SW6231107_Soils/Geotechnical Report_20231115

610 Spring Branch Road
BUILDING & EARTH Dunn, NC 28334
Phone: [phone]
Geotechnical,Environmental,and Materials Engineers www.BuildingAndEarth.com
October 21, 2021
Moorman, Kizer & Reitzel, Inc.
115 Broadfoot Avenue
Fayetteville, NC 28305
Attention: Mr. Jimmy Kizer, Moorman, Kizer & Reitzel, Inc.
Subject: Letter of Transmittal for Soil Science and Infiltration Report for
Erosion Control and Site Drainage Calculations
Westfall Subdivision
Raeford, North Carolina
Building & Earth Project No: RD210664
Mr. Kizer:
As requested, Building & Earth Sciences, LLP is pleased to present the results of the field
testing and observations for the above stated project site located on Johnson Mill Road
in Raeford, North Carolina.
Scope of Service
The intent of our testing and field work was to observe and document soil profiles and
groundwater conditions that will affect the drainage rates within the proposed storm
basin locations. Our evaluation was performed at four (4) locations provided to us by
MKR, Inc. Borings SHWT-01 through SHWT-04 are shown on the attached boring
location plan.
Summary of Field Observations and Testing
The controlling parameters for the design of storm basins are the depth to evidence of
Seasonal High-Water Table (SHWT), and the saturated (stabilized) permeability of the
soils that should be expected in the floor and berms of the basin. Any restrictive
horizons within the soil profile could substantially affect the drainage capacity of the
basin.
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Westfall Subdivision, Raeford, NC
Project No.: RD210664: October 21, 2021
In order to determine the depth to SHWT, Mr. Mike Eaker, a North Carolina Licensed Soil
Scientist with Southeastern Soil & Environmental Associates, Inc., under contract to
Building & Earth Sciences, has assisted with the field work and reporting for this work.
Mr. Eaker's report details the procedures used in his field evaluation, the results of the
soil observations, the depth to seasonal high groundwater, and the depth to observed
water at each test location. Mr. Eaker's report is included with this report.
Summary of Field Observations and Testing
Once the depth to SHWT was determined, this information was provided to Mr. Jimmy
Kizer, PE, and the appropriate depth of infiltration testing was determined. We
performed our infiltration testin., and the results are 'resented below.
Test Location SHWT-01 SHWT-02 SHWT-03 SHWT-04
Ground Surface Elevation (ft) 254.29 251.54 251.04 251.23
Bottom of Basin Elevation (ft) 241.0 241.0 242.5 242.5
Depth to Observed SHWT (in) 90 56 66 86
SHWT Elevation (ft) 246.79 246.87 245.54 244.06
Depth to Groundwater(in) NE* NE NE NE
Groundwater Elevation (ft) NE NE NE NE
CCHP Elevation (ft) 243.79 241.04 242.20 242.73
Ksat(in/hour) 0.34 0.54 6.77 0.27
* NE—Not Encountered
Statement of Design Method. Test Method and Limitations
The flow of the near surface soils has been approximated using the concepts presented
in Bernoulli's Equation for steady state flow and Darcy's Law for fluid flow through a
porous media. Additionally, our Ksat values were calculated using the Glover solution
which is dependent on soil saturation, the geometry of the bore hole, and the hydraulic
head. To develop our recommendations, Building & Earth has measured/calculated the
saturated flow rate (Ksat) for the soils at the site using accepted test methods and
equipment. Ultimately, the drainage of the basins will be a function of the saturated
flow rate of the soils, the surface area of the basin geometry, and the pressure
differential (hydraulic head) induced by the storm water levels in the drainage structure.
In order to determine the appropriate Ksat for the soils in each basin, a small diameter
bore hole was advanced to a pre-determined depth of interest. At this depth, a
Page 12

Westfall Subdivision, Raeford, NC
Project No.: RD210664: October 21, 2021
constant head (pressure) was established and maintained. Once our measurements
approached a stabilized flow rate, our test was terminated.
The recommendations in this report are limited by several geologic considerations. The
primary limitation is that geologic formations are variable in nature. The soils in the
Raeford area are subject to perched water conditions, artesian conditions, and layers of
undulating low permeability clay seams and layers. All of these geologic conditions
have an effect on the steady state flow of groundwater. To the extent possible we have
identified the material types that will impact the flow of groundwater and have provided
our professional opinion regarding the depth (elevation) to evidence of SHWT.
Although Building & Earth has not provided an exhaustive survey of all of the soil
deposits at the site, it is our opinion that we have properly and adequately characterized
the site with regard to flow from the storm water basins that are planned for this
development.
Closing
If you need further information, or if we can provide additional service, please do not
hesitate to contact us.
Respectfully submitted, ,,•,<N CARD
Building & Earth Sciences, LLPFEssio
North Carolina Engineering Firm F-1081 Quo
s AL�9<
6.4,14) A,(_te
f 0 4
Ciara Sailar Kurt A. Miller, P.E. ?;'r& NGIN
Field Professional I Geotechnical Engineer , TA
Attachments:
1. Boring Location Plan
2. Soil Scientist Report for Soil Profile and SHWT
3. CCHP Testing Results
Page 13

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Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
September 1,2021
Mr. Bangnhi Pham
Building and Earth,LLP
610 Spring Branch Road
Dunn.NC 28334
Re: Seasonal High-Water Table determination for proposed stormwater treatment/retention
areas, Westfall Subdivision,Johnson Mill Rd., Hoke County.North Carolina
Dear Mr. Pharr,
An evaluation of soil properties has been conducted at your request on a portion of the
aforementioned property. The purpose of the investigation was to determine Seasonal High-
Water Table depths(SHWT) based on soil profiles.
Soils at the proposed basin sites are most similar to the Wagram (Borings 1 & 2)and Blaney
(Borings 3 &4) soil series(see attached boring logs). Four(4)soil borings were advanced to 8.0
or more feet below the soil surface. Seasonal High-Water Table(SI IWT)as determined by
evidence of colors of chroma 2 or less(and/or concentrations of high redox mottles)was
encountered at depths ranging from 56 to 90 inches below the ground surface(see chart attached).
It should be noted that the reported SHWT does not necessarily reflect the elevation of static
groundwater at the time of testing(due to variations in groundwater recharge rates, weekly and/or
annual rainfall, drought conditions or other factors).
The data presented in this report are limited by a number of considerations. The primary
consideration is that soil formations can be highly variable. The soils found on this site can be
subject to inclusions of other soil types, perched water,artesian conditions and/or layers of
undulating low permeability clay seams. These and other soil conditions can have an effect on
the steady state of groundwater flow. To the extent possible,we have identified the soil types
that will impact the flow of groundwater,and have provided a professional opinion as to the
depth of SHWT.
Sincerely, NXS,(\p.E‘) SL°Di L C44
r
te` `47"
Mike Eaker *� 4,4
NC Licensed Soil Scientist#1030 4, ,:_k}
F 7 le
0fl •
_tio
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS-LAND USE/SUBDIVISION PLANNING•WETLANDS
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION&DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O.Box 9321
Fayetteville,NC 28311
Phone/Fax[phone]
Email mike 4.0southeasternsoil.com
SHWT and Observed Water Depths, Westfall Subdivision, Johnson Mill
Road, Hoke County, NC
BORING SHWT DEPT SHWT DEPT GROUND ELEVATION OBSERVED WATER
Inches (msl- feeti (msl -feet) (msl-feet)
1 90 246.79 254.29 None
2 56 246.87 251.54 None
3 66 245.54 251.04 None
4 86 244.06 251.23 None
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING•WETLANDS
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS,EVALUATION&DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
Soil Boring Log (Boring 1), Westfall Subdivision, Johnson Mill Road,
Hoke County, NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 1 to 2 percent.
A-0 to 2 inches; very dark grayish brown (10YR 3/2) loamy sand; single grained; loose;
very friable;common fine and medium roots;abrupt smooth boundary.
E-2 to 12 inches; light yellowish brown(10YR 6/4) loamy sand; weak fine granular
structure;very friable; few fine and medium roots;clear smooth boundary.
Btl - 12 to 39 inches; strong brown (7.5YR 5/8)sandy clay loam; moderate medium
subangular blocky structure; firm;gradual wavy boundary.
Bt2 - 39 to 60 inches;red(2.5YR 4/8)sandy clay loam;many medium prominent yellow
(10YR 7/8)mottles;moderate medium subangular blocky structure; firm;thin clay films
on some ped faces; gradual wavy boundary.
BC - 60 to 78 inches; red(2.5YR 4/8) sandy clay loam;many medium prominent yellow
(10YR 7/8)and common medium prominent white (10YR 8/1)mottles; weak fine
subangular blocky structure; firm;thin clay films on some ped faces; gradual wavy
boundary.
Cl - 78 to 90 inches; yellow(10YR 7/8)silty clay; many medium prominent red(2.5YR
4/8)and common medium prominent white(IOYR 8/1)mottles; weak fine subangular
blocky structure;firm;thin clay films on some ped faces; gradual wavy boundary.
C2 -90 to 100 inches; gray (2.5Y 6/1) silty clay loam;many mcdium prominent red
(2.5YR 4/8)and light yellowish brown(2.5Y 6/4) mottles; massive structure;firm.
SHWT @ 90 inches (2.5Y 6/1)
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING•WETLANDS
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION&DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
Soil Boring Log (Boring 2), Westfall Subdivision, Johnson Mill Road,
Hoke County, NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 1 to 2 percent.
A-0 to 8 inches;very dark grayish brown (10YR 3/2)loamy sand; single grained; loose;
very friable;common fine and medium roots; abrupt smooth boundary.
Bt1 - 8 to 38 inches;mottled brownish yellow(10YR 6/8) and yellowish red(5Yr 5/8)
clay;moderate medium subangular blocky structure; firm; gradual wavy boundary.
Bt2-38 to 56 inches; mottled red(2.5YR 4/8)and brownish yellow(10YR 6/8)clay
loam; common medium prominent white(10YR 8/1)mottles; weak fine subangular
blocky structure; firm; thin clay films on some ped faces; gradual wavy boundary.
BC - 56 to 66 inches; mottled brownish yellow(10YR 6/8),red(2.5YR 4/8)and light
gray(2.5Y 7/1)clay; weak fine subangular blocky structure; firm;thin clay films on
some ped faces; gradual wavy boundary.
CI -66 to 93 inches; light gray (2.5Y 7/1) sandy loam;many medium prominent red
(2.5YR 4/8)and yellowish brown(10YR 5/8)mottles;massive structure; firm; clear
smooth boundary.
C2-93 to 100 inches;yellow(10YR 7/8) sandy loam; many medium prominent light
gray (2.5Y 7/1)mottles; massive structure; firm.
SHWT @ 56 inches (2.5Y 7/1)
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING•WE1 LANDS
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville,NC 28311
Phone/Fax[phone]
Email [e-mail]
Soil Boring Log (Boring 3),Westfall Subdivision, Johnson Mill Road,
Hoke County, NC
This map unit consists of well drained soils on uplands. These soils formed in loamy
and sandy sediments. Slopes range from 1 to 3 percent.
A - 0 to 10 inches; dark grayish brown(10YR 4/2) loamy sand: weak fine granular
structure; very friable; many fine roots; abrupt smooth boundary.
E- 10 to 20 inches; light yellowish brown(10YR 6/4) loamy sand; approximately 10
percent clean sand: single grained: loose; very friable; abrupt smooth boundary.
Btl - 20 to 50 inches; yellowish brown(10YR 5/8) sandy clay loam; moderate medium
subangular blocky structure; firm;gradual wavy boundary.
Bt2 - 50 to 60 inches; yellowish brown(10YR 5/8) sandy clay loam; many medium
prominent light yellowish brown(10YR 6/4) and brownish yellow(10YR 6/8)mottles;
common medium red (2.5YR 4/8)mottles;weak fine subangular blocky structure; firm;
gradual wavy boundary.
BC - 60 to 66 inches; yellowish brown(IOYR 5/8) sandy clay loam;many medium
prominent pale brown(10YR 6/3)and red (2.5YR 4/8) mottles; weak fine subangular
blocky structure; firm; gradual wavy boundary.
C—66 to 90 inches; light gray (10YR 7/1) sandy clay loam; many medium prominent
yellow(10YR 7/8)and red (2.5 YR 4/8) mottles; massive structure; firm.
SHWT @ 66 inches (10YR 7/1)
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING•WETLANDS
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION&DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
Soil Boring Log (Boring 4), Westfall Subdivision, Johnson Mill Road,
Hoke County, NC
This map unit consists of well drained soils on uplands. These soils formed in loamy
and sandy sediments. Slopes range from 1 to 3 percent.
A - 0 to 8 inches; dark grayish brown(10YR 4/2) loamy sand; weak fine granular
structure;very friable; many fine roots;abrupt smooth boundary.
E- 8 to 28 inches; light yellowish brown (10YR 6/4) loamy sand; approximately 10
percent clean sand; single grained; loose; very friable; abrupt smooth boundary.
Btl -28 to 40 inches;yellowish brown(10YR 5/8)sandy clay loam; moderate medium
subangular blocky structure; firm; gradual wavy boundary.
Bt2 -40 to 72 inches;yellowish brown(10YR 5/8) sandy clay loam;many medium
prominent light yellowish brown(10YR 6/4)and brownish yellow(10YR 6/8)mottles;
common medium red(2.5YR 4/8)mottles;weak fine subangular blocky structure; firm;
gradual wavy boundary.
BC- 72 to 86 inches;yellowish brown (10YR 5/8)sandy clay loam;many medium
prominent pale brown(I OYR 6/3)and red(2.5YR 4/8)mottles; weak fine subangular
blocky structure; firm; gradual wavy boundary.
C—86 to 106 inches;yellow(10YR 7/8) sandy clay loam;many medium prominent light
gray(10YR 7/1)and red (2.5 YR 4/8)mottles;massive structure; firm.
SHWT @ 86 inches(10YR 7/1)
SOIUSITE EVALUATION •SOIL PHYSICAL ANALYSIS•LAND USEiSUBDIVISION PLANNING•WETLANDS
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION&DESIGN

BUILDING & EARTH
Geotechnital.Environmental,and Materials Engineers
Compact Constant Head Permeameter - ASTM D-5126 {4.1.6)
In-situ Field Saturated Conductivity of Soils in the Vadose viaAmoozemeter
Project Name: Westfall Subdivision Project Number: RD210664
Client Name: MK&R, Inc. Report Number: 1 of 4
Technician: C. Sailar Date: 10/19/2021
Test Constants
Liquid Used: Municipal Water Depth of Water Table: >90" Water Temp(°F): 65 °F
Test Location: SHWT-01 Depth of Observed Water N/A
Constants: Liquid Containers Flow rate used: 105 Hole Diameter: 3 inches
Capacity setting Rate cm3/cm
Sight Tube 1 L 1 On 20.000 Start Saturation: 13:37 Water Head: 7.5 inches
Storage Tube 5L 2 On 105.000
Hole Radius: 1.500 Hole Depth: 126 inches
Test Data
Saturated
Elapsed Flow Readings Conductivity(in/h)
Time(hrs) Tube Flow Flow Rate
`° Date Time A I Total Reading Flow cm3 in3/hr Kam,in/hr Remarks:Weather conditions,etc.
S 10/19 13 :37 0.08 35.0
1 E 10/19 13 :42 0.08 34.0 105 105 80.09 0.34
S 10/19 13 :42 0.10 34.0
2 105 105 64.07 0.27
E 10/19 13 :48 0.18 33.0
S 10/19 13 :48 0.07 33.0
3 E 10/19 13 :52 0.25 32.0 105 105 91.54 0.39
S 10/19 13 :52 0.08 32.0
4 E 10/19 13 :57 0.33 31.0 105 105 80.09 0.34
S 10/19 13 :57 0.07 31.0
5 E 10/19 14 :01 0.40 30.0 105 105 91.54 0.39
S 10/19 14 :01 0 12 30.0
6 E 10/19 14 :08 0.51 29.0 105 105 53.40 0.23
S 10/19 14 :08 0.08 29.0
7 105 105 80.09 0.34
E 10/19 14 :13 0.60 28.0
S 10/19 14 :13 0.08 28.0
R E 10/19 14 :18 0.68 27.0 105 105 80.09 0.34
S 10/19 14 :18 0.08 27.0
9 E 10/19 14 :23 0.76 26.0 105 105 80.09 0.34
S
10 E
S
11 E
S
12 E
S
13 E
S
1aE I I 1 I I
Stabilized K,i:is 0.34 1 SHWT-01

BUILDING & EARTH
Geotechnical.Environmental.and Materials Engineers
Compact Constant Head Permeameter - ASTM D-5126 {4.1.6}
In-situ Field Saturated Conductivity of Soils in the Viaiose:; ne via Amoozemeter
Project Name: Westfall Subdivision Project Number: RD21O664
Client Name: MK&R, Inc. Report Number: 2 of 4
Technician: C.Sailar Date: 10/19/2021
Test Constants
Liquid Used: Municipal Water Depth of Water Table: >90" Water Temp(°F): 65 °F
Test Location: SHWT-02 Depth of Observed Water N/A
Constants: Liquid Containers Flow rate used: 105 Hole Diameter: 3 inches
Capacity setting Rate cm'/cm
Sight Tube .L 1 On 20.000 Start Saturation: 10:48 Water Head: 7.5 inches
Storage Tube 5L I 2 On 105.000
Hole Radius: 1.500 Hole Depth: 126 inches
Test Data
Saturated
Elapsed Flow Readings Conductivity(in/h)
Time(hrs) Tube Flow Flow Rate
o Date Time A I Total Reading Flow cm3 in' hr K. in/hr Remarks:Weather conditions,etc.
S 10/19 10 :48 0.02 24.0
1 105 157.5 480.56 2.03
E 10/19 10 :49 0.02 22.5
S 10/19 10 :49 0.02 22.5
2 105 210 640.75 2.71
E 10/19 10 :50 0.04 20.5
S 10/19 10 :50 p 02 20.5
3 E 10/19 10 :51 0.06 19.0 105 157.5 480.56 2.03
S 10/19 10 :51 0 02 19.0
4 105 210 640.75 2.71
E 10/19 10 :52 0.08 17.0
S 10/19 10 :54 0.02 35.0
5 E 10/19 10 :55 0.10 34.0 V 105 105 320.37 1.35
S 10/19 10 :55 0.05 34.0
6 105 105 128.15 0.54
E 10/19 10 :58 0.15 33.0
S 10/19 10 :58 0.05 33.0
E 10/19 11 :01 0.20 32.0 105 105 128.15 0.54
S 10/19 11 :01 0.05 32.0
8 E 10/19 11 :04 0.25 31.0 105 105 128.15 0.54
S
9 E
S
10
E
S
11 E
S
12 E
S
13 E
S
14 E l
Stabilized K..,, 0.54 SHWT-02
1

BUILDING & EARTH
Geotechmcal.Environmental,and Materials Engineers
Compact Constant Head Permeameter - ASTM D-5126 {4.1.6}
In-situ Field Saturated Conductivity of Soils in the Vadose Zone vi mo.ozemeter
Project Name: Westfall Subdivision SHWT Project Number: RD21O664
Client Name: MK&R, Inc. Report Number: 3 of 4
Technician: C. Sailar Date: 9/27/2021
Test Constants
Liquid Used: Municipal Water Depth of Water Table: >90" Water Temp(°F): 65 °F
Test Location: SHWT-03 Depth of Observed Water N/A
Constants: Liquid Containers Flow rate used: 105 Hole Diameter: 3 inches
Capacity setting Rate cm3/cm
Sight Tube iL 1 On 20.000 Start Saturation: 9:33 Water Head: 7.5 inches
Storage Tube SL 2 On 105.000
Hole Radius: 1.500 Hole Depth: 106 inches
Test Data
Saturated
Elapsed Flow Readings Conductivity(in/h)
Time(hrs) Tube Flow Flow Rate
Date Time 0 Total 3 in s/hr Kam,in/hr
Reading Flow cm' Remarks:Weather conditions,etc.
S 9/27 9 :33 0.02 41.0
1 E 9/27 9 :34 0.02 36.0 105 525 1601.87 6.77
S 9/27 9 :34 002 36.0
2 .E 9/27 9 :35 0.04 31.0 105 525 1601.87 6.77
S 9/27 9 :35 0.02 31.0
3 105 525 1601.87 6.77
E 9/27 9 :36 0.06 26.0
S
4 E -
S
5
S
6
S
7
S
8
t
S
9
S
1n
��"
S
11
S
12
S
13 E
S
14 E
Stabilized K;, 6.77 I SH\NT-03

BUILDING & EARTH
6eotechmcal.Env,ronmental.and Materials Engineers
Compact Constant Head Permeameter - ASTM D-5126 (4.1.6}
In-situ Field Saturated Conductivity of Soils in the Vadose Zone via.Amoozemeter
Project Name: Westfall Subdivision SHWT Project Number: RD210664
Client Name: MK&R, Inc. Report Number: 4 of 4
Technician: C.Sailar Date: 9/24/2021
Test Constants
Liquid Used: Municipal Water Depth of Water Table: >90" Water Temp(°F): 65 °F
Test Location: SHWT-04 Depth of Observed Water N/A
Constants: Liquid Containers Flow rate used: 105 Hole Diameter: 3 inches
Capacity setting Rate cm'/cm
Sight Tube 1 L 1 On 20.000 Start Saturation: 11:39 Water Head: 7.5 inches
Storage Tube 5L 2 On 105.000
Hole Radius: 1.500 Hole Depth: 102 inches
Test Data
Saturated
Elapsed Flow Readngs Conductivity(in/h)
Time(hrs) Tube Flow Flow Rate
0 4 TotalReading 3 a, K,.,in/hr Remarks:Weather conditions,etc.
Date Time I Flow cm in,hr
S 9/24 11 :39 0.02 27.0
1 105 105 320.37 1.35
E 9/24 11 :40 0.02 26.0
S 9/24 11 :40 0 02 26.0
2 E 9/24 11 :41 0.04 25.5 105 52.5 160.19 0.68
S 9/24 11 :41 010 25.5
3 E 9/24 11 :47 0.14 24.5 105 105 64.07 0.27
S 9/24 11 :47 0.10 24.5
4 E 9/2/111 :53 0.2 l 23 5 105 105 64.07 0.27
S 9/24 11 :53 010 23.5
5 E 9/24 11 :59 0.34 22.5 105 105 64.07 0.27
S 9/24 11 :59 0.10 22.5
6 105 105 64.07 0.27
E 9/24 12 :05 0.44 21.5
S
7 E
S
8 _
E
S
9 E
S
10
E
S
11 E
S
12 E
S
13 E
S
14 E I
1 Stabilized K;,!'„ I 0.27 ( SHWT-04