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Report (59) Zarosinski Engineering& Design,Inc. tr 1400 NW 155"'Circle 1 �� '° 9 Vancouver,WA 98685 E /� Phone:(360)513-2746 i Email:dpzsl)i13-2trneil.com (, ' t < ZAROSINSKI ENGINEERING,d DESIGN Calculations for the attachment of a 3,000 Li r olgW Ta k ,18bh Liter Argon tanks to a 12'x20'xl' Reinforced Slab Foundation At Sls�vt'.o z¢ 76 Nuance Systems, Inc. 0" Oregon Business Park III J�„ I N ri'A 7233 SW Kable Lane # 500 - ' � Tigard, OR 97224 4( / ' s Calculations by Dean P. Zarosinski PE February 24, 2018 it+ �'� 18,1'• A ZRP0 Calculations for a 3,000 Liter Nitrogen Tank Seismic Load Expias:6's4;f)18 The foundation supports a Chart 3000 Liter steel tank containing Nitrogen with a tare weight of 330 k, a live load of 6.45 k with a design center of gravity at 3/5 height = 5.5'. Enercalc provides a total base shear of 2.88 k and a Base moment of 15.2 K-Ft. Calculations for 3,000 Liter Nitrogen Tank Attachment The 2.88 k Base Shear and the 15.2 K-ft seismic overturning moment is resisted by the anchor bolts with a moment arm of 4.83'creating tension at the baseplate's opposite side bolts of 15.2/4.83= 3.15 k. Dividing the 3.15 k uplift by 2 bolts equals 1,573 lb. tension per bolt. The 2.88 k shear is resisted by (4) bolts resulting in 720 lb. per bolt shear Checking attachment using Hilti software show the 75.5"X 60"baseplate with 4 bolt layout using loading to meet the ACI 318-14 code, use HILTI— KWIK BOLT TZ SS 3/4" DIAMETER POST bolt INSTALLED ANCHOR BOLTS EMBEDDED 4.25"INTO A 5.75"DEEP BY 3/4"DIAMETER HOLE, Special Inspection is required. Calculations for a 2,000 Liter Argon Tank Seismic Load The foundation supports a Chart 2000 Liter steel tank containing Argon with a tare weight of 3. live load of 4.3 k with a design center of gravity at 3/5 height = 5'. g 38 k, a Enercalc provides a total base shear of 2.06 k and a Base moment of 11.0 K-Ft. Calculations for 2,000 Liter Nitrogen Tank Attachment The 2.06 k Base Shear and the 11.0 K-ft seismic overturning moment is resisted by the anchor bolts with a moment arm of 4.22'creating tension at the baseplate's opposite side bolts of 11.0/4.22= 2.6 k. Dividing the 2.60 k uplift by 2 bolts equals 1,303 lb. tension per bolt. The 2.06 k shear is resi 0 by (4) bolts resulting in 515 lb. per bolt shear sted Calculations for the attachment of a 3,000 Liter Nitrogen Tank 2,000 Liter Argon tanks to a 12'x20'x1' Reinforced Slab Foundation Page 2 Checking attachment using Hilti software show the 52 5/8"X 52 5/8"baseplate with 4 bolt layout using bolt loading to meet the ACI 318-14 code, use HILTI— KVVIK BOLT TZ SS 3/4" DIAMETER POST INSTALLED ANCHOR BOLTS EMBEDDED 3.75"INTO A 4.5"DEEP BY 3/4"DIAMETER HOLE, .Special Inspection is required. Enercalc Calculations show the 12'-0"x 20'-0"X 12"thick Slab Foundation w/ No. 5 bars 12"on center each way top and bottom provides overturning and shear resistance greater than a 1.5 factor of safety. Zarosinski Engineering and Design 1400 NW 155th Circle Project Title: 3000 Liter Vancouver,WA 98685 Engineer. Dean P.Zarosinski PE Project ID: P0374-1 Project Descr: Verify Slab Capacity and Attachment 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE File=C:Wserst[�eanlDeektop12018PR.1VP08E7F-11P0374,,.1.EC6 Building Code Information Lic.#: KW-06009383ENERCALC,INC.1983-2017,Build:10.17.1210,Vec10.17.12.10 Licensee:Zarosinski Engineering and Design, Inc. Governing Code : IBC 2015,ASCE 7-10, CBC 2016,AISC 360-10, NDS 2015,ACI 318-14,ACI City Jurisdiction : City Of Tigard Contact Name : Alternate Contact : Building Official : Address : 13125 SW Hall Blvd., Tigard,, OR 97223 Phone : Fax eMail Notes : Zarosinski Engineering and Design Project Title: 3000 Liter 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: P0374-1 Vancouver,WA 98685 Project Descr: Verify Slab Capacity and Attachment 360-513-2746 Email:dpiski@hotmail.com By Dean P.Zarosinski PE Project Information File=C:\Userst kwp 01sPR-1\8E7F-1\Po37a.-1 EC6 ENERCALC,INC.1983-2017,Buiid:10.17.12.10,Ver..10.17.12,10 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Project Title :3000 Liter N2 and 2000 Liter Argon Description :Verify Slab Capacity and Attachment I.D. : P0374-6 Address :7233 SW Kable Lane#500, Tigard, OR 97224 Project Leader :Dean P.Zarosinski PE Phone : 360-513-2746 Fax : eMail : dpzski@hotmail.com Project Notes Nuance Systems Inc. Zarosinski Engineering and Design Project Title: 3000 Liter N2 and 2000 Liter Argon 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: P0374-6 Vancouver,WA 98685 Project Descr: Verify Slab Capacity and Attachment 360-513-2746 Email:dpzski@hotmaii.com By Dean P.Zarosinski PE ASCE Seismic Base Shear File=C:ltlserslDeanlDesktap12018PR-11PO8E7F-11P0374-1.EC6 Lic.#:KW-06009383 ENERCALC,INC.1983-2017,Buiki:10.17.12.10,Ver.10.17.12.10 Licensee :Zarosinski Engineering and Design, Inc. 3000 Liter Nitrogen and 2000 Liter Argon Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "ii":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2, Table 1.5-1 Seismic Importance Factor = 1 USER DEFINED Ground Motion ASCE 7-10,Page 5. Table 1.5-2 Max.Ground Motions,5%Dam Pn9: i ASCE 7-10 11.4.1 SS = 0.9497 g,0.2 sec response S 1 = 0.4183 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D°:Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.12 (using straight line interpolation from table values) Fv = 1.5$ ASCE 7-10 Table 11.4-1&11.4-2 Maximum Considered Earthquake Acceleration SMS=Fe*Ss = 1.064 ASCE 7-10 Eq. 11.4-1 S Mt =Fv*S1 = 0.662 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DSS MS2/3 = 0.709 ASCE 7-10 Eq, 11.4-3 S Of S MI213 = 0.441 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification Steel special cantilever column systems Response Modification Coefficient"R" = 2.50 Building height Limits: System Overstrength Factor"Wo" = 125 Category"A&B"Limit Limit=35 Deflection Amplification Factor"Cd" 2 50 Category"C"Limit: Limit=35 Category"D°Limn Limit=35 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Limit=35 Category"F"Limit: Limit=35 Lateral Force Procedure ASCE 7-10 Section 12,8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 6.0 ft "x"value = 0.75 "Ta"Approximate fundamental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.077 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 16.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.077 sec Cs"Response Coefficient SDS:Short Period Design Spectral Response ASCE 7-10 Section 12.8.1.1 0.709 From Eq.12.8-2, Preliminary Cs = 0.284 "R":Response Modification Factor = 2.50 From Eq.12.8-3&12.8.4,Cs need not exceed "I":Seismic Importance Factor - 1 From Eq.12.8-5&12.8-6, Cs not be less than 0.031 Cs:Seismic Response Coefficient = = 0.2837 0.031 User has selected ASCE 12.8.1.3:Regular structure, - 2837 Less than 5 Stories and with I<=0.5 sec, SO Ss<= 1.5 for Cs calculation Seismic Base Shear Cs = 0.2837 from 12.8.1.1 ASCE 7-10 Section 12,8.1 W(see Sum Wi below) = 17.43 k Seismic Base Shear V= Cs'W = 4.94 k Zarosinski Engineering and Design Project Title: 3000 Liter N2 and 2000 Liter Argon 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: P0374-6 Vancouver,WA 98685 Project Descr: Verify Slab Capacity and Attachment 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE ASCE Seismic Base Shear File=C:\Users1Dean\Desktep\2018PR-11PO8E7F-1\P0374-1.EC6 ENERCALC,INC.1983-2017,Bund:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Vertical Distribution of Seismic Forces ASCE 740 Section 12.8.3 "le:hx exponent based on Ta= 1,00 Table of building Weights by Floor Level.. Level# Wi:Weight Hi:Height (WI*Hi^k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 9.75 5.50 53.63 0.5827 2.88 2.88 0.00 1 7.68 5.00 38.40 0.4173 2.06 4.94 1.44 Sum WI= 17.43 k Sum Wi*Hi = 92.03 k-ft Total Base Shear= 4,94 k Base Moment= 26.2 k-ft Diaphragm Forces:Seismic Design Category"B"to"P ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum WI Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn,Force 2 9.75 2.88 2.88 9.75 2.88 1.38 2.77 2.77 2.88 1 7.68 2.06 4.94 17.43 2.18 1.09 2.18 2.18 2.18 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of'Lat.Force"of current level plus all levels above MIN Req'd Force©Level 0.20*S Ds I*Wpx MAX Req'd Force @ Level 0.40*S Og l*Wpx Fpx:Design Force©Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level , Zar"osinski Engineering and Design Project Title: 3000 Liter N2 and 2000 Liter Argon 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: P0374-6 Vancouver,WA 98685 Project Descr: Verify Slab Capacity and Attachment 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Genera) Footing File=C:tUsersl0ean\Desktopt20t8PR-11P08E7F..11P0374-1.EC6 Lic.#:KW-06009383 ENERCALC,INC.1983.2017,Build:10.17.1210,Ver:10.17.12.10 Licensee:Zarosinski Engineering and Design,Inc. Description: Tank 3000 Liter Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.320 (p Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. _ Min Allow%Temp Reinf. = 0.00180 Allow press.increase per foot of depth = 0.50 ksf Min.Overturning Safety Factor 1.0 :1 when footing base is below 1.0 ft Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear No = ft Dimensions Width parallel to X-X Axis = 12.0 ft Length parallel to Z-Z Axis = 20.0 ft 2 Footing Thickness = 12,0 in i,4 rt;' 1 WI-UV' x. I Pedestal dimensions,.. x px:parallel to X-X Axis = 60.0 in pz;parallel to Z-Z Axis = 60.0 ink ` Height = 1.0 in s � Rebar Centerline to Edge of Concrete... ,.-.--- ----z- IT,,: ,M at Bottom of footing = 6.0 in 1. ; - Reinforcing » 12<0 Bars parallel to X-X Axis Z Number of Bars = 20.0 Reinforcing Bar Size - # 5 Bars parallel to Z-Z Axis Number of Bars = 12.0 Reinforcing Bar Size = # 5 -es k * "fi 'At, EfeetEtt,'"=. ':31"TMMInatiFnate7A4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig X-X Axis #Bars required within zone 75.0% #Bars required on each side of zone 25.0% Applied Loads D Lr L $ W E H P:Column Load _ OB:Overburden = 6.680 10.90 k M-xx __ ___..__. ___. ____ ksf M xx = 5.0 �26-20 �k-ft ___. ____——___ 5.0 26.20 k-ft V-x = -- 1.50 4.940 k V-z _ 1.50 4.940 k Zarosinski Engineering and Design Project Title: 3000 Liter N2 and 2000 Liter Argon 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: P0374-6 Vancouver,WA 98685 Project Descr: Verify Slab Capacity and Attachment 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE General Footing File=C:1UsersTean1D eskbop12018PR-11P08E7F-11P0374--1.EC6 ENERCALC,INC.1983-2017,BuiId:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Tank 3000 Liter DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.1466 Soil Bearing 0.2411 ksf 1.645 ksf +0+0.750L+0.5250E about Z-Z axis PASS 11.269 Overturning-X-X 22.086 k-ft 248.880 k-ft +0.60D+0,70E PASS 6.761 Overturning-Z-Z 22.086 k-ft 149.328 k-ft -00.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08406 Z Flexure(+X) 0.6679 k-ft/ft 7.946 k-ft/ft +1.20D+0.50L+E PASS 0.08176 Z Flexure(-X) 0.6496 k-ft/ft 7.946 k-ft/ft +1.20D+1.60L PASS 0.3754 X Flexure(+Z) 2.983 k-ft/ft 7.946 k-ft/ft +1.200+1.60L PASS 0.3754 X Flexure(-Z) 2.983 k-ft/ft 7.946 k-ft/ft +1.200+1.60L PASS 0.05379 1-way Shear(+X) 4.419 psi 82.158 psi +1.200+1.60L PASS 0.05379 1-way Shear(-X) 4.419 psi 82.158 psi +1.20D+1.60L PASS 0.1255 1-way Shear(+Z) 10.312 psi 82.158 psi +1.20D+1.60L PASS 0.1255 1-way Shear(-Z) 10.312 psi 82.158 psi +1.20D+1.60L PASS 0.1172 2-way Punching 14.001 psi 119.503 psi +1.200+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow • Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.0 Only 1.645 n/a 0.0 0.1728 0.1728 n/a n/a 0.105 X-X,+04 1.645 n/a 0.0 0.2183 0.2183 n/a n/a 0.133 X-X,+D+0.750L 1,645 n/a 0.0 0.2069 0.2069 n/a n/a 0.126 X-X,+0+0.60W 1.645 n/a 1.150 0.1679 0.1778 n/a n/a 0,108 X-X,+D+0.70E 1.645 n/a 6.389 0.1455 0.2002 n/a n/a 0.122 X-X.+D+0.750L+0.450W 1.645 n/a 0.7205 0,2032 0,2106 n/a n/a 0.128 X-X.+0+0.750L+0.5250E 1.645 n/a 4.003 0.1864 0.2274 n/a n/a 0.138 X-X.+0.60D+0.60W 1.645 n/a 1.917 0.09878 0.1086 n/a n/a 0.066 X-X,+0.60D+0.70E 1,645 n/a 10.649 0.07637 0.1310 n/a n/a 0.080 Z-Z.D Only 1.645 0.0 n/a n/a n/a 0.1728 0.1728 0.105 Z-Z,+0+1... 1,645 0.0 n/a n/a n/a 0.2183 0.2183 0.133 Z-Z.+0+0.750L 1.645 0.0 n/a n/a n/a 0.2069 0.2069 0.126 Z-Z.40+0.60W 1.645 1.150 n/a n/a n/a 0.1646 0.1810 0.110 Z-Z.+0+0.70E 1.645 6.389 n/a n/a n/a 0.1273 0.2184 0.133 Z-Z.+D+0.750L+0.450W 1.645 0.7205 n/a n/a n/a 0.2007 0.2130 0.130 Z-Z.+0+0.750L+0.5250E 1.645 4.003 n/a n/a n/a 0.1727 0.2411 0.147 Z-Z.+0.600+0.60W 1.645 1.917 n/a n/a n/a 0.09550 0.1119 0.068 Z-Z.+0.600+0.70E 1.645 10.649 n/a n/a n/a 0.05815 0.1493 0,091 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.D Only None 0.0 k-ft Infinity OK X-X,+0+L None 0.0 k-ft Infinity OK X-X.+D+0.750L None 0.0 k-ft Infinity OK X-X,+0+0.60W 3.975 k-ft 414.80 k-ft 104.352 OK X-X.+0+0.70E 22.086 k-ft 414.80 k-ft 18.781 OK X-X.+0+0.750L+0.450W 2.981 k-ft 496.550 k-ft 166.558 OK X-X.+0+0.750L+0.5250E 16.565 k-ft 496.550 k-ft 29.977 OK X-X.+0.600+0.60W 3.975 k-ft 248,880 k-ft 62.611 OK X-X,+0.60D+0.70E 22.086 k-ft 248.880 k-ft 11.269 OK Z-Z.D Only None 0.0 k-ft Infinity OK Z-Z.+0+L None 0.0 k-ft Infinity OK Z-Z.+0+0.750L None 0.0 k-ft Infinity OK Z-Z.+0+0.60W 3.975 k-ft 248.880 k-ft 62.611 OK Z-Z.+0+0.70E 22.086 k-ft 248.880 k-ft 11.269 OK Z-Z.+0+0.750L+0.450W 2.981"k-ft 297.930 k-ft 99.935 OK Z-Z,+D+0.750L+0.5250E 16.565 k-ft 297.930 k-ft 17.986 OK Z-Z.+0.60D+0.60W 3.975 k-ft 149.328 k-ft 37.567 OK Z-Z.+0.60D+0.70E 22.086 k-ft 149.328 k-ft 6.761 OK Zarosinski Engineering and Design Project Title: 3000 Liter N2 and 2000 Liter Argon ' 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: P0374-6 Vancouver,WA 98685 Project Descr. Verify Slab Capacity and Attachment 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE General Footing File=C:VUsers1DeanlDesktop12018PR-11P08E7F-11P0374-..1.EC6 Lic.#;KW-06009383 ENERCALC,INC.1983-2017,Build:10.17.1210,Ver:10.17.1210 Description: Tank 3000 Liter Licensee:Zarosinski Engineering and Design,inc. Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Ph!"Mn k-ft Surface inA2 inA2 inA2 k-ft Status X-X,+1.40D 1.096 +Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X,+1.40D 1.096 -Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X.+1.20D+1.60L 2.983 +2 Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X,+1.20D+1.60L 2.983 -Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X.+1.20D+0.50L 1.578 +Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X,+1.20D+0.50L 1.578 -Z Bottom • 0.2592 Min Temp% 0.310 7.946 OK X-X,+1.20D+0,50W 1.027 +Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X.+1.20D+0.50W 0.8519 -Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X,+1.20D+0.50L+W 1.752 +Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X.+1.20D+0.50L+W 1.403 -Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X,+1.20D+0.50L+E 2.410 +Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X.+1.20D+0.50L+E 0.7460 -Z Bottom 0,2592 Min Temp% 0.310 7.946 OK X-X,+0.90D+W 0.8791 +Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X,+0.90D+W 0.5298 -Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X.+0.90D+E 1.536 +Z Bottom 0.2592 Min Temp% 0.310 7.946 OK X-X.+0.90D+E 0.1274 -Z Top 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.40D 0.2387 -X Bottom 0,2592 Min Temp% 0.310 7.946 OK Z-Z.+1.40D 0.2387 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z.+1.20D+1.60L 0.6496 -X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z.+120D+1.60L 0.6496 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z,+1.20D+0.50L 0.3437 -X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z.+1.20D+0.50L 0.3437 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z,+1.20D+0.50W 0.1705 -X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z,+120D+0.50W 0.2386 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z,+1.20D+0.50L+W 0.2756 -X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z,+1.20D+0,50L+W 0.4117 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z,+1.20D+0.50L+E 0.01938 -X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z.+1.20D+0.50L+E 0.6679 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z,+0.90D+W 0.08534 -X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z.+0.90D+W 0.2215 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK Z-Z.+0.90D+E 0.1708 -X Top 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D+E 0.4777 +X Bottom 0.2592 Min Temp% 0.310 7.946 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu©-Z Vu @+Z Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D 1.62 psi 1.62 psi 3.79 psi 3.79 psi 3.79 psi 82.16 psi 0.05 0.00 +1.20D+1.60L 4.42 Psi 4,42 psi 10.31 psi 10.31 Psi 10.31 psi 82.16 psi 0.13 0.00 +1.20D+0.50L 2.34 psi 2.34 psi 5.46 psi 5.46 psi 5,46 psi 82.16 psi 0.07 0.00 +1.20D+0.50W 1.18 Psi 1.61 psi 2.99 psi 3.51 psi 3.51 psi 82.16 psi 0.04 0.00 +1.20D+0.50L+W 1.91 psi 2.77 psi 4.93 psi 5.98 psi 5.98 psi 82.16 psi 0.07 0.00 +1.20D+0.50L+E 0.28 Psi 4.39 psi 2.96 psi 7.95 psi 7.95 psi 82.16 psi 0.10 0.00 +0.90D+W 0.61 psi 1.48 psi 1.91 psi 2.96 psi 2.96 psi 82.16 psi 0.04 0.00 +0.90D+E 1.01 psi 3.10 psi 0.06 psi 4.93 psi 4.93 psi 82.16 psi 0.06 0.00 Two-Way"Punching"Shear Ail units k Load Combination... Vu Phi*Vn Vu!Phi*Vn Status +1.40D 5.14 psi 119.50psi 0.04304 OK +1.20D+1.60L 14,00 psi 119.50psi 0.1172 OK +1.200+0.50L 7.41 psi 119.501mi 0.06198 +120D+0.50W 4.41 psi 119.50psiOK +1.20D+0.50L+W 0.03689 OK +1.20D+0.50L+E 7.41 psi 119.50psi 0.06198 OK +1.20D+0 7.41 psi 119.50psi 0.06198 OK +0.90D+E 3.31 psi 119.50psi 0.02767 OK 3.31 psi 119,50psi 0.02767 OK 10111111111.1Tiir I. www.hilti.us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 1 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 3,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: I Date: 2/24/2018 E-Mail: Specifier's comments:3000 liter Nitrogen Tank for Nuance Systems,Inc. 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 316 3/4(3 3/4) "M I� � tit ,olvt4 k Effective embedment depth: hef,aa=3.750 in.,hnon,=4.313 in. Material: AISI 316 Evaluation Service Report: ESR-1917 SAF Issued I Valid: 5/1/2017 I 5/1/2019 Proof: Design method ACI 318-11 /Mech. Stand-off installation: et,=0.000 in.(no stand-off);t=1.000 in. Anchor plate: lx x ly x t=75.200 in.x 60.500 in.x 1.000 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x Tx FT)=6.030 in.x 4.000 in.x 0.230 in.x 0.280 in. Base material: cracked concrete,4000,fc'=4000 psi;h=12.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(c)) Shear load:yes(D.3.3.5.3(b)) Geometry[in.]&Loading[lb,in.ib] z o 124' V►' \ , •-•-•,..--,-.`,---,-,-,,,•:....,...-.4.-,,,,i,,,:.%.,...:::,....,„,,,,?...„..,.. • �� ,, 'fier�Z,,P- • " ,,- --,..:,,,•::.;:,, ,, J `1V.✓7 r �'=y r,:u a f , Vc 4' 11 \ -=,‘,,,...-,-- , '-'',:1:: ' ',-:.'':',.=-:.,ir'.-'--.5,,:,:',-.,:;-,',.'`, ';::::::: :::-' •!..4—''' ' ' '-',' ___,/ - t ' >,ilt 0 R �, b { R A , y ^$"Y ?v s,rt 4 ^ Input data and results must be checked for agreement with the existing conditions and Por plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilo AG,Schwan mu www.hiltLus Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 2 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 3,000 Address: 1400 NW 155th Circle. Sub-Project t Pos.No.: P0354-6 Phone I Fax: I Date: 2/24/2018 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads 41 Ten ion Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1579 720 0 -720 2 1579 720 0 -720 -d 3 0 720 0 -720 x 4 0 720 0 -720 max.concrete compressive strain: 0.01 [960] max.concrete compressive stress: 39[psi] resulting tension force in(x/y)=(0.000128.250): 3157[lb] resulting compression force in(xly)=(0.000/-29.525):3157[Ib] ,'3 0 Compression 3 Tension load Load N.[Ib] Capacity 4 Nn[Ib] Utilization fig=N,,,/}Nn Status Steel Strength* 1579 18041 9 OK Pullout Strength* 1579 5001 32 OK Concrete Breakout Strength** 3157 10747 30 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 $ Nsa a Nua AC1 318-11 Table 0.4.1.1 Variables Ase,N[in.2] futa 1psi] 0.24 101500 Calculations N„[lb] 24055 Results N.[lb] 4t steel 41 nonducute 4, N.[lb] Nua[Ib] 24055 0.750 1.000 18041 1579 3.2 Pullout Strength Npn,t =Np,2500 A a 1 refer to ICC-ES ESR-1917 2500 $ Npat< Nua ACI 318-11 Table 0.4.1.1 Variables fc(psi) A a Np,2500[Ib] 4000 1.000 8110 Calculations T 2500 1.265 Results N n.L[ib] 4)concrete 4)seismic •nonductile 4) Nora[lb] Nua[lb] 0258 0.650 0.750 1.000 5001 1579 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schism Hilti is a registered Trademark of Hilti AG,Scheer! i -ru • www.hilti.us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 3 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 3,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: i Date: 2/24/2018 E-Mail: 3.3 Concrete Breakout Strength Ncbg ` Vic)W ec,N w ed.'s!W c.N W cp,N Nb AC1318-11 Eq.(0-4) 4) Ncbg>_Nua AC1318-11 Table D.4.1.1 ANc see AC1 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANcO =911;f ACI 318-11 Eq.(0-5) 1 W ec,N = 1 +2 eN <_1.0 AC1 318-11 Eq.(D-8) 3 her W ed.N =0.7+0.3(1a.minr)5 1.0 ACI 318-11 Eq.(D-10) 5he W cp.N =MAX(c—Cac '1.5hCef)5 1.0 ACI 318-11 Eq.(D-12) ac Nb =kc X a A hei5 ACt 318-11 Eq.(D-6) Variables her[in.] ect.N tin.) ec,2,N[in.] ;a,min[in.] W c,N 3.750 0.000 0.000 24.000 1.000 Cac[in.] kc x a 1 [Psi] 7.000 24 1.000 4000 Calculations AN,[in 21! ANCO[in.2] V ect,N W ec2,N W ed,N W cp,N Nb[lb] 253.13 126.56 1.000 1.000 1.000 1.000 11023 Results Ncbg[ib] 4,concrete 4,seismic 4,nonducnile 0 Ncbg[Ib] Nua[lb] 22045 _ 0.650 0.750 1.000 10747 3157 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HO AG,Ft-9494 Schoen Hilti is a registered Trademark of Hiiti AG,Schon 11.111116111111111111 www.hilti.usProfis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 4 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 3,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: I Date: 2/24/2018 E-Mail: 4 Shear load Load V,�[lb_] Capacity+V,,[Ib] Utilization pv=VUJ4 Vi, Status Steel Strength; 720 - 8379 9 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength" 2880 61727 5 OK Concrete edge failure in direction y-"' 2880 45127 7 OK anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa,ey =ESR value refer to ICC-ES ESR-1917 4) Vateel 2 Vua ACI 318-11 Table D.4.1.1 Variables Ase,v[in.2] foto[P511 0.24 101500 Calculations Vsa.eq[ib] 12890 Results Vsa,eq[ib] 4)steel 4)nonductite 0 Vsa[lb] Vua[Ib] 12890 0.650 1.000 8379 720 4.2 Pryout Vacaq[ AN Vcp9 =kcp[\ANco!tI ec,N IV ed,N tI ON V cp,N Nil AC!318-11 Eq.(D-41) 4) Van?V„a ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 h:t ACI 318-11 Eq.(D-5) 1 W ec,N = (12151.0 ACI 318-11 Eq.(D-8) 1 +3 her Wed,N =0.7+0.3 1ca''"")51.0 ACI 318-11 Eq.(D-10) .5har ty cp.N =MAX(cc",1 hef)51.0 ACI 318-11 Eq.(D-12) Nb =kc X a hof AC1318-11 Eq.(D-6) Variables kep her[in.] ed.N[in.] ec2.N[in.] ca,min[in.] 2 3.750 0.000 -- 0.000 24.000 V c,N sac[in.] kc X a t[psi] 1.000 7.000 24 1.000 4000 Calculations ANC[in.21 ANcO[in•2] tri act,N V ec2,N 111 ea,N Iii cp,N Nb[Ib] 506.25 126.56 1.000 1.000 1.000 1.000 11023 Results Vqg[lb] 0 concrete 4)seismic 4)nonduetite 4) Vc99[!b] Vua[lb] 88182 0.700 1.000 1.000 61727 2880 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Me is a registered Trademark of Hilt!AG,Schaan 111•11111.111r1 www.hilti.us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: Specifier: Dean P.Zarosinski PE 5 Address: 1400 NW 155th Circle. Project: Nuance Systems 3,000 Phone I Fax: ' Sub-Project I Pos.No.: P0354-6 E-Mail: Date: 2/24/2018 4.3 Concrete edge failure in direction y- Ave Vcb9 (Avco)V ec,v V ed,V V c,v V h,v V paranel,v Vb ACI 318-11 Eq.(0-31) 4) Vag Z Volt ACI 318-11 Table D.4.1.1 Avc see ACI 318-11,PartD.6.2.1,Fig.RD.6.2.1(b) Avila =4.5 Cit ACI 318-11 Eq.(D-32) 1 V ec,v = ( 4- 2C,)51.0 ACI 318-11 Eq.(0-36) Ni ed,V =0.7+0.3{1.&1/51.0 ACI 318-11 Eq.(D-38) =.VW n,v V h1.5C0 Z 1.0 ACI 318-11 Eq.(0-39) le loz Vb =(7(1 / .F1:,) a 1�c.115 ACI 318-11 Eq.(D-33) Variables Cal[in.] C®z[in.] ecv[in.] w c.v h®[in.] 23.833 24.600 0.000 1.200 12.000 le[in.] X a da[in.] fc[psi] 3.750 1.000 0.750 4000 V paraeel,V 1.000 Calculations Avc[in.2] Avco[in.2] V ec,V V ed,V V n,v Vb[Ib] 1434.00 2556.13 1.000 0.901 1.726 61550 Results Vcb9[Ib] 4)concrete 4)seismic 4)nonductile 0 Vcbb[Ib] Vua[lb] 64468 0.700 1.000 1.000 45127 2880 5 Combined tension and shear toads PN Rv Utilizati 1n 13N,v[%] Status 0.316 0.086 5/3 OK {3NV=pil+RV<=1 Input date aril e checked for agreement with the existing conditions and for plausibility) PROFIS Anch074521T-12i 009 Hilti AG,FL-9494 Sc can Hub is a registered Trademark of 111W AG,Schaart www.hiiti.us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 6 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 3,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: I Date: 2/24/2018 E-Mail: 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(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.PROFS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part 0.3.3.4.3 (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 Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)I part D.3.3.5.3(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.Part D.3.3.4.3(c)/part D.3.3.5.3(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.Part D.3.3.4.3(d)/part D.3.3.5.3(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 coo. • Hitti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hiiti is a registered Trademark of Hilti AG,Schwan 614 II I www,hilti,us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design, Inc. Page: 7 Specifier: Dean P.Zarosinski PE Project: Address: 1400 NW 155th Circle. Nuance0354Systems 3,000 Phone I Fax: ( Sub-Project I Pos.No.: P0354-6 E-Mail: Date: 2/24/2018 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-SS 316 3/4(3 3/4) Profile:W shape(AISC);6.030 x 4.000 x 0.230 x 0.280 in. Installation torque:1320.002 in.lb Hole diameter in the fixture:df=0.813 in. Hole diameter in the base material:0.750 in. Plate thickness(input):1.000 in. Hole depth in the base material:4.500 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. Drilling method:Hammer drilled Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump p • Torque controlled cordless impact tool(Hilti • Properly sized drill bit Safeset System) • Torque wrench • Hammer 37.600 1 37.600 o _ � 01 i f 0 to N O M I � x 0 U, N I 0 43 0 of 4 � 11840 71.500 (1/21 • T 18• Coordinates Anchor in. • S . Anchor x y c.x c•x c� c., 1 -35.750 28.250 24.000 95.500 80.500 24.000 2 35.750 28.250 95.500 24.000 80.500 24.000 3 -35.750 -28.250 24.000 95.500 24.000 80.500 4 35.750 -28.250 95.500 24.000 24.000 80.500 Input data and resu@s must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schwan MiL.."'i I www.hilti.us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 8 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 3,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: Date: 2/24/2018 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hitti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put In by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan 11119 is a registered Trademark of Hilti AG,Schaan 1111.1111111111111111111111 www.hilti.us Company: Zarosinski Engineering and Desi n, Inc. Profis Anchor 2.7.5 Specifier: g Page: 1 Dean P.Zarosinski PE Project: Nuance Systems 2,000 Address: 1400 NW 155th Circle. Phone I Fax: � Sub-Project I Pos.No.: P0354-6 E-Mail: Date: 2/24/2018 Specifiers comments:2000 liter Argon Tank for Nuance Systems,Inc. 7 Input data Anchor type and diameter: Kwik Bolt TZ-SS 316 3/4(3 3/4) . o 1i tfp/fihj'r 10 414 .; Effective embedment depth: het,act=3.750 in.,Nom=4.313 in. Material: AISI 316 Evaluation Service Report: ESR-1917 SAFE,. ET Issued I Valid: 5/1/2017 15/1/2019 Proof: Design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=1.000 in. Anchor plate: Ix x ly x t=52.675 in.x 52.675 in.x 1.000 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x Tx FT)=6.030 in.x 4.000 in.x 0.230 in.x 0.280 in. Base material: cracked concrete,4000,fb'=4000 psi;h=12.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,0,E,or F) Tension load:yes(0.3.3.4.3(c)) Shear load:yes(D.3.3.5.3(b)) Geometry[in.]&Loading[Ib,in.ib] a 0 27_� 4075 x7,913 \t14 's .� "`3jN5 '. ' �:Y }s.a ^2 ^.3��s3 • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hiki is a registered Trademark of Hilti AG,Schaan paLminri www.hiiti.us Profis Anchor 23.5 Company: Zarosinski Engineering and Design, Inc. Page: 3 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 2,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: I Date: 2/24/2018 E-Mail: 3.3 Concrete Breakout Strength Ncbg =(t)4,,,,,N W ed,N W C,N V cp,N Nb ACI 318-11 Eq.(D-4) 4 Ncbg a Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANS =9 h;f ACI 318-11 Eq.(D-5) 1 W ec,N1+ 2 eN s 1.0 ACI 318-11 Eq.(D-8) 3h W ed,N =0.7+0.3(�a,mtn5haf)5 1.0 ACI 318-11 Eq.(D-10) 1, yr,,N =MAX( ! ,,1Z-1`f)s 1.0 ACI 318-11 Eq.(D-12) ac Nb =kc k a'h;i5 ACI 318-11 Eq.(D-6) Variables her[in.] ect,N[in.] ec2,N[in-] Ca,min[in.] W c,N 3.750 0.000 0.000 27.913 1.000 cac[in.] kc X.a fe[psi] 7.000 24 1.000 4000 Calculations ANC[in.2] ANcO[in 2] W eel,N W ec2,N W ed,N W cp,N Nb[Ib] 253.13 126.56 1.000 1.000 1.000 1.000 11023 Results Ne,.[ib] 4)concrete 4)seismic 41 nonductile 4) Nag[Ib] N.[Ib] 22045 0.650 0.750 1.000 10747 2647 Input data and results must be checked for agreement with the existing conditions and for plaueibiiityi PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Sct>aan II-r1 YVYVW.hiltl.us Company: Zarosinski Engineering and Design,Inc. Profls Anchor 2.7*5 Specifier: Dean P.Zarosinski PE g Page: 2 Address: 1400 NW 155th Circle. Suojecr: Nuance0ystems 2,000 Su Phone I Fax: I b-Project I Pos.No.: p354354e.g E-Mail: Date: 2/24/2018 2 Load case/Resulting anchor forces Load case:Design loads °i ° Te ton Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1323 515 0 -515 2 1323 515 0 -515 3 0 515 1> 4 0 0 -515 x 515 0 -515 max.concrete compressive strain: 0.01 [%o] max.concrete compressive stress: 42[psi] resulting tension force in(x/y)=(0,000/24.338): 2647[lb] resulting compression force in(x/y)=(0.000%25.535):2647[lb] oa 0 3 Tension load Compression 041 steel Strength* Load Nua[Ib] Capacity 4 Nn[ib] Utilization 8 K fiN=Nu/4 Nn Status g 1323 18041 Pullout Strength* 8 OK 1323 5001 27 OK Concrete Breakout Strength** 2647 10747 *anchor having the highest loading **anchor group(anchors in tension) 25 OK 3.1 Steel Strength Nu =ESR value refer to ICC-ES ESR-1917 d' Nu 2 Nw ACi 318-11 Table D.4.1.1 Variables Ase,N[in.2] futa[psi] 0.24 101500 Calculations Nu[Ib] 24055 Results Nu[Ib] 15 steal _ 4)nonductile 4) Nsa[Ib] Nu[lb] 24055 0.750 1.000 18041 1323 3.2 Pullout Strength NP0'{ =Np,2500 A,01/I- 2500 2500 refer to ICC-ES ESR-1917 4, Npn,k aNua ACi 3113-11 Table D.4.1.1 Variables c[psi] X.a Np,2500[Ib] 4000 1.000 8110 Calculations Art— 2500 1.265 Results Nva,fib] Qt concrete 4,seismic 4 nonducWe tit 10258 0.650 0.750 1.000 Non G fib] Nua 5001 1323 Input data and results must be checked far agreement with the existing conditions and for plausibdiityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schean Hitti is a registered Trademark of Hilti AG,Schean www.h€lti.us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 4 Specifier. Dean P.Zarosinski PE Project: Nuance Systems 2,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: I Date: 2/24/2018 E-Mail: 4 Shear load Load Vua ON Capacity 4V,[Ib] Utilization p„=VUJ$Vn Status Steel Strength* 515 8379 7 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 2060 61727 4 OK Concrete edge failure in direction y-** 2060 50064 5 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 4) Vsteel z Vua AC1318-11 Table D.4.1.1 Variables Ase,v[in.2] Puts[psi) 0.24 101500 Calculations Vsa,„[lb] 12890 Results Vse.eq[lb] 4)steel 4)nondudse 4) Vsa[Ib] Vua[ib] 12890 0.650 1.000 8379 515 4.2 Pryout Strength tANc Vcpp =kcv[(;),;;;I)lV ec,N W ed,N lV c,N IV cp,N Nb] ACI 318-11 Eq.(D-41) 0 vcpg z V„a ACI 318-11 Table D.4.1.1 ANc see RCI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 11®f ACI 318-11 Eq.(0-5) 1 iv ec,N = 1 +2 eN s 1.0 ACI 318-11 Eq.(0-8) 3 hef� W ed,N = 1.5hef 0.7+0.3(fie j )51.0 ACI 318-11 Eq.(D-10) W cp,N _ (caink, 1.5hef)s 1.0 ACI 318-11 Eq.(D-12) ac C'ac Nb =1(0,54;h s ACI 318-11 Eq.(D-6) Variables kw he[in.] ec,,N[in.] ec2,N[in.] c,,,'te[in.] _ 2 3.750 0.000 0.000 27.913 Yf c,N bac[in.] kc R a fc[Psi] 1.000 7.000 24 1.000 4000 Calculations ANc[in.2] ANco[in.2] IV ecl,N 'V ec2,N 'V ed,N W cp,N Nb[ib] 506.25 126.56 1.000 1.000 1.000 1.000 11023 Results Vs,[Ib] 4'concrete 4 seismic 4,nonducnle 4) V(4,9[lb] Vua[Ib] 88182 0.700 1.000 1.000 61727 2060 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilo AG,FL-9494 Schean Hili is a registered Trademark of Hist AG,Schoen 111111111.11111111 www.hilti.us Company: Zarosinski Engineering and Design, Inc. Profis Anchor 2.7.5 Specifier: Dean P.Zarosinski PE g Page' 5 Address: 1400 NW 155th Circle. Project: Nuance Systems 2,000 Phone I Fax: I Sub-Project I Pos.No.: P0354-6 E-Mail: Date: 2/24/2018 4.3 Concrete edge failure in direction y- Vag =(moo-Ail-Lie W ec,V W ed,v W c,v W h,V W parafel,v Vb ACI 318-11 Eq.(D-31) Va,y 2 Vua AC!318-11 Table 0.4.1.1 Avc see AC!318-11,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cif ACI 318-11 Eq.(D-32) 1 W e4v = (1 4. 2ev) 1 / s 1.0 ACI 318-11 Eq.(0-36) W ed,v =0.7+0.3(1.5c_)5 1.0 ACI 318-11 Eq.(D-38) =l 11.5cat W n,vV .11al2 1.0 AC!318-11 Eq.(D-39) l° YQal A.a Vrc Cai Nib -(7(II)" / t s AC!318-11 Eq.(0-33) Variables ` cal[in.] - 052[in.] ecv[in] 23.608 35.413 0.000 1.200 2 12,000000 00 v le[in.] 3.750 1 000 da[in.] fe(psi] W paranel,v 0.750 4000 1.000 Calculations Avc[in.2] Avco[in.2] W eC V W ad,V 1434.00 2508.09 1.000 1.000 1..718 60681 h,V Vb[IN 1 Results Vcbg[!b] concrete 0 seismic 71520 0.700 1.000 �1.0001e 4)50064b1 v°a 2060 5 Combined tension and shear loads ON fiv Utilization 0.2655/3 12(3w,v[°�] Status 0.061 OK i3rty=l i+Rv<=1 Input data and resuhs must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HiIti AG,FL-9494 Schaan Hilti is a registered Trademark of Hitti AG,S www.hilti,us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 6 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 2,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: I Date: 2/24/2018 E-Mail: 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(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 Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part 0.3.3.4.3 (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 Part 0.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part 0.3.3.5.3(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.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension 1 shear that can be transmitted to the anchors by a non-yielding attachment.Part 0.3.3.4.3(d)/part 1.3.3.5.3(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 coo. • Hitti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HOU AG,FL-9494 Schaan Hitti is a registered Trademark of Hitti AG,Schaan www.hilti.us Company: Zarosinski Engineering and Design,Inc. Pae: Profis Anchor 2.7.5 Specifier: Dean P.Zarosinski PE g 7 . Suojecr: Nuance0354Systems 2,000 Address: 1400 NW 155th Circle Phone I Fax: Sub-Project I Pos.No.: P0354-6 E-Mail: Date: 2/24/2018 7 Installation data Anchor plate,steel:- Anchor Profile:W shape(AISC);6.030 x 4.000 x 0.230 x 0.280 in. type and diameter:Kwik Bolt TZ-SS 316 3/4(3 3/4) Hole diameter in the fixture:dr=0.813 in. installation torque: 1320.002 in.lb Plate thickness(input):1.000 in. Hole diameter in the base material:0.750 in. Recommended plate thickness:not calculated Hole depth in the base material:4.500 in. Drilling method:Hammer drilled Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning • Suitable Rotary Hammer Setting • Manual blow-out pump • Torque controlled cordless impact tool(Hilti • Properly sized drill bit • Safeset System) • Torque wrench Y • Hammer 26.338 I 26.338 0i <.• 2 CO M, M kp N I I • co 00 r) , rn N nn ' f 0 48.675 2.000 e4 • Coordinates Anchor in. Anchor x y c c c r c.y 1 -24.338 24.338 35.413 84.088 76.588 27.913 2 24.338 24.338 84.088 35.413 76.588 27.913 3 -24.338 -24.338 35.413 84.088 27.913 76.588 4 24.338 -24.338 84.088 35,413 27.913 76.588 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hitti AG,F1-9494 Schaan Hltti is a registered Trademark of Hiit,Ata,Schaan • II 1041 Litirl www.hllti.us Profis Anchor 2.7.5 Company: Zarosinski Engineering and Design,Inc. Page: 8 Specifier: Dean P.Zarosinski PE Project: Nuance Systems 2,000 Address: 1400 NW 155th Circle. Sub-Project I Pos.No.: P0354-6 Phone I Fax: i Date: 2124/2018 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan Hifti is a registered Trademark of HIS AG,Schaan FOR OFFICE USE ONLY-SITE ADDRESS: 7) �� C�/ .� This form is recognized by most building departments in the Tri-County area for transmitting info• ation. Please complete this form when submitting information for plan review responses and revision This form and the information it provides helps the review process and response to your proj= t. City of Tigard • COMMUNITY DEVELOPMENT DEPARTM IT _ .III Transmittal Letter Tic;ARE) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.24;'• • www.tigard-or.gov RUM/717V TO: ok-N. DATE RECEIVED: DEPT: BUILDING DIVISION MAR 2 2 2018 CITY f FIGARO FROM: 1vA)(A Lolivop gUILDING DIVISION COMPANY: "law.-5 ©v4rA. Cowti>A L L (- PHONE: So 3 -46( -0v2 Bye l� RE: 7233 SG/ bk-G44c +k- 13uP20itr- 000t3 1A (Site Address) (Permit Number) MAKtc. $ysitt & l tiK k 11 L (Project name or subdivision name • of number) ATTACHED ARE THE FOLL I : 1,I tt� E S: Copies: Description: Copies: Description: K. Additional set(s) of plans. 4 Revisions: > Cross section(s) and det. ls. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: `Riv,Se • ;v4.'k y c. v'CIQI(4+1‘0(n 4H2 /134l l ikJ 4cr.1) FOR OFFICE USE ONLY Rout o Permit T;- ician: Date: 3-2.g- I t Initials: Fees Due: Y. ❑No Fee Description: Amount ue: • A Y. poi cv, Y'tt\/ ;cv $ 9-s--v— $ $ $ Special Instructions: / Reprint Permit(per PE): ❑Yes L No v ❑ Done Applicant Notified: yi3{,� Date: f) )f , Initials: p,o4L- I:\Building\Forms\TransmittalLetter-Revisions 061316.doc