The URL can be used to link to this page

Home My WebLink About2100 S Fairview St - Plandate detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 5 : 2 0 : 0 9 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 1 C-1.0 0 DU KM COVER SHEET 0 VB KMDU SOUTHERN CALIFORNIA EISON An EDISON INTERNATIONAL Company N 1650605 Exp. 9-30-26 02/05/2025 Bldg #101121913 Elect #20184701 & 20185390 APPROVALS: PLNG - C. SantanaPUBLIC WORKS - Y. Soto BLDG/ELECT - CSG date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 4 3 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 2 C-2.0 0 DU KM NOTES 0 VB KMDU ’ 1650605 Exp. 9-30-26 02/05/2025 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UG E UG E IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY 1" = 5' N date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 0 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 3 C-3.0 0 DU KM OVERALL SITE PLAN 0 VB KMDU 0 5' SCALE IN FEET 10' X 1650605 Exp. 9-30-26 02/05/2025 EV CHARGINGONLYEV CHARGINGONLYEV CHARGINGONLYEV CHARGINGONLYEV CHARGINGONLYEV CHARGINGONLY X X X X X X X X X X X X X X X X X X X X X X X X X UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UG E UG E W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY 1" = 5' N date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 5 : 3 4 : 4 1 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 4 C-4.0 0 17 DU KM SITE PLAN DETAILS 0 VB KMDU 0 5' SCALE IN FEET 10' ISSUE FOR PERMIT 1650605 Exp. 9-30-26 02/05/2025 GFS Division BRIXEN EVCS Design calculations for footing pad of Switchboard, Distribution Panel, Transformer, EV Chargers & Gateway. Project No: 1650605 Prepared By: DSS Reviewed By: - Rev-0 Date: 09/18/2024 Date Signed: 9.24.2024 Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 1.0 Index Item 1.0 Index 1.1 Scope of work 1.2 Reference Documents 1.2.1 Codes and References 1.2.2 Equipment Data 1.3 Material Specification 1.4 Basis of Design and Philosophy 1.5 Revision 1.6 Basis Load Cases 1.7 Risa Model 2.0 Design Input 3.0 Load Calculations 4.0 Subgrade Modulus 5.0 Anchor Bolt Load Calculation 6.0 Anchor Bolt Summary 7.0 Foundation Details 8.0 RISA 3D Report for H-Frame 9.0 RISA Foundation Report 10.0 Anchor Bolt Design Report 11.0 H-Frame Base Plate Design Report 12.0 Annexure A 78 85 22 21 16 21 2 3 3 4 4 3 3 6 3 1650605 5 9/18/2024 DSS - 80% Review Description Sheet No. 33 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final - 100% Review 25 11 15 3 Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary -1650605 9/18/2024 DSS - 80% Review Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final - 100% Review 1.1 Scope of work This document covers load development and design calculation of concrete mat foundations to support Switchboard Panel, Transformer, Distribution Panel, EV Charger & Gateway. 1.2 Reference Documents CRP1650605 Brixen High Level Concept Plan REDLINE 8/9/2022 1.2.1 Codes & References Minimum Design Loads for Buildings and Other Structures ASCE/SEI 7 - 2016 Building code requirements for structural concrete ACI318-19 California Building Standards Code CBSC 2022 1.2.2 Equipment Data Title Date Switchgear Equipments - HC_JNT-EVC10-Hypercharge Charger - 6-Foot Pedestal Cut Sheet - 1.3 Material Specification Characteristic compressive strength of concrete f'c = 2500 psi Characteristic strength of reinforcement fy =60000 psi Modulus of elasticity of concrete Ec = 2850.00 ksi Modulus of elasticity of Steel Es = 29000.00 ksi 1.4 Basis of Design and Philosophy 1 No snow load is considered in the design as per ATC Hazard by location website. 2 Wind Exposure category is considered as C. 3 Allowable Bearing Capacity is considered to be 1500 psf. 4 Overstrength factor of 2.0 is considered for anchor bolt design. 5 Reduction in footing size due to conduit openings are neglected for foundation design and calculation of subgrade modulus. 6 Bottom cover to foundation is considered as 3" and top cover as 2". 7 Live Load of 60 psf over the Slab is considered in Risa Foundation as per Table 4.3-1 ASCE 7-16 for Elevated Platforms. 8 Subgrade Modulus is considered as 125 pci in absence of accurate data. 9 Characteristic compressive strength of the concrete is considered as 2500 psf conservatively. 10 Frost depth of the soil is neglected. 11 Pesudo dynamic forces as per ACI 351.3R-18 section 4.2.4 are not considered as the equipments are not heavy loaded. 12 Coefficient of friction is considered as 0.25 in absence of accurate data. 13 In absence of design basis, the seismic and the wind parameters are considered as per the "ATC Hazard by location" website. Reference provided in subsequent pages. 14 In absence of weight of charger & pedestal in vendor cutsheets, the weight of charger & pedestal is assumed to be 40 lbs. 15 In absence of anchorage detail for chargers, the achor details are assumed as per "CPF50-anchorage details.pdf". Refer Annexure. 16 Chargepoint Gateway is considered to be supported on H-Frame. Similar structure is modelled in RISA 3D for footing, anchor and base plate design. Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary -1650605 9/18/2024 DSS - 80% Review Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final - 100% Review 1.5 Revision Rev. - 0:80% IFR 1.6 Basic Load Cases Following are the load cases considered for the analysis and Design of foundation in RISA. 1 DL, self-weight 2 FL, operating dead load 3 L, live load 4 WLX, wind load X-direction 5 WLZ, wind load Z-direction 6 ELX, operating earthquake X-direction. 7 ELZ, operating earthquake Z-direction. Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary -1650605 9/18/2024 DSS - 80% Review Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final - 100% Review 1.7 Risa Model Fig.1 : RISA 3D Fig.2 : RISA FOUNDATION DISTRIBUTION PANEL EV CHARGER SWITCHBOARD TRANSFORMER H-FRAME FOR GATEWAY EV CHARGER FOUNDATION SWITCHBOARD PANEL TRANSFORMER DISTRIBUTION PANEL & GATEWAY COMBINED FOUNDATION !"#$ %&'('') !%*&(''')+%,-./0.12,3 ,443 (&56/4718 9 ++ ++:++# #++ ++#:++;< + #++# ++, 1&*-#=>?@ABCDEFG@H?IJGEKLL@>MMN ,-./0.12,,44 (&56/471 6O4PQGG@LJE?I>MN &'(''*&('''RS>T?IJGEN 5(:UJH>MI?HVN **55WX?Y?@LCUZV>N 2K=QRC[\]^ /.*P+_ /.`*P+&_ /.`*P+&&_ /.*P+'_/; +!.'(_/; +!..(`_/; +!..._/; +!.0 _K=QRC[\]a /.*P+&_ /.`*P+&(_ /.`*P+'`_ /.*P+(_/; +!._/; +!.._/; +!...*.0 `_K=QRC[\ab, 1&*`2,++'`_cdefgehijkhflmnlopkenfdegefqrfsrcfgetjeokfpmufhkpkefvgfjvopjfpwemnwemkhfkvfkdefxpjiehfvgfpmufnejlmepklvmfjlmehfwpnefniglmyfkdefziljnlmyfovnefpnv{klvmf{gvoehh|f}heghfhdvijnfovmtlgwfpmuvik{ikfvzkplmenftgvwfkdlhfkvvjf~lkdfkdefjvopjfikdvglkuf€pxlmyf iglhnloklvmfzetvgef{gvoeenlmyf~lkdfnehlym|‚jephefmvkefkdpkfkdefcƒf€p„pgnhfzuf…vopklvmf~ezhlkef~ljjfmvkfzefi{npkenfkvfhi{{vgkf†ƒ‡fˆ‰ŠŠ|f‹lmnfvikf~du|ŒJMAS?JH>@ ++ +:_ +, 1&++++# ++!+ +, 1& +++ ++ #++:+ +Ž_++#++# + ++ #++++:+ +#++ ! !+461- +++#*+++!+++ !++_+ +!#_::+#+++++##*+++! +!!++_++ #+! ++ _+: #2 ++:_+++#+++ + +++ _++ :+_+ +++++ +++ +:+: #_+++ _ +:: +!+++ ++:+ ++++::_+ ++‘!_+:_++:+ !+ +++;# +!++:+ :++:+:++ +::+ ++! !++ :++ +#++O+:+:_:_#++_+ !:_+O+:+:#+++_ +! +! !+++ +: !+ ++:+ !+++ + !+ ++’“”•–—˜™š›˜œ˜ššžŸž š¡¢¢£¤¥¦š§¨©¡§ !"#$ %&'() !%*&(')+%,-./0.12,3 ,443 (&56/4718 9 ++ ++:++# #++ ++#:++;< + #++# ++, 1&*-#=>?@ABCDEFG@H?IJGEKLL@>MMN ,-./0.12,,44 (&56/471 6O4PQGG@LJE?I>MN &'(*&('RS>T?IJGEN 5(:UJH>MI?HVN **'&WX?Y?@LCUZV>N ,#K=QRC[\]^7,#9 _:+++!# ++_+ :5(:++`a``+ +b::++K=QRC[\]c7,#9 _:+++!# ++_+ :5(:++`a``+ +b::++K=QRC[\cd7,#9 _:+++!# ++_+ :5(:++`a``+ +b::++efghigjklmjhnopnqrmgphfgighsthutehigvlgqmhrowhjmrmghxihlxqrlhrygopygomjhmxhmfghzrlkgjhxihrowhpglnogrmnxohlnogjhyrpghpkino{hmfgh|knlpno{qxpghrpx}mnxoh}ixqgjj~hjgijhjfxklphqxovniyhrowhxkm}kmhx|mrnogphvixyhmfnjhmxxlh€nmfhmfghlxqrlh kmfxinmwh‚rzno{hƒkinjpnqmnxoh|gvxig}ixqggpno{h€nmfhpgjn{o~„lgrjghoxmghmfrmhmfgh e…h‚r†ripjh|wh‡xqrmnxoh€g|jnmgh€nllhoxmh|ghk}prmgphmxhjk}}ximh ˆ…‰hŠ‹ŒŒ~h nophxkmh€fw~ŽJMAS?JH>@ ++ +:`b+, 1&++++# ++!+2 ++:`+++#+++ +b+++ `++ :+`+ +++++ +++ +:+: #`+++a`b+:: +!+++ ++:+ ++++::`+ ++ !`+:`++:+ b!+a+++;# +!++:+ :++:+:++_+::+ ++! !++ :++b+#++O+:+:`:`#++`+ !:`+O+:+:#+++` b +!b+! !+++ +: !+b ++:+ !+++ + !+ ++ ‘’“”•–—˜™–š–˜›œšœž˜Ÿ ¡¢£¤˜¥¦§Ÿ¥ !"#$% &'()((* !&+'((()*#&,-./0.12,3 ,443 '56/47 8 ## ##9##: :## ##:9##;< # :##: ##, 1'+-:=>?@ABCDEFG@H?IJGEKLL@>MMN ,-./0.12,,44 '56/4O1 6P4QRGG@LJE?I>MN '()((+'((()ST>U?IJGEN 59VJH>MI?HWN ++)55XY?Z?@LCV[W>N ,#$\>F>@>EA>C]GA^H>EIN , 1'+)\JM_CR?I>`G@[N ..=JI>CRT?MMN a+#9 b?MJACc?@?H>I>@Md?H> e?T^> ]>MA@JWIJGE,,f 1/!$g#&h,5)' 1/!$g#&h, ,f)) ,#+$9## # #i #, j ,#+$9## # #i #,a,55 4$##$#!i #,,aj 4$##$#!i #,j,##,#5(kKLLJIJGE?TCDEFG@H?IJGEd?H> e?T^> ]>MA@JWIJGE,a j ,#$#!#!- ,#$ 99-i j ,#$ 99 /, #99#9;gh / #99#9;gh O ff 1O#;!# #- O ,#$ 99 O O )' ,#$9##;!# #( !+##gh,/ f ;+!##!$gh,P 5f -#9$+# # #g3 9#l###f#h,a ' -###$# #i #gh,/ 5)' ;+!##!$gh,P f) -#9$+# # #g3 9#l###f#h,a ) -###$# #i #gh O 'f -###$# #i #g Ohj,##,#5(mnopqorsturpvwxvyzuoxpnoqop{|p}|mpqo~toyupzwpruzuop€qpt€yztpz owx owurpu€punop‚ztsorp€qpzwpxotvwozuv€wptvworp zxopxsqvwƒpunop„svtxvwƒpy€xopzx€…uv€wp…q€yorr†p‡roqrprn€stxpy€w~vq pzw€su…sup€„uzvwoxp~q€ punvrpu€€tpˆvunpunopt€yztp‰sun€qvupŠz‚vwƒp‹sqvrxvyuv€wp„o~€qop…q€yooxvwƒpˆvunpxorvƒw†Œtozropw€uopunzupunop‰m pŠzŽzqxrp„p €yzuv€wpˆo„rvuopˆvttpw€up„ops…xzuoxpu€prs……€qup‰ ‘p’“””†p•vwxp€supˆn†–—˜™š ›œšžŸœ œž¡¢£¢¤ž¥¦¦§¨©ªž«¬¥« !"#$% &'()((* !&+'((()*#&,-./0.12,3 ,443 '56/47 89:;<=9>?@ #A##B,C# ! ,A#,#$D#!2#,#A#2 ##E$###F### #A### $## E#$# ##### ### #E#E F$###G$A#EE #!### ##E# ####EE$# ##H!$#E$##E# A!#G###IF #!##E# E##E#E##J#EE# ##! !## E##A#F##B#E#E$E$F##$# !E$#B#E#EF###$ A #!A#! !### #E !#A ##E# !### # !# ## Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 1. Switchboard Panel Length l 1.33 ft Width w 1.33 ft Height h 4.00 ft 2. Distribution Panel Length l 2.67 ft Width w 2.50 ft Height h 5.33 ft 3. Transformer Length l 2.35 ft Width w 2.25 ft Height h 3.00 ft 4. EVC10 Level 2 AC EV Charger Length l 1.00 ft Width w 1.00 ft Height h 6.00 ft (as per spec sheet) 5. Gateway Length l 0.93 ft Width w 0.47 ft Height h 1.12 ft 9/18/2024 DSS - 80% Review (as per vendor drawing) (as per spec sheet) (as per spec sheet) (as per vendor drawing) 1650605 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final -100% Review 2.0 Design Input (as per vendor drawing) (as per vendor drawing) (as per vendor drawing) (as per vendor drawing) (as per vendor drawing) (as per vendor drawing) (as per vendor drawing) (as per spec sheet) (as per spec sheet) (as per spec sheet) Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 9/18/2024 DSS - 80% Review1650605 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final -100% Review 3.1 Self Weight (DL) By default RISA FOUNDATION considers the self weight of footing in DL case. 3.2 Operating Dead Load (FL) 1. Switchboard Panel Weight = 0.500 kip Number of anchor locations =4 Force at each support 0.5/4 0.125 kip 2. Distribution Panel Weight =0.735 kip Number of anchor locations =4 Force at each support 0.735/4 0.184 kip 3. Transformer Weight =0.600 kip Number of anchor locations =4 Force at each support 0.6/4 0.150 kip 4. EVC10 Level 2 AC EV Charger Weight =0.040 kip (Assumed) Number of anchor locations =4 Force at each support 0.04/4 0.010 kip 5. Gateway Weight =0.050 kip (Assumed) Number of anchor locations =4 (as per spec sheet) Force at each support 0.05/4 0.013 kip. 3.3 Live Load (L) Live Load of 60psf is considered over the slab in Risa Foundation as per Table 4.3-1 ASCE 7-16 for elevated platforms. 3.4 Snow Load No snow load is considered in the design as per 'ATC Hazard by Location' website. Reference provided in Annexure section. 3.0 Load Calculations (as per vendor drawing) (as per vendor drawing) (as per spec sheet) (as per vendor drawing) (4 Bolts considered conservatively) (4 Bolts considered conservatively) (as per vendor drawing) Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 9/18/2024 DSS - 80% Review1650605 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final -100% Review 3.5 Wind Load (W) : Basic Wind Speed, V = 95 mph (As per ATC Hazards) Kzt = 1.0 (Clause 26.8.2, ASCE 7-16) Kd (Considering square tank) = 0.9 (Table 26.6-1, ASCE 7-16) Ke = 1 (Clause 26.9, ASCE 7-16) Gust factor, Gf = 0.85 Exposure Category = C qz =0.00256 * Kz * Kzt * Kd *Ke* V2 (Eqn 26.10-1, ASCE 7-16) qz =0.00256 x 1 x 0.9 x 95^2 x1 x Kz = 20.794 * Kz h = 7.500 ft Kz = 0.85 (Table 26.10-1, ASCE 7-16) qz (Normal Condition) =20.79 x 0.85 = 17.675 psf Cf = 1.40 (Considering Square -wind normal to face with h/D=4/1.33=3.00) (for switchboard) Cf = 1.40 (Considering Square -wind normal to face with h/D=5.33/2.5=2.132) (for distribution panel) Cf = 1.40 (Considering Square -wind normal to face with h/D=3.0/2.25= 1.33) (for Transformer) Cf =1.40 (Considering Square -wind normal to face with h/D=6/1=6) (for EV Charger) Cf = 1.80 (Considering s/H = 1.12/4.67 = 0.23 & B/s = 0.93/1.12 = 0.83) (for Gateway) Cf = 1.8 (For structural members) F = qz * Gf * Cf * Af (Eq. 29.4-1, ASCE 7-16) Wind Load on structure =G X Cf X qz =0.85 X 1.8 X 17.675 =0.027 ksf The above calculated pressure is applied as open area load in RISA. (Max Ht of the 7.5 ft. is considered) Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 9/18/2024 DSS - 80% Review1650605 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final -100% Review 1. Switchboard Panel Along both Direction in Risa 3D = 1.33x4 5.320 ft^2 Total horizontal wind load (1.4x0.85x17.67x5.32)/1000 F = 0.112 kip Shear at each support point 0.112/4 0.028 kip Moment at top of foundation (0.112x4x2)/(3)0.299 kip-ft (C.G Considered at 2/3rd of Height) 2. Distribution Panel Along both Direction in Risa 3D = 2.67x5.33 14.231 ft^2 Total horizontal wind load (1.4x0.85x17.67x14.23)/1000 F = 0.299 kip Shear at each support point 0.299/4 0.075 kip Moment at top of foundation 0.299x5.33x2/3 1.495 kip-ft (C.G Considered at 2/3rd of Height) 3.Transformer Along both Direction in Risa 3D = 2.35x3 7.05 ft^2 Total horizontal wind load (1.4x0.85x17.67x7.05)/1000 0.150 kip Shear at each support point 0.15/4 0.04 kip Moment at top of foundation 0.15x3.71x2/3 0.37 kip-ft (C.G Considered at 2/3rd of Height) 4. EVC10 Level 2 AC EV Charger Along both Direction in Risa 3D = 1x6 6.00 ft^2 Total horizontal wind load (1.4x0.85x17.67x6)/1000 0.13 kip Shear at each support point 0.13/4 0.03 kip Moment at top of foundation 0.13x6x2/3 0.52 kip-ft (C.G Considered at 2/3rd of Height) 5. Gateway Along both Direction in Risa 3D = 0.925x1.116 1.03 ft^2 Total horizontal wind load (1.8x0.85x17.67x1.03)/1000 0.03 kip Shear at each support point 0.03/4 0.01 kip Moment (0.03x0.47/2)0.01 kip/ft. Moment on each bolt 0.00705/4 0.002 kip/ft. Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 9/18/2024 DSS - 80% Review1650605 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final -100% Review 3.6 Seismic Load : Basic Design Parameters Soil Site Class =D-Default (As per ATC Hazards) Importance Factor = I =1 (Table 1.5-2, ASCE 7-16 For Risk Category 2) Mapped spectral Response Spectral Acceleration for Short period, SS =1.305 (As per ATC Hazards) Spectral Accelaration for one second, S1 =0.467 (As per ATC Hazards) Design spectral Response Acceleration Spectral Response Coefficient SDs ==1.044 (As per ATC Hazards) Spectral Response Coefficient SD1 =- Seismic design category =D (ASCE 7-16, Table 11.6-1) As per ASCE 7-16, the horizontal seismic design force for non-structural components is determined as follows- For Switchboard Panel, Distribution Panel, Transformer and Gateway ap =2.5 (From ASCE7-16, Table 13.6-1, For Panel Boards) Rp =6.0 Ip =1.0 (as per 13.1.3) z =0.000 ft.(Height from base at which component is attached) h =7.500 ft.(Equipment height from base) Wp =Operating weight (Component weight) =x (1+ 2x0) =0.17 Sds*Ip*Wp Hence , consider Fp = 0.3 Sds*Ip*Wp For Charger ap =2.5 (From ASCE7-16, Table 13.6-1, For Transformers) Rp =6.0 Ip =1.0 (as per 13.1.3) z =3.500 ft (Height from base at which component is attached) h =4.620 ft.(Equipment height from base) Wp =Operating weight (Component weight) =x (1+ 2x0.757575757575758) =0.419 Sds*Ip*Wp Hence , consider Fp =0.419 Sds*Ip*Wp 6/1 6/1 0.4xap*Sds*Ip*Wp 0.4xap*Sds*Ip*Wp Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 9/18/2024 DSS - 80% Review1650605 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final -100% Review Base Shear Force and Moment 1. Switchboard Panel Shear Force 0.3x1.044x1x0.5 0.157 kip Shear Force on each Support 0.16/4 0.039 kip Moment (0.16x4x2)/3 0.418 kip-ft (C.G Considered at 2/3rd of Height) 2. Distribution Panel Shear Force on each Support 0.3x1.044x1x0.735 0.230 kip Shear Force on each Support 0.23/4 0.058 kip Moment (0.23x5.33x2)/3 1.150 kip-ft (C.G Considered at 2/3rd of Height) 3.Transformer Shear Force 0.3x1.044x1.5x0.6 0.281 kip Shear Force on each Support 0.28/4 0.070 kip Moment (0.28x3x2)/3 0.562 kip-ft (C.G Considered at 2/3rd of Height) 4. EVC10 Level 2 AC EV Charger Shear Force 0.3x1.044x1x0.04 0.013 kip Shear Force on each Support 0.01/4 0.003 kip Moment (0.015x6x2/3)0.050 kip-ft 5. Gateway Shear Force 0.3x1.044x1x0.5 0.016 kip Shear Force on each Support 0.01566/4 0.004 kip Moment (0.030x4*2/3)0.042 kip-ft (Height of C.G.of Gateway from base of H frame= 4 ft) Client - SCE Charge Ready Date - Project -Brixen EVCS Made By - Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - Proj. No. -Preliminary - 9/18/2024 DSS - 80% Review1650605 Description -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway Final -100% Review 4.0 Subgrade Modulus A. Charging Cabinet foundation Hence, Subgrade Modulus (K) = 216 kcf ( 125 pci considered) Hence, Subgrade Modulus (K) = 216 kcf ( 125 pci considered) Sample Calc: Adjusting "K" for Minimum size of footing, = 6.00 x 9.50 Width, B = 6.00 ft Length, L = 9.50 ft K 6x6 = K { (B + 1) / 2B }2 = 73.50 kcf From RISA Help topic K 6x9.5 = K 6x6 x {(1 + 0.5B/L) / 1.5}= 64.47 kcf Subgrade Modulus = 64.47 k/ft3 B. EV Charger Hence, Subgrade Modulus (K) = 216 kcf ( 125 pci considered) Sample Calc: Adjusting "K" for Minimum size of footing, = 2.5 x 2.5 Width, B = 2.50 ft Length, L = 2.50 ft K 2.5x2.5 = K { (B + 1) / 2B }2 = 105.84 kcf From RISA Help topic K 2.5x2.5 = K 2.5x2.5 x {(1 + 0.5B/L) / 1.5}= 105.84 kcf Subgrade Modulus = 105.84 k/ft3 Client - SCE Charge Ready Date Project - Brixen EVCS Made By Location - 2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By Proj. No. - 1650605 Preliminary 5.0 Anchor Bolt Load Calculation 1. Switchboard Panel Height =4.000 ft Width =0.9375 ft Length =1.000 ft Overstrength Factor =2.000 Horizontal Seismic base shear 0.3*Sds*Ip*Wp (As per Section 13.3.1.1) Fp =0.3x1.044x1x0.5 Fp =0.160 kip Vertical Seismic load 0.2*Sds*Ip*Wp (As per Section 13.3.1.2) Fv =0.2x1.044x1x0.5 Fv =0.110 kip Overturning Moment due to horizontal force Eh =Fpx2/3x4 =0.430 kip-ft Overturning Moment due to vertical force Ev = Fvx1/2 = Fvx0.5 = 0.055 kip-ft E =EhxΩ+Ev =0.43x2+0.06 =0.915 kip-ft Resisting Moment DLRM =0.9xWpx0.9375/2 = 0.9*0.5*0.9375/2 = 0.210 kip-ft (Lesser value of width or length is considered for resisting moment calculation) Net Overturning Notm =E - DLRM kip-ft =0.705 kip-ft Shear at base Sh =ΩxFp =0.320 kip Net Overturning Notm (Wind) = 0.300 kip-ft Shear at base Sh (Wind) = 0.112 Kip. Thus, the anchor bolt design is goverened by 'seismic loading'. FinalDescription -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway 9/18/2024 DSS - 80% Review 100% Review Client - SCE Charge Ready Date Project - Brixen EVCS Made By Location - 2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By Proj. No. - 1650605 Preliminary FinalDescription -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway 9/18/2024 DSS - 80% Review 100% Review 2. Distribution Panel Height =5.330 ft Width =2.020 ft Length =2.330 ft Overstrength Factor =2.000 Horizontal Seismic base shear 0.3*Sds*Ip*Wp (As per Section 13.3.1.1) Fp = 0.3x1.044x1x0.735 Fp = 0.230 kip Vertical Seismic load 0.2*Sds*Ip*Wp (As per Section 13.3.1.2) Fv =0.2x1.044x1x0.735 Fv =0.153 kip Overturning Moment due to horizontal force Eh =Fpx2/3x5.33 = 0.817 kip-ft Overturning Moment due to vertical force Ev =Fvx2.33/2 =Fvx1.165 =0.178 kip-ft E = EhxΩ+Ev = 0.817x2+0.18 =1.812 kip-ft Resisting Moment DLRM =0.9xWpx2.02/2 =0.9*0.735*2.02/2 = 0.668 kip-ft (Lesser value of width or length is considered for resisting moment calculation) Net Overturning Notm = E - DLRM kip-ft = 1.144 kip-ft Shear at base Sh = ΩxFp =0.460 kip Net Overturning Notm (Wind) =1.495 kip-ft Shear at base Sh (Wind) =0.300 Kip. Thus, the anchor bolt design is goverened by 'wind loading'. Client - SCE Charge Ready Date Project - Brixen EVCS Made By Location - 2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By Proj. No. - 1650605 Preliminary FinalDescription -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway 9/18/2024 DSS - 80% Review 100% Review 3. Transformer Height =3.000 ft Length =2.000 ft Width =1.8 ft Overstrength Factor =2.000 Horizontal Seismic base shear 0.3*Sds*Ip*Wp (As per Section 13.3.1.1) Fp =0.3x1.044x1.5x0.6 Fp =0.282 kip Vertical Seismic load 0.2*Sds*Ip*Wp (As per Section 13.3.1.2) Fv =0.2x1.044x1.5x0.6 Fv =0.190 kip Overturning Moment due to horizontal force Eh =Fpx2/3x3 =0.560 kip-ft Overturning Moment due to vertical force Ev =Fvx2/2 =Fvx1 =0.190 kip-ft E =EhxΩ+Ev =0.56x2+0.19 =1.310 kip-ft Resisting Moment DLRM =0.9xWpx1.8/2 0.9x0.6x1.8/2 = 0.486 kip-ft (Lesser value of width or length is considered for resisting moment calculation) Net Overturning Notm =E - DLRM kip-ft =0.824 kip-ft Shear at base Sh =ΩxFp =0.564 kip Net Overturning Notm (Wind) =0.370 kip-ft Shear at base Sh (Wind) =0.150 kip Thus, the anchor bolt design is goverened by 'seismic loading'. Client - SCE Charge Ready Date Project - Brixen EVCS Made By Location - 2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By Proj. No. - 1650605 Preliminary FinalDescription -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway 9/18/2024 DSS - 80% Review 100% Review 4. EVC10 Level 2 AC EV Charger Height =6.000 ft Length =0.600 ft Width =0.600 ft Overstrength Factor =2.000 (Considered) Horizontal Seismic base shear 0.3*Sds*Ip*Wp (As per Section 13.3.1.1) Fp =0.3x1.044x1x0.040 Fp =0.013 kip Vertical Seismic load 0.2*Sds*Ip*Wp (As per Section 13.3.1.2) Fv =0.2x1.044x1x0.040 Fv =0.008 kip Overturning Moment due to horizontal force Eh =Fpx2/3x6 =0.06 kip-ft Overturning Moment due to vertical force Ev = Fvx0.6/2 = Fvx0.3 = 0.003 kip-ft E = EhxΩ+Ev = 0.06x2+0.003 = 0.12 kip-ft Resisting Moment DLRM = 0.9xWpx0.6/2 0.9x0.04x0.6/2 = 0.011 kip-ft (Lesser value of width or length is considered for resisting moment calculation.) Net Overturning Notm =E - DLRM kip-ft =0.11 kip-ft Shear at base Sh =ΩxFp =0.03 kip Net Overturning Notm (Wind) =0.52 kip-ft Shear at base Sh (Wind) =0.13 kip. Thus, the anchor bolt design is goverened by 'wind loading'. Client - SCE Charge Ready Date Project - Brixen EVCS Made By Location - 2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By Proj. No. - 1650605 Preliminary FinalDescription -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway 9/18/2024 DSS - 80% Review 100% Review 5. Gateway Height =1.116 ft Length = 0.925 ft Width = 0.467 ft Overstrength Factor =2.000 (Considered) Horizontal Seismic base shear 0.3*Sds*Ip*Wp (As per Section 13.3.1.1) Fp =0.3x1.044x1x0.050 Fp =0.013 kip Vertical Seismic load 0.2*Sds*Ip*Wp (As per Section 13.3.1.2) Fv =0.2x1.044x1x0.050 Fv =0.010 kip Overturning Moment due to horizontal force Eh = Fpx2/3x1.116 =0.01 kip-ft Overturning Moment due to vertical force Ev =Fvx0.925/2 =Fvx0.4625 =0.005 kip-ft E =EhxΩ+Ev =0.009x2+0.005 =0.02 kip-ft Resisting Moment DLRM = 0.9xWpx0.467/2 0.9x0.05x0.467/2 = 0.011 kip-ft (Lesser value of width or length is considered for resisting moment calculation.) Net Overturning Notm = E - DLRM kip-ft = 0.01 kip-ft Shear at base Sh = ΩxFp = 0.03 kip Net Overturning Notm (Wind) =0.04 kip-ft Shear at base Sh (Wind) =0.02 kip. Thus, the anchor bolt design is goverened by 'wind loading'. Client - SCE Charge Ready Date Project - Brixen EVCS Made By Location - 2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By Proj. No. - 1650605 Preliminary FinalDescription -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV Charger & Gateway 9/18/2024 DSS - 80% Review 100% Review 6.0 Anchor Bolt Summary 1 Switchboard Panel 1/2 3 2 Distribution Panel 1/2 3 3 Transformer 1/2 3 4 Gateway 1/2 3.75 5 EV Charger 1/2 3 7.0 Foundation Details Sr No Description Length Width Depth Reinforcement Details 1 EV Charger 2'-6'' 2'-6'' 1'-3''#5@12" OC, T&B EW 2 Combined footing for Switchboard, Distribution Panel, Transformer & Gateway 9'-6'' 6'-0'' 1'-3''#5@12" OC, T&B EW DescriptionSr No Anchor Diameter (inch) Embedment (in) (min)Anchor Type Kwik Bolt TZ2-SS 304 Kwik Bolt TZ2-SS 304 Kwik Bolt TZ2-SS 304 Kwik Bolt TZ2-SS 304 Kwik Bolt TZ2-SS 304 Company Designer Job Number Model Name : : : : BMI PKD 1629409 BRIXEN EVCS Checked By : YPR 9/17/2024 9:35:09 AM RISA-3D Version 21 [ Brixen EVCS 1.r3d ]Page 1 Hot Rolled Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Ry Fu [ksi]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 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 H Frame Column STRUT3-1/4"X1-5/8"Column Channel A36 Gr.36 Typical 0.792 0.862 0.403 0.003 2 H Frame Beam STRUT1-5/8"X1-5/8"Beam Channel A36 Gr.36 Typical 0.468 0.129 0.213 0.001 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCphi*Pnc [k]phi*Pnt [k]phi*Mn y-y [k-ft]phi*Mn z-z [k-ft]Cb Eqn 0 M9 STRUT3-1/4"X1-5/8"0.253 5 48 0.02 5 y 43 13.43 25.677 0.642 1.475 2.082H1-1b 1 M10 STRUT3-1/4"X1-5/8"0.254 5 48 0.02 5 y 43 13.43 25.677 0.642 1.475 2.081H1-1b 2 M11 STRUT1-5/8"X1-5/8"0.028 1.01 43 0.009 0 y 56 13.573 15.147 0.441 0.806 1.059H1-1b 3 M12 STRUT1-5/8"X1-5/8"0.028 1.01 43 0.009 0 y 56 13.573 15.147 0.441 0.806 1.059H1-1b Envelope Member Section Deflections - Service Member Sec x [in]LC y [in]LC z [in]LC x Rotate [rad]LC (n) L/y' Ratio LC (n) L/z' Ratio LC 0 M9 1 max 0 56 0.209 43 0.062 45 0 150 NC 146 NC 144 1 min 0 142 -0.209 42 -0.062 44 0 30 287.353 42 971.061 44 2 2 max 0 150 0 150 0 150 0 150 NC 150 NC 150 3 min 0 30 0 30 0 30 0 30 NC 30 NC 30 4 M10 1 max 0 57 0.209 43 0.062 45 0 150 NC 146 NC 144 5 min 0 141 -0.209 42 -0.062 44 0 30 287.353 42 971.061 45 6 2 max 0 150 0 150 0 150 0 150 NC 150 NC 150 7 min 0 30 0 30 0 30 0 30 NC 30 NC 30 8 M11 1 max 0.055 45 0 150 0.187 42 0.005 42 NC 150 NC 150 9 min -0.055 44 0 52 -0.187 43 -0.005 43 NC 30 NC 30 10 2 max 0.055 45 0 149 0.187 42 0.005 42 NC 150 NC 150 11 min -0.055 44 0 53 -0.187 43 -0.005 43 NC 30 NC 30 12 M12 1 max 0.037 45 0 150 0.124 42 0.005 42 NC 150 NC 150 13 min -0.037 44 0 52 -0.124 43 -0.005 43 NC 30 NC 30 14 2 max 0.037 45 0 149 0.124 42 0.005 42 NC 150 NC 150 15 min -0.037 44 0 53 -0.124 43 -0.005 43 NC 30 NC 30 Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 14 N29 max 0.124 42 0 150 0.037 44 1.359e-3 44 0 150 4.564e-3 43 15 min -0.124 43 0 52 -0.037 45 -1.359e-3 45 0 30 -4.564e-3 42 16 N30 max 0.188 42 0 150 0.055 44 -2.276e-5 149 1.246e-4 59 4.719e-3 43 17 min -0.188 43 -0.001 52 -0.055 45 -1.376e-4 53 -1.246e-4 58 -4.719e-3 42 MAX DEFLECTION : 0.188 in LIMITING DEFLECTION = H/120 = (12 x 5) / 120 = 0.5 in. Thus, OK. 8.0 RISA 3D REPORT FOR H-FRAME 9.0 RISA FOUNDATION REPORT CITY OF SANTA ANA Planning and Building Agency Company BMI 111RI SA Designer PKD Job Number 1629409 A NEMETSCHEK COMPANY Model Name BRIXEN EVCS Slab Factors Sept 16, 2024 3:50 PM 'Ac3l5roved SUANCE LC Slab Analefdeal Mo-xxfk-ftl Ms-xxfk-ftl Mo-zzfk-ftl Ms-zzfk-ftl Ms-xx/Mo-kMaster*lDzz(Mo-zz 1 67 S2 0 0 1.468 0 1.464 9.99+ 9.99+ 2 67 S3 0 0 39.827 0 57.684 9.99+ 9.99+ 3 68 S2 0 0 1.937 0 1.933 9.99+ 4 68 S3 0 0 39.827 0 57.684 9.99+ 9.99+ 5 69 S2 0 0 1.468 0 1.464 9.99+ 9.99+ 6 69 S3 0 0 39.827 0 57.684 9.99+ 9.99+ 7 70 S2 0 0 1.82 0 1.816 9.99+ 9.99+ 8 70 S3 0 0 39.827 0 57.684 9.99+ 9.99+ 9 71 S2 0 0 1.468 0.402 1.464 9.99+ 3.642 10 71 S3 0 0 33.712 2.164 57.684 9.99+ 9,99+ 11 72 S2 0 0 1.468 0.402 1.468 9.99+ 3.652 12 72 S3 0 0 33.712 2.164 58.753 9.99+ 9.99+ 13 73 S2 0 0.402 1.464 0 1.464 3.642 9.99+ 14 73 S3 0 1.978 39.827 0 57.684 9.99+ 9.99+ 15 74 S2 0 0.402 1.468 0 1.464 3.652 9.99+ 16 74 S3 0 1.978 33.712 0 57.684 9.99+ 9,99+ 17 75 S2 0 0.301 1.464 0.301 1.464 4.856 4.856 18 75 S3 0 1.484 39.827 1.623 57.684 9.99+ 9.99+ 19 76 S2 0 0.301 1.468 0.301 1.468 4.869 4.869 20 76 S3 0 1.484 33.712 1.623 58.753 9.99+ 9.99+ 21 77 S2 0 0.301 1.468 0.301 1.464 4.869 4.856 22 77 S3 0 1.484 33.712 1.623 57.684 9.99+ 9.99+ 23 78 S2 0 0.301 1.464 0.301 1.468 4.856 4.869 24 78 S3 0 1.484 39.827 1.623 58.753 9.99+ 9.99+ 25 79 S2 0 0 1.682 0.045 1.678 9.99+ 9.99+ 26 79 S3 0 0 38.634 2.231 66.106 9.99+ 9.99+ 27 80 S2 0 0 1.682 0.045 1.682 9.99+ 9.99+ 28 80 S3 0 0 38.634 2.231 1 67.331 9.99+ 9.99+ 29 81 S2 0 0.045 1.678 0 1.678 9.99+ 9.99+ 30 81 S3 0 2.31 45.642 0 66.106 9.99+ 9.99+ 31 82 S2 0 0.045 1.682 0 1.678 9.99+ 9.99+ 32 82 S3 0 2.31 38.634 0 66.106 9.99+ 9.99+ 33 83 S2 0 0.014 1.678 0.045 1.678 9.99+ 9.99+ 34 83 S3 0 0.693 45.642 2.231 66.106 9.99+ 9.99+ 35 84 S2 0 0.014 1.682 0.045 1.682 9.99+ 9.99+ 36 84 S3 0 0.693 38.634 2.231 67.331 9.99+ 9.99+ 37 85 S2 0 0.045 1.678 0.014 1.682 9.99+ 9.99+ 38 85 S3 0 2.31 45.642 0.669 67.331 9.99+ 9.99+ 39 86 S2 0 0.045 1.682 0.014 1.678 9.99+ 9.99+ 40 86 S3 0 2.31 38.634 0.669 66.106 9.99+ 9.99+ 41 87 S2 0 0 1.82 0.301 1.816 9.99+ 6.022 42 87 S3 0 0 33.712 1.623 57.684 9.99+ 9.99+ 43 88 S2 0 0 1.82 0.301 1.82 9.99+ 6.035 44 88 S3 0 0 33.712 1,623 58.753 9.99+ 9.99+ 45 89 S2 0 0.301 1.816 0 1.816 6.022 9.99+ 46 89 S3 0 1.484 39.827 0 57.684 9.99+ 9.99+ 47 90 S2 0 0.301 1.82 0 1.816 6.035 9.99+ 48 90 S3 0 1.484 33.712 0 57.684 9.99+ 9.99+ 49 91 S2 0 0.226 1.816 0.226 1.816 8.041 8,041 50 91 S3 0 1.111 39.827 1.216 57.684 9.99+ 9.99+ 51 92 S2 0 0.226 1.82 0.226 1.82 8.059 8.059 52 92 S3 0 1.111 33.712 1.216 58.753 9.99+ 9.99+ 53 93 S2 0 0.226 1.816 0.226 1.816 8.041 8.041 54 93 S3 0 1.111 39.827 1.216 57.684 9.99+ 9.99+ 55 94 S2 0 0.226 1.82 0.226 1.82 8.059 8.059 56 94 S3 0 1.111 33.712 1.216 58.753 9.99+ 9.99+ 57 95 S2 0 1 0 1.981 0.034 1.977 9.99+ 9.99+ 58 95 S3 0 _ 0 37.421 1.673 64.029 9.99+ 9.99+ 59 96 S2 0 0 1.981 0.034 1,981 9.99+ 9.99+ RISAFoundation Version 15.0.1.29 [C:\... \... \... \... \... \... \Analysis Model\Brixen EVCS 1.r3d] Page 2 CITY OF SANTA ANA Planning and Building Agency Company BMI 111RI SA Designer PKD Job Number 1629409 A NEMETSCHEK COMPANY Model Name BRIXEN EVCS Slab Factors Sept 16, 2024 3:50 PM 'Ac3l5roved SUANCE LC Slab An le de Mo-xx k-ft Ms-xx k-ft Mo-zz k-ft Ms-zz k-ft MS-xx/Mo- zz/Mo-zz 60 96 S3 1 0 0 37.421 1.673 65.216 9.99+ 9.99+ 61 97 S2 0 0.034 1.977 0 1.977 9.99+ 9.99+ 62 97 S3 0 1.732 44.208 0 64.029 9.99+ 63 98 S2 0 0.034 1.981 0 1.977 9.99+ 9.99+ 64 98 S3 0 1.732 37.421 0 64.029 9.99+ 9.99+ 65 99 S2 0 0.01 1.977 0.034 1.977 9.99+ 9.99+ 66 99 S3 1 0 0.521 44.208 1.673 64.029 9.99+ 9.99+ 67 100 S2 0 0.01 1.981 0.034 1.981 9.99+ 9.99+ 68 100 S3 0 0.521 37.421 1.673 65.216 9.99+ 9.99+ 69 101 S2 0 0.034 1.977 0.01 1.981 9.99+ 9.99+ 70 101 S3 0 1.732 44.208 0.504 65.216 9.99+ 9.99+ 71 102 S2 0 0.034 1.981 0.01 1.977 9.99+ 9.99+ 72 102 S3 0 1.732 37.421 0,504 64.029 9.99+ 9.99+ 73 103 S2 0 0 0.881 0.402 0.878 9.99+ 2.185 74 103 S3 0 0 20.227 2.164 34.611 9.99+ 9.99+ 75 104 S2 0 0 0.881 0.402 0.881 9.99+ 2.191 76 104 S3 0 0 20.227 2.164 35.252 9.99+ 9.99+ 77 105 S2 0 0.402 0.878 0 0.878 2.185 9.99+ 78 105 S3 0 1.978 23.896 0 34.611 9.99+ 9.99+ 79 106 S2 0 0.402 0.881 0 0.878 2.191 9.99+ 80 106 S3 0 1.978 20.227 0 34.611 9.99+ 9.99+ 81 107 S2 0 0.301 0.878 0.301 0.878 2.913 2.913 82 107 S3 0 1.484 23.896 1 1,623 34.611 9.99+ 9.99+ 83 108 S2 0 0.301 0.881 0.301 0.881 2.921 2.921 84 108 S3 0 1.484 20.227 1.623 35.252 9.99+ 9.99+ 85 109 S2 0 0.301 0.881 0.301 0.878 2.921 2.913 86 109 S3 0 1.484 20.227 1.623 34.611 9.99+ 9.99+ 87 110 S2 0 0.301 0.878 0.301 1 0.881 2.913 2.921 88 110 S3 0 1.484 23.896 1.623 35.252 9.99+ 9.99+ 89 111 S2 0 0 0.881 0.045 0.878 9.99+ 9,99+ 90 111 S3 0 0 20.227 2.231 34.611 9.99+ 9.99+ 91 112 S2 0 0 0.881 0.045 0.881 9.99+ 9.99+ 92 112 S3 1 0 0 20.227 2.231 35.252 9.99+ 9.99+ 93 113 S2 1 0 0.045 0.878 0 0.878 9.99+ 9.99+ 94 113 S3 0 2.31 23.896 0 34.611 9.99+ 9.99+ 95 114 S2 0 0.045 0.881 0 0.878 9.99+ 9.99+ 96 114 S3 0 2.31 20.227 0 34.611 8.757 9.99+ 97 115 S2 0 0 0.881 0.045 0.878 9.99+ 9.99+ 98 115 S3 0 0 20.227 2.231 34.611 9.99+ 9.99+ 99 116 S2 1 0 0 0.881 0.045 0.881 9.99+ 9.99+ 100 116 S3 0 0 20.227 2.231 35.252 9.99+ 9.99+ 101 117 S2 0 0.045 0.878 0 0.878 9.99+ 9.99+ 102 117 S3 0 2.31 23.896 0 34.611 9.99+ 9.99+ 103 118 S2 0 0.045 0.881 0 0.878 9.99+ 9.99+ 104 118 S3 0 2.31 20.227 0 34.611 8.757 9.99+ 105 119 S2 0 0.014 0.878 0.045 0.878 9.99+ 9.99+ 106 119 S3 0 0.693 23.896 2.231 34.611 9.99+ 9.99+ 107 120 S2 0 0.014 0.881 0.045 0.881 9.99+ 9.99+ 108 120 S3 0 0.693 20.227 2.231 35.252 9.99+ 9.99+ 109 121 S2 0 0.045 1 0.878 0.014 0.881 9.99+ 1 9.99+ 110 121 S3 0 2.31 23.896 0.669 35.252 9.99+ 9.99+ 111 122 S2 0 0.045 0.881 0.014 0.878 9.99+ 9.99+ 11121 122 S3 0 2.31 20.227 0.669 34.611 8.757 9.99+ Slab Sliding Safety Factors RISAFoundation Version 15.0.1.29 [C:\... \... \... \... \... \... \Analysis Model\Brixen EVCS 1.r3d] Page 3 CITY OF SANTA ANA Planning and Building Agency Company BMI 111RI SA Designer PKD Job Number 1629409 A NEMETSCHEK COMPANY Model Name BRIXEN EVCS Sept 16, 2024 3:50 PM 'Ac3l5roved SUANCE Slab Sfidinq Safety Factors Continued LC Slab Anolefdeal Va-xxfkl Vr-xxfkl Va-zzfkl Vr-zzrkl I Mas mlD: SR-zz 3 68 S2 0 0 0.387 0 0.387 9+ 9.99+ 4 68 S3 0 0 3.064 0 3.064 .99+ 9,99+ 5 69 S2 0 0 0.293 0 0.293 6 69 S3 0 0 3.064 0 3.064 9.99+ 9.99+ 7 70 S2 0 0 0.364 0 0.364 9.99+ 9,99+ 8 70 S3 0 0 3.064 0 3.064 9.99+ 9.99+ 9 71 S2 0 0.072 0.293 0 0.293 4.072 9.99+ 10 71 S3 0 0.496 3.064 0 3.064 6.183 9.99+ 11 72 S2 0 0.072 0.293 0 0.293 4.072 9.99+ 12 72 S3 0 0.496 3.064 0 3.064 6.183 9.99+ 13 73 S2 0 0 0.293 0.072 0.293 9.99+ 4.072 14 73 S3 0 0 3.064 0.414 3.064 9.99+ 7.409 15 74 S2 0 0 0.293 0.072 0.293 9.99+ 4.072 16 74 S3 0 0 3.064 0.414 3.064 9.99+ 7.409 17 75 S2 0 0.054 0.293 0.054 0.293 5.43 5.43 18 75 S3 0 0.372 3.064 0.31 3.064 8.244 9.878 19 76 S2 0 0.054 0.293 0.054 0.293 5.43 5.43 20 76 S3 0 0.372 3.064 0.31 3.064 8.244 9.878 21 77 S2 0 0.054 0.293 0.054 0.293 5.43 5.43 22 77 S3 0 0.372 3.064 0.31 3.064 8.244 9.878 23 78 S2 0 0.054 0.293 0.054 0.293 5.43 5.43 24 78 S3 0 0.372 3.064 0.31 3.064 8.244 9.878 25 79 S2 0 0.008 0.336 0 0.336 9.99+ 9.99+ 26 79 S3 0 0.499 3.512 0 3.512 7.033 9.99+ 27 80 S2 0 0.008 0.336 0 0.336 9.99+ 9.99+ 28 80 S3 0 0.499 3.512 0 3.512 7.033 9.99+ 29 81 S2 0 0 0.336 0.008 0.336 9.99+ 9.99+ 30 81 S3 0 0 3.512 0.511 3.512 9.99+ 6.878 31 82 S2 0 0 1 0.336 0.008 0.336 9.99+ 9.99+ 32 82 S3 0 0 3.512 0.511 3.512 9.99+ 6.878 33 83 S2 0 0.008 0.336 0.003 0.336 9.99+ 9,99+ 34 83 S3 0 0.499 3.512 0.153 3.512 7.033 9.99+ 35 84 S2 0 0.008 0.336 0.003 0.336 9.99+ 9,99+ 36 84 S3 0 0.499 3.512 0.153 3.512 7.033 9.99+ 37 85 S2 0 0.003 1 0.336 0.008 0.336 9.99+ 9.99+ 38 85 S3 0 0.15 3.512 0.511 3.512 9.99+ 6.878 39 86 S2 0 0.003 0.336 0.008 0.336 9.99+ 9,99+ 40 86 S3 0 0.15 3.512 0.511 3.512 9.99+ 6.878 41 87 S2 0 0.054 0.364 0 0.364 6.732 9.99+ 42 87 S3 0 0.372 3.064 0 3.064 8.244 9.99+ 43 88 S2 0 0.054 0.364 0 0.364 6.732 9.99+ 44 88 S3 0 0.372 3.064 0 3.064 8.244 9.99+ 45 89 S2 0 0 0.364 0.054 0.364 9.99+ 6.732 46 89 S3 0 0 3.064 0.31 3.064 9.99+ 9.878 47 90 S2 0 0 0.364 0.054 0.364 9.99+ 6.732 48 90 S3 0 0 3.064 0.31 3.064 9.99+ 9.878 49 91 S2 0 0.04 0.364 0.04 0.364 8.989 8.989 50 91 S3 0 0.278 3.064 0.232 3.064 9.99+ 9.99+ 51 92 S2 0 0.04 0.364 0.04 0.364 8.989 8.989 52 92 S3 0 0.278 3.064 0.232 3.064 9.99+ 9.99+ 53 93 S2 0 0.04 0.364 0.04 0.364 8.989 8.989 54 93 S3 0 0.278 3.064 0.232 3.064 9.99+ 9.99+ 55 94 S2 0 0.04 0.364 0.04 0.364 8.989 8.989 56 94 S3 0 0.278 3.064 0.232 3.064 9.99+ 9,99+ 57 95 S2 0 0.006 0.396 0 0.396 9.99+ 9.99+ 58 95 S3 0 0.374 3.401 0 3.401 1 9.082 9.99+ 59 96 S2 0 0.006 0.396 0 0.396 9.99+ 9.99+ 60 96 S3 0 0.374 3.401 0 3.401 9.082 9.99+ 61 97 S2 0 0 0.396 0.006 0.396 9.99+ 9.99+ RISAFoundation Version 15.0.1.29 [C:\... \... \... \... \... \... \Analysis Model\Brixen EVCS 1.r3d] Page 4 Company 11IRISA Designer Job Number ANEMETSCHEK COMPANY Model Name BMI PKD 1629409 BRIXEN EVCS CITY OF SANTA ANA Planning and Building Agency Sept 16, 2024 3:50 PM 'Acooroved SUANCE Slab Slidinq Safety Factors Continued i (I Clah Ann Iorri-1 \/a_vvrk1 Vr_wrirl v.-rirl vr_„rG, I AAIF)- cR_„ 62 97 S3 0 0 3.401 0.383 3.401 9+ 8.883 63 98 S2 0 0 0.396 0.006 0.396 9.99+ 9.99+ 64 98 S3 0 0 3.401 0.383 3.401 65 99 S2 0 0.006 0.396 0.002 0.396 9.99+ 9.99+ 66 99 S3 0 0.374 3.401 0.115 3.401 9.082 9.99+ 67 100 S2 0 0.006 0.396 0.002 0.396 9.99+ 9.99+ 68 100 S3 0 0.374 3.401 0.115 3.401 9.082 9.99+ 69 101 S2 0 0.002 0.396 0.006 0.396 9.99+ 9.99+ 70 101 S3 0 0.113 3.401 0.383 3.401 9.99+ 8.883 71 102 S2 0 0.002 0.396 0.006 0.396 9.99+ 9,99+ 72 102 S3 0 0.113 3.401 0.383 3.401 9.99+ 8.883 73 103 S2 0 0.072 1 0.176 0 0.176 2.443 9.99+ 74 103 S3 0 0.496 1.838 0 1.838 3.71 9.99+ 75 104 S2 0 0.072 0.176 0 0.176 2.443 9.99+ 76 104 S3 0 0.496 1.838 0 1.838 3.71 9.99+ 77 105 S2 0 0 0.176 0.072 0.176 9.99+ 2.443 78 105 S3 0 0 1.838 0.414 1.838 9.99+ 4.445 79 106 S2 0 0 1 0.176 1 0.072 0.176 9.99+ 2.443 80 106 S3 0 0 1.838 0.414 1.838 9.99+ 4.445 81 107 S2 0 0.054 0.176 0.054 0.176 3.258 3.258 82 107 S3 0 0.372 1.838 0.31 1.838 4.946 5.927 83 108 S2 0 0.054 0.176 0.054 0.176 3.258 3.258 84 108 S3 0 0,372 1.838 0.31 1.838 4.946 5.927 85 109 S2 0 0.054 0.176 0.054 0.176 3.258 3.258 86 109 S3 0 0.372 1.838 0.31 1.838 4.946 5.927 87 110 S2 0 0.054 0.176 0.054 0.176 3.258 3.258 88 110 S3 0 0.372 1.838 0.31 1.838 4.946 5.927 89 111 S2 0 0.008 0.176 0 0.176 9.99+ 9.99+ 90 111 S3 0 0.499 1.838 0 1.838 3.682 9.99+ 91 112 S2 0 0.008 0.176 0 0.176 9.99+ 9,99+ 92 112 S3 0 0.499 1.838 0 1.838 3.682 9.99+ 93 113 S2 0 0 0.176 0.008 0.176 9.99+ 9.99+ 94 113 S3 0 0 1.838 0.511 1.838 9.99+ 3.601 95 114 S2 0 0 0.176 0.008 0.176 9.99+ 9.99+ 96 114 S3 0 0 1.838 0.511 1.838 9.99+ 3.601 97 115 S2 0 0.008 0.176 0 0.176 9.99+ 9.99+ 98 115 S3 0 0.499 1.838 0 1.838 3.682 9.99+ 99 116 S2 0 0.008 0.176 0 0.176 9.99+ 9,99+ 100 116 S3 0 0.499 1 1.838 0 1.838 3.682 9.99+ 101 117 S2 0 0 1 0.176 0.008 0.176 9.99+ 9.99+ 102 117 S3 0 0 1.838 0.511 1.838 9.99+ 3.601 103 118 S2 0 0 0.176 0.008 0.176 9.99+ 9,99+ 104 118 S3 0 0 1.838 0.511 1.838 9.99+ 3.601 105 119 S2 0 0.008 0.176 0.003 0.176 9.99+ 9.99+ 106 119 S3 0 0.499 1.838 0.153 1.838 3.682 9.99+ 107 120 S2 0 0.008 0.176 0.003 0.176 9.99+ 9.99+ 108 120 S3 0 0.499 1.838 0.153 1.838 3.682 9.99+ 109 121 S2 0 0.003 0.176 0.008 0.176 9.99+ 9.99+ 110 121 S3 0 0.15 1.838 0.511 1.838 9.99+ 3.601 ill 122 S2 0 0.003 0.176 0.008 0.176 9.99+ 9.99+ 112 122 S3 0 0.15 1.838 0.511 1.838 9.99+ 3.601 Material Takeoff nA�tori�� ni inn+i+v \/nh imofvricA'31 W.inh+rrll 1 Slabs 2 CONC250ONW 2 2.9 11.5 3 4 Totals RISAFoundation Version 15.0.1.29 [C:\... \... \... \... \... \... \Analysis Model\Brixen EVCS 1.r3d] Page 5 CITY OF SANTA ANA Planning and Building Agency 111RISA Company BMI Designer PKD Job Number 1629409 „-;,. Model Name BRIXEN EVCS Material Takeoff Sept 16, 2024 3:50 PM cAcpOowoved �SUANCE 5 1 CONC250ONW 1 1 2.9 1 1 patp.11.5 6 1 Total Concrete 1 1 2.9 1 1 11.5 RISAFoundation Version 15.0.1.29 [C:\... \... \... \... \... \... \Analysis Model\Brixen EVCS 1.r3d] Page 6 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 1 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 1 10/10/2023 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Effective embedment depth: hef,act = 2.500 in., hnom = 3.000 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.118 in. Anchor plateR : lx x ly x t = 16.000 in. x 16.000 in. x 0.118 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Base material: cracked concrete, Custom, fc' = 2,500 psi; h = 15.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) 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 [kip, ft.kip] 10.0 ANCHOR BOLTS DESIGN REPORT SWITCHBOARD PANEL www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 2 10/10/2023 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 0.500; Vx = 0.650; Vy = 0.320; Mx = 0.50000; My = 0.80000; Mz = 0.50000; yes 32 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.405 0.292 0.287 -0.053 2 0.000 0.358 0.287 0.213 3 0.580 0.065 0.038 -0.053 4 0.169 0.216 0.038 0.213 max. concrete compressive strain: 0.04 [‰] max. concrete compressive stress: 169 [psi] resulting tension force in (x/y)=(-4.242/1.677): 1.154 [kip] resulting compression force in (x/y)=(7.187/-6.211): 0.654 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*0.580 8.906 7 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**1.154 3.608 32 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.10 120,404 Calculations Nsa [kip] 11.875 Results Nsa [kip]f steel f nonductile f Nsa [kip]Nua [kip] 11.875 0.750 1.000 8.906 0.580 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 3 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 3 10/10/2023 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 2.500 2.242 0.198 6.000 1.000 cac [in.]kc l a f' c [psi] 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 168.75 56.25 0.626 0.950 1.000 1.000 4.150 Results Ncbg [kip]f concrete f seismic f nonductile f Ncbg [kip]Nua [kip] 7.402 0.650 0.750 1.000 3.608 1.154 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 4 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 4 10/10/2023 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*0.358 5.426 7 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength*0.358 5.811 7 OK Concrete edge failure in direction x+**0.777 2.914 27 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.10 120,404 1.000 Calculations Vsa,eq [kip] 8.348 Results Vsa,eq [kip]f steel f nonductile f Vsa,eq [kip]Vua [kip] 8.348 0.650 1.000 5.426 0.358 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 5 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 5 10/10/2023 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 2.500 0.000 0.000 6.000 y c,N cac [in.]kc l a f' c [psi] 1.000 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 56.25 56.25 1.000 1.000 1.000 1.000 4.150 Results Vcp [kip]f concrete f seismic f nonductile f Vcp [kip]Vua [kip] 8.301 0.700 1.000 1.000 5.811 0.358 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 6 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 6 10/10/2023 4.3 Concrete edge failure in direction x+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da )0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 6.000 6.000 3.611 1.000 15.000 le [in.]l a da [in.]f' c [psi]y parallel,V 2.500 1.000 0.500 2,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [kip] 209.25 162.00 0.714 0.900 1.000 5.018 Results Vcbg [kip]f concrete f seismic f nonductile f Vcbg [kip]Vua [kip] 4.163 0.700 1.000 1.000 2.914 0.777 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.320 0.267 5/3 27 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 7 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 7 10/10/2023 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "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! www.hilti.com Hilti PROFIS Engineering 3.0.88 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 8 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 8 10/10/2023 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -6.000 -5.625 6.000 18.000 6.000 17.250 2 6.000 -5.625 18.000 6.000 6.000 17.250 3 -6.000 5.625 6.000 18.000 17.250 6.000 4 6.000 5.625 18.000 6.000 17.250 6.000 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 0.04012 ft.kip Plate thickness (input): 0.118 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom2, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | Switchboard Panel Page: Specifier: E-Mail: Date: 9 10/10/2023 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. www.hilti.com Hilti PROFIS Engineering 3.0.88 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 1 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 1 10/10/2023 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Effective embedment depth: hef,act = 2.500 in., hnom = 3.000 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.118 in. Anchor plateR : lx x ly x t = 32.000 in. x 30.000 in. x 0.118 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 15.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, ft.kip] DISTRIBUTION PANEL www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 2 10/10/2023 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 0.500; Vx = 1.000; Vy = 0.500; Mx = 1.00000; My = 1.50000; Mz = 0.50000; no 32 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.340 0.309 0.303 0.063 2 0.000 0.356 0.303 0.187 3 0.537 0.207 0.197 0.063 4 0.186 0.272 0.197 0.187 max. concrete compressive strain: 0.02 [‰] max. concrete compressive stress: 93 [psi] resulting tension force in (x/y)=(-9.102/4.328): 1.063 [kip] resulting compression force in (x/y)=(14.779/-13.138): 0.563 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*0.537 8.906 7 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**1.063 3.410 32 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.10 120,404 Calculations Nsa [kip] 11.875 Results Nsa [kip]f steel f Nsa [kip]Nua [kip] 11.875 0.750 8.906 0.537 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 3 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 3 10/10/2023 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 2.500 4.436 0.328 6.000 1.000 cac [in.]kc l a f' c [psi] 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 168.75 56.25 0.458 0.920 1.000 1.000 4.150 Results Ncbg [kip]f concrete f Ncbg [kip]Nua [kip] 5.245 0.650 3.410 1.063 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 4 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 4 10/10/2023 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*0.356 5.426 7 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**1.118 6.216 18 OK Concrete edge failure in direction y+**1.118 3.921 29 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.10 120,404 Calculations Vsa [kip] 8.348 Results Vsa [kip]f steel f Vsa [kip]Vua [kip] 8.348 0.650 5.426 0.356 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 5 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 5 10/10/2023 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 2.500 2.400 4.800 6.000 y c,N cac [in.]kc l a f' c [psi] 1.000 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 225.00 56.25 0.610 0.439 1.000 1.000 4.150 Results Vcpg [kip]f concrete f Vcpg [kip]Vua [kip] 8.880 0.700 6.216 1.118 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 6 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 6 10/10/2023 4.3 Concrete edge failure in direction y+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da )0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 6.000 6.000 3.094 1.000 15.000 le [in.]l a da [in.]f' c [psi]y parallel,V 2.500 1.000 0.500 2,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [kip] 270.00 162.00 0.744 0.900 1.000 5.018 Results Vcbg [kip]f concrete f Vcbg [kip]Vua [kip] 5.602 0.700 3.921 1.118 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.312 0.285 5/3 27 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 7 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 7 10/10/2023 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.0.88 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 8 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 8 10/10/2023 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -14.000 -12.000 6.000 34.000 6.000 30.000 2 14.000 -12.000 34.000 6.000 6.000 30.000 3 -14.000 12.000 6.000 34.000 30.000 6.000 4 14.000 12.000 34.000 6.000 30.000 6.000 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 0.04012 ft.kip Plate thickness (input): 0.118 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom2, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | Distribution Panel Page: Specifier: E-Mail: Date: 9 10/10/2023 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. www.hilti.com Hilti PROFIS Engineering 3.0.88 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 1 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 1 10/11/2023 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Effective embedment depth: hef,act = 2.500 in., hnom = 3.000 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.118 in. Anchor plateR : lx x ly x t = 28.000 in. x 27.000 in. x 0.118 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Base material: cracked concrete, Custom, fc' = 2,500 psi; h = 15.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) 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 [kip, ft.kip] TRANSFORMER www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 2 10/11/2023 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 0.000; Vx = 0.650; Vy = 0.600; Mx = -2.50000; My = 0.90000; Mz = 0.00000; yes 76 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.663 0.221 0.162 0.150 2 0.602 0.221 0.162 0.150 3 0.070 0.221 0.162 0.150 4 0.009 0.221 0.162 0.150 max. concrete compressive strain: 0.03 [‰] max. concrete compressive stress: 109 [psi] resulting tension force in (x/y)=(-1.095/-9.486): 1.343 [kip] resulting compression force in (x/y)=(6.944/12.846): 1.343 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*0.663 8.906 8 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**1.343 1.775 76 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.10 120,404 Calculations Nsa [kip] 11.875 Results Nsa [kip]f steel f nonductile f Nsa [kip]Nua [kip] 11.875 0.750 1.000 8.906 0.663 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 3 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 3 10/11/2023 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 2.500 1.095 9.486 6.000 1.000 cac [in.]kc l a f' c [psi] 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 225.00 56.25 0.774 0.283 1.000 1.000 4.150 Results Ncbg [kip]f concrete f seismic f nonductile f Ncbg [kip]Nua [kip] 3.640 0.650 0.750 1.000 1.775 1.343 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 4 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 4 10/11/2023 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*0.221 5.426 5 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**0.885 23.243 4 OK Concrete edge failure in direction x+**0.885 5.269 17 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.10 120,404 1.000 Calculations Vsa,eq [kip] 8.348 Results Vsa,eq [kip]f steel f nonductile f Vsa,eq [kip]Vua [kip] 8.348 0.650 1.000 5.426 0.221 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 5 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 5 10/11/2023 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 2.500 0.000 0.000 6.000 y c,N cac [in.]kc l a f' c [psi] 1.000 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 225.00 56.25 1.000 1.000 1.000 1.000 4.150 Results Vcpg [kip]f concrete f seismic f nonductile f Vcpg [kip]Vua [kip] 33.204 0.700 1.000 1.000 23.243 0.885 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 6 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 6 10/11/2023 4.3 Concrete edge failure in direction x+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da )0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 6.000 6.000 0.000 1.000 15.000 le [in.]l a da [in.]f' c [psi]y parallel,V 2.500 1.000 0.500 2,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [kip] 270.00 162.00 1.000 0.900 1.000 5.018 Results Vcbg [kip]f concrete f seismic f nonductile f Vcbg [kip]Vua [kip] 7.528 0.700 1.000 1.000 5.269 0.885 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.757 0.168 5/3 68 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 7 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 7 10/11/2023 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "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! www.hilti.com Hilti PROFIS Engineering 3.0.88 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 8 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 8 10/11/2023 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -12.000 -10.750 6.000 30.000 6.000 27.500 2 12.000 -10.750 30.000 6.000 6.000 27.500 3 -12.000 10.750 6.000 30.000 27.500 6.000 4 12.000 10.750 30.000 6.000 27.500 6.000 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 0.04012 ft.kip Plate thickness (input): 0.118 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom2, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | Transformer Page: Specifier: E-Mail: Date: 9 10/11/2023 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. www.hilti.com Hilti PROFIS Engineering 3.0.88 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 1 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 1 10/10/2023 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Effective embedment depth: hef,act = 2.500 in., hnom = 3.000 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.118 in. Anchor plateR : lx x ly x t = 9.000 in. x 9.000 in. x 0.118 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 15.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, ft.kip] EV CHARGER www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 2 10/10/2023 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 0.500; Vx = 1.000; Vy = 0.200; Mx = 1.00000; My = 0.60000; Mz = 0.50000; no 59 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.244 0.492 0.464 -0.164 2 0.000 0.534 0.464 0.264 3 1.160 0.168 0.036 -0.164 4 0.736 0.267 0.036 0.264 max. concrete compressive strain: 0.13 [‰] max. concrete compressive stress: 564 [psi] resulting tension force in (x/y)=(-1.092/2.703): 2.140 [kip] resulting compression force in (x/y)=(2.965/-3.790): 1.640 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*1.160 8.906 14 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**2.140 5.379 40 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.10 120,404 Calculations Nsa [kip] 11.875 Results Nsa [kip]f steel f Nsa [kip]Nua [kip] 11.875 0.750 8.906 1.160 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 3 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 3 10/10/2023 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 2.500 0.074 1.536 4.500 1.000 cac [in.]kc l a f' c [psi] 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 161.25 56.25 0.981 0.709 1.000 1.000 4.150 Results Ncbg [kip]f concrete f Ncbg [kip]Nua [kip] 8.276 0.650 5.379 2.140 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 4 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 4 10/10/2023 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*0.534 5.426 10 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength*0.534 5.430 10 OK Concrete edge failure in direction x+**1.131 2.050 56 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.10 120,404 Calculations Vsa [kip] 8.348 Results Vsa [kip]f steel f Vsa [kip]Vua [kip] 8.348 0.650 5.426 0.534 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 5 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 5 10/10/2023 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 2.500 0.000 0.000 4.500 y c,N cac [in.]kc l a f' c [psi] 1.000 6.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 52.56 56.25 1.000 1.000 1.000 1.000 4.150 Results Vcp [kip]f concrete f Vcp [kip]Vua [kip] 7.757 0.700 5.430 0.534 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 6 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 6 10/10/2023 4.3 Concrete edge failure in direction x+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da )0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 6.000 4.500 2.652 1.000 15.000 le [in.]l a da [in.]f' c [psi]y parallel,V 2.500 1.000 0.500 2,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [kip] 144.00 162.00 0.772 0.850 1.000 5.018 Results Vcbg [kip]f concrete f Vcbg [kip]Vua [kip] 2.929 0.700 2.050 1.131 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.398 0.552 5/3 59 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 7 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 7 10/10/2023 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.0.88 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 8 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 8 10/10/2023 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -3.500 -3.500 6.000 13.000 4.500 11.500 2 3.500 -3.500 13.000 6.000 4.500 11.500 3 -3.500 3.500 6.000 13.000 11.500 4.500 4 3.500 3.500 13.000 6.000 11.500 4.500 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2 Profile: no profile Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 0.04012 ft.kip Plate thickness (input): 0.118 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom2, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | EVC10 Level 2 AC EV Charger Page: Specifier: E-Mail: Date: 9 10/10/2023 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. www.hilti.com Hilti PROFIS Engineering 3.0.88 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 1 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 1 9/21/2023 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3 Item number: 2210262 KB-TZ2 1/2x5 1/2 SS304 Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 7.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Base material: cracked concrete, Custom, fc' = 2,500 psi; h = 12.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) 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 [kip, ft.kip] GATEWAY - H FRAME The forces and moments are applied a bit conservatively. www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 2 9/21/2023 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 0.200; Vx = 0.200; Vy = 0.200; Mx = -0.50000; My = 0.50000; Mz = 0.00000; yes 53 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.917 0.071 0.050 0.050 2 0.363 0.071 0.050 0.050 3 0.363 0.071 0.050 0.050 4 0.000 0.071 0.050 0.050 max. concrete compressive strain: 0.14 [‰] max. concrete compressive stress: 625 [psi] resulting tension force in (x/y)=(-1.395/-1.395): 1.643 [kip] resulting compression force in (x/y)=(2.569/2.569): 1.443 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*0.917 8.906 11 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**1.643 3.122 53 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.10 120,404 Calculations Nsa [kip] 11.875 Results Nsa [kip]f steel f nonductile f Nsa [kip]Nua [kip] 11.875 0.750 1.000 8.906 0.917 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 3 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 3 9/21/2023 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 2.667 0.562 0.562 4.000 1.000 cac [in.]kc l a f' c [psi] 8.000 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 144.00 64.00 0.877 0.877 1.000 1.000 3.701 Results Ncbg [kip]f concrete f seismic f nonductile f Ncbg [kip]Nua [kip] 6.403 0.650 0.750 1.000 3.122 1.643 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 4 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 4 9/21/2023 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*0.071 5.426 2 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**0.283 13.684 3 OK Concrete edge failure in direction y+**0.283 1.965 15 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.10 120,404 1.000 Calculations Vsa,eq [kip] 8.348 Results Vsa,eq [kip]f steel f nonductile f Vsa,eq [kip]Vua [kip] 8.348 0.650 1.000 5.426 0.071 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 5 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 5 9/21/2023 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 2.667 0.000 0.000 4.000 y c,N cac [in.]kc l a f' c [psi] 1.000 8.000 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 169.00 64.00 1.000 1.000 1.000 1.000 3.701 Results Vcpg [kip]f concrete f seismic f nonductile f Vcpg [kip]Vua [kip] 19.548 0.700 1.000 1.000 13.684 0.283 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 6 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 6 9/21/2023 4.3 Concrete edge failure in direction y+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da )0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 4.000 4.000 0.000 1.000 12.000 le [in.]l a da [in.]f' c [psi]y parallel,V 3.250 1.000 0.500 2,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [kip] 78.00 72.00 1.000 0.900 1.000 2.879 Results Vcbg [kip]f concrete f seismic f nonductile f Vcbg [kip]Vua [kip] 2.807 0.700 1.000 1.000 1.965 0.283 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.526 0.144 5/3 39 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.0.88 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 7 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 7 9/21/2023 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "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! www.hilti.com Hilti PROFIS Engineering 3.0.88 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 8 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 8 9/21/2023 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -2.500 -2.500 4.000 9.000 4.000 9.000 2 2.500 -2.500 9.000 4.000 4.000 9.000 3 -2.500 2.500 4.000 9.000 9.000 4.000 4 2.500 2.500 9.000 4.000 9.000 4.000 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3 Profile: Rectangular plates and bars (AISC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. Item number: 2210262 KB-TZ2 1/2x5 1/2 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 0.04012 ft.kip Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4 ) hnom3, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer www.hilti.com Hilti PROFIS Engineering 3.0.88 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 Company: Address: Phone I Fax: Design: Fastening point: | EV Gateway Page: Specifier: E-Mail: Date: 9 9/21/2023 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Burns and McDonnell Current Date: 9/21/2023 3:27 PM Units system: English File name: C:\Users\JAKenghe\OneDrive - Burns & McDonnell\Projects\EV PROJECTS\Premiere Automotive Buena Park\Analysis Model\EV Premiere Automotive Placentia EVCS.rcnx Steel connections Data ____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ ____________________________________________________________________________________________________________________________________________________________________ Connection name :Pinned BP Connection ID :15 ____________________________________________________________________________________________________________________________________________________________________ Family: Column - Base (CB) Type: Base plate MEMBERS Column Column type :Prismatic member Section :C 3X3.5 Material :A36 Longitudinal offset :0 in Transversal offset :0 in CONNECTOR Base plate Plate shape :Rectangular Connection type :Unstiffened Position on the support :Center N: Longitudinal dimension :7 in B: Transversal dimension :7 in Thickness :0.5 in Material :A36 Column weld :E70XX D: Column weld size (1/16 in):3 Override A2/A1 ratio :No Include shear lug :No Support With pedestal :Yes Longitudinal dimension (pedestal):12 in Transversal dimension (pedestal):12 in Thickness :12 in Material :C 3-40 Include grouting :No Anchor Anchor position :Longitudinal position Rows number per side :1 Anchors per row :2 Longitudinal edge distance on the plate :1 in Transverse edge distance on the plate :1 in Anchor type :Headed Head type :Hexagonal Include lock nut :No Anchor :1/2" Effective embedment depth :3.25 in Total length :4.41 in Material :F1554 Gr36 Fy :36 kip/in2 Page1 11.0 H-FRAME BASE PLATE DESIGN REPORT Fu :58 kip/in2 Cracked concrete :No Brittle steel :No Anchors welded to base plate :No Anchor reinforcement Type of reinforcement :Primary Tension reinforcement :No Shear reinforcement :No Page2 Burns and McDonnell Current Date: 9/21/2023 3:28 PM Units system: English File name: C:\Users\JAKenghe\OneDrive - Burns & McDonnell\Projects\EV PROJECTS\Premiere Automotive Buena Park\Analysis Model\EV Premiere Automotive Placentia EVCS.rcnx Steel connections Results ____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ ____________________________________________________________________________________________________________________________________________________________________ Connection name :Pinned BP Connection ID :15 ____________________________________________________________________________________________________________________________________________________________________ Family: Column - Base (CB) Type: Base plate Design code: AISC 360-16 LRFD, ACI 318-11 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [kip][kip*ft][kip*ft][kip][kip] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DL1 -0.50 0.50 0.50 0.50 0.50 Design DL2 0.50 0.50 0.50 0.50 0.50 Design DL3 0.00 0.00 0.00 0.00 0.00 Design DL4 0.00 0.00 0.00 0.00 0.00 Design ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Design for major axis Base plate (AISC 360-16 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta.References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Base plate Distance from anchor to edge [in]0.75 0.25 -- Weld size [1/16in]3 2 --table J2.4 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Pedestal Axial bearing [Kip/in2]2.84 0.24 DL2 0.08 DG1 3.1.1; Base plate Flexural yielding (bearing interface)[Kip*ft/ft]2.03 0.74 DL1 0.37 DG1 Eq. 3.3.13, DG1 Sec 3.1.2 Flexural yielding (tension interface)[Kip*ft/ft]2.03 0.70 DL2 0.35 DG1 Eq. 3.3.13 Column Weld capacity [Kip/ft]75.17 3.06 DL2 0.04 p. 8-9, Sec. J2.5, Sec. J2.4, DG1 p. 35 Elastic method weld shear capacity [Kip/ft]50.12 1.30 DL1 0.03 p. 8-9, Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity [Kip/ft]75.17 9.96 DL2 0.13 p. 8-9, Sec. J2.5, Sec. J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Ratio 0.37 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Page1 Design for minor axis Base plate (AISC 360-16 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta.References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Base plate Distance from anchor to edge [in]0.75 0.25 -- Weld size [1/16in]3 2 --table J2.4 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Pedestal Axial bearing [Kip/in2]2.84 0.24 DL2 0.08 DG1 3.1.1; Base plate Flexural yielding (bearing interface)[Kip*ft/ft]2.03 0.42 DL2 0.21 DG1 Eq. 3.3.13, DG1 Sec 3.1.2 Flexural yielding (tension interface)[Kip*ft/ft]2.03 0.70 DL2 0.35 DG1 Eq. 3.3.13 Column Weld capacity [Kip/ft]75.17 3.06 DL2 0.04 p. 8-9, Sec. J2.5, Sec. J2.4, DG1 p. 35 Elastic method weld shear capacity [Kip/ft]50.12 1.18 DL1 0.02 p. 8-9, Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity [Kip/ft]75.17 67.83 DL2 0.90 p. 8-9, Sec. J2.5, Sec. J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Ratio 0.90 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Major axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta.References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Anchors Anchor spacing [in]5.00 2.00 --Sec. D.8.1 Concrete cover [in]3.25 2.00 --Sec. 7.7.1 Effective length [in]3.58 --11.67 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Anchor tension [Kip]6.17 1.06 DL2 0.17 Eq. D-2 Breakout of anchor in tension [Kip]4.55 1.06 DL2 0.23 Eq. D-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip]7.49 1.93 DL2 0.26 Eq. D-4, Sec. D.3.3.4.4 Pullout of anchor in tension [Kip]6.85 1.06 DL2 0.15 Sec. D.3.3.4.4 Anchor shear [Kip]3.21 0.18 DL1 0.06 Eq. D-29 Breakout of anchor in shear [Kip]1.90 0.13 DL1 0.07 Table D.4.1.1, Sec. D.4.3 Breakout of group of anchors in shear [Kip]3.44 0.50 DL1 0.15 Table D.4.1.1, Sec. D.4.3 Pryout of anchor in shear [Kip]9.10 0.13 DL1 0.01 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Pryout of group of anchors in shear [Kip]14.47 0.38 DL1 0.03 Eq. D-4, Table D.4.1.1, Sec. D.4.3 Interaction of tensile and shear forces [Kip]1.20 0.00 DL1 0.00 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Page2 Eq. D-4, Eq. D-29, Table D.4.1.1, Sec. D.4.3, Sec. D.7 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Ratio 0.26 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Minor axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta.References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Anchors Anchor spacing [in]5.00 2.00 --Sec. D.8.1 Concrete cover [in]3.25 2.00 --Sec. 7.7.1 Effective length [in]3.58 --11.67 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Anchor tension [Kip]6.17 1.06 DL2 0.17 Eq. D-2 Breakout of anchor in tension [Kip]4.55 1.06 DL2 0.23 Eq. D-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip]7.49 1.93 DL2 0.26 Eq. D-4, Sec. D.3.3.4.4 Pullout of anchor in tension [Kip]6.85 1.06 DL2 0.15 Sec. D.3.3.4.4 Anchor shear [Kip]3.21 0.18 DL1 0.06 Eq. D-29 Breakout of anchor in shear [Kip]1.90 0.13 DL1 0.07 Table D.4.1.1, Sec. D.4.3 Breakout of group of anchors in shear [Kip]3.44 0.50 DL1 0.15 Table D.4.1.1, Sec. D.4.3 Pryout of anchor in shear [Kip]9.10 0.13 DL1 0.01 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Pryout of group of anchors in shear [Kip]14.47 0.38 DL1 0.03 Eq. D-4, Table D.4.1.1, Sec. D.4.3 Interaction of tensile and shear forces [Kip]1.20 0.00 DL1 0.00 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Eq. D-4, Eq. D-29, Table D.4.1.1, Sec. D.4.3, Sec. D.7 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Ratio 0.26 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Global critical strength ratio 0.90 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Page3 Biaxial Maximum compression and tension (DL2) -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Maximum bearing pressure 237.08 [lb/in2] Minimum bearing pressure 237.08 [lb/in2] Maximum anchor tension 1.06 [kip] Minimum anchor tension 0.00 [kip] Neutral axis angle -135.00 [deg] Bearing length 2.46 [in] -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Anchors tensions Anchor Transverse Longitudinal Shear Tension [in][in][kip][kip] -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 -2.50 -2.50 0.13 0.44 2 -2.50 2.50 0.13 1.06 3 2.50 2.50 0.13 0.44 4 2.50 -2.50 0.13 0.00 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Major axis Results for tensile breakout (DL2) Group Area Tension Anchors [in2][kip] ------------------------------------------------------------------------------------------------------------------------------ 1 119.00 1.93 1, 2, 3 ------------------------------------------------------------------------------------------------------------------------------ Page4 Results for shear breakout (DL1) Group Area Shear Anchors [in2][kip] ---------------------------------------------------------------------------------------------------------------------------- 1 144.00 0.50 1, 2, 3, 4 2 63.00 0.25 2, 3 ---------------------------------------------------------------------------------------------------------------------------- Minor axis Results for tensile breakout (DL2) Group Area Tension Anchors [in2][kip] ------------------------------------------------------------------------------------------------------------------------------ 1 119.00 1.93 1, 2, 3 ------------------------------------------------------------------------------------------------------------------------------ Results for shear breakout (DL1) Group Area Shear Anchors [in2][kip] ---------------------------------------------------------------------------------------------------------------------------- 1 144.00 0.50 1, 2, 3, 4 2 63.00 0.25 3, 4 ---------------------------------------------------------------------------------------------------------------------------- Page5 12.0 ANNEXURE A Drawn By: Power & Distribution 16450 Phoebe Avenue La Mirada, CA 90638 Phone: (714)-307-9198 File Name: Scale: Date: Drawing: Sheet: Customer Approval: #Revision Date Site Name/Location: S: \ Z - P o w e r _ P r o j e c t s \ S C E - A L L \ S C E _ C h a r g e - R e a d y _ A L L \ 4 4 5 0 P r c k R d E l M o n t e H a m p t o n T e d d e r 1 5 3 5 2 PL O T D A T E : BY : CG NTS 2208-3-15352A SCE CHARGE READY - Hampton Tedder LA County Library 4550 Peck Rd El Monte, CA 91732 A1 15352 8/16/22 8/ 1 6 / 2 0 2 2 9 : 0 5 A M CH R I S G A R Z A SINGLE LINE DIAGRAM FRONT ELEVATION SIDE SECTIONAL VIEW UGPS TB MCB REAR SECTIONAL VIEW Main Description SEISMIC COMPLIANCE: DEV MIN. SC RATING: WIRE: PHASE: BUS BRACED: BUS MATERIAL: CURRENT RATING: SERVICE VOLTAGE: FINISH PAINT: CONSTRUCTION: SPECIFICATIONS COMPLIANCE: UL FILE E347736 R EQUIPMENT RATED: UL TYPE 3R OUTDOOR ANSI # 61 LIGHT GRAY, EPOXY 480Y/277VAC 3 PHASE 4 WIRE 100 Amp PLATED ALUMINUM 750A PER SQ IN 35 KAIC 35 KAIC EQUIPMENT SHALL BEAR THE UL 508 LABEL SUITABLE FOR USE AS SERVICE EQUIPMENT OSHPD #OSP-0308-10 1.251.25 1. 5 0 18.00 PULL SECT. #6-250MCM CU-ALLUG LANDING HINGED EXTERIOR DOOR POWER COMPANY: SCE 3-45, 3-46 ESR, SECT 3 EUSERC DWG 308 Amps: 100 Amp /80A Trip Poles: 3 Poles Type Main Breaker Cat No.: PDG23M0100B2NL Range:(1)#4AWG-4/0AWG Per Pole Padlock Prov: PDG3XPLKROFF 2.38 11.25 2.37 16.00 UTILITY CONDUIT ENTRANCE 5.13 4.75 4.13 0.75" X 2" ANCHOR HOLES TYP (4) 16.00 12.00 VIEWING WINDOW TEST BYPASS 6.00 6.00 41.00 16.00 350MCM 12.25 METER SECTION COVER PADLOCK PROV PADLOCK PROV MCB 350MCM 350MC M N 18.00 100AF 80AT 3P 48.00 BY: Matt Stiebling, PE SHOP DRAWING / SUBMITTAL REVIEW NO EXCEPTIONS TAKEN MAKE CORRECTIONS NOTED Corrections or comments made relative to submittals during this reviewdo not relieve the contractor from compliance with the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract document. The contractor is responsible for confirming and correcting all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of other trades and performing his work in a safe andsatisfactory manner. REVISE AND RESUBMIT REJECTED DATE: 09/02/2022 CITY OF SANTA ANA Planning and Building Agency z o r m v r�* o m Z Ga D = M m n M F- z rn CO< N o 1- m o C Z � z o O 0 � Z K o 70 D Z�J z D O >>M C. m in o z 2 HO , 133HS Approved FOR PERMIT ISSUA CE Master ID: Date: Ivokw-.1 HIPS Sentinel ® G C ® LR 3902 II II'II I III I I I II "IRS Hammond Energy Efficient Distribution Transformer Power Solutions `, D� T'PE b3" Transformateur de Distribution d Bon Rendement �nergetique i� 771.15 oRNER 8 4 g Guelph, , C Baraboo, WI Part N o. S G 3 A 0 0 7 5 K B I D 112313 ALSO VERIFIED IN ACCORDANCE Compton, CA Monterrey, MX TO ENERGY STANDARD C802.2-12 Ref. Serial No. Ref. du Client ReL No. de Serie Phase HV/HT Type BIL Cooling ANN Term Refroidissement Bornes IkVA 75 LV/BT Temp. Rise C Echauffement BIL Temp Class 220 o C Term Classe Temp Bornes Winding AL Enroulement Energy Regulations SPACINGS BETWEEN ANY VENTILATED ENCLOSURE PANEL AND ANY ADJACENT WALL SHALL BE A MINIMUM OF 5 INCHES EXCEPT WHEN WALL MOUNTED USING APPROVED WALL MOUNTING KIT SEISMIC QUALIFICATIONS, OSP-0136-10 IBC 2012/ASCE 7-10 SDS<=2.OG Z/H=1 IP=1.5 FLOOR MOUNT ONLY Frequency Reglements X2 Frequence Hz 60 Energetique CEE ACT SOR�2011-182 Nk�H2 Impedance % 4 8 o 170'C XO Encl Type 3R H1 �% X1 Type De Courage X3 we Les 550 Poids en Ibs H3 VOLTS CURRENT COURANT % RATED VOLT OTENSION NOMINALE CONNECTION ECONNEXIONE PAR PHASE 480V 504 492 480 468 456 444 432 85.9 88.0 90.2 92.5 95.0 97.5 100.2 105 102.5 100 97.5 95 92.5 90 1 2 3 4 5 6 7 10 H1 H2 H3 208Y 120V 10 XO X1 X2 X3 DOE 10 CFR PART 431:2016 1.0 jwen 2017/04/03 14:11 BY: Matt Stiebling, PE SHOP DRAWING / SUBMITTAL REVIEW NO EXCEPTIONS TAKEN MAKE CORRECTIONS NOTED Corrections or comments made relative to submittals during this reviewdo not relieve the contractor from compliance with the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract document. The contractor is responsible for confirming and correcting all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of other trades and performing his work in a safe andsatisfactory manner. REVISE AND RESUBMIT REJECTED DATE: 09/02/2022 CITY OF SANTA ANA 3nning and Bulld-ln-qAgency 2& 25 m 2.50 z I 0 SUGGESTED BOTTOM CABLE ENTRY AREA 1. 50 --awI 18.50 FRONT NOTE: WHEN BOTTOM CABLE ENTRY IS OPTED, THE SPACE USED FOR CONDUITS IN THE FRONT OF THE TRANSFORMER SHOULD NOT OBSTRUCT MORE THAN 50% OF THE FRONT AIR INTAKE AREA DEFINED BETWEEN THE BOTTOM PLATE AND THE SUPPORTING LEGS. SEE MANUAL FOR ADDITIONAL INFORMATION Approved FOR PERMIT ISSU NCE Master ID. Date: 3.25 Hammond PowerCD TITLE: 3PH DISTRIBUTION TRANSFORMER ENCLSOURE BOTTOM VIEW = o �"rps Solutions Inc. IO Wo CD N C-n 1 17 04 03 JW ADDED ENCL BOTTOM DRAW DES: JWEN DATE: 15 11 09 NO. DATE�BY REVISION SCALE: NTS Drawn By: Power & Distribution 16450 Phoebe Avenue La Mirada, CA 90638 Phone: (714)-307-9198 File Name: Scale: Date: Drawing: Sheet: Customer Approval: #Revision Date Site Name/Location: S: \ Z - P o w e r _ P r o j e c t s \ S C E - A L L \ S C E _ C h a r g e - R e a d y _ A L L \ 4 4 5 0 P r c k R d E l M o n t e H a m p t o n T e d d e r 1 5 3 5 2 PL O T D A T E : BY : CG NTS 2208-3-15352B SCE CHARGE READY - Hampton Tedder LA County Library 4550 Peck Rd El Monte, CA 91732 B1 15352 8/16/22 8/ 1 6 / 2 0 2 2 9 : 0 5 A M CH R I S G A R Z A 40/2 SEISMIC COMPLIANCE: DEV MIN. SC RATING: WIRE: PHASE: BUS BRACED: BUS MATERIAL: CURRENT RATING: SERVICE VOLTAGE: FINISH PAINT: CONSTRUCTION: SPECIFICATIONS COMPLIANCE: UL FILE E475911 R EQUIPMENT RATED: UL TYPE 3R OUTDOOR ANSI # 61 LIGHT GRAY, POWDER COATED 208Y/120VAC 3 PHASE 4 WIRE 225 Amp PLATED COPPER 1000A PER SQ IN 10 KAIC 10 KAIC EQUIPMENT SHALL BEAR THE UL 67 LABEL SUITABLE FOR USE AS SERVICE EQUIPMENT OSHPD #OSP-0308-10 INCOMING FROM TSB-EV SINGLE LINE DIAGRAM 225/5 MCB 32.00 ACCESS FRONT DOOR 30.00 PA N E L 64.00 32.00 PNL 64.00 FRONT ELEVATION SHOWN W/O 3R DOOR FOR CLARITY SECTIONAL SIDE VIEW BASE PLAN ACCESS DOOR 32.00 21.88 28.00 CONDUIT AREA 28.00 6.13 1.00 30.00 0.75" X 2" ANCHOR HOLES TYP (4) 2.38 24.25 2.37 1.00 40/2 40/2 40/2 40/2 40/2 40/2 40/2 40/2 BY: Matt Stiebling, PE SHOP DRAWING / SUBMITTAL REVIEW NO EXCEPTIONS TAKEN MAKE CORRECTIONS NOTED Corrections or comments made relative to submittals during this reviewdo not relieve the contractor from compliance with the drawings andspecifications. This check is only for review of general conformance withthe design concept of the project and general compliance with the information given in the contract document. The contractor is responsible for confirming and correcting all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of other trades and performing his work in a safe and satisfactory manner. REVISE AND RESUBMIT REJECTED DATE: 09/02/2022 Hypercharge Networks Corp ©3 JNTEVC10 Level 2 AC EV ChargerSpecifications Input Output User Authentication External Internal Operating Temperature Humidity Maximum Altitude IP Code Cooling Method Product Dimensions Package Dimensions Net Weight Gross Weight Charging Outlet Certificate Safety Wireless Certificate Charging Interface CCID Protection Features Output Current Input Current Frequency Input Rating 200240 VAC 5060Hz 1648 amps 1648 amps RFID žISO 14443Ÿ LAN ¡ 4G or Wi-Fi žAll Optional) OCPP 1.6 JSON žOCPP 2.0 Compatible) 30°C ¤ ¡50°C / 22°F ¤ ¡122°F 95% § 2000 m / § 6561 ft IP54 Natural Cooling 13.8” x 9.8” x 5.1” 19.6” x 13.7” x 10.7” 18.1 lbs 20.3 lbs 18ft Standard ž25ft Optional with Surcharge) UL 2594, UL 22311/2 cETL Industry Canada žICŸ / Federal Communications Commission žFCCŸ SAE J1772 CCID20 Overcurrent, Undervoltage, Overvoltage, Residual-Current, Surge Protection, Short-Circuit, Over Temperature, Ground Fault, Current Leakage Power Specifications User Interface & Control Communications Environmental Mechanical Protections Regulations 54.00 9.25 Part No. Notes: SHEET 6063-T6 Alum. A A B B 2 1 1 01 SO-15003 (SOL-52370) 9-1-20 REV. MATERIAL FINISH DO NOT SCALE DRAWING 0.020 PROPRIETARY AND CONFIDENTIAL RAL 9005 Jet Black (Satin) PROHIBITED. DATE WRITTEN PERMISSION OF WiLL IS 1 OF 1 SCALE MFG APPR. ENG APPR. CHECKED THE INFORMATION CONTAINED IN SSAA-06-4040-C-LAB-SB-FP-BK-D2 PART OR AS A WHOLE WITHOUT THE THIS DRAWING IS THE SOLE PROPERTY DRAWN CO NAME OF WiLL. ANY REPRODUCTION IN UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL 1/64 ANGULAR: 1.0 Deg TWO PLACE DECIMAL 0.30 THREE PLACE DECIMAL Less Anchor Bolts Front Opposite Side Mirrored 2@180 Drilling Base Plate Side Anchor Base is 356 Allow aluminum. Included is base cover. 2" x 4" Oval Hand Hole Cover and attachment hardware included 6' Top Cap Seamless 6063-T6 Alum.4" OD square pole shaft. 1.00 15.815 1.1875 4.00 8.625 8.625 .75 2 Burns & McDonnell www.burnsmcd.com http://www.burnsmcd.com/ date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 5 : 2 0 : 3 5 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 5 C-5.0 0 DU KM MISCELLANEOUS DETAILS 0 VB KMDU 1650605 Exp. 9-30-26 02/05/2025 REFERENCE DETAILS VB EFRCK date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 3 / 2 0 2 5 9 : 5 6 : 3 3 A M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714)256-1595 BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY SCE-BRIXEN.DWG ISSUE FOR PERMIT 17 R-1.0 0 17 01/30/25 CK EFR ISSUE FOR PERMIT0 10/04/2023 2 JNT-EVC10: Level 2 AC EV Charger Specifications Power Specifications Input Output Output Current Input Current Frequency Input Rating User Interface & Control Communications User Authentication External Internal Environmental Operating Temperature Humidity Maximum Altitude IP Code Cooling Method Mechanical Product Dimensions Package Dimensions Net Weight Gross Weight Charging Outlet Protections CCID Protection Features Regulations Certificate Safety Wireless Certificate Charging Interface UL 2594, UL 2231-1/-2 cETL Industry Canada (IC) / Federal Communications Commission (FCC) SAE J1772 -30°C – +50°C / -22°F – +122°F 95% ≤ 2000 m / ≤ 6561 ft IP54 Natural Cooling 13.8” x 9.8” x 5.1” 19.6” x 13.7” x 10.7” 18.1 lbs 20.3 lbs 18ft Standard (25ft Optional with Surcharge) CCID20 Overcurrent, Undervoltage, Overvoltage, Residual-Current, Surge Protection, Short-Circuit, Over Temperature, Ground Fault, Current Leakage 200-240 VAC 50-60Hz 16-48 amps 16-48 amps RFID (ISO 14443) LAN + 4G or Wi-Fi (All Optional) OCPP 1.6 JSON (OCPP 2.0 Compatible) Hypercharge Networks Corp ©3 1650605 JNT-EVC10: Level 2 AC EV Charger Features OCPP 1.6J Network Connectivity Stylish PC casing material with Anti-UV treatment for yellowing protection 4.3” LCD LED Indicator IK08 & IP54 for Indoor & Outdoor Applications RFID Reader for Quick Start Charging 4G/Wi-Fi/LAN Max output of 11.5 kW and switchable amperage between 16-48 amps SAE J1772 Charging Plug 18 ft Charging Cable Hypercharge Networks Corp ©2 STRUCTURAL NOTES VB EFRCK date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 3 / 2 0 2 5 9 : 5 6 : 3 2 A M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 140 S. STATE COLLEGE BLVD, SUITE 100 BREA, CA 92821 (714)256-1595 BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY SCE-BRIXEN.DWG ISSUE FOR PERMIT 14 S-1.0 0 17 01/23/25 CK EFR ISSUE FOR PERMIT0 10/04/2023 1650605 Date Signed: 1.27.2025 FOUNDATION DETAILS VB EFRCK date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 3 / 2 0 2 5 9 : 5 6 : 3 3 A M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 140 S. STATE COLLEGE BLVD, SUITE 100 BREA, CA 92821 (714)256-1595 BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY SCE-BRIXEN.DWG ISSUE FOR PERMIT 15 S-2.0 0 17 01/23/25 CK EFR ISSUE FOR PERMIT0 10/04/2023 1650605 A A Date Signed: 1.27.2025 FOUNDATION DETAILS VB EFRCK date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 3 / 2 0 2 5 9 : 5 6 : 3 3 A M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 140 S. STATE COLLEGE BLVD, SUITE 100 BREA, CA 92821 (714)256-1595 BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY SCE-BRIXEN.DWG ISSUE FOR PERMIT 16 S-3.0 0 17 01/23/25 CK EFR ISSUE FOR PERMIT0 10/04/2023 1650605 B B Date Signed: 1.27.2025 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UG E UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UG E UG E IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY 1" = 5' N date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 5 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 6 E-1.0 0 DU AFG ELECTRICAL PLAN 0 VB AFG DU 0 5' SCALE IN FEET 10' X 1650605 01/30/2025 date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 5 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 7 E-2.0 0 DU AFG ONE-LINE DIAGRAM 0 VB AFG DU 1650605 01/30/2025 date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 6 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 8 E-3.0 0 DU AFG PANEL SCHEDULE 0 VB AFG DU 1650605 01/30/2025 date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 8 : 1 8 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 9 E-4.0 0 DU AFG GROUNDING DETAILS 0 VB AFG DU 1650605 01/30/2025 date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 7 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 10 E-5.0 0 DU AFG TRENCHING DETAILS 0 VB AFG DU 1650605 01/30/2025 350 M C M 35 0 M C M 350 M C M MCB date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 7 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 11 E-6.0 0 0 DU AFG VB AFG DU SWITCHBOARD DETAILS 1650605 01/30/2025 date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 7 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 12 E-7.0 0 DU AFG VB AFG DU STEP DOWN TRANSFORMER DETAILS 0 1650605 01/30/2025 date detailed checkeddesigned ofsheet sheets project contract rev.drawing file no.date descriptionbyckd 1 1312111098765432 I H G F E D C B A CO P Y R I G H T © 2 0 1 5 B U R N S & M c D O N N E L L E N G I N E E R I N G C O M P A N Y , I N C . 1/ 2 8 / 2 0 2 5 3 : 4 2 : 5 7 P M SOUTHERN CALIFORNIA An EDISON INTERNATIONAL Company EISON R R 145 S. STATE COLLEGE BLVD, SUITE 600 BREA, CA 92821 (714) 256-1595 SCE-BRIXEN.DWG BRIXEN EVCS 2100 S FAIRVIEW ST, SANTA ANA, CA 92704 ORANGE COUNTY 01/30/25 10/04/2023 ISSUE FOR PERMIT 17ISSUE FOR PERMIT 13 E-8.0 0 0 DU AFG VB AFG DU DISTRIBUTION PANEL DETAILS 1650605 01/30/2025 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs CITY OF SANTA ANA PUBLIC WORKS AGENCY 20 Civic Center Plaza ● M-22 Santa Ana, California 92702 www.santa-ana.org (714) 647-5659 May 2022 Page 1 of 2 PARKING LOT DEVELOPMENT PROJECTS WATER QUALITY MANAGEMENT PLAN (WQMP) REQUIREMENTS The purpose of this document is to assist property owners, developers, and project engineers with determining whether a parking lot project is subject to WQMP requirements. All parking lot projects are required to complete the WQMP checklist on page 2 of this document and submit it to the Public Works Agency prior to issuance of any permits. The City of Santa Ana owns and operates a Municipal Separate Storm Sewer System (MS4) and is subject to the requirements of the North Orange County Municipal NPDES Permit (Order No. R8-2009- 0030, as amended by Order No. R8-2010-0062). The NPDES Permit is issued to the City by the Regional Water Quality Control Board and contains various programs designed to protect water quality standards and reduce pollutants discharged in urban stormwater runoff. One such program is the New Development/Significant Redevelopment program, which requires the City to ensure that WQMPs are prepared for priority development projects, such as:  Parking lots 5,000 square feet or more including associated drive aisle, and potentially exposed to urban stormwater runoff. A parking lot is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce.  All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. Additional WQMP resources can be found below: Model WQMP and Technical Guidance Document (TGD): https://ocerws.ocpublicworks.com/service-areas/oc-environmental-resources/oc-watersheds/watershed- programs/water-quality City of Santa Ana Water Quality Ordinance (Chapter 18, Article IV of SAMC): https://library.municode.com/ca/santa_ana/codes/code_of_ordinances?nodeId=PTIITHCO_CH18HESA_A RTIVWAPO City of Santa Ana Stormwater Program: https://www.santa-ana.org/stormwater-management/ Orange County Stormwater Program: https://h2oc.org/ For additional information, please contact the City’s NPDES Manager at (714) 647-5659. CITY OF SANTA ANA PUBLIC WORKS AGENCY 20 Civic Center Plaza ● M-22 Santa Ana, California 92702 www.santa-ana.org (714) 647-5659 May 2022 Page 2 of 2 WATER QUALITY MANAGEMENT PLAN (WQMP) CHECKLIST Project Title and Address: Select the type of construction that applies to your parking lot project then follow the arrows to determine if the project is subject to WQMP requirements. Submit the completed checklist to the Public Works Agency. Construction of a new parking lot Addition or Redevelopment to an existing parking lot Enter surface area (square-feet) of new parking lot, including drive aisles, exposed to stormwater runoff in Box 1 below. sq-ft Does the project result in the addition of new impervious surface1 to the existing parking lot area (i.e. increased parking area)? Enter surface area (square-feet) of parking lot addition, including drive aisles, exposed to stormwater runoff in Box 2 below. Does the project consist of a “grind and overlay” and/or “slurry seal” treatment to the existing parking lot surface? sq-ft Is native soil2 being exposed, surface material changing (i.e. asphalt to concrete), or grade/drainage patterns changing? No WQMP Required3 No WQMP Required3 1 2 Enter surface area (square-feet) of redeveloped parking lot, including drive aisles, exposed to stormwater runoff in Box 3 below. sq-ft 3 1Impervious surface is a surface that prohibits stormwater infiltration into the ground 2Native soil is the soil below any existing engineered fill or base material 3Project is considered routine maintenance If the sum of the values entered into Box 1, 2, and 3 is greater than or equal to 5,000 square-feet, the project is subject to WQMP requirements and will require a grading permit. Public Works Agency – Development Engineering staff review and approve WQMPs and grading plans. Grading permits may also be required for routine maintenance projects, subject to the discretion of the Public Works Agency. I certify that the above information is true and accurate to the best of my knowledge. I am aware that City staff may conduct inspections of the project during construction and if staff determine the project is in fact subject to WQMP requirements, a Stop Work Order and/or Administrative Citation(s) with Administrative Fine(s) may be issued to the contractor and property owner, and a WQMP will be required for the project. Yes No Yes No Yes No Checkbox Checkbox Signature: Print Name: Date: Yes