HYDROLOGIC AND HYDRAULIC REPORT FOR SR. 0522, SECTION 5BN ALONG BLACKLOG CREEK CROMWELL TOWNSHIP HUNTINGDON COUNTY. Prepared for:

Size: px
Start display at page:

Download "HYDROLOGIC AND HYDRAULIC REPORT FOR SR. 0522, SECTION 5BN ALONG BLACKLOG CREEK CROMWELL TOWNSHIP HUNTINGDON COUNTY. Prepared for:"

Transcription

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

2

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

7

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

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION ENGINEERING DISTRICT 3-0

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION ENGINEERING DISTRICT 3-0 PENNSYLVANIA DEPARTMENT OF TRANSPORTATION ENGINEERING DISTRICT 3-0 LYCOMING COUNTY S.R.15, SECTION C41 FINAL HYDROLOGIC AND HYDRAULIC REPORT STEAM VALLEY RUN STREAM RELOCATION DATE: June, 2006 REVISED:

More information

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION DISTRICT 6-0 HYDROLOGIC AND HYDRAULIC REPORT. for SR 3062, SECTION 29S STRASBURG ROAD.

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION DISTRICT 6-0 HYDROLOGIC AND HYDRAULIC REPORT. for SR 3062, SECTION 29S STRASBURG ROAD. PENNSYLVANIA DEPARTMENT OF TRANSPORTATION DISTRICT 6-0 HYDROLOGIC AND HYDRAULIC REPORT for SR 3062, SECTION 29S STRASBURG ROAD over WEST BRANCH OF BRANDYWINE CREEK EAST FALLOWFIELD TOWNSHIP, CHESTER COUNTY

More information

YELLOWSTONE RIVER FLOOD STUDY REPORT TEXT

YELLOWSTONE RIVER FLOOD STUDY REPORT TEXT YELLOWSTONE RIVER FLOOD STUDY REPORT TEXT TECHNICAL REPORT Prepared for: City of Livingston 411 East Callender Livingston, MT 59047 Prepared by: Clear Creek Hydrology, Inc. 1627 West Main Street, #294

More information

The last three sections of the main body of this report consist of:

The last three sections of the main body of this report consist of: Threatened and Endangered Species Geological Hazards Floodplains Cultural Resources Hazardous Materials A Cost Analysis section that provides comparative conceptual-level costs follows the Environmental

More information

LOMR SUBMITTAL LOWER NEHALEM RIVER TILLAMOOK COUNTY, OREGON

LOMR SUBMITTAL LOWER NEHALEM RIVER TILLAMOOK COUNTY, OREGON LOMR SUBMITTAL LOWER NEHALEM RIVER TILLAMOOK COUNTY, OREGON Prepared for: TILLAMOOK COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 1510-B THIRD STREET TILLAMOOK, OR 97141 Prepared by: 10300 SW GREENBURG ROAD,

More information

UPPER COSUMNES RIVER FLOOD MAPPING

UPPER COSUMNES RIVER FLOOD MAPPING UPPER COSUMNES RIVER FLOOD MAPPING DRAFT BASIC DATA NARRATIVE FLOOD INSURANCE STUDY SACRAMENTO COUTY, CALIFORNIA Community No. 060262 November 2008 Prepared By: CIVIL ENGINEERING SOLUTIONS, INC. 1325 Howe

More information

LOMR SUBMITTAL LOWER NESTUCCA RIVER TILLAMOOK COUNTY, OREGON

LOMR SUBMITTAL LOWER NESTUCCA RIVER TILLAMOOK COUNTY, OREGON LOMR SUBMITTAL LOWER NESTUCCA RIVER TILLAMOOK COUNTY, OREGON Prepared for: TILLAMOOK COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 1510-B THIRD STREET TILLAMOOK, OR 97141 Prepared by: 10300 SW GREENBURG ROAD,

More information

Section 4: Model Development and Application

Section 4: Model Development and Application Section 4: Model Development and Application The hydrologic model for the Wissahickon Act 167 study was built using GIS layers of land use, hydrologic soil groups, terrain and orthophotography. Within

More information

Case Study 2: Twenty-mile Creek Rock Fords

Case Study 2: Twenty-mile Creek Rock Fords Case Study : Twenty-mile Creek Rock Fords Location Crossing Description Washington. Okanagan National Forest. Methow Valley Ranger District. Chewuch river basin, East Chewuch Road. The Twenty-mile Creek

More information

NORTHUMBERLAND COUNTY, PA

NORTHUMBERLAND COUNTY, PA QUAKER RUN Stream and Wetland Restoration As-Built Completion Report and First Year Monitoring Data Coal Township NORTHUMBERLAND COUNTY, PA Upstream Before Upstream After Prepared for: COAL TOWNSHIP 805

More information

Design Hydraulic Study. Bridge 09C-0134, Blairsden-Graeagle Road over Middle Fork Feather River. Plumas County. Prepared for:

Design Hydraulic Study. Bridge 09C-0134, Blairsden-Graeagle Road over Middle Fork Feather River. Plumas County. Prepared for: Design Hydraulic Study Bridge 09C-0134, Blairsden-Graeagle Road over Middle Fork Feather River Plumas County Prepared for: Quincy Engineering, Inc 3247 Ramos Circle Sacramento, CA 95827-2501 Prepared by:

More information

DRAFT Design Hydraulic Study. Bridge 04C-0055, Mattole Road Bridge over Mattole River at Honeydew. Humboldt County. Prepared for:

DRAFT Design Hydraulic Study. Bridge 04C-0055, Mattole Road Bridge over Mattole River at Honeydew. Humboldt County. Prepared for: DRAFT Design Hydraulic Study Bridge 04C-0055, Mattole Road Bridge over Mattole River at Honeydew Humboldt County Prepared for: Morrison Structures Incorporated 1890 Park Marina Drive, Suite 104 Redding,

More information

PRELIMINARY CULVERT ANALYSIS REPORT FOR CULVERT NO. 008-C OREGON AVENUE OVER PINEHURST CREEK

PRELIMINARY CULVERT ANALYSIS REPORT FOR CULVERT NO. 008-C OREGON AVENUE OVER PINEHURST CREEK PRELIMINARY CULVERT ANALYSIS REPORT FOR CULVERT NO. 008-C OREGON AVENUE OVER PINEHURST CREEK Prepared for The District of Columbia Department of Transportation Washington, D.C. Prepared by Parsons Transportation

More information

Appendix E Guidance for Shallow Flooding Analyses and Mapping

Appendix E Guidance for Shallow Flooding Analyses and Mapping Appendix E Guidance for Shallow Flooding Analyses and Mapping E.1 Introduction Different types of shallow flooding commonly occur throughout the United States. Types of flows that result in shallow flooding

More information

Four Mile Run Levee Corridor Stream Restoration

Four Mile Run Levee Corridor Stream Restoration Four Mile Run Levee Corridor Stream Restoration 30% Design Summary U.S. Army Corps of Engineers, Baltimore District Presentation Outline Four Mile Run 1.) Historic Perspective 2.) Existing Conditions 3.)

More information

Report for Area Drainage Studies for 1320 MW (2x660 MW) THERMAL POWER PROJECT AT MIRZAPUR, U.P.

Report for Area Drainage Studies for 1320 MW (2x660 MW) THERMAL POWER PROJECT AT MIRZAPUR, U.P. Report for Area Drainage Studies for 1320 MW (2x660 MW) THERMAL POWER PROJECT AT MIRZAPUR, U.P. 1. Introduction M/s Welspun Energy Uttar Pradesh Ltd. (WEUPL) is putting up 1320 MW (2 x 660 MW) coal fired

More information

Technical Memorandum No Sediment Model

Technical Memorandum No Sediment Model Pajaro River Watershed Study in association with Technical Memorandum No. 1.2.9 Sediment Model Task: Development of Sediment Model To: PRWFPA Staff Working Group Prepared by: Gregory Morris and Elsie Parrilla

More information

CASE STUDIES. Introduction

CASE STUDIES. Introduction Introduction The City of Winston-Salem faces the challenge of maintaining public infrastructure (e.g., water and sewer lines, storm drains, roads, culverts and bridges) while minimizing the potential impacts

More information

Assessment. Assessment

Assessment. Assessment 2001 SPRINGBROOK CREEK RESTORATION - THREE YEAR POST-CONSTRUCTION REVIEW - Presented by Bruce Henderson and Andy Harris 2005 River Restoration Northwest Symposium Skamania Lodge, Washington www.hendersonlandservices.com

More information

Field Observations and One-Dimensional Flow Modeling of Summit Creek in Mack Park, Smithfield, Utah

Field Observations and One-Dimensional Flow Modeling of Summit Creek in Mack Park, Smithfield, Utah Intermountain Center for River Rehabilitation and Restoration, Utah State University 31 July 2018 Field Observations and One-Dimensional Flow Modeling of Summit Creek in Mack Park, Smithfield, Utah I.

More information

3.11 Floodplains Existing Conditions

3.11 Floodplains Existing Conditions Other stormwater control practices may be needed to mitigate water quality impacts. In addition to detention facilities, other practices such as vegetated basins/buffers, infiltration basins, and bioswales

More information

Solutions to Flooding on Pescadero Creek Road

Solutions to Flooding on Pescadero Creek Road Hydrology Hydraulics Geomorphology Design Field Services Photo courtesy Half Moon Bay Review Solutions to Flooding on Pescadero Creek Road Prepared for: San Mateo County Resource Conservation District

More information

LOCATED IN INDIAN RIVER COUNTY PREPARED FOR S.J.R.W.M.D. AND F.W.C.D. DECEMBER, 2003 Updated 2007 Updated May 2014 PREPARED BY

LOCATED IN INDIAN RIVER COUNTY PREPARED FOR S.J.R.W.M.D. AND F.W.C.D. DECEMBER, 2003 Updated 2007 Updated May 2014 PREPARED BY FELLSMERE WATER CONTROL DISTRICT EAST MASTER DRAINAGE PLAN AND STORMWATER HYDROLOGIC ANALYSIS OF THE GRAVITY DRAINAGE SYSTEM LOCATED BETWEEN THE EAST BOUNDARY, LATERAL U, THE MAIN CANAL, AND DITCH 24 LOCATED

More information

APPENDIX A REACH DECRIPTIONS. Quantico Creek Watershed Assessment April 2011

APPENDIX A REACH DECRIPTIONS. Quantico Creek Watershed Assessment April 2011 APPENDIX A REACH DECRIPTIONS Basin 615, South Fork of Quantico Creek - Project Reach Descriptions Reach Name: 615-A Coordinates (NAD 83, Virginia State Plane North): 11796510.57, 6893938.95 to 11801555.79,

More information

Technical Memorandum No

Technical Memorandum No Pajaro River Watershed Study in association with Technical Memorandum No. 1.2.10 Task: Evaluation of Four Watershed Conditions - Sediment To: PRWFPA Staff Working Group Prepared by: Gregory Morris and

More information

Case Study 14. Rocky Creek Vented Box Culvert Ford

Case Study 14. Rocky Creek Vented Box Culvert Ford Case Study. Rocky Creek Vented Box Culvert Ford Location West Central Arkansas. Ouachita National Forest; Oden Ranger District. Rocky Creek crossing on Forest Road 887 (Muddy Gibbs Road). Crossing Description

More information

STREUVER FIDELCO CAPPELLI, LLC YONKERS DOWNTOWN DEVELOPMENT PHASE 1. DRAFT ENVIRONMENTAL IMPACT STATEMENT For: PALISADES POINT

STREUVER FIDELCO CAPPELLI, LLC YONKERS DOWNTOWN DEVELOPMENT PHASE 1. DRAFT ENVIRONMENTAL IMPACT STATEMENT For: PALISADES POINT STREUVER FIDELCO CAPPELLI, LLC YONKERS DOWNTOWN DEVELOPMENT PHASE 1 DRAFT ENVIRONMENTAL IMPACT STATEMENT For: PALISADES POINT Prepared by: PAULUS, SOKOLOWSKI & SARTOR STORMWATER MANAGEMENT 1. Methodology

More information

Why Stabilizing the Stream As-Is is Not Enough

Why Stabilizing the Stream As-Is is Not Enough Why Stabilizing the Stream As-Is is Not Enough Several examples of alternatives to the County s design approach have been suggested. A common theme of these proposals is a less comprehensive effort focusing

More information

Chapter 3 Erosion in the Las Vegas Wash

Chapter 3 Erosion in the Las Vegas Wash Chapter 3 Erosion in the Las Vegas Wash Introduction As described in Chapter 1, the Las Vegas Wash (Wash) has experienced considerable change as a result of development of the Las Vegas Valley (Valley).

More information

Why Geomorphology for Fish Passage

Why Geomorphology for Fish Passage Channel Morphology - Stream Crossing Interactions An Overview Michael Love Michael Love & Associates mlove@h2odesigns.com (707) 476-8938 Why Geomorphology for Fish Passage 1. Understand the Scale of the

More information

Stream Geomorphology. Leslie A. Morrissey UVM July 25, 2012

Stream Geomorphology. Leslie A. Morrissey UVM July 25, 2012 Stream Geomorphology Leslie A. Morrissey UVM July 25, 2012 What Functions do Healthy Streams Provide? Flood mitigation Water supply Water quality Sediment storage and transport Habitat Recreation Transportation

More information

Chapter 5 CALIBRATION AND VERIFICATION

Chapter 5 CALIBRATION AND VERIFICATION Chapter 5 CALIBRATION AND VERIFICATION This chapter contains the calibration procedure and data used for the LSC existing conditions model. The goal of the calibration effort was to develop a hydraulic

More information

CITY OF CAPE CORAL STORMWATER MASTER PLAN PHASE II - PART 1 BASINS 4, 10, & 14 SUB-BASIN DRAINAGE IMPROVEMENTS HYDRAULIC ANALYSIS SUMMARY

CITY OF CAPE CORAL STORMWATER MASTER PLAN PHASE II - PART 1 BASINS 4, 10, & 14 SUB-BASIN DRAINAGE IMPROVEMENTS HYDRAULIC ANALYSIS SUMMARY CITY OF CAPE CORAL STORMWATER MASTER PLAN PHASE II - PART 1 BASINS 4, 10, & 14 SUB-BASIN DRAINAGE IMPROVEMENTS HYDRAULIC ANALYSIS SUMMARY Cape Coral, FL Prepared for: The City of Cape Coral Public Works

More information

STREAM RESTORATION AWRA Summer Specialty Conference, GIS and Water Resources IX

STREAM RESTORATION AWRA Summer Specialty Conference, GIS and Water Resources IX STREAM RESTORATION 2016 AWRA Summer Specialty Conference, GIS and Water Resources IX Innovative Use of 2D Hydraulic Modeling in Stream Restoration Design Presented by: Li Gao, PE and Robert Scrafford,

More information

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART 257.82 PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY EPA s Disposal of Coal Combustion Residuals from Electric Utilities Final Rule (40 C.F.R.

More information

NEWS RELEASE UNDER SECTION 404 OF THE CLEAN WATER ACT (33 USC 1344) ACTION NUMBER SPA ABQ

NEWS RELEASE UNDER SECTION 404 OF THE CLEAN WATER ACT (33 USC 1344) ACTION NUMBER SPA ABQ PUBLIC NOTICE Public Notice Issue Date: //6/07 Albuquerque District Comments due: /6/08 NEWS RELEASE UNDER SECTION 0 OF THE CLEAN WATER ACT ( USC ) ACTION NUMBER SPA-06-00-ABQ BANK STABILIZATION ALONG

More information

Flood and Stream Restoration

Flood and Stream Restoration 2 3 4 Pedestrian bridge under construction 3 CSPs perched on DS side Large area of sand deposition Bottom layer of gabions has been scoured out large bar of gabion stone Gabions slumping bank slope failure

More information

Issue 44: Phase II & III H&H Issues Date: 07/03/2006 Page 1

Issue 44: Phase II & III H&H Issues Date: 07/03/2006 Page 1 Background Phase I of the NCFMP studies have primarily focused on the coastal plain and sandhills physiographic regions in of the State. Phase II and III study areas will focus on the piedmont, foothills,

More information

Dealing with Zone A Flood Zones. Topics of Discussion. What is a Zone A Floodplain?

Dealing with Zone A Flood Zones. Topics of Discussion. What is a Zone A Floodplain? Dealing with Zone A Flood Zones Topics of Discussion Overview of Zone A Floodplains Permitting Development in Zone A Floodplains Estimating Flood Elevations in Zone A Flood Insurance Implications Letters

More information

TSEGI WASH 50% DESIGN REPORT

TSEGI WASH 50% DESIGN REPORT TSEGI WASH 50% DESIGN REPORT 2/28/2014 Daniel Larson, Leticia Delgado, Jessica Carnes I Table of Contents Acknowledgements... IV 1.0 Project Description... 1 1.1 Purpose... 1 Figure 1. Erosion of a Headcut...

More information

!"#$%&&'()*+#$%(,-./0*)%(!

!#$%&&'()*+#$%(,-./0*)%(! 8:30 Sign in Hoosic River Revival Coalition!"#$%&&'()*+#$%(,-./0*)%(! 12-#30+4/#"5-(60 9:00 Welcome and Introductions 9:15 Goals for Today s Program: A Description of the Planning Process 9:30 First Session:

More information

CR AAO Bridge. Dead River Flood & Natural Channel Design. Mitch Koetje Water Resources Division UP District

CR AAO Bridge. Dead River Flood & Natural Channel Design. Mitch Koetje Water Resources Division UP District CR AAO Bridge Dead River Flood & Natural Channel Design Mitch Koetje Water Resources Division UP District Old County Road AAO Bridge Map courtesy of Marquette County Silver Lake Basin McClure Basin

More information

Griswold Creek August 22, 2013

Griswold Creek August 22, 2013 Creek August 22, 2013 1 Lake Erie Protection Fund Creek Study ver Evaluate the overall condition of Creek Determine stable channel dimensions & appropriate restoration techniques Starting Stat gpoint for

More information

STABILIZATION OF THE H&CT RAILWAY STONE DAM WALTER E. SKIPWITH, PE, JOYCE CRUM, AIA AND JOHN BAUMGARTNER, PE. Introduction.

STABILIZATION OF THE H&CT RAILWAY STONE DAM WALTER E. SKIPWITH, PE, JOYCE CRUM, AIA AND JOHN BAUMGARTNER, PE. Introduction. STABILIZATION OF THE H&CT RAILWAY STONE DAM WALTER E. SKIPWITH, PE, JOYCE CRUM, AIA AND JOHN BAUMGARTNER, PE I. A. Introduction General The Old Stone Dam is located in the upper reach of Cottonwood Creek

More information

Fish Passage at Road Crossings

Fish Passage at Road Crossings Fish Passage at Road Crossings 1 Crossing Design Workshop Outline 1:00 to 2:00 Intro, Design Overview, Channel Width 2:00 to 2:15 Break 2:15 to 3:15 No-Slope, Stream Simulation Design 3:15 to 3:30 Break

More information

Delaware Bay Dikes Repair and Prevention Project Preliminary Design for New Castle Dikes

Delaware Bay Dikes Repair and Prevention Project Preliminary Design for New Castle Dikes City of New Castle Presentation Delaware Bay Dikes Repair and Prevention Project Preliminary Design for New Castle Dikes New Castle Conservation District DNREC August 22, 2012 Agenda Project Background

More information

Bank Erosion and Morphology of the Kaskaskia River

Bank Erosion and Morphology of the Kaskaskia River Bank Erosion and Morphology of the Kaskaskia River US Army Corps Of Engineers St. Louis District Fayette County Soil and Water Conservation District Team Partners : Carlyle Lake Ecosystem Partnership Vicinity

More information

Stormwater Guidelines and Case Studies. CAHILL ASSOCIATES Environmental Consultants West Chester, PA (610)

Stormwater Guidelines and Case Studies. CAHILL ASSOCIATES Environmental Consultants West Chester, PA (610) Stormwater Guidelines and Case Studies CAHILL ASSOCIATES Environmental Consultants West Chester, PA (610) 696-4150 www.thcahill.com Goals and Challenges for Manual State Stormwater Policy More Widespread

More information

Limited Visual Dam Safety Inspections OA Oahu Reservoir No Oahu, Hawaii

Limited Visual Dam Safety Inspections OA Oahu Reservoir No Oahu, Hawaii Limited Visual Dam Safety Inspections OA00137 Oahu Reservoir No. 155 Oahu, Hawaii Prepared by: U.S. ARMY CORPS OF ENGINEERS HONOLULU DISTRICT STATE OF HAWAII DEPARTMENT OF LAND AND NATURAL RESOURCES May

More information

Emergency Action Plan (EAP) Tata Pond Dam

Emergency Action Plan (EAP) Tata Pond Dam For Official Use Only Not for Public Distribution 02/03/16 Emergency Action Plan (EAP) Tata Pond Dam State of Connecticut Dam ID: 0000 Town or City, County, Connecticut Name of Dam Owner Dam Hazard Classification

More information

Rock Sizing for Batter Chutes

Rock Sizing for Batter Chutes Rock Sizing for Batter Chutes STORMWATER MANAGEMENT PRACTICES Photo 1 Rock-lined batter chute Photo 2 Rock-lined batter chute 1. Introduction In the stormwater industry a chute is a steep drainage channel,

More information

Implementing a Project with 319 Funds: The Spring Brook Meander Project. Leslie A. Berns

Implementing a Project with 319 Funds: The Spring Brook Meander Project. Leslie A. Berns Implementing a Project with 319 Funds: The Spring Brook Meander Project Leslie A. Berns "...to acquire... and hold lands... for the purpose of protecting and preserving the flora, fauna and scenic beauties...

More information

Tom Ballestero University of New Hampshire. 1 May 2013

Tom Ballestero University of New Hampshire. 1 May 2013 Tom Ballestero University of New Hampshire 1 May 2013 1 Hydrology 2 Basic Hydrology Low flows most common Flows that fill the stream to the banks and higher are much less common Filling the stream to the

More information

Dolores River Watershed Study

Dolores River Watershed Study CHAPTER 4: RIVER AND FLOODPLAIN ISSUES The Dolores River falls into a category of streams in Colorado that share some unique characteristics. Like some other mountain streams in the state, it has a steep

More information

Out with the Old, In with the New: Implementing the Results of the Iowa Rapid Floodplain Modeling Project

Out with the Old, In with the New: Implementing the Results of the Iowa Rapid Floodplain Modeling Project Out with the Old, In with the New: Implementing the Results of the Iowa Rapid Floodplain Modeling Project Traci Tylski, E.I., CFM Hydraulics Engineer USACE - Omaha District Traci.M.Tylski@USACE.army.mil

More information

JOURNAL OF ENVIRONMENTAL HYDROLOGY The Electronic Journal of the International Association for Environmental Hydrology VOLUME

JOURNAL OF ENVIRONMENTAL HYDROLOGY The Electronic Journal of the International Association for Environmental Hydrology VOLUME JOURNAL OF ENVIRONMENTAL HYDROLOGY The Electronic Journal of the International Association for Environmental Hydrology VOLUME 18 2010 REDUCED CHANNEL CONVEYANCE ON THE WICHITA RIVER AT WICHITA FALLS, TEXAS,

More information

Black Gore Creek 2013 Sediment Source Monitoring and TMDL Sediment Budget

Black Gore Creek 2013 Sediment Source Monitoring and TMDL Sediment Budget Black Gore Creek 2013 Sediment Source Monitoring and TMDL Sediment Budget Prepared for: Prepared By: - I. Introduction The Black Gore Creek Total Maximum Daily Load (TMDL) was developed in collaboration

More information

Chapter 6 Mapping and Online Tools

Chapter 6 Mapping and Online Tools Chapter 6 Mapping and Online Tools The stream site you monitor is just part of a much larger system. When analyzing stream health, it is important to take a holistic view by considering the entire watershed.

More information

Analysis of Hydraulic Impacts on the Schuylkill River

Analysis of Hydraulic Impacts on the Schuylkill River Analysis of Hydraulic Impacts on the Schuylkill River Manayunk Sewer Basin Construction Project and the Venice Island Recreation Center Reconstruction Project Venice Island, Manayunk, Philadelphia, PA

More information

Materials. Use materials meeting the following.

Materials. Use materials meeting the following. 208.01 Section 208. SOIL EROSION AND SEDIMENTATION CONTROL 208.01 Description. Install and maintain erosion and sedimentation controls to minimize soil erosion and to control sedimentation from affecting

More information

APPENDIX E. GEOMORPHOLOGICAL MONTORING REPORT Prepared by Steve Vrooman, Keystone Restoration Ecology September 2013

APPENDIX E. GEOMORPHOLOGICAL MONTORING REPORT Prepared by Steve Vrooman, Keystone Restoration Ecology September 2013 APPENDIX E GEOMORPHOLOGICAL MONTORING REPORT Prepared by Steve Vrooman, Keystone Restoration Ecology September 2 Introduction Keystone Restoration Ecology (KRE) conducted geomorphological monitoring in

More information

Appendix C. Questionnaire Summary of Responses Geographic Information Systems

Appendix C. Questionnaire Summary of Responses Geographic Information Systems Appendix C Questionnaire Summary of Responses Geographic Information Systems 1. Is your agency using or planning use of GIS for: a. general mapping (e.g. highway routes, political boundaries, etc.) b.

More information

Squaw Creek. General Information

Squaw Creek. General Information General Information is a tributary to the Salmon River. It enters the north side of the river about 0 miles downstream of North Fork, Idaho. The study reach is about a 30 ft length of stream about 2 miles

More information

Two-Dimensional. Modeling and Analysis of Spawning Bed Mobilization Lower American River. October 2001

Two-Dimensional. Modeling and Analysis of Spawning Bed Mobilization Lower American River. October 2001 Two-Dimensional Modeling and Analysis of Spawning Bed Mobilization Lower American River October 2001 Prepared for: Sacramento District U.S. Army Corps of Engineers TABLE OF CONTENTS SECTION 1 MAIN REPORT

More information

Minimum Standards for Wetland Delineations

Minimum Standards for Wetland Delineations Minimum Standards for Wetland Delineations Jason Gipson Chief, Utah/Nevada Regulatory Branch Sacramento District Regulatory Program Workshop 16 Mar 2016 US Army Corps of Engineers Delineation Report Minimum

More information

L OWER N OOKSACK R IVER P ROJECT: A LTERNATIVES A NALYSIS A PPENDIX A: H YDRAULIC M ODELING. PREPARED BY: LandC, etc, LLC

L OWER N OOKSACK R IVER P ROJECT: A LTERNATIVES A NALYSIS A PPENDIX A: H YDRAULIC M ODELING. PREPARED BY: LandC, etc, LLC L OWER N OOKSACK R IVER P ROJECT: A LTERNATIVES A NALYSIS A PPENDIX A: H YDRAULIC M ODELING PREPARED BY: LandC, etc, LLC TABLE OF CONTENTS 1 Introduction... 1 2 Methods... 1 2.1 Hydraulic Model... 1 2.2

More information

Rosgen Classification Unnamed Creek South of Dunka Road

Rosgen Classification Unnamed Creek South of Dunka Road Rosgen Classification Unnamed Creek South of Dunka Road Prepared for Poly Met Mining Inc. September 2013 Rosgen Classification Unnamed Creek South of Dunka Road Prepared for Poly Met Mining Inc. September

More information

6.4 Sensitivity Tests

6.4 Sensitivity Tests 6.4 Sensitivity Tests 6.4.1 Sensitivity of Floodplain Inundation to Width of Dry Culvert The preliminary design for the Expressway based on consideration of possible future climate effects to 2090 assumed

More information

Stream Simulation: A Simple Example

Stream Simulation: A Simple Example Stream Simulation: A Simple Example North Thompson Creek, CO Paul T. Anderson U.S.D.A. Forest Service Here s How We Started May 2011 2-1 USDA-Forest Service Here s How We Finished Forest Service Aquatic

More information

SELBY CREEK STREAM HABITAT RESTORATION AND RIPARIAN REVEGETATION PROJECT: GEOMORPHIC ANALYSIS AND REVIEW

SELBY CREEK STREAM HABITAT RESTORATION AND RIPARIAN REVEGETATION PROJECT: GEOMORPHIC ANALYSIS AND REVIEW SELBY CREEK STREAM HABITAT RESTORATION AND RIPARIAN REVEGETATION PROJECT: GEOMORPHIC ANALYSIS AND REVIEW Submitted to Bioengineering Institute P.O. Box 1554 Laytonville, CA 95454 By Matthew O Connor, PhD,

More information

Red River Flooding June 2015 Caddo and Bossier Parishes Presented by: Flood Technical Committee Where the Rain Falls Matters I-30 versus I-20 I-20 Backwater and Tributary Floods (Localized) 2016 Flood

More information

Continuing Education Associated with Maintaining CPESC and CESSWI Certification

Continuing Education Associated with Maintaining CPESC and CESSWI Certification Continuing Education Associated with Maintaining CPESC and CESSWI Certification Module 2: Stormwater Management Principles for Earth Disturbing Activities Sponsors: ODOTs Local Technical Assistance Program

More information

Local Flood Hazards. Click here for Real-time River Information

Local Flood Hazards. Click here for Real-time River Information Local Flood Hazards Floods of the White River and Killbuck Creek are caused by runoff from general, and/or intense rainfall. Other areas of flooding concern are from the Boland Ditch and Pittsford Ditch.

More information

Step 5: Channel Bed and Planform Changes

Step 5: Channel Bed and Planform Changes Step 5: Channel Bed and Planform Changes When disturbed, streams go through a series of adjustments to regain equilibrium with the flow and sediment supply of their watersheds. These adjustments often

More information

Summary of Hydraulic and Sediment-transport. Analysis of Residual Sediment: Alternatives for the San Clemente Dam Removal/Retrofit Project,

Summary of Hydraulic and Sediment-transport. Analysis of Residual Sediment: Alternatives for the San Clemente Dam Removal/Retrofit Project, Appendix N SUMMARY OF HYDRAULIC AND SEDIMENT-TRANSPORT ANALYSIS OF RESIDUAL SEDIMENT: ALTERNATIVES FOR THE SAN CLEMENTE DAM REMOVAL/RETROFIT PROJECT, CALIFORNIA the San Clemente Dam Removal/Retrofit Project,

More information

Rock Sizing for Waterway & Gully Chutes

Rock Sizing for Waterway & Gully Chutes Rock Sizing for Waterway & Gully Chutes WATERWAY MANAGEMENT PRACTICES Photo 1 Rock-lined waterway chute Photo 2 Rock-lined gully chute 1. Introduction A waterway chute is a stabilised section of channel

More information

MODELING OF LOCAL SCOUR AROUND AL-KUFA BRIDGE PIERS Saleh I. Khassaf, Saja Sadeq Shakir

MODELING OF LOCAL SCOUR AROUND AL-KUFA BRIDGE PIERS Saleh I. Khassaf, Saja Sadeq Shakir ISSN 2320-9100 11 International Journal of Advance Research, IJOAR.org Volume 1, Issue 8,August 2013, Online: ISSN 2320-9100 MODELING OF LOCAL SCOUR AROUND AL-KUFA BRIDGE PIERS Saleh I. Khassaf, Saja Sadeq

More information

HYDROLOGY AND HYDRAULICS MUSKEG RIVER BRIDGE

HYDROLOGY AND HYDRAULICS MUSKEG RIVER BRIDGE PUBLIC WORKS CANADA HYDROLOGY AND HYDRAULICS MUSKEG RIVER BRIDGE KILOMETRE 207.9, LIARD HIGKWAY December 1978 I I f I I I I # Bolter Parish Trimble Ltd. ONLIULTINO Public Works, Canada, 9925-109 Street,

More information

Embarras River Watershed Digital Floodplain Mapping, Champaign County, Illinois

Embarras River Watershed Digital Floodplain Mapping, Champaign County, Illinois Contract Report 2002-05 Embarras River Watershed Digital Floodplain Mapping, Champaign County, Illinois by Sally A. McConkey and Mark D. Johanson Prepared for the Illinois Department of Natural Resources

More information

Gully Erosion Part 1 GULLY EROSION AND ITS CAUSES. Introduction. The mechanics of gully erosion

Gully Erosion Part 1 GULLY EROSION AND ITS CAUSES. Introduction. The mechanics of gully erosion Gully Erosion Part 1 GULLY EROSION AND ITS CAUSES Gully erosion A complex of processes whereby the removal of soil is characterised by incised channels in the landscape. NSW Soil Conservation Service,

More information

EAGLES NEST AND PIASA ISLANDS

EAGLES NEST AND PIASA ISLANDS EAGLES NEST AND PIASA ISLANDS HABITAT REHABILITATION AND ENHANCEMENT PROJECT MADISON AND JERSEY COUNTIES, ILLINOIS ENVIRONMENTAL MANAGEMENT PROGRAM ST. LOUIS DISTRICT FACT SHEET I. LOCATION The proposed

More information

Chapter 10 - Sacramento Method Examples

Chapter 10 - Sacramento Method Examples Chapter 10 Sacramento Method Examples Introduction Overview This chapter presents two example problems to demonstrate the use of the Sacramento method. These example problems use the SACPRE and HEC-1 computer

More information

Standards for Soil Erosion and Sediment Control in New Jersey May 2012

Standards for Soil Erosion and Sediment Control in New Jersey May 2012 STANDARD FOR SEDIMENT BASIN Definition A barrier, dam, excavated pit, or dugout constructed across a waterway or at other suitable locations to intercept and retain sediment. Basins created by construction

More information

ARMSTRONG COUNTY, PA

ARMSTRONG COUNTY, PA ARMSTRONG COUNTY, PA Revised Preliminary DFIRM Mapping March 31, 2013 Kevin Donnelly, P.E., CFM GG3, Greenhorne & O Mara, Inc. Presentation Agenda Armstrong County DFIRM Overview - June 25, 2010 DFIRM

More information

Rock & Aggregate Drop Inlet Protection

Rock & Aggregate Drop Inlet Protection Rock & Aggregate Drop Inlet Protection SEDIMENT CONTROL TECHNIQUE Type 1 System Sheet Flow Sandy Soils Type 2 System [1] Concentrated Flow Clayey Soils Type 3 System Supplementary Trap Dispersive Soils

More information

Development of a Fluvial Erosion Hazard Mitigation Program for Indiana

Development of a Fluvial Erosion Hazard Mitigation Program for Indiana Development of a Fluvial Erosion Hazard Mitigation Program for Indiana Indiana Watersheds Webinar Series October 12,2011 Robert Barr Center for Earth and Environmental Science Department of Earth Sciences

More information

OBJECTIVES. Fluvial Geomorphology? STREAM CLASSIFICATION & RIVER ASSESSMENT

OBJECTIVES. Fluvial Geomorphology? STREAM CLASSIFICATION & RIVER ASSESSMENT STREAM CLASSIFICATION & RIVER ASSESSMENT Greg Babbit Graduate Research Assistant Dept. Forestry, Wildlife & Fisheries Seneca Creek, Monongahela National Forest, West Virginia OBJECTIVES Introduce basic

More information

Pennypack Creek Watershed Act 167 Study

Pennypack Creek Watershed Act 167 Study Pennypack Creek Watershed Act 167 Study Progress Report December 17, 2009 Jeffrey Featherstone jeffrey.featherstone@temple.edu Mahbubur Meenar meenar@temple.edu Rick Fromuth richard.fromuth@temple.edu

More information

Technical Memorandum. To: From: Copies: Date: 10/19/2017. Subject: Project No.: Greg Laird, Courtney Moore. Kevin Pilgrim and Travis Stroth

Technical Memorandum. To: From: Copies: Date: 10/19/2017. Subject: Project No.: Greg Laird, Courtney Moore. Kevin Pilgrim and Travis Stroth Technical Memorandum To: From: Greg Laird, Courtney Moore Kevin Pilgrim and Travis Stroth 5777 Central Avenue Suite 228 Boulder, CO 80301 www.otak.com Copies: [Electronic submittal] Date: 10/19/2017 Subject:

More information

Laboratory Exercise #3 The Hydrologic Cycle and Running Water Processes

Laboratory Exercise #3 The Hydrologic Cycle and Running Water Processes Laboratory Exercise #3 The Hydrologic Cycle and Running Water Processes page - 1 Section A - The Hydrologic Cycle Figure 1 illustrates the hydrologic cycle which quantifies how water is cycled throughout

More information

Illinois State Water Survey Division

Illinois State Water Survey Division Illinois State Water Survey Division SURFACE WATER SECTION SWS Miscellaneous Publication 108 SEDIMENT YIELD AND ACCUMULATION IN THE LOWER CACHE RIVER by Misganaw Demissie Champaign, Illinois June 1989

More information

ARTICLE 5 (PART 2) DETENTION VOLUME EXAMPLE PROBLEMS

ARTICLE 5 (PART 2) DETENTION VOLUME EXAMPLE PROBLEMS ARTICLE 5 (PART 2) DETENTION VOLUME EXAMPLE PROBLEMS Example 5.7 Simple (Detention Nomograph) Example 5.8 Offsite and Unrestricted Areas (HEC-HMS) Example 5.9 Ponds in Series w/ Tailwater (HEC-HMS) Example

More information

HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR (c)(1)(i) (xii)

HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR (c)(1)(i) (xii) HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR 257.73(c)(1)(i) (xii) (i) Site Name and Ownership Information: Site Name: E.C. Gaston Steam Plant Site Location:

More information

Degradation Concerns related to Bridge Structures in Alberta

Degradation Concerns related to Bridge Structures in Alberta Degradation Concerns related to Bridge Structures in Alberta Introduction There has been recent discussion regarding the identification and assessment of stream degradation in terms of how it relates to

More information

Carmel River Bank Stabilization at Rancho San Carlos Road Project Description and Work Plan March 2018

Carmel River Bank Stabilization at Rancho San Carlos Road Project Description and Work Plan March 2018 Carmel River Bank Stabilization at Rancho San Carlos Road Project Description and Work Plan March 2018 EXISTING CONDITION The proposed Carmel River Bank Stabilization at Rancho San Carlos Road Project

More information

HAW CREEK, PIKE COUNTY, MISSOURI-TRIB TO SALT RIVER ERODING STREAM THREATHENING COUNTY ROAD #107, FOURTEEN FT TALL ERODING BANK WITHIN 4 FT OF THE

HAW CREEK, PIKE COUNTY, MISSOURI-TRIB TO SALT RIVER ERODING STREAM THREATHENING COUNTY ROAD #107, FOURTEEN FT TALL ERODING BANK WITHIN 4 FT OF THE HAW CREEK, PIKE COUNTY, MISSOURI-TRIB TO SALT RIVER ERODING STREAM THREATHENING COUNTY ROAD #107, FOURTEEN FT TALL ERODING BANK WITHIN 4 FT OF THE ROAD, PROJECT CONSTRUCTED IN 1 DAY, MARCH 10, 2009 BY

More information

Woodford County Erosion Prevention Plan and Permit. Application #

Woodford County Erosion Prevention Plan and Permit. Application # Woodford County Erosion Prevention Plan and Permit Application # Date Instructions: Applicant will complete Parts A and B, and attach a proposed site diagram. This diagram must be completed in accordance

More information

Sediment Trap. A temporary runoff containment area, which promotes sedimentation prior to discharge of the runoff through a stabilized spillway.

Sediment Trap. A temporary runoff containment area, which promotes sedimentation prior to discharge of the runoff through a stabilized spillway. Sediment Trap SC-15 Source: Caltrans Construction Site Best Management Practices Manual, 2003. Description A temporary runoff containment area, which promotes sedimentation prior to discharge of the runoff

More information

MEMORANDUM. Situation. David Ford Consulting Engineers, Inc J Street, Suite 200 Sacramento, CA Ph Fx

MEMORANDUM. Situation. David Ford Consulting Engineers, Inc J Street, Suite 200 Sacramento, CA Ph Fx David Ford Consulting Engineers, Inc. 2015 J Street, Suite 200 Sacramento, CA 95811 Ph. 916.447.8779 Fx. 916.447.8780 MEMORANDUM To: Brad Moore, PE, USACE From: Nathan Pingel, PE (Lic # CA 63242), and

More information

AASHTO Extreme Weather Events Symposium Vermont s Road and Rivers - Managing for the Future

AASHTO Extreme Weather Events Symposium Vermont s Road and Rivers - Managing for the Future AASHTO Extreme Weather Events Symposium Vermont s Road and Rivers - Managing for the Future May 22, 2013 PLANET EARTH 2 2 MANY MANYYEARS AGO 23,000 years ago there was more than 8,000 feet of glacier over

More information