AttachmentA_Storage Rack Anchorage Package.pdf

DAS WAREHOUSE – MILL CREEK

Storage Rack Anchorage

Structural Calculations

KPFF Project No. 10022100401

September 21, 2021

Submitted To:

SERA Architects 338 NW 5th Ave

Portland, OR 97209

Submitted By:

KPFF Consulting Engineers 111 SW Fifth Avenue, Suite 2600

Portland, OR 97204-3628

N

78836PE

13, OREGON

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ATTACHMENT A

SKETCH SHOWING STORAGE RACK

ANCHORAGE REQUIREMENTS

PLAN

ELEVATION

LEG OF STORAGE RACK SYSTEM

(BY OTHERS)

SK-1 ANCHORAGE OF STORAGE RACK SYSTEM

BASE PLATE

3/8" x 5" x 0'-8"

(BY OTHERS)

(VERIFY SIZE)

LEG OF STORAGE RACK SYSTEM

(BY OTHERS)

BASE PLATE

(BY OTHERS)

(E) CONCRETE SLAB ON GRADE.

VERIFY 6" THICK, MIN.

CONCRETE SCREW ANCHOR,

REF. ELEVATION.

(4) TOTAL

(4) SIMPSON TITEN HD ANCHORS

1/2" DIAMETER

NOMINAL EMBED = 3.50"

INSTALL PER ICC-ESR 2713

DAS WAREHOUSE - MILL CREEK

3455 AUMSVILLE HIGHWAY, SALEM, OR

KPFF

09/21/2021

1" TYP., VERIFY

N

78836PE

13, OREGON

EXPIRES:

MAR

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02 0

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T O B I N

KRAM

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PROFESS I ONAL

DERETSI

GER

06-30-22

ANCHORAGE DESIGN IS BASED ON A 2-SHELF SYSTEM.

RATED LOAD CAPACITY OF EACH SHELF = 4,000 POUNDS.

ELEVATION OF SHELVES = 7'-6" & 15'-0" ABOVE CONCRETE SLAB.

NOTE: PROVIDE PERIODIC SPECIAL INSPECTIONS PER THE ANCHOR

ICC-ESR REPORT. FOR ONGOING INSTALLATIONS, PROVIDE INSPECTIONS

FOR 10% OF ANCHORS, EQUALLY DISTRIBUTED OVER THE DURATION OF

ANCHOR INSTALLATION.

SUPPORTING STRUCTRUAL

CALCULATIONS

DAS Mill Creek Warehouse -- Storage Rack Anchorage

The following calculations are for the anchorage of steel storage racks at the warehouse located at

3455 Aumsville Hwy, Salem, OR 97317 - Building 3

The calculations and associated sketches pertain only to the anchorage.

The design of the storage racks themselves are by others and beyond KPFF's scope.

Seismic Design Criteria:

SDS = 0.636 { per ATC Hazards }

R = 4.0 { ASCE 7-16, 15.5.3.3.1 }

I = 1.0 { I = 1.0 if NOT accessible to the public }

Ω0 = 2.0 { Required for ductile anchor design }

Geometry & Configurations:

Rack Length = 12.00 ft

Rack Depth = 3.67 ft

Shelf 1 Elevation = 7.50 ft above slab on grade

Shelf 2 Elevation = 15.00 ft above slab on grade

Shelf 1 Rated Capacity = 4,000 lbs

Shelf 2 Rated Capacity = 4,000 lbs

Base Plate Width = 5 in

Base Plate Length = 8 in

Base Plate Thick. = 0.375 in

No. of Bolt Holes = 4

Slab on grade thickness = 6 in

Anchor Bolt Spacing, X = 3 in

Anchor Bolt Spacing, Y = 6 in

Hole Diameter = 0.625 in

{ Use (4) 1/2" Anchors }

Design Forces for Fully Loaded and Partially Loaded Conditions (15.5.3.3.2) :

Condition 1 Condition 2

All Shelves Loaded to Top Shelf Only Loaded to

67% of Rated Capacity 100% Rated Capacity

Shelf 2, W = 2,680 lbs Shelf 2, W = 4,000 lbs

Shelf 1, W = 2,680 lbs Shelf 1, W = 0 lbs

Σ = 5,360 lbs Σ = 4,000 lbs

Vu = 0.159 W Vu = 0.159 W

Vu = 852 lbs Vu = 636 lbs

Vertical Distribution (15.5.3.3.3) : Vertical Distribution (15.5.3.3.3) :

% Vu Fx % Vu Fx

Shelf 2 = 66.7% 568 lbs Shelf 2 = 100.0% 636 lbs

Shelf 1 = 33.3% 284 lbs Shelf 1 = 0.0% 0 lbs

Σ = 852 lbs Σ = 636 lbs

Over-Turning Moment: Over-Turning Moment:

Mu = 10,653 lb-ft Mu = 9,540 lb-ft

Condition 1 Governs with:

Vu = 852 lbs per individual rack

Mu = 10,653 lb-ft per individual rack

Mu is resisted by a Tension / Compression Couple:

Tu = Cu = 2,905 lbs per individual rack

Shear is resisted equally by 4 legs:

Vu = 213 lbs per leg

Tension / Compression is resisted equally by 2 legs:

Tu = Cu = 1,453 lbs per leg

Gravity load is resisted equally by 4 legs:

Pgrav = 1,340 lbs per leg

Governing Load Case for Uplift / Tension is: 0.9 Pgrav +/- Ev +/- Emh

0.9 Pgrav = -1,206 lbs -- Down

Ev = 0.2 SDS Pgrav = 170 lbs -- Up

Emh = Ω0 Tu = 2,905 lbs -- Up

Net Uplift / Tension, Tu = 1,870 lbs per leg -- Up

Because the racks share vertical legs when they are adjacent to each other, double the above values.

Design each base connection for:

Vu = 426 lbs

Tu = 3,740 lbs

9/21/21, 12:18 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=44.8983&lng=-122.9686&address= 1/2

Hazards by Location

Search Information

Coordinates: 44.8983, -122.9686

Elevation: 236 ft

Timestamp: 2021-09-21T19:18:32.537Z

Hazard Type: Seismic

Reference Document:

ASCE7-16

Risk Category: II

Site Class: D-default

Basic Parameters

Name Value Description

SS 0.795 MCER ground motion (period=0.2s)

S1 0.4 MCER ground motion (period=1.0s)

SMS 0.954 Site-modified spectral acceleration value

SM1 * null Site-modified spectral acceleration value

SDS 0.636 Numeric seismic design value at 0.2s SA

SD1 * null Numeric seismic design value at 1.0s SA

* See Section 11.4.8

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 1.0s

CRS 0.88 Coefficient of risk (0.2s)

CR1 0.863 Coefficient of risk (1.0s)

PGA 0.368 MCEG peak ground acceleration

FPGA 1.232 Site amplification factor at PGA

PGAM 0.453 Site modified peak ground acceleration

TL 16 Long-period transition period (s)

236 ft

Map data ©2021 Google https://maps.google.com/maps?ll=44.8983,-122.9686&z=8&t=m&hl=en-US&gl=US&mapclient=apiv3

9/21/21, 12:18 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=44.8983&lng=-122.9686&address= 2/2

SsRT 0.795 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.904 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.4 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.463 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.627 Factored deterministic acceleration value (1.0s)

PGAd 0.511 Factored deterministic acceleration value (PGA)

* See Section 11.4.8

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

https://earthquake.usgs.gov/ws/designmaps/

Company: Date: 9/21/2021

Engineer: Page: 1/5

Project:

Address:

Phone:

E-mail:

Anchor Designer™ Software Version 3.0.7845.0

1.Project information

Customer company:

Customer contact name:

Customer e-mail:

Comment:

Project description:

Location:

Fastening description:

2. Input Data & Anchor Parameters

General Design method:ACI 318-14 Units: Imperial units

Anchor Information:

Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.500 Effective Embedment depth, hef (inch): 2.560 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.42 cac (inch): 3.88 Cmin (inch): 1.75 Smin (inch): 3.00

Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f’c (psi): 3000 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No

Base Plate Length x Width x Thickness (inch): 8.00 x 5.00 x 0.37 Yield stress: 36000 psi

Profile type/size: HSS4X2X1/4

Recommended Anchor Anchor Name: Titen HD® - 1/2"Ø Titen HD, hnom:3.5" (89mm) Code Report: ICC-ES ESR-2713

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

DAS Mill Creek Warehouse Storage Rack Anchorage

Engineer: Page: 2/5

Project:

Address:

Phone:

E-mail:

Anchor Designer™ Software Version 3.0.7845.0

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: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes

Strength level loads:

Nua [lb]: 3740 Vuax [lb]: 426 Vuay [lb]: 426 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0

<Figure 1>

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Engineer: Page: 3/5

Project:

Address:

Phone:

E-mail:

Anchor Designer™ Software Version 3.0.7845.0

<Figure 2>

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Engineer: Page: 4/5

Project:

Address:

Phone:

E-mail:

Anchor Designer™ Software Version 3.0.7845.0

Shear load y, Vuay (lb)

Anchor Tension load, Nua (lb)

3. Resulting Anchor Forces

Shear load combined, √(Vuax)²+(Vuay)² (lb)

Shear load x, Vuax (lb)

935.01 106.5 150.6106.5

935.02 106.5 150.6106.5

935.03 106.5 150.6106.5

935.04 106.5 150.6106.5

426.0 426.0Sum 3740.0 602.5

Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3740 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00

<Figure 3>

4. Steel Strength of Anchor in Tension (Sec. 17.4.1)

Nsa (lb) f fNsa (lb)

20130 0.65 13085

5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)

Nb = kclaÖf’chef

1.5 (Eq. 17.4.2.2a) kc la f’c (psi) hef (in) Nb (lb)

17.0 1.00 3000 2.560 3814

0.75fNcbg =0.75f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2) ANco (in2) ca,min (in) Yec,N Yed,N Yc,N Ycp,N Nb (lb) f 0.75fNcbg (lb)

146.10 58.98 - 1.000 1.000 1.00 1.000 3814 0.65 4606

8. Steel Strength of Anchor in Shear (Sec. 17.5.1)

Vsa (lb) fgrout f fgroutfVsa (lb)

4790 1.0 0.60 2874

10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2) ANco (in2) Yec,N Yed,N Yc,N Ycp,N Nb (lb) f fVcpg (lb)

2.0 146.10 58.98 1.000 1.000 1.000 1.000 3814 0.70 13226

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Engineer: Page: 5/5

Project:

Address:

Phone:

E-mail:

Anchor Designer™ Software Version 3.0.7845.0

11. Results

Interaction of Tensile and Shear Forces (Sec. 17.6.)

Tension Factored Load, Nua (lb) Design Strength, øNn (lb) Ratio Status

Steel 935 13085 0.07 Pass

Concrete breakout 3740 4606 0.81 Pass (Governs)

Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status

Steel 151 2874 0.05 Pass (Governs)

Pryout 602 13226 0.05 Pass

Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status

Sec. 17.6..1 0.81 0.00 81.2% 1.0 Pass

1/2"Ø Titen HD, hnom:3.5" (89mm) 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 17.2.3.4.2 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 17.2.3.5.2 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.

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.