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Home My WebLink About1205 AVIARA PKWY; ; CBC2021-0489; PermitBuilding Permit Finaled {city of Carlsbad Commercial Permit Print Date: 06/26/2025 Job Address: 1205 AVIARA PKWY, CARLSBAD, CA 92011-1276 Permit Type: Parcel#: Va luation: BLDG-Commercial 2120405600 $6,792,673.00 Occupancy Group: S #of Dwelling Units: Bedrooms: Work Class: Track#: Lot#: Project#: Plan#: Construction Type: New DEV2017-0033 Bathrooms: Occupant Load: Orig. Plan Check#: PC2021-0065 Plan Check #: Code Edition: Sprinkled: Project Title: AVIARA APARTMENTS Description: AVIARA APARTMENTS; NEW (157,420 SF) PARKING GARAGE Applicant: CHRIS SCHOENECK 5120 SHOREHAM PL, # UNIT 150 SAN DIEGO, CA 92122-5959 {858) 623-4962 FEE BUILDING PLAN CHECK FEE (manual) Property Owner: AVIARA LP AUSTIN W 5120 SHOREHAM PL, # 150 SAN DIEGO, CA 92122-5959 (858) 535-1475 BUILDING PLAN REVIEW-MAJOR PROJECTS (LOE) BUILDING PLAN REVIEW -MAJOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY FIRES Occupancies~ 50,000sq. ft. New LOW & MODERATE HAZARD STORAGE 581473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $17,592.95 Total Payments To Date: $17,592.95 Permit No: Status: CBC2021-0489 Closed -Finaled Applied: 12/27/2021 Issued: 05/25/2023 Finaled Close Out: 06/26/2025 Final Inspection: 06/16/2025 INSPECTOR: Kersch, Tim Contractor: WERMERS MULTI-FAMILY CORP 5120 SHOREHAM PL, # STE 150 SAN DIEGO, CA 92122-5959 (858) 535-1475 Balance Due: AMOUNT $5,000.00 $581.00 $295.00 $16.00 $971.00 $8,195.00 $272.00 $1,901.95 $292.00 $69.00 $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 iss ued 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 COMMERCIAL BU ILDING PERMll APPLICATION B-2 Job Address 1205 Aviara Parkway Suite:. _____ APN: 212-040-56-00 Tenant Name #:. _____ _ Lot It: _______ Year Built : 2022-2023 _____ _ Year Built:. __ _ Occupancy: __ _ Construction Type: __ Fire sprinklers0tESQNO A/C:(vYESQNO n:mr-DE',Cf<JrflOi\l OF WOf{i(: Parl<ing Structure [Z] Additio11/New:_1_5_8_,_2_·1_2 ________________ i'lew SF and Use,. __________ New SF c1nd Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ 0Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ □ Pool/Spa: ____ SF Additional Gas or ElectrrcalFeatures? ____________ _ D Solar: ___ l<W,. ___ Modules, Mounted: 0Roof OGrouncl D Reroof:. ___________________________________ _ D Plumbing/Mechanical/Electrical Dother: ______________________________ _ PnlMARY APPLI CANT Name: Wermers Properties Address: 5120 Shoreham Place #150 City: San Diego State:_C_A_-'Zip: 92122 Phone: (858) 623-4941 Email: robertog@wermersproperties.com DESIGN PROFESSIONAL Name: S\,.Q.~V\ ~ • .\:(,c.,U.., Gv""(\c.r---it.d -P\C> Address: \ L\ '-\ () 0 '"""'?fr ',ye City: (-:y{ u.fv'~ State: c, A. Zip: cp .. & ~ 0 Phone: :f\ l{ -\a bq_ • j t (oO Email: -~,..£:o(2 CAO OA,),.,.~.,~(. .(_u,I"' Architect State License: \j •• \ °fu3 VJ PfWPEHTY OWNEn Name: Aviara LP Address: 3444 Camino del Rio Noth, Ste 202 City: San Diego state:~Zip:_9_2_10_8 __ _ Phone: (619) 285-5500 Email: Dszuberla@rvmsd.com CONTRJ.\CTOR OF RECORD Business Name: Wermers Multi-Family Corp Address: 5120 Shoreham Place #150 City: San Diego Phone: (858) 535-1475 State: CA Zip: . ....;;.;92;;.;1.;;;;22;:_ __ _ Email: samd@wermerscompanies.com CSLB License#: 733553 Class: ·------- Carlsbad Business License# (Required): BLOS006613-10-2019 APPLICANT CERTIFICATION: /certify that I have read the application and state that theaboveinformationiscorrectand that the information on the plansisaccurate. lagree to comply with all City ordinances and State laws relating to building construction. A. 0 l I , NAME (PRINT): Richard L. Lemmel SIGN: fttt ~ /jJ., ( (n> DATE: 12/21/21 1635 Faraday Ave Carlsbad. CA 92008 Ph: 760-602-2719 Fax: 750-602-8558 Email: Buildingi@carlsbadca.gov REV. 07/21 Tl IIS PJ\GE Rl(lUIHED 1Yf PEHIVllT IS5UAI\JCF t\Llllil.'lli'-l\1f'l:H1•11!1 U\l'-li\' l,,tkll l \ll.li lli'.,(' ,i 'i i Ill U11',Ull0i\lti,.'\' itlt((li\!\l'iWPLIU '{<lWt'lil1 11 Ill l',l(',l)l'i 'ii( ,1,11N1.., t I w; i ()!{1'11 h .•\i\l I\C,l'f'I i FOH t·l t l 1 •:H l:111 II t Y /\i\1 1\I I J l·IO!UD\ l lili'J FUl{l'tl ur: LL I I U ( I', IF.I !UIIU.11 111:11 Jt{ I (J PFH MI f ISSU.t.\f•KF. (OPTI Oi'I /\): LICE~ED CONfHACfOH OECU\HATION: J hcrebyaf firm under penal tyof per jurylhat /0111 licensedw1cle1provisionsof Chapter 9 (wn1mencing with Section 7000) af Division 3 of the Business and Professions Cocle, and my license is in fuU forcenndeffect . I a/so affirm u11dP.r penoltyof pe1juryoneof the fol/owi11g clec/orotions (Utoosr: ONE): 0 1 ha•,e and will 111ainlair1 J c~ttificale of c:on>t:nl lo S.<:if-int,utc r,1, wo,ker<.;' u,rnpr.:nsation ptuv,ded Uy Section j/UO or the Labo• Cotle. for the µerforrnann? ul the 1.,•1ork v,;hil:h lhis permit b 1s~1.1~d . PolicyNo ______________________________________ _ .()1(-Cl]i have and will 111a1ntai11 \'/o,ker's ccunpcnsaliofl, dS reqwre(I by Ser.lion 1700 or thP. Lalhlr Cuc.le, for the perforn>,mcP. of the work for which tlus pe,m11 is issued My workers' compensation insurance earner and polir.y m11nh~r are: Insurance Company Name: -~,pre.:,S:. I:~~"\C..C..-~f~ «r-=------ Policy No. W e:.',v'C. !> I <f> \ ~ .. _._ _______________ E,tpiratio11 Date: __.l.,,,O_·_,l_·-='U>=~'.2-,-c._'.!,.,_ ___ q ____ _ •Oil• O certilicate or Exemption: I certify that in the pe,forn,ancc or the wor!t for which this permit i~ issued, I shall not employ any person in any manner so as 10 bec0n,~ subject 10 the workers' compensation laws of California. WAflNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fine$ up to $Hl0,000.00, in additlo,, the lo the cost of compensation, damages as pro'lided ror in Section 3706 of the lnbor Code, interest and attorney's fees. _c;pt\lSTRUCTIOi\l LENDII\JG AGf.i'ICY, IF AI\IY: I hereby aifim• that there Is a construction lending agency for the performance of the work this per mil is i5sued (Sec. 3097 (i) Civil Code). I.ender's Narne: ____________________ Lender's llddress: ___________________ _ CONTRACTOR CERT/FICA TION: I certify that/ have read the app i tionand stat the information on the plans isaccurate. lagree to comply w· all City ordina construction. {OPTION BJ: O\,Vi\lF.R•BUILDER DECLARJ.\TION: that the above informat ion is correct and that es and State laws relating to building 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, will do the work and the structure is not intended or offered for sale (Sec. L.rrJ44, Business and Professions Code: The Contractor's License Law does not apply to an owner or properly 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 lhe purpose of sale). ·OR- D 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business ancl Professloos Cocle: The Contractor's License l aw does not apply to an owner or property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant lo the Contractor's License Law). ·OR-□, am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: D FOAivl 8-61 uowner Builder /\cknowle<.Jgement and Verification Form" i--; (equired for all'( pernut issued to:) propenv owner By rny-sIgn1cure bt!low I ac:<nowledge lh::it, e:,cept for my persont1I res,denc~ 11) \-'thich I must h/Ne resid~.l for at It.Ht one year pdt:ir to compl~tlon of th'"! improvements covered by this p~rmit, I cannot h?gally sell a structuf'e that I have built :ts an owner•IH1ilder 1f 1t ha-; not b'.:?en constructed in its enttrety by licensed rntHrac.tors. I understand that a copy of the applicable law, Section 7044 of the Businessand Professions( ode, lsavailableupon request when this applicat ion is submitted or at the following Web site: http:I/www.leginfo.ca.gov/ ca/aw. html. OWNER CERT/FICA T/ON: /certify that I have read the application and state that the above information iscorrectand that the information on the plans is accurate. /agree to comply with all City ordinances and State lawsrelating to building construction. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above Is an authorized agent for the property owner Include form 8·62 signed by property owner. 1635 Faraday Ave Carlsbad, Cll 92008 Ph; 760-602·2719 Fax: 760·602·8558 Email: 8\lllding@carlsbadca.gov 2 REV. 07121 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 04/11/2024 04/11/2024 BLDG-84 Rough 244404-2024 Partial Pass Tim Kersch Re inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks} BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 04/16/2024 04/16/2024 BLDG-84 Rough 245068-2024 Partial Pass Tim Kersch Re inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks} BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 06/16/2025 06/16/2025 BLDG-Final Inspection 288030-2025 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, June 26, 2025 Page 44 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 9201 1-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status BLDG-14 238719-2024 Partial Pass Tim Kersch Re inspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/20/2024 02/20/2024 BLDG-14 239018-2024 Passed Tim Kersch Complete Frame/Steel/Bolting/We ldlng (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/29/2024 02/29/2024 BLDG-14 240054-2024 Partial Pass Tim Kersch Reinspectlon Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/14/2024 03/14/2024 BLDG-14 240971-2024 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/28/2024 03/28/2024 BLDG-84 Rough 242376-2024 Passed Tim Kersch Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 04/01/2024 04/01/2024 BLDG-84 Rough 243724-2024 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers Thursday, June 26, 2025 Page 43 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/24/2024 01/24/2024 BLDG-11 237609-2024 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 237610-2024 Partial Pass Tim Kersch Re Inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/25/2024 01/25/2024 BLDG-13 Shear 237797-2024 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 237794-2024 Partial Pass Tim Kersch Relnspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 237795-2024 Partial Pass Tim Kersch Re Inspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/29/2024 01/29/2024 BLDG-13 Shear 237918-2024 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 237916-2024 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We !ding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 237917-2024 Partial Pass Tim Kersch Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/06/2024 02/05/2024 Thursday, June 26, 2025 Page 42 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: Work Class: Status: Scheduled Date BLDG-Commercial Application Date: New Issue Date: Closed -Finaled Expiration Date: IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Thursday, June 26, 2025 12/27/2021 05/25/2023 10/15/2024 37800 Inspection Status Owner: AVIARA LP Subdivision: RANCHO AGUA HEDIONDA POR OF Address: 1205 AVIARA PKWY CARLSBAD, CA 9201 1-1276 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 41 of 44 I PERMIT INSPECTION HISTORY for (CBC2021-0489) Application Date: 12/27/2021 Owner: AVIARA LP Permit Type: BLDG-Commercial Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR Status: Closed -Finaled Expiration Date: 10/15/2024 IVR Number: 37800 OF Address: 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status 01/23/2024 01/23/2024 BLDG-11 237459-2024 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 237460-2024 Partial Pass Tim Kersch Relnspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 237504-2024 Passed Tim Kersch Complete Thursday, June 26, 2025 Page 40 of 44 ' PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: Work Class: Status: Scheduled Date BLDG-Commercial Application Date: New Issue Date: Closed -Finaled Expiration Date: IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are.areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Thursday, June 26, 2025 12/27/2021 05/25/2023 10/15/2024 37800 Inspection Status Owner: AVIARA LP Subdivision: RANCHO AGUA HEDIONDA POR OF Address: 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 39 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 01/17/2024 01/17/2024 BLDG-11 236932-2024 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 236933-2024 Partial Pass Tim Kersch Reinspectlon incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Pre-Con 237121-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/22/2024 01/18/2024 BLDG-11 237135-2024 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 237136-2024 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 237474-2024 Passed Tim Kersch Complete Thursday, June 26, 2025 Page 38 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: Work Class: Status: Scheduled Date BLDG-Commercial Application Date: New Issue Date: Closed -Finaled Expiration Date: IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatterthan 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Thursday, June 26, 2025 12/27/2021 05/25/2023 10/15/2024 37800 Inspection Status Owner: AVIARA LP Subdivision: RANCHO AGUA HEDIONDA POR OF Address: 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 37 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-13 Shear 235640-2024 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/08/2024 01/08/2024 BLDG-11 235819-2024 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 235818-2024 Partial Pass Tim Kersch Reinspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/09/2024 01/09/2024 BLDG-11 236049-2024 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 236050-2024 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/16/2024 01/10/2024 BLDG-11 236248-2024 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 236249-2024 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 236805-2024 Passed Tim Kersch Complete Thursday, June 26, 2025 Page 36 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-13 Shear 234008-2023 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/19/2023 12/19/2023 BLDG-11 234157-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 234158-2023 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/20/2023 12/20/2023 BLDG-11 234358-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 234360-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/03/2024 01/03/2024 BLDG-11 234548-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 234547-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/04/2024 01/04/2024 BLDG-11 235639-2024 Partial Pass Tim Kersch Relnspection Incomplete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 35 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHOAGUAHED~NDAPOR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status BLDG-13 Shear 233267-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/13/2023 12/13/2023 BLDG-11 233435-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 233437-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/14/2023 12/14/2023 BLDG-11 233681-2023 Partial Pass Tim Kersch Re Inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 233682-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/15/2023 12/15/2023 BLDG-11 233834-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 233835-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/18/2023 12/18/2023 BLDG-11 234007-2023 Passed Tim Kersch Complete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 34 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 232170-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/06/2023 12/06/2023 BLDG-11 232589-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 232590-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/07/2023 12/07/2023 BLDG-11 232809-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 232808-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/11/2023 12/11/2023 BLDG-11 233038-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 233039-2023 Partial Pass Tim Kersch Reinspect ion Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/12/2023 12/12/2023 BLDG-11 233266-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 33 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/27/2023 11/27/2023 BLDG-11 231402-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/28/2023 11/28/2023 BLDG-11 231564-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/29/2023 11/29/2023 BLDG-11 231766-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/30/2023 11/30/2023 BLDG-11 231958-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 231959-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/01/2023 12/01/2023 BLDG-11 232057-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 232058-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/04/2023 12/04/2023 BLDG-11 232169-2023 Partial Pass Tim Kersch Re inspection Incomplete F oundation/Ftg/Piers (Rebar) Thursday, June 26, 2025 Page 32 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 11/16/2023 11/16/2023 BLDG-11 230686-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 230687-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/17/2023 11/17/2023 BLDG-11 230866-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 230867-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/20/2023 11/20/2023 BLDG-11 230972-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/21/2023 11/21/2023 BLDG-11 231146-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/22/2023 11/22/2023 BLDG-11 231296-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Thursday, June 26, 2025 Page 31 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 11/14/2023 11/09/2023 BLDG-11 230052-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 230258-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949•615-0390 Jacob 06/21/2023 Angie Teanio 949·615-0390 Jacob 06/26/2023 Angie Teanio 949·615-0390 Jacob 06/27/2023 Angie Teanio 949•615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 11/15/2023 11/15/2023 BLDG-11 230591-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 230592-2023 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 30 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio CMU 07/25/2023 BLDG-84 Rough 229701-2023 Passed Tim Kersch Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 11/08/2023 11/08/2023 BLDG-11 229894-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 229895-2023 Partial Pass Tim Kersch Re inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 11/09/2023 11/09/2023 BLDG-13 Shear 230051-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 29 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivisio n: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 10/30/2023 10/30/2023 BLDG-11 228709-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/31/2023 10/31/2023 BLDG-11 228948-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/01/2023 11/01/2023 BLDG-11 229087-2023 Partial Pass Tim Kersch Relnspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/02/2023 11/02/2023 BLDG-11 229259-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/06/2023 11/06/2023 BLDG-11 229432-2023 Passed Tim Kersch Complete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLOG-84 Rough 229508-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 11/07/2023 11/07/2023 BLDG-11 229700-2023 Passed Tim Kersch Complete Foundatlon/Ftg/Piers (Rebar) Thursday, June 26, 2025 Page 28 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/23/2023 10/23/2023 BLDG-11 227953-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 227954-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/24/2023 10/24/2023 BLDG-11 228153-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/25/2023 10/25/2023 BLDG-11 228377-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/26/2023 10/26/2023 BLOG-11 228501-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 27 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-84 Rough 227452-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/19/2023 10/19/2023 BLDG-11 227655-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 227656-2023 Partial Pass Tim Kersch Re Inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/20/2023 10/20/2023 BLDG-11 227777-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 227778-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Thursday, June 26, 2025 Page 26 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/12/2023 10/12/2023 BLDG-84 Rough 226805-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/17/2023 10/17/2023 BLDG-11 227151-2023 Partial Pass Tim Kersch Reinspect Ion Incomplete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 227150-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/18/2023 10/18/2023 BLDG-11 227451-2023 Partial Pass Tim Kersch Re Inspection Incomplete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 25 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLOG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/05/2023 10/05/2023 BLDG-11 226144-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 226145-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/1 0/2023 10/10/2023 BLDG-11 226406-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/11/2023 10/11/2023 BLDG-11 226650-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 226651-2023 Partial Pass Tim Kersch Relnspection Incomplete Combo(14,24,34,44) Thursday, June 26, 2025 Page 24 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-14 225298-2023 Partial Pass Tim Kersch Re inspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/28/2023 09/28/2023 BLDG-11 225462-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/02/2023 10/02/2023 BLDG-84 Rough 225689-2023 Partial Pass Tim Kersch Re Inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/03/2023 10/03/2023 BLDG-84 Rough 225869-2023 Partial Pass Tim Kersch Relnspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/04/2023 10/04/2023 BLDG-11 225972-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 225971-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Combo{14,24,34,44) Thursday, June 26, 2025 Page 23 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/20/2023 09/20/2023 BLDG-11 224510-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/26/2023 09/26/2023 BLDG-11 225007-2023 Partial Pass Tim Kersch Relnspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio CMU 07/25/2023 BLDG-13 Shear 225006-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 09/27/2023 09/27/2023 BLDG-11 225299-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 22 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-11 223438-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/12/2023 09/12/2023 BLDG-11 223660-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 09/13/2023 09/13/2023 BLDG-11 223819-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 09/18/2023 09/18/2023 BLDG-11 223974-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/19/2023 09/19/2023 BLDG-84 Rough 224410-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Combo(14,24,34,44) Thursday, June 26, 2025 Page 21 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/07/2023 09/07/2023 BLDG-11 22307 4-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-84 Rough 223075-2023 Partial Pass Tim Kersch Reinspect ion Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/08/2023 09/08/2023 BLDG-11 223324-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 09/11/2023 09/11/2023 Thursday, June 26, 2025 Page 20 of 44 Permit Type: Work Class: Status: Scheduled Date PERMIT INSPECTION HISTORY for (CBC2021-0489) BLDG-Commercial Application Date: 12/27/2021 New Issue Date: 05/25/2023 Closed -Finaled Expiration Date: 10/15/2024 IVR Number: 37800 Actual Inspection Type Inspection No. Inspection Start Date Status BLDG-11 222713-2023 Partial Pass Foundatlon/Ftg/Plers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio Angie Teanio COMMENTS TEXT 949-615-0390 Jacob 949-615-0390 Jacob Jacob 949-615-0390 Owner: AVIARA LP Subdivision: RANCHO AGUA HEDIONDA POR OF Address: 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 Primary Inspector Reinspection Inspection Tim Kersch Re inspection Incomplete Passed Yes Created Date 06/16/2023 06/26/2023 07/17/2023 BLDG-24 Rough/Topout 222711-2023 Partial Pass Tim Kersch Relnspection Incomplete Checklist Item COMMENTS BLDG-Building Deficiency BLDG-84 Rough Combo(14,24,34,44) 222712-2023 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Passed Yes Passed Tim Kersch Complete Passed Yes No No No No 09/06/2023 09/06/2023 BLDG-11 222985-2023 Partial Pass Tim Kersch Reinspection Incomplete Thursday, June 26, 2025 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio Angie Teanio COMMENTS TEXT 949-615-0390 Jacob 949-615-0390 Jacob Jacob 949-615-0390 BLDG-84 Rough Combo(14,24,34,44) 222986-2023 Partial Pass Tim Kersch Passed Yes Created Date 06/16/2023 06/26/2023 07/17/2023 Relnspectlon Incomplete Page 19 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 08/30/2023 08/30/2023 BLOG-11 222474-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLOG-84 Rough 222475-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 08/31/2023 08/31/2023 BLOG-84 Rough 222598-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/01/2023 09/01/2023 Thursday, June 26, 2025 Page 18 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-84 Rough 221943-2023 Partial Pass Tim Kersch Reinspect ion Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 08/28/2023 08/28/2023 BLDG-11 222138-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-84 Rough 222139-2023 Partial Pass Tim Kersch Re Inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 08/29/2023 08/29/2023 BLDG-11 222240-2023 Partial Pass Tim Kersch Relnspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 222241-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Combo(14,24,34,44) Thursday, June 26, 2025 Page 17 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 08/17/2023 08/17/2023 BLDG-11 220928-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/22/2023 08/22/2023 BLDG-11 221360-2023 Partial Pass Tim Kersch Relnspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 08/23/2023 08/23/2023 BLDG-43Air 221769-2023 Passed Tim Kersch Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 221768-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 08/25/2023 08/25/2023 BLDG-43 Air 221944-2023 Partial Pass Tim Kersch Re inspection Incomplete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 16 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-21 219905-2023 Partial Pass Tim Kersch Re inspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio Jacob 949-615-0390 07/17/2023 08/09/2023 08/09/2023 BLDG-11 220104-2023 Partlal Pass Tim Kersch Re Inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 08/10/2023 08/10/2023 BLDG-11 220246-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 08/15/2023 08/15/2023 BLDG-11 220593-2023 Partial Pass Tim Kersch Relnspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 15 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-14 219284-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Frame/Steel/Bolting/We ldlng (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/02/2023 08/02/2023 BLDG-66 Grout 219472-2023 Partial Pass Tim Kersch Re Inspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/03/2023 08/03/2023 BLDG-11 219597-2023 Partial Pass Tim Kersch Re Inspection Incomplete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio CMU 07/25/2023 BLDG-21 219598-2023 Partial Pass Tim Kersch Re inspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio Jacob 949-615-0390 07/17/2023 08/08/2023 08/08/2023 BLDG-13 Shear 219906-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 14 of 44 PERMIT INSPECTION HISTORY for {CBC2021-0489) Permit Type: BLOG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/1 5/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07/31/2023 07/31/2023 BLDG-11 219067-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-13 Shear 219065-2023 Partial Pass Tim Kersch Re Inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-14 219066-2023 Partial Pass Tim Kersch Re inspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 219068-2023 Partial Pass Tim Kersch Re Inspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio Jacob 949-615-0390 07/17/2023 08/01/2023 08/01/2023 BLDG-11 219285-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 13 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date NOTES Created By Angie Teanio Angie Teanio Angie Teanio Angie Teanio Angie Teanio Status TEXT 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob Jacob 949-615-0390 BLDG-21 Underground/Underflo or Plumbing 218700-2023 Partial Pass Checklist Item COMMENTS BLDG-Building Deficiency Tim Kersch 07/27/2023 07/27/2023 BLDG-11 218854-2023 Partial Pass Tim Kersch Thursday, June 26, 2025 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT CMU BLDG-13 Shear Panels/HD (ok to wrap) 218853-2023 Partial Pass Tim Kersch Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio Angie Teanio Angie Teanio Angie Teanio COMMENTS TEXT 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob Jacob 949-615-0390 BLDG-21 Underground/Underflo or Plumbing 218855-2023 Partial Pass Tim Kersch Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT Jacob 949-615-0390 Reinspection Created Date 06/21/2023 06/26/2023 06/27/2023 06/28/2023 07/17/2023 Relnspection Passed Yes Re inspection Passed Yes Created Date 07/25/2023 Reinspection Passed Yes Created Date 06/21/2023 06/26/2023 06/27/2023 06/28/2023 07/17/2023 Relnspection Passed Yes Created Date 07/17/2023 Inspection Incomplete Incomplete Incomplete Incomplete Page 12 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-13 Shear 218109-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-21 218111-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio Jacob 949-615-0390 07/17/2023 07/25/2023 07/25/2023 BLDG-22 Sewer/Water 218498-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/26/2023 07/26/2023 BLDG-11 218699-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio CMU 07/25/2023 BLDG-13 Shear 218698-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 11 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 9201 1-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 07/18/2023 07/18/2023 BLDG-11 217720-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-13 Shear 217719-2023 Partial Pass Tim Kersch Relnspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 BLDG-21 217721-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio Jacob 949-615-0390 07/17/2023 07/20/2023 07/20/2023 BLDG-11 218110-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio Jacob 949-615-0390 07/17/2023 Thursday, June 26, 2025 Page 10 of 44 I PERMIT INSPECTION HISTORY for {CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/11/2023 07/10/2023 BLDG-11 216699-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-12 Steel/Bond 216926-2023 Partial Pass Tim Kersch Relnspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear 216927-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 216928-2023 Partial Pass Tim Kersch Re inspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/13/2023 07/13/2023 BLDG-13 Shear 217248-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 BLDG-21 217249-2023 Passed Tim Kersch Complete Underground/Underflo orPlumblng Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 9 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 BLDG-13 Shear 216257-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 07/06/2023 07/06/2023 BLDG-11 216364-2023 Partial Pass Tim Kersch Re Inspection Incomplete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 216362-2023 Partial Pass Tim Kersch Re inspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/10/2023 07/10/2023 BLDG-13 Shear 216697-2023 Partial Pass Tim Kersch Reinspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 BLDG-21 216698-2023 Partial Pass Tim Kersch Reinspection Incomplete Underground/Underflo or Plumbing Thursday, June 26, 2025 Page 8 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Application Date: 12/27/2021 Owner: AVIARA LP Permit Type: BLDG-Commercial Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR Status: Closed -Finaled Expiration Date: 10/15/2024 IVR Number: 37800 OF Address: 1205 AVIARA PKWY CARLSBAD, CA 92011-1 276 Scheduled Actual Inspection Type Date Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio Angie Teanio Angie Teanio Status COMMENTS TEXT 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob BLDG-12 Steel/Bond Beam 216116-2023 Passed Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio Angie Teanio Angie Teanio Angie Teanio Angie Teanio Angie Teanio COMMENTS TEXT 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob BLDG-21 Underground/Underflo or Plumbing 216118-2023 Passed Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio Angie Teanio Angie Teanio COMMENTS Waster main service. TEXT 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob 949-615-0390 Jacob Tim Kersch Tim Kersch 07/05/2023 07/05/2023 BLDG-11 216258-2023 Partial Pass Tim Kersch Thursday, June 26, 2025 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Passed Yes Created Date 06/13/2023 06/15/2023 06/20/2023 06/27/2023 Complete Passed Yes Created Date 06/06/2023 06/15/2023 06/19/2023 06/21/2023 06/26/2023 06/27/2023 06/28/2023 Complete Passed Yes Created Date 06/21/2023 06/26/2023 06/27/2023 06/28/2023 Re inspection Incomplete Passed Yes Page 7 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status BLDG-12 Steel/Bond 215913-2023 Partial Pass Tim Kersch Re Inspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/06/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 Angie Teanio 949-615-0390 Jacob 06/19/2023 Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 BLDG-13 Shear 215914-2023 Partial Pass Tim Kersch Re Inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 BLDG-21 215915-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Waster main service. Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 Angie Teanio 949-615-0390 Jacob 06/28/2023 06/30/2023 06/30/2023 BLDG-11 216117-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Thursday, June 26, 2025 Page 6 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 9201 1-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/13/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 Angie Teanio 949-615-0390 Jacob 06/20/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 BLDG-12 Steel/Bond 215722-2023 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/06/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 Angie Teanio 949-615-0390 Jacob 06/19/2023 Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 BLDG-13 Shear 215724-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 BLDG-21 215725-2023 Partial Pass Tim Kersch Re Inspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Waster main service. Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 Angie Teanio 949-615-0390 Jacob 06/27/2023 06/29/2023 06/29/2023 Thursday, June 26, 2025 Page 5 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 BLDG-12 Steel/Bond 215472-2023 Partial Pass Tim Kersch Re Inspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/06/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 Angie Teanio 949-615-0390 Jacob 06/19/2023 Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 BLDG-13 Shear 215473-2023 Partial Pass Tim Kersch Re inspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 BLDG-21 215474-2023 Partial Pass Tim Kersch Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Waster main service. Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 Angie Teanio 949-615-0390 Jacob 06/26/2023 06/28/2023 06/28/2023 BLDG-11 215723-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 4 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 10/15/2024 Address: 1205 AVIARA PKWY IVR Number: 37800 CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-12 Steel/Bond 214933-2023 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/06/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 Angie Teanio 949-615-0390 Jacob 06/19/2023 06/22/2023 06/22/2023 BLDG-12 Steel/Bond 215093-2023 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/06/2023 Angie Teanio 949-615-0390 Jacob 06/1512023 Angie Teanio 949-615-0390 Jacob 0611912023 Angie Teanio 949-615-0390 Jacob 06/21/2023 BLDG-13 Shear 215094-2023 Partial Pass Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 BLDG-21 215095-2023 Partial Pass Tim Kersch Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/21/2023 06/27/2023 06/2712023 BLDG-11 215475-2023 Partial Pass Tim Kersch Re Inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 26, 2025 Page 3 of 44 PERMIT INSPECTION HISTORY for (CBC2021-0489) Application Date: 12/27/2021 Owner: AVIARA LP Permit Type: BLDG-Commercial Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR Status: Closed -Finaled Expiration Date: 10/15/2024 IVR Number: 37800 OF Address: 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/06/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 06/19/2023 06/19/2023 BLDG-11 214630-2023 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 BLDG-12 Steel/Bond 214631-2023 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/16/2023 06/20/2023 06/20/2023 BLDG-12 Steel/Bond 214743-2023 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/06/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 Angie Teanio 949-615-0390 Jacob 06/19/2023 06/21/2023 06/21/2023 BLDG-11 214934-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 949-615-0390 Jacob 06/13/2023 Angie Teanio 949-615-0390 Jacob 06/15/2023 Angie Teanio 949-615-0390 Jacob 06/20/2023 Thursday, June 26, 2025 Page 2 of 44 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2021-0489) Permit Type: BLDG-Commercial Application Date: 12/27/2021 Owner: AVIARA LP Work Class: New Issue Date: 05/25/2023 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: IVR Number: 10/15/2024 37800 Address: 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date BLDG-84 Rough 245636-2024 Combo(14,24,34,44) Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Status Requested Tim Kersch 06/07/2023 06/07/2023 BLDG-12 Steel/Bond 213360-2023 Partial Pass Tim Kersch Beam Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 949-615-0390 Jacob 06/14/2023 06/14/2023 BLDG-11 214086-2023 Partial Pass Tim Kersch Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 949-615-0390 Jacob 06/16/2023 06/16/2023 BLDG-11 214427-2023 Partial Pass Tim Kersch Thursday, June 26, 2025 Foundatlon/Ftg/Plers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio COMMENTS TEXT 949-615-0390 Jacob 949-615-0390 Jacob BLDG-12 Steel/Bond Beam 214426-2023 Partial Pass Tim Kersch Incomplete Passed Yes Yes No No No Reinspection Incomplete Passed Yes Created Date 06/06/2023 Relnspection Incomplete Passed Yes Created Date 06/13/2023 Re inspection Incomplete Passed Yes Created Date 06/13/2023 06/15/2023 Reinspection Incomplete Page 1 of 44 .. • l N TER W ESi DA TE: JUNE 28, 2022 JURISDICTION: CITY OF CARLSBAD PLAN CHECK#.: CB-CBC2021-0489.RC2 PROJECT ADDRESS: 1205 Aviara Parkway □ APPLICANT □ JURIS. sE_ylf( lV PROJECT NAME: AVIARA APARTMENTS PARKING STRUCTURE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies id entified below are resolved and checked by building department staff. IZI The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. SEE ATTACHED FOR REMAJNING ITEMS D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IZI The applicant's copy of the check list has been sent to the jurisdiction at: Warmers Properties D lnterwest staff did not advise the applicant that the plan check has been completed. IZI lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Warmers Properties Telephone#: 858-623-4941 Date contacted: (by: Mail Telephone Fax In Person 0 REMARKS: By: ALI SADRE S.E., CASp (for D.Y.) lnterwest 6/17 Email: robertog@wermersprooerties.com 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 921 23 ♦ (858) 560-1468 ♦ Fax. (858) 560-1 576 City of Carlsbad CB-CBC2021-0489 .RC 1 APR. 15,2022 GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and ca lculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and ca lculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. ACCESSIBILITY Please show the access aisle on the passenger side of the van accessible parking for single van accessible stall, with the vehicle in the forward position. See detail 2/GA 1 .4, bottom of the page. Sec. 1109A.8.6. ADDITIONAL 3. Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. 4. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE S.E., CASp (for D.Y.) at lnterwest. Thank you. • 1W IN TER W E S T A SAF!lbullt COMPANY DATE: 4/20/22 JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2021-0065.RC1 PROJECT ADDRESS: 1205 Aviara Parkway □ APPLICANT □ JURIS. SET: II PROJECT NAME: Aviara Apartments -259 Unit Multifamily wrap building D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes . D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. C8J The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction. D lnterwest staff did not advise the applicant that the plan check has been completed. C8J lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Wermers Properties Telephone#: 858-623-4941 Date contacted: (by: ) Email: robertog@wermersproperties.com Mail Telephone Fax In Person 0 REMARKS: By: Paul Martinez, AIA, NCARB lnterwest Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Cali fornia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction's approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing, or stamping will not be approved. Electronic plans must be submitted back to the jurisdiction's building department and will then be routed to lnterwest. ONLY submit FULL complete and combined sets of plans, uploading multiple single sheets will not be allowed. Make sure all plans and calc packages, spec. reports, etc. are labeled clearly and can be read what they are and WHAT SUBMITTAL they go with. DO NOT SEND documents directly to lnterwest as they will not be accepted. 3. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable). 4. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: □Yes □ No 5. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact lnterwest. Thank you. STRUCTURAL Plan Check Engineer: Erich A. Kuchar, P.E. 1. No further comments as submitted. ELECTRICAL Set: II PLAN REVIEWER: Scott Humphrey SET:11 1) No Comments. MECHANICAL & PLUMBING COMMENTS PLAN REVIEWER: Martha McNicholas, P.E. SET II MECHANICAL (2019 CALIFORNIA MECHANICAL CODE) 2nd Review 4-15-2022 Previous comments not addressed: 1. (Title 24 not provided). Area provided on Energy Cale's Title 24 section A, reflected the total area for entire building. Each AC equipment should be sized based on each unit square footage /zone area and by the building occupancy type. Please provide energy calculations for each unit to match area on architectural plans and the (2) proposed sizes equipment scheduled KBtu/hr. Energy Title 24 showed on section H. Dry System Equipment indicated 2 systems 23 KBtu/hr and 29 KBtu/hr, equipment schedule is undersized to 17 Kbtu/hr and 21 Kbtu/hr respectively. Please provide the correct equipment schedule to comply with Title 24, Part 6 or Energy Code and 2019 California Green Building Code, Title 24 Part II. After corrected , a complete mechanical plan review will be performed. 2. (Title 24 not provided) No sizing calculations were provided. Please provide load calculations, sizing, system type and equipment selection for each proposed AC equipment schedule KBtu/hr. CEC 140.4(a) and (b). Envelope heating and cooling loads shall be calculated using envelope characteristics, including square footage, thermal conductance, Solar Heat Gain Coefficient or shading coefficient, and air leakage, consistent with the proposed design. CEC 140(b) 5 3. Missing mechanical plans M-4.0, M-4.1, M-4.2 for leasing office/gym/fitness. Please provide NOTE: Additional comments may follow upon addressing this item. 4. (Title 24 not provided) For leasing office/gym/fitness, please provide energy calculations for each unit to match area on architectural plans to comply with Title 24, Part 6 or Energy Code and 2019 California Green Building Code, Title 24 Part II. After corrected , a complete mechanical plan review will be performed. 5. (Title 24 not provided) For leasing office/gym/fitness Please provide load calculations, sizing, system type and equipment selection for each proposed AC. CEC 140.4(a) and (b). Envelope heating and cooling loads shall be calculated using envelope characteristics, including square footage, thermal conductance, Solar Heat Gain Coefficient or shading coefficient, and air leakage, consistent with the proposed design. CEC 140(b) 5 6. No provided. Please provide note on plans that a louver door will be installed .. Clothes dryers installed in enclosed spaces require an opening of not less than 100 square inches for make-up air within the door or by other approved means. Please address on the plans. CMC 504.4.1 7. location. NOTE: If so, the ducts cannot terminate within that enclosed location. Additional comments after items are addressed: 8. Plan M1 .0. Table with air handler equipment schedule indicated fan coils schedule. Table with fan coils equipment schedule, indicated air handler schedule. Please correct equipment schedule on tables. 9. Plan M4.0. 1st and 2nf floor. Provide room names on plans. 10. Plan M4.0. Provide ventilation to bathroom on 1st floor area. Only exhaust is provided. Heating, Ventilation and air conditioning Systems (including hydronic systems) shall be balanced Please provide ventilation according with Table 402.1 CMC 402.1. Per CMC 314.1 11 . Plan M4 .0. Please show compliance with CMC 603.4.1 & 603.5 for length limitations for factory made flexible air ducts: (1) Cannot be greater than 5' in length, (2) cannot be used as a replacement of rigid elbows (i.e. only an elbow connect to a terminal device/register is acceptable), (3) sag between supports hangers shall not exceed ½" per foot of support spacing, and (4) the elbow connection to the terminal device/register is required to have a bend radius not less than one duct diameter. Provide rigid duct work installation details on plans. PLUMBING (2019 CALIFORNIA PLUMBING CODE) 12. No provided. Carlsbad Only: Per City of Carlsbad, new buildings are required to comply with the Carlsbad Climate Action Plan. Regarding the water heating design, please either provide a heat pump water heater, electric resistance water heater or solar water-heating system. 13. No provided. Please review the required CAP form. Either electrical or solar powered water heaters are required. Please address. NOTE: A complete review of the gas sizing calculations will be conducted upon addressing this comment. 14. No provided. No civil/site plans were provided. Provide civil/site plumbing plans showing the locations of the gas and water meters, the site gas and water supply piping and the pipe sizing, cleanouts, routes, and slopes for both the sewer and storm drainage systems. 15. No provided. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department (i.e. Building Department, Engineering Department etc.) is responsible for the permitting, plan check, and inspections for the private utility systems. NOTE: If this will be under a separate permit, please specify this within the plans. 16. No provided. If the Building Department is responsible for the review of the private (civil) site utility systems, then provide complete on-site plumbing construction drawings for the private site water system and private site sewer and storm waste systems. CPC Chapter 7, Part 2 17. No provided. For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations per CPC 710.0. Mandatory: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. NOTE: Please see the following requirements. • MANDATORY: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. • PROHIBITED: Fixtures installed on a floor level above the next upstream manhole cove~ cannot drain through a backwater valve. 18. No provided. All multi-residential buildings now require water sub-meters for each unit. Please show this within the enlarged water plans. CPC 601.2. 19. Title 24 not provided. Energy Cale's Title 24 indicated 259 solar water heaters. Equipment schedule indicated (9) gas water heaters. Please clarify 20. To be provided. A blank Certification of Compliance were provided on plans. A complete certificate of compliance is necessary when installing CPVC/PEX water piping materials prior to building permit issuance. CPC 604.1.1 (CPVC)/CPC 604.1.2(PEX) NOTE: Please provide. Note: If you have any questions regarding this Plumbing and Mechanical plan review, please contact Martha McNicholas mmcnicholas@esgil.com. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. BUILDING COMMENTS Plan Reviewer: Paul Martinez, AIA Set: II PLANS 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California Business and Professions Code. RC-1: Drawings cannot be approved until plans and first sheet of calculations are signed by the architect or engineer responsible for their preparation. FIREWALLS 2. Fire walls shall extend to the outer edge of horizontal projecting elements, such as balconies, roof overhangs, canopies, marquees and architectural projections that are within 4' of the fire wall. Section 706.5.2. Exceptions: a) Horizontal projecting elements without concealed spaces, provided the exterior wall behind and below the projecting element has not less than 1-hour fire-resistance-rated construction for a distance not less than the depth of the projecting element on both sides of the fire wall. Openings within such exterior walls shall be protected by fire assemblies having a fire-protection rating of not less than¾ hour. b) Noncombustible horizontal projecting elements with concealed spaces, provided a minimum 1-hour fire-resistance-rated wall extends through the concealed space. The projecting element shall be separated from the building by a minimum of 1-hour fire- resistance-rated construction for a distance on each side of the fire wall equal to the depth of the projecting element. The wall is not required to extend under the projecting element where the building exterior wall is not less than 1-hour fire-resistance-rated for a distance on each side of the fire wall equal to the depth of the projecting element. Openings within such exterior walls shall be protected by fire assemblies having a fire- protection rating of not less than ¾ hour. c) For combustible horizontal projecting elements with concealed spaces, the fire wall need only extend through the concealed space to the outer edges of the projecting elements. The exterior wall behind and below the projecting element shall be of not less than 1-hour fire-resistance-rated construction for a distance not less than the depth of the projecting elements on both sides of the fire wall. Openings within such exterior walls shall be protected by fire assemblies having a fire-protection rating of not less than ¾ hour. RC-1: Details to prove compliance were not provided for the projections (i.e., balconies). Please provide. 3. Where the roof on either side of a fire wall slopes toward the fire wall at a slope greater than 2: 12, the fire wall shall extend to a height equal to the height of the roof located 4' from the fire wall plus 30 inches. Section 706.6.2. There is no exception to this requirement (i.e., the exceptions found in Section 706.6 do not apply here). RC-1: Details to prove compliance were not provided. Please contact the plan reviewer to coordinate alternate means of compliance. FIRE-RESISTIVE CONSTRUCTION 4. Please indicate the basis of approval (Item Number in Table 721.1 , U.L. Directory, etc.) for the fire-resistive construction elements found in the AD series drawings. Details missing basis of approval include 11/AD1 .2, 15/AD1 .2, etc. RC-1: Please provide a basis of approval for the lined joist bays within the floor/ceiling and roof/ceiling assemblies. 5. Detail how fire-resistive wall construction will be maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 714.4.2. See detail 19/AD1 .2, etc., and provide basis of approval. RC-1: A basis of approval is required for the outlet penetration detail. Please provide. ROOFS/DECKS/BALCONIES 6. Specify on the plans the following information for the deck/balcony surfacing materials, per CBC Section 107.2: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. RC-1: Information was not provided. The comment will stand until the information is provided. ADDITIONAL ITEMS FOR R2 OCCUPANCIES 7. Wall and floor/ceiling assemblies separating dwelling units from each other and from common space (such as corridors, laundry rooms, common garages, service areas, etc.) must have a listed rating of STC 50 (and IIC of 50 for floors). Section 1206. Show the location of and provide details of the listed wall and floor/ceiling assemblies and indicate the listing agency and listing number for the tested ratings. RC-1: The corridor wall does not meet the minimum STC level required by code. Please revise. ACCESSIBLE ROUTE OF TRAVEL 8. Accessible routes of travel shall be provided from public transportation stops, accessible parking and accessible passenger loading zones, and public streets or sidewalks to the accessible entrance they serve. The accessible route shall to the extent feasible, coincide with the route for the general public. Section 111 0A.1. RC-1: Curb ramps are not provided when the walks abut the roads at the perimeter of the development. Please also clarify if a bus stop serves the development. If so, please provide an accessible path of travel from the bus stop. [DO NOT PAY -THIS IS NOT AN INVOICE} VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Paul Martinez BUILDING ADDRESS: Aviara Parkway BUILDING OCCUPANCY: R-2, B, A-3 BUILDING AREA Valuation PORTION ( Sq. Ft.} Multiplier R-2 239391 B 4039 A-3 4028 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Building Permit Fee ~] I <'\-1,\1'1 . 1997 UBC Plan Check Fee • J Type of Review: Complete Review D Repetitive Fee ..,. Repeats D Other D Hour1y EsGil Fee PLAN CHECK#.: CB-PC2021-0065 DATE: 01-20-2022 Reg. VALUE ($} Mod. 43,092,405 43,092,405 D Structural Only $27,004.55 Sheet 1 of 1 DA TE: O 1-20-2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2021-0065 PROJECT ADDRESS: Aviara Parkway • 1W INTERWEST A SAF'Ebuitt COMPANY □ APPLICANT □ JURIS. SET: I PROJECT NAME: Aviara Apartments -259 Unit Multifamily wrap building D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. [8J The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8J The applicant's copy of the check list has been sent to the jurisdiction. D lnterwest staff did not advise the applicant that the plan check has been completed. [8J lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Wermers Properties Telephone#: 858-623-4941 Date contacted: (by: ) Email: robertog@wermersproperties.com Mail Telephone 0 REMARKS: By: Paul Martinez lnterwest Fax In Person Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK#.: CB-PC2O21-OO65 OCCUPANCY: R-2, B, A-3 TYPE OF CONSTRUCTION : V-A JURISDICTION: Carlsbad USE: Mixed Use Apartment Building ACTUAL AREA: R-2-239,391 / A -4,028 B -4,039 Building using height and area increase STORIES: 4 For sprinkler as allowed in footnotes and this Being an R-2 building on grade HEIGHT: under 60'-0" SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: - DATE INITIAL PLAN REVIEW COMPLETED: 01-20-2022 FOREWORD (PLEASE READ): OCCUPANT LOAD: - DATE PLANS RECEIVED BY ESGIL CORPORATION: - PLAN REVIEWER: Paul Martinez This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation , noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2019 CBC, which adopts the 2018 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning , Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction's approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing, or stamping will not be approved. 3. 4. 5. Electronic plans must be submitted back to the jurisdiction's building department and will then be routed to lnterwest. ONLY submit FULL complete and combined sets of plans, uploading multiple single sheets will not be allowed. Make sure all plans and calc packages, spec. reports, etc. are labeled clearly and can be read what they are and WHAT SUBMITTAL they go with. DO NOT SEND documents directly to lnterwest as they will not be accepted. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable). Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: □Yes □ No 6. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact lnterwest. Thank you. 7. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California Business and Professions Code. STRUCTURAL Plan Check Engineer: Erich A. Kuchar, P.E. Set: I 8. Provide a finalized stamped and signed Geotechnical Engineering Report. The one provided indicates this was a draft and not final. If any values have changed, please indicate them and structural to be updated to match. 9. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 10. Add "Post Tension Drawings" to deferred submittal list on sheet SN1 . 11 . Update title on 3/SW0.2 for "4" story building not "5". 12. Concrete Mix for foundations to specify Exposure Category C1 at a minimum. Footings are in contact with soil and therefore exposed to minimal moisture. Exposure Category C1 can be removed if waterproofing protection is placed between the foundation and the soil. ACI 318-14, Table 19.3.1.1 . I.e. 13. Provide an anchor detail for Truss Roof Framing as well. Only flat frame details on sheet SW9.0 were provided however the roof is truss assembly. 14. For DJ add to plans for table call outs what the minimum depth to be left after ripping and match with calcs ... for 2x8 which is 7 .. 5" thick what can they be ripped to for the lengths provided ... 6", 5.5" ... ? 15. Provide elevations for all Moment Frames uses on plans and shown in tables for MF-1 through MF-9. Currently only MF-1 and MF-2 elevations are provided . 16. Call out the structural seismic gap required between the apartment building and the stand-alone parking garage building. Furthermore, the separation must be a minimum of square root of the sum of the squares for the deflection of the 2 buildings. Due to two separate engineering firms working on each building each set of plans must note what is the maximum deflection in each direction on each floor level to guarantee coordination has been done and separation can be verified. Please add. 17. On sheet S7.1.5 for the detail call out bubble at Drive Through Tunnel #2 this is labeled as 1/S3.25 yet there is no S3.25 sheet please update. 18. For the tunnel area above as mentioned where the steel moment frame is located there is a shear wall that is being supported on this beam. Provide calc reference for where this beam is located showing the seismic tension. Compression load is being applied with the 2.5x amplifier for discontinuous shear walls along with all roof, floor, and wall framing loading. 19. Seismic-force-resisting Systems a) Combination of systems along the same axes. Where a combination of different structural systems is used in the same direction, the value of R used in each direction should not be greater than the least R of the systems in that direction. (ASCE 7-16, Section 12.2.3). For where the moment frames are in parallel with the wood framed shear walls show in the calculations where this has been done or update plans and calcs. 20. Where trellises are located in the corner of the buildings the EBM anchors must be attached to the deck framing at level 4 as they can not be on the roof and then over the trellises. Provide a detail how they will eb anchored into the deck framing of these units similar to details on sheet SW9.0. How does the concrete decking work? How will anchors be attached? 21 . Provide some sort of blocking and strapping at floor framing of moment frame to wood frame interaction at second floor framing for tunnel areas. This will be a weak point in the diaphragm due to moment frame deflection greater than wood walls .... Some sort of strapping is required to ensure the top of the moment frame does not move independently away from the sheathing and top chords of the wood walls. 22. Detail 4/SW5.0 calls out for Hoist Beam per plan yet Hoist Beam could not be found on plan please add and update. ELECTRICAL PLAN REVIEWER: Scott Humphrey SET: I 1) Sheet E0.10, E0.11 , E0.12 -Feeders to the individual units is not identified - Reference is made to sheet E0.18 which does not exist. Additionally, the unit PNL & APT# are missing. Please add all information to the plan set. 2) Sheet E0.10 -The feeder from HSDA (225A) to emergency inverter is not identified. I did see the voltage drop calculations where its identified however, should be referenced for the inspector. 3) Sheet E0.10 -Feeders from PNL EG1 to the other emergency PNL's is not identified. Please add to the plan set. 4) Sheet E0.10 -The fire pump controller shall have a listed SPD installed in or on the controller, 695.15 CEC. 5) Sheet E0.11 -Not all feeders are identified on the plans. Example, 1 000A feeder to MSB to MSB-3R is not identified . I did see the voltage drop calculations where its identified however, should be referenced for the inspector. Please check all and add feeder tags. 6) E0.14 -All Services equipment rated 1200amps or more provide the following information on a permanent label, 110.16(8): a) Nominal system voltage b) Available fault current at the service OCPD c) Clearing time of the service OCPD d) Date the calculation was performed (i) A note on the plans is fine. 7) E0.16 -Please update the general notes to the 2019 Title 24 -currently references to the 2016 cycle. Update all pages. 8) E0.10 -All emergency switchboards and PNL boards shall have a listed SPD installed in or on the equipment, 700.8 CEC . 9) E3.21 -No electrical shown. 10) E3.22 -No electrical shown. 11) E3.23 -No electrical shown. 12) Please add the future PV system to the deferred submittal page. 13) Sheets E0.31 and E1 .5 are missing from the plan set. 14) Sheet E0.32 is not referenced (listed) on the index page, E0.01. 15) Details regarding site (area) lighting/power were not provided for review and were not part of this review. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Scott Humphrey at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. MECHANICAL & PLUMBING COMMENTS PLAN REVIEWER: Martha McNicholas, P.E. SET MECHANICAL (2019 CALIFORNIA MECHANICAL CODE) 1. Area provided on Energy Cale's Title 24 section A, reflected the total area for entire building. Each AC equipment should be sized based on each unit square footage /zone area and by the building occupancy type. Please provide energy calculations for each unit to match area on architectural plans and the (2) proposed sizes equipment scheduled KBtu/hr. Energy Title 24 showed on section H. Dry System Equipment indicated 2 systems 23 KBtu/hr and 29 KBtu/hr, equipment schedule is undersized to 17 Kbtu/hr and 21 Kbtu/hr respectively. Please provide the correct equipment schedule to comply with Title 24, Part 6 or Energy Code and 2019 California Green Building Code, Title 24 Part II. After corrected, a complete mechanical plan review will be performed. 2. No sizing calculations were provided. Please provide load calculations, sizing, system type and equipment selection for each proposed AC equipment schedule KBtu/hr. CEC 140.4(a) and (b). Envelope heating and cooling loads shall be calculated using envelope characteristics, including square footage, thermal conductance, Solar Heat Gain Coefficient or shading coefficient, and air leakage, consistent with the proposed design. CEC 140(b) 5 3. Missing mechanical plans M-4.0, M-4.1 , M-4.2 for leasing office/gym/fitness. Please provide NOTE: Additional comments may follow upon addressing this item. 4. For leasing office/gym/fitness, please provide energy calculations for each unit to match area on architectural plans to comply with Title 24, Part 6 or Energy Code and 2019 California Green Building Code, Title 24 Part II. After corrected , a complete mechanical plan review will be performed. 5. For leasing office/gym/fitness Please provide load calculations, sizing, system type and equipment selection for each proposed AC. CEC 140.4(a) and (b). Envelope heating and cooling loads shall be calculated using envelope characteristics, including square footage, thermal conductance, Solar Heat Gain Coefficient or shading coefficient, and air leakage, consistent with the proposed design. CEC 140(b) 5 6. Provide total quantity of FAU's and CU 's on proposed equipment schedule 7. Please provide on architectural and mechanical plans fire rated walls for all shaft locations penetrating walls for CEF/1 corridor ventilation on hallways as per detail A/M2.1 to comply with CBC 713 8. For the propose fire damper/smoke, fire smoke dampers shall comply with UL 555S, and shall be installed in accordance with the manufacturer's installation instructions where required by the California Building Code. Please provide UL listed and installation details on plans. CMC 605.1 9. Fire and smoke dampers shall be provided with an approved means of access large enough to allow inspection and maintenance of the damper and its operating parts. The access shall not affect the integrity of the fire-resistance- rated assembly. The access openings shall not reduce the fire-resistance rating of the assembly. CMC 605.5 10. For CEF/1 , provide enlarge plan for corridor ventilation showing duct termination location on corridors. 11. Exhaust outlets shall be located a minimum of 10 feet (3048 mm) above adjoining grade and 10 feet (3048 mm) from doors, occupied areas, and operable windows. CMC 407.2.2 12. Mounting details for FAU 1 & 2. Please provide fan coils details installation on plans showing condensate overflow protection details on plans. Where an equipment or appliance is installed in a space where damage can result from condensate overflow, other than damage to replaceable lay-in ceiling tiles, a drain line shall be provided and shall be drained in accordance with Section 310.1. An additional protection method for condensate overflow shall be provided in accordance with one of the following: • A water level detecting device that will shut off the equipment or appliance in the event the primary drain is blocked. CMC 310.2 • An additional watertight pan of corrosion-resistant material, with a separate drain line, installed beneath the cooling coil, unit, or the appliance to catch the overflow condensate due to a clogged primary condensate drain. 13. For each new unit, please provide outdoor air calculations showing the minimum outside air rates will be provided. Please provide calculations for each unit upon next submittal (i.e. Qwhole = 0.03Afloor + 7.5(Nbed +1 )). Per California Energy Code 120.1(c).3 (i.e. see Table 120.1-A) 14. Please provide O/A ductwork location, routing, and termination on plans to all fan coils units. CEC 120 15. Outdoor air intakes shall be located at least 25 feet from exhaust outlets of ventilating systems, combustion equipment stacks, and areas that may collect vehicular exhaust or other noxious fumes. The bottom of outdoor air intakes shall be located a s high as practicable, but not less than 10 feet above ground level. If installed above the roof, they shall be located 18 inches above roof level or 3 feet above a flat roof where heavy snowfall is anticipated. Please provide location on plans. CMC407.2.1 16. Clearly specify within the mechanical plans that a duct leakage test will be conducted that complies with CMC 603.10.1 17. Provide the dryer manufacturers installation instructions. If using the manufacturers installation instructions, please provide the dryer manufacturers model number to be on the plans. CMC 504.4 18. Clothes dryers installed in enclosed spaces require an opening of not less than 100 square inches for make-up air within the door or by other approved means. Please address on the plans. CMC 504.4.1 19. Plans showed some units exhaust termination on balconies or directly into openings. Environmental air duct exhaust shall terminate not less than 3 feet from a property line, 10 feet from a forced air inlet, and 3 feet from openings into the building. Environmental exhaust ducts shall not discharge onto a public walkway. Please correct on plans location of exhaust ducts. CMC 502.2.1 20. Some units showed VTR on exhaust dryers/bathrooms. Provide Vent thru roof riser plan showing ceiling/floors/roof penetrations, fire rated assemblies, and protection provided on each penetration. Piping, tubing, and duct system penetrations of fire-resistance-rated walls, partitions, floors, floor/ceiling assemblies, roof/ceiling assemblies, or shaft enclosures shall be protected in accordance with the requirements of the California Building Code CBC 714 and CMC 316.5 21 . Elevator machine rooms are required to have independent ventilation or an independent air conditioning system to protect against overheating. Please provide enlarge elevator room on plans and AC system . CBC 3005.2 22. Please address the location where Units range hood exhaust ducts terminate. Clearly specify within the plans if there is a breezeway directly above this location. NOTE: If so, the ducts cannot terminate within that enclosed location. PLUMBING (2019 CALIFORNIA PLUMBING CODE) 23. Carlsbad Only: Per City of Carlsbad, new buildings are required to comply with the Carlsbad Climate Action Plan. Regarding the water heating design, please either provide a heat pump water heater, electric resistance water heater or solar water-heating system. 24. Please review the required CAP form. Either electrical or solar powered water heaters are required. Please address. NOTE: A complete review of the gas sizing calculations will be conducted upon addressing this comment. 25. No civil/site plans were provided. Provide civil/site plumbing plans showing the locations of the gas and water meters, the site gas and water supply piping and the pipe sizing , cleanouts, routes , and slopes for both the sewer and storm drainage systems. 26. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department (i.e. Building Department, Engineering Department etc.) is responsible for the permitting, plan check, and inspections for the private utility systems. NOTE: If this will be under a separate permit, please specify this within the plans. 27 . If the Building Department is responsible for the review of the private (civil) site utility systems, then provide complete on-site plumbing construction drawings for the private site water system and private site sewer and storm waste systems. CPC Chapter 7, Part 2 28. For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations per CPC 710.0. Mandatory: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. NOTE: Please see the following requirements. • MANDATORY: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. • PROHIBITED: Fixtures installed on a floor level above the next upstream manhole cover cannot drain through a backwater valve. 29. All multi-residential buildings now require water sub-meters for each unit. Please show th is within the enlarged water plans. CPC 601 .2. 30. Please provide on plans water-conserving Fixtures and Fittings as per Note 1: [BSC, DSA-SS & DSA-SS/CC] Flow rates for specified plumbing fixtures for mandatory nonresidential construction are contained in Chapter 5, Division 5.3 of the California Green Building Standards Code (Part 11 , Title 24, California Code of Regulations -CALGreen). Scoping provisions applicable to nonresidential additions and alterations are contained in Section 301.3 of CALGreen. CPC 401 .3 Please make sure the maximum flow rate for each fixture complies with the following chart: FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall mounted) 0. 125 gallons/flush Showers 1.8 gpm @ 80 psi Lavatory faucets-nonresidential 0. 5 gpm @60 psi Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0. 2 gallons/cycle 31 . Energy Cale's Title 24 indicated 259 solar water heaters. Equipment schedule indicated (9) gas water heaters. Please clarify 32. Provide hot water heater calculations on plans. The minimum capacity for storage water heaters shall be in accordance with the first-hour rating listed in Table 501 .1 (2). 33. Water heaters of other than the direct-vent type shall be located as close as practical to the chimney or gas vent. Please provide on plan . CPC 504.2 34. Waters heaters are located on roof. Please provide the clearance requirements for water heaters. Shall comply with Section CPC 504.3.1 or Section CPC 504 .3.2. 35. Detail 6 on plan P0.2 for water heating venting does not apply to this project. Water heaters are proposed on roof per plan P2.5. Clarify. 36. For the hot water recirculating loop system, please detail the following: • The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. • Show the required hose bibb installed between the water heater and isolation valve (after the recirculation pump) per Energy Code 110.3.(c).5.C 37. 2" Vent on fixture schedule is indicated. Some 1 1 /2" vents are shown on riser plan P4.0. Please correct. 38. Please provide floors numbers on riser plans P4.0/ P4.1 39. Provide Vent thru roof riser plan showing ceiling/floors/roof penetrations, fire rated assemblies, and protection provided on each penetration. Piping, tubing, and duct system penetrations of fire-resistance-rated walls, partitions, floors, floor/ceiling assemblies, roof/ceiling assemblies, or shaft enclosures shall be protected in accordance with the requirements of the California Building Code CBC 714 40. For each gas meter, please provide a gas line rise isometric and calculations showing gas demands, pipe total developed lengths (i.e. for MPG & low pressure), the proper CPC 1215.2 Tables (i.e. for MPG & low pressure) and pipe sizing. NOTE: A complete review of the gas sizing will be conducted upon addressing this comment. 41 . For each gas pressure regulator, please show the following requirements within the plumbing floor plans: (1) An accessible shut-off valve installed prior to the regulator and (2) vented to the exterior. CPC 1208. 7 .5(1) & 1210.9 42. Within each floor plan (i.e. water supply and waste & vent), please provide ID tags for each fixture that is consistent within the fixture schedule. NOTE: 'TYP. notes will suffice, yet each floor plan needs at least some fixture ID tags). 43. Please add the following note to the plumbing plans: "Per CPC 309.5, the plumbing piping system will be designed and installed in conformance with sound limitations as required in CBC." 44. In areas of residential accommodation drainage piping material (i.e. waste, vent and storm drainage) types ABS and PVC are limited to buildings of two stories or less. All buildings that have 3 or more levels of residential units cannot use PVC or ABS. Please address. CPC 701 .2(a), CPC 903.1.1, & CPC 1101.4 45. A blank Certification of Compliance were provided on plans. A complete certificate of compliance is necessary when installing CPVC/PEX water piping materials prior to building permit issuance. CPC 604.1.1 (CPVC)/CPC 604.1.2(PEX) NOTE: Please provide. 46. Describe the method of compliance for temperature limitations for the following fixture types: bathtubs, bidets, and showers 120 degrees F per CPC 408.3, 409.4. NOTE: The water heater thermostat may not be used for compliance. 47. A mop/service sink is specified within the fixture schedule. No locations were provided on plans. 48. Please provide plumbing roof plans showing the location of all plumbing vent terminations in relation to the solar ready areas. NOTE: Plumbing vents cannot terminate directly below PV panels. 49. Include the main and overflow roof drainage design calculations: Roof area, rainfall rate, pipe sizing, horizontal drain slope and drain, gutters and downspout's locations on the plans. CPC 1103.0. Note: If you have any questions regarding this Plumbing and Mechanical plan review, please contact Martha McNicholas mmcnicholas@esgil.com. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. BUILDING COMMENTS Plan Reviewer: Paul Martinez, AIA Set: I PLANS 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California Business and Professions Code. 2. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). 3. Specify on the plans the uses of all rooms or areas. Sec. 107.2. 4. On the cover sheet of the plans, include smoke alarm as deferred submittal item (CBC 420.5). SITE PLAN 5. Provide a statement on the site plan stating: "All property lines, easements and buildings, existing and proposed, are shown on this site plan." Additional verbiage such as " ... must be verified with civil plans" is not acceptable. Drawings shall be coordinated upon submittal. Please ensure drawings are coordinated and remove verbiage such as "must be verified with [discipline]" from future submittals. 6. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. 7. Show on the site plan , or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Section 107.2. 8. Show the location of any designated flood plains , open space easements, or other development restricted areas on the site plan. Section 107.2. BUILDING AREA 9. FLS analysis sheet A 1.2 is incomplete or uncoordinated. Examples: a) All areas: mixed-use allow area e_guation is not found on CBC 506.2.4 as cited in the calculations b) Area 2 is a mixed-use building (contains S-2), but is not designated as mixed-use c) Area 5 cites 508.2.3 for the allowable area calculation, but that is not the correct code section d) Fire wall legend stipulates the building is Type Ill-A, but the coversheet stipulates the building is Type V-A. e) Fire protection between dwelling units is required but not shown on the plans (CBC 420.2) f) Fire protection between occupancies is required but not shown on the plans (CBC 508.4) FIREWALLS 10. Per Section 706.2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall or shall be constructed as double fire walls in accordance with NFPA 221. 11 . Fire walls shall be continuous from exterior wall to exterior wall and shall extend at least 18" beyond the exterior surface of exterior walls. Section 706.5. Exceptions: a) Fire walls shall be permitted to terminate at the interior surface of combustible exterior sheathing or siding provided the exterior wall has a fire-resistance rating of at least 1 hour for a horizontal distance of at least 4' on both sides of the fire wall. Openings within such exterior walls shall be protected by fire assemblies having a fire-protection rating of not less than¾ hour. b) Fire walls shall be permitted to terminate at the interior surface of noncombustible exterior sheathing, exterior siding or other noncombustible exterior finishes provided the sheathing, siding, or other exterior noncombustible finish extends a horizontal distance of at least 4' on both sides of the fire wall. c) Fire walls shall be permitted to terminate at the interior surface of noncombustible exterior sheathing where the building on each side of the fire wall is protected by an automatic sprinkler system. 12. Where the fire wall intersects exterior walls, the fire-resistance rating of the exterior walls shall comply with one of the following, per Section 706.5.1 : a) The exterior walls on both sides of the fire wall shall have a 1-hour fire- resistance rating with ¾-hour protection where opening protection is required by Section 705.8. The fire-resistance rating of the exterior wall shall extend a minimum of 4 feet on each side of the intersection of the fire wall to exterior wall. Exterior wall intersections at fire walls that form an angle equal to or greater than 180 degrees do not need exterior wall protection. b) Buildings or spaces on both sides of the intersecting fire wall shall assume to have an imaginary lot line at the fire wall and extending beyond the exterior of the fire wall. The location of the assumed line in relation to the exterior walls and the fire wall shall be such that the exterior wall and opening protection meet the requirements set forth in Sections 705.5 and 705.8. Such protection is not required for exterior walls terminating at fire walls that form an angle equal to or greater than 180 degrees. 13. Fire walls shall extend to the outer edge of horizontal projecting elements, such as balconies, roof overhangs, canopies, marquees and architectural projections that are within 4' of the fire wall. Section 706.5.2. Exceptions: a) Horizontal projecting elements without concealed spaces, provided the exterior wall behind and below the projecting element has not less than 1- hour fire-resistance-rated construction for a distance not less than the depth of the projecting element on both sides of the fire wall. Openings within such exterior walls shall be protected by fire assemblies having a fire-protection rating of not less than ¾ hour. b) Noncombustible horizontal projecting elements with concealed spaces, provided a minimum 1-hour fire-resistance-rated wall extends through the concealed space. The projecting element shall be separated from the building by a minimum of 1-hour fire-resistance-rated construction for a distance on each side of the fire wall equal to the depth of the projecting element. The wall is not required to extend under the projecting element where the building exterior wall is not less than 1-hour fire-resistance- rated for a distance on each side of the fire wall equal to the depth of the projecting element. Openings within such exterior walls shall be protected by fire assemblies having a fire-protection rating of not less than ¾ hour. c) For combustible horizontal projecting elements with concealed spaces, the fire wall need only extend through the concealed space to the outer edges of the projecting elements. The exterior wall behind and below the projecting element shall be of not less than 1-hour fire-resistance-rated construction for a distance not less than the depth of the projecting elements on both sides of the fire wall. Openings within such exterior walls shall be protected by fire assemblies having a fire-protection rating of not less than¾ hour. 14. Where the roof on either side of a fire wall slopes toward the fire wall at a slope greater than 2: 12, the fire wall shall extend to a height equal to the height of the roof located 4' from the fire wall plus 30 inches. Section 706.6.2. a) There is no exception to this requirement (i.e., the exceptions found in Section 706.6 do not apply here). FIRE-RESISTIVE CONSTRUCTION 15. Please indicate the basis of approval (Item Number in Table 721.1, U.L. Directory, etc.) for the fire-resistive construction elements found in the AD series drawings. Details missing basis of approval include 11 /AD1 .2, 15/AD1 .2, etc. 16. Details with references to the 2016 code cycle include 1/AD1 .2, 4/AD1 .2, 5/AD1 .2, 8/AD1 .2, etc. Please revisit FLS details and include current code cycle references . 17. Please key FLS details to the plans. Some details do not appear to be related to the project. For instance, there are details for 2-hr protection, but Table 602 stipulates a maximum rating of 1 Hr for various building elements. 18. Provide details on the plans for the fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column, and beam assemblies, etc. Be sure to list with each detail the basis of approval (U .L. listing number, ICC research report, etc.). a) In California, Section 705.5 was modified for Group A, E, H, I, Land R occupancies, along with high-rise buildings, by requiring exterior walls to be rated for exposure to fire from both sides, regardless of fire separation distance. b) There are 2 Hr protection details shown on the AD series sheets, but Table 602 stipulates the highest rating is 1 Hr for Type VA. Please coordinate fire protection details accordingly. c) There are details that are not keyed to the plans. Please key in plans, sections, etc., as necessary. 19. Detail how fire-resistive wall construction will be maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 714.4.2. See detail 19/AD1 .2, etc., and provide basis of approval. 20. Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all duct penetrations, such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Section 717. See also details 11/AD1 .2, 15/Ad1 .2. 21 . Fire dampers shall be installed per Section 717.5 at all duct and air transfer openings of: a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies. b) Fire walls. c) Fire barriers (see exception for walls). d) Fire partitions at fire-rated corridors. See exceptions. e) Shaft enclosures (smoke dampers are also required). See exceptions. 22. Smoke dampers shall be installed per Section 717.5 at all duct and air transfer openings of: a) Fire-rated corridors. b) Shaft enclosures (fire dampers are also required). See exceptions. c) Horizontal exits. d) Smoke barriers. e) In California, Section 717.5.2 was modified for Group A, E, H, I, Land R occupancies, along with high-rise buildings, to state that duct openings in fire barriers shall also be provided with smoke dampers. 23. If smoke dampers are required , the plans shall show the locations of the smoke detectors listed in the options of Section 717.3.3.2 of the CBC. 24. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CBC Section 714." 25. Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. There are currently mechanical shafts in the corridor that are not rated. Section 712. 26. An elevator machinery room is required to be separated from the remainder of the building by fire barriers (707) and horizontal assemblies (711) that are not less than the required rating of the hoistway. Please detail how these ratings will be maintained for the mechanical openings shown. Note: This comment does not apply to buildings 4 stories or less above grade plane and the machinery room does not abut the elevator hoistway. Section 3005. 27. Where columns require a fire-resistance rating, the entire column , including its connections to beams or girders, shall be protected. Where the column extends through a ceiling, fire resistance of the column shall be continuous from the top of the floor through the ceiling space to the top of the column. Please key detail to plans. Section 704.2. 28. Members of the structural frame (other than columns) supporting more than one floor and roof (or more than 2 floors, or supporting a load-bearing wall, or a nonload-bearing wall more than 2 stories high) must be individually encasement fire protected. (Section 704.3) Detail the required protection on the plans. 29. Detail all furred ceilings as required in Section 803.15.2.1. 30. Refer to detail 2/AD1 .6. Please confirm if it is the architect's intention to provide unequal leafs, as shown in the detail. If so, ensure minimum clear widths are maintained. INTERIOR WALL AND CEILING FINISHES 31 . Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803.13." FIRE BARRIERS 32. Structural members supporting a horizontal fire barrier must have the same fire- resistive rating as the separation. Section 707.5.1. 33. Incidental use areas must be separated from the main occupancy. Section 509. See Table 509 below. Please graphically show on the plans, similar to fire walls. Please address the following specific concerns: a) Even if sprinklers are used to eliminate the need for 1-hour wall construction, Section 509.4.2 still requires the partitions to extend to the underside of the floor/roof above and for any doors in the partitions to be self-closing. ROOM OR AREA SEPARATION AND/OR PROTECTION Furnace room where any piece of equipment 1 hour or provide automatic fire- is over 400,000 Btu per hour input extinguishing system Rooms with boilers where the 1 hour or provide automatic fire- largest piece of equipment is extinguishing system over 15 psi and 10 horsepower Refrigerant machinery rooms 1 hour or provide automatic sprinkler system Laundry rooms over 100 square feet 1 hour or provide automatic fire- extinguishing system In other than ambulatory care facilities and 1 hour or provide automatic fire- Group 1-2 occupancies, waste and linen extinguishing system collection rooms over 100 square feet 34. Steel electrical outlet boxes at fire barrier walls shall not exceed sixteen square inches, shall not exceed 100 square inches per 100 square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 714.4.2. 35. Ducts penetrating fire barriers at occupancy separations must have fire dampers. Section 717.5.2. a) In California, Section 717.5.2 was modified for Group A, E, H, I, Land R occupancies, along with high-rise buildings, to require smoke dampers in addition to fire dampers. 36. Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1007.1 .1. Where a building is equipped throughout with an automatic sprinkler system , the separation distance may be reduced to one-third of the diagonal. Please show analysis on FLS plan . 37. Note on the plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Section 1010.1 .9. In lieu of the above, in a Group B, F, Mor S occupancies (or places of religious assembly or Group A occupancies having an occupant load of 300 or less), you may note on the plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." This signage is only allowed at the main exit. Section 1010.1.9.4. 38. Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more (and any occupancy of Group H) shall not be provided with a latch or lock unless it is panic hardware. Section 1010.1.10. 39. All doors and gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more (and any occupancy of Group H) shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1010.1.10 and 1010.2. 40. Regardless of occupant load, a floor or landing not more than ½ inch below the threshold is required on each side of an egress door. Section 1010.1.7. 41 . Assembly occupancies must comply with Section 1029. a) In California, Section 1029.3.1 was added to state: "Group A occupancies that have an occupant load of 100 or more and less than 300, shall have at least one of the required means of egress directly to an exit, or through a lobby, that is not used to access the other required exit, to an exit, or to a one hour rated corridor to an exit or continuous through a one hour rated lobby to an exit." STAIRWAYS 42. Stairway handrails should not project more than 4½ inches into the required width. Section 1014.8. 43. Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 1011.5.2: 44. Doors opening onto a landing shall not reduce the landing to less than one-half the required width. When fully open, the door shall not project more than 7" into a landing. Section 1011.6. 45. The plans should clearly label the stairs as being either "interior exit access stairways" (Section 1019) or "interior exit stairways" (Section 1023). CORRIDORS 46. Corridors shall have fire partition walls of one-hour construction when required by Table 1020.1. Show the locations of the rated corridors on the plans or clearly show compliance with an applicable exception from Section 1020.1. 47. Corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Table 716.1 (2). Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 909.5.3. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 716.2.2.1. 48. Duct penetrations (or air transfer openings) of fire-rated corridor construction shall have fire and smoke dampers per Sections 717. 49. Provide a complete architectural section of the corridor, showing all fire-resistive materials and details of construction for the fire partition walls and roof/ceilings and all penetrations. Section 107.2. EXIT SIGNS/ILLUMINATION 50. Exit signs are req uired whenever two exits are required. Show all required exit sign locations on FLS plans. Section 1013.1. 51. Show that the means of egress path will be lighted with at least one-foot candle at floor level. Section 1008. 52. Show separate sources of power may be required for exit illumination. Review Section 1008.3. ELEVATORS 53. In buildings having an elevator in California, at least one gurney-sized elevator shall be provided. The elevator car shall be of such a size and arrangement to accommodate a 24-inch by 84-inch ambulance gurney or stretcher with not less than 5-inch radius corners in the horizo ntal open position and two emergency personnel each requiring a minimum clear 21-inch diameter circle area. Section 3002.4.1 a.Please identify the gurney elevator on the plans and add clearances. 54. In California, Chapter 30 was modified for Group A, E, H, I, Land R occupancies, along with high-rise buildings, to require elevator lobbies where an elevator shaft connects more than TWO stories (as opposed to three stories listed in the IBC). Note: The exception to eliminate the lobby due to fire sprinklers does not apply to these occupancies. 55. Emergency Hoistway Venting. Elevator hoistways containing the driving machine shall be provided with means for venting smoke and hot gasses to the outer air in case of fires. Please show venting conformance with Section 3003.4 GLASS AND GLAZING 56 . Specify on the window schedule the glass type and thickness to show compliance with Section 2404. ROOFS/DECKS/BALCONIES 57. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1 /150 of the area of each separate space. CBC Section 2304.12.2.6. 58. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. CBC Section 2304.12.2.5. 59 . Specify on the plans the following information for the deck/ balcony surfacing materials, per Section 107.2: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. 60. Specify on the plans the following information for the roof materials, per Section 1506.3: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. 61 . Show the sizes/locations of roof/deck drains and overflows. Section 1503.4. FIRE EXTINGUISHING 62. If standpipes are required, provide the following note on the plans: "In buildings required to have standpipes, not less than one standpipe shall be provided for use during construction. Standpipes shall be reviewed and approved prior to installation." Section 3311 . 63. Specify on the plans that portable fire extinguishers will be installed in the building in accordance with Section 906. MISCELLANEOUS LIFE/SAFETY 64. Where columns are required to be fire-resistance rated by any provisions of the code, the entire column shall be provided individual encasement protection on all sides for the full column length. Please key details to the plans. Section 704.2. 65. Specify on plan all Primary Structural Members requiring individual fire protection. This includes all columns and beams supporting more than two stories or one story and the roof. Details for individual fire protection for these members must be cut on plan and show an approved method for fire protection. 66. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-16 Section 13.5.6.2.2 as follows: a. The width of the perimeter supporting closure angle or channel shall be not less than 2.0 in. unless qualified perimeter supporting clips are used. b. Closure angles or channels shall be screwed or otherwise positively attached to wall studs or other supporting structures. Perimeter supporting clips shall be qualified in accordance with approved test criteria per Section 13.2.5. c. Perimeter supporting clips shall be attached to supporting closure angle or channel with a minimum of two screws per clip and shall be installed around the entire ceiling perimeter. d. In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle, channel, or perimeter supporting clip. The other end of the ceiling gird in each horizontal direction shall have a minimum 0.75-in clearance from the wall and shall rest upon and be free to slide on a closure angle, channel, or perimeter supporting clip. e. Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. f. Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. 67. Specify on the plans that the draftstopping and fireblocking from Section 718 will be installed (combustible construction): a) Draftstopping in floors. Draftstopping shall be installed to subdivide floor ceiling assemblies where required by Section 708.4.2. In other than Group R occupancies, draft stopping shall be installed to subdivide combustible floor/ceiling assemblies so that horizontal floor areas do not exceed 1,000 square feet. b) Draftstopping in attics. Draftstopping shall be installed to subdivide attic spaces where required by Section 708.4.2. In other than Group R, draftstopping shall be installed to subdivide combustible attic spaces and combustible concealed roof spaces such that any horizontal area does not exceed 3,000 square feet. Ventilation of concealed roof spaces shall be maintained in accordance with Section 1202.2.1. 68. In R-2, where window openings are > 72" above grade, then the lowest part of the window opening shall be at least 36" above the floor. Section 1015.8. See possible exceptions. 69. "Group A occupancies that have an occupant load of 100 or more and less than 300, shall have at least one of the required means of egress directly to an exit, or through a lobby, that is not used to access the other required exit, to an exit, or to a one hour rated corridor to an exit or continuous through a one hour rated lobby to an exit." Confirm assembly spaces comply. 70. Specify on the plans that the Emergency Responder Safety Features of Section 914 will be installed . ADDITIONAL ITEMS FOR R2 OCCUPANCIES 71 . Walls and floors separating dwelling units in the same building, shall be fire partitions or horizontal assemblies as required by Sections 708 and 711 . Sections 420.2 and 420.3: a) Such fire partitions and floors shall have a fire-resistance rating of not less than 1-hour (except in buildings of Type 118, 1118 and VB Construction with automatic sprinkler systems (complying with Section 903.3.1.1), where the fire-resistance rating may be reduced to ½-hour). Section 708.3. b) Such fire partitions shall extend to the underside of the floor/roof sheathing above. i) In lieu of extending the wall to the floor/roof sheathing above, they may terminate at the fire-resistance-rated roof/ceiling assembly above. In this case, the space between the ceiling and the deck above shall be fire-blocked or draftstopped in accordance with Sections 718.2 and 718.3 at the partition line. Section 708.4. 72. For laundry and/or trash chutes, show on the plan compliance with Sections 713.13 and 903.2.11 .2. 73. Wall and floor/ceiling assemblies separating dwelling units from each other and from common space (such as corridors, laundry rooms, common garages, service areas, etc.) must have a listed rating of STC 50 (and IIC of 50 for floors). Section 1206. Show the location of and provide details of the listed wall and floor/ceiling assemblies and indicate the listing agency and listing number for the tested ratings. 74. Show that ceiling height hallways is a minimum of 7'-6". Section 1207.2. 75. Bathrooms (defined as having a shower or tub), shall be provided with mechanical ventilation (an openable window is not allowed). Energy Standards 150(0). 76. Fans installed in bathrooms (having a shower or tub)-shall be Energy Star rated, vented to the outside, and shall be controlled by a humidistat. (Humidistat not required if the fan is a whole house ventilation component). CalGreen 4.506.1. 77. Show locations of permanently wired smoke alarms with battery backup in Group R-2 occupancies as follows (Section 907.2.11 .2): a) Inside each bedroom. b) On the ceiling or wall outside of each separate sleeping area in the immediate vicinity of bedrooms. c) In each story within a dwelling unit, including basements. • NOTE: Where more than one smoke alarm is required to be installed within a unit, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the unit. Section 907.2.11.3. 78. In R-2, occupancies, where window openings are > 72" above grade, then the lowest part of the window opening shall be at least 36" above the floor. Section 1015.8. See possible exceptions. 79. Indicate on the plans whether the sprinkler system is the residential type (13-R). If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic fire-extinguishing system are NOT permitted. For example, Table 506.2 allows area increases only if the sprinkler system complies with Section 903.3.1.1 (not 903.3. 1.2, which is the 13-R section). Also, the allowable opening areas in Table 705.8 are based on non-13-R sprinklers. ACCESSIBLE MEANS OF EGRESS CBC Section (1009) 80. All required accessible spaces shall be provided with accessible means of egress equal in number to the number of exits required by Sections 1006.2 and 1006.3. CBC Section 1009.1. a) Elevators. Sections 1009.2.1 and 1009.4: i) In buildings 4 or more stories, elevators must comply with Section 1009.4 (which includes the need for standby power, etc.). ii) In buildings less than 5 stories, designers have the option whether elevators are to be considered part of the accessible means of egress (to limit travel distance or to satisfy other provisions of the code). If this option is taken, compliance with Section 1009.4 must be shown. ELEVA TORS AND WHEELCHAIR LIFTS 81. Specify on the plans that a two-way communication system shall be provided at the elevator landings on each accessible floor. Section 1009.8. This applies whether or not the building has an automatic fire sprinkler system. 82. Show on the plans to show that the inside of the elevator car complies with the following, per Section 11 B-407.4.1. The clear distances between walls, or between the walls and the door, excluding return panels, is: a) :2'.68" by 54" (at side-slide opening doors). i) In California, Section 3002.4A was modified for Group A, E, H, I, L and R occupancies, along with high-rise buildings, to require an elevator sized to accommodate the loading and transport of an ambulance gurney with dimensions of 84 inches by 24 inches with not less than 5-inch radius corners in the horizontal open position and two emergency personnel each requiring a minimum clear 21 - inch diameter circle area. b) The distance from walls to front return panel is :2'.51". 83. All buildings and structures with one or more passenger service elevators shall be provided with not less than one medical emergency service elevator to all landings meeting the provisions of Section 3002.4a. The medical emergency service elevator(s) shall be clearly identified in the construction documents. SIGNAGE 84. Per Section 1013.4, tactile exit signs shall be required at the following locations: a) Wherever basic CBC provisions require exit signs from a room or area to a corridor or hallway. The tactile exit sign shall have the words, "EXIT ROUTE." b) Each grade-level exit door. The tactile exit sign shall have the word, "EXIT." c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp. The tactile exit sign shall have the following words as appropriate: i) "EXIT STAIR DOWN." ii) "EXIT RAMP DOWN ." iii) "EXIT STAIR UP." iv) "EXIT RAMP UP." d) Each exit door that leads directly to a grade-level exterior exit by means of an exit enclosure or an exit passageway. The tactile exit sign shall have the words, "EXIT ROUTE." e) Each exit door through a horizontal exit. The tactile exit sign shall have the words, "TO EXIT." ACCESSIBLE ROUTE OF TRAVEL 85. Accessible routes of travel shall be provided from public transportation stops, accessible parking and accessible passenger loading zones, and public streets or sidewalks to the accessible entrance they serve. The accessible route shall to the extent feasible, coincide with the route for the general public. Section 111 0A.1. 86. Where more than one route of travel is provided, all routes shall be accessible. Section 111 0A. 1. 1 . 87. General: All common use areas (lobbies, restrooms, community rooms, pools, etc., that serve accessible dwelling units shall be accessible. Section 1127 A.1 . Please provide more information regarding the common use areas, as they currently refer you to "interior drawings," which are not found in the set. 88. A minimum linear length of 30" of countertop shall be provided for the kitchen sink, and a minimum linear length of 30" of countertop shall be provided for a work surface, both of which shall be designed to enable repositioning to a minimum height of 28 inches. Section 1133A.4. Exceptions: i) Only 5% of covered dwelling units are required to comply with the repositionable countertop requirements. ii) Stone, cultured stone, and tiled countertops may be used without meeting the repositioning requirements. iii) In covered dwelling units, two 15-inch minimum width breadboards may be provided in lieu of the required 30 inches of countertop work surface. 89. Please stipulate the source of funds for the project. Are public finds being used to finance the project? Please advise. Building Permit Finaled Revision Permit Print Date: 06/26/2025 Job Address: 1205 AVIARA PKWY, CARLSBAD, CA 92011-1276 Permit No: Status: Ccityof Carlsbad PREV2023-0167 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: 2120405600 Track#: Applied: 08/21/2023 Valuation: $0.00 Lot#: Issued: 05/28/2025 Occupancy Group: S Project#: DEV2017-0033 Finaled Close Out: 06/26/2025 #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Occupant Load: Orig. Plan Check#: CBC2021-0489 Plan Check #: Code Edition: Sprinkled: Project Title: AVIARA APARTMENTS Description: AVIARA APARTMENTS: DEFERRED STAIR SUBMITTAL Applicant: WERMERS PROPERTIES 5120 SHOREHAM PL, # STE 150 SAN DIEGO, CA 92122-5959 (858) 535-1475 FEE Property Owner: AVIARA LP AUSTIN W 5120 SHOREHAM PL, # 150 SAN DIEGO, CA 92122-5959 (858) 535-1475 BUILDING PLAN CHECK REVISION ADMIN FEE THIRD PARTY REVIEW-Consultant Cost (BLDG) THIRD PARTY REVIEW-Consultant Cost (BLDG) Total Fees: $575.00 Total Payments To Date: Building Division $575.00 Final Inspection: INSPECTOR: Contractor: WERMERS MULTI-FAMILY CORP 5120 SHOREHAM PL, # STE 150 SAN DIEGO, CA 92122-5959 (858) 535-1475 Balance Due: AMOUNT $35.00 $300.00 $240.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov 8-15 ____ , ________ _, for,,u'JJ,'YJ4 P-orrn,·+ Fc3C,UJ1./ -0'1~~ Original Plafl Check !\lumber ________ Plan Revision Number Ff?,0J 2.02.3--0\ b / Project Address }20 !7 AY,a vq fkw,r General Scope of Revision/Deferred Submittal: ---'Pt~k--=...;r......:..rW.x:..= __ J~fet,........,'"""' y-__ ~ __ b_V'J'l_r'_f-_k/i_( ___ _ CONTACT INFORMATION: Name U)* Phone "flfq-6Pf3'-DG3o Fax'----------- Address ____________________ City ______ Zip ____ _ Email Address __ C'-"~'-'--""+-J___,__e,,~w._,-c:,r"'---_,,..,=0:.__c:__-=U=-VVl__,_f._'/,/_l'J_;_~_-_.:.C()=---VVl ___________ _ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail 4. Does this revision, in any way, alter the exterior of the project? 5. Does this revision add ANY new floor area(s)? D Yes 6. Does this revision affect any fire related issues? D Yes 7. Is this a complete set? D Yes D No £.S'Signature__.<;~_.c:...-=,,-_ __.__~~LlL,~~v=--------- D Yes 0 No 0 No Date 3. List page(s) where each revision is shown 0 No ~/2.../,/23 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-27 19 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov March 14, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Deferred Submittal Tl Address: 1205 A viara Parkway Applicant Name: Corey Johnson Applicant Email: CoreyJ@wermerscompanies.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: NI A Occupant Load: NI A Type of Construction: NI A Sprinklers: NIA Stories: NI A Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Deferred submittal, no valuation or floor area Attn: Building & Safety Department, J TrueNorth ,I COMPLIANCE SERVICES City of Carlsbad -FINAL REVIEW City Permit No: PREV2023-0167 True North No.: 23-01 8-806 True North 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 (I) copy dated June 8, 2023, by Buildwise Inc. Structural Calculations: One (I) copy dated September 18, 2023, by Orie Engineering. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 !BC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I . This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 Review No. Hourly Rate Hours Total 1st Review $120.00 2.5 $300 2nd Review $120.00 2 $240 Total $540 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: Alaa Atassi -Plan Review Engineer Orie2 Engineering Structural Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Fax: (658) 586-0911 Structural Calculations PROJECT: Aviara-lFA-Stairs Garage (Project# 158.033-23 ) CLIENT: PCIW DESIGNED BY: ESY DATE: 9/18/23 Orie2 -Structural Engineers Orie2 Engineering Structural Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Fax: (858) 586-0911 Structural Calculations -Table of Contents Aviara-lFA-Stairs Garage Orie2 Job No . .-158.033-23 I 1. Design Criteria & Loads ................................................................................ 1 -5 2. Stairs Model .................................................................................................. 6 -26 3. Stairs Connections Analysis ....................................................................... 27 -56 4. Railing Analysis .......................................................................................... 57 -82 5. Appendix ..................................................................................................... 83 -86 3/17/23, 10:54 AM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please ~ with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22. ~Y, l\TC Hazards by Location Search Information AdclreH: Coordlnatff: Elevation: TlrnHtamp: Hazard Type: Rer.renc:e Document: Rlak Catego,y: Site ClaH: Basic Parameters Name Value Ss 1.041 S1 0.3TT SMs 1,249 SM1 • null Sos 0.833 So1 • null • See Section 11.4.8 1205Avlara Pkwy, Carisbad, CA92011, USA 33.1217135, -117.3029721 85ft 2023-03-17T17:54:23.189Z Seismic ASCE7-16 D-default l>ffc:rtptlon MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Go gle ..,Additional Information Name Value l>ffc:tlptlon SDC • null Seismic deslgn category F, 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor et 1.0s CRs 0.894 Coefficient of risk (0.2s) CR1 0.905 Coefficient of risk (1.0s) PGA 0.458 MCEo peak ground acceleration FPGA 1.2 Site amplification factor at PGA PG~ 0.549 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.041 Probablllsllc risk-targeted ground motion (0.2s) SsUH 1.165 Factored uniform-hazard spectral acceleration (2% probability of exceedanca In 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.377 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.417 Factored uniform-hazard spectral acceleration (2% probability of exceedanca In 50 years) S1D 0.6 Factored detennlnistic acceleration value (1.0s) PGAd 0.531 Factored detennlnlstic acceleration value (PGA) • See Section 11 .4.8 Temecula 0. 0 Escondido San Diego .. Borrego Sp,i:,g• Page 1 Anza-Borrego Desert State Park Cleveland National F.orest i Map data C2023 Google, INEGI The results indicated here DO NOT reflect any stal9 or local amendments to the valU6S or any de/lneation lines made during the building code adopllon process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Locallon website will not be updated to support ASCE 7-22. ~y, Disclaimer https://hazards.atcouncil.org/#/seismic?lat=33.1217135&Ing=-117.3029721 &address=1205 Aviara Pkwy%2C Car1sbad%2C CA 92011 %2C USA 1/2 .0 Orie2 Engineering Structural Engineers 9750 Mlfama, Road, Su,te 3 10 San 0,ego. CA 92126 Fax· (858) 586-0911 Project No. : 158.033-23 PROJECT : Aviara-lFA-Stairs Garage Aviara Garage Stairs #1 & #2 -:· t4 4!.o -: ~ I 1 NL NL ~/l.:.,.l'-7 ---:TR=,EAO:-:-::c"O,a,IH=-.-+----,f,, j--F · F · Page 2 DATE: 3/16/23 BY : ESY I --, : I, I CHU WALL .~if 1!.U•/• i' 1!.U•/• ,}i I u: -~--TY_P_. ___ 3t......_J.__ _______________ ..._-t+-----+---,1 __ ...,_ _ _,1 U: l/2 0.0. TUBE o\NORAIL (TYP) U/2 0.0. TUBE CAIN RAIL TYP ----:-: I I 1--I-_,_ I I I I I I I I I I I --1 I I I -<:.a:: -d I I I I I I -~ I I I UP I I I I _J -I I I I I' I I : 'L ________ _ I I I I I I _I __ I _ I I I I UP I I I I I I I I :+---'-t-tt--..1 I --I -- 2"LT.WT.CONCRtft 1 OVER 10 GA.Pl I t 1 I I EL'.-6°-3 4"' I I T o. LAN NG I I 1 1 NL ,I'~ 4 .:.,_1<-l --~T"'R"'EAD'T41'<"!.0,.D"'IrrM-. +---.rJ ! -L ,, • 4!.4 -~- 2"LT .WT .CONCRETE OVER 10 GA.Pl u. u. p "' 5-.... --_, ... '$ 0 _, N "' ., "' 0 ... ... N .,, Orie2 Engineering Structural Engineers 9750 M,nun.r Road, Surte 310 s.n Diego, CA 92126 Fax (858) 586-0911 _, ""0 ... J N HSS 1/ 2X3/16 POST '4'-0 O.C HSS5 8X5/8Xl 16 PICKETS '4"0.C 1.---N.L. Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Aviara Garage Stairs #1 & #2 I I ... ., 7 TREADS Ill• 6~5 N.L.----l L F.F,--..j L3X3X1/4 SUPPORT 3Xl/4 I UPPORT -7',r-'----------------- 12 CMU WALL (TYP) Page 3 DATE : 3/16/23 BY : ESY 00 '+~ci J ~ ... -~r-~-~~ ::. . _, "' ... --~r--,..,. $ I ._, $~ ~ffi "'.., ~= !." 1 ... N I- "' -' i 00 ~§ !"' ... ,..,. ~ ' ._, $, : "'.., _, .,, ..,. !i "' "l ... "' j~ 00 ~ . I C! iii I- -~r-• ~ Ii :-,, ... .,, "'i "'. I ~ ;!., ~ 1~ "' irl I-..,. 91:li ;.., I= Orie 1 Engineering Structural & Bridge Engineers Project No.· _l5~8~.0~33-~2'"3 _________ _ 9750 M11amar Road. Surte 310 San Diego. CA 92126 Phone# (858) 335-7643 PROJECT Avlar•IFA-Stalrs Garage SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-16 13.3.1 Code: 2022 CBC, ASCE 7-16 CHAPTER 11 , 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D Table 20-3-1, Default = D s.: 104.1 S1: 37.7 F.: 1.200 Fv: 1.923 SMs: 1.249 SM1: 0.725 S05: 0.833 So1: 0.483 %g %g (USGS using Latitude/Longitude) Table 11.4-1 Table 11.4-2 F.s. F,S1 2/3(SMs) 2/3(SM,) Occupancy: Component: Egress Stair Ip: 1.5 ASCE 7-16, Section 13.1.3 Component= Rigid -Limited deformability elements and attachments ap = 1 ASCE 7-16, Table 13.5-1 or 13.6-1 Rp = 2.5 ht. of struct to pt. of attachment, z = 5 ave. roof height to base, h = 6 Seismic Force: F p = 0 .4apSos (R,/lp) Fp = 0.533 x WP F p,m;n = 0.3Soslp F p,m;n = 0.375 F p,mu = 1.6Soslp F p.m .. = 1.999 FP = 0.533 X (1+2(z/h)) X Wp ASCE 7-16, Eq 13.3-1 <-Governs ASCE 7-16. Eq 13.3-3 ASCE 7-16, Eq 13.3-2 (LRFD) Page 4 DATE: 03117/23 BY. ESY Orie 2 Engineering Project No. :_1_58_.0_3_3_-2_3 _____ _ DATE : Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 PROJECT : Aviara-lFA-Stairs Garage BY : San Diego, CA 92126 Gravity Design Loads CODE: 2022 California Building Code (CBC) DEAD LOAD Stringer Dead Load Precast Treads Misc. MC12x10.6 Stringer Landing Dead Load 10 GA Metal Pan 2' Lightweight Concrete Fill Framing Members FLOOR LIVE LOADS: Seismic Design@ Stringers Fp Seismic= MC12x10.6 = 1 /2 Width of Stairs = Fp = Seismic Design @ Landing Fp Seismic= MC12x10.6 = C8x11.5 = C4x7.25 = Total Area of Landing = Length of Seismic Members = Fp = Sub-Total : Total : Sub-Total : 38.0 psf 2.0 psf 40.0 psf 5.3 psf 45.3 psf 6.0 psf 19.0 psf 25.0 psf Varies 100.0 psf 0.533 •w (Strength) 10.6 plf 2.00 ft 48.3 plf Egress Stairs 0.533 •w (Strength) 10.6 plf 11.5 plf 7.25 plf Total Length of MC12x10.6 = Total Length of C8x 11.5 = Total Length of C4x7.25 = 8 ft Weight of MC12x10.6 = 8 ft Weight of C8x11.5 = 4 ft Weight of C4x7.25 = Total Weight of Landing Members = 16.0 sqft 20 0 ft 'Seismic Members' are members to which seismic load is applied in the analysis 16.1 plf Fp = ( Total Weight of Landing Members x Cs I Length of Seismic Members) Page 5 03/17/23 ESY 84.8 lb 92 lb 29 lb 206 lb + ( Dead Load (PSF) x Total Area of Landing x Cs / Length of Seismic Members ) Envelope Only Solution IIIRISA Orie2 Engineering, Inc. "' ESY Section Set SK-1 Page 6 Section Sets IMC12x10.6 C8x11 .,5 C4x7.25 Mar 17, 2023 at 04:34 PM Aviara Stairs GARAGE.r3d Loads: BLC 1, D Envelope Only Solution IIIRISA ~;~2 Engineering, Inc. 1',(W ,c.: .. t..::.::::...:... ________ I Dead Load Page 7 SK-2 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Loads: BLC 2, L Envelope Only Solution IIIRISA l.20:::r::ie:..2..::.E:..:..:ng~in.:..:e..:..er_in..:::.g:_, l_nc_._1 •• ,,.. """ =··' L~ES~Y---------1 Live Load Page 8 SK-3 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Loads: BLC 3, Ex Envelope Only Solution Ill RISA 1-0_r_ie_2_E_n_g_in_ee_r_in_g_, l_nc_._---1 ESY Seismic Load X Page 9 SK-4 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Loads: BLC 4, Ez Envelope Only Solution IIIRISA 1--0_r_ie2_En_g_in_e_er_in_g,_l_nc_. ----1 ESY Seismic Load Z Page 10 0.017 k/ft SK-5 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Member Code Checks Displayed (Enveloped) Envelope Only Solution IIIRISA Orie2 Engineering, Inc. .,.. ... ESY Code Check (Bending) SK-6 Page 11 Code Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Company Designer : Orie2 Engineering, Inc. : ESY IIIRISA A NEMETSCHEK COMPANY Job Number Model Name : Model Settings Number of Reoorted Sections Number of Internal Sections Member Area Load Mesh Size (in2) Consider Shear Deformation Consider Torsional Waroina Annroximate Mesh Size (in) Transfer Forces Between lntersectina Wood Walls Increase Wood Wall Nailina Caoacitv for Wind Loads Include P-Delta for Walls Ootimize Masonrv and Wood Walls Maximum Number of Iterations Sinale Multiole (Ootimum) Maximum Global Axis corresoondina to vertical direction Convert Existina Data Default Global Plane for z-axis Plate Local Axis Orientation Hot Rolled Steel Stiffness Adiustment Notional Annex Connections Cold Formed Steel Stiffness Adiustment Wood Temoerature Concrete Masonrv Aluminum Structure Tvoe Stiffness Adiustment Stainless Stiffness Adiustment Comoression Stress Block Analvze usina Cracked Sections Leave room for horizontal rebar solices (2*d bar soacina) List forces which were ianored for desian in the Detail Reoort Column Min Steel Column Max Steel Rebar Material Snee Warn if beam-column framina arranaement is not understood Number of Shear Reaions Reaion 2 & 3 Soacina Increase Increment (in) Code Risk Cateaorv Drift Cat 5 100 144 Yes Yes 24 Yes Yes Yes Yes 3 No Yes No y Yes xz Global AISC 15th (360-16): ASD Yes (Iterative) None AISC 14th (360-10): ASD AISI S100-16: ASD Yes <Iterative) AWC NDS-18 / SDPWS-15 ASD < 100F ACI 318-19 TMS 402-16: ASD MADM1-15:ASD Buildina Yes (Iterative) AISC 14th (360-10): ASD Yes <Iterative) Rectanaular Stress Block Yes Yes Yes 1 8 ASTM A615 No 4 4 ASCE 7-16 I or II Other RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Page 12 3/17/2023 4:58:20 PM Checked By : Page 1 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHEK COMPANY Model Name : Model Settinas (Continued) Base Elevation fft) Include the weiaht of the structure in base shear calcs Yes S (a) 1 SD <a) 1 SD. fa) 1 T, (sec) 5 T Z (sec) TX (sec) C,Z 0.02 c.x 0.02 C,Exn. Z 0.75 CExo. X 0.75 RZ 3 RX 3 Q.7 1 Q .')( 1 cdz 4 c.x 4 oz 1 ox 1 RISA-3D Version 21 [Aviara Stairs GARAGE.r3d] Page 13 3/17/2023 4:58:20 PM Checked By : Page 2 IIIRISA A NEMETSCHfK COMPANY Node Coordinates Label 1 N17 2 N18 3 N19 4 N20 5 N21 6 N22 7 N23 8 N24 9 N25 10 N26 11 N27 12 N28 13 N29 14 N30 15 N31 16 N32 17 N33 18 N34 19 N35 20 N36 21 N37 22 N38 23 N39 24 N40 25 N41 26 N42 27 N43 28 N44 29 N45 30 N46 31 N47 32 N48 33 N49 34 N50 35 N51 36 N52 37 N53 38 N54 39 N55 40 N56 41 N57 42 N58 43 N59 44 N60 45 N61 46 N62 47 N63 48 N64 49 N65 50 N66 51 N67 52 N68 53 N69 54 N70 55 N71 RISA-3D Version 21 Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : X [ft] y [ft] z [ft] 28.582907 -11.250288 -0.000333 21 .16624 -4.500287 -11.083666 21 .16624 -4.500287 -7.083666 28.582907 -6.750287 -9.083666 24.582907 -11.250288 -0.000333 17.16624 -0.000287 -0.000333 17.16624 -4.500287 -11.083666 21 .16624 -0.000287 -0.000333 28.582907 -6.750287 -7.083666 28.582907 -6.750287 -11.083666 17.16624 -4.500287 -7.083666 24.582907 -6.750287 -7.083666 24.582907 -6.750287 -11.083666 24.582907 -6.750287 -9.083666 19.16624 -4.500287 -11.083666 19.16624 -4.500287 -7.083666 28.582907 -6.750287 -8.083666 17.16624 -4.500287 -8.083666 17.16624 -4.500287 -10.583666 28.582907 -6.750287 -10.583666 28.082907 -6.750287 -11.083666 25.582907 -6.750287 -11 .083666 17.66624 -4.500287 -11 .083666 20.16624 -4.500287 -11.083666 17.16624 -4.500287 -7.583666 17.66624 -4.500287 -7.583666 17.66624 -4.500287 -7.083666 18.16624 -4.500287 -7.583666 18.16624 -4.500287 -7.083666 18.66624 -4.500287 -7.583666 18.66624 -4.500287 -7.083666 19.16624 -4.500287 -7.583666 19.66624 -4.500287 -7.583666 19.66624 -4.500287 -7.083666 20.16624 -4.500287 -7.583666 20.16624 -4.500287 -7.083666 20.66624 -4.500287 -7.583666 20.66624 -4.500287 -7.083666 21 .16624 -4.500287 -7.583666 17.66624 -4.500287 -8.083666 18.16624 -4.500287 -8.083666 18.66624 -4.500287 -8.083666 19.16624 -4.500287 -8.083666 19.66624 -4.500287 -8.083666 20.16624 -4.500287 -8.083666 20.66624 -4.500287 -8.083666 21.16624 -4.500287 -8.083666 17.16624 -4.500287 -8.583666 17.66624 -4.500287 -8.583666 18.16624 -4.500287 -8.583666 18.66624 -4.500287 -8.583666 19.16624 -4.500287 -8.583666 19.66624 -4.500287 -8.583666 20.16624 -4.500287 -8.583666 20.66624 -4.500287 -8.583666 [ Aviara Stairs GARAGE.r3d ] Page 14 3/17/2023 4:58:20 PM Checked By : Detach From Diaphraam Page 3 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number ,._ NEIAl'TSCHEK COMPI\NY Model Name: Node Coordinates (Continued) Label X fftl Y fftl Z fftl 56 N72 21.16624 -4.500287 -8.583666 57 N73 17.16624 -4.500287 -9.083666 58 N74 17.66624 -4.500287 -9.083666 59 N75 18.16624 -4.500287 -9.083666 60 N76 18.66624 -4.500287 -9.083666 61 N77 19.16624 -4.500287 -9.083666 62 N78 19.66624 -4.500287 -9.083666 63 N79 20.16624 -4.500287 -9.083666 64 N80 20.66624 -4.500287 -9.083666 65 N81 21.16624 -4.500287 -9.083666 66 N82 17.16624 -4.500287 -9.583666 67 N83 17.66624 -4.500287 -9.583666 68 N84 18.16624 -4.500287 -9.583666 69 N85 18.66624 -4.500287 -9.583666 70 N86 19.16624 -4.500287 -9.583666 71 N87 19.66624 -4.500287 -9.583666 72 N88 20.16624 -4.500287 -9.583666 73 N89 20.66624 -4.500287 -9.583666 74 N90 21.16624 -4.500287 -9.583666 75 N91 17.16624 -4.500287 -10.083666 76 N92 17.66624 -4.500287 -10.083666 77 N93 18.16624 -4.500287 -10.083666 78 N94 18.66624 -4.500287 -10.083666 79 N95 19.16624 -4.500287 -10.083666 80 N96 19.66624 -4.500287 -10.083666 81 N97 20.16624 -4.500287 -10.083666 82 N98 20.66624 -4.500287 -10.083666 83 N99 21.16624 -4.500287 -10.083666 84 N100 17.66624 -4.500287 -10.583666 85 N101 18.16624 -4.500287 -10.583666 86 N102 18.66624 -4.500287 -10.583666 87 N103 19.16624 -4.500287 -10.583666 88 N104 19.66624 -4.500287 -10.583666 89 N105 20.16624 -4.500287 -10.583666 90 N106 20.66624 -4.500287 -10.583666 91 N107 21.16624 -4.500287 -10.583666 92 N108 18.16624 -4.500287 -11.083666 93 N109 18.66624 -4.500287 -11.083666 94 N110 19.66624 -4.500287 -11 .083666 95 N111 20.66624 -4.500287 -11.083666 96 N112 24.582907 -6.750287 -7.583666 97 N113 25.082907 -6.750287 -7.583666 98 N114 25.082907 -6.750287 -7.083666 99 N115 25.582907 -6.750287 -7.583666 100 N116 25.582907 -6.750287 -7.083666 101 N117 26.082907 -6.750287 -7.583666 102 N118 26.082907 -6.750287 -7.083666 103 N119 26.582907 -6.750287 -7.583666 104 N120 26.582907 -6.750287 -7.083666 105 N121 27.082907 -6.750287 -7.583666 106 N122 27.082907 -6.750287 -7.083666 107 N123 27.582907 -6.750287 -7.583666 108 N124 27.582907 -6.750287 -7.083666 109 N125 28.082907 -6.750287 -7.583666 110 N126 28.082907 -6.750287 -7.083666 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Page 15 3/17/2023 4:58:20 PM Checked By : Detach From Diaphragm Page4 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHEK COMPANY Model Name : Node Coordinates {Continued/ Label X rttl y [ft] Z lftl 111 N127 28.582907 -6.750287 -7.583666 112 N128 24.582907 -6.750287 -8.083666 113 N129 25.082907 -6.750287 -8.083666 114 N130 25.582907 -6.750287 -8.083666 115 N131 26.082907 -6.750287 -8.083666 116 N132 26.582907 -6.750287 -8.083666 117 N133 27.082907 -6.750287 -8.083666 118 N134 27.582907 -6.750287 -8.083666 119 N135 28.082907 -6.750287 -8.083666 120 N136 24.582907 -6.750287 -8.583666 121 N137 25.082907 -6.750287 -8.583666 122 N138 25.582907 -6.750287 -8.583666 123 N139 26.082907 -6.750287 -8.583666 124 N140 26.582907 -6.750287 -8.583666 125 N141 27.082907 -6.750287 -8.583666 126 N142 27.582907 -6.750287 -8.583666 127 N143 28.082907 -6.750287 -8.583666 128 N144 28.582907 -6.750287 -8.583666 129 N145 25.082907 -6.750287 -9.083666 130 N146 25.582907 -6.750287 -9.083666 131 N147 26.082907 -6.750287 -9.083666 132 N148 26.582907 -6.750287 -9.083666 133 N149 27.082907 -6.750287 -9.083666 134 N150 27.582907 -6.750287 -9.083666 135 N151 28.082907 -6.750287 -9.083666 136 N152 24.582907 -6.750287 -9.583666 137 N153 25.082907 -6.750287 -9.583666 138 N154 25.582907 -6.750287 -9.583666 139 N155 26.082907 -6.750287 -9.583666 140 N156 26.582907 -6.750287 -9.583666 141 N157 27.082907 -6.750287 -9.583666 142 N158 27.582907 -6.750287 -9.583666 143 N159 28.082907 -6.750287 -9.583666 144 N160 28.582907 -6.750287 -9.583666 145 N161 24.582907 -6.750287 -10.083666 146 N162 25.082907 -6.750287 -10.083666 147 N163 25.582907 -6.750287 -10.083666 148 N164 26.082907 -6.750287 -10.083666 149 N165 26.582907 -6.750287 -10.083666 150 N166 27.082907 -6.750287 -10.083666 151 N167 27.582907 -6.750287 -10.083666 152 N168 28.082907 -6.750287 -10.083666 153 N169 28.582907 -6.750287 -10.083666 154 N170 24.582907 -6.750287 -10.583666 155 N171 25.082907 -6.750287 -10.583666 156 N172 25.582907 -6.750287 -10.583666 157 N173 26.082907 -6.750287 -10.583666 158 N174 26.582907 -6.750287 -10.583666 159 N175 27.082907 -6.750287 -10.583666 160 N176 27.582907 -6.750287 -10.583666 161 N177 28.082907 -6.750287 -10.583666 162 N178 25.082907 -6.750287 -11.083666 163 N179 26.082907 -6.750287 -11.083666 164 N180 26.582907 -6.750287 -11.083666 165 N181 27.082907 -6.750287 -11.083666 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ) Page 16 3/17/2023 4:58:20 PM Checked By : Detach From DiaphraQm Page 5 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHEK COMPANY Model Name : Node Coordinates (Continued) Label X ft y ft 166 N182 27.582907 -6.750287 Hot Rolled Steel Properties z ft -11.083666 Page 17 311712023 4:58:20 PM Checked By : Detach From Dia hra m Label E [ksil G [ksil Nu Therm Coeff 11 e5°F-'1 Densitv lk/ft3l Yield lksil Rv Fu fksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Hot Rolled Steel Design Parameters Label Shaoe Lenath lftl Lb v-v lftl Lb z-z lftl Lcomo too lftl Lcomo bot lftl Channel Conn a fftl Function 1 M17 MC12x10.6 4.091 1 1 1 1 NIA NIA Lateral 2 M18 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 3 M19 MC12x10.6 4 1 1 NIA NIA Lateral 4 M20 C8x11 .5 4 1 1 NIA NIA Lateral 5 M21 MC12x10.6 4 1 1 NIA NIA Lateral 6 M22 C8x11 . 5 4 1 1 N/A N/A Lateral 7 M23 MC12x10.6 4 1 • 1 NIA NIA Lateral 8 M24 C8x11 .5 4 1 1 NIA NIA Lateral 9 M25 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 10 M26 MC12x10.6 4.091 1 1 1 1 NIA NIA Lateral 11 M27 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 12 M28 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 13 M29 MC12x10.6 4 1 1 NIA NIA Lateral 14 M30 C8x11. 5 4 1 1 NIA NIA Lateral 15 M31 C4x7.25 4 1 1 NIA NIA Lateral 16 M32 C4x7.25 4 1 1 NIA NIA Lateral Hot Rolled Steel Section Sets Label Shaoe Tvoe Desian List Material Desian Rule Area lin2l lvv lin4l lzz [in•] J lin•l 1 MC12x10.6 MC12X10.6 Beam Channel A36 Gr.36 Tvnical 3.1 0.378 55.3 0.06 2 C8x11 . 5 C8X11.5 Beam Channel A36 Gr.36 Tvnical 3.37 1.31 32.5 0.13 3 C4x7.25 C4X7.25 Beam Channel A36 Gr.36 Tvnical 2.13 0.425 4.58 0.082 Plate Primary Data Label A Node B Node C Node D Node Material Thickness finl 1 P3 N27 N41 N42 N43 nen Steel 0.135 2 P4 N43 N42 N44 N45 aen Steel 0.135 3 P5 N45 N44 N46 N47 aen Steel 0.135 4 P6 N47 N46 N48 N32 nen Steel 0.135 5 P7 N32 N48 N49 N50 aen Steel 0.135 6 P8 N50 N49 N51 N52 nen Steel 0.135 7 pg N52 N51 N53 N54 aen Steel 0.135 8 P10 N54 N53 N55 N19 nen Steel 0.135 RISA-3D Version 21 [Aviara Stairs GARAGE.r3d] Page6 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMFTSCHEK COMPANY Model Name : Plate Primary Data {Continued) Label A Node B Node C Node D Node 9 P11 N41 N34 N56 N42 10 P12 N42 N56 N57 N44 11 P13 N44 N57 N58 N46 12 P14 N46 N58 N59 N48 13 P15 N48 N59 N60 N49 14 P16 N49 N60 N61 N51 15 P17 N51 N61 N62 N53 16 P18 N53 N62 N63 N55 17 P19 N34 N64 N65 N56 18 P20 N56 N65 N66 N57 19 P21 N57 N66 N67 N58 20 P22 N58 N67 N68 N59 21 P23 N59 N68 N69 N60 22 P24 N60 N69 N70 N61 23 P25 N61 N70 N71 N62 24 P26 N62 N71 N72 N63 25 P27 N64 N73 N74 N65 26 P28 N65 N74 N75 N66 27 P29 N66 N75 N76 N67 28 P30 N67 N76 N77 N68 29 P31 N68 N77 N78 N69 30 P32 N69 N78 N79 N70 31 P33 N70 N79 N80 N71 32 P34 N71 N80 N81 N72 33 P35 N73 N82 N83 N74 34 P36 N74 N83 N84 N75 35 P37 N75 N84 N85 N76 36 P38 N76 N85 N86 N77 37 P39 N77 N86 N87 N78 38 P40 N78 N87 N88 N79 39 P41 N79 N88 N89 N80 40 P42 N80 N89 N90 N81 41 P43 N82 N91 N92 N83 42 P44 N83 N92 N93 N84 43 P45 N84 N93 N94 N85 44 P46 N85 N94 N95 N86 45 P47 N86 N95 N96 N87 46 P48 N87 N96 N97 N88 47 P49 N88 N97 N98 N89 48 P50 N89 N98 N99 N90 49 P51 N91 N35 N100 N92 50 P52 N92 N1 00 N101 N93 51 P53 N93 N101 N102 N94 52 P54 N94 N102 N103 N95 53 P55 N95 N103 N104 N96 54 P56 N96 N104 N105 N97 55 P57 N97 N105 N106 N98 56 P58 N98 N106 N107 N99 57 P59 N35 N23 N39 N100 58 P60 N100 N39 N1 08 N101 59 P61 N101 N108 N109 N102 60 P62 N102 N109 N31 N103 61 P63 N103 N31 N110 N104 62 P64 N104 N110 N40 N105 63 P65 N105 N40 N111 N106 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Material aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel cien Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel cien Steel aen Steel qen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel cien Steel aen Steel _gen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel cien Steel aen Steel aen Steel aen Steel Page 18 3/17/2023 4:58:20 PM Checked By : Thickness finl 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.1 35 0.135 0.135 0.135 0.135 0.135 Page 7 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHEK COMPANY Model Name : Plate Primary Data (Continued) Label A Node B Node C Node D Node 64 P66 N106 N111 N18 N107 65 P67 N28 N112 N113 N114 66 P68 N114 N113 N115 N116 67 P69 N116 N115 N117 N118 68 P70 N118 N117 N119 N120 69 P71 N120 N119 N121 N122 70 P72 N122 N121 N123 N124 71 P73 N124 N123 N125 N126 72 P74 N126 N125 N127 N25 73 P75 N112 N128 N129 N113 74 P76 N11 3 N129 N130 N115 75 P77 N115 N130 N131 N117 76 P78 N117 N131 N132 N119 77 P79 N119 N132 N133 N121 78 P80 N121 N133 N134 N123 79 P81 N123 N134 N135 N125 80 P82 N125 N135 N33 N127 81 P83 N128 N136 N137 N129 82 P84 N129 N1 37 N138 N130 83 P85 N130 N138 N139 N131 84 P86 N131 N139 N140 N132 85 P87 N132 N140 N141 N133 86 PBB N1 33 N141 N142 N134 87 P89 N134 N142 N143 N135 88 P90 N135 N143 N144 N33 89 P91 N136 N30 N145 N137 90 P92 N137 N145 N146 N138 91 P93 N138 N146 N147 N139 92 P94 N139 N147 N148 N140 93 P95 N140 N148 N149 N141 94 P96 N141 N149 N150 N142 95 P97 N142 N150 N151 N143 96 P98 N143 N151 N20 N144 97 P99 N30 N152 N153 N145 98 P100 N145 N153 N154 N146 99 P101 N146 N154 N155 N147 100 P102 N147 N155 N156 N148 101 P103 N148 N156 N157 N149 102 P104 N149 N157 N158 N150 103 P105 N150 N158 N159 N151 104 P106 N151 N159 N160 N20 105 P107 N152 N161 N162 N153 106 P108 N153 N162 N163 N154 107 P109 N154 N163 N164 N155 108 P110 N155 N164 N165 N156 109 P111 N156 N165 N166 N157 110 P112 N157 N166 N167 N158 111 P113 N158 N167 N168 N159 112 P114 N159 N168 N169 N160 113 P115 N161 N170 N171 N162 114 P116 N162 N171 N172 N163 115 P117 N163 N172 N173 N164 116 P118 N164 N173 N174 N165 117 P119 N165 N174 N175 N166 118 P1 20 N166 N175 N176 N167 RISA-3D Version 21 [Aviara Stairs GARAGE.r3d] Material aen Steel nen Steel aen Steel aen Steel nen Steel aen Steel nen Steel aen Steel nen Steel nen Steel nen Steel nen Steel aen Steel nen Steel aen Steel aen Steel nen Steel aen Steel nen Steel nen Steel aen Steel nen Steel aen Steel nen Steel aen Steel nen Steel aen Steel aen Steel nen Steel aen Steel nen Steel nen Steel aen Steel nen Steel oen Steel nen Steel aen Steel nen Steel nen Steel oen Steel nen Steel aen Steel nen Steel aen Steel nen Steel nen Steel aen Steel nen Steel aen Steel nen Steel aen Steel nen Steel aen Steel aen Steel nen Steel Page 19 3/17/2023 4:58:20 PM Checked By : Thickness linl 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 Page8 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSC.HEK COMPANY Model Name : Plate Primary Data (Continued) Label A Node B Node C Node D Node Material 119 P121 N167 N176 N177 N168 aen Steel 120 P122 N168 N177 N36 N169 oen Steel 121 P123 N170 N29 N178 N171 aen Steel 122 P124 N171 N178 N38 N172 aen Steel 123 P125 N172 N38 N179 N173 oen Steel 124 P126 N173 N179 N180 N174 aen Steel 125 P127 N174 N180 N181 N175 oen Steel 126 P128 N175 N181 N182 N176 aen Steel 127 P129 N176 N182 N37 N177 aen Steel 128 P130 N177 N37 N26 N36 oen Steel Design Size and Code Check Parameters Label Max Axial/Bending Chk Typical Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Member Distributed Loads (BLC 3 : Ex) Page 20 3/17/2023 4:58:20 PM Checked By : Thickness rinl 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 Max Shear Chk Member Label Direction Start Maqnitude [k/ft, F, ksf k-ft/ft] End Maonitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %) End Location I/ft, %Y 1 M27 X 0.049 0.049 0 %100 2 M25 X 0.049 0.049 0 %100 3 M26 X 0.049 0.049 0 %100 4 M17 X 0.049 0.049 0 %100 5 M28 X 0.049 0.049 0 %100 6 M18 X 0.049 0.049 0 %100 7 M29 X 0.017 0.017 0 %100 8 M23 X 0.017 0.017 0 %100 9 M32 X 0.017 0.017 0 %100 10 M24 X 0.017 0.017 0 %100 11 M20 X 0.017 0.017 0 %100 12 M30 X 0.017 0.017 0 %100 13 M21 X 0.017 0.017 0 %100 14 M31 X 0.017 0.017 0 %100 15 M22 X 0.017 0.017 0 %100 16 M19 X 0.017 0.017 0 %100 Member Distributed Loads (BLC 4 : Ez) Member Label Direction Start Maanitude [k/ft F ksf k-ft/ft] End Maanitude [k/ft F ksf k-ft/ft] Start Location [(ft %)1 End Location 11ft, %\' 1 M27 z 0.049 0.049 0 %100 2 M25 z 0.049 0.049 0 %100 3 M26 z 0.049 0.049 0 %100 4 M17 z 0.049 0.049 0 %100 5 M28 z 0.049 0.049 0 %100 6 M18 z 0.049 0.049 0 %100 7 M29 z 0.017 0.017 0 %100 8 M23 z 0.017 0.017 0 %100 9 M32 z 0.017 0.017 0 %100 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Page 9 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHEK COMPANY Model Name : Member Distributed Loads (BLC 4 : Ez) (Continued) Page 21 3/17/2023 4:58:20 PM Checked By : Member Label Direction Start Maanitude fk/ft F ksf k-ft/ftl End Maanitude [k/ft F ksf k-ft/ftl Start Location flft %)1 End Location [(ft %)1 10 M24 z 0.017 0.017 0 %100 11 M20 z 0.017 0.017 0 %100 12 M30 z 0.017 0.017 0 %100 13 M21 z 0.017 0.017 0 %100 14 M31 z 0.017 0.017 0 %100 15 M22 z 0.017 0.017 0 %100 16 M19 z 0.017 0.017 0 %100 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Maanitude [k/ft F, ksf k-ft/ftl End Maanitude fk/ft F ksf k-ft/ftl Start Location f(ft %)1 End Location f(ft %)1 1 M25 y -0.08 -0.08 7.772e-16 8.392 2 M27 y -0.08 -0.08 1.443e-15 8.392 3 M18 y -0.08 -0.08 3.331e-16 8.392 4 M28 y -0.08 -0.08 6.661e-16 8.392 5 M17 y -0.08 -0.08 1.11e-15 4.091 6 M26 y -0.08 -0.08 0 4.091 7 M20 y -0.025 -0.025 0 4 8 M23 y -0.025 -0.025 1 4 9 M24 y -0.025 -0.025 1 4 10 M29 y -0.025 -0.025 1 3 11 M32 y -0.05 -0.05 1 3 12 M19 y -0.025 -0.025 1.832e-15 4 13 M21 y -0.025 -0.025 1 4 14 M22 y -0.025 -0.025 1 4 15 M30 y -0.025 -0.025 1 3 16 M31 y -0.05 -0.05 1 3 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) Member Label Direction Start Maanitude fk/ft, F, ksf, k-ft/ftl End Maanitude fk/ft, F, ksf k-ft/ftl Start Location flft, %)1 End Location [(ft, %)' 1 M18 y -0.2 -0.2 3.331e-16 8.392 2 M28 y -0.2 -0.2 6.661e-16 8.392 3 M20 y -0.1 -0.1 0 4 4 M23 y -0.1 -0.1 1 4 5 M24 y -0.1 -0.1 1 4 6 M29 y -0.1 -0.1 1 3 7 M32 y -0.2 -0.2 1 3 8 M19 y -0.1 -0.1 1.832e-15 4 9 M21 y -0.1 -0.1 1 4 10 M22 y -0.1 -0.1 1 4 11 M30 y -0.1 -0.1 1 3 12 M31 y -0.2 -0.2 1 3 13 M25 y -0.2 -0.2 5.551e-16 8.392 14 M27 y -0.2 -0.2 1.221 e-15 8.392 15 M17 y -0.2 -0.2 1.11e-15 4.091 16 M26 y -0.2 -0.2 0 4.091 Member Area Loads (BLC 1 : D) Node A Node B Node C Node D Direction Load Direction Maanitude fksfl 1 N22 N24 N19 N27 y A-B -0.04 2 N28 N25 N17 N21 y A-B -0.04 3 N19 N18 N29 N28 y A-B -0.04 4 N27 N23 N18 N19 y TwoWav -0.025 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Page 10 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMFTSCHF.K COMPANY Model Name : Member Area Loads (BLC 1 : D) (Continued) Node A Node 8 Node C Node D Direction 5 N28 N29 N26 N25 y Member Area Loads (BLC 2 : L) Node A Node 8 Node C Node D Direction 1 N27 N23 N18 N19 y 2 N28 N29 N26 N25 y 3 N27 N19 N24 N22 y 4 N19 N18 N29 N28 y 5 N28 N25 N17 N21 y Basic Load Cases BLC Description Category Y Gravity 1 D DL -1 2 L LL 3 Ex EU< 4 Ez ELZ 5 BLC 1 Transient Area Loads None 6 BLC 2 Transient Area Loads None Load Combinations Description Solve P-Delta BLC Factor 1 D Yes y DL 1 2 L Yes y LL 1 3 D+L Yes y DL 1 4 D + 0.7Ex Yes y DL 1 5 D + 0.7Ez Yes y DL 1 6 D -0.7Ex Yes y DL 1 7 D -0.7Ez Yes y DL 1 8 D + 0.75L + 0.525Ex Yes y DL 1 9 D + 0.75L + 0.525Ez Yes y DL 1 10 D + 0.75L -0.525Ex Yes y DL 1 11 D + 0.75L -0.525Ez Yes y DL 1 12 0.60 + 0.7Ex Yes y DL 0.6 13 0.6D + 0.7Ez Yes y DL 0.6 14 0.60-0.7Ex Yes y DL 0.6 15 0.60-0.7Ez Yes y DL 0.6 16 1.40 y DL 1.4 17 1.2D + 1.6L y DL 1.2 18 1.2D + 0.5L + Ex y DL 1.2 19 1.2D + 0.5L + Ez y DL 1.2 20 1.20 + 0.5L -Ex y DL 1.2 21 1.2D + 0.5L -Ez y DL 1.2 22 0.9D + Ex y DL 0.9 23 0.9D + Ez y DL 0.9 24 0.9D-Ex y DL 0.9 25 0.9D-Ez y DL 0.9 26 1.20 + 0.SL + OmeaaEx y DL 1.2 27 1.2D + 0.SL + OmeaaEz y DL 1.2 28 1.2D + 0.SL -OmeaaEx y DL 1.2 29 1.2D + 0.5L -OmeaaEz y DL 1.2 30 0.9D + OmeaaEx y DL 0.9 31 0.9D + OmeaaEz y DL 0.9 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ) Load Direction TwoWa Load Direction Two Way TwoWav A-8 A-8 A-8 Distributed 16 16 16 16 BLC Factor LL 1 ELX 0.7 ELZ 0.7 EU< -0.7 ELZ -0.7 EU< 0.525 ELZ 0.525 EU< -0.525 ELZ -0.525 EU< 0.7 ELZ 0.7 EU< -0.7 ELZ -0.7 LL 1.6 EU< 1 ELZ 1 EU< -1 ELZ -1 EU< 1 ELZ 1 EU< -1 ELZ -1 Om*EU< 1 Om*ELZ 1 Om*EU< -1 Om*ELZ -1 Om*EU< 1 Om*ELZ 1 Page 22 3/17/2023 4:58:20 PM Checked By : Ma nitude ks -0.025 Maanitude fksfl -0.1 -0.1 -0.1 -0.1 -0.1 Area/Member) 5 5 BLC Factor LL 0.75 LL 0.75 LL 0.75 LL 0.75 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 Page 11 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A l<EMETSCHEK COMPANY Model Name: Load Combinations (Continued) Solve P-Delta 32 y 33 y Load Combination Design BLC Factor BLC DL 0.9 Om*ELX DL 0.9 Om*ELZ Factor BLC -1 -1 Page 23 3/17/2023 4:58:20 PM Checked By : Factor Description CD Service Hot Rolled Cold Formed Wood Concrete Masonrv Aluminum Stainless Connection 1 D Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 L Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 D+L Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 D + 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 D + 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 0-0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 0-0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 D + 0.75L + 0.525Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 D + 0.75L + 0.525Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 D + 0.75L -0.525Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 D + 0.75L -0.525Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 0.60 + 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 0.60 + 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 0.60 -0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 0.60 -0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 1.40 Yes Yes Yes Yes Yes Yes Yes 17 1.20 + 1.6L Yes Yes Yes Yes Yes Yes Yes 18 1.20 + 0.5L + Ex Yes Yes Yes Yes Yes Yes Yes 19 1.20 + 0.5L + Ez Yes Yes Yes Yes Yes Yes Yes 20 1.20 + 0.5L -Ex Yes Yes Yes Yes Yes Yes Yes 21 1.20 + 0.5L -Ez Yes Yes Yes Yes Yes Yes Yes 22 0.90 + Ex Yes Yes Yes Yes Yes Yes Yes 23 0.90 + Ez Yes Yes Yes Yes Yes Yes Yes 24 0.90 -Ex Yes Yes Yes Yes Yes Yes Yes 25 0.90-Ez Yes Yes Yes Yes Yes Yes Yes 26 1.20 + 0.5L + OmeaaEx Yes Yes Yes Yes Yes Yes Yes 27 1.20 + 0.5L + OmeaaEz Yes Yes Yes Yes Yes Yes Yes 28 1.20 + 0.5L -OmeaaEx Yes Yes Yes Yes Yes Yes Yes 29 1.20 + 0.5L -OmeaaEz Yes Yes Yes Yes Yes Yes Yes 30 0.90 + OmeaaEx Yes Yes Yes Yes Yes Yes Yes 31 0.90 + OmeaaEz Yes Yes Yes Yes Yes Yes Yes 32 0.90 -OmeaaEx Yes Yes Yes Yes Yes Yes Yes 33 0.90 -OmeaaEz Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X lkl LC Y lkl LC Z lkl LC MX lk-ft LC MY lk-ftl LC MZ [k-ftl LC 1 N34 max 1.806 10 1.958 3 0.017 15 0 15 0 15 0 15 2 min -0.094 12 0.345 12 -1.073 3 0 1 0 1 0 1 3 N35 max 0.089 10 -0.109 15 0.017 14 0 15 0 15 0 15 4 min -0.07 12 -0.857 3 -0.264 8 0 1 0 1 0 1 5 N33 max 1.794 10 2.041 3 1.035 3 0 15 0 15 0 15 6 min -0.098 12 0.357 12 -0.029 13 0 1 0 1 0 1 7 N36 max 0.091 6 -0.05 13 0.26 8 0 15 0 15 0 15 8 min -0.073 12 -0.5 3 -0.026 14 0 1 0 1 0 1 9 N17 max 0.11 14 1.821 3 -0.119 15 0 15 0 15 0 15 10 min -0.11 1 4 0.326 12 -1.164 3 0 1 0 1 0 1 11 N21 max 0.144 14 3.635 3 -0.536 15 0 15 0 15 0 15 12 min -0.144 4 0.647 14 -3.822 3 0 1 0 1 0 1 RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d ] Page 12 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHFK COMPANY Model Name : Envelope Node Reactions (Continued/ Node Label X [kl LC Y[kl LC Z [kl LC MX [k-ft] LC 13 N22 max 0.11 14 1.88 3 1.244 3 0 15 14 min -0.111 4 0.336 12 0.133 13 0 1 15 N24 max 0.144 6 3.645 3 3.833 3 0 15 16 min -0.144 12 0.649 14 0.537 13 0 1 17 N39 max -0.048 14 0.279 3 -0.03 15 0 15 18 min -0.576 3 0.034 15 -0.49 3 0 1 19 N40 max -0.109 14 1.54 3 -0.279 15 0 15 20 min -1.267 3 0.285 13 -3.259 3 0 1 21 N38 max -0.111 14 1.447 3 3.229 3 0 15 22 min -1.244 3 0.267 15 0.277 13 0 1 23 N37 max -0.041 14 0.011 15 0.477 3 0 15 24 min -0.548 3 -0.047 9 0.029 13 0 1 25 Totals: max 1.908 6 16.844 3 1.908 15 26 min -1.908 12 3.177 14 -1.908 5 Envelope Beam Deflections Member Label Soan Location [ft] y' [in] 1 M17 1 max 3.196 -0.001 2 1 min 0 0 3 M18 1 max 2.622 0.001 4 1 min 8.392 0.053 5 M19 1 max 0.083 -0.001 6 1 min 0 -0.004 7 2 max 3.5 0 8 2 min 1 0 9 3 max 4 0 10 3 min 3.542 0 11 M20 1 max 1.5 -0.001 12 1 min 0 0 13 M21 1 max 0.5 0 14 1 min 0 0 15 2 max 3 0 16 2 min 0.542 0 17 3 max 3.75 -0.001 18 3 min 3.042 0 19 M22 1 max 2.875 -0.001 20 1 min 0 0 21 M23 1 max 0.083 -0.001 22 1 min 0 -0.001 23 2 max 3.5 0 24 2 min 1.042 0 25 3 max 4 0 26 3 min 3.542 0 27 M24 1 max 2.917 -0.001 28 1 min 0 0 29 M25 1 max 2.71 0.001 30 1 min 8.392 0.067 31 M26 1 max 1.619 -0.001 32 1 min 0 0 33 M27 1 max 2.885 0.001 34 1 min 8.392 0.054 35 M28 1 max 2.71 0.001 36 1 min 8.392 0.067 37 M29 1 max 0.125 -0.001 38 1 min 0 -0.004 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Page 24 3/17/2023 4:58:20 PM Checked By : MY [k-ftl LC MZ lk-ftl LC 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 (n) L'/y' Ratio LC NC 3 NC 1 NC 4 3773 3 NC 1 6632 3 NC 15 NC 1 NC 15 NC 1 NC 3 NC 1 NC 15 NC 1 NC 15 NC 1 NC 8 NC 1 NC 8 NC 1 NC 2 NC 1 NC 15 NC 1 NC 15 NC 1 NC 10 NC 1 NC 13 2999 3 NC 10 NC 1 NC 7 3707 3 NC 15 3004 3 NC 4 6164 3 Page 13 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHEK COMPA'IY Model Name : Envelope Beam Deflections {Continued) Member Label Soan Location fftl 39 2 max 3.5 40 2 min 1 41 3 max 4 42 3 min 3.542 43 M30 1 max 1.375 44 1 min 0 45 M31 1 max 0.625 46 1 min 2 47 M32 1 max 3.333 48 1 min 2 Envelope Beam Deflection Checks Beam Desian Rule Soan Defl linl Ratio LC Defl linl 1 M17 Tvoical 1 0 NC HOU 0 2 M18 Tvnical 1 0.0009154 NC HOU 0.037 3 M19 Tvoical 1 -3.474e-5 NC 1<DU -0.002 4 2 -1.613e-21 NC HOU -3.39e-21 5 3 -4.406e-5 NC HOU -9.89e-5 6 M20 Tvnical 1 1.084e-19 NC HOU -8.674e-19 7 M21 Tvnical 1 -7.302e-23 NC HOU -3.716e-22 8 2 4.567e-21 NC HOU 9.904e-21 9 3 -0.000527 NC 1<0Ll -0.0009937 10 M22 Tvoical 1 0 NC HOU 0 11 M23 Tvnical 1 4.875e-21 NC HOU 1.052e-20 12 2 8.179e-22 NC HOU 1.969e-21 13 3 -4.612e-5 NC 1rou -0.0001042 14 M24 Tvoical 1 2.168e-19 NC HOU 8.674e-19 15 M25 Tvoical 1 0.021 9627 1<0Ll 0.046 16 M26 Tvoical 1 0 NC HOU 0 17 M27 Tvnical 1 0.0009202 NC HOU 0.037 18 M28 Tvoical 1 0.021 9656 HOU 0.046 19 M29 Tvnical 1 -3.776e-5 NC HOU -0.003 20 2 -2.598e-21 NC 1<DU -5.974e-21 21 3 -4.612e-5 NC 1(0L) -0.0001042 22 M30 Tvoical 1 1.084e-19 NC HOU -6.505e-19 23 M31 Tvoical 1 0 NC HOU -0.008 24 M32 Tvnical 1 0 NC 1<DU -0.008 Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks v' linl (n) L'/v' Ratio 0 NC 0 NC 0 NC 0 NC -0.001 NC 0 NC -0.001 NC -0.011 4391 -0.001 NC -0.011 4410 Ratio LC Defl linl NC 2<LU 0 5484 2fLL\ 0.053 9664 2<LU -0.004 NC 2fLU -5.003e-21 NC 2fLL\ -0.000143 NC 2<LU -6.505e-19 NC 2fLL\ -4.441e-22 NC 2(Lll 1.447e-20 NC 2fLU -0.0009394 NC 2fLL\ -3.469e-18 NC 2<LU 1.54e-20 NC 2(LL\ 2.787e-21 NC 2lLU -0.0001503 NC 2(LL\ 8.674e-19 4356 2<Lll 0.067 NC 2fLL\ 0 5386 2(LU 0.054 4361 2fLU 0.067 8958 2(LL\ -0.004 NC 2fLL\ -8.571 e-21 NC 2fLL\ -0.0001503 NC 2(Lll -6.505e-19 6302 2fLU -0.011 6328 2(LL\ -0.011 Page 25 3/17/2023 4:58:20 PM Checked By : LC 15 1 15 1 2 1 12 3 15 3 Ratio LC NC 3<DL+LU 3773 3<DL+Lll 6632 3<DL+LL\ NC 3<DL+Lll NC 3<DL+Lll NC 3fDL+LU NC 3<DL+Lll NC 3fDL+LU NC 3<DL+LU NC 3<DL+LU NC 3<DL+LU NC 3fDL+LU NC 3(DL+LU NC 3<DL+Lll 2999 3<DL+LU NC 3<DL+LU 3707 3lbL+LU 3004 3(DL+Lll 6164 3<DL+LU NC 3<DL+Lll NC 3<DL+Lll NC 3(0L+LU 4391 3<DL+Lll 4410 3<DL+LU Member Shape Code CheckLodft LC Shear CheckLocfft Dir LC Pnc/om fk Pnt/om lk Mnvv/om lk-ft Mnzz/om lk-ft Cb Eon 1 M17 MC12X10.E 0.055 0 7 0.017 4.091 V 3 41 .181 66.826 0.883 20.838 1 H1-1b 2 M18 MC12X10.f 0.338 8.392 6 0.039 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1b 3 M19 MC12X10.E 0.317 0 6 0.056 0.5 z 6 41.565 66.826 0.883 20.838 1.62~ H1-1b 4 M20 C8X11.5 0.044 0.5 3 0.023 4 V 11 61 .254 72.647 2.231 17.299 1 H1-1 b' 5 M21 MC12X10.f 0.117 3 3 0.033 3 V 3 41 .565 66.826 0.883 20.838 1.551 H1-1 b 6 M22 C8X11.5 0.025 0.5 4 0.039 0 V 4 61.254 72.647 2.231 17.299 1 H1-1 b 7 M23 MC12X10.f 0.121 1 3 0.036 1 V 3 41.565 66.826 0.883 20.838 1.727 H1-1 b 8 M24 C8X11.5 0.042 2 3 0.048 4 V 8 61.254 72.647 2.231 17.299 1 H1-1 b 9 M25 MC12X10.E 0.384 4.196 4 0.035 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1b 10 M26 MC12X10.F 0.089 2.045 5 0.017 4.091 V 3 41.181 66.826 0.883 20.838 1 H1-1 b 11 M27 MC12X10.E 0.335 8.392 6 0.039 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1b 12 M28 MC12X10.F 0.407 4.109 8 0.035 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1b 13 M29 MC12X10.E 0.31 0 6 0.055 0.5 z 6 41 .565 66.826 0.883 20.838 l.54e H1-1b RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d ] Page 14 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMET SCH EK COMPANY Model Name : Envelope AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) Page 26 3/17/2023 4:58:20 PM Checked By : Member Shape Code CheckLocfft LC Shear Checklocfft Dir LC Pnc/om fk PnUom fk Mnvv/om fk-ft Mnzz/om [k-ft Cb Eqn 14 M30 C8X11.5 0.051 0.5 3 0.023 0.5 y 3 61.254 72.647 2.231 17.299 1 H1-1b' 15 M31 C4X7.25 0.084 2.083 3 0.018 3.5 y 3 40.989 45.916 0.969 5.102 1 H1-1b 16 M32 C4X7.25 0.085 2 3 0.017 0.5 V 3 40.989 45.916 0.969 5.102 1 H1-1b RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d] Page 15 ASD Joint Reactions 0.11 1.244 / 0.133 1.806 3.645 / 0.649 Envelope Only Solution -. -0.576 3•635 / O ~6 7119 / -1 .164 1.821 / 0.326 Reaction and Moment Units are kips and kip-ft {Enveloped) IIIRISA Orie2 Engineering, Inc. • ~--• -·· ESY 9 /-1 .267 Page 27 3.229 / 0.277 0-tJI I 0.029 SK-7 Mar 17, 2023 at 04:43 PM Aviara Stairs GARAGE.r3d ASD Joint Reactions Page 28 3.229 / 0.277 Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. ,. ~L-••-· ESY SK-8 Mar 17, 2023 at 04:43 PM Aviara Stairs GARAGE.r3d ASD Joint Reactions Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. , " ... u " ESY Page 29 Landing Anchors to (E) CMU Wall T = 3,259 lbs Vx = 1,267 lbs Vy= 1,540 lbs SK-9 Mar 17, 2023 at 04:43 PM Aviara Stairs GARAGE.r3d IIIRISA A NEMeTSCHEK COMPANY Company : Orie2 Engineering, Inc. Designer : ESY Job Number ASD Joint Reactions Model Name : Envelope Node Reactions Node Label X fkl LC Y [kl LC Z [kl LC MX [k-ft 1 N34 max 1.806 10 1.958 3 0.017 15 0 2 min -0.094 12 0.345 12 -1.073 3 0 3 N35 max 0.089 10 -0.109 15 0.017 14 0 4 min -0.07 12 -0.857 3 -0.264 8 0 5 N33 max 1.794 10 2.041 3 1.035 3 0 6 min -0.098 12 0.357 12 -0.029 13 0 7 N36 max 0.091 6 -0.05 13 0.26 8 0 8 min -0.073 12 -0.5 3 -0.026 14 0 9 N17 max 0.11 14 1.821 3 -0.119 15 0 10 min -0.111 4 0.326 12 -1.164 3 0 11 N21 max 0.144 14 3.635 3 -0.536 15 0 12 min -0.144 4 0.647 14 -3.822 3 0 13 N22 max 0.11 14 1.88 3 1.244 3 0 14 min -0.111 4 0.336 12 0.133 13 0 15 N24 max 0.144 6 3.645 3 3.833 3 0 16 min -0.1 44 12 0.649 14 0.537 13 0 17 N39 max -0.048 14 0.279 3 -0.03 15 0 18 min -0.576 3 0.034 15 -0.49 3 0 19 N40 max -0.109 14 1.54 3 -0.279 15 0 20 min -1.267 3 0.285 13 -3.259 3 0 21 N38 max -0.111 14 1.447 3 3.229 3 0 22 min -1.244 3 0.267 15 0.277 13 0 23 N37 max -0.041 14 0.011 15 0.477 3 0 24 min -0.548 3 -0.047 9 0.029 13 0 25 Totals: max 1.908 6 16.844 3 1.908 15 26 min -1.908 12 3.177 14 -1.908 5 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] LC MY [k-ft LC 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 Page 30 3/17/2023 4:43:17 PM Checked By : MZ fk-ft LC 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 Page 1 Orie2 Engineering Structural Engineers 9750 M,,.ma, Road, Su,lo 310 San Diego. CA 92126 Fax-(858) 586-0911 PRECAST CONCRETE TREAD "STEPTREAO" (BY "STEPSTONE") N.L. L3X3Xl /4 W/3/4"0 x4_1/2" Project No. : 158.033-23 PROJECT : Aviara-lFA-Stairs Garage Page 31 DATE: 3/16/23 BY: ESY Landing Anchors to (E) CMU Wall l3X3Xl/4XO' -6 2"LT .WT.CONCRETE C8Xll.S OVER 10 GA. l HEADER ,'---,.+--------------'----+--~_::~l:r CMU WALL C4X7.25 L3X3Xl/4 W/3/4"0 X 4'1"1/2" NOMINAL EMBEDMENT HILTI KB-TZ£ EXPANSION ANCHORS (ICC-ESR 4266) SECTION-2 ' ' ' 8 ' L3X3Xl/4~--,-,1 _.1t.-k-'--J~'---'--..1<-.::J"-- W/3/4"0 X 4 1/2" NOMINAL EMBEOMENT HILTI KB-TZ[ EXPANSION ANCHORS (ICC-ESR 4266) SECTION-3 T = 3,259 lbs Vx = 1,267 lbs Vy = 1,540 lbs V = ( 1267"2 + 1540"2 )"1/2 = 1,995 lbs s = 8" Load reduction factor= 0.5 + ( 8 -4 ) / ( 27 -4 ) x 0.5 = 0.587 Tallow= 0.587 x 3810 x 3 anchors= 6,709 lbs Vallow = 0.587 x 4090 x 3 an chors= 7,202 lbs NOMINAL EMBEDMENT , HIL TI KB-TZ2 EXP. ANCHORS 4;tl{r2 EMBEDMENT (ICC-ESR 4266) T I T allow= 3,259 I 6,709 lbs= 0.49 < 1.0 V /Vallow= 1,995 I 7,202 lbs = 0.28 < 1.0 OK OK SECTION-8 T I T allow + V / V allow = 0. 77 < 1. 0 OK Page 32 TABLE 3A-ALLOWABLE ADHESIVE BOND TENSION LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY UNITS (POUNDS)1•2•7•8•9•11•12•13 Anchor Load @ Spacing• Edge Distances Diameter Embedment Critical, Minimum, Critical, Minimum, (inches), or (inches)3 Cc, and Load Reduction Load Reduction Sc, Sc, Smin Factor at Sm1n 6 Cc, Cmfn Factor at Cm1n 6 Rebar Size (inches) (inches) (inches) (inches) 3/a or No. 3 33/a 1240 13.5 4 0.70 12 4 0.80 1/2 or No. 4 41/2 2035 18 4 0.70 20 4 0.76 5/eor No. 5 55/. 2840 22.5 4 0.50 20 4 0.71 ~ 3/4 or No. 6 63/4 3810 27 4 0.50 20 4 0.66 TABLE 3B-ALLOWABLE ADHESIVE BOND SHEAR LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY UNITS (POUNDS)1-2•7•8•9•10•11•12•13 Spacing• Edge Distances Anchor Load Load Reduction Factor at Cmin • Embedment Load@ Critical, Minimum, Critical, Minimum, Diameter (inches)' Cc, and Sc, Reduction (inches) Sc, Smln Factor at Ccr Cmin (inches) (inches) 6 (inches) (inches) Load Load Parallel Smin Perpendicular to Edge to Edge 3/s or No. 3 33/s 850 13.5 4 1.00 12 4 0.88 1.00 1/2 or No. 4 41/2 1495 18 4 1.00 12 4 0.49 1.00 5/, or No. 5 55/. 2615 22.5 4 0.50 20 4 0.40 0.78 3/4 or No. 6 63/4 4090 27 4 0.50 20 4 0.26 0.60 For SI: 1 inch .= 25.4 mm, 1 lbf = 4.45 N, 1 PSI = 6.89 kPa. The following footnotes apply to both Tables 3A and 38: 1 All values are for anchors installed in fully grouted concrete masonry with minimum masonry strength of 1500 psi. Concrete masonry units must be light-, medium-, or normal-weight conforming to ASTM C90. Allowable loads have been calculated using a safety factor of 5. 2 Anchors may be installed in any location in the face of the masonry wall (cell, web, joints). Anchors are limited to one per masonry cell. Embedment depth is measured from the outside face of the concrete masonry unit. ' The critical spacing, s.,, is the anchor spacing where full load values in the table may be used. The minimum spacing, Sm,,. is the minimum anchor spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of an adjacent anchor. 5 The critical edge distance, c.,., is the edge distance where full load values in the table may be used. The minimum edge distance, c.,1,, is the minimum edge distance for which values are available and installation is permitted. Edge distance is measured from the center of the anchor to the closest edge (See Figure 2). 6 Load reduction factors are multiplicative; both spacing and edge distance load reduction factors must be considered. 7 Load values for anchors installed at less than Ser and c.,. must be multiplied by the appropriate load reduction factor based on actual edge distance (c) or spacing (s). 8 Linear interpolation of load values between minimum spacing (Smm) and critical spacing (Ser) and between minimum edge distance (cm,,) and critical edge distance (ccr) is permitted. 9 Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: the 5/8-inch-and the 3/4-inch-diameter anchors and No.5 and No. 6 reinforcing bars may be installed in minimum nominally 8-inch-thick concrete masonry. 10 When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be increased for seismic or wind loading. When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased, or the alternative basic load combinations may be reduced according to Table 2. For the 2015 and 2012 IBC, the allowable loads or load combinations must not be adjusted. 11 Allowable loads must be the lesser of the adjusted masonry or bond values tabulated above and the steel values given in Table 10. 12 Tabulated allowable bond loads must be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 13 For combined loading, see Section 4.1.2. LRFD Joint Reactions Stringer Anchors to Embed Plate\ T = 5,650 lbs Vy = 5,376 lbs Vx = 205 lbs -0.109 / -1 .267 0.137 0.158 1.835/0.133 I 5.376 I o.649 Stringer Bottom Anchors to (E) Concrete Slab Vz = 5,634 lbs Vx = 205 lbs Envelope Only Solution 5.359 / 0.6~6.119 /-1.717 2.686 I 0.326 Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. ··~ ,._,.,M" ESY ~--------1 Page 33 4.76 / 0.277 .068 I I -~jgci I 0.029 '-. -0.041 / -0.808 • -0.103 SK-10 Mar 17, 2023 at 04:51 PM Aviara Stairs GARAGE.r3d IIIRISA A NEMETSCHEK COMPANY Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : LRFD Joint Reactions Envelope Node Reactions Node Label X [kl LC Y [kl LC Z fkl LC MX [k-ft 1 N34 max 2.638 17 2.886 17 0.017 15 0 2 min -0.11 22 0.345 12 -1.583 17 0 3 N35 max 0.137 20 -0.109 15 0.021 24 0 4 min -0.099 22 -1.267 17 -0.382 17 0 5 N33 max 2.612 17 3.01 17 1.526 17 0 6 min -0.116 22 0.357 12 -0.029 13 0 7 N36 max 0.14 20 -0.05 13 0.366 17 0 8 min -0.103 22 -0.736 17 -0.034 24 0 9 N17 max 0.158 24 2.686 17 -0.119 15 0 10 min -0.158 18 0.326 12 -1 .717 17 0 11 N21 max 0.205 24 5.359 17 -0.536 15 0 12 min -0.205 18 0.647 14 -5.634 17 0 13 N22 max 0.158 24 2.774 17 1.835 17 0 14 min -0.158 18 0.336 12 0.133 13 0 15 N24 max 0.205 20 5.376 17 5.65 17 0 16 min -0.205 22 0.649 14 0.537 13 0 17 N39 max -0.048 14 0.413 17 -0.03 15 0 18 min -0.849 17 0.034 15 -0.722 17 0 19 N40 max -0.109 14 2.27 17 -0.279 15 0 20 min -1.867 17 0.285 13 -4.803 17 0 21 N38 max -0.111 14 2.132 17 4.76 17 0 22 min -1.834 17 0.267 15 0.2.77 13 0 23 N37 max -0.041 14 0.015 25 0.704 17 0 24 min -0.808 17 -0.068 17 0.029 13 0 25 Totals: max 2.726 20 24.833 17 2.726 25 26 min -2.726 22 3.177 14 -2.726 19 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] LC MY [k-ft LC 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 Page 34 3/17/2023 4:51:57 PM Checked By : MZ [k-ft LC 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 Page 1 Page 35 LRFD Overstrength Joint Reactions 0.158 1.037 / 0.206 2.675 I 0.976 -0.817 / -3.019 2.669 I 0.973 -0 186 / -0.98 1.331 / 0.49 Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. ESY 2.803 / 0.44 49 I_ &1~11 0.049 -0.065 / -0.484 -0.103 SK-13 Mar 17, 2023 at 04:56 PM Aviara Stairs GARAGE.r3d IIIRISA A NEMETSCHEK COMPANY Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : LRFD Overstrength Joint Reactions Envelope Node Reactions -Overstrenqth or Capacity Limit Node Label X [kl LC Y [kl LC Z [kl LC MX [k-ft LC 1 N34 max 1.903 28* 1.45 28* 0.01 33* 0 33* 2 min -0.11 30* 0.519 30* -1.083 27* 0 26* 3 N35 max 0.137 28* -0.167 33* 0.021 32* 0 33* 4 min -0.099 30* -0.677 27* -0.281 26* 0 26* 5 N33 max 1.897 28* 1.507 28* 1.063 29* 0 33* 6 min -0.116 30* 0.537 30* -0.028 31* 0 26* 7 N36 max 0.14 28* -0.078 31* 0.282 26* 0 33* 8 min -0.103 30* -0.43 29* -0.034 32* 0 26* 9 N17 max 0.158 32* 1.331 28* -0.186 33* 0 33* 10 min -0.158 26* 0.49 30* -0.98 27* 0 26* 11 N21 max 0.205 32* 2.669 26* -0.817 33* 0 33* 12 min -0.205 26* 0.973 32* -3.019 27* 0 26* 13 N22 max 0.158 32* 1.373 28* 1.037 29* 0 33* 14 min -0.158 26* 0.505 30* 0.206 31* 0 26* 15 N24 max 0.205 28* 2.675 26* 3.026 29* 0 33* 16 min -0.205 30* 0.976 32* 0.819 31* 0 26* 17 N39 max -0.076 32* 0.218 27* -0.049 33* 0 33* 18 min -0.502 26* 0.052 33* -0.443 27* 0 26* 19 N40 max -0.172 32* 1.122 29* -0.442 33* 0 33* 20 min -1 .101 26* 0.428 31* -2.826 27* 0 26* 21 N38 max -0.175 32* 1.054 27* 2.803 29* 0 33* 22 min -1 .072 26* 0.4 33* 0.44 31 * 0 26* 23 N37 max -0.065 32* 0.015 33* 0.431 29* 0 33* 24 min -0.484 26* -0.049 27* 0.049 31* 0 26* 25 Totals: max 2.726 28* 12.128 26* 2.726 33* 26 min -2.726 30* 4.765 32* -2.726 27* RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d ] MY [k-ft LC 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* Page 36 3/17/2023 4:57:05 PM Checked By : MZ fk-ft LC 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* Page 1 Orie2 Engineering Project No, : 158.033-23 Structural Engineers 9750 M~am.r Road, Surte 310 S... 0..00 CA 92126 PROJECT : Aviara-lFA-Stairs Garage Fu (858) 586-0911 Stringer Bottom Anchors to (E) Concrete Slab PRECAST CONCRETE TREAD "STEPTREAD" (BY "STEPSTONE") 11 GA. CONC . SLA MC12X1O.6 STRINGER L4X3Xl(.4X O'-7" fLLH) W/2 -1/2 '0X 3" NOM NAL EMBED I 4 I L J HILTI KB-TZ2 EXPANSION ANCHORS (ICC ESR-4266) ,., SECTION-1 Concrete design properties: f c = 4,000 psi Concrete Slab on Grade Thickness = 5" Stringer Bottom Anchors to (E) Concrete Slab Vz = 5,634 lbs Vx = 205 lbs I ~ SB ON GRADE W/ #4@18" O/C EA. WY. (C) OVE PROPERLY PREPARED SUBGRADE -LAP 3'-0" AS REQ'D -SEE GEOTECHNICAL REPORT -JO~T SLAB PER TYPICAL DETAIL AT 15'-0' O/CMAX. ~ .... Page 37 DATE : 3/16/23 BY: ESY CAP PL 1/4" co :5 V) . u z ex: 0 ...I u u z UJ :E 0 UJ co :E UJ 3. PROVIDE NORMAL WEIGHT CONCRETE (145 PCF) (U,N.O.) WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.055 PERCENT, ATTAINING MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS (fc) AS FOLLOWS, UNLESS NOTED OTHERWISE: COLUMNS .............................................. 5000 PSI SHEARWALLS ....................................... 5000 PSI ELEVATED SLABS & BEAMS ................ 5000 PSI FOUNDATIONS ...................................... 4000 PSI SLAB ON GRADE ................................... 4000 PSI METAL DECK FILL. ................................ 3000 PSI L TWT U.N.O. Page 38 1:115.-1 ----------------------------------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: Orie2 Engineering Inc 18583359452 I Concrete -Mar 17, 2023 Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 2210254 KB-TZ2 1/2x3 3/4 h•f.act = 2.500 in., hnom = 3.000 in. Carbon Steel ESR-4266 12/17/2021 I 12/1/2023 Design Method ACI 318-19 / Mech eb = 0.000 in. (no stand-off); t = 0.250 in. Page: Specifier: E-Mail: Date: Daniel Fisher dfisher@orie2.com 9/18/2023 • Anchor plateR : I, x IY x t = 3.000 in. x 6.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) no profile cracked concrete, 4000, fc' = 4,000 psi; h = 5.000 in. hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 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 Trademar1< of Hilti AG, Schaan Page 39 1 = i i 5 • 1 _____________________ _ Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case Orie2 Engineering Inc 18583359452 I Concrete -Mar 17, 2023 Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x 1 0 2,819 2 0 2,819 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): O [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 103 103 Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb] N = 0; Vx = 205; Vy= 5,634; M. = 0; My = 0; Mz = 0; Shear force y 2,817 2,817 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nu, [lb] Capacity ♦ N0 [lb] Steel Strength* N/A N/A Pullout Strength* N/A NIA Concrete Breakout Failure•• N/A NIA • 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 Hilti is a registered Trademark of Hilti AG, Schaan 2 Daniel Fisher dfisher@orie2.com 9/18/2023 Seismic Max. Ulil. Anchor[%] yes 64 ()2 -V Utilization PN = Nu/♦ N" Status N/A N/A N/A N/A N/A N/A 2 ,:,,s., Hilti PROFIS Engineering 3.0.88 www.hiltl.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17, 2023 Fastening point: 4 Shear load Load V "" [lb] Steel Strength• 2,819 Steel failure (with lever arm)* N/A Pryout Strength .. 5,638 Concrete edge failure in direction x-.. 5,634 • highest loaded anchor .. anchor group (relevant anchors) 4.1 Steel Strength Vsa.eq = ESR value v., •• 1 ~ v". Variables A,0 v [in.2] 0.10 Calculations V,. 09 [lb) 6,878 Results V,. 09 [lb) 6,878 refer to ICC-ES ESR-4266 ACI 318-19 Table 17.5.2 futa [psi) 114,004 1.000 steel ~ nonductile 0.650 1.000 V,. 09 [lb) 4,471 Input data and results must be checked for conformity with the existing conditions and for plausibility! Page: Specifier: E-Mail: Date: Capacity ♦ V n [lb] 4,471 N/A 11,270 10,304 2,819 PROFIS Engineering ( c ) 2003-2023 Hilti AG. FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan Utilization 13v = Vu.'♦ vn 64 N/A 51 55 Page 40 3 Daniel Fisher dfisher@orie2.com 9/18/2023 Status OK N/A OK OK 3 1 = i i 5 • • ----------------------Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17. 2023 Fastening point: 4.2 Pryout Strength v cpg = kcp [ (::c:) \j/ ec,N Wed,N 1Vc,N Wcp,N Nb ] 4> v cpg ~vu. ANc seeACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) 1V ec,N \j/ ed,N \j/ cp,N Variables 2 \j/ c,N 1.000 Calculations ANc [in.2] 86.25 Results 16,100 h01 [in.] ec1 N [in.] 2.500 0.000 Cac [in.] kc 6.750 21 ANco [in.2] IV ec\.N 56.25 1.000 4> concrete <t,seismic 0.700 1.000 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) ec2 N [in.] c. min [in.] 0.000 8.000 A • fc [psi] 1.000 4,000 Wec2.N \j/ ed.N 1.000 1.000 cf,nonduciile 4> Vcpg [lb] 1.000 11 ,270 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 Hilti is a registered Trademark of H1ll1 AG, Schaan 1Vcp,N 1.000 Vu• [lb] 5,638 Page 41 4 Daniel Fisher dfisher@orie2.com 9/18/2023 Nb [lb] 5,250 4 •=iiS•• Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17, 2023 Fastening point: 4.3 Concrete edge failure in direction x- V cbg = (~:) IV ec.V 1Ved,V IV c.V IV h,V IV parallel,V Vb ~ Vcbg ~ Vua Ave seeACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) IV ec.V IV ed,V IV h,V Variables c11 [in.] 8.000 10 [in.] 2.500 Calculations Ave [in.2] 140.00 Results 14,720 c12 [in.] ecv [in.] 0.000 d1 [in.] 1.000 0.500 Avco [in.2] IV ec,V 288.00 1.000 4> concrete 4>seismic 0.700 1.000 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.7.2.1.3) ACI 318-19 Eq. (17.7.2.3.1) ACI 318-19 Eq. (17.7.2.4.1b) ACI 318-19 Eq. (17.7.2.6.1) ACI 318-19 Eq. (17.7.2.2.1a) IV c,V h0 [in.] 1.000 5.000 fc [psi] 111 parallel,V 4,000 2.000 IVed,V IVh,V 1.000 1.549 4> nonductile ~ v cbg [lb] 1.000 10,304 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 Hilti is a registered Trademarl< of Hilti AG, Schaan vb (lb] 9,773 Vua (lb] 5,634 Page 42 5 Daniel Fisher dfisher@orie2.com 9/18/2023 5 i = i i S .-• ----------------------Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Orie2 Engineering Inc Page: Address: Specifier: Phone I Fax: 18583359452 I E-Mail: Design: Concrete -Mar 17, 2023 Date: Fastening point: 5 Warnings Page 43 6 Daniel Fisher dfisher@orie2.com 9/18/2023 • 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/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/ shear obtained from design load combinations that include E, with E increased by w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! 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 H1lli AG, Schaan 6 Page 44 1:11-;;.1 ----------------------------------Hi It i PROFIS Engineering 3.0.88 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17, 2023 Fastening point: 6 Installation data Profile: no profile Hole diameter in the fixture: dr = 0.562 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Page: Specifier: E-Mail: Date: 7 Daniel Fisher dfisher@orie2.com 9/18/2023 Anchor type and diameter: Kwik Bolt TZ2 -CS 1 /2 (2 1 /2) hnom3 Item number: 2210254 KB-TZ2 1/2x3 3/4 Maximum installation torque: 602 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 3.250 in. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom3, Carbon steel, installation per ESR-4266 6.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor 1 2 X 0.000 0.000 y -2.000 2.000 8.000 8.000 Cleaning • Manual blow-out pump ,,i. y 1.500 1.500 ( I'\ ? ~ 1 1.500 1.500 Input data and results must be checked for conformity with the existing conditions and for plausibility! 0 0 ~ ~ 0 0 0 ,i 0 0 ~ ~ PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarl< of Hilti AG, Schaan Setting • Torque controlled cordless impact tool • Torque wrench • Hammer 0 0 0 ,.; ... ~ X 0 0 0 (") 7 •=iiS•• Hilti PROFIS Engineering 3.0.88 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17, 2023 Fastening point: 7 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: Page 45 8 Daniel Fisher dfisher@orie2.com 9/18/2023 • 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 checi<ed for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan 8 Page 46 Orie2 Engineering Project No. : 158.033-23 Structural Engineers 9750 Mlf'llmar Road, Suite 310 San Diego, CA 92126 PROJECT: Aviara-lFA-Stairs Garage DATE: 3/16/23 BY: ESY Fax (858) 586-0911 Stringer Anchors to Embed Plate TOP OF CONCRETE SLAB EMBED PL3/8X8X8 / 4-5/8"0 X 9" HEADED STUDS SECTI ON -? PRECAST CONCRETE TREAD "STEPTREAD" (BY "STEPSTONE") 1/4" END PL TOP OE ::..:, SLAB N -r--~----.111,---; M -----~==llFF: MC12X1O.6 STRINGER llGA ANGLE (TYP) TYP.3 SIDES PRECAST CONCRETE TREAD "STEPTREAD" (BY "STEPSTONE") MC12X1O .6 STRINGER "'f CONC. L2X2Xl/8 EMBED PL3 /8X8X8 W/ 4-5/8"0 X 9" HEADED STUDS SECTION-4 TYP.3 SIDES Stringer Anchors to Embed Plate T = 5,650 lbs As-Built Design Criteria for the building is not available. Concrete design properties: Vy = 5,376 lbs fc = 3,000 psi (minimum for structural concrete) Vx = 205 lbs Concrete Slab Thickness= 7.5" (Field Verified by Buildwise) •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hiltl.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: Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) AWS D1.1 GR. B 5/8 not available h0r = 12.000 in. Hilti Technical Data -I - Design Method ACI 318-19 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Page: Specifier: E-Mail: Date: l Page 47 Dan iel Fisher dfisher@orie2.com 3/18/2023 l Anchor plateR : Ix x IY x t = 7.500 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Base material: Reinforcement: no profile cracked concrete, 3000, fc' = 3,000 psi; h = 420.000 in. tension: present, shear: present; anchor reinforcement: shear edge reinforcement: > No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] X 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 Trademar1< of Hilti AG, Schaan •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb) Tension force: (+ Tension, -Compression) Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb] N = 5,650; V, = 5,376; VY= 205; M, = 0; My = 0; M, = 0; Anchor Tension force Shear force Shear force x Shear force y 1 1,412 1,345 1,344 2 1,412 1,345 1,344 3 1,412 1,345 1,344 4 1,412 1,345 1,344 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): 5,650 [lb] resultLng compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Steel Strength* Pullout Strength* Concrete Breakout Failure** Concrete Side-Face Blowout, direction x-•• Load Nua [lb] 1,412 1,412 5,650 2,825 • highest loaded anchor ••anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! 51 51 51 51 Capacity ♦ N" [lb] 14,966 15,456 7,058 18,387 PROFIS Engineering ( c ) 2003-2023 Hilti AG. FL-9494 Schaan Hllti is a registered Trademar1< of Hilti AG, Schaan Seismic no i~y 03 t\ Tension 0 1 Utilization PN = N"1/♦ Nn 10 10 81 16 Page 48 2 Daniel Fisher dfisher@orie2.com 3/18/2023 Max. Util. Anchor[%] 92 0 4 • V . 0 2 Status OK OK OK OK 2 •=ii59'• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 3.1 Steel Strength N,a = A ,e,N futa qi N,a 2: Nua Variables A,. N [in.2) 0.31 Calculations N .. (lb) 19,955 Results N,. [lb) 19,955 3.2 Pullout Strength NpN = \j/ c,p NP NP = 8 Abrg f0 qi NpN 2: Nua Variables 1V c,p 1.000 Calculations N [lb) 22,080 Results N00 [lb) 22,080 Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) ACI 318-19 Eq. (17.6.1.2) ACI 318-19 Table 17.5.2 futa (psi] 65,000 4> steel 4> N,a [lb] 0.750 14,966 ACI 318-19 Eq. (17.6.3.1) ACI 318-19 Eq. (17.6.3.2.2a) ACI 318-19 Table 17.5.2 Ab, [in.2) A. a 0.92 1.000 ~ concrete 4> Nen [lb) 0.700 15,456 Nu• [lb] 1,412 f0 [psi) 3,000 Nua [lb) 1,412 Input data and resulls 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 Hilt, AG, Schaan Page: Specifier: E-Mail: Date: Page 49 3 Daniel Fisher dfisher@orie2.com 3/18/2023 3 •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 18, 2023 (1) Fastening point: 3.3 Concrete Breakout Failure (ANc ) Ncbg = ANcO lj/ ec,N 1Vod,N 1V c,N lj/ cp,N Nb cj> Ncbg ~ Nua ANc seeACI 318-19, Section 17.6.2.1 , Fig. R 17.6.2.1(b) ANcO = 9 h!, 1V oc,N = C +: e~) ~ 1.0 3 h0, lj/ ed,N : 0.7 + 0.3 ( t~t) ~ 1.0 lj/ cp,N Variables 12.000 c.c [in.] Calculations ANc [in.2] 300.00 Results Ncbg [lb) 9,410 ec, N [in.] 0.000 kc 16 ANcO [in.2) 1,296.00 4> concrete 0.750 ec2N [in.] 0.000 A. a 1.000 1V ocl,N 1.000 cl> NcbQ [lb] 7,058 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.6.2.1b) ACI 318-19Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.3) Ca min [in.) lj/ c,N 2.250 1.000 fc [psi] 3,000 111 ec2,N 1Ved,N 1.000 0.737 Nua [lb] 5,650 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 Hilti AG, Schaan 1Vcp,N 1.000 Page 50 4 Daniel Fisher dfisher@orie2.com 3/18/2023 Nb [lb) 55,121 4 •=fiS~• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) 3.4 Concrete Side-Face Blowout, direction x- N,b = 160 c11 ~ "-. ~ N,bg = a g,oup N,b ~ N ,bg ~ N ua ACI 318-19 Eq. (17.6.4.1) ACI 31 8-19 Eq. (17.6.4.2) ACI 318-19 Table 17.5.2 Page: Specifier: E-Mail: Date: ag,oup = ( 1 + 6 ~a1) see ACI 318-19, Section 17.6.4.2, Eq. (17.6.4.2) Variables c11 [in.] 2.250 Calculations 1.296 Results N ,bg [lb] 24,517 c.2 [in.] N ,b [lb] 18,913 q> concrete 0.750 Atx [in.2] A.. 0.92 1.000 ~ N,t,g [lb] N ua edge [lb J 18,387 2,825 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 Trademar1< of Hilti AG, Schaan fc [psi] 3,000 s [in.] 4.000 Page 51 5 Daniel Fisher dfisher@orie2.com 3/18/2023 5 •=iiS~• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 18, 2023 (1) Fastening point: 4 Shear load Load V ua [lb] Steel Strength* 1,345 Steel failure (with lever arm)* NIA Pryout Strength** 5,380 Concrete edge failure in direction **1 NIA * highest loaded anchor **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength V,a = A,e V fu1a (j> V,teel ?. Vu•• Variables A,.v [in.2 ] 0.31 Calculations V,1 [lb] 19,955 Results v,. [lb] 19,955 ACI 318-19 Eq. (17.7.1.2a) ACI 318-19 Table 17.5.2 futa [psi] 65,000 $ steel (j> v,. [lb] 0.650 12,971 1,345 Input data and results must be checked for confonnity with the existing conditions and for plausibilityl Page: Specifier: E-Mail: Date: Capacity ♦ V" [lb] 12,971 NIA 13,174 NIA PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a regis1ered Trademark of Hilti AG, Schaan Utilization 13v = Vu/♦ Vn 11 NIA 41 NIA Page 52 6 Daniel Fisher dfisher@orie2.com 311812023 Status OK NIA OK NIA 6 •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 18, 2023 (1) Fastening point 4.2 Pryout Strength v cpg = kcp [ (:;c:) ljl oc.N 1Ved,N ljlc,N 1Vcp.N Nb ] ct> v cpg .: v •• ANc seeACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 h!, 'V ec,N = (-k) S 1.0 1 +--3 h81 ljl ed.N ljl cp,N Variables 2 111 c.N 1.000 Calculations ANc [in.2] 300.00 Results 18,820 h01 [in.] 12.000 c.c [in.] .. ANco [in.2] 1,296.00 ~ concrete 0.700 ec1 N [in.] 0.000 kc 16 1V ec1,N 1.000 cf> Vcpg [lb] 13,174 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.3) ec2 N [in.] c. m;n [in.] 0.000 2.250 ), a fc [psi] 1.000 3,000 ljl ec2.N 1Ved,N 1.000 0.737 v •• [lb] 5,380 5 Combined tension and shear loads, per ACI 318-19 section 17.8 Utilization ~N v [%] Status 0.801 0.408 5/3 92 OK Input data and results must be checked for conformity wtth the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 H1lti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan 'Vcp,N 1.000 Page 53 7 Daniel Fisher dfisher@orie2.com 3/18/2023 Nb [lb] 55,121 7 ,:,,s., Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete• Mar 18, 2023 (1) Fastening point: 6 Warnings Page: Specifier: E-Mail: Date: Page 54 8 Daniel Fisher dfisher@orie2.com 3/18/2023 • 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. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (b) for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 H1lti AG, FL-9494 Schaan Hilti ,s a registered Trademari< of Hilti AG. Schaan 8 Page 55 i = i i S • • ----------------------Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 7 Installation data Profile: no profile Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) Hole diameter in the fixture: d, = 0.687 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Page: Specifier: E-Mail: Date: 9 Daniel Fisher dfisher@orie2.com 3/18/2023 Anchor type and diameter: AWS D1 .1 GR. B 5/8 Item number: not available Maximum installation torque: - Hole diameter in the base material: -in. Hole depth in the base material: 12.000 in. Minimum thickness of the base material: 12.813 in. Hilti AWS welded headed stud anchor with 12 in embedment, 5/8, Steel galvanized, installation per instruction for use ~ ~ y 3.750 3.750 0 0 0 N 0 3 4 0 0 0 -,i 0 0 ~ ~ .. ST X 1 ? 0 0 0 -,i 0 0 0 c--.i 2.250 3.000 2.250 Coordinates Anchor [in.) Anchor X y c_, c •• C-y c.Y 1 -1.500 -2.000 2.250 5.250 2 1.500 -2.000 5.250 2.250 3 -1.500 2.000 2.250 5.250 4 1.500 2.000 5.250 2.250 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 H1lti is a registered Trademark of Hilti AG, Schaan 9 ,:,,s_, ----------------------------------H ii ti PROFIS Engineering 3.0.84 www.hilti.com Company: Orie2 Engineering Inc Page: Address: Specifier: Phone I Fax: 18583359452 I E-Mail: Design: Concrete -Mar 18, 2023 (1) Date: Fastening point: 8 Remarks; Your Cooperation Duties Page 56 10 Daniel Fisher dfisher@orie2.com 3/18/2023 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 conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilli AG, FL-9494 Schaan Hilli is a registered Trademar1< of Hilti AG, Schaan 10 Orie2 Engineering Structural Engmeers 9750 Miramar Road, Surte 310 San O,ego, CA 92126 Fax (858) 586-0911 Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Stairs Railing HSSl¼ xl¼ xi/s TOP & BOTTOM 11/z ~VCLR . r-------- Ll/2 0.0 TUBE I..O UJ _, Z M ,-,.H Z _J 0 <{ r-1 _J \..J _, a.. z N H UJ V, UJ 0 V, z '--J II • _J 0 UJ • r- 3 16 3/S"BENT ROD @ EA. POST (PICKET)@ 4" MAX. POST@ 4 -0 MAX. MC12X10 .6 STRINGER SECTION-AB Rail Post Weld Loading M = 553 lb-ft= 6,636 lb-in V = 186 lbs Page 57 DATE : 3/16/23 BY : ESY Page 58 Stairs Rail Post Weld "WELDGRP.xls" Program Version 2.1 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: Aviara-lFA-Stairs Garage Subject: Weld at Base Plate Job Number: 158.033-23 Originator: ESY I Checker: I ORO Input Data: Number of Welds, Nw =I 4 I 14.0 Weld Coordinates: Start End 12.0 X1 (in.) Y1 (in.) X2 (in.) Y2 (in.) Weld #1 0.000 0.000 0.000 1.500 1 10.0 Weld #2 0.000 0.000 1.500 0.000 Weld #3 1.500 0.000 1.500 1.500 Weld #4 0.000 1.500 1.500 1.500 ,§_ 8.0 "' ,_ ,->< --~ 6.0 >-,- ,-4.0 --- --2.0 -----m 0.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 X-AXIS (in.) -+ --WELD GROUP PLOT --,--- +Y 1 =Start --2=End 1 2 ----2 ~Weld #3 Weld #2 No. of Load Points =I 1 I Weld #1 Load Point Data: 1 Point #1 1 2 X-Coordinate (in.)= 0.750 '-origin +X --Y-Coordinate (in.)= 0.750 ·-·--Z-Coordinate (in.) = 0.000 +Z ----Axial Load, Pz (k) = 0.00 NOMENCLATURE --Shear Load, Px (k)= 0.00 -Shear Load, Py (k)= 0.19 --Moment, Mx (in-k) = 6.64 Moment, My (in-k) = 0.00 -Moment, Mz (in-k) = 0.00 (continued) 1 of 2 3/20/2023 8:21 AM Results: Weld Grouo Prooerties· I: Loads,; C.G. of Weld Groun: Lw= Xe= Ye= Ix = ly = J= 6.000 0.750 0.750 2.25 2.25 4.50 Weld #1 Weld #2 Weld #3 Weld #4 in. L'. Pz = 0.00 in. L'. Px= 0.00 in. L'. Py= 0.19 inAJ L'. Mx= 6.64 inAJ L'. My= 0.00 inAJ L'. Mz = 0.00 Weld Forces k/in. Fw 1 Fw 2 2.214 2.214 2.214 2.214 2.214 2.214 2.214 2.214 Reauired E70XX Weld Size: Fw(max) = 2.214 kips/in. Fillet (leg)= 0.149 in. Throat (eff) = 0.105 in. Size of Weld Required = 0.149" kips kips kips in-k in-k in-k Size of Weld Provided= 3/16" = 0.1875" Weld Req / Weld Prov = 0.149 / 0.1875 = 0.80 < 1.0 2 of 2 Page 59 "WELDGRP.xls" Program Version 2.1 OKAY 3/20/2023 8:21 AM co .... ~ ~ x ~ .... Cl) Cl) I Envelope Only Solution IIIRISA 1-0_r_ie_2_E_n_gi_ne_e_ri_ng_,_ln_c_. --, ESY Section Set I en en ...... u, ~ ~ X ~ q SK-1 Page 60 Section Sets I HSS1 .5"x1 .5"x1/8" HSS1 .5"x1 .5"x3/16" . (0 .... <'> X . ""! x ~ Cl) Cl) I Mar 20, 2023 at 08:15 AM Aviara Stairs GARAGE railin ... Loads: BLC 2, L 1 Envelope On ly Solution IIIRISA Orie2 Engineering, Inc. • •·•"" .•. , i._:E:.:S::.Y:...._ ______ 1 Live Load 1 Page 61 0.05 k/ft SK-2 Mar 20, 2023 at 08:16AM Aviara Stairs GARAGE rail in ... Loads: BLC 3, L2 Envelope Only Solution II •RISA i_:0::..:r~ie::-2 _E_;ng=--in_e_e_rin_g_, l_nc_._7 ·~· M.•. ESY Live Load 2 Page 62 SK-3 Mar 20, 2023 at 08:16AM Aviara Stairs GARAGE railin ... IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMETSCHEK COMPAN'V Model Name : Model Settinas Number of Reoorted Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size lin2) 144 Consider Shear Deformation Yes Consider Torsional Waroina Yes Annroximate Mesh Size /in) 24 Transfer Forces Between lntersectina Wood Walls Yes Increase Wood Wall Nailina Caoacitv for Wind Loads Yes Include P-Delta for Walls Yes Ootimize Masonrv and Wood Walls Yes Maximum Number of Iterations 3 Sinale No Multiole /Ootimum) Yes Maximum No Global Axis corresoondina to vertical direction y Convert Existina Data Yes Default Global Plane for z-axis xz Plate Local Axis Orientation Global Hot Rolled Steel AISC 15th (360-16\: ASD Stiffness Adiustment Yes /Iterative) Notional Annex None Connections AISC 14th (360-10\: ASD Cold Formed Steel AISI S100-16: ASD Stiffness Adiustment Yes (Iterative) Wood AWC NDS-18 / SDPWS-15 ASD Temoerature < 100F Concrete ACI 318-19 Masonrv TMS 402-16: ASD Aluminum AA ADM1-15: ASD Structure Tvoe Buildina Stiffness Adiustment Yes (Iterative) Stainless AISC 14th (360-10\: ASD Stiffness Adiustment Yes (Iterative) Comoression Stress Block Rectanaular Stress Block Analvze usina Cracked Sections Yes Leave room for horizontal rebar solices /2*d bar soacina) Yes List forces which·were ianored for desian in the Detail Reoort Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Soec ASTM A615 Warn if beam-column framina arranaement is not understood No Number of Shear Renions 4 Reaion 2 & 3 Soacina Increase Increment /in) 4 Code ASCE 7-16 Risk Cateaorv I or II Drift Cat Other RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] Page 63 3/20/2023 8:17:18AM Checked By : Page 1 IIIRISA A NEMFTSCHEK COMPANY Company Designer : Orie2 Engineering, Inc. : ESY Job Number Model Name : Model Settinas (Continued) Base Elevation (ft) Include the weiaht of the structure in base shear calcs S, fa) SD, fa) so. (q) T <sec) T Z (sec) TX <sec) c,z c.x CExo. Z CExo. X RZ RX OnZ 0.)( c.z c.x oz ox Yes 1 1 1 5 0.02 0.02 0.75 0.75 3 3 1 1 4 4 1 1 RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ) Page 64 3/20/2023 8:17:18AM Checked By : Page2 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A. NEMETSCHEK COMPANY Model Name : Node Coordinates Label X fftl y [ft] 1 N1 -2612.432742 -4626.405423 2 N2 -2608.891075 -4624.155423 3 N3 -2608.891075 -4620.655423 4 N4 -2605.349409 -4621.905423 5 N5 -2605.349409 -4618.405423 6 N6 -2612.432742 -4622.905423 Hot Rolled Steel Properties Label E lksil G lksil Nu 1 A992 29000 11154 0.3 0.65 2 A36 Gr.36 29000 11154 0.3 0.65 3 A572 Gr.50 29000 11154 0.3 0.65 4 A500 Gr.B RND 29000 11154 0.3 0.65 5 A500 Gr.B RECT 29000 11154 0.3 0.65 6 A500 Gr.C RND 29000 11154 0.3 0.65 7 A500 Gr.C RECT 29000 11154 0.3 0.65 8 A53 Gr.B 29000 11154 0.3 0.65 9 A1085 29000 11154 0.3 0.65 10 A913 Gr.65 29000 11154 0.3 0.65 Hot Rolled Steel Design Parameters Label Shaoe Lenath lftl 1 M1 HSS1 .5"x1 .5"x3/16" 3.5 2 M2 HSS1 .5"x1 .5"x3/16" 3.5 3 M3 HSS1 .5"x1 .5"x3/16" 3.5 4 M4 HSS1 .5"x1 .5"x1/8" 8.392 Hot Rolled Steel Section Sets Label Sha e 1 HSS1 .5"x1 .5"x1/8" HSS1 .5X1.5X1/8" 2 HSS1 .5"x1 .5"x3/16" HSS1 .5X1 .5X3/16" Design Size and Code Check Parameters Label Typical Node Loads and Enforced Displacements (BLC 3 : L2) Node Label L, D, M Direction N6 L Z Member Point Loads Page 65 3/20/2023 8:17:18AM Checked By : z [ft] Detach From Diaohragm 0 0 0 0 0 0 Densitv fk/ft3l Yield fksil Rv Fu fksil Rt 0.49 50 1.1 65 1.1 0.49 36 1.5 58 1.2 0.49 50 1.1 65 1.1 0.527 42 1.4 58 1.3 0.527 46 1.4 58 1.3 0.527 46 1.4 62 1.3 0.527 50 1.4 62 1.3 0.49 35 1.6 60 1.2 0.49 50 1.4 65 1.3 0.49 65 1.1 80 1.1 Lcomo too fftl Channel Cann a fftl Function Lbvv NIA N/A Lateral Lbvv N/A N/A Lateral Lbvv NIA N/A Lateral Lbvv N/A N/A Lateral in4 lzz in4 J in• 0.218 0.325 0.289 0.425 Max Axial/Bending Chk Max Shear Chk Ma nitude k*s2/ft k*s2*ft No Data to Print... RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] Page 3 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NEMFTSCHEK COMPANY Model Name: Member Distributed Loads (BLC 2 : L 1) Page 66 3/20/2023 8:17:18 AM Checked By : Member LabelDirectionStart Ma nitude k/ft, F, ksf, k-ft/ft End Ma nitude k/ft, F, ksf, k-ft/ft Start Location ft, % End Location 1 M4 Z 0.05 0.05 0 %100 Member Area Loads No Data to Print... Basic Load Cases BLC Descriotion Cateaorv Y Gravitv Nodal Distributed 1 D DL -1 2 L1 LL 1 3 L2 LL 1 Load Combinations Solve P-Delta BLC Factor BLC Factor Yes y DL 1 2 1 Yes y DL 1 3 1 Load Combination Design Descri tion Service Hot Rolled Cold Formed Wood Concrete Mason Aluminum Stainless Connection 1 D + L1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 D + L2 Yes Yes Yes Yes Yes Yes Yes Yes Yes Enveloe,e Node Reactions Node Label X [kl LC Y [kl LC Z [kl LC MX lk-ftl LC MY lk-ftl LC MZ [k-ftl LC 1 N4 max -0.001 2 0.017 2 0.002 2 -0.014 2 -0.026 2 0.001 2 2 min -0.001 1 0.017 1 -0.146 1 -0.447 1 -0.109 1 0.001 1 3 N1 max 0.001 2 0.018 2 -0.087 1 -0.339 1 -0.018 1 -0.001 2 4 min 0.001 1 0.D18 1 -0.148 2 -0.415 2 -0.085 2 -0.001 1 5 N2 max 0 2 0.024 2 -0.054 2 -0.159 2 -0.067 2 0 2 6 min 0 1 0.024 1 -0.186 1 -0.553 1 -0.081 1 0 1 7 Totals: max 0 2 0.059 2 -0.2 2 8 min 0 1 0.059 1 -0.42 1 Enveloe,e Beam Deflections Member Label Span Location fftl v' linl (n) L'/v' Ratio LC 1 M4 1 max 4.196 0 NC 2 2 1 min 0 0 NC 1 3 2 max 8.392 0 NC 2 4 2 min 4.283 0 NC 1 Enveloe,e Beam Deflection Checks Beam Desi n Rule S an Defl in Ratio Defl in Ratio Defl in Ratio LC 1 M4 0 NC 0 NC N/A NIA N/A 2 2 0 NC 0 NC NIA NIA NIA RISA-3O Version 21 [ Aviara Stairs GARAGE railing.r3d ] Page4 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A t,EMETSCHEK COMPANY Model Name : Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks Member Shape Code Check Locfft LC Shear Check Lodft DirLC Pnc/om fk 1 M1 HSS1 .5X1 .5X3/16" 0.341 0 2 0.111 3.5 z 2 19.015 2 M2 HSS1 .5X1 .5X3/16" 0.454 0 1 0.113 3.5 z 1 19.015 3 M3 HSS 1.5X 1.5X3/16" 0.368 0 1 0.136 3.5 z 1 19.015 4 M4 HSS1 .5X1 .5X1/8" 0.146 8.392 2 0.077 4.196 z 1 3.237 RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] Pnt/om fk Mnvv/om fk-ft 29.54 1.219 29.54 1.219 29.54 1.219 20.584 0.887 Page 67 3/20/2023 8:17:18AM Checked By : Mnzz/om fk-ft Cb Eqn 1.219 2.17~ H1-1t 1.219 1 H1-1t 1.219 2.17~ H1-1t 0.887 1.314 H1-1t Page 5 -0 087 / -0 148 Envelope Only Solution ASD Joint Reactions Rail Post Weld Loading M = 553 lb-ft= 6,636 lb-in V = 186 lbs Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA 1-O_r_ie_2_E_n_gi_ne_e_ri_ng_,_ln_c_. ---i ESY Page 68 0.002 SK-4 Mar 20, 2023 at 08:17 AM Aviara Stairs GARAGE raili ... IIIRISA A NEM<TSCHEK COMPANY Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : ASD Joint Reactions Envelope Node Reactions Node Label X [kl LC Y [kl LC Z [kl LC MX [k-ftl 1 N4 max -0.001 2 0.017 2 0.002 2 -0.014 2 min -0.001 1 0.017 1 -0.146 1 -0.447 3 N1 max 0.001 2 0.018 2 -0.087 1 -0.339 4 min 0.001 1 0.018 1 -0.148 2 -0.415 5 N2 max 0 2 0.024 2 -0.054 2 -0.159 6 min 0 1 0.024 1 -0.186 1 -0.553 7 Totals: max 0 2 0.059 2 -0.2 2 8 min 0 1 0.059 1 -0.42 1 RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] LC MY fk-ft LC 2 -0.026 2 1 -0.109 1 1 -0.018 1 2 -0.085 2 2 -0.067 2 1 -0.081 1 Page 69 3/20/2023 8:18:03AM Checked By : MZ [k-ft LC 0.001 2 0.001 1 -0.001 2 -0.001 1 0 2 0 1 Page 1 Orie2 Engineering Project No. : 158.033-23 Structural Engineers 9750 Mwamar Road, SUtte 310 San Diego, CA 92126 Fax C858) ~11 PROJECT: Aviara-lFA-Stairs Garage Handrail to (E) CMU Wall t. ' • CMU_ ·~ .~ Ll,l'-----,l'-l_1/_2 Ll/2 0.0 TUBE ~.,. :CLR / HANDRAIL (TYP) WALL ~ • v -/ t. 0 -------------~~~~ •v · •iv-,~ I . ~ 7 b,. .~ 7 Ii .-'I l.J z H 0 z :3 • 'O • • I q . . .,- • V • •I V - .6 I 0 7 b,. •• ~ 7 cl • . .a WALL BRACKET o W/ 3/8"0 X 3" o !- NOMINAL EMBED j a::: KB-TZ2 EXPANSION N o _ I <I .I· 0 I I 3 J J ANCHOR (ICC ESR-4266) EMBEDMENT SECTION-AC L = 200 lbs M = 200 lbs x 2.25" = 450 lb-in T,M = 450 lb-in / 1.5" = 300 lbs T = 300 lbs V = 200 lbs T allow = 590 lbs Vallow = 695 lbs T I T allow= 300 / 590 = 0.51 < 1.0 OKAY V /Vallow= 200 / 695 = 0.29 < 1.0 OKAY TIT allow+ V /Vallow= 0.80 < 1.0 OKAY l.J z H V) 0 z Page 70 DATE : 3/16/23 BY : ESY TABLE 3-ALLOWABLE TENSILE LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ2 ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 1•3•4•5•6 Page 71 ALLOWABLE SPACING EDGE DISTANCE NOMINAL NOMINAL TENSILE Critical Minimum Critical Minimum ANCHOR EMBEDMENT CAPACITY Spacing, Spacing, Load Edge Edge DIAMETER AT Sc, AND C c, S c, Sm,.2 Multiplier Distance, Distance, (INCHES) at Sm1n C c, Cmln in. {mm) lb {kN) in {mml in {mm\ in Imm\ in lmml ¼ 1¼ (44) 145 (0.6) 6 (152) 0.62 17/s (48) 405 (1.8) 6 (152) 3 (76) 0.49 3/s 3 (76) 590 (2.6) 10 (254) 0.58 12 (305) 2½ (64) 500 (2.2) 8 (203) 0.59 1/2 4 (102) 3¼ (95) 640 (2.8) 13 (330) 0.78 4 (102) 3¼ (83) 890 (4.0) 11 (279) 0.66 % 5 (127) 41/2 (114) 940 (4.2) 16 (406) 0.61 20 (508) 4 (102) 1,245 (5.5) 13 (330) 0.49 ¼ 6 (152) 5½ (140) 1,385 (6.2) 19 (483) 0.45 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N. TABLE 4-ALLOWABLE SHEAR LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ2 ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 1•3•4•5•6 ALLOWABLE SPACING EDGE DISTANCE Load Multiplier at Cmln 0.87 0.80 0.93 0.94 1.00 0.96 0.96 0.75 0.82 NOMINAL NOMINAL SHEAR Critical Minimum Critical Minimum Perpendicular Parallel ANCHOR Edge Edge EMBEDMENT CAPACITY AT DIAMETER (INCHES) in. {mm) ¼ 1¼ (44) 17/s (48) 3/s 3 (76) 21/2 (64) 1/2 3¼ (95) 3¼ (83) sis 4½ (114) 4 (102) ¼ 5½ (140) For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N. Footnotes for Table 3 and Table 4: Sc,AND Cc, lb {kN) 320 (1.4) 585 (2.6) 695 (3.1) 1,045 (4.7) 1,735 (7.7) 2050 (9.1) 1,735 (7.7) 2050 (9.1) Spacing, Sc, in Imm) 6 (152) 6 (152) 10 (254) 8 (203) 13 (330) 11 (279) 16 (406) 13 (330) 19 (483) Spacing, Load Load Load Sm,.2 Multiplier Distance, Distance, Direction Direction at Sm1n Cc, Cmln Factor at Factor at In fmml in {mm) in {mml Cmln Cmln 1.00 1.00 3 (76) 0.76 0.99 12 (305) 4 (102) 0.50 0.83 0.73 4 (102) 0.36 0.75 5 (127) 0.35 0.85 20 (508) 0.36 0.75 6 (152) 0.35 0.85 'Values valid for anchors installed in face shells of Type 1, Grade N, lightweight, medium-weight, or normal-weight concrete masonry units conforming to ASTM C90. The masonry units must be fully grouted with coarse grout conforming to 2021 , 2018 and 2015 IBC Section 2103.3, or 2012 IBC Section 2103.13. Mortar must comply with 2021, 2018 and 2015 IBC Section 2103.2.1, or 2012 IBC Section 2103.9. Masonry compressive strength must be at least 1,500 psi at the time of anchor installation. 2Loads tabulated are applicable to anchors spaced a critical distance of 4 times the effective embedment. The anchors may be placed at a minimum spacing, Sm1n, provided that reductions are applied to the tabulated values. 3Anchors must be installed a minimum of 13/s inches from any vertical mortar joint in accordance with Figure 4. 'Embedment depth must be measured from the outside face of the concrete masonry unit. 5For intermediate edge distances, allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. 6The tabulated allowable loads have been calculated based on a safety factor of 5.0. Page 72 Orie2 Engineering Project No. : 158.033-23 Structural Engineers 9750 M.-amar Road, Surte 310 San Ooogo, CA 92126 PROJECT: Aviara-lFA-Stairs Garage DATE : 3/16/23 BY : ESY Fax (858) 586-0911 3 16 Ll/2 O.D TUBE CANE RAIL SECTION-AD REF: 13/GAS.ll EMBED PL3/8X9X9 ~v/ 4-1/2"0 X 4" HEADED STUDS LRFD Load Combination 1.2D + 1.6L 1.6L = 1.6 x 200 lbs = 320 lbs M = 320 lbs x 42" = 13,440 lb-in V = 320 lbs 3 16 HSS11/z x11/2 X3 16 POST SECTION-AF EMBED PL3 /8X9X9 W/ 4-1/2"0 X 4" HEADED STUDS 1 : i i S • • ---------------------- Hilti PROFIS Engineering 3.0.87 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: Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 AWS 01.1 GR. B 1/2 not available her= 4.000 in. Hilti Technical Data -I - Design Method ACI 318-19 / CIP eb = 0.000 in. (no stand-off): t = 0.375 in. Page: Specifier: E-Mail: Date: l Page 73 Daniel Fisher dfisher@orie2.com 8/10/2023 l Anchor plateR : I, x Iv x t = 9.000 in. x 9.000 in. x 0.375 in.: (Recommended plate thickness: not calculated) Profile: Base material: Reinforcement: no profile cracked concrete, 3000, fc' = 3,000 psi; h = 7.500 in. tension: not present, shear: not present; edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 4 I X 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 Hilti AG, Schaan Page 74 •=iiS~• --------------------------------Hi It i PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+ Tension, -Compression) Anchor Tension force Shear force Shear force x 2 3 4 1,084 166 1,084 166 80 80 80 80 80 80 80 80 max. concrete compressive strain: 0.07 (%o] max. concrete compressive stress: 312 [psi] resulting tension force in (x/y)=(-1.470/0.000): 2,500 (lb] resulting compression force in (x/y)=(3.907/-0.000): 2,500 [lb] Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb] N = 0; V, = 320; VY= 0; M, = 0; My= 13,440; Mz = 0; Shear force y 0 0 0 0 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Steel Strength• Pullout Strength* Concrete Breakout Failure•• Concrete Side-Face Blowout, direction •• Load Nu• [lb] 1,084 1,084 2,500 NIA • highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! Capacity ♦ N" [lb] 9,555 9,895 5,293 N/A PROFIS Engineering ( c) 2003-2023 Hilti AG. FL-9494 Schaan Hilti IS a registered Trademark of Hilti AG, Schaan Seismic no A~ y 03 ® Tension 01 Utilization 13N = Nu.f♦ N" 12 11 48 NIA 2 Daniel Fisher dfisher@orie2.com 8/10/2023 Max. Util. Anchor[%] 48 t 04 • V ® ~ Compres ion 02 I Status OK OK OK NIA 2 i = i i S • i ______________________ _ Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 3.1 Steel Strength Nsa = A,e.N futa cj> N .. ;,: Nua Variables A,. N [in.2] 0.20 Calculations N,a [lb] 12,740 Results N,. [lb] 12,740 3.2 Pullout Strength NpN = ~I c,p Np NP = 8 Abrg fc cj> NpN ;,: Nua Variables 111 c,p 1.000 Calculations N [lb] 14,136 Results N00 [lb] 14,136 Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 ACI 318-19 Eq. (17.6.1.2) ACI 318-19 Table 17.5.2 fu1a [psi] 65,000 cj> steel cl> N,a [lb] 0.750 9,555 ACI 318-19 Eq. (17.6.3.1) ACI 318-19 Eq. (17.6.3.2.2a) ACI 318-19Table 17.5.2 Ab, [in.2] A a 0.59 1.000 4>. concrete cl> N00 [lb] 0.700 9,895 1,084 f0 [psi] 3,000 Nua [lb] 1,084 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 Hilti AG, Schaan Page: Specifier: E-Mail: Date: Page 75 3 Daniel Fisher dfisher@orie2.com 8/10/2023 3 •=iiS•• Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 3.3 Concrete Breakout Failure (ANc ) Ncbg = A ljl ec,N ljl ed,N 'V c,N \j/ cp,N Nb NcO $ Ncbg <! Nua ANc seeACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 h!, \j/ ec.N = ( 1+ ~ e~) s 1.0 3 h01 \j/ ed,N = 0.7 + 0.3 ( t•s~:,) S 1.0 \j/ cp,N Variables 4.000 c,c [in.] Calculations ANc [in.2] 156.25 Results Nebo [lb) 7,562 ec1 N [in.] 1.470 kc 24 ANcO [in.2] 144.00 concrete 0.700 ec2 N [in.) 0.000 "-a 1.000 1V ec1.N 0.803 $ Ncba [lb] 5,293 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1 b) ACI 318-19 Eq. (17.6.2.2.1) c. min [in.) \j/ c.N 2.500 1.000 ( [psi] 3.000 1Vec2,N lj/ ed,N 1.000 0.825 Nua [lb] 2,500 Input data and results must be checked for conformity with the existing conditions and for plausibili1yl PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt, AG, Schaan 'Vcp,N 1,000 Page 76 4 Daniel Fisher dfisher@orie2.com 8/10/2023 Nb [lb] 10,516 4 •=iiS~• Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 4 Shear load Load V ua [lb] Steel Strength• 80 Steel failure {with lever arm)' N/A Pryout Strength .. 320 Concrete edge failure in direction y ... 320 • highest loaded anchor .. anchor group {relevant anchors) 4.1 Steel Strength V,a = A,e.V futa tj> V,teel <?. Vua Variables A,.v [in.2 ] 0.20 Calculations V,a [lb] 12,740 Results v,. [lb] 12,740 ACI 318-19 Eq. (17.7.1.2a) ACI 318-19 Table 17.5.2 futa [psi] 65,000 tj> steel ti> V,a [lb] 0.650 8,281 80 Input data and results must be checked for conformity with the existing conditions and for plausibility! Page: Specifier: E-Mail: Date: Capacity ♦ Vn [lb] 8,281 N/A 13,180 3,108 PROFtS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Utilization 13v = V ua/♦ vn 1 N/A 3 11 Page 77 5 Daniel Fisher dfisher@orie2.com 8/10/2023 Status OK N/A OK OK 5 Page 78 1:115;.1 ----------------------------------Hilt i PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 4.2 Pryout Strength V cpg = kcp [ (::c:) \jl ec.N \jl ed,N \jl c,N \jl cp,N Nb ] v cpg ~ v u. ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1 (b) \jl ec,N \jl ed,N IV cp.N Variables 2 ljl c,N 1.000 Calculations ANc [in.2] 156.25 Results 18,828 h8r [in.) 4.000 c.c [in.] ANco [in.2] 144.00 4> concret• 0.700 ec1 N [in.] 0.000 kc 24 1V ec1,N 1.000 4> Vcoo [lb] 13,180 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) ec2N [in.) C1 mon [in.) 0.000 2.500 A• fc [psi] 1.000 3,000 \jl ec2,N \jl ed,N 1.000 0.825 Vu• [lb] 320 Input data and results must be checked for conformity with the existing conditions and for plausibili1yl PROFIS Engineering ( c) 2003-2023 Hilt, AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt, AG, Schaan \jl cp,N 1.000 6 Daniel Fisher dfisher@orie2.com 8/10/2023 Nb [lb] 10,516 6 i = i i 5 • • ----------------------Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 4.3 Concrete edge failure in direction y- (Ave ) V cbg = Avco IV ec,V 1Ved,V IV c,V IV h,V 1v parallel.V v b $ Vcbg <:: Vua Ave see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) Avc0 = 4.5 c!, IV ec,V = (, + ~) ~ 1.0 1.5c01 IV ed,V = 0.7 + 0.3( 1 _~~ 81 ) ~ 1.0 1Vh,V = #;:: 1.0 a ( ( I 0.2 ) = 7 t.) ~ Variables c., [in.] 2.500 10 [in.] 4.000 Calculations Ave [in.2] 38.44 Results 4,440 c02 [in.] 2.500 A. a 1.000 Avco [in.2] 28.12 tf, concrete 0.700 ecv [in.] 0.000 d0 [in.] 0.500 IV ec.V 1.000 $ Vct>o [lb] 3,108 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.7.2.1.3) ACI 318-19 Eq. (17.7.2.3.1) ACI 318-19 Eq. (17.7.2.4.1b) ACI 318-19 Eq. (17.7.2.6.1) ACI 318-19 Eq. (17.7.2.2.1a) IV c.V h0 [in.] 1.000 7.500 fc [psi] ~I parallel,V 3,000 2.000 IV ed,V IVh,V 1.000 1.000 Vu• [lb] 320 5 Combined tension and shear loads, per ACI 318-19 section 17.8 I:, Utilization 13N v [%] Status 0.472 0.103 5/3 31 OK Input data and results must be checked for conformity wi1h the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarl< of Hilti AG. Schaan Vb [lb] 1,624 Page 79 7 Daniel Fisher dfisher@orie2.com 8/10/2023 7 •=iiS~• Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 6 Warnings Page: Specifier: E-Mail: Date: Page 80 8 Daniel Fisher dfisher@orie2.com 8/10/2023 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. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! 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 8 Page 81 i = i i S • i _____________________ _ Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 7 Installation data Profile: no profile Hole diameter in the fixture: d1 = 0.562 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Page: Specifier: E-Mail: Date: 9 Daniel Fisher dfisher@orie2.com 8/10/2023 Anchor type and diameter: AWS 01 .1 GR. B 1 /2 Item number: not available Maximum installation torque: - Hole diameter in the base material: -in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 4.813 in. Hilti AWS welded headed stud anchor with 4 in embedment, 1/2, Steel galvanized, installation per instruction for use n Y 4.500 4.500 0 0 I{) N 0 0 0 3 .,,. I{) .f 0 0 -0 .. .f X 1 ? 0 0 "' .f 0 0 ": N 2.500 4.000 2.500 Coordinates Anchor [in.] Anchor X y c .• c •• c.y c.Y 1 -2.000 -2.000 2.500 2.500 2 2.000 -2.000 6.500 2.500 3 -2.000 2.000 2.500 6.500 4 2.000 2.000 6.500 6.500 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 Schaan Hilti is a registered Trademark of Hilli AG, Schaan 9 1:115;.1 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point 8 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: Page 82 10 Daniel Fisher dfisher@orie2.com 8/10/2023 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 conformity with the existing conditions and for plausibility! PROFIS Enginee,ing ( c) 2003-2023 Hilt, AG. FL-9494 Schaan Hilt, is a registered Trademark of Hilti AG, Schaan 10 C' ) co Q) C) l1 l Q. n ~, , [! ~: i 0 - _; _: ,- ' '- ' , C- - -- + - , ,_ . _ , , _ . . . . _ , _ - ' - ' - - _ __ , _ , . . _ _ , 0- ! 0· ' 0 ~ i~ I ,.• 0 - _ _; ,. , - J . . . . . , . i - - 4 - , ' - - l - " ' - ' 4 - +- . ; . + - - - - + ' '- - ' ~ 0- t 'l ; I I !1 ,. !1 0· 0 I I I I -H -n !1 !t I _, _ - - i - - - " - - - + - . . - - - - i - l ! □-T I 0 .L i . ,, I I I ~ ,4 .·•• t . • "· jj 14 1 I I .,, , I ' •. I I !( i , , :•.\ i i -· - H ' r·~ ·. : I ! 0 €) i! : If 1, ii ~ 0 0 i j - -- ·- ,-• . . . - • - i 0- fi b; " ' ii I I ~. ~ ,, ' " @) - _; _: .- - ' 1 - - 1 . - ; ' - - ' l ' - , ' - ' " - ' l - + + - i - - ; . . . . . . - .. . µ _ . : . . : , 0- 1 0· I I '' I I I I I I +- + - - - - " - - + - + - - - i a , □- r i! ; I ;: = . : = = = = == = :: ; ; = = = = : ; : = = = = :: . ' " - ! ' 0 ~---· ~- ~- t {e} 1 -~r_ __ ~ 'f ip_ __ ~- ·~ !~ APPROVER NOTE· -f,'Z.~ VERIFICATION IS REQ'D AT ALL 0IM£NSI0NS :riiMl~~fh:CIN~~r11~F sl&. SEmON A-A ; l -·-·---~ . ~:; if- 1-1·= ·1--. _ ./3)_ ., 'y' : 'If -~J ~! ~= ~ .. :· ____ _ -~ t~ ' !~ . r~ i·--~ 1] l~t J ~l ji t .. ~J~ ~- ~ ~--- ~ ! ,,i ,;..-11. rl I I -·-~ ~; __ -~-' . ..J·----'------;;,n, ~ffe [·-·--~ 1------~ ., ;i -~ r4-~ ; ~:J!. ;_ -··:1 : /Ii.I(.. 1] -~ ~ f_ ~ t ~- ~! t ::-I~-• ~~ 2 ""' ... ~-.J~~----·····-L.--.-·-· - ~] --~ -~""" "' ~ffe SEmON B-B -.....-n,-cr-- I JSSUCO f(a "'"'1<1N. Of.SOtmON I Ol/2J/l31 ~ l I ~I '.f 1i J : ~- --__ i --~ ~i ,_:j] -d . ji di ____ J BUILDWISE INC. 1800 J<tlN TOWlRS AVUIUE, U (AJON, CA. 92010 l'MONE cut> na-uoo" oso su-1021 ~- {t ~ {l ~- ~--· ~-•-; r,.;;."i'" i ~ n~ ~! ,-~! i Page 84 .. ...;; l :~ ¥ :---~ ~ ~-! i.J J :--~ 31 in, : ir ... , ' -· ·---~ -~ ! J~ fl:~ ,.!!',,. m ,:n!s , ~L-~ - ---·-· ~ nQJ£CT: -~· .. ~\ ~· .E:311 ! i : ~ .... ~-r------~;~- i:,.,- J -t~--~ H-,--/ ~-! • '! : l ~ ·~ i--•.t . . ~;~,~:::·_:r: -l--~1i SECTION C-C ~ AVIARA -PAIUC.INC STRUCT\JRE (c.A.RAC.E) STAllt fl • caoss SECTION LOCAtfON: OllAlinrl: VW JOI Jllo: 1600 CARLSIAO, CA O.Tt: 02_{15/23 OMWIPC. Nl .. U. ~ COHTAACTOI:: ~ WERMERS Co. 02/15/U MEG101 A "' co (I ) 0) ro 0.. 0- - -- 0 -- - -- - 0- · - H .. ,. ! I ., $ .. ,. . , 1 $ €> ' :J , l ~ ; Ci i ,, .... 1 11 l, J ;, • . . ~ 0 0-- - - 0 -- __ _ j 0- - I I I I I I I I ;i i ·-~ Ji ~ ·- 0 0-- - - - 0 I 11 .l ~-0 I I 1! I 1! I 1! 11 ! I ! i ! •·: . __ _ _ _ i __ _ _ ___ _ I i ~ "' '; ; _,, t l ° I $ I •.t ~ "' : ,,I 0 ~ .. , I I·· .. :u - - !1 I !1 I !1 I !' I i ii · • ~ ! . ~w i '2 ~ ~~ J! , . . . -0 ai i : J ~~ ! ; oi l ; ~j ~- !~ i: ~ :l ~ 0 =~ ! i~ l ~-- 7--, t ~- i a:_·j 1 ~ ~ --:::, " v ·---~ t ~--<·-· t ~· ;r; 't APPROVER NOTE i r.,.,:o V[IUFICATJON .IS REQ'D AT All Ot~(kSIONS ~PiMEs=ri~fh~l~'Otllrr~F sl&. SEmON A-A .,_.r .... 11:,'f -·-~ ' ]1 -;--·-~ t~=j' i'~~ ~] ;-~--~ = '.l • -t,-' • ~I --~ ____ }P 1/J ;·-·-L.h f~' v t ·• l; ~! ~ ___ }l~ ~! J 'Of )fUl O,lil ....... 0◄"} n,.11.11 ~1:'M1,\mS.U!'lf.-G40tl '": ~ Of OWINU.C0U,NII CUTU llNt: £ fA(f OJ F'[<flSM ~·- •5"' ,-,i ,;-- i i ! t lf j I I -:::,, ~! hi • ~~ ~· r, 1F: ~· ~ '-·· ~· ~·-<·-·-•· 'I! !f ---~-- l-----"'"'-----1-------::.;.. SECTION 8-8 ,. I ISSUED ~OI: JJ'l'IIO','Al OESOJll'TION ~, ... •.L-j ioini7i"i ~ ll'/.- ·-·-·-~ 1----~ ~I ~- ---1--~' ii t __ :r -~ I ~! J! ~---~' tj] J -~ ~ ' J ___ ..,.._ ~! j -~ ~ ··-1·-~? BUILDWISE INC. 1800 ~~ TM.as A\IOIJE, E.L CAJON, (A. 92010 l'tQI£. ('19) 3'1·1100 & CSSI} SSJ-1029 >!-• !,_._, ...... i ~· "~·· -:_ < • ' . ;;f'---;;-; ! Page 86 \ ' -l ----.L3::\. {JJ-·······.1~ -·-1 . "'" :::J::·"" ~-::-··-• • • ~ -~'.I v -1/ ~i ·--i----~1~ ~· .....,,., •·-"'.·· • ·4 i t · ~~· ~· r · ~· ~~ J -l: ~,--~ ll?~J J --·-~ ~ . , I r:' ~; :r-.. ~_.J ·-+-·' ·~·!-~ ,r: ~~-· ';;J~l•-·-·=---== ~ ! i 1~- -~I ip ~ ;~~ ,, ~! .. ,-1 SECTION C-C PIIOJECT· ~ ~:~:-PAR~H«, STRUCTURE {c.,A.RA.c.EJ I ~~~_'1 .-... caoss s~~~ I CAIi.LS.BAO, (A 02/1\/21 ~_Mo: ~..c11t..,.u. 1600 «.ITAACTOlt: WERMERS Co. OflC'D: ~ ~ 02/1\/23 MEG201 I A Orie2 Engineering Structural Engineers 9750 Miramar Roao. Suite 310 San Diego, CA 92126 Fax: (858) 586-0911 RESPONSE TO PLAN REVIEW COMMENTS September 18, 2023 PROJECT: Aviara-lFA-Stairs -Garage Our responses to the Structural Plan & Calculation Review Comments are as follows: Comment S2 S3 Structural Comments & Responses Response Comment: Regarding section-1 , Address the following comments: a) Please specify the existing slab thickness and concrete strength to ensure that the input data in Hilti software are correct. b) Please specify the edge distance on hilti report. c) Please revise to show and include the tension force. Response: a) The concrete compressive strength is f'c = 4,000 psi for slabs on grade. The thickness of the slab is 5" thick. Calculations revised, and as-built excerpts included accordingly. See calculation pages 37-45. b) Per As-Builts, anchor edge distance is a minimum of 8". Calculations revised to reflect edge distance. See calc pgs. 37-45. c) The 5,359 lbs / 647 lbs reaction force are both compressive forces bearing on concrete. There is no tension on these anchors under any load combination. Comment: On page 46 at the structural calculation, please revise the slab thickness and show it in the section. Response: The 420 inches is not the slab thickness. The slab thickness is 7.5 inches, and the 420 inches represents a long enough length of the slab (where people walk on it). In reality this length is longer than 420 inches, but this arbitrary length is sufficient for anchor calculations. Orie2 Engineering Structural Engineers 9750 Miramar Road. Suite 310 San Diego, CA 92126 Fax: (858) 586-0911 Structural Calculations PROJECT: Aviara-lFA-Stairs Garage (Project # 158.033-23 ) CLIENT: PCIW DESIGNED BY: ESY DATE: 8/10/23 PREV2023-0167 1205 AVIARA PKWY Orie2 -Structural Engineers AVIARA APARTMENTS: DEFERRED STAIR SUBMITTAL DEV201 7-0033 2120405600 CBC2021-0489 8/21/2023 PREV2023-0167 CITY Orie2 Engineering Structural Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Fax: (858) 586-0911 Structural Calculations -Table of Contents Aviara-lFA-Stairs Garage Orie2 Job No. 158.033-23 1. Design Criteria & Loads ................................................................................ 1 -5 2. Stairs Model .................................................................................................. 6 -26 3. Stairs Connections Analysis ....................................................................... 27 -55 4. Railing Analysis .......................................................................................... 56 -81 5. Appendix ..................................................................................................... 82 -85 3/17 /23, 10:54 AM ATC Hazards by Location A This 1s a beta release of lhe new ATC Hazard& by Localiorl website Please contact u& with feedback. O The ATC Hazards by Location website w,11 not be updalecl lo support ASCE 7-22. EL'll!..!ll!L,yj]Y, l\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: Basic Parameters Name Value Ss 1.041 s, 0.377 s.,s 1.249 s.,, • null Sos 0.833 So1 • null • See Section 11.4 .8 1205Aviara Pkwy, Carlsbad, CA92011, USA 33.1217135, -117.3029721 85 tt 2023-03-17T17:54:23. 1892 Seismic ASCE7-16 D-default Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1,0s SA •Additional Information Name Value SDC • null Fa 1.2 Fv • null CR5 0.894 CR1 0.905 PGA 0.458 FPGA 1.2 PGA., 0.549 TL 8 SsRT 1.041 SsUH 1.165 SsD 1.5 S1RT 0.377 S1UH 0.417 S1D 0.6 PGAd 0.531 • See Section 11.4.8 Description Seismic design category Site amplification factor at 0.2s Site amplification factor at 1.0s Coefficient of risk (0.2s) Coefficient of risk (1.0s) MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) TefTJ<!Cula 0 85 ft ca,,J 0 E$COOdido San Diego -o Bo11ego Sp,~ngs Page 1 Anza-Borrego Desert State Park Cleveland National Forest i Map data 02023 Google, INEGI The results indicated here DO NOT 1eflect any state or local amendments to the values or any delmeation lines made during the buildir~9 code adoption process Users should confirm any output obtained from this tool with the local Authority Havmg Junsd1ction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. f.,nq9ut..,.,h;,, Disclaimer https://hazards.atcouncil.org/#/seismic?lat=33.1217135&Ing=-117.3029721 &address=1205 Aviara Pkwy%2C Carlsbad%2C CA 92011 %2C USA 1/2 .0 CMU WALL TYP. Orie2 Engineering Sttucturat Eng/fleers 9750 Miramar Road. Suite 310 San o,ego. CA 92126 Fax: (858) 586-0911 7 TREADS @.11"=6!..S I I NL r- Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Aviara Garage Stairs #1 & #2 I.I. Page 2 DATE: 3/16/23 BY : ESY I I I --=L~-=~~-=~~-=-N ------ .1/2 0.0. TUBE A.NDRAIL (TYP) L l/2 O.D. TUBE CAIN RAIL OPP. TYP --- I 1--I I I I 1--- I I 1--I I I I 1--- I I 1- I I I I UP ffi u z H e:: j- V) I ID 0 rl >< N .-i ;,. ...... 'l'i'l--"'?1 rl"' Ei:' rl -' ~ ~'<I'...., uj ~ C. ::::, V) ~ "" >< .,. u __J I ;'\. I MC12X10 .6-STRINGER ~ iH::-=+-_-_-_-___ ___J_ .... _-_-_-_-r-_-+--+-t=11=· I I I _I _ I I UP 1 I I I _ I_ I I I I I I I I C8Xll. 5 TOS=+6'-6.J3/ ~TYJ C4X1.25 I I I I I I I 1...__ ................. ........., ---1 I ---1 2" LT. WT. CONCRETt. 1 ...-/\ OVER 10 GA.PL 1 11 I I EL1.=+6' -3 4" r I T 0. LAN NG I I NL .,f-~ 4~,.1'-l ---=T=RE=-t~~~0=o=IM~· _--1---.....tJ i /,.,<-< ______ 7_TR_EA_D_S_@._11_' '_'=_6_!.._5 ____ __,,,j<-L _____ ...;._4_!..4.:.._ ____ --,1g1i~ 2"LT.WT.CONCRETE OVER 10 GA.PL u. u. "$ rl --_, rl ~ .... 0 _, N ,.,., U"l _, m Orie2 Engineering Structumf Eogioeers 9750 Miramar Road. Suite 310 san Diego. CA 92126 Fax (858) 586-0911 I HSS1_1/2X'.L.l/2Xl/B TOP & BOTT. RAI S (TYP.) HSSL1/2XL 1/2X3/16 POST ~ '-0 0 . C HSS5/SX5/8Xl/16 PICKETS ~··o.c 2'-2 ._1/2 0 . D.. TUBE 1 -tANDRAIL VP. 0 .... ., N ~N.L. I ,r 0 .-l ., "' L3X3Xl/4 SUPPORT Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Aviara Garage Stairs #1 & #2 Page 3 DATE: 3/16/23 BY : ESY II • ...J 1-UJ ~~~-~-- ~~r----~-~-- 00 '+10 ~-,~ ::➔ 111, .. , I.I) ..... I : I I I I I I I I 14 I MC12X10.6 _MC12Xl0.6 1 L3X3Xl/4 I SUPPORT ---,,,..., ________________ _ I 12 I I CMU WALL ("TYP) - ,.... $ I ._, ~~ ~_., ~~ $ V, _, ~-- M _, N 0 UJ • let: 'H ;.., I- Vl er: QO ...... ... -::;,. I ...,, .. ;::;.. '° V) 0:: 00 ~ ~ '1'J, !;:'} er: ...,. v · '1 00 I . ! ...J w :.,. ..., -..... z M H 1 0 "' z 1<( • ....J V • + 0 II • ..J 1-UJ ~ H 0 :z :5 0 I- V -..... 'i. '1 .... V, j I :s . 1 0 II ....J I-w Orie 1 Engineering Structural & Bridge Engineers Project No.· c.•-=58"-'.0"'3-'-3·cc23'------------ 9750 Miram.1r Ro$d, Suite 310 San Diego. CA 92126 Phone# (858) 335--7643 PROJECT; Aviara-lFA-Statrs Garage SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-16 13.3.1 Code: 2022 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D Table 20-3-1, Default = D s.: 104.1 s,: 37.7 F.: 1.200 Fv: 1.923 SM5: 1.249 SM,: 0.725 S05: 0.833 Sa,: 0.483 %9 %9 (USGS using Latitude/Longitude) Table 11.4-1 Table 11.4-2 F3 S, Fv•S, 2/3(SMs) 2/3(SM,l Occupancy: Component: Egress Stair Ip: 1.5 ASCE 7-16, Section 13.1.3 Component = Rigid -Limited deformability elements and attachments ap = 1 ASCE 7-16, Table 13.5-1 or 13.6-1 Rp = 2.5 ht, of struct to pt. of attachment, z = 5 ave. roof height to base, h = 6 Seismic Force: F P = 0 .4apSos (Rpilp) Fp = 0.533 x WP Fp,mln = 0.3Soslp x WP Fp,mln = 0.375 X WP F p,max = 1.6Soslp X W p Fp,max = 1.999 X WP FP = 0.533 x (1+2(z/h)) x WP ASCE 7-16, Eq 13.3-1 <--Governs ASCE 7-16, Eq 13.3-3 ASCE 7-16, Eq 13.3-2 (LRFD) Page 4 DATE: 03117123 BY : ESY Page 5 ~ Orie 2 Engineering ·~j Structural & Bridge Engineers Project No. : _1.c.58'----.0-'--'3'-'-3--2-3 _____ _ DATE: 03/17/23 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 PROJECT : Aviara-lFA-Stairs Garage BY: San Diego, CA 92126 Gravity Design Loads CODE: 2022 California Building Code (CBC) DEAD LOAD Stringer Dead Load Precast Treads Misc. MC12x10.6 Stringer Landing Dead Load 10 GA Metal Pan 2" Lightweight Concrete Fill Framing Members FLOOR LIVE LOADS: Seismic Design @ Stringers Fp Seismic= MC12x10.6 = 1/2 Width of Stairs = Fp = Seismic Design @ Landing Fp Seismic= MC12x10.6 = C8x11.5= C4x7.25 = Sub-Total: Total: Sub-Total: 38.0 psf 2.0 psf 40.0 psf 5.3 psf 45.3 psf 6.0 psi 19.0 psf 25.0 psi Varies 100.0 psi 0.533 •w (Strength) 10.6 pit 2.00 ft 48.3 pit Egress Stairs 0.533 •w (Strength) 10.6 pit 11.5 plf 7.25 plf Total Length of MC12x10.6 = Total Length of C8x11.5 = Total Length of C4x7.25 = 8 ft Weight of MC12x10.6 = 8 ft Weight of C8x11.5 = 4 ft Weight of C4x7.25 = ESY Total Weight of Landing Members = Total Area of Landing = Length of Seismic Members = Fp = 16.0 sqft 20.0 ft 16.1 pit "Seismic Members" are members to which seismic load is applied in the analysis Fp = ( Total Weight of Landing Members x Cs/ Length of Seismic Members ) + ( Dead Load (PSF) x Total Area of Landing x Cs/ Length of Seismic Members) 84.8 lb 92 lb 291b 2061b Envelope Only Solution IIIRISA ~O_r_ie_2_E_n_gi_ne_e_ri_ng_,_ln_c_. --1 ESY Section Set SK-1 Page 6 Section Sets CMC12x10.6 C8x11 .,5 C4x7.25 Mar 17, 2023 at 04:34 PM Aviara Stairs GARAGE.r3d Loads: BLC 1, D Envelope Only Solution II IRISA i...:0:.:r.:.:ie-=-2_E.....:ng::....in_e_e_rin_;;g_,_ ln_c._7 .. .••. .• ·'" .,. ~E::.::S:..:.Y ______ -----i Dead Load Page 7 SK-2 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Loads: BLC 2, L Envelope Only Solution II IRISA L,:O::,:r_::ie:::.2-=E.:..::ng~in_:e_e_rin....::g~, _I n_c._--; •• •• •• AM• 1-..'.E:..::S::....:Y _______ I Live Load Page 8 SK-3 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Loads: BLC 3, Ex Envelope Only Solution IIIRISA 1-0_r_ie_2_E_n_gi_ne_e_ri_ng_,_ln_c_. --1 ESY Seismic Load X Page 9 SK-4 Mar 17. 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Loads: BLC 4, Ez Envelope Only Solution II I RISA 1-0_r_ie_2_E_n_gi_ne_e_ri_ng_,_ln_c_. ---1 ESY Seismic Load Z Page 10 0.017 k/ft SK-5 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Member Code Checks Displayed (Enveloped) Envelope Only Solution IIIRISA f-O_ri_e2_En_g_in_e_er_in_g_, l_nc_. ----i ESY Code Check (Bending) SK-6 Page 11 Code Check (Env) No Cale > 1.0 .90-1 .0 .75-.90 .50-.75 ■ 0.-.50 Mar 17, 2023 at 04:35 PM Aviara Stairs GARAGE.r3d Company Designer : Orie2 Engineering, Inc. : ESY IIIRISA A NCMC rsCHfK COMPANY Job Number Model Name: Model Settinas Number of Renorted Sections Number of Internal Sections Member Area Load Mesh Size 0n2\ Consider Shear Deformation Consider Torsional Waroina Annroximate Mesh Size /in) Transfer Forces Between lntersectina Wood Walls Increase Wood Wall Nailina Caoacitv for Wind Loads Include P-Delta for Walls Ootimize Masonrv and Wood Walls Maximum Number of Iterations Sinale Multiole /Ootimum\ Maximum Global Axis corresnondina to vertical direction Convert Existinn Data Default Global Plane for z-axis Plate Local Axis Orientation Hot Rolled Steel Stiffness Adiustment Notional Annex Connections Cold Formed Steel Stiffness Adiustment Wood Temnerature Concrete Masonrv Aluminum Structure Tvoe Stiffness Adiustment Stainless Stiffness Adiustment Comoression Stress Block Analvze usinn Cracked Sections Leave room for horizontal rebar solices (2*d bar snacina) List forces which were ianored for desian in the Detail Reoort Column Min Steel Column Max Steel Rebar Material Snee Warn if beam-column framina arranaement is not understood Number of Shear Reaions Reaion 2 & 3 Snacina Increase Increment /in\ Code Risk Catenorv Drift Cat 5 100 144 Yes Yes 24 Yes Yes Yes Yes 3 No Yes No y Yes xz Global AISC 15th £360-16): ASD Yes /Iterative\ None AISC 14th 1360-10): ASD AISI S100-16: ASD Yes /Iterative\ AWC NDS-18 / SDPWS-15 ASD < 100F ACI 318-19 TMS 402-16: ASD AA ADM1-15: ASD Buildina Yes /Iterative) AISC 14th 1360-10): ASD Yes /Iterative) Rectanaular Stress Block Yes Yes Yes 1 8 ASTM A615 No 4 4 ASCE 7-16 I or II Other RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Page 12 3/17/2023 4:58:20 PM Checked By: Page 1 IIIRISA Company Designer : Orie2 Engineering, Inc. : ESY Job Number Model Name: Model Settinas (Continued) Base Elevation /ft\ Include the weiaht of the structure in base shear calcs S (a\ SD, la\ SD. (a\ T, /sec\ T Z <sec\ TX (sec\ CZ ex CExo. Z CExo. X RZ RX OnZ OnX CaZ C,X oz ox Yes 1 1 1 5 0.02 0.02 0.75 0.75 3 3 1 1 4 4 1 1 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d] Page 13 3/17/2023 4:58:20 PM Checked By : Page 2 IIIRISA Node Coordinates Label 1 N17 2 N18 3 N19 4 N20 5 N21 6 N22 7 N23 8 N24 9 N25 10 N26 11 N27 12 N28 13 N29 14 N30 15 N31 16 N32 17 N33 18 N34 19 N35 20 N36 21 N37 22 N38 23 N39 24 N40 25 N41 26 N42 27 N43 28 N44 29 N45 30 N46 31 N47 32 N48 33 N49 34 N50 35 N51 36 N52 37 N53 38 N54 39 N55 40 N56 41 N57 42 N58 43 N59 44 N60 45 N61 46 N62 47 N63 48 N64 49 N65 50 N66 51 N67 52 N68 53 N69 54 N70 55 N71 RISA-3D Version 21 Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: X fftl Y fftl Z fftl 28.582907 -11.250288 -0.000333 21 .1 6624 -4.500287 -11 .083666 21.16624 -4.500287 -7.083666 28.582907 -6.750287 -9.083666 24.582907 -11.250288 -0.000333 17.16624 -0.000287 -0.000333 17.16624 -4.500287 -11.083666 21.16624 -0.000287 -0.000333 28.582907 -6.750287 -7.083666 28.582907 -6.750287 -11.083666 17.16624 -4.500287 -7.083666 24.582907 -6.750287 -7.083666 24.582907 -6.750287 -11.083666 24.582907 -6.750287 -9.083666 19.16624 -4.500287 -11 .083666 19.16624 -4.500287 -7.083666 28.582907 -6.750287 -8.083666 17.16624 -4.500287 -8.083666 17.16624 -4.500287 -10.583666 28.582907 -6.750287 -10.583666 28.082907 -6.750287 -11.083666 25.582907 -6.750287 -11 .083666 17.66624 -4.500287 -11.083666 20.16624 -4.500287 -11.083666 17.16624 -4.500287 -7.583666 17.66624 -4.500287 -7.583666 17.66624 -4.500287 -7.083666 18.16624 -4.500287 -7.583666 18.16624 -4.500287 -7.083666 18.66624 -4.500287 -7.583666 18.66624 -4.500287 -7.083666 19.16624 -4.500287 -7.583666 19.66624 -4.500287 -7.583666 19.66624 -4.500287 -7.083666 20.16624 -4.500287 -7.583666 20.16624 -4.500287 -7.083666 20.66624 -4.500287 -7.583666 20.66624 -4.500287 -7.083666 21.16624 -4.500287 -7.583666 17.66624 -4.500287 -8.083666 18.16624 -4.500287 -8.083666 18.66624 -4.500287 -8.083666 19.16624 -4.500287 -8.083666 19.66624 -4.500287 -8.083666 20.16624 -4.500287 -8.083666 20.66624 -4.500287 -8.083666 21 .16624 -4.500287 -8.083666 17.16624 -4.500287 -8.583666 17.66.624 -4.500287 -8.583666 18.16624 -4.500287 -8.583666 18.66624 -4.500287 -8.583666 19.16624 -4.500287 -8.583666 19.66624 -4.500287 -8.583666 20.16624 -4.500287 -8.583666 20.66624 -4.500287 -8.583666 [ Aviara Stairs GARAGE.r3d] Page 14 3/17/2023 4:58:20 PM Checked By : Detach From Diaohraqm Page 3 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number : ANf:METt"iCHf:I\ COMPANY Model Name: Node Coordinates (Continued) Label Xfftl y fftl Z fftl 56 N72 21.16624 -4.500287 -8.583666 57 N73 17.16624 -4.500287 -9.083666 58 N74 17.66624 -4.500287 -9.083666 59 N75 18.16624 -4.500287 -9.083666 60 N76 18.66624 -4.500287 -9.083666 61 N77 19.16624 -4.500287 -9.083666 62 N78 19.66624 -4.500287 -9.083666 63 N79 20.16624 -4.500287 -9.083666 64 N80 20.66624 -4.500287 -9.083666 65 N81 21.16624 -4.500287 -9.083666 66 N82 17.16624 -4.500287 -9.583666 67 N83 17.66624 -4.500287 -9.583666 68 N84 18.16624 -4.500287 -9.583666 69 N85 18.66624 -4.500287 -9.583666 70 N86 19.16624 -4.500287 -9.583666 71 N87 19.66624 -4.500287 -9.583666 72 N88 20.16624 -4.500287 -9.583666 73 N89 20.66624 -4.500287 -9.583666 74 N90 21 .16624 -4.500287 -9.583666 75 N91 17.16624 -4.500287 -10.083666 76 N92 17.66624 -4.500287 -10.083666 77 N93 18.16624 -4.500287 -10.083666 78 N94 18.66624 -4.500287 -10.083666 79 N95 19.16624 -4.500287 -10.083666 80 N96 19.66624 -4.500287 -10.083666 81 N97 20.16624 -4.500287 -10.083666 82 N98 20.66624 -4.500287 -10.083666 83 N99 21 .16624 -4.500287 -10.083666 84 N100 17.66624 -4.500287 -10.583666 85 N101 18.16624 -4.500287 -10.583666 86 N102 18.66624 -4.500287 -10.583666 87 N103 19.16624 -4.500287 -10.583666 88 N104 19.66624 -4.500287 -10.583666 89 N105 20.16624 -4.500287 -10.583666 90 N106 20.66624 -4.500287 -10.583666 91 N1 07 21.16624 -4.500287 -10.583666 92 N108 18.16624 -4.500287 -11.083666 93 N109 18.66624 -4.500287 -11.083666 94 N110 19.66624 -4.500287 -11.083666 95 N111 20.66624 -4.500287 -1 1.083666 96 N112 24.582907 -6.750287 -7.583666 97 N113 25.082907 -6.750287 -7.583666 98 N114 25.082907 -6.750287 -7.083666 99 N115 25.582907 -6.750287 -7.583666 100 N116 25.582907 -6.750287 -7.083666 101 N117 26.082907 -6.750287 -7.583666 102 N118 26.082907 -6.750287 -7.083666 103 N119 26.582907 -6.750287 -7.583666 104 N120 26.582907 -6.750287 -7 .083666 105 N121 27.082907 -6.750287 -7.583666 106 N122 27.082907 -6.750287 -7.083666 107 N123 27.582907 -6.750287 -7.583666 108 N124 27.582907 -6.750287 -7.083666 109 N125 28.082907 -6.750287 -7.583666 110 N126 28.082907 -6.750287 -7.083666 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d] Page 15 3/17/2023 4:58:20 PM Checked By: Detach From Diaohraqm Page 4 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number : Model Name: Node Coordinates (Continued) Label X [ft] Y rftl z [ft] 111 N127 28.582907 -6.750287 -7.583666 112 N128 24.582907 -6.750287 -8.083666 113 N129 25.082907 -6.750287 -8.083666 114 N130 25.582907 -6.750287 -8.083666 115 N131 26.082907 -6.750287 -8.083666 116 N132 26.582907 -6.750287 -8.083666 117 N133 27.082907 -6.750287 -8.083666 118 N134 27.582907 -6.750287 -8.083666 119 N135 28.082907 -6.750287 -8.083666 120 N136 24.582907 -6.750287 -8.583666 121 N137 25.082907 -6.750287 -8.583666 122 N1 38 25.582907 -6.750287 -8.583666 123 N139 26.082907 -6.750287 -8.583666 124 N140 26.582907 -6.750287 -8.583666 125 N141 27.082907 -6.750287 -8.583666 126 N142 27.582907 -6.750287 -8.583666 127 N143 28.082907 -6.750287 -8.583666 128 N144 28.582907 -6.750287 -8.583666 129 N145 25.082907 -6.750287 -9.083666 130 N146 25.582907 -6.750287 -9.083666 131 N147 26.082907 -6.750287 -9.083666 132 N148 26.582907 -6.750287 -9.083666 133 N149 27.082907 -6.750287 -9.083666 134 N150 27.582907 -6.750287 -9.083666 135 N151 28.082907 -6.750287 -9.083666 136 N152 24.582907 -6.750287 -9.583666 137 N153 25.082907 -6.750287 -9.583666 138 N154 25.582907 -6.750287 -9.583666 139 N1 55 26.082907 -6.750287 -9.583666 140 N156 26.582907 -6.750287 -9.583666 141 N157 27.082907 -6.750287 -9.583666 142 N158 27.582907 -6.750287 -9.583666 143 N159 28.082907 -6.750287 -9.583666 144 N160 28.582907 -6.750287 -9.583666 145 N161 24.582907 -6.750287 -10.083666 146 N162 25.082907 -6.750287 -10.083666 147 N163 25.582907 -6.750287 -10.083666 148 N1 64 26.082907 -6.750287 -10.083666 149 N165 26.582907 -6.750287 -10.083666 150 N166 27.082907 -6.750287 -10.083666 151 N167 27.582907 -6.750287 -10.083666 152 N168 28.082907 -6.750287 -10.083666 153 N169 28.582907 -6.750287 -10.083666 154 N170 24.582907 -6.750287 -10.583666 155 N171 25.082907 -6.750287 -10.583666 156 N172 25.582907 -6.750287 -10.583666 157 N173 26.082907 -6.750287 -10.583666 158 N174 26.582907 -6.750287 -10.583666 159 N175 27.082907 -6.750287 -10.583666 160 N176 27.582907 -6.750287 -10.583666 161 N177 28.082907 -6.750287 -10.583666 162 N178 25.082907 -6.750287 -11 .083666 163 N179 26.082907 -6.750287 -11.083666 164 N180 26.582907 -6.750287 -11 .083666 165 N181 27.082907 -6.750287 -11.083666 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d) Page 16 3/17/2023 4:58:20 PM Checked By: Detach From Diaohraqm Page 5 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: Node Coordinates (Continued) Label X ft y ft 166 N182 27.582907 -6.750287 Hot Rolled Steel Properties z ft -11.083666 Page 17 311712023 4:58:20 PM Checked By: Detach From Dia hra m Label E fksil G fksil Nu Therm Coeff 11 e5°F-'1 Density [k/ft3l Yield [ksil Rv Fu fksil Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Hot Rolled Steel Design Parameters Label Shaoe Lenath lftl Lb v-v [ft] Lb z-z [ftl Lcom o too lftl Lcomo bot fftl Channel Conn a fftl Function 1 M17 MC12x10.6 4.091 1 1 1 1 NIA NIA Lateral 2 M18 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 3 M19 MC12x10.6 4 1 1 NIA NIA Lateral 4 M20 C8x11. 5 4 1 1 NIA NIA Lateral 5 M21 MC12x10.6 4 1 1 NIA NIA Lateral 6 M22 C8x1 1. 5 4 1 1 NIA NIA Lateral 7 M23 MC12x10.6 4 1 1 NIA NIA Lateral 8 M24 C8x11. 5 4 1 1 NIA NIA Lateral 9 M25 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 10 M26 MC12x10.6 4.091 1 1 1 1 NIA NIA Lateral 11 M27 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 12 M28 MC12x10.6 8.392 1 1 1 1 NIA NIA Lateral 13 M29 MC12x10.6 4 1 1 NIA NIA Lateral 14 M30 C8x11. 5 4 1 1 NIA NIA Lateral 15 M31 C4x7.25 4 1 1 NIA NIA Lateral 16 M32 C4x7.25 4 1 1 NIA NIA Lateral Hot Rolled Steel Section Sets Label Shaoe Tvoe Desiqn List Material Desian Ru le Area lin21 lvv fin•l lzz [in•] J [in•] 1 MC12x10.6 MC12X10.6 Beam Channel A36 Gr.36 Tvoical 3.1 0.378 55.3 0.06 2 C8x11. 5 C8X11.5 Beam Channel A36 Gr.36 Tunical 3.37 1.31 32.5 0.13 3 C4x7.25 C4X7.25 Beam Channel A36 Gr.36 Tvoical 2.13 0.425 4.58 0.082 Plate Primary Data Label A Node B Node C Node D Node Material Thickness linl 1 P3 N27 N41 N42 N43 nen Steel 0.135 2 P4 N43 N42 N44 N45 aen Steel 0.135 3 P5 N45 N44 N46 N47 nen Steel 0.135 4 P6 N47 N46 N48 N32 aen Steel 0.135 5 P7 N32 N48 N49 N50 aen Steel 0.135 6 P8 N50 N49 N51 N52 aen Steel 0.135 7 pg N52 N51 N53 N54 aen Steel 0.135 8 P10 N54 N53 N55 N19 nen Steel 0.135 RISA-3O Version 21 [ Aviara Stairs GARAGE.r3d ] Page 6 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: Plate Primary Data (Continued) Label A Node B Node C Node D Node 9 P11 N41 N34 N56 N42 10 P12 N42 N56 N57 N44 11 P13 N44 N57 N58 N46 12 P14 N46 N58 N59 N48 13 P15 N48 N59 N60 N49 14 P16 N49 N60 N61 N51 15 P17 N51 N61 N62 N53 16 P18 N53 N62 N63 N55 17 P19 N34 N64 N65 N56 18 P20 N56 N65 N66 N57 19 P21 N57 N66 N67 N58 20 P22 N58 N67 N68 N59 21 P23 N59 N68 N69 N60 22 P24 N60 N69 N?0 N61 23 P25 N61 N?0 N71 N62 24 P26 N62 N71 N72 N63 25 P27 N64 N73 N74 N65 26 P28 N65 N74 N75 N66 27 P29 N66 N75 N76 N67 28 P30 N67 N76 N77 N68 29 P31 N68 N?? N78 N69 30 P32 N69 N78 N79 N?0 31 P33 N?0 N79 NB0 N71 32 P34 N71 N80 N81 N72 33 P35 N73 N82 N83 N74 34 P36 N74 N83 N84 N75 35 P37 N75 N84 N85 N76 36 P38 N76 N85 N86 N?? 37 P39 N?? N86 N87 N78 38 P40 N78 NB? N88 N79 39 P41 N79 N88 N89 N80 40 P42 NB0 N89 N90 N81 41 P43 N82 N91 N92 N83 42 P44 N83 N92 N93 N84 43 P45 N84 N93 N94 N85 44 P46 N85 N94 N95 N86 45 P47 N86 N95 N96 NB? 46 P48 N87 N96 N97 N88 47 P49 N88 N97 N98 N89 48 P50 N89 N98 N99 N90 49 P51 N91 N35 N100 N92 50 P52 N92 N100 N101 N93 51 P53 N93 N101 N102 N94 52 P54 N94 N102 N103 N95 53 P55 N95 N103 N104 N96 54 P56 N96 N104 N105 N97 55 P57 N97 N105 N106 N98 56 P58 N98 N106 N107 N99 57 P59 N35 N23 N39 N100 58 P60 N100 N39 N108 N101 59 P61 N101 N108 N109 N102 60 P62 N102 N109 N31 N103 61 P63 N103 N31 N110 N104 62 P64 N104 N110 N40 N105 63 P65 N1 05 N40 N 111 N106 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d] Material □en Steel aen Steel aen Steel nen Steel □en Steel □en Steel aen Steel aen Steel aen Steel □en Steel nen Steel aen Steel aen Steel aen Steel □en Steel aen Steel aen Steel nen Steel □en Steel nen Steel aen Steel □en Steel aen Steel □en Steel aen Steel aen Steel aen Steel □en Steel aen Steel □en Steel aen Steel □en Steel nen Steel aen Steel □en Steel aen Steel aen Steel nen Steel □en Steel aen Steel □en Steel aen Steel □en Steel □en Steel nen Steel □en Steel aen Steel nen Steel □en Steel aen Steel □en Steel nen Steel □en Steel aen Steel aen Steel Page 18 3/17/2023 4:58:20 PM Checked By: Thickness finl 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.1 35 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.1 35 0.135 0.135 Page 7 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A NtMt:: T~',GHfK COMPANY Model Name: Plate Primary Data (Continued) Label A Node B Node C Node D Node 64 P66 N106 N111 N18 N107 65 P67 N28 N112 N113 N114 66 P68 N114 N113 N1 15 N116 67 P69 N116 N115 N117 N118 68 P70 N118 N117 N119 N120 69 P71 N120 N119 N121 N122 70 P72 N122 N121 N123 N124 71 P73 N124 N123 N125 N126 72 P74 N126 N125 N127 N25 73 P75 N112 N128 N129 N113 74 P76 N113 N129 N130 N115 75 P77 N115 N130 N131 N117 76 P78 N117 N131 N132 N119 77 P79 N119 N132 N133 N121 78 P80 N121 N133 N134 N123 79 P81 N123 N134 N135 N125 80 P82 N125 N135 N33 N127 81 P83 N128 N136 N137 N129 82 P84 N129 N137 N138 N130 83 P85 N130 N1 38 N139 N131 84 P86 N131 N139 N140 N132 85 P87 N132 N140 N141 N133 86 P88 N133 N141 N142 N134 87 P89 N134 N142 N143 N135 88 P90 N135 N143 N144 N33 89 P91 N136 N30 N145 N137 90 P92 N137 N145 N146 N138 91 P93 N138 N146 N147 N139 92 P94 N139 N147 N148 N140 93 P95 N140 N148 N149 N141 94 P96 N141 N149 N150 N142 95 P97 N142 N150 N151 N143 96 P98 N143 N151 N20 N144 97 P99 N30 N152 N153 N145 98 P100 N145 N153 N154 N146 99 P101 N146 N154 N155 N147 100 P102 N147 N155 N1 56 N148 101 P103 N148 N156 N157 N149 102 P104 N149 N157 N1 58 N150 103 P105 N150 N158 N159 N151 104 P106 N151 N159 N1 60 N20 105 P107 N152 N161 N162 N1 53 106 P108 N153 N162 N1 63 N154 107 P109 N154 N163 N164 N155 108 P110 N155 N164 N1 65 N156 109 P111 N156 N165 N166 N157 110 P112 N157 N166 N167 N158 111 P113 N158 N167 N168 N159 112 P114 N159 N168 N169 N160 113 P115 N161 N170 N171 N162 114 P116 N162 N171 N172 N163 115 P117 N163 N172 N173 N164 116 P118 N164 N173 N174 N165 117 P119 N165 N174 N175 N166 118 P120 N166 N175 N176 N167 RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d] Material aen Steel nen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel oen Steel aen Steel nen Steel aen Steel nen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel nen Steel aen Steel aen Steel aen Steel aen Steel aen Steel aen Steel nen Steel aen Steel aen Steel aen Steel aen Steel nen Steel nen Steel nen Steel aen Steel aen Steel nen Steel aen Steel nen Steel aen Steel nen Steel aen Steel aen Steel aen Steel aen Steel nen Steel Page 19 3/17/2023 4:58:20 PM Checked By : Thickness finl 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 Page 8 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: Plate Primary Data (Continued) Label A Node B Node C Node D Node Material 119 P121 N167 N176 N177 N168 aen Steel 120 P122 N168 N177 N36 N169 aen Steel 121 P123 N170 N29 N178 N171 aen Steel 122 P124 N1 71 N178 N38 N1 72 aen Steel 123 P1 25 N172 N38 N179 N173 aen Steel 124 P126 N173 N1 79 N1 80 N174 aen Steel 125 P127 N1 74 N180 N1 81 N175 aen Steel 126 P128 N1 75 N1 81 N1 82 N176 aen Steel 127 P129 N176 N182 N37 N177 aen Steel 128 P130 N177 N37 N26 N36 aen Steel Design Size and Code Check Parameters Label Max Axial/Bending Chk Typical Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Member Distributed Loads (BLC 3 : Ex) Page 20 3/17/2023 4:58:20 PM Checked By : Thickness finl 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 0.135 Max Shear Chk em er a e irect1on tart aanitu e t s, -n aanitu e l I s I -tart ocat1on ' 0 M b L b I D" S M • d [k/ft F k f k ft/fll E d M • d lk/fl F k f k ft/fll S L • [(ft % )l E nd Location [(ft %)1 ' 0 1 M27 X 0.049 0.049 0 %100 2 M25 X 0.049 0.049 0 %100 3 M26 X 0.049 0.049 0 %100 4 M17 X 0.049 0.049 0 %100 5 M28 X 0.049 0.049 0 %100 6 M1 8 X 0.049 0.049 0 %100 7 M29 X 0.017 0.017 0 %100 8 M23 X 0.017 0.017 0 %100 9 M32 X 0.017 0.017 0 %100 10 M24 X 0.017 0.017 0 %100 11 M20 X 0.017 0.017 0 %100 12 M30 X 0.017 0.017 0 %100 13 M21 X 0.017 0.017 0 %100 14 M31 X 0.017 0.017 0 %100 15 M22 X 0.017 0.017 0 %100 16 M19 X 0.017 0.017 0 %100 Member Distributed Loads (BLC 4 : Ez) Member Label Direction Start Maanitude fk/ft, F. ksf, k-ft/ft] End Maanitude lk/ft, F, ksf, k-ft/ft] Start Location !(ft, % )l End Location [(ft, % )l 1 M27 z 0.049 0.049 0 %100 2 M25 z 0.049 0.049 0 %100 3 M26 z 0.049 0.049 0 %100 4 M17 z 0.049 0.049 0 %100 5 M28 z 0.049 0.049 0 %100 6 M18 z 0.049 0.049 0 %100 7 M29 z 0.017 0.017 0 %100 8 M23 z 0.017 0.017 0 %100 9 M32 z 0.017 0.017 0 %100 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ) Page 9 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: Member Distributed Loads (BLC 4: Ez/ (Continued) Page 21 3/17/2023 4:58:20 PM Checked By: Member Label Direction Start Maonitude fk/ft, F, ksf, k-ft/ftl End Maanitude fk/ft, F ksf, k-ft/ftl Start Location rm. % \l End Location rm. % )1 10 M24 z 0.017 0.017 0 %100 11 M20 z 0.017 0.017 0 %100 12 M30 z 0.017 0.017 0 %100 13 M21 z 0.017 0.017 0 %100 14 M31 z 0.017 0.017 0 %100 15 M22 z 0.017 0.017 0 %100 16 M19 z 0.017 0.017 0 %100 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Maqnitude fk/ft, F, ksf, k-ft/ftl End Maanitude fk/ft, F, ksf, k-ft/ftl Start Location I/ft, % )l End Location [(ft, %)1 1 M25 y -0.08 -0.08 7.772e-16 8.392 2 M27 y -0.08 -0.08 1.443e-15 8.392 3 M18 y -0.08 -0.08 3.331e-16 8.392 4 M28 y -0.08 -0.08 6.661e-16 8.392 5 M17 y -0.08 -0.08 1.11e-15 4.091 6 M26 y -0.08 -0.08 0 4.091 7 M20 y -0.025 -0.025 0 4 8 M23 y -0.025 -0.025 1 4 9 M24 y -0.025 -0.025 1 4 10 M29 y -0.025 -0.025 1 3 11 M32 y -0.05 -0.05 1 3 12 M19 y -0.025 -0.025 1.832e-15 4 13 M21 y -0.025 -0.025 1 4 14 M22 y -0.025 -0.025 1 4 15 M30 y -0.025 -0.025 1 3 16 M31 y -0.05 -0.05 1 3 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) Member Label Direction Start Magnitude fk/ft, F, ksf, k-ft/ftl End Maanitude [k/ft, F, ksf, k-ft/ftl Start Location rm. % )1 End Location I/ft, % )l 1 M18 y -0.2 -0.2 3.331e-16 8.392 2 M28 y -0.2 -0.2 6.661e-16 8.392 3 M20 y -0.1 -0.1 0 4 4 M23 y -0.1 -0.1 1 4 5 M24 y -0.1 -0.1 1 4 6 M29 y -0.1 -0.1 1 3 7 M32 y -0.2 -0.2 1 3 8 M19 y -0.1 -0.1 1.832e-15 4 9 M21 y -0.1 -0.1 1 4 10 M22 y -0.1 -0.1 1 4 11 M30 y -0.1 -0.1 1 3 12 M31 y -0.2 -0.2 1 3 13 M25 y -0.2 -0.2 5.551e-16 8.392 14 M27 y -0.2 -0.2 1.221e-15 8.392 15 M17 y -0.2 -0.2 1.11e-15 4.091 16 M26 y -0.2 -0.2 0 4.091 Member Area Loads (BLC 1 : DJ Node A Node B Node C Node D Direction Load Direction Maqnitude fksf] 1 N22 N24 N1 9 N27 y A-8 -0.04 2 N28 N25 N17 N21 y A-8 -0.04 3 N19 N18 N29 N28 y A-8 -0.04 4 N27 N23 N18 N19 y Two Wav -0.025 RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] Page 10 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A Nf-M~1'SCHEK GOMf>,.\NY Model Name: Member Area Loads (BLC 1 : D) (Continued) Node A Node B Node C Node D Direction 5 N28 N29 N26 N25 y Member Area Loads (BLC 2 ; L/ Node A Node B Node C Node D Direction 1 N27 N23 N18 N19 y 2 N28 N29 N26 N25 y 3 N27 N19 N24 N22 y 4 N19 N1 8 N29 N28 y 5 N28 N25 N17 N21 y Basic Load Cases BLC Descriotion Cateaorv Y Gravity 1 D DL -1 2 L LL 3 Ex ELX 4 Ez ELZ 5 BLC 1 Transient Area Loads None 6 BLC 2 Transient Area Loads None Load Combinations Description Solve P-Delta BLC Factor 1 D Yes y DL 1 2 L Yes y LL 1 3 D+L Yes y DL 1 4 D + 0.7Ex Yes y DL 1 5 D + 0.7Ez Yes y DL 1 6 D -0.7Ex Yes y DL 1 7 D -0.7Ez Yes y DL 1 8 D + 0.75L + 0.525Ex Yes y DL 1 9 D + 0.75L + 0.525Ez Yes y DL 1 10 D + 0.75L -0.525Ex Yes y DL 1 11 D + 0.75L -0.525Ez Yes y DL 1 12 0.60 + 0.7Ex Yes y DL 0.6 13 0.60 + 0.7Ez Yes y DL 0.6 14 0.60 -0.7Ex Yes y DL 0.6 15 0.60 -0.7Ez Yes y DL 0.6 16 1.40 y DL 1.4 17 1.20 + 1.6L y DL 1.2 18 1.20 + 0.5L + Ex y DL 1.2 19 1.2D + 0.5L + Ez y DL 1.2 20 1.20 + 0.5L-Ex y DL 1.2 21 1.20 + 0.5L -Ez y DL 1.2 22 0.90 + Ex y DL 0.9 23 0.90 + Ez y DL 0.9 24 0.90 -Ex y DL 0.9 25 0.90 -Ez y DL 0.9 26 1.20 + 0.5L + OmenaEx y DL 1.2 27 1.20 + 0.5L + OmeaaEz y DL 1.2 28 1.20 + 0.5L -OmeaaEx y DL 1.2 29 1.20 + 0.5L -OmenaEz y DL 1.2 30 0.90 + OmeaaEx y DL 0.9 31 0.90 + OmenaEz y DL 0.9 RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d ) Load Direction Two Wa Load Direction TwoWav TwoWav A-8 A-8 A-B Distributed 16 16 16 16 BLC Factor LL 1 ELX 0.7 ELZ 0.7 ELX -0.7 ELZ -0.7 ELX 0.525 ELZ 0.525 ELX -0.525 ELZ -0.525 ELX 0.7 ELZ 0.7 ELX -0.7 ELZ -0.7 LL 1.6 ELX 1 ELZ 1 ELX -1 ELZ -1 ELX 1 ELZ 1 ELX -1 ELZ -1 Om*ELX 1 Om*ELZ 1 Om*ELX -1 Om*ELZ -1 Om*ELX 1 Om*ELZ 1 Page 22 3/17/2023 4:58:20 PM Checked By : Ma nitude ks -0.025 Maqnitude [ksf] -0.1 -0.1 -0.1 -0.1 -0.1 Area/Member) 5 5 BLC Factor LL 0.75 LL 0.75 LL 0.75 LL 0.75 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 LL 0.5 Page 11 Company Designer : Orie2 Engineering, Inc. : ESY IIIRISA Job Number Model Name: Load Combinations (Continued) Solve P-Delta 32 y 33 y Load Combination Design BLC DL DL Factor BLC 0.9 Om*ELX 0.9 Om*ELZ Factor BLC -1 -1 Page 23 3/17/2023 4:58:20 PM Checked By : Factor Description CD Service Hot Railed Cold Formed Wood Concrete Masonrv Aluminum Stainless Connection 1 D Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 L Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 D+L Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 D + 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 D + 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 D -0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 D -0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 D + 0.75L + 0.525Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 D + 0.75L + 0.525Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 D + 0.75L -0.525Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 D + 0.75L -0.525Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 0.60 + 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 0.60 + 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 0.60 -0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 0.60 -0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 1.40 Yes Yes Yes Yes Yes Yes Yes 17 1.20 + 1.6L Yes Yes Yes Yes Yes Yes Yes 18 1.20 + 0.5L + Ex Yes Yes Yes Yes Yes Yes Yes 19 1.20 + 0.5L + Ez Yes Yes Yes Yes Yes Yes Yes 20 1.20 + 0.5L-Ex Yes Yes Yes Yes Yes Yes Yes 21 1.20 + 0.5L-Ez Yes Yes Yes Yes Yes Yes Yes 22 0.90 + Ex Yes Yes Yes Yes Yes Yes Yes 23 0.90 + Ez Yes Yes Yes Yes Yes Yes Yes 24 0.90 -Ex Yes Yes Yes Yes Yes Yes Yes 25 0.9D-Ez Yes Yes Yes Yes Yes Yes Yes 26 1.20 + 0.5L + OmeaaEx Yes Yes Yes Yes Yes Yes Yes 27 1.20 + 0.5L + OmeoaEz Yes Yes Yes Yes Yes Yes Yes 28 1.20 + 0.5L -OmenaEx Yes Yes Yes Yes Yes Yes Yes 29 1.2D + 0.5L -OmeaaEz Yes Yes Yes Yes Yes Yes Yes 30 0.9D + OmeaaEx Yes Yes Yes Yes Yes Yes Yes 31 0.90 + OmeaaEz Yes Yes Yes Yes Yes Yes Yes 32 0.90 -OmeaaEx Yes Yes Yes Yes Yes Yes Yes 33 0.90 -OmeaaEz Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X fkl LC Y fkl LC Z £kl LC MX fk-ftl LC MY fk-ftl LC MZ [k-ft] LC 1 N34 max 1.806 10 1.958 3 0.017 15 0 15 0 15 0 15 2 min -0.094 12 0.345 12 -1.073 3 0 1 0 1 0 1 3 N35 max 0.089 10 -0.109 15 0.017 14 0 15 0 15 0 15 4 min -0.07 12 -0.857 3 -0.264 8 0 1 0 1 0 1 5 N33 max 1.794 10 2.041 3 1.035 3 0 15 0 15 0 15 6 min -0.098 12 0.357 12 -0.029 13 0 1 0 1 0 1 7 N36 max 0.091 6 -0.05 13 0.26 8 0 15 0 15 0 15 8 min -0.073 12 -0.5 3 -0.026 14 0 1 0 1 0 1 9 N17 max 0.11 14 1.821 3 -0.119 15 0 15 0 15 0 15 10 min -0.11 1 4 0.326 12 -1.164 3 0 1 0 1 0 1 11 N21 max 0.144 14 3.635 3 -0.536 15 0 15 0 15 0 15 12 min -0.144 4 0.647 14 -3.822 3 0 1 0 1 0 1 RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d) Page 12 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: Envelope Node Reactions (Continued/ Node Label X fkl LC Y [kl LC Z fkl LC MX fk-ftl LC 13 N22 max 0.11 14 1.88 3 1.244 3 0 15 14 min -0.111 4 0.336 12 0.133 13 0 1 15 N24 max 0.144 6 3.645 3 3.833 3 0 15 16 min -0.144 12 0.649 14 0.537 13 0 1 17 N39 max -0.048 14 0.279 3 -0.03 15 0 15 18 min -0.576 3 0.034 15 -0.49 3 0 1 19 N40 max -0.109 14 1.54 3 -0.279 15 0 15 20 min -1.267 3 0.285 13 -3.259 3 0 1 21 N38 max -0.111 14 1.447 3 3.229 3 0 15 22 min -1.244 3 0.267 15 0.277 13 0 1 23 N37 max -0.041 14 0.01 1 15 0.477 3 0 15 24 min -0.548 3 -0.047 9 0.029 13 0 1 25 Totals: max 1.908 6 16.844 3 1.908 15 26 min -1.908 12 3.177 14 -1.908 5 Envelope Beam Deflections Member Label Span Location fftl v' finl 1 M17 1 max 3.196 -0.001 2 1 min 0 0 3 M18 1 max 2.622 0.001 4 1 min 8.392 0.053 5 M19 1 max 0.083 -0.001 6 1 min 0 -0.004 7 2 max 3.5 0 8 2 min 1 0 9 3 max 4 0 10 3 min 3.542 0 11 M20 1 max 1.5 -0.001 12 1 min 0 0 13 M21 1 max 0.5 0 14 1 min 0 0 15 2 max 3 0 16 2 min 0.542 0 17 3 max 3.75 -0.001 18 3 min 3.042 0 19 M22 1 max 2.875 -0.001 20 1 min 0 0 21 M23 1 max 0.083 -0.001 22 1 min 0 -0.001 23 2 max 3.5 0 24 2 min 1.042 0 25 3 max 4 0 26 3 min 3.542 0 27 M24 1 max 2.917 -0.001 28 1 min 0 0 29 M25 1 max 2.71 0.001 30 1 min 8.392 0.067 31 M26 1 max 1.619 -0.001 32 1 min 0 0 33 M27 1 max 2.885 0.001 34 1 min 8.392 0.054 35 M28 1 max 2.71 0.001 36 1 min 8.392 0.067 37 M29 1 max 0.125 -0.001 38 1 min 0 -0.004 RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d] Page 24 3/17/2023 4:58:20 PM Checked By : MY fk-ftl LC MZ [k-ftl LC 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 0 15 0 15 0 1 0 1 (n) L'/v' Ratio LC NC 3 NC 1 NC 4 3773 3 NC 1 6632 3 NC 15 NC 1 NC 15 NC 1 NC 3 NC 1 NC 15 NC 1 NC 15 NC 1 NC 8 NC 1 NC 8 NC 1 NC 2 NC 1 NC 15 NC 1 NC 15 NC 1 NC 10 NC 1 NC 13 2999 3 NC 10 NC 1 NC 7 3707 3 NC 15 3004 3 NC 4 6164 3 Page 13 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number A Nl::MI:: TSGHf.:I\ {.:()MPAN"' Model Name: Envelope Beam Deflections (Continued) Member Label Span Location fftl 39 2 max 3.5 40 2 min 1 41 3 max 4 42 3 min 3.542 43 M30 1 max 1.375 44 1 min 0 45 M31 1 max 0.625 46 1 min 2 47 M32 1 max 3.333 48 1 min 2 Envelope Beam Deflection Checks Beam Desian Rule Soan Defl finl Ratio LC Defl finl 1 M1 7 Tvoical 1 0 NC 1/DL\ 0 2 M18 T,mical 1 0.0009154 NC 1/DL\ 0.037 3 M1 9 Tvoical 1 -3.474e-5 NC 1<DL\ -0.002 4 2 -1.613e-21 NC 1/DL\ -3.39e-21 5 3 -4.406e-5 NC 1£DL) -9.89e-5 6 M20 Tvnical 1 1.084e-19 NC 1/DL\ -8.674e-19 7 M21 T1mical 1 -7.302e-23 NC 1IDL\ -3.716e-22 8 2 4.567e-21 NC 1/DL\ 9.904e-21 9 3 -0.000527 NC 1<DL\ -0.0009937 10 M22 Tvoical 1 0 NC 1/DL\ 0 11 M23 Tvnical 1 4.875e-21 NC 1/DL\ 1.052e-20 12 2 8.1 79e-22 NC 1/DL\ 1.969e-21 13 3 -4.612e-5 NC 1/DL\ -0.0001042 14 M24 Tvoical 1 2.168e-19 NC 1/DL\ 8.674e-19 15 M25 Tvnical 1 0.021 9627 1/DL\ 0.046 16 M26 Tvoical 1 0 NC 1/DL\ 0 17 M27 Tvnical 1 0.0009202 NC 1<DL\ 0.037 18 M28 Tvoical 1 0.021 9656 1/DL\ 0.046 19 M29 Tvoical 1 -3.776e-5 NC f<DL\ -0.003 20 2 -2.598e-21 NC 1/DL\ -5.974e-21 21 3 -4.612e-5 NC 1 <DL\ -0.0001042 22 M30 Tvoical 1 1.084e-19 NC 1/DL\ -6.505e-19 23 M31 Tvnical 1 0 NC 1/DL\ -0.008 24 M32 T,mical 1 0 NC 1/DL\ -0.008 Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks v' linl (n) L'/v' Ratio 0 NC 0 NC 0 NC 0 NC -0.001 NC 0 NC -0.001 NC -0.011 4391 -0.001 NC -0.01 1 441 0 Ratio LC Defl finl NC 2<LL\ 0 5484 2/LL\ 0.053 9664 2<LL\ -0.004 NC 2/LL\ -5.003e-21 NC 2£LL\ -0.000143 NC 2/LL\ -6.505e-19 NC 2£LL\ -4.441e-22 NC 2<LL\ 1.447e-20 NC 2£LL\ -0.0009394 NC 2/LL\ -3.469e-18 NC 2/LL\ 1.54e-20 NC 2/LL\ 2.787e-21 NC 2/LL\ -0.0001503 NC 2<LL\ 8.674e-19 4356 2/LL\ 0.067 NC 2<LL\ 0 5386 2/LL\ 0.054 4361 2£LL\ 0.067 8958 2<LL\ -0.004 NC 2/LL\ -8.571e-21 NC 2<LL\ -0.0001503 NC 2/LL\ -6.505e-19 6302 2<LL\ -0.011 6328 2/LL \ -0.011 Page 25 3/17/2023 4:58:20 PM Checked By : LC 15 1 15 1 2 1 12 3 15 3 Ratio LC NC 3/DL+LL 3773 3/DL+LL 6632 3<DL+LL NC 3/DL+LL NC 3£DL+LL NC 3/DL+LL NC 3£DL+LL' NC 3/DL+LL NC 3£DL+LL NC 3/DL+LL NC 3/DL+LL NC 3/DL+LL NC 3£DL+LL' NC 3/DL+LL 2999 3/DL+LL NC 3/DL+LL 3707 3/DL+LL 3004 3/DL+LL\ 6164 3/DL+LL\ NC 3/DL+LL\ NC 3/DL+LL\ NC 3/DL+LL' 4391 3/DL+LL\ 4410 3/DL+LU Member Shape Code CheckLocfft LC Shear CheckLocfft Dir LC Pnc/om fk PnUom fk Mnvv/om fk-ft Mnzz/om lk-ft Cb Eon 1 M17 MC12X10.f 0.055 0 7 0.017 4.091 V 3 41.181 66.826 0.883 20.838 1 H1-1b 2 M18 MC12X10.f 0.338 8.392 6 0.039 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1 b 3 M19 MC12X10.f 0.317 0 6 0.056 0.5 z 6 41.565 66.826 0.883 20.838 1.62~ H1-1 b 4 M20 C8X11 .5 0.044 0.5 3 0.023 4 V 11 61.254 72.647 2.231 17.299 1 H1-1 b 5 M21 MC12X10.f 0.117 3 3 0.033 3 V 3 41 .565 66.826 0.883 20.838 1.551 H1-1b 6 M22 C8X11 .5 0.025 0.5 4 0.039 0 V 4 61.254 72.647 2.231 17.299 1 H1 -1b 7 M23 MC12X10.f 0.121 1 3 0.036 1 V 3 41 .565 66.826 0.883 20.838 1.721 H1-1b 8 M24 C8X1 1.5 0.042 2 3 0.048 4 V 8 61.254 72.647 2.231 17.299 1 H1-1b 9 M25 MC12X10.f 0.384 4.196 4 0.035 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1b 10 M26 MC12X10.f 0.089 2.045 5 0.017 4.091 V 3 41 .181 66.826 0.883 20.838 1 H1 -1 b 11 M27 MC12X10.f 0.335 8.392 6 0.039 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1 b 12 M28 MC12X10.f 0.407 4.109 8 0.035 8.392 V 3 28.393 66.826 0.883 20.838 1 H1-1b 13 M29 MC12X10.l 0.31 0 6 0.055 0.5 z 6 41.565 66.826 0.883 20.838 1.541 H1-1b RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d] Page 14 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number ANEME'fSCHF,K COMPANY Model Name: Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks (Continued) Member Shaoe Code CheckLoc[ft LC Shear CheckLocrtt Dir LC Pnc/om [k PnUom [k 14 M30 C8X11 .5 0.051 0.5 3 0.023 0.5 V 3 61.254 72.647 15 M31 C4X7.25 0.084 2.083 3 0.018 3.5 V 3 40.989 45.916 16 M32 C4X7.25 0.085 2 3 0.017 0.5 V 3 40.989 45.916 RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d ] Mnvv/om [k-ft 2.231 0.969 0.969 Page 26 3/17/2023 4:58:20 PM Checked By: Mnzz/om [k-ft Cb Eqn 17.299 1 H1 -1b' 5.102 1 H1-1b 5.102 1 H1-1 b Page 15 Page 27 ASD Joint Reactions 0.11 1.244/0.133 3.645 / 0.649 0.144 -0.536 I -3.822 -0.144 0.11 3-63510 qd!1191.1 .164 1.821 / 0.326 Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. , ··~ ESY -0.111 3.229 / 0.277 ./ ~7 '•fOf.~O. O&) I 0.029 ,O.O!)--1 ">!U' / z, 7 il..267 ·, '"-_ 1.794 ',....,~--0· -0.041 /-0.548 '--. ~o.01 -0.073 -o.o r -T ---o oga 2.04 / 0.357 SK-7 Mar 17, 2023 at 04:43 PM Aviara Stairs GARAGE.r3d Page 28 ASD Joint Reactions 3.229 / 0.277 11 / -1.244 0.477 I 0.029 1.794 -0.098 Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. .. ,, ""~ ESY ~---------! SK-8 Mar 17, 2023 at 04:43 PM Aviara Stairs GARAGE.r3d ASD Joint Reactions Page 29 Landing Anchors to (E) CMU Wall T = 3,259 lbs Vx = 1,267 lbs Vy = 1,540 lbs -~0.576 ~- Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. "'" ESY ~ SK-9 Mar 17, 2023 at 04:43 PM Aviara Stairs GARAGE.r3d IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number ASD Joint Reactions ,\ Nf'METSCHEK COMPANY Model Name : Envelope Node Reactions Node Label X [kl LC Y lkl LC Z [kl LC MX lk-ftl 1 N34 max 1.806 10 1.958 3 0.017 15 0 2 min -0.094 12 0.345 12 -1.073 3 0 3 N35 max 0.089 10 -0.109 15 0.017 14 0 4 min -0.07 12 -0.857 3 -0.264 8 0 5 N33 max 1.794 10 2.041 3 1.035 3 0 6 min -0.098 12 0.357 12 -0.029 13 0 7 N36 max 0.091 6 -0.05 13 0.26 8 0 8 min -0.073 12 -0.5 3 -0.026 14 0 9 N17 max 0.11 14 1.821 3 -0.119 15 0 10 min -0.111 4 0.326 12 -1 .164 3 0 11 N21 max 0.144 14 3.635 3 -0.536 15 0 12 min -0.144 4 0.647 14 -3.822 3 0 13 N22 max 0.11 14 1.88 3 1.244 3 0 14 min -0.11 1 4 0.336 12 0.133 13 0 15 N24 max 0.144 6 3.645 3 3.833 3 0 16 min -0.144 12 0.649 14 0.537 13 0 17 N39 max -0.048 14 0.279 3 -0.03 15 0 18 min -0.576 3 0.034 15 -0.49 3 0 19 N40 max -0.109 14 1.54 3 -0.279 15 0 20 min -1 .267 3 0.285 13 -3.259 3 0 21 N38 max -0.111 14 1.447 3 3.229 3 0 22 min -1 .244 3 0.267 15 0.277 13 0 23 N37 max -0.041 14 0.011 15 0.477 3 0 24 min -0.548 3 -0.047 9 0.029 13 0 25 Totals: max 1.908 6 16.844 3 1.908 15 26 min -1 .908 12 3.177 14 -1.908 5 RISA-30 Version 21 [ Aviara Stairs GARAGE.r3d ] LC MY lk-ftl LC 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 15 0 15 1 0 1 Page 30 3/17/2023 4:43:17 PM Checked By : MZ lk-ft LC 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 0 15 0 1 Page 1 Orie2 Engineering Strucwmt E11g111eers 9750 Mnmar Road, Sur.e 310 S..n Oi'9(), CA 92126 Fa, (858) -• 1 PRECAST CONCRETE TREAD "STEPTREAD" (BY "STEPSTONE") N.L. MC12X1O.6 w STRINGER\ ~12"LT.WT.CONCRETE A 8 OVER 10 GA. rt ! I ~ L2X2Xl/8 Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Page 31 DATE : 3/16/23 BY: ESY Landing Anchors to (E) CMU Wall L3X3Xl/4X0 '-6 ANGLE CMU WALL 2"L T. WT . CONCRETE OVER 10 GA. It C4X7.25 ----- ~fiJ>_ =I L2X2Xl/8 j, 4 ~ 3 j. ---~ 3 SIDES L3X3Xl/4 __ W/3/4"0 X 4 1/2" NOMINAL EMBEDMENT HILT! KB-TZL EXPANSION ANCHORS (ICC-ESR 4266) SECTION-2 PRECAST CONCRET~ TREAD "STEPTREAD"' (BY "STEPSTONE") MC12Xl0.6 STRINGE SECTION-3 T = 3,259 lbs Vx = 1,267 lbs Vy = 1 ,540 lbs ANGLE V = ( 1267"2 + 1540"2 )"1/2 = 1,995 lbs s = 8" 0 N .-t -------1 -- 1 4 Load reduction factor= 0.5 + ( 8 -4 ) / ( 27 -4 ) x 0.5 = 0.587 Tallow = 0.587 x 3810 x 3 anchors= 6,709 lbs L3X3Xl /4 W/3/4"0 x4_1/2" NOMINAL EMBEDMENT , HILT! KB-TZ2 EXP. ANCHORS 411/.2 EMBEDMENT (ICC-ESR 4266) SECTION -8 Vallow= 0.587 x 4090 x 3 anchors= 7,202 lbs T I T allow= 3,259 / 6,709 lbs= 0.49 < 1.0 V /Vallow= 1,995 / 7,202 lbs= 0.28 < 1.0 TIT allow + V /Vallow = 0.77 < 1.0 OK OK OK Page 32 TABLE 3A-ALLOWABLE ADHESIVE BOND TENSION LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY UNITS (POUNDS)1•2•7•8•9•11•12•13 Anchor Load @ Spacing4 Edge Distances Diameter Embedment Critical, Minimum, Critical, Minimum, (inches), or (inches)3 Ccr and Load Reduction Load Reduction Ser Ser Smln Factor at Sm1n 6 Cc, Cmin Factor at Cm1n 6 Rebar Size Cinches) (inches) (inches) (inches) 3/a or No. 3 33/a 1240 13.5 4 0.70 12 4 0.80 1/2 or No. 4 41/2 2035 18 4 0.70 20 4 0.76 5ta or No. 5 55/a 2840 22.5 4 0.50 20 4 0.71 I 3/4 or No. 6 63/4 3810 27 4 0.50 20 4 0.66 TABLE 3B-ALLOWABLE ADHESIVE BOND SHEAR LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY UNITS (POUNDS)1•2•7•8•9•10•11•12•13 Spacing• Edge Distances Anchor Load Load Reduction Factor at Cm1n 6 Embedment Load @ Critical, Minimum, Critical, Minimum, Diameter (inches)3 Cc, and Sc, Ser Smln Reduction Ccr Cmin Factor at (inches) (inches) (inches) (inches) (inches) Load 6 Load Parallel Smin Perpendicular to Edae to Edge 3ta or No. 3 33/a 850 13.5 4 1.00 12 4 0.88 1.00 1/2 or No. 4 41/2 1495 18 4 1.00 12 4 0.49 1.00 5/. or No. 5 5s/. 2615 22.5 4 0.50 20 4 0.40 0.78 3/4 or No. 6 63/4 4090 27 4 0.50 20 4 0.26 0.60 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa. The following footnotes apply to both Tables 3A and 3B: 1 All values are for anchors installed in fully grouted concrete masonry with minimum masonry strength of 1500 psi. Concrete masonry units must be light-. medium-. or normal-weight conforming to ASTM C90. Allowable loads have been calculated using a safety factor of 5. 2 Anchors may be installed in any location in the face of the masonry wall (cell, web, joints). Anchors are limited to one per masonry cell. 3 Embedment depth is measured from the outside face of the concrete masonry unit. 4 The critical spacing, Sc,, is the anchor spacing where full load values in the table may be used. The minimum spacing, Smon, is the minimum anchor spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of an adjacent anchor. 5 The critical edge distance, Cc,, is the edge distance where full load values in the table may be used. The minimum edge distance, Cm.,, is the minimum edge distance for which values are available and installation is permitted. Edge distance is measured from the center of the anchor to the closest edge (See Figure 2). 6 Load reduction factors are multiplicative; both spacing and edge distance load reduction factors must be considered. 7 Load values for anchors installed at less than s" and Cc, must be multiplied by the appropriate load reduction factor based on actual edge distance (c) or spacing (s). 8 Linear interpolation of load values between minimum spacing (smin) and critical spacing (Sc,) and between minimum edge distance (Cm1n) and critical edge distance (Cc,) is permitted. 9 Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: the 5/8-inch-and the 3/4-inch-diameter anchors and No.5 and No. 6 reinforcing bars may be installed in minimum nominally 8-inch-thick concrete masonry. 10 When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be increased for seismic or wind loading. When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased, or the alternative basic load combinations may be reduced according to Table 2. For the 2015 and 2012 IBC, the allowable loads or load combinations must not be adjusted. 11 Allowable loads must be the lesser of the adjusted masonry or bond values tabulated above and the steel values given in Table 10. 12 Tabulated allowable bond loads must be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 13 For combined loading, see Section 4.1.2. LRFD Joint Reactions Stringer Anchors to Embed Plate\ T = 5,650 lbs Vy = 5,376 lbs Vx = 205 lbs 0.158 1.835 / 0.133 1 5.376 I o.649 Stringer Bottom Anchors to (E) Concrete Slab Vz = 5,634 lbs Vx = 205 lbs 0.205 -0.536 -5.634 -0.205 0.158 5-359 '0-6~d.119 /-1.717 2.686 / 0.326 Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. •• , « ESY ,----------! Page 33 4.76 / 0.277 / •• ~68 ~ -~-;~,~!I~ I _ Q..lQ4 IO 029 / 2. : 32'f•.Q_7.67 o. f4~ o>~M '-.... '--.,....._ 2.612~--0.041 /-0.808 ·, ,0 . -0.103 ·, ,_ , -0.0 -0.116 3.0 I 0.357 SK-10 Mar 17, 2023 at 04:51 PM Aviara Stairs GARAGE.r3d IIIRISA Company : Orie2 Engineering, Inc. A NEMETSCHEK COMPANY Designer : ESY Job Number Model Name: Envelope Node Reactions Node Label X fkl LC Y fkl 1 N34 max 2.638 17 2.886 2 min -0.11 22 0.345 3 N35 max 0.137 20 -0.109 4 min -0.099 22 -1 .267 5 N33 max 2.612 17 3.01 6 min -0.1 16 22 0.357 7 N36 max 0.14 20 -0.05 8 min -0.103 22 -0.736 9 N17 max 0.158 24 2.686 10 min -0.158 18 0.326 11 N21 max 0.205 24 5.359 12 min -0.205 18 0.647 13 N22 max 0.158 24 2.774 14 min -0.158 18 0.336 15 N24 max 0.205 20 5.376 16 min -0.205 22 0.649 17 N39 max -0.048 14 0.413 18 min -0.849 17 0.034 19 N40 max -0.109 14 2.27 20 min -1.867 17 0.285 21 N38 max -0.111 14 2.132 22 min -1 .834 17 0.267 23 N37 max -0.041 14 0.015 24 min -0.808 17 -0.068 25 Totals: max 2.726 20 24.833 26 min -2.726 22 3.177 RISA-30 Version 21 LRFD Joint Reactions LC Z [kl LC MX fk-ftl 17 0.017 15 0 12 -1.583 17 0 15 0.021 24 0 17 -0.382 17 0 17 1.526 17 0 12 -0.029 13 0 13 0.366 17 0 17 -0.034 24 0 17 -0.119 15 0 12 -1.717 17 0 17 -0.536 15 0 14 -5.634 17 0 17 1.835 17 0 12 0.133 13 0 17 5.65 17 0 14 0.537 13 0 17 -0.03 15 0 15 -0.722 17 0 17 -0.279 15 0 13 -4.803 17 0 17 4.76 17 0 15 0.277 13 0 25 0.704 17 0 17 0.029 13 0 17 2.726 25 14 -2. 726 19 [ Aviara Stairs GARAGE.r3d ] LC MY fk-ftl LC 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 25 0 25 1 0 1 Page 34 3/17/2023 4:51:57 PM Checked By : MZ fk-ft LC 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 0 25 0 1 Page 1 Page 35 LRFD Overstrength Joint Reactions 0.158 1.037 I 0.206 2.675 I 0.976 0.205 -0.817 / -3 019 -0.205 0.158 2.669 / 0.973 Envelope Only Solution -0.186 /-0.98 1.331 /0.49 Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. ,.,., , .. ,.,, ESY 2.803 / 0.44 / -0.049 /4 -0.f I~~,, -0..4~ 1 / 0 049 / 1Cl'54_/Q.4 0 ,4_ cY.~t2 '---, 1.897 '-~-------. ~ -0.0651 -0.484 •-.... ,....,_ o. m -0.103 ', . -0.0 -0.116 1.50 7 0.537 SK-13 Mar 17, 2023 at 04:56 PM Aviara Stairs GARAGE.r3d IIIRISA A NEMETSCHEK COMPANY Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : LRFD Overstrength Joint Reactions Envelope Node Reactions -Overstrength or Capacity Limit Node Label X [kl LC Y fkl LC Z fkl LC MX fk-ft LC 1 N34 max 1.903 28* 1.45 28* 0.01 33• 0 33• 2 min -0.11 30• 0.519 30• -1.083 21· 0 26* 3 N35 max 0.137 28* -0.167 33• 0.021 32• 0 33• 4 min -0.099 30* -0.677 27* -0.281 26* 0 26* 5 N33 max 1.897 28* 1.507 28* 1.063 29• 0 33• 6 min -0.116 30• 0.537 30* -0.028 31* 0 26* 7 N36 max 0.14 28* -0.078 31* 0.282 26* 0 33• 8 min -0.103 30* -0.43 29• -0.034 32* 0 26* 9 N17 max 0.158 32• 1.331 28* -0.186 33• 0 33* 10 min -0.158 26* 0.49 30• -0.98 27* 0 26* 11 N21 max 0.205 32• 2.669 26* -0.817 33* 0 33• 12 min -0.205 26* 0.973 32* -3.019 27* 0 26* 13 N22 max 0.158 32* 1.373 28* 1.037 29* 0 33* 14 min -0.158 26* 0.505 30* 0.206 31 * 0 26* 15 N24 max 0.205 28* 2.675 26* 3.026 29* 0 33* 16 min -0.205 30* 0.976 32• 0.819 31• 0 26* 17 N39 max -0.076 32* 0.218 27* -0.049 33• 0 33* 18 min -0.502 26* 0.052 33• -0.443 27* 0 26* 19 N40 max -0.172 32* 1.122 29* -0.442 33• 0 33• 20 min -1.101 26* 0.428 31* -2.826 27* 0 26* 21 N38 max -0.175 32• 1.054 27* 2.803 29• 0 33* 22 min -1.072 26* 0.4 33• 0.44 31 • 0 26* 23 N37 max -0.065 32* 0.015 33* 0.431 29• 0 33* 24 min -0.484 26* -0.049 27* 0.049 31* 0 26* 25 Totals: max 2.726 28* 12.128 26* 2.726 33* 26 min -2.726 30• 4.765 32* -2.726 27* RISA-3D Version 21 [ Aviara Stairs GARAGE.r3d ] MY fk-ft LC 0 33• 0 26* 0 33* 0 26* 0 33* 0 26* 0 33• 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33• 0 26* 0 33• 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* Page 36 3/17/2023 4:57:05 PM Checked By : MZ [k-ftl LC 0 33* 0 26* 0 33* 0 26* 0 33• 0 26* 0 33• 0 26* 0 33* 0 26* 0 33* 0 26* 0 33* 0 26* 0 33• 0 26* 0 33* 0 26* 0 33* 0 26* 0 33• 0 26* 0 33* 0 26* Page 1 Orie2 Engineering Project No. : 158.033-23 Structural E11gmeers 9750 Mnmar R06d, Suite 310 San Diego. CA 92126 PROJECT : Aviara-lFA-Stairs Garage Fax (85&) 586-Q91 I Stringer Bottom Anchors to (E) Concrete Slab PRECAST CONCRETE TREAD "STEPTR EAD" (BY "STEPSTON E") 11 GA. CONC . L4X3Xl(.4X O'-7" fL LH) W/2 -1/2 '0X 3" NOM NAL EMBED HILTI KB-TZ2 EXPANSION ANCHORS (ICC ESR-4266) MC12X1O .6 STRINGER J 4 j, N.L. SECTION-1 Stringer Bottom Anchors to (E) Concrete Slab Vz = 5,634 lbs Vx = 205 lbs Page 37 DATE: 3/16/23 BY : ESY CAP PL 1/4" ca ::i Vl u z 0 u z . UJ ~ 0 UJ ca ~ LJ.J 1:115;.1 Hilti PROFIS Engineering 3.0.84 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: Orie2 Engineering Inc 18583359452 I Concrete -Mar 17, 2023 Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 2210254 KB-TZ2 1/2x3 3/4 hef.act = 2.500 in., hnom = 3.000 in. Carbon Steel ESR-4266 12/17/2021 I 12/1/2023 Design Method ACI 318-19 / Mech eb = 0.000 in. (no stand-off); t = 0.250 in. Page: Specifier: E-Mail: Date: Page 38 Daniel Fisher dfisher@orie2.com 3/18/2023 ----t) - Anchor plateR : I, x IY x t = 3.000 in. x 6.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) no profile cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in. hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] -~ ---------·---- \--c<-r \~-t ;_ \---------z l . y 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 Hilti AG, Schaan ,:,,s~• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 I Concrete -Mar 17, 2023 Page: Specifier: E-Mail: Date: 1.1 Design results Case Description Combination 1 Forces [lb]/ Moments [in_.lb~] ____ _ Seismic yes 2 Load case/Resulting anchor forces Anchor reactions [lb) Tension force: (+ Tension, -Compression) Anchor Tension force 0 Shear force 2,819 2,819 Shear force x 103 2 0 103 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): O [lb] N = O; v. = 205; Vy = 5,634; M. = 0; My = 0; Mz = 0; Shear force y 2,817 2,817 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nu• [lb) Capacity ♦ N0 [lb] Steel Strength• N/A N/A Pullout Strength• N/A N/A Concrete Breakout Failure .. N/A N/A • 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 Hilti is a registered Trademark of Hilti AG, Schaan Utilization 13N = Nu.J♦ N/A N/A N/A Nn Page 39 2 Daniel Fisher dfisher@orie2.com 3/18/2023 Max. Util. Anchor[%] 64 Status N/A N/A N/A 2 V 1 : i i 5 • • ---------------------- Hilti PROFIS Engineering 3.0.84 www.hilti.com ---------- Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17, 2023 Fastening point: 4 Shear load Load V ua [lb] Steel Strength* 2,819 Steel failure (with lever arm)* N/A Pryout Strength** 5,638 Concrete edge failure in direction ** N/A • highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength V sa.eq = ESR value 4> v ,tee1 ~ v u. Variables __ A~v [in.2] 0.10 Calculations v,. [lb] 6,878 Results ~• [lb] 6,878 refer to ICC-ES ESR-4266 ACI 318-19 Table 17.5.2 futa [psi] 0 v,seis 114,004 1.000 4> steel q> nonductile 0.650 1.000 Page: Specifier: E-Mail: Date: Capacity ♦ Vn [lb] 4,471 N/A 8,910 N/A 4>'--V_.,,a,,,,e.,._9__,__[I--'b],_ ___ Vua [lb] 4,471 2,819 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 Hilti AG, Schaan Utilization 13v = Vua/♦ vn 64 N/A 64 N/A Page 40 3 Daniel Fisher dfisher@orie2.com 3/18/2023 Status OK N/A OK N/A 3 1 : i i S • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17, 2023 Fastening point: 4.2 Pryout Strength V cpg = kcp [ (::c:) IJI ec,N IJI ed.N IJI c,N 1J1 cp,N Nb ] v cpg ~ v u. ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 h!t IJI ec,N = ( 1+ ~ e~ ) $ 1.0 3 het "' ed.N = 0 7 + 0 3 ( Ca.min ) < 1 0 " • • 1.5h0t -• ljl cp,N $ 1.0 Variables hef [in.] 2 2.500 Cac [in.] ljl c,N ------=- 1.000 Calculations __ ANc [in.2] 86.25 Results Vcpg [lb] 12,728 6.750 ANc0 [in.2] 56.25 q> ooncrele 0.700 ec1,N [in.] 0.000 kc 21 \V eci,N 1.000 cf>seismk: 1.000 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 31 8-19 Eq. (17.6.2.2.1) ec2 N [in.] Ca min [in.] 0.000 "'a 1.000 2,500 IJI ec2.N ljl ed,N 1.000 1.000 <f>nonduclilo Ve [lb] 1.000 8,910 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 Hilti AG, Schaan IJlcp,N 1.000 Vua [lb] 5,638 Page 41 4 Daniel Fisher dfisher@orie2.com 3/18/2023 Nb [lb] 4,150 4 I:11S.-I Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 5 Warnings Orie2 Engineering Inc 18583359452 I Concrete -Mar 17, 2023 Page: Specifier: E-Mail: Date: Page 42 5 Daniel Fisher dfisher@orie2.com 3/18/2023 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/ "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." Section 17 .10.5.3 (b) / Section 17 .10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension/ shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/ shear obtained from design load combinations that include E, with E increased by w0. Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibiMy! PROFIS Engineering ( c ) 2003-2023 Hilli AG, FL-9494 Schaan Hilli is a registered Trademark of Hilli AG, Schaan 5 •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 6 Installation data Profile: no profile Orie2 Engineering Inc 18583359452 I Concrete -Mar 17, 2023 Hole diameter in the fixture: d1 = 0.562 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Page: Specifier: E-Mail: Date: Page 43 6 Daniel Fisher dfisher@orie2.com 3/18/2023 Anchor type and diameter: Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 Item number: 2210254 KB-TZ2 1/2x3 3/4 Maximum installation torque: 602 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 3.250 in. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom3, Carbon steel, installation per ESR-4266 6.1 Recommended accessories Drilling Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.) Anchor x __ _.:__Y ___ c .• 1 0.000 -2.000 2 0.000 2.000 Cleaning • Manual blow-out pump JL y 1.500 1.500 - 0 0 C? C \? ~ ..J 0 0 0 ..f 1 0 0 C? ~ 1.500 1.500 - 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 Schaan Hilti is a registered Trademark of H1lti AG, Schaan - 0 0 C? "' ~ .,.. 0 0 0 <') X Setting Torque controlled cordless impact tool Torque wrench Hammer 6 1:115,.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com ------- Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 17, 2023 Fastening point: 7 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: Page 44 7 Daniel Fisher dfisher@orie2.com 3118/2023 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 conformity with the existing conditions and ror plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 7 Orie2 Engineering Strnctural Engineers 9750 M••mar Road, Sui:e 310 san Diego. CA 92126 Fax (856) 586-0911 Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Stringer Anchors to Embed Plate Page 45 DATE: 3/16/23 BY : ESY v 2 'l 4 v 2.., TOP OF CONCRETE SLAB MC12X1O.6 STRINGER 1 ~ ~ 1 : I : ~ ~ \ EMBED PL3 /8X8X8 / 4-5/8"0 X 9" HEADED STUDS ~ 11 GA . ANGLE (TYP) SECTION-? PRECAST CONCRETE TREAD "STEPTREAD" (BY "STEPSTONE") 4 1/s 1/4" END PL -r------1' ~- TOP OF. N. L. "'E CONC. > SLAB N +---_.__----.11.--~I -----11=:=:===lln====r-:: IV) llGA ANGLE (TYP) L2X2Xl/8 EMBED PL3 /8X8X8 W/ 4-5/8"0 X 9" HEADED STUDS 1 4 SECTION-4 Stringer Anchors to Embed Plate\ T = 5,650 lbs Vy = 5,376 lbs Vx = 205 lbs TYP.3 SIDES TYP .3 SIDES PRECAST CONCRETE TREAD "STEPTREAD " (BY "STEPSTONE") MC12X1O.6 STRIN GER ,:,,s., Hilti PROFIS Engineering 3.0.84 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: Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) AWS 01.1 GR. B 5/8 not available h01 = 12.000 in. Hilti Technical Data -I - Design Method ACI 318-19 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Page: Specifier: E-Mail: Date: l Page 46 Daniel Fisher dfisher@orie2.com 3/18/2023 \ Anchor plateR: I, x IY x t = 7.500 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Base material: Reinforcement: no profile cracked concrete, 3000, fc' = 3,000 psi; h = 420.000 in. tension: present, shear: present; anchor reinforcement: shear edge reinforcement: > No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] X 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 i : i i 5 ~ i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com ----- Company: Orie2 Engineering Inc Page: Address: Specifier: Phone I Fax: 18583359452 I E-Mail: Design: Concrete -Mar 18, 2023 ( 1) Date: Fastening point: 1.1 Design results Case Description Combination 1 _________ F_o_rces [lb]/ Moments [in.lb] 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+ Tension, -Compression) N = 5,650; Vx = 5,376; Vy= 205; Mx = 0; My = 0; M2 = 0; Anchor Tension force Shear force Shear force x Shear force y 1,412 1,345 1,344 51 2 1,412 1,345 1,344 51 3 1,412 1,345 1,344 51 4 1,412 1,345 1,344 51 max. concrete compressive strain: -[%o] max. concrete compressive stress: -(psi] resulting tension force in (x/y)=(0.000/0.000): 5,650 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Steel Strength* Pullout Strength* Concrete Breakout Failure** Concrete Side-Face Blowout, direction x-** Load N0• (lb] 1,412 1,412 5,650 2,825 * highest loaded anchor **anchor group (anchors in tension) Capacity ♦ N0 (lb] 14,966 15,456 7,058 18,387 Input data and results must be checked for conformity with the existing conditions and for plaus1bil1ty! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Seismic no ,1.y 0 3 "\ Tension 0 1 Utilization f3N = N0.lf N" 10 10 81 16 Page 47 2 Daniel Fisher dfisher@orie2.com 3/18/2023 Max. Util. Anchor [%] 92 0 4 ~ '){ ~ 0 2 Status OK OK OK OK 2 1 : i i 5 ~ i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 3.1 Steel Strength Ns• = Ase,N fu,a <P Nsa ::?: Nua Variables Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) ACI 318-19 Eq. (17.6.1 .2) ACI 318-19 Table 17.5.2 Ase.,,N--'-'--[in_.-' 2 ]'-----~f"='•~[_psi] __ 0.31 65,000 Calculations N5.[l_b] __ 19,955 Results N58 [lb]._ __ 19,955 <P steel <P_N...,_sa,.__[=--lb...:.] ____ N0• [lt1 0.750 14,966 1,412 3.2 Pullout Strength NpN = 'V c.p NP ACI 318-19 Eq. (17.6.3.1) NP = 8 Abrg fc ACI 318-19 Eq. (17.6.3.2.2a) n [lb] cl> concrete <P NI!!) [lb] N0• [lb] 22,080 0.700 15,456 1,412 Input data and results must be checked for conformity with lhe existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page: Specifier: E-Mail: Date: Page 48 3 Daniel Fisher dfisher@orie2.com 3/18/2023 3 1 : i i 5 • 1 _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com -----Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 18, 2023 (1) Fastening point: 3.3 Concrete Breakout Failure Ncbg = (:Ne ) ljl ec,N ljl ec.N ljl c,N ljl cp,N Nb NcO q, Ncbg ~ Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 h!, ljl ec.N = C +: e~) S 1.0 3 h01 1j1 ec,N = 0.7 + 0.3 ( ~-·sh:) s 1.0 'V cp.N Variables h01 [in.] 12.000 ~ [in.] Calculations ~c[in.2] 300.00 Results NcbQ [lb] 9,410 ~[in.] 0.000 kc 16 ANc0 [in.2] 1,296.00 4> conccete 0.750 ecwJin.] 0.000 "-a 1.000 ljl ec1,N 1.000 q, Ncbg~ 7,058 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.3) c. min [in.] ljl c,N 2.250 1.000 fc [psi] 3,000 ljl ec2,N ~/ ed,N 1.000 0.737 Nua [lb] 5,650 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROF IS Engineering ( c) 2003-2023 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan ljlcp,N 1.000 Page 49 4 Daniel Fisher dfisher@orie2.com 3/18/2023 Nb (lb] 55,121 4 1:115;.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 ( 1) 3.4 Concrete Side-Face Blowout, direction x- N sb = 160 C31 ~ A.3 ~ N sbg = ag,oup Nsb <j) N sbg ~ Nua ACI 318-19 Eq. (17.6.4.1) ACI 318-19 Eq. (17.6.4.2) ACI 318-19 Table 17.5.2 Page: Specifier: E-Mail: Date: ag,oup = ( 1 + 6 ~.J see ACI 318-19, Section 17.6.4.2, Eq. (17.6.4.2) Variables c31 [in.) C32 [in.) ~' [in.2 ] 1-. a re [psi] 2.250 0.92 1.000 3,000 Calculations ex.group N,b (lb] 1.296 18,913 Results N,bg [lb) 4> concrete N•!!ll [lb] N ua,edge [lb] 24,517 0.750 18,387 2,825 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 Hilti AG, Schaan s [in.) 4.000 Page 50 5 Daniel Fisher dfisher@orie2.com 3/18/2023 5 ,:,,s., Hilti PROFIS Engineering 3.0.84 www.hilti.com ---- Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 18, 2023 (1) Fastening point: 4 Shear load Load V ua [lb] Steel Strength* 1,345 Steel failure (with lever arm)* N/A Pryout Strength** 5,380 Concrete edge failure in direction ** 1 N/A • highest loaded anchor **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength V sa = Ase.V futa v.,e.1;:: v ". Variables ACI 318-19 Eq. (17.7.1.2a) ACI 318-19 Table 17.5.2 A=se~v~['---in_. 2..c] ___ -'futa [psi] 0.31 65,000 Calculations Vsa (lb) 19,955 Results ~.(lb) 19,955 <j> steel 0.650 <j> V sa'-'l_lb.:..) __ 12,971 Page: Specifier: E-Mail: Date: Capacity ♦ V" (lb) Vua [l_b)~-- 1,345 12,971 N/A 13,174 N/A Input data and results must be checked for conformity with the el(isting conditions and for plausibility\ PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Utilization Pv = V ua/♦ v n 11 N/A 41 N/A Page 51 6 Daniel Fisher dfisher@orie2.com 3/18/2023 Status OK N/A OK N/A 6 1:115;.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com ------ Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 18, 2023 (1) Fastening point: 4.2 Pryout Strength Vcpg = kcp [ (:::) lj/ ec,N lj/eo,N lj/c,N lj/cp,N Nb ] cl> v cpg ~ v u. ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 h!t lj/ ec,N = (, +: e~ ) S 1.0 3 het lj/ ed,N = 0.7 + 0.3 ( ~.-5h:) s 1.0 lj/ cp.N Variables kcp 2 lj/ c,N 1.000 Calculations ANc [in.2] 300.00 Results ~~_lib] 18,820 s 1.0 h01 [in.] 12.000 c.c [in.] ANcO [in.2] 1,296.00 <f> concrete 0.700 ec, N_ [in.] 0.000 kc 16 lj/ ec1,N 1.000 cj> V~[lb] 13,174 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.3) ec2 N [in.] Ca min [in.] __ 0.000 2.250 A a fc [psi] 1.000 3,000 lj/ec2.N lj/ed,N 1.000 0.737 Vua [lb) 5,380 5 Combined tension and shear loads, per ACI 318-19 section 17.8 PN -----0.801 Pv 0.408 s ____ U_t_ilization PN,v [%] 5/3 92 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 Status OK lj/cp,N 1.000 Page 52 7 Daniel Fisher dfisher@orie2.com 3/18/2023 Nb [lb] 55,121 7 ,:,,s., Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 6 Warnings Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 (1) Page: Specifier: E-Mail: Date: Page 53 8 Daniel Fisher dfisher@orie2.com 3/18/2023 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. For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (b) for information about Anchor Reinforcement. Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibihty! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilli AG, Schaan 8 Page 54 1 : i i S • i ______________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 7 Installation data Profile: no profile Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 ( 1) Hole diameter in the fixture: d1 = 0.687 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Page: Specifier: E-Mail: Date: 9 Daniel Fisher dfisher@orie2.com 3/18/2023 Anchor type and diameter: AWS D1 .1 GR. B 5/8 Item number: not available Maximum installation torque: - Hole diameter in the base material: -in. Hole depth in the base material: 12.000 in. Minimum thickness of the base material: 12.813 in. Hilti AWS welded headed stud anchor with 12 in embedment, 5/8, Steel galvanized, installation per instruction for use ~~ y 3.750 3.750 - 0 0 C, N 0 3 .,1 0 0 -C, ..,. 0 0 -C, ... ..,. X 0 ? 1 0 C, ..,. 0 0 0 N 2.250 3.000 2.250 Coordinates Anchor [in.] Anchor X y c., c., ~ C+y 1 -1.500 -2.000 2.250 5.250 2 1.500 -2.000 5.250 2.250 3 -1 .500 2.000 2.250 5.250 4 1.500 2.000 5.250 2.250 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 H1lti is a registered Trademark of Hilti AG. Schaan 9 1 : i i S • 1 ______________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 I Concrete -Mar 18, 2023 ( 1) 8 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: Page 55 10 Daniel Fisher dfisher@orie2.com 3/18/2023 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 musl be checked for conformity with the existing conditions and for plausibil1ty1 PROFIS Engineering ( c) 2003-2023 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 10 Orie2 Engineering Slwcwral Engrneers 9750 Mtfama, Road, Sur.e 310 San D"'90. CA 92126 Fax (85Sf 586--0911 Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Stairs Railing HSSl½ xl½ x1/g TOP & BOTTOM 1 1/2 ,f ~v CLR. I I r--------I Ll/2 0 .0 TUBE I.D u.J -1 Z M r-. H Z _J 0 <( ..-I _J (._J -1 0.. z N H u.J Vl u.J 0 Vl Z ..._, II ...J 0 u.J • I- 3 16 HANDRAIL P 3 16 \_ 3/8"BENT ROD @ EA . POST (PICKET)@ 4" MAX . HSS l ½ xl½ X3/i6 POST@ 4'-0" MAX . MC12X10 .6 STRINGER SECTION-AB Rail Post Weld Loading M = 553 lb-ft = 6,636 lb-in V = 186 lbs Page 56 DATE: 3/16/23 BY : ESY Stairs Rail Post Weld WELD GROUP ANALYSIS Page 57 "WELDGRP.xls" Program Version 2.1 Using the Elastic Method for up to 24 Total Welds Job Name: Aviara-lFA-Stairs Gara e Job Number: 158.033-23 Input Data: Number of Welds, Nw = !.____4'-----' Weld Coordinates: Start End Weld #1 Weld #2 Weld #3 Weld#4 X1 in. 0.000 0.000 1.500 0.000 Y1 in. X2 in. Y2 in. 0.000 0.000 1.500 0.000 0.000 1.500 ·~ ---1.500 0.000 1.500 1.500 1.500 1.500 -------- No. of Load Points = .... I ___ _, X-Coordinate (in.)= Y-Coordinate (in.)= Z-Coordinate (in.)= Axial Load, Pz (k) = Point #1 0.750 0.750 0.000 -----0.00 0.00 0.19 6.64 0.00 Load Point Data: 14.0 12.0 _ :§_ 8.0 (/) ~ 6 0 >- 4.0 2.0 Shearload,Px(k)= Shear Load, Py(k}= Moment, Mx (in-k) = Moment, My (in-k) = Moment, Mz (in-k) = 0.00 L--___ ...___ ___ ....,__ ___ -L-___ _, 1 of 2 Checker: ORO 2.0 4.0 6.0 8.0 10.0 12.0 X -AXIS (in.) ____. WELD GROUP PLOT +Y +Z 1 2 1 =Start 2=End 2 t2_Weld#3 Weld #2 Weld #1 1 1 2 '--origin +X NOMENCLATURE (continued) 3/20/2023 8:21 AM Results: Weld Grouo Prooerties· :E Loads @ C G of Weld Group· Lw = Xe= Ye= -Ix= ly = -J= 6.000 0.750 0.750 2.25 2.25 4.50 Weld #1 Weld #2 Weld #3 Weld#4 in. :E Pz = 0.00 kips in. I. Px = 0.00 kips in. r, Py = 0.19 kips jnA3 I. Mx = 6.64 in-k inA3 I. My = 0.00 in-k inA3 I. Mz = 0.00 in-k Weld Forces k/in. Fw 1 Fw 2 2.214 2.21 4 2.214 2.21 4 2.214 2.214 2.214 2.214 Reauired E70XX Weld Size: Fw(max) = 2.214 kips/in. Fillet (leg) = 0.149 in. Throat (eff) = 0.105 in. Size of Weld Required= 0.149" Size of Weld Provided = 3/16" = 0.1875" Weld Req / Weld Prov = 0.149 / 0.1875 = 0.80 < 1.0 2 of 2 Page 58 "WELDGRP.xls" Program Version 2.1 OKAY 3/20/2023 8:21 AM Section Set I U) U) (.11 m ~ ..... c-5 (.11 X '><= ~ ~ ,... X ~ ~ ,... (/) (/) :r: Envelope Only Solution IIIRISA Orie2 Engineering, Inc. ,,. .•• '"'··· ESY 1-------------1 SK-1 Page 59 Section Sets ■ HSS1 .5"x1 .5"x1/8" 0 HSS 1.5"x1 .5"x3/16" U) ,... c-5 X ~ ..... X ~ ,... (/) (/) :r: Mar 20, 2023 at 08:15 AM Aviara Stairs GARAGE railin ... Loads: BLC 2, L 1 Envelope Only Solution IIIRISA Orie2 Engineering, Inc. . . ,. .... ,.. ..,, l...'.E:.::S:..:Y _______ 7 Live Load 1 Page 60 0.05 k/ft SK-2 Mar 20, 2023 at 08:16 AM Aviara Stairs GARAGE railin ... Loads: BLC 3, L2 Envelope Only Solution IIIRISA l...:0::'..'.r.::ie:.::.2..::E::..:n::.:gi.:..:.ne:....:e ___ ri....:ng::.:.,_ln_c_. _1 . . ~ ESY Live Load 2 Page 61 SK-3 Mar 20, 2023 at 08: 16 AM Aviara Stairs GARAGE railin ... Company Designer : Orie2 Engineering, Inc. : ESY IIIRISA Job Number Model Name : Model Settinas Number of Renorted Sections Number of Internal Sections Member Area Load Mesh Size <in2) Consider Shear Deformation Consider Torsional Waroina Aooroximate Mesh Size /in) Transfer Forces Between lntersectinn Wood Walls Increase Wood Wall Nailina Caoacitv for Wind Loads Include P-Delta for Walls Ootimize Masonrv and Wood Walls Maximum Number of Iterations Sinnle Multiole /Ootimum) Maximum Global Axis corresnondina to vertical direction Convert Existina Data Default Global Plane for z-axis Plate Local Axis Orientation Hot Rolled Steel Stiffness Adiustment Notional Annex Connections Cold Formed Steel Stiffness Adiustment Wood Temoerature Concrete Masonrv Aluminum Structure Tvne Stiffness Adiustment Stainless Stiffness Adiustment Comoression Stress Block Analvze usina Cracked Sections Leave room for horizontal rebar solices I2*d bar snacina) List forces which were ianored for desian in the Detail Reoort Column Min Steel Column Max Steel Rebar Material Snee Warn if beam-column framina arranaement is not understood Number of Shear Reaions Reaion 2 & 3 Snacina Increase Increment /in) Code Risk Catenorv Drift Cat 5 100 144 Yes Yes 24 Yes Yes Yes Yes 3 No Yes No y Yes xz Global AISC 15th /360-16\: ASD Yes /Iterative\ None AISC 14th 1360-10): ASD AISI S100-16: ASD Yes /Iterative) AWC NDS-18 / SDPWS-15 ASD < 100F ACI 318-19 TMS 402-16: ASD AA ADM1-15: ASD Buildina Yes /Iterative) AISC 14th /360-10): ASD Yes /Iterative) Rectanaular Stress Block Yes Yes Yes 1 8 ASTM A615 No 4 4 ASCE 7-16 I or II Other RISA-3D Version 21 [Aviara Stairs GARAGE railing.r3d] Page 62 3/20/2023 8:17:18 AM Checked By: Page 1 IIIRISA A Nf:METSGH!:-:K COMPANY Company Designer : Orie2 Engineering, Inc. : ESY Job Number Model Name: Model Settinas (Continued) Base Elevation /ft\ Include the weiaht of the structure in base shear calcs S, {a) SD, /a) SDc /a) T, /sec) T Z /sec) TX (sec\ CZ ex CExo. Z CEx□. X RZ R X 0 n7 OnX c.z c.x oz oX Yes 1 1 1 5 0.02 0.02 0.75 0.75 3 3 1 1 4 4 1 1 RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] Page 63 3/20/2023 8:17:18AM Checked By: Page 2 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : Node Coordinates Label X fft] Y fftl 1 N1 -2612.432742 -4626.405423 2 N2 -2608.891075 -4624.155423 3 N3 -2608.891075 -4620.655423 4 N4 -2605.349409 -4621.905423 5 NS -2605.349409 -4618.405423 6 N6 -2612.432742 -4622.905423 Hot Rolled Steel Properties Label E fksil G [ksil Nu 1 A992 29000 11154 0.3 0.65 2 A36 Gr.36 29000 11154 0.3 0.65 3 A572 Gr.SO 29000 11154 0.3 0.65 4 A500 Gr.B RND 29000 11154 0.3 0.65 5 A500 Gr.B RECT 29000 11154 0.3 0.65 6 AS00 Gr.C RND 29000 11154 0.3 0.65 7 A500 Gr.C RECT 29000 11154 0.3 0.65 8 A53 Gr.B 29000 11154 0.3 0.65 9 A1085 29000 11154 0.3 0.65 10 A913 Gr.65 29000 111 54 0.3 0.65 Hot Rolled Steel Design Parameters Label Shape Lenath fftl 1 M1 HSS1 .5"x1 .5"x3/16" 3.5 2 M2 HSS1 .5"x1 .5"x3/16" 3.5 3 M3 HSS1 .5"x1 .5"x3/16" 3.5 4 M4 HSS1 .5"x1 .5"x1/8" 8.392 Hot Rolled Steel Section Sets Label Shae 1 HSS1 .5"x1.5"x1/8" HSS1.5X1 .5X1/8" 2 HSS1.5"x1.5"x3/16" HSS1 .5X1 .5X3/16" Design Size and Code Check Parameters zrm 0 0 0 0 0 0 Density [k/ft3] 0.49 0.49 0.49 0.527 0.527 0.527 0.527 0.49 0.49 0.49 Lcomo too fftl Lbw Lbvv Lbvv Lbvv Page 64 3/20/2023 8:17:18AM Checked By : Detach From Diaphraam Yield [ksil Rv Fu [ksil Rt 50 1.1 65 1.1 36 1.5 58 1.2 50 1.1 65 1.1 42 1.4 58 1.3 46 1.4 58 1.3 46 1.4 62 1.3 50 1.4 62 1.3 35 1.6 60 1.2 50 1.4 65 1.3 65 1.1 80 1.1 Channel Conn a fftl Function N/A N/A Lateral N/A N/A Lateral N/A N/A Lateral N/A N/A Lateral lzz in• J in• 0.218 0.325 0.289 0.425 Label Max Axial/Bending Chk Max Shear Chk Typical Node Loads and Enforced Displacements (BLC 3 : L2/ Node Label L, D, M Direction Ma nitude k*s2/ft, k*s2*ft N6 L Z Member Point Loads No Data to Print. .. RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] Page 3 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: Member Distributed Loads (BLC 2: L 1) Page 65 312012023 8:17:18 AM Checked By : Member Label Direction Start Ma nitude k/ft, F, ksf, k-ft/ft End Ma nitude k/ft, F, ksf, k-ft/ft Start Location ft, % End Location ft, % 1 M4 Z 0.05 0.05 0 %100 Member Area Loads No Data to Print... Basic Load Cases BLC Description Category Y Gravity Nodal Distributed Iii D DL -1 L1 LL L2 LL Load Combinations Descri lion Solve P-Delta BLC Factor BLC Factor D + L1 Yes y DL 2 2 D + L2 Yes y DL 3 Load Combination Design Service Hot Rolled Cold Formed Wood Concrete Mason Aluminum Stainless Connection Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X k LC y k r c1 LC Z k LC MX k-ft I ll LC MY k-ft r n LC MZ [k-ftl LC 1 N4 max -0.001 2 0.017 2 0.002 2 -0.014 2 -0.026 2 0.001 2 2 min -0.001 1 0.017 1 -0.146 1 -0.447 1 -0.109 1 0.001 1 3 N1 max 0.001 2 0.018 2 -0.087 1 -0.339 1 -0.018 1 -0.001 2 4 min 0.001 1 0.018 1 -0.148 2 -0.415 2 -0.085 2 -0.001 1 5 N2 max 0 2 0.024 2 -0.054 2 -0.159 2 -0.067 2 0 2 6 min 0 1 0.024 1 -0.186 1 -0.553 1 -0.081 1 0 1 7 Totals: max 0 2 0.059 2 -0.2 2 8 min 0 1 0.059 1 -0.42 1 Envelope Beam Deflections Member Label Soan Location fftl v' finl (n) L'lv' Ratio LC 1 M4 1 max 4.196 0 NC 2 2 1 min 0 0 NC 1 3 2 max 8.392 0 NC 2 4 2 min 4.283 0 NC 1 Envelope Beam Deflection Checks Beam Deft in Ratio LC Deft in Ratio Deft in Ratio LC 1 M4 0 NC 1 DL+2 0 NC NIA NIA NIA 2 0 NC 1 DL+2 0 NC N/A NIA NIA RISA-3D Version 21 [Aviara Stairs GARAGE railing.r3d] Page 4 IIIRISA Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name: Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks Member Shaoe Code Check Locfft LC Shear Check Locfft DirLC Pnc/om lk 1 M1 HSS1 .5X1 .5X3/16" 0.341 0 2 0.1 11 3.5 z 2 19.015 2 M2 HSS1 .5X1 .5X3/16" 0.454 0 1 0.113 3.5 z 1 19.015 3 M3 HSS 1.5X1 .5X3/16" 0.368 0 1 0.136 3.5 z 1 19.015 4 M4 HSS1 .5X1 .5X1/8" 0.146 8.392 2 0.077 4.196 z 1 3.237 RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] Page 66 3/20/2023 8:17:18AM Checked By : PnVom lk Mnvv/om lk-ft Mnzz/om lk-ft1 Cb Ean 29.54 1.219 1.219 Q.173 H1-1b 29.54 1.2 19 1.219 1 H1-1b 29.54 1.219 1.219 2.173 H1-1b 20.584 0.887 0.887 1.314 H1-1b Page 5 Envelope Only Solution ASD Joint Reactions Rail Post Weld Loading M = 553 lb-ft = 6,636 lb-in V = 186 libs Reaction and Moment Units are kips and kip-ft (Enveloped) IIIRISA Orie2 Engineering, Inc. "'." ESY Page 67 SK-4 Mar 20, 2023 at 08:17 AM Aviara Stairs GARAGE raili ... IIIRISA ANEMETSCHEK GOMPt\NY Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : ASD Joint Reactions Envelope Node Reactions Node Label X fkl LC Y fkl LC Z fkl LC MX fk-ft 1 N4 max -0.001 2 0.017 2 0.002 2 -0.014 2 min -0.001 1 0.017 1 -0.146 1 -0.447 3 N1 max 0.001 2 0.018 2 -0.087 1 -0.339 4 min 0.001 1 0.018 1 -0.148 2 -0.415 5 N2 max 0 2 0.024 2 -0.054 2 -0.159 6 min 0 1 0.024 1 -0.186 1 -0.553 7 Totals: max 0 2 0.059 2 -0.2 2 8 min 0 1 0.059 1 -0.42 1 RISA-3D Version 21 [ Aviara Stairs GARAGE railing.r3d ] LC MY fk-ftl LC 2 -0.026 2 1 -0.109 1 1 -0.018 1 2 -0.085 2 2 -0.067 2 1 -0.081 1 Page 68 3/20/2023 8:18:03 AM Checked By : MZ [k-ftl LC 0.001 2 0.001 1 -0.001 2 -0.001 1 0 2 0 1 Page 1 Orie2 Engineering Project No. : 158.033-23 St,uctural Engmeers 9750 M .. ma, Road. Surte 310 San 0"'9(). CA 92126 Fax (856) !>86-0911 PROJECT : Aviara-lFA-Stairs Garage Handrail to (E) CMU Wall I!. • I!. CMU-·.:-. ,4 WALL V • Ll/2 0 .0 TUBE HANDRAIL (TYP) "<J" I!. ~ ------------- ~-__._ ~ ~ ~ WALL BRACKET l.J z H 0 z ~ . 0 W/ 3/8"0 X 3" o f- NOMINAL EMBED j KB-TZ2 EXPANSION Ng§ ANCHOR u I I (ICC ESR-4266) ~ l/) L = 200 lbs J J 3 EMBEDMENT SECTION-AC M = 200 lbs x 2.25" = 450 lb-in T,M = 450 lb-in/ 1.5" = 300 lbs T = 300 lbs V = 200 lbs T allow = 590 lbs V allow = 695 lbs T /Tallow = 300 / 590 = 0.51 < 1.0 OKAY V /Vallow = 200 / 695 = 0.29 < 1.0 OKAY T /Tallow + V / V allow = 0.80 < 1.0 OKAY 0 z Page 69 DATE: 3/16/23 BY : ESY Page 70 NOMINAL ANCHOR TABLE 3-ALLOWABLE TENSILE LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ2 ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 1•3·'·5•6 ALLOWABLE SPACING EDGE DISTANCE NOMINAL TENSILE Critical Minimum Critical Minimum EMBEDMENT CAPACITY Load Edge Edge Load Spacing, Spacing, DIAMETER AT Sc,AND Cc, Ser S m1n 2 Multiplier Distance, Distance, Multiplier Cc, Cmtn (INCHES) at S m1n in. tmml lb (kNl in (mm\ in (mml in (mml in (mm) ¼ 1¾ (44) 145 (0.6) 6 (152) 0.62 17/a (48) 405 (1.8} 6 (152) 3 (76) 0.49 3/a 3 (76) 590 (2.6) 10 (254) 0.58 12 (305) 21/2 (64) 500 (2.2) 8 (203) 0.59 1/2 4 (102) 33/4 (95) 640 (2.8) 13 (330) 0.78 4 (102) 3¼ (83) 890 (4.0) 11 (279) 0.66 51a 5 (127) 41/2 (114) 940 (4.2) 16 (406) 0.61 20 (508) 4 (102) 1,245 (5.5) 13 (330) 0.49 ¾ 6 (152) 51/2 (140) 1,385 (6.2) 19 (483) 0.45 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N. TABLE 4-ALLOWABLE SHEAR LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ2 ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 1•3•4•5•6 ALLOWABLE NOMINAL NOMINAL SHEAR ANCHOR EMBEDMENT CAPACITY AT DIAMETER S.,AND Cc, (INCHES) in. Imm) lb /kNl ,,. 1¾ (44) 320 (1.4) 17/s (48) 585 (2.6) 31a 3 (76) 695 (3.1) 2½ (64) '/2 1,045 (4.7) 331. (95) 3¼ (83) 1,735 (7.7) 5/s 41/2 (114) 2050 (9.1) 4 (102) 1,735 (7.7) ¾ 5½ (1 40) 2050 (9.1) For SI: 1 inch= 25.4 mm, 1 lb= 4.45 N. Footnotes for Table 3 and Table 4: SPACING EDGE DISTANCE Critical Minimum Critical Minimum Perpendicular Spacing, Spacing, Load Edge Edge Load S er Smtn 2 Multiplier Distance, Distance, Direction at S mln c., Cmtn Factor at in lmml in Imm) in Imm) in (mml Cmln 6 (152) 1.00 6 (152) 3 (76) 0.76 10 (254) 12 (305) 8 (203) 4 (102) 0.50 13 (330) 0.73 4 (102) 11 (279) 0.36 5 (127) 16 (406) 0.35 20 (508) 13 (330) 0.36 6 (152) 19 (483) 0.35 at Cm1n 0.87 0.80 0.93 0.94 1.00 0.96 0.96 0.75 0.82 Parallel Load Direction Factor at Cmtn 1.00 0.99 0.83 0.75 0.85 0.75 0.85 'Values valid for anchors installed in face shells of Type 1, Grade N, lightweight, medium-weight, or normal-weight concrete masonry units conforming to ASTM C90. The masonry units must be fully grouted with coarse grout conforming to 2021, 2018 and 2015 IBC Section 2103.3, or 2012 IBC Section 2103.13. Mortar must comply with 2021, 2018 and 2015 IBC Section 2103.2.1, or 2012 IBC Section 2103.9. Masonry compressive strength must be at least 1,500 psi at the time of anchor installation. 2Loads tabulated are applicable to anchors spaced a critical distance of 4 times the effective embedment. The anchors may be placed at a minimum spacing, Smon, provided that reductions are applied to the tabulated values. 3Anchors must be installed a minimum of 13/a inches from any vertical mortar joint in accordance with Figure 4. 4Embedment depth must be measured from the outside face of the concrete masonry unit. 5For intermediate edge distances, allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. 6 The tabulated allowable loads have been calculated based on a safety factor of 5.0. Orie2 Engineering Structural Engmeers 9750 Mitamar A:o&d, Sur.e 310 San Diego. CA 92126 Fax (858} 586-0911 3 16 Project No. : 158.033-23 PROJECT: Aviara-lFA-Stairs Garage Rail Post Embed Plate L l /2 O.D TUBE CANE RAIL EMBED PL3/8X9X9 W/ 4-1/2"0 X 4" HEADED STUDS 3 16 1 'I I : I Page 71 DATE: 3/16/23 BY: ESY HSSl¼ Xll/i Xl/16 POST EMBED PL3/8X9X9 W/ 4-1/2"0 X 4" HEADED STUDS SECTION-AD SECTION-AF REF: 13/GA8.l l LRFD Load Combination 1.20 + 1.6L 1.6L = 1.6 x 200 lbs = 320 lbs M = 320 lbs x 42" = 13,440 lb-in V = 320 lbs •=iiS•• Hilti PROFIS Engineering 3.0.87 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: Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 AWS D1 .1 GR. B 1/2 not available her = 4.000 in. Hilti Technical Data -I - Design Method ACI 318-19 / CIP eb = 0.000 in. (no stand-off); t = 0.375 in. Page: Specifier: E-Mail: Date: l Page 72 Daniel Fisher dfisher@orie2.com 8/10/2023 I Anchor plateR : Ix x IY x t = 9.000 in. x 9.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) Profile: Base material: Reinforcement: no profile cracked concrete, 3000, fc' = 3,000 psi; h = 7.500 in. tension: not present, shear: not present; edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 4 I z l y -~ X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 H1lti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1:115;.1 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+ Tension, -Compression) Anchor Tension force Shear force Shear force x 1 1,084 80 80 2 166 80 80 3 1,084 80 80 4 166 80 80 max. concrete compressive strain: 0.07 [%o] max. concrete compressive stress: 312 (psi] resulting tension force in (x/y)=(-1.470/0.000): 2,500 (lb] resulting compression force in (x/y)=(3.907/-0.000): 2,500 [lb] Page: Specifier: E-Mail: Date: Forces [lb] / Moments [in.lb] N = O; V, = 320; Vy= O; M, = 0; My= 13,440; Mz = 0; Shear force y 0 0 0 0 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Steel Strength* Pullout Strength* Concrete Breakout Failure•• Concrete Side-Face Blowout, direction •• Load Nu• [lb] ------ 1,084 1,084 2,500 N/A • highest loaded anchor ••anchor group (anchors in tension) Capacity ♦ N0 [lb] 9,555 9,895 5,293 N/A 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 Hilti AG, Schaan Page 73 2 Daniel Fisher dfisher@orie2.com 8/10/2023 Seismic __ M_a_x. Util. Anchor[%] no 48 0 3 0 4 ® Tension Compres ion 0 1 0 2 I Utilization 13N = Nu0/♦ Nn Status 12 OK 11 OK 48 OK N/A N/A 2 I:115.-i Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 3.1 Steel Strength Nsa = Ase.N futa <j> Nsa ;:,: Nua Variables ~N[in.2] 0.20 Calculations N .. [lb] 12,740 Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 ACI 318-19 Eq. (17.6.1.2) ACI 318-19 Table 17.5.2 futa [psi] 65,000 Results Nsa [lb] 12,740 _____ <!> steel 3.2 Pullout Strength NpN = ljl c,p NP NP = 8 Ab,g fc NpN <': Nua Variables 0.750 9,555 ACI 318-19 Eq. (17.6.3.1) ACI 318-19 Eq. (17.6.3.2.2a) ACI 318-19 Table 17.5.2 ljl .s!c._ ---~'~_2] "-a 1.000 0.59 1.000 Calculations __ NpJ bL 14,136 Results N n [lb] ¢> concrete NQ!! [lb] 14,136 0.700 9,895 Nua_llb] 1,084 fc [psi] 3,000 Nua [lb] 1,084 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 Hilti AG, Schaan Page: Specifier: E-Mail: Date: Page 74 3 Daniel Fisher dfisher@orie2.com 8/10/2023 3 1 : i i S ~ 1 ______________________ _ Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 3.3 Concrete Breakout Failure _ ( ANc) Ncbg -A 'V ec.N 'V ed,N 'V c,N 'V cp,N Nb NcO N cbg <! Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h!r 'V ec.N = ( 1+ ~ e~ ) $ 1.0 3 her ljJ e<l,N = 0.7 + 0.3 ( ~-S~:) $ 1.0 ljJ cp,N Variables her [in.] 4.000 Calculations s 1.0 ecl,.N~ 1.470 kc 24 ANc [in.2] -=---------" ANcO [in.2] 156.25 144.00 Results concrete 0.700 ec2N [in.] 0.000 "' a 1.000 'V ec1,N 0.803 <l>N~~ 5,293 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) C3_Bl;n [in.] ljJ c,N 2.500 1.000 f0 [psi] 3,000 'V ec2.N ljJ ed,N 1.000 0.825 ~.[lb] 2,500 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 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ljJ cp,N 1.000 Page 75 4 Daniel Fisher dfisher@orie2.com 8/10/2023 Nb [lb] 10,516 4 1:11-;;.1 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 4 Shear load Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 Load V ua [lb) Steel Strength* 80 Steel failure (with lever arm)* N/A Pryout Strength** 320 Concrete edge failure in direction y-•• 320 • highest loaded anchor ••anchor group (relevant anchors) 4.1 Steel Strength V sa = A,,.,v fula q> V sleel ~ V ua Variables ACI 318-19 Eq. (17.7.1 .2a) ACI 318-19 Table 17.5.2 Ase v [in.~2] ____ ~f"='•..c.[p'-s-"i] 0.20 65,000 Calculations _y_ .. ~l __ 12,740 Results v •• _ll!1___ 12,740 cf> steel ---- 0.650 V50 [lb] 8,281 ~_J~l 80 Page: Specifier: E-Mail: Date: Capacity ♦ V" [lb) 8,281 N/A 13,180 3,108 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 Utilization flv = V ua/♦ vn 1 N/A 3 11 Page 76 5 Daniel Fisher dfisher@orie2.com 8/10/2023 Status OK N/A OK OK 5 •=iiS•• Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 4.2 Pryout Strength V cpg = kcp [ (:::) II' ec.N II' ed,N II' c.N II' cp,N Nb ] 4> v cpg ~ vua ANc seeACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 h!r 11' ec.N = ( 1+ ~ e~ ) ~ 1.0 3 h01 II' ed,N = 0.7 + 0.3 ( ~.•s~:) ~ 1.0 II' cp.N Variables -~N 1.000 Calculations ANc [in.2] 156.25 Results ~ 1.0 h01 [in.] 4.000 Cac [in.] 00 ANc0 (in.2] 144.00 ec1 N [in.] 0.000 kc 24 II' ec1,N 1.000 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b} ACI 318-19 Eq. (17.6.2.2.1) ec2,N [in.] c.cmin [in.] 0.000 2.500 "-a fc [psi] 1.000 3,000 ___ 'l'ec2,N II' ed,N 1.000 0.825 ~Jl!>L cj> concrete 4> V cpgJ.1!1_ -Vua_llb] 18,828 0.700 13,180 320 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 H,lti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan II' cp.N 1.000 Page 77 6 Daniel Fisher dfisher@orie2.com 8/10/2023 Nb (lb] 10,516 6 1 : i i 5 • 1 ______________________ _ Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 4.3 Concrete edge failure in direction y- Variables c01 [in.] 2.500 1. [in.] 4.000 Calculations Ave [in.2] 38.44 Results c02 [in.] 2.500 II. • 1.000 Avc0 [in.2] 28.12 ¢, concrete 0.700 ecv [in.] 0.000 d0 [in.] 0.500 'I' ec.V 1.000 vct,g~] 3,108 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.7.2.1.3) ACI 318-19 Eq. (17.7.2.3.1) ACI 318-19 Eq. (17.7.2.4.1b) ACI 318-19 Eq. (17.7.2.6.1) ACI 318-19 Eq. (17.7.2.2.1a) 'V c,V h0 [in.] 1.000 7.500 fc [psi] \j/ parallel.V 3,000 2.000 \j/ od,V \j/h,V 1.000 1.000 Vu• [lb] 320 5 Combined tension and shear loads, per ACI 318-19 section 17.8 0.472 0.103 c; 5/3 Utilization PN v [%] 31 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 Hilti AG, Schaan Status OK v b [lb] 1,624 Page 78 7 Daniel Fisher dfisher@orie2.com 8/10/2023 7 •=iiS•• Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 6 Warnings Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 Page: Specifier: E-Mail: Date: Page 79 8 Daniel Fisher dfisher@orie2.com 811012023 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. For additional information about ACI 318 strength design provisions, please go to https:1/submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! 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 cl Hilti AG, Schaan 8 ,:iis., Hilti PROFIS Engineering 3.0.87 www.hilti.com ------ Company: Orie2 Engineering Inc Address: Phone I Fax: 18583359452 I Design: Concrete -Mar 20, 2023 Fastening point: 7 Installation data Profile: no profile Hole diameter in the fixture: d1 = 0.562 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Page: Specifier: E-Mail: Date: Page 80 9 Daniel Fisher dfisher@orie2.com 8/10/2023 Anchor type and diameter: AWS 01 .1 GR. B 1/2 Item number: not available Maximum installation torque: - Hole diameter in the base material: -in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 4.813 in. Hilti AWS welded headed stud anchor with 4 in embedment, 1/2, Steel galvanized, installation per instruction for use A• y 4.500 4.500 I ._ 0 0 lO N 0 0 0 3 ;I lO -<i- 0 0 ~ C) .. .,,. X 1 ? 0 0 lO -<i- 0 0 lO N 2.500 4.000 2.500 Coordinates Anchor [in.] Anchor X y c., c., c.y C+y 1 -2.000 -2.000 2.500 2.500 2 2.000 -2.000 6.500 2.500 3 -2.000 2.000 2.500 6.500 4 2.000 2.000 6.500 6.500 --- 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 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 I:115.Ji Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 I Concrete -Mar 20, 2023 8 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: Page 81 10 Daniel Fisher dfisher@orie2.com 8/10/2023 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 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 10