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Plans (15) RECEIVED " CASCADE AUG 7 2023 ENGINEERING, INC CITY OF TIGARD 209 NE Lincoln Street, Suite.A BUILDING DIVISION Hillsboro, OR 97124-3043 503-846-1131 Calculations For Rich's Racks 9350 SW Washington Square Rd. Tigard, OR 97223 Job No: 23125 Client: Rich's for the Home 5/4/2023 SPECIAL#NSPECTION REQUIR 'i'`'�'' to Calculations State of Oregon Structural Spw:;,Ity Code Sheet ❑ Concrete and Reinforcing Steel Design Criteria an. Loads D1 - D9 M/ Bolts Installed in Concrete Anchor Design F1 - F10 ❑ Special Moment-Resisting Concrete Frame CD Reinforcing Steel&Prestressing Steel Tendons `�� F� FiN GIN EFR ❑ Structural Wekling •s� 58926 PE ❑ High-Strenght Bolting OFFICE COPY ❑ Structural Masonry t OR • ❑ Reinforced Gypsum Concrete ''4/4 Y g,ao°\c$� ❑ insulating Concrete Fill • s. W�� CITY RE EWS: 6/3Q/24 REVIEWED FOROF CODE TIGARD COMPLIANCE ❑ Spray Applied Fire-Resistive Materials \ Digital! signed by Dmitri Wright Approved: `( , Pilings, Drilled Piers and Caissons Date.2 23.05.0916:30.48-0700' OTC: r ❑ Shotcrete Permit#: R ElSpecial Grading, Excavation and Fitting Address: UPasaaa: ---�_ El Smake-::rx',iroi 3ysterns flute#: �`S Cam_ D Other'nsiaecuons . Date.: These calculations apply to specific structural framing elements and foundations subjected to the gravity and lateral loads required by the Building Code. Analysis is only for structural elements specifically addressed in these calculations. The Owner is responsible for the all other structural elements and the overall structural integrity of the building. ASC CAC` E ENGINEERING, INC Client Rich's for the Home 209 NE Lincoln Street, Suite.A Project Rich's Racks - 9350 SW Washington Square Rd. Hillsboro, OR 97124-3043 Location Tigard, OR.97223 503-846-1131 STRUCTURAL DESIGN CRITERIA Location: City of Tigard, OR Latitude: 45.45125 Longitude: -122.7783 Elevation: 233 ft Occupancy: Typical Structures not in Categories I, Ill, or IV Risk Category II Applicable Codes: 2022 Oregon Structural Specialty Code 2021 International Building Code ASCE7-16 Minimum Design Loads for Buildings and Other Structures ANSI MH16.1 -Specification for the Design,Testing, and Utilization of Industrial Steel Storage racks ACI 318-19 Building Code Requirements for Structural Concrete Protect Narrative: Design of storage rack anchors to existing concrete floor. Seismic Loads: Mapped Short Period Ss: 0.866 Site Class: D Mapped 1 Second Si: 0.397 Importance Factor le: 1.0 Seismic Design Category: D Seismic Force Resisting Systems: Steel Storage Racks (Braced Direction) R= 6 1/0= 2 Cd= 5 Steel Storage Racks (Unbraced direction) R = 4 Sto= 2 Cd= 3.5 Analysis Procedure Used: Equivalent Lateral Force Analysis Seismic Weight Includes: Total Dead Load + Partial Product Load Load Combinations: LRFD Load Combinations: (1.2+ 0.2Sos)Dead + (1.2+0.2Sps)(3Product+0.7pSeismic Job# 23 125 By SIP Date 5/4/23 Sheet# D I CASCAbE ENGINEERING, [NC Client Rich's for the Home 209 NE Lincoln Street, Suite. A Project Rich's Racks - 9350 SW Washingtor Square Rd. Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 MATERIALS SPECIFICATIONS Anchorage to Concrete: Fy psi Fu psi Mechanical Anchors: Simpson "Strong Bolt 2"expansion anchors 85,000 115,000 (Continuous Special Inspection Required) Concrete: fc' psi Foundations, slabs (assumed existing): 2500 Statement of Special Inspections: THIS PROJECT MAY BE CONSIDERED"CONSTRUCTION OF A MINOR NATURE" AND NEED NOT REQUIRE SPECIAL INSPECTION BY IBC 2021 SECTION 1704.2 EXCEPTION 1. Job# 23125 By STP Date 5/4/23 Sheet# D2 . ØCA5CAbE ENGINEERING, INC Client Rich's for the Home 209 NE Lincoln Street, Suite.A Project Rich's Racks - 9350 SW Washington Square Rd. Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Seismic Load Calculation Nonbuilding Structures 2012 IBC, Earthquake Loads, 1613 &ASCE7-10, Chapter 15 Location: Ss Si Soil Profile: City of Hillsboro, OR 0.866 0.397 Default Occupancy: Risk Category II Importance Factor le 1.00 ASCE7 Table 1.5-2 Site Coefficient for Acceleration F, 1.2 ASCE7 Table 11.4-1 Site Coefficent for Velocity F� 1.61 ASCE7 Table 11.4-2 Short Period Spectral, SDs =2/3`Fs*Ss(g) 0.69 ASCE7 11.4-1 & 11.4-3 1 s Period Spectral, SDI =2/3*F„`S1 (g) 0.43 ASCE7 11.4-2& 11.4-4 Seismic Design Category: D ASCE7 11.6-1 & 11.6-2 Steel Storage Racks(Braced Direction) Structural System: Steel Storage Racks (Braced Direction) Response Modification Coefficient R 6 ASCE7 Table 15.4-2 System Overstrength Factor no 2.0 Approximate Period T, by Analysis 0.20 ASCE7 12.8-7 Maximum Value: Cs=SDs/(R/le) 0.12 ASCE7 12.8-2 Period Dependent Value: Cs=SD1/T(R/le) 0.35 ASCE7 12.8-3 Minimum Value Cs = 0.044SDsle >0.03 0.03 ASCE7 15.4-1 Minimum for Si >0.6: CS =0.8S1/(R/le) 0.00 ASCE7 15.4-2 Governing Coefficient Cs(g) 0.12 p May be taken as 1.0 for nonbuilding structures not similar to buildings Redundancy Factor p 1.0 ASCE7 12.3.4.1 Ultimate Load Effect pQE 0.12 ASCE7 12.4-3 Load Effect with Overstrength SZoQE 0.23 ASCE7 12.4-7 Allowable Stress Design Load 0.7pQE (g) 0.08 ASCE7 12.4.2.3 Vertical seismic load effect, 0.2SDsD 0.14 ASCE7 12.4.2.2 Vertical load for ASD, 0.14SDsD (g) 0.10 ASCE7 12.4.2.3 Deflection Apmlification Factor Cd 5.0 ASCE7 Table 15.4-2 Allowable Drift is 0.020 ASCE7 Table 12.12-1 Elastic calculated drift limit=0.7'Da*le/Cd 0.0028 ASCE7 12.8-15 (modified for drift calculated from working loads) Job# 23125 By SIP Date 5/4/P3 Sheet# D3 _� �,, A•►G ENGINEERING,INC Client Rich's for the home 209 NE Lincoln Street, Suite.A Project Rich's Racks - 9350 SW Washington Square R . Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Seismic Load Calculation Nonbuilding Structures 2012 IBC, Earthquake Loads, 1613&ASCE7-10, Chapter 15 Location: Ss Si Soil Profile: City of Hillsboro, OR 0.866 0.397 Default Occupancy: Risk Category II Importance Factor Is 1.00 ASCE7 Table 1.5-2 Site Coefficient for Acceleration F8 1.2 ASCE7 Table 11.4-1 Site Coefficent for Velocity Fv 1.61 ASCE7 Table 11.4-2 Short Period Spectral, Sox=2/3*Fa*Ss (9) 0.69 ASCE7 11.4-1 & 11.4-3 1 s Period Spectral, Sim =2/3*Fv*S1 (g) 0.43 ASCE7 11.4-2& 11.4-4 Seismic Design Category: D ASCE7 11.6-1& 11.6-2 Steel Storage Racks(Unbraced Direction) Structural System: Steel Storage Racks(Unbraced Direction) Response Modification Coefficient R 4 ASCE7 Table 15.4-2 System Overstrength Factor(E, 2.0 Approximate Period T, by Analysis 0.20 ASCE7 12.8-7 Maximum Value: Ca=SDs/(R/18) 0.17 ASCE7 12.8-2 Period Dependent Value:C.=So1/T(R/le) 0.53 ASCE712.8-3 Minimum Value Ca=0.044SDSIe>0.03 0.03 ASCE7 15.4-1 Minimum for S, >0.6: C.=0.851/(R/18) 0.00 ASCE7 15.4-2 Governing Coefficient C. (g) 0.17 p May be taken as 1.0 for nonbuilding structures not similar to buildings Redundancy Factor p 1.3 ASCE7 12.3.4.1 Ultimate Load Effect pQE 0.23 ASCE7 12.4-3 Load Effect with Overstrength 11,QE 0.35 ASCE7 12.4-7 Allowable Stress Design Load 0.7pQE(g) 0.16 ASCE7 12.4.2.3 Vertical seismic load effect, 0.2SDsD 0.14 ASCE7 12.4.2.2 Vertical load for ASD, 0.14SDsD(g) 0.10 ASCE7 12.4.2.3 Deflection Apmlification Factor Cd 3.5 ASCE7 Table 15.4-2 Allowable Drift Aa 0.020 ASCE7 Table 12.12-1 Elastic calculated drift limit=0.7*Aa*IfCd 0.004 ASCE7 12.8-15 (modified for drift calculated from working loads) Job# 23125 By 5TP Date 5/4/2,1 Sheet# D4 . „ ,!! CASCAbE r, :;;g2Ao' .-ENGINEERING,INC Client Rich's for the Home 209 NE Lincoln Street, Suite.A Project Rich's Racks - 9350 SW Washington Square Rd. Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Load Calculation Rack Loading and configuration information from client: Conservatively assuming all rack column baseplates are the same 3”wide, the rack with the greatest product of loading and height of loading will produce the highest anchor force for all racks Index Weight(Ibs)Height of load (in) Anchor Product(in-Ibs): 1 581 26 1/2" 15106 2 266 36 1/2" 9510 3 175 27 3/8" 4769 <- Governs 4 215 21 3/8" 4515 5 285 26 1/2" 7410 6 1788 29 1/2" 51852 <- Governs 7 497 29 1/2" 14165 8 141 15 3/8" 2115 9 529 29 1/2" 15341 10 138 12 1/2" 1656 11 256 26 1/2" 6656 12 483 30 1/2" 14490 13 312 39 1/2" 12298 14 482 41 1/2" 19601 15 518 39 1/2" 20288 Depth of racks in the short direction vary between racks, however since the rack verticals are braced in this direction, the width of the columns for the purposes of resisting overturning are high enough that no anchors are ever in tension as a result of forces in the short direction, so this variation is not considered when determining the governing load case One governing load case each for the 1/2"diameter and the 3/8"diameter anchor bolts were selected Job# 2. L25 By SIP Date 5/4/2.3 Sheet# D5 . A.SCA D E' - ENGINEERING, INC Client Rich's for the home 209 NE Lincoln Street, Suite.A Project Rich's Racks - 9350 5W Washington Square R . Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Load Calculation Results for most highly loaded installed rack (Rack 6) Seismic Weight: Showroom Product Display Racks Dead Loads: lbs count 10ft. Steel Upright Frames: 73 2 Steel Step Beams: 26 4 Plywood Decking 52 2 Total Weight of Rack Structure 354 Product Loads, Papp: lbs count Max. Product Weight on Shelf: 447 4 Total Weight of Products 1788 W,=(0.67P)+ D Location of installation shall be considered open to public: no reduction for average loading is allowed The importance factor 1,shall be 1.5 (3 = 1.0 for seismic uplift load combination, 0.7 for all others Seismic Uplift Load Cases govern, so R will be taken as 1.0 p=redundancy factor,for short direction loading 1.0 when two or more frames are used for long direction loading, 1.3 unless racks are braced or two or more bays are tied together redundancy factor is listed in the Seismic Load Calculation sheets Long Short Total Seismic Weight Ws: 1551.96 1551.96 lbs Seismic Design Coefficient Cs (g) 0.23 0.12 Importance Factor l 1.5 1.5 Ultimate Load Effect 524 269 lbs Check Bearing Through slab: Max. Downward force from gravity(Ibs): 535.5 Max. Downward force from overturning (Ibs): 181.9 0.7*Earthquake load for Working Level Max. Downward force in rack column (Ibs): 717.4 Slab Thickness(in): 7 Assume 45 degreee bearing cone through slab Bearing area per column (sq.ft.): 1.36 Bearing pressure(psf): 527 <1500 O.K. Check shear in anchor: Max. Shear at anchor(Ibs): 524 Allowable shear in anchor(Ibs): 4100 Utilization: 0.13 Job# 23 125 By_5Tf_ Date 5/4/23 Sheet# D6 CASCAbE 1 '`ENGINEERING, INC Client Rich's for the Home 209 NE Lincoln Street, Suite. A Project Rich's Racks - 9350 5W Washington 5cluare Rd. Hillsboro, OR 97124-3043 Location Tigard, OR.97223 503-846-1131 Column Base Reaction Calculation Load Combination: (0.9—0.2Sos)Dead+ (0.9-0.2Sos)RPapP+pSeismic Long Direction: Base Shear: 524 lbs 2•_ Resisting Columns 4 Loading per Column: 131 lbs Height of Reaction: 2.42 ft Moment at Base: 317 ft-lbs Zn i L1 Vertical Reaction at Column 408 lbs Bolt Distance from Center 1.75 in Restoring Moment from Gravity 59 ft-lbs Applied Moment at Baseplate 257 ft-lbs Typical Column Foot Tension at Anchor Bolt 1764 lbs 1/2"Anchor Bolt Allowable Tension 2400 lbs Utilization: 0.73 Short Direction: Base Shear: 269 lbs Resisting Frames 2 Loading per Frame: 134 lbs Height of Reaction: 2.42 ft Moment at Base: 325 ft-lbs Vertical Reaction at Frame 816 lbs Frame Width 2.5 ft Restoring Moment from Gravity 1019 ft-lbs Tension at Anchor Bolt -185 lbs Verify 3"x2-1/2"foot plate at all rack columns and provide 1/2"diameter Simpson Stronqbolt 2 wedge anchor w/3-7/8"embedment in (E)slab below Verify positive connection between column foot plates and columns b — Arrangement of Most Highly Loaded Rack Job# 23 125 By SW Date 5M J2a Sheet# D7 . ENGINEERING, INC Client Rich's for the home 209 NE Lincoln Street, Suite.A Project Rich's Racks - 9350 SW Washington Square Rd. Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Load Calculation Results for most highly loaded installed rack using 3/8"anchor(Rack 3) Seismic Weight: Showroom Product Display Racks Dead Loads: lbs count 10ft. Steel Upright Frames: 73 2 Steel Step Beams: 26 4 Plywood Decking 52 2 Total Weight of Rack Structure 354 Product Loads, Papp: lbs count Max. Product Weight on Shelf: 175.00 1 Total Weight of Products 175 Ws=(0.67P) +D Location of installation shall be considered open to public: no reduction for average loading is allowed The importance factor l shall be 1.5 = 1.0 for seismic uplift load combination, 0.7 for all others Seismic Uplift Load Cases govern, so(3 will be taken as 1.0 p=redundancy factor,for short direction loading 1.0 when two or more frames are used for long direction loading, 1.3 unless racks are braced or two or more bays are tied together redundancy factor is listed in the Seismic Load Calculation sheets Long Short Total Seismic Weight Ws: 471.25 471.25 lbs Seismic Design Coefficient Cs (g) 0.23 0.12 Importance Factor l 1.5 1.5 Ultimate Load Effect 159 82 lbs Check Bearing Through slab: Max. Downward force from gravity(Ibs): 132.25 Max. Downward force from overturning (Ibs): 57.1 0.7*Earthquake load for Working Level Max. Downward force in rack column (Ibs): 189.4 Slab Thickness(in): 7 Assume 45 degreee bearing cone through slab Bearing area per column (sq.ft.): 1.36 Bearing pressure(psf): 139 <1500 O.K. Check shear in anchor: Max. Shear at anchor(lbs): 159 Allowable shear in anchor(Ibs): 4100 Utilization: 0.04 Job# 23 125 By STP Date 5/4/2.3 Sheet# D8 . • ),,, .\CASCADE ENGINEERING, INC Client Rich's for the dome 209 NE Lincoln Street, Suite. A Project Rich's Racks - 9350 SW Washington Square Rd. Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Column Base Reaction Calculation Load Combination: (0.9—0.2S0s)Dead +(0.9-0.2Sos)(3Papp +pSeismic Long Direction: Base Shear: 159 lbs �Z -- . Resisting Columns 4 Loading per Column: 40 lbs Height of Reaction: 3.28 ft Moment at Base: 130 ft-lbs 0 r — Vertical Reaction at Column 159 lbs Bolt Distance from Center 1.75 in Restoring Moment from Gravity 23 ft-lbs Applied Moment at Baseplate 107 ft-lbs Typical Column Foot Tension at Anchor Bolt 735 lbs 3/8"Anchor Bolt Allowable Tension 1350 lbs Utilization: 0.54 Short Direction: Base Shear: 82 lbs Resisting Frames 2 Loading per Frame: 41 lbs Height of Reaction: 2.42 ft Moment at Base: 99 ft-lbs Vertical Reaction at Frame 319 lbs Frame Width 3.28 ft Restoring Moment from Gravity 523 ft-lbs Tension at Anchor Bolt -86 lbs Verify 3"x2-1/2"foot plate at all rack columns and provide 318"diameter Simpson Stronqbolt 2 wedge anchor w/2-7/8"embedment in (E)slab below Verify positive connection between column foot plates and columns a3f I 1 —1 Arrangement of Most Highly Loaded Rack Job# 23 125 By- STP Date 514/23 Sheet# D9 SIMPSON Anchor Designer TM Company: Cascade Engineering,inc. Date: 4/26/2023 Software Engineer: STP Page: 1/5 • 1tronfr=Tie Project: Rich's Racks-9350 SW Washington Square Rd. Version 3.1.2303.1 Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: 1.Project information Customer company:Rich's for the Home Project description:Design for acnhorage of steel display racks In a Customer contact name:Paul Haynes product showroom Customer e-mail:paulhaynes@gmail.com Location: Comment: Fastening description:Anchors at rack rolumn foot plates to concrete slab below 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):7.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Torque controlled expansion anchor Wc,v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.500 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):3.875 Reinforcement provided at corners:No Effective Embedment depth,her(inch):3.375 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad:No hmn(inch):6.00 cec(inch):7.50 Cnn(inch):4.00 &In(inch):2.75 Recommended Anchor Anchor Name:Strong-Bolt®2-1/2"13 CS Strong-Bolt 2,hnom:3.875"(98mm) Code Report:ICC-ES ESR-3037 • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com Job# 23125 By STP Date 05/02/23 Sheet# F1 SIMPSON Anchor Designer TM Company: Cascade Engineering,inc. Date: 4/26/2023 Software Engineer: SW Page: 2/5 Strong-Tie Version 3.1.2303.1 Project: Rich's Racks-9350 SW Washington Square Rd. Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.10.5.2 not applicable Ductility section for shear:17.10.6.2 not applicable flo factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N.[lb]:2400 VuaK[lb]:0 V.ay[lb]:0 <Figure 1> Z � I [ y 7 A Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F2 SIMPSON Anchor Designer TM Company Cascade Engineering,inc. Date: 4/26/2023 Software Engineer STP Page: 3/5 • • Strong-Tie Version 3.1.2303.1 Project: Rich's Racks-9350 SW Washington Square Rd. • Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: <Figure 2> era" 00 CO Input data and results must be chocked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F3 SIMPSON Anchor DesignerTM Company: Cascade Engineering,inc. Date: 4/26/2023 Engineer: STP Page: 4/5 hong-` ie SoftwareVers 3.1.2303.1n Project: Rich's Racks-9350 SW Washington Square Rd. • Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(Ib) Vu..(Ib) J(V..)2+(Vuay)2(Ib) 1 2400.0 0.0 0.0 0.0 Sum 2400.0 0.0 0.0 0.0 Maximum concrete compression strain(%e):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2400 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'r, (inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strenath of Anchor in Tension(Sec.17.6.11 Nse(Ib) 0 0Ne.(Ib) 12100 0.75 9075 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Ni,=kod.vfch.P'(Eq.17.6.2.2.1) lie .t•. fe(psi) he(in) Nn(Ib) 17.0 1.00 2500 3.375 5270 • 0.750Nm=0.750(ASANro)'Yed,N'f%,N`Wtp,NNb(Sec.17.5.1.2&Eq.17.6.2.1a) ANe(in2) Asw(in2 ce,,,,,,(in) Ved.N Top Pcp,N Ni,(Ib) 0 0.750N.(Ib) 102.52 102.52 - 1.000 1.00 1.000 5270 0.65 2569 6.Pullout Strength of Anchor in Tension(Sec.17.6.3) 0.750Npe=0.750y'o.pAeNp(fe/2,500)e(Sec. 17.5.1.2,Eq.17.6.3.1 &Code Report) Y,p A. Np(lb) f,(psi) n 0 0.750Npe(lb) 1.0 1.00 4985 2500 0.50 0.65 2430 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F4 SIMPSON Anchor Designer TM Company: Cascade Engineering,inc. Date: 4/26/2023 Software Engineer: STP Page: 5/5 • Strong.-Tie Version 3.1.2303.1 Project: Rich's Racks-9350 SW Washington Square Rd. Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: 11.Results Interaction of Tensile and Shear Forces(Sec.17.81 Tension Factored Load,N.(Ib) Design Strength,oN„(Ib) Ratio Status Steel 2400 9075 0.26 Pass Concrete breakout 2400 2569 0.93 Pass Pullout 2400 2430 0.99 Pass(Governs) 1/2"0 CS Strong-Bolt 2,hnom:3.875"(98mm)meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F5 SIMPSON Anchor DesignerTM Company: Cascade Engineering,Inc. Date: 4/26/2023 Engineer: STP Page: 1/5 Software Stroup-Tie Project: Rich's Racks-9350 SW Washington Square Rd. Version 3.1.2303.1 e Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: 1.Proiect information Customer company:Rich's for the Home Project description:Design for acnhorage of steel display racks in a Customer contact name:Paul Haynes product showroom Customer e-mail:paulhaynes@gmail.corn Location: Comment: Fastening description:Anchors at rack rolumn foot plates to concrete slab below 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):7.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Torque controlled expansion anchor Wc.v:1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.375 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):2.875 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.500 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear.No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility.Yes Build-up grout pad:No hw.(inch):4.50 c.(inch):6.00 Cnn (inch):6.00 Smm(inch):3.00 Recommended Anchor Anchor Name:Strong-Bolt®2-3/8121 CS Strong-Bolt 2,hnom:2.875"(73mm) Code Report:ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F6 SIMPSON Anchor Designer TM Company: Cascade Engineering,inc. Date: 4/26/2023 Software Engineer: STP Page: 2/5 - Strong- Version 3.1.2303.1 Project: Rich's Racks-9350 SW Washington Square Rd. Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.10.5.2 not applicable Ductility section for shear:17.10.6.2 not applicable Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N.[lbj:1350 VIM rib]:0 Vey[Ib]:0 <Figure 1> A 4.� X Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F7 SIMPSON Anchor DesignerTM Company: Cascade Engineering,inc. Date: 4/26/2023 Software Engineer STP Page: 315 • StavittelFie Version 3.1.2303.1 Project: Rich's Racks-9350 SW Washington Square Rd. m Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: • <Figure 2> 8 zg > Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F8 SIMPSON Anchor Designer TPA Company: Cascade Engineering,inc. Date: 4/26/2023 Software Engineer: STP Page: 4/5 • StrongTie Project: Rich's Racks-9350 SW Washington Square Rd. Version 3.1.2303.1 Address: 209 NE Lincoln St.,Suite A s Phone: 5038461131 E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) V.(Ib) ,j(V e.)'+(Vusv)2(Ib) 1 1350.0 0.0 0.0 0.0 Sum 1350.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1350 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Ms(Ib) 4 ON.(Ib) 5600 0.75 4200 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2). Na=kcAsll reher1 s(Eq. 17.6.2.2.1) k" As re(psi) he(in) Na(lb) 17.0 1.00 2500 2.500 3360 0.75¢Nca=0.750(ANc/AN�)Pad,NWc.N9' ,NNa(Sec.17.5.1.2&Eq.17.6.2.1a) AN°(In2) Aft"(in2 ce."e (in) V"4N Y'<,N 'Yap,N Nb(Ib) i6 0.75.6NPa(Ib) 56.25 56.25 - 1.000 1.00 1.000 3360 0.65 1638 6.Pullout Strength of Anchor in Tension(Sec.17.6.31 0.750.Np"=0.75 W.P%.NP(re/2,500)"(Sec.17.5.1.2,Eq.17.6.3.1 &Code Report) Po. As Np(Ib) re(psi) n sb 0.75q)Npn(Ib) 1.0 1.00 2775 2500 0.50 0.65 1353 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F9 SIMPSON Anchor Designer1M Company: Cascade Engineering,inc. Date: 4/26/2023 Engineer: STP Page: 5/5 • tt`D11 -Tie Software Project: Rich's Racks-9350 SW Washington Square Rd. Version 3.1.2303.1 Address: 209 NE Lincoln St.,Suite A Phone: 5038461131 E-mail: 11.Results Interaction of Tensile and Shear Forces(Sec.17.81 Tension Factored Load,N.(Ib) Design Strength,eN"(Ib) Ratio Status Steel 1350 4200 0.32 Pass Concrete breakout 1350 1638 0.82 Pass Pullout 1350 1353 1.00 Pass(Governs) 3/8"0 CS Strong-Bolt 2,hnom:2.875"(73mm)meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie.Company Inc_ 5956 W.Las Pasitas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com Job# 23125 By STP Date 05/02/23 Sheet# F10 Iz/e gs FQQ Pat HomE 15S-3" 72,9cK OiaVi - RECEIVED AUG 7 2023 i CITY OF TIGARD L ,.-- o BUILDING DIVISION ) ---r SHOWROOM AREA-' I i� IH0M° ERS L.....,( ROOFid.. : 0I N ACCESS NIC I �� U IT ROOM N i w FN, b a M UNUSED I RESTROOM 1 N L WAREHOUSE DROP CEILING AREA AREA 10' -( I ` DOCK 8'x 8' \ I lNCigH \ HIGH DOLL DOOR \� !/ 1 91'-7R 73'-2" 164'-9„ f.iCHS ,4Q 7 Homc co z rj'' vJrn " oari// SHELF /irUNr g.6" /k'g6,yr /-avir sg/ 4,3s PM" 1/AV 6. G 5.7 W+Cz 30'" p/sn H, Ski 75 "/v✓a-I6.14,-- 1-0147 646 rah; goy 4_ 0,-3401 771kf a-ii-' o/'smac H: Z.zs"/�6/i ur r i- ', i 7�I-8s RECEIVED .�C r/r / g •77v✓ a.y"r: s H .l`' L&I J6 'r i-r�r✓/ a/6-L n ,r77 �CK - F,2Qr"1 Cas7(/) ® log. '"pi 'D l q4.6-Z f.' y/ cl,x r r i -u.Nr r 213-485 AUG 1 2023 to" j�Dr44-: 0' Foc" ® g9"w 30"0 r 5/ /Q.'H z!�''"/-//o✓<i `f oNirs 1�783 Las CITY OF TIGARD f u f 9Q w'"' `f"" 0/ •, % fa-"r •'y6-'"/4/ % r 4 opirs ''9 7 Ls35 BUILDING DIVISION 4 B7 iive s7-xIJrL, a 77 w -f'' D/ suet, , "tl/ ro#' wwl6*r i-ov,r iHi Leis 99 0 iO3 w 3o'• D / Silni- lo:'N) y5,"K ' z1n w ic-'r q .wir glgyaS Jq2j - e '7.7 '"w ;wet0,5feez- /�." 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III ('` .. 1 1910 $71f0 3> Sd5 S57S 731N5 8411� 11575 1�• 141S 2,795 4795 I , 7475 1� ^ � ,� ion -�%F`! I f.. :�, III)6kW ba;fl a,.,.; .. ��,....�.� (IIIr3(: . .; 1 144• 1. 1* L 3 4440 a S. s,371! 0,711'r 155' 10770 1,1# 1,06S � 3,S3S °5 5 @{UM 116$ Imo 1,d10 i 2,515 3,4095 q5 M •( as pr,fft 20$7taf 4r.,4xe)1 &votkom .0,40,0400t%4,,e fix wawa*ito 604 wow 5iiii owiiiii, 30/3 60664 •4c s_ ,. .r P raaa cut; ra at ata laer ay .Cstys s �A* at •1 * tioN,c4oitaftt/MAW WA Alli eXAMIgtuttcHfal Itticlricrtp Z6�da rc ae ert s gli? tam _ w ,.... • eM a taxwity al avaaatag64600 totthohxw 01 ift 01,' s is A ' /',Act:. IP I,Z r il/ 12- ,eA zAyx/r AUG / 2023 CITYOFTIGARD C — /2ACK it �� 9 �y BUILDING DIVISION 61 � 2AcK s • Pallet Rack Pallet Rack Capacity varies according to manufacturer. Call Us for assistance or clarification. Capacity Chart for Interlake Mecalux Pallet Rack; .... ,41r 3* 3i 1 i " t._ 4" 4 5"a7 '646 5"*"..4'"?ii: ' 5"'"\1''?;4 g. CA t c. r"?11,ii 313.IS CIA 314.14 CA 312.12 GA. 48101.13 GA 58122.12 Cat �,,112T.-.3a2 �yy.�µ 413102' 12 GA illed ,Opaidilas 11440 315 343 34P ° 313' 143 2 3 ' 4 k 1 1Il.A 119" _ 1748 . "9 9lkA : S"1 1 MC'X WA t2 `t . t94.yy. *d{�11*/ ,70114 3222 .q§�2.„$447 11,11 4s1,3 $+' %NO 14 4b' W117 21,832 43,7732 10, e7 24,442 27.l19 3d6500 43,300 St xa or Iwo 144A9 17,362 23t70 2-544 111,4Si 313•11 32-40 II .. 407700 72` t925 w2.01 135 q4, - 19,153 15,737 13," X. I3,�0 3T.'s' 470171 ac 4491 1.7.4 1 ,17/5 14747 31,2S4 Y 11,707. n.IVD -7.17 1 tr 922IngallEall 1"121 34144 I. 43 4,911 1723110 71,740 37.5,09 143` 9:417 11,716 t 4.5% 11712 8P41 VA10 I:.,f9 7+. '.I114,'__ t '4pw�t l 7 > ANC# , __ n '113 ,^ 1.1 VP 4,917 5.034 UN. 2.142 5.436 S,170 11,9. 14,709 21,E 731271131seebr twiov4eit,*due*/8+ast r 5w& 0toko 3" -.. A !�. .__.� + 977• 5E.33 O w11GA, O .. 12 GA l I am.11 GA 1. 025F,13GA , mom ' SW.. 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OM6 TYRO _ I CARmax M1 r rK.tn7 • � f^ Fint a..ar3 1 • AIL '� g _ S (��Q\/ Summit Drivel .. '� ! ..: AII _ tlVtTlNo oaoos JVI GI I� �riV Y _ lYIt ••• sitar ' � - R f f Met ., s- r. �l esecake y, :(lei'° ,21 7 ,` i . . + -. _ ,a, WASHINGTON SQUARE - I - 4_ u, ,> � '• '- ' p xr ;� 4-N AIIIti —'� '"• f ; .a.Sw Washington Square Rd "* ', w '^'tizt tiONOAiA .f t.."t �,,, 1. SUM CO • X ... V " r Nr. 1:'„''.'3•:: • . '. • r‘ _ L1CaSC� , �a NORDSTROM SW aLehm arJ -FG w a ,r— j- lif- 1 , '!x NgoC.) y y ' . • w:.fir. • 3 �' SW Crl St Illi illii -f , 4«w�� ;7.h ...r. r Product Details RECEIVED ‹K 7; ion i 3j 15 AUG 7 2023 S L i J K LAYou _cal'O TI ARD • Heavy-duty garage shelving rack supports 1800 lbs. per shelf • Shelves are 24 in. deep & adjustable for versatile storage needs • Welded garage shelves are covered by Husky's lifetime warranty Model#: N2W902490W5B Skutt: 1007587682 Internet#: 319132842 Husky's Extra Large Welded Frame Shelving Unit measures 90 in. H x 90 in. W x 24 in. D making it perfect for organizing your garage or workshop. The 5 adjustable black wire shelves provide ample storage space to accommodate a variety of heavy items, each shelf supporting up to 1800 lb. This unit is constructed with steel in a black textured finish for durability and strength. Bolt-free and easy to assemble. i i I _________ .Imi, , • S .. r 4 r it 1 iii: il,.„ Filliii,_ , ...„,.. . 1 1. .Amom_ pr 1 . , 4 'I, t 4 : . ,. _......:. ......... . ..„.... ............__. ............ ._. .,. . ..., ~fir ..::„.......',....„........„....„ : .., " ,._, r 1 Husky's Extra Large Welded Frame Shelving Unit measures 90 in. H x 90 in. W x 24 in. D making it perfect for organizing your garage or workshop. The 5 adjustable black wire shelves provide ample storage space to accommodate a variety of heavy items, each shelf supporting up to 1800 lb. This unit is constructed with steel in a black textured finish for durability and strength. Bolt-free and easy to assemble. • Each shelf supports up to 1800 lbs. when the weight is evenly distributed • Instructions included for easy assembly • Heavy-duty steel construction with black, textured finish for lasting durability • 5-wire shelves provide ample storage for heavy or bulky items such as paint cans, tools, work equipment and more • Shelves adjust in 1-1/2 in. increments for more flexibility to accommodate a variety of different size items • Not intended for outdoor use • Welded rack matches and coordinates with Husky's heavy duty welded cabinet set for a complete garage storage solution • Heavy-duty steel construction with black, textured finish for lasting durability • 5-wire shelves provide ample storage for heavy or bulky items such as paint cans, tools, work equipment and more • Shelves adjust in 1 -1/2 in. increments for more flexibility to accommodate a variety of different size items • Not intended for outdoor use • Welded rack matches and coordinates with Husky's heavy duty welded cabinet set for a complete garage storage solution • NSF certified for dry food storage • Backed by a Lifetime Warranty. If your Husky product ever fails, bring it back and we will replace it for free. Click here for details. • Backed by a lifetime warranty, if your Husky product ever fails, bring it back and we will replace it for free • Click here to learn more about exclusive Husky products • Return Policy 3'9^ m '4 z e a ... 'a x z - a&v . . "_ y 3 8 r_ 3 as r�. �`a y s : % ¢ ' �;, v �,m..,.. • £fie' 3 »- r � •e { s S W - h`� „� ` co ' — �4. Po'P # HI y;ysi5`p4. M. .q rsw:>R' 4' `.2 F. 1. �yt'gy� • LtaH:—.' s 1�:! 4'd wpy . ra , s , # +P+' ,: x aq, a s :. ,- - L ie4 k E.+A Fr ar ea ` 6:.G iedM.1t'. „ , ." _ ` ' a. Shelving fiACK Sig ,$ t 1Q RECEIVED is $t1- PACK, LAYOOr AUG 7 2023 Warehouse Only CITY OF TIGARD Whalen 4-Shelf Heavy Duty Steel IndustrlGI gg�� LDING DIVISION Rack, 77"W x 24"D x 72"H, Black Item 956886 Model WSIR772472BS-SWD • II 11.1 r t a t 1 r 1 r 1 t r i Ai _ _. ,, Al Mil t s t f f ,....4 Features: • Each shelf holds up to 2,000 pounds (evenly distributed weight) • No tools required for assembly Dimensions: • 77"W x 24"D x 72"H • Weight: 182.9 lbs • Specifications Assembly Ready to Assemble Brand Whalen Color Black Depth 24 in. Height 72 in. Material Steel Model WS1R7724728S-SWD Number of Shelves per 4 Unit Shipping Weight 182.9 lb. Warehouse Only Warehouse Only Width 77 in. Product Details The Whalen Industrial Rack with Interlocking Wire Decks is the ultimate home and shop storage solution. Built for strength and stability, each of the four adjustable shelves can hold up to 2000 pounds (evenly distributed weight). Built to last, the welded end frames are powder-coated to resist scrapes and dents. Easy, no tool assembly allows you to have your Industrial Rack up and operational in no time. These racks are also expandable allowing you to connect multiple racks side-by-side. Look no further for your industrial, garage and shop storage with the Industrial Rack with Interlocking Wire Decks by Whalen. Features: • Welded end frames provide strength and stability • Each shelf holds up to 2,000 pounds (evenly distributed weight) • Protective powder-coated steel • 4 adjustable shelves with wire decks • Easily expandable by adding units • Limited lifetime warranty • Assembly required • No tool assembly e i s vim-. , i �_ fi".'�' gb L j�tA �Z�+ w�- y4w +'W "L. A1"�b:n e e5" k �e. ;. ._ ��o- r �� , i 5 +—.—.+- Zt 4d E.145 i4 ti$ ! OIMF N5ION£5 "¢" em nw '""" ' s" ate ,o.... �TYi2'enf� (7s3 � + 's 'r' ton l B 609esr�d24 n124pcy .r gus' eyl s'e i,r '' s r✓ r 147'41 "�lr ",a ys .>eY.n„�? s,c tl t "�"t .i s d ' ° '�+ , i ,� I°'l:��U' Z a i4� ,�' ?�s '�'i' _ �L�' x e -� . %,i '1 ,. .. "s ra s i ��9�a „ rdi}�s �}13^g.g Y' -��r' > :' d'n" a -a ak'>�n °�}� :s,',+wrT`�. P ` fig" ¢ yy�