APPENDIX VI-H.4 ANALYSIS OF FINAL COVER SYSTEM … · analysis of final cover system settlement ....

Delaware Recyclable Products, Inc. Geosyntec Consultants Industrial Waste Landfill Part VI: Engineering Report Permit Modification Application Vertical Expansion

APPENDIX VI-H.4

ANALYSIS OF FINAL COVER SYSTEM SETTLEMENT

ME1571/Cover Settlement_JULY 13

COMPUTATION COVER SHEET

Client: DRPI Project: DRPI Landfill Expansion Project #: ME1571 Task #: 1

TITLE OF COMPUTATIONS FINAL COVER SETTLEMENT EVALUATION

COMPUTATIONS BY: Signature 7/13/2018 DATE

Printed Name Chunling Li

and Title Project Engineer

ASSUMPTIONS AND PROCEDURESCHECKED BY: Signature 7/13/2018 (Peer Reviewer) DATE

Printed Name Andrew Stallings

and Title Senior Staff Engineer

COMPUTATIONS CHECKED BY: Signature 7/13/2018 DATE

Printed Name Andrew Stallings

and Title Senior Staff Engineer

COMPUTATIONS Signature 7/13/2018 BACKCHECKED BY: (Originator) DATE

Printed Name Chunling Li and Title Project Engineer

APPROVED BY: Signature 7/13/2018 (PM or Designate) DATE

Printed Name David Espinoza

and Title Senior Principal APPROVAL NOTES:

REVISIONS (Number and initial all revisions)

NO. SHEET DATE BY CHECKED BY APPROVAL

Page 1 of 11

Written by: Chunling Li Date: 7/13/2018

Approved by: R David Espinoza Date: 7/13/2018

Client: DRPI Project: DRPI Landfill Expansion Project No.: ME1571 Task No.: 1


FINAL COVER SETTLEMENT EVALUATION PURPOSE The purpose of this calculation package is to provide the engineering calculations for settlement of the final cover system at Delaware Recyclable Products, Inc. (DRPI) Landfill in New Castle, Delaware. BACKGROUND For this proposed landfill expansion, the maximum final landfill elevation is to be increased from currently permitted 130 ft-msl to 190 ft-msl. This calculation provides an estimate of settlements of the final cover system under the condition of proposed expansion due to primary and secondary compression of the waste. This settlement results from a combination of construction of the cover system and settlement of the waste under its own weight. Based on the calculated settlements, an analysis is made of the maximum differential settlements and the maximum tensile strains expected in the geomembrane component of the final cover system. PROCEDURE The total deformation of the final cover system results from both the primary settlement due to the overburden caused by construction of the final cover system and the secondary compression of waste itself. Primary and secondary settlements of waste are estimated using the following equations (2) and (3) [Sowers, 1973]: spt (1)

vo

vocp LogHC

'

''

(2)

1

2

t

tLogHCs (3)

where: t= total settlement (ft) p= primary settlement (ft) s= secondary settlement (ft)

Cc = modified coefficient of consolidation (ft2/year)

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C = modified secondary coefficient of consolidation (ft2/year) H = thickness of the soil layer (ft) ’vo = initial vertical effective stress (psf) ’ = additional vertical effective stress (psf) t2 = time for secondary consolidation (years) t1 = time for primary consolidation (years)

For the waste settlement calculation, t1 is the average age of the waste at the time of construction of the final cover system; and t2 is the future time of concern for settlement calculations. Using the total settlement calculated at each point along a cross section of the landfill, the differential settlement, grade change, and tensile strain between pairs of adjacent points along the geomembrane are calculated by the equations shown below: Differential Settlement, s s = h1 - h2 (4) where h1 = total settlement at Point 1 h2 = total settlement at Point 2 Grade Change: Grade change % = (s/L) 100 where L = horizontal distance between points of concern Tensile Strain [Giroud, 1977]:

8

3100

2 s

L (5)

INPUT PARAMETERS Settlement of the final cover system due to waste compression is examined along two cross sections, denoted as A-A and B-B, as shown in Figures 1 and 2, respectively. Calculation of the final cover grade change and differential settlement is performed in increments up to 200 ft along the cross sections.

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Consolidation parameters for the waste are discussed in the calculation package entitled “Settlement of Liner System” and are presented below: Unit Weight, , 70 pcf Modified Coefficient of Consolidation, Cc 0.22 Modified Coefficient of Secondary Consolidation, C 0.07 For secondary settlement calculation, the average waste age (t1) for old and new waste at the time of final cover construction is estimated to be 30 and 20 years, respectively. The future time of concern is considered to be 30 years after final cover construction (i.e., the end of the post-closure care period). Thus, t2 is considered to be 60 and 50 years for old and new waste, respectively. The final cover system has a thickness of approximately 2-ft; the soil used to construct the cover is assumed to have a unit weight of 120 pcf. RESULTS Presented in Tables 1 and 2 are the calculations and results of the waste settlement calculations due to primary and secondary compression for Cross Sections A-A and B-B, respectively. As indicated in the tables, the maximum estimated settlement of the cover system is 5.5 feet. The maximum calculated grade change in the final cover system is 2.5 percent, which occurs on the 3H:1V side slope. On the top of the landfill, the maximum grade reduction due to waste settlement is estimated to be 0.08 percent. As the minimum slope of the final cover system is 2 percent along the drainage swale, the final cover system will maintain adequate drainage. Finally, the maximum calculated strain is 0.17 percent. This value of tensile strain is well below the recommended maximum value of 5 percent for HDPE geomembranes [Berg and Bonaparte, 1993]. Therefore, the calculated tensile strains are not expected to damage the geomembrane. REFERENCES Berg, R.R. and Bonaparte, R., “Long-Term Allowable Tensile Stresses for Polyethylene Geomembranes”, Geotextiles and Geomembranes, Vol. 12, 1993, pp. 287-306. Geosyntec Consultants (2005), “Permit Application Part VI- Engineering Report”, Cell 6 Expansion, DRPI Industrial Landfill, New Castle, Delaware., prepared for Delaware Recyclable Products, Inc. Revised February 2005.

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Giroud, J.P., "Conception de l'etancheite des ouvrages hydrauliques par geomembranes", Proceedings of the International R.I.L.E.M. Symposium on Plastic and Rubber Waterproofing in Civil Engineering, Session 3, Liege, Belgium, June 1977 (French). Sowers, G.F., “Settlement of Disposal Fills”, Proceedings of the 8th International Conference on Soil Mechanics and Foundation Engineering, Moscow, 1973, pp. 207-210.

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TABLES

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TABLE 1FINAL COVER SETTLEMENTS DUE TO WASTE COMPRESSION (CROSS-SECTION A-A)

DRPI Landfill ExpansionNew Castle, Delaware

Cae = 0.07 Cce = 0.22 gwaste (pcf)= 70

Old Waste: t1 (yr) = 30 New Waste: t1 (yr) = 20 Cover Soil: H (ft)= 2t2 (yr) = 60 t2 (yr) = 50 gberm = 120

Cross Section A-A

Point Number

Horizontal Distance

(ft)

Final Cover Elevation

(ft)

Top of Old Waste

Elevation (ft)

Bottom of Old Waste Elevation

(ft)

Old Waste Thickness

(ft)

New Waste Thickness

(ft)

Total Waste

Thickness (ft)

Incremental Stress (psf)

Primary Settlement DH1 (ft)

Secondary Settlement-Old Waste DH2 (ft)

Secondary Settlement-New Waste DH3 (ft)

Total Settlement DH (ft)

Differential Settlement DH (ft)

Grade Change

(%)Strain (%)

1 565 31 31 31 0 0 0.0 240.0 0.00 0.00 0.00 0.02 669 58 19 19 0 39 39.0 240.0 0.60 0.00 1.09 1.7 1.69 -1.62 0.073 796 96 6 6 0 90 90.0 240.0 0.63 0.00 2.51 3.1 1.45 -1.14 0.034 844 110 5 5 0 105 105.0 240.0 0.63 0.00 2.92 3.6 0.42 -0.88 0.025 930 135 7 7 0 128 128.0 240.0 0.64 0.00 3.57 4.2 0.64 -0.75 0.016 1079 181 8 8 0 173 173.0 240.0 0.64 0.00 4.82 5.5 2.32 -1.56 0.067 1302 185 43 20 23 142 165.0 240.0 0.64 0.48 3.96 5.1 -0.38 0.17 0.008 1548 189 92 20 72 97 169.0 240.0 0.64 1.52 2.70 4.9 -0.22 0.09 0.009 1757 189 86 20 66 103 169.0 240.0 0.64 1.39 2.87 4.9 0.04 0.02 0.00

10 1976 189 82 20 62 107 169.0 240.0 0.64 1.31 2.98 4.9 0.03 0.01 0.0011 2324 185 80 20 60 105 165.0 240.0 0.64 1.26 2.92 4.8 -0.10 -0.03 0.0012 2484 182 78 20 58 104 162.0 240.0 0.64 1.22 2.90 4.8 -0.07 -0.04 0.0013 2591 180 44 20 24 136 160.0 240.0 0.64 0.51 3.79 4.9 0.17 0.16 0.0014 2692 154 43 43 0 111 111.0 240.0 0.64 0.00 3.09 3.7 -1.21 -1.20 0.0415 2832 142 46 46 0 96 96.0 240.0 0.63 0.00 2.67 3.3 -0.42 -0.30 0.0016 2999 120 73 50 23 47 70.0 240.0 0.63 0.48 1.31 2.4 -0.89 -0.53 0.0117 3215 82 82 50 32 0 32.0 240.0 0.59 0.67 0.00 1.3 -1.15 -0.53 0.01

Note: Highlighted grade change occurs on 3H:1V sideslope.

ME1571\wastesettle-revPage 7 of 11

TABLE 2FINAL COVER SETTLEMENTS DUE TO WASTE COMPRESSION (CROSS-SECTION B-B)

DRPI Landfill ExpansionNew Castle, Delaware

Cae = 0.07 Cce = 0.22 gwaste (pcf)= 70

Old Waste: t1 (yr) = 30 New Waste: t1 (yr) = 20 Cover Soil: H (ft)= 2t2 (yr) = 60 t2 (yr) = 50 gberm = 120

Cross Section B-B

Point Number

Horizontal Distance

(ft)

Final Cover Elevation

(ft)

Top of Old Waste

Elevation (ft)

Bottom of Old Waste Elevation

(ft)

Old Waste Thickness

(ft)

New Waste Thickness

(ft)

Total Waste

Thickness (ft)

Incremental Stress (psf)

Primary Settlement DH1 (ft)

Secondary Settlement-Old Waste DH2 (ft)

Secondary Settlement-New Waste DH3 (ft)

Total Settlement DH (ft)

Differential Settlement DH (ft)

Grade Change

(%)Strain (%)

1 332 42 42 42 0 0 0 240.00 0.00 0.00 0.00 0.00 - -2 437 76 4 4 0 72 72 240.00 0.63 0.00 2.01 2.63 2.63 -2.51 0.173 604 122 3 3 0 119 119 240.00 0.64 0.00 3.31 3.95 1.32 -0.79 0.024 694 146 18 18 0 128 128 240.00 0.64 0.00 3.57 4.20 0.25 -0.28 0.005 800 175 90 20 70 85 155 240.00 0.64 1.48 2.37 4.48 0.28 -0.26 0.006 1114 182 92 20 72 90 162 240.00 0.64 1.52 2.51 4.67 0.18 -0.06 0.007 1314 184 87 20 67 97 164 240.00 0.64 1.41 2.70 4.76 0.09 -0.04 0.008 1514 190 87 20 67 103 170 240.00 0.64 1.41 2.87 4.92 0.17 -0.08 0.009 1714 189 89 20 69 100 169 240.00 0.64 1.45 2.79 4.88 -0.04 -0.02 0.00

10 1944 181 15 15 0 166 166 240.00 0.64 0.00 4.62 5.27 0.38 0.17 0.0011 2118 180 11 11 0 169 169 240.00 0.64 0.00 4.71 5.35 0.08 0.05 0.0012 2318 177 10 10 0 167 167 240.00 0.64 0.00 4.65 5.29 -0.06 -0.03 0.0013 2360 168 10 10 0 158 158 240.00 0.64 0.00 4.40 5.04 -0.25 -0.60 0.0114 2434 159 10 10 0 149 149 240.00 0.64 0.00 4.15 4.79 -0.25 -0.34 0.0015 2507 144 10 10 0 134 134 240.00 0.64 0.00 3.73 4.37 -0.42 -0.57 0.0116 2654 104 12 12 0 92 92 240.00 0.63 0.00 2.56 3.19 -1.18 -0.80 0.0217 2703 102 10 10 0 92 92 240.00 0.63 0.00 2.56 3.19 0.00 0.00 0.0018 2854 55 8 8 0 47 47 240.00 0.61 0.00 1.31 1.92 -1.27 -0.84 0.0219 2950 31 31 31 0 0 0 240.00 0.00 0.00 0.00 0.00 -1.92 -2.00 0.11

Note: Highlighted grade change occurs on 3H:1V sideslope.

ME1571\wastesettle-revPage 8 of 11


FIGURES

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DUPONT PARKWAY

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PERMIT DRAWING

PROJECT:

SITE:

TITLE:

APPROVED BY:

REVIEWED BY: DRAWING NO.:

OF

DRAWN BY:

DESIGN BY:

CHECKED BY: FILE:

PROJECT NO.:

DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER OR

CONSTRUCTION, UNLESS SEALED.

10221 WINCOPIN CIRCLE, 4TH FLOORCOLUMBIA, MARYLAND 21044 USA

PHONE: 410.381.4333

DATEREV APPDESCRIPTION DRN

F

E

D

C

B

A

246 MARSH LANENEW CASTLE, DELAWARE 19720

PHONE: 302.655.1360

DELAWARE RECYCLABLE PRODUCTS, INC.

WASTE MANAGEMENT

W

W

28

JULY 2018

ME1571

KSS

MF/TJ/BF

KSS

CHP

CHP

VERTICAL EXPANSIONDESIGN MODIFICATION APPLICATIONDRPI INDUSTRIAL WASTE LANDFILL

NEW CASTLE, DELAWARE

28

1571f-sects

WMS

JOC

LANDFILL CROSS SECTIONS I

Figure 1. Cross Section A-A'

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504030

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20

30

5040

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40

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60

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30 4050 60

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I-495

N 6

2100

0

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2200

0

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2300

0

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0

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2500

0

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0

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2400

0

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2300

0 N 6

2100

0

F

1

E

D

C

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A

1 2 3

4 5 6 7 8

54 6 7 8

PERMIT DRAWING

PROJECT:

SITE:

TITLE:

APPROVED BY:

REVIEWED BY: DRAWING NO.:

OF

DRAWN BY:

DESIGN BY:

CHECKED BY: FILE:

PROJECT NO.:

DATE:THIS DRAWING MAY NOT BE ISSUEDFOR PROJECT TENDER OR

CONSTRUCTION, UNLESS SEALED.

10221 WINCOPIN CIRCLE, 4TH FLOORCOLUMBIA, MARYLAND 21044 USA

PHONE: 410.381.4333

DATEREV APPDESCRIPTION DRN

F

E

D

C

B

A

246 MARSH LANENEW CASTLE, DELAWARE 19720

PHONE: 302.655.1360

DELAWARE RECYCLABLE PRODUCTS, INC.

WASTE MANAGEMENT

W

W

28

JULY 2018

ME1571

KSS

MF/TJ/BF

KSS

CHP

CHP

VERTICAL EXPANSIONDESIGN MODIFICATION APPLICATIONDRPI INDUSTRIAL WASTE LANDFILL

NEW CASTLE, DELAWARE

29

1571f-sects

WMS

JOC

LANDFILL CROSS SECTIONS II

Figure 2. Cross Section B-B

Page 11 of 11

APPENDIX VI-H.4 ANALYSIS OF FINAL COVER SYSTEM … · analysis of final cover system settlement ....

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