Family Recreational Area at Northview Heights, AMP-09 REBID

PART 4: TECHNICAL SPECIFICATIONS
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FamilyRecreationalAreaat NorthviewHeights,AMP-09
IFB CONTRACT NO. _________
600-11-26 Rebid
Contains:
- Geotechnical Exploration Report 09-10-24
- Splashpad Stormwater Water Management Report rev10.22.24
- Distribution Manifold Fabrication
- Aquavator Bollard
- Buckettrio With Acrylic Cut Sheet
- Cast in SS Nozzle Socket
- Controller Manifold Drain
- Reeds Cutsheet
- Ripplerrun Cut Sheet
- Triple Arch Jet SS Nozzle Cutsheet
- Uniflow Cut Sheet
- Vaporarc Acrylic Cut Sheet
- Technical Specifications
- Drawings

Geotechnical Exploration Report 09-10-24

GEOTECHNICAL EXPLORATION REPORT
NORTHVIEW HEIGHTS PLAYGROUND
CITY OF PITTSBURGH, ALLEGHENY COUNTY, PENNSYLVANIA
PS&R Project No. 24-441
Prepared at the request of:
Leroy E. Mellix, Jr.
Tusick & Associates Architects, Inc.
123 3rd Street
Blawnox, Pennsylvania 15238
Prepared By:
September 9, 2024

PS&R
Pennsylvania Soil and Rock Incorporated
RRRR
PS&R Project No. 24-441
September 9, 2024
Leroy E. Mellix, Jr.
Tusick & Associates Architects, Inc.
123 3rd Street
Blawnox, PA 15238
Geotechnical Exploration and Infiltration Study Report
Northview Heights Playground
City of Pittsburgh, Allegheny County, Pennsylvania
1.0 General Summary
This report presents the results of Pennsylvania Soil and Rock, Inc.'s (PS&R) geotechnical
exploration for the Northview Heights playground / splash park to be located at the southeast
quadrant of the Mt. Pleasant Road and Chicago Street intersection in Pittsburgh, Allegheny
County, Pennsylvania. The objectives of this exploration were to determine the nature, character
and thickness of the soil, decomposed rock and/or rock within the project area. The information
was evaluated and used to develop geotechnical recommendations for foundation design as well as
providing general recommendations for the development of the site with respect to the encountered
subsurface conditions.
The scope of the exploration included a site reconnaissance, a test pit program to evaluate
the existing site conditions, analysis of the data collected and preparation of this Geotechnical
Exploration Report. The report was completed in general accordance with our proposal dated
August 13th, 2024.
A total of five test pits were completed to characterize the existing subsurface conditions
across the proposed project area. Two additional test pits were performed in order to attempt an
infiltration study.
570 Beatty Road Monroeville, PA 15146 412-372-4000

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The soils encountered on the property include fill, coal, residual soils, and bedrock. Fill
was encountered at all of the test pit locations. Four of the five test pits were terminated in fill.
The fill consisted of varying amounts of brown clay to sandy clay, concrete, bricks, and rock
fragments. The consistency of the fill was variable. A thin highly weathered coal seam was
encountered at TP-5 between 2.5 ft and 3 ft below the surface. Residual soil was encountered at
TP-5 and consisted of stiff tan shale with clay. The bedrock encountered below the residual soil at
TP-5 consisted of sandstone.
2.0 Site Location and Project Description
The proposed development is located on the southeast quadrant at the Chicago Street and
Mount Pleasant Road intersection in the Northview Heights neighborhood of the City of
Pittsburgh. The property is currently vacant. Buildings were previously located on the property
but were razed. A playground area, splashpad, and restroom building are proposed on the
property.
The preceding discussion represents our understanding of the proposed project and is an
important part of our engineering interpretation. If this understanding is not correct or if project
conditions change, we should be given the opportunity to review our recommendations.
3.0 Site Soils & Geology
Soils. The USDA Websoil Survey as shown in Figure 2, Site Soils Map indicates the site soils and
lists the limitations for development in these soils in their present state as follows:
* UCB - Urban Land - Culleoka Complex, Gently Sloping
o No Rating
No rating is provided for urban land due to past earthwork altering the soil conditions. The
limitations on site, however, can be mitigated by properly implementing the design developed
from this comprehensive geotechnical exploration.
Geology. Map 42, "Greater Pittsburgh Region Geologic Map and Cross Sections" (Wagner, et al.,
1975) indicates the near surface rock interval at the site is of the Monongahela Group and of the
Casselman Formation of the Conemaugh Group. The near surface bedrock of the Monongahela
Group consist of cyclic sequences of shale, sandstone, limestone and coal. The Pittsburgh coal
seam is at the base of the Monongahela Group and above the Casselman Formation. The near
surface bedrock of the Casselman Formation consists of cyclic sequence of sandstone, shale, red
beds, and thin limestone and coal.

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Mining. According to Mineral Resource Report 89 "Coal Resources of Allegheny County, PA"
(Dodge, 1985), the base of the Pittsburgh Coal seam is mapped at approximate elevation 1180 ft
and is mapped along the edge of a deep mine. Refer to Figure 3, Mineral Resources Map, for the
relevant coal/mining information.
Landslide Hazards. Figure 4, Landslide Hazards Map, Open File Map 78-1057 (D-16)
"Landslides and Related Features of the Pittsburgh West, PA Quadrangle" and Open File Map 79-
1314 (D-1) "Landslides and Related Features of the Pittsburgh East, PA Quadrangle" indicates that
no landslide prone soils are mapped on the property. Soil and rock susceptible to landsliding are
mapped to the east of the property.
4.0 Subsurface Exploration
A total of five test pits were excavated by Blaha Excavating to obtain the data necessary to
characterize the subsurface conditions across the site. The test pits were completed at those
locations depicted on GE500, Site Plan and Test Pit Locations.
A CAT 305.5E excavator was used to excavate test pits to depths up to 7 ft below the
surface. Each test pit was backfilled with the soil cuttings and the soil was tamped in with the
excavator bucket. An engineer of PS&R monitored the test pits on a full-time basis and classified
the results. The results are found in Appendix A.
5.0 Test Pit Results
The subsurface profile across the site generally includes fill, residual soils, coal, and
bedrock.
Fill was encountered at all of the test pit locations. The fill ranged in depth between 2.5 ft
to greater than 7 ft below the surface. Four of the five test pits were terminated in fill. The fill
consisted of varying amounts of brown clay to sandy clay, concrete, bricks, and rock fragments.
The concrete encountered was typically in a boulder size. The fill ranged between being loose to
medium dense.
A thin highly weathered coal seam was encountered at TP-5 between 2.5 ft and 3 ft below
the surface. The coal is possibly the Pittsburgh Coal seam that has thinned out near where it
outcrops the surface.
Residual soil, which is defined as soil that is weathered from the underlying parent
bedrock, was encountered at TP-5. The residual soil consisted of stiff tan shale with clay. The
residual soil was between 3 ft to 6 ft below grade before encountering bedrock.

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The bedrock encountered below the residual soil at TP-5 consisted of sandstone
encountered at 6 ft below the surface.
Groundwater. Water level measurements were made at the test pit locations upon completion. No
groundwater was present at any of the test pits. It should be noted that ground water levels might
fluctuate due to variations in rainfall, temperature, site grading and other factors not evident at the
times these measurements were made.
6.0 Infiltration Testing
Concurrent with the geotechnical investigation, an infiltration study was attempted for the
proposed underground detention facility. Two initial test pits, I-1 and I-2, were excavated. I-1
encountered 3.5 ft of fill before encountering bedrock. I-2 encountered 0.5 ft to 2.0 ft (test pit
taken on a slope) before encountering bedrock. There must be a minimum of 2 ft of soil cover
between bedrock/decomposed rock and infiltration testing, which did not allow for an infiltration
test to be performed at I-2. An infiltration test was attempted at I-1 but the rock quantity in the fill
did not allow for the double ring infiltrometer to be properly seated into the soil. Test pit logs are
included in Appendix B. In addition, it is not recommended to infiltrate stormwater into fill since
it may destabilize the soil.
7.0 Conclusions and Recommendations
Seismicity. Structural calculations which consider seismic effects should assume a Site Class C
per the 2012 IBC, Table 1613.5.2 for the overburden soils and underlying bedrock encountered on
the site. Considering this site classification and the location of the site, we recommend that an S
DS
value of 0.078 and an S value of 0.045 be used for seismic analyses. Table 1604.5 of the 2015
DI
IBC suggests that the structures on site are best classified as Occupancy Category II. With this
understanding, and in conjunction with the recommended S and S values, it appears that the
DS DI
project will fall under Seismic Design Category (SDC) A. Based on the encountered subsurface
conditions and low seismicity of the area, liquefaction is unlikely to occur and was not considered
in our analysis.
Mining. As previously stated, the base of the Pittsburgh Coal seam is mapped at approximate
elevation 1180 ft and is mapped along the edge of deep mined. Test Pit B-5 encountered a thin
coal seam that was likely the Pittsburgh Coal seam and the base of the seam was encountered
around elevation 1181 ft. The coal was either stripped from the vicinity or the coal seam thinned
out to a negligible thickness where it outcropped the site. Mine subsidence does not appear to be
an issue on the site.
Groundwater. Water level measurements were made at the test pit locations upon completion.
No groundwater was present at any of the test pits. Although no groundwater was encountered at

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the test locations there is a potential for seeps and springs to form/develop during and after the
completion of the development construction. Seeps and springs can negatively impact cut and fill
slopes and result in slope instability. All seeps and springs that develop during and after the
completion of development construction should be addressed immediately upon observation to
maintain the long-term stability of the slopes.
Cut Slope. The proposed 2H:1V cut slope will be stable as designed through the soils provided no
groundwater seepage or intact coal seams are encountered. If groundwater seepage or coal is
encountered, portions of the slope will need to be reconstructed as depicted on Detail D3/GE502.
The bench should slope into the hillside at 10H:1V. The bottom of the bench, parallel to the
hillside, should also be shaped to drain to both ends of the reconstruction area. A 4" perforated
drain should be installed along the rear of the bench. The drain should be outletted at both ends of
the reconstruction area. In addition, a 12" thick blanket drain of #57 stone or a geo-composite
drain (Hanes Terradrain 104/2, Marafi G-200N or equivalent) should be extended up the rear of
the bench excavation as needed to collect any groundwater seepage.
Subgrade.
The majority of the site subgrade is anticipated to consist of existing fill but the Splash Pad and
possibly the Restroom are anticipated to encounter a seam of coal directly below the final subgrade
elevation. Based on the encountered conditions we recommend the following steps are taken to
address the subgrade.
Playground: Once the playground is brought to final subgrade, if coal is encountered at the
surface, it should be removed in its entirety. The undercut is to be backfilled with suitable on-
site soils or 2A limestone placed in 8-inch nominal lifts and compacted to 100% of a Standard
Proctor. Once any over-excavation and backfill is performed the entire subgrade should be
thoroughly compacted and sealed with a large vibratory smooth-drum roller. Proof-roll the
compacted subgrade under the observation of the geotechnical engineer or his/her soils
technician using a fully loaded tandem axle dump truck to help detect any soft or yield zones.
Any isolated unstable areas that cannot be stabilized in-place by additional rolling should be
undercut and replaced.
Splash Pad: In the area where the splash pad is proposed we recommend that once the
area is brought to final subgrade that test pits are to be performed to ensure that intact coal is
greater than 3 ft below final subgrade elevation and that the fill is relatively uniform in nature.
If coal or soft soils are encountered an over-excavation should be performed to remove the
unsuitable materials. The undercut is to be backfilled with suitable on-site soils or 2A limestone
placed in 8-inch nominal lifts and compacted to 100% of standard proctor. Once any over-
excavation and backfill is performed the entire subgrade should be thoroughly compacted and

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sealed with a large vibratory smooth-drum roller. Proof-roll the compacted subgrade under the
observation of the geotechnical engineer or his/her soils technician using a fully loaded tandem
axle dump truck to help detect any soft or yield zones. Any isolated unstable areas that cannot
be stabilized in-place by additional rolling should be undercut and replaced prior to subbase
placement.
Restrooms: In order to address the footprint for the restroom it is important to not only
consider the structure foundations but also the presence of utilities (plumbing) beneath the floor
slab. We recommend undercutting the entire building footprint to a depth of 3 feet below the
foundation bearing elevation or the base of the fill (the shallower of the two). If the over-
excavation is extended below fill onto residual soil, test pits are to verify that no coal is within 3
ft of the foundation. The over-excavation should extend 5 feet outside the building in all
directions. The base of the over-excavation should be aggressively compacted with a large ride
on vibratory roller. Any soft, unyielding zones are to be removed. The undercut should then be
backfilled with suitable on-site soils or 2A limestone placed in 8-inch nominal lifts and
compacted to 100% of a Standard Proctor. The backfill should be placed and tested under the
observation of the geotechnical engineer or his/her soils technician. The soil encountered is
suitable for backfill provided all coal is removed and boulders/concrete are removed or
processed to a maximum 8-inch particle size.
Foundations.
Restrooms: Once the over-excavation and backfill is complete the soils anticipated to be
directly below the restroom foundation will likely consist of engineered fill. Provided the
recommendations in this report are strictly implemented, the proposed restroom structure can be
supported on conventional shallow line foundations designed for a net allowable soil bearing
pressure not exceeding 2,000 psf.
Park Equipment: The foundations for the play equipment typically consist of shallow auger
holes. The playground equipment installer should be prepared to encounter obstructions in the
fill and remove them if necessary.
Fill Placement. All fill materials placed as general fill to construct the site should be placed in
horizontal layers. Lift thickness should be adjusted based on the size of the compaction
equipment. In general, all fill should be placed in maximum 10-inch thick loose lifts and
compacted with a vibratory padfoot roller or vibratory smooth drum roller. All fill should be
compacted until the in-place density is equal to or greater than 100 percent of the maximum
Standard Proctor dry density as determined by ASTM D698 methods. All fill materials should be
moisture conditioned to within 3% percent of the optimum moisture content at the time of
placement. All efforts should be made to reduce any rock particles to a manageable size (i.e.
maximum 8-inch particle) to be incorporated into a 10-inch loose lift. Fill materials are to be free

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of organics, pyrite, coal, and fat clay. Where representative density test cannot be obtained, each
lift should be compacted to a visual, non-deflective and stable condition. The moisture content of
the fill materials should be maintained as deemed necessary to aid in attaining the required
compaction and to maintain overall stability (minimal pumping, yielding and/or rutting).
Underground Utilities. It should be anticipated that obstructions will be encountered during utility
installation, and that obstructions in the existing fill will need removed. The soils across the
project area classify as OSHA Type B with respect to excavations and sidewall stability. For
excavations less than 20 ft deep, this classification requires that excavations to be sloped back to
1H:1V to maintain sidewall stability and to meet OSHA safety requirements. Stable bedrock may
be cut vertical where encountered.
Footing excavations, utility trenches and other smaller excavations should be backfilled
using either on-site soils or imported fill approved by the geotechnical engineer. Backfill should
be spread in horizontal lifts in appropriate thickness for the compaction equipment being used.
Generally, lift thickness should be limited to 6 inches for hand operated equipment. Trenches that
can accommodate larger rollers may be backfilled in lifts not exceeding 10 inches, provided
adequate compaction is attained. Each lift of backfill should be uniformly compacted to at least
98% of its Standard Proctor maximum dry density with moisture content adjusted to within (+/-)
3% of optimum prior to compaction.
8.0 Closure & Design Review
This report has been prepared to aid Tusick & Associates Architects, Inc. in the design and
construction of the proposed playground. Its scope is limited to the specific project and location
described herein. Our services were provided in general accordance with the standards for such
professional services which prevailed among other qualified practitioners within the project area
practicing under similar circumstances on projects of comparable scope, size, and complexity
during the term of our agreement. Plan and specification review, and monitoring and testing
during construction are an extension of these professional services although they may not have
been specifically addressed by the original agreement and are subject to the same standard of care.
These extended services should be provided by PS&R to maintain continuity of the original intent
of the recommendations and to reduce the possibility of conflicting interpretations or
misinterpretations of the data presented in this report. PS&R accepts no responsibility for uses or
interpretations of the data by the client, contractors, or other design professionals for any purpose
whatsoever except as expressly described in this report or unless otherwise stated in writing, and
then only for the stated purpose.
If you have any questions, or need any additional information regarding this report, please
feel free to contact me at (412) 372-4000.