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HomeMy WebLinkAboutX2021-3163 - CalcsXZc�21—° 3119 �0�2 ir�rine,rve :.. "ROHYISEMAN !• WESTCLIFF PLAZA i.1 MECHANICAL ANCHORAGE Newport Beach, CA November 16, 2021 W+R Job #21-085 9915 Mira Mesa Blvd. Suite 200 TEL. (858) 536-5166 WRENGINEERS.COM gUILDINO DIVISION �vl 2 2 2021 g`t: K.H. San Diego, CA 92131 e WISEMAN + ROHY STRUCTURAL ENGINEERS BY DATE PROJECT C S, T C PL.rA�vA SHEET N0. OF T 1. JOB NO. Z t -{j 'Y` [` Tom= IR-; y x pec rY S A /,L 1� JS� L1-,� C L C Ls S ATC Hazards by Location Search Information Address: 1062 Irvine Ave, Newport Beach, CA 92660, Description USA Coordinates: 33.6293423, -117.9074285 Elevation: 87 it Timestamp: 2021-11-16T21`.53:28.635Z Hazard Type: Seismic Reference ASCE7-16 Document: CR1 Risk Category: II Site Class: D -default Basic Parameters Name Value SS 1.366 St 0.487 SMS 1.639 SMi * null Spa 1.093 Sot * null * See Section 11.4.8 Santa Aria Heights 87 ft Balb0a Bay Re,a0rl Newport Description MCER ground motion (period=0.2s) MCER ground motion (period=1.Os) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at I.Os SA Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.Os CRS 0.91 Coefficient of risk (0.2s) CR1 0.922 Coefficient of risk (1.Os) PGA 0.595 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.714 Site modified peak ground acceleration of California Irvine J� AAi ��fStF[r l� Beach Ir: rr 1 ` ` San Joaquin C 9 gjib Su PieT RM1ap data 02021 Job Name: System Reference: 208/230V OUTDOOR Vi HEAT PUMP SYSTEM Date: UNIT OPTION ° Standard Mode(_,. ° Seacoast(SS) l Model, ._ ,_.. ,7UHYPO963AN40AN ��. ,.. _. _ TUHYPO963AN40AB ACCESSORIES L' Header Kit for details see Pipe Accessories Submittal Joint Kit for details see Pipe Accessories Submittal Low Ambient Kit �... for details see Low Ambient Kit Submittal C Panel Heater Kit �.. . _.. for details see Panel Heater Kit Submittal C SnowlHail Guards Kit, for details see SnowiHail Guards Kit Submittal Cooling Capacity (Nominal) BTU/H 96 000 Heating Capacity (Nmnmai) BT71lH 108000 Guaranteed Operating Range' Cooling' _._ °F [°C) _ 23-12615.0-5201 _. Healing' ^F PCI .-...... -4.60 h20.0-15:57 Extended Operating flange Heating -F ['61 -19-60 [-28.0-1557 External Dimensions (H x W x O) In, fmml 71.10116 x 48.14115 x 293116 {1,818 X 1,240 x 7401 Not Weight Lbs. kill 56912581 External Finish Pre-roale l galvanized steel sheet (+powder Coating for BS type) <MUNSELL 3Y 7,11l or slmilar> Electrical Power Requirements Voltage, Phase, Hertz, Power Tolerance 208123OV, 3-phase, 60 Hz, E_ 10% Minimum Circuit Ampacily A 33.0131.0 Maximum Overcuaent Protection A 50145 Recommonded Fuse Size A 40140 Recommended Minimum Wire size AWG [mm] 8/818.418,41. ,5. SCCR kA. _. . Reldgeranf Piping Diameter Liquid (High Pressure) In. immi 3/619.52] Brazed GasLow Pressure !_. ) nim In. 1 I 7B 122.21 Brazed Max. Total Refrigerant Line Length FI. 3280 Max. Refrigerant Line Length (Between ODU 8 IUU) FL 541 Max, Control Wbing Length ft 1640 indoor Unit Connectable Total Capacity 500-130.0% ofoutdoor unit capacity Modellpuentily POS -P9611.0-20.0 Sound Pressure Levels dB(A) 56.5-58.5 sound Power Levels dB(A) 75.5177.5 Type x Quantity Propeller fan x2 Airl Rate CFM 6700 FAN' _... _ Selectebie:. ... _._.. External Static Pressure In. WG pool, 0.12, 0.24, 0.321n, WG: ... _ _ factory at to 01n. WG Compressor Operating Range 17.0% to 100.0% Compressor Type X Quantity Inverter scroll hermetic compressor x 1 Refrigerent Type Onginal Charge R410Ax211lis +g0 az [98kg1 High Pressure Protection High pressure sensor, High pressure switch at 4,15 We (601 psi) Protection Devices Inverter Clrcud (ComelFan) _. Over -current protection ,. Fan Motor _.. _.. Over-cunent protection EER 13.4114,6 AHRI Ratings (OuctedlNan-tlucted) IEER26.2132.8 _.. COP __ _. ...... 3.9814:34... _.. _... NOTES:. Nominal cooling conditions (Test conditions are based an AHRI 1230) `Harsh weather environments may demand performance enhancing equipment Ask your Mitsubishi Indoor, 80'FD,B./67'FW.81267'CD.S./i9A-CW.BJ, Outdoor WFO, 8,(35'CD.B.) Electric representative for more details about your region Nominal heating conditions (Test cand111ons are based on AHRI 1230) °for all on extended cooling operation range down to -10' F D8 see Low Ambient Kit Submittal kCkmc79'FD.a_(21.1-CD B.). Outdoor: 47'FD.6.143°FW.B.(8.3°CO.B./6.1-CW.B) outran applying product below 4°1`. consult your design engineer for cold climate application best practices, including the use of a backup source for heating -Unit will continue to operate in extended operating range, but capacity is not guaranteed Specifications are subject to Change without notice. UE 2021 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. TUHYP(096/120/144)3AN40A(N/B) Unit: mm (in.) �e d> d� d� NOTES: SEACOAST PROTECTION Anti -corrosion Prolection: A coaling treatment is applied to condenser coil for protection from air contaminants. Standard: Salt Spray Test Method � no unusual rust development to 480 hours. Sea Coast (SS); Salt Spray Test Method (JRA 9002) - no unusual mat development to 960 hours. FORM# TUHYP0963AN40A(N/S) - 202107 e\�I as Intertek Specifications are subject to change without notice, Q 2021 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. WISEMAN ROHM EQUIPMENT SEISMIC ANCHORAGE PROJECT: WeImiiif Ponca Tl STRUCTURAL E N.G I N E E R S (2010 IBC 12019 COC I ASCE 7-161 LOCATION: Equip. Amhorige Version 3.0 JOB NO: 21-011'5 11/16/2021 13:54:0. EQUIPMENT ANCHORAGE PER ASCE 7-1613.3.1 ap= 25 Equipment Weight= 570 Ib RP= 6.0 Curb Weight= 0 Ib on= 1.0 Total Weight= 570 lb(WP) SOS = 1 093 Ip = 1,0 Top of Curb to COG = 36 in Z = 4.5 ft (equip ht) Curb Height = 0 in h = 4.5 ft (roof ht) Total Ht to COG = 36 in (HT) Horizontal Component (LRFD) FPx=0.4(Rp1(IP)(Sns)(WP)�1+2h)= 0.547 Wp P Fox MIN= 0.3(SOS)0P)(WP)— 0.328 Wp FPx MAx= 1.6(Sos)(IP)(Wp)= 1.749 Wp FP„= 0.547 WP onent (LRFD) Length (long side) (@ anchors) = Width (short side) (@ anchors) = # Anchors on long side (10 max) = # Anchors on short side (8 max) = (not counting corners at short sides) 41-75 In 2675 in 2 (41.7 in oc) U (26.7 in oc) Total Anchor Points = 4 Anchor Layout as 60 36 12 1,0 :e -aa 2j.1, p 44 a5 36 120 Fpz ±0.2 (Sos) (WP) = 0.2186 WP qn 2,a Anchorage Calculations: Strength Level Forces: ASD Level Forces: Fp, 0,547 WP = 311.5 Ib FPx 0.383 WP = 218.1 Ib FP1= 0.219 Wp = 124.6 Ib Fp,= 0.153 WP = 87.2 Ib Critical Angle = 0 degrees MOT= Fp', * HT = 11214 Ib -in MR= (0.9 -Fps) *WP * L, = 5195 Ib -in (at critical angle) MNET= (MOT -MR) = 6019 Ib -in (at critical angle) T.= 113 Ib Tension / Anchor (worst case anchor) V�= 78 Ib Shear 1 Anchor (all equal) Critical Angle = 0 degrees MOT= FP. * HT = 7850 Ib -in MR= (0.6 -Fps) * WP * L„ = 3408 ib -in (at critical angle) MNET= (MOT -MR) = 4442 Ib -in (at critical angle) TAso = 83 Ib Tension f Anchor (worst case anchor) VAso = 55 Ib Shear / Anchor (all equal) NOTES: - This spreadsheet checks all angles (0 deg - 90 deg) for each bolt arrangement. Forces given are for the worst-case angle. - Angles are measured up from the horizontal line in the diagram above through the center of the unit (0 deg = right, 90 deg = up). - Attachment to concrete or masonry shall use Omega unless governed by a ductile shear or tensile failure. - If equipment is mounted on vibration isolators with the clearance from equipment to frame > 0.25 inch use 2Fp (double Sds), - Lx is the distance to the farthest anchor measured perpendicularly from the angled line of rotation. E:\Projects\21\21-085 Westcliff Plaza T.I\2019 CBC - Mechanical Anchorage W+R Structural DM SK -1 Westcliff Plaza T.I. Nov 16, 2021 at 2:57 PM Westcliff Equipment PlatformAd Company : W+R Structural Engineers Nov 16, 2021 111RISA Designer DM 2:57 PM Job Number Checked By:,., Model Name Westcliff Plaza T.I. (Global) Model Settings --- — Dis llav Sections for Member Calcs Max Internal Sections for Member Calcs� - 15 _ 197 1 Include Shear_ Deformation? ! Yes ---- Increase NailingCapacity for Wind? War Yes Include in ? Trans Load Btwn Intersecting Wood Wall? Yes Yes Area Load Mesh inA2 144 Mer a Tolerance in .12 _ P -Delta Analysis Tolerance 10.50% Include P -Delta for Walls? Yes _ Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Yes 3 Gravity Acceleration ft/secA2 32.2 Wall Mesh Size in �- 12 Ei ensolution Conver ence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver ;Hot Rolled Steel Code Adjust Stiffness? IRISAConnection Code AISC 15th 360.16)_ LRFD No AISC 14th 360-10 : ASD Cold Formed Steel Code AISI S100-12: ASD 'Wood Code AWC NDS -18: ASD Wood Temperature < 100F jConcrete Code ACI 318-14 =Masonry Code ACI 530-11: ASD Aluminum Code No D Building 0: IASD )Stainless Steel Code AAA SCD 14th ?Adjust Stiffness?_ _ :Number of Shear Reqions —Spacing RISA-3D 4 'Re ion Increment in 4 7 ,Biaxial Column Method Exact Inte ration______ IParme Beta Factor PCA 65 (Concrete Stress Block Rectan ular Use Cracked Sections? Yes :Use Cracked Sections Slab?_ No Bad Framing Warnings? No ;Unused Force Warnings?___ I Yes iMin 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTM Min 0%/ Steel for Column -A615 1 IMax % Steel for Column 18— 8 -_ RISA -3D Version 17.0.4 [E:\Projects\21\21-085 Westcliff Plaza T.I\Westcliff Equipment Platform.r3d) Page 1 Company W+R Structural Engineers Nov 16, 2021 Designer DM 2:57 PM Jab Number Checked By:� ,:;. Model Name Westcliff Plaza T.I. (Global) Model Settings. Continued Seismic Code ASCE 7-16 Seismic Base Elevation ft __ Not Entered' Add Base Weight? Yes Ct X .02 Ct Z 02 _ T X sec Not Entered T Z sec Not Entered RX 3 R Z 1 1.5 .13 Ct Ex . X .75 Ct Ex . Z SDI .75 I SDS 6 S1--------- --- - - ---- 1 TL (sec)5 ` 1,1 Risk Cat Por II Drift Cat 1 Other Om Z .3 .3 mX 1 CdZ 4 --- Cd X !4 6 _ �hoX i1 65 . Hot Rolled Steel Properties Label E Iksil G rksil Nu Theme f/1... Densitvfk/f A31 Yieldrksil Rv Fufksil Rt 1A992 i 29000_. !_ 11154 3 T 65 49 50 , -- 1.1 - 65 _ 1.1 2 - A36 Gr.36 29000 7 11154 .3 Tubes .49 J 36 1 1.5 C 58 _ 1.2 7 r 3 A572 Gr.50 ? 29000.1 11154 .3 -L-.65 .65 49 50 ` 1,1 65 1.1,__ 4 5 IA500 Gr B RND1-29000 A500 Gr B Rect I 29000 11154 11154 ! .3 .3 i 65� .65 .527 527---1[--46 42 1.4 1 t4 1 58 581.3 1.3 6 A53 6rB 29000 11154 .3 65 49 35 1.6 0 12 7 A1085 29000 11354 _3 , 65_ .49 50 1.4 65 s 1.3 Hot Rolled Steel Section Sets Hot Rolled Steel Design Parameters Label Shaoe Lenathfftl Lbvvfftl Lbzzfftl Lcomo toofftl Lcomo botfftl L-torou... Kvv Kzz Cb Function 1 I M1 ' Tubes 3 rr----------_--�------..-_._-------- ------- Lbvv -- Lateral 2 M2 Tubes 6 Lb Lateral 3 M3 Tubes 3 Lb i Lateral I 4 M4 Tubes 6 _ F LbvvIra 5 M5 I Posts 4.5 I Lata :7M6 Posts 4.5 Lat 7 !_ M7_ I 4.5 Lateral 8 M8 -Posts Posts _ 4.5 Lateral 9 M9 Angles 3 _ Lb yY_ `'t Lateral 1D M10 An les 3 _ Lateral RISA -31D Version 17.0.4 [E:1Projects\21\21-085 Westcliff Plaza T.I\Westcliff Equipment Platform.r3d] Page 2 Company W+R Structural Engineers Nov 16, 2021 Designer OM 2:57 PM 111RISA Job Number Checked By: Model Name Westcliff Plaza T.I. Joint Coordinates and Temperatures Label X Fftl y fftl 7 Iftl TP.rnn rFl nptn,h F,nm ni. Member Point Loads (BLC 1 : Dead) Member Point Loads (BLC 5: Seismic) Member Label Direction Magnitude k[ Location I Yd 1 M4 0 0 0 0 M1 1 2 1 N2 6 0 0 0 12 3' LA—L—A4- N30 16 0 0 3 0 6 1 M10 N5 0 --1 45 0 0 4 -6—L— Y I DL 1.2 RLL 1.6 6 4.5 0 1 7 N7 N8 0 6 4.5 4.5 3 3 0 1 0 9N9 i 1.33 4.5 z 0 i 0 19 NIO 1 1.33 4.5 3 1 0 1 1T N11 i 4.67 4.5 I O—L--o ! 12 1 N12 ------- 1 6-1 Member Point Loads (BLC 1 : Dead) Member Point Loads (BLC 5: Seismic) Member Label Direction Magnitude k[ Location I Yd 1 M4 Z I .3120 50 2 M1 x .312 %50 3 M9 RILL .5 12 M10— MM19 -Y- Y .12 18C 16-2 Yes 6 1 M10 Y Y 12 12 2 5 Basic Load Cases Load Combinations Description Solve PD..,S... B... Fa... BLC Fa... BLC Fa...B...Fa...B... Fa... 8... Fa. -B... FA_. B._. Fs R Fn R Fn 1 Yes 1 1 IBC 16-1 Y 1W 1.41 2 IBC IQ---2ial— Yes Y I DU 1.2 LL- 1.6 RILL .5 3 18C 16-2 Yes I Y I DL 1.2 LL 1.6 4 IBC 16-3 (a) I Yes Y I DL 1.2 RLL 1.6 LL —5 5 IBC 16-5 Yes Y !DL 1.2! EL ILL .5 L. 1 6 113r, 16-7 yp.s I V I Iru n I M1 --1 Envelope Joint Reactions RISA -3D Version 17.0.4 [EAProjects\21\21-085 Westcliff Plaza T,I\Westcliff Equipment Platform,r3d] Page 3— Company W*R Structural Engineers Nov 16, 2021 Designer DM 2:57 PM Job Number Checked By: Model Name Westcliff Plaza T.I. Envelope Joint Reactions (Continued) .hint X fkl LC Y fk1 I C 7 rkl I r MX fk-ftl I r MY rk-fin 1 r tA7 rk-M I r 4 mint -.072 6 257 6 -__ -078 6 _r____�._._. 0 _.._. __- 1 1 __� 0 - - ....� 1 0 _ _ 1 5 N4 i 6 L_ - ;max! min __ 034 -.093 __ 4__? b 518 5 286 ( 2 0 -.078 4 5 0 0 - V 6 ! 1 0 0 6 I 0 1 1 0 6 1 L7 N2 ;maxi -.034 4 .334 1 1 .001 __, 1 ____ 0 6 I 0 6' 0 6_ 8 min -.093 5 023 6 -.077 6 0 1 I 0 1 0 1 _ Totals: Aid- A1 Immiax; n 0 -.312 4 E 5 1.334 .378 1 1 6 -6T-31 0 _' -.312 4 5 ! 6 0 1 1.623e-3 Envelope Joint Displacements Wn f X rinl I r Y rinl I r 7 riot I r Y OMfl- I r Y 0-f Q .n I r 7 o.d.,.;-- t I r I 1 N1 .max 0 6 0 6 0 2 2 HSS3X3X4 1.614e-3 5! 1.155e-8 4 5 e-4 1 101.016 8.556 8.556 2 min -i_ 0 1 0 1, 0 _6_, 1-5.677e-6 '2.. 1 -2 9- 061 6 3 i N2 max 0 6 0 6 0 6 1.613e-3 5 1 9.766e-5 6 -1.843e-41 4! 4 6 M HSS3X3X4 min 0 1 0 1 0 1 -5.077e-6 1- .347e-8 1 -1. 74e-3 5 5 i N3 max! 0 6 1 0 6 0 6 1.623e-3 5 1-1.155e-8 4 2.151e-4 1_ 6 z 1 46.209 min 0 1 0 ,! 1 0 4.866e-6 2-1.484e-4 5-1,852e-3 6 7( N4 max 0 6 0 0_ 6 1.623e-3 5 8.128e-5, 1.843 -8 5 -1.843e- 8 min 0 1 .11-16 0 ` 1 fi 0 1 1 I4.866e-6 2 1.347e-8 1-1.977e-3 5 9 1 N5 max l 079 1 5 0 I_6 064 5 r 3.271e-4 1 5 1.155e-81 4 -3.77 e-41 4 1 0 m in 0 -[ 2 0 1 0 2 9.946e-6 2-2.599e-5 5-7.627e-4 C 5 11 1 N6 max .079 i 5 0 6 I .064 5 3.269e-4 1 5 9.766p-5 4.402e-4 1 12 min 0 11 0 1 0 2 1 9.946e-6 1 2_-1.347e-8 _6 1-5.107e-4 6 13 `! N7 max�079�,_i 5 0 6 064 5 3.089e-4 5-1.155e-8 4-3.773e-4 4 14 min I 0 1 2 0 1 0 =1.16e-5 1 1-1.484e-4 5 -T624e-41 5 15_ I --L7 - --- N8 !_max! min N9 _____ max .079. 0 .079 - 5 1 -_5 _ 0 0 -.005 4 ! 6 064_5 0 _. 067 3.089e-4 ) 1 f -1 16e 5 5 ! 3 271 e-4 _6 1 5 ;;$�128e-5 i 1.347e-8 ' 1.192e-8 5 i 4.402e-4 1-5.116e-4. 4 ! -7.547e-5 ! 1 6 i 6_I 18 min 2 -.009 1_ 0 1 9.946e-6 2-1.657e-4 1-4.596e-4 1 19 N10 imax .079 ! 5 -.006 6OQ7 5 3.089e-4 6 -5 -1.192e-8! 4 -7.511e-51 6 1 20 min 0 1 2 -.009 1 0 1 1.16e-5 1-2.169e-4 5-4.596e-4 1 21 N11 !maxi .079 1 5 .003 6 1 5 3.269e-4 5 1.524e-41 6 4,596e-4 1 2 1 min 0 1009 _.067 1 0 1 9.946e-6 2 -1.321 e-8 1 9.341e-5 23 i N12 I max! .079 ! 5 2 6 ! 067 5 3.089e-4 6 2:315e-4 6 4.596e-4 1 24 min 0 1 009 1 0 1 1.1 a-5 1 1.391e-$ 1 9309e-5 6 Envelope RISC 15th(360-16): LRFD Steel Code Checks Memhar Shan Cnrte Check I nrfftl 1 C Rhaar i ncr nirl rnhi*Pn nhi`Pnt nhi*RAn nhi hAn rh Pon 1 M1.__. HSSZIMX41 I _ ,064 ---_'-. 3 6 1 .009.0 55.194.146 1otOi6i 8.556 ... _ 8.556 2. _,.. Ht -1b 2 2 HSS3X3X4 _ 062 6 5 010 0 1 76.213 101.016 8.556 8.556 2 H1 -1b 3 ! M3 Hss3x3x4' .053 3 1 5I,_.009'_3_'_y!5!94.146101.01s',g.556 '2.. 1-11.1b 4 M4 HS53&8 061 0 5 1 ,0107 6 IV 11176.213 101.016 8,556 8,55612..H1 -1b 5 M5 HSS3X3X4 .080 0 ! 6 1.0031 0 iz15iM211101,016'8.556 8.556!i.!W1-1b 6 M HSS3X3X4 .080 0 6 .0031 0 z 6 86.211 t01.Ots 8.556 8.556 11.. H1 -1b 1 7 M7 HSS3X3X4_ 8 M8 HSS3X3X4 .094 _ 090 0 0 5 1.0041 0 5 .004 0 ! 186.211,10101618.556 586.211�01.01s ,556 8.5561t.iH1-tbi 8.5561.•H1 -1b 9 M9 ! L3X3X4 .055 1 1.5 1 .012 0 z ! 1 46.209!59.6161 2.157 4.381 11-1-12-1 10 M10 LU3 4 .055 1,5 1 012 0 z 1 46.209 59.616 2.157 4.381 I1 --IH -1 RISA-3D Version 17.0.4 [E:\Projects\21\21-085 Westcliff Plaza T,I\Westcliff Equipment Platform,r3d] Page 4 r ==1111M =-7 Company: Address: Phone I Fax: Design: Fastening point: Wiseman+ Rohy Structural Engineers 9915 Mira Mesa Blvd 85853651661 Platform Anchorage - Nov 16, 2021 Page: 1 Specifier: David Measles E -Mail; Date: 11/16/2021 Specifier's comments: 7 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 318 (2) hnom2 Item number: 2210237 KB-TZ2. 3/8x3 1/2 ` Effective embedment depth: hebam = 2.000 in., h„em = 2.500 in. Material: Carbon Steel Evaluation Service Report; ESR -4266 Issued I Valid: 7/112021 11211/2021 Proof: Design Method ACI 318.14 / Mach Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor platen : I, x Ir x t = 7.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS3X3X.250; (L x W x T) = 3.000 In. x 3.000 In. x 0.250 in. Base material: cracked concrete, 2500, fi' = 2,500 psi; h = 420.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] 8 Loading [lb, in.lb] Y X Input dale and re edte must be checked for conformity wish the existing comblems and for plausibility! PROFIS Engineering ( it )2003-2021 QUI AG, FL -9494 Scuum H!II! is a registered Trademark of Hill AG. Schaan I Company: Wiseman + Roby Structural Engineers Page: 2 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: 73 Design: Platform Anchorage - Nov 16, 2021 Date: 11116/2021 Fastening point: 0.16 [%e] 1.1 Design results 676 [psi] Case Description Forces [Ib] I Moments [in.lb] Seismic Max, Util. Anchor [%p] 1 Combination 1 N = 962; V, = 220; Vy = 220; yes 55 K=0;My=O:Mi=O; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 617 104 73 73 2 617 104 73 73 3 133 104 73 73 max. concrete compressive strain: 0.16 [%e] max. concrete compressive stress: 676 [psi] resulting tension force in (x/y)={•0.195!-0.195): 1,368 [lb] resulting compression force in (x/y)=(-3.0251-3.025): 406 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nae [lb] Capacity 111 Steel Strength" 617 4,869 Pullout Strength' NIA NIA. Concrete Breakout Failure" 1,368 2,522 'highest loaded anchor "anchor group (anchors intension) Input data and results must be checked for conformity with the subbing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilfi AG. FL -8494 Schaan Hiltl is a registered Trademark of MITI AG. Schoen Y 02 0 Tension 03 01 Conit, e55101 Utilization 1I = Nu.14' Nu Status 13 NIA 55 OK NIA OK 2 { s 6, www.hilti.com Company: Wiseman + Retry Structural Engineers Page: 3 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone I Fax: 8585365166 E -Mail: Design:. Platform Anchorage - Nov 16, 2021 Date: 11/1612021 Fastening point: 3.1 Steel Strength Nse = ESR value refer to ICC -ES ESR -4266 1, N•p > NUe ACI 318-14 Table 17.3.1.1 Variables Asa.N [in .21 tum [psi] 0.05 126,204 Calculations Nr, ]Ib1 6,493 Results Nae (Ib) A ruoil nuudaue� V� N•a lib] Nue [Ib] 6.493 0.750 1.000 4,869 _ 617 Input data and results must he checked for conformity with the existing conditions and for plausnoldy! PROFIS Engineering I c ) 2003-2021 Hatt AG, P19494 Schwan Hiitl is a registered Trademark of Hili AG, Schwan •,, 1 Intl [11:1 in zi-murnmr, ,...1T+�enrs "."I, Company: Wiseman + Rohy Structural Engineers Page: 4 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85863651661 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11/16/2021 Fastening point: 2.000 0.472 3.2 Concrete Breakout Failure ` cee [In.1 Nebg _ (A" y' eaN V'ed,N "!aN �'ep,N N b ACI 318-14 E q' (1716 ) .4:2.ANcO� Ncb9 > Naa - ACI 318-14 Table 17.3.1.1 ANe see ACI 318-14, Section 17.4.2.1, Fig. R 17A.2.1 (b) 11000 ANm = 9 In" ACI 318-14 Eq. (17.4.2.1c) 1 4'ec,N —� 2aN� <1.0 1 + 3 her 4r son = 0.7 + 0.3 ea min c 1,0 1.5het — Wmx =MAX(c,_. 1.5he1\ <1.0 0ac Can f No = kc ), a V d ho�5 ACI 318.14 Eq. (17.4.2.4) ACI 318-14 Eq. (17A.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (I 7.4.2.2a) Variables het [In.] am N [in.] ecz.,, tin.] cams [in.] 4' 2.000 0.472 0,472 1.000 cee [In.1 kc >, n fe [psi] - 4.375 21 11000 2,500 Calculations ANe [in. ANco (in,,, W aci,N 'i'aa.N 4'.d,IN g'cp.N Nb [lb] 84.00 36.00 0.864 0.864 1.000 1.000 2,970 Results Nc [lb] "concrete fiseismic Onmwtucna t, Nca [Ib] N [Ib] 5,174 0.650 0.750 1,000 2,522 1,368 Input data and rosuits must be checked for conformity with the existing conditions and for plausibllityl PROF1S Engineering ( c 12003.2021 Alit AG, FL -9494 Schaaf, HIM is a registered Trademark of Hilti AG, seraph 1N0,16" ' ISM1 til Company: Wiseman + Rohy, Structural Engineers Page: 5 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 8585365166 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 106/2021 Fastening point: NIA N!A 4 Shear load highest loaded anchor "anchor group (relevant anchors) 4.1 Steel Strength Ve,,eg = ESR value refer to ICC -ES ESR -4266 $ ves.1 > Vqq ACI 318-14 Table 17.3.1.1 Variables Axx v [in.'] tem [psi] Gv.sam 0.05 126,204 1.000 Calculations Usaen [Ih] 3,386 Results [Ih] 44 steel Itneududda Y Vbggq' 3,386 0,650 1,000 2.201 Input data and results must be chocked for conformity with the existing contlilums and for plausibility! PaOFIS Engineering ( c ) 2003-2021 Hitl AG, 5L-9494 Selman Hlltl is a registered Trademark of HOO AG. Schmm 104 61 Load Vg, [lb] Capacity $ Vn [ib] Utilization fav = V,,,It Vn Status Steel Strength` 104 2,201 5 OK. Steel failure (with lever arm)* N/A N/A NIA N!A Pryout Strength- 311 4,851 7 OK Concrete edge failure in direction " NIA N/A NIA N/A highest loaded anchor "anchor group (relevant anchors) 4.1 Steel Strength Ve,,eg = ESR value refer to ICC -ES ESR -4266 $ ves.1 > Vqq ACI 318-14 Table 17.3.1.1 Variables Axx v [in.'] tem [psi] Gv.sam 0.05 126,204 1.000 Calculations Usaen [Ih] 3,386 Results [Ih] 44 steel Itneududda Y Vbggq' 3,386 0,650 1,000 2.201 Input data and results must be chocked for conformity with the existing contlilums and for plausibility! PaOFIS Engineering ( c ) 2003-2021 Hitl AG, 5L-9494 Selman Hlltl is a registered Trademark of HOO AG. Schmm 104 61 www.hilti:com Company: Wiseman+ Rohy Structural Engineers Page: 6 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11/16/2021 Fastening point; 4.2 Pryout Strength k Van, = kap [(RNcANm) iV ac.N 'Vad.N y, 'Ifap,N Nb, ACI 318-14 Eq. (17.5.3.1b) 4, Vwl a Van ACI 318.14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b) 21 RNaI =9h at. 1 ACI 318-14 Eq. (17.4.2.1c) W ac.N = � 1 + 2 em < 1.0 ACI 318-14 Eq. (17.4.2A) 3 he, IV aI.N = 0.7 + 0.3 /Oamin < 1.0 `1.5ho, — ACI 318-14 Eq, (17,42.5b) 'V = MAX (am .lchef) <1.0 ACI 318-14 Eq. (17.4.2.7b) wN ac 'V ect.N Na = it, 2'a Vt has ACI 318-14 Eq. (17.4,2.2a) Variables 84.00 kap her [in,] ect N [in] eazN [in.] _ ea,nm lin.] 1 2.000 0.000 01000 le ,N ca [in.] k i, f [psi] 1.000 4.375 21 1.000 2,500 Calculations A4a [In.") '4N=g fin Z]-__.__._.__ 'V ect.N 'Vec4N 'Ifa4.N fi`ca.N Nb (Ib] 84.00 36.00 1.000 1.000 1,000 1.000 2,970 Results V. IN 1k ramme '�aalsmic Ibnsrx.cae Ip V2.e [Ib] Vua [Ib] 6,930 0.700 1.000 1.000 4,851 311 5 Combined tension and shear loads 1°N Ifv _ Utilization 13N.v ]%) Status 0.542 0.064 513 38 OK Pav=3+0: <=9 Input data and fesul, must be chocked for conformity with the existing canditions and far plausibility! PROFIS Engineenng ( c 12003-2921 HIIII AG. FL9494 Schaan Hili Is a m9lstered Trademafk of Hilll AG, Schaan 2 2121 1! .; Company: Wiseman + Rohy Structural Engineers Page: 7 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11/16/2021 Fastening point: 6 Warnings The anchor design methods In. PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions. explained above. The proof if the rigid anchor plate assumption Is valid Is not carried out by PROFIS Engineering. Input data and results must be checked for agreementwith 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 318strength design provisions, please go to https://submittals.us.hilti.com/PROFISAncharDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318-14, Chapter 17, Section 17:2.3.4.3 (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 17.2.3.4.3 (b), Section 17,2.3.4.3 (c), or Section 17:2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.35.3 (a), Section 17.2.3.5.3 (b), or Section 97.2.3.5.3 (c), • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at aload level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (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 17.2,3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductilityrequirements 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 me. • Hilt! post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing randilians and for plausibility! PROFIS Enge esring ( c) 2003-2021 Hiih AG, FL -9494 Schaan HIM Is a reglslerad Trademark of Hul AG, Scharr wvvw.hilti.com Company: Wiseman + Rohy Structural Engineers. Page: 8 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 1 111 6120 21 Fastening point: 7 Installation data Profile: Square HSS (AISC). HSS3X3X.250; (L. x W x T) = 3.000 in. x 3.000 in, x 0.250 in. Hole diameter in the fixture: dt = 0.438 in. Plate thickness (input): 0.500 in, Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructionsfor use is required. Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2) hnom2 Item number: 2210237 KB-TZ23/8x3 1/2 Maximum installation torque: 361 in.lb Hole diameter in the base material: 0.375 In. Hole depth In the base material: 2.750 In. Minimum thickness of the base material: 4.000 In. Kill KB-TZ2 stud anchor with 2.5 In embedment. 3/8 (2) hnom2, Carbon steel, installation per ESR -4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer Manual blow-out pump • Torque controlled cordless impact tool • Properly sizedddll bit • Torque wrench • Hammer Coordinates Anchor [in.] 0.000 Anchor x y c„ c„ It, c,Y 1 2.000 -2.000 -- 2 -2.000 2.000 - - - 3 -2.000 -2.000 - - - - Input data and results must be checked for communtty wlth the existing cendaces, and for pleusibilityl PRDFIS Engineeriiq ( c ) 2903.2021 Will AG. FL -9494 Selman Hllri IS a regislerad Trademark of Hilli AG, semen rcuww Hilt! PROF15 Engineering 3.0.73 www.hilti.com Company: Wiseman+ Rohy Structural Engineers Page: 9 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone I Fax: 85853651661 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11116!2021 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained In the Software concem solely the use of HIM products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assemblyInstructions, 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 HIM 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 guaranteeas 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 Hllti on 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 HIM Websile. Hilt! Will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and resuils must be checked for conformity with the existing cone r tans and for plausibility! PROFIS Er,ineenng ( c ) 2003-2021 Hlib AG, FL -9494 Schoan H4tl is a reglstered Teadentark of Hid AG. Schaan WISEMAN ROHM EQUIPMENT SEISMIC ANCHORAGE PROJECT: Wesid,ff Placa Yl. S7RUCTORAt ENGIPIEERS (20181BC12019CBCt ASCE?-16) LOCATION: Equip, Anchorage -Slab Version 3.0 1 JOB NO; 1-095 11116/2021 14:43:5 EQUIPMENT ANCHORAGE PER ASCE 7-1613.3.1 an= 2.5 Equipment Weight= .570 Ib RP= 6,0 Curb Weight= 0 Ib ()a = 2.0 Total Weight = 570 lb (WE) SDS = 1.093 IP = 1.0 Top of Curb to COG = 36 in Z = 0 fl (equip ht) Curti Height = 0 in In = 1 ft (roof ht) Total Ht to COG = 36 in (HT) Horizontal FP,= 0.4 �RP�(1a)(SDs)(Wr)(1+2n�.= P FEE MIN = 0.3 (SOS) (Ip) (WP) = Fp, MAX — 1.6 (So$) (IP) (WP) Fl.= 0.328 WP Fp,= 10.2 (SEE) (Wp) = 0.2186 WE Anchoraae Calculations: Length (long side) (@ anchors) = Width (short side) (@ anchors) = # Anchors on long. side (10 max) = # Anchors on short side (8 max) = (not counting comers at short sides) 41.75 in 26.75 in 2 (41.7 in oc) 0 (26.7 in oc) Total Anchor Points = 4 Anchor Layout 0.182 Wp sa 0.328 Wp 60 , 1.749 Wp 6 s, • t2 ------------------------------------------ *o el .12 6 ya 4S 72 )o 120 a6 60 Ed Strength Level Forces: ASL) Level Forces: Fp,= 0.656 W, = 373.8 Ib (with Omega) Fp; 0.459 WE = 261.7 Ib (with Omega) Fpm 0.219 Wp = 124.6 ib Fpm 0.153 WE = 87.2 lb Critical Angle= 0 degrees Critical Angle= 0 degrees Mor Fp, * HT = 13457 Ib -in MR= (0.9 -FPS) * WE * L, = 5195 Ib -in (atcritical angle) MNET= (MoT - MR) = 8262 Ib -in (at critical angle) T,= 154 Ib Tension t Anchor (worst case anchor) V„= 93 Ib Shear I Anchor (all equal) MOT= FP, * HT = 9420 Ib -in Me (0.6-FPz) * WP * L, = 3408 Ib -in (at critical angle) MNET= (MOT -MR) = 6012 Ib -in (at critical angle) TAso = 112 Ib Tension i Anchor (worst case anchor) VAso= 65 Ib Shear I Anchor (all equal) NOTES: - This spreadsheet checks all angles (0 deg - 90 deg)for each bolt arrangement. Forces given are for the worst-case angle. - Angles are measured up from the horizontal line in the diagram above through the center of the unit (0 deg = right, 90 deg = up). - Attachment to concrete or masonry shall use Omega unless governed by a ductile shear or tensile failure. - If equipment is mounted on vibration isolators with the clearance from equipment to frame > 0.25 inch use 217p (double Sds). - Lx is the distance to the farthest anchor measured perpendicularly from the angled line of rotation. E:\Projects\21\21-085 Westcliff Plaza T.I\Condenser to Slab Hilt! PROFIS Engineering 3.0.73 www.hllti.com Company: Wiseman+ Rohy Structural Engineers Page: 1 Address: 9915 Mira Mesa Blvd Specifier: David Maestri Phone I Fax: 85853651661 E -Mail: Design: Condenser Anchorage Date: 11!1612021 Fastening point: Y Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, 0. E, or F) Geometry [in] S. Loading [lb, in.lb] Kwik Bolt TZ2 • CS 112 (2) hnom2 2210254 KB-TZ2112x3 314 hexed = 2.000 In., hnam = 2.500 in. Carbon Steel ESR -4266 7/11202111211/2021 Design Method ACI 318-141 Mach IMirih�t1! 1, 41d 1. SAFEz ET cracked concrete, 2500, fy = 2,500 psi; It = 4.000 in, hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5:3 (c)) Input data and resells must be checked for wnfoenity With the existing conditions and for plausibility! PROFIS Engineering t c 12003.2021 HIM AG, FL -9494 Schean Hllli is a registered Trademark of MIII AG, Sdtaen 00 1 Y x Input data and resells must be checked for wnfoenity With the existing conditions and for plausibility! PROFIS Engineering t c 12003.2021 HIM AG, FL -9494 Schean Hllli is a registered Trademark of MIII AG, Sdtaen 00 1 a� HIM PROFIS Engineering 3.0,73 Company: Wiseman + Rohy Structural Engineers Page: 2 Address: 9915 Mira Mesa Blvd Specifier: David Maestes Phone I Fax: 85853651661 E -Mail: Design: Condenser Anchorage Date: 11/16/2021 Fastening point: 1.1 Design results Case Description Forces [Ib] / Moments (in,ib] Seismic Max, Util. Anchor [%] 1 Combination 1 N = 154; V, = 0; V, = 93; yes 11 M,=0; M, 0; Me 0: 2 Load case/Resulting anchor forces Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 154 93 0 93 Max. concrete compressive strain: - NI max. concrete compressive. stress: • [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load N,,, [ Steel Strength* 154 Pullout Strength* NIA Concrete Breakout Failure" 154 * highest loaded anchor —anchor group (anchors in tension) Capacity $ No ]Ib] Utilization Ila = N„a/i No Status 8,433 2 OK Input data and results must be Checked for conformity with the existing conddlonn and to, plausibility! PROF15 En9ineering ( c ) 2003-2021 Hilt! AG, R-9494 Schoen HIIII is a registerad Trademark of Hilti AG, Schaan N/A N/A N/A 1,448 11 OK 2 �WMA Company: Wiseman + Rohy Structural Engineers Page: 3 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 8585365166 E -Mail: Design: Condenser Anchorage Date: 11/16/2021 Fastening point: 3.1 Steel Strength N„ = ESR value refer to ICC -ES ESR -4266 Non =(Ads) wad,N'I'c,N'I'M N Nn ANco 41 Ns, = N"a ACI 318-14 Table 17.3.1.1 Variables Ass, [in x] firm [psi] 0.10 114,004 Calculations Nsa [Ii 11,244 Results Ns, [lb] 11, steel 4'„ond"6eo d' Ns" [lb] Nva [lb] 11,244 0.750 1.000 8,433 154 3.2 Concrete Breakout Failure Non =(Ads) wad,N'I'c,N'I'M N Nn ANco AGI 318.14 Eq. (17.4.2.1a) 4r Nah �! Na, ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) Anse = 9 hgf`` ACI 318-14 Eq. (17.4.2.1c) tir edM =0.7+0.3(1.5 ) <1.0 ACI 318-14 Eq. (I 7.4.2.5b) w,P,N = MAX(c�ac" 1 bhiff) s 1.0 ACI 318-14 Eq. (17.4.2.7b) ac � Nn = it, o e V(s he(' ACI 318-14 Eq. (17A,2,2a) Variables het [in.] Oa mm [in.] W o.N cep [in.] ks 2'a fc [psi] 2.000 w 1.000 5.500 21 1.000 2,500 Calculations ANc [in?] A., [in 2] r' ask iVO.N Nn (Ib] 36.00 36.00 1.000 1.000 2,970 Results Nsk [Ib] 'I' concrete 'iseumlc 'thinducole 4' No, [Ib] Nua [Ib] 2,970 0.650 0.750 1.000 1,448 154 Input data and results must he check" for conformity with the existing conditions and for rid uslbilityl PROFIS Engineering ( c ) 2003.2021 Hilt, AG, FL -9404 Schwan Will is a registered Trademark of Hilt! AG. Schoen www.hilti.com Company: Wiseman+ Reny Structural Engineers page: 4 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 8585365166 E -Mail: Design: Condenser Anchorage Date: 11/16/2021 Fastening point: NIA N/A 4 Shear load *highest loaded anchor "anchor group (relevant anchors) 4.1 Steel Strength Vsa.ay = ESR value refer to ICC -ES ESR4266 d+ Valaal > Vast Load Va, [lb] Capacity � Va jib) Utilization Pv is Va.4 Va. Status Steel Strength` 93 3,599 3 OK Steel failure (with lever arm)' NIA N/A NIA N/A Pryoul Strength" 93 2,079 5 OK Concrete edge failure in direction'* N/A N/A NIA NIA *highest loaded anchor "anchor group (relevant anchors) 4.1 Steel Strength Vsa.ay = ESR value refer to ICC -ES ESR4266 d+ Valaal > Vast ACI 318-14 Table 97.3.1.1 Variables Asy [in. 2, J two [psi] my,..s 0.10 114,004 1.000 Calculations V,no, lib] 5,537 Results Vs a [b] � sisal ishan ua4e V a. [ib] Von lib] 5,537 0,650 1.000 3,599 93 Input data and resulls must tie checked for conformity with Im existing conditions and for plausialilyl PROFIS Engineering i c 12003.2021 Hint AG, FL -9494 Schoen Hllh is a asiolered Trademark of Hull AG. Schaen 4 i RM www.hilti.com Company: Wiseman + Roby Structural Engineers Page: 5 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone 1 Fax: 8585365166 E -Mail: Design: Condenser Anchorage Date: 11/1612021 Fastening point:. 4.2 Pryout Strength Vs = k [(AN` > W Bd,N 'P.,N u, ,,N Nh ACI 318.14 Eq. (17.5.3.1a) P °P ANCo 0 VPP > Vim ACI 318-14 Table 17.3.1.1 Ala, see ACI 318-14, Section 17.4x2.1, Fig.R 17.4.2A(b) ANm = 9 het ACI 318-14 Eq. (17.4.2.1c) 4, ed, = 0.7 + 0.3(ce=""") < 1.0 ACI 318-14 Eq. (17.4.2.5b) 1.5ha, an, _ MAX(C=,P Its < 1.0 ACI 318-14 Eq. (17.4.2.7b) P��00 P'BC j Nh. = � >` a Vf, hats ACI 318-14 Eq. (17.4.2.2a) Variables k°p -.._ h, [in.] camp [In.] 'V FN 1 2.000 m 1.000 can [In.] kP Aa to [Psi] _ 5.500 21 1.000 2,500 Calculations ., [m.] AN [In 2] w ed N VrP.N N, [Ib] 36.00 36.00 1.000 1,000 2,970 Results V¢ [Ib] " m td + Vm[ib) Vus fib) 2,970 0.700 1.000 1.000 2,079 93 S Combined tension and shear loads ON by S Utilization ON, [%] Status 0.106 0.045 5/3 3 OK I1rrv=ON+YV<=1 Input data and results must be checked for contormity with the existing mnduume, and for plawibilityl PROFIS Engineering X12003-2021 Hurt AG, FL-94945chsan HOli is a registered Trademark at Hgti AG. schema HIM PROFIS Engineering 3.0.73 Company: Wiseman+ Reny Structural Engineers Page: 6 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Condenser Anchorage Date: 11116(2021 Fastening point: 6 Warnings The anchor design methods In PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001IAnnex 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 cleaningand installation instructions. For additional Information about ACI 318 strength design provisions, please go to https:/Isubmittals.us.hilti.com/PROFISAnchorDesignGuide/ An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given In ACI 318-14, Chapter 17, Section 17.2.3.4.3 (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 17.2;3,4,3 (b), Section 17,2.3.4.3 (c), or Section 172.3,4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17,2:3,5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c), Section 17,2,3.4.3 (ti) I Section 17,2.3.5.3 (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 172.3.4.3 (c) / Section 17.2.3.5.3 (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 17.2.3.4.3 (d) I Section 17,2,3.5.3 (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 (do. Hilt! post -installed anchors shall be installed in accordance with the Hiiti Manufacturer's Printed Installation Instructions. (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the crating creations and for plausitnfity! PROMS Engmeenug l c ) 203.2021 Hill AG, FL -9494 Schaan Hill! is a registered Trademark of Hillt AG. Sceaan Hilt! PROFIS Engineering 3.0.73 www.hilti.com Company: Wiseman+ Rory Structural Engineers Page: 7 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone I Fax: 85853651661 E -Mail: Design: Condenser Anchorage Date: 11/16/2021 Fastening point: 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (input): - Anchor type and diameter: Kwik Bolt TZ2 - CS 112 (2) hnom2 Item number: 2210254 KB-TZ2 1120 3/4 Maximum installation torque: 602 In.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.750 in, Drilling method; Hammer drilled Minimum thickness of the base material: 4.000 in. Cleaning: Manual damping of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 2.5 in embedment, 112 (2) hnom2, Carbon steel, installation per ESR -4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool • Properly sized drill bit • Torque wrench • Hammer Coordinates Anchor In. Anchor x y Cx c,x c.y c,y 1 0.000 0.000 - - - - Input died and bonds must bechocked for conformity vthe existing conditions and far Plausibility! PROPIS anglaeerine (c )2003-2021 Hllli scheme AG, fLAd94 Schaan HIMis a registered Tradearmarkk of HOWA(5, SChaan Y YYd HIM PROMS Engineering 3.0.73 www.hiiti.com Company: Wiseman < Rohy Structural Engineers Page: 8 Address: 9915 Mira Mesa Blvd Specifier: David Maestri Phone I Fax: 85853651661 E -Mail: Design: Condenser Anchorage Date: 11/1612021 Fastening point: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hiltl products and are based on the principles, formulas and security regulations in accordance with Kitts 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 Hilt! 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 Hiltl 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 Hilt] Website. Hill will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausaallly! PROFIS Enemeering(c) 2003.2021 Hilli AG, rt -9494 Schaen Hllti is a registered Trademark of Hilt AG, Schaao WISEMAN + ROHY STRUCTURAL ENGINEERS BY V DATE PROJECT �� t S L G EF P i� i A SHEET N0. OF Ic- G C2 JOB NO. lJT - 2L_S g-- MA`r I`1AN c"�4. I Ak,, #IfaIS _ �y" THR- b A—oN B,L-A? LE (� � � S w. � r✓ �= ,� f� j � lu G� Gc 1t �� U r,r €��y � rr# r k � s„sRL ENGINEERS i WESTCLIFF PLAZA ♦i ANCHORAGE Newport Beach, CA November 16, 2021 W+R Job #21-085 9915 Mira Mesa Blvd. Suite 200 San Diego, CA 92131 TEL. (858) 536-5166 WRENGINEERS.COM WISEMAN + ROHY STRUCTURAL ENGINEERS BY Y� DATE PROJECT {. �'T F F PL-), cuA SHEET NO. OF JOB N0. Z i ` S b t: a :a E'ie._ ! a r Lvlar� t c 7 x_vN S wv -t, r..1 6 Y 00 c"t x Hazards by Location Search Information Address: 1062 Irvine Ave, Newport Beach, CA 92660, Description USA Coordinates: 33.6293423,-117.9074285 Elevation: 87 ft Timestamp: 2021-11-16T21:53:28.635Z Hazard Type: Seismic Reference ASCE7-16 Document: SDS Risk Category: II Site Class: D -default Basic Parameters Santa Ana Heights G 0 87 ft t ��A U Balboa Bay Resor i Newport PA of California r Irvine l U vp Beach NiOrlC3i�I (D Snn Joaquin cALis :fa Hills Cao 919alboa Pier R.Mapdata ©2021 Name Value Description SS 1,366 MCER ground motion (period=0.2s) St 0.487 MCER ground motion (period=1.0s) SMS 1,639 Site -modified spectral acceleration value SMI * null Site -modified spectral acceleration value SDS 1.093 Numeric seismic design value at 0.2s SA SDI " null Numeric seismic design value at 1.0s SA See Section 11.4.8 1.2 Additional Information Name Value Description SDC ` null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0,2s) CR1 0.922 Coefficient of risk (1.0s) PGA 0.595 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.714 Site modified peak ground acceleration Job Name; System Reference: Date: 2081230V OUTDOOR VRF HEAT PUMP SYSTEM UNIT OPTION .. — _... ° Standard Model,,. _ ,TUHYPO963AN40AN Seacoast (BS) Model �. .. TUHYPO963AN40AS ES ACCESSORIES ( Header Ki[ H for details see Pipe Accessories Submittal ° Joint Kit for details see Pipe Accessories Submittal Nis I one I ° low Ambient Kit ,., _. for details see Low Ambient Kit Submittal Panel Heater Kit for details see Panel Heater Kit Submittal D Snow/Hail Guards Kit, , �. for details see Snow/Hail Guards Kit Submittal Cooling Capacity (Nominal) FITUIH 96,000 Healing Capacity (Nominal) aTUIH 108,000 Guaranteed Operating Range' Cooling' -°F;rCI 23-126(5.0-5201__... Heading' °F [°C) 4-80 140.0-15.5] Extended Operating Range Healing °F (°C) -18-60 [•28.0-15.5( External Dimensions (H x W x 0) In. [mm) 71.10116 x 48-04116 x 29-3116 IL818 x/240 x 740] _....... Net Weight Lbs Ikgl 569 t258) Editorial Finish Pre-coated galvanized steel sheet («powder coaling for 95 type) <MUNSELL 3Y T811,1 or similap Eledrlcal Power Requirements Voltage, Phase, Hertz, Power Tolerance 20IV230V, 3-phase, 60 Hz: t10 Minimum Circuit Ampacily A 33.0131.0 Maximum Overcunent Protection A 50145 Recommended Fuse Size A _. 40/40 Recommended Minimum Wire Size AWG [mml 81816.4/8.41 SCCR kA 5. Refrigerant Piping Diameter Liquid (High Pressure) _ la Imml 318 [9.521 Brazed _ Gas (Low Pressure) in. Imml ]18 [2221 Brazed Max. Total Refrigerant Line Length FI. 3200 - -- Max Refrigerant Line Length (Between ODU S IQU) Ft. 541 Max. Control Wiling Length I FL 1640 Indoor Unit Connectable Total Capacity 50.0-1 3Ub% of outdoor unit capacity Modeiloua ity - P05-P96I1.0-20.0 Sound Pressure Lewis d9tA) 56.5-58.5 Sound Power Levels d8IA1. 75.5R75 Type x Quantity _.. Propeller ran x 2 _... Airflow Rate CFM 6]00 FAN` _ .. .. Selecmbla; _... External Static Pressure In. WG 0.00, 0. 12, 024, 0.321n, WG; factory set to D In, WG Compressor Operating Range 17.0% Io 100.0% Compressor Type x Quantity Inverter scroll hermetic compressor x 1 Refrigerant Type Original Charge R410AX Zt lbs♦9:0 az [9.8 kg1 High Pressure Protection High pressure sensor, High pressure switch 014.15 MPa (691 psi) Protection Devices Invader Groat (Comp.IFan) Over -current protection Fan Molm Over.cunont protection EER 13.414.6 AHRI Ratings (OuctedMvmduatad) IEER 26.2132.8 cop ....... _. _.... __. __. 3.981434 NOTES . _. .... -. Nominal cooling conditions (Test conditions are based on AHRI 1230{ 'Harsh weather environments may demand performance enhancing equipment Ask your Mitsubishi Indoor. 80'FD.B.167'FW.B, (26.7°CD.8.119.4'CW.8.j, Outdoor; 95`FO.8, (35'CO.B.) Electric representative for more details about your region Nominal heating conditions (Test canditiuns are based an AHRI 1230) 'For details on extended cooling operation range down to -10° F Ca. see Low Ambient Kit Submittal Indoor: 70` Foe, (21, 1-CD.B.L Outdoor: 4]'FD.B./43°FW.B.(83'CD.B16. 1'CW ,9.) "When applying product below-4°F, consult your design engineer for cold climate application best practices, including the use of a backup source for heating 'Unit will continue to operate In extended operating range, but capacity Is not guaranteed Specifications are subject to change without notice. U 2021 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. TUHYP(096/120/144)3AN40A(N/B) Unit: mm (in.) NOTES: SEACOAST PROTECTION Anil -corrosion Protection: A coating treatment is applied to condenser will for protection from air contaminants. Standard: Sail Spray Test Method - no unusual rust development to 480 hours. Sea Coast (BS): Sall Spray Test Method (JRA 90021- no unusual rest development to 960 hours. FORM# TUHYPO963AN40AIN(B)-202107 e Nus Intertek Specifications are subject to change without notice. OO 2021 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. Is gqg� 8 3 y k8 9 q m�U$ m5 H m g 00 � S5. a. HIP 4@o (315 C OY. 11 to yryg -5d U Y s b $ N �' a n Z3� NOTES: SEACOAST PROTECTION Anil -corrosion Protection: A coating treatment is applied to condenser will for protection from air contaminants. Standard: Sail Spray Test Method - no unusual rust development to 480 hours. Sea Coast (BS): Sall Spray Test Method (JRA 90021- no unusual rest development to 960 hours. FORM# TUHYPO963AN40AIN(B)-202107 e Nus Intertek Specifications are subject to change without notice. OO 2021 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. WISEMAN ROHM EQUIPMENT SEISMIC ANCHORAGE PROJECT: Wesldiff Plaza Ll. STRUCTURAL ENGINEERS (2018 IBC 12019 CBC/ ASCE 7-16) LOCATION: Equip. Anchorage Version 3.0 1 JOB NO: 21-065 11/16/2021 13:54:0: EQUIPMENT ANCHORAGE PER ASCE 7-1613.3.1 aP = 2.5 Equipment Weight = 570 Ib Length (long side) (@ anchors) = 41.75 in RP = 6.0 Curb Weight = 0 Ib Width (short side) (@ anchors) = 26.75 in ftp= 1.0 Total Weight = 576 ib (WP) SDs = 1.093 # Anchors on long side (10 max) = 2 (41,7 in oc) IP = 1.0 Top of Curb to COG = 36 in # Anchors on short side (8 max) = 0 (26.7 in oc) Z = 4.5 ft (equip ht) Curb Height = 0 in (not counting corners at short sides) IT = 4.5 ft (roof ht) Total Ht to COG = 36 in (HT) Total Anchor Points = 4 Horizontal F, = 0.4 (RP� (/P)(Sos) (1'yP) (1 + 2 hl = T) FPX MIN' 0.3(SDS)(ld(WP)= FPX MAX = 1.6 (SDS) (1P) (WP) = FPx 0,547 Wp Fpm 30.2 (SDs) (Wu) = 0.2166 Wp Anchor Layout 0.547 Wp 84 0.328 Wp 00 1.749 Wp ae 12 ----------- ---------.-------------------`- -I.0 9F1 >2 -48d!tj > ') �4 48 72 16 129 -F6 a0 Anchorage Calculations: Strength Level Forces: ASD Level Forces: Fpx 0.547 Wp = 311.5 to F, 0.383 WP = 218.1 Ib Fpm 0.219 Wp = 124.6 Ib Fp,= 0.153 WP = 87.2 Ib Critical Angle= 0 degrees Mot= FpX * HT= 11214 Ib -in MR= (0.9 -Fpr) * WP * LX = 5195 Ib -in (at critical angle) MNET= (MOT -MR) = 6019 Ib -in (at critical angle) T�= 113 Ib Tension I Anchor (worst case anchor) Vp= 78 Ib Shear I Anchor (all equal) NOTES: Critical Angle = 0 degrees MOT= FpX * HT = 7850 Ib -in MR= (0.6-FPX) * Wp * LX = 3408 Ib -in (at critical angle) MNET= (MOT -MR) = 4442 Ib -in (at critical angle) TAso= 83 Ib Tension I Anchor (worst case anchor) VAso= 55 Ib Shear I Anchor (all equal) - This spreadsheet checks all angles (0 deg - 90 deg) for each bolt arrangement. Forces given are for the worst-case angle. - Angles are measured up from the horizontal line in the diagram above through the center of the unit (0 deg = right, 90 deg = up). - Attachment t0 concrete or masonry shall use Omega unless governed by a ductile shear or tensile failure. - If equipment is mounted on vibration isolators with the clearance from equipment to frame > 0.25 inch use 2Fp (double Sds). - Lx is the distance to the farthest anchor measured perpendicularly from the angled line of rotation. E:\Projects\21\21-085 Westcliff Plaza T.I\2019 CBC- Mechanical Anchorage TY Z X W+R Structural Engineers 1, ! SK - 1 DM Westcliff Plaza T.I. Nov 16, 2021 at 2:57 PM Westcliff Equipment Platform.r3d Company W+R Structural Engineers Designer DM Job Number .:.::. .......:.... Model Name Westcliff Plaza T.I. (Global) Model Settings Dis la Sections for Member Calcs 5 _ Max Internal Sections for Member Calcs 97 _ Include Shear Deformation? Yes Increai-e—Nalling Capacity for Wind? Yes Include War in ? Yes Trans Load Btwn Intersecting Wood Wall? I Yes Area Load Mesh inA2 ACI 318-14 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 10.50% Include P -Delta for Walls? I Yes lAutomaticalIV Iterate Stiffness for Walls? 1 Yes Max Iterations for Wall Stiffness 3 Gravit Acceleration ft/secA2 32.2 Wall Mesh Size in 12 Ei ensolution Convergence Tol. 1.E- 14 Vertical Axis Y Global Member Orientation Plane XZ Static Solver S arse Accelerated ,Dynamic Solver I Accelerated Solver 'Hot Rolled Steel Code AISC 15th 360-16 : LRFD iAdlust Stiffness? No RISAConnection Code AISC 14th 360-10 : ASD ;Cold Formed Steel Code AISI 5100-12: ASD lWood Code I AWC NDS -18: ASD Wood Temperature < 100E ;Concrete Code ACI 318-14 Wasonry Code ACI 530-11: ASD ;Aluminum Code AA ADM1-10: ASD -Building 'Stainless Steel Code ATSC 14th 360-10 : ASD Adjust Stiffness? lYes(Iterative ) Nov 16, 2021 2:57 PM Checked By:_ RISA -31) Version 17.0.4 [E:\Projects\21\21-085 Westcliff Plaza T.I\Westcliff Equipment Platform.r3d] Page 1 Company W+R Structural Engineers Nov 16, 2021 IIIRISA DesigneDM 2:57 PM Job Numberr Checked By:_, ,.._:_. Model Name Westcliff Plaza T.I. (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) ASCE 7-16 Not Entered l Add Base Wei ht? 11154 11154 t x 02 _ ---� Ct Z 02 T X sec Not Entered T Z sec Not Entered RX 3 R 3 Ct Exp. X _ .75 Ct Exp. Z .75 _ SDI 1 SDS 1.6 SI - 1 TL sec 15 Risk Cat I or II Drift Cat ( Other mZ 1 Om X 1 6 A5A53 Gr.l e 1 Cd X 4 (Rho Z 65 .65 7` Rho X 1 35 1 8 Hot Rolled Steel Properties Label E fksn G fksil Nu Therm (/1... Densitvfklft^31 Yieldfksil Rv Fnfksit Rt 1 2 A9921290WQ A36 Gr.36 7 29029000 11154 11154 .3 .3 65� 1 .65 49 - �49� 3.02 - 50 36 1.5 58 1.2 3 1 A572 Gr.50 1 29000 i 11154 3 i .65 11 .49 _I 5 08 50 1.1 1 65 1.1 4 IA500 Gr.13 RND 1 29000 1 11154 .3 J 65 .527 42 1.4 58 1.3 6 A5A53 Gr.l e 1 29000 11154 .3 .3 65 .65 7` 527 49 4.5 _ 35 1 8 6 1 1 2::�] _7 - A1085 1 29000 11154 3 i.65_ 49 Lateral 50 1.4 65 1.3 Hot Rolled Steel Section Sets Lahel Shane Tvne DeAnn I Mstarial naslnn Rides A M91 Ivv findl In rindl .I lindl 1_ _Tubes � H_SS_3_X_3.X4 Ieam i SquareTube A500 Lateral: 3.02 '13 02 1 5.08 Posts HSI S3X3X4 I Column 1 SquareTube A500 Gr B R.. Tvoical 2 44 3 02 3 02 _I 5 08 3_! Angles i L3X3X4 IBeam .Wide Flange A500 Gr.6 R.., _Tvoical ,__I_ 1_44 _,__ 1.23 1:23 : 031__^ Hot Rolled Steel Design Parameters Label Shane Lenathfftl Lbvvfftl Lbzzfftl Lcomo tonfftl Lcomn botfftl L-torou-.. Kvv K77 Cb Rlnntion 1 M1 i Tubes 3 Lb Lateral: 2 M2 1 Tubs 6 Lb Lateral 3 M3 I Tubes 3 LbyL_ _ i Lateral; 4 M4 Tubes 6 Lb Lateral ! 5 1 M5 Posts 4.5_ Lateral 6 M6 Posts 4.5 �r Lateral 7!_ M7 Posts 4.5 _ 1 ! Lateral 8 M8 Posts 4.5 Lateral 9 ! M9 Angles 3 LbYY Lateral! 10 M10 Angles �- C Lbyy I Lateral RISA -3D Version 17.0.4 [E:\Projects\21\21-085 Westcliff Plaza T.I\Westcliff Equipment Platform.r3d] Page 2 Company W+R Structural Engineers Nov 16, 2021 IIIRISA Designer DM 2:57 PM Job Number Checked By:_ Model Name Westcliff Plaza T.I. Joint Coordinates and Temperatures I. ahel X rftl V tftl 7 rfn TAmn fP1 not�,h F-- n;� 1 1 N1 0 0—_� 0 0 M10 2 N2 6 0 0 0 15 .15 3 ! N3 0 0 3 0 5 6 4 N4 6 0 _ 3 0 _ 5 i 6 N5 N6 0475,_„____,_____ rt 6 4.5 0 0 0 DL 1.2 EL 1 1 LL .5 L.i 1 8 8 9 N8 N9 6 6 1.33 4.5 _I_ 4.5 4.5 3 3 0 0 0 0 DL .9 EL 1 I 10 N10 33 _ 4.5 3 0 11 N1'4.67 4.5 0 0 12 NV 4.67 4.5 3 0 Member Point Loads (BLC 1 : Dead) Member Label -- DimcfIgn MagnitudeLO) Location�ft% Member Point Loads (BLC 5: Seismic) Member Label Direction Mannitudefk.k-ftl Inrnfinnfft^/1 _M9 - Y ,...- — -.15 -- -- - i 5 I 2 M10 Y 15 _ 5 3 4 ! __M9 I M10 Y 1Y 15 .15 1 2.5 2.5 Member Point Loads (BLC 5: Seismic) Member Label Direction Mannitudefk.k-ftl Inrnfinnfft^/1 Basic Load Cases Load Combinations Describtion Salve PD. -S... R._ Fa . RLC Fa_. RI.0 Fa._R.. Fa.. R Fa_. R.. Fa R FA R Fa R FA R FA i 1 IBC 16-1 'Yes .312 %50 2 M1 X 312 %50 3 1 M912 ILL 1.6 RLL .5 .12 5 4 M10 Y __ .12 IDLI1.2! 5 6 M9 M10 — —� Y Y _ .12 12 2.5 Basic Load Cases Load Combinations Describtion Salve PD. -S... R._ Fa . RLC Fa_. RI.0 Fa._R.. Fa.. R Fa_. R.. Fa R FA R Fa R FA R FA i 1 IBC 16-1 'Yes —Y' _ DILI 1.41 1�I IBC 6-2 a Yes Y DI -1111 ILL 1.6 RLL .5 3 IBC 16-21b) ;Yes 1 Y i IDLI1.2! LL 1.6. 4 IBC 16-3 a Yes Y DL 1.2 RLL 1.6 LL .5 5 IBC 16-5 Yes Y DL 1.2 EL 1 1 LL .5 L.i 1 6 IBC 6-7 Yes Y DL .9 EL 1 I I Envelope Joint Reactions RISA -31D Version 17.0.4 [E:\Projects\21\21-085 Westcliff Plaza T.I\Westcliff Equipment Platform.r3d] Page 3 Company W+R Structural Engineers Nov 16, 2021 DesigneDM 2:57 PM Job Numrber Checked By: ,,..., Model Name Westcliff Plaza T.I. Envelope Joint Reactions (Continued) jamX fk LC Y (M. LC Z k_ftj 1 LC MX jLC MY k-ftj_ LC MZ lk-ft LC 4 N1 min -.072 6 V257 6 -.078 6 0 i 1 0 2.15164T1 I 2. 5 '_ ,___N4_lmax'_034 0 1 4 ( .51$ 5 0 4 0 6 0 6 0 6 6 I max min -.093 5 .2867 0 __ -.078 5 0 1 0 1 0 1 7 41 N2 Imaxi -.034 _ 4 i 334 . 1 I .00,1 -5.677e-6 I 0 '; 6 0 6 0 i 6 I 8 max mint -.093 C 5 1 -.023 6. -.077 ,1 _ B 1 0 1 1 4 1 2.151 e-4 i 1 6 9 Totals: max, 0 4? 1-334 1 1 1 0 4 2-1.484e-4 5-1.852e-3 6 7 i r 10 l max Imtnl - 312 5( 378 [ 6] __' 312 1 5 1 8.1286- -1.8436-414 ( 1 Envelope Joint Displacements Joint X tint LC Y lint I C 7 tint I C X Rnfatinn I r` Y Rotation I C 7 Pntnunn r I r 1! N1 max_ 0 6 0 1 6 1 0 1.6146-3 5 1.1556-8 4 2.15164T1 I 2. �5� min 0 1 0 1 0 _-C 1-5.677e-6 HSS3X3X4 1 -2,599e-5 5 -1. 53e-3 6 3' N2 I max 0 ( 6 0 6 0 __ 6 1.613e-3 5 19.766e-5 6-1.8436-4 H1-16 ' 4 4 HSS3X3X4 min ! 0 1 0 1 0 1 -5.677e-6 1-1.347e-8 M6 1-1.974e-3 .080 5 8 I N3 max 0 6 0 6 i0 M7 r Mg 6 1.6236-3 5-1.1556-8 5 5 _ 4 1 2.151 e-4 i 1 6 9 min C 1 0 1 0 _ 1 IBe- 2-1.484e-4 5-1.852e-3 M10 6 7 i N4 l max 0 6 0 i m1 6 1 0 6 1 1.6236-3 5 8.1286- -1.8436-414 1 8( min 0 f 1 0 4.8666-6 2 1.3476-8 __5 1-1.9776-3 5 9 1 N5 max .079 1 5 �i_6 064 5 1 3.271 e-4 ! 5 1.1 5e- R 4 3.7736-4 10 min 0 2 0 t 0 2 9.9466-6 2-2.599e-5 5�-7.627e-4 _4 5 11 1 N6 1 max .079 5Oe_ i 6 064 5 ; 3.2696-4 I 9.766 - 6 4,4026-41 12 min 0 1 0 1 9.9466-6 2-1.347e-8 1 5.107e-4 13 N7 max ___Q Y9 0 1 6 .064 5 3.089e-4 6 1-1.155e-8 4-3.773e-41 4 1 14 min 0 I ] 2 0 0 1 -1.16e-5 1-1.484e-4 5rll.�102e-4 4e-4 15 ` N max .079 _i5 0 4 064 5 3.0896 4 8..128e-5 5 . 1 16 min 0 1 0 5 0 1 -1.166-5 1 1.347e-8 1 .11 -4 17 '_ 18 1 N9 I max 1 min .079 0 I S 2 -.005 -.009 6 1 .067 0 5 1 3.271 e 4 9.9466-6 5 2-1.657e-4 t 1.192e-81 4-7.5476-5 5 4596e-4 &_ 1 19 i N10 max I .079 11 5 -.006 6 067 5 1 3.0896-4 6-1.1926-8 s 4 7.511 e-5 6 1 1 20 min 0 2 -.0 9 1 0 1 -1.16e-5 1-2.169e-4 5 -4.5 6e-4 1 21 N11 max .079 1 5 1 .003 6, 067 5 3.2696-4 5 1.524e-4 6 4.596e-4 __1„_ min 0 I -.009 1 0 1 9.9466-8 2-1.3916-8 19_341e-5 6 23 I N12 1maxl 079 5 002 6 1 .067 5 3.089e-4_1 6 2.3156-4 16 4.596e-4 1 24 1 1 min 1 -1.16e-5 1 1.3916-8 1 9.309e-5 1 6} Envelope AISC 15th(360-16): LRFD Steel Code Checks Member Shape Code Cheek Locfftl LC Shear..LocL.DirLCohi*Pn...nhi`Pnt..nhi*Mn._nhi*Mn_Ch Fnn 1 MI _, HSS3X3X4 .064 3 6 .009; 0 5!94.146101.01618556 8.55612 H1-1bl 2 MZ HSS3X3X4 .062 6 �5� 010 0 y 1 176 213 101.016 8 556 8.55612 -11 -11 -lb! 1 3 1 M3 HSS3X3X4 A53 3 5 1 .0091 3 1 15194.146 107.076 8.55618.556.2.. Ht-tb'. 4 HSS3X3X4 .061 0 5 .010 6 1 76.213 101.016 .556 8.55512. H1-16 5 M5 HSS3X3X4 .080 ! 0 6 ' .0031 0 Iz!5'86.211 101.0161. 8.556 8.556 h•. H1 -1b! 6 M6 HS53X3X4 .080 0 6 .003 z 6 86.211 101.016 8.556 8.556 1.. Hi -fie 7 8 M7 r Mg HSS3X3Xa HSS3X3X4 .094 090 1 0 0 5 5 _ 1 .004 ! .004 0 86.211.1101.016' 0 y 15 186.2111101.016 8,556 g. 56 8.556 M1a! Hi -1b 8.556 1.. H1.1b 9 1 M9 L3X3X4 .0551 15 1 012 0_ Iz!1 46.209?59.616 2.157 4.381 1.!.H2-1' 10 M10 L3X3X4 _ .055 1.5 1 012 0 zT1 46.209 59.616 2.157 4.381 1 H2-1 RISA -31) Version 17.0.4 [E:1Projects121121-085 Westcliff Plaza T.11Westcliff Equipment Platform.r3d] Page 4 Hilt! PROFIS Engineering 3.0.73 www.hilti.com Company: Wiseman + Rohy Structural Engineers Page: 1 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone I Fax: 85853651661 E -Mail: Design: Platte" Anchorage - Nov 16, 2021 Date: 11116/2021 Fastening point: Specifier's comments 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 318 (2) hncm2 Item number: 2210237 KB-TZ2 318x3 1/2 Effective embedment depth: hard, = 2.000 in., h. = 2.500 in. Material: Carbon Steel. ME= Evaluation Service Report: ESR4266 Issued I Valid: 711/202111211/2021 Proof: Design Method ACI 318441 Mach Standoff installation: ea = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : Ix x ly x t = 7.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS3X3X,250; (L x W x T) = 3.000 in. x 3.000 in. x 0.250 in. Base material: cracked concrete, 2500, f,= 2,500 psi; If = 420.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension:. condition B, shear.. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic toads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2,3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.1b] \x Input date and results must be checked for conformity with the existing conditions and for pleusibildyt PROFIs Englneering t c 120932621 +111 AG, FL -9494 Schaan Hilti Is a reglslered Trademark of Hit AG, screen ELM Ill H[Iti PROFIS Engineering 3.0.73 wvvw,hilti,com Company: Wiseman+ Rory Structural Engineers Page: 2 Address; 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 8585365166 E -Mail: NIA Design: Platform Anchorage - Nov 16, 2021 Date: 11/16/2021 Fastening point: 1.1 Design results Case Description Forces [Ib] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 962; Vx = 220; VY =220; yes 55. Mr=0:My=O; Ms 0; 2 Load case/Resulting anchor forces Anchor reactions tib] Tension forge: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 617 104 73 73 2 617 104 73 73 3 133 104 73 73 max. concrete compressive strain: 0.16 [%o] max. concrete compressive. stress: 676 [psi] resulting tension force in (x/y)=(-0,195/-0.195); 1,368 [Ib] resulting compression force in (x/y)=(-3,0250.025): 406 [lb) Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Y 02 • Tension 03 O1 Coll of e9siml I Load No, [lb] Capacity $ Na [ib] Utilization PIN = Na,/'ll No Status Steel Strength" 617 4,869 13 OK Pullout Strength' N/A NIA NIA N/A Concrete Breakout Failure- 1,368 2,522 55 OK ` highest loaded anchor "anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for hausibllilyl PROFIS Engineering t c ) 2003-2021 Higi AG, FL -9094 Schaan Hilt! is a registered Trademark of Hitt AG. Schaan F Hilt[ PROM Engineering 3.0.73 www.hilti.com Company: Wiseman+ Rohy Structural Engineers Page: 3 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail Design: Platform Anchorage - Nov 16, 2021 Date: 11/16/2021 Fastening point: Naa [Ib] 3.1 Steel Strength Near = ESR value refer to ICC -ES ESR4266 d, Nen > Noa ACI 318-14 Table 17.3.1.1 Variables nn "se.N [In 2] fwa [psl] 0.05 126,204 Calculations Ns. [lb] 6,493 Results Naa [Ib] 4, rest 'onduclae 0 N [Ib] Nna [lb] ' 6,493 0.750 1.000 4,869 617 Input data and results Must be checked for conformity with the existing condlllonsand for plausibally! PROFIS Engineering( c 12003-2021 Half AG, FL -9494 Scherer Hilt is a registered Trademark of HIM AG,Schaan Hiltl PROFIS Engineering 3.0.73 www.hilti.com Company! Wiseman + Rohy Structural Engineers Page: 4 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 1111612021 Fastening point: ACI 318-14 Eq. (17.4.2.1c) 3.2 Concrete Breakout Failure N`bg — (ANca) W to A 41pu,N 914N Vtep.N Nb ACI 318-14 Eq. (17A2.1b) $ Nam > Nae ACI 318-14 Table 17.3.1.1 ANS sea ACI 318-14, Section 17.4.2.1, Fig.. R 17.4.2.1(b) Arvau =9h 2 at 1 ACI 318-14 Eq. (17.4.2.1c) y `ac,14 =�1+2aN/ 1 X1.0 ACI 318.14 Eq, (17.4.2.4) 3 hat 4'mJN =0,7+ 0.3 (1.551.0 ACI 318-14 Eq (17.42.5b) as = MAXtcj cc'" 1.5h., < 1.0 ACI 318-14 Eq. (17.4.2.7b) cp,N a Nb = ka 4 a alfa ha)$ ACI 318-14 Eq. (17.4.2.2x) Variables hal [in.] a,,,, [in.] ew N [in.] ca mm [in.] T c,N 2.000 0.472 0.472 m 1.000 ca [In.] ka ), a f [psi] 4,375 21 1.000 2,500 Calculations) AN tri ANca[irt WactN rlre12,N lygdN� Wcp.N N,fib] 84.00 36.00 0.864 0.864 1.000 1,000 2,970 Results Nc rib) fi rums.t. fizeis is `tnormactite 0 Ncbp [lb] N,;a [lb] 5,174 0.650 0.750 1.000 2,522 1,368 input data and results must be checked for contormlty with the exlsdng candltions and for plausiblldy! PROFIS Engineering I c 120033021 HIM AG, FL -9494 Scbaan HIIII is a registered Trademark at did AG, Schaan 4 81 Min ad Hilt! PROMS Engineering 3.0.73 www.hiiti.com Company: Wiseman + Rohy Structural Engineers Page: 5 Address: 9915 Mira Mesa Blvd Spocifier. David Maestas Phone I Fax: 8585365166 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11116/2021 Fastening point: 4 Shear load Load Von [ib] Capacity 110 Vo [Ib] Utilization Civ = V,e4 Vn Status Steel Strength` 104 2Z1 5 OK Steel failure (with lever arm)' N/A NIA NIA N/A Pryout Strength" 311 4,851 7 OK Concrete edge failure in direction " NIA N/A N/A NIA " highest loaded anchor "anchor group (relevant anchors) 4.1 Steel Strength VS.,eq = ESR value refer to ICC -ES ESR -4266 o Vnlael > Vda ACI 318.14 Table 17.3.1.1 Variables Aye v CIn 1 to,. IP57 ey.naia 0.05 126,204 1.000 Calculations Vsa.ea [Ibl 3,386 Results Vee a [Ib[ steel �nonduciue _ '� Vsa.en (lb) Vo. [Ib] 3,386 0.650 1.000 2,201 104 Input dot. antl results must bechecked for conformity wish the revidi gcondiliens antl for plausibility! PROFIS Engineering j c 120032021 HIM AG. FL -949e Selman Hilll is o registered Trademark of Hllti AG, Schaao 9 Hilti PROFIS Engineering 3.0.73 Company: Address: Phone I Fax: Design: Fastening point: Wiseman + Rohy Structural Engineers Page:. 6 9915 Mira Mesa Blvd Specifier: David Measles 85853651661 E -Mail: Platform Anchorage - Nov 16, 2021 Date: 11/16/2021 4.2 Pryout Strength >' a tc [pail Vr.P9 =it [A Arich ry ac.N Wad.N 4r c,N 9r cP.N Nb, AGI 318-14 Eq. (17.5.3.1 ti) 21 1.000 2,500 Vi Vqm a VPa Calculations ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b) ANrp =9h 2 AN, [in."] ACI 318-14 Eq. (17.4:2.1c) 1 iVe=aN T. N IVocrl=(1+2ew)g1.0 84.00 ACI 318.14 Eq,(17A.2A) 3 h°/r 1.000 1,000 IV ed,N = 0.7 + 0.3 (2a—min ` 5 1.0 1.5her ACI 318-14 Eq, (17.4.2.56) IV cp,N = MAX(Saga, 1 h°r) < 1,0 ACI 318-14 Eq. (17.4.2.7b) as Ga. 'Mils mic NN = kr h a Yic hat + Vale [IbJ AC 1318-14 Eq. (17.422a) Variables 0.700 1.000 kw hat [in.) acl.N [in.] e12.N [in.] carom [In.] 1 2,000 0,000 01000 W rN eac [in.] it, >' a tc [pail 1.000 4.375 21 1.000 2,500 Calculations AN, [in."] Area[�� �� W ecl, iVe=aN T. N Wcp.N Nle [Ib) 84.00 36.00 1.000 1.000 1,000 1.000 2,970 Results Vr Iib) cimcmta 'Mils mic 'bh.w.d9e + Vale [IbJ Vaa [Ib] 6,930 0.700 1.000 1.000 4,851 311 5 Combined tension and shear loads PN 0, S Utilization pN v (%J Status 0.542 0.064 513 38 OK (3Nv = 1114 + [1V S= 1 Input data and results must be chocked for conformily with the existing conditions and for plausibility! pROPIS Engineering ( c) 2003-2021 Kill AG, FL -9494 Schaan HIM Is a registered Trademark of Hilb AG, Schaan L" 1 Itio • in Company: Wiseman + Rey Structural Engineers Page: 7 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone 1 Fax: 8585365166 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11116/2021 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TRO29 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 sdff,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 PROMS 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 h(tps://submittals.us.hllti.com/PROFISAnchorDesignGuide! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318.14. Chapter 17, Section 17.2.3.4.3 (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 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17,2.3,4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c), Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (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 17.2.3.4.3 (c) f Section 17.2.3.5.3 (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 17.2.3.4.3 (d) t Section 17.2.3.5.3 (c) waive the ductility requirements and require thedesign strength of the anchors to equal or exceed themaximum tension / shear obtained from design load combinations that include E, with E increased byte, Hill post -installed anchors shall be installed in accordance with the HIM Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2021 Hilll AG, FL -9494 Schwan HIM Is a registered Trademark of Rilil AG. Schaan www.hilti.com Company: Wiseman+ Rohy Structural Engineers Page: 8 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11/16/2021 Fastening point: 7 Installation data Profile: Square HSS (AISC), HSS3X3X250; (L x W x T) = 3,000 in. x 3.000 in. x 0.250 in. Hole diameter In the fixture: dr= 0.438 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: Kwik Bolt TZ2 - CS 318 (2) hnom2 Item number: 2210237 KB-TZ2 318x3 1/2 Maximum installation torque: 361 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. Hilti KB-TZ2 stud anchor with 2.51n embedment, 318 (2) hnom2, Carbon steel, installation. per ESR -4266 7.1 Recommended accessories • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor (in.) Anchor x y 1 2.000 -2.000 2 -2.000 2.000 3 -2.000 -2.000 Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 0.000 :.x c -y C. Input data and results must be checked for conformity wlth the existing conditions and for plausihilltyl PROFIS Engineering i e) 2003.2021 Hill AG. FL -9494 Schaal H11a is a registered Trademark of Kid AG,Schaan 8 HIM PROFIS Engineering 3.0.73 viwsr.hilti.com Company: Wiseman * Rohy Structural Engineers Page: 9 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 8585365166 E -Mail: Design: Platform Anchorage - Nov 16, 2021 Date: 11116!2021 Fastening point: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hill 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 Hilb 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 stepsto prevent or limit damage caused by the Software. In particular, you must arrange for the. regular backup of programs and dela and, if applicable, carry out theupdates of the Software offered by Hilt! 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 HIM Website. HIM will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity w!th the existing con inions and for plausibility! PROFIS Engmao"ng I c) 2003-2021 thin AQ, FL -9494 Schaan H16 is a rogistered Trademark of H!!ti AG. Schwan WISEMAN ROHY EQUIPMENT SEISMIC ANCHORAGE PROJECT: Westcliff Plaza T 1. STRUCTURAL ENG1114EERS (2018 IBC 12019 CBC I ASCE 7-16) LOCATION: Equrp Anchorage - Slab Version 3.0 1 JOB NO; 21-085 11116/2021 14:43:5' EQUIPMENT ANCHORAGE PER ASCE 7-1613.3.1 ap = 2, 5 Equipment Weight = 570 Ib Length (long side) (@ anchors) = 41.75 in RP .= 6.0 Curb Weight = 0 Ib Width (short side) (@ anchors) = 26.75 in Da = 2.0 Total Weight = 570 Ib (Wp) Sos = 1.093 # Anchors on long side (10 max) = 2 (41.7 in oc) IP = 1.0 Top of Curb to COG = 36 in # Anchors on short side (8 max) = 0 (26.7 in oc) Z = 0 ft (equip ht) Curb Height = 0 in (not counting comers at short sides) h = 1 ft (roof ht) Total Ht to COG = 36 in (HT) Total Anchor Points = 4 izontal Component (LRFD) Anchor Layout Fpx= 0.4 (RP��Iv)CSas)�>Nr)�1+2T) — 0.182 Wp S4 - p FPx MIN = 0.3 (Sos) (ld (WP) = 0.328 Wp en ((. F, MAX = 1.6 (Sos) (IP) (WP) = 1.749 Wp 36 Fpx 0.328 Wp • 12 + _.-----------------------p__-__---_---_---'11 4S 72 96 izi) Fpm t0.2 (Sos) (WP) = 0.2186 WP 16 -so -14 Anchorage Calculations: Strength Level Forces: ASD Level Forces: Fp„= 0.656 WP = 373.8 Ib (with Omega) Fpx 0.459 WP = 261.7 Ib (with Omega) Fpm 0.219 Wp = 124.6 Ib Fpm 0.153 WP = 87.2 Ib Critical Angle = 0 degrees MOT= Fr. * HT= 13457 Ib -in MR= (0.9 -FPS) * WP * Lx = 5195 Ib -in (at critical angle) MNET= (MOT - MR) = 8262 Ib -in (at critical angle) T„- 154 Ib Tension I Anchor (worst case anchor) V�= 93 Ib Shear / Anchor (all equal) NOTES: Critical Angle = 0 degrees MOT= Fpx * HT = 9420 Ib -in Me= (0.6 -FP.) * Wp * L, = 3408 Ib -in (at critical angle) MNEr= (MOT -MR) = 6012 Ib -in (at critical angle) TAso = 112 Ib Tension / Anchor (worst case anchor) VAso = 65 Ib Shear I Anchor (all equal) - This spreadsheet checks all angles (0 deg - 90 deg) for each bolt arrangement. Forces given are for the worst-case angle. - Angles are measured up from the horizontal line in the diagram above through the center of the unit (0 deg = right, 90 deg = up). - Attachment to concrete or masonry shall use Omega unless governed by a ductile shear or tensile failure. - If equipment is mounted on vibration isolators with the clearance from equipment to frame > 0.25 inch use 2Fp (double Sds). - Lx is the distance to the farthest anchor measured perpendicularly from the angled line of rotation. E:\Projects\21\21-085 Westcliff Plaza T.I\Condenser to Slab Hilt! PROMS Engineering 3.0.73 www,hilti.com Company: Wiseman+ Rohy Structural Engineers Page: 1 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Condenser Anchorage Date: 11/1612021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ2 - CS 112 (2) hnom2 2210254 KB-TZ2 112x3 314 her, = 2,000 in., haen; = 2,500 in. Carbon Steel ESR -4266 7111202111211/2021 Design Method ACI 318-141 Mach �rf f rf-iVilNi u i P i)t idle ldttl ��� SAF��T cracked concrete, 2500, fe = 2,500 psi; h = 4.000 in, hammer drilled hole, Installation condition: Dry tension: condition B, shear:. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (o)) Y x Input data and results must be chocked for muromdry with he existing conditions and for plausibility! PnOFIS Engineering i c ) 2003.2021 Hilt, AG, FL -9494 Schmid Hill is a registered Trademark of 1lilll AG, Schwan 1 Hllti PROFIS Engineering 3.0.73 wwv✓.hilti.com Company: Wiseman + Rohy Structural Engineers Page: 2 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 8585365166 E -Mail: Design: Condenser Anchorage Dale: 11116/2021 Fastening point: 1.1 Design results Case Description Forces [Ib] [Moments [in,lb] Seismic Max, Util, Anchor [e/ ] 1 Combination 1 N = 154; V, = 0; Vy = 93; yes 11 Mx=0:My=0;Mi=O; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 154 93 0 93 max, concrete compressive strain: - rlou] max. concrete compressive stress: - [psi] resulting tension force in (x1y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Steel Strength' Pullout Strength` Load No, [lb] 154 N/A Concrete Breakout Failure- 154 ` highest loaded anchor *'anchor group (anchors intension) fly fl, 1 8,433 N/A 1,448 Input data and results must be checked for conformity with the existing donations and tot plausibility! PROFIS Engineering I c) 20034021 Hilt AG, FL�9494 screen Hllti is a registered Trademark of Hall AG, Schaan Utilization ISN 2 N/A 11 12 Status OK NIA OK el 1' Hilt! PROMS Engineering 3.0.73 www,hilti.com Company: Wiseman + Retry Structural Engineers Page: 3 Address: 9915 Mire Mesa Blvd - Specifier: David Maestas Phone I Fax: 8585365166 E -Mail: Design: Condenser Anchorage Date: 11116!2021 Fastening point: 3.1 Steel Strength Na, = ESR value refer to ICC -ES ESR -4266 N. = 1ANc ad,N tltc,N I"On Na 41 N„ > Nua ACI 318-14 Table 17.3.1.1 Variables A,,, Cin) fun, [psi] 0.10 114,004 Calculations Nat, 11b) 11,244 Results N. [Ibl 'p steal an,na,cma 4' Na" [to) Nu, [Ib] 11,244 0.750 1.000 8,433 154 3.2 Concrete Breakout Failure N. = 1ANc ad,N tltc,N I"On Na ACI 318-14 Eq, (17.4.2.1 a) 4' Nch > Nu, ACI 318-14 Table 17.3.1.1 Ad, see ACI 318-14, Section 17,4.2.1, Fig. R 17.4.2.1(b) An,,, =91h 0 ACI 318-14 Eq. (17.42.1c) V' ad,N = 0.7 + 0.3\ c"='"'") < 1.0 1.5har ACI 318-14 Eq. (17.4.2.5b) rll _ MAX(c_'"" 1.5he1) 51.0 ACI 318-1A Eq. (17,4.2.7b) sp.N ` ,as cec Nit = ks X. T he[5 ACI 318-14 Eq. (17.4.2.2a) Variables he, [in.] Oa mm [in.l W c.N cac [in.l kc >` a fc [psi] 2.000 1.000 5.500 21 1.000 2,500 Calculations AN, (in'1 Ah, [ine] T d,N 'rmm Nh (1b1 36.00 36.00 1.000 1,006 2,970 Results Nd, fib) mncrele mseumi, 4'nanduc111e III Nch [Ib] Nu. (Ib] 2,970 0.650 0750 1,000 1,448 154 Input data and results must be checked for conformity with the existing condinums and for pladminlily! PROFIS Engineering ( c 12003-2021 11116 AS, FL -9494 Schaan Kill Is It registered Trademark of We AS, Schrum e HIM PROFIS Engineering 3.0.73 www.hild.com Company: Wiseman+ Rohy Structural Engineers Page: 4 Address: 9915 Mira Mesa Blvd Specifler: David Maestas Phone I Fax: 8585365166 E -Mail: Design: Condenser Anchorage Date: 11/16/2021 Fastening point: 4 Shear load highest loaded anchor "anchorgroup (relevant anchors) 4.1 Steel Strength Vso,ey = ESR value refer to ICC -ES ESR -4266 $ Vatad > Vda ACI 318-14 Table 17.3.1.1 Variables Load Vp, [Ib] Capacity 111 Ve [lb) Utilization 0, =Vokal' Vn Status Steel Strength` 93 3,599 3 OK Steel failure (with lever arm)' N/A N/A N/A N!A Pryout Strength" 93 2,0.79 5 OK Concrete edge failure in direction'" NIA N/A NIA N/A highest loaded anchor "anchorgroup (relevant anchors) 4.1 Steel Strength Vso,ey = ESR value refer to ICC -ES ESR -4266 $ Vatad > Vda ACI 318-14 Table 17.3.1.1 Variables Aaa.v [In) this [PSI] a s. 0.10 114,004 1.000 Calculations Vsa d [ib] 5,537 Results Vsa [ib] 1' aleet findamwAie 'I' Vsa ao [ib] Vua [lb] 5,537 0,650 1.000 3,599 93 Input data and results must be checked for conformity with the existing conddbns and for plausibility! PROFIS Engineming I c12003.2021 Hilt, AG. FL.9494 Schpan Hill! is a registered Trademark of Milli AG, Winds 4 LZI Hilti PROFIS Engineering 3.0.73 Company: Wiseman + Rohy Structural Engineers Page: - 5 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone I Fax: 8585365166 E -Mail: Design: Condenser Anchorage Date: 11/16/2021 Fastening point: 4.2 Pryout Strength V`P = kc, [(ANcb) gr,d.N TLN Ti,p.N Nb ACI 318.14 Eq. (17,5.3.1a) III, Ve, > Vaa ACI 318-14 Table 17.3.1.1 ANS see ACI 318-14, Section 17,4.2.1, Fig. R 97.4.2.1(b) AN,,,, = 9 hel ACI 318-14 Eq. (17.4.2.1 c) yr ea.N = 0,7 + 0.3 (ca=m'") < 1.0 ACI 318-14 Eq. (17.4:2,5b) 1.5ho1 IV qa.N=MAX(San i'5h°r) <1,0 ACI 318-14 Eq. (17.4.2,7b) coc cPc Nb = k. X a _'fC hays ACI 318-14 Eq. (17.4.2.2a) Variables 2.000 1.000 cac [in.) kc X n tc [psi] 5.500 21 1.000 2,500 Calculations ANc [m'] ANm (in?) w ad.N 4rcP.N Nb [lbl 36.00 36.00 1.000 1.000 2,870 Results Vc [Ib] tmone Illseismc norwuaae +p V [lb] VH, (Ib) 2,970 0.700 1.000 1.000 2,079 93 5 Combined tension and shear loads PN av rUtilization RN'v [a/o] Status 0.106 0.045 513 3 OK YNV_�N+YV Input Gala antl results must he ehecketl for mdy with Iba exlnp conditions and f.d plausibililyl RROFIa Enpi,renninp (c) 20p9-2021 hliW PG. G. FLFL aaHil -9984 Sch n Hilt, is a repisteretl Trademark o/ Hlli AG. Schaan t Hilt! PROFIS Engineering 3.0.73 www.hilti.com Company: Wiseman+ Rohy Structural Engineers Page: g Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail'. Design: Condenser Anchorage Date: 1111612021 Fastening point: 6 Warnings • The anchor design methods In PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG OOVAnnex C, EGTA 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:/lsubmittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C, D. E or F Is given In ACI 318-14, Chapter 17, Section 17.2:34.3 (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 17.2;3.4.3{b), Section 17.2,3,4.3 (c), or Section 17;2.3:4:3 (d), The connection design (shear) shall satisfy the provisions of Section 17.2:3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5:3 (c). • Section 17,2.3.4.3 (b) ( Section 17,2.3.5.3 (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 17.2.3.4.3 (c) I Section 17.2.3.5.3 (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 non -yielding attachment. Section 17.2.3,4.3 (d) / Section 17.2.3,5.3 (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 in , • HIM post -installed anchors shall be installed in accordance with the Hilt! Manufacturer's Printed Installation Instructions (MPiq. Reference ACI 318-14, Section 17.8,1. Fastening meets the design criteria! Input data and results must the checked for conformity with the existing conditions and for plausibllayl PROFIS Engense ing (c) 2003.2021 Hilti AG, FL -9494 Schaan Kit! is a registered Trademark of Hiiti AG. Setlaan H11ti PROMS Engineering 3.0.73 Company: Wiseman+ Rohy Structural Engineers Page: 7 Address: 9915 Mira Mesa Blvd Specifier: David Measles Phone I Fax: 85853651661 E -Mall: Design: Condenser Anchorage Date: 11/16/2021 Fastening point: 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (input): - Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (2) hnom2 Item number: 2210254 KB-TZ2 1120 314 Maximum installation torque: 602 in.lb Hole diameter in the base material 0,500 in. Hole depth in the base material: 2.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to Instructions for use is required. Hilti KB-TZ2 stud anchor with 2.5 in embedment, 1/2 (2) hnom2, Carbon steel, installation per ESR -4266 7.1 Recommended accessories Suitable Rotary Hammer Properly sized drill bit Coordinates Anchor in. Manual blow-out pump Anchor x y c:x c.x c -y c,y 1 0.000 0.000 - - - - Input data and results must be checked for conformity with the existing conditions and Por plausibility! PROFIS Engineering( c 12403.2021 Will AG, FL-94945chean Hill is a usealared Trademark of Halt AG, action Torque controlled cordless impact tout Torque wrench Hammer Hilti PROMS Engineering 3.0.73 Company: Wiseman + Roby Structural Engineers Page: 8 Address: 9915 Mira Mesa Blvd Specifier: David Maestas Phone I Fax: 85853651661 E -Mail: Design: Condenser Anchorage Date: 11/16/2621 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of HIM products and are based an the. principles,. formulas and security regulations in accordance with Hilli'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 HIM 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 or 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 aspecific 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 Hilt! 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. Hill will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for contornoty with the existing conditions and for plaushilityl PROMS Engineering ( c ) 29e3Qe21 Hilt AG, FL -9494 Schoen HIM is a registered Trademark or 1-001 AG, Schaan WISEMAN + ROHY STRUCTURAL ENGINEERS BY V w1 DATE PROJECT U S I L'-1- f:F yet. -A "i--, A SHEET N0. OF T i - it -V L"Gly t G C3 A JOB NO.2 10& .S" (^ T- 2.2 S Vvk A Y rf= 0. 5 r )Z44 QkjRt ���� LraSfiG'G'r',I£rF.J