2---Item-20-Combined-Narrative-and-A

Response to Item #20, ADI Letter dated July 23, 2020
20. Please provide revised plan drawings which include the following:
Coordinates in decimal degrees to 4 decimal places at locations along permit boundary
as needed to accurately define the permit boundary.
Over thirty Lat/Long points have been added to WSC Site Plans along the existing and
proposed permit boundary, all of which are visible on pages 2 and 3 of 11.
b. Detailed plans including appurtenances and equipment for pumping water from the
proposed pit to the existing pit.
Equipment, pipe specifications, and plans for crossing Crabtree Creek along the side of
the proposed bridge have been added to WSC Site Plan page 6 of 11. Pump curve data
and engineering calculations are also attached to this response demonstrating that the
proposed pipe is more than adequate to safely move water from the new pit to the
existing pit. A portable 8" pump will be utilized in the developing pit to remove
accumulated stormwater and groundwater. Up to 100' of 8" HDPE pipe will attach to the
pump for ease of movement as the pump is relocated during pit sinking activity.
However, to reduce friction and pipe pressure, 12" steel or equivalent (14" HDPE) pipe
will be used to pump water up to the 280' MSL elevation at the top of the new pit.
Attached pump calculations show that pipe pressures will be between 14-21 PSI at the
top of the pit (depending on depth and distance to the pump) - well within the design
specification for the proposed pipe. From the 280' elevation, the pipe will continue
inside additional 18" welded steel pipe (or sealed troughs where pipe elbows are
needed), which will be supported by welded brackets on the side of the bridge. The 18"
steel pipe will be open at both ends such that, in the extremely unlikely event of a leak
or rupture of the internal pipe, any water that might escape would gravity drain either
back into the new pit or into the old pit.
C. A detailed construction sequence addressing practices that will prevent sediment loss to
Crabtree Creek during retaining wall and bridge construction.
A detailed construction sequence, titled "Bridge Construction Schedule" has been added
to the PLD Erosion Control Plan Cover sheet. Directly under the sequence is an
explanation addressing the prevention of sediment loss to Crabtree Creek.
Written summary of retaining wall design calculations demonstrating that the design
meets or exceeds the factors of safety reported on Sheet 6 of the S&ME plan set.
A complete "MSE Retaining Wall Calculation Package" is attached to this response.
Loaded 100-ton haul trucks were utilized in the retaining wall calculations as noted in
the stamped and sealed cover letter dated September 29, 2020 (65-ton haul units are
proposed), in order to provide an additional factor of safety.
Consistent lines for riparian buffer delineation with labels for zone 1 and zone 2. Wake
Stone has a 100' self-imposed buffer from the centerline of Crabtree Creek. Regulatory
riparian buffers are measured from top of bank, not stream centerline.

The 100' buffers were based on existing buffers as described in the current mining
permit. They were not intended to be riparian buffers, but rather "property" buffers
measured from the property line (which includes the centerline of Crabtree Creek).
However, with the addition of leased RDU Airport property across Crabtree Creek, Wake
Stone acknowledges that "property" buffers are not necessary and have therefore been
removed from the maps for the sake of clarity. Riparian buffers are clearly labeled on all
Erosion Control Plan and Wake Stone Site Plan maps, including zone 1 and zone 2 of
Neuse Buffers where applicable. The 250' undisturbed buffer from the center line of
Crabtree Creek adjacent to Umstead State Park is the only "property" buffer that will
continue to be measured from the centerline of the creek. This buffer has been in place
since the beginning of Triangle Quarry.
The entire construction entrance should be shown within the permit boundary.
The limits of disturbance line has been revised to encompass the construction
entrances. However, the permit boundary along Old Reedy Creek Rd is proposed to be
the edge of the DOT Right of Way for this public road, rather than the property line
which is closer to the centerline of the road. Please note that the northern construction
entrance is an existing road onto the property that would only require minor
improvements as illustrated on the plans. The relocation of the construction entrance
will be done as soon as is practicable and will require a NCDOT Street and Driveway
Access Permit.
In some basins, the skimmer outlet is in the footprint of the emergency spillway. The
emergency spillway should be constructed in undisturbed soil and the skimmer outlet
located outside of the spillway footprint.
The basins have been revised on all E&SC and Site Plans to shift the emergency spillways
into undisturbed soil, and the skimmer outside of the spillway footprint. The only
exception is the location of the emergency spillway for temporary Basin #4. Because this
basin receives runoff from diversions at either end of the basin, it is not possible to
locate the emergency spillway in undisturbed ground without risking potential bypass of
the basin from one or the other diversion channels. Instead, the entire spillway weir will
be lined with an impermeable fabric and lined with Class B rip rap as detailed on SITE 12
of the Erosion Control Plan despite the fact that, with the 25-year storm design, the
additional riser outlet and minimum 1' of freeboard, it is unlikely that the emergency
spillway will be activated in the time that the basin is in place.
Stable conveyances from channels or culverts into basins, in order to prevent erosion
and internal system sediment loading into the basin mouth.
Slope drains or rip rap protection is provided on the revised Erosion Control Plan at
every location where stormwater enters the basins.
Adequate outlet protection devices at the end of slope drains and culverts on the plan
sheet.

Rip rap energy dissipaters are provided on the revised Erosion Control Plan and labeled
at the outlet of each slope drain, each culvert, and each skimmer outlet.
Overall erosion and sediment control (E&SC) plan for both pits that identify all
stormwater discharge outlets (SDOs).
The overall plan (SITE 2 of the Erosion Control Plan) has been revised to include the
entire project on one sheet and to add the SDO labels for each stormwater discharge
outfall. Page 3 of the WSC Site Plans also includes the entire project with all SDOs
labeled.
k. Planting plan (riparian where required) for screening and stabilization adjacent to
proposed headwall.
No riparian disturbance is proposed beyond the construction of the end bents and the
extension of proposed wing walls. No screening is necessary, since the proposed bridge
will not be visible from any adjoining properties.
Silt bag detail and maintenance requirements.
Silt bag detail and maintenance requirements have be added to SITE 10 of the revised
Erosion Control Plan, although Wake Stone is more likely to pump water from basins
into either the expansion pit or the existing pit if necessary for basin maintenance.
M. Dimensions of construction entrances on plan sheets.
The construction entrance labels have been revised on the Erosion Control Plan to
include the dimensions and specifications.
Clarification that construction entrance would be installed before any timbering begins.
Timbering is only allowed to the extent necessary to install perimeter E&SC measures.
The existing construction entrance would be improved prior to any logging activity. The
construction entrance would be relocated to the south as soon as is practicable.
However, perimeter E&SC measures would need to be constructed before access roads
and logging paths to the new entrance could be constructed. Wake Stone would prefer
to utilize the improved existing access road for timber removal only to the extent
necessary to install E&SC measures, and then remove remaining timber through the
relocated new construction entrance or possibly across the proposed bridge, if
completed.
o. Check dams as needed in diversion ditches to reduce energy of channelized water.
Check dams have been added in all diversions per the revised Erosion Control Plan
P. Plans showing diversion ditches routed so that discharge passes through at least 2
baffles prior to entering skimmer cell. Lower diversion ditch enters basins 5 & 6 in the
skimmer cell.
All diversions have been revised to ensure that they enter the basins such that water
must travel through at least two baffles prior to discharge.

Clarification that the location of the diversion ditch between basins 5 & 6 is correct.
The location is correct. The ditch was designed to divert water away from basins 5 & 6
to prevent the need for large basins that would require more significant land
disturbance. These two basins are expected to be removed within the first year of
stripping activities.
Plans indicating that disturbed areas between the primary perimeter ESC measure and
diversion ditch will be seeded and mulched immediately.
This note has been added to each set of "Erosion Control Notes" on the revised Erosion
Control Plan.
Reconciliation of the access road it is shown in the undisturbed buffer (sheet 4).
Clearing limits and limits of disturbance line has been revised to encompass the
construction entrances.
t. A legend with symbols/icons to identify all proposed erosion and sedimentation control
measures. Measures must be to scale. Use the symbols to identify the proposed
location of the structures on the plan. Terminology must be consistent throughout the
plan.
A legend has been added to the plan sheets of the revised Erosion Control Plan for
proposed measures.
Identification of slope drain sizes on the plan sheets.
Slope drain sizes have been illustrated on the revised Erosion Control Plan.
Identification of pipe and culvert sizes on the plan sheets.
Culvert sizes have been illustrated on the revised Erosion Control Plan.
W. Plans labeled with all structures (i.e. diversions, rip rap outlets, FES structures) to
correspond with the associated design calculation.
The diversions have been labeled numerically on the Erosion Control Plan sheets and
correspond with the design calculations. A chart has also been added on sheet SITE 11
to specify diversion ditch dimensions and liner requirements. Another chart has also
been added on SITE 11 to specify energy dissipater requirements at each slope drain
and culvert. Each plan sheet contains notes under "Erosion Control Notes" referring to
the charts on the detail sheets.
X. The symbol used for silt fence must be distinct and not hidden beneath the line type
used to delineate the limits of disturbance.
The Erosion Control Plan has been revised to make the lines clearer, including the use of
color for silt fence, riparian buffers, and property lines.

Y. Areas identified where liners/matting will be installed using a symbol provided in the
legend or identifying hatch pattern.
A hatch pattern has been added to diversion ditches where rip rap liner is required. The
hatches are labeled on the plan and included in the legend provided on each sheet.
An overall plan sheet for each phase of the erosion and sedimentation control. The
overall map is to be at a scale so that the entire site fits on one sheet.
The overall plan (SITE 2 of the revised Erosion Control Plan), has been revised to include
the entire project on once sheet.
aa. A supplemented seeding and planting plan that considers native vegetation in and
around riparian areas.
As noted in "k." above, no riparian disturbance is proposed beyond the construction of
the end bents and the extension of proposed wing walls.
bb. Remove weeping love grass from the seeding plan.
Weeping love grass has been removed from the seeding plan.
CC. Provide additional erosion and sedimentation control measures as required to protect
the stream, all public, and private property from damage.
All proposed erosion and sedimentation control measures and best management
practices are based on accepted engineering standards. The significant due diligence
prior to submittal of a mining permit application demonstrates Wake Stone's
commitment to the protection of streams and adjoining property. The permit
modification application submitted in April was the result of years of research,
stakeholder engagement, planning, geological and hydrogeological investigations,
engineering and design by Wake Stone, as well as by highly respected consultants.
Providing additional buffers above and beyond regulatory requirements, carefully
thought-out site development plans, including visual berms, flood protection, and
avoidance of stream and wetland impacts, Wake Stone does not believe any additional
erosion and sedimentation control measures are required beyond those proposed in the
initial application and refined or clarified in this response package.
dd. Immediate stabilization with seed and mat on basin side slopes upon construction.
This note has been added to "Erosion Control Notes" on the revised Erosion Control
Plan sheets.
ee. A minimum of 5 feet between the toe of the slope and the installation of the silt fence.
Silt fence has been adjusted where necessary to ensure 5' of separation from the toe of
all fill slopes.
ff. Adequate space for the installation, maintenance and removal of perimeter silt fence.
Specific maintenance requirements for all proposed sediment and erosion control
structures included on the plan.

Wake Stone is confident that adequate space had been provided for the installation,
maintenance, and removal of silt fence. On some of the steeper slopes, this may require
manual labor in lieu of mechanized equipment, but Wake Stone will not disturb any
areas not illustrated on the accompanying Erosion Control or Site Plans without
authorization from the Division of Energy, Mineral, and Land Resources. Specific
maintenance requirements for all proposed sediment and erosion control structures are
illustrated on sheets SITE 10, 11, and 12 of the revised Erosion Control Plan.
gg. A plan detail and construction specifications for the silt fence and silt fence outlet that
complies with the skirt trench requirements per the Erosion and Sediment Control
Planning and Design Manual. The skirt is to be trenched in, at a minimum, 8 inches
vertically and 4 inches horizontally.
The silt fence detail on SITE 10 of the revised Erosion Control Plan has been corrected to
meet the new Planning and Design Manual requirements.
hh. A structure/device for dewatering the temporary basins prior to removal and/or
conversion to a permanent structure. Provide a plan detail, construction specifications,
and maintenance requirements for this device. Include the use of this device in the
construction sequence.
Silt bag details and maintenance requirements have been added to SITE 12 of the
revised Erosion Control Plan. However, as noted in letter "I." above, Wake Stone is more
likely to pump water from basins into either the expansion pit or the existing pit, if
necessary for basin maintenance.
A plan detail, construction specifications, and maintenance requirements for the
sediment skimmer basin with riser. Include a stone pad for the skimmer to rest upon
and a rope attached to the skimmer for maintenance in the plan detail. Include the
basin surface area dimensions, depth, side slopes, dam height, embankment width,
length of emergency spillway, barrel diameter and barrel length, skimmer size, skimmer
orifice size, and dewatering time on the plan sheets.
A detail and chart containing all of the requested data above has been added to sheet
SITE 12 of the revised Erosion Control Plan.
jj. Anti -flotation calculations for the riser structure. Include the dimensions of the riser
structure, barrel pipe, and anti -flotation block on the plan sheets.
The calculations have been revised to include the anti -floatation device. The detail on
sheet SITE 12 of the revised Erosion Control Plan includes the dimensions of the anti -
floatation block.
kk. Description of how water will be discharged into the basin in a manner to prevent
erosion. Provide a stable conveyance from diversions into basins (i.e. rip rap lined
channel, slope drain, tarp, etc.). Use diversions to channel runoff into the basins and
prevent sheet flow.

As indicated in section "h." above, slope drains or rip rap protection is provided at every
location where stormwater enters the basins.
Construction specifications for the skimmer basin are to include the excavation,
embankment construction, spillway construction, and skimmer basin installation.
Specify on the plan detail that an impermeable liner is to be installed on the spillway.
The emergency spillway is to be installed in undisturbed ground (not over the skimmer
pipe). Include a stone pad for the skimmer to rest upon and rope attached to the
skimmer for maintenance in the plan detail. Include the basin surface area dimensions,
depth, side slopes, dam height, embankment width, length of emergency spillway,
skimmer size, skimmer orifice size, and dewatering time on the plan sheets.
A detail and chart containing all of the requested data above has been added to sheet
SITE 12 of the revised Erosion Control Plan.
mm. Design calculations for peak discharge rate for the 25-year storm. Provide all supporting
data for the computation methods used (rainfall data for required storm events, time of
concentration/storm duration, and runoff coefficients used). Several basins are noted
to be designed using the 10-year storm. It is not clear which storm is used to calculate
diversions and rip rap structures.
A detail and chart containing all of the requested data above has been added to sheet
SITE 12 of the revised Erosion Control Plan.
nn. Provide design calculations, a plan detail, construction specifications, and maintenance
requirements for the outlet stabilization structures. Construction specifications for the
outlet stabilization structure are to include the width of the apron at the pipe outlet and
at the end of the apron, the length of the apron, the stone size, and depth of stone.
A detail and chart containing all of the requested data above has been added to sheet
SITE 11 of the revised Erosion Control Plan.
oo. Provide liners/matting to aid the stabilization of planned channels and temporary
diversions when the runoff velocity will exceed 2 ft/sec on bare earth during the 2-year
rainfall event that produces the peak runoff. The product(s) selected must have a
permissible shear stress that exceeds the shear stress of the design runoff event. If
liners/matting are to be installed, provide a plan detail, construction specifications, and
maintenance requirements. Include the installation of liners in the construction
sequence.
A detail and chart containing all of the requested data above has been added to sheet
SITE 11 of the revised Erosion Control Plan. The construction sequences on the cover
sheet have been revised to note that liners must be installed. The calculations have
been revised to include the calculations for all diversions, including shear strength
analysis.

Additional Considerations:
On the original Erosion Control Plan and Wake Stone Site Plans, a fifty -foot undisturbed buffer
was illustrated along the northern proposed permit boundary, with a security fence as proposed by RDU
Airport Authority. RDUAA proposed only ten feet of undisturbed buffer with a thirty-foot clearing for the
security fence, essentially clearing our proposed buffer. Therefore, after negotiations with RDUAA,
Wake Stone has agreed to provide the security fence for the Odd Fellows tract. Wake Stone will still be
required to use the style of fence proposed by RDUAA as illustrated "Typical RDU Security Fence" on
page 10 of 11 of WSC Site Plans, but instead of a ten -foot undisturbed buffer and thirty-foot clearing, we
are proposing a 25-foot undisturbed buffer, a 10-foot clearing outside the fence, and 15-foot clearing
inside the fence. However, the clearing for the fence will only be removal of vegetation; stumps will
either remain or be ground in place, and mulch used for ground cover. No clearing will take place in
zone 1 of the Neuse Buffer and only minimal clearing of vegetation in zone 2 in order to continue the
fence across the buffers around Foxcroft Lake and to extend to Crabtree Creek at the western and
eastern property boundaries.

Addenda
Pump curves and calculations
Revised Erosion Control Calculations
S&ME Retaining Wall Calculations

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Erosion Control Calculations
For
Triangle Quarry RDU Expansion
Wake County, North Carolina
4z
L.
Issued:
September 28, 2020
Prepared for:
Wake Stone Corporation
PO Box 190
Knightdale NC 27545

Table of Contents
Section
Appendix A — Sediment Basin Calculations
Appendix B — Sediment Basin Skimmer Sizing Calculations
Appendix C Temporary Diversion Ditch/Slope Drain Calculations
Appendix D — Calculations for Permanent Culverts under Berm
Appendix E — Energy Dissipater Calculations

Appendix A
Sediment Basin Calculations

SEDIMENT BASIN DESIGN DATA
BASIN
DA
(Acres)
C
DESIGN
STORM
INTENSITY
(%hr)
TIMEOF
CONCENTRATION
(min)
Q
(cfs)
REQUIRED
SA
(sf)
REQUIRED
VOLUME
(co
MIN
L
(ft)
MIN
W
(ft)
DEPTH
IN
PROVIDED
SA
(sf)
PROVIDED
VOLUME
(6)
SIDE
SLOPES
DAM
HEIGHT
(ft)
DAM
WIDTH
(ft)
EMERGENCY
SPILLWAYWIDTH
(ft)
BARRELL
DIAMETER
(in)
BARRELL
LENGTH
(ft)
SKIMMER
S1ZE
(in)
SKIMMER
ORIFICE
(in)
DEWATERING
TIME
(days)
TYPE
1
5.7
0.5
10-yr
7.22
S
20.58
6,688
10,260
120
60
2
7,114
12,882
2:1
4
5
20
n/a
n./a
2.5
1.9
3
SKIMMER SEDIMENT BASIN
2
5.7
0.5
10-yr
7.22
S
20.58
6,688
10,260
120
60
2
7,114
12,882
2:1
4
5
20
n/a
n./a
2.5
1.9
3
SKIMMER SEDIMENT BASIN
3
8.0
0.5
25-yr
8.19
S
32.76
10,647
14,400
155
70
2
10,764
19,874
2:1
4
5
13
n/a
n./a
2.5
2.2
3
SKIMMER SEDIMENT BASIN
4
40.0
0.5
25/100 yr
8.19
S
163.80
71,253
72,000
SEE
PLAN
2
72,685
137,511
2:1
S
18
85
36
60
5
4.3
3
RISER BASIN
5
0.8
0.5
10-yr
7.22
S
2.89
939
1,440
46
29
2
1,334
2,084
2:1
4
5
10
n/a
n./a
1.5
0.8
3
SKIMMER SEDIMENT BASIN
6
1.3
0.5
10-yr
7.22
S
4.69
1,525
2,340
77
28
2
2,067
3,388
2:1
4
5
10
n/a
n./a
1.5
1.0
3
SKIMMER SEDIMENT BASIN
7
1 1.7
1 0.5
1 10-yr
1 7.22
S
6.14
1,995
3,060
1 77
36
1 2
1 2,683
4,582
2:1
1 4
5
10
n/a
I n./a
1.5
1.2
3
SKIMMER SEDIMENT BASIN

Sediment Basin #4 — Riser Basin
The following calculations were used to determine the riser and outlet barrel sizes, the emergency
spillway length, and to ensure that l' of freeboard is maintained in the basin for the 100-year
storm.
Hydrograph software by Intelisolve was used to prepare the runoff, time of concentration and
routing calculations. The hydrograph was routed through the riser basin using the design surface
areas and outlet structures. The calculation for the 25 and 100 year storms are provided.
Soil type = Georgeville (hydrological soil group type "B)
Use CN=86
Anti -Flotation Calculations for Riser
36" Riser Submerged
Surface Area Height
s ft (ft)
Water Displacement = 7.1 x 2.0 = 14.1 cf
Bouyant Force = 14.1 cf x 62.4 pcf = 881.09 I bs
Weight of
Length Width Height Concrete
ll ifs
Structure Weight = (4.0) (4.0) (1.0) 150 = 2,400.0 Ibs
M

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 09 / 25 / 2020
Pond No. 1 -
Basin #4
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 267.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
267.00
64,880
0
0
1.00
268.00
68,762
66,805
66,805
2.00
269.00
72,683
70,706
137,511
3.00
270.00
76,275
74,464
211,976
5.00
272.00
84,350
160,541
372,517
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 36.00
4.30
0.00
0.00
Crest Len (ft)
= 9.42 85.00
0.00
0.00
Span (in)
= 36.00
4.30
0.00
0.00
Crest El. (ft)
= 269.00 270.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 263.20
267.00
0.00
0.00
Weir Type
= 1 Rect
---
---
Length (ft)
= 60.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 2.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
267.00
0.00
0.00 ---
--- 0.00
0.00 ---
--- --- --- 0.000
1.00
66,805
268.00
51.61 is
0.44 is ---
--- 0.00
0.00 ---
--- --- --- 0.440
2.00
137,511
269.00
51.61 is
0.66 is ---
--- 0.00
0.00 ---
--- --- --- 0.655
3.00
211,976
270.00
51.61 is
0.82 is ---
--- 31.37
0.00 ---
--- --- --- 32.18
5.00
372,517
272.00
52.72 is
1.07 is ---
--- 51.65 is
800.59 ---
--- --- --- 853.30

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 1
Flow to Basin #4
Hydrograph type
= SCS Runoff
Peak discharge
= 271.91 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 728,778 cuft
Drainage area
= 40.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.03 min
Total precip.
= 6.48 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
280.00
240.00
160.00
120.00
:1 OIt
40.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Flow to Basin #4
Hyd. No. 1 -- 25 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
' ' ' ' 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 1
Flow to Basin #4
Hydrograph type
= SCS Runoff
Peak discharge
= 348.80 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 948,048 cuft
Drainage area
= 40.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.03 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Flow to Basin #4
Hyd. No. 1 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 1
Flow to Basin #4
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
/1
= 0.011
= 250.0
= 3.60
= 1.00
= 3.14
= 950.00
= 6.00
= Unpaved
=3.95
= 4.01
= 24.00
= 16.00
= 0.50
= 0.030
=4.61
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0))1350.0 0.0 0.0
Travel Time (min) = 4.88 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
3.14
= 4.01
= 4.88
12.03 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 2
Basin #4 Routing
Hydrograph type
= Reservoir
Peak discharge
= 224.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 702,463 cuft
Inflow hyd. No.
= 1 - Flow to Basin #4
Max. Elevation
= 270.73 ft
Reservoir name
= Basin #4
Max. Storage
= 265,519 cuft
Storage Indication method used.
Q (cfs)
280.00
240.00
160.00
120.00
F. 11
40.00
0.00
0 2 4
Hyd No. 2
Basin #4 Routing
Hyd. No. 2 -- 25 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
' ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Total storage used = 265,519 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 2
Basin #4 Routing
Hydrograph type
= Reservoir
Peak discharge
= 317.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 921,552 cuft
Inflow hyd. No.
= 1 - Flow to Basin #4
Max. Elevation
= 270.96 ft
Reservoir name
= Basin #4
Max. Storage
= 283,564 cuft
Storage Indication method used.
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' '
0 2 4
Hyd No. 2
Basin #4 Routing
Hyd. No. 2 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Total storage used = 283,564 cuft

MATCHLINE - SEE SHEET 2 OF 2 FOR CONTINUATION
PLD
PIEDMONT LAND DESIGN, LLP
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DRAWN BY: RPH
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PROJECT: WSRDUO
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SED BASIN
DA MAP
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...... ....
DWG. NO. DA. 1

Appendix B
Sediment Basin Skimmer Sizing Calculations

i
Estimate Volume of Basin Length Width
Top of water surface in feet - Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

&A-Sl,j -4-S
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet
Feet
Depth in feet Feet

Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0';Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

64-511\1 =4-�
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet
Feet
Depth in feet Feet

154 'SIW /:tr-7
Estimate Volume of Basin Length Width
Top of water surface in feet . � 5 � _ .. : Feet VOLUME � 0 Cu. Ft.
Bottom dimensions in feet
Feet
Depth in feet Feet

Appendix C
Temporary Diversion Ditch/Slope Drain Calculations

' Ix v; ix wvv. DIVERSION
Ix
68
ix THIS SECTION
_ x'' ' ! j OF DIVERSION DITCH
3.0 ACRES
(TOTAL DA=4.3 AC)
` 1
r / I i
%/i
/ I
4 FA
= r
i� I
PT
\
--= — — -- —
41V SIGN 1A- - :/% ■1 ; I III
DA TO T IS SECT(dN �
OF DIVERSION DITCH,_ dIVER$[O
=11_.0 ACRE1\I _
DA TO THIS g ECTI N
OF DIVERSION DITCH,-
---------- ''
�\\\\\1 =13.0 ACRES
�4TOTAL DA=24.0 AC)��
/ 1
. \\\ . I II ,; 1, III—
I ix --
DIVE S1
li `'I
If
j,
/
,I
I
I
III
1, ll
/
vI
�, ll
I I , , I \ \'-;/ \`�\,1' 1 , ; ;;, '— ;';; IIII ;I;l /III /I1'"ni II Or/';•;,
ix
II �_` _'_i IIII III "l%III lii / ' I%Illlj�
Ix
b`RmD=
b
RDeTLMEMNLLP
y RKM NOW QMOM 27615
616AM70N PHOW
61rA61.77W P711I RIM
[NCR. M Ua N-0r.3
Ix
I
PRELIMINARY
NOT FOR CONSTRUCTION
ISSUED: PROGRESS
DRAWN BY: RPH
CHECKED BY: RPH
PROJECT: WSRDUQ
DIVERSION DITCHES
#1 AND #2
NORTH DA MAP
DWG. No. DA.2

SLOPE DRAIN SIZING CALCULATIONS
Basin Slope Drain
DA
(AC)
Q
(CFS)
DESIGN
STORM
REQUIRED
AREA
(SF)
MINIMUM
DIA
(FT)
MINIMUM
DIA
(INCHES)
USE
(INCHES)
BASIN #1
5.7
20.58
10-YR
3.49
2.11
25.29
30
BASIN #2
5.7
20.58
10-YR
3.49
2.11
25.29
24
BASIN #3 FROM WEST
5.8
23.75
25-YR
4.03
2.26
27.17
30
BASIN #3 FROM EAST
1.1
4.50
25-YR
0.76
0.99
11.83
15
BASIN #4
10.5
43.00
25-YR
7.29
3.05
36.56
2@24
BASIN #5 FROM SOUTH
0.1
0.36
10-YR
0.06
0.28
3.35
15
BASIN #5 FROM NORTH
0.1
0.36
10-YR
0.06
0.28
3.35
15
BASIN #6 FROM SOUTH
0.1
0.36
10-YR
0.06
0.28
3.35
15
BASIN #6 FROM NORTH
0.3
1.08
10-YR
0.18
0.48
5.80
15
BASIN #7 FROM SOUTH
0.5
1.81
10-YR
0.31
0.62
7.49
15
BASIN #7 FROM NORTH
0.7
2.53
10-YR
0.43
0.74
8.86
15

Diversion Ditch Sizing/Liner Calculations
Diversion
DRAINAGE
AREA (AC)
C
Q
(Cfs)
Design
Storm
SLOPE
(FT/FT)
DEPTH
(FT)
SHEAR STRESS
(PSF)
ALLOWABLE
SHEAR STRESS
(PSF)
LINER
1A
11.00
0.5
45.05
25-yr
0.005 (min/max)
1.92
0.60
1.45
Straw w/net
113
24.00
0.5
98.28
25-yr
0.005 (min/max)
2.14
0.67
1.45
Straw w/net
2
10.50
0.5
43.00
25-yr
0.005 (min.)
0.10 (max.)
1.87
1.24
0.58
7.74
1.45
7.80
Straw w/net
Rip Rap (d50=21")
3
1.50
0.5
5.42
10-yr
0.04 (min/max)
0.45
1.12
1.45
Straw w/net
4
4.10
0.5
14.80
10-yr
10-yr
0.005 (min.)
0.07 (max.)
1.26
0.88
0.39
3.84
1.45
4.00
Straw w/net
Rip Rap (d50=12")
5
1.20
0.5
4.33
10-yr
0.03 (min.)
0.08 (max.)
0.43
0.27
0.80
1.35
1.45
1.45
Straw w/net
Straw w/net
6A
1.30
0.5
4.69
10-yr
0.005 (min.)
0.20 (max.)
0.72
0.30
0.22
3.74
1.45
4.00
Straw w/net
Rip Rap (d50=12")
6B
4.30
0.5
15.52
10-yr
0.005 (min.)
0.06 (max.)
1.29
0.93
0.40
3.48
1.45
4.00
Straw w/net
Rip Rap (d50=12")
7
1.10
0.5
3.97
10-yr
0.005 (min/max)
0.66
0.21
1.45
Straw w/net
8
0.70
0.5
2.53
10-yr
0.005 (min/max)
0.52
1 0.16
1.45
IStraw w/net
9
0.60
0.5
2.17
10-yr
0.005 (min/max)
0.48
1 0.15
1.45
IStraw w/net
Note:
Where Rip Rap is specified as a liner, North American Green C350 Permanent Liner
(or approved equal) may be used as an alternative.

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion 1A
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 45.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Apr 1 2020
= 1.92
= 45.00
= 13.13
= 3.43
= 11.59
= 1.41
= 10.68
= 2.10
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
lie
101.00
1.00
100.50
0.50
100.00
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion 1 B
Trapezoidal
Bottom Width (ft)
= 7.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 98.00
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Apr 1 2020
= 2.14
= 98.00
= 24.14
= 4.06
= 16.57
= 1.57
= 15.56
= 2.40
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
1 11
_n rn
2 4 6 8 10 12 14 16 18 20 22 VVV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Westgern Diversion into Basin 4
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 43.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Apr 1 2020
= 1.87
= 43.00
= 12.60
= 3.41
= 11.36
= 1.38
= 10.48
= 2.05
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
1.00
100.50
0.50
100.00
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #2 @ Maximum Slope
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 10.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 43.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 1.24
= 43.00
= 8.04
= 5.35
= 9.55
= 1.24
= 8.96
= 1.69
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
100.50
1.00
0.50
100.00
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #3
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 4.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.42
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.45
Q (cfs)
= 5.420
Area (sqft)
= 1.30
Velocity (ft/s)
= 4.15
Wetted Perim (ft)
= 4.01
Crit Depth, Yc (ft)
= 0.52
Top Width (ft)
= 3.80
EGL (ft)
= 0.72
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #4 @ minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.80
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6
Reach (ft)
Wednesday, Sep 23 2020
= 1.26
= 14.80
= 5.70
= 2.60
= 7.63
= 0.89
= 7.04
= 1.36
Depth (ft)
2.00
1.50
1.00
0.50
_n Gn
7 8 9 10 v vV

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #4 @ Maximum Slope
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 7.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.80
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3 4 5
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.88
Q (cfs)
= 14.80
Area (sqft)
= 4.19
Velocity (ft/s)
= 3.53
Wetted Perim (ft)
= 6.94
Crit Depth, Yc (ft)
= 0.77
Top Width (ft)
= 6.52
EGL (ft)
= 1.07
Depth (ft)
2.00
1.50
1.00
0.50
_n Gn
6 7 8 9 V VV

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #5 @ Minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 3.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.33
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.43
Q (cfs)
= 4.330
Area (sqft)
= 1.23
Velocity (ft/s)
= 3.52
Wetted Perim (ft)
= 3.92
Crit Depth, Yc (ft)
= 0.45
Top Width (ft)
= 3.72
EGL (ft)
= 0.62
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #5 @ Maximum Slope
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 8.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.33
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3 4 5
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.27
Q (cfs)
= 4.330
Area (sqft)
= 0.96
Velocity (ft/s)
= 4.53
Wetted Perim (ft)
= 4.21
Crit Depth, Yc (ft)
= 0.37
Top Width (ft)
= 4.08
EGL (ft)
= 0.59
Depth (ft)
2.00
1.50
1.00
0.50
_n Gn
6 7 8 9 V VV

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion NA @
Minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.69
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 0.72
= 4.690
= 2.48
= 1.89
= 5.22
= 0.48
= 4.88
= 0.78
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n Gn
1 2 3 4 5 6 7 8 9 10 11 12 V VV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion NA @
Maximum Slope
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 20.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.69
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 0.30
= 4.690
= 1.38
= 3.40
= 5.34
= 0.34
= 5.20
= 0.48
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
100.50
1.00
0.50
100.00
00510)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #613 @
Minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 15.52
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 1.29
= 15.52
= 5.91
= 2.63
= 7.77
= 0.92
= 7.16
= 1.40
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n Gn
1 2 3 4 5 6 7 8 9 10 11 12 V VV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #613 @
Maximum Slope
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 6.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 15.52
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 0.93
= 15.52
= 4.52
= 3.43
= 7.16
= 0.79
= 6.72
= 1.11
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
1.00
100.50
100.00
0.50
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #7
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.97
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.66
Q (cfs)
= 3.970
Area (sqft)
= 2.19
Velocity (ft/s)
= 1.81
Wetted Perim (ft)
= 4.95
Crit Depth, Yc (ft)
= 0.43
Top Width (ft)
= 4.64
EGL (ft)
= 0.71
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #8
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.53
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.52
Q (cfs)
= 2.530
Area (sqft)
= 1.58
Velocity (ft/s)
= 1.60
Wetted Perim (ft)
= 4.33
Crit Depth, Yc (ft)
= 0.33
Top Width (ft)
= 4.08
EGL (ft)
= 0.56
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #9
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.17
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.48
Q (cfs)
= 2.170
Area (sqft)
= 1.42
Velocity (ft/s)
= 1.53
Wetted Perim (ft)
= 4.15
Crit Depth, Yc (ft)
= 0.30
Top Width (ft)
= 3.92
EGL (ft)
= 0.52
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Appendix D
Calculations for Permanent Culverts Under Berm

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,
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------------
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11Y5 ! '.I 1ii11 1,\1 \, j ; / -'1'1 `,II •,, I I ; , /;
,I II 1\\I ,11• ,` ;
' _-•i'=_`_,_ ..____� '_ � -r/ram �'i
----%-_fir:
IN t
iX
DA T01F6S-21
.S
i
_--___r . -_-_T
------------------___ _
I
\ '
II
% NORTH
PIEDMONT LAND DESIGN, LLP
.,' : aArAm Ina
sm m umm 0-�
IPRELIMINARY
NOT FOR CONSTRUMON
Q
z
—i
Y0
Qa
av
W =
ao
y Z
`D Z
c+ w
C
O C Q
ISSUED: PROGRESS
DRAWN BY: RPH
CHECKED BY: RPH
PROJECT: WSRDUQ
STORM SEWER
DA MAP
DWG. No. DA.3

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Inn cr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
140.306
3.90
3.90
0.40
1.56
1.56
5.0
5.0
8.2
12.77
20.40
10.49
15
9.98
331.00
345.00
332.21
346.22
0.61
1.31
Pipe - (76)
2
End
175.966
2.00
2.00
0.40
0.80
0.80
5.0
5.0
8.2
6.55
20.94
6.23
15
10.51
323.50
342.00
324.47
343.03
0.43
1.31
Pipe - (77)
Project File: WSRDUQ storm.stm
Number of lines: 2
Run Date: 4/1/2020
NOTES:Intensity = 118.92 / (Inlet time + 17.60) ^ 0.86; Return period =Yrs. 25 ; c = cir e = ellip b = box
Storm Sewers v2019.20

Appendix E
Energy Dissipater Calculations

Energy Dissipater Calculations
LOCATION
VELOCITY
(fps)
DESIGN
STORM
Q
(Cfs)
OUTLET PIPE
DIAMTER
(in)
d50
(in)
APRON
LENGTH
(ft)
APRON WIDTH
AT PIPE OUTLET
(ft)
APRON WIDTH
AT OUTLET END
(ft)
MAXIMUM STONE
DIAMETER
(in)
APRON
THICKNESS
(in)
outlet of slope drain into basin #1
13.2
10 YR
20.58
30
12
15
7.5
17.5
18
27
outlet of slope drain into basin #2
11.4
10 YR
20.58
24
10
12
6.0
14.0
15
22.5
outlet of slope drain into basin #3
13.2
25 YR
23.75
30
12
15
7.5
17.5
18
27
outlet of slope drain into basin #3
8.3
25 YR
4.50
15
6
8
3.8
9.3
9
13.5
outlet of slope drain into basin #4
11.4
25 YR
1 43.00
(2)24
10
15
12.0
18.0
15
22.5
outlet of slope drain into basin #5
8.3
10 YR
0.36
15
6
6
3.8
7.3
9
13.5
outlet of slope drain into basin #6
8.3
10 YR
0.36
15
6
6
3.8
7.3
9
13.5
outlet of slope drain into basin #7
8.3
10 YR
1.08
15
6
6
3.8
7.3
9
13.5
Pipe #1 (permanent pipe under berm)
8.3
10 YR
1.81
15
6
6
3.8
7.3
9
13.5
Pipe #2 (permanent pipe under berm)
8.3
10 YR
2.53
15
6
6
3.8
7.3
9
13.5

L3
PREPARED FOR:
Wake Stone Corporation
6821 Knightdale Blvd.
Knightdale, NC, 27545
S&ME, Inc.
3201 Spring Forest Road
Raleigh, NC 27616
September 29, 2020

=0
September 29, 2020
Wake Stone Corporation
PO Box 190
6821 Knightdale Blvd.
Knightdale, NC, 27545
Attention: Mr. Jared Miedema, PE
Reference: MSE Retaining Wall Calculation Package
Wake Stone Quarry
Cary, North Carolina
S&ME Project No. 6235-20-002
NC PE Firm License No. F-0176
Dear Mr. Miedema:
S&ME, Inc. (S&ME) has completed the authorized MSE retaining wall designs for the Wake Stone Quarry project.
Our services were performed in accordance with our Proposal for Retaining Wall along Perimeter Road and
Proposed Bridge dated January 31, 2020 and the Agreement for Services (AS-071), entered on January 21, 2020
between Wake Stone Corporation (Wake Stone) and S&ME. Design drawings were submitted on March 28, 2020.
This package includes the calculations associated with the previously submitted drawings.
The mechanically stabilized earth retaining walls are designed using the following products and materials:
Block
2' x 3' x 6' concrete blocks
Reinforcement
Mirafi 5XT and 10XT uniaxial geogrid
Reinforced Backfill
Sands and Gravels (SP, SM, SW)
Traffic Surcharge
450 psf
Because of the variability of the physical properties of the concrete block, the retaining walls were designed
without considering the weight of the block as resistance. S&ME used the MSEW software and the FHWA-NHI-
10-024 method model the internal and external stability of the wall and determine geogrid length and spacing.
The traffic surcharge used in design was estimated based on a loaded 100-ton haul truck and the load distribution
described in with AASHTO Standard Specification for Highway Bridges. The surcharge was applied at the top of
the wall where the perimeter road will be.
Global stability was analyzed using SLIDE 8 by RocScience using limit equilibrium analysis to estimate the factor of
safety.
S&ME, Inc. 13201 Spring Forest Road I Raleigh, NC 27616 1 p 919.872.2660 1 www.smeinc.com

=0
Wake Stone Quarry
Cary, North Carolina
S&ME Project No. 6235-20-002
This package includes representative output files from the analysis of the retaining walls.
S&ME appreciates the opportunity to provide our services on this project. Please contact us if you have any
questions regarding this report or if we may be of further assistance.
Sincerely,
S&ME, Inc.
4Q
Thomas J. Daily, PE
Project Manager
NC Registration No. 045672
GA R OI i •'•
SEAL
r�
29147
Kristen Hill, PE, PG ►►►►►`'! jNH�►��
Principal Geotechnical Engineer
NC Registration No. 29147
September 29, 2020

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:40:42 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW8 -no block.BEN
m.w
DESIGN OBJECTIVES
Minimum Capacity Demand Ratio in pullout, CDR-po
1.00
Minimum Capacity Demand Ratio in direct sliding, CDR -sliding
1.00
Maximum allowable eccentricity ratio at each reinforcement level, e/L
0.2500
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -static
1.30
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -seismic
1.10
Prescribed minimum resistive length to prevent pullout, Le = 3.28 ft.
Prescribed minimum normalized length of each layer is: L/Hd = 0.70 --> L = 5.70 ft.
Prescribed minimum absolute total length of each layer is: L = 8.20 ft.
BEARING CAPACITY
Bearing capacity is controlled by general shear.
Maximum permissible eccentricity ratio (soil), e/L 0.2500
Min. Capacity Demand Ratio with respect to ultimate bearing capacity (Meyerhof approach) 1.00
Bearing capacity coefficients: Nc = 0.00 N y= 10.00
SOIL DATA
REINFORCED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 30.00
RETAINED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 28.00
FOUNDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight, y equiv. 125.0 lb/ft 3
Equivalent internal angle of friction, �equiv. 30.00
Equivalent cohesion, c equip. 50.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, w= 60.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
SEISMICITY
Not Applicable
Wakestone Page 2 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:40:42 2020 T:\Pr*ae \2020\Trans\6235-20-002 - Wakestone Quarry\WaUs\MSEW8 -no block.BEN
INPUT DATA: Geoarids
(Multiple type reinforcement)
D A T A
Geogrid Geogrid Geogrid Geogrid Geogrid
type #1 type #2 type #3 type #4 type #5
Tult [lb/ftj
4700.0
Durability reduction factor, RFd
1.10
Installation -damage reduction factor, RFid
1.05
Creep reduction factor, RFc
1.45 N/A N/A N/A N/A
CDR for strength
1.00
Coverage ratio, Rc
1.000
Friction angle along geogrid-soil interface, p 21.33
Pullout resistance factor, F* 0.80•tan� N/A N/A N/A N/A
Scale -effect correction factor, a 0.8
Variation of Lateral Earth Pressure Coefficient With Depth
Z K/Ka 0.0 1.0 2.0 K/Ka 3.0
0 ft
1.00
0
3.3 ft
1.00
Z [ft]
6.6 ft
1.00
6.6
9.8 ft
1.00
9.8
13.1 ft
1.00
16.4 ft
1.00
16.4
19.7 ft
1.00
26.2
32.8
Wakestone Page 3 of 9
Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:40:42 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW8 -no block.BEN
m.w
Design height, Hd 8.14 [ft] { Embedded depth is E = 1.64 ft, and height above top of finished
bottom grade is H = 6.50 ft }
Batter, co 0.0 [deg]
Backslope, R 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 450.0 [lb/ft 2]
DESIGNED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6 [ft]
Wakestone Page 4 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:40:42 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW8 -no block.BEN
m.w
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: Yp-EV 1.35
Load factor for earthquake loads, EQ, from Table 3.4.1-1: Yp-EQ 1.00
Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): Yp-LS 1.75
(Same as in External Stability).
Load factor for dead load surchrge, ES: Yp-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1:
0.90
1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2:
Static
Combined Static/Seismic
Sliding and Eccentricity Yp-EV
1.00
Yp-EQ 1.00
Bearing Capacity Yp-EV
1.35
Yp-EQ 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2:
Yp-EH 1.50
Load factor of active lateral earth pressure during earthquake (does not multiply PAE and P IR
):
/
lyp-EH )EQ 1.50
Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies PAE and PIR ):
Y p-EQ 1.00
Resistance factor for shear resistance along common interfaces from Table 11.5.6-1:
Static
Combined Static/Seismic
Reinforced Soil and Foundation 2
1.00
1.00
Reinforced Soil and Reinforcement 2
1.00
1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1:
Static
Combined Static/Seismic
b
0.65
0.65
Wakestone Page 5 of 9
Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:40:42 2020 T:\Pr*ae \2020\Trans\6235-20-002 - Wakestone Quarry\WaUs\MSEW8 -no block.BEN
REINFORCEMENT LAYOUT AND DESIGN CRITERIA
LEGEND: ( 1 ) Connection strength 4 Satisfactory
( 2 ) Geogrid strength p Unsatisfactory
( 3) Pullout resistance
( 4) Direct sliding
( 5) Eccentricity
Bearing capacity:
Foudation Interface: Direct sliding , Eccentricity
G e o g r i
d
# Elevation Length
Type (1 )
(2)
(3)
(4)
(5 )
[ft] [ft]
#
1 0.82 10.91
1 N/A
2 2.46 9.77
1 N/A
3 4.10 8.64
1 N/A
G e o
g r i
d
# Elevation
Length
Type (1) (2)
(3)
(4)
(5 )
[ft]
[ft]
#
4 5.74
8.20
1 N/A
5 7.38
11.95
1 N/A
Wakestone Page 6 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:40:42 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW8 -no block.BEN
m.w
STATIC SEISMIC UNITS
(Water table does not affect bearing capacity)
Factored bearing resistance. q-n
3900
N/A
[lb/ft z]
Factored bearing load, 6v
2457.2
N/A
[lb/ft 2]
Eccentricity, e
0.66
N/A
[ft]
Eccentricity, e/L
0.060
N/A
CDR calculated
1.59
N/A
Base length
10.91
N/A
[ft]
SCALE:
0 2 4 6 [ft]
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Present Date/Time: Wed Sep 02 14:40:42 2020 T:\Pr*ae \2020\Trans\6235-20-002 - Wakestone Quarry\WaUs\MSEW8 -no block.BEN
DIRECT SLIDING for DESIGNED LAYOUT
(for GEOGRID reinforcements)
Specified CDR -static = 1.000
Along reinforced and foundation soils interface:
CDR -static
= 1.407
#
Geogrid Geogrid
CDR
CDR
Geogrid
Elevation Length
Static
Seismic
Type #
Product name
[ft] [ft]
1
0.82 10.91
1.001
N/A
1
Mirafi 5XT
2
2.46 9.77
1.001
N/A
1
Mirafi 5XT
3
4.10 8.64
1.001
N/A
1
Mirafi 5XT
4
5.74 8.20
1.095
N/A
1
Mirafi 5XT
5
7.38 11.95
1.881
N/A
1
Mirafi 5XT
ECCENTRICITY for DESIGNED LAYOUT
At interface with foundation: e/L static
= 0.1280; Overturning:
CDR -static
= 3.91
#
Geogrid Geogrid
e / L
e / L
Geogrid
Elevation Length
Static
Seismic
Type #
Product name
IN IN
1
0.82 10.91
0.1105
N/A
1
Mirafi 5XT
2
2.46 9.77
0.0981
N/A
1
Mirafi 5XT
3
4.10 8.64
0.0814
N/A
1
Mirafi 5XT
4
5.74 8.20
0.0483
N/A
1
Mirafi 5XT
5
7.38 11.95
0.0064
N/A
1
Mirafi 5XT
Wakestone Page 8 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls
Wakestone
Present Date/Time: Wed Sep 02 14:40:42 2020
T:\Pr*ae \2020\Trans\6235-20-002 - Wakestone
Quarry\WaUs\MSEW8 -no block.BEN
RESULTS for STRENGTH
Live Load included in calculating Tmax
#
Geogrid
Tavailable
Tmax
Tmd
Specified
Actual
Specified
Actual
Elevation
[lb/ft]
[lb/ft]
[lb/ft]
minimum
calculated
minimum
calculated
Product
[ft]
CDR
CDR
CDR
CDR
name
static
static
seismic
seismic
1
0.82
2526
1105.8
N/A
1.000
2.284
N/A
N/A
Mirafi 5XT
2
2.46
2526
954.5
N/A
1.000
2.646
N/A
N/A
Mirafi 5XT
3
4.10
2526
803.2
N/A
1.000
3.145
N/A
N/A
Mirafi 5XT
4
5.74
2526
651.9
N/A
1.000
3.874
N/A
N/A
Mirafi 5XT
5
7.38
2526
485.0
N/A
1.000
5.208
N/A
N/A
Mirafi 5XT
RESULTS for PULLOUT
Live Load included in calculating Tmax
NOTE: Live load is not included in calculating the overburden pressure used to assess pullout resistance.
#
Geogrid
Coverage
Tmax
Tmd
Le La Avail.Static
Specified Actual Avail.Seism.
Specified Actual
Elevation
Ratio
[lb/ft]
[lb/ft]
[ft] [ft] Pullout,
Pr
Static Static
Pullout, Pr
Seismic Seismic
[ft]
(see NOTE)
[lb/ft]
CDR CDR [lb/ft]
CDR CDR
1
0.82
1.000
1105.8
N/A
10.44 0.47
6351.7
1.000 5.744
N/A
N/A N/A
2
2.46
1.000
954.5
N/A
8.35 1.42
3944.8
1.000 4.133
N/A
N/A N/A
3
4.10
1.000
803.2
N/A
6.27 2.37
2105.2
1.000 2.621
N/A
N/A N/A
4
5.74
1.000
651.9
N/A
4.89 3.31
975.0
1.000 1.496
N/A
N/A N/A
5
7.38
1.000
485.0
N/A
7.69 4.26
485.6
1.000 1.001
N/A
N/A N/A
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW26 -no block.BEN
DESIGN DATA
DESIGN OBJECTIVES
Minimum Capacity Demand Ratio in pullout, CDR-po
1.00
Minimum Capacity Demand Ratio in direct sliding, CDR -sliding
1.00
Maximum allowable eccentricity ratio at each reinforcement level, e/L
0.2500
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -static
1.30
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -seismic
1.10
Prescribed minimum resistive length to prevent pullout, Le = 3.28 ft.
Prescribed minimum normalized length of each layer is: L/Hd = 0.70 --> L = 18.30 ft.
Prescribed minimum absolute total length of each layer is: L = 8.20 ft.
BEARING CAPACITY
Bearing capacity is controlled by general shear.
Maximum permissible eccentricity ratio (soil), e/L 0.2500
Min. Capacity Demand Ratio with respect to ultimate bearing capacity (Meyerhof approach) 1.00
Bearing capacity coefficients: Nc = 0.00 N y= 10.00
SOIL DATA
REINFORCED SOIL
Unit weight, y 130.0 lb/ft'
Design value of internal angle of friction, 34.0 °
RETAINED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 28.00
FOUNDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight, y equiv. 125.0 lb/ft 3
Equivalent internal angle of friction, �equiv. 30.00
Equivalent cohesion, c egniv. 50.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, w= 62.000 (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
SEISMICITY
Not Applicable
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW26 -no block.BEN
INPUT DATA: Geoarids
(Multiple type reinforcement)
D A T A
Geogrid
Geogrid
Geogrid
Geogrid Geogrid
type #1
type #2
type #3
type #4 type #5
Tult [lb/ftj
4700.0
9500.0
Durability reduction factor, RFd
1.10
1.10
Installation -damage reduction factor, RFid
1.05
1.05
Creep reduction factor, RFc
1.45
1.44
N/A
N/A N/A
CDR for strength
1.00
1.00
Coverage ratio, Rc
1.000
1.000
Friction angle along geogrid-soil interface, p
21.33
21.33
Pullout resistance factor, F*
0.80•tan�
0.80•tan�
N/A
N/A N/A
Scale -effect correction factor, a
0.8
0.8
Variation of Lateral Earth Pressure Coefficient With Depth
Z K/Ka
0.0
1.0
2.0 K/Ka 3.0
0 ft
1.00
0
3.3 ft
1.00
Z [ft]
6.6 ft
1.00
6.6
9.8 ft
1.00
9.8
13.1 ft
1.00
16.4 ft
1.00
16.4
19.7 ft
1.00
26.2
32.8
Wakestone Page 3 of 9
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW26 -no block.BEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 26.14 [ft] { Embedded depth is E = 1.64 ft, and height above top of finished
bottom grade is H = 24.50 ft }
Batter, co 0.0 [deg]
Backslope, R 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 450.0 [lb/ft 2]
DESIGNED REINFORCEMENT LAYOUT:
SCALE:
0246810[ft]
O
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW26 -no block.BEN
AASHTO 2007-2010 (LRFD) Input Data
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: Yp-EV 1.35
Load factor for earthquake loads, EQ, from Table 3.4.1-1: Yp-EQ 1.00
Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): Yp-LS 1.75
(Same as in External Stability).
Load factor for dead load surchrge, ES: Yp-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1:
0.90
1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2:
Static
Combined Static/Seismic
Sliding and Eccentricity Yp-EV
1.00
Yp-EQ 1.00
Bearing Capacity Yp-EV
1.35
Yp-EQ 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2:
Yp-EH 1.50
Load factor of active lateral earth pressure during earthquake (does not multiply PAE and P IR
):
/
lyp-EH )EQ 1.50
Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies PAE and PIR ):
Y p-EQ 1.00
Resistance factor for shear resistance along common interfaces from Table 11.5.6-1:
Static
Combined Static/Seismic
Reinforced Soil and Foundation 2
1.00
1.00
Reinforced Soil and Reinforcement 2
1.00
1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1:
Static
Combined Static/Seismic
b
0.65
0.65
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW26 -no block.BEN
REINFORCEMENT LAYOUT AND DESIGN CRITERIA
LEGEND: ( 1 ) Connection strength 4 Satisfactory
( 2 ) Geogrid strength p Unsatisfactory
( 3) Pullout resistance
( 4) Direct sliding
( 5) Eccentricity
Bearing capacity:
Foudation Interface: Direct sliding , Eccentricity
G e
o g r i
d
#
Elevation Length
Type
( 1 )
(2 )
(3 )
(4)
( 5 )
[ft]
[ft]
#
1
0.82
22.51
2
N/A
2
2.46
21.41
2
N/A
3
4.10
20.32
1
N/A
4
5.74
19.22
1
N/A
5
7.38
18.30
1
N/A
6
9.38
18.30
1
N/A
7
11.38
18.30
1
N/A
G e o
g r i
d
#
Elevation
Length
Type
( 1 )
(2)
(3 )
(4)
(5 )
[ft]
[ft]
#
8
13.38
18.30
1
N/A
9
15.38
18.30
1
N/A
10
17.38
18.30
1
N/A
11
19.38
18.30
1
N/A
12
21.40
18.30
1
N/A
13
23.40
18.30
1
N/A
14
25.40
19.70
1
N/A
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW26 -no block.BEN
BEARING CAPACITY for DESIGNED LAYOUT
STATIC SEISMIC UNITS
(Water table does not affect bearing capacity)
Factored bearing resistance. q-n
7139
N/A
[lb/ft z]
Factored bearing load, 6v
6885.4
N/A
[lb/ft 2]
Eccentricity, e
2.47
N/A
[ft]
Eccentricity, e/L
0.110
N/A
CDR calculated
1.04
N/A
Base length
22.51
N/A
[ft]
SCALE:
0246810[ft]
O
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW26 -no block.BEN
DIRECT SLIDING for DESIGNED LAYOUT (for GEOGRID reinforcements)
Specified CDR -static = 1.000
Along reinforced and foundation soils interface: CDR -static = 1.482
# Geogrid Geogrid CDR CDR Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1
0.82
22.51
1.001
N/A
2
Mirafi IOXT
2
2.46
21.41
1.001
N/A
2
Mirafi IOXT
3
4.10
20.32
1.001
N/A
1
Mirafi 5XT
4
5.74
19.22
1.001
N/A
1
Mirafi 5XT
5
7.38
18.30
1.010
N/A
1
Mirafi 5XT
6
9.38
18.30
1.091
N/A
1
Mirafi 5XT
7
11.38
18.30
1.185
N/A
1
Mirafi 5XT
8
13.38
18.30
1.297
N/A
1
Mirafi 5XT
9
15.38
18.30
1.432
N/A
1
Mirafi 5XT
10
17.38
18.30
1.599
N/A
1
Mirafi 5XT
11
19.38
18.30
1.810
N/A
1
Mirafi 5XT
12
21.40
18.30
2.089
N/A
1
Mirafi 5XT
13
23.40
18.30
2.463
N/A
1
Mirafi 5XT
14
25.40
19.70
3.233
N/A
1
Mirafi 5XT
ECCENTRICITY for DESIGNED LAYOUT
At interface with foundation: e/L static = 0.1735; Overturning: CDR -static = 2.88
# Geogrid Geogrid e / L e / L Geogrid
Elevation Length Static Seismic Type # Product name
IN IN
1
0.82
22.51
0.1645
N/A
2
Mirafi IOXT
2
2.46
21.41
0.1626
N/A
2
Mirafi IOXT
3
4.10
20.32
0.1605
N/A
1
Mirafi 5XT
4
5.74
19.22
0.1581
N/A
1
Mirafi 5XT
5
7.38
18.30
0.1525
N/A
1
Mirafi 5XT
6
9.38
18.30
0.1275
N/A
1
Mirafi 5XT
7
11.38
18.30
0.1047
N/A
1
Mirafi 5XT
8
13.38
18.30
0.0839
N/A
1
Mirafi 5XT
9
15.38
18.30
0.0652
N/A
1
Mirafi 5XT
10
17.38
18.30
0.0485
N/A
1
Mirafi 5XT
11
19.38
18.30
0.0339
N/A
1
Mirafi 5XT
12
21.40
18.30
0.0213
N/A
1
Mirafi 5XT
13
23.40
18.30
0.0109
N/A
1
Mirafi 5XT
14
25.40
19.70
0.0022
N/A
1
Mirafi 5XT
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Present Date/Time: Wed Sep 02 14:43:09 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW26 -no block.BEN
RESULTS for STRENGTH
Live Load included in calculating Tmax
#
Geogrid
Tavailable
Tmax
Tmd
Specified Actual
Specified
Actual
Elevation
[lb/ft]
[lb/ft]
[lb/ft]
minimum calculated
minimum
calculated
Product
[ft]
CDR
CDR
CDR
CDR
name
static
static
seismic
seismic
1
0.82
5141
2425.4
N/A
1.000
2.119
N/A
N/A
Mirafi IOXT
2
2.46
5141
2292.0
N/A
1.000
2.243
N/A
N/A
Mirafi 1OXT
3
4.10
2526
2158.5
N/A
1.000
1.170
N/A
N/A
Mirafi 5XT
4
5.74
2526
2025.1
N/A
1.000
1.247
N/A
N/A
Mirafi 5XT
5
7.38
2526
2091.1
N/A
1.000
1.208
N/A
N/A
Mirafi 5XT
6
9.38
2526
2108.4
N/A
1.000
1.198
N/A
N/A
Mirafi 5XT
7
11.38
2526
1910.0
N/A
1.000
1.322
N/A
N/A
Mirafi 5XT
8
13.38
2526
1711.5
N/A
1.000
1.476
N/A
N/A
Mirafi 5XT
9
15.38
2526
1513.0
N/A
1.000
1.669
N/A
N/A
Mirafi 5XT
10
17.38
2526
1314.6
N/A
1.000
1.921
N/A
N/A
Mirafi 5XT
11
19.38
2526
1121.2
N/A
1.000
2.253
N/A
N/A
Mirafi 5XT
12
21.40
2526
920.7
N/A
1.000
2.743
N/A
N/A
Mirafi 5XT
13
23.40
2526
717.2
N/A
1.000
3.522
N/A
N/A
Mirafi 5XT
14
25.40
2526
462.5
N/A
1.000
5.461
N/A
N/A
Mirafi 5XT
RESULTS for PULLOUT
Live Load included in calculating Tmax
NOTE: Live load is not included
in calculating the overburden pressure used to assess pullout resistance.
#
Geogrid
Coverage
Tmax
Tmd
Le La
Avail.Static Specified Actual Avail.Seism.
Specified Actual
Elevation
Ratio
[lb/ft]
[lb/ft]
[ft] [ft]
Pullout, Pr Static Static
Pullout, Pr
Seismic Seismic
[ft]
(see NOTE)
[lb/ft] CDR CDR [lb/ft]
CDR CDR
1
0.82
1.000
2425.4
N/A
22.07
0.44
56432.2
1.000
23.267
N/A
N/A
N/A
2
2.46
1.000
2292.0
N/A
20.11
1.31
48087.5
1.000
20.981
N/A
N/A
N/A
3
4.10
1.000
2158.5
N/A
18.14
2.18
40374.1
1.000
18.704
N/A
N/A
N/A
4
5.74
1.000
2025.1
N/A
16.17
3.05
33313.1
1.000
16.450
N/A
N/A
N/A
5
7.38
1.000
2091.1
N/A
14.37
3.92
27229.4
1.000
13.021
N/A
N/A
N/A
6
9.38
1.000
2108.4
N/A
13.31
4.99
22528.6
1.000
10.685
N/A
N/A
N/A
7
11.38
1.000
1910.0
N/A
12.25
6.05
18256.9
1.000
9.559
N/A
N/A
N/A
8
13.38
1.000
1711.5
N/A
11.18
7.11
14414.3
1.000
8.422
N/A
N/A
N/A
9
15.38
1.000
1513.0
N/A
10.12
8.18
10991.9
1.000
7.265
N/A
N/A
N/A
10
17.38
1.000
1314.6
N/A
9.06
9.24
8009.1
1.000
6.093
N/A
N/A
N/A
11
19.38
1.000
1121.2
N/A
7.99
10.30
5455.4
1.000
4.866
N/A
N/A
N/A
12
21.40
1.000
920.7
N/A
6.92
11.38
3312.8
1.000
3.598
N/A
N/A
N/A
13
23.40
1.000
717.2
N/A
5.86
12.44
1618.8
1.000
2.257
N/A
N/A
N/A
14
25.40
1.000
462.5
N/A
6.20
13.51
462.8
1.000
1.001
N/A
N/A
N/A
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Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW10 -no block.BEN
DESIGN DATA
DESIGN OBJECTIVES
Minimum Capacity Demand Ratio in pullout, CDR-po
1.00
Minimum Capacity Demand Ratio in direct sliding, CDR -sliding
1.00
Maximum allowable eccentricity ratio at each reinforcement level, e/L
0.2500
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -static
1.30
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -seismic
1.10
Prescribed minimum resistive length to prevent pullout, Le = 3.28 ft.
Prescribed minimum normalized length of each layer is: L/Hd = 0.70 --> L = 7.10 ft.
Prescribed minimum absolute total length of each layer is: L = 8.20 ft.
BEARING CAPACITY
Bearing capacity is controlled by general shear.
Maximum permissible eccentricity ratio (soil), e/L 0.2500
Min. Capacity Demand Ratio with respect to ultimate bearing capacity (Meyerhof approach) 1.00
Bearing capacity coefficients: Nc = 0.00 N y= 10.00
SOIL DATA
REINFORCED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 30.00
RETAINED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 28.00
FOUNDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight, y equiv. 125.0 lb/ft 3
Equivalent internal angle of friction, �equiv. 30.00
Equivalent cohesion, c egniv. 50.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, w= 60.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
SEISMICITY
Not Applicable
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW10 -no block.BEN
INPUT DATA: Geoarids
(Multiple type reinforcement)
D A T A
Geogrid Geogrid Geogrid Geogrid Geogrid
type #1 type #2 type #3 type #4 type #5
Tult [lb/ftj
4700.0
Durability reduction factor, RFd
1.10
Installation -damage reduction factor, RFid
1.05
Creep reduction factor, RFc
1.45 N/A N/A N/A N/A
CDR for strength
1.00
Coverage ratio, Rc
1.000
Friction angle along geogrid-soil interface, p 21.33
Pullout resistance factor, F* 0.80•tan� N/A N/A N/A N/A
Scale -effect correction factor, a 0.8
Variation of Lateral Earth Pressure Coefficient With Depth
Z K/Ka 0.0 1.0 2.0 K/Ka 3.0
0 ft
1.00
0
3.3 ft
1.00
Z [ft]
6.6 ft
1.00
6.6
9.8 ft
1.00
9.8
13.1 ft
1.00
16.4 ft
1.00
16.4
19.7 ft
1.00
26.2
32.8
Wakestone Page 3 of 9
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW10 -no block.BEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 10.14 [ft] { Embedded depth is E = 1.64 ft, and height above top of finished
bottom grade is H = 8.50 ft }
Batter, co 0.0 [deg]
Backslope, R 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 450.0 [lb/ft 2]
DESIGNED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6 [ft]
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW10 -no block.BEN
AASHTO 2007-2010 (LRFD) Input Data
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: Yp-EV 1.35
Load factor for earthquake loads, EQ, from Table 3.4.1-1: Yp-EQ 1.00
Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): Yp-LS 1.75
(Same as in External Stability).
Load factor for dead load surchrge, ES: Yp-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1:
0.90
1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2:
Static
Combined Static/Seismic
Sliding and Eccentricity Yp-EV
1.00
Yp-EQ 1.00
Bearing Capacity Yp-EV
1.35
Yp-EQ 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2:
Yp-EH 1.50
Load factor of active lateral earth pressure during earthquake (does not multiply PAE and P IR
):
/
lyp-EH )EQ 1.50
Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies PAE and PIR ):
Y p-EQ 1.00
Resistance factor for shear resistance along common interfaces from Table 11.5.6-1:
Static
Combined Static/Seismic
Reinforced Soil and Foundation 2
1.00
1.00
Reinforced Soil and Reinforcement 2
1.00
1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1:
Static
Combined Static/Seismic
b
0.65
0.65
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW10 -no block.BEN
REINFORCEMENT LAYOUT AND DESIGN CRITERIA
LEGEND: ( 1 ) Connection strength 4 Satisfactory
( 2 ) Geogrid strength p Unsatisfactory
( 3) Pullout resistance
( 4) Direct sliding
( 5) Eccentricity
Bearing capacity:
Foudation Interface: Direct sliding , Eccentricity
G e o g r i
d
# Elevation Length
Type ( 1 )
(2 )
(3 )
(4)
( 5 )
[ft] [ft]
#
1 0.82 12.30
1 N/A
2 2.46 11.16
1 N/A
3 4.10 10.02
1 N/A
G e o
g r i
d
# Elevation
Length
Type (1)
(2)
(3)
(4)
(5 )
[ft]
[ft]
#
4 5.74
8.89
1 N/A
5 7.38
8.20
1 N/A
6 9.38
14.12
1 N/A
Wakestone Page 6 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW10 -no block.BEN
BEARING CAPACITY for DESIGNED LAYOUT
STATIC SEISMIC UNITS
(Water table does not affect bearing capacity)
Factored bearing resistance. q-n
4300
N/A
[lb/ft z]
Factored bearing load, 6v
2903.8
N/A
[lb/ft 2]
Eccentricity, e
0.86
N/A
[ft]
Eccentricity, e/L
0.070
N/A
CDR calculated
1.48
N/A
Base length
12.30
N/A
[ft]
SCALE:
0 2 4 6 [ft]
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Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW10 -no block.BEN
DIRECT SLIDING for DESIGNED LAYOUT (for GEOGRID reinforcements)
Specified CDR -static = 1.000
Along reinforced and foundation soils interface: CDR -static = 1.415
# Geogrid Geogrid CDR CDR Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1 0.82
12.30
1.001
2 2.46
11.16
1.001
3 4.10
10.02
1.001
4 5.74
8.89
1.001
5 7.38
8.20
1.060
6 9.38
14.12
2.223
ECCENTRICITY for DESIGNED LAYOUT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
At interface with foundation: e/L static = 0.1375; Overturning: CDR -static = 3.64
# Geogrid Geogrid e / L e / L Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1 0.82
12.30
0.1219
N/A
1
Mirafi 5XT
2 2.46
11.16
0.1128
N/A
1
Mirafi 5XT
3 4.10
10.02
0.1011
N/A
1
Mirafi 5XT
4 5.74
8.89
0.0855
N/A
1
Mirafi 5XT
5 7.38
8.20
0.0569
N/A
1
Mirafi 5XT
6 9.38
14.12
0.0046
N/A
1
Mirafi 5XT
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Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW10 -no block.BEN
RESULTS for STRENGTH
Live Load included in calculating Tmax
#
Geogrid
Tavailable
Tmax
Tmd
Specified
Actual
Specified
Actual
Elevation
[lb/ft]
[lb/ft]
[lb/ft]
minimum
calculated
minimum
calculated
Product
[ft]
CDR
CDR
CDR
CDR
name
static
static
seismic
seismic
1
0.82
2526
1290.3
N/A
1.000
1.958
N/A
N/A
Mirafi 5XT
2
2.46
2526
1139.0
N/A
1.000
2.218
N/A
N/A
Mirafi 5XT
3
4.10
2526
987.7
N/A
1.000
2.557
N/A
N/A
Mirafi 5XT
4
5.74
2526
836.4
N/A
1.000
3.020
N/A
N/A
Mirafi 5XT
5
7.38
2526
751.1
N/A
1.000
3.363
N/A
N/A
Mirafi 5XT
6
9.38
2526
549.1
N/A
1.000
4.600
N/A
N/A
Mirafi 5XT
RESULTS for PULLOUT
Live Load included in calculating
Tmax
NOTE: Live load is not included in calculating the overburden pressure
used to assess pullout resistance.
#
Geogrid
Coverage
Tmax
Tmd
Le La Avail.Static
Specified
Actual Avail.Seism.
Specified Actual
Elevation
Ratio
[lb/ft]
[lb/ft]
[ft] [ft] Pullout,
Pr
Static
Static
Pullout, Pr
Seismic Seismic
[ft]
(see NOTE)
[lb/ft]
CDR
CDR [lb/ft]
CDR CDR
1
0.82
1.000
1290.3
N/A
11.83 0.47
9163.2
1.000
7.102
N/A
N/A N/A
2
2.46
1.000
1139.0
N/A
9.74 1.42
6219.5
1.000
5.461
N/A
N/A N/A
3
4.10
1.000
987.7
N/A
7.66 2.37
3844.4
1.000
3.892
N/A
N/A N/A
4
5.74
1.000
836.4
N/A
5.57 3.31
2037.8
1.000
2.436
N/A
N/A N/A
5
7.38
1.000
751.1
N/A
3.94 4.26
903.8
1.000
1.203
N/A
N/A N/A
6
9.38
1.000
549.1
N/A
8.70 5.42
549.8
1.000
1.001
N/A
N/A N/A
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41:24 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW12 -no block.BEN
DESIGN DATA
DESIGN OBJECTIVES
Minimum Capacity Demand Ratio in pullout, CDR-po
1.00
Minimum Capacity Demand Ratio in direct sliding, CDR -sliding
1.00
Maximum allowable eccentricity ratio at each reinforcement level, e/L
0.2500
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -static
1.30
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -seismic
1.10
Prescribed minimum resistive length to prevent pullout, Le = 3.28 ft.
Prescribed minimum normalized length of each layer is: L/Hd = 0.70 --> L = 8.50 ft.
Prescribed minimum absolute total length of each layer is: L = 8.20 ft.
BEARING CAPACITY
Bearing capacity is controlled by general shear.
Maximum permissible eccentricity ratio (soil), e/L 0.2500
Min. Capacity Demand Ratio with respect to ultimate bearing capacity (Meyerhof approach) 1.00
Bearing capacity coefficients: Nc = 0.00 N y= 10.00
SOIL DATA
REINFORCED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 30.00
RETAINED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 28.00
FOUNDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight, y equiv. 125.0 lb/ft 3
Equivalent internal angle of friction, �equiv. 30.00
Equivalent cohesion, c egniv. 50.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, w= 60.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
SEISMICITY
Not Applicable
Wakestone Page 2 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41:24 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW12 -no block.BEN
INPUT DATA: Geoarids
(Multiple type reinforcement)
D A T A
Geogrid Geogrid Geogrid Geogrid Geogrid
type #1 type #2 type #3 type #4 type #5
Tult [lb/ftj
4700.0
Durability reduction factor, RFd
1.10
Installation -damage reduction factor, RFid
1.05
Creep reduction factor, RFc
1.45 N/A N/A N/A N/A
CDR for strength
1.00
Coverage ratio, Rc
1.000
Friction angle along geogrid-soil interface, p 21.33
Pullout resistance factor, F* 0.80•tan� N/A N/A N/A N/A
Scale -effect correction factor, a 0.8
Variation of Lateral Earth Pressure Coefficient With Depth
Z K/Ka 0.0 1.0 2.0 K/Ka 3.0
0 ft
1.00
0
3.3 ft
1.00
Z [ft]
6.6 ft
1.00
6.6
9.8 ft
1.00
9.8
13.1 ft
1.00
16.4 ft
1.00
16.4
19.7 ft
1.00
26.2
32.8
Wakestone Page 3 of 9
Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41:24 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW12 -no block.BEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 12.14 [ft] { Embedded depth is E = 1.64 ft, and height above top of finished
bottom grade is H = 10.50 ft }
Batter, co 0.0 [deg]
Backslope, R 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 450.0 [lb/ft 2]
DESIGNED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6 8 10 [ft]
I
Wakestone Page 4 of 9
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41:24 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW12 -no block.BEN
AASHTO 2007-2010 (LRFD) Input Data
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: Yp-EV 1.35
Load factor for earthquake loads, EQ, from Table 3.4.1-1: Yp-EQ 1.00
Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): Yp-LS 1.75
(Same as in External Stability).
Load factor for dead load surchrge, ES: Yp-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1:
0.90
1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2:
Static
Combined Static/Seismic
Sliding and Eccentricity Yp-EV
1.00
Yp-EQ 1.00
Bearing Capacity Yp-EV
1.35
Yp-EQ 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2:
Yp-EH 1.50
Load factor of active lateral earth pressure during earthquake (does not multiply PAE and P IR
):
/
lyp-EH )EQ 1.50
Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies PAE and PIR ):
Y p-EQ 1.00
Resistance factor for shear resistance along common interfaces from Table 11.5.6-1:
Static
Combined Static/Seismic
Reinforced Soil and Foundation 2
1.00
1.00
Reinforced Soil and Reinforcement 2
1.00
1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1:
Static
Combined Static/Seismic
b
0.65
0.65
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep o2 14:41:24 202o T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW12 -no block.BEN
REINFORCEMENT LAYOUT AND DESIGN CRITERIA
LEGEND: ( 1 ) Connection strength 4 Satisfactory
( 2 ) Geogrid strength p Unsatisfactory
( 3) Pullout resistance
( 4) Direct sliding
( 5) Eccentricity
Bearing capacity:
Foudation Interface: Direct sliding , Eccentricity
G e
o g r i
d
#
Elevation Length
Type
( 1 )
(2 )
(3 )
(4)
( 5 )
[ft]
[ft]
#
1
0.82
13.69
1
N/A
2
2.46
12.55
1
N/A
3
4.10
11.41
1
N/A
4
5.74
10.27
1
N/A
G e o
g r i
d
# Elevation
Length
Type (1)
(2)
(3)
(4)
(5 )
[ft]
[ft]
#
5 7.38
9.14
1 N/A
6 9.38
9.06
1 N/A
7 11.38
15.27
1 N/A
Wakestone Page 6 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41:24 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW12 -no block.BEN
BEARING CAPACITY for DESIGNED LAYOUT
STATIC SEISMIC UNITS
(Water table does not affect bearing capacity)
Factored bearing resistance. q-n
4701
N/A
[lb/ft z]
Factored bearing load, 6v
3355.5
N/A
[lb/ft 2]
Eccentricity, e
1.06
N/A
[ft]
Eccentricity, e/L
0.077
N/A
CDR calculated
1.40
N/A
Base length
13.69
N/A
[ft]
SCALE:
0 2 4 6 8 10 [ft]
Wakestone Page 7 of 9
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep o2 14:41:24 202o T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW12 -no block.BEN
DIRECT SLIDING for DESIGNED LAYOUT (for GEOGRID reinforcements)
Specified CDR -static = 1.000
Along reinforced and foundation soils interface: CDR -static = 1.421
# Geogrid Geogrid CDR CDR Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1 0.82
13.69
1.001
2 2.46
12.55
1.001
3 4.10
11.41
1.001
4 5.74
10.27
1.001
5 7.38
9.14
1.001
6 9.38
9.06
1.171
7 11.38
15.27
2.405
ECCENTRICITY for DESIGNED LAYOUT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
At interface with foundation: e/L static = 0.1447; Overturning: CDR -static = 3.46
#
Geogrid
Elevation
[ft]
Geogrid
Length
[ft]
e/L
Static
e/L
Seismic
Geogrid
Type #
Product name
1
0.82
13.69
0.1304
N/A
1
Mirafi 5XT
2
2.46
12.55
0.1236
N/A
1
Mirafi 5XT
3
4.10
11.41
0.1150
N/A
1
Mirafi 5XT
4
5.74
10.27
0.1040
N/A
1
Mirafi 5XT
5
7.38
9.14
0.0894
N/A
1
Mirafi 5XT
6
9.38
9.06
0.0466
N/A
1
Mirafi 5XT
7
11.38
15.27
0.0039
N/A
1
Mirafi 5XT
Wakestone Page 8 of 9
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep o2 14:41:24 202o T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW12 -no block.BEN
RESULTS for STRENGTH
Live Load included in calculating Tmax
#
Geogrid
Tavailable
Tmax
Tmd
Specified
Actual
Specified
Actual
Elevation
[lb/ft]
[lb/ft]
[lb/ft]
minimum
calculated
minimum
calculated
Product
[ft]
CDR
CDR
CDR
CDR
name
static
static
seismic
seismic
1
0.82
2526
1474.8
N/A
1.000
1.713
N/A
N/A
Mirafi 5XT
2
2.46
2526
1323.5
N/A
1.000
1.908
N/A
N/A
Mirafi 5XT
3
4.10
2526
1172.2
N/A
1.000
2.155
N/A
N/A
Mirafi 5XT
4
5.74
2526
1020.9
N/A
1.000
2.474
N/A
N/A
Mirafi 5XT
5
7.38
2526
955.8
N/A
1.000
2.642
N/A
N/A
Mirafi 5XT
6
9.38
2526
835.5
N/A
1.000
3.023
N/A
N/A
Mirafi 5XT
7
11.38
2526
549.1
N/A
1.000
4.600
N/A
N/A
Mirafi 5XT
RESULTS for PULLOUT Live Load included in calculating Tmax
NOTE: Live load is not included in calculating the overburden pressure used to assess pullout resistance.
#
Geogrid
Elevation
[ft]
Coverage
Ratio
Tmax
[lb/ft]
Tmd
[lb/ft]
Le La
[ft] [ft]
(see NOTE)
Avail.Static
Pullout, Pr
[lb/ft]
Specified
Static
CDR
Actual Avail.Seism. Specified Actual
Static Pullout, Pr Seismic Seismic
CDR [lb/ft] CDR CDR
1
0.82
1.000
1474.8
N/A
13.22
0.47
12435.7
1.000
8.432
N/A
N/A
N/A
2
2.46
1.000
1323.5
N/A
11.13
1.42
8954.8
1.000
6.766
N/A
N/A
N/A
3
4.10
1.000
1172.2
N/A
9.05
2.37
6045.5
1.000
5.157
N/A
N/A
N/A
4
5.74
1.000
1020.9
N/A
6.96
3.31
3702.1
1.000
3.626
N/A
N/A
N/A
5
7.38
1.000
955.8
N/A
4.87
4.26
1927.7
1.000
2.017
N/A
N/A
N/A
6
9.38
1.000
835.5
N/A
3.65
5.42
836.6
1.000
1.001
N/A
N/A
N/A
7
11.38
1.000
549.1
N/A
8.70
6.57
549.9
1.000
1.001
N/A
N/A
N/A
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW16 -no block.BEN
DESIGN DATA
DESIGN OBJECTIVES
Minimum Capacity Demand Ratio in pullout, CDR-po
1.00
Minimum Capacity Demand Ratio in direct sliding, CDR -sliding
1.00
Maximum allowable eccentricity ratio at each reinforcement level, e/L
0.2500
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -static
1.30
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -seismic
1.10
Prescribed minimum resistive length to prevent pullout, Le = 3.28 ft.
Prescribed minimum normalized length of each layer is: L/Hd = 0.70 --> L = 11.30 ft.
Prescribed minimum absolute total length of each layer is: L = 8.20 ft.
BEARING CAPACITY
Bearing capacity is controlled by general shear.
Maximum permissible eccentricity ratio (soil), e/L 0.2500
Min. Capacity Demand Ratio with respect to ultimate bearing capacity (Meyerhof approach) 1.00
Bearing capacity coefficients: Nc = 0.00 N y= 10.00
SOIL DATA
REINFORCED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 30.00
RETAINED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 28.00
FOUNDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight, y equiv. 125.0 lb/ft 3
Equivalent internal angle of friction, �equiv. 30.00
Equivalent cohesion, c egniv. 50.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, w= 60.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
SEISMICITY
Not Applicable
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW16 -no block.BEN
INPUT DATA: Geoarids
(Multiple type reinforcement)
D A T A
Geogrid Geogrid Geogrid Geogrid Geogrid
type #1 type #2 type #3 type #4 type #5
Tult [lb/ftj
4700.0
Durability reduction factor, RFd
1.10
Installation -damage reduction factor, RFid
1.05
Creep reduction factor, RFc
1.45 N/A N/A N/A N/A
CDR for strength
1.00
Coverage ratio, Rc
1.000
Friction angle along geogrid-soil interface, p 21.33
Pullout resistance factor, F* 0.80•tan� N/A N/A N/A N/A
Scale -effect correction factor, a 0.8
Variation of Lateral Earth Pressure Coefficient With Depth
Z K/Ka 0.0 1.0 2.0 K/Ka 3.0
0 ft
1.00
0
3.3 ft
1.00
Z [ft]
6.6 ft
1.00
6.6
9.8 ft
1.00
9.8
13.1 ft
1.00
16.4 ft
1.00
16.4
19.7 ft
1.00
26.2
32.8
Wakestone Page 3 of 9
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW16 -no block.BEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 16.14 [ft] { Embedded depth is E = 1.64 ft, and height above top of finished
bottom grade is H = 14.50 ft }
Batter, co 0.0 [deg]
Backslope, R 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 450.0 [lb/ft 2]
DESIGNED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6 8 10 [ft]
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Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW16 -no block.BEN
AASHTO 2007-2010 (LRFD) Input Data
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: Yp-EV 1.35
Load factor for earthquake loads, EQ, from Table 3.4.1-1: Yp-EQ 1.00
Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): Yp-LS 1.75
(Same as in External Stability).
Load factor for dead load surchrge, ES: Yp-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1:
0.90
1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2:
Static
Combined Static/Seismic
Sliding and Eccentricity Yp-EV
1.00
Yp-EQ 1.00
Bearing Capacity Yp-EV
1.35
Yp-EQ 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2:
Yp-EH 1.50
Load factor of active lateral earth pressure during earthquake (does not multiply PAE and P IR
):
/
lyp-EH )EQ 1.50
Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies PAE and PIR ):
Y p-EQ 1.00
Resistance factor for shear resistance along common interfaces from Table 11.5.6-1:
Static
Combined Static/Seismic
Reinforced Soil and Foundation 2
1.00
1.00
Reinforced Soil and Reinforcement 2
1.00
1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1:
Static
Combined Static/Seismic
b
0.65
0.65
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW16 -no block.BEN
REINFORCEMENT LAYOUT AND DESIGN CRITERIA
LEGEND: ( 1 ) Connection strength 4 Satisfactory
( 2 ) Geogrid strength p Unsatisfactory
( 3) Pullout resistance
( 4) Direct sliding
( 5) Eccentricity
Bearing capacity:
Foudation Interface: Direct sliding , Eccentricity
G e
o g r i
d
#
Elevation Length
Type
( 1 )
(2 )
(3 )
(4)
( 5 )
[ft]
[ft]
#
1
0.82
16.47
1
N/A
2
2.46
15.33
1
N/A
3
4.10
14.19
1
N/A
4
5.74
13.05
1
N/A
5
7.38
11.91
1
N/A
G e o
g r i
d
#
Elevation
Length
Type ( 1 )
(2)
(3 )
(4)
(5 )
[ft]
[ft]
#
6
9.38
11.30
1 N/A
7
11.38
11.30
1 N/A
8
13.38
11.37
1 N/A
9
15.38
17.58
1 N/A
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Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW16 -no block.BEN
BEARING CAPACITY for DESIGNED LAYOUT
STATIC SEISMIC UNITS
(Water table does not affect bearing capacity)
Factored bearing resistance. q-n
5503
N/A
[lb/ft z]
Factored bearing load, 6v
4268.6
N/A
[lb/ft 2]
Eccentricity, e
1.46
N/A
[ft]
Eccentricity, e/L
0.089
N/A
CDR calculated
1.29
N/A
Base length
16.47
N/A
[ft]
SCALE:
0 2 4 6 8 10 [ft]
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW16 -no block.BEN
DIRECT SLIDING for DESIGNED LAYOUT (for GEOGRID reinforcements)
Specified CDR -static = 1.000
Along reinforced and foundation soils interface: CDR -static = 1.431
# Geogrid Geogrid CDR CDR Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1 0.82
16.47
1.001
2 2.46
15.33
1.001
3 4.10
14.19
1.001
4 5.74
13.05
1.001
5 7.38
11.91
1.001
6 9.38
11.30
1.075
7 11.38
11.30
1.238
8 13.38
11.37
1.470
9 15.38
17.58
2.768
ECCENTRICITY for DESIGNED LAYOUT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
N/A
1
Mirafi 5XT
At interface with foundation: e/L static = 0.1544; Overturning: CDR -static = 3.24
# Geogrid Geogrid e / L e / L Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1 0.82
16.47
0.1424
N/A
1
Mirafi 5XT
2 2.46
15.33
0.1381
N/A
1
Mirafi 5XT
3 4.10
14.19
0.1330
N/A
1
Mirafi 5XT
4 5.74
13.05
0.1268
N/A
1
Mirafi 5XT
5 7.38
11.91
0.1190
N/A
1
Mirafi 5XT
6 9.38
11.30
0.0925
N/A
1
Mirafi 5XT
7 11.38
11.30
0.0584
N/A
1
Mirafi 5XT
8 13.38
11.37
0.0296
N/A
1
Mirafi 5XT
9 15.38
17.58
0.0030
N/A
1
Mirafi 5XT
Wakestone Page 8 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:41-- 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW16 -no block.BEN
RESULTS for STRENGTH
Live Load included in calculating Tmax
#
Geogrid
Tavailable
Tmax
Tmd
Specified Actual
Specified
Actual
Elevation
[lb/ft]
[lb/ft]
[lb/ft]
minimum calculated
minimum
calculated
Product
[ft]
CDR
CDR
CDR
CDR
name
static
static
seismic
seismic
1
0.82
2526
1843.8
N/A
1.000
1.370
N/A
N/A
Mirafi 5XT
2
2.46
2526
1692.5
N/A
1.000
1.492
N/A
N/A
Mirafi 5XT
3
4.10
2526
1541.2
N/A
1.000
1.639
N/A
N/A
Mirafi 5XT
4
5.74
2526
1389.9
N/A
1.000
1.817
N/A
N/A
Mirafi 5XT
5
7.38
2526
1365.3
N/A
1.000
1.850
N/A
N/A
Mirafi 5XT
6
9.38
2526
1285.5
N/A
1.000
1.965
N/A
N/A
Mirafi 5XT
7
11.38
2526
1060.5
N/A
1.000
2.382
N/A
N/A
Mirafi 5XT
8
13.38
2526
835.5
N/A
1.000
3.023
N/A
N/A
Mirafi 5XT
9
15.38
2526
549.1
N/A
1.000
4.600
N/A
N/A
Mirafi 5XT
RESULTS for PULLOUT
Live Load included in calculating Tmax
NOTE: Live load is not included in calculating the overburden pressure used to assess pullout resistance.
#
Geogrid
Coverage
Tmax
Tmd
Le La
Avail.Static Specified Actual Avail.Seism.
Specified Actual
Elevation
Ratio
[lb/ft]
[lb/ft]
[ft] [ft]
Pullout, Pr Static Static
Pullout, Pr
Seismic Seismic
[ft]
(see NOTE)
[lb/ft] CDR CDR [lb/ft]
CDR CDR
1 0.82
1.000
1843.8
N/A
15.99
0.47
20364.5
1.000
11.045
N/A
N/A
N/A
2 2.46
1.000
1692.5
N/A
13.91
1.42
15815.3
1.000
9.344
N/A
N/A
N/A
3 4.10
1.000
1541.2
N/A
11.82
2.37
11829.2
1.000
7.675
N/A
N/A
N/A
4 5.74
1.000
1389.9
N/A
9.74
3.31
8416.8
1.000
6.056
N/A
N/A
N/A
5 7.38
1.000
1365.3
N/A
7.65
4.26
5572.4
1.000
4.081
N/A
N/A
N/A
6 9.38
1.000
1285.5
N/A
5.88
5.42
3305.2
1.000
2.571
N/A
N/A
N/A
7 11.38
1.000
1060.5
N/A
4.73
6.57
1870.3
1.000
1.764
N/A
N/A
N/A
8 13.38
1.000
835.5
N/A
3.65
7.72
836.8
1.000
1.002
N/A
N/A
N/A
9 15.38
1.000
549.1
N/A
8.70
8.88
549.7
1.000
1.001
N/A
N/A
N/A
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MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:42:19 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW20 -no block.BEN
DESIGN DATA
DESIGN OBJECTIVES
Minimum Capacity Demand Ratio in pullout, CDR-po
1.00
Minimum Capacity Demand Ratio in direct sliding, CDR -sliding
1.00
Maximum allowable eccentricity ratio at each reinforcement level, e/L
0.2500
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -static
1.30
Minimum Capacity Demand Ratio in compound and overall failure, CDR -comp -seismic
1.10
Prescribed minimum resistive length to prevent pullout, Le = 3.28 ft.
Prescribed minimum normalized length of each layer is: L/Hd = 0.70 --> L = 14.10 ft.
Prescribed minimum absolute total length of each layer is: L = 8.20 ft.
BEARING CAPACITY
Bearing capacity is controlled by general shear.
Maximum permissible eccentricity ratio (soil), e/L 0.2500
Min. Capacity Demand Ratio with respect to ultimate bearing capacity (Meyerhof approach) 1.00
Bearing capacity coefficients: Nc = 0.00 N y= 10.00
SOIL DATA
REINFORCED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 30.00
RETAINED SOIL
Unit weight, y 125.0 lb/ft 3
Design value of internal angle of friction, 28.00
FOUNDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight, y equiv. 125.0 lb/ft 3
Equivalent internal angle of friction, �equiv. 30.00
Equivalent cohesion, c egniv. 50.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, w= 60.00' (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
SEISMICITY
Not Applicable
Wakestone Page 2 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:42:19 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW20 -no block.BEN
INPUT DATA: Geoarids
(Multiple type reinforcement)
D A T A
Geogrid Geogrid Geogrid Geogrid Geogrid
type #1 type #2 type #3 type #4 type #5
Tult [lb/ftj
4700.0
Durability reduction factor, RFd
1.10
Installation -damage reduction factor, RFid
1.05
Creep reduction factor, RFc
1.45 N/A N/A N/A N/A
CDR for strength
1.00
Coverage ratio, Rc
1.000
Friction angle along geogrid-soil interface, p 21.33
Pullout resistance factor, F* 0.80•tan� N/A N/A N/A N/A
Scale -effect correction factor, a 0.8
Variation of Lateral Earth Pressure Coefficient With Depth
Z K/Ka 0.0 1.0 2.0 K/Ka 3.0
0 ft
1.00
0
3.3 ft
1.00
Z [ft]
6.6 ft
1.00
6.6
9.8 ft
1.00
9.8
13.1 ft
1.00
16.4 ft
1.00
16.4
19.7 ft
1.00
26.2
32.8
Wakestone Page 3 of 9
Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:42:19 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW20 -no block.BEN
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 20.14 [ft] { Embedded depth is E = 1.64 ft, and height above top of finished
bottom grade is H = 18.50 ft }
Batter, co 0.0 [deg]
Backslope, R 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82)
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 450.0 [lb/ft 2]
DESIGNED REINFORCEMENT LAYOUT:
SCALE:
0246810[ft]
0
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Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:42:19 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW20 -no block.BEN
AASHTO 2007-2010 (LRFD) Input Data
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: Yp-EV 1.35
Load factor for earthquake loads, EQ, from Table 3.4.1-1: Yp-EQ 1.00
Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): Yp-LS 1.75
(Same as in External Stability).
Load factor for dead load surchrge, ES: Yp-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1:
Static
Combined static/seismic
Geogrid:
0.90
1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1:
0.90
1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2:
Static
Combined Static/Seismic
Sliding and Eccentricity Yp-EV
1.00
Yp-EQ 1.00
Bearing Capacity Yp-EV
1.35
Yp-EQ 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2:
Yp-EH 1.50
Load factor of active lateral earth pressure during earthquake (does not multiply PAE and P IR
):
/
lyp-EH )EQ 1.50
Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies PAE and PIR ):
Y p-EQ 1.00
Resistance factor for shear resistance along common interfaces from Table 11.5.6-1:
Static
Combined Static/Seismic
Reinforced Soil and Foundation 2
1.00
1.00
Reinforced Soil and Reinforcement 2
1.00
1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1:
Static
Combined Static/Seismic
b
0.65
0.65
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Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 22 14:42:19 202o T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls1MSEW20 -no block.BEN
REINFORCEMENT LAYOUT AND DESIGN CRITERIA
LEGEND: ( 1 ) Connection strength 4 Satisfactory
( 2 ) Geogrid strength p Unsatisfactory
( 3) Pullout resistance
( 4) Direct sliding
( 5) Eccentricity
Bearing capacity:
Foudation Interface: Direct sliding , Eccentricity
G e
o g r i
d
#
Elevation Length
Type
( 1 )
(2 )
(3 )
(4)
( 5 )
[ft]
[ft]
#
1
0.82
19.24
1
N/A
2
2.46
18.10
1
N/A
3
4.10
16.97
1
N/A
4
5.74
15.83
1
N/A
5
7.38
14.69
1
N/A
6
9.38
14.10
1
N/A
G e o
g r i
d
#
Elevation
Length
Type
( 1 )
(2)
(3 )
(4)
(5 )
[ft]
[ft]
#
7
11.38
14.10
1
N/A
8
13.38
14.10
1
N/A
9
15.38
14.10
1
N/A
10
17.38
14.10
1
N/A
11
19.38
19.89
1
N/A
Wakestone Page 6 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:42:19 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW20 -no block.BEN
BEARING CAPACITY for DESIGNED LAYOUT
STATIC SEISMIC UNITS
(Water table does not affect bearing capacity)
Factored bearing resistance. q-n
6307
N/A
[lb/ft z]
Factored bearing load, 6v
5189.3
N/A
[lb/ft 2]
Eccentricity, e
1.86
N/A
[ft]
Eccentricity, e/L
0.097
N/A
CDR calculated
1.22
N/A
Base length
19.24
N/A
[ft]
SCALE:
02468 10[ft]
O
Wakestone Page 7 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:42:19 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW20 -no block.BEN
DIRECT SLIDING for DESIGNED LAYOUT (for GEOGRID reinforcements)
Specified CDR -static = 1.000
Along reinforced and foundation soils interface: CDR -static = 1.438
# Geogrid Geogrid CDR CDR Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1
0.82
19.24
1.001
N/A
1
Mirafi 5XT
2
2.46
18.10
1.001
N/A
1
Mirafi 5XT
3
4.10
16.97
1.001
N/A
1
Mirafi 5XT
4
5.74
15.83
1.001
N/A
1
Mirafi 5XT
5
7.38
14.69
1.001
N/A
1
Mirafi 5XT
6
9.38
14.10
1.061
N/A
1
Mirafi 5XT
7
11.38
14.10
1.185
N/A
1
Mirafi 5XT
8
13.38
14.10
1.341
N/A
1
Mirafi 5XT
9
15.38
14.10
1.545
N/A
1
Mirafi 5XT
10
17.38
14.10
1.822
N/A
1
Mirafi 5XT
11
19.38
19.89
3.132
N/A
1
Mirafi 5XT
ECCENTRICITY for DESIGNED LAYOUT
At interface with foundation: e/L static = 0.1607; Overturning: CDR -static = 3.11
# Geogrid Geogrid e / L e / L Geogrid
Elevation Length Static Seismic Type # Product name
IN IN
1
0.82
19.24
0.1503
N/A
1
Mirafi 5XT
2
2.46
18.10
0.1474
N/A
1
Mirafi 5XT
3
4.10
16.97
0.1440
N/A
1
Mirafi 5XT
4
5.74
15.83
0.1401
N/A
1
Mirafi 5XT
5
7.38
14.69
0.1354
N/A
1
Mirafi 5XT
6
9.38
14.10
0.1141
N/A
1
Mirafi 5XT
7
11.38
14.10
0.0850
N/A
1
Mirafi 5XT
8
13.38
14.10
0.0594
N/A
1
Mirafi 5XT
9
15.38
14.10
0.0375
N/A
1
Mirafi 5XT
10
17.38
14.10
0.0193
N/A
1
Mirafi 5XT
11
19.38
19.89
0.0023
N/A
1
Mirafi 5XT
Wakestone Page 8 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

MSEW -- Mechanically Stabilized Earth Walls Wakestone
Present Date/Time: Wed Sep 02 14:42:19 2020 T:\Projects\2020\Trans\6235-20-002 - Wakestone Quarry\Walls\MSEW20 -no block.BEN
RESULTS for STRENGTH
Live Load included in calculating Tmax
#
Geogrid
Tavailable
Tmax
Tmd
Specified Actual
Specified
Actual
Elevation
[lb/ft]
[lb/ft]
[lb/ft]
minimum calculated
minimum
calculated
Product
[ft]
CDR
CDR
CDR
CDR
name
static
static
seismic
seismic
1
0.82
2526
2212.8
N/A
1.000
1.141
N/A
N/A
Mirafi 5XT
2
2.46
2526
2061.5
N/A
1.000
1.225
N/A
N/A
Mirafi 5XT
3
4.10
2526
1910.2
N/A
1.000
1.322
N/A
N/A
Mirafi 5XT
4
5.74
2526
1758.9
N/A
1.000
1.436
N/A
N/A
Mirafi 5XT
5
7.38
2526
1774.8
N/A
1.000
1.423
N/A
N/A
Mirafi 5XT
6
9.38
2526
1735.5
N/A
1.000
1.455
N/A
N/A
Mirafi 5XT
7
11.38
2526
1510.5
N/A
1.000
1.672
N/A
N/A
Mirafi 5XT
8
13.38
2526
1285.5
N/A
1.000
1.965
N/A
N/A
Mirafi 5XT
9
15.38
2526
1060.5
N/A
1.000
2.382
N/A
N/A
Mirafi 5XT
10
17.38
2526
835.5
N/A
1.000
3.023
N/A
N/A
Mirafi 5XT
11
19.38
2526
549.1
N/A
1.000
4.600
N/A
N/A
Mirafi 5XT
RESULTS for PULLOUT
Live Load included in calculating Tmax
NOTE: Live load is not included
in calculating the overburden pressure used to assess pullout resistance.
#
Geogrid
Coverage
Tmax
Tmd
Le La
Avail.Static Specified Actual Avail.Seism.
Specified Actual
Elevation
Ratio
[lb/ft]
[lb/ft]
[ft] [ft]
Pullout, Pr Static Static
Pullout, Pr
Seismic Seismic
[ft]
(see NOTE)
[lb/ft] CDR CDR [lb/ft]
CDR CDR
1
0.82
1.000
2212.8
N/A
18.77
0.47
30145.7
1.000
13.624
N/A
N/A
N/A
2
2.46
1.000
2061.5
N/A
16.68
1.42
24515.4
1.000
11.892
N/A
N/A
N/A
3
4.10
1.000
1910.2
N/A
14.60
2.37
19463.3
1.000
10.189
N/A
N/A
N/A
4
5.74
1.000
1758.9
N/A
12.51
3.31
14979.2
1.000
8.516
N/A
N/A
N/A
5
7.38
1.000
1774.8
N/A
10.43
4.26
11056.6
1.000
6.230
N/A
N/A
N/A
6
9.38
1.000
1735.5
N/A
8.68
5.42
7764.0
1.000
4.474
N/A
N/A
N/A
7
11.38
1.000
1510.5
N/A
7.53
6.57
5482.1
1.000
3.629
N/A
N/A
N/A
8
13.38
1.000
1285.5
N/A
6.37
7.72
3579.6
1.000
2.785
N/A
N/A
N/A
9
15.38
1.000
1060.5
N/A
5.22
8.88
2064.8
1.000
1.947
N/A
N/A
N/A
10
17.38
1.000
835.5
N/A
4.06
10.03
931.5
1.000
1.115
N/A
N/A
N/A
11
19.38
1.000
549.1
N/A
8.70
11.19
550.0
1.000
1.002
N/A
N/A
N/A
Wakestone Page 9 of 9
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-301806

0
M
O
N
M
0
M
1.54
O
"'
500.00 Ibs/ft2
0
N
O
CO—
N
ft
A
0
cni
1
1.5 ft
O
1.5
17 ft
O
N
W
O
N
O
V
N
O
N
-190 -180
-170
-160
-150 -140
-130 -120 -110
100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0
Project
Wakestone Quarry Wall
Analysis
Global Stability
Description
Wakestone Quarry Wall
S
Drawn By
AKA
Project Number
6235-20-002
Company S&ME
Figure.
Location
Sta 3+00 Wall
Fi/eName
Wakestoneslmd
Date 3 5 2020
/ /
LIDEINTERP 8.
Unit Weight
Cohesion
Phi
Material Name
Color
(Ibs/ft3)
(psf)
(deg)
New Fill
■
120
0
30
Res ML
■
120
250
28
PWR
■
130
1000
38
Crystalline Rock
■
145
0
45
Reinforced Fill
®
120
0
30

0
M
O
N
CO
2.17
0
co
O
M
O
N
500.00 Ibs/ft2
O
co-
N
10ft
N
1.5 ft 1
1.5
�o
v 8.0 ft
O
N
O
W
O
N
O
7
N
O
N
-200
-190 -180
-170
-160 -150
-140 -130 -120 110 100 -90 -80
-70 -60 -50 -40 -30 -20 -10
Project
Wakestone Quarry Wall
Analysis
Global Stability
Description
Wakestone Quarry Wall
S
Drawn By
AKA
Project Number 6235-20-002
Company S&ME
Figure
Location
Sta 12+00 Wall
File
Wakestone12+00.slmd
Date
352020
/ /
LIDEINTERP 8.
Unit Weight
Cohesion
Phi
Material Name
Color
(Ibs/ft3)
(psf)
(deg)
New Fill
�
120
0
30
Res ML
�
120
250
28
PWR
�
130
1000
38
Crystalline Rock
■
145
0
45
Reinforced Fill
®
120
0
30

0
M
O
N
M
0
M
O
co
1.77
O
N
500.00 Ibs/ft2
O
CO-
N
17 ft
O
n
N
1
1.5 ft
01.5
N
W 13 ft
O
N
O
V
N
O
-190 -180
-170
-160
-150 -140
-130 -120 -110 -100 -90 -80 -70
-60 -50 -40 -30 -20 -10 0
Project
Wakestone Quarry Wall
Analysis
Global Stability
Description
Wakestone Quarry Wall
S
Drawn By
AKA
Project Number 6235-20-002
Company S&ME
Figure
Location
St14+15 Wall
a
File
Wakestone14+15.slmd
Date
352020
/ /
LIDEINTERP 8.
Unit Weight
Cohesion
Phi
Material Name
Color
(Ibs/ft3)
(psf)
(deg)
New Fill
■
120
0
30
Res ML
■
120
250
28
PWR
■
130
1000
38
Crystalline Rock
■
145
0
45
Reinforced Fill
®
120
0
30