASO Sos = Ip= ap = 0 793 (ASCE 7-16 Sec 11 4.5) (ASCE Sec. 13.1.3) (ASCETab. 13.6-1) Rp= z = h= 2.5 0 (ASCE Tab. 13.6-1) ft ft ~= 2 (ASCE Tab. 13.6-1) No BoNs per Input Housekeepong Pad where Oa:urs Tension 7 bolts= Tension 7 bolts = Pl.AN 0.30 kips 0.23 kips 33 8 ,:,,s., Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR : Profile: Base material: Installation: Reinforcement: Page: Specifier: I E-Mail: Concrete -Nov 9, 2023 Date: Kwik Bolt TZ2 • CS 3/4 (3 1/4) hnom1 2210311 KB-TZ2 3/4x5 1/2 hef.act = 3.250 in., hnom = 4.000 in. Carbon Steel ESR-4266 12Irn2021 I 121112023 Design Method ACI 318-14 / Mech eb = 0.000 in. (no stand-off); t = 0.500 in. 1, x ~ x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, f; = 2,500 psi; h = 12.000 in. hammer drilled hole, Installation condition: Dry tension: condition 8, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.J & Loading [kip, ft.kip} X Input data and results musl be checked for eonform,ty with lhe existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hill! AG, Fl-9494 Schaan Hllti is a reg1slered Trademar1< of Hill, AG, Schaan 34 11/10/2023 1 : i i S • i _____________________ _ Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case I Concrete -Nov 9, 2023 Description Combination 1 Page: Specifier: E-Mail: Date: Forces [kip)/ Moments [ft.kip) Seismic N = 1.000; Vx = 0.000; Vy= 0.500; no MX = 0.00000; My = 0.00000; M, = 0.00000; 2 Load case/Resulting anchor forces Ay Anchor reactions [kip] Tension force:(+ Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1.000 0.500 0.000 0.500 max. concrete compressive strain: -[o/oo] max. concrete compressive stress: -[psi] Tension resulting tension force in (x/y)=(0.000/0.000): 1.000 [kip] resulting compression force in (x/y)=(0.000/0.000): 0.000 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip] Capacity ♦ N" [kip] Utilization 13N = Nu1/♦ Nn Steel Strength* 1.000 19.009 6 Pullout Strength* N/A N/A N/A Concrete Breakout Failure** 1.000 3.999 26 • highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility I PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 35 2 11/10/2023 Max. Util. Anchor[%) 26 Status OK N/A OK 2 •=iiS•• Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 3.1 Steel Strength N.. = ESR value $ Nsa ;,:: Nua Variables Ase N [in.2] 0.24 Calculations N58 [kip] 25.345 Results Nsa [kip) 25.345 refer to ICC-ES ESR-4266 ACI 318-14 Table 17.3.1.1 futa [psi] 105,904 $ steel $ N58 [kip) 0.750 19.009 3.2 Concrete Breakout Failure (ANc) Neb = A 'I' ed,N 'I' c,N \j/ cp,N Nb Nc0 $ Neb ;,:: Nua ANc seeACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) Variables her [in .] Ca min [in.] lj/ c,N 3.250 6.000 1.000 Calculations ANc [in.2] ANco [in.2] \j/ ed,N 95.06 95.06 1.000 Results Neb [kip] 4> concrete 4> Neb [kip] 6.152 0.650 3.999 Page: Specifier: E-Mail: Date: N08 [kip] 1.000 ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Cac [in .] kc 12.000 21 \j/cp.N Nb [kip] 1.000 6.152 N08 (kip) 1.000 Input data and results must be checked for confonnity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG. FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG. Schaan 36 3 11/10/2023 fc [psi] 1.000 2,500 3 •=iiS~• ----------------------------------H ii ti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 4 Shear load Load Vua [kip] Steel Strength* 0.500 Steel failure (with lever arm)* NIA Pryout Strength** 0.500 Concrete edge failure in direction y+** 0.500 • highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength v.. = ESR value $ V steel ~ V ua Variables A •• v [in.2] 0.24 Calculations v •• [kip] 13.811 Results V .. [kip] 13.811 refer to ICC-ES ESR-4266 ACI 318-14 Table 17.3.1.1 futa [psi] 105,904 $ steel $ Vsa [kip] 0.650 8.977 V ua [kip) 0.500 Input data and results must be checked for conformity with the existing conditions and for plausibility I Page: Specifier: E-Mail: Date: Capacity ♦ V" [kip] 8.977 NIA 8.613 2.509 PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Utilization 13v = Vua/♦ vn 6 NIA 6 20 37 4 11/1012023 Status OK NIA OK OK 4 i : i i S • • ----------------------Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 4.2 Pryout Strength V cp = kcp [ (:N::) \j/ ed,N \j/ c,N \j/ cp,N Nb ] ~ vcp ~ vu. ANc seeACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 h!, \jl ed.N = 0.7 + 0.3 CC.S~:) S 1.0 \j/ cp,N Variables 2 c.c [in.] 12.000 Calculations ANc [in.2) 95.06 Results Vcp [kip] 12.304 h01 [in.) 3.250 kc 21 ANc0 [in.2) 95.06 <P concrete 0.700 Camm [in.) 6.000 "-• 1.000 \j/ ed,N 1.000 ~ Vcp [kip] 8.613 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-1 4 Eq. (17.4.2.2a) \j/ c.N 1.000 ( [psi1 2,500 'licp.N Nb [kip) 1.000 6.152 Vua [kip) 0.500 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilli AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG. Schaan 38 5 11/10/2023 5 •=iiS-.i Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 4.3 Concrete edge failure in direction y+ (Ave ) V cb = A \II ed,V \II c,V \II h,V \II parallel,V Vb Vc0 ~ Vcb ~ Vua Ave seeACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) ~/ ed,V 1V h,V Variables c31 [in.] 6.000 1.000 Calculations Ave [in.2] 108,00 Results v cb [kip] 3.584 c32 [in.] \jl c.V 6.000 1.000 d3 [in.] fc [psi] 0.750 2,500 Avco [in.2] \jl ed.V 162.00 0.900 ~ concrete ~ v cb [kip] 0.700 2.509 5 Combined tension and shear loads 0.250 0.199 5/3 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) ha [in.) 1. [in.] 12.000 3.250 \II parallel.V 1.000 \llh,V vb [kip] 1.000 5.973 Vua [kip] 0.500 Utilization PNv [%] Status 17 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan 39 6 11/10/2023 6 ,. 40 1 : i i S • • ----------------------Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Nov 9, 2023 Date: 11 /10/2023 Fastening point: 6 Warnings The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021 , ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROF IS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturer's product literature for cleaning and installation instructions. For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PRO FIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 7 • 1:115;.1 Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Nov 9, 2023 Fastening point: 7 Installation data Profile: no profile Hole diameter in the fixture: d1 = 0.812 in. Plate thickness (input): 0.500 in . Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 41 Page: 8 Specifier: E-Mail: Date: 11/10/2023 Anchor type and diameter: Kwik Bolt TZ2 -CS 3/4 (3 1 /4) hnom1 Item number: 2210311 KB-TZ2 3/4x5 1 /2 Maximum installation torque: 0.11034 ft.kip Hole diameter in the base material: 0.750 in. Hole depth in the base material: 4.250 in . Minimum thickness of the base material: 5.500 in. Hilti KB-TZ2 stud anchor with 4 in embedment, 3/4 (3 1/4) hnom1 , Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.) Cleaning • Manual blow-out pump .a y 6.000 ()1 6.000 Anchor x y c_, c., c.y c.Y 0.000 0.000 6.000 6.000 6.000 6.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! 6.000 6.000 PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hllti is a registered Trademark of Hilti AG, Schaan Setting Torque wrench • Hammer 0 0 0 0 0 0 cri cri ... ~ X 0 0 0 0 0 0 cri cri 8 r • ,:,,s., Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: I 42 Page: 9 Specifier: E-Mail: Design: Concrete • Nov 9, 2023 Date: 11/10/2023 Fastening point: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps lo prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hill! AG, FL-9494 Schaen Hilll la a registered Trademark of H1lti AG, Schaan 9 - . . . .. ~ ~ --,~ • 39 00" l Q ~, .o::r· I I I /B.08" -8400" TO:, V EW 7 36.20" REQUIRED DOOR CLEARANC ~ 30.H S DES 199 . .32"" OVERALc LENG-H ~ . t j . en . . ~ . ""'~ C:C{l>ltr.,;. . CC(fl'£1'J . 8 . I I I I ~ 19 / .?'.)" s 1)1:_ Vi"W 0 0 0 0 ,.. 0 ~ ~ 0 -,__52.25"' OVERAL wo·H- ~-6" 1-. . I ~ . . . . ,L1..oo" OV::. -'<A._ r-•-G-i-. . . . 100.20· . . . . 'o= -... -=' 8 . ,.._ 0 ,.._ © a I I I I !J' •c" - EI\D YEW (R.ADIATGR r.. 'JD) ·97 25"-------- SUB-BASE -AN< rno-:-PRINT I MAJOR COMPONENTS : GENERATOR: 300REOZJ ALTERNATOR: 4UA13 ENCLOSURE: SOUND-ATTENUATED STEE L ENCLOSURE TANK: 555g STATE SUBBASE TANK WEIGHT DRY WET GENERATOR: 5400 LBS . 5400 LBS . ENCLOSURE: 850 LBS. 850 LBS. TANK: 2738 LBS. 6901 LBS. TOTAL: 8988 LBS. 13151 LBS . INT REF.: GENERATOR: ADV-7900 REV B SHT(1 /2) ENCLOSURE : ADV -7644 REV E SHT(2/2) TANK: AOV-7645 REV E SHT(2/3) EMERGENCY GENERATOR J":,o, 1JJO~ C Q (\ :\. CNOO[() BR~ [IT'I _lllo, I 300REOZJ with Steel Sound o :c Ol ·c < "l"l uUcr.01 0 >,(ll 01 Enclosure and 555g Subbase Tank ELELi I r-,1.., WORKS Lil o~ "' ~ IJl ID IJl 0 "le 'l - KOHLER i s~;:-JWG ,o. 300REOZJ-4UA13-SAE-555GST-01 POWER SYSTEMS g SCALE NONE I DAff 06/26/20107 00 _I s-~ 1 OF _!__1 II II OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID# _________________ _ PLAN CHECK# ________________ _ BP DATE Business Contact Telephone# Implant Innovations Jesse Adawa 949-257-8453 Project Address (Include suite) City State Zip Code APN# 1905 Aston Avenue, Suite 101 Carlsbad CA 92008 212-120-13-00 Mailing Address (include suite) Cit}' State Zip Code Plan File# 1905 Aston Avenue, Suite 101 Carlsbad CA 92008 Project Contact Telephone# MourGroup • Rob Benedict .com 619-727-4788 The following questions represent the faclllty's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use. process, or store any of the following hazardous materials. II any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Faclllty's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11 . Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radloactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMO): If the answer to any or the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division. 5500 Overland Avenue. Suite 170. San Diego, CA 92123. Call (858) 505-6700 prior to the Issuance or a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt YES NO (for new construction or remodeling projects) 1. 0 § Is your business listed on the reverse side of this form? (check all that apply). 2. [Z] Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. D ✓ Will your business store or handle Hazardous Substances In quantities greater than or equal to 55 gallons, 500 4. 5. 6. 7. 8. □ El D □ pounds and/or 200 cubic feet? IZI Will your business store or handle carcinogens/reproductive toxins in any quantity? [Z] Will your business use an exlsting or install an underground storage tank? [ZJ.t Will your business store or handle Regulated Substances (CalARP)? 17] Will your business use or Install a Hazardous Waste Tank System (Title 22. Article 10)? [Z] Will your business store petroleum in tanks or containers at your faciUty with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). Date lni1ials 0 CalARP Required I Date Initials D CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are Intended to Identify the majority of air pollution Issues at the planning stage. Your project may require additional measures not identified by these questions. Residences are typically exempt, except-single building with more than four dwelling units and those with more than one detached residential buildings on the property-e.g. granny flats [+Excludes garages & small outbuildings not used as dwelling units]. Ir yes Is answered for the questions below please see link for fur1her Instructions: ~ or for more comprehensive requirements, please contact apcdcomp@sdapcd.org or call (858) 586-2650. YES NO 1. 0 [ZJ Will the projed disturb 100 square feet or more of existing building materials? If yes. submrt an asbestos survey to apedcomp@sdapcd.org. □ 171 Will any load suppo,1ing strudural members be removed? If yes. submit an asbestos survey and demolition notl1CB1ion to 2. l!_.l apcdcomp@sdapcd.org at least 10 worlting days prior to starting the demol~ion of a load bearing stNcture. A notifteatlon Is required even if no asbestos Is present 3. □ 0 4. □ [ZJ In the structure. (ANSWER ONLY IF QUESTION 1 IS YES) VI.Ill 100 square feet or more of friable asbestos material be disturbed? II yes, submit a notif1CBtlon of asbestos removal 10 apcdcomp@sdapcd.org at least 10 working days prior to starting asbestos removal. Will any equipment or operations be installed that may require an APCO Perm~ to Operate? Please see the reverse side of this form for typical equipment requiring an APCO permit. If yes, contact APCO prior to the issuance of a building permit. Briefly describe business activities: Briefly describe proposed project: Tissue Bank: Process/package tissue product for orthopedic procedures Install backup generator for the building in the event of a power outage I dedare under penalty of perjury that to the best of my knowledge and belief t r h re true and correct. 12 ,21 12023 Name of Owner or Authorized Agent Date FIR E DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO' APCO COUNTY-HMO APCO COUNTY-HMO APCO .. ·A stamp In this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other permitting requirements may still apply HM-9171 (01/22) County of San Diego -DEH -Hazardous Materials Division ' UST OF BUSINESSES WHICH REQ~IRE REVIEW AND APPROVAL FROM THE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEAL TH-HAZARDOUS MATERIALS DMSION Check all that apply: AUTOMOTIVE D Battery Manufacturing/Recycling D Boat Yard OCarWash D Dealerahlp Malntenance/Palnting 0 Machine Shop 0 Painting 0 Radiator Shop 0 Rental Yard Equipment 0 Repair/Preventive Maintenance D Spray Booth D Transportation Services D Wrecklng/Recycllng CHEMICAL HANDLING D Agricultural supplier/distributor D Chemlcal Manufacturer 0 Chemical SuppllerlDlstrtbutor 0 Coatlngl/Adheslve 0 Compressed Gas SUppUer/Olstrlbutor □ Dry Cleaning D Flberglau/Resin Application 0 Gas station 0 lnduatJ1al Laundry D Laboratory 0 Laboratory Supplier/Distributor D on and Fuel Bulk Supply 0 Pesticide Operator/Olstrtbutor CHEMICAL HANDLING D P,hotographlc Processing 0 Pool Supplles/Malnlenance 0 P.rlnting/Blue Printing 0 Road Coatings 0 S~mmlng Pool 0 ToXic Gas Handler O Toxic Gas Manufadurer I METAL WORKING □Anodizing 0 Chemical Mllllng/Etchlng D Finish-Coating/Painting 0 Flame Spraying 0 Fpundry 0 ,.,achlne Shop-Orflllng,1.athes/MUls 0 Metal Plating O Metal Prepping/Chemical Coating 0 Precious Metal Recowry 0 Sand Blasllng/Grindlng 0 Steel Fabricator 0 vyroughl Iron Manufacturing I I AeaosPACE O Aerospace lndust,y D Ajrcratt Malntenanoe D Ajrcraft Manufacturtng MISCELLANEOUS 0 Asphalt Plant D BiotechnOlogy/Researctt D CannablHelaled 0 Manufacturing O Oilpe!!Uty O Other 0 Co-Generation Plant 0 Dental CllnlclOfflce D Dialysis Center Ill Emergency Generator O Frozen Food Processing Faclllty 0 Hazardous Waste Hauler D HospHat/Convalescent Home 0 Laboratory/Blologlcal Lab 0 Madlcal Cffnlc/Offlce 0 Nitrous O,ci(le (NO,) Control System D Pharmaceuticals 0 Publlc utility 0 Refrigeration System 0 Rock Quarry 0 Ship Repair/Construction D Telecommunlcatlons Cell SHe D Vetertnary Cflnfo'Hospltal D WOOd/Fumtture Manu'-durtng/Refinlshlng D BreweryMllnery/Dlstlllery ELECTRONICS D Electronlc Assembly/Sob-Assembly 0 Electronlc Components Manufacturing 0 Printed Circuit Board Manufacturing NOTE: THE ABOVE LIST INCLUDES BUSINESSES, WHIQH TYPICALLY USE, STORE, HANDLE, AND DISPOSE OF HAZARDOUS SUBSTANCES. ANY BUSINESS NOT INCLUDED ON THIS UST, WHICH HANDLES, USES OR DISPOSES OF HAZARDOUS SUBSTANCES MAY STILL REQUIRE HAZARDOUS MATERIALS DMSION (HMO) REVIEW OF BUSINESS PLANS. FOR MORE INFORMATION CALL (858) 505-6880. LIST OF AIR POLLl~TION CONTROL DISTRICT PERMIT CATEGORIES Businesses, which fnclude any of the following operations or equfpment, wlll require clearance from the Air Pollution Control District. CHEMICAL 47 -Organic Gas Sterilizers 32 -Acid Chemical Milling 33 -Can & CoU Manufacturing 44 -Evaporators, Dryers & Stills Processing Organic Materials 24 -Ory Chemlcal Mbdng & Detergent Spray Towers 35 -Bulk Dry Chemicals Storage 55 -Chrome Bectroplatlng Tanks COATINGS & ORGANIC SOLVENTS 27 -Coating & Painting 37 -Plasma Ale & Ceramic Deposition Spray Booths 38 -Paint. Stain & Ink Mfg 27 -Printing 27 -Polyester Resin/Fiberglass Operations METALS 18 -Metal Melting DeYlces 19 -OIi Quenching & Salt Baths 32 -Hot Olp Galvanitlng 39 -Precious Metals Refining ORGANIC COMPOUND MARKETING (GASQLJNE, EJC> 25 -Gasollne & Alcohol Bulk Plants & Terminals 25 -lntennedlate Refuelers 26 -Gasoline & Alcohol Fuel Dispensing COMBUSTION 34 -P,tston Internal -Combustion Engines 13 -Boners & Heaters (1 mDllon BTU/hr or larger) 14-lriclnerators & Crematories ROCK AND MINERAL 04 -Hot Asphalt Batch Plants 05 -Rock Dr1Ds 06 -Screening Operations 07 -Sand Rock & Aggregate Plants 15 -~ Out Ovens 16 -Core Owns 08 -Concrete Batch, CTB. Concrete Mixers. Mixers 20 -Gas Turbines, and Turbine Test Cells & Stands & SIios 48 -1.andflll andtor Digester Ges Flares 10-Brick Manufacturing ' ELECTRONICS 29 -~omaled Soldering 42 -E:1ectronk: Component Mfg fQQ.Q 12 -Fish Canneries 12 -Smoke Houses 60 -Coffee Roasters 35 -Bulk Flour & Powered SUgar Storage I SQLI(ENJ USE 28 -Vapor & Cold Degreasing 30 -Solvent & Extract ortera 31 -Dty Cleanlng gngs 01 -Abrasive Blasting Equipment 03 -Asphalt Roofing Kettles & Tankers 46 -Reverse Osmosis Membrane Mfg 51 -Aqueous Waste NeutraUzatlon 11 -Tire Buffers 17 -Brake Oebonders 23 -Bulk Grain & Ory Chemical Transfer & Storage 46 -Rubber Mixers 21 -Waste Disposal & Reclamallon Units 36-Grinding Boothe & Rooms 40 -Asphalt Pavement Heaters 43 -Ceramic Slip Casting 41 -Pertlte Processing 40-Cooling Towers -Registration Only 91 -Fumigation Operations 56 -WWTP (1 million gaL'day or larger} & Pump Station 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) 686-2600. HM-9171 (09/18) County of San Diego -DEH -Hazardous Materials Olvlslon STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO TH E SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. (},e, r,/w/'l'j DATE STORM WATER COMPLIANCE FORM TIER 1. CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C: ...., C: C: 0 ..... 0 0 ::;:; C: C: "Cl ::;:; ::;:; O'I 0 Q) "Cl Q) "'O rn C: u U . C: C: c,, E C: E C: ...... 0 ...... ::::, ::::, 0 'o ·;:: _g. 0 0 0 E L L :;:; L Q) ::E "Cl rn O'I L Q) ..... ...... C: --:::::.. ::::, >, O'I C: (1) I.... £ (1) E rn rn rn §? ·;:: CT L 0 C: O'I ·0"5 a. Q) ·;:: c: rn C: L w Q) C: 0 Best Management Practice* c:.:! .!,: 0 CD a. L 0 Q) 0 I.... 0 Q) .:::: ::;:; rn ::: rn L Q) 0 C: Q.) ...., Q) 0 -..c £ I-E UL u rn 0 "'O w rn :::E C: Q) C: (BMP) Description ➔ rn u Q) (/) rn c,, Q) O> CD ·a c: c,, C: -c, rn 3l= C: Cl '.::) Q) ..... Q.) (1) "S .x 0 (I) ...... 0 0 ::: C: LO -g~ "Cl >, o rn C: C: 0 > [g E ::;:; ·-Q) I.... 0 C: Cl 0 CD (/) ·-O'I Cl--~o u Q.) o _Q c,, Q) Q) :::E Cl c,, Cl C: E s! ~ 0 = X Q.) Q:'. 0 ...... N rn () ~ ~.£ L -3l= Q.) 0 Q.) E .x a:i ..... ::::, .0 E~ = rn =3 ~--O'I ..... .0 ·c C. a... e O'I (I) 1..1... C: 0 '-o .x ..., "'O ..c C: Q.) () L > Q) ::::, "'O ·-Q) ·-"'O w-·-I.. 0 () C: Q) L (1) 0 _...., -0 0 -+-'•-C. .......... .0 L .0 0 ..... () ·-0 0 0 L 0 0 ...., 'o Q) Q.) 0 (I) C.) C: 0 0 0 c,, Bo 0 0 ~t ...., ..c Q.) ...., 0 ...... 0 = C: ·-C: Q) 0 0 L (I) ..c: .0 L .;;o 0 -+-' L ...... C: 3l= a:: 0 (I)_ o...., 0 ...... C..0 oo Cl ;:: WCl c:n cJi (/) u i.L 0 u,> (/) V)(l... (f)_ (/) Q:'. 0...0 Cl.. >u ::E (/) :::E (f) C/1U C(J :::E CASQA Designatign ➔ r,-. co 0) ..... I"') "<t-I.Cl co r,-. co a N I"') r,-. co ~ c-,J I"') "<t-I.Cl 'T ..... ~ ..... ..... I I I I I I I I I I I I I I I I I I I I I I 'I u u <..) u w w w w w w w w ~ ~ V) (/) (/) (/) :::E :::E :::E :::E :::E Construction Acfivity w w w w (/) (/) (f) (/) {/) (/) (/) (/) z z z z 3l= 3l= 3l= ;:: ;:: Grading/Soil Disturbance " ~ . X Trench ina /Excavation y \c,.. '- Stockpilinq .. X ")(' Drillina/Borina Concrete/ Asphalt Sawcutting Concrete Flatwork 'X Pavinq Conduit/Pipe Installation v Stucco/Mortar Work \ Waste Disposal Staging/Lay Down Area y Eauioment Maintenance and Fuelina J • \ Hazardous Substance Use/Storaqe Dewaterina Site Access Across Dirt Other (list): Instructions: 1. Check the box to the left of all applicable construction activity {first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association {CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address:__,_/_~_o_rs-;;..__ _________ _ Assessor's Parcel Number: '2/1-/1,0 I:, 00 Emergency Contact: . 1 ~ I Name: 3'v-\7i A VV"'q,!l::5, 24 Hour Phone: C,/1 ~ <is'~O -?u'r:7 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM Q) ..... rn 0 3l= ..... C: rn Cl> ::::, E 0 Q.) ~ O'I co N C: 0 0 ::i::::E co I :::E 3l= Q) -rn 0-+-' 3l= C: (I) w E ...... Q.) (I) O'I t3 0 C: C: oo U:::E co I :::E 3l= ')("' • " Page 1 of 1 REV 11/17