HYDROLOGIC AND HYDRAULIC REPORT FOR SR. 0522, SECTION 5BN ALONG BLACKLOG CREEK CROMWELL TOWNSHIP HUNTINGDON COUNTY. Prepared for:
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1 HYDROLOGIC AND HYDRAULIC REPORT FOR SR. 0522, SECTION 5BN ALONG BLACKLOG CREEK CROMWELL TOWNSHIP Prepared for: KCI Technologies, Inc. Mechanicsburg, PA and Pennsylvania Department of Transportation Engineering District 9-0 Hollidaysburg, PA CCJM C.C. Johnson & Malhotra, P.C. Camp Hill, PA September 2003
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3 TABLE OF CONTENTS I. INTRODUCTION AND PROJECT DESCRIPTION PROJECT DESCRIPTION ALTERNATIVE ANALYSIS...2 II. SITE DATA LOCATION EXISTING ROADWAY PROPOSED ROADWAY FLOOD HISTORY STREAM CHARACTERISTICS WATERSHED DESCRIPTION...6 III. TEMPORARY DETOUR...7 IV. HYDROLOGIC ANALYSIS...19 V. HYDRAULIC ANALYSIS THE HYDRAULIC MODEL EXISTINGCONDITIONS PROPOSED CONDITIONS...24 VI. STORMWATER MANAGEMENT ANALYSIS...33 VII. FLOODPLAIN MANAGEMENT...33 VIII. RISK ASSESSMENT...34 IX. SUMMARY DATA...35 X. RECOMMENDATIONS AND CONCLUSIONS...36 i
4 TABLE OF CONTENTS (CONTINUED) LIST OF FIGURES Figure 1 Location Map 3 Figure 2 Existing and Proposed Typical Roadway Section 4 Figure 4 Photo Location Map 8-12 LIST OF TABLES Table 1 Summary of Discharges in ft 3 /s 20 Table 2 Application of Discharges to HEC-RAS Cross 21 Sections in ft 3 /s Table 3 Comparison of Existing S.R Elevations to and 100-Year Water Surface Elevations Table 4 Comparison of Proposed S.R Elevations 25 to 50 and 100-Year Water Surface Elevations Table 5 50-Year Water Surface Elevations 27 Table Year Water Surface Elevations 28 Table 7 50-Year Channel Velocities in ft/s 30 Table Year Channel Velocities in ft/s 31 ATTACHMENTS Attachment A Attachment B Attachment C Attachment D Attachment E Attachment F Attachment G Attachment H Attachment I Attachment J Drainage Area Map Construction Drawings Hydrologic Analysis Flood Frequency Curve Stage-Discharge Curve Existing Conditions Hydraulic Analysis Proposed Conditions Hydraulic Analysis Cut and Fill Computations Act 14 Notification Letters and Receipts Act 67 and 68 Notification Chapter 105 Notification and Concurrence 100-Year Flood Plain Maps ii
5 I. INTRODUCTION AND PROJECT DESCRIPTION The intent of this report is to provide information to the Department regarding the hydraulic impacts of the proposed project on the water surface elevations and velocities of Blacklog Creek. The project involves the total reconstruction of a section of S.R. 0522, which runs parallel with Blacklog Creek. The existing roadway will be replaced on an improved horizontal and vertical alignment with expanded parking and new drainage features. Specific dimensions are detailed below. Portions of the project involve either the placement or removal of fill material within the 100 year flood plain area. The project area is located approximately one half mile southeast of Orbisonia in Cromwell Township, Huntingdon County as shown on the location map in Figure Project Description The project consists of the realignment and widening of a portion of SR As part of the realignment, fill material will be added to and removed from the 100 year flood plain encroachment area, as the road is replaced, a road side parking area will be paved and three outfall pipes will be replaced. None of the proposed outfall pipes are greater than 100 feet in length. The hydraulics and hydrology for the flood plain analysis is presented in this report. The existing encroachment is the existing S.R which runs parallel to Blacklog Creek. The road surface is 18 feet wide (9 feet lanes) with 4 feet shoulders on each side. Figure 2 contains a typical section of the existing road section. S.R is classified as a Rural Principal Arterial with a 2000 ADT of 4186 and a 2020 ADT of The existing road encroachment will be replaced with a similar road section, on approximately the same alignment, with upgraded pipe crossings and a paved roadside parking area. The proposed road surface is 24 feet wide (12 feet lanes) with 8 feet shoulders on each side. Figure 2 contains a typical section of the proposed road section Hydrologic and hydraulic analyses were performed for the existing and proposed encroachments. Although a Flood Insurance Study was done for the Township of Cromwell, the project site is not located within a detailed HEC-2 FEMA flood study area. Since there are no gaging stations in the vicinity of the project location, the hydrologic analysis was completed in accordance with the procedures in PennDOT s Design Manual 2 for ungaged watersheds. The PSU- IV method, Version 3.0, 1999, Procedure PSU-IV for Estimating Design Flood Peaks on Ungaged Watersheds, was used to determine the design flood discharges. The hydraulic analysis of the flood plain was performed using the U.S. Army Corps of Engineer s, HEC-RAS (v3.0) software. All hydrological and hydraulic computations are included as Attachments to the report. 1
6 An individual Section 404 permit will not be required for the proposed construction activities associated with this project. The Pennsylvania State Programmatic General Permit (PASPGP-2) applies to the proposed activities. 2. Alternative Analysis S.R is classified as a Rural Principal Arterial with two lanes of traffic. The replacement of the existing structure is warranted based on the new roadway alignment and the functional obsolescence of the existing roadway surface. This roadway replacement is part of a larger project that involves the realignment of an approximate one mile section of S.R
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8 Figure 2: Existing and Proposed Typical Cross Section Figure 2a. Existing Road Profile Figure 2b. Proposed Road Profile 4
9 II. SITE DATA 1. Location The project area is located approximately one half mile southeast of Orbisonia, in Cromwell Township, Huntingdon County. The exact location of the project is shown in Figure 1. The watershed boundary for the S.R project area along Blacklog Creek is delineated in Attachment A. Locations of the nearest upstream and downstream structures are also shown in Attachment A. 2. Existing Roadway The existing roadway is S.R which runs parallel to Blacklog Creek. The road surface is 18 feet wide (9 feet lanes) with 4 feet shoulders on each side. The roadway runs parallel to the creek in a portion of the project area and is part of the overbank area. There are two existing bridges crossing Blacklog Creek one upstream and one downstream plus a weir approximately 4 feet high located in the downstream portions of the project area. The weir was modeled as part of the hydraulic analysis. The upstream bridge is a proposed single span pre-stressed concrete I-beam bridge located approximately 1/2 mile upstream of the project area where it will replace an existing arch structure. The upstream bridge was previously modeled for the water obstruction permit needed for construction of the S.R. 0522, Section 5BS project (DEP Permit No. E31-185). The downstream bridge is a three span concrete box beam bridge on S.R joining the communities of Orbisonia and Rockhill located approximately 0.5 miles downstream. Photographs of the project site and upstream (existing) and downstream structures are presented on pages 8 through 14. Drawings of the proposed upstream bridge are shown in Attachment B. Locations of the upstream and downstream bridges and the downstream weir are shown on the drainage area map in Attachment A. 3. Proposed Roadway The proposed roadway is S.R which runs parallel to Blacklog Creek. The road surface is 24 feet wide (12 feet lanes) with 8 feet shoulders on each side. The roadway runs parallel to the creek in a portion of the project area and is part of the overbank area. 4. Flood History There is very little information regarding high water or flooding on the Blacklog Creek in the vicinity of the project area. The highest level reached, as reported by the District Maintenance Manager, for the January 1996 flood, was about 5 to 6 feet below the roadway at the upstream bridge. This particular flood, which is 5
10 estimated to be close to the 100-year flood, had overtopped the S.R roadway some distance downstream of the bridge or, in other words, in the upstream portion of the project area. This overtopping of S.R is consistent with the flood plain determination estimated by the HEC-RAS model during the 25, 50 and 100-year storms. 5. Stream Characteristics Blacklog Creek is a large stream approximately 40 to 60 ft wide in the upper portions of the project area and widens to approximately 60 to 100 feet wide in the lower portions of the project area. The creek exhibits a boulder streambed and intermittent riffles. Various wetlands were identified and delineated throughout the project corridor. These wetlands are discussed in detail in a separate report attached to the Joint Permit Application but are not included in this H&H Report. No wetlands are impacted by either the placement or removal of fill materials in the project area. According to DM-2, the stream is listed as a stockable warm water and trout stream. Its flow is continuous and it provides adequate aquatic habitat. Also, Blacklog Creek is a fourth order CWF according to Chapter 93, Title 25, of the Pennsylvania Code. The streambed appears to be well defined and the banks quite stable in the project area. There is large quantity of rock deposit in the riverbed and along portions of the banks upstream of the project area. The banks widen towards the lower portion of the project area as a small unnamed intermittent tributary enters from the west side of the creek and just upstream of an old weir located on Blacklog Creek. The banks become steeper again downstream of the weir (and the project area) as Blacklog Creek approaches Orbisonia. The stream banks are densely vegetated on the west side of the creek, while the east side of the creek has dense vegetation close to the creek followed by the S.R roadway surface and grassed shoulders in the outer floodplain encroachment areas. A small portion of the east bank area is currently used as an unpaved pull off parking area. This parking area will be developed as part of the project. 6. Watershed Description The drainage area, delineated in Attachment A, consists of three subwatersheds, one south of the Blacklog Mountains and two north of the Blacklog Mountains. 1) The sub-watershed south of the Blacklog Mountains was determined at the upstream bridge where S.R crosses Blacklog Creek. This was reported as part of the H&H Report for S.R. 0522, Section 5BS and represents the watershed area upstream of the point where the creek passes through the Blacklog Mountains. This watershed area of approximately 65.7 square miles represents drainage areas of the Shade Creek tributary and the main Blacklog Creek channel. 6
11 Within this sub-watershed, Blacklog Creek has a very elongated and narrow watershed whereas the Shade Creek has a more or less normal watershed shape. The land within the watershed is about 90% forest with a small mixture of low density residential, farmland and pasture. The watershed ranges in elevation from 680 feet up to 2010 feet. 2) As Blacklog Creek passes through the gap in the Blacklog Mountains, waters enter the creek in a fairly uniform pattern as water drains directly down the mountain slopes and enters the creek. This subwatershed area is approximately 344 acres (0.5 square miles). The land within the watershed is about 90% forest with a small amount of roadway and railway surface. The watershed ranges in elevation from 645 feet up to 1680 feet 3) A third sub-watershed impacts the project area as waters flow down the northern side of Blacklog Mountain and enter the project area through large swales or unnamed intermittent tributaries on both sides of the creek at a point just upstream of an old weir on Blacklog Creek. The sub-watershed area is approximately 496 acres (0.78 square miles). The land within the watershed is about 90% forest with a small amount of roadway and railway surface, and residential lawns. The watershed ranges in elevation from 643 feet to 1680 feet. III. TEMPORARY DETOUR The new construction will be accomplished by directing traffic to one half of S.R. 0522, while constructing the other half. No detours will be required. 7
12 Figure 4: Photo Location Map FUTURE BRIDGE APPROVED UNDER DEP PERMIT E PHOTO #1 EXISTING BRIDGE BLACKLOG CREEK 8
13 Figure 4: Photo Location Map (Continued) BLACKLOG CREEK BEGINNING OF PROJECT AREA S.R
14 Figure 4: Photo Location Map (Continued) BLACKLOG CREEK PHOTO #2 S.R
15 Figure 4: Photo Location Map (Continued) BLACKLOG CREEK S.R PARKING AREA PHOTO #6 PHOTO #4 PHOTO #5 PHOTO #3 11
16 Figure 4: Photo Location Map (Continued) PHOTO #12 > 0.5 mi DOWNSTREAM BLACKLOG CREEK PHOTO #11 PHOTO #10 WEIR S.R PHOTO #9 PHOTO #7 PHOTO #8 12
17 Photo 1. Downstream Face of Existing Upstream Bridge. Photo 2. Upstream of Project Area. 13
18 Photo 3. Looking D/S Towards Existing Parking Area. Photo 4. Near Approach of Parking Area. 14
19 Photo 5. Parking Area and S.R Photo 6. Looking Upstream from Parking Lot. 15
20 Photo 7. Looking Upstream Towards Parking Area. Photo 8. Looking Downstream Towards Breached Weir. 16
21 Photo 9. Upstream Face of Breached Weir Photo 10. Downstream Face of Breached Weir 17
22 Photo 11. Downstream of Weir Photo 12. Upstream Face of Downstream Bridge 18
23 IV. HYDROLOGIC ANALYSIS A FIS, Flood Insurance Study, was done for the Township of Cromwell. A detailed HEC-2 FEMA study was done on Blacklog Creek for the region of the Boroughs of Rockhill and Orbisonia. The upstream limit of this study is approximately 1,000 feet downstream of the project site. Therefore, FEMA flow will be used only for comparison purposes in this study. There are no gaging stations on Blacklog Creek; the hydrologic analysis was completed in accordance with the procedures in PennDOT s, Strike Off Letter for ungaged watersheds. The drainage area consists of three sub-watersheds, one south of the Blacklog Mountains and two north of the Blacklog Mountains. All three sub-watersheds were determined using Attachment A. Attachment A was constructed from the Shade Gap, Orbisonia, Aughwick, Blairs Mills, McCoysville and McVeytown, Pennsylvania U.S.G.S. 7.5 minute quadrangles. The combined area of all three sub-watersheds is square miles The PSU-IV method, Version 3.0, 1999, Procedure PSU-IV for Estimating Design Flood Peaks on Ungaged Watersheds was used to determine the design flood discharges. PSU-IV is the procedure recommended in DM-2, Chapter B.1.(b). The PSU-IV values for sub-areas two and three were adjusted according to PSU-IV methodology since their areas were considered a small area (less than 988 acres). The centroid of sub-drainage area one is located at approximately latitude N , longitude W The centroid of sub-drainage areas two and three is located at approximately latitude N , longitude W All three sub areas are located in Flood Region 4 according to Plate 1 of PSU-IV. The forest cover was measured as the green areas on the USGS map and was calculated to be approximately 90%. The regional standard deviation, S y, and skew coefficient, G, were determined from Plates 2 and 3 respectively shown in Attachment C. Based on Plates 2 and 3, S y was and G was 0.45 for subarea one and.0295 and.0398 respectively for sub-areas two and three. No adjustments were required for urbanization, carbonate rock, or watershed size in sub-area one, while an adjustment factor of 1.23 for watershed size was made for sub-watersheds two and three. The above variables were then input into PSU-IV and flows for various storm events were computed. The results are summarized in Table 1 and the PSU-IV printouts are presented in Attachment C. 19
24 TABLE 1 Summary of Discharges in ft 3 /s Using PSU-IV Frequency Sub-Area 1 1, ,340 4,713 6,955 9,066 11,603 19,725 Sub-Area Sub-Area Total 2, , , ,293 9, , ,671 The Flood Insurance Study for the Township of Cromwell indicates a 100-year peak discharge of 11,900 cfs, for a drainage area of 66.9 square miles. This flow rate was estimated at a point downstream of the project site using the PSU-IV method. The combined area of the three sub-watersheds is sq. miles and produces a 100- year flow of 12,159 cfs. This flow is consistent with the 100- year flow of 11,900 cfs reported in the FIS for the Township of Cromwell. S.R is classified as a Rural Principal Arterial. According to SOL No dated April 21, 1999 issued by PennDOT, the design storm for a Principal Arterial, is the 50-year frequency event. V. HYDRAULIC ANALYSIS 1. The Hydraulic Model The U.S. Army Corps of Engineers HEC-RAS (vs. 3.0) computer software was used to determine the Blacklog Creek water surface profiles for the existing and proposed conditions. Topographic survey information for the project area was provided by PennDOT Engineering District 9-0 and KCI Technologies Inc. A total of forty-seven cross sections were cut based on the topographic survey. The total forty-seven cross sections entailed thirty one cross sections cut at 200 feet intervals throughout the project area combined with sixteen cross sections from the HEC-RAS model developed previously for S.R. 0522, 5BS water obstruction (bridge) permit. Of particular interest in the model were the flood plain impacts due to cut and fill activities associated with the realignment of S.R. 0522, 5BN. The breached weir located in the downstream portion of the project area was modeled as part of the study in order to ascertain any backwater impacts that the weir would produce. The locations of the cross sections are presented in Attachments F and G. Discharges were analyzed up to the 500-year storm. However, the primary storms of interest are the design storm (50-year) and the 100-year storm. Flows were modeled as entering the stream at three locations. Table 2 presents the 20
25 numeric summary of the flows which enter Blacklog Creek at the following locations. 1. At cross section 46 (or the farthest cross section upstream): These flows were modeled in the S.R. 0522, 5BS water obstruction permit for the bridge upstream of the current project area. They represent the sub-watershed upstream of the point where the creek passes through the Blacklog Mountains. This watershed area consists of drainage areas for the Shade Creek tributary and the main Blacklog Creek channel. 2. At cross section 29 (or just upstream of the project limit of work): These flows enter from both sides of the stream in a fairly uniform sheet flow pattern for cross sections 32 through 13, but are modeled as flows entering the stream as a point source at cross section 29. By modeling the flows as point source a conservative estimate of the flood impacts should be determined. 3. At cross section 12 (within the project area): Waters flow down the northern side of Blacklog Mountain and enter the project area through large swales and unnamed intermittent tributaries on both sides of the creek at a point just upstream of the weir on Blacklog Creek. Flows are modeled as a point source. Normal flow depth was used as the boundary conditions for the existing and proposed hydraulic models. This depth is estimated by HEC-RAS using the data for the cross section area, roughness coefficients, flow volume, and channel slope. All other modeling parameters were based on the plan view generated from the topographic survey and the field view. TABLE 2 Application of Discharges to HEC-RAS Cross Sections in ft 3 /s Frequency Section Section Section The site information was checked by the consultant staff during a field reconnaissance. During the field view the surface cover was observed so as to determine the roughness coefficients for the model. The stream Channel: The stream channel is a natural channel covered with stone from.25 to 2.5 feet in diameter and exhibits intermittent riffles. In the upstream portion of the model from cross section 46 to 23, the channel is approximately feet wide and well defined by steep banks covered with dense trees and vegetation. The roughness coefficients were determined to be 0.06 in the main channel. 21
26 As Blacklog Creek comes out of the Blacklog Mountains, the channel widens to approximately 60 to 100 feet wide with slightly with flatter overbanks near to the stream followed by dense trees and vegetation on steep slopes on the outside of the overbank area. The stream channel is still a natural channel throughout with stone from 0.25 to 2.5 feet in diameter and exhibits intermittent riffles. The channel roughness coefficient varied from 0.06 in the upstream portion to 0.05 below the weir. The stream banks: The channel is bounded by steep slopes on both sides in the upper portions of the modeled reach. The banks widen out and display an overbank area next to the channel as Blacklog Creek comes out of the Blacklog Mountains. West Bank: As Blacklog Creek passes through the mountains, the west banks are steep next to the channel with a railroad bed at the top of the slope followed again by steep slopes. As the creek continues downstream and leaves the mountains, the left bank flattens somewhat for a width of 100 to 200 feet before proceeding up steep slopes. The overbank area remains covered by trees and dense brush in the flatter area and on the steep slopes. The roughness coefficient was 0.08 throughout. East Bank: As Blacklog Creek passes through the mountains, the east banks are steep and densely covered next to the channel, followed by the S.R roadway and then steep slopes that continue up the mountain. In the area of cross sections 17 through 16 (S.R stations to ), the east bank exhibits a fairly flat overbank area covered first by dense trees, then a dirt surface pull off parking area, the roadway surface and a brush covered steep slope. From cross sections 13 to 12 (S.R stations to ), the east bank exhibits a fairly flat, grassed overbank area which raises steeply to the roadway followed by a residential area on the east side of the roadway. Downstream of cross section 12 (S.R station ), the roadway alignment moves up and away from the stream. The overbanks and slopes away from the creek are covered with dense brush up to the roadway. The roughness coefficients for these areas were: 0.08 for dense trees and brush areas, for light forest covered slopes, 0.03 for brush covered slopes, for the grassed areas, and for the roadway. 2. Existing Conditions The existing roadway is located within a right-of-way which runs parallel to Blacklog Creek for approximately 3,000 feet before moving away from the creek 22
27 and out of the floodplain. The existing road surface width is 18 feet (9 feet lanes) with shoulders 4 feet wide. Generally the roadway is of sufficient elevation to remain out of the floodway. The portion of hydraulic interest lies between HEC-RAS cross sections 27 and 14 which correspond to S.R stations through (a distance of 2,600 feet). Table 3 provides a comparison of the existing roadway elevations with the 50 and 100-year water surface elevations. Cross- Section # TABLE 3 COMPARISON OF EXISTING S.R ROADWAY ELEVATIONS TO 50 AND 100 YEAR WATER SURFACE ELEVATIONS Roadway Stationing (Proposed) Existing Roadway Elevation 50-Year W.S.E. Change From Roadway 100-Year W.S.E. Change From Roadway Upstream Limit of Work Roadway leaves the 100-year flood plain Note: Cross section locations are shown in Attachments F and G. W.S.E. = Water Surface Elevation - = W.S.E. is below the roadway; + = W.S.E. is above the roadway. Table 3 shows that S.R remains above the 100-year flood plain up to cross section 19 (S.R station ). S.R then goes through a stretch of low elevations up to cross section 14 (S.R station ) where it is flooded during the 100 and 50-year floods. Further downstream of cross section 14, the S.R again rises above the 100-year flood plain. An unpaved 23
28 parking area exists in the area represented by cross section 17, 16.75, 16.5 and 16 (between S.R stations and ). Tables 5, 6, 7 and 8 indicate the water surface elevation and velocity for all cross sections modeled. These results indicate that the change in water surface elevations stabilize just 30 feet upstream of the breached weir. The results also indicate that there are sections of Blacklog Creek with high velocities and potential scour at cross section 25 and sections 21 through Proposed Conditions The focus of the hydraulic analysis is to establish the impacts to the 100-year flood plain due to Cut and fill in the floodplain resulting from changes in alignment necessary to raise the roadway above the 50-year storm; Widening of the road; Improvements to an existing pull off parking area; Changing the surface roughness of a portion of the overbank area along the channel. The proposed roadway surface and shoulders for S.R are located within the same right-of-way as the existing roadway with minor horizontal adjustments from the current alignment. The road surface will be widened to 24 feet (12 feet lanes) with shoulders 8 feet wide. Earth fill and some cut, will be required to raise the roadway surface above the 50-year water surface profile at various cross sections and provide adequate support for the pavement and shoulders. Volumes of cut and fill at various stations along S.R are given in Attachment H. Anti-reverse flow gates will be added to culverts passing under S.R from 50 feet above cross section 19 through cross section 16 (S.R stations through ). These gates will prevent flow from coming back up through the roadway cross pipes to the east side of S.R at high water storms. In this way the roadway acts as a levee which keeps the 50- year storm to the west side of S.R (channel side) through out the project. These gates also assist in keeping the 100-year storm waters off of S.R in all but three modeled cross sections. Table 4 shows the 100-year overtopping S.R at cross section 17 (S.R station ) at no more than 0.04 feet. Table 4 provides a comparison of the existing roadway elevations with the 50 and 100-year water surface elevations. Results indicate that the 50-year water surface elevation remains below the roadway through the project area. The water surface will be above the roadway surface for the 100-year flood but the depths are decreased in comparison to those in Table 3. Overall, the flooding and hydraulic conditions will be greatly improved due to the increased roadway elevations. 24
29 Cross- Section # TABLE 4 COMPARISON OF PROPOSED S.R ROADWAY ELEVATIONS TO 50 AND 100 YEAR WATER SURFACE ELEVATIONS Roadway Stationing (Proposed) Proposed Roadway Elevation 50-Year W.S.E. Change From Roadway 100-Year W.S.E. Change From Roadway Upstream Limit of Work Sh Sh Sh Sh Sh Sh CL Sh CL Sh Sh Sh Sh Sh Sh Sh CL Sh CL Sh CL Sh CL Roadway leaves the 100-year flood plain Note: Cross section locations are shown in Attachments F and G. W.S.E. = Water Surface Elevation - = W.S.E. is below the roadway; + = W.S.E. is above the roadway. Sh = High point between Shoulder and travel lane CL = Grade point/center point of roadway 25
30 Tables 5, 6, 7 and 8 indicate the water surface elevation and velocity for all cross sections modeled. These results indicate that The water surface elevations increase by more than 0.10 feet along 1,000 feet of the roadway, from cross sections 20 to 15 (S.R stations to ). The change in 100-year water surface elevation is and feet at cross sections 20 and 17 respectively (S.R stations and ). However, due to the no reverse flow gates the majority of the waters remain on the Blacklog Creek side of S.R The change in water surface elevations stabilizes just 30 feet upstream of the weir. There are sections of Blacklog Creek with high velocities and potential scour at cross section 25 and sections 21 through 18 (S.R stations and ). R-6 stone was placed on the Blacklog Creek side of the roadway throughout these areas to prevent bank erosion and scour. 26
31 TABLE 5 50-YEAR WATER SURFACE ELEVATIONS EXISTING AND PROPOSED X-Sn # Stationing Existing Proposed Difference on S.R Conditions Conditions 46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A U/S Face Bridge SR BS SR BS 34 D/S Face Upstream Limit of Work
32 X-Sn # Stationing on Existing Proposed Difference S.R Conditions Conditions N/A N/A N/A Inline Weir 7.9 N/A N/A N/A N/A N/A N/A N/A N/A Note: Cross section locations are shown in Attachments F and G. TABLE YEAR WATER SURFACE ELEVATIONS EXISTING AND PROPOSED X-Sn # Stationing on Existing Proposed Difference S.R Conditions Conditions 46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A U/S Face Bridge SR BS SR BS 34 D/S Face
33 X-Sn # Stationing on S.R Existing Conditions Proposed Conditions Difference Upstream Limit of Work N/A N/A N/A Inline Weir 7.9 N/A N/A N/A N/A N/A N/A N/A N/A Note: Cross section locations are shown in Attachments F and G. 29
34 TABLE 7 50-YEAR CHANNEL VELOCITIES EXISTING AND PROPOSED X-Sn # Stationing on Existing Proposed Difference S.R Conditions Conditions 46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A U/S Face Bridge SR BS SR BS 34 D/S Face Upstream Limit of Work
35 X-Sn # Stationing Existing Proposed Difference on S.R Conditions Conditions N/A N/A N/A Inline Weir 7.9 N/A N/A N/A N/A N/A N/A N/A N/A Note: Cross section locations are shown in Attachments F and G. TABLE YEAR CHANNEL VELOCITIES EXISTING AND PROPOSED X-Sn # Stationing Existing Proposed Difference on S.R Conditions Conditions 46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A U/S Face Bridge SR BS SR BS 34 D/S Face Upstream Limit of Work
36 X-Sn # Stationing on Existing Proposed Difference S.R Conditions Conditions N/A N/A N/A Inline Weir 7.9 N/A N/A N/A N/A N/A N/A N/A N/A Note: Cross section locations are shown in Attachments F and G. 32
37 VI. STORMWATER MANAGEMENT ANALYSIS The project consists of the realignment and widening of a portion of S.R As part of the realignment, fill material will be added to and removed from the 100 year flood plain encroachment area, as the road is replaced, a road side parking area will be paved. The project will have little or no effect on the overall hydrology of the Blacklog Creek watershed. The project will slightly improve the hydraulics for the roadway within the project area, but overall the creek will not be significantly impacted by the project. Currently there is no stormwater management plan in effect for the project area within Cromwell Township. Township and County officials have been notified of the proposed road work in accordance with PA ACT 14, P.L. 834, and no objections have been raised concerning the proposed project. VII. FLOODPLAIN MANAGEMENT A FIS, Flood Insurance Study, was done for the Township of Cromwell. A detailed HEC-2 FEMA study was done on Blacklog Creek for the region of the Boroughs of Rockhill and Orbisonia. The upstream limit of this study is downstream of the project site. There are no gaging stations in the vicinity of the project area. Therefore, PSU-IV was used to obtain the 100-year flood and a hydraulic analysis using HEC-RAS was used to compare the existing and proposed conditions of the project site. The 100-year water surface elevation will increase approximately 0.58 feet at two cross sections within the flood plain. This is less that the 1.0 feet increase allowed for a FEMA non-delineated area under Pennsylvania Code Title 25 Chapter 105. Therefore, overall results of the hydraulic model indicate that there will not be significant change in water surface elevations with the completion of the project. Due to the proposed anti-reverse flow gates on several roadway culverts the flood plain encroachment for the proposed conditions will be less than the current conditions Township and County officials have been notified concerning the proposed roadway replacement and no concerns have been raised. The existing and proposed floodplain delineation are presented in a flood plain map included in Attachment J. 33
38 VIII. RISK ASSESSMENT The hydraulic analysis reveals that there will be no risk of overtopping SR 0522 during the 50-year flood event. During the 100-year flood event, the roadway will be overtopped by 0.04 feet for a road section length of approximately 100 feet between S.R stations and Although there are private residences along the project area portion of S.R. 0522, these residences are not in the flood plain and are not at risk due to flooding during the 100 or 500-year events. The proposed parking lot will be flooded during the 50 and 100-year floods, however, the increased water surface elevations due to the proposed roadway will not increase the risk to any private property within this section of the Blacklog Creek flood plain During construction, stringent measures will be in place to protect the Blacklog Creek from sediment and other pollutants. An approved erosion and sediment pollution control plan will be in place during all construction activities. The proposed roadway work will have no adverse impacts on public safety, public property. Public safety will be enhanced and flooding conditions within the right-of-way will be improved by increasing the roadway elevation so that the water surface elevation, for the 50-year flood event remains below the roadway surface. The 100-year storm water surface elevations within the project area will increase a maximum of 0.58 feet, particularly in the area near to the proposed parking area yet overtop the roadway surface by only 0.04 feet. (Under the existing conditions, the 100-year storm will overtop the roadway by 1.82 feet.) The risk to public safety and private property will be improved on S.R by increasing the roadway elevations within this area of the project. The proposed roadway work will impact the local environment of this section of Blacklog Creek. The water surface elevations increase by more than 0.10 feet along 1,000 feet of the roadway, from cross sections 20 to 15 (S.R stations to ). Although the 100-year storm velocities do not increase significantly (generally less than 1 foot per second), scour protection in the form of rip rap stone was applied to sections of the channel to reduce the impacts due to erosion. Of particular interest was the placement of stone along the channel in the area just upstream of the proposed parking area. The stone will act to protect the creek bank and help the stream to flow around the parking structure. This stone will help to improve the conditions for erosion protection within the channel. 34
39 IX. SUMMARY DATA 1. State Route Number: S.R. 0522, Section 5BS 2. Station: From to County: Huntingdon County 4. Township: Cromwell Township 5. Stream: Blacklog Creek 6. Drainage Area: mi 2 (Susquehana River Basin) 7. Location: a. USGS Quadrangles Shade Gap, Orbisonia, Aughwick, Blairs Mills, McMoysville, McVeyton, PA b. Longitude: c. Latitude: Average Stream Width: (Top Width) 120 to 300 ft. (Bottom Width) 55 to 100 ft 9. Average Normal Depth 1-2 feet 10. Stream Bed Elevation: 300 ft. Upstream (Cross section 30) ft. Down Stream (Cross section 6) Water Surface Elevations: 300 ft. Upstream (2.33-year storm) 300 ft. Downstream a. Structural Information: Existing Structure Proposed Structure 1. Type: Roadway Wider Roadway 2. Number of Spans: N/A N/A 3. Clear Span: N/A ft. N/A ft 4. Normal Span: N/A ft N/A ft 5. Under-clearance N/A ft. N/A ft. Low Chord Elevation: N/A ft. N/A ft. 6. Skew Angle: N/A N/A 11b. Channel Information: Existing Channel 1. Type: Natural 2. Bottom Width: ft. 3. Side Slopes Left: 2:1, Right: 2.5:1 Note: All channel work is within the right of way for the proposed and existing roadways. 12. Permit: PASPGP Impact to Wetlands: See accompanying report in the JPA 14. Fill Below Ordinary High Water a. Permanent: 192,626.5 ft 3 or 7,134 yd 3 b. Temporary: 0 ft 3 35
40 XIII. RECOMMENDATIONS AND CONCLUSIONS The existing roadway should be replaced by a wider and more elevated roadway. The proposed roadway will be located on approximately the same horizontal alignment as the existing roadway and the road profile will be raised above the 50-year flood plain. The roadway width will increase from 18 feet to 24 feet and the roadway shoulder widths will increase from 4 feet to 8 feet. Through the use of anti-reverse flow gates on the ends of the roadway culverts, waters will be restricted to the Blacklog Creek side of the road for storms up to the 50-year event. Overall safety on the road during storm events up to the 50-year storm will be enhanced, and no risk will be posed to private properties within the project area. Hydraulic conditions at the site will be improved by replacing the roadway with only minor (0.58 feet) increase in the 100 year water surface elevation for a portion of the project. This is less than the 1.0 feet allowed for a non-delineated area and constitutes no significant increase in the 100-year water surface elevation. The 100-year storm will overtop S.R at depths of no more than 0.04 feet. Scour velocities for the 100-year storm and proposed conditions do not increase significantly over the existing velocities. Rip rap stone will be placed along the bank to provide additional erosion protection on the creek banks. An individual Section 404 permit will not be required for the construction activities associated with the proposed project. The Pennsylvania State Programmatic General Permit No. 2 (PASPGP-2) applies to the proposed activities. 36
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