hydrologic-hydraulic study - pr.gov structure. sizes of the required storage and hydraulic...
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HYDROLOGIC-HYDRAULIC STUDY “ISABELLA OCEAN RESIDENCES”
ISLA VERDE, CAROLINA, PR
1 INTRODUCTION
1.1 Project Description and Location Isabella Ocean Residences is a residential development to be constructed on a 0.925-
acre parcel located on Isla Verde Avenue in the municipality of Carolina. Figure 1 shows
the project location on the San Juan topographic quadrangle. The project will consist of a
multi-story building with common areas, recreational spaces and a multi-level
underground parking lot. The site is presently occupied by a single-family residence
and a parking lot that will be demolished to develop the residential project.
1.2 Scope and Purpose of Study This document constitutes the hydrologic-hydraulic study for the proposed project.
It has been undertaken to determine the required stormwater detention volume for the
proposed development to comply with Puerto Rico Planning Board Regulation #3,
section 15, which requires that peak site runoff under the proposed condition not exceed
the existing condition peak discharge. It also provides the hydraulic dimensions for the
stormwater control structure. This report should be used as the basis for civil design of
the project.
1.3 Report Limitations and Warnings It shall be the responsibility of the site engineer or the project’s geotechnical
consultant to adapt the hydraulic design recommendations to the soil and other
conditions at the site in any matters concerning slope stability, conflicts with other
infrastructure, etc.
1.4 Authorization Mr. Joel Katz, President of IJK Inc., has authorized preparation of this report, in
representation of the owner, through an agreement with Gregory Morris Engineering.
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1.5 Personnel Involved in Project The professionals of Gregory Morris Engineering involved in the realization of this
study were:
Gregory L. Morris P.E.
José D. Miranda P.E.
The following parties were involved in the project:
Designer: LRA Architects
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2 STUDY AREA DESCRIPTION
2.1 Topography and Water Bodies Site elevations range between 2.67 m and 3.24 m (msl). Due to topographic
characteristics runoff generated on the site drains superficially toward Isla Verde
Avenue and enters the storm sewer system though a curb inlet adjacent to the site’s
existing entrance. No offsite runoff enters the property. There are no water bodies or
sinkholes on the site, but the Atlantic Ocean borders the site on the north. Figure 2
shows the topographic features of the site.
2.2 Prior Studies The Isabella Ocean Residences site is classified as Zone -X in the FEMA Flood
Insurance Rate Map (FIRM). A copy of the FEMA Floodway map (Panel 52, revised June
2, 1999) is presented as Figure 3. The project area is not classified as floodable by the
Puerto Rico Planning Board Flood Zoning Map (see Figure 4). The regulatory flood
elevation presented on the maps is 2.40 m-msl due to storm surge. There are no prior
hydrologic-hydraulic studies for the site.
2.3 Field Data This study uses topographic survey data provided by Surveyor Eugenio López
Encarnación. The survey was performed during the month of June 2003 and is
referenced to mean sea level. A copy of the topographic data is included in the back
pocket of this report.
2.4 Field Visit The site was visited during the month of November, 2003. Observed conditions are
summarized below.
• The site consists of two properties. The east property consists of a single residence
with significant green area. The west property is a paved parking lot.
• There is no storm sewer system on the site. The ground slopes to the south and
runoff generated at the site drains superficially toward Isla Verde Avenue. This
runoff reaches the Isla Verde Avenue storm sewer system through a curb inlet
located close to the site’s entrance.
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3 STUDY APPROACH
3.1 Conceptualization of the Hydraulic System The hydraulic system for the existing condition was conceptualized as one on-site
basin (representing the project site) draining to a node (representing the curb inlet at Isla
Verde Avenue) where the peak discharge produced by the basin was determined. For
the post-development condition, land use parameters and drainage patterns were
altered to account for the proposed site plan and change in hydrologic parameters at the
site, plus the proposed detention structures.
3.2 Study Approach and Methodology A detention analysis requires the generation of storm hydrographs showing the
variation of runoff over time. The runoff hydrographs in this analysis were generated
using the Soil Conservation Service unit hydrograph methodology as implemented in
the ICPR model.
Detention volume temporarily stores runoff and releases it more slowly through a
hydraulic structure. Sizes of the required storage and hydraulic configuration of the
outlet structure were determined by hydrologic and hydraulic modeling, comparing
existing and proposed condition runoff hydrographs at the point of analysis.
The study has been performed using the ICPR unsteady flow hydrologic-hydraulic
modeling system (Streamline Technologies v3.0, Winter Park, Florida). The ICPR model
dynamically routes stormwater through open channels, closed conduits and detention
ponds. The program’s solution algorithm allows it to simulate a variety of complex
conveyance systems. Each node in ICPR represents a control volume. Change in
storage for each node is calculated based on the difference between inflows and
outflows at each time step during the simulation period. The change in storage is used
to determine elevations at each node at the end of each time step. Flow through each
link is calculated from the known elevations at each end of the link and the hydraulic
properties of the link.
The hydrologic and hydraulic analysis was performed to determine the discharge
hydrographs for 2-, 10-, and 100- year return intervals storms from the area under
existing and proposed land use conditions.
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4 HYDROLOGIC ANALYSIS
4.1 Curve Number and Time of Concentration Soils in the area were not surveyed in the Soil Survey of San Juan Area of Puerto
Rico (Boccheciamp, 1977) because it is an urban area. Figure 5 shows a partial
reproduction of the soil survey where the project is located. Soil classification was
adopted from the geotechnical exploration performed at the site area by Geo-
Engineering and site inspection. Soils in the project area consist of beach sands and are
in hydrologic class A which indicates they have a low runoff potential. Antecedent
Moisture Condition II was used. Table 1 and Table 3 show the Curve Numbers used in
this analysis for existing and proposed conditions, respectively.
Table 1: Curve Number Calculations for Project Site under Existing Conditions Soil Type Hydrologic
Soil Group Land Use Area (m2) Curve Number
Tropopsamments A Grass, brush 1,315 68
Tropopsamments A Paved Area 2,429 98
Weighted Curve Number 88
Table 2: Curve Number Calculations for Drainage Areas under Proposed Conditions Drainage Area Land Use Area (m2) Curve Number
Roof 1 Paved 654.5 98
Roof 2 Paved 654.5 98
Remainder Site Paved/some grass 2,435 95
The time of concentration is the time required for a drop of water falling on the most
distant point of the watershed to influence discharge at the watershed exit. The time of
concentration was calculated using Soil Conservation method (TR-55). For sheet flow
calculation the following equation was used:
tc = (0.007*n0.8*L0.8) / (P20.5*S0.4)
where:
tc = time of concentration (minutes)
n = Manning’s roughness coefficient
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L = flow length (ft)
P2 = 2-year, 24-hour rainfall (in)
S = slope of hydraulic grade line (land slope, ft/ft)
The time of concentration for the entire project site under existing conditions is 5
minutes. Table 3 shows the results of the time of concentration calculations for the three
different drainage areas used in the proposed condition model.
Table 3: Time of Concentration Calculations for Drainage Areas under Proposed Conditions
Drainage Area Time of Concentration (minutes)
Roof 1 3
Roof 2 3
Site other than roof 5
4.2 Rainfall The study used the 24-hour rainfall depths reported by the US Department of
Commerce (1961) in Technical Paper-42, and the Soil Conservation Service Type-II 24-
hour rain distribution. The rainfall depths at the project site are shown in Table 4.
Table 4: 2-, 10- and 100- year Rainfall Depths (TP-42) at Project Site Return Interval Rainfall Depth
2-years 5 inches
10-years 7 inches
100-years 10 inches
4.3 Results of Hydrologic Analysis The peak discharges in this analysis were computed by the Natural Resources
Conservation Service’s unit hydrograph methodology with a peaking factor of 484.
Table 5 presents peak discharges reaching Isla Verde Avenue for existing and proposed
land use conditions, without detention storage.
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Table 5: Existing and Proposed Condition (without detention storage) Peak Discharges Peak Discharge (ft3/s)
Condition 2-year 10-year 100-year
Existing 4.7 7.0 10.3
Proposed 5.3 7.4 10.7
4.4 Verification of Hydrology Peak discharges for basins with areas less than 150 acres were verified using the
rational method:
Q = C*I*A
where:
Q = peak discharge (ft3/s)
C = runoff coefficient
I = rainfall intensity (in/hr)
A = drainage area (acres)
Parameter values were obtained from “Normas de Diseño para Sistemas de
Alcantarillado Pluvial” (Puerto Rico Planning Board, 1975). Table 6 shows the
parameters used and results obtained with the Rational Method.
Table 6: Parameters used for Hydrology Verification with Rational Method Condition Rainfall Intensity (in/hr) Runoff Coefficient Peak Discharge (ft3/s)
Existing 16 0.70 10.4
Proposed 16 0.75 11.1
Table 7 compares 100-year peak discharges obtained by ICPR and those obtained
with the rational method. Based on verification computations, the peak discharges
produced by ICPR were accepted as reasonable.
Table 7: Verification of Hydrology Results 100-year Peak Discharge (ft3/s)
Condition ICPR Rational Method
Existing 10.3 10.4
Proposed 10.7 11.1
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5 HYDRAULIC ANALYSIS
Three ICPR models were prepared to study the effects of the proposed project, one
for the existing condition and two for the proposed condition. The existing condition
model consists of the onsite basin draining into the Isla Verde Avenue curb inlet. Under
proposed conditions runoff will drain from the roofs into the proposed detention
system, and the rest of the site drains directly into the street.
Two different detention structure configurations were analyzed. Figure 6 shows a
schematic node-link configuration for existing conditions. Figure 7 and Figure 8 show
detention structure Alternative 1 and Alternative 2, respectively.
5.1 Existing Condition Model The existing condition model simulates existing hydrologic conditions on the project
site. The model consists of the project site basin discharging into the Isla Verde Avenue
curb inlet located in front of the property. Appendix A shows input data and modeling
results for the existing condition.
5.2 Proposed Condition Models The purpose of the proposed condition model is to size the detention storage
necessary to insure that the post-development discharge downstream the site does not
exceed the existing condition discharge. Roof runoff is directed into the detention
structure. Figure 9 shows the proposed project layout.
The total roof area was divided into two identical drainage areas, each discharging
into its own identical detention structure. Each detention structure (for both Alternative
1 and Alternative 2) consists of flow diversion box and detention tank. All discharge
generated by the roof should be collected in the flow diversion box. A portion of this
flow will discharge through the floor orifice in the flow diversion box and excess flow
will pass over the weir and into the detention tank. The total discharge exiting the
diversion box and detention tank for each portion of the roof, plus the total discharge
exiting the rest of the site, will not exceed the existing condition discharge. The
detention structures were modeled with the parameters presented in Section 6.1 of this
report. Appendix B and C shows input data and modeling results of the proposed
condition model for Alternative 1 and Alternative 2, respectively.
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Table 8 presents the existing and proposed condition discharges produced by the
project site.
Table 8: Existing and Proposed Conditions Peak Discharge
Peak Discharge (ft3/s) Condition 2-year 10-year 100-year
Existing 4.7 7.0 10.3
Proposed Alternative 1 4.7 6.6 10.0
Proposed Alternative 2 4.5 6.9 10.3
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6 HYDRAULIC DESIGN RECOMMENDATIONS
6.1 Detention Structure Design Parameters The detention system for the proposed project was modeled as a combination of
diversion boxes and detention tanks. The roof will be divided into two halves, each
draining into its own detention structure. Runoff from the roof will enter a flow
diversion box with and orifice in the floor and a rectangular weir at one end. The orifice
passes flows less than the 2-year discharge directly to the street drainage, and portions
of higher flow are passed into the detention structure via a rectangular weir.
The detention tank outlet structure consists of a standpipe and a two orifice to
control the flow rate and comply with the Puerto Rico Planning Board Regulation #3.
Two orifices will be placed at different elevations to mitigate the rainfall events of
different recurrences. The pond’s outlet structure will drain into an 8-inch pipe that will
discharge into the street.
The diversion box and detention tank for Alternative 1 will be placed one next to the
other, and share the same top elevation. The diversion box and detention tank for
Alternative 2 will not be placed one next to the other, and will be connected to each
other through a 10-inch pipe. Figure 10 and Figure 11 show schematic drawings of the
proposed detention systems Alternative 1 and Alternative 2, respectively.
The parameters shown in Table 9 and Table 10 should be used as the basis of design
for the detention tanks and diversion boxes for Alternative 1, respectively. The
parameters shown in Table 11 and Table 12 should be used as the basis of design for the
detention tanks and diversion boxes for Alternative 2, respectively.
The entire detention system for the two alternatives consists of two identical
detention tanks and diversion boxes, one for each half of the roof area.
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Table 9: Alternative 1 Proposed Detention Tank Parameters Parameter Value
DETENTION TANK
Depth 2 meters
Top/Bottom Area 2 meters2
Bottom Elevation ≥ 2.5 m-msl
Maximum 100-year Water Depth 1.9 m
DETENTION TANK OUTLET STRUCTURE
2-YEAR ORIFICE
Diameter 3 inches
Invert Elevation above bottom 0 meter
10-YEAR ORIFICE
Diameter 3 inches
Invert Elevation above bottom 1 meter
100-YEAR STANDPIPE
Diameter 6 inches
Invert Elevation above bottom 1.8 meters
OUTLET PIPE
Diameter 8 inches
Invert Elevation above bottom 0 meters
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Table 10: Alternative 1 Proposed Diversion Box Parameters Parameter Value
DIVERSION BOX
Depth 1 meters
Top/Bottom Area 1 meters2
Bottom Elevation above Detention Tank 1 m
Maximum 100-year Water Depth 0.9 m
RECTANGULAR WEIR TO TANK
Span 0.5 meters
Invert Elevation above bottom 0.7 meters
OUTLET TO STREET
ORIFICE
Diameter 3 inches
Invert Elevation above bottom 0 meters
OUTLET PIPE
Diameter 6 inches
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Table 11: Alternative 2 Proposed Detention Tank Parameters Parameter Value
DETENTION TANK
Depth 2 meters
Top/Bottom Area 2 meters2
Bottom Elevation ≥ 2.5 m-msl
Maximum 100-year Water Depth 1.9 m
DETENTION TANK OUTLET STRUCTURE
2-YEAR ORIFICE
Diameter 2.5 inches
Invert Elevation above bottom 0 meters
10-YEAR ORIFICE
Diameter 4 inches
Invert Elevation above bottom 0.8 meters
100-YEAR STANDPIPE
Diameter 6 inches
Invert Elevation above bottom 1.8 meters
OUTLET PIPE
Diameter 8 inches
Invert Elevation above bottom 0 meters
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Table 12: Alternative 2 Proposed Diversion Box Parameters Parameter Value
DIVERSION BOX
Depth 1 meters
Top/Bottom Area 1 meters2
Bottom Elevation As desired by architect
Maximum 100-year Water Depth 0.6 m
RECTANGULAR WEIR TO TANK
Span 0.5 meters
Invert Elevation above bottom 0.5 meters
PIPE BETWEEN BOX AND TANK
Diameter 10 inches
Upstream Invert Elevation above box bottom 0 meters
Downstream Invert Elevation above tank bottom 1.8 meters
OUTLET TO STREET
ORIFICE
Diameter 3 inches
Invert Elevation above bottom 0 meters
OUTLET PIPE
Diameter 6 inches
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7 SUMMARY, CONCLUSIONS AND RECOMMENDATIONS
1. The detention systems for Alternative 1 and Alternative 2 have been sized for this
project so that the existing condition peak discharges for the 2-, 10- and 100-year
events are not exceeded under proposed conditions.
2. It is the responsibility of the site engineer to direct all of the stormwater from the
roof area into the proposed system.
3. The detention outlet structures must be inspected periodically to avoid obstruction
with debris. The boxes and tanks should also be maintained periodically to remove
accumulated sediment.
4. Hydraulic design parameters and recommendations are provided in Section 6 of this
report.
I hereby certify that the document “Hydrologic-Hydraulic Study, Isabella Ocean
Residences, Isla Verde, Carolina, Puerto Rico” has been prepared in accordance with the
best hydrologic and hydraulic practices as described in this document and that, based on
the studies and field measurements provided by other parties, results are true and
correct.
Certified today October 21, 2004
Gregory L. Morris,P.E.,Ph.D.
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8 REFERENCES
Boccheciamp, Rafael A. 1977. "Soil Survey of San Juan Area of Puerto Rico." U.S. Soil
Conservation Service. San Juan PR.
Maidment David R. 1993. “Handbook of Hydrology”. McGraw-Hill, Inc. New York
Puerto Rico Planning Board, 1975. “Normas de Diseño para Sistemas de Alcantarillado
Pluvial”. San Juan PR.
Singhofen P.J., and L.M. Eaglin. 1995. “ICPR Advanced: User’s Manual”. Streamline
Technologies Inc., Winter Park, FL
US Department of Agriculture, Soil Conservation Service. 1986. “Technical Release 55
(Urban Hydrology for Small Watersheds)”. Washington DC.
US Department of Commerce. 1961. “Technical Paper #42”. Washington DC
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TABLE OF CONTENTS
1 INTRODUCTION ...................................................................................................... 1
1.1 Project Description and Location .................................................................................. 1 1.2 Scope and Purpose of Study .......................................................................................... 1 1.3 Report Limitations and Warnings................................................................................. 1 1.4 Authorization................................................................................................................... 1 1.5 Personnel Involved in Project ........................................................................................ 2
2 STUDY AREA DESCRIPTION ................................................................................ 3
2.1 Topography and Water Bodies...................................................................................... 3 2.2 Prior Studies ..................................................................................................................... 3 2.3 Field Data.......................................................................................................................... 3 2.4 Field Visit.......................................................................................................................... 3
3 STUDY APPROACH................................................................................................. 4
3.1 Conceptualization of the Hydraulic System................................................................ 4 3.2 Study Approach and Methodology .............................................................................. 4
4 HYDROLOGIC ANALYSIS ..................................................................................... 5
4.1 Curve Number and Time of Concentration................................................................. 5 4.2 Rainfall .............................................................................................................................. 6 4.3 Results of Hydrologic Analysis ..................................................................................... 6 4.4 Verification of Hydrology .............................................................................................. 7
5 HYDRAULIC ANALYSIS ........................................................................................ 8
5.1 Existing Condition Model .............................................................................................. 8 5.2 Proposed Condition Models .......................................................................................... 8
6 HYDRAULIC DESIGN RECOMMENDATIONS.................................................. 10
6.1 Detention Structure Design Parameters..................................................................... 10
7 SUMMARY, CONCLUSIONS AND RECOMMENDATIONS............................. 15
8 REFERENCES ......................................................................................................... 16
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List of Figures and Appendix
Figure 1: Location Map
Figure 2: Topographic Features of Site
Figure 3: FEMA FIRM Map Panel 224B, dated July 19, 1982
Figure 4: PR Planning Board Flood Zone Map Sheet 39D, dated February 11, 1988
Figure 5: Soil Map of Puerto Rico Area of Southern Puerto Rico, Sheet 23
Figure 6: Existing Condition Node/Link Diagram
Figure 7: Alternative 1: Proposed Condition Node/Link Diagram
Figure 8: Alternative 2: Proposed Condition Node/Link Diagram
Figure 9: Proposed Project Layout
Figure 10: Schematic Drawing of Alternative 1 Proposed Detention Pond
Figure 11: Schematic Drawing of Alternative 2 Proposed Detention Pond
Appendix A: Input and Results of ICPR Model for Existing Condition
Appendix B: Input and Results of ICPR Model for Proposed Condition Alternative 1
Appendix C: Input and Results of ICPR Model for Proposed Condition Alternative 2
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List of Tables
Table 1: Curve Number Calculations for Project Site under Existing Conditions
Table 2: Curve Number Calculations for Drainage Areas under Proposed Conditions
Table 3: Time of Concentration Calculations for Drainage Areas under Proposed Conditions
Table 4: 2-, 10- and 100- year Rainfall Depths (TP-42) at Project Site
Table 5: Existing and Proposed Condition (without detention storage) Peak Discharges
Table 6: Parameters used for Hydrology Verification with Rational Method
Table 7: Verification of Hydrology Results
Table 8: Existing and Proposed Conditions Peak Discharge
Table 9: Alternative 1 Proposed Detention Tank Parameters
Table 10: Alternative 1 Proposed Diversion Box Parameters
Table 11: Alternative 2 Proposed Detention Tank Parameters
Table 12: Alternative 2 Proposed Diversion Box Parameters
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FIGURES
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Figure 1: Isabella Ocean Residences Site Location in USGS Topographic Quadrangle of San Juan.
N
SITE
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Figure 3: FEMA Floodway Map, Panel 720000 52 (June 2, 1999)
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SITE
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Figure 4: Puerto Rico Planning Board Floodway Map(9-B: June 1, 1999)
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SITE
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Figure 4: Isabella Ocean Residences Watershed Limits.
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Figure 5: Soil Survey of San Juan Area of Eastern Puerto Rico.US Department of Agriculture, Soil Conservation Service
Rafael A. Boccheciamp, 1977.
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NOT SURVEYEDNOT SURVEYED
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Appendix A
Input and Results of ICPR Model for
Existing Condition
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Appendix B
Input and Results of ICPR Model for
Proposed Conditions: Alternative 1
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Appendix C
Input and Results of ICPR Model for
Proposed Condition: Alternative 2
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