GEOTECHNICAL INVESTIGATION NEW WORSHIP CENTER SITE …apps.pittsburghpa.gov/dcp/Geotech_Report_-_Complete.pdf · GEOTECHNICAL INVESTIGATION NEW WORSHIP CENTER SITE CITY OF PITTSBURGH,

GEOTECHNICAL INVESTIGATION NEW WORSHIP CENTER SITE

CITY OF PITTSBURGH, ALLEGHENY COUNTY, PENNSYLVANIA

Prepared for: HILLTOP BAPTIST CHURCH 15540 ROSEBERRY STREET

PITTSBURGH, PENNSYLVANIA 15216

Prepared by: KU RESOURCES, INC.

22 SOUTH LINDEN STREET DUQUESNE, PENNSYLVANIA 15110

SEPTEMBER 2015


CITY OF PITTSBURGH, PENNSYLVANIA SEPTEMBER 2015

HBC15206NWC 1

TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................................................ 1

2.0 SUMMARY OF WORK PERFORMED .............................................................................................. 2

2.1 Subsurface Investigation .......................................................................................................... 2 2.2 Soil Boring Location Summary ................................................................................................ 3 2.3 Site Survey ................................................................................................................................. 3

3.0 SITE GEOLOGY AND SOIL CONDITIONS ...................................................................................... 4

3.1 Site Geology ............................................................................................................................... 4 3.2 Soils and Unconsolidated Materials ........................................................................................ 4 3.3 Groundwater .............................................................................................................................. 5 3.4 Coal Mining ................................................................................................................................ 6 3.5 Soil Conditions .......................................................................................................................... 6

3.5.1 Landslide Prone Soils ........................................................................................................... 7 3.6 Bedrock Conditions ................................................................................................................... 7

4.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................................. 8

4.1 Proposed Building Location ..................................................................................................... 8 4.2 Proposed Western Retaining Wall ........................................................................................... 8 4.3 Proposed Eastern and Southern Retaining Walls .................................................................. 9 4.4 Proposed Intermediate Walls and Parking Areas .................................................................. 9 4.5 Earthwork Recommendations ................................................................................................ 10

4.5.1 Over-excavation ............................................................................................................ 10 4.5.2 General Fill Placement Requirements .......................................................................... 10

4.6 Pavement Design ..................................................................................................................... 11 4.7 Limitations ................................................................................................................................ 11

FIGURES

Figure 1 Site Location Map Figure 2 Boring Locations Map Figure 3 Building Foundation Cross Section Locations Figure 4 Building Foundation Cross Sections APPENDICES Appendix A Boring Logs Appendix B Soil Survey



HBC15206NWC 1

1.0 INTRODUCTION

This geotechnical investigation was performed for Hilltop Baptist Church to acquire subsurface

information on parcels of land in the 20th Ward of the City of Pittsburgh, Pennsylvania. These parcels are

generally located at the intersection of Banksville Road and Chappel Avenue, on the north side of

Chappel Avenue. The Site Location map is presented in Figure 1.

The Phase I Environmental Site assessment identified a long lineage of historical use of the property,

dating back before 1904. The interior areas are currently vacant, but were formerly occupied by

numerous structures. The structures included:

o Mobile home park located on the southern third of the tract.

o Apparent residential development in center of Parcel-350.

o Unidentified structures on northwest property line of Parcel-350.

The majority of the parcel is currently covered by opportunistic vegetation and wooded areas. The land

located along Banksville Road and Little Saw Mill Run was occupied by numerous buildings from 1904

until the 1980s. These buildings were systematically razed and replaced with other structures. Only one

structure remains – an abandoned office building at 1500 Banksville Road. The building was apparently

occupied by former parcel development contractors.

There is an extensive history of mining in the area. The Pittsburgh Coal Seam, which at one time may

have daylighted on the property, was deep mined through the valley including under the slope to the west

(rear) of the present site. A coal tipple was located along Banksville Road (Parcel-350), likely to serve the

mining operations of the Pittsburgh Coal that occurred in the area.

Site grading operations were conducted on the southern two thirds of the parcel in the late 1980s to early

1990s in preparation of development of an office/retail complex. The grading activities involved the

excavation of soil/rock, but may have also included the incidental mining of the Pittsburgh Coal (strip-

bench mining). The excavated material was used to change the contours of the parcel.

The drilling program performed at the site, as described in this report, was intended to determine the

nature of the soil strata at the site; and when bedrock conditions were encountered, the depth,

competency, and consistency of the strata. The following sections provide the results of our investigation

in greater detail, along with recommendations related to the management and utilization of soils and rock

at the site.



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2.0 SUMMARY OF WORK PERFORMED

2.1 Subsurface Investigation

This geotechnical investigation was conducted in accordance with our Proposal for Geotechnical

Investigation dated June 19, 2015, although some adjustments to the program were required due to the

conditions encountered at the site..

Fourteen soil borings (designated B-1 through B-14) were advanced by Geo-Environmental Drilling

Company at the site between July 27 and August 5, 2105. The boring locations are presented in Figure

2.

Prior to initiating drilling activities, the Pennsylvania One Call System underground utility locating service

was contacted to identify any possible conflicts with the drilling program. The Pennsylvania One Call

System contacted affected utility providers, and underground utility lines were marked.

The borings were advanced using continuous split-spoon sampling equipment and hollow-stem augers.

Borings were advanced to depths ranging from 15 to 40 ft below ground surface (bgs). Standard

Penetration Tests (SPT) were performed by using a 140-pound hammer dropping 30 inches to drive the

split-spoon sampler 18 inches into the soil. Hammer blows are recorded for each 6-inch interval. SPT

tests can provide an estimate of relative density of cohesionless soils and an estimate of bearing strength

and consistency of cohesive soils. The SPT results are presented on the Soil Boring Logs (see

Appendix A). According to Principles of Foundation Engineering, correlations can be made between SPT

values and undrained shear strength as well as unconfined compressive strength, as follows:

Standard Undrained ShearPenetration Strength, cuNumber, N Consistency (psf)

0-2 Very Soft 0-1852-5 Soft 185-4605-10 Medium Stiff 460-92010-20 Stiff 920-184020-30 Very Stiff 1840-3680> 30 Hard > 3680

UnconfinedStandard Compressive

Penetration Strength, quNumber, N Consistency (psf)

0-2 Very Soft 0-5002-5 Soft 500-10005-10 Medium Stiff 1000-2000

10-20 Stiff 2000-400020-30 Very Stiff 4000-8000> 30 Hard > 8000



HBC15206NWC 3

All soil boring activities were observed by a KU Resources field engineer with experience observing

similar projects. Soil samples were visually examined and boring logs were created for each boring. Soil

boring locations were surveyed by The Trant Corporation. The boring logs are presented in Appendix A.

2.2 Soil Boring Location Summary

The boring locations were selected and grouped to provide subsurface information regarding particular

elements of the site. Borings B-1 through B-4 were drilled on the upslope (western) side of the site, to

reflect the conditions in the area of the proposed entrance road and a large retaining wall to support a cut

slope in the area. This area was identified as an area of potential strip-mining operations for the

Pittsburgh Coal seam in the area, and a significant backfill slope to cover what may have been an

exposed highwall.

Borings B-8, B-9, B-10, B-12, B-13 and B-14 were positioned to focus on the corners and long sides of

the building, to determine foundation requirements for the structure. Borings B-7, B-11 and B-14 were

positioned at the crest of the slope facing Banksville Road, to provide information relative to the proposed

construction of retaining walls in this area. Due to the steep terrain and dense vegetative growth, we

were unable to drill three of the borings along the alignment of a proposed access roadway in this area.

The three aforementioned borings were drilled deeper than originally projected to determine the geologic

layering of the area that can be translated into an evaluation of this potential accessway.

The remainder of the borings were positioned to provide general site information and the foundation

information for the proposed parking lots and retaining walls proposed throughout the area.

2.3 Site Survey

Topographic mapping of the site has been prepared by The Trant Corporation purportedly based upon

information provided to them by another surveying entity. The ground surface at each boring location

advanced was surveyed prior to drilling activities by Trant, with the pertinent data provided in this report

(see Table 1). The elevations indicated on the work products do not match the true elevations of the site

above mean sea level, and therefore are considered “site-specific”. It appears that the site elevations

presented are approximately 80 to 100 feet above true MSL values.



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3.0 SITE GEOLOGY AND SOIL CONDITIONS

Figure 1 presents the location of the site on the Pittsburgh West (Pennsylvania) U.S. Geological Survey

(USGS) 7.5-minute topographic map. The elevation of the site ranges from approximately 1210 to 1280

feet above mean sea level.

3.1 Site Geology

The site is located in the Pittsburgh Low Plateau Section of the Appalachian Plateaus Physiographic

Province. The topography of this area is bedrock controlled and represents the most complexly dissected

portion of the Allegheny Peneplain, characterized by rounded hills and steep-sided valleys formed by

stream erosion of a former plain-like area. Upland flat areas are rare and usually small. The surface

topography of the site reflects this regional description. The site topography has been established by two

valleys – the main valley formed by Saw mill Run through which Banksville Road has been developed,

and the unnamed tributary valley through which Chappel Street and been constructed. The slopes on the

south and eastern edges of the site are steep compared to those on the west which are more gradual.

The central portion of the site is relatively level, surrounded by slopes on all sides.

Bedrock directly below the unconsolidated materials on the subject property is composed of

unmetamorphosed Paleozoic sedimentary rocks from the base of the Pittsburgh Formation (Monongahela

Formation) through the middle Conemaugh Group (Casselman Formation). Bedrock within these two

groups consists of cyclic sequences of sandstone, limestone, siltstone, and shale. The elevation of the

Pittsburgh Coal beneath the four parcels varies from approximately 980 feet on the western portion of the

parcels to 1,000 feet on the eastern side1.

The bedrock in the area surrounding the subject property is folded, producing dips to the bedrock. The

folds take the form of “anticlines” (inverted U-shaped structures),” synclines” (U-shaped structures), and

domes. Depending on the structure involved, bedrock typically dips toward (synclines) or away

(anticlines) from the axis of the fold. According to geologic maps, the site is located midway between the

axes of the Carnegie Syncline (west) and McMurray Syncline (east). Due to this unique configuration,

bedrock beneath the site dips northward perpendicular too the run of these two major axes.

3.2 Soils and Unconsolidated Materials

According to the soil survey information available from the Natural Resources Conservation Service

(NRCS), the following soils were identified at the Site:

1 The elevation of the coal us based upon true elevation above mean sea level/USGS mapping

elevations. The base of coal encountered onsite during the boring program ranges from approximately

site-specific elevations 1067 to 1076.



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Soil Series

CuD Culleoka silt loam, 15 to 25 percent slopes Parent material: Residuum weathered from nonacid siltstone,

fine-grained sandstone, and shale

GQF Gilpin-Upshur complex, very Steep

Parent material: Residuum weathered from acid fine-grained sandstone, siltstone, and shale

GSF Gilpin, Weikert, and Culleoka shaly silt loams, very steep

Parent material: Residuum weathered from acid fine-grained sandstone, siltstone, and shale

UB Urban land Parent material: Pavement, buildings and other artificially covered areas

UCD Urban land-Culleoka complex, moderately steep

Parent material: Human transported material

According to the soil survey, none of the above soils are considered “hydric” (criteria for wetland

formation). For a brief description of these soils, see the USDA NRCS Soil Resource Report for the site

(included as Appendix B).

3.3 Groundwater

The stream valley for Little Saw Mill Run Creek extends along the eastern side of the Future

Development Parcels following the Banksville Road corridor. The stream flows southward and eventually

enters Saw Mill Run slightly over 1 mile north of the Site. Saw Mill Run is a tributary of the Ohio River.

Chappel Avenue follows the course of a former stream.

Groundwater beneath the Site is most likely present in a shallow zone defined at the soil/bedrock

interface, and in deeper zone(s) situated in the underlying bedrock units. The first water-bearing zone,

most likely, is a result of the downward percolation of surface water. Precipitation migrates vertically

through the permeable soil zone and, upon reaching the relatively impermeable layers, begins to move

laterally. In this area, the first water-bearing zone is typically located at the soil-bedrock interface and the

flow direction typically mimics the surface topography. The near surface groundwater flow is anticipated

to flow to the south and east towards the Banksville Road and Chappel Avenue valleys. Fluctuations in

precipitation, depth to bedrock, and buried man-made structures can influence the depth and flow

direction of the shallow zone. The presence of coal mines beneath the existing Church parcels and the

surface mining that occurred on the New Worship Center site more than likely has affected the presence

and flow regime of groundwater.

Bedrock beneath the subject property may also be a source of groundwater. The dip of the bedrock,

localized fractures, heterogeneous composition of bedrock, and lateral/vertical variability of bedrock can

influence groundwater flow and characteristics. The actual characteristics of groundwater flow can only

be determined through the installation of monitoring wells.



HBC15206NWC 6

3.4 Coal Mining

Although, the majority of the New Worship Center Site is situated below the Pittsburgh Coal Seam, the

coal does occur at the higher elevations along the western boundary line. Historical information suggests

that the Pittsburgh Coal was removed from the parcels in the early 1990s. There is no coal present under

the proposed building location.

3.5 Soil Conditions

Of the fourteen soil borings advanced on the site, all encountered some form of soil matrix above the

bedrock. Across the terrace that forms the parcels, the thickness of actual soil ranges from 1.5 feet to 8

feet in thickness, with most of the area averaging approximately 5 feet of soil cover over the weathered

bedrock. The soil thicknesses by boring location are presented in Table 1.

The soil component is generally comprised of a Medium Stiff to Very Stiff tan clay, which becomes

significantly softer when damp conditions were encountered in the subsurface. Localized fill zones may

be present where historical development activities have occurred onsite, and will need to be addressed

accordingly when encountered.

In the western portion of the site, the slope and surrounding areas appear to be a mixture of materials

reflecting the strip mining operations that may have occurred in the area and the backfilling associated

with them. In Boring B-1 at the entrance road, the soil layer was only about 5 feet thick over remnant

weathered coal. An isolated pocket of water was present at this depth, making the materials soft.

Boring B-2 was positioned nearby in the slope of the property, and appears to be a fill slope constructed

of site materials. A brown silty clay with trace amounts of shale and coal fragments formed the strata,

and was 35 feet thick at the drilling location. Non-augreable bedrock was present at 36 feet below the

surface. This indicates a typical strip mine bench with a backfilled highwall buried within the slope.

In Boring B-3, the same brown silty clay with trace amounts of shale and coal fragments fragments were

present, but only for a depth of 5 feet below the ground surface. This appears to be the result of the

grading of the slope, where the fill was feathered into the surrounding topography. Beneath the fill was

approximately 2.5 feet of highly weathered gray sand/sandstone and shale the degradation products of

the intact rock strata present in the slope. Coal was also present deeper in the formation (see Section

3.6). This indicates that the boring was positioned on the upslope side of any strip-mine highwall that

may have been present at the site.

Boring B-4 was similar to the conditions identified in Boring B-3, but with a purer clay (no shale or coal

fragments present. The soil component was approximately 9 feet thick, before weathered bedrock was

encountered in the strata.



HBC15206NWC 7

3.5.1 Landslide Prone Soils

No landslide prone soils were identified at the site. All soils, however, pose the risk of landslide of

improperly placed (too steep) or are exposed to excess moisture conditions

3.6 Bedrock Conditions

Bedrock was encountered in all fourteen borings, and was consistent with the expectations of the regional

geology for the area. The bedrock was classified generally as weathered (drilling auger could be

advanced through the strata but the material was resistant to split spoon sampling) and competent (auger

advancement refusal).

There are two different regimes present at the site, defined by the location above or below the Pittsburgh

Coal seam. The bedrock present under the development plateau is comprised of repetitive layers of

shale and limestone. Beneath the soil layer a weathered shale bedrock is present. The depth and

thickness varies by location, and has been influenced by the soil strata and possible site activities.

Beneath the weathered shale lies a competent limestone layer, 8 feet in thickness. There is a minor

shale inclusion layer present in the middle of the strata, approximately 1 foot thick. This is underlain by

approximately 10 feet of shale, with in turn is underlain by at least 7 feet of limestone. These strata are

present beneath the entire site, and outcrop at the appropriate elevations along the slope above Little

Saw Mill Run and Banksville Road.

The rock present behind the face of the western slope reflect the regional rock strata above the Pittsburgh

Coal. The rock encountered, both weathered and competent, was sandstone. This can occasionally be

interspersed with thin seams of carbonaceous shale and other rock types, and is not considered massive

in comparison to other sandstone formations in the region.



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4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 Proposed Building Location

Based upon the proposed floor elevations for the new Church structure, we anticipate that the foundation

will be set into the weathered shale present underlying the footprint. The drilling crew was able to

advance the augers through this unit, but the material was sufficiently dense to resist penetration by the

split-barrel sampler.

Spread footings and /or drilled piers can be utilized to support the proposed building within the weathered

shale (see Figure 3 and 4). Maximum allowable bearing pressure for foundations constructed in

weathered sedimentary rock, according to the International Building Code recommendation, is 4,000 psf.

An alternative is to advance the footers to the top of the limestone unit, where an allowable bearing

capacity of 8,000 psf could be attained.

In the northeast corner of the structure, the existing landform is significantly below the proposed building

elevation. The foundation for the building will need to be extended into the underlying rock strata where

encountered on the slope. The footings should be constructed within similar materials settings, and not

across spans of weathered bedrock and compacted structural fill.

Frost penetration depth is 36 inches below the lowest exterior finished grade for design. All spread

footing is to be extended (at a minimum) to the frost depth. Spread footing foundations will have

estimated total post-construction settlements of 1 inch or less and differential settlements of 0.5 inch or

less.

4.2 Proposed Western Retaining Wall

The current design configuration calls for a retaining wall to be constructed along the western perimeter of

the development to support a cut into the existing slope. The majority of the cut slope will be a

combination of placed fill, weathered bedrock, and competent bedrock. In the center of the wall area

(near B-3), approximate 3 feet of soil and 7 feet of weathered sandstone bedrock will be encountered.

The remainder of the excavation will be into the sandstone and shale strata, with the projected foundation

elevation being into the Pittsburgh Coal seam identified within the slope. Accommodations will need to be

made for the presence of the coal and potential mine voids associated with this formation. The allowable

footing pressure for the design will be based upon these accommodations.

At the northern end (near Boring B-4), the zone behind the proposed wall will be similar to that described

above, but with more deteriorated conditions. The soil/weathered bedrock depth behind the wall will be

on the order of 15 feet, with a void present near the base of this zone. Due to the slope of the proposed

parking lot, the foundation for the wall could be within a shale strata. However, this will place the wall

over the coal seam, so similar accommodations to that described above must be incorporated.



HBC15206NWC 9

The southern end of the wall presents a completely different set of conditions. This section of wall (near

Boring B-2) will be backed by the fill placed to recontour the slope following coal mining operations. The

thickness of the fill at the drill location is 36 feet, while the wall is projected to be 18 feet in height. The

foundation for this wall will be set in the silty clay backfill, which is medium stiff at this elevation. Due to

the conditions, an allowable bearing pressure of only 1,500 PSF can be used for the base of the wall.

The wall design parameters (lateral stresses) will also vary along the length of the wall. The soil support

zones will have a high lateral stress, while the support of the rock zones will induce nominal loads due to

the inherent strength.

In regards to the potential use of a cut slope in this area, we do not know if the existing topography and

property boundaries will permit it. The rock present in the area of Boring B-4 can be cut to approximately

1H:1V or even 0.5H:1V if conditions permit. If excessively steepened, we would recommend covering the

exposure with a spray concrete to minimize the long-term weathering and degradation of the surface. For

the soil portions of the slope, the maximum allowable slope will be 2H:1V. In areas such as near Boring

B-2, it does not appear that sufficient space exists to cut the slope at a stable configuration within the

property limits. A section of wall will be needed in this area even if the remainder of the slope can be

reconfigured.

4.3 Proposed Eastern and Southern Retaining Walls

The proposed development area will also need to be defined by retaining structures, to support the

parking areas and define the base of the building facing Banksville Road. Retaining walls will also need

to be utilized if the proposed access roadway to Banksville Road is constructed.

The borings along the eastern slope of the site indicate the cyclical presence of shales and limestones.

The configuration of the walls indicates that the many of the alignments will cross these exposures. For

design purposes, we anticipate that the exposures will be weathered, and an allowable bearing capacity

of 4,000 PSF should be utilized. Lateral earth pressure behind the walls will be dependent upon the type

of wall and backfill source selected.

The wall along the southern boundary of the site could potentially be set into residual materials present in

the subsurface, including coal, clay, and fill materials. Bedrock conditions could be encountered towards

the eastern end of the wall, where the exposed face (wall depth) is more significant. In areas where the

weathered bedrock is encountered, the allowable bearing pressure will be 4,000 PSF. In the other areas,

we recommend overexcavation and placement of a structural fill. Wall foundations in this area can have

an allowable bearing pressure of 2,500 PSF.

4.4 Proposed Intermediate Walls and Parking Areas

Through the proposed parking lot, there is an average of about 5 feet of soil cover over the weathered

bedrock. We note that significant fill will be placed over this layer to achieve the design grades for the

site. While the surface of the existing material appears sound, the borings indicate that the clay material

is soft and damp to wet right above the weathered bedrock. KU Resources recommends that

consideration be given to potential proofrolling or overexcavation and recompaction of the materials



HBC15206NWC 10

during the construction, particularly in the areas of proposed retaining wall construction. Wall foundations

in this area can have an allowable bearing pressure of 2,500 PSF. Lateral earth pressure behind the

walls will be dependent upon the type of wall and backfill source selected.

4.5 Earthwork Recommendations

4.5.1 Over-excavation

The topsoil layer encountered during the drilling program should be stripped, stockpiled in an appropriate

area, and replaced as appropriate after the earthwork activities are completed to promote the re-

establishment of vegetation.

Over-excavation of the soils at the site to provide a suitable subbase for earthwork construction is not

anticipated to be an extensive activity. In many areas of the site, the grading plan will likely require the

removal of the soils plus underlying weathered bedrock to achieve the design elevations. This will rework

any potential deleterious conditions that may be present. In areas not undergoing this level of earthwork,

isolated over-excavation prior to fill placement may be required. Any areas containing the red beds may

require over-excavation of soft zones and recompaction, depending upon final site grading and

development plans which may require earthwork within the red bed zones. If red bed areas are planned

for over-excavation, the Engineer must approve the over-excavation and management of the soils.

4.5.2 General Fill Placement Requirements

Where possible, structural fill should consist of material with USCS classifications of GP, GW, GM, GC,

SP, SW, SM, or SC. Soils with classifications of ML and CL are sensitive to moisture but may be suitable

for use as structural fill on a site-specific basis. All structural fill placed on site must be approved by the

Engineer. No organics, coal, or carbonaceous shale shall be in the structural fill. Imported structural fill

and on-site rock excavation should be free of particles greater than 6 inches in diameter (after

compaction).

In areas that are designated for utility trenches or areas where unstable subgrades are encountered,

imported granular structural fill should be utilized. The granular fill should be PennDOT 2A or an

Engineer-approved equivalent. Compaction of the material will be done with a vibratory compacter until

visual non-movement (Engineer approved) is achieved.

General fill placement requirements are as follows:

Place structural fill at a minimum of 95% compaction of maximum dry density (MDD) and at

moisture contents within 2% of optimum moisture content (OMC) based on a modified proctor test

(ASTM D-1557).

Place structural fill in horizontal lifts with a maximum thickness of 12 inches.

Compact structural fill with a vibratory rolling or sheepsfoot compactor.

Check density and moisture content of each lift with a nuclear density gauge (Troxler) to ensure

compaction and moisture specifications are acceptable.



HBC15206NWC 11

Material that is wetter than 2% of OMC is to be allowed to dry prior to compaction.

Material not meeting density specification is to be recompacted until the specification is attained.

Place all structural fill on Engineer-approved subgrades.

Any granular fill placed on site is to be compacted to visual non-movement with a vibratory

compactor and Engineer approved.

4.6 Pavement Design

Remove existing site soils to a minimum depth of 18 inches below the base to the pavement section.

Recompact structural fill under the pavement in accordance with compaction specifications presented in

Sections 4.2.1.2 of this report. Proof-roll the pavement subgrades prior to the placement of structural fill

or pavement. If the subgrade is unstable, backfill a minimum 12-inch thick layer of granular fill.

Use material with a minimum California Bearing Ratio (CBR) of 5 for the design of asphalt pavements.

Design concrete pavements using a Modulus of Subgrade Reaction of 250 pounds per cubic inch. If

other design values have been utilized for other portions of the development, they can be utilized herein

for consistency.

4.7 Limitations

This report has been prepared in accordance with generally accepted soil and foundation engineering

practices for the use of Meritage and their design consultants for design purposes. No other warranty,

expressed or implied, is made as to the professional advice included in this report. In the event that

conclusions or recommendations are made by others based upon the data and information provided in

this report, such conclusions or recommendations are the responsibility of others.

The interpretations, conclusions, and recommendations submitted in this report are based upon the data

obtained at the test boring locations and other points of intrusive investigation. This report does not

reflect any variations which may occur between the test borings and points of investigation. The nature

and extent of variations between the test borings may not become evident until excavation and earthwork

is performed at the site. If, during construction, soil, rock, and groundwater conditions appear to be

different from those described herein, KU Resources should be immediately advised so that a re-

evaluation of the recommendations may be addressed.

TEST BORINGNO.

SURFACEELEVATION(FT - ASL)

TOTALDEPTH

(FT)

TOTAL DEPTH ELEVATION

(FY-ASL)

DEPTHTOP OF ROCK

(FT)N=50/0.5'

TOP OF ROCKELEVATION

(FT-ASL)

DEPTHAUGER

REFUSAL(FT)

TOP OFAUGER REFUSAL

ELEVATION(FT-ASL)

B‐1 1070.89 9.5 1061.39 6.5 1064.39 9.5 1061.39B‐2 1101.79 36.0 1065.79 35.5 1066.29 36.0 1065.79B‐3 1112.78 50.0 1062.78 7.5 1105.28 10.0 1102.78B‐4 1112.65 35.5 1077.15 10.0 1102.65 15.5 1097.15B‐5 1070.94 7.5 1063.44 4.0 1066.94 7.5 1063.44B‐6 1075.24 12.0 1063.24 6.5 1068.74 12.0 1063.24B‐7 1071.32 35.0 1036.32 5.0 1066.32 14.0 1057.32B‐8 1072.14 19.0 1053.14 5.0 1067.14 19.0 1053.14B‐9 1070.78 15.0 1055.78 4.5 1066.28 15.0 1055.78B‐10 1073.15 13.5 1059.65 2.5 1070.65 13.5 1059.65B‐11 1078.13 51.0 1027.13 8.0 1070.13 13.0 1065.13B‐12 1063.12 16.5 1046.62 2.5 1060.62 10.5 1052.62B‐13 1061.87 11.0 1050.87 6.0 1055.87 6.0 1055.87B‐14 1072.03 40.0 1032.03 5.5 1066.53 15.0 1057.03

PROPOSED WORSHIP CENTERHILLTOP BAPTIST CHURCH

BANKSVILLE ROAD & CHAPEL STREETPITTSBURGH, PENNSYLVANIA

TEST BORING SUMMARY

FIGURES

NORTH

www.kuresources.com

LEGEND

REFERENCE:

LIST REFERENCE DOCUMENTS HERE.

AT

TA

CH

ME

NT

S

www.kuresources.com

B-1

B-1

B-2

B-4

B-3

B-5

B-6

B-7

B-8

B-12

B-13

B-14

B-9

B-10

B-11

B-15

B-16

B-17

KU RESOURCES

BORING LOCATION

4

A

3

4

B

3

IS SHOWN

CROSS-SECTION

CROSS-SECTION LOCATION

CROSS-SECTION

SHEET WHERE

IS CUT

PLAN SHEET WHERE

CROSS-SECTION

A

? ?

HAROLD PARK McCUTCHEON, P.E.

CHIEF ENGINEER

PENNSYLVANIA REGISTERED ENGINEER

LICENSE NO. 035784

ENGINEER

035784

REGISTERED

PROFESSIONAL

E

SCALE - FEET

0 16 32 48

REFERENCE:

LIST REFERENCE DOCUMENTS HERE.

AT

TA

CH

ME

NT

S

www.kuresources.com

AGENERALIZED SECTION

3 4

BGENERALIZED SECTION

3 4

HAROLD PARK McCUTCHEON, P.E.

CHIEF ENGINEER

PENNSYLVANIA REGISTERED ENGINEER

LICENSE NO. 035784

ENGINEER

035784

REGISTERED

PROFESSIONAL

E

APPENDICES

Appendix A Boring Logs

Client: Hilltop Baptist Driller: Geo Environmental Boring No: B-1Site: New Church Method: SS/HSA Field Scientist: KJKLocation: Pittsburgh, PA Bottom of Boring: 9.5’ Date: 7/27/15

Top of Rock: 9.5’ Page: 1 of 1

De

pth

(ft

) Sample No.and Type

0

5

10

Blow Count

SampleRecovery

(in)

Auger Refusal @ 9.5’

SS-1

Ground Surface

14

Lithologic Description

61012

SS-2

442

SS-3

50/4--

SS-4

---

SS-5

SS-6

SS-7

131115

22

32

50/3--

Top Soil

13

4

-

8

14

16

22 SOUTH LINDEN STREET DUQUESNE, PA 15110(412) 469-9331FAX: (412) 469-9336kuresources.com

Yellow brown clayey silt, trace sand, stiff, dry

Black clay and carb shale, trace coal fragments, stiff , dry

Some grey clay

Wet/water @ 4.5’

Yellow brown clay, trace silt, wet , soft. (Spoon full of water)

Black carb shale (coal), coarse, wet

Soft grey clay, some Shale.

Client: Hilltop Baptist Driller: Geo Environmental Boring No: B-2Site: New Church Method: SS/HSA Field Scientist: MRDLocation: Pittsburgh, PA Bottom of Boring: 36’ Date: 8/4/15

Top of Rock: 36’ Page: 1 of 2

De

pth

(ft

)

Sample No.and Type

0

5

10

Blow Count

SampleRecovery

(in)

SS-1

Ground Surface

18


71215

SS-2

468

SS-3

579

SS-4

334

SS-5

SS-6

SS-7

72219

498

466

Top Soil

12

12

18

18

18

16


Brown silty clay, with trace amounts of shale and coal fragments, dry

15

*Less Shale as you move down*

SS-8223

18

SS-8

Auger

SS-8

Auger

223

223

18

18

Spoon @ 10.5’ is damp


Top of Rock: 36’’ Page: 2 of 2

De

pth

(ft

)

Sample No.and Type

18.5

20

25

Blow Count

SampleRecovery

(in)

SS-11

18


229

Auger

50/3--

SS-12

796

SS-4

SS-13

SS-6

SS-14

355

445

654

18

Auger

18

18

18


30

35

6

Auger

Auger

Auger

Auger Refusal @ 36’

Brown silty clay, with trace amounts of shale and coal fragments, dry

Client: Hilltop Baptist Driller: Geo Environmental Boring No: B-3 CoreSite: New Church Method: Rock Core Field Scientist: MRDLocation: Pittsburgh, PA Bottom of Boring: 50’ Page: 1 of 3

Top of Rock: 10’

De

pth

(ft

)

RUN

10

15

20



25

Light grey sandstone with shale streaks, flat with flaggy bedding. No fractures are present, this rock layer is faintly weathered. From 11-11.2, there is a layer of shale

Medium dark grey shale with platy bedding. There are no fractures. Some oxidation is present and it is slightly weathered.

Light grey sandstone with shale streaks, flaggy bedding, some horizontal fractures with a vertical fracture at approx. 16.5’. This layer is faintly weathered.

Medium dark grey shale with platy bedding. There are no fractures and it is slightly weathered.

REC(in.)

RQD

1 110.5 37.5

2 68 17


Top of Rock: 10’

De

pth

(ft

)

RUN

30

35

40



45


Coal layer.

Grey clay layer

Light grey fine grained limestone with blocky bedding, no fractures and is faintly weathered.


REC(in.)

RQD

3 8 0

4 132 50


Top of Rock: 10’

De

pth

(ft

)

RUN

50




4


Top of Rock: 10’’ Page: 1 of 1

De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

6


754

SS-2

445

SS-3

629

50/4

SS-4

50/3--

SS-5

SS-6

SS-7

546

211615

50/3--

18

18

6

5

12

15


Brown silty clay, with some sandstone and coal fragments, dry

5.0’- Weathered grey sand and sandstone

7.0’ Weathered grey shale

Weathered grey sand and sandstone

Client: Hilltop Baptist Driller: Geo Environmental Boring No: B-4 CoreSite: New Church Method: Rock Core Field Scientist: MRDLocation: Pittsburgh, PA Bottom of Boring: 30.5’ Page: 1 of 2

Top of Rock: 15.5’

De

pth

(ft

)

RUN

15

20

25



30

Light grey sandstone with shale streaks, rippled. It has blocky bedding with a void at 18.5 ft. It is slightly weathered

REC(in.)

RQD

1 74.5 51

2 32 4

Medium dark grey shale with sandstone streaks, with platy bedding. It has no fractures and is moderately weathered



De

pth

(ft

)

RUN

35



Continued…..Medium dark grey shale with sandstone streaks, with platy bedding. It has no fractures and is moderately weathered

REC(in.)

RQD

2 32 4

Client: Hilltop Baptist Driller: Geo Environmental Boring No: B-4Site: New Church Method: SS/HSA Field Scientist: MRDLocation: Pittsburgh, PA Bottom of Boring: 30.5’ Date: 8/3/15


De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

12


469

SS-2

81213

SS-3

101010

SS-4

1450/5

-

SS-5

SS-6

SS-7

101515

699

122413

Tan clay, with trace sand, stiff, dry

18

18

12

12

18

18


Tan clay, trace sand, stiff, dry

Tan clay, trace silt, developing some shale fragments, dry

Dark brown clay, some silt, dry, some sandstone fragments

15

SS-8

SS-9

SS-10

SS-11

50/5--

50/3--

50/5--

50/5--

6

4

6

8

Grey fine grained sand and sandstone

Void from 13.5 to 14.2 ft.



De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)

SS-1

Ground Surface

12


7119

SS-2

2022

50/2SS-3

50/1--

SS-4

SS-5

131327

3550/1

-

Tan clay, trace silt, stiff, dry

12

0

6

18


Tan clay, trace silt, stiff, dry

Grey fine graiy sandstone

Coal

Auger refusal at 7.5’

Grey clay, some silt with some coal fragments, , stiff, dry

Grey clay, some silt with some coal fragments, , stiff, moist

Tan and brown clay, some silt, stiff, moist



De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

16


71212

SS-2

223

SS-3

4650/2

-

SS-4

50/3--

SS-5

SS-6

SS-7

987

112

50/5--

Brown clay, some silt, medium stiff, dry

18

6

0

1

18

18


Coal

Brown and tan sandy clay with coal and shale fragments, stiff, dry

SS-7

50/3--

4

Damp at 5’

Grey weathered shale


Top of Rock: 14’

De

pth

(ft

)

RUN

15

20

25



30

Light grey fine grained limestone with oxidation, blocky bedding. Some horizontal fractures at 15 ft. Moderately weathered

REC(in.)

RQD

1 46 31.5

2 52.5 16.5

Dark grey shale with platy bedding. No fractures, moderately weathered.

3 83 47.5


Top of Rock: 14’

De

pth

(ft

)

RUN

35



Light grey fine grained limestone with oxidation, blocky bedding, no fractures Moderately weathered

REC(in.)

RQD

3 83 47.5



De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

14


410

50/5

SS-2

51745

SS-3

4750/2

-

SS-4

4550/3

-

SS-5

SS-6

SS-7

50/1--

2650/5

-

50/5--

13

4

-

8

14

16


Brown and tan clay, trace silt, dry with sandstone and coal fragments

15

SS-8

SS-9

79

50/4

50/2--

-

-

Grey shale with some clay, stiff, dry


Client: Hilltop Baptist Driller: Geo Environmental Boring No: B-8Site: New Church Method: SS/HSA Field Scientist: KJKLocation: Pittsburgh, PA Bottom of Boring: 19’ Date: 7/27/15


De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)

SS-1

Ground Surface

11


348

SS-2

89

11SS-3

50/4--

SS-4

SS-5

SS-6

172115

650/5

-

3750/3

-

Top Soil

13

0

0

12

13


Yellow and brown silty clay, medium stiff, dry, trace coal

15

AU

GE

RA

UG

ER

SS-7174950

1.5

Black shale, trace grey clay, dry, stiff

Grey clay with orange moddles, stiff, dry

Light grey shale, some clay, mildly weathered

Grey weathered shale with some clay

Client: Hilltop Baptist Driller: Geo Environmental Boring No: B-8Site: New Church Method: SS/HSA Field Scientist: KJKLocation: Pittsburgh, PA Bottom of Boring: 19’ Date: 7/27/15


De

pth

(ft


17.5

Blow Count

SampleRecovery

(in)


SS-8


50/1--


4




De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

18


3148

SS-2

50/3--

SS-3

50/5--

SS-4

AU

GE

R

SS-5

SS-6

50/3--

4450/3

-

50/3--

7

6

9

8

13


Brown and tan silty clay, stiff, dry

15 SS-750/3

--

1

7”-Coal




De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

18


49

26

SS-2

3016

50/3SS-3

50/2--

SS-4

AU

GE

R

SS-5

SS-6

1750/2

-

50/5--

50/4--

18

-

7

18

12


Brown clay, trace silt, stiff, dry

15

SS-7

50/1--

-

Weathered grey shale



Top of Rock: 15’

De

pth

(ft

)

RUN

15

20

25



30

Light grey fine grained limestone, blocky bedding, small fractures are present, moderately weathered.

REC(in.)

RQD

1 48.5 25.5

2 66 31.5

Dark grey shale with sandstone streaks, blocky bedding, some horizontal fracturing at 25 ft. and 30 ft., slightly weathered.

Light grey fine grained limestone with shale stringers, blocky bedding, some horizontal fracturing at 32 ft. and it is slightly weathered. Some oxidation is present.


Top of Rock: 15’

De

pth

(ft

)

RUN

35

40

45



50

Light grey fine grained limestone with shale stringers, blocky bedding, some horizontal fracturing at 32 ft. and it is slightly weathered. Some oxidation is present.

REC(in.)

RQD

3 67 28.5

5 24 8

4 57 3838

6 48 48

Dark grey shale with sandstone streaks, broken bedding, freshly weathered.



De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

15


456

SS-2

35

10SS-3

72142

SS-4

AU

GE

R

SS-5

SS-6

68

14

72020

2050/5

-

11

18

18

18

18


Brown and tan clay, some silt, stiff, dry

15

SS-7

50/2--

1

Brown and grey clay, trace sand, medium stiff, dry

Coal

Grey and tan weathered shale, trace clay

SS-738

50/5-

18



De

pth

(ft

)

RUN

10

15



Light grey limestone with shale streaks, blocky bedding. Vertical fracture at approximately 12’ and 14’. It is slightly weathered and slight oxidation is present.

REC(in.)

RQD

1 24 18.5

2 16.5 8



De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

12


247

SS-2

3850/5

-SS-3

173444

SS-4

50/3--

SS-5

SS-6

SS-7

1250/5

-

4250/3

-

1150/3

-

17

18

5

9

15

18


Brown and tan clay, some silt, stiff, dry

Weathered grey shale with some clay

Weathered grey shale


Top of Rock: 11’

De

pth

(ft

)

RUN

5

10



Light grey fine grained limestone with shale stringers and a shale layer from 7-8 ft. Blocky bedding, some horizontal fractures around 10 ft. Shows some oxidation, faintly weathered

REC(in.)

RQD

1 49.5 34.5



De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

14


61012

SS-2

442

SS-3

50/4--

SS-4

---

SS-5

SS-6

SS-7

131115

22

32

50/3--

13

4

-

8

14

16


Brown clay, some silt, medium stiff, dry

Grey weathered shale with trace clay (darker in color with depth)


Top of Rock: 15’

De

pth

(ft

)

RUN

15

20

25



30

Light grey limestone with shale streaks blocky bedding, no fractures. 17.7 to 18.7 there is a shale layer, it is slightly to moderately weathered.

Medium dark grey shale, flaggy bedding, some horizontal fracturing at approximatley 25 ft., slightly weathered.

REC(in.)

RQD

1 60 28

2 53 13.5

3 27 26


Top of Rock: 15’

De

pth

(ft

)

RUN

35

40



Light grey limestone with shale streaks blocky bedding, no fractures, it is slightly to moderately weathered.

REC(in.)

RQD

3 27 26

4 32.5 24.5



De

pth

(ft


0

5

10

Blow Count

SampleRecovery

(in)


SS-1

Ground Surface

9


81011

SS-2

343439

SS-3

50/5--

SS-4

AU

GE

R

SS-5

SS-6

101010

1727

50/4

50/5--

18

12

9

18

14


Tan and brown clay, some silt, stiff, dry, coal fragments

15

SS-850/1

--

1

Tan and brown weathered shale with oxidation and some clay

SS-735

50/3-

12

Appendix B Soil Survey

United StatesDepartment ofAgriculture

A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants

Custom Soil ResourceReport forAllegheny County,PennsylvaniaBANKSVILLE ROADDEVELOPMENT PARCELS

NaturalResourcesConservationService

August 16, 2013

PrefaceSoil surveys contain information that affects land use planning in survey areas. Theyhighlight soil limitations that affect various land uses and provide information aboutthe properties of the soils in the survey areas. Soil surveys are designed for manydifferent users, including farmers, ranchers, foresters, agronomists, urban planners,community officials, engineers, developers, builders, and home buyers. Also,conservationists, teachers, students, and specialists in recreation, waste disposal,and pollution control can use the surveys to help them understand, protect, or enhancethe environment.

Various land use regulations of Federal, State, and local governments may imposespecial restrictions on land use or land treatment. Soil surveys identify soil propertiesthat are used in making various land use or land treatment decisions. The informationis intended to help the land users identify and reduce the effects of soil limitations onvarious land uses. The landowner or user is responsible for identifying and complyingwith existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider areaplanning, onsite investigation is needed to supplement this information in some cases.Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certainconservation and engineering applications. For more detailed information, contactyour local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/state_offices/).

Great differences in soil properties can occur within short distances. Some soils areseasonally wet or subject to flooding. Some are too unstable to be used as afoundation for buildings or roads. Clayey or wet soils are poorly suited to use as septictank absorption fields. A high water table makes a soil poorly suited to basements orunderground installations.

The National Cooperative Soil Survey is a joint effort of the United States Departmentof Agriculture and other Federal agencies, State agencies including the AgriculturalExperiment Stations, and local agencies. The Natural Resources ConservationService (NRCS) has leadership for the Federal part of the National Cooperative SoilSurvey.

Information about soils is updated periodically. Updated information is availablethrough the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The SoilData Mart is the data storage site for the official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programsand activities on the basis of race, color, national origin, age, disability, and whereapplicable, sex, marital status, familial status, parental status, religion, sexualorientation, genetic information, political beliefs, reprisal, or because all or a part of anindividual's income is derived from any public assistance program. (Not all prohibitedbases apply to all programs.) Persons with disabilities who require alternative means

2

http://soils.usda.gov/sqi/

http://offices.sc.egov.usda.gov/locator/app?agency=nrcs

http://offices.sc.egov.usda.gov/locator/app?agency=nrcs

http://soils.usda.gov/contact/state_offices/

http://soils.usda.gov/contact/state_offices/

for communication of program information (Braille, large print, audiotape, etc.) shouldcontact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file acomplaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272(voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider andemployer.

3

ContentsPreface....................................................................................................................2How Soil Surveys Are Made..................................................................................5Soil Map..................................................................................................................7

Soil Map................................................................................................................8Legend..................................................................................................................9Map Unit Legend................................................................................................10Map Unit Descriptions........................................................................................10

Allegheny County, Pennsylvania....................................................................12CuD—Culleoka silt loam, 15 to 25 percent slopes......................................12GQF—Gilpin-Upshur complex, very steep..................................................12GSF—Gilpin, Weikert, and Culleoka shaly silt loams, very steep...............14UB—Urban land..........................................................................................16UCD—Urban land-Culleoka complex, moderately steep............................16

Soil Information for All Uses...............................................................................19Soil Reports........................................................................................................19

Land Classifications........................................................................................19Hydric Soil List - All Components................................................................19

References............................................................................................................22

4

How Soil Surveys Are MadeSoil surveys are made to provide information about the soils and miscellaneous areasin a specific area. They include a description of the soils and miscellaneous areas andtheir location on the landscape and tables that show soil properties and limitationsaffecting various uses. Soil scientists observed the steepness, length, and shape ofthe slopes; the general pattern of drainage; the kinds of crops and native plants; andthe kinds of bedrock. They observed and described many soil profiles. A soil profile isthe sequence of natural layers, or horizons, in a soil. The profile extends from thesurface down into the unconsolidated material in which the soil formed or from thesurface down to bedrock. The unconsolidated material is devoid of roots and otherliving organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas(MLRAs). MLRAs are geographically associated land resource units that sharecommon characteristics related to physiography, geology, climate, water resources,soils, biological resources, and land uses (USDA, 2006). Soil survey areas typicallyconsist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that isrelated to the geology, landforms, relief, climate, and natural vegetation of the area.Each kind of soil and miscellaneous area is associated with a particular kind oflandform or with a segment of the landform. By observing the soils and miscellaneousareas in the survey area and relating their position to specific segments of thelandform, a soil scientist develops a concept, or model, of how they were formed. Thus,during mapping, this model enables the soil scientist to predict with a considerabledegree of accuracy the kind of soil or miscellaneous area at a specific location on thelandscape.

Commonly, individual soils on the landscape merge into one another as theircharacteristics gradually change. To construct an accurate soil map, however, soilscientists must determine the boundaries between the soils. They can observe onlya limited number of soil profiles. Nevertheless, these observations, supplemented byan understanding of the soil-vegetation-landscape relationship, are sufficient to verifypredictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. Theynoted soil color, texture, size and shape of soil aggregates, kind and amount of rockfragments, distribution of plant roots, reaction, and other features that enable them toidentify soils. After describing the soils in the survey area and determining theirproperties, the soil scientists assigned the soils to taxonomic classes (units).Taxonomic classes are concepts. Each taxonomic class has a set of soilcharacteristics with precisely defined limits. The classes are used as a basis forcomparison to classify soils systematically. Soil taxonomy, the system of taxonomicclassification used in the United States, is based mainly on the kind and character ofsoil properties and the arrangement of horizons within the profile. After the soilscientists classified and named the soils in the survey area, they compared the

5

individual soils with similar soils in the same taxonomic class in other areas so thatthey could confirm data and assemble additional data based on experience andresearch.

The objective of soil mapping is not to delineate pure map unit components; theobjective is to separate the landscape into landforms or landform segments that havesimilar use and management requirements. Each map unit is defined by a uniquecombination of soil components and/or miscellaneous areas in predictableproportions. Some components may be highly contrasting to the other components ofthe map unit. The presence of minor components in a map unit in no way diminishesthe usefulness or accuracy of the data. The delineation of such landforms andlandform segments on the map provides sufficient information for the development ofresource plans. If intensive use of small areas is planned, onsite investigation isneeded to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map.The frequency of observation is dependent upon several factors, including scale ofmapping, intensity of mapping, design of map units, complexity of the landscape, andexperience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specificlocations. Once the soil-landscape model is refined, a significantly smaller number ofmeasurements of individual soil properties are made and recorded. Thesemeasurements may include field measurements, such as those for color, depth tobedrock, and texture, and laboratory measurements, such as those for content ofsand, silt, clay, salt, and other components. Properties of each soil typically vary fromone point to another across the landscape.

Observations for map unit components are aggregated to develop ranges ofcharacteristics for the components. The aggregated values are presented. Directmeasurements do not exist for every property presented for every map unitcomponent. Values for some properties are estimated from combinations of otherproperties.

While a soil survey is in progress, samples of some of the soils in the area generallyare collected for laboratory analyses and for engineering tests. Soil scientists interpretthe data from these analyses and tests as well as the field-observed characteristicsand the soil properties to determine the expected behavior of the soils under differentuses. Interpretations for all of the soils are field tested through observation of the soilsin different uses and under different levels of management. Some interpretations aremodified to fit local conditions, and some new interpretations are developed to meetlocal needs. Data are assembled from other sources, such as research information,production records, and field experience of specialists. For example, data on cropyields under defined levels of management are assembled from farm records and fromfield or plot experiments on the same kinds of soil.

Predictions about soil behavior are based not only on soil properties but also on suchvariables as climate and biological activity. Soil conditions are predictable over longperiods of time, but they are not predictable from year to year. For example, soilscientists can predict with a fairly high degree of accuracy that a given soil will havea high water table within certain depths in most years, but they cannot predict that ahigh water table will always be at a specific level in the soil on a specific date.

After soil scientists located and identified the significant natural bodies of soil in thesurvey area, they drew the boundaries of these bodies on aerial photographs andidentified each as a specific map unit. Aerial photographs show trees, buildings, fields,roads, and rivers, all of which help in locating boundaries accurately.

Custom Soil Resource Report

6

Soil MapThe soil map section includes the soil map for the defined area of interest, a list of soilmap units on the map and extent of each map unit, and cartographic symbolsdisplayed on the map. Also presented are various metadata about data used toproduce the map, and a description of each soil map unit.

7

8

Custom Soil Resource ReportSoil Map

4473

620

4473

680

4473

740

4473

800

4473

860

4473

920

4473

980

4474

040

4474

100

4473

620

4473

680

4473

740

4473

800

4473

860

4473

920

4473

980

4474

040

4474

100

581910 581970 582030 582090 582150 582210 582270

581910 581970 582030 582090 582150 582210 582270

40° 24' 48'' N80

° 2

' 4'' W

40° 24' 48'' N

80° 1

' 49'

' W

40° 24' 32'' N

80° 2

' 4'' W

40° 24' 32'' N

80° 1

' 49'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS840 100 200 400 600

Feet0 35 70 140 210

MetersMap Scale: 1:2,420 if printed on A portrait (8.5" x 11") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point FeaturesBlowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.

Soil Survey Area: Allegheny County, PennsylvaniaSurvey Area Data: Version 5, Mar 3, 2009

Soil map units are labeled (as space allows) for map scales 1:50,000or larger.

Date(s) aerial images were photographed: Mar 27, 2011—Oct 9,2011

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.


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Map Unit Legend

Allegheny County, Pennsylvania (PA003)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

CuD Culleoka silt loam, 15 to 25percent slopes

0.3 2.7%

GQF Gilpin-Upshur complex, verysteep

5.8 47.2%

GSF Gilpin, Weikert, and Culleokashaly silt loams, very steep

0.0 0.3%

UB Urban land 3.4 27.8%

UCD Urban land-Culleoka complex,moderately steep

2.7 22.0%

Totals for Area of Interest 12.2 100.0%

Map Unit DescriptionsThe map units delineated on the detailed soil maps in a soil survey represent the soilsor miscellaneous areas in the survey area. The map unit descriptions, along with themaps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or moremajor kinds of soil or miscellaneous areas. A map unit is identified and namedaccording to the taxonomic classification of the dominant soils. Within a taxonomicclass there are precisely defined limits for the properties of the soils. On the landscape,however, the soils are natural phenomena, and they have the characteristic variabilityof all natural phenomena. Thus, the range of some observed properties may extendbeyond the limits defined for a taxonomic class. Areas of soils of a single taxonomicclass rarely, if ever, can be mapped without including areas of other taxonomicclasses. Consequently, every map unit is made up of the soils or miscellaneous areasfor which it is named and some minor components that belong to taxonomic classesother than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in themap unit, and thus they do not affect use and management. These are callednoncontrasting, or similar, components. They may or may not be mentioned in aparticular map unit description. Other minor components, however, have propertiesand behavioral characteristics divergent enough to affect use or to require differentmanagement. These are called contrasting, or dissimilar, components. They generallyare in small areas and could not be mapped separately because of the scale used.Some small areas of strongly contrasting soils or miscellaneous areas are identifiedby a special symbol on the maps. If included in the database for a given area, thecontrasting minor components are identified in the map unit descriptions along withsome characteristics of each. A few areas of minor components may not have beenobserved, and consequently they are not mentioned in the descriptions, especiallywhere the pattern was so complex that it was impractical to make enough observationsto identify all the soils and miscellaneous areas on the landscape.


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The presence of minor components in a map unit in no way diminishes the usefulnessor accuracy of the data. The objective of mapping is not to delineate pure taxonomicclasses but rather to separate the landscape into landforms or landform segments thathave similar use and management requirements. The delineation of such segmentson the map provides sufficient information for the development of resource plans. Ifintensive use of small areas is planned, however, onsite investigation is needed todefine and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions. Eachdescription includes general facts about the unit and gives important soil propertiesand qualities.

Soils that have profiles that are almost alike make up a soil series. Except fordifferences in texture of the surface layer, all the soils of a series have major horizonsthat are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,degree of erosion, and other characteristics that affect their use. On the basis of suchdifferences, a soil series is divided into soil phases. Most of the areas shown on thedetailed soil maps are phases of soil series. The name of a soil phase commonlyindicates a feature that affects use or management. For example, Alpha silt loam, 0to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricatepattern or in such small areas that they cannot be shown separately on the maps. Thepattern and proportion of the soils or miscellaneous areas are somewhat similar in allareas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils ormiscellaneous areas that are shown as one unit on the maps. Because of present oranticipated uses of the map units in the survey area, it was not considered practicalor necessary to map the soils or miscellaneous areas separately. The pattern andrelative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas thatcould be mapped individually but are mapped as one unit because similarinterpretations can be made for use and management. The pattern and proportion ofthe soils or miscellaneous areas in a mapped area are not uniform. An area can bemade up of only one of the major soils or miscellaneous areas, or it can be made upof all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil materialand support little or no vegetation. Rock outcrop is an example.


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Allegheny County, Pennsylvania

CuD—Culleoka silt loam, 15 to 25 percent slopes

Map Unit SettingElevation: 800 to 1,300 feetMean annual precipitation: 36 to 46 inchesMean annual air temperature: 41 to 62 degrees FFrost-free period: 130 to 160 days

Map Unit CompositionCulleoka and similar soils: 80 percent

Description of Culleoka

SettingLandform: HillslopesLandform position (two-dimensional): Backslope, shoulderLandform position (three-dimensional): Side slopeDown-slope shape: ConvexAcross-slope shape: ConvexParent material: Residuum weathered from nonacid siltstone, fine-grained

sandstone, and shale

Properties and qualitiesSlope: 15 to 25 percentDepth to restrictive feature: 20 to 40 inches to lithic bedrockDrainage class: Well drainedCapacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00 to

2.00 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Low (about 4.8 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 4eHydrologic Soil Group: B

Typical profile0 to 10 inches: Channery silt loam10 to 26 inches: Channery silt loam26 to 31 inches: Very channery silt loam31 to 33 inches: Bedrock

GQF—Gilpin-Upshur complex, very steep

Map Unit SettingElevation: 1,000 to 1,700 feetMean annual precipitation: 35 to 46 inches


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Mean annual air temperature: 41 to 62 degrees FFrost-free period: 130 to 160 days

Map Unit CompositionGilpin and similar soils: 45 percentUpshur and similar soils: 35 percent

Description of Gilpin

SettingLandform: HillslopesLandform position (two-dimensional): BackslopeLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: ConvexParent material: Residuum weathered from acid fine-grained sandstone, siltstone,

and shale

Properties and qualitiesSlope: 25 to 75 percentDepth to restrictive feature: 20 to 40 inches to lithic bedrockDrainage class: Well drainedCapacity of the most limiting layer to transmit water (Ksat): Moderately high to high

(0.20 to 2.00 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Low (about 3.9 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 7eHydrologic Soil Group: C

Typical profile0 to 8 inches: Channery silt loam8 to 24 inches: Channery silt loam24 to 30 inches: Very channery loam30 to 35 inches: Bedrock

Description of Upshur

SettingLandform: HillslopesLandform position (two-dimensional): BackslopeLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: ConvexParent material: Residuum weathered from calcareous red shale

Properties and qualitiesSlope: 25 to 75 percentDepth to restrictive feature: 40 to 70 inches to lithic bedrockDrainage class: Well drainedCapacity of the most limiting layer to transmit water (Ksat): Very low to moderately

high (0.00 to 0.20 in/hr)Depth to water table: More than 80 inches


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Frequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Moderate (about 6.7 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 7eHydrologic Soil Group: D

Typical profile0 to 8 inches: Silty clay loam8 to 46 inches: Clay46 to 56 inches: Channery clay56 to 68 inches: Bedrock

GSF—Gilpin, Weikert, and Culleoka shaly silt loams, very steep

Map Unit SettingElevation: 500 to 1,600 feetMean annual precipitation: 36 to 50 inchesMean annual air temperature: 46 to 57 degrees FFrost-free period: 120 to 200 days

Map Unit CompositionGilpin and similar soils: 45 percentWeikert and similar soils: 20 percentCulleoka and similar soils: 20 percent

Description of Gilpin

SettingLandform: HillslopesLandform position (two-dimensional): BackslopeLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: ConvexParent material: Residuum weathered from acid fine-grained sandstone, siltstone,

and shale

Properties and qualitiesSlope: 25 to 60 percentDepth to restrictive feature: 20 to 40 inches to lithic bedrockDrainage class: Well drainedCapacity of the most limiting layer to transmit water (Ksat): Moderately high to high

(0.20 to 2.00 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Low (about 4.0 inches)


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Typical profile0 to 5 inches: Channery silt loam5 to 23 inches: Channery silt loam23 to 31 inches: Extremely channery loam31 to 34 inches: Bedrock


SettingLandform: HillslopesLandform position (two-dimensional): BackslopeLandform position (three-dimensional): Side slopeDown-slope shape: ConvexAcross-slope shape: ConvexParent material: Residuum weathered from nonacid siltstone, fine-grained





Typical profile0 to 7 inches: Channery silt loam7 to 27 inches: Channery silt loam27 to 29 inches: Very flaggy clay loam29 to 31 inches: Bedrock

Description of Weikert

SettingLandform: HillslopesLandform position (two-dimensional): BackslopeLandform position (three-dimensional): Side slopeDown-slope shape: ConvexAcross-slope shape: Convex

Properties and qualitiesSlope: 25 to 80 percentDepth to restrictive feature: 10 to 20 inches to lithic bedrockDrainage class: Somewhat excessively drained


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Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high(0.60 to 6.00 in/hr)

Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Very low (about 1.0 inches)


Typical profile0 to 6 inches: Very channery silt loam6 to 13 inches: Very channery loam13 to 15 inches: Bedrock

UB—Urban land

Map Unit SettingMean annual precipitation: 40 to 46 inchesMean annual air temperature: 48 to 57 degrees FFrost-free period: 161 to 215 days

Map Unit CompositionUrban land: 85 percent

Description of Urban Land

SettingDown-slope shape: LinearAcross-slope shape: LinearParent material: Pavement, buildings and other artifically covered areas

Properties and qualitiesSlope: 0 to 8 percentDepth to restrictive feature: 10 inches to densic material

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 8s

UCD—Urban land-Culleoka complex, moderately steep

Map Unit SettingElevation: 700 to 1,500 feet


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Mean annual precipitation: 36 to 46 inchesMean annual air temperature: 41 to 62 degrees FFrost-free period: 130 to 170 days

Map Unit CompositionUrban land: 50 percentCulleoka and similar soils: 40 percent

Description of Urban Land

SettingDown-slope shape: LinearAcross-slope shape: LinearParent material: Human transported material

Properties and qualitiesSlope: 8 to 25 percentDepth to restrictive feature: 0 to 10 inches to

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 8s


SettingLandform: HillslopesLandform position (three-dimensional): Side slopeDown-slope shape: ConvexAcross-slope shape: ConvexParent material: Residuum weathered from nonacid siltstone, fine-grained





Typical profile0 to 10 inches: Channery silt loam10 to 26 inches: Channery silt loam26 to 31 inches: Very channery silt loam31 to 33 inches: Bedrock


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Soil Information for All Uses

Soil ReportsThe Soil Reports section includes various formatted tabular and narrative reports(tables) containing data for each selected soil map unit and each component of eachunit. No aggregation of data has occurred as is done in reports in the Soil Propertiesand Qualities and Suitabilities and Limitations sections.

The reports contain soil interpretive information as well as basic soil properties andqualities. A description of each report (table) is included.

Land Classifications

This folder contains a collection of tabular reports that present a variety of soilgroupings. The reports (tables) include all selected map units and components foreach map unit. Land classifications are specified land use and management groupingsthat are assigned to soil areas because combinations of soil have similar behavior forspecified practices. Most are based on soil properties and other factors that directlyinfluence the specific use of the soil. Example classifications include ecological siteclassification, farmland classification, irrigated and nonirrigated land capabilityclassification, and hydric rating.

Hydric Soil List - All Components

This table lists the map unit components and their hydric status in the survey area.This list can help in planning land uses; however, onsite investigation is recommendedto determine the hydric soils on a specific site (National Research Council, 1995; Hurtand others, 2002).

The three essential characteristics of wetlands are hydrophytic vegetation, hydricsoils, and wetland hydrology (Cowardin and others, 1979; U.S. Army Corps ofEngineers, 1987; National Research Council, 1995; Tiner, 1985). Criteria for all of thecharacteristics must be met for areas to be identified as wetlands. Undrained hydricsoils that have natural vegetation should support a dominant population of ecologicalwetland plant species. Hydric soils that have been converted to other uses should becapable of being restored to wetlands.

Hydric soils are defined by the National Technical Committee for Hydric Soils(NTCHS) as soils that formed under conditions of saturation, flooding, or ponding longenough during the growing season to develop anaerobic conditions in the upper part

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(Federal Register, 1994). These soils, under natural conditions, are either saturatedor inundated long enough during the growing season to support the growth andreproduction of hydrophytic vegetation.

The NTCHS definition identifies general soil properties that are associated withwetness. In order to determine whether a specific soil is a hydric soil or nonhydric soil,however, more specific information, such as information about the depth and durationof the water table, is needed. Thus, criteria that identify those estimated soil propertiesunique to hydric soils have been established (Federal Register, 2002). These criteriaare used to identify map unit components that normally are associated with wetlands.The criteria used are selected estimated soil properties that are described in "SoilTaxonomy" (Soil Survey Staff, 1999) and "Keys to Soil Taxonomy" (Soil Survey Staff,2006) and in the "Soil Survey Manual" (Soil Survey Division Staff, 1993).

If soils are wet enough for a long enough period of time to be considered hydric, theyshould exhibit certain properties that can be easily observed in the field. These visibleproperties are indicators of hydric soils. The indicators used to make onsitedeterminations of hydric soils are specified in "Field Indicators of Hydric Soils in theUnited States" (Hurt and Vasilas, 2006).

Hydric soils are identified by examining and describing the soil to a depth of about 20inches. This depth may be greater if determination of an appropriate indicator sorequires. It is always recommended that soils be excavated and described to the depthnecessary for an understanding of the redoximorphic processes. Then, using thecompleted soil descriptions, soil scientists can compare the soil features required byeach indicator and specify which indicators have been matched with the conditionsobserved in the soil. The soil can be identified as a hydric soil if at least one of theapproved indicators is present.

Map units that are dominantly made up of hydric soils may have small areas, orinclusions, of nonhydric soils in the higher positions on the landform, and map unitsdominantly made up of nonhydric soils may have inclusions of hydric soils in the lowerpositions on the landform.

The criteria for hydric soils are represented by codes in the table (for example, 2).Definitions for the codes are as follows:

1. All Histels except for Folistels, and Histosols except for Folists.2. Soils in Aquic suborders, great groups, or subgroups, Albolls suborder,

Historthels great group, Histoturbels great group, Pachic subgroups, or Cumulicsubgroups that:A. Based on the range of characteristics for the soil series, will at least in part

meet one or more Field Indicators of Hydric Soils in the United States, orB. Show evidence that the soil meets the definition of a hydric soil;

3. Soils that are frequently ponded for long or very long duration during the growingseason.A. Based on the range of characteristics for the soil series, will at least in part


4. Map unit components that are frequently flooded for long duration or very longduration during the growing season that:A. Based on the range of characteristics for the soil series, will at least in part



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Hydric Condition: Food Security Act information regarding the ability to grow acommodity crop without removing woody vegetation or manipulating hydrology.

References:

Federal Register. July 13, 1994. Changes in hydric soils of the United States.Federal Register. Doc. 2012-4733 Filed 2-28-12. February, 28, 2012. Hydric soils of

the United States.Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.

Department of Agriculture Handbook 18.Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making

and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service.U.S. Department of Agriculture Handbook 436.

Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department ofAgriculture, Natural Resources Conservation Service.

Vasilas, L.M., G.W. Hurt, and C.V. Noble, editors. Version 7.0, 2010. Field indicatorsof hydric soils in the United States.

Report—Hydric Soil List - All Components

Hydric Soil List - All Components–PA003-Allegheny County, Pennsylvania

Map symbol and map unit name Component/LocalPhase

Comp.pct.

Landform Hydricstatus

Hydric criteria met(code)

CuD: Culleoka silt loam, 15 to 25percent slopes

Culleoka 80 Hillslopes No —

GQF: Gilpin-Upshur complex, verysteep

Gilpin 45 Hillslopes No —

Upshur 35 Hillslopes No —

GSF: Gilpin, Weikert, and Culleokashaly silt loams, very steep

Gilpin 45 Hillslopes No —


Weikert 20 Hillslopes No —

UB: Urban land Urban land 85 — No —

UCD: Urban land-Culleokacomplex, moderately steep

Urban land 50 — No —



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ReferencesAmerican Association of State Highway and Transportation Officials (AASHTO). 2004.Standard specifications for transportation materials and methods of sampling andtesting. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification ofsoils for engineering purposes. ASTM Standard D2487-00.

Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification ofwetlands and deep-water habitats of the United States. U.S. Fish and Wildlife ServiceFWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soilsin the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.Department of Agriculture Handbook 18. http://soils.usda.gov/

Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for makingand interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/

Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department ofAgriculture, Natural Resources Conservation Service. http://soils.usda.gov/

Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service andDelaware Department of Natural Resources and Environmental Control, WetlandsSection.

United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps ofEngineers wetlands delineation manual. Waterways Experiment Station TechnicalReport Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.National forestry manual. http://soils.usda.gov/

United States Department of Agriculture, Natural Resources Conservation Service.National range and pasture handbook. http://www.glti.nrcs.usda.gov/

United States Department of Agriculture, Natural Resources Conservation Service.National soil survey handbook, title 430-VI. http://soils.usda.gov/

United States Department of Agriculture, Natural Resources Conservation Service.2006. Land resource regions and major land resource areas of the United States, theCaribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.http://soils.usda.gov/

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http://soils.usda.gov/




http://www.glti.nrcs.usda.gov/




United States Department of Agriculture, Soil Conservation Service. 1961. Landcapability classification. U.S. Department of Agriculture Handbook 210.


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Documents

GEOTECHNICAL INVESTIGATION NEW WORSHIP CENTER SITE …apps.pittsburghpa.gov/dcp/Geotech_Report_-_Complete.pdf · GEOTECHNICAL INVESTIGATION NEW WORSHIP CENTER SITE CITY OF PITTSBURGH,