Building A63 Parking Lot Repairs Design Analysis

Building A63 Parking Lot
Contract No. N40085-10-D-9431
Task Order 0007
Naval Station Newport
Newport, Rhode Island
Final Design Submittal Package
Design Analysis
Revision 1
October 2014
Prepared for:
Naval Facilities Engineering Command Mid-Atlantic
PWD Newport
1 Simonpietri Drive
Newport, RI 02841-1712

Watermark
10408-07 Final Design, Design Analysis – Revision 1 i October 2014
Building A-63 Parking Lot Repairs, Naval Station Newport, Newport, RI WLD1539
TABLE OF CONTENTS
SECTION PAGE
1.0 INTRODUCTION................................................................................................................................. 1-1
1.1 Project Background............................................................................................................................. 1-1
1.2 Project Objectives ............................................................................................................................... 1-1
2.0 HAZARDOUS MATERIALS .............................................................................................................. 2-1
2.1 General................................................................................................................................................ 2-1
2.2 Design Criteria .................................................................................................................................... 2-1
2.3 Site Investigations ............................................................................................................................... 2-1
2.3.1 Previous Hazardous Material Survey Information ..................................................................... 2-1
2.3.2 Recent Hazardous Material Survey Investigations ..................................................................... 2-1
2.4 Summary of Findings.......................................................................................................................... 2-1
2.4.1 Hazardous Materials Abatement................................................................................................. 2-1
3.0 GEOTECHNICAL................................................................................................................................ 3-1
3.1 General................................................................................................................................................ 3-1
3.2 Site and Subsurface Investigations...................................................................................................... 3-1
3.2.1 Previous Subsurface Information................................................................................................ 3-1
3.2.2 Recent GZA Explorations............................................................................................................ 3-1
3.2.3 Subsurface Conditions................................................................................................................. 3-2
3.2.4 Groundwater ............................................................................................................................... 3-2
3.3 Evaluation and Recommendations...................................................................................................... 3-2
3.3.1 Pavement..................................................................................................................................... 3-2
3.4 Construction Considerations ............................................................................................................... 3-3
3.4.1 Pavement Subgrade Preparation ................................................................................................ 3-3
3.4.2 Construction Dewatering ............................................................................................................ 3-3
3.4.3 Excavation Support ..................................................................................................................... 3-4
4.0 CIVIL ..................................................................................................................................................... 4-1
4.1 General................................................................................................................................................ 4-1
4.2 Existing Conditions............................................................................................................................. 4-1
4.2.1 Location....................................................................................................................................... 4-1
4.2.2 Topography ................................................................................................................................. 4-1
4.2.3 Vegetation/Landscaping.............................................................................................................. 4-1
4.2.4 Site Features................................................................................................................................ 4-1
4.2.5 Vehicular Access and Circulation............................................................................................... 4-1
4.2.6 Site Utilities................................................................................................................................. 4-1
4.3 Design Criteria .................................................................................................................................... 4-2
4.4 Site Design .......................................................................................................................................... 4-2
4.4.1 Survey.......................................................................................................................................... 4-2
4.4.2 Layout.......................................................................................................................................... 4-2
4.4.3 Demolition................................................................................................................................... 4-2
4.4.4 Grading and Paving.................................................................................................................... 4-3
4.4.5 Access and Circulation................................................................................................................ 4-3
4.5 Utility Design...................................................................................................................................... 4-3
4.5.1 Water (Potable and Fire Protection) Supply .............................................................................. 4-3
4.5.2 Sanitary Sewerage....................................................................................................................... 4-3
4.5.3 Stormwater Drainage.................................................................................................................. 4-3
4.5.4 Electrical Distribution................................................................................................................. 4-5
4.5.5 Natural Gas................................................................................................................................. 4-5
4.5.6 Site Communication and Security ............................................................................................... 4-5

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10408-07 Final Design, Design Analysis – Revision 1 ii October 2014
4.6 Miscellaneous Features ....................................................................................................................... 4-5
4.7 Permitting............................................................................................................................................ 4-5
5.0 STRUCTURAL ..................................................................................................................................... 5-1
5.1 General................................................................................................................................................ 5-1
5.2 Findings............................................................................................................................................... 5-1
5.3 Recommendations............................................................................................................................... 5-1
6.0 ENGINEERING CONSIDERATIONS AND INSTRUCTIONS...................................................... 6-1
6.1 Engineering Considerations ................................................................................................................ 6-1
TABLES
Table 3-1 Recommended Pavement Cross-Sections.......................................................................................... 3-3
APPENDICES
Appendix A Civil Calculations
Appendix B Soil Management Plan
Appendix C Geotechnical Engineering Report – June 11, 2014; Revised October 9, 2014
Appendix D Retaining Wall Inspection Report
Appendix E Storm Water Pollution Prevention Plan
Appendix F Storm Water Management System Operation and Maintenance Schedule

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10408-07 Final Design, Design Analysis – Revision 1 1-1 October 2014
1.0 INTRODUCTION
Watermark Environmental, Inc. (Watermark) has prepared this Design Analysis for the Final Design Submittal
for the Building A63 Parking Lot project at the Naval Station Newport, Newport, Rhode Island (the Project)
under Contract No. N40085-10-D-9431, Task Order 0007 with the Naval Facilities Engineering Command
(NAVFAC) Mid-Atlantic. This Design Analysis, along with the Design Drawings and Specifications, are
submitted to meet the Final Design Submittal requirements for the Project.
1.1 Project Background
NAVFAC Mid-Atlantic issued a Request for Proposal (RFP) for the Building A63 Parking Lot, Naval Station
Newport, Newport, RI 02841 dated May 2011, which included the documents listed below.
 Part 1 – Proposal Forms and Documents
 Part 2 – General Requirements, including Attachment A Project, Specific General Requirements
 Part 3 – Statement of Work / The Project Program
 Part 4 – Minimum Materials, Engineering, and Construction Requirements
 Part 5 – Project Specific Technical Specifications
 Part 6 – Attachments (providing reports, specifications, and drawings)
1.2 Project Objectives
The intent of the Project is to provide a new parking lot pavement structure and surface stormwater drainage
system at the parking and access roads around the perimeter of Building A63 using low-impact design (LID)
best practices to the extent practical. Building A63 is the base Public Works Department (PWD) Production
Shop Facility and is located in the Coddington Cove area of Naval Station Newport. The building serves as the
PWD Production Division shops. The parking lot and roadway pavement is in poor condition and stormwater
does not properly drain in some locations. The parking lot has two distinct areas: a north parking area and a
south parking area that are connected by a service road along the East side of Building A63. The parking lot and
access roads are in need of repairs and resurfacing. Drainage improvements are also necessary. The area of
improvements is large enough to require that provisions of the Rhode Island (RI) Stormwater Design and
Installation Standards Manual be incorporated into the Project.
The Project will be divided into two phases to permit use of a minimum of one half the existing parking areas at
a time. Phase 1 will include the north half of the site while Phase 2 will include the south half of the site. This
will permit operational access to Building A63 during re-construction of the parking lot and access road
surfaces.
All subsurface features will be located and identified, to the maximum extent possible, in coordination with the
base Utility Department. Site utility surveys will be completed using Ground Penetrating Radar (GPR) to locate
and document underground utilities and obstructions.
The existing bollards will be evaluated for effectiveness and protective pipe bollards will be provided at all
overhead doors, entry and exit doors, downspouts, ladders, at-grade utility fixtures, and other locations, as
required.
The existing curved concrete retaining wall located on the south side of the building will be evaluated and
repaired, or if determined to be beyond repair, replaced.
Existing surfaces are varied and consist of bituminous concrete (asphalt); concrete; packed stone/dirt; and
former railroad bedding with timber rail ties, and in some locations, steel rails. These surfaces will be removed,
as required, to meet the line and grade of the new pavement structure. All debris not reused for the work will be
disposed of off Government property. Soil, loam, and top soil brought on-site will be certified as clean fill prior
to delivery and installation in accordance with the Naval Station Newport Soil Management Plan (Dorocz, 2010)
(Appendix B).

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2.0 HAZARDOUS MATERIALS
2.1 General
The Building A63 Parking Lot will be constructed in a manner that will reduce the impacts on any existing
hazardous materials.
Demolition is required as part of the Project. Items to be demolished are listed below.
 Bituminous concrete (pavement)
 Portland cement concrete (pavement)
 Gravel base (pavement)
 Soil fill of unknown composition
 Naturally occurring soil
Demolition may require hazardous materials to be removed. Hazardous materials that will need to be disposed
of off-site, if encountered, includes soil containing naturally occurring arsenic.
2.2 Design Criteria
All work will be performed in accordance with the standards outlined in the RFP documents. Particular
emphasis is placed on the documents listed below that establish minimum requirements.
 U.S. Department of Defense (DOD) Unified Facilities Criteria (UFC) 1-200-01, General Building
Requirements
 UFC 1-300-09N, Project Procedures
 UFC 3-800-10N, Environmental Engineering for Facility Construction
 Soil Management Plan, Naval Station Newport, Newport, RI (Dorocz, 2010)
 Applicable federal, state, and local requirements for disposal of waste materials.
2.3 Site Investigations
2.3.1 Previous Hazardous Material Survey Information
The Soil Management Plan (Appendix B) has been reviewed relative to the work identified for the Project.
2.3.2 Recent Hazardous Material Survey Investigations
In accordance with the Soil Management Plan, the Project area soils contain arsenic concentrations that exceed the
state residential, industrial, and commercial direct exposure criteria as defined in the remediation regulations.
Further information on the management of on-site soil is provided in the Soil Management Plan.
2.4 Summary of Findings
2.4.1 Hazardous Materials Abatement
The removal and disposal of soil generated as part of this Project will be conducted per Naval Station Newport
regulations and procedures and applicable state and federal regulations. Excess soil generated will be disposed
of at a solid waste landfill. The Navy will be notified if any other hazardous materials are encountered.

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3.0 GEOTECHNICAL
3.1 General
The site is located along the northern side of Coddington Highway at the Newport, Rhode Island Naval Station.
The Site is occupied by a one-story structure (Building A63) which is generally located in the center of the Site.
The majority of the Site to the north, east, and south of Building A63 is paved with bituminous asphalt. In most
locations, the asphalt is considerably distressed. Grades in most of the paved areas are generally level at about
elevation 24 feet. The Site is accessed via paved driveways in the northeastern and southwestern corners of the
Site. Grades at the northeastern driveway slope from about elevation 28 to 24 feet. Grades at the southwestern
driveway slope from about elevation 16 to 24 feet. Several concrete pads supporting various pieces of
equipment (i.e., tanks, transformers) are located throughout the paved areas. In addition, about 60 feet of
railroad tracks are located at the surface to the north of the building.
All work will be performed in accordance with the standards outlined in the RFP documents. Particular
emphasis is placed on the documents listed below that establish minimum requirements.
 UFC 3-250-01FA, Pavement Design for Roads, Streets, Walks, and Open Storage Areas
 UFC 3-250-03, Standard Practice Manual for Flexible Pavements
3.2 Site and Subsurface Investigations
3.2.1 Previous Subsurface Information
Not available.
3.2.2 Recent GZA Explorations
GZA subcontracted New Hampshire Boring of Brockton, Massachusetts to perform seven soil borings (GZ-1
through GZ-7) in proposed pavement replacement areas on May 7, 2014. Borings were performed using a
truck-mounted drill rig. Borings GZ-2 and GZ-5 were performed in the general areas of proposed subsurface
stormwater discharge areas and carried to depths of 10 feet. The remaining borings were each carried to depths
of 6 feet. The borings were backfilled with cuttings and patched at the surface with cold-patch asphalt.
Standard Penetration Tests (SPTs) were performed and split spoon samples were obtained continuously in the
borings. GZA field representatives observed the soil borings and classified the soil samples using the modified
Burmister Classification System. The test pit logs are included with the Geotechnical Engineering Report in
Appendix C. Four soil samples obtained from the recent explorations were submitted to GZA’s geotechnical
laboratory subcontractor, Thielsch Engineering, for grain size distribution analyses to confirm field
classifications and assist in evaluating reuse potential of the soil. Laboratory test results for samples taken from
the recent borings are included with the Geotechnical Engineering Report in Appendix C.
Watermark performed additional subsurface explorations to supplement the previous subsurface explorations to
further evaluate: 1) subgrade soils at the Site; and, 2) whether a base course fill generated from full depth
reclamation of the existing pavement and underlying fill would meet the recommended gradation criteria set
forth in UFC 3-250-01FA.
On September 19, 2014, Watermark performed 14 test holes (TH-1 through TH-15, TH-6 was not performed) at
proposed pavement locations to supplement the six test borings (GZ-1 through GZ-6) performed during the
initial design phase of the project.
The test holes consisted of shallow hand excavations. Prior to excavating, the existing pavement was saw cut
and removed. The excavations were carried to depths of 9 to 14 inches below the top of pavement. Watermark
representatives performed the excavations, collected soil samples, and logged the explorations. The thickness of
the existing pavement ranged from 2 to 4 inches. There was no existing pavement at TH-7 and TH-8. The
average pavement thickness (including the areas with no pavement) was 2.4 inches. The information obtained at
the test hole locations by Watermark is summarized in Appendix C.

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3.2.3 Subsurface Conditions
The following is a summary of soil and rock conditions encountered in the recent subsurface explorations.
Additional details are provided in the Geotechnical Engineering Report in Appendix C.
 Asphalt – With the exception of boring GZ-1, bituminous asphalt was encountered at the
surface of each boring. The thickness of the asphalt ranged from 1 to 2 inches.
 Fill – Based on the borings, there is not a consistent layer of typical pavement base course fill
(well-graded, free-draining) throughout the existing paved areas. Soil that would marginally
meet the typical criteria for pavement base course fill was encountered in boring GZ-3 at a
thickness of 5 inches, boring GZ-5 at a thickness of 13 inches, and boring GZ-6 at a thickness of
12 inches. The fill described above generally consisted of brown fine to coarse sand with up to
35 percent gravel and about 10 to 15 percent silt.
o The remaining fill consists of medium dense to very dense, gray-brown, fine to coarse
sand with up to 50 percent silt and up to 35 percent gravel. In borings GZ-1, GZ-2,
and GZ-6, the gravel component of some samples was a completely weathered shale-
like mineral.
o Overall, fill was encountered to depths of 1 to at least 6 feet. The fill was not fully
penetrated in boring GZ-4 which was carried to a depth of 6 feet.
 Silty Sand – With the exception of boring GZ-4, natural silty sand was encountered below the
fill in each of the borings. The silty sand consists of brown, fine to medium sand with up to 50
percent silt with up to 35 percent gravel (but mostly less than 10 percent).
 Soil samples from test holes TH-2, TH-4, TH-10, and TH-12, which were considered to be
representative of typical conditions, were submitted to Thielsch Engineering of Cranston,
Rhode Island for gradation analyses. Based on the laboratory test results, the volume of soil
retained by a No. 200 Sieve by weight ranged from 7.9 to 14.8 percent. Refer to Appendix C
for more information.
3.2.4 Groundwater
Groundwater depth was measured in borings GZ-2, GZ-5, and GZ-6 at depths of about 5.5 to 9.5 feet. These
depths correspond to elevations ranging from about elevation 14.5 to 18.5 feet. Groundwater was not
encountered in borings GZ-1, GZ-3, GZ-4, or GZ-7.
Groundwater was not encountered in test holes TH-1 through TH-15.
3.3 Evaluation and Recommendations
3.3.1 Pavement
The geotechnical design and construction recommendations presented are based on evaluation of the available
data. Refer to Appendix C for more information. The nature and extent of variations between subsurface
explorations may not become evident until construction. If variations then appear evident, it will be necessary
to reevaluate these.
The pavement recommendations presented are based on the criteria set forth in the “Unified Facilities Criteria,
Pavement Design for Roads, Streets, Walks, and Open Storage Areas, UFC 3-250-01FA”, dated January 16,
2004.
The paved areas will be accessed primarily by passenger vehicles and light duty vans. However, it is expected
that larger trucks will also access the Site to make deliveries to loading dock areas at Building A-63.
These areas correspond to Category III based on the definitions in UFC 3-250-01-01FA as listed below.
a. Category III: traffic containing as much as 15 percent trucks, but with not more than one percent of the
total traffic composed of trucks having three or more axles

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Based on the criteria set forth in UFC 3-250-01FA, the minimum cross-section of pavement and underlying base
course is 9 inches for Category III as presented in Table 3-1.
Using the additional subsurface data, GZA has reevaluated the proposed pavement cross section for the Site.
GZA utilized the supplemental subsurface explorations to evaluate the subgrade soils and a base course
generated by full-depth reclamation of the existing pavement and underlying fill. The pavement cross section
was developed using the criteria set forth in the UFC. The supplemental explorations provide more
comprehensive coverage across the proposed parking lot than the initial six test borings. After evaluating the
existing fill in the upper two feet below the existing pavement the revised pavement cross-section per the UFC is
as presented in Table 3-1:
Table 3-1
Recommended Pavement Cross-Sections
Recommended Pavement Cross-Section Per UFC 3-250-01FA
Minimum Thickness
Category III
Finish Course 1.0 inches
Binder Course 2.0 inches
Base Course 9 inches
Finish course and binder course will adhere to one of the three gradation requirements set forth in UFC 3-250-
03, Standard Practice Manual for Flexible Pavements, Table 2-1.
Watermark proposes to perform full-depth reclamation of the existing pavement into the underlying soils to
provide a pavement base course. Assuming 2.4 inches of existing pavement is blended with 6.6 inches
underlying fill, we estimate the gradation of the top 9 inches of fill (proposed base course) will be
approximately:
 Gravel – 43%
 Sand – 46%
 Fines – 11%
This estimate assumes that the reclaimed pavement will be pulverized to 70 percent gravel, 25 percent sand, and
5 percent silt. Based on a projected gradation curve for the blended base course fill, we anticipate that the
blended base course will meet this criterion. Refer to Appendix C for more information.
3.4 Construction Considerations
3.4.1 Pavement Subgrade Preparation
Reclaim the existing asphalt and blend the pulverized material into the underlying fill. Existing fill below the
bottom of the blended base course will be left in place and proof-compacted with a minimum of six passes of a
vibratory drum roller (with a minimum static drum weight of 10,000-pounds capable of at least 20,000 pounds
of dynamic force). Any weak or soft spots identified during proof-compacting will be excavated and replaced
with compacted base course fill.
The blended base course fill will be placed in lifts no greater than 12-inches-thick and compacted with at least
six passes of a ride-on vibratory roller. The recommended minimum compaction is 95 percent based on
percentage of maximum dry density as defined by ASTM D-1557 Method C.
Frozen soil will not be placed as fill. In addition, fill will not be placed over frozen soil.
3.4.2 Construction Dewatering

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Based on the recently performed subsurface explorations, groundwater is not expected to be encountered during
subgrade preparation. However, water that collects from precipitation events may impact construction.
Temporary control measures will be implemented to reduce the amount of surface water (from rainfall run-off)
from potentially entering and ponding in the excavations. Temporary measures will include, but not be limited
to, construction of drainage ditches to divert and/or reduce the amount of surface water flowing over exposed
subgrades during construction. Discharge of pumped water off-site (if required) will be performed in
accordance with all federal, state, and/or local regulations.
3.4.3 Excavation Support
Excavation will be performed in accordance with all applicable local, state, and federal safety regulations,
including the current Occupational Safety and Health Administration (OSHA) Excavation and Trench Safety
Standards.
Slope height, slope inclination, or excavation depths (including utility trench excavations) will in no case exceed
those specified in local, state, or federal safety regulations (e.g., OSHA Health and Safety Standards for
Excavations, 29 CFR Part 1926, or successor regulations). Such regulations will be strictly enforced.
As a safety measure, all vehicles and soil piles will be kept a minimum lateral distance from the crest of the
slope equal to no less than the slope height. Exposed slope faces will be protected against the elements.

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4.0 CIVIL
4.1 General
Civil work will include demolition of existing pavement; regrading of the site; installation of a stormwater
management system; and other miscellaneous improvements to support the effort. Portions of the site will be
developed and constructed to be compliant with the Architectural Barriers Act (ABA).
4.2 Existing Conditions
4.2.1 Location
The Project will be constructed on an approximately 4.0 acre site located adjacent to Building A63. The project
is bounded by Building 47 to the west; Coddington Highway to the south; open space and outdoor storage to the
north; and a parking lot to the east. Coddington Highway is separated from Naval Station Newport by a security
fence to the South.
4.2.2 Topography
WSP conducted a field survey of the site in April 2014 which references the Rhode Island State Plane
Coordinate System, North American Datum of 1983 (NAD83) (1986 Adjustment), and North American Vertical
Datum (NAVD) of 1988. Elevations are reported in feet. Existing topography slopes downward from east to
west at a rate of approximately 2.2 percent. Site elevations vary from approximately Elevation 25 to Elevation
17 across the project. Once off the site, the topography continues at approximately 2.2 percent into the adjacent
parcel.
4.2.3 Vegetation/Landscaping
Portions of the project are vegetated with grass and trees. The area along the southern boundary of the project is
vegetated with grass and trees, an isolated island to the north consists only of grass, a steely sloped thin strip of
grassed area exists along the eastern project boundary, and a steeply sloped grassed area exists along the western
boundary.
4.2.4 Site Features
The Project site is mostly paved without curbing. Building A63 is a block and bar joist high-bay structure with
a recent single story addition along the East side. Roof run-off is collected via rain leaders and downspouts
which are directed into the existing adjacent stormwater system.
4.2.5 Vehicular Access and Circulation
Site access is provided from the west through Building 47 parking lot, the adjacent parking lot to the east, and
from the north through the outdoor storage area.
4.2.6 Site Utilities
Water – A water main loop serves fire hydrants along the north and south sides of the project. The same loop
provides a water service connection to Building A63 at various locations. A water main runs parallel to the
security fence and Coddington Highway. The same main provides a water service across the south parking area
to Building A63.
Sewer – An 8-inch sanitary sewer service serving the north side of Building A63 runs north into several sewer
manholes and off-site. There is no sewer on the south side of the project.
Storm Drain – Storm drainage outfall within the base is directed to the Atlantic Ocean located west of the
project using a closed system. The project storm drain system collects run-off from around Building A63 that
empties into an adjacent closed system.

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Gas – A natural gas main runs along the security fence to the South within the grassed area.
Electric – An underground electric service crosses the south parking area and runs from pole 282 located at the
security fence to a transformer adjacent to Building A63. From the transformer, the service continues in a
northerly direction to the south side of Building A63.
Communications/Security – Fiber optics and television lines are located to the west of Building A63 and are
orientated in a north south direction.
4.3 Design Criteria
The design will be prepared in accordance with the standards outlined in the RFP documents. The design will
also satisfy State of Rhode Island criteria, as applicable to a federal installation. Particular emphasis is placed
on the documents listed below that establish minimum requirements.
 U.S. DOD UFC
- UFC 3-200-10N, Civil Engineering
- UFC 3-201-02, Landscape
- UFC 3-210-10, Low Impact Development
- UFC 4-010-01, DOD Minimum Antiterrorism Standards for Buildings
 ABA Accessibility Guidelines for Buildings and Facilities (ABAAG)
 Rhode Island Stormwater Design and Installation Standards Manual, Rhode Island Department of
Management and Coastal Resources Management Council, December 2010
 Rhode Island Division of Environmental Management (RIDEM), Soil Erosion and Sediment Control
guidance
 Rhode Island Department of Transportation Standard Specifications for Road and Bridge Construction,
2004 Edition
 Environmental Protection Agency (EPA) – National Pollution Discharge Elimination System (NPDES)
 Rhode Island Pollution Discharge Elimination System (RIPDES)
 “Custom Soil Resource Report for State of Rhode Island: Bristol, Kent, Newport, Providence, and
Washington Counties” (Soils Report) dated January 14, 2014
4.4 Site Design
4.4.1 Survey
The existing conditions survey performed by WSP in April 2014 was used as the basis for the site design.
Underground utilities as depicted on the plan were delineated by Richard Barracco of BL Companies in
accordance with the American Society of Civil Engineers (ASCE) specification for a Quality Level B (QLB)
site investigation and field located by WSP. Refer to Design Drawings C-101 and C-102 for additional
information.
4.4.2 Layout
The new bituminous concrete pavement will occupy a footprint similar to the existing bituminous concrete
pavement. An increase in bituminous concrete is not being proposed. Refer to Design Drawings C-111 and
C-112 for additional information.
4.4.3 Demolition
Perform full-depth pavement reclamation of the existing pavement into the underlying fill in order to provide a
pavement base course that will meet the recommended gradation criteria as defined in Appendix C –
Geotechnical Engineering Report. Demolition debris not reused as part of this project will be segregated and

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documented prior to removal from the site to be disposed of in a legal regulated manner. Refer to Design
Drawings C-103 and C-104 for additional information.
4.4.4 Grading and Paving
The primary objective of the site grading is to maintain the existing grades to the extent practical while
minimizing impacts to the remainder of the site. As a result, minor grade changes are being proposed. Grading
associated with the handicap parking and accessible route will be incompliance with ABAAG. The pavement
design will provide for a 20 year life expectancy.
4.4.5 Access and Circulation
Access to the site will remain unchanged. There are 64 Privately Owned Vehicle (POV) and 7 Government
Owned Vehicle (GOV) parking stalls proposed in the northern portion of the Project and 45 GOV parking stalls
proposed in the southern portion of the Project. Unless otherwise indicated, provisions for two-way traffic will
be provided except the north parking area will provide for handicap parking as well as an accessible route to the
main entrance to Building A63. Refer to Design Drawings C-105 and C-106 for additional information.
4.5 Utility Design
All utility connections will be coordinated directly through Naval Station Newport prior to the start of any work.
Refer to the Design Drawings for additional information.
4.5.1 Water (Potable and Fire Protection) Supply
Water service into Building A63 will not be altered or interrupted due to this project.
4.5.2 Sanitary Sewerage
Sanitary sewer service into Building A63 will not be altered or interrupted due to this project.
4.5.3 Stormwater Drainage
The new parking lot will drain to the existing catch basins and closed drainage system. New manholes will
direct the stormwater to retention galleries constructed beneath the new parking lot. The retention galleries will
provide stormwater cleaning and recharging to groundwater via infiltration. In accordance with the RFP, the
new parking lot stormwater design will be regulated by RIDEM and, thus, the stormwater design will meet the
requirements of the RIDEM “Rhode Island Storm Water Design and Installation Standards Manual” dated
December 2010.
In accordance with RIDEM, the Project is defined as a redevelopment site with more than 40% impervious
coverage and, therefore, Standards 2, 3, and 7-11 will be addressed to the extent practical. Recharge and
stormwater quality will be managed by providing on-site structural best management practices (BMPs) to
provide recharge and water quality management for at least 50% of redeveloped area.
The Project site has been divided into nine subcatchments for the Pre-Developed (Pre) analysis and Post-
Developed (Post) analysis. For the purpose of this analysis, the Pre site analysis contains subcatchments one
through nine (C1 through C9) and the Post site analysis contains subcatchments 10 through 90 (C10 through
C90). The subcatchment limits and groundcover determinations have been determined based on the results of
the existing conditions survey.
HydroCAD, which is based upon the Soil Conservation Service’s (1986) revised Technical Release 55 (TR-55),
was used for the determination of run-off volumes, peak discharge rates, and storage requirements. The
HydroCAD reports for the Pre and Post conditions are located in Appendix A.
The Project site has been analyzed using HydroCAD and by determining Design Points (DPs) such that the Pre
and Post conditions can be compared at the same point. The DPs assigned to this analysis are Design Point “A”
(DPA), Design Point “B” (DPB), and Design Point “C” (DPC). DPA is associated with C1 and C10 which drain

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through a 12-inch clay pipe; DPB is associated with C2 through C8 and C20 through C80 which drain through a
24-inch reinforced concrete pipe (RCP); and DPC is associated with C9 and C90 which drain through a 10-inch
RCP. Refer to Drawings C-901 through C-904 and the Pre and Post subcatchment worksheets in Appendix A
for more information.
Due to the depth of the existing drainage system and the need to match the existing grading arrangement in
order to maintain the hydrology of each subcatchment, it is not practical to provide a Low Impact Development
(LID) Qualifying Pervious Area (QPA) for this project. However, an overall reduction in impervious area has
been accomplished. Under Pre conditions, there are 98,125 square feet of impervious area and under Post
conditions there are 95,240 square feet of impervious area for an overall reduction of 2,885 square feet of
impervious area.
The applicable RIDEM Standards are listed below.
 Standard 2 – Groundwater: Stormwater will be recharged within the same subcatchment to maintain
base flow at the pre-development recharge levels to the maximum extent practicable. In accordance
with this standard, the recharge will be accomplished within 72 hours and the bottom of the infiltration
gallery will be located a minimum of two (2) feet above the groundwater elevation. The stormwater
recharge requirement (Rev) is based on the Post impervious area. The Rev will be calculated based on
the impervious area within each Post subcatchment. The Hydrologic Soil Group (HSG) of C for
calculating Rev has been determined based on a report entitled “Custom Soil Resource Report for State
of Rhode Island: Bristol, Kent, Newport, Providence, and Washington Counties” (Soils Report) dated
January 14, 2014 and included with the calculations in Appendix A. The resultant Rev has been
determined to be 203 cubic feet for C10 and 789 cubic feet for C20 through C80. C90 does not require
Rev due to a lack of impervious area. As can be seen in the Post HydroCAD report, the 1” rainfall
event for C10 produces 0.035 acre-feet (1,525 cubic feet) of run-off and for C20 through C80 produces
0.133 acre-feet (5,793 cubic feet) of run-off. For C10, a portion of the 1,525 cubic feet of run-off will
be diverted into Retention Gallery 1 (RG1) for infiltration. For C20 through C80, a portion of the 5,793
cubic feet of run-off will be diverted into Retention Gallery 2 for infiltration. In the event RG1 or RG2
reaches their limit, an overflow device will direct the excess stormwater to the existing drainage system
where it will continue to move off-site. Refer to the drawings (submitted under separate cover) and
Appendix A for more information. Refer to Standard 3 below for compliance determination.
 Standard 3 – Water Quality: The Water Quality Volume (WQV) will be treated before discharge. In
accordance with this standard, an appropriately sized Water Quality Inlet (WQI) has been selected to
meet this standard. The WQV is based on the Post impervious area. For C10, the WQV has been
determined to be 811 cubic feet and for C20 through C80 the WQV has been determined to be 3,157
cubic feet. Both of these values represent a 50% reduction in run-off in order to demonstrate capture
and treatment of 50% of the Post impervious area. C90 does not require WQV due to a lack of
impervious area. As stated above, the 1” rainfall event for C10 produces 0.035 acre-feet (1,525 cubic
feet) of run-off and for C20 through C80 produces 0.133 acre-feet (5,793 cubic feet) of run-off. For
C10, the 811 cubic feet portion of the 1,525 cubic feet of run-off will be diverted into Water Quality
Inlet 1 (WQI 1) for treatment then conveyance into RG1 for infiltration. For C20 through C80, the
3,157 cubic feet portion of the 5,793 cubic feet of run-off will be diverted into WQI 2 for treatment then
conveyance into RG2 for infiltration. Standard 3 stipulates that Rev is contained within WQV. The
resultant Rev and WQV volumes are then 811 cubic feet for C10 and 3,157 cubic feet for C20 through
C80. RG1 has been sized to store and infiltrate 0.019 acre-feet (827 cubic feet) and RG2 has been sized
to store and infiltrate 0.078 acre-feet (3,398 cubic feet). Given these results, Standards 2 and 3 have
been met. Refer to Appendix A for more information.
 Standard 7 – Pollution Prevention: A recommended Storm Water Pollution Prevention Plan (SWPPP) is
included in Appendix E. All development sites require the use of source control and pollution
prevention measures to minimize the impact that the land use may have on storm water runoff quality.
These measures have been outlined in the SWPPP. The report describes pollution prevention

Watermark
techniques that will be implemented to the extent practical in order to prevent pollutants from coming
into contact with storm water runoff.
 Standard 8 – Land Use with Higher Potential Pollutant Loads: This standard is not applicable to this
Project.
 Standard 9 – Illicit Discharges: This standard is not applicable to this Project.
 Standard 10 – Construction Erosion and Sedimentation Control: Refer to Drawings C-113 and C-114
for the recommended Erosion and Sedimentation Control practices. A Stormwater Pollution Control
Plan (SWPCP) will be developed as per the EPA and RIPDES requirements and will be submitted to
Naval Station Newport for permitting efforts prior to construction activities.
 Standard 11 – Stormwater Management System Operation and Maintenance: A recommended
Stormwater Management System Operation and Maintenance schedule is included in Appendix F.
4.5.4 Electrical Distribution
The electrical service into Building A63 will not be altered or interrupted due to this project.
4.5.5 Natural Gas
The natural gas service into Building A63 will not be altered or interrupted due to this project.
4.5.6 Site Communication and Security
The communications and security services into Building A63 will not be altered or interrupted due to this
project.
4.6 Miscellaneous Features
Additional site features include the repair and/or the replacement of a double leaf gate and chain link fencing at
the southwest entrance to the Project. The location of an area for the parking of a tractor trailer has been
provided and the pavement in this area will be of a heavy duty pavement section for durability. Bollards have
been included to protect the at grade air conditioning unit along the south wall of Building 13 and wheel stops
have been provided in parking stalls to protect Building 13 from vehicle strikes.
4.7 Permitting
Below is a summary of the permits identified as being required for the Project.
 Water Pollution, Stormwater Management Discharge Permit, General NPDES (> 1 acre disturbance) –
Construction activities will disturb more than one acre. A National Pollutant Discharge Elimination
System (NPDES) General Permit is required for the Discharge of Stormwater and Dewatering
Wastewaters from Construction Activities from the RIDEM as Rhode Island is a NPDES delegated state
with general permitting authority. A SWPCP will be developed as per the EPA and RIPDES
requirements.
 Water Quality Certification – Coverage under RIPDES Stormwater Discharge Permit.
 Other Permits, Digging Permit – A permit is required for all excavation work. The permit is issued by
Naval Station Newport.
Consistent with the requirements in the NAVFAC Project Program requirements, Watermark will not take
action to apply for and obtain any of the permits listed above.

Watermark
5.0 STRUCTURAL
5.1 General
The concrete retaining wall was inspected on May 20, 2014 by Dankers Structural Consulting, LLC. The
purpose of the investigation was to assess the structural condition of the existing retaining wall in the parking lot
of Building A63. The wall inspection was a visual inspection of the wall without exploratory demolition. The
wall is a curved concrete retaining wall that varies in height. Adjacent to Building A63 the wall retains
approximately four feet of soil and tappers down to flush with grade along a distance of approximately 96 feet.
The top of the wall extend approximately 12 inches above the high side grade along the length of the wall.
5.2 Findings
The top of the wall extending above the high side grade is cracked and spauling exposes the steel reinforcement.
The face of the wall has horizontal cracks along the length of the wall. The wall face cracks have deposits of
white efflorescent material presumably created from water seeping through the wall cracks. Along the curve of
the wall, a vertical reinforcing bar is exposed due to zero concrete cover. This appears to have occurred during
construction. Along the face of the wall, the concrete is bulging and sounding the concrete reveals that the
surface is delaminating.
5.3 Recommendations
The wall is vertically plumb and retains soil but is deteriorating. In general, the top of the wall and vertical
surface are in poor condition.
The loose concrete along the top wall curb and vertical surface will be removed and replaced. Large cracks will
be routed out and repaired with an injected repair adhesive suitable for exterior conditions. The back of the wall
will be exposed and waterproofed. The weep holes will be cleaned out and backed with a bed of crushed stone
wrapped in geotechnical cloth.

Watermark
6.0 ENGINEERING CONSIDERATIONS AND INSTRUCTIONS
Engineering considerations and instructions pertaining to the work are outlined below.
6.1 Engineering Considerations
The engineering considerations listed below were considered during the design process.
 Understanding of the client needs and contract requirements.
 Review of applicable code requirements.
 Establish locations for proposed features and equipment.
 Phasing of the Project to permit use of a minimum of one half the existing parking area at a time. The
Project will be divided into two phases to permit use of one half the existing parking. Phase 1 will
include the north half of the site while Phase 2 will include the south half of the site. This will permit
operational access to Building A63 during re-construction of the parking lot and access road surfaces.

Watermark
APPENDIX A
Civil Calculations

2"CHERRY
DMH
RIM= 16.25
INV.1=12.25
INV.2=12.25
DEPTH=12.25
SMH
RIM= 25.10
INV.1=22.48
INV.2=22.48
DEPTH=22.48SMH
RIM= 24.80
INV.1=21.73
INV.2=22.63
INV.3=21.73
DEPTH=21.73
SMH
RIM= 24.50
INV.1=20.08
INV.2=20.03
INV.3=20.50
DEPTH=20.03
SMH
RIM= 24.78
INV.1=12.88
INV.2=18.28
INV.3=12.98
INV.4=15.18
INV.5=16.08
CB-3
RIM= 24.24
DEPTH=16.39
INV.1=18.44
INV.2=20.39
CB-2
RIM= 24.80
DEPTH=18.46
INV.1=21.01
INV.2=20.81
CB
RIM= 28.31
DEPTH=25.01
INV.1=25.01
CB
RIM= 29.11
DEPTH=26.16
INV.1=NPV
FULL OF DEBRIS
CB
RIM= 24.40
DEPTH=23.10
INV.1=NPV
FULL OF DEBRIS
CB-1
RIM= 23.57
DEPTH=14.57
INV.1=14.67
INV.2=18.92
CB
RIM= 13.26
DEPTH=8.86
INV.1=10.91
CB
RIM= 13.41
DEPTH=10.11
INV.1=10.11
INV.2=10.11
CB
RIM= 13.36
DEPTH=9.36
INV.1=9.86
INV.2=9.66
INV.3=11.01
TBM B
EL=31.07'
FLAT NAIL
SET IN UP
TBM C
EL=16.40'
FLAT NAIL
SET IN UP
1
21
2
3
1
1
2
1
1
2
21
UPNO#
UPNO#
UP#110
UPNO#
UP#286
FDC
FFE=25.23'
FFE=25.24'
FFE=28.09'
FFE=25.35'
FFE=25.13'
FFE=25.05'
FF
12"RCP
15"RCP
8"RCP
8"RCP
12"RCP
6"PVC
12"HDPE
8"CLAY
12"CLAY1
2
15"CLAY
30"PVC
1
2
3
5
4
30"CLAY
6"PVC
8"CLAY
6"PVC
1
2
3
8"CLAY
1
2
3
6"PVC
8"PVC
8"PVC
1
2
8"PVC
16
17
1819
20
21
22
23
24
24
24
24
24
26
27
28
26
27
25
15
16
17
18
19
20
21
22
23
24
25
26
27
28
24
24
23
22
21
20
19
17
18
CC
CC
LOADINGDOCK
EOP
STEPS
STEPS
EOP
EOP
BIT.
PARKING
BIT.
PARKING
GRAVEL/
BROKENPAVEMENT
EOC
RRTRACKS
VGCCONC.PLANTER
WRW
EOP
CONC.
PAD
EOP
CRW
CONC.
PAD
COMM.
PIT
COMM.
PIT
GARAGE
BUILDING A63
EOG
SYL
STL
UPNO#
FFE=25.25'VIF
DESIGN POINT "A"
REPLACEPARKINGLOT
BUILDINGA-63
NAVALFACILITIESENGINEERINGCOMMAND
PLAN
NORTH
C-901
NOTES:
1. EXISTING CONDITIONS SHOWN HEREON FROM AN ON THE GROUND
SURVEY CONDUCTED BY WSP ON APRIL 10, 2014.
2. THE HORIZONTAL DATUM IS RHODE ISLAND STATE PLANE NAD 83 AND THE
VERTICAL DATUM IS NAVD 88.
www.wspgroup.com
155 Main Dunstable Rd. Suites 120 & 125 Nashua, NH 03060 603.595.7900
LEGEND:
SUBCATCHMENT NUMBER
SUBCATCHMENT LIMITS

5"CEDAR
20"OAK
18"OAK
20"OAK
36"BEECH
11"CEDAR
16"OAK
10"OAK
2"CHERRY
20"OAK
18"OAK
15"OAK
DMH
RIM= 16.68
INV.1=10.28
INV.2=10.28
INV.3=10.38
DEPTH=10.28
DMH
RIM= 28.16
INV.1=21.46
INV.2=21.66
INV.3=ABANDONED
DEPTH=21.46
DMH
RIM= 29.16
INV.1=CNO
INV.2=21.86
INV.3=21.76
DEPTH=21.36
DMH
RIM= 16.17
INV.1=9.37
INV.2=10.27
INV.3=9.37
DMH
RIM= 15.80
INV.1=8.35
INV.2=8.35
INV.3=8.35
SMH
RIM= 25.10
INV.1=22.48
INV.2=22.48
DEPTH=22.48SMH
RIM= 24.80
INV.1=21.73
INV.2=22.63
INV.3=21.73
DEPTH=21.73
CB
RIM= 29.08
DEPTH=19.08
INV.1=24.58
INV.2=22.28
INV.3=24.58
INV.4=22.08
INV
CB
RIM= 13.36
DEPTH=9.36
INV.1=9.86
INV.2=9.66
INV.3=11.01
CB-11
RIM= 14.62
DEPTH=8.52
INV.1=10.17
INV.2=10.07
CB-10
RIM= 15.60
DEPTH=9.45
INV.1=9.50
INV.2=9.45
CB-9
RIM= 16.21
DEPTH=8.76
INV.1=9.21
INV.2=12.51
CB-8
RIM= 18.62
DEPTH=8.72
INV.1=9.17
INV.2=11.92
INV.3=14.02
CB-7
RIM= 18.38
DEPTH=9.38
INV.1=13.53
INV.2=14.71
CB-6
RIM= 22.66
DEPTH=14.96
INV.1=15.06
INV.2=17.16
CB-5
RIM= 23.57
DEPTH=16.57
INV.1=17.07
INV.2=17.17
INV.3=17.17
CB-4
RIM= 24.05
DEPTH=15.55
INV.1=17.35
INV.2=17.45
INV.3=NPV
TBM A
EL=31.82'
CHISELED SQUARE
ON CONC. BASE
TBM D
EL=21.51'
FLAT NAIL
SET IN UP
CB
RIM= 13.36
DEPTH=10.91
INV.1=11.31
INV.2=11.11
INV.3=11.41
2
3
1
1
2
3
1
2
1
2
1
2
1
2
3
2
1
21
4
1
2
3
1
2
1
2
3
UPNO#
UPNO#
UP#284
UP#83
UP#282
UP#281
FDC
FDC
FDC
FDC
FFE=25.23'
FFE=25.24'
FFE=25.05'
FFE=25.15'
FFE=25.28'
FFE=25.18'
FFE=25.12'
FFE=25.22'
FFE=25.20'
FFE=25.26'
FFE=25.23'
FFE=25.12'
8"RCP
6"CLAY
8"RCP
6"CLAY10"RCP
10"RCP
10"RCP
10"CI
12"RCP
RCP
18"RCP
12"RCP
12"RCP
12"RCP
15"RCP
4"PVC
18"HDPE
18"HDPE
4"PVC
1
2
3
18"CLAY
1
2
3
24"CLAY
1
2
3
33"RCP
33"RCP33"RCP
33"RCP
4"PVC
36"HDPE
1
2
3
36"HDPE1
2
3
1
8"PVC
25
26
27
28
30
24
24
23
22
21
20
18
17
16
15
28
27
26
24
22
21
19
20
17
CC
CC
BC
EOC
CONC.
PAD
CONC.
PAD
PROPANE
TANK
EOC
CONC.PAD
W/TRANSFORMER
CRW
CRW
EOP
WOODDECK
STEPS
STEPS
BROKEN PAVEMENTGRAVEL
BIT.
PARKING
VGC
VGC
EOP
CC
CONC.PLANTER
COMM.
PIT
CONC.
PAD
STEPS
CRW
CRW
BUILDING A63
CODDINGTON WAY
EOG
SYL
STL
24"
29
3
DESIGN POINT "C"
DESIGN POINT "B"
REPLACEPARKINGLOT
BUILDINGA-63
NAVALFACILITIESENGINEERINGCOMMAND
PLAN
NORTH
C-902
www.wspgroup.com
155 Main Dunstable Rd. Suites 120 & 125 Nashua, NH 03060 603.595.7900
NOTES:
1. EXISTING CONDITIONS SHOWN HEREON FROM AN ON THE
GROUND SURVEY CONDUCTED BY WSP ON APRIL 10, 2014.
2. THE HORIZONTAL DATUM IS RHODE ISLAND STATE PLANE
NAD 83 AND THE VERTICAL DATUM IS NAVD 88.
LEGEND:
SUBCATCHMENT NUMBER
SUBCATCHMENT LIMITS

Total Area 122954 Sq. Feet 2.82 Acres
Pre‐Development
Subcatchments Sq. Feet Acres
C1 20273.00 0.465 Sq. Feet Acres
TO DESIGN POINT "A" Pave 18754.00 0.431 Impervious Area (I) 19463.00 0.447
Roof 709.00 0.016 % Impervious 96 %
Grass 810.00 0.019
Gravel 0.00 0.000
20273.00
C2 20819.00 0.478
Pave 12618.00 0.290 Impervious Area (I) 19464.00 0.447
Roof 6846.00 0.157 % Impervious 93 %
Grass 1355.00 0.031
20819.00
C3 23718.00 0.544
Roof 15239.00 0.350 % Impervious 91 %
Grass 2057.00 0.047
23718.00
C4 7836.00 0.180
Roof 4320.00 0.099 % Impervious 80 %
Grass 1569.00 0.036
7836.00
C5 3609.00 0.083
Grass 0.00 0.000
3609.00
C6 7579.00 0.174
Grass 1689.00 0.039
7579.00
C7 2549.00 0.059
Grass 0.00 0.000
2549.00
C8 19335.00 0.444
TO DESIGN POINT "B" Pave 19222.00 0.441 Impervious Area (I) 19222.00 0.441
Grass 0.00 0.000
Gravel 113.00 0.003
19335.00
C9 17235.00 0.396
TO DESIGN POINT "C" Pave 0.00 0.000 Impervious Area (I) 0.00 0.000
Roof 0.00 0.000 % Impervious %
Grass 16526.00 0.379
Gravel 709.00 0.016
17235.00
Total 122953.00 2.823 Impervious Area (I) 98125.00 2.253
% Impervious 80 %

C1
Subcatchment 1
C2
Subcatchment 2
C3
Subcatchment 3
C4
Subcatchment 4
C5
Subcatchment 5
C6
Subcatchment 6
C7
Subcatchment 7
C8
Subcatchment 8
C9
Subcatchment 9
CB1
CB
CB-1
CB2
CB
CB-2
CB3
CB
CB-3
CB4
CB
CB-4
CB5
CB
CB-5
CB6
CB
CB-6
CB7
CB
CB-7
CB8
CB
CB-8
CB9
CB
CB-9
Drainage Diagram for 10408-07 BA63 Pre-Developed
Prepared by Microsoft, Printed 5/7/2014
HydroCAD® 9.10 s/n 02940 © 2010 HydroCAD Software Solutions LLC
Subcat Reach Pond Link

10408-07 BA63 Pre-Developed
Printed 5/7/2014Prepared by Microsoft
Page 2HydroCAD® 9.10 s/n 02940 © 2010 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
0.551 79 50-75% Grass cover, Fair, HSG C (C1, C2, C3, C4, C6, C9)
0.019 89 Gravel roads, HSG C (C8, C9)
1.630 98 Paved parking, HSG C (C1, C2, C3, C4, C5, C6, C7, C8)
0.622 98 Unconnected roofs, HSG C (C1, C2, C3, C4)
2.823 TOTAL AREA

Soil Listing (all nodes)
Area
(acres)
Soil
Group
Subcatchment
Numbers
0.000 HSG A
0.000 HSG B
2.823 HSG C C1, C2, C3, C4, C5, C6, C7, C8, C9
0.000 HSG D
0.000 Other
2.823 TOTAL AREA

Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Diam/Width
(inches)
Height
(inches)
Fill
(inches)
1 CB1 14.67 12.25 68.0 0.0356 0.011 12.0 0.0 0.0
2 CB2 20.81 20.39 84.0 0.0050 0.011 12.0 0.0 0.0
3 CB3 18.44 17.45 195.0 0.0051 0.011 15.0 0.0 0.0
4 CB4 17.35 17.17 140.0 0.0013 0.011 12.0 0.0 0.0
5 CB5 17.07 16.85 44.0 0.0050 0.011 12.0 0.0 0.0
6 CB6 15.06 14.02 104.0 0.0100 0.011 18.0 0.0 0.0
7 CB7 13.53 11.92 35.0 0.0460 0.011 12.0 0.0 0.0
8 CB8 9.17 8.35 70.0 0.0117 0.011 24.0 0.0 0.0
9 CB9 9.21 9.11 20.0 0.0050 0.011 10.0 0.0 0.0

Type III 24-hr 1 inch Rainfall=1.20"10408-07 BA63 Pre-Developed
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Runoff Area=20,273 sf 96.00% Impervious Runoff Depth>0.89"SubcatchmentC1: Subcatchment1
Flow Length=180' Slope=0.0117 '/' Tc=6.0 min CN=97 Runoff=0.46 cfs 0.035 af
Flow Length=205' Tc=6.0 min CN=98 Runoff=0.47 cfs 0.036 af
Peak Elev=15.01' Inflow=0.46 cfs 0.035 afPond CB1: CB-1
12.0" Round Culvert n=0.011 L=68.0' S=0.0356 '/' Outflow=0.46 cfs 0.035 af

Total Runoff Area = 2.823 ac Runoff Volume = 0.179 af Average Runoff Depth = 0.76"
20.19% Pervious = 0.570 ac 79.81% Impervious = 2.253 ac

Summary for Subcatchment C1: Subcatchment 1
Runoff = 0.46 cfs @ 12.09 hrs, Volume= 0.035 af, Depth> 0.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr 1 inch Rainfall=1.20"
Area (sf) CN Description
18,754 98 Paved parking, HSG C
709 98 Unconnected roofs, HSG C
810 79 50-75% Grass cover, Fair, HSG C
0 89 Gravel roads, HSG C
20,273 97 Weighted Average
810 4.00% Pervious Area
19,463 96.00% Impervious Area
709 3.64% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0117 0.98 Sheet Flow, First 50
Smooth surfaces n= 0.011 P2= 3.30"
1.0 130 0.0117 2.20 Shallow Concentrated Flow, Paved
Paved Kv= 20.3 fps
1.8 180 Total, Increased to minimum Tc = 6.0 min
Subcatchment C1: Subcatchment 1
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.52
0.5
0.48
0.46
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Type III 24-hr 1 inch
Rainfall=1.20"
Runoff Area=20,273 sf
Runoff Volume=0.035 af
Runoff Depth>0.89"
Flow Length=180'
Slope=0.0117 '/'
Tc=6.0 min
CN=97
0.46 cfs

6,846 98 Unconnected roofs, HSG C
1,355 79 50-75% Grass cover, Fair, HSG C
1,355 6.51% Pervious Area
6,846 35.17% Unconnected
0.7 50 0.0190 1.19 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Rainfall=1.20"
Runoff Depth>0.89"
Flow Length=85'
Slope=0.0190 '/'
Tc=6.0 min
CN=97
0.48 cfs

0.7 50 0.0170 1.14 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Rainfall=1.20"
Runoff Depth>0.81"
Flow Length=117'
Slope=0.0170 '/'
Tc=6.0 min
CN=96
0.50 cfs

0.7 50 0.0170 1.14 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.15
0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0
Rainfall=1.20"
Runoff Depth>0.67"
Flow Length=85'
Slope=0.0170 '/'
Tc=6.0 min
CN=94
0.14 cfs

0.8 50 0.0150 1.08 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.095
0.09
0.085
0.08
0.075
0.07
0.065
0.06
0.055
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
0
Rainfall=1.20"
Runoff Depth>0.98"
Flow Length=55'
Slope=0.0150 '/'
Tc=6.0 min
CN=98
0.09 cfs

0.9 50 0.0100 0.92 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.15
0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0
Rainfall=1.20"
Runoff Depth>0.67"
Flow Length=180'
Slope=0.0100 '/'
Tc=6.0 min
CN=94
0.13 cfs

0.7 50 0.0200 1.22 Sheet Flow, First 50
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.07
0.065
0.06
0.055
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
0
Rainfall=1.20"
Runoff Depth>0.98"
Flow Length=50'
Slope=0.0200 '/'
Tc=6.0 min
CN=98
0.06 cfs

0.6 50 0.0250 1.33 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Rainfall=1.20"
Runoff Depth>0.98"
Flow Length=205'
Tc=6.0 min
CN=98
0.47 cfs

0 98 Paved parking, HSG C
4.4 50 0.0350 0.19 Sheet Flow, First 50
Grass: Short n= 0.150 P2= 3.30"
1.6 290 0.0350 3.01 Shallow Concentrated Flow, Unpaved
Unpaved Kv= 16.1 fps
6.0 340 Total
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Rainfall=1.20"
Runoff Depth>0.13"
Flow Length=340'
Slope=0.0350 '/'
Tc=6.0 min
CN=79
0.03 cfs

Summary for Pond CB1: CB-1
Inflow Area = 0.465 ac, 96.00% Impervious, Inflow Depth > 0.89" for 1 inch event
Inflow = 0.46 cfs @ 12.09 hrs, Volume= 0.035 af
Outflow = 0.46 cfs @ 12.09 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min
Primary = 0.46 cfs @ 12.09 hrs, Volume= 0.035 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 15.01' @ 12.09 hrs
Flood Elev= 23.57'
Device Routing Invert Outlet Devices
#1 Primary 14.67' 12.0" Round Culvert
L= 68.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 14.67' / 12.25' S= 0.0356 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=0.45 cfs @ 12.09 hrs HW=15.00' (Free Discharge)
1=Culvert (Inlet Controls 0.45 cfs @ 1.97 fps)
Pond CB1: CB-1
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Inflow Area=0.465 ac
Peak Elev=15.01'
12.0"
Round Culvert
n=0.011
L=68.0'
S=0.0356 '/'
0.46 cfs
0.46 cfs

Peak Elev= 21.19' @ 12.09 hrs
Flood Elev= 23.66'
Primary OutFlow Max=0.47 cfs @ 12.09 hrs HW=21.18' TW=18.96' (Dynamic Tailwater)
1=Culvert (Barrel Controls 0.47 cfs @ 2.60 fps)
Pond CB2: CB-2
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Peak Elev=21.19'
12.0"
Round Culvert
n=0.011
L=84.0'
S=0.0050 '/'
0.48 cfs
0.48 cfs

Peak Elev= 18.97' @ 12.10 hrs
Flood Elev= 24.24'
1=Culvert (Outlet Controls 0.93 cfs @ 2.85 fps)
Pond CB3: CB-3
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
1
0
Peak Elev=18.97'
15.0"
Round Culvert
n=0.011
L=195.0'
S=0.0051 '/'
0.98 cfs
0.98 cfs

Peak Elev= 18.12' @ 12.09 hrs
Flood Elev= 24.05'
Pond CB4: CB-4
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
1
0
Peak Elev=18.12'
12.0"
Round Culvert
n=0.011
L=140.0'
S=0.0013 '/'
1.12 cfs
1.12 cfs

Peak Elev= 17.73' @ 12.09 hrs
Flood Elev= 23.57'
Pond CB5: CB-5
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
1
0
Peak Elev=17.73'
12.0"
Round Culvert
n=0.011
L=44.0'
S=0.0050 '/'
1.21 cfs
1.21 cfs

Peak Elev= 15.58' @ 12.09 hrs
Flood Elev= 22.66'
Pond CB6: CB-6
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
1
0
Peak Elev=15.58'
18.0"
Round Culvert
n=0.011
L=104.0'
S=0.0100 '/'
1.34 cfs
1.34 cfs

Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 0.98" for 1 inch event
Peak Elev= 13.65' @ 12.09 hrs
Flood Elev= 18.38'
Pond CB7: CB-7
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.07
0.065
0.06
0.055
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
0
Peak Elev=13.65'
12.0"
Round Culvert
n=0.011
L=35.0'
S=0.0460 '/'
0.06 cfs
0.06 cfs

Peak Elev= 9.74' @ 12.09 hrs
Flood Elev= 18.62'
Pond CB8: CB-8
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
2
1
0
Peak Elev=9.74'
24.0"
Round Culvert
n=0.011
L=70.0'
S=0.0117 '/'
1.88 cfs
1.88 cfs

Peak Elev= 9.31' @ 12.16 hrs
Flood Elev= 16.21'
Pond CB9: CB-9
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Peak Elev=9.31'
10.0"
Round Culvert
n=0.011
L=20.0'
S=0.0050 '/'
0.03 cfs
0.03 cfs

Type III 24-hr 10-Year Rainfall=4.90"10408-07 BA63 Pre-Developed
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Flow Length=205' Tc=6.0 min CN=98 Runoff=2.08 cfs 0.172 af

Total Runoff Area = 2.823 ac Runoff Volume = 0.999 af Average Runoff Depth = 4.25"
20.19% Pervious = 0.570 ac 79.81% Impervious = 2.253 ac

Type III 24-hr 10-Year Rainfall=4.90"
709 3.64% Unconnected
0.8 50 0.0117 0.98 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
2
1
0
Type III 24-hr 10-Year
Rainfall=4.90"
Runoff Depth>4.54"
Flow Length=180'
Slope=0.0117 '/'
Tc=6.0 min
CN=97
2.16 cfs

0.7 50 0.0190 1.19 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
2
1
0
Rainfall=4.90"
Runoff Depth>4.54"
Flow Length=85'
Slope=0.0190 '/'
Tc=6.0 min
CN=97
2.22 cfs

0.7 50 0.0170 1.14 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
2
1
0
Rainfall=4.90"
Runoff Depth>4.43"
Flow Length=117'
Slope=0.0170 '/'
Tc=6.0 min
CN=96
2.51 cfs

0.7 50 0.0170 1.14 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.9
0.85
0.8
0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Rainfall=4.90"
Runoff Depth>4.21"
Flow Length=85'
Slope=0.0170 '/'
Tc=6.0 min
CN=94
0.81 cfs

0.8 50 0.0150 1.08 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.42
0.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Rainfall=4.90"
Runoff Depth>4.66"
Flow Length=55'
Slope=0.0150 '/'
Tc=6.0 min
CN=98
0.39 cfs

0.9 50 0.0100 0.92 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.85
0.8
0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Rainfall=4.90"
Runoff Depth>4.21"
Flow Length=180'
Slope=0.0100 '/'
Tc=6.0 min
CN=94
0.78 cfs

0.7 50 0.0200 1.22 Sheet Flow, First 50
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Rainfall=4.90"
Runoff Depth>4.66"
Flow Length=50'
Slope=0.0200 '/'
Tc=6.0 min
CN=98
0.27 cfs

0.6 50 0.0250 1.33 Sheet Flow, First 50
Paved Kv= 20.3 fps
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
2
1
0
Rainfall=4.90"
Runoff Depth>4.66"
Flow Length=205'
Tc=6.0 min
CN=98
2.08 cfs

0 98 Paved parking, HSG C
4.4 50 0.0350 0.19 Sheet Flow, First 50
Grass: Short n= 0.150 P2= 3.30"
1.6 290 0.0350 3.01 Shallow Concentrated Flow, Unpaved
Unpaved Kv= 16.1 fps
6.0 340 Total
Runoff
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
1
0
Rainfall=4.90"
Runoff Depth>2.71"
Flow Length=340'
Slope=0.0350 '/'
Tc=6.0 min
CN=79
1.24 cfs

Inflow Area = 0.465 ac, 96.00% Impervious, Inflow Depth > 4.54" for 10-Year event
Peak Elev= 15.50' @ 12.09 hrs
Flood Elev= 23.57'
Pond CB1: CB-1
Inflow
Primary
Hydrograph
Time (hours)
2423222120191817161514131211109876543210
Flow(cfs)
2
1
0
Peak Elev=15.50'
12.0"
Round Culvert
n=0.011
L=68.0'
S=0.0356 '/'
2.16 cfs
2.16 cfs

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