Appendix_J-Bridge 653 Preliminary Bridge Hydraulics Memo.pdf

FHWA: I.Rosado-Vazquez:6257:KB:: " M\ PROJECTS\_STATE_DOT\PR\ER PRMNT RPR(1)\Techserv\ Hydra\Reports\Memo\Preliminary\ER PRMNT RPR(1) Bridge 653 Preliminary Hydraulics Memo.docx" CC: Hydraulics, Geotech, Env, HD Engineer, TS Engineer, Bridge

Form FHWA-201 U.S. DEPARTMENT OF TRANSPORTATION (Rev. 11-87) FEDERAL HIGHWAY ADMINISTRATION

MINUTE - MEMO

Use this form in lieu of transmittal slips within Dept. of Trans. when message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA-121 for informal correspondence.

SUBJECT: ER PRMNT RPR(1) Preliminary Bridge 653 Hydraulics Memo

TO MESSAGE/COMMENT FROM/DATE

Edna Gomez- Rosario Project Manager

Chris Burnell Highway Design Manager

We have completed the preliminary hydraulic analysis for the Bridge 653 (Structure No. 006531) at PR 957 KM 5 along Canovanas River in Canovanas, PR. (lat/lon: 18.33833, -65.88833).

The design standard is to provide 2 ft. of freeboard for the 100-year event as per Chapter 6, Bridges, of the PRHTA Highway Design Manual, dated 1979. The Canovanas River is in FEMA Zone AE mapped floodplains.

Hydrology is based on the FEMA Flood Insurance Study (FIS) # 7200CV001B, dated November 18, 2009. The FIS Canovanas River Flood Profiles, Panel 159P-160P shows the bridge is located at the approximately

12.97 km upstream of PR Highway 3. The drainage area was obtained using the USGS StreamStats web-based tool (See Attachment #1). Most of the peak flows rates used for this hydraulic analysis were interpolated from the FIS, Page 83, Table 4-Summay of Discharges for Rio Canovanas at PR Highway 3. However, the National Streamflow Statistic (NSS) Program V6.1, which compiles regression equations for estimating the peak flow at ungagged sites was used for estimating the 2-year and 5-year events because the extrapolated peak flows from the FIS Table 4 were too low and not representative of the site (See Attachment #2).

Table 1 Bridge 653 Hydrology Summary

Event (year)

Bridge Flow (cfs)

Tributary (Upstream SE Culvert)

(cfs)

Tributary (Downstream NE Channel)

(cfs) 2 6,020 418 149

5 12,600 875 312

10 16,966 1179 420

25 19,689 1368 487

50 24,229 1683 599

100 26,885 1868 665

200 28,030 1947 693

500 31,465 2186 778

Note:

The Drainage Area (DA) for the Downstream NE Channel Tributary is below the NSS method minimum value. For consistency, the peak flow for both tributaries were estimated using a DA tributary/DA main ratio.

Isis Rosado- Vazquez Hydraulics Engineer

THROUGH

Abhi Kapoor Hydraulics Team Leader

09/07/22

Field survey was performed along the channel and supplemented with LiDar data. The Canovanas River section analyzed is approximately 3900 ft long and extend from the FEMA Cross Section P (XS-P), to the base flood elevation (BFE) of 44m. The location of evaluated BFEs and FEMA Cross Sections (XS) were obtained from the Flood Insurance Rate Map (FIRM # 72000C0760J).

Hydraulic modeling was performed using the two-dimensional software Sedimentation and River Hydraulics – Two Dimensional (SRH-2D, V13.0.9) to obtain the water surface elevations (WSELs). The manning roughness coefficients used in the model are consistent with the Table 5 of the FIS. Since the FIRM only provides the location of BFE for a 100-year, the rating curves method was used for the other design year flows SMS exit boundary condition. Refer to Attachment 7 for SMS 100-yr Boundary Condition Summary.

Table 1 - SMS Boundary Conditions

Existing Structure:

The existing bridge is a temporary single span ACROW bridge installed in 2018 to replace the original three span bridge that was damaged during Hurricane Maria. The existing ACROW bridge is 120ft long with a curb to curb of 18.1ft. Based on the BIP the existing low steel elevation (LSEL) seems to be 2.5 ft. below the top of bridge, which place the exiting LSEL approximately at 152.36 ft. Based on our preliminary analysis, the existing bridge has an approximately freeboard of -3.87 ft. for the 100-year peak flow. Therefore, the existing structure does not meet the PRHTA design standards of 2 ft of freeboard for the 100-year return.

Table 2 Bridge 653 Existing Hydraulic Summary

Note: WSELs were taken at the entrance of the structure, not the roadway centerline.

Event Percent Annual Chance

FIS,

Bridge (cfs)

SMS Inflow Boundary Condition

SMS Exist Boundary Condition

100 yr 1% 26,885 FIS XS-P Q100 FIS BFE 44m 500 yr 0.2% 31,465 FIS XS-P Q500 Rating Curve

Existing (LSEL = 152.36 ft)

Event (year)

Bridge Flow (cfs)

WSEL

(ft)

Freeboard (ft)

2 6,020 147.90 4.46 5 12,600 152.77 -0.41 10 16,966 153.93 -1.57 25 19,689 154.69 -2.33 50 24,229 155.67 -3.31

100 26,885 156.23 -3.87 200 28,030 156.47 -4.11 500 31,465 157.19 -4.83

Proposed Structure:

Based on the preliminary TS&L dated April 15,2022, the proposed structure is 101 ft. long with a curb to curb of 26 ft and a LSEL of 147.86 ft. The proposed structure will include the re-alignment of the abutment walls and reduction of bridge length to better fit the channel alignment. Based on our preliminary analysis, the proposed bridge has an approximately freeboard of -9.11 ft. for the 100-year peak flow. Therefore, the proposed structure does not meet the PRHTA design standards of 2 ft of freeboard for the 100-year return.

Table 2 Bridge 653 Proposed Hydraulic Summary

Notes:

1-Preliminary wsels were taken at the entrance of the structure, not the roadway centerline.

2- Proposed scour contrameasure shown in SMS are conceptual. Please perform a scour analysis and revise SMS to reflect final scour contrameasure recommendations layout.

Floodplain:

Preliminary water surface elevations for a 100-year storm were also evaluated at FEMA BFEs and Cross Sections. Per our hydraulic analysis, this project will not increase the water surface elevation of the base flood more than 1 ft. Please refer to Table 3 for an average WSELs summary.

Table 3 Preliminary 100-yr Average WSELs Summary

FIRM location

FEMA

WSEL

(ft)

Existing

WSEL

(ft)

Proposed

WSEL

(ft)

Difference, ft Difference, ft (FEMA vs Existing)

(Existing vs Proposed)

XS 0 - 48.9m 160.39 160.80 160.97 0.41 0.17 Bridge 653 CL - BFE 47.40m 155.47 155.70 156.17 0.23 0.47

XS N - 47.10m 154.49 153.91 154.15 -0.58 0.24 XS M -46.6m 152.85 152.49 152.75 -0.36 0.26

BFE 44 m 144.32 144.52 144.53 0.20 0.01 Notes:

1 -The preliminary wsels shown in Table 3 are for information only.

Proposed (LSEL = 147.86 ft)

Event (year)

Bridge Flow (cfs)

WSEL

(ft)

Freeboard (ft)

2 6,020 147.84 0.02 5 12,600 153.95 -5.09 10 16,966 154.27 -6.41 25 19,689 155.11 -7.25 50 24,229 156.35 -8.49

100 26,885 156.97 -9.11 200 28,030 157.66 -9.80 500 31,465 158.00 -10.14

2 - Revise SMS and compute new wsels for any changes to the preliminary TSL dated April 15,2022 or channel geometry.

3 - Please contact local FEMA Coordinator to determine project requirements and what support technical data needs to be submitted.

4- Proposed scour contrameasure shown in SMS are conceptual. Please perform a scour analysis and revise SMS to reflect final scour contrameasure recommendations layout.

Please note the preliminary proposed contours were generated in SMS software, not Open Roads. Preliminary proposed contours have been exported from SMS to Cadd and a tin file generated for your information.

If you should have any questions or concerns with the above recommendations, please feel free to contact us.

Attachments:

The following attachments can be found in the following folder path:

\\fhfl15fileserve.flhd.fhwa.dot.gov\data\PROJECTS\_STATE_DOT\PR\ER PRMNT RPR(1)\Techserv\Hydra\Reports\Memo\Preliminary\653

• Attachment #1: Streamstats Reports Summary (Drainage Area, DA):

• Attachment #2: Bridge NSS Report:

• Attachment #3: PEAKFQ Results - Gaged Station 50061800 (FYI only):

• Attachment #4: Preliminary Bridge Typical Section:

• Attachment #5: Preliminary Proposed Contours:

• Attachment #6: SMS WSELs Plots:

• Attachment #7: SMS 100-yr Floodway Plan View

• Attachment #8: SMS FEMA Plots:

• Attachment #9: FEMA FIRM 72000C0760J:

• Attachment #10: Preliminary TSL 2022.04.15:

• Cadd: Bridge Typical Section

• Cadd: Proposed Contours (Stream)

• TIN files and Proposed Contours exported from SMS

• SMS files to share with consultant file://fhfl15fileserve.flhd.fhwa.dot.gov/data/PROJECTS/_STATE_DOT/PR/ER%20PRMNT%20RPR(1)/Techserv/Hydra/Reports/Memo/Preliminary/653 file://fhfl15fileserve.flhd.fhwa.dot.gov/data/PROJECTS/_STATE_DOT/PR/ER%20PRMNT%20RPR(1)/Techserv/Hydra/Reports/Memo/Preliminary/653

Basin Characteristics

Parameter Code Parameter Description Value Unit

DRNAREA Area that drains to a point on a stream 13.1 square miles

BASINPERIM Perimeter of the drainage basin as defined in SIR 2004-5262 22.9 miles

BSLDEM10M Mean basin slope computed from 10 m DEM 32.4 percent

CSL10_85fm Change in elevation between points 10 and 85 percent of length along main channel to basin divide divided by length between points ft per mi

210.18 feet per mi

ELEV Mean Basin Elevation 1350 feet

ETPENMON Mean annual reference evapotranspiration from Penman Montieth method 1479.2 millimeters

I24H5Y Maximum 24-hour precipitation that occurs on average once in 5 years 9.3 inches

LC01IMP Percent imperviousness of basin area 2001 NLCD 1.12 percent

LFPLENGTH Length of longest flow path 10.059 miles

MINBELEV Minimum basin elevation 140 feet

PRECIP Mean Annual Precipitation 132 inches

ROCKDEP Depth to rock 2.8 feet

SSURGOB Percentage of area of Hydrologic Soil Type B from SSURGO 5.9 percent

USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty.

USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages resulting from its authorized or unauthorized use.

USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government.

Application Version: 4.6.2

StreamStats Services Version: 1.2.22

NSS Services Version: 2.1.2

PR

PR20211019133949021000

18.33821, -65.88836

Bridge 653 - Bridge StreamStats Report Region ID:

Workspace ID:

Clicked Point (Latitude, Longitude):

Time: 2021-10-19 09:40:09 -0400

Page 2 of 2StreamStats

10/19/2021https://streamstats.usgs.gov/ss/

Attachment 1 isis.rosado-vazquez Highlight

Bridge 653- Upstream SE Culvert StreamStats Report

Parameter Code Parameter Description Value Unit

DRNAREA Area that drains to a point on a stream 0.91 square miles

BASINPERIM Perimeter of the drainage basin as defined in SIR 2004-5262 7.44 miles

BSLDEM10M Mean basin slope computed from 10 m DEM 30.3 percent

CSL10_85fm Change in elevation between points 10 and 85 percent of length along main channel to basin divide divided by length between points ft per mi

540.36 feet per mi

ELEV Mean Basin Elevation 830 feet

ETPENMON Mean annual reference evapotranspiration from Penman Montieth method 1541.5 millimeters

I24H5Y Maximum 24-hour precipitation that occurs on average once in 5 years 8.8 inches

LC01IMP Percent imperviousness of basin area 2001 NLCD 1.85 percent

LFPLENGTH Length of longest flow path 3.113 miles

MINBELEV Minimum basin elevation 140 feet

PRECIP Mean Annual Precipitation 114.9 inches

ROCKDEP Depth to rock 2.8 feet

SSURGOB Percentage of area of Hydrologic Soil Type B from SSURGO 1.4 percent

USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty.

USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages resulting from its authorized or unauthorized use.

USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government.

Application Version: 4.6.2

StreamStats Services Version: 1.2.22

NSS Services Version: 2.1.2

Region ID: PR Workspace ID: PR20211019134912590000 Clicked Point (Latitude, Longitude): 18.33801, -65.88834 Time: 2021-10-19 09:49:32 -0400

Page 2 of 2StreamStats

10/19/2021https://streamstats.usgs.gov/ss/

Bridge 653 - Downstream NE Channel StreamStats Report

Parameter Code Parameter Description Value Unit

DRNAREA Area that drains to a point on a stream 0.54 square miles

BASINPERIM Perimeter of the drainage basin as defined in SIR 2004-5262 4.24 miles

BSLDEM10M Mean basin slope computed from 10 m DEM 26.3 percent

CSL10_85fm Change in elevation between points 10 and 85 percent of length along main channel to basin divide divided by length between points ft per mi

198.75 feet per mi

ELEV Mean Basin Elevation 347 feet

ETPENMON Mean annual reference evapotranspiration from Penman Montieth method 1582.8 millimeters

I24H5Y Maximum 24-hour precipitation that occurs on average once in 5 years 8.3 inches

LC01IMP Percent imperviousness of basin area 2001 NLCD 5.2 percent

LFPLENGTH Length of longest flow path 1.769 miles

MINBELEV Minimum basin elevation 138 feet

PRECIP Mean Annual Precipitation 94.4 inches

ROCKDEP Depth to rock 2.3 feet

SSURGOB Percentage of area of Hydrologic Soil Type B from SSURGO 0 percent

USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty.

USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages resulting from its authorized or unauthorized use.

USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government.

Application Version: 4.6.2

StreamStats Services Version: 1.2.22

NSS Services Version: 2.1.2

Region ID: PR Workspace ID: PR20211019135506047000 Clicked Point (Latitude, Longitude): 18.33986, -65.88810 Time: 2021-10-19 09:55:27 -0400

Page 2 of 2StreamStats

10/19/2021https://streamstats.usgs.gov/ss/

National Streamflow Statistics Program Version 6.1 Based on Techniques and Methods Book 4‐A6 Equations from database H:\Team_Folders\Tech_Services\Hydro\NSS_v6.mdb Updated by tkoenig 5/9/2014 1:49:13 PM Add new StatLabels for NJ 2014_5012, KS

2004_5032, MT, RI 2014_5010

Site: unnamed, Puerto_Rico User:

Date: Tuesday, October 19, 2021 10:08 AM

Equations for Puerto_Rico developed using English units

Rural Estimate: Bridge 653 Basin Drainage Area: 13.1 square miles 1 Region

Region: Statewide_Multiparameter_Peak (none) Drainage_Area = 13.1 square miles Mean_Annual_Precipitation = 132 inches Depth_to_Rock = 33.6 inches Crippen & Bue Region 3

Results for: Bridge 653

Equations used:

PK2 = 19.9* (DRNAREA)^(0.603)* (PRECIP+0.1)^(0.852)

PK5 = 515* (DRNAREA)^(0.66)* (PRECIP+0.1)^(0.645)* (ROCKDEP)^(‐0.47)

PK10 = 3880* (DRNAREA)^(0.697)* (PRECIP+0.1)^(0.584)* (ROCKDEP)^(‐0.869)

PK25 = 24940* (DRNAREA)^(0.73)* (PRECIP+0.1)^(0.54)* (ROCKDEP)^(‐1.25)

PK50 = 72220* (DRNAREA)^(0.747)* (PRECIP+0.1)^(0.525)* (ROCKDEP)^(‐1.48)

PK100 = 180000* (DRNAREA)^(0.76)* (PRECIP+0.1)^(0.518)* (ROCKDEP)^(‐1.68)

PK500 = 1090000* (DRNAREA)^(0.781)* (PRECIP+0.1)^(0.509)* (ROCKDEP)^(‐2.07)

Value, Pred. Intervals Prediction Equivalent Statistic cfs Low High Error, % Years

PK2 6020 3120 11600 41 3

PK5 12600 5100 31100 32 8

PK10 19000 8370 43300 27 15

PK25 28200 12500 63300 24 24

PK50 35300 15100 82400 25 29

PK100 43500 17600 108000 26 31

PK500 67600 22700 201000 32 29

maximum: 30400 (for C&B region 3)

Attachment 2 - Bridge 653 isis.rosado-vazquez Highlight

Program PeakFq U. S. GEOLOGICAL SURVEY Seq.002.000 Version 7.2 Annual peak flow frequency analysis Run Date / Time 3/28/2018 07/20/2021 05:40

‐‐‐ PROCESSING OPTIONS ‐‐‐

Plot option = Graphics device Basin char output = WATSTORE Print option = Yes Debug print = No Input peaks listing = Long Input peaks format = WATSTORE peak file

Input files used:

peaks (ascii) ‐ C:\Users\isis.rosado‐vazquez\Desktop\PR (1) SMS\Hydrology\Gaged for 606 and 653\PEAK.TXT specifications ‐ C:\Users\isis.rosado‐vazquez\Desktop\PR (1) SMS\Hydrology\Gaged for 606 and 653\PKFQWPSF.TMP Output file(s):

main ‐ C:\Users\isis.rosado‐vazquez\Desktop\PR (1) SMS\Hydrology\Gaged for 606 and 653\PEAK.PRT bcd ‐ C:\Users\isis.rosado‐vazquez\Desktop\PR (1) SMS\Hydrology\Gaged for 606 and 653\PEAK.BCD

*** User responsible for assessment and interpretation of the following analysis ***

Program PeakFq U. S. GEOLOGICAL SURVEY Seq.001.001 Version 7.2 Annual peak flow frequency analysis Run Date / Time 3/28/2018 07/20/2021 05:40

Station ‐ 50061800 RIO CANOVANAS NR CAMPO RICO, PR

TABLE 1 ‐ INPUT DATA SUMMARY

Number of peaks in record = 53 Peaks not used in analysis = 1 Gaged peaks in analysis = 52 Historic peaks in analysis = 0 Beginning Year = 1968 Ending Year = 2020 Historical Period Length = 53 Skew option = STATION SKEW Regional skew = ‐‐

Standard error = ‐‐ Mean Square error = ‐‐

Gage base discharge = 0.0 User supplied high outlier threshold = ‐‐ User supplied PILF (LO) criterion = ‐‐ Plotting position parameter = 0.00 Type of analysis BULL.17B PILF (LO) Test Method MGBT Perceptible Ranges = Not Applicable Interval Data = Not Applicable

TABLE 2 ‐ DIAGNOSTIC MESSAGE AND PILF RESULTS

Attachment 3 - Bridge 653 PeakFQ Results, FYI Only

*WCF107I‐ACCEPTED GEN SKEW OUTSIDE MAP LIMITS.‐999.000 ‐0.400 0.800

**WCF109W‐PEAKS WITH MINUS‐FLAGGED DISCHARGES WERE BYPASSED. 1

**WCF113W‐NUMBER OF SYSTEMATIC PEAKS HAS BEEN REDUCED TO NSYS = 52

WCF134I‐NO SYSTEMATIC PEAKS WERE BELOW GAGE BASE. 0.0

EMA003I‐LOW OUTLIERS WERE DETECTED USING MULTIPLE GRUBBS‐BECK TEST 5 1680.0

THE FOLLOWING PEAKS (WITH CORRESPONDING P‐VALUES) WERE DROPPED:

258.0 (0.0190)

673.0 (0.0856)

681.0 (0.0077)

1140.0 (0.0973)

1210.0 (0.0381)

WCF163I‐NO HIGH OUTLIERS OR HISTORIC PEAKS EXCEEDED HHBASE. 31697.7

**WCF164W‐HISTORIC PERIOD IGNORED. 53.0

*WCF151I‐17B WEIGHTED SKEW REPLACED BY USER OPTION. ‐247.111 ‐0.002 ‐1

WCF002J‐CALCS COMPLETED. RETURN CODE = 2

Kendall's Tau Parameters

MEDIAN No. of

TAU P‐VALUE SLOPE PEAKS

GAGED PEAKS ‐0.171 0.075 ‐55.833 52

Program PeakFq U. S. GEOLOGICAL SURVEY Seq.001.002 Version 7.2 Annual peak flow frequency analysis Run Date / Time 3/28/2018 07/20/2021 05:40

Station ‐ 50061800 RIO CANOVANAS NR CAMPO RICO, PR

TABLE 3 ‐ ANNUAL FREQUENCY CURVE PARAMETERS ‐‐ LOG‐PEARSON TYPE III

FLOOD BASE LOGARITHMIC

EXCEEDANCE STANDARD

DISCHARGE PROBABILITY MEAN DEVIATION SKEW

SYSTEMATIC RECORD 0.0 1.0000 3.6413 0.3831 ‐0.815

BULL.17B ESTIMATE 0.0 0.9038 3.6844 0.3032 ‐0.002

BULL.17B ESTIMATE OF MSE OF AT‐SITE SKEW 0.0994

TABLE 4 ‐ ANNUAL FREQUENCY CURVE ‐‐ DISCHARGES AT SELECTED EXCEEDANCE PROBABILITIES

ANNUAL <‐‐ FOR BULLETIN 17B ESTIMATES ‐‐>

EXCEEDANCE BULL.17B SYSTEMATICLOG VARIANCE CONFIDENCE INTERVALS

PROBABILITY ESTIMATE RECORD OF EST. 5% LOWER 95% UPPER

0.9950 232.9 ‐‐ ‐‐ ‐‐

0.9900 338.8 ‐‐ ‐‐ ‐‐

0.9500 862.1 ‐‐ ‐‐ ‐‐

0.9000 1976. 1346. ‐‐‐‐ 1547.0 2403.0

0.8000 2687. 2204. ‐‐‐‐ 2189.0 3194.0

0.6667 3580. 3337. ‐‐‐‐ 2998.0 4205.0

0.5000 4836. 4930. ‐‐‐‐ 4115.0 5683.0

0.4292 5477. 5719. ‐‐‐‐ 4670.0 6467.0

0.2000 8701. 9317. ‐‐‐‐ 7319.0 10680.0

0.1000 11830. 12220. ‐‐‐‐ 9724.0 15100.0

0.0400 16400. 15630. ‐‐‐‐ 13070.0 22010.0

0.0200 20260. 17920. ‐‐‐‐ 15780.0 28130.0

0.0100 24500. 20000. ‐‐‐‐ 18670.0 35130.0

0.0050 29160. 21880. ‐‐‐‐ 21770.0 43080.0

0.0020 36000. 24080. ‐‐‐‐ 26190.0 55200.0

Program PeakFq U. S. GEOLOGICAL SURVEY Seq.001.003 Version 7.2 Annual peak flow frequency analysis Run Date / Time 3/28/2018 07/20/2021 05:40

Station ‐ 50061800 RIO CANOVANAS NR CAMPO RICO, PR

TABLE 5 ‐ INPUT DATA LISTING

WATER PEAK PEAKFQ

YEAR VALUE CODES REMARKS

1968 3440.0 1969 10200.0 1970 10600.0 1971 10600.0 1972 2300.0 1973 8200.0 1974 3630.0 1975 9400.0 1976 2510.0 1977 258.0 1978 6220.0 1979 8870.0 1980 3320.0 1981 3590.0 1982 15000.0 1983 6910.0 1984 5260.0 1985 6080.0 1986 6960.0 1987 2070.0 1988 12500.0 1989 10400.0 1990 1760.0 1991 3160.0 1992 5140.0 1993 4050.0 1994 1210.0 1995 3680.0 1996 10100.0 1997 4010.0 1998 17300.0 1999 ‐4090.0 G 2000 4040.0 2001 6320.0 2002 3770.0 2003 5090.0 2004 13400.0 2005 9260.0 2006 5070.0

2007 673.0 2008 16000.0 2009 3460.0 2010 2910.0 2011 9120.0 2012 3360.0 2013 3860.0 2014 1140.0 2015 1960.0 2016 681.0 2017 15100.0 2018 2140.0 2019 1680.0 2020 2830.0

Explanation of peak discharge qualification codes

PeakFQ NWIS

CODE CODE DEFINITION

D 3 Dam failure, non‐recurrent flow anomaly G 8 Discharge greater than stated value X 3+8 Both of the above L 4 Discharge less than stated value K 6 OR C Known effect of regulation or urbanization H 7 Historic peak

‐ Minus‐flagged discharge ‐‐ Not used in computation ‐8888.0 ‐‐ No discharge value given ‐ Minus‐flagged water year ‐‐ Historic peak used in computation

Program PeakFq U. S. GEOLOGICAL SURVEY Seq.001.004 Version 7.2 Annual peak flow frequency analysis Run Date / Time 3/28/2018 07/20/2021 05:40

Station ‐ 50061800 RIO CANOVANAS NR CAMPO RICO, PR

TABLE 6 ‐ EMPIRICAL FREQUENCY CURVES ‐‐ WEIBULL PLOTTING POSITIONS

WATER RANKED SYSTEMATIC B17B

YEAR DISCHARGE RECORD ESTIMATE

1998 17300.0 0.0189 0.0189 2008 16000.0 0.0377 0.0377 2017 15100.0 0.0566 0.0566 1982 15000.0 0.0755 0.0755 2004 13400.0 0.0943 0.0943 1988 12500.0 0.1132 0.1132 1970 10600.0 0.1321 0.1321 1971 10600.0 0.1509 0.1509 1989 10400.0 0.1698 0.1698 1969 10200.0 0.1887 0.1887 1996 10100.0 0.2075 0.2075 1975 9400.0 0.2264 0.2264 2005 9260.0 0.2453 0.2453 2011 9120.0 0.2642 0.2642 1979 8870.0 0.2830 0.2830

1973 8200.0 0.3019 0.3019 1986 6960.0 0.3208 0.3208 1983 6910.0 0.3396 0.3396 2001 6320.0 0.3585 0.3585 1978 6220.0 0.3774 0.3774 1985 6080.0 0.3962 0.3962 1984 5260.0 0.4151 0.4151 1992 5140.0 0.4340 0.4340 2003 5090.0 0.4528 0.4528 2006 5070.0 0.4717 0.4717 1993 4050.0 0.4906 0.4906 2000 4040.0 0.5094 0.5094 1997 4010.0 0.5283 0.5283 2013 3860.0 0.5472 0.5472 2002 3770.0 0.5660 0.5660 1995 3680.0 0.5849 0.5849 1974 3630.0 0.6038 0.6038 1981 3590.0 0.6226 0.6226 2009 3460.0 0.6415 0.6415 1968 3440.0 0.6604 0.6604 2012 3360.0 0.6792 0.6792 1980 3320.0 0.6981 0.6981 1991 3160.0 0.7170 0.7170 2010 2910.0 0.7358 0.7358 2020 2830.0 0.7547 0.7547 1976 2510.0 0.7736 0.7736 1972 2300.0 0.7925 0.7925 2018 2140.0 0.8113 0.8113 1987 2070.0 0.8302 0.8302 2015 1960.0 0.8491 0.8491 1990 1760.0 0.8679 0.8679 2019 1680.0 0.8868 0.8868 1994 1210.0 0.9057 0.9057 2014 1140.0 0.9245 0.9245 2016 681.0 0.9434 0.9434 2007 673.0 0.9623 0.9623 1977 258.0 0.9811 0.9811 1999 ‐4090.0 ‐‐ ‐‐

End PeakFQ analysis.

Stations processed : 1 Number of errors : 0 Stations skipped : 0 Station years : 53

Data records may have been ignored for the stations listed below.

(Card type must be Y, Z, N, H, I, 2, 3, 4, or *.)

(2, 4, and * records are ignored.)

For the station below, the following records were ignored:

FINISHED PROCESSING STATION: 50061800 USGS RIO CANOVANAS NR CAMPO RICO,

For the station below, the following records were ignored:

FINISHED PROCESSING STATION:

0.215102040607590959899.5 Annual exceedance probability, in percent

1,000

10,000

100,000 A nn ua l p ea k di sc ha rg e, in c ub ic fe et p er s ec on d

PILF (LO)

Confidence limits: 5 percent lower, 95 percent upper

Peakfq v 7.2 run 7/20/2021 5:36:18 AM B17B using Station Skew option

0.0254 = Skew (G)

0.0991 = Mean Sq Error (MSE sub G) Multiple Grubbs-Beck 0 Zeroes not displayed 0 Censored flows below PILF (LO) Threshold 5 Gaged peaks below PILF (LO) Threshold

Typewritten Text Attachment 6a:

Attachment 6b:

Attachment 6c:

Attachment 6d:

Attachment 6e:

Attachment 6f:

ER PRMNT RPR (1) FEMA Bridge 653 Attachment 7: SMS 100‐yr Floodway Plan View No Scale

FEMA 100‐yr Floodplain delineation (Dashed area)

SMS Inflow Boundary Condition

FEMA XS‐ P

Bridge 653

SMS 100‐yr WSEL (Blue Area)

SMS Outflow Boundary Condition FEMA BFE 44m

Upstream Culvert Tributary

Downstream Channel Tributary

Attachment 8a:

Attachment 8b:

Attachment 8:

Attachment 8c:

Attachment 8:

Attachment 8d:

Callout Bridge 606 isis.rosado-vazquez Callout Bridge 653 isis.rosado-vazquez

Attachment 9:

12" PALM

12" PALM

12" PALM

OHWM 138.68'

STOP

4-INCH DIP

4-INCH PVC

4-INCH DIP

DOUBLE BOX CULVERT

INV 141.45'

INV 141.09'

BARBED WIRE48" WITH

OM

OM

/1

/2

N

F L

H B ri d g e E

F L

\2 P u e rt o R ic o

P

R S

T E

R P

R M

T R

P R

(1

\C

A D

D F il e s \T

S a n d L

\6 T

S L

.d g n

G E

O M

E T

R

IC

S

TYPICAL ROADWAY SECTION

SUPER ROTATED ABOUT

RATE

RATESTA.

CROWN

PROFILE GRADE DIAGRAM

EL. ARE AT GRADE

AT

H Y

D R

A U

L

IC

S

Q2

50Q

Q

Q

Q Vm WS EL.

REMARKS

SLOPE PROTECTION TYPE:

TOP EL.:

CLASS:

BOTTOM EL.:

DEPTH:

SLOPE:

S C

O U

R

SCOUR

REMARKS

RECEIVED

RECEIVED

HYDRAULICS REPORT NO.

GEOTECHNICAL REPORT NO.

D E

S

IG

N D

A T

A

TYPICAL BRIDGE SECTION

OVERLOADLIVE LOAD SPECIAL LOADS

SUPERSTRUCTURE

CONCRETE F'C

EPOXY REINFORCEMENT

RAIL

SIDEWALKS

REMARKS

DRAINS

TRANSITION

UTILITIES

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION, DENVER, COLORADO

PRELIMINARY LAYOUT

STREAM NAMEBRIDGE NAME

ROUTE NAME AND NUMBER

FOREST/PARK/OTHER

ACCOUNT NO.

PREPARED BY

SCALE: DATE:

ESTIMATED STRUCTURE COST

RG NO.

STA.

ft/ft ft/ft ft/ft

TERRITORY MUNICIPALITY

PLAN

ELEVATION

C Rdwy.L

Top of profile

XXX X.X XXXX.X

HL-93 N/A

8.0 ksi (Beams), 4.0 ksi (Cast-in-Place Deck)

5'-0"

1"= 40'-0"

653 Canovanas River

PR-957

Puerto Rico

Nathan Marshall

Canovanas

N/A

IDOT Type 2399 Steel Railing IDOT Transition Bridge Railing

N/A

NoneNone

None

C Rdwy.L 2.00%2.00%

Type 2 Steel Railing, Approx. existing ground @ C Rdwy.L

Profile grade

Structure transition railing (typ.)

N

ABUT.

WEST

EXP

geotechnical investigation.

pending completion of

Final foundation recommendation

EXP

ABUT.

EAST

El. 147.86

Approx. low chord

R/W

R/W

R/W

Culvert

IDOT Type 2399 Steel Railing

E le v

.8

S ta

.0

B e g in B r id g e C R d w y

Concrete I-Beams

AASHTO III Prestressed

L

E le v

.1

S ta

.0

E n d B r id g e C R d w y

L

(typ.)

1.5

Sta. 4+24.00

Begin Bridge @ C Rdwy.L L

C a n o v a n a s R iv e r

Proposed C PR-957L

C unnamed roadway L

N 84°27'17" E

TBD

April 2022

N/A

12'-0"

34'-0"

1'-6"

14'-0"5'-0"

1'-6"

5 Spa. @ 5'-9" = 28'-9"

Sidewalk

(t yp

C Brg.L C Brg.L

C Brg.L

C Brg.L

Sta. 4+14.00

Begin Approach Slab @ C Rdwy.L L

"2

2'-7"2

2'-7

AASHTO III Prestressed I-Beam (typ.)

Sidewalk

Gutterline

Wingwall (typ.)

Gutterline

D e p th

S tr u c tu r e

11'-0"

Lane

11'-0"

1'-0" Shldr.

Lane

(typ. all 4 corners)

Structure transition railing

1.00% concrete deck"2

AASHTO III Prestressed Concrete I-Beams with 8

Type 1 Steel Railing, Sleeper slab (typ.)

abutment (typ.)

Integral or semi-integral

3'-0" Shldr.

Overhead power

Bridge Length = 101'-0"

3'-0" 95'-0" 3'-0"

Waterway opening = 92'-0"

Sta. 5+35.00

End Approach Slab @ C Rdwy.

Sta. 5+25.00

End Bridge @ C Rdwy.

Bridge Length = 101'-0"

95'-0"3'-0" 3'-0"

Waterway opening = 92'-0"

R/W

Overhead power

Overhead power

+0.267%

V P

I

E L

.7

K = 35.75

30' VC

V P

I

E L

.2

35' VC

K = 22.23

-1.307%

+1.1

11'-0" 11'-0" 1'-0"

Shldr.

2%

Profile grade (top of pavement)

2% way

Traveled way

Traveled

2.00%

3'-0"

Shldr.

5'-0"

Sidewalk

N/A

None

N/A

N/A

N/A

N/A

N/A

TBD

TBD

TBD

TBD

Existing C PR-957L

Grade +0.267% isis.rosado-vazquez

Attachment 10: