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NORMANOEAU ASSOCIATES INC. "O'll a unit of VA Thermo Water Managementinc. P6 The preparation of this document was financed in part by the Coastal Zone Management Act of 1972, as amended, administered by the Office of Ocean and Coastal Resource Management, National Oceanic and Atmospheric Administration through a grant provided by the New Hampshire Office of State Planning. PHASE I REPORT: C OPOGRAPHICAL SURVEY AND -T HYDROLOGICAL ANALYSIS OF THE WALLIS SANDS AND PHILBRICK BROOK MARSHES Submitted to THE TOWN OF RYE, NEW HAMPSHIRE Prepared by NORMANDEAU ASSOCIATES INC. 25 Nashua Road Bedford, New Hampshire 03102 R-4119 May 1988 TABLE OF CONTENTS PAGE 1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . 1 1.1 BACKGROUND . . . . . . . . . . . . . . . . . . . ... 1 1.2 NEED . . . . . . * , , * * , , , * * * * * * * , * * 1 1.3 GOALS OF THE STUDY . . . . . . . . . . . . . . . . . 3 1.4 DESCRIPTION OF STUDY AREAS . . . . . . . . . . . . . 3 1.4.1 Wallis Sands . . . . . . . . . . . . . . . . 3 1.4.2 Philbrick Brook . . . . . . . . . . . . . . . 4 2.0 METHODS . . . . . . . . . . . . . . . . . . . . . . . . . 7 2.1 EXISTING FEATURES . . . . . . . . . . . . . . . . . 7 2.2 TOPOGRAPHICAL SURVEY . . . . . . . . . . . . . . . . 7 2.3 HYDROLOGICAL ANALYSIS . . . . . . . . . . . . . . . 8 2.4 RESTORATION NEEDS - CONCEPTUAL . . . . . . . . . . . 9 3.0 FINDINGS - WALLIS SANDS MARSH . . . . . . . . . . . . . . 10 3.1 EXISTING DRAINAGE FEATURES . . . . . . . . . . . . . 10 3.2 TOPOGRAPHICAL SURVEY . . . . . . . . . . . . . . . . 12 3.3 HYDROLOGICAL ANALYSIS . . . . . . . . . . . . . . . 13 3.4 WALLIS SANDS RESTORATION NEEDS CONCEPTUAL . . . . 20 4.0 FINDINGS - PHILBROOK BROOK MARSH . . . . . . . . . . . . 23 4.1 EXISTING DRAINAGE FEATURES . . . . . . . . . . . . . 23 4.2 TOPOGRAPHICAL SURVEY . . . . . . . . . . . . . . . . 25 4.3 HYDROLOGICAL ANALYSIS . . . . . . . . . . . . . . . 25 4.4 PHILBRICK BROOK RESTORATION NEEDS - CONCEPTUAL . . . 32 5.0 LITERATURE CITED . . . . . . . . . . . . . . . . . . . . 33 APPENDIX 1 - TOPOGRAPHIC DATA SUMMARY APPENDIX 2 - STORMWATER RUNOFF AND TIDAL FLOOD SUMMARIES APPENDIX 3 - HYDROLOGIC DATA SUMMARIES LIST OF MAPS PAGE 1. Wallis Sands Study Area . . . . . . . . . . . . . . . . . 5 2. Philbrick Brook Study Area . . . . . . . . . . . . . ... 6 LIST OF FIGURES PAGE 1. Water Level Measurements - Wallis Sands Marsh: Culvert #5 . . . . . . . . . . . . . . . . . . . . . . . 15 2. Water Level Measurements - Wallis Sands: Wallis Road Vicinity . . . . . . . .. . . . . . . . . . . . . . . . . 15 3. Water Level Measurements - Wallis Sands: Culverts #3A and #3B . . . . . . . . . . . . . . . . . . . . . . . . . 18 4. Water Level Measurements - Wallis Sands Marsh: Culvert #2 . . . . . . . . . . . . . . . . . . . . . . . 18 5. Water Level Measurements - Wallis Sands Marsh: Culvert #1 . . . . . . . . . . . . . . . . . . . . . . . 19 6. Water Level Measurements - Philbrick Brook Marsh: Culvert #7 . . . . . . . . . . . . . . . . . . . . . . . 28 7. Water Level Measurements - Philbrick Brook Marsh: Culvert #8 . . . . . . . . . . . . . . . . . . . . . . . 28 8. Water Level Measurements - Philbrick Brook Marsh: Culvert #9 . . . . . . . . . . . . . . . . . . . . . . . 29 9. Water Level Measurements - Philbrick Brook Marsh: Culvert #10 . . . . . . . . . . . . . . . . . . . . . . . 29 10. Water Level Measurements - Philbrook Brook Marsh: Culvert #11 . . . . . . . . . . . . . . . . . . . . . . . 31 iv 1.0 INTRODUCTION 1.1 BACKGROUND The Town of Rye has been directly involved in the-assessment and restoration of its coastal marshes since the New Hampshire Coastal Wetlands Mapping Program completed its Phase 2 report (NAI 1986a) outlining the impacts of development on the town's salt marshes. As a follow-up, wetlands and associated road crossings were investigated for the town's six coastal watersheds (NAI 1986b), with particular regard for drainage problems associated with culvert inadequacies and tidal restriction. These studies, the personal observations of local residents, and previous local studies (Chick 1979, Short 1985, Simpson 1986), point out the complex role of development in impeding tidal exchange and freshwater runoff, and salt marsh degradation. 1.2 NEED Salt marshes have only recently come to be recognized for their function and value in coastal and estuarine systems. As the result of extensive ecological research and environmental awareness over the last 25 years, a consensus has steadily grown in favor of salt-marsh protection (Nixon 1980). Federal, state, and local legislation has recognized several values associated with salt marshes, including: 0 fisheries 0 pollutant assimilation * shoreline protection 0 flood control 0 wildlife habitat 0 aesthetic appeal . education . scientific research . recreation Fundamental to many of these functions is the free exchange of tidal waters, via tidal creeks, between marshes and their parent estuary. The exceptional productivity of salt marsh systems is largely attributable to the "energy subsidy" that tides provide. Tides transport nutrients, detritus, and juvenile fish and invertlebrates in and out of marsh creeks, and allow periodic access to the marsh surface by estuarine fish in search of food (Daiber 1986, Nixon 1980). In addition, salt water inundation limits the growth of fresh water plants, while allowing salt marsh species to flourish. Regular tidal flushing allows freshwater to leave the system, thus maintaining sufficient aeration of the soil surface for plant growth (Burdick and Mendelson 1987, Cooper 1982, Groeneditk 1984). At the same time, peat accumulation is promoted by saturation of the subsurface layer. .Unfortunately, most coastal development, and particularly the design and construction of roads, bridges, and canals, was well underway or complete by the time the vital link between estuaries and marshes was recognized (Clark 1977). With the level of development in the northeastern United States, most coastal marshes have been impacted to some degree by the effects of surrounding development either directly by filling, or indirectly by the interruption of tidal exchange (Nixon 1982). The threats of direct impacts have largely been eliminated by legislation and enforcement at many levels of government. Despite protection, however, many coastal marshes continue to be degraded by the long-term effects of tidal restriction. This degradation is evidenced by large areas of peat deterioration ("rotten spots"), intensified mosquito breeding, and invasion of salt marsh communities by fresh and brackish water plant species. Because of past disturbances, many coastal marshes are now in need of active restoration and management efforts to restore and maintain their vital functioning in estuarine systems (Cowan et al. 1988, Cowan et al. 1986, Roman et al. 1984). 2 1.3 GOALS OF THE STUDY Normandeau Associates Inc. (NAI) is in the process of completing Phase I of the Topographical Survey and Hydrological Analysis of the Wallis Sands and Philbrick Brook salt marshes in the'Town of Rye, New Hampshire. The objective of the current study is to provide the physical basis for tidal restoration in two of Rye's salt marshes located in the Wallis Sands and Philbrick Brook watersheds. Phase I is an evaluation of existing conditions in the two study areas, including hydrology, topography and engineering features, and general recommendations for achieving marsh restoration. Phase II, to be completed in mid-June, will recommend specific engineering and drainage improvements to achieve optimal tidal flushing and flood protection. Phase III is scheduled for submission by the end of June 1988, and will assess the impacts of drainage alterations on surrounding development, including properties, septic systems, structures, and roadways. This report summarizes NAI's work to date on Phase I. Tasks completed or in progress include: 1) a detailed survey of existing drainage features, their location, elevation, condition, and volume exchange capacity; 2) volume study of marshes including creeks, ditches, and marsh surfaces; 3) tidal exchange determination via water budgeting; and 4) recommendations for improved tidal exchange for salt marsh restoration. 1.4 DESCRIPTION OF STUDY AREAS 1.4.1 Wallis Sands The Wallis Sands salt marsh complex lies landward of Route 1A, across from the Wallis Sands State Beach, and includes approximately 3 185 acres of intertidal marsh, high salt marsh, and brackish tidal marsh. Tidal waters are exchanged at Concord Point, near the south end of the salt marsh system (see Map 1). The Wallis Sands marshes form a highly complex sy8tem that includes the tidal portions of Massacre Creek and Parson's Creek drainages. The Massacre Creek marsh drains east-wes t, and joins the Parson's Creek drainage before exiting to the ocean via Concord Point. The Parson's Creek marsh originates at East Rye Pond and extends south, paralleling Route 1A, to the confluence with Massacre Creek. Massacre Creek is generally well-flushed by tides. In contrast., numerous factors restrict tidal exchange in Parson's Creek, and have resulted in degradation of the salt marsh community. 1.4.2 Philbrick Brook The salt marshes of the Philbrick Brook drainage lie south and west of Rye Harbor, and consist of approximately 100 acres of intertidal marsh, high salt marsh, and brackish tidal marsh. Tidal communication with Rye Harbor and the ocean occurs via the channel under the Harbor Road Bridge (see Map 2). Most of Philbrick Brook marsh occupies the area east of Route 1A and immediately south of Rye Harbor, and receives generally good tidal flushing. Two culverts connect this large area with the relatively smaller marshes of Philbrick Brook to the west of Route 1A. Tidal exchange in the Philbrick Brook marshes west of Route 1A is restricted by improperly placed, undersized, and deteriorated culvert s, and by old stone walls that impede the drainage of water from surface pannes. 4 East Rye Pond Parson's Creek I Marsh 6 3-A Atlantic Ocean 3-B Wallis Sands 41 ConcordPoint Wallis Sands Watershed Massacre Creek Marsh., 5 Map 1. Wallis Sands Study Area. Points examined for tidal resrictions are circled and numbered. 5 Rye Harbor ME I 0 6 VOW Road Locke Is Neck Philbrick 10 Brook Marsh ,ol Philbrick Brook Watershed Atlantic Ocean Ccible Road Jenness Beach Map 2. Philbrick Brook Study Area. Points examined for tidal restrictions are circled and numbered. 6 2.0 METHODS 2.1 EXISTING FEATURES Drainage features of the Wallis Sands and Philbrick Brook marshes were surveyed by aerial photo-interpretation and photogrammetry, coupled with ground-truth surveying and observations. Working maps (1"=200' scale) of each marsh were prepared from recent 1"=1000' aerial black-and-white photographs, to locate major tidal creeks, ponds, and mosquito ditches. Culverts, sluiceways, bridges, and other engineering features were assessed in the field as to location, size, elevation and condition. Elevations are given relative to National Geodetic Vertical Datum (N.G.V.D.), also referred to as Mean Sea Level (MSL) of 1929. This datum conforms with U.S.G.S. Topographic Mapping and Coast and Geodetic Survey benchmarks, and therefore allows measured water levels to be compared directly with land surface elevations. Tide tables, such as NOAA Tide Tables and those reported in newspapers and fishermens' calendars, generally give elevations relative to local mean low water (MLW). Local MLW is determined at National Ocean Survey (NOS) stations at various locations along the coast. For Rye, the nearest NOS station is at Jaffrey Point on New Castle Island. At Jaffrey Point, local MLW is at -4.14 ft. N.G.V.D., based on measurements during the 19-year tidal epoch that ended in 1959. Tide table elevations can be transposed to USGS Topographic Maps by adding approximately 4.0 ft. Thus, a high tide of 10.0 ft on the tide table can be expected to reach about 6.0 ft N.G.V.D. on local USGS Topographic Maps. 2.2 TOPOGRAPHICAL SURVEY As stipulated in the original RFP, existing 1"=1000' aerial photographs were used to establish topographic contours on each marsh for the purposes of estimating marsh volumes and flood elevations. With 7 photography of this scale, the maximum topographic resolution attainable is a contour interval of five feet. In order to make the most effective use of the existing photography, a contour line was determined for the approximate marsh/upland edge, with additional lines at five feet above and below this elevation. These contours will provide the basis for estimating the volumes of creeks, ponds, ditches, and other water bodies within the marsh basins. Volume estimates are refined by field observations of creek and pond depths, and by field surveying of selected marsh features. 2.3 HYDROLOGICAL ANALYSIS The "normal" hydrodynamics of each salt marsh system are being assessed using a water budget approach, which involved direct measurement of volume exchanges during a spring tidal cycle on 16 March 1988. Volume exchanges were measured at selected points in each drainage system, with particular regard for likely points of restriction such as road crossings. At each sample location, water level, flow direction, flow velocity, and channel cross-section were measured at regular intervals from the onset of ebb tide, through low tide, and up to subsequent high water approximately 12.5 hours later, Representative points of freshwater input that were non-tidal were also sampled to estimate surface water inflow to each system during the sample period. Salinity and temperature data were collected during the flow survey to corroborate flow data and document water quality indicators of tidal exchange. In evaluating the data, points of tidal restriction were made readily apparent by large differences in water level fluctuation between adjacent basins. For example, if tidal flow were unrestricted, then water levels on either side of a given culvert would be expected to track one another very closely. In contrast, a culvert causing a restriction would result in greatly reduced water level fluctuations at its landward end relative to the seaward end. Points of restriction were targeted for further evaluation by water budgeting. The estimated 8 volume of each marsh basin, coupled with measured inputs, outputs, and water levels, will allow a water budget to be prepared during Phase II of the study for each basin where tidal restriction was observed. Water budgeting involves balancing the measured inputs and outputs from basins of known (estimated) volume, to determine the additional pi@e or channel needed to achieve adequate volume exchange. Stormwater runoff volumes for each marsh basin were modeled using HEC-1 (1985) computer simulation for 10-year, 50-year, and 100-year storms. Tidal flood elevations for storm surges were obtained from U.S. Army Corps of Engineers Tidal Flood Profiles (COE 1980). 2.4 RESTORATION NEEDS - CONCEPTUAL For Phase I of the study, the primary factors impeding the natural influx of tidal water and drainage of fresh water were identified for each marsh system. General recommendations for improvement are made for each identified factor, with specific recommendations to follow in the Phase II report. The impacts of tidal and stormwater flooding were considered in developing Phase I recommendations. The Phase III report will discuss these impacts in detail. 9 3.0 FINDINGS - WALLIS SANDS MARSH 3.1 EXISTING DRAINAGE FEATURES Existing drainage features of the Wallis Sands marshes include the Concord Point outlet, the tidal portions of Parson's and Massacre Creeks, and a network of deteriorated mosquito ditches (Map 1). Points of suspected tidal restriction that were examined for this study are described below. Culvert numbers correspond to those in "Tasks 2 and 3 Final Report - Summary of Field Investigations of Coastal Wetlands and Associated Road Crossings in the Town of Rye, New Hampshire" (NAI 1986b). Place names follow Simpson (1986). Concord Point Outlet - This channel provides regular exchange of tidal water for the entire Wallis Sands marsh system. At the Concord Point Bridge the channel measures 39 ft. wide with a bottom profile ranging between 0.96 and 2.91 ft. N.G.V.D. No restriction of tidal flow was observed at the bridge abutment. Minimum water levels in the channel are controlled by bedrock outcrops seaward of the bridge at approximately 2.4 ft. N.G.V.D., or 6.5 ft. above local mean low water (MLW). Previous reports (Simpson 1986, NAI 1986a, NAI 1986b) have indicated that the seaward channel is artificially high due to portions of a sunken barge blocking the natural drainage pathway. The signifi- cance of the channel's present configuration to marsh hydrology will be discussed in Section 3.3. Hydrological Analysis. Culvert #5 - This culvert was the only point along the Massacre Creek drainage that was investigated for tidal restriction. It passes underneath Brackett Road, connecting a small portion of tidal marsh, and the upland Massacre Creek drainage, with the Massacre Creek salt marsh to the east. In general, the Massacre Creek marsh receives 10 good tidal flushing, as evidenced by the relatively lush and even growth of high marsh grasses. Culvert #5 is 30-inch diameter corrugated metal pipe (CMP), approximately 30 ft. long, set at an invert elevation of 3.5 ft. (pipe is level). The culvert appears to be in very good condition and, though set a little high, very functional. Wallis Road Vicinity - Parson's Creek in the vicinity of Wallis Road is an artificially straightened channel varying in width from 10 to 50 ft. (mostly 10-15 ft.) with bottom elevations at approxi- mately 3.6 ft. N.G.V.D. This channel was probably created when portions of the natural creek route were filled, along with surrounding marsh, to allow construction of Route 1A and adjacent development. Where the creek passes under Wallis Road, the channel measures approximately 8.0 ft wide and 2.5 ft high. The straightened channel extends from north of Old Wallis Road north to the Horse Paddock. Tidal restriction in this area is severe due to several factors, including inadequate channel size., shallows, and the bed of Old Wallis Road which forms a rocky dam at approximately 3.8 ft. Culverts #3A and #3B - These two culverts connect Parson's Creek with a remnant salt/brackish marsh east of Route 1A about 2.6 acres in size. Both culverts are reinforced concrete pipe (RCP) with an internal diameter of 18 inches. The northern pipe, #3A, is approxi- mately 60 feet in length, with invert elevations of 3.28 ft. (west) and 3.52 ft. (east). Pipe #3B, to the south, is approximately 70 ft. long with invert elevations of 3.85 ft. (west) and 3.92 ft. (east). Both culverts appear to be in good condition. Culvert #3A feeds directly into Parson's Creek and thus has good placement for carrying tidal water from the creek to the remnant marsh. On the east side of the road, culvert #3A feeds into an open channel and pond system which facilitate free exchange of water through the pipe. In contrast, culvert #3B has indirect and only semi-functional connection to Parson's Creek, with limited potential for transmitting tidal water. Culvert #2 - This culvert connects the northeast section of ParsonIs Creek marsh to a small brackish marsh (about 6.5 acres) that lies north of Marsh Road. The culvert is 18-inch diameter RCP approximately 40 ft. long. Invert elevations are 3.32 ft. at the culvert's south end and 2.72 ft. at its north end. While the culvert is in good condition, the channels it serves are poorly maintained. Culvert #1 - This culvert connects the northwest section of ParsonIs Creek marsh to East Rye Pond which lies north of Marsh Road. The culvert is 18-inch diameter CMP, approximately 40 ft. long, and is functional but showing signs of deterioration at both ends. Invert elevations are 3.95 ft. at the culvert's south end and 4.11 ft. at its north end. Flow in this pipe is non-tidal (unidirectional outflow draining East Rye Pond) except during extreme spring or storm tides. 3.2 TOPOGRAPHICAL SURVEY Survey data for Phase I at Wallis Sands included determining culvert elevations, road center-lines, and water levels. Water level staffs, placed at suspected points of restriction, were surveyed to correct water level data relative to N.G.V.D. Representative points surveyed on the high marsh surface were between 4.0 and 5.5 ft, with most elevations in the 4.5 to 5.0 ft range. This is the minimum elevation of flooding during spring tides necessary to achieve salt marsh restoration. The topographical survey of the Wallis Sands marsh will provide the basis for estimating marsh volumes, which will be used to develop specific design criteria for drainage improvements for Phase II, and to determine flood elevations for the impact assessment in Phase III. Ground-truth surveying has been completed, and photogrammetry of existing 1"=1000' aerial photographs is currently in progress. Topographic data are summarized in Appendix 1. 12 3.3 HYDROLOGICAL ANALYSIS Water levels, water quality data, and volume flow data (to be used for Phase II) are given in Appendix 3. Stormwater runoff analyses and tidal flood elevations are given in Appendix 2. Resultt of hydrological analysis of drainage features are discussed in detail below. The graphs presented in this section show water levels taken on 16 March between approximately 10 a.m. (1000 hrs) and 11 p.m. (2300 hrs). Each plot shows water levels on the upstream side (inside) and downstream side (outside) of a particular culvert or other suspected point of restriction. In addition, selected plots show water levels for the same period at the main tidal outlet or creek for direct comparison. The reader is advised to note that the vertical scale varies from one graph to another in order to best illustrate local conditions. Direct comparisons between graphs should not be made without taking this into account. Concord Point Outlet - As mentioned earlier, low water levels in the Concord Point channel are controlled by rocky shoals seaward of the Concord Point Bridge. While tidal levels in the ocean regularly fall well below this elevation, resulting in restricted outflow at low tide, this was not found to be the primary factor causing degradation of the salt marsh community. The existing channel is sufficient in cross- section to allow drainage to the level of the shoals, which are approxi- mately 3-4 ft. below the surface of the high marsh. Likewise, during spring (and storm) tides, the Concord Point channel is sufficient to allow flooding of the high marsh surface (ca. 4.5 ft. N.G.V.D.) with incoming seawater (see high tide elevations at Concord Point and Culvert # 5 in Figure 1). The Massacre Creek marsh is a good indication of the adequacy of the Concord Point outlet where, in the absence of internal flow restrictions, the marsh is healthy and well-drained. The present configuration of the outlet is the result of partial removal of the 13 barge in 1985 (Simpson 1986). Complete removal of the barge would greatly improve drainage in Massacre Creek, and the lower part of Parson's Creek marsh. However, restoration of the upper Parson's Creek marsh depends primarily upon the removal of restrictions along Parson's Creek, discussed in detail below. Culvert #5 - This culvert links the majority of the salt marsh east of Brackett Road with a 1.0 acre salt marsh, grading into fresh marsh and swamp to the west. Figure I shows the results of water level measurements taken at both ends of Culvert #5 on 16 March. Water levels correspond closely, except at low tide, when the seaward water level (Level Outside) dropped below the pipe's invert elevation, resulting in a hydraulic drop. While this indicates that the pipe is set higher than would be ideal, the minor restriction of outflow is not adversely affecting the salt marsh community because freshwater retention is low and high tide flooding is unrestricted. Wallis Road Vicinity - Water levels were monitored in the vicinity of Wallis Road at three stations: 1) Wallis South, located in a wide portion of the channel roughly 400 ft. south of Wallis Road; 2) Wallis Road at the bridge over the creek; and 3) Wallis North, located near the Horse Paddock roughly 350 ft. north of Wallis Road. Water level data indicate continuous restriction of flow along this channel due to inadequate channel dimensions (Figure 2). Debris clogging the channel further restricts flow. Tidal amplitudes for the three stations are as follows: Station Tidal Amplitude (Ft.) Wallis South 0.90 Wallis Road 0.74 Wallis North 0.40 Thus, over a distance of less than 800 feet, the already narrow tidal range at Wallis South (0.90 ft.) is reduced by more than 50 percent. 14 FIGURE 1 WALLIS SANDS MARSH: CULVERT #5 5.6 5.4 5.2 > 5 z La 0 4.6 - 4.4 4.2 - 61 4- L 3*1 - E3 III I C1 F- 3.4- 3 2 .3 2.8 09:36 14:24 19:12 00:00 TIME (HOURS OF DAY) 0 LEVEL INSIDE + LEVEL OUTSIDE CONCORD PT. FIGURE 2 WALLIS SANDS: WALLIS ROAD V`ICINITY 6 - 5.8 5.6 5.4 5.2 - 5 z 4.8 0 4.6 4.4- t 4.2 - -A LLI 4- 3.8 - 3.6 - F: 3.4- 3.2 - 3 2.8 09:35 14:24 19:12 00:00 TIME (HOURS OF DAY) Wallis Bridge + Wallis North OWallis South L Concord Point 15 The inadequacy of the tidal creek in this vicinity is compounded by the remnants of the Old Wallis Road roadbed about 300 ft. south of the Wallis South staff. Large stones blocking the creek channel at this point effectively form a dam, the overflow elevation of which is approximately 3.8 ft. Outflow is severely restric@ted at this point, with water levels below the dam having several times the amplitude observed above the dam. Though no water level staff was placed directly below the dam, the low tide water level was observed to drop approximately 1.5 ft. below dam level, or to approximately 2.3 ft. N.G.V.D., on 16 March. The Old Wallis Road roadbed is the single most restricting feature along Parson's Creek. Further restriction of flow occurs north of Wallis Road in the vicinity of the Horse Paddock and "trash corner" (Simpson 1986), where a sharp bend in the channel is eroding fill along the bank of an abutter's property. Bank stabilization attempts are evident in the form of boards, cable, and other debris, but are apparently only partially effective. Trash corner is located on the outside curve of a sharp bend and strong currents, especially during outflow, undermine stabilization attempts. Finally, shallows in the immediate vicinity of Wallis Road cause flow restriction. Bottom elevations at stations north and south of Wallis Road are 0.5 to 1.0 ft below the invert elevation of 3.6 ft N.G.V.D. at the Wallis Road bridge. These depth changes slow both inflow and outflow. Culverts #3A and #3B - Tidal flow between Parson's Creek and the remnant marsh is restricted by undersized pipes and an insufficient channel linking culvert #3B to the creek. Tidal fluctuation in this section of Parson's Creek is minimal - measurements during the sample period had an amplitude of 0.30 ft. at the west end of culvert #3A. In the remnant marsh east of Route 1A, water levels fluctuated 0.12 ft. at 16 culvert #3A and 0.10 ft. at culvert #3B (Figure 3). Most of the volume exchange between Parson's Creek and the remnant marsh occurred via culvert #3A (see Appendix 3). The superior functioning of culvert #3A results from its direct connection from Parson's Creek to open water in the remnant marsh. In contrast, culvert #3B connects to Mrson's Creek via approximately 160 ft. of narrow ditch that results in flow restriction. Culvert #2 - Although this culvert is in good condition and functional, very little flow was observed during the survey period. Water levels on either end of the culvert remained nearly constant, and essentially equal (Figure 4). Tidal flow in and out of the small brackish marsh north of Marsh Road is restricted mainly by the lack of a functional channel between culvert #2 and Parson's Creek. Flow between the creek and the culvert must pass through dense vegetation and shallow ditches, and thus shows little response to tide levels. The culvert itself readily equalizes changes in water level, which are due mainly to freshwater streamflow and runoff from the north. Water levels in this vicinity were 0.3-0.5 ft. above levels in Parson's Creek due to flow restriction between the culvert and the creek. Culvert #1 - This culvert is essentially beyond the reach of regular tidal fluctuation for two reasons. Tidal inflow via Parson's Creek is restricted by artificial obstructions (previously discussed), and by the creek's natural configuration. In addition, the small size of culvert #1 restricts freshwater outflow, resulting in a freshwater/ brackish pond (East Rye Pond) that drains continuously into the marsh. Outflow from East Rye Pond was continuous during the sample period, and the water levels inside the pond remained essentially constant (Figure 5). South of the culvert, water levels showed a minor response to tide levels (amplitude = 0.09 ft.), but not enough to reverse flow. 17 FIGURE 3 WALLIS SANDS: CULVERTS f3AAND f38 4.9 - 4.8 - 4.7 - z Ld 4.6 - 4.5 4.4- LLL L tLL 4.3 - CL 4.2- 4.1 - 4- 12:00 14:24 16:48 19:12 21:36 00:00 TIME (HOURS OF nAY) 0 3A INSIDE + 38 INSIDE PARSONS GREEK FIGURE 4- WALLIS SANDS MARSH: CULVERT f2 5 - 4.9 - 4.8 4.7 - 4.6 - F: 4.5 - 4.4 12:00 14:24 16:48 19:12 21:36 00:00 TIME (HOURS OF DAY) E3 LE\4=-L IN LEVE L OU T PARSONS GREEK A 18 FIGURE 5 WALLIS SANDS MARSH: CULVERT #1 5 a s a 4.9 ul > Ll L Ld cl F: 12:00 14:24 16:48 19:12 21:36 00:00 TIME (HOURS OF DAY) C3 LEVEL IN + LEVEL OUT PARSONS GREEK 19 3.4 WALLIS SANDS RESTORATION NEEDS - CONCEPTUAL Existing impediments to tidal flows in the Wallis Sands marshes result almost exclusively from recent and historical road crossings on the marsh. Tidal flow is restricted when the tidal head in the channel exceeds the capacity of the culverts installed, or when culverts are set above grade, resulting in a hydraulic jump. During spring tides, which flood the high marsh surface, tidal restriction is made worse by the diking effect of the roadbed. Sheet flow across the marsh surface is thus blocked, and the additional water must be able to pass through the culvert to ensure normal flooding of the marsh landward of the pipe (Clark 1977). Roadbeds also restrict subsurface flow by compacting marsh peat. While generally very minor, this can result in impeded drainage and percolation of surface water (Hemond et al. 1984). Recommended drainage improvements to increase tidal circula- tion in the Wallis Sands marsh focus on the removal of obstructions along the main channel of Parson's Creek in the vicinity of Wallis Road. Second in priority is improvement of the tidal channel at Concord Point, although this may not be an option for reasons discussed in Simpson (1986). Improvements to culverts and ditches that connect Parson's Creek to small marshes isolated by road crossings are also recommended. Though less critical to the overall restoration process, improved drainage of the small peripheral marshes will increase stormwater runoff capacity during flood events. These recommendations are conceptual, and generally follow the findings of "Tasks 2 and 3 Final Report - Summary of Field Investiga- tions of Coastal Wetlands and Associated Road Crossings in the Town of Rye, New Hampshire" (NAI 1986b). These recommendations are based on detailed investigations of site-specific hydrology and topography, and will be followed by specific design recommendations in the Phase II report. 20 Parson's Creek - Removal of obstructions and channel enlargement are recommended from the Old Wallis Road roadbed north to the vicinity of the Horse Paddock. Highest priority should be given to the Old Wallis Road roadbed, which should be removed from the creek, with the channel improved to conform with surrounding dimensions. Shallows in the vicinity of Wallis Road are also recommended for dredging to an elevation of approximately 2.5 ft. N.G.V.D. (1.0 ft. below existing grade). Reconfiguration of the channel at the sharp bend south of the Horse Paddock, known as trash corner, is recommended to increase flow and alleviate channel erosion problems. Channel reconfiguration alternatives may include widening the existing channel and stabilizing the creekbank, or straightening the channel by relocating it further west. The exact extent of recommended channel modifications in the vicinity of Wallis Road will be determined during Phase II of the study, in consultation with Town officials. Concord Point Outlet - Restoration of the Concord Point outlet channel to pre-barge dimensions is recommended for improving tidal flushing of the marsh. The political and biological aspects of this action are discussed at length in Simpson (1986). Detailed review of the engineering of the dredging project is beyond the scope of this study. Culverts #3A and #3B - Replacement of culvert #3A with a drainage structure of roughly twice the capacity, and improvement of drainage ditches at both ends of culvert #3B are recommended. Self- regulating tide gates are recommended to reduce the hazard of storm surge flooding. These structures are designed to allow free passage of tidal waters during normal tidal cycles. During extreme flood tides, a one-way valve closes over the culvert mouth, thus preventing inflow beyond flood levels. At low tide the valve allows free outflow to drain flood waters, and can be reset manually to allow free-flow (T. Steinke, Town of Fairfield, CT, Conservation Commission, personal communication). 21 Culvert #2 - Improvement of drainage ditches and channels South of culvert #2 is recommended. A self-regulating tide gate, to protect against flooding due to tidal storm surge, is recommended for installation at the south end of the pipe. Culvert #1 - Previous reports have noted that the East Rye Pond area was formerly a high salt marsh community (Simpson 1986, NAI 1986b), that has gradually been converted to a brackish pond by freshwater retention and tidal restriction. Although the present ecological community is artificial in this respect, locally it is relatively rare compared with salt marsh. East Rye Pond provides open water habitat for waterfowl, as well as providing additional habitat diversity for wetland-dependent wildlife. In addition, the pond adds aesthetic value to the area. Complete tidal restoration of East Rye Pond would result in loss of the brackish pond community and its associated values. Therefore, we recommend that East Rye Pond be maintained as a brackish pond, with drainage improvements made to reduce flooding due to stormwater runoff. Replacement of the existing culvert with larger capacity drainage structures is recommended to improve stormwater runoff. Replacement structures can be set at the approximate elevation of the existing culvert to maintain open water in East Rye Pond, while allowing for rapid passage of overflow during storm events. The low elevation of Marsh Road in this vicinity limits drainage and flood control options, and will be a consideration in designing specific recommendations in Phase II. Culvert #5 - There is no immediate need to replace this culvert for tidal restoration purposes. In the normal course of maintenance, it is recommended that a replacement structure of similar size be set approximately 0.5 ft. below the invert of the existing culvert. 22 4.0 RESULTS - PHILBRICK BROOK MARSH 4.1 EXISTING DRAINAGE FEATURES Existing drainage features of the Philbrick Brook marsh include the Rye Harbor outlet, an expansive network of tidal channels and mosquito ditches, and several drainage structures under road crossings (Map 2). Points of suspected tidal restriction that were examined for this study are described below. Elevations are given relative to N.G.V.D., as discussed in Section 3.1. RVe Ha rbor Outlet - This channel provides tidal exchange for the entire Philbrick Brook marsh system. At the Harbor Road Bridge, the channel measures 19 ft. wide with a rocky, irregular bottom. Measure- ments of bottom elevations ranged between -2.40 ft. and -0.60 ft. Minor restriction of flow was observed at the bridge abutment, which appears to be in very good condition. Minimum water levels in the channel are controlled by stony-gravelly shoals seaward of the bridge at approxi- mately -1.5 ft., or 2.6 ft. above MLW. Culvert #7 - This culvert connects the main portion of the tidal marsh with a semi-isolated marsh west of Route 1A just south of the Harbor Road junction. The pipe is 24-inch diameter CMP in good condition, set at invert elevations of -0.44 ft. (east) and -0.57 ft. (west). The network of ditches west of this pipe is showing signs of slumping and deterioration, as described in NAI (1986b). Culvert #8 - This drainage structure is a sluiceway con- structed of granite blocks that passes under Route 1A approximately 850 ft. south of culvert #7. The granite sides of the sluiceway appear to be in good condition, however, the overlying concrete slab is severely deteriorated particularly at the east end. The channel measures approx- imately 40 inches wide, with a rocky, irregular bottom at about 2.37 ft. The bottom is elevated at this point relative to the Rye Harbor outlet 23 due to rocky shoals about 200 ft. downstream of the sluiceway. These rocks may be mostly of natural origin, but many appear to have spilled over the embankment during the filling of adjacent marsh for con- struction of a hotel. This channel is the primary drainage for Philbrick Brook marshes west of Route 1A. Several old stone walls criss-cross the marsh surface upstream of culverts #7 and #8. The remnants of salt marsh pasturing practices, these walls have sunken several feet into the marsh peat. Although they do not directly interfere with tidal exchange in the main drainage channels, their deleterious effect on surface water drainage and infiltration is apparent. They will be discussed further in Section 4.3, Hydrological Analysis. Culvert 9 - This 36-inch CMP hydraulically connects salt marshes on either side of Locke Road, and is situated upstream of culvert #8 in the primary Philbrick Brook drainage. The pipe, though set too high, appears to be in very good condition with invert eleva- tions of 2.39 ft. (north) and 2.87 ft. (south). The pipe is set in a granite stone abutment. Culvert #10 - This 30-inch CMP passes under a private drive just south of culvert #9 along the main Philbrick Brook channel. Invert elevations are 2.98 ft. (north) and 2.97 ft. (south). The pipe appears to be in very good condition. Culvert #11 - This culvert is located south of the junction of Locke Road and Route 1A, and north of the junction of Atlantic Avenue and Route 1A. This culvert connects the main branch of Philbrick Brook salt marsh to a small, isolated brackish marsh (ca. 4.2 acres) east of Route 1A. The culvert is 18-inch diameter CMP that is corroded, partially collapsed, and partially clogged with sediment. Invert elevations are 4.37 ft. (west) and 4.22 ft. (east). The west invert is set well above the tidal channel, thus limiting tidal flooding. The 24 pipe's deteriorated condition and high elevation also restrict outflow from the isolated marsh. 4.2 TOPOGRAPHICAL SURVEY As with the Wallis Sands marsh, survey data for Phase I at Philbrick Brook included determining culvert elevations, road center- lines, and water levels. Water level staffs, placed at suspected points of restriction, were surveyed to correct water level data relative to N.G.V.D. The topographical survey of the Philbrick Brook marsh will provide the basis for estimating marsh volumes, which will be used to develop specific design criteria for drainage improvements for Phase II, and to determine flood elevations for the impact assessment in Phase III. Ground-truth surveying has been completed, and photogrammetry of existing 1"=1000' aerial photographs is currently in progress. Topographic and photogrammetric work completed or in progress is sum- marized in Appendix 1. 4.3 HYDROLOGICAL ANALYSIS A conspicuous feature of the Philbrick Brook marshes are the large tide pools, or pannes, that occupy the marsh surface. These areas are shallow, unvegetated pools that retain flood and rainwater, and dry out during dry periods. Pannes are a natural feature of New England high salt marshes, and their origin and ecology are only partly under- stood. While their distribution relates to poor surface drainage, they do not necessarily indicate an unhealthy marsh, and in fact may increase a marsh's value for water-dependent wildlife. For this study, pannes were considered "negative" features when their origin was obviously the 25 result of human disturbances. In such cases, recommendations will be made for drainage improvements in the following section. If desirable, natural pannes, or those of questionable origin, may be managed using methods similar to those we recommend for disturbed areas. Hydrological analysis of the Philbrick Brook marsh is based on a 14-hour sampling period on 16 March 1988, as outlined in Section 3.3. Sampling data are presented in Appendix 3. Stormwater runoff analyses and tidal flood elevations are given in Appendix 2. Results of the analysis are discussed in detail below. Rye Harbor Outlet - Low water levels at the Rye Harbor outlet are controlled by rocky-gravelly shoals seaward of the Harbor Road Bridge at approximately -1.5 ft., or 2.6 ft.'above local MLW. Although tide levels in the ocean regularly fall below this level, the channel's present configuration was not found to be restricting tidal flushing of the marsh system. Water levels at the bridge are shown in Figures 6 and 7. The tidal amplitude observed at this station on 16 March was 7.45 ft. Tidal channels upstream of the bridge drained to near-minimum levels during low tide, indicating adequate drainage. Similarly, high tide levels were adequate to flood the marsh surface. Despite good drainage in the main tidal channel, large areas of the marsh surface show evidence of poor drainage. Broad pannes have formed behind old stone walls that criss-cross the marsh in several places. These walls act as dams, preventing drainage of surface water. In addition, the walls compact the underlying peat layer, thus impeding infiltration and subsurface flow. Water from tidal flooding and rainfall remains ponded on the marsh surface for excessive periods, resulting in vegetation die-off, breakdown of the peat, and erosion. Large panne areas are especially prevalent in the southern half of the marsh south of Rye Harbor. 26 Culvert #7 - Water levels measured at culvert #7 are shown in Figure 6. Close tracking of water levels on both sides of the pipe indicate that there is no restriction of flow through the existing channel. The marsh area west of Culvert #7 suffers from the effects of old stone walls and poor infiltration as described above. Unvegetated pannes have formed behind old walls, and peat slumping and erosion are prevalent. Culvert #8 - Water levels from 16 March indicate good tidal flooding through the granite sluiceway. Minor restriction of outflow, shown in Figure 7, is caused by a higher bottom elevation at the sluiceway's landward end. Figure 7 also shows water levels at the Rye Harbor outlet, which drop several feet below culvert #8 at low tide. This is the result of the increasing elevation of the channel east of culvert #8. Whether this shoaling is of natural origin or the result of fill is not known at this time. Nonetheless, channel elevations are sufficiently low to permit adequate drainage during outflow. The marsh between culverts #8 and #9 is criss-crossed with old stone walls which, as discussed in the previous paragraphs, result in prolonged surface ponding. Large areas have been flooded and remain unvegetated. The surface peat layer has deteriorated and eroded, and in many spots has broken through to form deep holes. Remnant walls parallel both sides of the creek in this area, and others occur between the creek and the upland edge. Culvert #9 - This culvert was found to restrict outflow due to improper placement. Figure 8 shows water levels on both sides of the pipe during sampling on 16 March. The pipe's size is sufficient to allow flood tides to enter the marsh, but does not allow adequate drainage because it is set above the grade of the creek bed. Low tide water levels on the upstream side of the pipe remained approximately 1.0 ft. higher than the downstream side. Elevated water levels prevent peat 27 FIGURE 6 PHILBRICK BROOK MARSH: CULVERT #7 5 ci 4- z 3 - 2 A La cl P 0 -2 T 07:12 12:00 16:48 21:36 TIME (HOURS OF DAY) 0 LEVEL IN LEVEL OUT RYE HARBOR BRIDGE FIGURE 7 PHILBRICK BROOK MARSH: CULVERT #13 6 5 4- z 0 3 - 2 Ll Li a P 0 -1 -2 07:12 12:00 16:48 21:36 TIME (HOURS OF DAY) 13 LEVEL IN + LEVEL OUT 9YE HARBOR BRIDGE 28 FIGURE 8 PHILERICK BROOK MARSH: CULVERT #9 5.5 5.4- 5.2 - 5 4.E z > 4.6 0 4.4- 4.2 - 4- La L 3.8 - L LL cl 3.6 - 3.4- 3.2 - 3 2.8 09.36 14:24 19:12 00.00 TIME (HOURS OF OAY) 13 LEVEL IN + LEVEL OUT FIGURE 9 PHIL13RICK BROOK MARSH: CULVERT #10 5.5 - 5.4 - 5.3 - 5.2 - 5.1 5 4.9 z 4.9 tLi > 4.7 0 4.6 4.5 4.4- LL 4.3 - 4.2 - Ll ia 4.1 F 4 3.9 3.8 3.7 3.6 09:36 14:24 19:12 00:00 TIME (HOURS OF DAY) 0 LEVEL IN + LEVEL OUT 29 drainage, resulting in water-logging and vegetation die-off. The effects of outflow restriction can best be seen in the marsh area upstream of culvert #10, where the peat surface is deteriorating and pannes are forming. Culvert #10 - Figure 9 illustrates relatively free exchange of tidal flow through culvert #10. This culvert is slightly undersized for the channel it serves, and minor restriction of outflow was observed during the sample period. Outflow water levels were elevated approxi- mately 0.1 ft. upstream of the pipe compared with downstream levels. Culvert #11 - This culvert severely restricts tidal exchange between the brackish marsh east of Route 1A and Philbrick Brook. Water levels on both sides of the culvert are shown in Figure 10. At the end of the flood tide period, water levels in Philbrick Brook measured 0.1 ft. higher than in the isolated marsh, indicating moderately restricted flow. Severe restriction of outflow is caused by the pipe's high setting and deteriorated condition, and resulted in water levels in the brackish marsh being elevated by approximately 0.7 ft. during low tide. 30 FIGURE 10 PHILBROOK BROOK MARSH: CULVERT #11 5.3- 5*2- 5.1 2E 5 0 4.7- 4.6- LLL 4.5 Ld 4.4- P 4.3 - 4.2- 4.1- 4- 3.9 09:36 14:24 19:12 00:00 LEWL IN TIME (HOURS OF+DAY) LEWL OUT 31 4.4 PHILBRICK BROOK RESTORATION NEEDS - CONCEPTUAL Rye Harbor Outlet - Maintain channel in present configuration or larger. In marsh areas that have been cut-off by old stone walls, extend ditches from tidal creeks into panneareas to restore natural drainage and encourage revegetation. Culvert #7 - Maintain present culvert and creek channel. Improve and extend creek and ditches to the west, cutting through old stone walls to restore natural drainage of surface water and encourage revegetation. Culvert #8 - Repair deteriorating sluiceway, especially at east end where collapse is imminent and potentially hazardous. Breach old stone walls on both sides of the creek upstream of culvert #8. Extend ditches through breached walls to restore natural drainage and encourage revegetation. Culvert #9 - Replace existing culvert with drainage structure of similar capacity set approximately 1.0 ft. below the present invert elevation to improve outflow and maintain inflow capability. Culvert #10 - Replace existing structure with slightly larger structure set at present elevation. Culvert #11 - Replace existing culvert with larger capacity pipe set approximately 1.5 ft. below the present invert elevation to improve outflow and inflow capacity. Install a self-regulating tide gate on the pipe's western end to protect against flooding due to tidal storm surge. 32 5.0 LITERATURE CITED Burdick, D.M. and I.A. Mendelson. 1987. Waterlogging responses in dune, swale, and marsh populations of Spartina patens under field conditions. Oecologia 74(3):321-329. Chick, B.E. 1979. A report detailing the Rye salt marsh management pilot study for mosquito prevention and marsh rejuvenation. Rye [N.H.] Mosquito Control District Report. Clark, J.R. 1977. Coastal Ecosystem Management. A technical manual for the conservation of coastal zone resources. The Conservation Foundation. John Wiley and Sons, New York. 928 pp. COE. 1980. New England Coastline Tidal Flood Survey. U.S. Army Corps of Engineers, Waltham, MA. Cooper, A. 1982. The effects of salinity and waterlogging on the growth and cation uptake of salt marsh plants. New Phytologist 90:263-275. Cowan, D.P., T. Hruby, T.S. Litwin, and R.A. Lent. 1987. Long Island Region tidal wetlands planning manual. Part I: Site Inventory. Cornell University Laboratory of Ornithology, Seatuck Research Program Technical Report. Seatuck Research Program, P.O. Box 31, Islip, N.Y. 60 pp. Cowan, D.P., T. Hruby, T.S. Litwin, and R.A. Lent. 1986. Open marsh water management on Great South Bay, Islip, New York. Baseline study: 1984-1985. Cornell Laboratory of Ornithology, Seatuck Research Program Technical Report. Seatuck Research Program, P.O. Box 31, Islip, N.Y. 101 pp. Daiber, F.C. 1986. Conservation of tidal marshes. Van Nostrand Reinhold, New York. 341 pp. Groeneditk, A.M. 1984. Tidal Management: Consequences for the salt marsh vegetation. Water Science and Technology. 16:79-86. HEC-1. 1985. Flood hydrographic package (IBM XT 512K version). U.S. Army Corps of Engineers, The Hydrologic Engineering Center, Davis, CA. Hemond, H.F., W.K. Nuttle, R.W. Burke, and K.D. Stolzenback. 1984. Surface infiltration in salt marshes: Theory, Measurement, and Biogeochemical Implications. Water Resources Research. 20:591-600. Nixon, S.W. 1982. The ecology of New England high salt marshes: a community profile. U.S. Fish and Wildlife Service, Office of Biological Services, Washington, D.C. FWS/OBS-81/55. 70 pp. 33 Nixon, S.W. 1980. Between coastal marshes and coastal waters - a review of twenty years of speculation and research on the role of salt marshes in estuarine productivity and water chemistry. Pages 437-525 In P. Hamilton and K.B. MacDonald, eds. Estuarine and wetland processes. Plenum Publishing Corp., New York. Normandeau Associates Inc. 1986a. Phase 2 Report. The Coastal Wetlands Mapping Program, New Hampshire. Prepared for the New Hampshire Office of State Planning Coastal Program. Normandeau Associates Inc. 1986b. Tasks 2 and 3 Final Report. Summary of field investigations of coastal wetlands and associated road crossings in the Town of Rye, New Hampshire. Prepared for the Town of Rye and the New Hampshire Office of State Planning Coastal Program. Roman, C.T., W.A. Niering, and R.S. Warren. 1984. Salt marsh vegetation change in response to tidal restriction. Environmental Management 8(2):141-150. Short, F.W. 1985. North Hampton Salt Marsh Study: Draft Report submitted to New Hampshire's Coastal Zone Program. Jackson Estuarine Laboratory, Durham, NH. Simpson, M. 1986. Restoration of Parsons Creek Marsh, Rye, NH, Antioch New England, M. Sc. Thesis. 34 I I I I APPENDIX 1 1 TOPOGRAPHIC DATA SUMMARY 1. Report of Survey 1 2. Data Printout I I I I 0 m 'A 'A E3V Pear-_4son-.oN.4s_4sociate_cs, Inc. Consulting Engineers and Land Surveyors P.O. Box 260, Chester, N.H. 0303S Rr=F:"OR-T OF= GURVE=Y April 6, 1988 Mr. Dave Cowan Normandeau Associates, Inc. *25 Nashua Road Bedford, N.H. 03102-5999 re: Job *1600, Survey of Lands on Route i-A, Rye, NH Dear Dave: The following is the Report of Survey for both parcels of Marshland located on Route i-A in Rye, New Hampshireas shown on our worksheet plans dated April 5, 1988 enclosed with this report. RESEARCH In preparation for the field work on this job, we researched our files and contacted the New Hampshire Department of Transportation to ascertain what Vertical Control monumentation might be in the area and have located some monuments in the vicinity of the jobs that may be used to tie to precise USGS elevation datum if deemed necessary in the future. FIELD WORK On March 31 and April 1, 1983 we performed the field topographic surveys using a Topcon Electronic Theodolite survey system using two of your employees (yourself and Connie Delano) as rodmen. The field work for each site is CLS follows: Rye Harbor @South) site We conducted an open-ended traverse of 6 stations, tying in to an old and unreliable USC&GS monument near Station 0503 which has been used as published for our elevation datum at this point in time. Our level loop run from Station 0501 to -0506 and back resulted in an error of 0. 06' vertical which was balanced out between stations and we also ran a level line to the east from Station 0501 to two shots appro-ximately 500 feet east of Station 0501. The assumed elevation at H-32 agreed substantially with your elevation reference at the culvert at Locke Road, and as -vre have discuSsed should be close enough for your work Fit this point in time. Cont S. V. Pearson As5ooiates, Ino. Normandeau/1600/April 5, 1988 Page 2 Nallis S-ands (Nort-h)-s-it-e-1 Wc conducted a traverse of 9 stations, partly open and partly looped (see Dwg. *1600-902) from the bridge near Rye Harbor north past Wallis Road to Parsons Road and Brackett Road and back across the marsh to Station 0603 near Wallis Road. The elevation assumption for this traverse was one you provided at the Wallis Road Bridge centerline as discussed, and that elevation checked out substantially with your other given elevation at the culvert at Parsons Road to the north. The vertical loop closure around the northerly 6 stations resulted in no error as recorded, so no adjustment was needed. The elevations south frorn Station *603 are not in that loop and are computed by turning point only. The horizontal math check on the northerly loop stations resulted in an error of 0.02', so no adjustment was made on that data either, and the southerly stations are again open ended. CONCLUSIONS The data given on the enclosed coordinate and elevation printout is based on the above assumptions, but the apparent precision of the work and the cross-checking of known elevations appear to bear out that the elevations and locations are reasonably accurate and should be suitable for your intended purpose at this point in time. Please note that there is some horizontal distortion of the points on the Bluline prints due to reproduction procedures, and if you need a precise printout of data points, let us know and we can forward a copy directly from the plotter. With the enclosed coordinate list you can also inverse between any desired points and determine precise orientations. RECOMMENDATIONS Depending on the results of your further study and analysis, verification of our data to established precise elevations in the field may be needed or if there are any additional data points that you need to recover that we were unable to get due to time or distance constraints, please let us know at your earliest convenience to arrange that work. Enclosed is a statement for our services for the work on these lots. If you have any questions on the above, please contact us at your convenience. Sincerely yours ri Cha@ Pfaaar-i_-@on, Pr-i-a--icler-it, B.V. 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A- 4 2 4 .,@.Ci `5 1'3' 3-01 85 C-@ C) 5 1 2 4 2" S2 0 5145., 122 .1.73 5 6 5j. 43 7 7 5, 3"S to Gs IF -4 3 1 5 @63 36 1 ?. 2 S u 2 -8 1 4 3 1 Li (1 1 4 4 2 7,? eV C. a C 25, S 7,: S u Y'. t5 14 - 4 5 vv-, 7 ?,o 4 "1 4 -2 7' 5 5 4 4" i C, C, A i., -1 - 7 -.n-- UO C-e I t7 '2 (P 5 5 2 S 'Z.-=. 4 5 51 2 5 Cl UA- 3. 5-2 7 r; C@ 14 '3, 3.i 0 4j-r 1 Iq V 16 R-7 e A v v,10crrele @7 C7 4; -0 . 1 2r-g@"Y-- ftTT'zf@ ILI-6 4857.046-17 4 2 0 .1 i Q@ 4 5": 4 .:P2 c-:0 4:= 1 S . 1':@O S. 4-284 . -7 4 G.'.'3' 71 C %a @-V G* IZT C. 4:34' 5 4 \j ewr " c-" .4 .5 5 US Gs 5m '3 C-o \-\j 13 v tF 14-r D ;a 551 -t@ 5, 5 7 2 78' 4 0, 2, 2f :PC %-V -'.2. 'S 5 7 . 5 %-8 WC@L w L s m -c) .2 5. cj \-\J tl -7 cu'.. t"i\j-.,.I-r 2?6-6 . 5,072' 1 5 . 4 0 -4 5, 26 4 . 0'7-'S 0 C). 3 yj 0-TS9- Ue-4eL H - '. . i . '@ 4 7 e,-' 2 2 1 S'5 . '5 132 2 G . 40 3 10 7 - 87"' f; 05 4 34 62 5 0 5 0. cl cl . cl cl 1) cl 50 00 . Cl 0 42' 5 2 4"0' . 2 22 3 4 4 Cl -S . 1-16 4 0 `758.445-@ 5) P\-) -4 52 6, 7 ST 5.. 42 5 . 0 550 51 3 7 --"f 6 . '17 7 4 6 'DO E32 . 0 30. 1 "86 15 %@e -MV,.,Lo e: r, C-r - U fA C tF S-1 6. '7 UZI. U . UZI. U IFFT 1 -4. -AL :2 ul > IL L a: LU -4-41 0 -L L LL- I T T-i D -; 41 IL .4 L L APPENDIX 2 STORMWATER RUNOFF AND TIDAL FLOOD SUMMARY DATA FOR 10-YEAR, 50-YEAR, AND 100-YEAR FLOODS 1. HEC-1 Stormwater Runoff Summary 2. Watershed Map for HEC-1 3. Army Corps of Engineers Tidal Flood Base Map 4. Army Corps of Engineers Tidal Flood Profile RYE, NEW HAMPSHIRE WATERSHED SUMMARY 10 YEAR 50 YEAR 100 YEAR PEAK FLOW TOTAL VOL. FLOW TOTAL VOL. PEAK FLOW TOTAL VOL. WATERSHED CFS CF CFS CF CFS CF PHILBRICK 1 44 2,600,000 78 4,900,000 92 6,200,000 2 12 1,000,000 19 1,600,000 21 1,800,000 3 72 4,700,000 121 8,300,000 140 10,400,000 4 3 300,000 4 300,000 5 500,000 5 3 300,000 4 300,000 4 300,000 SITE 7 3 300,000 4 300,000 4 300,000 SITE 10 12 1,000,000 19 1,600,000 21 1,800,000 SITES 9 & 1 56 1,600,000 97 6,500,000 111 1,000,000 SITE 11 3 300,000 4 300,000 4 300,000 SITE 12 72 4,700,000 121 8,300,000 140 10,400,000 WALLIS SANDS 1 32 2,000,000 58 3,600,000 69 4,700,000 11 22 1,300,000 40 2,600,000 48 3,100,000 111 24 1,600,000 37 2,800,000 42 3,400,000 IV 67 4,700,000 110 8,000,000 128 10,100,000 V 126 8,800,000 212 15,300,000 248 18,900,000 VI 8 800,000 12 1,300,000 13 1,300,000 vii 73 5,400,000 121 9,000,000 140 11,100,000 VIII 51 3,100,000 88 6,000,000 104 7,500,000 SITE 1 24 1,600,000 37 2,800,000 42 3,400,000 SITE 2 8 800,000 12 1,300,000 13 1,300,000 SITE 4 67 4,700,000 110 8,000,000 128 10,100,000 SITE 5 3.2 2,000,000 58 3,600,000 69 4,700,000 CONCORD PT. 126 1,800,000 212 15,300,000 248 18,900,000 A @p 40' 5 wyn 11yhac J-h ark d> I 35 7 ce Pond- - A4 4 -ho-* 4V V _7@ 5 W(AD Y1 rn -Brook Rye E lementary Z\ Se x angs B ach L orh qr. .... - 3 40 0 0 , S -'ZV -'- 'Wallid .c 0 A@ 7 Sandi z det T Z7 State 0 P rk Beach VIE Ap 12 42 N: -7 oncor Pt VIII J, High WA rh Wedgewood shwGY0 S7 6 Rye Cann "S ye @Mrth Ch7z -Z Tra 9 Park R E Rye Cent I North Beach Cern nt min IL 7n -S I p RY5 EI;AjBC` FA Foss -2 Beac STATE PARK A ?2 'SRY E AARBOR ATE FARJE. st R Ragged Neck LEG .0 Point Harbor S DRA 67 re Harbor' @A/ Rye SUB 7 0 NORMANOEAU ENGINEERS INC. Un B uarry 73 Road** The Concord Center Ferry Street, Box 7 10 Q 631 e a unit of Thermo Water Management h Concord. NH 03301 W_iAc%j,)@k 0000 603-224-5770 A. R Y E Straw Pt FEET ............ .F E A B D CORPS OF ENGINEERS -?o0 FZ5SAcHvSETTS 00 190 -A\ A /;.o Do A A-,- .0 , -, , " , J A. A A T h A I C Ny@' I \, . .1 7' do 00 Ic AA. 00 00 v --T I-- r M A S A C III A 0 C F A N IWO -_ Itt -@ SAIr 00 A> A clft \TO A. '1104 Cf 60 0 al e 7, cAmg -7 -'.. 11/ 1 00 r moul' 00 CAPE -50 %,c COD sAr Z _AAA_ HAM 00 so 00 \0 00 7, 20 00 Z"I 190 t _AAt ir 10 &A . ...... 00 r-4 0 /* N A A* 00 I COPPS OF ENGINEERS A C D E F G H U. S. ARMY I I I 1 4 1 1 15 URSON ?112 1- 0234 Ix Ui @l 2 0 if, 9.7 to _UJ- 14 14W - ,- I " US aiii Ui fA 0 01 03 DO Q. Ui 142 * @g CS, s'C SO x 16 ilto US fox Ci U. u 31 1., a '41 w US w <1Z cc CL 1. 0 w -100. 12 r/001 Y_rAR rRioyENc Y r1DA L DOD 131, - *2.6 ot's -aocy rIDAZ FLOOD *17' 295 141 _@00 YEAR FRE 2 1:&.1"', SAY CASCO SAY 7 "'2130, 221 >.Igo F_ SACO ------ 5, At.ELI. 955 273 To- *'a. 670f,1@3 1 .0 SIC ... LE ." D.. 9,0 0.411 >::,* /00 YEAR FRfOUENCY 77DAL FLOOD 93 ea. jc-Z-BRj1ARY 1978 TIDAL FLO 254 72 @4FZWRUARr 1978 TIDAL FLOOD **. I . ". ." .Cl *It 0 .78 1 1so 10 lmrrnt- ... @IE -51 -DIS G.,,cl -D'S -2 2- _,261I FEBRIIARY 1978 FL --Zas '110 1*- - --d TIDAL ODD I I a .3 7 FRFOUENCY TIDAL FLOOD vat 0203 1978 TIDAL FLOOD or,v IS. -Z- *m +J,;AIIIARY 10, U2 /0 YEAR FREQUENCY 71DAL FLOOD 0-1 45* #be 141 0.06 -.0 7 Set* *2111 0142 .S IDS. 3- '47 mo 000 > rM HIGH WATER LEVEL"" 0 4 4LU J -4 4 0 U. gr 10 U. 311. QIx +Is. LEGEND- 10 CIA 7 FEBRUARY 1970 HIGH WATE -2 -K 0 9 JANUARY 1970 HIGH WATER w Z I- I.- G 2 FEBRUARY 1976 HIGH WATER W, 66 NUMBER IDENTIFIES HIGH WATER MARK AS GIVEN IN OFFICE REC x -5 NATIONAL GEODETIC VERTICAL DATUMtl) .10 0 NOTES: 1. VARIES FROM YEAR TO YEAR. VALUE GIVEN HERE BASED 001 It-YEAR SERIES OF TIDE O9Sflt- VA IONS ENDING IN 1950. BY TME NATIONAL OCTAM SURVEY (FORMERLY USC & CS). 2. FIXE 0 'It FERENCE ADOPTED AS A STANDARD GE AODETIC DATUM FOR ELEVATIONS IN YME UNITED SY YES Of AM RIC A. FORMERLY REFERRED TO A VEL (Id S L) DATUM' BUT NOT to IN ITH LOCAL MEAN @E= AS MEAN SEA Lf -6 6- To BE CONFUS 1 -3 -3 M A LOW WATER LEVEL"' -4 -4 L 135 f40 ISO 160 170 lao Ito 200 210 220 230 240 250 260 2?0 275 -7 STATUTE MILES FROM MONOMOY POINT, CAPE COD S_ 0 NEW ENGLAND COASTLINE T I DAL FLOOD SURVEY TIDAL FLOOD PROFILE NO. I I COHASSET, MASS. TO Ti GEORGETOWN, MAINE ;, @t. rr-1-1 St. Is DEPARTME 7 OF I-E ARM' MEW EMOt. AND OIVISI@@. COOPS OF ENGINEERS W-LI.A.. MASS PLATE C-26 APPENDIX 3 DATA SUMMARIES OF HYDROLOGIC SURVEY 16 MARCH 1988 1. Concord Point Bridge - Flow 2. Concord Point Bridge - Water Quality 3. Wallis Sands Stations - Flow 4. Wallis Sands Stations - Water Quality 5. Rye Harbor Bridge - Flow 6. Rye Harbor Bridge - Water Quality 7. Philbrick Brook Stations - Flow 8. Philbrick Brook Stations - Water Quality 'A CONFLOW.WK1 CONCORD POINT BRIDGE TOWN OF RYE SALT MARSHES NAI PROJECT #4119 FLOW SURVEY 3-16-88 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVISION STATION TIME DIRECTION VELOCITY LEVELIN INVERTIN H20DEPTH 1 10:10 -1 0 5.97 2.76 3.21 1 11:25 -1 -0.4 4.42 2.76 1.66 1 12:50 -1 -0.4 3.96 2.76 1.2 1 14:00 -1 -0.2 3.32 2.76 0.56 1 15:30 -1 0 3.06 2.76 0.3 1 17:45 -1 0 2.86 2.76 0.1 1 18:45 -1 0 2.86 2.76 0.1 1 19:50 1 0 3.12 2.76 0.36 1 21:35 1 0.5 5.22 2.76 2.46 1 22:30 -1 0 5.2 2.76 2.44 10 10:30 -1 -0.93 5.42 0.96 4.46 10 11:43 -1 -1.5 4.33 0.96 3.37 10 12:59 -1 -1.5 3.84 0.96 2.88 10 14:22 -1 -0.9 3.32 0.96 2.36 10 15:43 -1 -0.52 2.98 0.96 2.02 10 17:53 -1 -0.45 2.86 0.96 1.9 10 18:45 -1 0 2.86 0.96 1.9 10 20:07 1 0.6 3.54 0.96 2.58 10 21:52 1 0.3 5.35 0.96 4.39 10 22:30 -1 0 5.2 0.96 4.24 11 10:35 -1 -1.3 5.37 1.28 4.09 11 11:45 -1 -2.1 4.32 1.28 3.04 11 13:00 -1 -1.5 3.83 1.28 2.55 11 14:24 -1 -0.7 3.32 1.28 2.04 11 15:44 -1 -0.48 2.97 1.28 1.69 11 17:54 -1 -0.2 2.86 1.28 1.58 11 18:45 -1 0 2.86 1.28 1.58 11 20:09 1 0.6 3.6 1.28 2.32 11 21:54 1 0.2 5.36 1.28 4.08 11 22:30 -1 0 5.2 1.28 3.92 12 10:40 -1 -1.6 5.32 2.79 2.53 12 11:45 -1 -1.5 4.32 2.79 1.53 12 13:00 -1 -1.4 3.82 2.79 1.03 12 14:25 -1 -0.2 3.32 2.79 0.53 12 15:45 -1 -0.18 2.96 2.79 0.17 12 17:55 -1 -0.06 2.86 2.79 0.07 12 18:45 -1 0 2.86 2.79 0.07 12 20:10 1 0.3 3.68 2.79 0.89 12 21:55 1 0.1 5.36 2.79 2.57 12 22:30 -1 0 5.2 2.79 2.41 2 10:10 -1 0 5.87 2.91 2.96 2 11:27 -1 -0.9 4.41 2.91 1.5 2 12:51 -1 -0.4 3.94 2.91 1.03 2 14:00 -1 -0.2 3.32 2.91 0.41 2 15:30 -1 0 3.06 2.91 0.15 2 17:45 -1 0 2.86 2.91 -0.05 2 18:45 -1 0 2.86 2.91 -0.05 2 19:50 1 0 3.12 2.91 0.21 2 21:36 1 0.5 5.23 2.91 2.32 2 22:30 -1 0 5.2 2.91 2.29 3 10:15 -1 -0.64 5.77 2.76 3.01 3 11:29 -1 -1.2 4.4 2.76 1.64 3 12:52 -1 -0.9 3.92 2.76 1.16 3 14:02 -1 -0.2 3.32 2.76 0.56 3 15:30 -1 -0.2 3.05 2.76 0.29 3 17:45 -1 0 2.86 2.76 0.1 3 18:45 -1 0 2.86 2.76 0.1 3 19:50 1 0.29 3.06 2.76 0.3 3 21:38 1 0.4 5.25 2.76 2.49 3 22:30 -1 0 5.2 2.76 2.44 4 10:15 -1 -0.47 5.72 2.46 3.26 4 11:31 -1 -1.2 4.39 2.46 1.93 4 12:53 -1 -1.1 3.9 2.46 1.44 4 14:05 --l -0.6 3.32 2.46 0.86 4 15:32 -1 -0.3 3.04 2.46 0.58 4 17:45 -1 0 2.86 2.46 0.4 4 18:45 -1 0 2.86 2.46 0.4 4 19:53 1 0.7 3.12 2.46 0.66 -71 4 21:40 1 0.6 5.26 2.46 2.8 4 22:30 -1 0 5.2 2.46 2.74 5 10:20 -1 -0.68 5.67 1.91 3.76 5 11:33 -1 -1.3 4.38 1.91 2.47 5 12:54 -1 -1.3 3.89 1.91 1.98 5 14:07 -1 -0.7 3.32 1.91 1.41 5 15:34 -1 -0.35 3.03 1.91 1.12 5 17:45 -1 -0.33 2.86 1.91 0.95 5 18:45 -1 0 2.86 1.91 0.95 5 19:56 1 0.75 3.19 1.91 1.28 5 21:42 1 0.5 5.28 1.91 3.37 5 22:30 -1 0 5.2 1.91 3.29 6 10:20 -1 -0.91 5.62 1.36 4.26 6 11:35 -1 -2.1 4.37 1.36 3.01 6 12:55 -1 -1.4 3.88 1.36 2.52 6 14:10 -1 -0.8 3.32 1.36 1.96 6 15:36 -1 -0.46 3.02 1.36 1.66 6 17:46 -1 -0.4 2.86 1.36 1.5 6 18:45 -1 0 2.86 1.36 1.5 6 19:58 1 0.7 3.26 1.36 1.9 6 21:44 1 0.5 5.29 1.36 3.93 6 22:30 -1 0 5.2 1.36 3.84 7 10:25 -1 -1.1 5.57 1.01 4.56 7 11:37 -1 -1.8 4.36 1.01 3.35 7 12:56 -1 -1.5 3.87 1.01 2.86 7 14:14 -1 -0.8 3.32 1.01 2.31 7 15:38 -1 -0.38 3.01 1.01 2 7 17:48 -1 -0.33 2.86 1.01 1.85 7 18:45 -1 0 2.86 1.01 1.85 7 20:00 1 1.15 3.33 1.01 2.32 7 21:46 1 0.8 5.31 1.01 4.3 7 22:30 -1 0 5.2 1.01 4.19 8 10:25 -1 -1.41 5.52 1.11 4.41 8 11:39 -1 -2.1 4.35 1.11 3.24 8 12:57 -1 -1.5 3.86 1.11 2.75 8 14:18 -1 -0.9 3.32 1.11 2.21 8 15:40 -1 -0.52 3 1.11 1.89 8 17:49 -1 -0.33 2.86 1.11 1.75 8 18:45 -1 0 2.86 1.11 1.75 8 20:03 1 .1 3.4 1.11 2.29 8 21:48 1 0.1 5.32 1.11 4.21 8 22:30 -1 0 5.2 1.11 4.09 9 10:30 -1 -1.08 5.47 1.11 4.36 9 11:41 -1 -1.6 4.34 1.11 3.23 9 12:58 -1 -1.5 3.85 1.11 2.74 9 14:20 -1 -0.8 3.32 1.11 2.21 9 15:42 -1 -0.6 2.99 1.11 1.88 9 17:51 -1 -0.3 2.86 1.11 1.75 9 18:45 -1 0 2.86 1.11 1.75 9 20:05 1 0.7 3.47 1.11 2.36 9 21:50 1 0.5 5.34 1.11 4.23 9 22:30 -1 0 5.2 1.11 4.09 CONQUAL.WK1 CONCORD POINT BRIDGE TOWN OF RYE SALT MARSHES WATER QUALITY SURVEY 3-16-88 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVISION STATION TIME DIRECTION TEMP COND SAL 10:10 -1 4 28000 30 1 11:25 -1 7 30000 30 1 1 12:50 -1 6 27000 27 1 14:00 -1 7 23000 22 1 15:30 -1 0 0 0 1 17:45 -1 0 0 0 1 18:45 -1 0 0 0 1 19-:50 1 0 0 0 1 21:35 1 3 27000 30 1 22:30 -1 0 0 0 10 10:30 -1 4 28500 30.5 10 11:43 -1 5 30000 31 10 12:59 -1 6 27000 27 10 14:22 -1 6 22000 22 10 15:43 -1 7 20100 19.5 10 17:53 -1 6 19000 18 10 18:45 -1 0 0 0 10 20:07 1 4 27000 29 10 21:52 1 4 27000 29 10 22:30 -1 0 0 0 11 10:35 -1 4 29000 31 11 11:45 -1 5 30000 31 11 13:00 -1 6 27000 27 11 14:24 -1 6 22000 22 11 15:44 -1 7 20100 19.5 11 17:54 -1 6 19000 18 11 18:45 -1 0 0 0 11 20:09 1 4 27000 29 11 21:54 1 4 27000 29 11 22:30 -1 0 0 0 12 10:40 -1 4 28500 31 12 11:45 -1 6 30000 30 12 13:00 -1 6 27000 27 12 14:25 -1 6 22000 22 12 15:45 -1 7 20100 19.5 12 17:55 -1 6 19000 18 12 18:45 -1 0 0 0 12 20:10 1 4 27000 29 12 21:55 1 4 27000 29 12 22:30 -1 0 0 0 2 10:10 -1 4 28000 30 2 11:27 -1 6 30000 30 2 - 12:51 -1 6 27000 27 2 14:00 -1 7 23000 22 2 15:30 -1 0 0 0 2 17:45 -1 0 0 0 2 18:45 -1 0 0 0 2 19:50 1 0 0 0 2 21:36 1 3 28000 30 2 22:30 -1 0 0 0 3 10:15 -1 4 28000 30 3 11:29 -1 5 30000 31 3 12:52 -1 6 27000 27 3 14:02 -1 7 23000 22 3 15:30 -1 6 21000 20.5 3 17:45 -1 0 0 0 3 18:45 -1 0 0 0 3 19:50 1 0 0 0 3 21:38 1 4 27000 29 3 22:30 -1 0 0 0 4 10:15 -1 4 28000 30 4 11:31 -1 5 30000 31 4 12:53 -1 6 27000 27 4 14:05 -1 7 23000 22 4 15:32 -1 6 21000 20.5 4 17:45 -1 0 0 0 4 18:45 -1 0 0 0 4 19:53 1 5 17000 17 4 21:40 1 4 28000 29 4 22:30 -1 0 0 0 5 10:20 -1 4 28000 30 5 11:33 -1 5 30000 31 5 12:54 -1 6 27000 27 5 14:07 -1 7 23000 22 5 15:34 -1 7 20500 19.8 5 17:45 -1 6 19000 18 5 18:45 -1 0 0 0 5 19:56 1 4 33000 25 5 21:42 1 4 27000 29 5 22:30 -1 0 0 0 6 10:20 -1 4 28000 30 6 11:35 -1 5 30000 31 6 12:55 -1 6 27000 27 6 14:10 -1 7 23000 22 6 15:36 -1 7 20500 19.8 6 17:46 -1 6 19000 18 6 18:45 -1 0 0 0 6 19:58 1 4 25000 26 6 21:44 1 4 28000 29 6 22:30 -1 0 0 0 7 10:25 -1 4 28000 30 7 11:37 -1 5 30000 31 7 12:56 -1 6 27000 27 7 14:14 -1 6 22000 22 7 15:38 -1 7 20500 19.8 7 17:48 -1 6 19000 18 7 18:45 -1 0 0 0 7 20:00 1 4 26000 27 7 21:46 1 4 28000 29 7 22:30 -1 0 0 0 8 10:25 -1 4 28500 30.5 8 11:39 -1 5 30000 31 8 12:57 -1 6 27000 27 8 14:18 -1 6 22000 22 8 15:40 -1 7 20000 19.8 8 17:49 -1 6 19000 18 8 18:45 -1 0 0 0 8 20:03 1 4 26000 28 8 21:48 1 4 27000 29 8 22:30 -1 0 0 0 9 10:30 -1 4 28500 30.5 9 11:41 -1 5 29000 30 9 12:58 -1 6 26000 27 9 14:20 -1 6 22000 22 9 15:42 -1 7 20000 19.5 9 17:51 -1 6 19000 18 9 18:45 -1 0 0 0 9 20:05 1 4 27000 28 9 21:50 1 4 27000 29 9 22:30 -1 0 0 0 waf low. wkl Town of Rye Salt Marshes NAI Project #4119 Wallis Sands Flow Survey 1-11-11 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVISION STATION TIME DIRECTION VELOCITY LEVELIN LEVELOUT INVERTIN 1 12:25 -1 -1.1 5.01 4.8 4.11 1 13:16 -1 -1.2 5.01 4.78 4.11 1 15:10 -1 -0.8 5.01 4.75 4.11 1 16:40 -1 -1.25 5.01 4.73 4.11 1 18:10 -1 0 5.01 4.74 4.11 1 21:30 -1 -1 5.02 4.71 4.11 1 22:45 -1 -1 5.02 4.74 4.11 1 23:40 -1 -1 5.01 4.75 4.11 2 12:17 -1 -0.5 4.92 4.9 2.72 2 13:23 -1 -0.8 4.95 4.91 2.72 2 15:05 -1 -0.08 4.97 4.9 2.72 2 16:45 -1 -0.08 4.95 4.9 2.72 2 18:15 -1 0 4.95 4.92 2.72 2 21:25 -1 -0.01 4.95 4.9 2.72 2 22:50 -1 -0.07 4.95 4.92 2.72 2 23:35 -1 0 4.95 4.9 2.72 3.1 12:12 1 0.57 4.55 4.74 3.52 3.1 15:00 -1 -0.27 4.57 4.44 3.52 3.1 16:55 -1 -0.26 4.54 4.44 3.52 3.1 18:20 -1 0 4.51 4.44 3.52 3.1 21:20 1 0.28 4.49 4.44 3.52 3.1 22:55 1 0.6 4.55 4.54 3.52 3.1 23:32 1 0.01 4.56 4.49 3.52 3.2 12:05 1 0.08 4.44 4.6 3.92 3.2 13:35 -1 -0.05 4.44 4.52 3.92 3.2 14:55 -1 -0.14 4.56 4.52 3.92 3.2 17:00 -1 -0.17 4.52 4.48 3.92 3.2 18:25 -1 0 4.52 4.43 3.92 3.2 21:10 -1 -0.01 4.49 4.42 3.92 3.2 23:00 1 0.07 4.55 4.55 3.92 @3.2 23:30 -1 0 4.56 4.55 3.92 4 11:10 1 0 4.85 4.85 2.61 4 12:30 -1 -0.6 4.57 4.57 2.61 4 13:45 -1 -0.9 4.37 4.37 2.61 4 14:45 -1 -0.8 4.33 4.33 2.61 4 15:20 -1 -0.35 4.33 4.33 2.61 4 17:05 -1 -0.5 4.31 4.31 2.61 4 18:00 -1 -0.7 4.29 4.29 2.61 4 18:33 -1 -0.4 4.28 4.28 2.61 4 21:05 1 0.8 4.67 4.67 2.61 4 22:20 1 1.2 4.73 4.73 2.61 4 23:10 1 0.01 4.67 4.67 2.61 23:30 4.1 11:10 1 0 4.83 4.83 0 4.1 12:30 -1 0 4.53 4.53 0 4.1 13:45 -1 0 4.53 4.53 0 4.1 14:45 -1 0 4.5 4.5 0 4.1 15:20 -1 0 4.48 4.48 0 4.1 17:05 -1 0 4.43 4.43 0 4.1 18:00 -1 0 4.43 4.43 0 4.1 18:33 -1 0 4.43 4.43 0 4.1 21:05 1 0 4.53 4.53 0 4.1 22:20 1 0 4.63 4.63 0 4.1 23:10 1 0 4.55 4.55 0 4.2 11:10 1 0 4.75 4.75 0 4.2 12:00 1 0 4.45 4.45 0 4.2 12:30 -1 0 4.16 4.16 0 4.2 13:45 @j 0 3.95 3.95 0 4.2 14:45 -1 0 3.87 3.87 0 4.2 15:20 -1 0 3.87 3.87 0 4.2 17:05 -1 0 3.85 3.85 0 4.2 18:00 -1 0 3.85 3.85 0 4.2 18:33 -1 0 3.85 3.85 0 4.2 21:05 1 0 4.36 4.36 0 4.2 22:20 1 0 4.75 4.75 0 4.2 23:10 1 0 4.25 4.25 0 conl 10:10 -1 0 5.97 5.97 2.76 conl 11:25 -1 -0.4 4.42 4.42 2.76 conl 12:50 -1 -0.4 3.96 3.96 2.76 conl 14:00 -1 -0.2 3.32 3.32 2.76 conl 15:30 -1 0 3.06 3.06 2.76 conl 17:45 -1 0 2.86 2.86 2.76 conl 18:45 -1 0 2.86 2.86 2.76 conl 19:50 1 0 3*12 3*12 2*76 conl 21:35 1 0.5 5.22 5.22 2.76 conl 22:30 -1 0 5.2 5.2 2.76 5 10:52 -1 -0.4 5.18 5.18 3.5 5 13:10 -1 -1.2 4.1 4.1 3.5 5 14:35 -1 -0.5 3.8 3.72 3.5 5 15:55 -1 -1 3.8 3.7 3.5 5 17:30 -1 -0.8 3.8 3.7 3.5 5 18:40 -1 0 3,8 3.7 3.5 5 21:00 -1 -0.2 4.15 4.18 3.5 5 22:10 1 0.1 4.7 4.71 3.5 5 22:40 -1 -1 4.7 4.75 3.5 conlO 10:30 -1 -0.93 5.42 5.42 0.96 conlO 11:43 -1 -1.5 4.33 4.33 0.96 conlO 12:59 -1 -1.5 3.84 3.84 0.96 conlO 14:22 -1 -0.9 3.32 3.32 0.96 conlO 15:43 -1 -0.52 2.98 2.98 0.96 conlO 17:53 -1 -0.45 2.86 2.86 0.96 conlO 18:45 -1 0 2.86 2.86 0.96 conlO 20:07 1 0.6 3.54 3.54 0.96 conlO 21:52 1 0.3 5.35 5.35 0.96 conlO 22:30 -1 0 5.2 5.2 0.96 11 16:05 1 1.1 12 16:15 1 0.5 13 16:30 1 1.2 WAQUAL.WK1 WALLIS SANDS CULVERTS TOWN OF RYE SALT MARSHES WATER QUALITY SURVEY 3-16-88 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVISION STATION TIME DIRECTION TEMP COND SAL 1 12:25 -1 8 1 0 1 13:16 -1 9 900 0 1 15:10 -1 9 650 0 1 16:40 -1 9 700 0 1 18:10 -1 1 21:30 -1 1 22:45 -1 1 23:40 -1 2 12:17 -1 7 0 0 2 13:23 -1 9 400 0 2 15:05 -1 9 300 0 2 16:45 -1 8 200 0 2 18:15 -1 2 21:25 -1 2 22:50 -1 3 400 0 2 23:35 -1 3.1 12:12 1 6 20000 20 3.1 13:30 -1 7 12000 11 3.1 15:00 -1 8 14000 14 3.1 16:55 -1 7 5000 4.5 3.1 18:20 -1 3.1 21:20 1 5 14000 17 3.1 22:55 1 4 15000 16 3.1 23:32 1 3.2 12:05 1 5 15000 15 3.2 13:35 -1 9 10000 9 3.2 14:55 -1 6 8000 8 3.2 17:00 -1 6 4100 3.5 3.2 18:25 -1 3.2 21:10 -1 3.2 23:00 1 1 7000 7 3.2 23:30 -1 4 11:10 1 4 12:00 1 6 28000 28 4 12:30 -1 6 27000 27 4 13:45 -1 7 24000 23 4 14:45 -1 7 23000 22 4 15:20 -1 6.5 23000 22.3 4 17:05 -1 7 18000 17 4 18:00 -1 6 17000 16 4 18:33 -1 6 16000 15 4 21:05 1 5 13000 13 4 22:20 1 4 25000 27 4 23:10 1 2 25000 28 4.1 11:10 1 4.1 12:00 1 4.1 12:30 -1 4.1 13:45 -1 4.1 14:45 -1 4.1 15:20 -1 4.1 17:05 -1 4.1 18:00 -1 4.1 18:33 -1 4.1 21:05 1 4.1 22:20 1 4.1 23:10 1 4.2 11:10 1 4.2 12:00 1 4.2 12:30 -1 4.2 13:45 -1 4.2 14:45 -1 4.2 15:20 -1 4.2 17:05 -1 4.2 18:00 -1 4.2 18:33 -1 4.2 21:05 1 4.2 22:20 1 4.2 23:10 1 5 10:52 -1 3 24000 26 5 13:10 -1 3 600 0 5 14:35 -1 4 200 0 5 15:55 -1 3 150 0 5 17:30 -1 4 100 0 5 18:40 -1 5 21:00 -1 1 110 0 5 22:10 1 1 100 0 5 22:40 -1 11 16:05 1 12 16:15 1 13 16:30 1 5 15.55 -1 -1 4.1 4 5 17.3 -1 -0.8 4.1 4 5 18.4 -1 0 4.1 4 5 21 -1 -0.2 3.18 5.75 5 22.1 1 0.1 5 5.01 5 22.4 -1 -1 5 5.05 11 16.05 1 1.1 0 0 12 16.15 1 0.5 0 0 13 16.3 1 1.2 0 0 CON10 10:30 -1 4 28500 30.5 CON10 11:43 -1 5 30000 31 CON10 12:59 -1 6 27000 27 CON10 14:22 -1 6 22000 22 CONIO 15:43 -1 7 20100 19.5 CON10 17:53 -1 6 19000 18 CON10 18:45 -1 CON10 20:07 1 4 27000 29 CONIO 21:52 1 4 27000 29 CON10 22:30 -1 RYEFLOW.W`r:l RYE HARBOR BRIDGE TOWN OF RYE SALT MARSHES NAI PROJECT #4119 FLOW SURVEY 3-16-88 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVISION STATION TIME DIRECTION VELOCITY LEVELIN INVERTIN H20DEPTH 101 09:15 1 1.38 8.37 -0.19 8.6 101 10:45 -1 -2.2 7.02 -0.19 7.2 101 12:10 -1 -2.6 3.02 -0.19 - 3.2 101 13:03 -1 -1.3 2.02 -0.19 2.2 101 13:51 -1 -1.1 1.52 -0.19 1.7 101 14:32 -1 -0.6 1.17 -0.19 1.4 101 15:35 -1 -0.6 1.02 -0.19 1.2 101 16:25 -1 -0.6 0.97 -0.19 1.2 101 17:25 -1 -0.4 0.92 -0.19 1.1 102 18:22 1 0.4 1.52 0.86 0.7 102 20:11 -1 -0.6 5.82 0.86 5 102 21:02 1 0.8 7.92 0.86 7.1 102 21:53 1 0.1 7.32 0.86 6.5 201 09:24 1 2.15 8.37 0.31 8.1 201 10:51 --1 -4.2 7.02 0.31 6.7 201 12:12 -1 -3.6 3.02 0.31 2.7 201 13:09 -1 -2.8 2.02 0.31 1.7 201 13:53 -1 0 1.52 0.31 1.2 201 14:33 -1 0 1.17 0.31 0.9 201 15:37 -1 0 1.02 0.31 0.7 201 16:27 -1 0 0.97 0.31 0.7 201 17:26 -1 0 0.92 0.31 0.6 202 18:24 1 0.9 1.52 0.11 1.4 202 20:14 1 1.9 5.82 0.11 5.7 202 21:04 1 1.9 7.92 0.11 7.8 202 21:54 1 0.2 7.32 0.11 7.2 301 09:30 1 1.9 8.37 0.41 8 301 10:55 -1 -4.9 7.02 0.41 6.6 301 12:14 -1 -3.6 3.02 0.41 2.6 301 13:11 -1 -2.7 2.02 0.41 1.6 301 13:54 -1 -2 1.52 0.41 1.1 301 14:35 -1 -1.7 1.17 0.41 0.8 301 15:38 -1 -1 1.02 0.41 0.6 301 16:27 -1 -1.1 0.97 0.41 0.6 301 17:26 -1 -0.6 0.92 0.41 0.5 302 18:25 1 1.5 1.52 0.11 1.4 302 20:16 1 2.2 5.82 0.11 5.7 302 21:06 1 1.8 7.92 0.11 7.8 302 21:55 1 0.2 7.32 0.11 7.2 401 09:36 1 0 8.37 @0.21 8.2 401 10:59 -1 -4.3 7.02 0.21 6.8 401 12:16 -1 -3.2 3.02 0.21 2.8 401 13:13 -1 -2.7 2.02 0.21 1.8 401 13:55 -1 -2.7 1.52 0.21 1.3 401 14:37 -1 -2.4 1.17 0.21 1 401 15:40 -1 -1.5 1.02 0.21 0.8 401 16:28 -1 -1.3 0.97 0.21 0.8 401 17:27 -1 -0.8 0.92 0.21 0.7 402 18:27 1 0.5 1.52 0.61 0.9 402 20:18 1 1.8 5.82 0.61 5.2 402 21:08 1 1.4 7.92 0.61 7.3 402 21:57 1 0.3 7.32 0.61 6.7 501 09:41 -1 -0.85 8.37 -0.09 8.5 501 11:02 -1 -4.8 7.02 -0.09 7.1 501 12:18 -1 -4.1 3.02 -0.09 3.1 501 13:15 -1 -2.9 2.02 -0.09 2.1 501 13:57 -1 -2.3 1.52 -0.09 1.6 501 14:38 -1 -2.2 1.17 -0.09 1.3 501 15:42 -1 -1.3 1.02 -0.09 1.1 501 16:30 -1 -1.4 0.97 -0.09 1.1 501 17:28 -1 -0.8 0.92 -0.09 1 502 18:29 1 0.8 1.52 0.01 1.5 502 20:20 1 1.9 5.82 0.01 5.8 502 21:10 1 1.7 7.92 0.01 7.9 502 21:58 1 0.2 7.32 0.01 7.3 601 09:45 -1 -1.7 8.37 0.81 7.6 601 11:04 -1 -3 7.02 0.81 6.2 601 12:20 -1 -2.6 3.02 0.81 2.2 601 13:17 -1 -0.6 2.02 0.81 1.2 601 13:58 -1 -0.5 1.52 0.81 0.7 601 14:39 -1 -0.5 1.17 0.81 0.4 601 15:44 -1 -0.3 1.02 0.81 0.2 601 16:31 -1 -0.2 0.97 0.81 0.2 601 17:29 -1 0 0.92 0.81 0.1 602 18:31 1 0.6 1.52 0.61 0.9 602 20:22 1 2 5.82 0.61 5.2 602 21:12 1 1.4 7.92 0.61 7.3 602 22:00 1 0.2 7.32 0.61 6.7 RYEQUAL.WK1 RYE HARBOR BRIDGE TOWN OF RYE SALT MARSHES NAI PROJECT #4119 WATER QUALITY SURVEY 3-16-88 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVISION STATION TIME DIRECTION TEMP COND SAL 100 09:15 1 3.25 28900 30.5 100 10:45 -1 4.1 29100 30 100 12:10 -1 5.4 28600 28.8 100 13:03 -1 6 25300 24.1 100 13:51 -1 6.9 22200 20.6 100 14:32 -1 6.8 19700 18.3 100 15:35 -1 7 17400 16 100 16:25 -1 5.9 14900 14.1 100 17:25 -1 5.9 12900 11.9 100 18:22 1 5 19000 18 100 20:11 -1 3.1 28900 31 100 21:02 1 3 28900 31 100 21:53 1 3 29000 31 200 09:24 1 3 28900 30.8 200 10:51 -1 4 29100 30.4 200 12:12 -1 5.4 28600 28.5 200 13:09 -1 5.8 25200 24.3 200 13:53 -1 0 0 0 200 14:33 -1 0 0 0 200 15:37 -1 0 0 0 200 16:27 -1 0 0 0 200 17:26 -1 0 0 0 200 18:24 1 4.8 24900 24.5 200 20:14 1 3 28900 31.1 200 21:04 1 3 29000 31 200 21:54 1 3 29000 31.1 300 09:30 1 3 28900 30.7 300 10:55 -1 4 29200 30.4 300 12:14 -1 5.2 28600 28.8 300 13:11 -1 5.8 25100 24.6 300 13:54 -1 6.6 22000 20.8 300 14:35 -1 6.8 19500 18.1 300 15:38 -1 6.5 17200 15.9 300 16:27 -1 5.9 14800 13.9 300 17:26 -1 5.4 12600 11.8 300 18:25 1 43 26000 26.1 300 20:16 1 3 29000 31 300 21:06 1 3 28900 31 300 21:55 1 2.9 29000 31.4 400 09:36 1 3 28900 30.8 400 10:59 -1 4.1 29100 30.4 400 12:16 -1 5.1 29600 28.7 400 13:13 -1 5.9 25000 24.2 400 13:55 -1 6.7 21900 20.4 400 14:37 -1 6.8 19400 18 400 15:40 -1 6.3 17000 15.9 400 16:28 -1 6 14800 13.9 400 17:27 -1 5.3 12500 11.7 400 18:27 1 4.5 26000 26.1 400 20:18 1 3 29000 31.1 400 21:08 1 3.1 28900 30.9 400 21:57 1 2.9 29000 31.5 500 09:41 -1 3 28950 30.9 500 11:02 -1 4.2 29100 30.3 500 12:18 -1 5.1 28600 28.7 500 13:15 -1 5.9 25000 24 500 13:57 -1 6.8 21900 20.4 500 14:38 -1 6.8 19400 18 500 15:42 -1 6.2 16900 15.8 500 16:30 -1 6 14700 13.8 500 17:28 -1 5.2 12400 11.6 500 18:29 1 4.3 27100 27.8 500 20:20 1 3 29000 31.1 500 21:10 1 3.2 28700 30.7 500 21:58 1 2.9 29000 31.4 600 09:45 -1 3 29000 31 600 11:04 -1 4.2 29200 30.2 600 12:20 -1 5.2 28600 28.6 600 13:17 -1 5.9 24900 24.1 600 13:58 -1 6.8 22000 20.8 600 14:39 -1 6.7 19700 18.3 600 15:44 -1 6.3 16900 15.8 600 16:31 -1 5.8 14600 13.8 600 17:29 -1 0 0 0 600 18:31 1 4.2 27000 27.5 600 20:22 1 3 29000 31 600 21:12 1 3.1 28700 30.7 600 22:00 1 2.9 29000 31.6 PHILFLOW.WK1 PHILBRICK CULVERTS TOWN OF RYE SALT MARSHES NAI PROJECT #4119 FLOW SURVEY 3-16-88 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVIEW STATION TIME DIRECTION VELOCITY LEVELIN LEVELOUT INVERTIN INVERTOUT 10 10:23 1 2.3 5.43 5.45 2.97 2.98 10 11:25 -1 -2.1 5.33 5.33 2.97 2.98 10 12:43 -1 -1.7 4.98 4.79 2.97 2.98 10 13:35 -1 -1.7 4.64 4.45 2.97 2.98 10 14:18 -1 -1.3 4.36 4.22 2.97 2.98 10 14:54 -1 -1 4.14 4.03 2.97 2.98 10 16:00 -1 -0.7 3.88 3.81 2.97 2.98 10 16:47 -1 -0.4 3.75 3.73 2.97 2.98 10 17:45 -1 -0.6 3.73 3.68 2.97 2.98 10 18:53 -1 -2.7 3.68 3.63 2.97 2.98 10 20:41 1 2.6 4.13 4.18 2.97 2.98 10 21:29 1 3 4.78 4.83 2.97 2.98 10 22:22 1 0.8 5.05 5.03 2.97 2.98 11 10:32 1 0.8 5.45 5.55 4.22 4.37 11 11:32 -1 -0.4 5.43 5.45 4.22 4.37 11 12:48 -1 -0.6 5.11 5.07 4.22 4.37 11 13:41 -1 -0.3 4.85 4.75 4.22 4.37 11 14:24 -1 -0.2 4.72 4.5 4.22 4.37 11 15:00 -1 -0.1 4.7 4.25 4.22 4.37 11 16:07 -1 -0.1 4.7 4.01 4.22 4.37 11 16:53 -1 -0.01 4.65 3.95 4.22 4.37 11 17:51 -1 -0.2 4.65 3.93 4.22 4.37 11 19:10 -1 -0.01 4.56 3.92 4.22 4.37 11 20:50 -1 -o.i 4.65 4.15 4.22 4.37 11 21:35 1 0.2 4.7 4.72 4.22 4.37 11 22:30 1 0.2 5.05 5.1 4.22 4.37 7 09:57 -1 -0.5 5.66 5.65 -0.57 -0.44 7 11:11 -1 -0.3 5.28 5.27 -0.57 -0.44 7 12:27 -1 -0.8 0.88 0.9 -0.57 -0.44 7 13:21 -1 -0.4 0.28 0.29 -0.57 -0.44 7 14:05 -1 -0.5 0.18 0.25 -0.57 -0.44 7 14:43 -1 -0.5 0.18 0.25 -0.57 -0.44 7 15:47 -1 -0.25 0.18 0.25 -0.57 -0.44 7 16:34 -1 -0.1 0.18 0.25 -0.57 -0.44 7 17:33 -1 -0.6 0.18 0.25 -0.57 -0.44 7 18:37 -1 -0.2 0.18 0.25 -0.57 -0.44 7 20:25 1 0.5 3.88 3.95 -0.57 -0.44 7 21:15 1 1.4 4.78 4.88 -0.57 -0.44 7 22:06 1 o.4 4.98 5.05 -0.57 -0.44 300 09:30 1 1.9 6.16 6.16 -2.1 -2.1 300 10:55 -1 -4.9 4.81 4.81 -2.1 -2.1 300 12:14 -1 -3.6 0.81 0.81 -2.1 -2.1 300 13:11 -1 -2.7 -0.19 -0.19 -2.1 -2.1 300 13:54 -1 -2 -0.69 -0.69 -2.1 -2.1 300 14:35 -1 -1.7 -1.04 -1.04 -2.1 -2.1 300 15:38 -1 -1 -1.19 -1.19 -2.1 -2.1 300 16:27 -1 -1.1 -1.24 -1.24 -2.1 -2.1 300 17:26 -1 -0.6 -1.29 -1.29 -2.1 -2.1 300 18:25 1 1.5 -0.69 -0.69 -2 -2 300 20:16 1 2.2 3.61 3.61 -2 -2 300 21:06 1 1.8 5.89 5.89 -2 -2 300 21:55 1 0.2 5.29 5.29 -2 -2 8 10:03 1 0.8 5.97 5.97 1.37 1.61 8 11:14 -1 -4.7 4.59 4.08 1.37 1.61 8 12:33 -1 -3.5 3.69 3.28 1.37 1.61 8 13:27 -1 -2.6 3.44 3.16 1.37 1.61 8 14:09 -1 -2.7 3.28 3.08 1.37 1.61 8 14:48 -1 -2.3 3.14 2.88 1.37 1.61 8 15:52 -1 -1.8 2.99 2.78 1.37 1.61 8 16:38 -1 -1.7 2.89 2.78 1.37 1.61 8 17:37 -1 -1.1 2.86 2.73 1.37 1.61 8 18:45 -1 -1.4 2.84 2.73 1.37 1.61 8 20:32 1 0.8 4.19 4.18 1.37 1.61 8 21:22 1 1.4 5.09 5.03 1.37 1.61 8 22:12 1 0.5 5.23 5.18 1.37 1.61 9 10:14 1 1.9 5.45 5.68 2.87 2.39 9 11:22 -1 -2.8 5.18 4.58 2.87 2.39 9 12:38 -1 -1.6 4.79 3.73 2.87 2.39 9 13:32 -1 -1.5 4.45 3.48 2.87 2.39 9 14:15 -1 -2 4.22 3.28 2.87 2.39 9 14:51 -1 -1.7 4.03 3.18 2.87 2.39 9 15:58 -1 -0.8 3.81 2.98 2.87 2.39 9 16:45 -1 -1.3 3.73 2.88 2.87 2.39 9 17:42 -1 -1.1 3.68 2.83 2.87 2.39 9 18:49 -1 -1.2 3.63 2.83 2.87 2.39 9 20:38 1 2.1 4.18 4.28 2.87 2.39 9 21:27 1 2 4.83 5.03 2.87 2.39 9 22:20 -1 -0.1 5.03 5.08 2.87 2.39 PHILQUAL.WK1 PHILBRICK CULVERTS TOWN OF RYE SALT MARSHES NAI PROJECT #4119 WATER QUALITY SURVEY 3-16-88 DRAFT FOR REVIEW ONLY - DATA SUBJECT TO REVISION STATION TIME DIRECTION TEMP COND SAL 10 10:23 1 3.9 29000 31.1 10 11:25 -1 4.5 29000 29.6 10 12:43 -1 5.5 28100 28 10 13:35 -1 6 24100 21.1 10 14 :18 -1 6 17800 16.9 10 14:54 -1 7 15000 12 10 16:00 -1 5.5 10100 9.5 10 16:47 -1 5 8900 8.2 10 17:45 -1 3.2 7400 7.2 10 18:53 -1 2 5000 7 10 20:41 1 2.5 2100 2 10 21:29 1 3 22500 28.8 10 22:22 1 3 26000 27.6 11 10:32 1 4 16500 17 11 11:32 -1 5.2 17400 17.3 11 12:48 -1 5 9 8.5 11 13:41 -1 5.8 6100 5.5 11 14:24 -1 5 6600 5 11 15:00 -1 5.8 5000 4.2 11 16:07 -1 3 3300 3.1 11 16:53 -1 3 3100 3.3 11 17:51 -1 2 3000 3.1 11 19:10 -1 2 2600 3 11 20:50 -1 1 2900 2.8 11 21:35 1 1.5 3000 3 11 22:30 1 1 3700 3.5 7 09:57 -1 3.@ 29000 30.9 7 11:11 -1 5 30000 31 7 12:27 -1 6.9 22700 21.1 7 13:21 -1 6.9 20000 18.6 7 14:05 .-l 6.5 19400 18.1 7 14:43 -1 6.1 19200 17.1 7 15:47 -1 5.5 19000 18.1 7 16:34 -1 4.9 19800 17 7 17:33 -1 4 18000 17.3 7 18:37 -1 4 18000 16.9 7 20:25 1 4 28900 29.5 7 21:15 1 3 29000 30.4 7 22:06 1 3 29000 30.6 8 10:03 1 3.4 28750 30.9 8 11:14 -1 4.7 26500 27.8 8 12:33 -1 5.9 22000 21.2 8 13:27 -1 5.9 17900 17 8 14:09 -1 6.4 15000 13.8 8 14:48 -1 7 12700 11.2 8 15:52 -1 5.2 8100 7.3 8 16:38 -1 5 5800 5 8 17:37 -1 4.1 4000 3.8 8 18:45 -1 4 2700 3 8 20:32 1 3.5 27000 28 8 21:22 1 3.5 28100 30 8 22:12 1 3 28600 30.5 9 10:14 1 4 28900 31 9 11:22 -1 4.8 28900 29.5 9 12:38 -1 5.6 25800 25.1 9 13:32 -1 6.2 20700 19.2 9 14:15 -1 6 18100 16.9 9 14:51 -1 6.2 14700 14.5 9 15:58 -1 5.3 9000 8.1 9 16:45 -1 5 6000 5.3 9 17:42 -1 4.5 3100 3.2 9 18:49 -1 2.9 2000 2.6 9 20:38 1 1 10000 8.1 9 21:27 1 3 26200 28 9 22:20 -1 3.6 27100 28.5 300 09:30 1 3 28900 30.7 300 10:55 -1 4 29200 30.4 300 12:14 -1 5.2 28600 28.8 300 13:11 -1 5.8 25100 24.6 300 13:54 -1 6.6 22000 20.8 300 14:35 -1 6.8 19500 18.1 300 15:38 -1 6.5 17200 15.9 300 16:27 -1 5.9 14800 13.9 300 17:26 -1 5.4 12600 11.8 300 18:25 1 4.5 26000 26.1 300 20:16 1 3 29000 31 300 21:06 1 3 28900 31 300 21:55 1 2.9 29000 31.4 NOAA COASTAL SERVICES CTR LIBRARY 3 6668 14111757 4 AL