Addendum 1 23105.pdf

1601 E. CÉSAR E. CHÁVEZ AVENUE, LANSING, MI 48906

PHONE: (517) 487-2511

FAX: (517) 487-2544

ADDENDUM NO. 1

Date: 03/09/2023 Project Name: Carson City Correctional Facility - Fence Modifications and Additions File # 472/23105.TYC Funding Code # 472/DRFMAINTPROJ

This Addendum is issued for the purpose of modifying and/or clarifying the original Contract Documents and shall take precedence over them.

All work included herein shall be in accordance with the original drawings and specifications except as specifically noted herein. All incidental items required to provide the following modifications shall be included even though not specifically described.

This addendum is being sent to all bidders receiving plans and specifications. Receipt of this Addendum shall be noted on the Bid Summary in the appropriate location.

Clarification and Questions:

A1.1 Question: Are the following sections required? 014100 – Testing Services and 019113 General Commissioning Requirements.

Response: Please see attached sections.

A1.2 Clarification: All fence posts shall be installed in sonotube.

A1.3 Clarification: Contractor allowed to stage/lay down area in the green space on east side of east Admin Parking lot. (see attached sketch). They may stage net poles around perimeter as long as they don’t interfere with perimeter road.

A1.4 Clarification: Contractor allowed to work (4) 10 hour days, (5) days or (6) days as required to complete project

A1.5 Clarification: Netting shall be complete by the end of July 2023. Perimeter road repaving will start in August of 2023

A1.6 Clarification: All gate locks shall use Adams Rite Lock components. See attached pictures.

ADDENDUM NO. 1

Attachments:

1) Sign in sheet

2) Netting Design by Sportsfield Specialties Inc.

3) 014100 Testing Services

4) 019113 General Commissioning Requirements

5) Laydown area sketch

6) Lock pictures

Project Number: 2023.202.047

DESIGN COMPUTATIONS FOR

TNPPUC

Michigan State Barrier Netting

Carson City, MI

PREPARED FOR:

Sportsfield Specialties, Inc.

PO Box 231

41155 State Highway 10 Delhi, NY 13753

PREPARED BY:

860 Hooper Road, Endwell, New York 13760

TEL: 607-231-6600 FAX: 607-231-6650

EMAIL: precast@delta-eas.com www.delta-eas.com

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2/24/2023

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2/17/23, 8:42 AM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=43.1630662&lng=-84.8637729&address=10599 E. Boyer Road Carson City Michigan 1/1

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Address: 10599 E. Boyer Road Carson City Michigan

Coordinates: 43.1630662, -84.8637729

Elevation: 738 ft

Timestamp: 2023-02-17T13:41:20.034Z

Hazard Type: Wind

ASCE 7-16

MRI 10-Year 74 mph

MRI 25-Year 80 mph

MRI 50-Year 85 mph

MRI 100-Year 91 mph

Risk Category I 100 mph

Risk Category II 106 mph

Risk Category III 114 mph

Risk Category IV 118 mph

ASCE 7-10

MRI 10-Year 76 mph

MRI 25-Year 84 mph

MRI 50-Year 90 mph

MRI 100-Year 96 mph

Risk Category I 105 mph

Risk Category II 115 mph

Risk Category III-IV 120 mph

ASCE 7-05

ASCE 7-05 Wind Speed 90 mph

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.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE:

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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.

738 ft738 ft

Map data ©2023 Imagery ©2023 , CNES / Airbus, Maxar Technologies, U.S.

Geological Survey, USDA/FPAC/GEO

Report a map errorMMMapMapp dp dp

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738 ft

10599 E. Boyer Road Carson City Michigan

100 mph

Wind

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JOB

DESCRIPTION

SHEET NO. SCALE

CALCULATED BY DATE 2/21/2023

CHECKED BY DATE

Netting:

Risk Category I Table 1.5-1 - Input Net Height, h = 50.0 ft - Results Pole Spacing, B = 50.0 ft Exposure Category = C (Sect. 26.7.3) Kz= 0.999 Table 26.10-1 Kzt= 1.00 Sect 26.8.2 Kd= 0.85 Table 26.6-1 Ke = 0.97 Table 26.9-1 V= 100 mph Fence Height = N/A qz=0.00256*Kz*Kzt*Kd*Ke*V^2 = 21.17 Eqn. 26.10-1 Netting Type = #18_1.75" Mesh Netting Weight = 0.014 psf

= 0.087 sf/ft Cable Size 5/16 in Cable Weight 0.16 lb/ft Cf= 1.2 Figure 29.4-2 G= 0.85 Section 26.11.1 p=qz*G*Cf* = 1.88x(Af) psf Eq. 29.4-1 pmin = 16psf* = 1.39x(Af) psf Section 29.7 Design p, max(p, pmin) = 1.88x(Af) psf Net Attach. Ext, y1 = 19.00 ft Net Attach. Int, y2 = 19.00 ft

Load on Cable Attach. Wind Load, F = 17.84 plf F = p (y1)/2 Gravity Load, wg = 0.4 plf Wt of cable plus wt of net * y1 Resultant, wr = 17.85 plf ( (F)2 + (wg)

2 )0.5

Assume cable sag at X.XX"/foot of span; X.XX= d' = 1.56 in/ft

Sag @ mid-span; S = 3.25 ft (39.0 in) x = a = B/2 = 25.0 ft

Loads on Pole at Attachment Points (tension to axis of pole)

END POLE

Gravity, Tg = wgx

2/2S= 41 lbs.

Wind Tw = Fx2/2S= 1716 lbs.

Resultant Tc = wrx

2/2S= 1716 lbs. Pin @ Top of End Pole (from force on cable) ASD Tc = 1.0DL+0.6WL = 1030 lbs.

Breaking Strength 9800 lbs Cable SF = 9.5 OK

Top and Bottom Connection Tributary Area, AE (Top or Btm) = B/2*y1/2 = 238 sf End Poles @ Top & Bottom T1(Top or Btm)= p AE (Top or Btm) = 446 lbs. Ring Conn. Points on End Pole (from net)

Mid-Height Connections Tributary Area, AE (mid) = B/2*y1 = 475 sf End Poles @ Middle Connections T1(mid) = p AE (mid) = 892 lbs. Ring Conn. Points on End Pole (from net)

Gravity, Tg1 = wgB/2= 11 lbs.

INTERIOR POLE (assuming pole in straight line) Top and Bottom Connection Tributary Area, AI (Top or Btm) = B*y2/2 = 475 sf Interior Poles @ Top & Bottom T2(Top or Btm) = p AI (Top or Btm) = 892 lbs. Pin @ Top of Int. Pole (from net, no cable force)

Mid-Height Connections Tributary Area, AI (mid) = B*y2 = 950 sf Interior Poles @ Middle Connections T2 (mid) = p AI (mid) = 1784 lbs. Ring Conn. Points on Int. (from net)

Gravity, Tg2 = wgB= 21 lbs.

Reference: ASCE 7-16

2023.202.047: Sportsfield Specialties Inc.

Michigan State Barrier Netting TNPPUC

OF

KMH

KMH Page 15 of 36 Checked by: KLVW

SHEET NO. SCALE

CALCULATED BY DATE 2/22/2023

CHECKED BY DATE

Check Bare Pole Risk Category I Table 1.5-1 - Input Pole Height= 50.0 ft - Results Exposure Cat= C Sect. 26.7.3 Kz= 0.980 Table 26.10-1 Kzt= 1.00 Sect 26.8.2 Kd= 0.85 Table 26.6-1 Ke = 0.97 Table 26.9-1 V= 100 mph Figure 26.5-1(A-D) qz=0.00256*Kz*Kzt*Kd*Ke*V2= 20.76 Eqn. 26.10-1

Pole O.D. = 12.750 in

1.06 ft h/D= 47.06 Figure 29.4-1 D*sqrt(qz)= 4.84 Figure 29.4-1

Cf= 0.7 Figure 29.4-1

G= 0.85 Section 26.11.1 Af= 1.06 sqft/ft F=qz*G*Cf*Af= 0.01313 k/ft Eq. 29.4-1 Fmin = 16psf*Af = 0.01700 k/ft Section 29.7 Fmin > F , USE Fmin FOR DESIGN

2023.202.047: Sportsfield Specialties Inc.

Michigan State Barrier Netting TNPPUC

OF

KMH Page 16 of 36 Checked by: KLVW

Steel Column DELTA ENGINEERS, PCLic. # : KW-06003282

DESCRIPTION: End Pole (Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information

Steel Stress Grade Top Free, Bottom FixedAnalysis Method :

, A500, Grade C, Fy = 46 ksi, Carbon

50.0Overall Column Height Top & Bottom FixityAllowable Strength

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : HSS 12.750x0.375

46.0 ft

E : Elastic Bending Modulus Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 50.0 ft, K = 2.1

Unbraced Length for buckling ABOUT X-X Axis = 50.0 ft, K = 2.1

Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 2,480.45 lbs * Dead Load Factor

AXIAL LOADS . . .

p: Axial Load at 50.0 ft, D = 0.0110 k

BENDING LOADS . . .

Fmin: Lat. Uniform Load creating Mx-x, W = 0.0170 k/ft Tc1: Lat. Point Load at 50.0 ft creating My-y, D = 0.0410, W = 1.716 k T1 mid: Lat. Point Load at 31.0 ft creating Mx-x, W = 0.8920 k Tc: Lat. Point Load at 12.0 ft creating My-y, D = 0.0410, W = 1.716 k

X-X & Y-Y kl/r > 200

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.8267

Location of max.above base 0.0 ft

2.491 k

24.815 k

-29.341 k-ft

Load Combination +D+0.60W

Load Combination +D+0.60W

123.263 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

2.141 k

0.01905 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

123.263 k-ft -66.377 k-ft

Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable

Va : Applied Vn / Omega : Allowable

Maximum Load Reactions . .

Top along X-X 0.0 k Bottom along X-X 3.432 k Top along Y-Y 0.0 k Bottom along Y-Y 1.742 k

Maximum Load Deflections . . .

Along Y-Y 6.857 in at 50.0 ft above base for load combination :W Only

Along X-X 17.467 in at 50.0 ft above base for load combination :W Only

112.383

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.001 0.00 ftft0.071 2.41 1.92 287.02 287.02 +D+0.60W PASS PASS0.00 0.019 0.00 ftft0.827 2.41 1.92 287.02 287.02 +D+0.450W PASS PASS0.00 0.014 0.00 ftft0.638 2.41 1.92 287.02 287.02 +0.60D+0.60W PASS PASS0.00 0.019 0.00 ftft0.798 2.41 1.92 287.02 287.02 +0.60D PASS PASS0.00 0.000 0.00 ftft0.042 2.41 1.92 287.02 287.02 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 2.491 -0.082 -2.542 +D+0.60W 2.491 1.045-2.141 -29.341 -66.377 +D+0.450W 2.491 0.784-1.626 -22.006 -50.418 +0.60D+0.60W 1.495 1.045-2.108 -29.341 -65.360

KMH Page 17 of 36 Checked by: KLVW

Increase M&V by 15% for Foundation Design M = sqrt(29.341^2+66.377^2)*1.15 = 83.46k-ft V = 2.14*1.15 = 2.46k Axial = 2.50k T = ((12.75/(2*12))+(1/3))*2.14 = 1.85 T = 2.00k-ft

2.491 k

-29.341 k-ft

-66.377 k-ft

2.141 2 383 k k

Va : Applied

Ma-y : Applied

Ma-x : Applied

Pa : Axial

DESCRIPTION: End Pole (Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

+0.60D 1.495 -0.049 -1.525 W Only 1.742-3.432 -48.902 -106.392 k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 2.491 -0.082 -2.542 Minimum" 1.742-3.432 -48.902 -106.392 MaximumReaction, X-X Axis Base 1.495 -0.049 -1.525 Minimum" 1.742-3.432 -48.902 -106.392 MaximumReaction, Y-Y Axis Base 1.742-3.432 -48.902 -106.392 Minimum" 2.491 -0.082 -2.542 MaximumReaction, X-X Axis Top 2.491 -0.082 -2.542 Minimum" 2.491 -0.082 -2.542 MaximumReaction, Y-Y Axis Top 2.491 -0.082 -2.542 Minimum" 1.742-3.432 -48.902 -106.392 MaximumMoment, X-X Axis Base 2.491 -2.542 Minimum" 1.742-48.902 -48.902 -106.392 MaximumMoment, Y-Y Axis Base 1.495 -0.049 -48.902 -1.525 Minimum" 1.742-3.432 -48.902 -106.392 MaximumMoment, X-X Axis Top 2.491 -0.082 -2.542 Minimum" 2.491 -0.082 -2.542 MaximumMoment, Y-Y Axis Top 2.491 -0.082 -2.542 Minimum" 2.491 -0.082 -2.542

Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.4173 0.000 0.000 ftft inin 50.000 +D+0.60W 10.8976 4.114 50.000 ftft inin 50.000 +D+0.450W 8.2775 3.086 50.000 ftft inin 50.000 +0.60D+0.60W 10.7306 4.114 50.000 ftft inin 50.000 +0.60D 0.2504 0.000 0.000 ftft inin 50.000 W Only 17.2939 6.798 49.664 ftft inin 49.664

Steel Section Properties : HSS 12.750x0.375

R xx =

4.390 in

Depth = 12.750 in

R yy =

4.390 in

J = 523.000 in^4

Diameter = 12.750 in Wall Thick

0.375 in Zx = 53.700 in^3

Area

13.600 in^2 Weight = 49.609 plf

I xx = 262.00 in^4 S xx = 41.00 in^3Design Thick = 0.349 in

I yy = 262.000 in^4 C = 82.100 in^3 S yy = 41.000 in^3

Ycg = 0.000 in

KMH Page 18 of 36 Checked by: KLVW

DESCRIPTION: End Pole (Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

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Sketches

KMH Page 19 of 36 Checked by: KLVW

DESCRIPTION: Interior Pole (Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

Project ID:

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Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information

Steel Stress Grade Top Free, Bottom FixedAnalysis Method :

, A500, Grade C, Fy = 46 ksi, Carbon

50.0Overall Column Height Top & Bottom FixityAllowable Strength

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : HSS 12.750x0.375

46.0 ft

E : Elastic Bending Modulus Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 50.0 ft, K = 2.1

Unbraced Length for buckling ABOUT X-X Axis = 50.0 ft, K = 2.1

Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 2,480.45 lbs * Dead Load Factor

AXIAL LOADS . . .

p: Axial Load at 50.0 ft, D = 0.0210 k

BENDING LOADS . . .

Fmin: Lat. Uniform Load creating Mx-x, W = 0.0170 k/ft T1 mid: Lat. Point Load at 31.0 ft creating Mx-x, W = 1.784 k T2 (bottom): Lat. Point Load at 12.0 ft creating Mx-x, W = 0.8920 k T2 (top): Lat. Point Load at 50.0 ft creating Mx-x, W = 0.8920 k

X-X & Y-Y kl/r > 200

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.6922

Location of max.above base 0.0 ft

2.501 k

24.815 k

-79.115 k-ft

Load Combination +D+0.60W

Load Combination +D+0.60W

123.263 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

2.651 k

0.02359 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

123.263 k-ft

0.0 k-ft

Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable

Va : Applied Vn / Omega : Allowable

Maximum Load Reactions . .

Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 4.418 k

Maximum Load Deflections . . .

Along Y-Y 19.787 in at 50.0 ft above base for load combination :W Only

Along X-X 0.0 in at 0.0 ft above base for load combination :

112.383

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.101 2.19 1.00 287.02 287.02 +D+0.60W PASS PASS0.00 0.024 0.00 ftft0.692 2.19 1.00 287.02 287.02 +D+0.450W PASS PASS0.00 0.018 0.00 ftft0.532 2.19 1.00 287.02 287.02 +0.60D+0.60W PASS PASS0.00 0.024 0.00 ftft0.672 2.19 1.00 287.02 287.02 +0.60D PASS PASS0.00 0.000 0.00 ftft0.060 2.19 1.00 287.02 287.02 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 2.501 +D+0.60W 2.501 2.651 -79.115 +D+0.450W 2.501 1.988 -59.336 +0.60D+0.60W 1.501 2.651 -79.115

KMH Page 20 of 36 Checked by: KLVW

Increase M&V by 15% for Foundation Design M = 79.115*1.15 = 90.98k-ft V = 2.651*1.15 = 3.05k Axial = 2.50k T = ((12.75/(2*12))+(1/3))*2.651 = 2.29k-ft T = 2.50k-ft

2.501 k

-79.115 k-ft

0.0 k-ft

2.651 2 383 k

DESCRIPTION: Interior Pole (Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

+0.60D 1.501 W Only 4.418 -131.858 k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 2.501 Minimum" 4.418 -131.858 MaximumReaction, X-X Axis Base 2.501 Minimum" 2.501 MaximumReaction, Y-Y Axis Base 4.418 -131.858 Minimum" 2.501 MaximumReaction, X-X Axis Top 2.501 Minimum" 2.501 MaximumReaction, Y-Y Axis Top 2.501 Minimum" 2.501 MaximumMoment, X-X Axis Base 2.501 Minimum" 4.418-131.858 -131.858 MaximumMoment, Y-Y Axis Base 2.501 Minimum" 2.501 MaximumMoment, X-X Axis Top 2.501 Minimum" 2.501 MaximumMoment, Y-Y Axis Top 2.501 Minimum" 2.501

Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000 +D+0.60W 0.0000 11.872 50.000 ftft inin 0.000 +D+0.450W 0.0000 8.904 50.000 ftft inin 0.000 +0.60D+0.60W 0.0000 11.872 50.000 ftft inin 0.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 W Only 0.0000 19.605 49.664 ftft inin 0.000

Steel Section Properties : HSS 12.750x0.375

R xx =

4.390 in

Depth = 12.750 in

R yy =

4.390 in

J = 523.000 in^4

Diameter = 12.750 in Wall Thick

0.375 in Zx = 53.700 in^3

Area

13.600 in^2 Weight = 49.609 plf

I xx = 262.00 in^4 S xx = 41.00 in^3Design Thick = 0.349 in

I yy = 262.000 in^4 C = 82.100 in^3 S yy = 41.000 in^3

KMH Page 21 of 36 Checked by: KLVW

DESCRIPTION: Interior Pole (Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

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Engineer:

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Project Descr:

KMH Page 22 of 36 Checked by: KLVW

DESCIPTION

SHEET NO. OF SCALE

CALCULATED BY DATE

CHECKED BY DATE

Design Shaft Foundation Geotech Report Provided? No

Soil Type = CL

Water Table = 6.56 ft Dry Unit Wgt of Foundation Soil ( Dry) = 0.095 kcf Moment

Unit Wgt of Foundation Soil ( Fou) = 0.074 kcf Unit Wgt of Concrete ( Con) = 0.150 kcf Torsion

Shaft Diameter (D) = 3.00 ft Shear

Shaft Depth Below F.G. (Len) = 10.00 ft Offset

Shaft Projection Above F.G. (off) = 0.00 in Foundation Soil Int. Ang. of Fric. ( ) = 28 deg

Max Applied Moment (Mmax) = 90.98 kip-ft Max Applied Shear Force (Vmax) = 3.05 kips Length

Axial Load (P) = 2.50 kips

Max Applied Torsion (T) = 2.50 kip-ft

Safety Factor for Overturning (S.F.) = 2.0 Safety Factor for Torsion (S.F.TOR) = 1.0 Dia

Ko = 0.5305 Kp = tan(45 + /2)² = 2.77

Minimum Shaft Length Required to Resist Overturning:

+ 2 (S.F.)(MMAX) ≤ Tot Len Req'd3

Kp D (AASHTO Luminaries Eqn. C13-7)

199.7 + 595.6 = 795.2 ≤ 1000.00 OK

Torsion Check Side Resistance

Ts = (Ko * Fou * 0.5 * Len2) * * b * 0.75tan * 0.5b = 11.0 kip-ft

Base Resistance Tb = (P + [(( * b2) / 4) * Len * Con]) * .75*tan * 0.33b = 5.16 kip-ft

Safety Factor = (Ts + Tb) / T = 6.4642 OK

Compute Ultimate Moment H = M/V = 29.83 (AASHTO Luminaries Eqn. C13.6.1.1-4)

Mu = V*(H+0.54*√(V / ( *D*Kp))) = 94.66 kip-ft (AASHTO Luminaries Eqn. C13.6.1.1-9)

2023.202.047: Sportsfield Specialties Inc.

Michigan State Barrier Netting TNPPUC

KMH 2/22/2023

(AASHTO Luminaries Eqn. C13.6.1.1-8)

2 (S.F.)(VMAX)(Tot. Len Req'd)

Kp D

F.G.

Pole Base Elevation View

KMH Page 23 of 36 Checked by: KLVW

SHEET NO. OF SCALE

CALCULATED BY DATE

CHECKED BY DATE

Drilled Shaft Foundation Design

Soil Type = CL Moment Unit Wgt of Foundation Soil ( Fou) = 0.095 kcf

Unit Wgt of Concrete ( Con) = 0.15 kcf Torsion

Shaft Diameter (D) = 3.00 ft Shear

Shaft Depth Below F.G. (L) = 10.00 ft Offset

Shaft Projection Above F.G. (off) = 0.00 in cohesion (csat) = 1273.7 psf, ENG REF

Foundation Soil Int. Ang. of Fric. ( ) = 28 deg Max Applied Moment (Mmax) = 90.98 kip-ft Length

Max Applied Shear Force (Vmax) = 3.05 kips

Axial Load (P) = 2.50 kips

Max Applied Torsion (T) = 2.50 kip-ft

Safety Factor for Overturning (S.F.) = 2.0 Dia Safety Factor for Torsion (S.F.TOR) = 1.0

Shaft Diameter

Total Shaft Length = 10.00 ft

Minimum Shaft Length Required to Resist Overturning:

9.967 ft OK (AASHTO Luminaries Eqn. C13-3)

0.177 29.83

(AASHTO Luminaries Eqn. C13-5) (AASHTO Luminaries Eqn. C13-4)

Compute Maximum Moment H = M/V = 29.83 (AASHTO Luminaries Eqn. C13-4)

209.95 kip-ft (AASHTO Luminaries Eqn. C13-6)

2023.202.047: Sportsfield Specialties Inc.

Michigan State Barrier Netting TNPPUC

KMH 2/22/2023

F.G.

Pole Base Elevation View q DHqDL )64(215.1 cD Vq F

9 F

F

V

MH

qDHVM FF 5.05.1 max

KMH Page 24 of 36 Checked by: KLVW

SHEET NO. OF SCALE

CALCULATED BY DATE

CHECKED BY DATE

Design Shaft Reinforcing Shaft Diameter, b= 36.00 in

MATERIAL PROPERTIES: Bar Cover = 3.00 in

1 Concrete Strength, f'c 4000 psi Bar Size = #5

2 Reinforcing Steel Yield, fy 60 ksi Stirrup Size = #4

3 Concrete Unit Weight 150 pcf γh=b-2*(Cov+Str+Bar Size/2) = 28.38 in

4 Soil Unit Weight, Assumed 95 pcf Ag = 1017.9 in2

Ig = 82448 in4

3605 ksi

29000 ksi

8.04 474 psi

0.85 Mcr = fr * Ig/y = 45.26 kip-ft

Design Ultimate Moment, Mu = 151.56 kip-ft LRFD Cover

Capacity Reduction Factor, ФM = 0.9

< .75ρb - OK Stirrups

Steel Area Req'd; As =ρ * Ag = 1.20 in2 Main Reinf

Main Reinforcing - Use 18 #5 Bars

As Prov = 5.52 in2 OK, As Prov > As Req'd ρ Prov = 0.54% OK, See ACI 318-14 R10.3.1.2

Add #4 10 in oc ACI 318-14 Sec 9.7.6.4.3

Provide 2 ties in the top 5 inches of the footing

Shear is OK by inspection

2023.202.047: Sportsfield Specialties Inc.

Michigan State Barrier Netting TNPPUC

KMH 2/24/2023

0.0285

0.00118

0.00543

Hoop stirrups @

PLAN VIEW

y u f cf cfhAg M '85.

'85.

cfEc '57000 sE cs EEn /

85.065.0 1 yy b ff cf 000,87 000,87'85.0 1 cffr '5.7

KMH Page 25 of 36 Checked by: KLVW

SHEET NO. OF

CALCULATED BY DATE

CHECKED BY DATE

SUBJECT

Determine Post Embedment

Steel Post Post Geometry

M Height =

V

Inputs

M=

V=

CIP Caisson Trial Embedment Depth

Try

Mcomp = x=

(Assume 75% of the load)

Tie Force = 23.34 kips

=(0.50) (24.28k) (2.56')(0.75)

23.67 k 23.06 k

0.61 k/ft

2 23.67 kips

23.67 k 24.28 k

2.

0.

(3.05) (5.0) (1/2)(x)(2.5)= 29.58

= x (1.67) V=3.05 kips V=3.05 kips 2

5.

0'

E m be d.

T yp

1.

' 29.58 kips

0.61 k/ft

1.

29.58 kips

5.0' Embedment

M=90.98 k-ft Mcomp=7.63k-ft M+Mcomp=98.61k-ft

0.

' 98.605

50.00'

5.

0'

E m be

d. 90.98 kip-ft

3.05 kips

Michigan State Barrier Netting TNPPUC

2023.202.047: Sportsfield Specialties Inc.

KMH 2/22/2023

1 2 3

KMH Page 26 of 36 Checked by: KLVW

CALCULATED BY DATE

CHECKED BY DATE

SUBJECT

Determine Post Embedment (Cont.)

VR

Check Shear Friction α = α

Ties

Try (4) in the first 1 foot of the caisson

VR

Vn = Avf * fs * ACI 318-14 Eq. 22.9.4.2

1.4 ACI 318-14 Table 22.9.4.2

(4)

OK

Check Tensile Stress of Reinforcement

60 Reinforcement fs= x = x = > OK

Therefore:

(4) in the first 1 foot of the caissonUse # 4 ties

33.01 kips

0.79in ^2

Vn = 26.39 kips

Grade 24000 psi # 4 Bar Area = 0.20 in ^2

Avf= # 4 ties/ft=

(0.20) (24000) 4712 lb/bar 8 bars 37.70 kips

# 4 ties

CIP Caisson fs= 24000 psi

# 4 ties

45.00 ° = 45.00 °

VR = (23.34/2) / cos 45.00 ° 16.51 k

Michigan State Barrier Netting TNPPUC

2023.202.047: Sportsfield Specialties Inc.

KMH 2/22/2023

KMH Page 27 of 36 Checked by: KLVW

SHEET NO. SCALE

CALCULATED BY DATE 2/22/2023

CHECKED BY DATE

Check Bare Pole Risk Category I Table 1.5-1 - Input Pole Height= 50.0 ft - Results Exposure Cat= C Sect. 26.7.3 Kz= 0.980 Table 26.10-1 Kzt= 1.00 Sect 26.8.2 Kd= 0.85 Table 26.6-1 Ke = 0.97 Table 26.9-1 V= 100 mph Figure 26.5-1(A-D) qz=0.00256*Kz*Kzt*Kd*Ke*V2= 20.76 Eqn. 26.10-1

Pole O.D. = 16.000 in

1.33 ft h/D= 37.50 Figure 29.4-1 D*sqrt(qz)= 6.08 Figure 29.4-1

Cf= 0.7 Figure 29.4-1

G= 0.85 Section 26.11.1 Af= 1.33 sqft/ft F=qz*G*Cf*Af= 0.01647 k/ft Eq. 29.4-1 Fmin = 16psf*Af = 0.02133 k/ft Section 29.7 Fmin > F , USE Fmin FOR DESIGN

2023.202.047: Sportsfield Specialties Inc.

Michigan State Barrier Netting TNPPUC

OF

KMH Page 28 of 36 Checked by: KLVW

DESCRIPTION: Interior Angle (90 deg. Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information

Steel Stress Grade Top Free, Bottom FixedAnalysis Method :

, A500, Grade C, Fy = 46 ksi, Carbon

50.0Overall Column Height Top & Bottom FixityAllowable Strength

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : HSS 16x0.375

46.0 ft

E : Elastic Bending Modulus Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 50.0 ft, K = 2.1

Unbraced Length for buckling ABOUT X-X Axis = 50.0 ft, K = 2.1

Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 3,131.88 lbs * Dead Load Factor

AXIAL LOADS . . .

p: Axial Load at 50.0 ft, D = 0.0210 k

BENDING LOADS . . .

Fmin: Lat. Uniform Load creating Mx-x, W = 0.02133 k/ft Tc1: Lat. Point Load at 50.0 ft creating My-y, D = 0.0410, W = 1.716 k T1 mid: Lat. Point Load at 31.0 ft creating Mx-x, W = 0.8920 k Tc 2: Lat. Point Load at 50.0 ft creating Mx-x, D = 0.0410, W = 1.716 k T2: Lat. Point Load at 31.0 ft creating My-y, W = 0.8920 k Tc: Lat. Point Load at 12.0 ft creating Mx-x, D = 0.0410, W = 1.716 k Tc: Lat. Point Load at 12.0 ft creating My-y, D = 0.0410, W = 1.716 k

X-X & Y-Y kl/r > 200

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.9677

Location of max.above base 0.0 ft

3.153 k

49.799 k

-98.966 k-ft

Load Combination +D+0.60W

Load Combination +D+0.60W

194.359 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

3.316 k

0.02333 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

194.359 k-ft -82.968 k-ft

Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable

Va : Applied Vn / Omega : Allowable

Maximum Load Reactions . .

Top along X-X 0.0 k Bottom along X-X 4.324 k Top along Y-Y 0.0 k Bottom along Y-Y 5.391 k

Maximum Load Deflections . . .

Along Y-Y 12.497 in at 50.0 ft above base for load combination :W Only

Along X-X 10.618 in at 50.0 ft above base for load combination :W Only

142.132

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.001 0.00 ftft0.058 2.05 2.01 227.85 227.85 +D+0.60W PASS PASS0.00 0.023 0.00 ftft0.968 2.05 2.01 227.85 227.85 +D+0.450W PASS PASS0.00 0.018 0.00 ftft0.740 2.05 2.01 227.85 227.85 +0.60D+0.60W PASS PASS0.00 0.023 0.00 ftft0.945 2.05 2.01 227.85 227.85 +0.60D PASS PASS0.00 0.000 0.00 ftft0.035 2.05 2.01 227.85 227.85 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 3.153 0.082-0.082 -2.542 -2.542

KMH Page 29 of 36 Checked by: KLVW

Increase M&V by 15% for Foundation Design:

M = sqrt(98.966^2+82.968^2)*1.15 = 148.5k-ft V = 3.316*1.15 = 3.81k Axial = 3.15k T = ((16/(2*12))+(1/3))*3.316 = 3.32 T = 3.5k-ft

3.153 k

-98.966 k-ft

-82.968 k-ft

3.316 2 132

DESCRIPTION: Interior Angle (90 deg. Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

+D+0.60W 3.153 3.316-2.676 -98.966 -82.968 +D+0.450W 3.153 2.508-2.028 -74.860 -62.862 +0.60D+0.60W 1.892 3.284-2.644 -97.949 -81.952 +0.60D 1.892 0.049-0.049 -1.525 -1.525 W Only 5.391-4.324 -160.707 -134.044 k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 3.153 0.082-0.082 -2.542 -2.542 Minimum" 5.391-4.324 -160.707 -134.044 MaximumReaction, X-X Axis Base 1.892 0.049-0.049 -1.525 -1.525 Minimum" 5.391-4.324 -160.707 -134.044 MaximumReaction, Y-Y Axis Base 5.391-4.324 -160.707 -134.044 Minimum" 1.892 0.049-0.049 -1.525 -1.525 MaximumReaction, X-X Axis Top 3.153 0.082-0.082 -2.542 -2.542 Minimum" 3.153 0.082-0.082 -2.542 -2.542 MaximumReaction, Y-Y Axis Top 3.153 0.082-0.082 -2.542 -2.542 Minimum" 5.391-4.324 -160.707 -134.044 MaximumMoment, X-X Axis Base 1.892 0.049-1.525 -1.525 -1.525 Minimum" 5.391-160.707 -160.707 -134.044 MaximumMoment, Y-Y Axis Base 1.892 0.049-0.049 -160.707 -1.525 Minimum" 5.391-4.324 -160.707 -134.044 MaximumMoment, X-X Axis Top 3.153 0.082-0.082 -2.542 -2.542 Minimum" 3.153 0.082-0.082 -2.542 -2.542 MaximumMoment, Y-Y Axis Top 3.153 0.082-0.082 -2.542 -2.542 Minimum" 3.153 0.082-0.082 -2.542 -2.542

Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.2079 0.208 50.000 ftft inin 50.000 +D+0.60W 6.5787 7.706 50.000 ftft inin 50.000 +D+0.450W 4.9860 5.832 50.000 ftft inin 50.000 +0.60D+0.60W 6.4956 7.623 50.000 ftft inin 50.000 +0.60D 0.1247 0.125 50.000 ftft inin 50.000 W Only 10.5156 12.378 49.664 ftft inin 49.664

Steel Section Properties : HSS 16x0.375

R xx =

5.530 in

Depth = 16.000 in

R yy =

5.530 in

J = 1050.000 in^4

Diameter = 16.000 in Wall Thick

0.375 in Zx = 85.500 in^3

Area

17.200 in^2 Weight = 62.638 plf

I xx = 526.00 in^4 S xx = 65.70 in^3Design Thick = 0.349 in

I yy = 526.000 in^4 C = 131.000 in^3 S yy = 65.700 in^3

KMH Page 30 of 36 Checked by: KLVW

DESCRIPTION: Interior Angle (90 deg. Max 50ft Spacing)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

KMH Page 31 of 36 Checked by: KLVW

SHEET NO. OF SCALE

CALCULATED BY DATE

CHECKED BY DATE

Design Shaft Foundation Geotech Report Provided? No

Soil Type = CL

Water Table = 6.56 ft Dry Unit Wgt of Foundation Soil ( Dry) = 0.095 kcf Moment

Unit Wgt of Foundation Soil ( Fou) = 0.066 kcf Unit Wgt of Concrete ( Con) = 0.150 kcf Torsion

Shaft Diameter (D) = 3.50 ft Shear

Shaft Depth Below F.G. (Len) = 12.17 ft Offset

Shaft Projection Above F.G. (off) = 0.00 in Foundation Soil Int. Ang. of Fric. ( ) = 28 deg

Max Applied Moment (Mmax) = 148.50 kip-ft Max Applied Shear Force (Vmax) = 3.81 kips Length

Axial Load (P) = 3.15 kips

Max Applied Torsion (T) = 3.50 kip-ft

Safety Factor for Overturning (S.F.) = 2.0 Safety Factor for Torsion (S.F.TOR) = 1.0 Dia

Ko = 0.5305 Kp = tan(45 + /2)² = 2.77

Minimum Shaft Length Required to Resist Overturning:

+ 2 (S.F.)(MMAX) ≤ Tot Len Req'd3

Kp D (AASHTO Luminaries Eqn. C13-7)

288.7 + 924.9 = 1214 ≤ 1800.71 OK

Torsion Check Side Resistance

Ts = (Ko * Fou * 0.5 * Len2) * * b * 0.75tan * 0.5b = 20.0 kip-ft

Base Resistance Tb = (P + [(( * b2) / 4) * Len * Con]) * .75*tan * 0.33b = 9.83 kip-ft

Safety Factor = (Ts + Tb) / T = 8.512 OK

Compute Ultimate Moment H = M/V = 38.976 (AASHTO Luminaries Eqn. C13.6.1.1-4)

Mu = V*(H+0.54*√(V / ( *D*Kp))) = 153.51 kip-ft (AASHTO Luminaries Eqn. C13.6.1.1-9)

(AASHTO Luminaries Eqn. C13.6.1.1-8)

2 (S.F.)(VMAX)(Tot. Len Req'd)

Kp D

2023.202.047: Sportsfield Specialties Inc.

KMH 2/21/2023

Michigan State Barrier Netting TNPPUC

F.G.

Pole Base Elevation View

KMH Page 32 of 36 Checked by: KLVW

SHEET NO. OF SCALE

CALCULATED BY DATE

CHECKED BY DATE

Drilled Shaft Foundation Design

Soil Type = CL Moment Unit Wgt of Foundation Soil ( Fou) = 0.095 kcf

Unit Wgt of Concrete ( Con) = 0.15 kcf Torsion

Shaft Diameter (D) = 3.50 ft Shear

Shaft Depth Below F.G. (L) = 12.17 ft Offset

Shaft Projection Above F.G. (off) = 0.00 in cohesion (csat) = 1095 psf, ENG REF

Foundation Soil Int. Ang. of Fric. ( ) = 28 deg Max Applied Moment (Mmax) = 148.50 kip-ft Length

Max Applied Shear Force (Vmax) = 3.81 kips

Axial Load (P) = 3.15 kips

Max Applied Torsion (T) = 3.50 kip-ft

Safety Factor for Overturning (S.F.) = 2.0 Dia Safety Factor for Torsion (S.F.TOR) = 1.0

Shaft Diameter

Total Shaft Length = 12.17 ft

Minimum Shaft Length Required to Resist Overturning:

12.16 ft OK (AASHTO Luminaries Eqn. C13-3)

0.221 38.98

(AASHTO Luminaries Eqn. C13-5) (AASHTO Luminaries Eqn. C13-4)

Compute Maximum Moment H = M/V = 38.976 (AASHTO Luminaries Eqn. C13-4)

337.85 kip-ft (AASHTO Luminaries Eqn. C13-6)

2023.202.047: Sportsfield Specialties Inc.

Michigan State Barrier Netting TNPPUC

KMH 2/21/2023

F.G.

Pole Base Elevation View q DHqDL )64(215.1 cD Vq F

9 F

F

V

MH

qDHVM FF 5.05.1 max

KMH Page 33 of 36 Checked by: KLVW

SHEET NO. OF SCALE

CALCULATED BY DATE

CHECKED BY DATE

Design Shaft Reinforcing Shaft Diameter, b= 42.00 in

MATERIAL PROPERTIES: Bar Cover = 3.00 in

1 Concrete Strength, f'c 4000 psi Bar Size = #6

2 Reinforcing Steel Yield, fy 60 ksi Stirrup Size = #5

3 Concrete Unit Weight 150 pcf γh=b-2*(Cov+Str+Bar Size/2) = 34.00 in

4 Soil Unit Weight, Assumed 95 pcf Ag = 1385.4 in2

Ig = 152745 in4

3605 ksi

29000 ksi

8.04 474 psi

0.85 Mcr = fr * Ig/y = 71.88 kip-ft

Design Ultimate Moment, Mu = 247.37 kip-ft LRFD Cover

Capacity Reduction Factor, ФM = 0.9

< .75ρb - OK Stirrups

Steel Area Req'd; As =ρ * Ag = 1.63 in2 Main Reinf

Main Reinforcing - Use 18 #6 Bars

As Prov = 7.95 in2 OK, As Prov > As Req'd ρ Prov = 0.57% OK, See ACI 318-14 R10.3.1.2

Add #5 12 in oc ACI 318-14 Sec 9.7.6.4.3

Change Stirrup Size

Shear is OK by inspection

2023.202.047: Sportsfield Specialties Inc.

KMH 2/21/2023

Michigan State Barrier Netting TNPPUC

Hoop stirrups @

0.00118

0.00574

0.0285

PLAN VIEW

y u f cf cfhAg M '85.

'85.

cfEc '57000 sE cs EEn /

85.065.0 1 yy b ff cf 000,87 000,87'85.0 1 cffr '5.7

KMH Page 34 of 36 Checked by: KLVW

CALCULATED BY DATE

CHECKED BY DATE

SUBJECT

Determine Post Embedment

Steel Post Post Geometry

M Height =

V

Inputs

M=

V=

CIP Caisson Trial Embedment Depth

Try

Mcomp = x=

(Assume 75% of the load)

37.93 k 37.16 k

=(0.50) (38.69k) (2.55')(0.75)

37.93 kips

(1/2)(x)(2.5)= 47.41

M=148.50 k-ft

Tie Force = 37.00 kips

37.93 k 38.69 k

0.76 k/ft

2.

(3.81) (5.0)

2023.202.047: Sportsfield Specialties Inc.

KMH 2/21/2023

Michigan State Barrier Netting TNPPUC x (1.67)158.025 2 =

50.00'

5.0' Embedment

Mcomp=9.53k-ft

47.41 kips

47.41 kips

M+Mcomp=158.03k-ft

1.

5.

0'

E m be d.

0.76 k/ft

0.

0.

V=3.81 kips

1.

148.50 kip-ft

3.81 kips

5.

0'

E m be d.

T yp

V=3.81 kips

1 2 3

KMH Page 35 of 36 Checked by: KLVW

CALCULATED BY DATE

CHECKED BY DATE

SUBJECT

Determine Post Embedment (Cont.)

VR

Check Shear Friction α = α

Ties

Try (4) in the first 1 foot of the caisson

VR

Vn = Avf * fs * ACI 318-14 Eq. 22.9.4.2

1.4 ACI 318-14 Table 22.9.4.2

(4)

OK

Check Tensile Stress of Reinforcement

60 Reinforcement fs= x = x = > OK

Therefore:

(4) in the first 1 foot of the caisson

CIP Caisson

# 5 ties

2023.202.047: Sportsfield Specialties Inc.

VR =

KMH 2/21/2023

45.00 °

45.00 ° 26.16 k

= 45.00 ° fs= 24000 psi

Michigan State Barrier Netting TNPPUC

Use # 5 ties

Avf= # 5 ties/ft= 1.23in ^2

Vn =

Grade 24000 psi # 5 Bar Area = 0.31 in ^2

(0.31) (24000) 7363 lb/bar 8 bars 58.90 kips 52.32 kips

41.23 kips

# 5 ties

(37.00/2) / cos

KMH Page 36 of 36 Checked by: KLVW

TESTING SERVICES 014100 – 1

State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions File No: 472/23105.TYC Funding Code No.: 472DRFMaintProj

SECTION 014100 - TESTING SERVICES

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. This section includes, but is not necessarily limited to, testing services, as indicated in the Drawings, as specified herein and as necessary for the proper and complete performance of the Work.

2. General requirements:

a. Testing services and certifications which are to be included in CONTRACTOR’s unit prices:

i. Inspections and tests required by codes or ordinances or by a plan approval authority and made by a legally constituted authority.

ii. Inspections, testing services and certifications including, but not limited to, the following items shall be furnished by CONTRACTOR:

a) Pipe leakage tests.

b) Pipe material yield strength tests at ENGINEER’s request.

c) Cement Manufacturers’ certification tests at ENGINEER’s request.

d) Fine and coarse aggregate certification tests by Supplier at

ENGINEER’s request

e) Bedding material certification tests by Supplier at ENGINEER’s request.

f) Testing in connection with ENGINEER’s review of materials and equipment proposed to be incorporated into the Work.

g) Testing performed for CONTRACTOR’s convenience.

3. OWNER paid items:

a. OWNER may elect to test or to employ either ENGINEER or an independent testing agency to test any materials or systems on the Project. The cost of this testing will be paid for by OWNER.

B. Related Sections:

1. Documents affecting work of this Section include, but are not necessarily limited to:

TESTING SERVICES 014100 – 2

State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions

a. General Conditions, Supplementary Conditions and Sections in Division 1 of these Specifications.

2. Additional requirements for testing of materials and systems mentioned in this Section may be described in other Sections of these Specifications.

1.2 TEST REQUIREMENTS

A. In accordance with:

1. Laws and Regulations.

2. Sections of these Specifications.

3. Reference procedures and requirements.

4. Pertinent standards for testing.

5. BOCA Building Code.

1.3 RETESTING COSTS

A. Retesting:

1. When initial tests of all items indicate noncompliance with the Contract Documents, all subsequent testing occasioned by the noncompliance shall be performed by the same testing laboratory, and the costs thereof will be deducted by OWNER from the Contract Sum.

2. The first retesting shall be paid for by OWNER. The second and subsequent retesting costs for soil compaction due to noncompliance with the Contract Documents shall be performed by the same laboratory, and the costs thereof will be deducted by OWNER from the Contract Sum.

B. Costs:

1. Uncovering costs shall be paid for as described in Article 13 of Section 00700: General

Conditions.

1.4 REPORTS

A. Provide typed copies of all laboratory reports, inspections, and certifications:

1. ENGINEER’s office: Two copies.

2. CONTRACTOR’s office: One copy.

TESTING SERVICES 014100 – 3

State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions

1.5 SCHEDULES FOR TESTING

A. Establishing schedule:

1. By advance discussion with the independent testing laboratory, determine the time required to perform tests and issue findings.

B. Revising schedule:

1. When changes of construction schedule are necessary during construction, coordinate all such changes of schedule with the independent testing laboratory as required.

C. Adherence to schedule:

1. When the independent testing laboratory is ready to test according to the determined work schedule, but is prevented from testing or taking specimens due to incompleteness of Work, all extra costs for testing attributable to the delay may be charged to CONTRACTOR and shall not be borne by OWNER.

1.6 CONTRACTOR’S DUTIES

A. Coordinate and schedule the work of the independent testing laboratory:

1. Notify ENGINEER and the independent testing laboratory 24 hours prior to expected time when testing services will be required.

2. Provide the following as necessary for laboratory to properly perform its functions:

a. Access to the Work.

b. Facilities for access to the Work.

c. Tools.

d. Samples of materials.

e. Storage.

f. Assistance as requested.

PART 2 - PRODUCTS - Not Used.

PART 3 - EXECUTION

3.1 TESTING REQUIREMENTS

A. Testing shall be per state of Michigan Bureau of Fire and Safety requirements.

TESTING SERVICES 014100 – 4

State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions

1. Test to ensure compliance with the materials specifications, at the request of ENGINEER.

B. Miscellaneous tests:

1. OWNER or ENGINEER may elect to order testing of other materials by Independent Testing Laboratory.

END OF SECTION 014100

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State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions

SECTION 019113 – GENERAL COMMISSIONING REQUIREMENTS

PART1 – GENERAL

1.1 SUMMARY

A. Section includes general requirements that apply to implementation of commissioning without regard to specific systems, assemblies, or components.

1.2 DEFINITIONS

A. BoD: Basis of Design. A document that records concepts, calculations, decisions, and product selections used to meet the OPR and to satisfy applicable regulatory requirements, standards, and guidelines. The document includes both narrative descriptions and lists of individual items that support the design process.

B. Commissioning Plan: A document that outlines the organization, schedule, allocation of resources, and documentation requirements of the commissioning process.

C. CxA: Commissioning Authority.

D. OPR: Owner's Project Requirements. A document that details the functional requirements of a project and the expectations of how it will be used and operated. These include Project goals, measurable performance criteria, cost considerations, benchmarks, success criteria, and supporting information.

E. Systems, Subsystems, Equipment, and Components: Where these terms are used together or separately, they shall mean "as-built" systems, subsystems, equipment, and components.

1.3 COMMISSIONING TEAM

A. Members Appointed by Contractor(s): Individuals, each having the authority to act on behalf of the entity he or she represents, explicitly organized to implement the commissioning process

GENERAL COMMISSIONING REQUIREMENTS 019113 - 2

State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions through coordinated action. The commissioning team shall consist of, but not be limited to, representatives of each Contractor, including Project superintendent and subcontractors, installers, suppliers, and specialists deemed appropriate by the CxA.

B. Members Appointed by Owner:

1. CxA: The designated person, company, or entity that plans, schedules, and coordinates the commissioning team to implement the commissioning process. Owner will engage the CxA under a separate contract.

2. Representatives of the facility user and operation and maintenance personnel.

3. Architect and engineering design professionals.

1.4 OWNER'S RESPONSIBILITIES

A. Provide the OPR documentation to the CxA and each Contractor for information and use.

B. Assign operation and maintenance personnel and schedule them to participate in commissioning team activities.

C. Provide the BoD documentation, prepared by Architect and approved by Owner, to the CxA and each Contractor for use in developing the commissioning plan, systems manual, and operation and maintenance training plan.

1.5 EACH CONTRACTOR'S RESPONSIBILITIES

A. Each Contractor shall assign representatives with expertise and authority to act on its behalf and shall schedule them to participate in and perform commissioning process activities including, but not limited to, the following:

1. Evaluate performance deficiencies identified in test reports and, in collaboration with entity responsible for system and equipment installation, recommend corrective action.

2. Cooperate with the CxA for resolution of issues recorded in the Issues Log.

3. Attend commissioning team meetings held on a variable basis.

4. Integrate and coordinate commissioning process activities with construction schedule.

5. Review and accept construction checklists provided by the CxA.

6. Complete paper construction checklists as Work is completed and provide to the

Commissioning Authority on a weekly basis.

7. Review and accept commissioning process test procedures provided by the

Commissioning Authority.

8. Complete commissioning process test procedures.

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State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions

1.6 CxA'S RESPONSIBILITIES

A. Organize and lead the commissioning team.

B. Provide commissioning plan.

C. Convene commissioning team meetings.

D. Provide Project-specific construction checklists and commissioning process test procedures.

E. Verify the execution of commissioning process activities using random sampling. The sampling rate may vary from 1 to 100 percent. Verification will include, but is not limited to, equipment submittals, construction checklists, training, operating and maintenance data, tests, and test reports to verify compliance with the OPR. When a random sample does not meet the requirement, the CxA will report the failure in the Issues Log.

F. Prepare and maintain the Issues Log.

G. Prepare and maintain completed construction checklist log.

H. Witness systems, assemblies, equipment, and component startup.

I. Compile test data, inspection reports, and certificates; include them in the systems manual and commissioning process report.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 019113

GENERAL COMMISSIONING REQUIREMENTS 019113 - 4

State of Michigan Matrix Project No. 23024.00 Department of Technology, Management and Budget Design and Construction Division Carson City Correctional Facility Fence Modifications and Additions

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