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HartmanPLANNING BOAR TOWN OF WAPPINGEJ C� TOWN HALL vvAPP/wGERS FALLS, NEW YORK 12590 TEL. 297'e257 SEQn NOTICE -4 OF COMPLETION BF DRAFT EI'Z-5 AND NOTICE OF PU8LI� Sept.ember 6th, 1988 - LEAD AGENCY ;T0Wm'OF wePPlmsEC PLnmmTNG B8HRD TOWN OF wAPPINGER ' TowN HALL 20 r|IDDLEBUoH ROAD, POST OFFICE Box 324 WAPPINGB7B FALL -S, NEW YOnK 12590 TELEPHONE- (914) 297-13,775 This Notice is issued pursuant to Title 6 Part 6�k7 pf the implementing regulations pertaining to Article �3 (State En,iormmental Oualilty Review) of the Enyiornm=ntaz Conserva- tion Law. A Draft En,iormental Impact Statement has been completed and accented for the proposed Hartman Residential and Industrial � Subdivision at the intersection of Myers Corners Road and Rowte 376 in theTown of Waopinger. Comment on the Draft EIS are, regue-,ted and will be accepted by the lead agency's contact person until the close of business on October 22nd, 1988, allowing a z0 day comment following the hearing. e public- h=arimcl on the Draft EIS will be held on October 12, 1983 beginning at 7v30P.M. at the Wappinger Town 1-4all. The purpo',=ie of the hearing is 'to solicit comment from the public on the Draft .EIS. ' DescHption of Action: The proposed action is subdivision approval of approximately 182,B9 located northeast of the intersectio= of I1ycrs corners Road and Route �76 to pro,idc..� residenu=l and inuus�:ri=lopportunities in a design that protects the enviornmentoz sensiL i"= features o+ the =rea in tme Town of Wappinmer, Dutchesa C'pnntv. Pol,entiaz Enviornmental Impacts: Potential lmpacts Of the proposed subdiv�sion include increases in traffic, Geoloqi- ' cal, Ecological, Via -Ler Usage, Land Use and %ominq° Transppr- tation, Air Quality and Noise, Community FaciIi'Lie5. and Services, Economics, Demographics, sewerage load, energy utrie and stormwater runoff, and effectof the vis�Aaz / �n,iornmen+ and on qther resiue�l +i�and busune�� properties ! �n the neighborhood. ' Copi=S of the Draft EIS may be reviewed at the follcwing locotions: Town of Wappinger Planning Board (3rineIl Library Wappioger Town Hall 26 East Main Street 20 Middl=bush Road -PO Box 324 Wappingers Falls.mY Wappimgers FaIls, New York 1259O Signed: Ed wawk�zey, c�a�rman Town of Wappingcr Planning Board Dated: September 6th, 1988 � DRAFT ENVIRONMENTAL IMPACT STATEMENT HARTMAN SITE PROJECT LOCATION: Town of Wappinger County of Dutchess, New York 182.86 Acre Parcel at the Northeast of the intersection of Meyers Corners Road and Route 376 APPLICANT: Alexander Hartman 3530 Wayne Avenue Bronx, New York 10467 Contact: Alexander Hartman LEAD AGENCY: Planning Board Town of Wappinger P.O. Box 324 Wappinger Falls, New York 12590 Contact: Herbert J. Levenson Zoning Administrator (914) 297-6256 PREPARER & CONTACT: This Draft Environmental Impact Statement was prepared under the supervision of: Hugo D. Freudenthal, Ph.D. Director of Environmental Services Baldwin & Cornelius, P.C. Putnam Business Park RD 6, Route 22 Brewster, New York 10509 Contact: Donald Crotty, P.E. (914) 279-7115 DATE OF PREPARATION: April, 1988 AVAILABILITY OF DOCUMENT: This document represents a Draft Environmental Impact Statement (DEIS) pursuant to a positive declaration issued by the lead agency. Copies are available for public review and comment at the offices of the lead agency. DATE OF ACCEPTANCE: DEADLINE FOR COMMENTS: TABLE OF CONTENTS HARTMAN SITE Page 1.0 Summary ............................................. I 2.0 Description of Proposed Action ...................... 6 3.0 Existing Environmental Conditions................... 8 3.1 Geology ........................................ 8 3.2 Ecology ........................................ 13 3.3 Water Resources ................................ 18 3.4 Land Use and Zoning ............................ 21 3.5 Transportation ................................. 27 3.6 Air Quality and Noise .......................... 27 3.7 Community Facilities and Services .............. 30 3.8 Economics ...................................... 38 3.9 Demographics ................................... 39 3.10 Aesthetics ..................................... 44 4.0 Probable Impacts of the Proposed Action ............. 49 4.1 Geology ........................................ 49 4.2 Ecology ........................................ 50 4.3 Water Resources ................................ 52 4.4 Land Use and Zoning ............................ 54 4.5 Transportation ................................. 56 4.6 Air Quality and Noise....,, .................. 56 4.7 Community Facilities and Services .............. 59 4.8 Economics ....................................... 60 4.9 Demographics ................................... 61 4.10 Aesthetics ..................................... 63 TABLE OF CONTENTS HARTMAN SITE -2- Page 5.0 Alternatives and their Impacts ...................... 64 5.1 Residential Portion ............................ 64 5.2 Industrial Portion ............................. 67 6.0 Mitigating Measures ................................. 70 7.0 Unavoidable Adverse Effects ......................... 77 8.0 Irretrievable and Irreversible Commitment ofResources ........................................ 79 9.0 Growth Inducing Aspects ............................. 80 10.0 Use and Conservation of Energy ...................... 81 Bibliography Appendix A - Traffic Study Appendix B - Correspondence Appendix C - Drainage Study Appendix D - Water Study List of FiqureS Figure 1-1 Site Location Map .......................... 2 Figure 2-1 Site Plan - Residential .................... Figure 2-2 Site Plan - Industrial ..................... Figure 2-3 Road Profiles .............................. Figure 2-4 Road Profiles .............................. Figure 2-5 Road Profiles .............................. Figure 3-1 Soil Map and Deep Hole Test Results - Residential ...................... Figure 3-2 Soil Map and Deep Hole Test Results - Industrial.. ........................... Figure 3-3 USGS Topographic Map ....................... 12 Figure 3-4 Topographic Survey and Slope Analysis - Residential ..................... Figure 3-5 Topographic Survey and Slope Analysis - Industrial ...................... Figure 3-6 NYSDEC Wetland Map ......................... 17 Figure 3-7 Locations of Adjacent Wells ................ 20 Figure 3-8 Land use Map ............................... 22 Figure 3-9 School Districts and Facilities Map........ 31 Figure 3-10 Project Site Photographs ................... 46 Figure 4-1 Grading Plan - Industrial .................. Figure 5-1 Cluster Alternative I - Residential........ Figure 5-2 Cluster Alternative II - Residential....... Figure 5-3 Warehouse Plan - Industrial ................ Figure 5-4 Office Pian - Industrial ................... Figure 6-1 Conceptual Erosion Control Plan - Residential .............................. Figure 6-2 Conceptual Erosion Control Plan - Industrial ............................... * Large Scale Plans are included at the rear of the document. List of Tables Page Table 2-1 Construction Schedule ..................... 7 Table 3-1 Soils Table ............................... 10 Table 3-2 Depth and Yield of Vicinity Wells......... 19 Table 3-3 Hudson Valley Air Quality Control Region.. 28 Table 3-4 Ambient Air Quality Standard Comparisons.. 29 Table 3-6 Schools and Current Enrollment............ 32 Table 3-6 Recreational Areas ........................ 36 Table 3-7 Population Change in Dutchess County: 1880-1980 ............... 39 Table 3-8 Population Growth in Dutchess Neighboring Counties: 1950-1980.......... . 40 Table 3-9 Population by Municipality, 1900-1980..... 41 Table 3-10 Changes in Density by Municipality, 1960-1980 ................................. 41 TaLle 3-11 Population by Age - 1980 .................. 42 Table 4-1 Cut and Fill Volumes ...................... 49 1.0 SUMMARY BALDW IN & CORNELIUS, P.C. 1.0 Summary [ The project applicant, Alexander Hartman, proposes to develop a 182.89 acre site located northeast of the intersection of Meyers Corners Road and Route 376 in the Town of Wappinger, Dutchess County (See Figure 1-1). The project site is split -zoned, with residential zoning on the eastern segment and industrial zoning on the western segment. There is an abandoned railroad track running in a northerly/southerly direction which marks the zoning division. The applicant plans to develop the site in accordance with existing zoning. The eastern portion of the site will be divided into 94 lots, each of which will equal or exceed 40,000 square feet. The western portion of the site will be divided into 11 industrial lots. The Residential portion of the parcel is landlocked by the abandoned railroad. A bridge will be constructed over the proposed highway (CR 11) which will access the residential portion of the property to Route 376. This Draft Environmental Impact Statement (DEIS) was requested by the Town of Wappinger in order to assess the potential environmental impacts that may result from the development of the Hartman site. Preliminary review by the Planning Board of the Town of Wappinger has determined that the proposed project may have significant environmental impacts. The applicant was, therefore, directed to prepare and file a DEIS in accordance with the State Environmental Quality Review Act (SEQRA) pursuant to regulations implementing SEQRA in 6 NYCRR 617. In accordance with State Law and in recognition of the site specific aspects of concern, the proposed action is assessed for its potential impacts on the community and the site. Impacts attributable to the project are evaluated for both their beneficial effects on the community as well as for any adverse or undesirable consequences. 1 SITE LOCAT/ON MAP FIC. 1-1 WA oh/ NGER 2 SITE r66w &AST BALDWIN & CORNELIUS, P.C. CONSULTING ENGINEERS -LAND SURVEYORS FREEPORT, NEW YORK Where feasible, mitigating measures will be discussed. Short-term impacts, such as temporary effects during construction are { differentiated from long-term impacts resulting from development of the Hartman Site. Additionally, alternatives will be discussed and evaluated. 1.1 Major Environmental Issues and Impacts A scoping meeting, held by the Planning Board of the Town of Wappinger, identified the following items as major environmental issues. 1.1.1 Transportation A traffic impact study of the proposed action has been completed. The analysis of projected traffic for the year 1991 indicates that an acceptable level of service will be achieved if the proposed county arterial highway is constructed. If construction of the roadway is delayed there will be a change in the level of service from Level of Service D to Level of Service F at the intersection of Robinson Lane and Lake Walton Road and Route 376. This will require some minor intersection improvements. The complete study is indicated in Appendix A. 1.1.2 water Resources There are no NYSDEC designated wetlands on the subject parcel. Sprout Creek, a NYSDEC protected stream, runs through the property. However, no construction activities are planned within the stream banks nor floodway. Therefore, no significant adverse impacts on Sprout Creek are anticipated. 3 Individual wells will provide water to the proposed residential and industrial sites. Deep hole tests on the subject parcel revealed depth to groundwater at various levels, ranging from one to six feet below the surface (See Figure 3-1, 3-2). Yield is expected to he suitable for residential as well as industrial use (See Appendix D). Therefore, no significant adverse impacts are anticipated. 1.1.3 Sanitary Facilities A sewage treatment plant will be designed to serve the flow from both the residential and industrial segments of the development. The residential section of the parcel is expected to generate 33,750 gallons per day (gpd) and the industrial section of the parcel is expected to generate 100,000 gpd. As the plan will be designed to meet or exceed the standards of the Dutchess County Department of Health, no signficant adverse impact is anticipated. 1.2 Minor Environmental Issues and Impacts In addition to the above discussed major issues, other potential impacts of minor significance were identified. 1.2.1 Geology Subsurface and surface geological studies have been performed. It was determined that few rock outcrops and no special surficial geological features exist on the site. Deep hole tests have been performed to determine depth to bedrock and groundwater (See Figure 3-1, 3-2). Soil characteristics and descriptions are detailed in Section 3.0. 4 Some imported fill will be required in poor soil areas and for filling operations. Cut and fill activities will be undertaken and are described in Section 4.1. The subject parcel is characterized by slopes. Estimates of the amount of construction on these slopes are described in Section 4.1. The slope analysis map illustrates the predominant slope characteristics of the site. Mitigating measures for these impacts are addressed in Section 6.0. 1.2.2 Community Facilities and Services The residential portion of the Hartman subdivision will house approximately 273 persons. of these, approximately 165 will be school aged children. An evaluation of the capacities of the relevant school district, Wappinger, revealed that sufficient capacity exists to handle the increase of students projected from this subdivision alone. Since sufficient capacity exists to handle the increase in students, no adverse impacts are expected. 1.2.3 Land Use and Zoning The Town of Wappinger is experiencing development pressure. The Town, and Dutchess County as a whole, have responded to the pressure by preparing zoning studies and developing land use policies. The subject parcel is split zoned PI-lA Industrial and R-40, Residential. The eastern portion of the site will be divided into 94 residential lots. The western portion of the site will be divided into 11 industrial lots. The overall density proposed for the residential portion of the site is approximately one unit per 40,000 square feet. As the development will comply with existing land use policies and zoning regulations, no adverse impact is expected. 5 BALDWIN & CORNELIUS, P.C. 2.0 DESCRIPTION OF PROPOSED ACTION The main objective of the applicant is to subdivide this parcel and ultimately provide residential and industrial opportunities in a design that protects the environmentally sensitive features of the area. The Hartman project consists of the subdivision of a .182.89 acre parcel located northeast of the intersection of Meyers Corners Road and Route 376. The entire parcel lies within the Town of Wappinger. Of the 182.89 acre parcel, 64.81 acres is zoned PI-lA, Planned Industry -One Acre. This section of the parcel will be subdivided into 11 industrial plots. The remaining acreage, Zoned R-40, 1 -Family Residence District, will be subdivided into 94 residential lots. As evidenced on the site plan, the layout has been designed with considerat_i��n of environmental features and open space. Construction activities to be undertaken adjacent to Sprout Creek will be minimized, and precautionary measures will be employed to guard against erosion and siltation. After completion of construction, buildings will encompass approximately 645,000 square feet in the industrial section of the parcel, and approximately 180,000 square feet in the residential section of the parcel. Access to the industrial site will be gained from NYS Route 376. Dutchess County is currently proposing to construct a County Arterial Highway on the abandoned railroad easement. A bridge over the proposed County Arterial Highway will give the residential portion of the subject parcel access to NYS Route 376. 51 Y..., ...,7 1 _;... ...... . ..:...r i Water will be provided by individual supply wells. A common sewage treatment plant will service both the residential and industrial portions of the site. The proposed sewage treatment plant will be located near Lot 11 (see site plan Figure 2-2), in the industrial section of the subject parcel. The six (6) proposed storm water detention ponds are located throughout the subject parcel, two in the industrial section and four in the residential section. Construction will be phased over a period of three to five years. The actual phasing generally depends on market condictions at the time of approval. The following represents a potential phasing schedule (See Table 2-1) . r..�.a�■ Start Complete (Months) Phase 1: 0 18 Put initial phase of ,Sewage Treatment Plant and Water Supply into service. Complete part of. road network and temporary crossing of CR 11 R.O.W. (former RR) Phase 2: 4 18 Construct initial Industrial Phase 3: 6 24 Construct bridge over CR 11 Phase 4: 8 18 Construct initial Residential Phase 5: Etc. Construct other Industrial and Residential 7 3.0 EXISTING ENVIRONMENTAL CONDITIONS BALDWIN & CORNELIUS, P.C. 3.0 EXISTING ENVIRONMENTAL CONDITIONS 3.1 Geology 3.1.1 Subsurface Depth to bedrock varies throughout the 182.89 acre site. Results of the deephole testing performed on the residential and industrial portions of the subject parcel reveals bedrock at depths ranging from 1 foot to 7 1/2 feet and greater (See Figure 3-1, 3-2). Depths to bedrock can be expected to vary depending on soil type. 3.1.2 Surface Ten soil types have been identified on the site. These soil types and descriptions are listed below. The descriptions have been excerpted from the Dutchess County Soil Interpretation Report. Nassau -Manlius shaly silt loams, rolling, consists of 55 percent r Nassau Soils and 35 pert. nt manlius soils. Nassau soils are shallow, rolling somewhat excessively drained, low lime, shady loam soil formed in till that is ten inches to twenty inches thick over bedrock. The available water capacity is low, and permeability is moderate. Manlius soils are moderately deep, rolling, well drained to excessively drained, low lime, shaly loam soil formed in till that is 20 inches to 40 inches thick over bedrock. The available water capacity is low to moderate; permeability is moderate. Dutchess-Woodlawn gravelly foams, 3 to 8 percent slopes, consist of 50 percent Dutchess soils and 25 percent Woodlawn soils. Dutchess soils are deep gently sloping, well drained, low lime, gravelly loam soil formed in till. Bedrock is at a depth of 40 to 60 inches. The available water capacity is moderate. Permeability is moderate. Woodlawn soils are moderately deep, gently sloping, well drained, low lime, gravelly loam soil formed in till that is 20 to 40 inches thick over bedrock, The available water capacity is low to moderate. Permeability is moderate. - E-] . .._. .. .. ,.... ...; .., ..,..-.-�, •r:-�:...�. .. .r.... '�:....> ....,.... .. r.�..�..-.-�,�..-. •:�... �_ .. ... .. _ n... - ..�: e_t" � ..E�,'�-.Y� _'i5T1Y.fI:I�M!T'.'�n LRlJ)C^ Sun silt loam soil is deep, nearly level, poorly drained, medium to high lame, loamy soil formed in till. The available water capacity is low to moderate. Permeability is slow. Sun and Halsey soils consist of 45 percent sun soils and 35 percent Halsey soils. Sun soils are deep, nearly level, poorly drained and very poorly drained, medium to high lime, loamy soil formed in till. The available water capacity is low to moderate, and permeability is slow. Halsey soils are deep, nearly level, very poorly drained, medium lime, loamy soil over sand and gravel formed in outwash. The available water capacity is moderate to high: Permeability is moderate to moderately rapids Hoosic gravelly loam, nearly level soils are deep, nearly level, well drained, low lime, sandy and gravelly soil formed in outwash. The available water capacity is moderate. Permeability is moderately rapid to very rapid. Wyalusing silt loam so=ils-: are, deep, nearly level, poorly drained, frequently flooded, medium lime, loamy soil of sand and gravel formed in alluvium. The available water capacity is high. Permeability is rapid. Wappinger loam soils are deep, nearly level, well drained, low lime, loamy soil over sand and gravel formed in alluvium. The available water capacity is high. Permeability is moderate. Halsey mucky silt loam soils are deep, nearly level, very poorly drained, medium lime, loamy soil formed in outwash. They have an organic surface layer. The available water capacity is moderate. Permeability is moderately slow. Madalin silty clay loam soil is deep, nearly level, poorly drained and_very poorly drained, medium lime, clayey soil formed in lake -laid deposits. The available water capacity is high. Permeability is slow. MJ Nassau -Manlius shalt' silt loams, hilly soils consist of 45 percent Nassau soils. Nassau soils are shallow, hilly, somewhat excessively drained, low lime, shaly loam soil formed in till that is ten inches to 20 inches thick over bedrock. The available water capacity is low. Permeability is moderate. Manlius soils are moderately deep, hilly, well drained to excessively drained, low lime, shaly loam soil formed in till that is 20 inches to 40 inches thick over bedrock. The available water capacity is low to moderate. Permeability is moderate. Of the ten soils found on the parcel eight fall under the classification severe, for building and site development (See Table 3-1).. The suitability of these soils for building and site development varies. Soils. with a building classification of severe are very common in the general area surrounding the subject parcel. Typical conservation and engineering techniques, for this area, are used by engineers to overcome these severities. Table 3-1 Soi?.s Table Publication Limitations to Symbol Approved Mapping Unit Name Site Development 25BB Nassau --Manlius Shally Silt Loams Severe Rolling 25C Nassau -Manlius Shally Silt Loams Severe Hilly 213A Halsey Mucky Silt Loam Severe 21B Dutchess-Woodlawn Gravelly Loams, Moderate 3 to 8 percent slope 33A Sun Silt Loam Severe 34A Sun and Halsey Soils Severe 2A Hoosic Gravelly Loam, Nearly Level Slight 91A Wappinger Loam Severe 25BB Nassau -Manlius Shaly Silt Loams, Severe Rolling, Eroded 75A Madalin Silty Clay Loam Severe 10 Rock Outcrops There are very minimal amounts of rock outcroppings on the subject parcel. Less than one percent of the subject parcel is rock outcropping, most of which is located on the residential section of the subject parcel. 3.1.1 Topography The topography of the site is similar in character to the surrounding topography varying from fairly level lowlands to sloped hills. The U.S. Geological Survey Wappinger Quadrangle (See Figure 3-3) indicates that generally only the western section of the parcel is steeply sloped. The maximum elevation of this parcel is 421.5 feet above mean sea level. The parcel is bounded on the south by the Sprout Creek, This section is part of a low-lying wetland system which runs through the general i area. The topographic survey of the site (Figure 3-4, 3-5), indicates a maximum elevation on the site of 421.5 feet above mean sea level (MSL) in the northeast. The elevation decreases to Sprout Creek in the southern portion of the parcel. The southern portion of the parcel contains the lowest elevation of 259.0 feet above MSL. In the northwestern section, the topography climbs slightly to a maximum elevation of approximately 326.0 feet above MSL. Most of the 182.89 acres (approximately 126 acres), are slightly sloped at 0-10 percent (See Below). 11 GRAPHIC SCALE 2000 1000 0 1000 2000 4000 FIG 3-3 BALDWIN & CORNELIUS, P.C. AREATOPOGRAPHY-.CGNSULTING ENGINEERS --LAND SURVEYORS FREEPORT, NEW YORK 12 Percent Slo 0 - 10% 10 - 15% 15 - 25% 25 - - - Total Acreage Acreage of Slope Percentages Industrial Residential Zone (Acres) Zone (Acres) 54.0 72.0 4.5 12.0 5.0 22.0 0.5 12.0 64 118 Entire Site (Acres) 126.0 16 .5 27.0 12 .5 182 Approximately 27.0 acres have slopes of 15-25 percent and 12.5 acres of the subject parcel have slopes greater than 2'5 percent. 3.2 Ecology During February and March 1988, representatives of Baldwin & Cornelius, P.C. visited the subject site to perform preliminary floral and faunal surveys. The information provided in Sections 3-2-1 and 3-2-2 represent data gathered from field investigations as well as from consultations with the NYSDEC. The proposed industrial acreage is, for the most part, comprised of rolling open fields with high grass and weed cover (1 to 2 feet high), patches of bramble and scattered trees under 20 feet tall. Few large trees are found in this section. The residential acreage is hilly; most is heavily wooded with thick undergrowth. Trees in this section range in diameter from approximately 2 to 12 inches. A preliminary inventory of the flora and fauna that is present, or may be expected, follows. 13 3.2.1 Flora Four major ecological zones were found in the project area. No evidence of rare nor endangered species were seen on the property. This was further substantiated by correspondence from a Senior Wildlife Biologist at the New York State Department of Environmental Conservation (DEC), New Paltz office, who also had no records of any rare or endangered plants on this site (Appendix B). The large size of the parcel, and the inability to traverse the heavily wooded areas because of thick undergrowth, made a thorough inventory of all plant species difficult to accomplish. Therefore, the following plant lists are based upon both field observations and extrapolation of data from literature and consultations with the NYSDEC, regarding additional species not observed, but expected in the project area. 3.2.2 Fauna Bi -9s and Mammals Wooded bird species are expected in the forested areas, meadow birds and birds of prey are likely to occur in the open fields, and water birds may be present in and around the creek area. Bird species such as sparrows, ruffed grouse, and wood cock were observed in the forested areas, Meadow birds such as red winged black birds and kill deer and birds of prey such as kestrels and red tail hawks inhabit the open fields, and water birds are expected in and around the creek area. Mammals expected to reside on this parcel would also coincide with those found in surrounding habitats similar to this site. Some of the more common species expected to occur are opossum, moles, rabbits, chipmunks, red and gray squirrels, mice, raccoon, fox, skunk, porcupine and white-tailed deer. 14 Fish and Amphibians Species in these categories would be found mostly in and around Sprout Creek. Fish species would include those normally inhabitating shallow, clear, swift moving, gravelly bottom streams such as this creek. Trout would be the most prevalent species. In fact discussion with (NYSDEC) representatives revealed that the portion of Sprout Creek boarding this site as classified as a suitable trout habitat (See Section 3.2.2) and is therefore protected under Environmental Conservation Law, Title 5 of Article 15 and 70 mentioned earlier. Amphibians expected to reside in this area would include various species of salamanders, newts, toads, and frogs. Reptiles Various types of snakes, such as garter and milk snakes, are expected to be found throughout the site. Turtles such as snapping and painted may also be present in the area adjacent to Sprout Creek. Correspondence with the NYSDEC (Appendix B) has revealed that numerous sightings of the threatened Blandings Turtle have been made in the wetlands of the Sprout Creek Drainage System. Since the site of this proposed development falls within the limits of this Drainage System, these turtles may be present although none were observed during field observations. There is no evidence of any other rare nor endangered species inhabitating the site. Forest Zone 1 Zone 1, in the southwestern portion of the site (Figure 3-1, 3-2), is a young mixed hardwood forest. As many large trees have been harvested, most trees are 4 to 12 inches in diameter. The lack of a mature canopy allows for a dense understory of young trees and shrubby growth. Trees include red maple, sugar maple, oaks, shagbark ( hickory, black cherry, beech, hop hornbeam, black birch, gray birch, poplar, tulip, ironweed, and sycamore. 15 Zone 2 Zone 2, in the northeastern portion of the site, is a mixed hardwood forest containing predominantly cherry, oak, and beech trees ranging from 4 to 20 inches in diameter. Larger trees have been harvested. Red maples, sugar maples and hemlock were also found. Sparce evidence of an apple orchard is also present in this area. Zone 3 The majority of Zone 3, in the southeastern and central portions of the site, is a mixed hardwood forest with red maple, ash, hop horbeam, white oak and black cherry with diameters ranging from 4 to 20 inches. Large trees have been harvested. The forest understory consists of grasses and weedy vegetation. The eastern portion of Zone 3 also contains Sprout Creek and its floodplain. The wet areas contain buttonbush, skunk cabbage, willows, and swamp white oak. Zone 4 Zone 4, consisting of the utility easements which run through the central portion of the site, harbors an old field containing predominantly grasses and other herbaceous vegetation. Some young trees and shrubs, such a black birch, red cedar, hawthorn, and red sumac were also found. 3.2.3 Sprout Creek Area As shown in Figure 3-6 no NYSDEC delineated wetlands exist on the subject site. The NYSDEC wetland designation map was changed, declassifying the subject parcel upon field inspection of the site. However, the parcel contains areas within the flood plain north of the Sprout Creek. These wet areas are wooded with thick undergrowth. Tree species found here include maple, swamp white oak, elm, birch, willow and sycamore. Ground covers consists of vines, grasses, bramble berries, ferns, high bush blueberry, button bush, skunk cabbage, and herbaceous weeds. 16 595000m.E. I h3,,, •o 50' eAa1. t} w ;Macken ck ,r t '�' SSR,<. • , o PV -57 . Riddell _ .� ex `lrarler Pari an Dyne, ` Cem'. H 4 n — v + HJ i � /' •\� 376 .1,'1 � � ^. HJ'-•3`�� rye ��,� Fa'ker ` HJ -2 _ vfi T` World F - -, HJ -6 I. \- fel , 3 0 13a m?/ . ..f KI• � � � � -- �N r f ; 27r izas ;%'Fishkill Plains r•t/ eM _,°'�.� 4:j• `';' 268` \\ p' /i ••27•_ _:#/'^J •. _ ..Q 01 HJ 12 • • �• �v�e��' i ,. ,11. 362 , Gou I• Substation •�1' z �,. • 6nderhill2 �. •_i—'' ater isf railer Vfi Par ,_\ 1\. •_ .758 — C — •,l ie AL \ V��' .. •'• E to 25 SO� r ^�(i d1M a_ ,�sy �`` • r IT d '4 N j l'I 44 HJ-- 18 y i d George Town ° cif - NYS DEC WETLAND MAP =1 FIG 3-6 17 BALDWIN & CORNELIUS, P.C. CONSULTING ENGINEERS—LAND SURVEYORS FREEPORT, NEW YORK According to Al Tedrow, of the NYSDEC, the Sprout Creek is classified as "C", and protected by the DEC. The bed and banks of the stream are protected under Environmental Conservation Law, (ECL) Article 15 and Article 70. In accordance with ECL, no change, modification, nor disturbance of a protected stream bed or bank will be allowed without a permit issued by the NYSDEC. Trees and undergrowth are present up to the edge of the stream bank. Tree growth extends out over the stream indicating the presence -of heavy canopy cover during foilage season. 3.3 Water Resources 3.3.1 Groundwater Deep hole tests performed on the subject parcel revealed depth to groundwater at various levels (Figure 3-3). Groundwater was found at depths of 1 1/2 - 5 1/2 feet and greater on the Industrial section of the parcel, and 1 1/2 - 6 feet and greater on the residential section of the parcel. The Dutchess County Department of Planning provided some information on yield based on well logs is available. Table 3-2 reveals depth and yield of nearby wells. Figure 3-7 shows locations of these wells. The quality of groundwater in the general area is expected to be acceptable as no history of contamination exists. well yields are expected to be suitable for residential and industrial uses. M. Table 3-2 Depth and Yield of Vicinity Wells Dutchess County Department of Planning Well No. Yield (gpm) Depth Formation Date 1835 8 320' Gray Slate 10-01-85 2141 30 100' Shale 07-01-86 1865 10 260' Gray Sbale 10-25-85 1866 2 400' Gray Shale 10-29-85 1867 50 180' Shale 10-21-85 1868 6 200' Gray Shale 10-23--85 "Groundwater Resources of Dutchess County, New York" 394 5 88' Hudson River Formatioo 437 6 85' Hudson River Formation 435 9 90' Pleistocene Sana 19 5 44CAT/DNS OF AQ/ACENr W64 G S A7/G. 3 - 7 BALDWIN & CORNELIUS, P.C. CONSULTING ENGINEERS -LAND SURVEYORS FREEPORT, NEW YORK 3.3.2 Surface The site is part of the Fishkill Creek Basin as indicated by Natural Resources published by the Dutchess County Department of Planning and Dutchess County Environmental Management Council. Water sources for the area include sheet runoff from the parcel, intermittent streams throughout the parcel, and the perennial stream, Sprout Creek which enters the parcel from the east. Under existing conditions, a maj^city of the run-off drains to Sprout Creek. A detailed description of the 3.5 square mile drainage area is included.in Appendix C: Drainage and Hydrology Report for Hartman site. The peak discharge for the existing system is 260 cfs. 3.4 Land Use and zoning 3.4.1 Existing Land Uses The subject parcel is primarily vacant with high tension electric li.— towers and a gas line running through it. An abandoned railroad line bisects the subject parcel in a north/south direction. East of the abandoned railroad line the site is primarily wooded, while west of this line it is mostly open fields with some wooded areas. The property contains frontage along Route 376 to the west and Sprout Creek to the south. The area surrounding the site is composed of active farmlands and scattered rural residential communities. There is an existing comprehensive land use plan for Dutchess County entitled Direction: The Plan for Dutchess County which outlines various land use goals. Based upon the land use map prepared as part of this plan (Figure 3-8), the subsequent site lies within an area classified as "Suburban Uses" and "Stream and Wetland Protection" the policies of which are enumerated below: 21 m "Surburban Uses" t - located in a broad band between community and rural uses in the county's southwest corner and adjacent to villages in the northwest corner; - provide for limited commercial activity, industrial parks and office research facilities on sites adjacent to community center, with direct access to major transportation routes; - land use pattern is dominated by single-family residential uses at densities that support central sewer systems; - planned for central sewer service and the efficient extension of existing central water systems; - emphasis is placed on matching the scale, density and type of use to natural resource constraints and visual amenities; prov'de for the eventual commitment of existing agricultural operations to non-agricultural uses; - recognize the private automobile as the primary means of travel; - apartment complexes and attached housing types are encouraged on sites adjacent to community centers; - road design and the regulation of adjacent land uses are determined by the road's function; - discourage strip commercial uses along major roadways; - encourage the maintenance of major roadways; 23 the through -traffic function of - encourage innovative design and development techniques to preserve open space and provide recreation areas; and, - preserve significant wetlands, steep slopes, floodplains, and visual amenities. "Stream and Wetland Protection" - preserves 100 -year floodplains in permanent open space and open space land uses; - preserves wetlands and wetland buffers; -- provides prime locations for linear recreation facilities; - promotes agricultural activities; prime location for sewer trunkline corridors within community centers, and surburban and community use areas; - in surburban and community use areas, residential, commercial and industrial uses that do not preserve floodplain and wetland values are discouraged; - prime location for well fields to serve central water systems; - promotes judicious disposal of wastewater; - promotes aquifer protection strategies; and, - promotes preservation of stream headwater areas, 24 In addition to the land use goals adopted by Dutchess County, the Town of Wappinger also has a land use plan. According to Town l Planning Board Officials, this 1972 plan, is unavailable as it is in the process of being updated. 3.4.2 Zonin The subject parcel is located on Route 376, approximately one and a half miles east of Myers Corners in the Town of Wappinger. The parcel is divided by a former railroad right-of-way (R.O.W.) which has recently- been purchased by Dutchess County as a controlled access highway (proposed County Road 11). The 118+ acre portion of the site east of the R.O.W. is zoned R-40. The 65+ acres portion west of the R.O.W. is zoned PI-lA. Zone R-40 is a one family residential district, with a minimum lot size of 40,000 s.f. The maximum building coverage is not to be greater than 12% of lot area. The maximum allowable height in this zone is 2 1/2 stories or 35 feet. Minimum front, side and rear yard requirements are 50 feet, 35 feet, and 50 feet, respectively. Lot width at the building line must be a minimum of 125 feet. Zone PI-lA is a planned industry district, with a minimum lot size of 43,560 square feet. The maximum building lot coverage is 30% of lot area. The floor to area ratio in 0.4. The maximum allowable height in this zone is 3 stories or 45 feet. Minimum front, side, and rear yard requirements are 50 feet, 30 feet, and 30 feet respectively. Lot width at the building line must be a minimum of 150 feet. On Route 376 the front yard must be at least 75 feet. According to the Town of Wappinger Zoning Codes, the permitted principal uses for PI-lA include: Any non-residential use permitted in the OR -10A, Office Research District, which include executive and administrative offices for business, government or professionals. OR -10A also includes scientific research, engineering or design laboratories, manufacturing, assembling or processing of goods. `467 PI-lA also permits places of amusement or recreation, such as tennis or swimming clubs, roller or ice skating rinks, and bowling alleys. The Town of Wappinger Planning Board has stated preference for lots considerably larger than one acre. 3.4.3 Development Trends The Town of Wappinger as been under some development pressure. A large portion of this pressure has been from applications for residential development. As available land in Westchester and Putnam Counties is rapidly decreasing, the Towns within Dutchess County will receive increased development pressure. Residential and commercial developments currently pending in the general project area include: Pizzagali/IBM Building - No. 3 Nicole Farms Cranberry Hills Hill and Dale Town of Wappinger, County Road 93, 155,000 s.f. office building Town of Wappinger, Kent Road and County Road 94, 38 Lot Subdivision - Town of Wappinger, east of U.S. Route 9, fronting on Windmer and Myers Corners Road, 550 units - Town of Wappinger, Near U.S. Route 9 39 lot subdivision 25 3.5 Transportation A complete traffic study has been prepared by Baldwin & Cornelius, P.C. and is included as Appendix A. 3.6 Air Quality and Noise 3.6.1 Air Quality Seven air pollutants have been designated by the United States' Environmental Protection Agency (USEPA) as being a nationwide concern. These pollutants, include sulfur dioxide, carbon monoxide, photochemical oxidants, hydrocarbons, nitrogen oxides, total suspended particulates and lead. These pollutants are monitored through the Ambient Air Monitoring System administered by the New York State Department of Environmental Conservation (NYSDEC). The subject site lies within the Hudson Valley Air Quality Control Region. This region has eighteen manual monitoring sites and five cintinuous monitoring sites. The monitor closest to the proposed project is located in Poughkeepsie (Table 3-3). For the entire Hudson Valley Air Quality Control Region, 1984 monitoring data indicate that this area is in general compliance with both Federal and State Ambient Air Quality Standards (AAQS) for all pollutants. Only at one monitoring site was a contravention of the AAQS for total suspended particulates noted (Table 3-4). At the Poughkeepsie monitoring station, the data indicate complete compliance with the AAQS (Table 3-4). Since this station is within 6 miles of the project site, air quality at the site would be expected to be similar. 27 28 • Q g <w n E E a E E O Q z0� Q s n Q O U . P.0 0 UA ti a o ,.; c o La cv c � z _ 0 Q LU o o 0 0 $-o I .,,ya c o p .o a a a z z z w w LL N F- +� Q ZZCx .rr as a M Pei _ C%j V L7 0 z z CO O Z J Q Z cl z Lr) i. O W W — !U 4 0 is o w� x J. v x0 Z O_ a� z O 2O !a— to J 2 u �' z N L» �Q � v3 = Z 0 U� Oz w C3 UJ � W a Z 0 G►U-- G M�1 CL c=ry cOn W N Stj s N N s • 28 • Q 29 o � — + oN IID i P 8 �r plO �� O O Ga O p C O y !. ■ Y �rn,1� N h y O Y� t O � aa wq yQ mr^+ mea ion .r dc i m — K lon Y O yre f,%4 n U hd C • q AA M de n O N +1 m N � M +1 N N Y m m Y g K(a , ■� � aoi n �^, N C ry C • H .y In y 0 N 01.0 Y • • Y 7 y S � y a a • � 4 aCA 29 3.6.2 Noise ( The nature of existing noise levels can best be characterized as rural and residential. Vehicular traffic along Route 376 is the major source of intrusive noise at this site. Traffic on this route is intermittent, producing low level periodic noise that can only be heard in the western industrial portion of the site. In the eastern residential area the major source of noise is that generated by resident wildlife; no man -induced types of noise were evident. The only other source of existing intrusive noise would be that produced by power company vehicles ser`u ring the high power electric line towers that run from southwest to northeast through the site. This also would be fairly low level and on an irregular basis. Overall the existing noise levels at this site can best be described as low. 3.7 Community Facilities and Services 3.7.1 School District The site of this proposed development lies within the boundaries of the Wappingers Central School District No. 1. This district is comprised of ten elementary schools, two junior high schools and two high schools. Figure 3-9 shows the locations of these schools in relation to the project site. Bus service is available to all students throughout the district. At the present time, the elementary schools contain grades kindergarten through six, Wappingers Falls Junior High handles seventh and eighth graders, Van Wyck Junior High houses seventh, eighth and ninth grades, and Ketcham and John .Tay High Schools hold ninth through twelfth grades. 30 O O O ia O O O O 7.., S S S J = wo • - � j-� .� 2. � V Z N x S J -c_ p J 0 Q a W Q ,� W O Z Z Z W Z rr _ a uj UA y W as r z t_ 39 Ld Aj 0. l — y,.__ "'sem► y� �}� 2 w }'UA z z W �. r. W sat O:. O JVi LL �.. S U. '` W uj t UA 4 0._ W O f^ W l-- v m U U n. O rJ� a E-1 " CL w cn o BALD'WIN & CORNELIUS, P.C. CONSUL -TING ENGINEERS -LAND SURVEYORS N Y FREEPORT. NEW YORK According to the District's Assistant Superintendent's Office, all the sixth grades will be moved into the two junior high schools, within the next two to three years. These junior high schools will then be classified as Middle Schools housing sixth, seventh and eighth grades only. Elementary schools -will then house kindergarten through fifth grades and the high schools will remain at ninth through twelfth grades. The total enrollment for the Wappingers Central School District, as of December, 1987, was 11,258 students. Table 3-5 shows the enrollment for each school. T;4h1 a Z - F, Wappingers Central School District No. 1 Schools and Current Enrollment as of December, 1987 School Elementary Sheafe Road Vassar Road Gayhead Kinsy Road Myers Corners Oak Grove Br inckerhof f James S. Evans Fishkill Fishkill Plains Junior High Wappingers Falls Van Wyck Senior High Ro.y C. Ketcham John Jay Source: Wappingers Central Office of the Superintendent. 32 Enrollment 658 416 993 393 822 431 570 395 468 599 844 1,128 1,771 1,770 School District No. 1, Assistant District Exact figures as to the building capacity for each school were not available from the District's Assistant Superintendents Office. (\ However, representatives of that office stated that all the schools in the district are currently at or near capacity. Staff of the Assistant Superintendent's Office also stated that various measures are being considered to accommodate new students to the school system. Specific measures have not yet been determined. District representatives stated that neither the construction of new school facilities nor the expan.7,.on of school buildings were being considered as a means to handle increased enrollment. When asked if a split sessions program might be used to accommodate new students, the District staff stated that none of the schools in the district are on split sessions now, nor are there any plans to institute such a schedule in the near future. 3.7.2 Police Protection Police protection at the proposed project site falls under the jurisdiction of the New York State Police, located at the Troop K Fishkill Barracks, and the _�,,itc.hess County Sher'iff's office operating out of its substation in Beekman Town Hall. The site is not policed by any local forces from the Town of Wappinger. Both the State Police and the County Sheriff conduct routine patrols and are responsible for responding to emergency calls in the proposed project area. 3.7.3 Fire Protection The New Hackensack Volunteer Fire Department, located on Myers Corners Road in Wappingers Falls, is responsible for fire protection in the area of this proposed development. This fire company is manned by seventy-six firefighters and equipped with (3) Class "A" pumpers, (2) tankers, (1) rescue truck and (1) brush truck, which is used to fight brush fires. Ambulance service is not provided by the fire department, but is the responsibility of a private ambulance company, the Sloper-Willen Ambulance Service Company, located on Mac Farlane Road in Wappingers Falls. 33 The division of the New Hackensack Fire Department nearest to the project site is the Hillside Lake, East Fishkill Fire Station No. 3, located on Hillside Lake Road. When necessary, the neighboring fire departments of the Towns of East Fishkill and LaGrange can be available to serve the project area. 3.7.4 Health Care Facilities The hospitals closest to the proposed project site are Saint Francis and Vassar Brothers. Hospitals both located in Poughkeepsie, approximately fifteen miles from the site. Saint Francis Hospital contains 295 beds and VasGar Brothers Hospital is a 328 bed facility. Saint Francis also maintains a 120 bed facility in nearby Beacon, also approximately fifteen miles from the project site. 3.7.5 Public Transportation Various means of public transportation are available to the residents of this proposed development. Dutchess County Airport, located in the Town of Wappinger, is approximately 2.5 miles north of the project site. This airport provides passenger and commercial air service to major points throughout the northeast. The Metro -North Commuter Railroad provides passenger train service along the Hudson and Harlem lines to various points in Dutchess County and to New York City. Amtrak, the nationwide railway, also operates along the Hudson Line, affording County residents a link to the national rail network. A public bus transportation system provides service between 27 of the County's 30 municipalities, including the Town of Wappinger, the location of this proposed project site. Private bus operators also provide service from locations throughout the County to New York City. Finally, the County's road network includes 2,208 miles of State, County and locally maintained highways. Such major roadways as Interstate Route 84 (an east -west thoroughfare), the Taconic State Parkway (a north -south route) and U.S. Route 9 (a north -south route) traverse the County providing access to local and out of County. areas. These highways are readily accessible from the project site. 34 As previously described, the subject parcel fronts on Route 376 at its intersection with Myers Corners Road. Additionally, a County I arterial (CR 11) is planned in the vicinity of the abandoned railroad. 3.7.6 Recreational Facilities According to Directions: The Plan for Dutchess County there are numerous. Federal, State and locally administered recreational - facilities located in Dutchess County. The Federal -overnment maintains 4;„255 acres of recreational lands including three national historic sites and a portion of the Appalachian hiking trail. The three historic sites, the Franklin Delano Roosevelt Home and Library, the Vanderbilt Mansion, and Eleanor Roosevelt's Valkill are located in the Town of Hyde Park. Dutchess County also contains 7,809 acres of recreational lands owned and operated by the State of New York. Forty—three percent of this f area, 3,390 acres, is administet`d by the Taconic State Park Commission and is used strictly for highly organized recreational activities such as golf and swimming. The remaining acreage falls under the jurisdiction of the Division of Forests and Lands of the New York State Department of Environmental Conservation. These areas are classified as either multi -use or passive recreational areas. Multi -use facilities include picnic and play areas, ballfields, hiking and cross country skiing trails, and fishing, boating and swimming activities. Passive recreational areas are those set aside for camping, hunting and wildlife study activities. Dutchess County maintains 1,034 recreational acres within the confines of Wilcox Park in Milan, Fallkill Park in both Hyde Park and the Town of Poughkeepsie and Bowdoin Park also in Poughkeepsie. Forty percent of this recreational acreage is situated in the southwestern portion of the County within approximately 10 miles of the project site. Fallkill Park and Bowdoin Park are the most accessible to the project site. 35 Locally, the Town of Wappinger has various types of recreational facilities which would be available to the residents of this proposed development. These facilities are outlined in Table 3-6. There is also Dogwood Knolls, a private Country Club near the site offering golf and swimming facilities. Table 3-6 Town of Wappinger Recreational Areas Park Name Location Acreage Facilities Angelbrook Rich Drive 4 Open Field Briar Lane Briar Lane 21.76 Undeveloped Castle Point River Road 40 Ballfield Chelsea Boat Ramp River Road Chelsea Schoolhouse (Leased from Chelsea Fire District for Summer Playground) Deer Run Deer Run Road 6.2 Undeveloped Dutchess Park i' Brinkeroff (Arkway; Undeveloped Fleetwood Fleetwood Drive 2 Swings Hughsonville Fire House (Permission received from Fire Department for Summer Playground) Martz Field Montfort Road and 2.5 Ballfield Pye Lane 5.9 Tennis Courts, Basketball Court, Swings, Slide, Field House - Summer Program. Moccasin Hill 13.04 Undeveloped Quiet Acres Helen Drive 11 Ball Field, Swings, Slide Basketball Court - Summer Program 36 Park Name Reese Park Robinson Lane Rockingham Schlathaus Park Spook Hill. (Pondview) Tall Trees (Brookhollow) Ye Olde Apple Orchard Table 3-6 (Cont'd.) Town of Wappinger Recreational Areas Location Acreage Creek Road 40 Robinson Lane 40 Regency Drive All Angels & Myers Spook Hill Amhurst Lane Kent Road tl .49 5 3.4 Facilities Trails Ballfields (10), Swings, Field House Ballfield 2, Soccer, Swings Bandstand Field House, Playground Equipment - Summer Program Undeveloped Pond Source: Town of Wappinger Department of Parks and Recreation. 37 I 3.8 Economics Using 1984 tax information extrapolated County, New York, 1985, assessed valuations Town of Wappinger are as follows: from Databook: Dutchess and tax levies for the Equalization Assessed Amount Rate Municipality Rate Valuation of Levy Per M Wappinger 20.57 County Town Village of Wappinger Falls Ardmere Water District Cameli Acres Light District Chelsea Fire District Chelsea Light District Central. Wappinger Sewer District Central Wappinger Water District Fleetwood Manor Sewer District Fleetwood Manor Water District Hugtrso-nville Fire District Hughsonville Light District Midpoint Sewer District New Hackensack Fire District Oakwood Knolls Water District Tall Trees Water District Watch Hill Sewer District Wildwood Sewer District Arlington CSD Beacon CSD Wappinger CSD $71,472,480 $2,499,708.43 $34.97 61,868,953 1,006,065.69 .16.26 9,603,527 4,774.01 .50 Unit 24,747.00 68.22 212,600 417.00 1.97 5,290,247 28,919.00 5.47 1,724,995 5,429.00 3.15 Unit 359,372.00 132.23 Unit 289,893.00 76.00 Unit 7,126.00 39.73 Unit 4,641.00 25.87 14,101,026 125,698.37 8.91 3,241,710 13,242.00 4.08 Unit 2,041.00 12.84 43,756,225 213,498.64 4.88 Unit 2,417.00 25.71 Unit 5,001.00 57.75 Unit 6,3.56.00 132.42 Unit 28,368.00 84.47 925,473 101,393.90 109.56 5,267,177 569,975.00 108.21 68,828,180 6,907,590.52 100.36 According to the Town of Wappinger Assessor's office, the subject parcel generated a total of $4,995.52 in taxes in 1987. Of this, ,$1,955.27 was allocated to State, County and Town taxes and $3,040.25 was allocated to the school district. WJ 3.9 Demographics In an effort to assess the need for increased housing and industrial opportunities in the project area, it is important to analyze demographics characteristics. 3.9.1 Population and Housing Characteristics As indicated on Table 3-7, the population of Dutchess County has grown consistently over the past century with marked growth noted in the last three decades. Table 3-7 Population Change in Dutchess County: 1880-1980 Change Year Population No. of Persons Percentage 1880 79,184 - - 1890 77,879 -1,305 -1.7 1900 81,670 3,791 4.8 1910 87,661 5,991 7.3 1920 91,747 4,086 4.7 1930 105,462 13,715 14.9 1940 120,542 15,080 14.3 1950 136,781 16,239 13.5 1960 176,008 39,227 28.7 1970 222,295 46,287 26.3 1980 245,055 22,760 10.2 Source: U.S. Bureau of the Census. M111 When compared to population in seven neighboring counties, Dutchess County had the fourth largest population in 1980 with 245,055 persons. However, when comparing percentage changes in population from 1970 and 1980, Dutchess ranked seventh with a growth of 10.2 percent (Table 3-8). Table 3-8 Population Growth in Dutchess and Neighboring Counties, 1950-1980 % Change County 1950 1960 1970 1980 1970-1980 Columbia 43,182 47,322 51,519 59,487 15.5 Dutchess 136,781 176,008 222,295 245,055 10.2 Greene 28,745 31,372 33,136 40,861 23.3 Orange 152,255 183,734 220,558 259,603 17.1 Putnam 20,307 31,722 56,696 77,193 36.2 Rockland 89,276 136,802 229,903 259,530 12.9 Ulster 92,621 118,804 141,241 158,158 12.0 Westchester 625,816 808,891 891,409 866,599 -3.1 source: U.S. Bureau of the Census. While the population of Dutchess County as a whole has increased consistently over the century, the population of the Town of Wappinger have fluctuated, with a dramatic increase in population from the years 1950 to 1970. 40 I Tahl o Z_O Population by Municipality, 1900-1980 Municipality 1900 1910 1920 1930 1940 1950 1960 1970 1980 Wappinger 4,319 3,813 3,467 4,083 4,345 5,090 9,577 22,040 26,776 The population of the Town of Wappinger decreased between 1900 and 1930 then increased dramatically from 1950 through 1980. Along with the population growth in the Town of Wappinger, there has been a corresponding increase in population density. Between 1970 and 1980, the 27.41 square mile Town of Wappinger experienced increases in population density of 21.5 percent and 63.2 percent (Table 3-10). Table 3-10 Changes in Density by Municipality, 1960-1980 (Population per Square Mile) Municipality 1960 1970 Wappinger 349 804 Change 455 130.4 Change 1980 # % 977 173 21.5 By evaluating age characteristics of the population, the age -dependent service needs,such as the demand for schools and elderly care, can be estimated. As demonstrated in Table 3-11, approximately 28 percent of the population of the Town of Wappinger is between 5 and 19 years of age while only 2 percent of the population is age 65 or over. 41 42 m rn w 00 w rn f+1 N r I + LO I co Lfi 00 tyl N r -I 0) LO T 01 N W d' 00 W rI N M I I Q Lf) N Lf7 00 N r r -I r -I *10 r %r C4 M 1�11 rX4 N N I r -I I ao 00 a l0 Ln aD r♦ C:) 01 G4 00 d' rT4 0) 00 ri N 110 M a) r I I � Q7 r{ N l0 M b) r -I 4 LO M >1 d' r4 "�v 01 W [� M Lf) d r -I O •4 N M JJ a m Ln lD fa i --R M Ln d' a O lD N Wa 01 W M c W r r I Loi N I i moi+ rn L(1 00 Ln o r -I r -I to �D LO r=4 N tl' r4 Ln m w r1 Qt I rQ m Ln 00 m M m r -I >1 �H E1 E4 H H I4 44 pvl 4 P4 :a W 1 I M N H o P 104 04 a 42 7,601 (persons between 5 yrs. and 19 yrs.)/2.677 (total Wappinger population) _ .283 or 28 percent. 636 (persons aged 65 and over )/26,776 (total Wappinger population) _ .023 or 2%. In 1980, the Town of Wappinger had 9,331 housing units which marked a 34.3 percent increase from 1970. Using this 1980 census data, the average number of persons per housing unit for the Town of Wappinger can be calculated: 26,776 (total Wappinger population)/9,331 (total housing units) 2.9 (average persons per housing unit) 3.9.2 Labor Force and Industrial Development Characteristics By analyzing the ages of those employed within the target area, one is able to gain insight into the potential labor force. In 1980, 62.5% of the population in the Town of Wappinger. was less than 35 years of age. This would indicate a young labor force available for potential commercial and industrial employment. There were approximately 12,736 employed persons in the Town of Wappinger in 1980. Of these, approximately 11.5 percent worked as operators, fabricators, laborers, and approximately 34.0 percent worked in technical, sales, administration and support services. Thus, commercial and industrial trades employ approximately 46 percent of the areas residents. 43 I 3.10 Aesthetics The site of this proposed project is primarily undisturbed consisting of woodlands, high -grass open fields and some marshy. areas. Approximately 30 percent of the area is open fields with the remaining 70 percent being heavily wooded. There are no buildings on the parcel, but it is bisected through its mid portion by Consolidated Edison and Central Hudson Gas and Electric overhead power lines, whose transmission towers run from southwest to northeast across the site. Central Hudson has an easement for its utility lines. Consolidated Edison owns the property on which its lines run thereby landlocking the residential protion of the site. An abandoned railroad line runs in a north/south direction through the middle of the site, and there are various walking trails and narrow dirt roads interspersed through the open field areas (Figure 3-10). Evidence of recent tire tracks along these dirt roads are most likely caused by power company vehicles servicing the previously mentioned overhead power lines. The parcel is bordered on the south by the Sprout Creek, an approximately 30 foot wide, meandering, swift moving, clear stream which attracts local fishermen. The stream banks are wooded and somewhat marshy. The stream appears natural and creates an aesthetically pleasing atmosphere. Route 376, a moderately travelled two lane highway, forms the western boundary of the site. From Route 376 east to the abandoned railroad line, the parcel is primarily characterized by open, gently rolling fields, covered with high grasses and occasional small trees. This area is slated for industrial development. From the abandoned railroad line to the eastern boundary, the site is heavily wooded with thick underbrush. This area is slated for residential development. There is limited sight distance into this wooded area, but from field observations this acreage appears to be undisturbed and in its natural state (Figure 3-10). 44 There were two abandoned cars located on the site; one along the Route 375 frontage, and the second in the interior next to the abandoned railroad line. Except for these two instances, the remainder of the parcel had no indications of unauthorized dumping. The area surrounding the site is residential/agricultural and in generally good condition. Farmland borders the property on the south, and on the western side (across Route 376) there is a small residential area with rolling farmlands visible in the distance. To the north and east there is more rolling farmland interspersed with heavily wooded hills. There are few industrial or commerical buildings within the vicinity of the project. Overall, the site of this proposed development is natural and relatively undisturbed. 45 h t dry_. 'i - may.._... -�i[L ..» . � �� •� F a •^4 ��; _ ,� Photo 1:. Abandoned Railroad Line Photo 2: Overhead Power Line Towers F O BALDWIN & CORNELIUS, P.C. CONSULTING ENGINEERS-L11ND SURVEYORS Project Site Photographs FREEPORT, NEW YORK Photo 3: Open Space J Photo 4:; Open Rolling Fields FIG 3.-- 10: BALDWIN & CORNF_LIUS, P.C. CONSULTING ENGINEERS -LAND SURVEYORS Project Site Photographs FREEPORT, NEW YORK 4.0 PROBABLE IMPACTS OF THE PROPOSED ACTION BALDWIN & CORNELIUS, P.C. 4.0 PROBABLE IMPACTS OF THE PROPOSED ACTION 4.1 Geology 4.1.1 Cut and Fill Cut and fill operations, which can cause changes in topography, drainage patterns and increased erosion, will be required for development. A grading plan was completed for the Industrial portion of the subject parcel (Seer Figure 4-1). A. grading plan for the residential portion is forthcoming. The total cut and fill for road construction is balanced with the following approximations. mnhl,. A_l Cut and Fill Volumes CUT FILL Industrial Park 80,000 c.y. 55,0,00 c.y. Residential Area 40,000 c.y. 64,000 c.y. 120,000 c.y. 119,000 C.Y. The cut and fill amounts development. Cut and fill natural topographic contours. and fill operations will be patterns and minimize erosion. 4.1.2 Rock Blastin listed are considered minimal for lot areas have been minimized to retain The site has been designed so that cut located to maintain existing drainage Blasting and other rock removal techniques will be necessary, for approximately 20 percent of the cut area, where bedrock and unconsolidated rock occur near the surface. 49 4.1.3_ Construction on Slopes and Removal of Vegetation The removal of vegetation during construction has the potential to cause soil erosion, especially on steep slopes. Therefore, the site was designed to minimize construction on steep slopes. Minimal construction is proposed in areas where slopes exceed 25 percent. Construction on slopes between 15-25 percent will be limited. The majority of construction will occur on slopes of less than 15 percent. 4.2 Ecology 4.2.1 Flora Most of the industrial development will be confined to the open field portion of the site which is presently occupied by scrub vegetation, grasses and weeds. Construction of commercial buildings and associated parking facilities will remove most of the existing vegetation. Undeveloped areas will be either landscaped or remain in their natural state. Much of the area designated for residential development is heavily wooded. Construction activities will remove certain portions of this woodland, however, much of each building lot will remain in a naturally wooded state. Landscaping with trees, shrubs and grasses will help to control erosion in cleared areas. Species type and distribution are relatively constant throughout the wooded area. Therefore, removal of portions of this area will not significantly alter the original composition of the site. 4.2..2 Fauna Destruction of existing vegetation will have an effect on the wildlife using this site. Those animals occupying the open field areas will either relocate to adjoining off-site open areas or limit their habitat to on-site field areas left undeveloped. Since it is likely that the majority of the open fields will be developed with the construction of the industrial complex, most resident wildlife will probably relocate. Loss of habitat in the wooded residential section is not expected to be as significant. Most of this area is expected to rei„ain in its natural state. Animals -displaced by construction in this area will either move into on-site undisturbed portions of the woodlands, or again, seek suitable off-site habitat. Due to the rural nature of the vicinity, wildlife displaced from the site after development is not expected to have difficulty finding i. new, suitable habitat in adjacent undeveloped areas. This will result in minimal disturbance to the life cycles of species. Since most resident animals are highly mobile (birds, deer, squirrels, rabbits, chipmunks, raccoons, etc.) and use a variety of habitats for their survival, the partial or complete destruction of any one habitat will not significantly disrupt their existence. 4.2.3 Sprout Creek Area None of the construction planned for this site is scheduled to occur within the bank of Sprout Creek nor the associated floodway (See Figure 2-1, 3-1). Therefore, the impact on floral and faunal communities residing in and using this area is expected to be minimal. No permanent impacts on the wetland are anticipated, The rear portion of the building lots bordering the creek are expected to remain in their natural state. This will provide access to the wetlands for animal species that are daily users of this area. 51 According to New York State Department of Environmental Conservation, the.Blandings Turtle is the only threatened species that may be found i.n the Sprout Creek vicinity. Although no actual sightings have been recorded on this site, the turtle has been seen in other areas of the Sprout Creek Drainage System (Appendix B). Considering the presence of favorable habitat, it is possible that the Blandings Turtle may reside on the site. Since no construction is planned for floodway areas, impacts on the turtle, if present, will be minimal. 4.3 Water Resources 4.3.1 Groundwater Groundwater quality will probably be slightly impacted by one non -point source: the salting of roadways for snow removal. Since both the residential and industrial sections of this site will be served by a sewage treatment plant, as opposed to septic fields, groundwater quality should not be greatly affected. The effects of road salting on groundwater quality will be minimal and cannot be mitigated by the applicant as road salting is the responsibility of the municipality. Minimizing road salting and implementing proper storage methods of municipal public works departments, transportation departments, and other municipal agencies can almost eliminate this impact. Based on preliminary estimates, groundwater quantity is not expected to be adversely affected by the proposed development as recharge should remain constant. Furthermore, State regulations prohibit removal of groundwater at a rate which would over burden the affected aquifer. The yield of potable water will likely be adequate for the proposed residential and industrial development (Appendix D). 52 4.3.2 Surface Surface water quality is of concern due to the presence of Sprout Creek adjacent to the subject parcel. Two potential non -point sources hve the potential to affect surface water quality: soil erosion and use of fertilizers and pesticides. Soil erosion may also have an affect on surface water quality because it can cause phosphorus loading and siltation. Siltation limits sunlight penetration and muddies downstream waters. Detention ponds, revegetation and limiting development on slopes -w-3,11 reduce erosion thereby reducing phosphorus and sediment loading into surface waters. Fertilizer and pesticide application will be the responsibility of the individual land owners who will ultimately inhabit the subdivision. If used responsibly, minimal impacts will result. Surface water quantity is likely to be affected by flooding after development. Proper use of vegetative plantings and detention basins will alleviate much of the storm water runoff and control flooding. Natural runoff and detention basin discharge will maintain water levels in the wetlands. After development, runoff will continue to drain to Sprout Creek. Peak discharges will not exceed pre -developed conditions. Drainage patterns will remain essentially as they currently exist. Water levels will be maintained within the Sprout Creek area throughout the drainage basin. A preliminary drainage study is included in Appendix C. 53 The condition of the site during construction will have the greatest effect on surface water. Clearing of vegetation and disturbance of soils will cause increased erosion, changes in drainage patterns and increased storm water runoff. However, these conditions will be temporary. To mitigate these impacts, proper construction management and extensive water and soil conservation techniques will be utilized as outlined in Section 6.0. So, although impacts to surface water may occur during construction, they will be short-term and mitigation measures will be employed to minimize them. Furthermore, minimal construction is proposed in the 100 year and 500 year floodplain. .The 100 year and 500 year flood boundaries illustrated on Figures 3-1, 3-2 were obtained from the Flood Insurance Rate Maps, 4.4 Land Use and Zoning 4.4.1 Land Use The objective of this subdivision is to divide the existing parcel into 94 residential plots and ll industrial plots. This proposed project complies with many land use objectives set forth in the comprehensive plans of Dutchess County. This subdivision has been designed to afford development while achieving slope protection and natural environment preservation objectives. As explained in Section 3.4.1, the County Land Use Pian targets this parcel as an area of "Suburban Uses" and Stream/Wetland Protection". The site has been designed so that wet areas (See Section 3.2.3) existing within the boundaries, specifically Sprout Creek, will be protected from construction activities. No buildings will be placed within the floodway nor the adjacent areas immediately adjacent. The development of the Hartman site was designed with the consideration of recommendations from Directions: The Plan for Dutchess County. 54 Under "Suburban Uses" Dutchess County recommends a "land use pattern dominated by single-family residential uses at densities that support central sewer systems". The Hartman residential development adheres to this recommendation with their proposed single family development and sewage treatment plant. Dutchess County also encourages the private automobile as the primary means of travel. The Hartman site was designed recognizing the private automobile as the primary means of travel. The Hartman site has direct access to Route 376 and County Road 93. A controlled access road (CR 11) is proposed to bisect the subject parcel. This conforms to Dutchess County's recommendation that developments have direct access to major transportation routes. The directives within the category of "Stream and Wetland Protection" are listed in Section 3,4. Dutchess County recommends preservation of the 100 year floodplain as open space. In accordance with this directive, no buildings nor construction within the 100 year floodplain will be undertaken as part of this project. A sewage treatment plant will service the Hartman Residential and Industrial site. The implementation of such a sewage treatment plant complies with Dutchess County's directive to, "—promote judicious disposal of wastewater". It can be concluded, therefore, that many goals set forth in existing I and use plan can be achieved through carefully planned development, 4 . 4 . 2 Zoning This subdivision will comply with existing zoning regulations and will not require any variances. All development within the Town of Wappinger will be undertaken within the PI-lA and R-40 regulations. Thus, there will be no impact on zoning. 55 4.5 Transportation A traffic study assessing included as Appendix A. 4.6 Air Quality and Noise 4.6.1 Air Quality Residential Portion impacts form the proposed action is Construction of the applicant's project will result in a slight short-term increase in air pollutant emissions, The primary source of potential emissions is from fugitive dust resulting from site clearing and grading operations. Fugitive dust consists of soil particles which become airborne either when disturbed by heavy equipment operation at the construction site, or through wand erosion of exposed soil after ground cover is removed. To a lesser extent, other construction -related air emissions will arise from the operation of construction equipment at the site and from vehicle travel by workers commuting to and from the project site. Some disruptions to normal traffic flow could occur when transporting heavy equipment and construction materials. However, such disruptions will be infrequent and will probably occur during off-peak traffic periods. All of these stated construction -related air quality impacts will be of relatively short duration and will be generally removed from residential areas. Therefore, the impacts on ambient air quality as a result of the construction of the applicant's development are not expected to be significant, 612 .After project completion, air quality in the residential portion of the site will be affected mostly by 'Local automobile use and ( emissions from home heating units. Automobile traffic is expected to be minimal and restricted to local resident use. Therefore, the resultant impact on ambient carbon monoxide levels is not expected to be significant. As the homes become occupied, there will be a winter time increase in emissions associated with space. heating. These will be primarily carbon dioxide and water with some particulates and sulfur dioxide. No contravention of air quality standards is anticipated, however. Industrial Portion In the industrial portion of the site the impacts on air quality will depend on the actual use of the buildings. Example of uses and associated air impacts are discussed below. If the industrial park is used for office purposes, the impact on air quality would relate most directly to traffic. The increase in traffic volume as projected by Baldwin & Cornelius, P.C. (Appendix A) is not expected to be substantial. Additionally, levels of service are expected to remain stable. Because the increase in traffic is expected to be relatively minimal, the resultant increase in ambient carbon monoxide emissions should be minimal. If, however, the industrial park houses a manufacturing company or research 'Laboratory, the ambient air quality could be impacted. Again, the significance of the air impact.would be dependent on the type of manufacturing or the material being tested. In any case, activities undertaken within the industrial park must meet emission standards dictated by the applicable regulatory authorities (e.g. Dutchess County Department of Health Services, New York State Department of Environmental Conservation). It is assumed that activities undertaken will comply with statutory standards and that permits will only be issued when standards are met. Thus, through the permitting process the public safety and health should be protected. 57 . �_.,. _, .. _.,,; ...... .-„� �<.,��. .�.T�� ,-..�,. y,.. ., i„ ,:.� -..r. .rsn., u<wry,Y �.�z, — �.�-_:env+,^, _: u..� �,e- ^; ,.,r-.v7?4^�.!�T•�"!R"s�,:�o y°yety"F.'?^.::iL �F,��L'"4' 4.6.2. Noise ( Construction associated with the development of this project site will cause temporary increases in noise levels due to the movement of heavy equipment and other construction related activities. After completion of the project, new noise sources impacting the area will include those generated by normal residential activity, industrial activity, and related vehicular activity. Within the residential site, vehicular traffic will be mostly 'Limited to low volume local automobile use due to the absence of any through streets. Thus, sound levels in this portion of the site are. anticipated to range from quiet to normal surburban - residential. Within the industrial site, new noise sources will be dependent upon the actual uses undertaken on the site. For example, if the site is used for office space, new noise sources will be generated primarily from automobile use. If the site is used for manufacturing, noise could be generated from both machinery use and delivery truck traffic. In quantitative terms, ambient noise 'Lev eis should average approximately 50 to 55 (dB), which is well within the levels suggested by the U.S.E.P.A. to protect public health and welfare with an adequate margin of safety. The project will also conform with noise standards set forth in the zoning code of the Town of Wappinger. Although noise levels within the immediate vicinity of the project are expected to increase from their present state, the general character of noise in the surrounding area is expected to remain rural. M 4.7 Community Facilities and Services 4.7.1 School District The project site fails within the 'Limits of the Wappingers Central School District No. 1. A total of 94 single family homes are expected to be constructed on this parcel. According to population information taken from Data Book Volume I: Dutchess County, New York, 1985 the number of school age children expected to reside in this development has been estimate at 77 (See Section 4.9). Although officials at the District's Assistant Superintendent's office stated that enrollment in all the districts schools is currently at or near capacity (Section 3.7.1), the addition of this relatively small number of elementary school age children should not seriously impact the district. The somewhat larger number of upper school age children, expected to be added to the system, may be more difficult to assimilate into the existing facilities. However, according to Directions: The. Pian for Dutchess County, the site of this development lies within one of the fastest growing areas of the County. Therefore, the increase in school age children generated from both this proposed development and other future residential developments within the district will cause school officials to consider what possible measures should be taken to accommodate these new students. Some of the options available to the district are: 1. An increase in class size; 2. The institution of a split sessions program; and 3. Expansion of existing or construction of new school facilities. According to school officials, building expansion or construction of new buildings would be used only as a last alternative. 59 _. ... - . f�:�?-, q..«r.,> car, .. .�iy,.�{�rY � ¢,-Mr+,� .. - ♦ "��" •.�r_ ?".. �,Fs �". _. m,r•_,wu_�e.-,r l- :i''N}%�*ri^�".�%1"�' School aged children residing in this proposed project site would likely attend Fishkill Plains elementary school, Van Wyck Junior High School, and Roy C. Ketcham Senior High School. '4.7.2 Police Protection, Fire Protection, Health Care Facilities, Public Transportation and Recreational Facilities It is anticipated that all the existing community facilities and services described in Section 3.7 will be sufficient to serve the residents of this proposed site. This development is not expected to overburden any of these services. Although the development of this parcel will increase the demand for police and fire protection in the surrounding area, it is not expected to overload either of these departments. Any upgrading or expansion of the existing police or fire facilities, brought about by this development, is expected to be offset by the increase in tax revenues generated by this project. 4.8 Economics The development of the existing site into 11 industrial lots and 94 residential lots will generate tax revenues considerably greater than those previously or currently generated by the property. According to the Town of Wappinger's Assessors Office, the average annual taxes for a Residential R-40 developed plot is approximately $2,100.00. Thus, approximately $199,500.00 in tax revenues will be generated from the residential portion of this development. This figure includes both State, local tax and school tax. It is difficult to estimate an average annual tax for a Industrial PI-lA developed plot. There are currently very few examples to use according to the Town of Wappinger Assessor's Office. The improvement of the Industrial portion of this parcel, through construction of industrial buildings, will result in a reassessment. This will ultimately result in increased tax revenues to the districts enumerated in Section 3.8. At the present time, it is difficult to estimate the actual amount of additional tax revenue to be generated by project development. Generally, industrial development has a positive impact on the tax base of a community. Industrial development increases tax revenue while demanding a minimal amount of tax -financed services. The construction of Hartman project will utilize services such as fire and police protection, however, it is unlikely that the increase in service demand will exceed taxes generated by the project. The most significant tax benefit will be received by the school district. As this industrial development will not cause an increase in the number of school aged children, school taxes generated by this t project will represent a net increase to the Wappinger School District. In the aggregate, that the proposed project will result in an overall net increase in taxes, therefore, a positive economic impact is anticipated. 4.9 Demographics 4.9.1 Population Assuming full development of the subject site, 94 units will added to the housing stock of the Town of Wappinger. M Using the average household sizes of the Town of Wappinger, as calculated in Section 3.9, an estimate of the population generation from this proposed project can be derived. Town of Wappinger: 94 units x 2.9 average persons per unit = 273 (rounded) Thus a total of 273 persons is expected to reside in the proposed units. While it is likely that some of those living in the Hartman Development will move from areas outside Wappinger, some may already live within the boundaries of this Town. Thus, the 273 persons projected to 'Live in this development may not represent an influx of new residents to the Town. Also, by using generation factors calculated in Section 3.9, the number of school -aged and elderly persons can also be estimated. School Aged: 273 (projected Hartman residents in Wappinger) x 0.283 (school -aged population factor) = 77.26 = 77 (rounded) Elderly: 273 (projected Hartman Residents in Wappinger) x 0.023 (elderly population factor) - 6,28 = 7 (rounded) For the entire Hartman Development, it is expected that a total of 273 persons will occupy the housing units. Of these 273 persons, it is expected that 77 will be school aged and 7 will be aged 65 and over. M 4.9.2 Labor and Industrial Development Characteristics l Unlike the construction of residential units, the development of an industrial park will not directly affect population growth. While some employees of the proposed industrial park may relocate, project implementation is not expected to bring an influx of residents to the Town of Wappinger. Depending upon the type of use ultimately located on the project site, the number of new jobs created will vary. It is expected that office use would generate a higher number of employees than light industrial man+1facturing or warehouses. 4.10 Aesthetics The proposed development of this site for industrial and residential uses will change the existing natural aesthetic qualities of the parcel. Revegetation will be undertaken in all areas not containing buildings, pavement or other structures. Homes along the proposed roadways will likely be architecturally attractive, well built, well maintained, and will blend into the character of the surroundings. 63 5.0 ALTERNATIVES AND THEIR IMPACTS BALDW IN & CORNELIUS, P.C. 5.0 ALTERNATIVES AND THEIR IMPACTS Three alternative uses for the residential portion of the parcel and three alternatives uses for the industrial section of the parcel, and associated impacts, are considered below. Alternatives chosen are reasonable uses of the subject parcel given the Town Zoning Ordinances, surrounding land use, economic feasibility, and SEQRA requirements. 5.1 Residential Portion The mandated "No Action" alternative, which.would leave the site in its present condition is discussed in Section 5.1.1. The second alternative for the residential development would be the construction of the proposed 94 units in a detached cluster configuration (Figures 5.1 and 5.2). _Two-clu-ter con -figurations are discussed in Section 5.1.2.. The third alternative for the residential development would be the construction of a communal water supply system for either the Standard 94 lot subdivision or the detached cluster. This alternative is discussed in Section 5.1.3. 5.1.1 No Action The adoption of the "no action" alternative would leave the subject site in its natural state. Natural vegetation succession would continue if the site is left untouched. Although no significant environmental impacts would occur from the adoption of this alternative, no economic growth would occur and no additional tax revenues would be .generated. 64 This alternative would also deny the owners of the property the right to develop their land in a manner which is in compliance with zoning regulations of the Town of Wappinger. No action cannot be considered as a viably permanent alternative by the developer. No owner could bear the expenses of taxes, liability insurance and other carrying costs indefinitely. 5.1.2 Cluster Design Alternatives A second alternative is the construction of the proposed. 94 units as a detached cluster development. Two cluster configuations are presented. Cluster Alternative I (Figure 5-1) has been reviewed preliminarily by the Planning Board. The Planning Board commented that there were an excessive number of units on the main subdivision road and that they would prefer additional cul-de-sacs. Thus,. Cluster Alternative II (Figure 5-2) was prepared. This improved alternative includes the additional cul-de-sacs requested by th,- Planning Broad. It should be noted that Figure 5-1 (relating to Cluster Alternative I) and 5-2 (relating to Cluster Alternative II) indicate 100 units and 97 units, respectively. Both alternatives will be reduced to 94 units. The actual units to be deleted will be negotiated with the Planning Board. The impacts associated with Cluster Alternative I and Cluster Alternative II are extremely similar and are discussed below. The only measurable difference is that the lots in Cluster Alternative II are larger than those depicted in Cluster Alternative I. The adoption of either detached cluster alternative would leave a larger area of contiguous open space on the parcel. Thus, resulting in the removal of less natural vegetation. 65 -.-..-. ... ..,-... �... .. ...�...... .. .. _..-......,.,. n.r.....r r ..... ... . .. ........... .. ....., ...: ... .:-.....�.- -... .. •. - ..., - ter. .��. - t.... '4•.-�- . �. .V':J K.-!nTRI(xG4 �f.' Less roadway would be required to serve the cluster development. Therefore, there would be slightly less runoff generated, less t roadway to maintain and less vegetation disturbed. The adoption of the cluster alternative could generate less revenue for the tax districts, however. As the privately -owned, developed Lots would be smaller, the assessed valuation would be correspondingly less. Consequently, the average revenue to the tax districts could be less than that generated by the proposed Hartman Development. Cluster homes may also be less attractive to buyers because lot space for expansion of homes and addition of recreational structures (pools, tennis courts) would not be available. Also, as the lots would be closer together, there is a potential that several wells could be drilled in the same general area. Thus, it is possible that these wells would be drawing water from only one aquifer. As the proposed number of units woul be the same for the cluster subdivision as for the conventional subdivision, the demographic and traffic impacts would be similar. Special authorization would be required from the Town of Wappinger to cluster the subdivision. 5.1.3 Community Water Supply The final alternative for the residential portion of the subject parcel would be the construction of a communal water supply system for either the standard 94 lot subdivision or the detached cluster subdivision. This community water supply system residential, as well as the Industrial parcel. .- would service both the portions of the subject The greatest impact from a community water system is that while fewer �- wells would be drilled, they would be concentrated in the same general area. Thus, it is possible that these wells will be drawing water from only one aquifer. This could overburden the affected aquifer. Strict NYS regulations regarding community water systems will ensure that drawdown, while more concentrated than individual wells, will be nominal overall. By following NYS Guidelines, total water use should decrease. According to state studies, average daily consumption per capita decreases from 100 gpd to 75 gpd when meters are used. Water meters are now mandated for community systems. An advantage for having water meters is that there is better quality control. Also there is much less chance of individual lot wells going dry. Water storage equal to a one day supply will further limit the impact on the quantity of groundwater. The potential to provide increased fire protection also exists. Infrastructure construction costs will increase due to the necessary trenching along the length of roads for distribution lines. Because of this, the cost for communal water system could be higher than for individual lot wells. 5.2 Industrial Portion The first alternative would be the mandated "No Action" alternative, which would leave the site in its present condition (See Section 5.2.1). The second alternative for the industrial portion of the subject parcel would be the development of Warehouse and Distribution facilities (See Section 5.2.2). The third and final alternative for the industrial portion of the subject parcel would be the development of office facilities (See Section 5.2.3). 67 It is conceivable that the industrial portion of the site could house a mix of uses (e.g. office and manufacturing). However, for analysis l purposes, uses have been separated. 5.2.1 "No Action" (See Section 5.1.1) 5.2.2 Warehouse and Distribution Facilit The second. alternative for the industrial portion of the subject parcel would be the development of warehouse and distribution facilities (See Figure 5-3). The main difference between the a warehouse/distribution facility and the proposed industrial facility is the number of people employed. A warehouse and distribution facility would employ fewer people than an office or industrial facility. Peak traffic generated would be lower at the warehouse facility than the office or industrial facility. Much of the traffic would be truck ingresL and egress throughout the work day rather than during peak hours. Water consumption would be much less at a warehouse facility than an office or industrial facility. Minimal air contamination will result from increased traffic at the site. Noise levels will increase during the work day as a result of increase in traffic and other industry -related activities. Also, lot coverage permitted for a warehouse (40 percent) is less than that permitted for an industrial facility (50 percent), thus a warehouse facility would have more open space. .: .. _, ,.._ ,. n.T.rn n+.::. .. �.... ..; _.. :.,..-,. .rr x.r •:,.: -.. r :..... ......._ �. .. .. ... _". ..-. � -.. -.-"-.;pyn . ...: •Y.G'il wSyFy.1' 5.2.3 Office Facility The final alternative for the industrial portion of the subject parcel would be an office facility (See Figure 5-4). An office facility would employ more people than the industrial facility and warehouse facility. Therefore, impacts to traffic and water consumption would be greater. A high percentage of the employees of the office facility are expected to drive their own vehicles to work. Also, many visitors would ingress and egress the facility during -peak traffic hours. Domestic water consumption and sanitary waste generated would be higher than an industrial facility unless the industrial faciltiy used a wet process. But, this is expected to be managable because of a common sewage treatment plant servicing both the residential and industrial sections of the parcel. Air quality and noise levels will be minimally impacted from emissions from space heaters and automobiles. Noise levels will be increased by traffic and human activity at the site. Lot coverage permitted for an office faciltiy is 61 percent which is greater than the 50 percent permitted for an industrial facility. Thus, the lot coverage would be more intensive for office use than for industrial use. 69 5.0 MITIGATING MEASURES BALDWIN & CORNELIUS, P.C. 6.0 MITIGATING MEASURES 6.1 Geology Cut and fill will be nominal. The site has been designed so that cut and fill operations will be located to maintain existing drainage patterns and to minimize erosion. 6.1.1 Rock Blasting Blasting and other rock removal techniques will be ,-,ressary where bedrock and occurs near the surface. Blasting will occur only where absolutely necessary for construction. Proper siting of houses and selection of first floor elevations will minimize the need for blasting. It is possible that some foundations and driveways will be constructed on soils with rock outcrops. To minimize noise impacts of blasting, hours of operation will be limited to Monday through Friday, 8:00 a.m. through 5:00 p.m. All blasting will be performed by a licensed blaster qualified in the State of New York, and standard mitigation techniques will be employed. The use of blasting mats will deaden the reaction caused by the explosion. Not only will this reduce the noise produced, but it also eliminates the danger of stray pieces of rock scattering beyond the immediate blasting area. The limitation of explosive charges used during blasting, will again reduce noise and eliminate stray rock chips. A professional licensed blaster will determine the quantity of charge to be used, therefore, the size of the charge will be appropriate for each task. A pre -blast survey of existing structures within 500 feet will alert the blaster to site specific problems which may require changes in the blasting schedule. A limited pre -blast survey would also reduce possibility of damage claims and/or resolve any questions involving same. WM 6.1.2 Construction on Slopes The proposed development has been planned to eliminate many of the geologic impacts which could occur from project implementation. Minimal construction will be undertaken on slopes greater than 25 percent. Very little construction will take place on 20-25 percent slopes, and construction on slopes greater than 15 percent will be minimal. Such construction will involve several erosion control methods described below. Limited construction will occur on soils with rock outcrops. Cutting and filling operations will be minimal and will be planned to maintain drainage patterns, retain natural topography and minimize erosion. Use of temporary siltation basins during construction, vegetation replacement, and limited development on slopes will reduce erosion, phosphorus and sediment. The design will incorporate permanent velocity dissipators (eg. rip -rap outlet channels) to reduce flow i velocity. Surface water impacts which can be reduced through mitigation measures as described above, will also affect wet areas and water courses south of the property along Sprout Creek. The quality of surface water will be protected by such erosion control techniques. 6.2 Water Resources 6.2.1 Groundwater Groundwater and surface water quality will be slightly impacted by the point use of a sewage treatment plant, on site. pal Although the sewage treatment plant construction and placement will comply with all codes and regulations, potential nitrate -nitrogen contamination of groundwater from the sewage plant effluent must be considered. The proposed Hartman subdivision complies with allowable residential density levels to protect groundwater quality. The design and installation of the sewage treatment plant, in accordance with high standards prescribed by New York State, will mitigate potential pollution from the source. 6.2.2 Surface Water Erosion on the site will increase during construction due to removal of vegetation and excavation activities, although it will stablize after construction is completed. Eroded soil would be deposited in the. surface waters on site. This could affect water quality due to siltation. Siltation limits sunlight penetration and increases turbidity. Use of temporary siltation basins during construction, vegetation replacement, and limiting development on slopes will reduce erosion, thereby reducing phosphorus and sediment loading into surface waters. Storm drainage design will incorporate permanent velocity dissipators to ensure against concentrated flow damage. Surface water impacts, which can be reduced through mitigation will also affect wetlands and water courses south of the property in the Town of Wappinger. The quality of downstream surface water will be protected by the stated erosion control techniques. Conceptual erosion control plans and drainage control structures are attached (Figures 6-1, 6-2). 72 Measures to minimize erosion are discussed in Section 4.1.3. l 6.2.3 Flooding and Diversion Runoff on the site will increase due to the addition of impervious surfaces in the watershed, but the detention basins and control structures in this drainage basin will minimize impacts. The site plan has been designed so that drainage patterns remain essentially as they currently exist. As part of the development, drainage improvements such as storm sewers, detention ponds and channels will be provided. Therefore, water levels will be maintained within the on-site creek as well as downstream in the balance of the Stump Pond drainage basin. The condition of the site during construction will have the greatest effect on surface water quantity. Temporary changes in drainage patterns will increase storm water runoff. However, these conditions will cease after construction is complete. To mitigate these impacts, proper construction management and extensive water and soi- conservation techniques will be utilized as outlined above. Short --term impacts to surface water will occur during construction, .however short-term mitigation measures will be employed to minimize them. 6.2.4 Well Yields New Dutchess County Health Department regulations regarding subdivision well supply approval ensure the quality and quantity of available water prior to approval. These regulations require one test well be drilled for every five subdivision lots. Quality of available water will be determined by performing NYS Part 5 and 503.1, as well as EPA 601 series quality tests. These tests will result in chemical analyses of water to determine if Health Department quality standards are met. 73 Determination of the quantity of available water will include monitoring existing wells in the immediate area while performing pump �. tests on site wells. Each individual well will be drilled and adequate supply and storage assured before certificates of occupancy are issued (See Appendix D for Water Study). 6.2.5 Pesticides, Herbicides, and Road Salting Harmful chemicals, nutrients and salt which can percolate into groundwater or run off into surface water can cause degradation of quality. Use of pesticides, herbicides, and road salts can impact groundwater and surface water quality. The extent of use, and the corresponding extent of impact are beyond the control of the applicant. Fertilizer and pesticide application will be the responsibility of the individual land owners who will ultimately inhabit the subdivision. If used responsibly minimal impacts will result. Likewise, road salting which is the responsibility of municipalities will have minimal impact on surface waters if operations are limited. 6.3 Ecology 6.3.1 Veqetation Removal Since no rare nor endangered plants are known on the site, no removal of notable plant species will occur. Landscaping will replace much of the woodland and pasture vegetation to be removed. Specific species and amounts will be the choice of the land owners but typical ornamental species which grow well in the area will probably be used. Also grasses will be planted by home owners. The grasses will help to control erosion thereby protecting homes, property and the surrounding undeveloped area. 74 6.3.2 Construction Near Floodway All house and driveway construction is proposed to take place outside the floodway. Temporary siltation may occur due to construction erosion, but this impact will be minimized due to conservation methods described in Section 6.1 and 6.2. Permanent impacts on ,Sprout Creek are not anticipated. One potential for long term impact, which will persist once construction is complete, is that a portion of the floodplain will be under private ownership. Although government regulations limit activities in these areas, enforcing "back yard activities", such as house extensions, swimming pools and tennis courts, on private land would be difficult. 6.3.3 Removal of wildlife Habitat t, The removal of native vegetation, which represents a removal of animal habitat, will have an effect on wildlife use of the site though species diversity will probably not be impacted. woodland animals will relocate to other wooded areas of the site. Since only a small portion of forested area will be removed, this relocation will be insignificant. Those species using wooded edges will continue to use much of the site around homes and along roadways. 6.4 Land Use and Zonin 6.4.1 Land Use Mitiqations As explained in Section 3.4.1, the County Land Use Plan Directions, identifies this parcel as an area of "Suburban Uses" and "Stream and Wetland Protection". The Hartman development is consistent with Dutchess County's recommendations. 75 All of the floodway area on the site will be preserved as open space due to its ecological sensitivity and value. Although some minimal construction adjacent to the floodplain is proposed, the remaining acreage will be protected. The subdivision of this parcel, as proposed, is consistent with existing land use in the area. This subdivision has been designed to afford development while achieving open space, slope protection and natural environment preservation objectives. It can be concluded, therefore, that many goals set forth in existing land use plans can be achieved through carefully planned development. 6.4.2 Zoning This subdivision will comply with existing zoning regulations and will not require any variances. X11 development within the Town of Wappinger will be undertaken within the R-40 and PI -1A zoning regulations. 76 7.0 UNAVOIDABLE ADVERSE EFFECTS t 7.0 UNAVOIDABLE ADVERSE EFFECTS Despite mitigation measures which will be undertaken to minimize adverse environmental impacts, certain impacts will be unavoidable over the short and long run. There will be several short-term construction -related impacts that cannot be completely mitigated. Basically, these impacts are associated with site clearing and grading; excavation of foundation and wells; installation of utilities; and construction of buildings and parking facilities. Specific impacts are identified below. 1. Soils will be disturbed on the site by grading, excavation, and stockpiling activities associated with site construction, though these activities will be minimized. To the largest extent possible, material excavated for foundations will be utilized for on-site grading. 2. Some wildlife utilizing the project site will be temporarily relocated onto adjacent wooded and open space areas as a result of construction activities. 3. Operation of construction equipment, trucks and worker vehicles may temporarily impede traffic in the area of the project site during the construction period. 4. Minor releases of air contaminants will occur from construction equipment, and emissions of fugitive dust will occur during dry periods as a result of construction operations. 5. The visual quality of the area may be degraded by the presence and operation of construction equipment on the project site. 77 6. Slight increases in noise levels at the site boundary may result from construction activities. If blasting is to be undertaken, neighboring residents will be contacted prior to the actual blasting. Blasting activities will be limited to Monday through Friday between 8:00 a.m. and 5:00 p.m. It is anticipated that these impacts will be of short duration, that is, they will cease upon project completion. Several long term impacts associated with project implementation have been.identified. They include effects on groundwater due to discharge from vehicles; air resources minimally degraded by automobile emissions; emissions from space heating and the loss of open space from the region, Mitigation measures have been proposed to reduce or eliminate some of these long-term adverse impacts. Those adverse long-term impacts which cannot be fully mitigated are set forth below, namely: 1. Vehicles added to the surrounding roadways as a result of the habitation of the proposed project will create a minor impact on local traffic flow. 2. Air quality near the proposed project will receive a minor adverse long-term effect from releases of emissions during peak traffic periods and the use of space heaters. 3. Development of the subdivision will result in a permanent loss of open space land from the site. Building area and roadway will cover only 17 percent of the site, thereby leaving 83 percent as open space and/or landscaped area. 4. The addition of impermeable surfaces, such as buildings and pavement, to the project site will increase runoff. However, runoff will be detained on site and remaining vegetation and woodlands will facilitate recharge and reduce flooding potential. 78 8.0 IRRETRIEVABLE AND IRREVERSIBLE COMMITMENT OF RESOURCES BALDWIN & CORNELIUS, P.C. . .., ....�. .. ...,. ... ._ .... ,..,..__ ,....m...� a ,,.,,.,, „�� 2 .a+na�^ .n-- ... c•^ -- mr r �. pyrrf�nrasr 8.0 IRRETRIEVABLE AND IRREVERSIBLE COMMITMENT OF RESOURCES The proposed proposed development of the industrial portion of the subject parcel will encompass approximately 62 percent of that section. This percentage includes impervious areas such as parking and buildings. In the residential portion of the proposed development, imper-vious area will encompass approximately 17 percent. Impervious areas including driveways and one family houses. Certain additional resources related to construction aspects of the units will be committed in order to undertake the proposed project. These resources include, but are not limited to, concrete, asphalt, steel, timber, paint, topsoil and sand. Mechanical equipment resources will be committed to assist construction workers. The operation of construction equipment will involve the consumption of fossil fuel resources, and the completed - - project will require the services of electricity and water resources. The construction phase of the proposed project will require a commitment of manpower resources. 9.0 GROWTH -- INDUCING ASPECTS BALDW IN & CORNELIUS, P.C. 9.0 GROWTH INDUCING ASPECTS The proposed development will induce growth in the project area over a period of time. Therefore the impacts and demands for secondary services will not be sudden, but will occur concurrently with the general growth of Dutchess County. Growth inducement impacts can generally be described as the long-term secondary effects of the proposed development. These include the need for retail, commercial and public services, such as groceries, gas stations, home care services, entertainment and recreational facilities, medical services, etc. While 273 persons will potentially be added to the area's population, it is expected that existing levels of service will be adequate to serve the added residents. Any growth in services will evolve from the growth in population. Unlike many subdivision proposals, the development of the Hartman site will increase both the housing and industrial inventory of the Town of Wappinger. Along with short-term employment resulting from construction activities, long term employment opportunities will result from development of the industrial segment. Furthermore, the development of the industrial area will yield tax revenue while utilizing a minimal amount of tax financed services. BALDWIN & CORNELIUS, P.C. 10.0 USE AND CONSERVATION OF ENERGY The proposed project will require the extension of energy transmission or supply systems for service. The Central Hudson Gas and. Electic Company will provide electricity and natural gas for all-new residents as required by franchise agreements. The project's use of gasoline will be minimal. Construction vehicles and equipment will use a typical amount of fuel associated with this type of development. In conclusion, existing and projected supplies of electricity natural gas and gasoline are available to supply the project. It is not expected that the project will pose adverse impacts to the use and conservation of energy. E. -,.. ,„ — -.,,,r. -a„ , .n.�„+- „_._,_----'_'1d,..,_ ..n_...�._: —.....r..,.e, ..7 " _ .n-- .,. _, _R.. _ w. --a-:--, s t r rt � ...�1117 n. _s , BALDW IN &CORNELIUS, P. C. . ..... ---r! n B I B L I O G R A P H Y Dutchess County Department of Planning. Data Book: Volume One January 1985 Dutchess County Department of Planning, Directions: Dutchess County. February 1987. The Plan for Dutchess County Department of Planning and the Dutchess County Environmental Management Council; Natural Resources, October, 1985. Dutchess County Soil and Water Conservation District; Soil Erosion and Sediment Control Guidebook. Feeney, Paul - Central Hudson Gas and Electric - Personal Conversation. Hermes, Jam.' - Senior Wildlife Biologist, New York State Department of Environmental Conservation, New Paltz Area Office - Personal Conversation. Latin, Dorothy Wappinger Central School District No. 1 - Office of the Assistant District Superintendent - Personal Conversation. New York State Polict Officer - Barracks -K, Stormville, New York - Personal Conversation. Tedrow, Al - New York State Department of Environmental Conservation - Personal Conversation. Town of Wappinger - Wappinger zoning Code. United States Department of Agriculture Soil Conservation Service and Water Conservation District, Interpretative Soils Report, February 1978. B I B L 1 0 G R A P H Y (Cont I d. )- U.S. Environment Protection Agency, Information on Levels of Environmental Noise Requisite to Protect Public Health and Welfare with an Adequate margin of Safety, Epa No. 55019-74-004., March, 1974. I APPENDIX A BALDWIN & CORNELIUS, P.C. APPENDIX A TO DRAFT ENVIRONMENTAL IMPACT STATEMENT APRIL 1988, BY BALDWIN & CORNELIUS, P.C. HATS06 TRAFFIC STUDY FOR HARTMA.N RESIDENTIAL AND INDUSTRIAL SUBDIVISION TOWN OF WAPPINGER DUTCHESS COUNTY, NEW YORK Baldwin & Cornelius, P.C. Consulting Engineers Brewster, New York JUNE 1988 HATS06 I. INTRODUCTION A. Purpose of Report A--1 B. Location A-1 II. EXISTING CONDITIONS A. Study Area A-5 B. Traffic Data A-5 C. Critical Intersections A-7 - Summary of Existing Capacity A-11 III. PROPOSED DEVELOPMENT A-12 IV. PROPOSED CONDITIONS A. Trip Distribution A-16 B. Trip Assignment A-16 C. Other Projects A-16 D. Traffic Analysis A-25 - Capacity Summary, Existing and 1991 A-30 V. MITIGATION A-31 VI. ANALYSIS OF DEIS ALTERNATIVES A. General A-34 B. No Action A--34 C. Residential Units and Warehousing A-35 .. D. Residential Units and Offices A-35 LEVELS OF SERVICE - DEFINITIONS A-36 TECHNICAL SUPPLEMENT - INDEX FOLLOWS PAGE A-39 HATS06 I. INTRODUCTION A. Purpose of Report This study has been prepared for Alexander Hartman by the firm of Baldwin & Cornelius, P.C. The purpose is to evaluate the traffic and transportation impacts of the proposed development of a 183+/_ acre site. This report considers the traffic impact due to con- struction of ninety-five (95) single family residences and eleven (11) commercial, parcels. The report also includes and assesses the impact of alternative development schemes on the roadway network. This study is intended to clearly indicate the magnitude of traffic from the site and other developments in the area and its effect on the existing and future roadway operating characteristics. This study is part of the Environmental Impact Statement prepared for the Hartman Residential and Industrial Subdivision. B. Location The Hartman development will be located on a site east of New York State (NYS) Route 376, opposite Myers Corners Road in the Town of Wappinger, Dutchess County, New York. Figure 1, Location Map, indicates the location of the site in Dutchess County. Figure 2, Site Map, indicates the location of the Hartman site within the Town of Wappinger. The proposed development is bounded on the west by Route 376 and lies between Myers Corners Road, C.R. 93 and Didell Road. A-1 The property to be developed is bisected by a former railroad right of way and a utility right of way. Sprout Creek is the southeasterly boundary of the site, as well as the Wappinger - East Fishkill town line. The railroad right of way is the route of a proposed Dutchess County arterial highway, C.R. 11. The Hartman site is presently undeveloped. The site and sur- rounding area are described in Section 3 of the Environmental Impact Statement. A-2 �t o`er O O SOP o WA Pp1 NG6R a g a 4 � o r SITE o � c l 6,664 SII tiPS� ' 4p 4 ty frOAO �o yr C.R. 93 j 1 • �4 •y, i o F O F o 0 c'a Y -{ v -poq 0 EAST f'iss�x�« WAPPINGER FISNKILL N . A-3 SCALE: I"=2000 SITE MAP BALDWIN & CORNFLIUS. P.C. F l G CONSULTING ENGINEEPS—LA.p SURVCYORs FREEPORT, NEW YORK z G u) a z C wix • � a � i FORVO, *1 CONRARp,tL 1.1nEi �pLO y�A(BFppK y st-o a Doc \ 0U:Rto C.R34 ALL U 1. 0 3�V1 S �llYp� OG cr of a uj 06 � O �O FORVO, *1 CONRARp,tL 1.1nEi �pLO y�A(BFppK y st-o a Doc \ 0U:Rto C.R34 ALL tyG� f�P 0 Z J p � U CL o _5 r = N � 0 V D ti q LL ~ V vl^ Qtr Noi"1dN' S�NII Nmo-L) w... z R a o a a Li 4 a Q < I -S A�G�4pP r 0 C�. � l.� O�� b CCElib `L L- 02 y o l �� t�Lu 44 LU d.J eJd sa x J z z '�y •t � a w u � a A-4 0 3�V1 S �llYp� O b� O 11 J J J U o o (n x opG tyG� f�P 0 Z J p � U CL o _5 r = N � 0 V D ti q LL ~ V vl^ Qtr Noi"1dN' S�NII Nmo-L) w... z R a o a a Li 4 a Q < I -S A�G�4pP r 0 C�. � l.� O�� b CCElib `L L- 02 y o l �� t�Lu 44 LU d.J eJd sa x J z z '�y •t � a w u � a A-4 II. EXISTING CONDITIONS A. Study Area The proposed project will have access to Route 376 via a new intersection, 1,800+/_ feet north of the Myers Corners Road intersection. Review of available information indicates that the following intersections are the critical locations which should be evaluated for impact from site generated traffic and future area growth: Route 376 at All Angels Road, C.R. 34 and New Hackensack Road, C.R. 104 Route 376 at Myers Corners Road, C.R. 93 Route 376 at Lake Walton Road and Robinson Lane Route 376 at Hillside Lake Road, C.R. 29 A schematic layout of the affected roadway network is depicted in Figure 3. New York State Route 376 is a north -south arterial highway which runs from New York State Route 52 in Hopewell Junction to Poughkeepsie. This roadway is a two lane highway in the study area. The speed limit varies from 45 to 55 miles per hour. B. Traffic Data Baldwin & Cornelius, P.C. has conducted traffic counts at several locations in the study area and has collected additional information from the New York State Department of Transportation and the Dutchess County Department of Planning. A-5 LL 0 W F - Z C11 Z 0 U LU U) W H Z oa Vz zsCC Q-6 0 a 0 J In addition to traffic counts, field data collection included measurements of approach widths, signage and traffic signal timing. Additional data was taken from various traffic and environmental reports prepared for other major projects in the area which may generate traffic in the study area. Existing traffic activity at the interesections selected for detailed evaluation is shown on Figures 4 and 5 for the morning and evening peak hours. Capacity analyses are summarized in Table 1, and the calculations are included in the Technical Supplement. C. Crit Lgal. Intersection Descriptions (I.) The intersection of Route 376, All Angels Road, C.R. 94 and New Hackensack Road, C.R. 104 is presently controlled by a fully actuated signal controller. The timing of the green inter- vals for each approach is varied according to the vehicular traffic demand. Presently the intersection operates at a Level of Service F* during the evening peak hour and a Level of Service E during the morning peak hour due to the volume of traffic and the complex layout of the intersecting streets. All Angels Road, C.R. 94 is a two lane county roadway which extends from Route 376 to the Hopewell Avenue Extension, NYS Route 82 in Swartoutville. New Hackensack Road, C.R. 104 is a two lane county roadway which extends westerly to U.S. Route 9 in the Village of Wappingers Falls. *For description of Level of Service, See Page A-36. A-7 LL - (D z U_ W W z Un Q z oCC E-- a W = Cn W L0.':LiJ _ z a U 4-- V w w Qulr mxQ N _-J,q0 of s U O �L f� LLJ cn LLJ z Q do od GpN JRELG <v N Z M C 0 U V Nd cc: a LU o x B0�`� f UbOli 5 f3�t17 Qliv s FB/ Q} tV XC) � t � �wa0 "z A-8 0 z V WW zz z� o U = W W _ Ujz —I U U SPC) U Z/Z�J i f avob F9Z�. ¢ova al � W 4 0 spa (b £'eo) 73��t Q-0 W qWp to k N -j a z 1tt T o m , f \ � �\j� Q �o L � re Lu w z a o =s U N p W O mAx SPC) U Z/Z�J i f avob F9Z�. ¢ova al � W 4 0 spa (b £'eo) 73��t Q-0 t, (2.) The intersection of Route 376 and Myers Corners Road, C.R. 93, is regulated by stop signs controlling traffic proceeding east on Myers Corners Road and west on the LaSota driveway. At the time counts were taken, the LaSota facility, located east of the intersection, was closed. Myers Corners Road is a two lane roadway which extends westerly to U.S. Route 9 in the Village of Wappingers Falls. Two major developments are proposed on the north side of Myers Corners Road, about two miles west of the Hartman site. These developments are Cranberry Hills (550 dwelling units) and the Pizzagalli/IBM No. 3 office building (155,000 s.f.). The intersection presently operates at Level of Service E during both the morning and evening peak hours. (3.) The intersection of Route 376 at Lake Walton Road and Robinson Lane is controlled by a semi -actuated signal controller. The signal will stay green for Route 376 until a vehicle activates a detector on either Lake Walton Road or Robinson Lane. The green time allotted will vary according to the volume of cross -street traffic Lake Walton is a two lane town road which extends southerly to NYS Route 82. Robinson Avenue is a two lane town road which extends northerly to Noxon Road, C.R. 21 in the Town of LaGrange. (4.) The intersection of Route 376 at Hillside Lake Road, C.R. 29 is controlled by a 'Stop' sign for traffic proceeding northbound on Route 376. County Road 29 is a two lane road which extends southerly to NYS Route 52 east of East Fishkill. A-10 Presently the eastbound right turns for Route 376 traffic are channelized. The intersection operates at Level of Service F because of the stop condition for the westbound Route 376. TABLE 1 SUMMARY OF CAPACITY ANALYSIS EXISTING CONDITIONS *Route 376 at C.R. 94 and C.R. 104 Route 376 at Myers Corners Road, C.R. 93 *Route 376 at Lake Walton Road and Robinson Lane Route 376 at C.R. 29 *Signal Controlled intersections. A-11 LEVEL OF SERVICE Morning Evening Peak Hour Peak Hour E F E E B D F F III. PROPOSED DEVELOPMENT A SummaKy of Development and Trip Generation The 183+/_ acre site is presently wooded and open land and is divided by a formed railroad right-of-way which is to become an arterial highway designated as County Road 11. This future facility will extend southerly to Interstate Route 84. Present zoning is Residential (R-40) on the 118+/_ acres east of the farmer railroad, and will allow up to ninety-five (95) single family dwelling units. The 65+/_ acres of the site, west of the former railroad, is zoned Planned Industry - One Acre (PI -1A). Zoning would allow up to 984,000 square feet of office, laboratory, light industrial, or recreational usage. For any use, or combination of uses, projected traffic is estimated from trip generation rates contained in, Trip Generation, 3rd Edition, 1985, by the Institute of Transportation Engineers. The allowed uses in the PI-lA Zone offer the potential for a large disparity in projecting generated traffic. warehouse use of the entire 65 acres would probably generate the least traffic. The assembling or processing of goods in an operation that is not labor-intensive, would probably generate low peak -hour volumes. Use of the entire site for corporate offices would likely generate the maximum peak hour traffic. Other than Zoning, development of the site must reflect the market for particular uses. On this site, the construction period above, should last three to five years. This is after a study/design/approval phase of several years. For this reason, it is impossible to assess the future vagaries of the real estate market. Likewise, this lengthy period of time also makes it difficult to predict the nature and impacts of other development in the area. A-12 For this reason, we propose to deal with a specific volume of traffic generated by the site - rather than be concerned with the use itself. This 'generic' approach will allow realistic flexibility without the risk of runaway traffic generation. After consideration of many schemes, we have based this study on the impact of 700 vehicles per peak hour generated on the Hartman site. This volume is consistent with the DEIS proposal for eleven PI-lA lots, totalling 64.5,000 square feet and ninety-four (94) single family dwellings. The analysis that follows is based on a peak hour generation of 700 vehicles per hour. Listed below are seven (7) Alternatives, with the traffic volumes likely to be generated by each: ALTERNATE 1 consists of a combination of ninety-five single family residences, 68,000 square feet of offices, 220,000 square feet of warehouse and 611000 square feet of manufacturing and industrial space. This combination will generate 269 arrival and 180 departure trips during the morning peak hour. During the evening peak hour, the site will generate 288 arrival and 403 departure trips. ALTERNATE 2 consists of a combination of ninety-five single family residences and 204,000 square feet of offices. This combination will generate 475 arrivals and 144 departures during the morning peak hour. During the evening peak hour, the site will generate 142 arrival and 529 departure trips. ALTERNATE 3 consists of a combination of ninety-five single family residences and 370,000 square feet of warehouse. This combination will generate 144 arrivals and 174 departures during the morning peak hour. During the evening peak hour, the site will generate 360 arrival and 338 departure trips. A-13 {. ALTERNATE 4 consists of a combination of ninety-five single family residences and 105,000 square feet of office space. This combination will generate 315 arrivals and 160 departures during the morning peak hour. During the evening peak hour, the site will generate 252 arrival and 440 departure trips. ALTERNATE 5 consists of a combination of ninety-five single family residences and 600,000 square feet of industrial park. This combination will generate 452 arrivals and 178 departures during the morning peak hour. During the evening peak hour, the site will generate 206 arrival and 485 departure trips. ALTERNATE 6 consists of a combination of ninety five single family residences and 200,000 square feet of warehouse. This combination will generate 539 arrivals and 215 departures during the morning peak hour. During the evening peak hour, the site will generate 318 arrival and 699 departure trips. ALTERNATE 7 consists of a combination of ninety-five single family residences and 984,000 square feet of offices. This combination will generate 2,215 arrivals and 496 departures during the morning peak hour. During the evening peak hour, the site will, generate 455 arrival and 2,477 departure trips. As shown above, several combinations will result in similar average daily traffic volumes. Those combinations described as ALTERNATIVES 1 through 5, each generate slightly less than 700 vehicles per hour during the evening peak hour which would be the period of greatest activity. ALTERNATIVE 6 will result in an evening peak activity of approximately 1,000 vehicles per hour. A-14 ALTERNATIVE 7 which is the maximum allowable development based on the zoning of the property, would result in an evening peak activity of approximately 2,900 vehicles per hour. Based on analysis of allowed land use and the ranges of trip generation, we conclude that future use of this site should be that which would generate no more than 700 vehicles during a peak hour. This volume could be increased if future major transportation improvements obviate present traffic concerns. The following analysis and capacity computations are based on the peak hour volume of 700 vehicles generated. HATS06 A-15 IV. PROPOSED CONDITIONS A. Trip Distribution Arrival and departure patterns for traffic from the Hartman Site have been determined after an analysis of existing traffic patterns. This study assures that no significant changes in the directional characteristics of residents and employees in the region will take place within the study area after the Hartman Site, and other development and highway projects, have been completed. A schematic .diagram of the roadway network and the distribution model which is used for further analysis of the alternative uses and conditions studied are shown in Figure 6 for the morning and evening peak highway hours. B. Trip Assignment The estimated morning and evening peak highway hour site -generated traffic has been distributed within the study area. The distribution models shown in Figure 6 were used in conjunction with the trip generation data, and the results are , shown in Figure 7 for the morning peak highway hour, and in Figure 8 for the evening peak highway hour. C. Other Projects Analysis of future traffic conditions requires the evaluation of the following: Normal Traffic Increases Proposed Major Developments Projects Proposed Transportation Projects A-16 LL - 0 Z . U Ld w = F— U) z z cr a O U Q W = W Ld Z a U_ F— rr U A A -16A o� Z _V W Uj f— U) z Z cr- F- Q W = U) W (rLJJ _ z U_ F- irV w M V Q N a z t}, 73cr ua r Ljwaa —zs� yQSN,e0� w �, } r. Fes- p f to z 1V y ct: N N � f3y ` 00 Q � o c 06 N O IX Q �o L -====z:z:-Z7 1 Z LL 0 r z v w w U) z -- z a z C) �- �cr- C) a w= w LLJ z a v V The estimated normal growth of traffic based on population changes and general development is one and one-half percent per year. An adjustment of six percent (two percent per year) has been added to the 1987 traffic volumes in the study area in order to project estimated traffic in the year 1991. The volume of traffic added at each intersection is shown in Figure 9 for the morning and evening peak hour, and in Figure 10 for the evening peak hour. Proposed major developments which will increase traffic in the vicinity of the Hartman Site are: --Pizzagalli Office Building (TBM'Building No. 3) - 155,000 square feet located on Myers Corners Road approximately two (2) miles west of the Hartman Site. -Nichols Farms -- Thirty-eight (38) unit residential develop- ment located at C.R. 94 and Kent Road. Cranberry Hill - Five hundred and fifty (.550) unit residential development located on north side of Myers Corners Road approximately 2-1/2 miles west of the Hartman Site. This project will also use access to Widmer Road. -Hill and Dale - Thirty-eight (38) unit residental develop- ment located near U.S. Route 9. Traffic increases generated by these proposed developments are shown in Figure 11 for the morning peak hour and in Figure 12 for the evening peak hour. w SZ _� aypu S"13gN4' �`IV x ✓i N t(} O W ` LUQ cl u ,u ..S -a A — zp Li �Yd N J a o N to �. LL O �l z W W m N0 Ob o U7 Q F coN�p�E V LLJ Q 0. (!? W Ld z �-- o o'_ z U16 . _ a O W a a ID U F=— U w SZ _� aypu S"13gN4' �`IV x ✓i N t(} O W ` LUQ cl u ,u ..S -a A — zp Z O_ F- V W CO W z J U U A- 22 U 0 z U_ W W F- co z a z� o� C) = Cr) w cr— _ w z J 4 _U F - (r C.0 �Z avo8 S73`3NY »p xo tai 4+ Q0 ..zscc A-z3(�A-24 A proposed Dutchess County Arterial Highway designated C.R. 11 is to be built on the unused railroad right-of-way which separates the residential and industrial portions, of the Hartman Site. This highway will alter existing traffic patterns and.is scheduled for completion in 1994. Through traffic currently travelling on Route 376 will be diverted to C.R. 11. Resultant changes in the projected distribution of site generated traffic are shown in Figure 13 for the morning and evening peak hours. The proposed arterial is expected to be a controlled access facility in the vicinity of the proposed subdivision, with an at -grade intersection at Route 376. Access to the residential portion from Route 376 will utilize a new bridge over the Arterial Highway. Development of the residential site will provide for future road connections to Didell Road, when property north of Hartman is developed. D. Traffic Analysis i Estimated traffic activity from the proposed residential and industrial subdivision has been combined with the normal anticipated growth and the estimated traffic increases from the major projects above (Section IV.C). Activity at each of the critical intersections in the study area is shown on Figure 14 for the morning peak highway hour and on Figure 15 for the evening peak highway hour. A highway capacity analysis has been completed for each of the critical intersections and for the proposed Site Access Road. Capacity is a qualitative and quantitative term used to describe the traffic -carrying ability of a roadway or an intersection. Capacity is measured in terms of vehicles per hour. The degree of congestion is expressed as Level of Service (LOS). There are six (6) Levels of Service classified A through F. Level of Service F represents a forced flow condition with undesirable delays. A more complete definition of Level of Service follows on Page A-36. A-25 LLO .Z U w w U) Z � a Z O U = W 0 W CC _ Z a U_ cr U Ul U) z Q cr a (v£.8.:)} W z ko oto a \6 d _ N v z ° � � Ul U) z Q cr a (v£.8.:)} W z ko U- C) z U W Lt! [n Z cn a Z :2E O F- a U = W CO w Ld z M ro O Y BZE�.4 �wao N� ,max=s LU �. 59 z� 3 0 I u U A-27 m0 ob LL 0 z U W W U) Z Z Z O_ F— f— Q W = C) W X 2 UJZ J a U_ U x Lcog 6Z�J avON ; a Y 6 � ts A -ZS N Y Q N SCO Jq ti h S F---Ntin roman f � z a ti• UJ = a C) U V + CA O � a Lij o x Lcog 6Z�J avON ; a Y 6 � ts A -ZS Traffic flow for the morning and evening peak hours in 1991 has been estimated for both 'No Build' and 'Build' conditions (i.e., without or with development on the Hartman site). Table 2 is a summary of the results of the capacity analyses for the critical intersections in the study area. This table includes the Level of Service for the existing intersections and the 1991 projected traffic with,and without the traffic generated by the Hartman Site. Please note that C.R. 11 is not considered, because it is not scheduled to be built by 1991, or even soon thereafter. The Technical Supplement to this Report does include a capacity analysis for a signalized intersection at C.R. 11 in 1994. Table 2 indicates that all critical intersections will continue to operate at, or near capacity, whether or not the Hartman site is developed as proposed. In 1991, all intersections can be expected to operate at Level of Service E or F except for Route 376 at Lake Walton Road and Robinson Lane during the morning peak hour l (LOS D). Without traffic generated from the site, this intersection will be reduced from Level of Service B to D during the morning peak hour due to normal growth and other area development. 1 A-29 TABLE 2 SUMMARY OF CAPACITY ANALYSES 1991 1991 Existing Hartman/No Build Hartman/Build Location AM PM AM PM AM PM *Route 376 @ CR 34 and CR 104 E F F F F F Site Access N/A N/A N/A N/A B B Route 376 @ Cr 93 E E E E F F *Route 376 @ Lake Walton Road and Robinson Lane. B C D F F F Route 376 @ CR 29 F F F F F F *Signal Controlled Intersections. Existing: Base Traffic data for 1988. 1991/No Build: Base Traffic Data and Normal Growth 1.991/Build: Base Traffic Data and Normal Growth, including Hartman Site Generated Traffic and other Area Development. A-30 V. MITIGATION The impact of increased traffic can be mitigated by certain improvements to reduce vehicle delays, as follows: 1. At the Intersection of Route 376 with All Angels and 34 New Hackensack Roads, provide left -turn lanes for northbound traffic on All Angels Road, turning left to go west on New Hackensack Road. The extra pavement width might be achieved by improving the shoulder to serve as a through lane. 2. At the Intersection of Route 376 with Myers Corners Road, provide left -turn lanes for eastbound traffic on Myers Corners turning north on Route 376, and for northbound traffic on Route 376 turning west on Route 376. These widened pavements may be achieved by improving the present shoulders. 3. At the Intersection of Route 376 with Lake Walton Road and Robinson Lane, provide left -turn lanes for vehicles on Route 376 turning left onto Lake Walton Road and Robinson Lame. The increased width of pavement may be achievable by improving existing shoulders. on both minor roads, the approach lane widths should be increased to twelve (12) feet. These improvements include adjustment of the present signal cycle. 4. At the intersection of Route 376 with Hillside Lake Road, provide a left turn lane for northbound traffic on Route 376 turning left to continue west on Route 376. 5. At the same intersection, install fully traffic actuated signalization. A-31 6. At the proposed new intersection of Route.376 and the Hartman'Site Access Road, consider installation of a semi=actuated sign. It is questionable whether volumes could satisfy the eight-hour warrant; they should readily satisfy a three-hour warrant. 7. Construct County Route 11 Implementation of these roadway and signal improvements would reduce delays and enhance the safety of the critical intersections. A summary of the level of service which can be achieved is shown in Table 3. In addition, this table includes a summary of the future levels of service attained if the Arterial Highway, CR 11, is constructed by 1994. r:CXVI TABLE 3 CAPACITY ANALYSIS EXISTING CONDITIONS AND FUTURE CONDITIONS IF IMPROVEMENTS ARE IMPLEMENTED* AM PEAK HOUR LOCATION EXIST(1) 1991(2) 1991(3) 1991(4) 1994 (5) Route 376 @ CR 34 and CR 104 E F F E E Site Access - - F B B Route 376 @ CR 93 E E F B C Route 376 @ Lake Walton Road and Robinson Lane Route 376 @ CR 29 LOCATION Route 376 @ CR 34 and CR 104 Site Access Route 376 @ CR 93 Route 376 @ Lake Walton Road and Robinson Lane Route 376 @ CR 29 B D F E B F F F C D PM PEAK HOUR EXIST(1) 1991(2) 1991(2) 1991(3) 1994(5) F F F F E -' F B B E E F B E C F F F C F F F D D (1) EXISTING: 1987 Traffic Activity (2) 1991: Projected Normal Growth and Other Projects (3) 1991: Projected 1991 and Site Generated Traffic (4) 1991: Projected 1991 and Site Generated Traffic with Improvements (5) 1994: Projected Traffic After CR 11 is Constructed *Improvements are 1 through 7 lasted under V. MITIGATION. A-33 VI. ANALYSIS OF DEIS ALTERNATIVES A. General In addition to the seven alternates discussed in Section III.A., above, the DEIS considers three alternative uses for the industrial portions of the property. No residential variation other than the proposed ninety-five detached single-family units has been considered. Therefore, the following DEIS alternatives have been evaluated: 1. No Action. 2. Ninety-five residential units and warehousing and f distribution facility. 3. Ninety-five residential units and office facility (maximum allowable with zoning). B. No Action The adoption of the 'no action' alternative would leave the site in its natural state. No additional traffic would be generated. The existing road network would experience the same low levels of service as shown in Table 3 for the year 1991(2). The same economic and other considerations described in Section 5.1.1 No Action in the Environmental Impact Statement for this project hold constant. A-34 C. Ninety -Five Residential Units and Warehousing The second alternative considered is for the development of the residential portion with ninety-five detached homes, and the industrial portion developed with warehouse and distribution facilities. Traffic generated during the morning and evening peak hours would be less than the proposed mixed use. However, traffic throughout the day would be higher and would consist of more heavy trucking. See Section 5.2.2 Warehouse and Distribution Facility in the Environmental Impact Statement. Improvement to level of service would require the same degree of roadway modifications as the proposed action. D. Ninety -Five Residential Units and Office Facility This alternate would include the maximum allowable use of the property under the present zoning regulations. The traffic generated by the full utilization would exceed the current peak hour traffic volumes on Route 376 by a factor greater than three times the 1987 Annual Average Daily Traffic. Mitigation would require the construction of a major highway network in the Hartman site area. The peak hour traffic in the evening could be as high as 2,900 vehicles per hour. See Section 5.2.3 Office Facility of the Environmental Impact statement. HATS06 A-35 LEVELS OF SERVICE - DEFINITIONS The following discussion and definitions of Level of Service (LOS) are used in this Report and are contained in the HIGHWAY CAPACITY MANUAL, SPECIAL REPORT 209 - 1985, Transportation Research Hoard, National Research Council: `.I'he concept of LEVELS OF SERVICE is defined as a qualitative measure describing operational conditions within a traffic stream, and their perception by motorists and/or passengers. A level -of -service definition generally describes these conditions in terms of such factors as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience, and safety. Six levels of service are defined for each type of facility for which analysis procedures are available. They are given letter designations, from A to F, with level -of -service A representing the best operating conditions and level -of -service F the worst. 1. LEVEL -OF -SERVICE DEFINITIONS -- In general, the various -levels of service are defined as follows for uninterrupted flow facilities: -LEVEL-OF-SERVICE A represents free flow. Individual users are virtually unaffected by the presence of others in the traffic stream. Freedom to select desired speeds and to maneuver within the traffic stream is extremely high. The general level of comfort and convenience provided to the motorist, passenger, or pedestrian is excellent. A-36 -LEVEL -OF -SERVICE B is in the range of stable flow, but the presence of other users in the traffic stream begins to be noticeable. Freedom to select desired speeds is relatively unaffected, but there is a slight decline in the freedom to maneuver within the traffic stream from LOS A. The level of comfort and convenience provided is somewhat less than LOS A, because the presence of others in the traffic stream begins to affect individual behavior. -LEVEL-OF-SERVICE C is in the range of stable flow, but marks the beginning of the range of flow in which the operation of individual users becomes significantly affected by interactions with others in the traffic stream. The selection of speed is now affected by the presence of others, and maneuvering within the traffic stream requires substantial vigilance on the part of the user. The general level of comfort and convenience declines noticeably at this level. LEVEL -OF -SERVICE D represents high-density, but stable flow. Speed and freedom to maneuver are severely restricted, and the driver or pedestiran experiences a generally poor level of comfort and convenience. Small increases in traffic flow will generally cause operational problems at this level. LEVEL -OF -SERVICE E represents operating conditions at of near the capacity level. All speeds are reduced to a low, but relatively uniform value. Freedom to maneuver within the traffic stream is extremely difficult, and it is generally accomplished by forcing a vehicle or pedestrian to 'give way, tc accommodate such maneuvers. Comfort and convenience levels are extremely poor, and driver or pedestrian frustration is generally high. Operations at this level are usually unstable, because small increases in flow or minor perturbations within the traffic stream will cause breakdowns. A-37 LEVEL -OF -SERVICE F is used to define forced or breakdown flow. This condition exists wherever the amount of traffic approaching a point exceeds the amount which can traverse the point. Queues form behind such locations. Operations within the queue are characterized by stop -and -go waves, and they are extremely unstable. Vehicles may progress at reasonable speeds for several hundred feet or more, then be required to stop in a cyclic fashion. Level -of -service F is used to describe the operating conditions within the queue, as well as the point of the breakdown. It shoud be noted, however, that in many cases operating conditions of vehicles or pedestrians discharged from the queue may be quite good. Nevertheless, it is the point at which arrival flow exceeds discharge flow which causes the queue to form, and level -of -service F is an appropriate designation for such points. These definitions are general and conceptual in nature, and they apply primarily to uninterrupted flow. Levels of Service for interrupted flow facilities vary widely in terms of both the user,'s perception of service quality and the operational variables used to describe them. Each chapter of the manual contains more detailed descriptions of the levels of service as defined for each facility type. 2. SERVICE FLOW RATES - The procedures of this manual attempt to establish or predict the maximum rate of flow which can be accommodated by various facilities at each level of service, except level -of -service F, for which flows are unstable. Thus, each facility has five service flow rates, one for each level of service (A through E), defined as follows. A-38 The SERVICE FLOW RATE is the maximum hourly rate at which persons or vehicles can reasonably be expected to traverse a point or uniform section of a lane or roadway during a given time period under prevailing roadway, traffic, and control conditions while maintaining a designated level of service. As to capacity, the service flow rate is generally taken for a 15 -minute time period. Note that service flow rates are discrete values, while the levels of service represent a range of conditions. Because the service flow rates are defined as maximums for each level of service, they effectively define flow boundaries between the various levels of service. A-39 INDEX -TECHNICAL SUPPLEMENT TO TRAFFIC REPORT DEIS APPENDIX_AL EXISTING INTERSECTIONS Intersection of Route 376 and All Angels Road (CR 34) and New Hackensack Road (CR 104) Signalized PAGE 1987 AM A-101 PM A-108 1991 AM/No Build A-115 PM A-122 1991 AM/Build A-129 PM A-136 1991 AM/Build and Add Lanes A-143 PM A-150 1994 AM/Build, Add Lanes, Build.CR 11 A-157 PM A-.164 i Intersection of Route 376 and Myers Corners Road (CR 93) Unsignalized I Signalized 0 1987 AM PM 1991 AM/No Build PM 1991 AM/Build PM 1994 AM/Build, Build CR 11 PM 1991 AM/Build, Add Lanes PM ii PAGE B-101 B-104 B-107 B-110 B-113 B-116 B-119 B-122 B-125 B-132 Intersection of Route 376 and Lake Walton Road and Robinson Lane Signalized PAGE 1987 AM C-101 PM C-108 1991 ANI/No Build C-115 PM C-122 1991 AM/Build C-129 PM C-136 1991 AM/Build, Add Lanes C-143 PM C-150 PM/Build,, Add Lanes, Revise Signal C-157 1994 AM/Build, Build CR 11 C-164 PM C-171 iii O Intersection of Route 376 and Hillside Lake Road (CR 29) Unsignalized Signalized PAGE 1987 AM D-101 PM D-104 1991 AM/No Build D-107 PM D-110 1991 AM/Build D-113 PM D-116 1991 AM/Build, Add Lanes D-119 1994 AM/Build, Build CR 11 D-122 PM D-125 1991 AM/Build, Add Lanes D-128 PM D-135 iv PROPOSED INTERSECTIONS PAGE Intersection of Route 376 and Hartman Site Access Road Unsi nalized 1991 AM E-101 PM E-104 Signalized 1991 AM (Build) E-107 PM E-114 1994 AM (Build), Build CR 11 E-121 PM E-128 Intersection of Route 376 Future CR 11 Signalized HATS06 1994 AM/Build; (Build CR 11) F-101 PM F-108 v ` ' �. / � 1 CM: SIGWAL% Z�D INTE�SECT%ON8 IFYIN8 'INFORMATION ' = == !:7!: n�l!=�=�===,.�=`=--�_-=`.' N E. OF THE EY) GT.........CR 104 ,NY 376 DF THiE NOR'TH/8OU7H NY °`. AFE4' TYPE. . ° " ~ . . . . ~ . . . . . . . . . . . . . . . . . . OTHER O A OF THE ANALYST....,..~.~"~.....,WSH OF 1 -HE ANALYGl::)^.^..............19B7 ' ' ER 1NFORMATIONn PJO� INTERSECTION—EXISTIN� AM PEAK ` �FIC VULL�B� � _..... .... ..... _ T 198 0 14 208 �~. � e2 209 -1" 413 11 262 0 183 � v�lume must be than or equal to RI8HT Hturn vnlumco.) INTERSECTION GEOMETRY HEAVY VEH. ADJACENT PKG BUSES Page -2 (%) (%) Y/N (Wm) (Nb) PHF EASTBOUND NUMBER OF LANES PER DIREC' ION INCLUDING TURN BAYS: WESTBOUND 0.00 EASTBOUND = 2 WESTBOUND 2 NORTHBOUND 0 = 1 SOUTHBOUND = � 5.00 EB WEI 0 NB SOUTHBOUND 0.00 8B LANE TYPE WIDTH TYPE ____ WIDTH TYPE WIDTH TYPE WIDTH buses stopping/hr �____ I ("). 0 T _____ 12.0 ____ LTR _____ 12.0 ____ L ------ ____10.0 13.0 2 R 8.0 R 12.0 (min T) 12.0 T 14.0 3 12.0 12.0 3 12~0 R 14.O 4 12.0 15.8 12. NORTHBOUND 12.0 0 12.0 5 12-0 3 12.0 12.0 N 12.0 6 12.0 L - EXCLUSIVE LEFT LANE LT - LEFT/THROUGH LANE LR - LEFT/RIGHT ONLY LANE ( LTR - LEFT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS 12.0 12.0 12.0 T - EXCLUSIVE THROUGH LANE TR - THROUGH/RIGHT LANE R - EXCLUSIVE RIGHT LANE min T = minimum green time fqr pedestrians GRADE HEAVY VEH. ADJACENT PKG BUSES (%) (%) Y/N (Wm) (Nb) PHF EASTBOUND _____ 0.00 __________ 5.00 ___ ____ N 0 _-__ 0 ____ 0.95 WESTBOUND 0.00 5°00 N 0 0 0.75 NORTHBOUND 0.00 5.00 N 0 0 0.9s SOUTHBOUND 0.00 5.00 N 0 0 0,95 Nm = number of parking maneuvers/hr; Nb = number of buses stopping/hr CONFLICTING PEDG PEDESTRIAN BUTTON (peds/hour> ' (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N 15.8 3 WESTBOUND 0 N 15.8 3 NORTHBOUND 0 N 13.5 3 SOUTH8OUND 8 N IT -S 3 min T = minimum green time fqr pedestrians G I GIrlAL SE'l- ' I NGS 0l:-'�:� RA'T' I i�71`AAL 0&1(,) ..YS I i I 'gay e Li:l::�_E. _r.:C! Il::/f-,'HAST:_ :... 0 CYCLE LENGTH � 152.0 F,r, rl.l �"I"f :D E:r��f�.f-�i+JE'��x�r k�'I•-IF'��G:L#'�f:�:'i PHf' 'SE" -1 PHASE -2 PlAA S E---5 PHASE --4 EA`3TD0Ui\1D THI;,LI x: p 10 F4 "r x PED`3 WES.}-l-BOUND SND LEFT THRU k RIGHT x PEI)S ElOLIN 1) r;T souTHoCjUNL) GREEN 0. u EL..LOW +- (4L -L RED 4 . C) 0. i s o . o NORTH/SOUTH PHASING A- Io PHFVSE -1 PHASE--;_ PHASE---', PHASE --4 NORTHEfOUVID LEFT x THRU x R I GH..1.. F'EDS SOUTHBOUND LEFT x THRU x x (MIGHT x x PERS EASTBOUND RT WESTBOUND RT x GREEN 30.0 45. Cf i_}. c� i_►. ) YELLOW + ALL. RED 3. C) 4- c) ()„ c_f tt. C) A- Io .. / VMjE ADJUSTMENT WORKSHEET P�ue 1 � �/ LANE LANE � r MVT. ADJ . LANE GRP. NO. UTIL. GROWTH GFP. |1lOP V-. 0 ORP. VOL. LN __ FACT. ----- FACT. _.... .... ..... ..... - VOL. L | P i EB TT 198 0.95 208 ' 82 0°95 86 LT 295 1 1.000 1.00o ' , 1 1 0.95 12 R 12 1 1.000 1^000 12 0.00 ILT 0 0.95 0 95 220 T 2%0 1 1.000 1.000IRY , ' 262 0.95 276 R 276 1 1.000 I, 000 27� � NO ` - %4 0.95 15 . J17 0. 9� 334 LTR �48 1 , 1 000 1 000 ^ 34O CRT 0 0.95 0 �B 20B. 9�5 �19 L 2t9 1 1 . 000 1 . 000 2K 413 0.95 435 T435 / 1.000 1 .000 435 � ' 00 ^ 183 0.95 193 R 193 1 1.000 1.000 193 0. 00 � * Donates a Defacto Left Turn Lane Group � / SA�URATION FLOW ADJUSTMENT WORKSHEET Page-� IDEAL ADJ. SAT. NO. f f f f f f f f SAT. PLOW L N S' W HV G p BB A RT LT FLOW E8 LT 1800 1 0.930 0.975 1.000 I.00n 1.000 1~000 1.000 0.966 1576 R 1800 1 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1290 WB T 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 1.000 1.0U0 1755 Fl 1800 1 1.00O 0.975 1.000 1.000 1.0O0 1.000 0.850 1.0O0 1492 NB LTR 1800 l 1.O00 0.975 1.000 1-000 1.000 1.000 1.D00 0.665 1168 SB L 1800 1 1.030 0.975 1.000 1.000 1.00V 1.000 1.000 0.950 1717 T 1800 1 1.070 0.975 1.000 1.000 1.000 1.000 1.000 1-00O 1878 R 1800 1 1~070 0.975 1.000 1.00 0 1.000 1.000 0.850 1.000 1596 �� . - �� ~/ MeAMY ANALYSIS WORKSHEET Poor ADJ. A011. SAT, FLOW LANE UF QUV' FLOW RATE FLOW RATE RATIO BREEN RATIO CAPACHY (v) (q/M .... . ... .. .. ........ ..... ..... ..... 10 A ... . ... ..... ..... ;. L.:!.F- 295 1576 0.187 0.3q3 47; O ... M v R. 12 1298 0.009 0.303 393 w i.' T 220 1755 0.125 0.118 20B 276 1492 0.185 0.316 471 N 348 116B 0.298 0.303 3M 47 219 1717 0.127 0.197 33Y 435 1878 0.232 0.520 970 193 1596 0.121 0.520 CyqI0 I.,ength, 0 = 152.0 sec. Sum (v/) critical Lool lime Per Cycle, L 12.0 sec. X critical OXP-'> L��VEL-OF-�ERVICE WORKSHEET Page -7 DELAY LANE LANE LANE DELAY LOS v/c g/C CYCLE d GROUP d P�OG. GRP. GRP, BY BY RATIO R 01" 10 LEN. i CAP. 2 FACT. M -AY LOS AF'F. APP. LT 0.6180.�03 152.0 34.5 477 1.7 0.85 30.8 D 30.6 D R 0.02�y 0.303 152.0 28.3 393 0.0 0.85 24,1 C WB T 1.059 0.118 152.0 51.3 208 67.8 0.B5 101.3 F 61.3 F R 0. S8S 0.316 152.0 33.2 471 1.4 0.85 29.4 D NB L�R 0.986 0.303 152~0 40.0 353 33.2 0.85 62.3 F 62.3 F SB L 0'646 0.197 152.0 42.6 339 2.9 1.D0 45.6 E 22.4 C T 0.445 0.520 152.0 17.:'!; 976 0.2 0.85 14.9 B R 0.232 0.520 � 152.0 15.2 830 l2.9 B Intersection Delay "= 4-0.3 (s(.-=c/veh) Intersection LOS = E � - .�� / 7 � / 1925 HCM; SIGNALIZED INTERSECTIONS page -1 IDENTIFYING INFORMATION NAME OF THE EASTIWEST STREET ......... NY 376,CR 104 NAME OF THE NORTH/SOUTH STREET ....... NY376, CR94 AREATYPE .................... v ....... C90 NAME OF THE ANALYST .... ............. WSH DATE OF THE ANALYSIS... .... ......... 1907 TIME PERIOD ANALYZED... ......... PM PEA[.-::. OTHER INFORMATION: AIRPORT INTERSECTION -EXISTING PM PEU,' TRAFFIC VOLUMES EB w B F B Se. LEFT 337 r 3 22 212 THRU 194 169 340 29-_: RIGHT 1:3 3W <r 223 RTOR 0 0 0 (-) (RTOR volume must be less than or equal to RIGHT turn volumes.) INTERSECTION GEOMETRY Page-2 NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS: / EASTBOUND = ` 2 WESTBOUND = 2 NORTHBOUND = 1 SOUTHBOUND = 3 EB WB Nf} SB LANE TYPE WIDTH TYPE WIDTH TYPE WIDTH TYPE WIDTH 1, LT ..... ... .... ..... .... ____ 10.0 T 12.0 LTR 12.0 L 13.0 2 12.0 12,0 T 14.0 3 12.0 12.0 12.0 R 14.0 4 12.0 12.0 12.0 12.0 5 12.0 i2.0 12.0 12.O 6 12.0 12.0 12.0 12.0 L - EXCLUSIVE LEFT LAN� T - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE TR - THROUGH/RIGHT LANG LH - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTA - LEFT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS 1 GRADE HEAVY VEH. ADJACENT PKG BUSES (%} (%) __________ YIN (Nm) (Nb) PHI:- EASTBOUND 0.00 5.00 ___ N 0 0 0.95 WESTSOUND 0.00 5.00 N () 0 0.95 NORTHBOUND 0'00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 5.00 N 0 0 0.90 Nm = number of perking maneuvers/hr; Nb = number of buses stopping/hr- topping/hrCONFLICTINGPEDS CONFLICTING PEDS PEDESTRIAN BUTTON (pe6s/hour) ________________ (YIN) (min T) _________________ ARRIVAL TYPE ____________ EASTBOUND 0 N 15.R � WESTBOUND 0 N 15.8 3 NORTHBOUND 0 , N 13.5 3 SOUTHBOUND 0 N 10.5 3 min T = minimum green timo for pedestrians BXBMAL SETTINGS - OPERATIONAL ANALYSI',.")' ACTUATED LOST TIME/PHASE 3.0 CYCLE LEHOW EAMWEST PHASING, ------------ -------------------------------------------------------- PHASE-1 PHASE-4 PH-WSE.... 3 P1.IASE-1 EA01SnUND I FHf- x x F; P3 v x Vff'E"SYBD4J11 D TI iFtf x R x Rl' 45.0 20.0 0.0 on) YJLLOW + ALL RED 4.0 1.0 0.0 Do) NdRA/SOUTH PFASlN('.-:, ---------------------------------------------------------- . PHARE-1 PHASE-2 P4..#ASE-3 P1...IASE-4 . R.,j, I q.g:)(jND N(J, 1».1 �-,FT x Tlfyp x R tGol' POW TARO x x R Q'.4.. x x EASTUOUND RT Wab)B(:1UND RT x OPEEN 30.0 45.0 0.0 YOLLOW + ALL RED 3.0 4.o 0.0 on) +; A- VOLUME ADJUSTMENT ' WORKSHEET 1,000 1.000 236 1.00 0.04) TH 283 0.90 314 T 314 1 Page -4 RT 223 0.90 248 R 248 1 1.000 LANE LANE w Denotes ADJ. Turn Lane Group MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. PHF *VOL. GRP. VOL. LN FACT. FACT. VOL. LT RT EB LT 337 0.95 355 TH 194 0.95 204 LT 559 1 1.000 1.000 559 0.63 0.00 RT 13 0.95 14 R 14 1 1.000 1,000 14 0.00 1.00 WB LT 0 0.95 0 TH 169 0,95 178 T 178 1 1.000 1.000 178 ().00 0.00 RT 333 0.95 351 R 351 1 1.000 1.000 351 0.00 1.00 NE LT 22 0.95 23 TH 340 0.95 358 LTR 381 1 1.000 1.000 381 0.06 0'00 RT 0 0.95 f.) SB LT 212 ().90 236 L 236 1 1,000 1.000 236 1.00 0.04) TH 283 0.90 314 T 314 1 1.000 1.000 314 0.00 0.00 RT 223 0.90 248 R 248 1 1.000 1.000 248 0.00 1.00 w Denotes a Defacto Left Turn Lane Group 'd | || �' . . SATURATION FLOW ADJUSTMENT WORKSHEET Page -L.'', IDEAL ADJ. SAT, NO. f f f f f f f f SAT. FLOW ____ LNB ___ W _____ HV _____ 8 _____ p _____ Bo A RT LT FLOW EB _____ _____ _____ _____ ------ ___E8 LT 1800 1 0.930 0.975 1.000 1.000 1.000 0.900 1.000 0.969 1424 R 1800 1 0.870 0.975 1.000 1.000 1.000 0.908 0.850 1.000 1168 WB T 1800 1 1.000 0.975 1.000 1.000 1.000 0.900 1.000 1.000 1580 R 1800 1 1.000 0.975 1.000 1,000 1.000 0.900 0.850 1.000 1343 NB LTR 1800 1 1.000 0.975 1.000 1.000 1.000 0.900 1.000 0.559 883 8B L 1800 1 1.030 0.975 1.000 1.000 1.000 0.900 1.000 0.950 1546 T 1800 1 1.070 0.975 1.000 1.000 1.000 0.900 1.000 1.000 1690 R 1800 1 1.070 0.975 1.000 1.000 1.000 0.900 0.850 1.008 1437 ' ' � CAPACITY ANALYSIS WORKSHEE''I'' � ADJ. ADJ. SAT~ FLOW LANE GpOUF' FLOW RATE FLOW RATE RATIO GREEN RATIO C0PAM\ v/c ` (v) (s) (v/s) (g/C) <c} R/y[TO _______ ~~___ ___________ _______--- ~T 559 1424 0.393 0.303 431 1.707 * l� � 14 1168 0 01� ~ ^ O 303 353 0 �JY ' - 178 1580 0.113 0.118 187 0.551 351 1343 0.261 0.316 424 N 'TR � �81 883 0.431 0.303 267 1.4Z6 � 236 1546 0.152 0.197 305 0.�`/2 + 314 1690 0.186 0,520 87R 0.358 248 1437 0.172 0.520 747 V.|3? Cymje Length, C = 152.0 sec. Lost7ime Per Cycle, L = 12°0 sac. Sum (v/s) critical = [-M3, X critical = 1.34l L�VEL-U�-8ERVICE WORKSHEET Page -7 DELAY LANF DAY LANE LANE DELAY LOS v/c g/C YCLE d 8ROUP d PPOG. BRP, 8RP. BY BY RATIO RAT%O LEN. 1 CAP. 2 FACT. DELAY LOS APF". APP. _ ..... _..... __ EB LT 1.297 0.302"; 152.0 * 431 R 0.039 0 03 l52.0 28.4 G3 0.0 0.85 24.2 C WB T 0.951 0.118 152.0 50.6 187 37.6 0.85 75.0 F 50.8 E R 0.827 0.316 152.0 36,6 424 8.8 0~85 38.6 D N� L"M 1.426 0.303 152.0 * 267 * 0.85 * * * * SEA L 0.-772 0-197 152.0 43-9 305 7.9 1.00 51.S E 25.1 D T 0.3t5 8 0.520 152.0 16.4 878 0.1 0.85 14.0 B R 0.332 0.520 132.0 16.1 747 0.1 0.B5 13.8 B Intersection Delay = * (sec/veh) Intersection LOS =" * * Delay and LOS not meaningful when any v/c is greater than 1.2 f � P | 1905 HCM: SIGNALIZED INTERSECTIONS aqo ; QWTIFY%NG INFORMATI01',1 NAME � OF THE EAST/WEST STREET ...... ...NY 376,CR 104 f MAME OF THE NORTH/SOUTH STREET ....... NY376, CR94 � ARATYPE ............................ CBD ` OFTHE ANALYST .................. WSH DAOF THE ANALYS%S................. 1991 TIME PERIOD ANALYZED ................. AM`P2AK OTPER INFORMATION: AIRPORT INTERSECTION -1991 AM IF HARTMAN IS NOT BUILT 2r .- TRAFFIC VOLUMES EB WB NB S8 225 0 19 220 toy T HKU 98 226 343 468 R I JHT 26 278 0 198 R 0 0 0 A ` (RTOR volume must be less than or equal to RIGHT turn volumes.) � S I N'C'ERSI'r' C: -I. I(.—)N (::3EEiME"I"RY NUC~ '.,'ER 0V LANES F ER z:)I RECl' 1 ON T NC"LUE'l I NG 'T'URN PAYS: EA'G-FB0UiVfi = 2 WEE"S'TDOUND = 2 i`JORTHBOUND . 1 F: 1;f WD I1lB LANE T y F,E` W I DTH TYPE W I DTII .I_YPE W I DTH _ .12. C) 4 12. f„) 5 1__ EXCI.".0 7IVE LEF".1_ LANE LT LEF-T/THROUGH LANE. LFi - LEFT/RIGHT ONLY LANE. LTR LEFT"/THROUGH/RIGHT LANE ADJUSTMENT FACTORS SOUTHBOUND c Ft TYPE W I DTH T 14.0 12. 0 12. 0 R 14.0 12. i i 12.0 1.2 . {_) 12.0 12.0 g1.240 12.0 1 . {-1 1 1-:1. 0 T" - EXCLUSIVE THROUGH JGH LANE TR - "I FIROUGH/RIGHT LANE R EXCLUSIVE MIGHT” LANE ( GRADE HEAVY VEH. ADJACENT Pl-.G BUSES EASTBOUND {,1. 0c) 5. 00 N C) {:) C). 95 NORTHBOUND C). (;){) 5.()(-.) N i i 0 0. 95 S©UTHSOUND o. [)o 5.00 N {> 0 0.90 Nat �= number~ of par 4;i. nq maneuvers/hr -, Nb - nUmber of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (penis/hour) (Y/N) (min T) ARRIVAL TYPE EAS'l-BOUND 0 N 15.8 3 WESTBOUND c;l N 15.£3 _ NORTHBOUND {) N 13.5 SCJU rm- COUND {:) 1\I 1.3.5 .. min T" = minimum time +r --r pedestr-i ons S;ONnL SETTINGS OPERATIONAL ANALYSV'.', AQUATED LOST TIME/PHASE Y 3.0 CYCLE LENOTH EAST/WEST PHASIN('' ----------------------------------------- 0 -------------------------- PHASE-1 P1-dASE-2 PHASE -3 PHASE—] EASTBOUND LEFT x THRU x R I SH -1 x F" eps WE&SOUND LEFT THRU x R I OHI x PERS NORTHBOUND R"r SOLITHBOUND RT GREEN 45.0 20.0 0.0 0, YE Law ALL RED 4.0 2.0 Vo 0&) WPATH/SOUTH PHA SINI.',; -------- ------------------------------------------------------ PHASE-1 PHASE -2 PHASE -3 PHASE -1, NORTHBOUND LEFT x Tmku x RIUHT PE DS 1 1. s6mmommD LEFT x T HRR x x R I 4H "I" x x EA$100UND RT WEqUOUND RT X 30.0 45.0 0.0 0, YELLOW + ALL RED 3.0 4. 0 A -ii LME VO�] ADJUST MENT W0RKSHE�T P age- 4 LANE LA11E AD. MVT. ADJ. N L�E G RP. NO. UTIL. GROWTH PJ G0 . PROF` PROP VOL. PHF VOL. GR;,. VOL, LN FACT. FACT. VOL. LT RT EB LT 225 0.9� 2�7 1,H98 0.95 103 LT 340 J, 1.000 1.000 4 70 0.�0 RT �6 0.95 27 R 27 1 1.00O 1.000 27 0.00 1.O0 WB LT 0 0.95 0 TH 226 0.95 238 T 238 1 1.000 1.000 238 0.00 0.00 RT 278 0.95 293 R 293 1 1.000 1.000 293 0.00 1.00 NB LT 19 0.95 20 TH 343 0.95 361, LTR 381 1 1.000 'I.000 381 0.05, 0.0� RT 0 0.95 0 S8 ` LT 220 0.90 244 L 244 1 1.000 1.000 244 1.00 0.00 TH 468 0.90 520 T 520 1 1.000 1.000 520 0.00 0.00 / RT 192 0.90 220 R 220 1 1.000 1.000 �20 0.00 1.00 * Denotes a Defacto Left Turn Lane Group / SATURATION FLOW ADJUGTMENT WORKSHEET Panp-5 %DEAL ' SAT. NO. f f f FLOW LNS W HV 8 ' p BB A R| iT F(UW EB ` LT 2800 1 0.930 0.975 1.000 1.000 1.000 0-900 1.000 0.966 1419 R 1800 1 0,870 0.975 1~000 1.000 1.000 0.900 0.850 1.0o0 1168 ' WI� T 1800 1 1.000 0.975 1.000 1.000 1^000 0.900 1.000 1'0u0 1V"0 R ` 1800 1 1.000 0.975 1~000 1.000 1'000 0.900 0.S50 1.000 1713 ' NB � LTR 1800 1 1°000 0.975 1.000 1.000 1.000 0.900 1.00" M.b[`4 ''53 ^ SB . ` 1800 1 1.030 0.975 1.000 1.000 1.000 0.900 11000 0'?50 1V46 T 1800 1 1.070 0. 975 1.000 1.000 1.000 0. 900 1.009 / ' O0`} 1690 � � ' ' � � ' - / �^ ^� � 1800 1 1.070 0.975 1.000 1.000 1.000 0.900 0,850 1.0"v 1437 ` � � | � � ~ ^ � � y � CAPACITY ANALYSIS WORKSHEE'l'' ADj. ADJ. SAT. F LIM LANE GROUI�:!' FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY vQ.: .. ..... ..... .... .... ..... . - ... .... ..... --- ... ..... ... - . .... .... ... E B 1-1, 340 1419 0.240 0.301 427 0.797 27 1168 0.023 0.301 351 0. 07'c-,3 WB f, 238 1580 0.151 0.124 196 1. 21 291 1343 0.218 0.320 430 0. 681 NB LTR 381 953 0.400 0.301 287 1 . 330 8 B 244 1546 G.MB 0.196 303 0.807 0.308 0.516 873 0.596 220 1437 0.153 0.516 742 0.29/ Cycle Length, C = 153.0 sec. Sum (v/s) critical = 1.162 Lost Time Per Cycle, L 12.0 sec. X &Mcal - 1.261. X IH ( LEWORKSHEET PVEL-OF-GERVI�� aq'`' / ` ' ' DELAY LANE DELAY LANE LANE DELAY LO: v/c g/C CYCLE d GROUP d PROG. 9RK GRP. PY by ` ` ` RATIO RATIO LEN. 1 _ CAP,/ ----- 2 _____ FACT. ~____ DELAY _____ LOS ____-- 0PP. AM . _ ` EB --~-~ - ---- ----- ----- ' T 0.797 0.301 153.0 37.4 427 7.0 0.85 37.7 D 36.7 D � � 0.078 0"301 1��3.0 29,1 351 0.0 0.S5 24.S C � WB. ' T 1.213 0.124 153.0 * 196 * 0.85 * * * * ' ' 0.6S1 0°320 153.0 34.4 430 3.0 0.85 31.7 D NB� LTR ^ %.330 0.�1 %� 15�.0 * ` 287 * 0.85 * * * * + SB� ' 0.807 0.196 153~0 44.6 303 10.1 1.00 54.7 E 25.H D T' 0^596 0.516 1W0 19°6 873 0.8 0.85 17.4 C 0-297 0.516 153.0 16°1 743 0.1 0.85 13-7 B In' rsection Delay = * (sea/veh) Intersection LOS = � � | * ~ lay and LOS not meaningful when any v/c in greater` th*n 1.2 ^ 1105 HC M: SIGNALIZED INTERSECTIONS page -1 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET......... NY 376, CR 10LI. NAME OF THE NORTH/SOUTH STREET ....... N' -r'' 76, CEi94 AREATYPE ......................7.....O HER NAME OF THE ANALYST .................. WSH DATE OF THE ANALYSIS ................. 1987 TIME PERIOD ANALYZED . .................PM PEQ-F� OTHER INFORMATION: AIRPORT INTERSECTICN-1` 91 PM PEAK IF HARTMAN IS NOT BUILT TRAF FI C VOLUME:.S A - IZ2 EIS wS N Srj LEFT 66 05 225 THRU 214 191 384 303 RIGHT 17 3 5_ 247 RTOR o 0 0 F? (RTQR volume must, be less than or .equal to RIGHT turn volumes.) A - IZ2 ` INTERSECTION GEOMETRY NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS: EASTPOUND - 2 WESTBOUND = 2 NORTHBOUND ' = 1 SOUTHBOUND = � ` EB WB NB SB LANQ TYPE WIDTH TYPE WIDTH TYPE WIDTH � �..... .... �� TYPE WIDlH 1 - LT 10^0 T 12.0 LTR 12.0 L 13.0 2 R 8.0 R 12.0 12.0 � ! 12.0 12.0 12.0 4 12.0 12.0 12.0 12.0 5 12.0 12. 0 12. 0 12. 0 / 6 � 12.0 12.0 12,0 12.0 L � EXCLUSIVE LEFT LANE T - EXCLUSIVE T1�ROUO!l LANE LT � LEFT/THROUGH LAN2 TR - THROUGH/RIG|�T LR LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR -� LEFT/THRUU8H/RIGHT LANE � ADJUSTMENT FACTORS GRADE HEAVY VBH~ ADJACENT PKG BUSES (%> (%) ' Y/N ___ (Nm) (Nb) PHF ---------- EASTIOUND 0"00 5.00 N 0 WESTBOUND 0°00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 h 019!"'...i SOUTNBOUND 0.00 5.00 ` N 0 # O.90 Nm =yumber of parKing maneuvers/hr; Nb ! - number of buses stopping/hr CONFLICTIN8 PEDS PEDESTRIAN 8UTT01\1 ` (pedoa/hpur) ---------------- (Y/N) _________________ (min T) ARRIVAL TYPE ---------- - . EAMOUND WESTBOUND 0 N 15.8 � NORTHBOUND 0 N 13. "':"; 3 SOUTHBOUND 0 N 13.'�!5' 3 B m min T = minimum green time for padestrians / ( SIGNAL SETTINGS - OPERATIONA� ANALYSIS Page -3 ACTUATED LOST TIME/PHASE = 3.0 CYCLE LENGTH = 152.0 EAST/WEST PHASING PHASE -1 PHAGE -2 PHASE -3 PHASE -4 EASTBOUND LEFT " X THRU X RJGHT X PEDS WESTBOUND LEFT THRU X RIGHT X PEDS NORTHP-OUND RT SOUTHBOUND RT GREEN 45.0 20.0 YELLOW + ALL REQ 4.0 1.0 NORTH/SOUTH PHASING /\ � � `+ ' . | ^� 0.0 0.0 0.0 0.0 - PHASE -1 PHASE -2 NORTHBOUND LEFT X THRU X RIGHT PEDS sbUTHBOUND, LEFT X THRU X X RIGHT X X PEDS EASTBOUND RT WESTBOUND RT X GREEN 30.0 45.0 YELLOW + ALL RED 3.0 4,0 /\ � � `+ ' . | ^� 0.0 0.0 0.0 0.0 - VOLUME ADJUSTMENT WORKSHEET \ . LANE LAKI� AQJ. ` MVT. ADJ. LANE GRF° NO. MTIL. GROWTH GRP. PROP Pk,[` - VOL. PHF VOL. GRP. VOL. LN ' FACT. ..... ..... ..... ..... ..... FACT. _..... ..... _..... _ VOL. \] P| EB A 386 0.95 385 TA 214 0,95 225 LT 611 1 1,000 1.000 611 U.63 Rt , 17 0-95 18 R 18 1 1.000 1.000 18 0.00 1.''8 ` LT 0 0.95 0 TH 191 0.95 201 T 201 1 1.000 1.000 201 0.00 0.'`�` RT 353 0.95 372 R 372 1 1.000 1.000 372 0.00 1,'`0 ` NB ' � 0.9t5 37 ` T` 184 0-95 404 LTR 441 1 1.000 i.000 44/ T ` 0 0.95 0 - LT 225 0~90 250 L 250 1 1,000 1.000 250 1.00 0.00 TH 303 0.90 337 T 337 1 1.000 1.000 337 0.0C RT ' 247 0.90 274 R 274 1 1.000 1.000 274 0.00 ` ' Denotes a Defacto Left Turn Lane Group SATURATION LOW ADJUSTMENT WORKSHEET SAT. NO. f f f f f f f f SAT. FLOW LNS W HV G p BB A RT LT FLOW EB ---- --- ----- ----- ----- ----- ----- ----- -~--- ----- ---- LT 1800 1 0.930 0.975 1,000 1~000 1'000 1.000 1.000 0.969 1582 R 1800 1 0.870 0.975 1.000 1.000 1.000 1.000 0.850 1,000 1298 WB T 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 1.000 1.000 1755 R 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1492 NB LTR 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 1.000 0.460 807 SB L 1800 1 1-030 0.975 1.000 1.000 1.000 1.000 1.000 0.950 1717 T 1800 1 1.070 0.975 1.000 1.000 1.000 1.000 1.000 1.000 1878 R 1800 1 1.070 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1596 ' ' ' CAPACITY ANALYSIS WORKSHEET P aqo' 6 � ADJ. ADJ. SAT. FLOW 0.115 LANE 8RUUP 372 FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACIT/ v/c ' (v/M) (g/C) .... __... __.... .... ___ (c) -__... _..... ... _'_ RA7I0 EB L LT 611 1582 0.386 0.303 479 1. 275 � R` 18 1298 0.014 0.303 393 U.046 WB T 201 1755 0.115 R 372 1492 0^249 N� LTR 441 807 0.546 L 250 1717 0.146 T^ 337 1878 0°179 R� ' 274 1596 ` 0.172 � Cyc1T Length, C = 152.0 sec~ LostAime Per � Cycle, L 12.0 sec. ?� ' � � ' '. ` ��. 0.118 208 0.967 0.316 471 0.789 * 0.303 244 1.H05 / ().197 339 O.7M * 0.520 976 0.34� 0.520 830 0.30 ' Sum (v/s) critical = 1.327 X critical = 1.441 ��wEL~fD�-SFRVlCE WORKSHEET Page -7 ( ` DELAY LANE DE'LAY LANE LANE DELAY LOS v g/C CYCLE d GROUP 6 PROG. GRP. GRP. BY BY RATXO RATIO LEN. 1 CAP. 2 FACT. DELAY LO8 APP. APP. _... ..... ..... _ EB LT 1.275 0.303 152 479* 0.85 * * * * R 0.04� 0.303 152.0 28-G 393 0.0 0.85 24.2 C WB T 0,967 ().1 Il 152.0 5O.7 �08 39.2 0.85 76.4 F 50.0 E F< 0.789 0.�716 152~0 36^0 471 6.0 O.85 3S.7 D NB LTR 1.8O5 0.303 152.0 * 244 * 0~85 ` ^ GB L 0.738 0.197 152.0 43.6 3 3% 9 5.6 1.00 49.2 E 24.1 C T 0,3�5 0.520 152.0 16.2 976 0.1 0.8� 13.9 B R 0.520 152.0 16.1 830 1 0.85 13.8 B Intersection Delay = * (sec/veh) Intersection LOS = * * Del/ay and LOG not meaningfuI when any v/c is greater than 1,2 1'•''85 FEC lyiu SIGh.lrrtl. I!ED TN'T'E:RSEC:TIGNS P,:tge-1 IDEJFAT'IF_YING TSIF0F;1`A1"1:CII# N(-)1'11-':' OF F"1 IE= EAST/ / WEST Carl"FZ EI.......... N Y f F� , CsF� 104 iV6P&IE' OF*' TVIE NOR]"FI/Sift1"1 H STRE:ET.. .. - N` ---�: 8, C.R194 F1RE_(i i YF'E. . . . . . . . . . . . 4 . . . . . . w . . . . . CBD NAME Cil- THE ANALYST .................. W';��}H DATE Of THE (24NAL.Y'S18— ............... 1,991 TIME PEEPIOD F"'dq(-,�1._YZED................. Pd-1 PFwAl•. OTHER 1 F,1fF=" OCT AT I ON AIRPORT T N-['ER SLC:;T1 ON—• 1991 AM PE.Ak: IF HART'i iAN I'F.,U I L.T--7>t VPH TRAFFIC VOLUMES EB bit9 N9 SB L_EFF-1- 2`25 0 19 32.9 THRU 152 2" 34 469 RIGHT 26 Tom' {_) 195 RTOF 4) it i) 0 (RTOR volume must be less than or equal t RIGHT tern volumes.) INTSRSECTION GEOMETRY Papo'2 NUM`ER OF LANES PER DIPECTION INCLUDING ( � TURN BAYS: EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND = 1 SOUTHBUUN0 = 3 .� � EB WB NB SD I.Ame TYPE WIDTH TYPE WIDTH ' TYPE WIDTH _____ ... ..... TYPE WIDTH ____ -.1--l'.."..' . ..... ..... 1 ' LT 10 0 T 12 �) LTR � . . _ ..... .... __ . 12 0 i 13 0 ' . ` ,21 R 8.0 R 12.0 12.0 3 12°0 12.0 12.0 R 14.0 4 12.0 12~0 12.0 12.0 { � 51 12.0 12.0 12.0 12.0 � 6'^ 12.() 12.0 12.0 12.0 q� ` � L - EXCLUSIVE LEFT LANE T - EXCLUSIVE THROU5H LAME LT LEFT/THROUGH LANE TR - THROUGH/RIGHT LANE LR �_ LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE ` LTR'- LEFT/THROuGH/R7BHT LANE � ADJUSTMENT FACTORS ` GRADE HEAVY VEH" ADJACENT PK8 BUSES' Y/N (Nm) (Nb) ____ PH[" ____ __-___-_ _-_ EAST'OUND 0.00 5.00 N ____ 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 NORTHBOUND 0.00 5.00 W 0 0 0.95 ` SOUTHBOUND 0^00 5.00 N 8 0 0.9" r� Nm number of parking maneuvers/hr; N6 = number of busen ytopping/``r -` CONFLICTING PEDS PEDESTRIAN � BUTTON � (pads/hour) (Y/N) (min T) oRRlVAL lYPE _____________-__ _________________ EA8TBODND N 15.8 3 WESTBOUND 0 N 115.8 3 NORTHBOUND 0 N 13. 5 3 SOUTHBOUND 0 N � 13 11""i � c min minimum green time for pedestrian� ` ~ ^ , . SIGNAL SETTINGS - OPERATIONAL ANALYSIS Page -3 ACTUATED LOST TIME/PHASE = 3.0 CYCLE LENGTH = 152.0 EAST/WEST PHASING' --------- �--------- � ------------------ � PHASE -2 PHASE -3 PHASE -4 X X NORTHBOUND RT PHASE -1 EASTBOUND LEFT X THRU X RIsHT X PEDS 45.0 WESTBOUND 0.0 LEFT YELLOW + ALL RED THRU 1.0 R%GHT PEDS --------- �--------- � ------------------ � PHASE -2 PHASE -3 PHASE -4 X X NORTHBOUND RT SOUTHBOUND RT GREEN 45.0 20.0 0.0 0.0 YELLOW + ALL RED 4.0 1.0 NORTH/SOUTH PHASING ______________________________________________________________________ / PHASE -1 PHASE -2 PHASE -3 PHASE -4 � NORTHBOUND LEFT x THRU X RIGHT PEDS SOUTHBOUND ' LEFT Y, THRU X X RIGHT x X PEDS EASTBOUND RT WESTBOUND RT X GREEN 30.0 ' 45.D 0.0 0.0 YELLOW + ALL RED 3.0 4.0 0.0 0.0 VOLU�E ADJUSTMpNT WORKSHEET Pago 4 ' ' LANE LANE ADJ. MVT. ADJ. LAME GRP. NO. UTIL. GROWTH BRP. PROP PHF VOL.". 8RF`. VOL. LN FACT- FACT. ~..... ..... ..... VOL. ..... LF R ( F�B LT 225 0.95 237 TH 152 0.95 160 LT 397 1 1.000 1.0O0 397 0.60 0. Q0 RT 26 0.95 27 R 27 '1 1.000 1.W00 27 0.00 1 . ')0 Wll� LT (> 0.95 0 TH 253 0.95 266 T 266 1 1.000 1.000 266 0.00 '0.0) RT 323 0.95 340 R 340 1 1.000 1.000 340 0.00 1.')0 NB '� LT 19 0.95 20 TH 343 0.95 361 LTR 381 1 1.000 1 . RT 0 0.95 0 �� .. ' LT 328 0.95 345 L ' 345 1 1.000 1 .000 . . TH 468 0.95 493 T 493 1 1.000 1.000 493 0.00 0.00 R7 ' 198 0.95 208 R 208 1 1.000 1.000 208 0.00 1.00 ` ' ` * Denotes a . Defacto Left Turn Lane Group ' ` | , ��>� / { 8ATURATION FLOW ADJUSTMEINT WORKSHEET Page-5 IDEAL ' ADJ. f f f f GAT. FLOW LNG W HV G p BB A RT LT FLOW EB LT 1800 1 0.930 0.975 1.000 1.000 1.000 0.900 1.00# 0.971 1426 R 1800 1 0,870 0.975 1.000 1.000 1 0.900 0.850 1.000 116� WB T 1800 1 1.00{ 0.975 1.000 1.000 1.000 0.900 1.000 1.000 i5B0 R 1800 1 1.000 0.975 1.000 1.000 1.O00 C).900 0.850 1.000 134� NB LTR 1800 1 10 0.975 1.000 l.000 1.000 0.900 1.000 ).604 953 SB L 1G00 1 1.030 0.975 1,000 1.000 1.000 0.900 1.000 0.950 1546 T 1800 1 1.070 0.975 1.000 1.000 I.000 0.900 1.000 1.000 1690 R 1800 1 1.070 0.975 1.000 1.000 1.000 0.900 V.050 1.000 1437 iii-ML..Y`<:: IS lFi(,3RK,:3I"'4Oi',:::"f' Page -6 ADJ. ADJ. SAT. FLOW LANE SROUP F4....i::W RATE F=L..(.:W RATE=' RATIO GREEN RATIO CAPACITY A/c (V) �......._., ........... „.__ (v/S) ----- (c:,;/G) _.._,._..,._....-__-_-- (c) ..--........ MAT IO L_..k.. 397 1426 0.278 0.303 432 0.919 19 � 27 1168 U. sJ2,3 0.303 353 0.077 �.. 266 1580 0.169 V lls 187 1.424 340 1343 0.253 0.316 424 0.802 NO 1... 1 R 'si 1, (�� r�,'r•,,;, 0.400 0.303 288 1 .:, 21 I.... 345 1546 0.223 0.197 305 1.132 �. 1.. ;,k :I.690 0.291 0. 510 879 0.561 R 1437 0.145 0.520 747 0.279 l,`./i';:Le k....nl'Igth, C 132.0 sea. Sum (v/s) critical 1. 171 Look Timei:::Rr Cycle, L„ :,:, 12.0 sec. X critical� 1.271 <;< C _ LEVEL -OF -SERVICE WORKSHEET Page -7 DELAY LANE DELAY LANE LANE DELAY L05 v/c g/C CYCLE d GROUP d PROG. GRP. GRP. BY BY RATIO ----- RATIO ----- LEN. ---~- I ----- CAP, ----- 2 FACT. DELAY LOB APP. APP. EB ----- ----- ----- ---- ----- ---- LT 0.919 0.303 152.0 38.9 432 17.7 0.85 48.1 E 46.6 E R 0.077 0.303 152.0 28.8 353 0.0 0.85 24.5 C WB T 1.424 0.118 152.0 * 197 * 0.85 * * * * R (}.802 0.316 152.0 36.2 424 7.3 0.85 37.0 D NB LTR 1.321 0.303 152.0 * 288 * 0.85 SB L 1.132 0.197 152.0 47.9 305 90.6 1.00 138.5 F 56.1 E T 0,561 0.520 152.0 18.8 878 0.6 0.85 16.5 C R 0.279 6.520 152.0 15.6 747 0.1 005 13.3 B Intersection Delay = * (sec/veh) Intersection LOG � * * Delay and LOS not meaningful when any v/c is greater than 1,2 1985.HCM: SIGNALIZED INTERSECTIONS pnpv-1. IDENTIFYING INFORMATION NAME.OF THE EAST" /WEST STREET ......... NY 376,CR 104 NAME,OF THE-NORTH/SOUTH STREET....... MY376, 4:;R94 AREATYPE........... , ................ OTHER NAMEJF THE ANALYST .................. WSH DAT& OF THE ANALYSIS ................. 1987 TIMEPERIOD ANALYZED .................PM PEAk'', OTHER INFORMATION: AIRPORT INTERSECTION -1991 PM PEAK IF HARTMAN IS BUILT-700WI TRA;IC VOLUMES EP w Np- S f.: LEFT� 366 315 297 THRU 257 272 084 3 0' RIGHT, 17 514 2 47 RTURI: 0 C) 0 (RTOR:volume must be lens than or equal to RIGHT turn volumus.1 1 INTERSECTION GEOMETRY GRADE HEAVY VEH. Page -2 PK8 BUSES _____ NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS: PHF EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND 1 SOUTHBOUND = 3 0 ` EB WB 0.95 NB SB LANE ---- TYPE WIDTH TYPE ---- ----- ---- W%DTH ----- TYPE WIDTH ---- ~---- TYPE WIDTH ---- 1 LT/ 10.O T 12.0 LTR 12.0 ----- L 13.0 2 R 8.0 R 12.0 12.0 T 14.0 3 12.0 12.0 12.0 R 14.0 4 12.0 12.0 12.0 12.0 5 12.0 12. 12.0 12^0 6 12.0 12.0 i2.0 12.0 L - EXCLUSIVE LEFT LANE ARRIVAL TYPE T - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE TR - THROUGH/RIGHT LAME LR - LEFT/RIGHT ONLY LANE 0 R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE NORTHBOUND 0 ADJUSTMENT FACTORS min T = minimum green time for pedestrians GRADE HEAVY VEH. ADJACENT PK8 BUSES _____ __________ Y/N ___ (Nm) ____ (Nb) PHF EASTBOUND 0.00 5.00 N 0 ` ____ 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parking maneuvers/hr; Nb = number of buses stopping/hr CONFLICTING PEDB PEDESTRIAN BUTTON (peds/hour) (Y/N) _________________ (min T) ARRIVAL TYPE EASTBOUND 0 N 15.8 "3 WESTBOUND 0 N 15.8 3 NORTHBOUND 0 N 13.5 3 SOUTHBOUND 0 N 13.5 3 min T = minimum green time for pedestrians SIGNAL SF:T.lINGS — OPERATIONAL ANALYSIS Pao ACTUATED D L..OST TIME/PHASE 3.0 CYCLE LENGTH = 152J) EAST/WEST F'HAS I P41C:s PHASE -1 PHASE -2 PHASE -3 PHASE -4 EASTBOUND LEFT x THRU x R I GHT x PERS WEST"BOUND? LEFT THRU x RIGHT x PERS NORTHBOUND RT SOUTHBOUND FST YELLOW + ALL RED 4.0 1. (-) o. o <<►. is NORTH/SOUTH. PHASING PHASE- 1. PHASE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT x THRU x RIGHT PEUS SOUTHBOUND LEFT x THRU x x R: I: GH -r x x PERS EASTBOUND RT GREEN 30.0 45.0 0.0 0.0 YELLOW + ALL RED 3.(:) 4 . i ; (, ). o o . o V#.:IE...I..i'##::; f`�f'�u!l.!;::.I..r�:�1..1. W(::1F'#::;c;;l#k;k.I" P4 k,.:ANE 1..,1rE AlJ I'ly1' . AE1d L.N'AE GIRP. NO. UT' ].1.— 6ROWTH GRP. . ; PROP PF 0E -- F,H 1-,: F, H VQ:;xk.... 13RP. VOL.. l...ri F='Ac"r Valk... 1,.-F. F .,[ ,. 1 0 . �/ u-� : ;tiny:; I..F 1 ?57 271 k.,.'i" 656 1 1 . C)(.)C) 1 . 000 6 `i 6) ' 0. 59 Y;Y t ) I.:;... 17 1') . ti', 5 1. ;13 R 18 1 1 . t_1c;1(_) 1 . c')t:)t:) 1..1..# :.,..:..2 C) . 9,'F 2Ei t -.a 1.. 286 1 1 . OCX) 1 , l:y(, 0 206 ',;: t1, (li) #"tT I"1, i..l.' 5 11"J1•:1 R 541 1 1.000 1.000 SFjg1 .0.t;o 1.f,Yf.) c -6- 1). 95 c)�F L T R 441 1 1 . 000 1 . i 1i )t=S 441 C.). 00 0 . i')c;y 95 �� `'' c"1, �� , _;1 �. L_ "�, i :� i 1 . l„!Ql„! 1 » l:)l:)0 "1 . =" 1 : 95 "# 319 1 1 . i)00 1.000 19 Oo 0. R 1' 217 {:! . 91,-; :C.rF) R 260 1 :k . i if )t! 1 . t:lt:)C_) 260. . - 0. 00 1 . (.lc.) Iw?'l:.C?t;> a Defacto Left Turn Lane Group A 1 � �-,) SATURATION FLOW WORKSHEET Page -5 ==2= IDEAL ADJ. �AT. NQ. f f f f f f f f SPIT. FLOW LNS W HV G p BB A RT Ll" FLOW -~-- --- ----- ----- ----- ----- ----- ----- ----- ----- ---- EB LT R WB T R 1800 1 (").9-3,C) C).9-75 1.O00 1.000 1.000 1.000 1.000 0.971 1586 1800 1 0.870 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1298 1800 1 1.000 0.975 1,000 1.000 1.000 1.000 1.800 1.000 1755 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1492 NB LTR 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 1.000 0.460 807 8B L 1800 1 1.030 0.975 1.000 1.000 1.000 1-000 1_000 0.950 1717 T 1800 1 1.070 0.975 1-000 1.000 1.000 1.000 1.000 1.000 1878 R 1B00 1 ' 1.070 0.975 1.000 1.000 1.000 1,000 0.850 1.000 1.596 f4,''AC." IN llNNll..,•YSIS) i�14:7f:k::vif�IMl: k ca `E:s ADJ. IS' 6 FL -OV) LANE GROUR N='I....C:1W R Ps T E. F`I....i::1W RATE RATIO GREEN FAT 10 CAPPIC I TY : v/ c (v) C} (c) :. RATIO L,..,.k„ fs 6 1586 ts,414 480 1.x.6'7 � I,4 18 1.298 0.014 c i,f 393 0. 046 I.. 206 175 0. . 163, t:►. 118 208 1.7/8 R 541 1L47' i).:46? t,t: '51 16 471 1. 143 LTR /14J. €l07 0. 546 w,t: 3 . .244 t 1.005 �t I... .:1:. 1 17 C). 182 i1.197 339 0.922 �. `, 1 C3 :� E3 o.170 t:► .5' i,y 91 ' E, Iti 260 1596 i:►. 16= ts.520 830 C = 152. C.) !i�f:?c:. S km (v/s) critical 1N 505 Cyc::1 i:•, , L.•, ..... 12.0 . X cr i t i cal 1.634 ' L��VEL-OF-SERVICE WORK81--lEET Page -7 DELAY LANE DELAY L(.'iNE LANE DELAY LOS v/c g/C CYCLG� d GR0JP d PROG, GRP. GRP' 1.1Y BY RATIO RTIO LEN. 1 CAP. 2 FACT. DELAY LOS APP. AF1 . EB LT �.367 0.303 152.0 * 4B0 * 0.85 * * * * F{ ().046 152.0 28.5 39" 3 0.0 0.8S 24.2 C WB T 1.378 0.118 152.0 * 208 * 0.85 R 1.149 0.316 152.0 42.4 471 90.3 0.85 112.8 F NB LTR 1.80,5 0.303 152.0 * 244 * 0.85 * * * * SB L 0.922 0.197 1G2.0 45.� 339 21.3 1.00 66.8 F 32.3 D T ().327 0.520 152.0 16.0 976 0.1 0.8S 13.7 B R 0.313 0.�20 152.0 1��.9 830 0.1 0.85 13.6 B / 'Intersection Delay = * (sec/veh) Intersection LOS = * \ * Delay and LOG not meaningful when any v/c is greater than 1.2 r�- \� � -` .`�L 198,5 HCM s SIGNALIZED 1N-rER SECT IONS IDENTIFYING INFOIRMA1"1i:JN NAME OF THE EAST/WEST STREi I.......... NY �76,Ck 104 NAME OF THE NORTH/SOUTH STREET ....... NY -;76, CR94 AREA TYPE ............................CBD NAME: OF THE ANAC_YG"f................... WSH-ADD OR WIDEN LANES D(-')-rI~ OF THE ANALYSIS.................12/86 TIME PERIOD ANALYZED ................. (AM F'E:Ai: OTHER INFORMATION: AIRPORT INTEF SECTION -1991 AM PEAK IF HARTMAN IS BUILT-700Yf-''H •1`E=tiA4 'FIC VOLUMES A- 14� EE' w NES SES LEFT 2'25, 15' :.20 THRU 1512 -25 43 468 RIGHT 26 - 198 F T O (RTOR volume must leo than or egL-taI to RIGHT turn volutmes. ) A- 14� { f. INTERSECTION GEOME..i.,RY ^. Page -2 1�:�'�7 4�.Y Nk..lMi::,ER OF i..,F'`cNES PER DIRECTION INCL.UDING TURN SAYS z EASTBOUND UND :-» r WESTBOUND ` 2 NORTHBOUND 2 SOUTHBOUND � '4 WH NB LANE T"','PE.: WIDTH TYPE WIDTH TYPES WIDTH 'TYP'EW WIDTH ,' 1 LT 12.0 T 12.0 L. 12.0 L X3. iJ 2 R 12. 12.0 T 12.0 - '.�.T-- $4.0 G 12. 12.0 12.0 R 14.0 LE 12. i„i 1 :. i.1 12.0 j2.1.3 12 {:,! 12.0 12.0 12.0 12. t„3 12. 0 12. i„► 12. 0 L., EXCLUSIVE LEFT LANE T - EXCLUSIVE THFtOUGH, ANEM 1....f - LEFT/THROUGH LAK�: TR - THROUGH/RIGHT L,ANF; LR LEFT/RIGHT OI411....Y i,...ANE:. R ... EXCLUSIVE RIGHT ONE E..."iR E..,LE=,,..i.,/..i.HROL.IGH/RIL'aH.i, LANE :. a ADJUSIMENT FACTORS �f GRADE:: HEAVY VEH. ADJACENT i'K0 BUSES Y/N (Nm) (Nb) n PHF E'::Fa#;,.1"F{I:'lUND Q.00 5.00 N 0 _:► 0.95 01J:' T' I.It::,i:sI..1ND 0.00 0 5., 00 fij 0 0 ow (J.00 5.00 0 N i! 0 0.95 Nm - nl.titrber of parking maneuvers/hr; Nb = number of busem stopping/hi- topping/hi-COiRlFLICTING CONFLICTINGPi::::DS PEDESTRIAN BUTTON (peer ids/tic_;ur) (Y/N) (min T) ARAVAL. TYPE:: EAS i Bi.lUND N i`1 Is. )"I0R,i„F..I}: i.Jl..li"ID 0 N 14.5 ZM SO1..1,i.,H)sOUNt'.) i! N 14.5 3 min ..I.. :.. minimum green time +ar pedestrians SIGNAL SETTINGS - OPERATIONAL ANALYSIS Page-� ACTUATuD LOST TIME/PHASE = 3.0 CYCLE LENGTH = 152.0 EAST/WEST PHAGING PHASE -1 PHASE -2 PHASE --3, PHASE -4 EASTBOUND LEFT X THRU X RIGHT X PEDS WEGTBOLIND LEFT THRU X R%GHT X PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 45.0 24.0 0.0 0.0 YELLOW + ALL RED 4.0 1.0 0.0 0.0 NORTH/SOUTH PHASING ( PHASE -1 PHASE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT X ' THRU X � ' RIGHT PEDS SOUTHBOUND LEFT X THRU X X RIGHT X X PEDS EASTBOUND RT WESTBOUND RT X GREEN 30.0 41.0 0.0 0.0 YELLOW + ALL RED Z..0 4.0 0.0 0.O VOLUME ADJUSTMENT WORKSHW,1,T Page -4 , LANE LANE ` MYT. ADJ. LANE GRP, NO. UTIL. GROWTH GRP; PROP PROP V8L. PHF VOL. GRP. VOL. LN FACT. FACT. VOL, LT RT LT 225 0,95 237 � TH 152 0-95 160 LT 397 1 1. 000 1.000 397 0. 60 0. 00 RT 26 W95 27 R 27 1 1.000 1.000 ' 27 0./00 1-00 \4B _ . TH 253 0.95 266 T 266 1 1.000 1.000 266 0"00 0.00 RT 323 0~95 340 R 340 1 1~000 1~000 340 0.00 1°00 NB LT 19 0.95 20 L 20 1 1-000 1.000 �''20 1~00 0.00 TH 343 0.95 361 T 361 1 1.000 1,000 361 0,00 0-00 RT 0 W.95 / , . LT 328 0.95 345 L 345 1 1.000 11000 -' 345 1.00 0.O0 3H 468 0.95 493 T 493 1 1.000' 1°000 493 0100 0.00 RT 198 0.95 176 R 176 1 1,000 1.000 `� 176 `. 0.00 1-00 * Denotes a Defacto Left Turn Lane Group '. ^` ` ' '. ` ' -. ,. ' ' . A- /zL .�� SATURATION FLOWADJUSTMENT WORKSHEET ` IDEAL ` �' Am. -__ GAT. NO, f f f f f f ` f f - GAT. FLOuV LNS W HV 8 _~_-_ p ----- BB ----- '` A `' ----- � PT ----- LT ----- FLOW ------- ___1B00 1800 1 1.000 0.975 1.000 1.000 1.000 0.900 1°000 0.971 1534 1800 1 1.000 0.975 1X00 1.000 1.000 0.980`�0°850 ' 1.000 134� 1800 1 1.000 0.975 1.000 1"000 1,000 0,90011.000 1.000 1580 1200 1 1.000 0.975 1.00 0 .00 10 1.000 0.900 0°850 1.000 1343 1800 1 1.000 0.975 1.000 1.000 1-000 0.900 1.000 0.095 150 1800 1 1.000 0.975 1°000 1.000 1.000 0.9001.000 1.000 1580 1800 1 1,030 0.975 1.000 1.000 1.000 .|' 0.900'1.000 ^ 0.950 1546 1800 1 1.070 0.975 1.000 1.000 1°000 0.900 1.000 1"000 1A90 104''0 1 1.070 0,975 1.000 1.000 1,000 0°900/0.B50 z! !/ ` ` ' 1.000 1437 r�A- ` ^1 � \ � ~l CAPACITY ANALYS%S WORKSHEET Page -6 ADJ. ADJ. SAT. FLOW LANEGROUP FLOW F�ATE FLOW RATE RAT I[] RATIO CAPACITY v/c (v) (s) (v/s) (g/C) (c) RATIO EB LT 397 1S34 0-259 0.303 464 0.855 w R 27 1343 0.020 0.303 406 0.067 WB T 266 15 8{ 0.169 0°145 229 1.165 R 340 1343 0.253 0.342 459 0.740 NB L 20 150 0.133 0.276 42 0.481 T 361 1580 0.229 0.276 436 0.827 * SB L 345 1546 0.223 0.197 305 1.132 * T 493 1690 0.291 0.493 834 0°591 R 1 1437 0.123 0.493 709 O.249 Cycle Length, C = 152.0 sec. Sum (v /.$) critical = 1.076 Lost Time Per Cycle, L = 12.0 sec. X critical = 1.168 ` LEVEL-OF-SERVICE Wl:Jlr:k::SHEE"I•.-Page-7 DECAY LANE DELAY LANE LANE "DELAY LOS v/a g/C:, CYCLE d GROUP d PROG. GRP GRP. 8Y q, BY RATIO RATIO O LE N . 1 CAP. 2 FACT. DELAY LOS AGP ,APP. ED L...'k•' 0.1:355 0.303 152.0 37.9 464 10.1 0.05 40.8 it 3117 A R 0.067 67 0. 30 152.0 28.7 7 406 0.0 0.85 24.4 C •'k•• 1.165 0.145 152.0 50.e 229 116.1 0.85 141.V F TV,Q4 F R 0.740 0.342 152.0 33.5 459 4.3 OW 32.1 D N L 0.481 0.276 152.0 34.9 42 6.2 1.00 41.1 E 4417 E ,.i.. 0.827 27 x.1. '276 152.0 39.2 436 8.6 0.85 40.6E 8B AT it L_ 1.132 0.19 7 152.0 47.9 305 90.6 1.00 130.6 F 583 E T 0 . ;`:;910. i493 152.0 _0. 9 8'x;4 v a was le., C R 0.249 0.49 1 t:,2. 0 r16. 9 709 WO O.BS 14.4 B Inter..awtion T)alay = 57.9 QW/veh) Intersection LOS E 1985 HCM- SIGNALIZED INTERSECTIONS Page -1 * * * iE. * * * * * 'K.- * -'�- * * * -K.- * * * * * * * -k -X.- * * * * * * * * *�� IDENTIFYING INFORMATION NAME OF THE EAST/WEST 8TREET......'..WY 376,CR 104 NAME OFTHE NORTH/SOLTH STREET.......NY376` C R 9 4 AREA TYPE. .......................,...CBD NAME OF THE ANALYST. ...~.-....-......WSH DATE OF THE ANALYSIS.... -..-...-.....12/16/87 TIME PERIOD ANALYZED .................PM PEAK OTHER INFORMATION: AIRPORT INTERSECTION -1991 PM PEAK IF HARTMAN IS BUILT-700VPH / TRAFFIC VOLUMES ======================================================================= 0 m � rl EB WB _ NB SB LEFT 366 0 35 297 THRU 257 272 384 303 RIBHT 17 514 0 247 RTOR 0 0 0 30 (RTOR volume must be less than or equal to RIGHT turn volumes.) � rl i INTERSECTION GEOMETRY GRADE HEAVY VEH. ADJACENT Page -2 NUMBER OF LANES PER DIRECTION INCLUDING TURN DAYS; Y/N EASTBOUND • - 2 WESTBOUND = 2 NORTHBOUND D = 2 SOUTHDCTI. ND =3 0.00 5.00 0 ED WB 0 Nis SN LANE TYPE_ WIDTH TYPE WIDTH TYPE = WIDTH TYPE WIDTH 1 LT 12.0 T 12.0 L 1r?.0 L_ 13.0 c_s R 12.0 R 12.0 T 12.~s T 1:4.0 _ 12.0 12.c_s 12.o R 14.0 4 12.0 12. 0 12.0 12. 0 a 12.0 12.0 12.0 12.0 6 12.0 12.0 12.0 12.0 L - EXCLUSIVE LEFT LANE N 'T' - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE :_s TR -- THROUGH/RIGHT LANE LR - LEFT/RIGHT ONLY LANE. _ R -- EXCLUSIVE RICHT LANE LTR - LEFT/THROUGH/RIGHT LANE 14.5 SOUTHBOUND ADJUSTMENT FACTORS min T - minimum green time +or pedestrians GRADE HEAVY VEH. ADJACENT PKG BUSES (%) (%) Y/N (Nm) (Nb) PHF ---- EASTBOUND 0.00 5.00 0 N 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5= c tit_) N i s c_s 0.95 SOUTHBOUND 0.00 t 0 2. 00 N 0 0 0.95 Nm =: nuiiiber o+ parking maneuvers/hr; Nb = number o+ buse5 topping/hr CONFLICTING PERS PEDESTRIAN BUTTON {1:eds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N IS. B WESTBOUND :_s 1"1 18.8 _ NORTHBOUND s N 14.5 SOUTHBOUND +. s ON 14.5 _ min T - minimum green time +or pedestrians I GhaAi,_, GET 1" I N GS ANALYSIS ACI-1,UATE1) LOST TIMEfF'HF.�SE _ .c:y CYCLE LENGTH EAS.... / WE -',:S T F'HAS I NL F'HASE-1. PHASE --:: i='F.1ASL'-_ PHASE --4 EAS"rBOEJND LEFT x T HRU n WESTBOUND L0`1' T HRU x R J. GKI x F'L: h:�_1 NOR T'HPOUND RT SC)UTHEtCil..iND FT YELLOW -+- ALL RED 4. 0 1. () C). t' -a o.0 NORTH/SOUTH PHASING PHASE-- i PHASE—? PHASE -3 PHASE -4 NORTHBOUND LEFT x THRU x RIGHT F'EDS SOU"rHE40UND LEFT x THRU x x RIGHT X X F'EDS EASTBOUND RT WESTBOUND RT x GREEN 30. 0 41 . 0 t_►. 0 YELLOW + ALL. RED 3.o 4.() o. o 0.0 A-IS2 ( VOLUME ADJUSTMENT WORKSHEET Page -4 LT 35 0.95 LANE L LANE 1 1.000 ADJ. 37 1.00 M= TH ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP 0.00 VOL. PHF VOL, GRP. VOL. LN FACT. FACT. VOL, LT Rl' EB SB LT 366 0.95 385 0.95 313 L 313 1 1.000 1.000 313 TH 257 0.95 271 LT 656 1 1.000 1.000 656 0.59 0.00 RT 17 0.95 18 R 18 1 1.000 1.000 18 0.00 1.00 WB LT 0 0.95 0 TH 272 0.95 286 T 286 1 1.000 1.000 286 0.00 0.00 RT 514 0.95 541 R 541 1 1.000 1.000 541 0.00 1.00 NB LT 35 0.95 37 L 37 1 1.000 1.000 37 1.00 0.00 TH 384 0.95 404 T 404 1 1.000 1.000 404 0.00 0.00 RT 0 0.95 0 SB LT 297 0.95 313 L 313 1 1.000 1.000 313 1.00 0.00- TH 303 0.95 319 T 319 1 1.000 1.000 319 0.00 0.00 RT 247 0.95 228 R 228 1 1.000 1.000 228 0.00 1.00. * Denotes a Defacto Left Turn Lane Group / , SAlUH��llON FLOW ADJUSTMENT WORKSHEET ' ' �. P�ge-� ` AD . �AT. NO. f f f f , f f GAI. FLOW �NB W HV G p 89 A ` RT LT FLOW EB LT 1800 1 1,000 0.97 1.000 1.000 %.000 0°900 1.800 �.971 15 �4 �� l300 1 1 . 0�0 0. 975 1 . 000 1 ° 000 1 . 000 0. 900 Q. B50 ' 1 ~000 1343 WB �' ' T 1800 1 1.000 0.975 1°000 1°000 1.000 0°90U'1.O00 1°000 1580 F�l 18 1 1 . 0Wy0 9,75 1 . 000 1 ° 000 1 . 000 0~ 90O�0.850 ^ ' 1°000 1343 Nl� ^ L 1800 1 1 . 000 1 . 000 1 . 000 1 . 000 0,900 'i~008 0. 09t3 150 T 1800 1 1.000 5 1.000 1.000 1.O00 0,9001°�00 ' ' 1°000 1580 �| L 1800 1 1.0�0 ().9,75 1.000 1,000 1.00O Q. 00 1.000 0.950 1546 T J. 1 1 - 070 0. 975 1 . 000 1 . 000 1 . 000 0.900 1 "000 1.000 1690 R 1{: 1 1 . 070 0. 975 1 . 000 1 ,000 1 , 00U 0. 9UU 0"8t`;0 1 .000 14""17 ' CAPACITY ANALYS %S WORKSHE ( Page-6 AJ° ADJ. GAT. FLOW LANE 8ROUP FLOW RATE FLO� R��TE RATIO GREEN RATIO CAPACITY v/c (v) (s) (v/S) E� LT 656 1534 0,427 0.303 464 � 18 1343 0.013 0.303 406 0.044 WB T 286 15G0 0.181 0.145 229 1.252 R 41 342 459 1.1 8 * NB L 37 150 0.245 0.276 420.886 T 404 1580 0.256 ().276 436 0.926 * SB L 313 1546 0.202 0.197 3 1.025 � T 319 1690 0,189 0.493 334 0.382 R 228 1437 0.159 0.493 709 0.322 Cyc1�? Length, C = 152,0 sec. Sum (v/s) critical = 1.289 Lost Time Per Cycle, L = 12.0 sec. X critical = 1.399 /A.- i r -E G:� ' LEVEL-OF-SERVICE WORKSHEET ` ` ^' ^ ` DELAY LANE DELAY LAMET LANE DELAY LOS' v/c g/C CYCLE d GROUP d PROG. 8RP GRP. BY BY RATIO RATIO LEN. _____ 1 CAP" 2 ----- FACT. ~____ DELAY --_--` LOS APP. ----- APP. --_-~ _ ----- ----- ---- LT 1-412 0°303 152.0 * 464 * 0.85 R 0.044 0,303 152°0 28"5 406 0°0 0.85 24~0 , � [� ' ' � T 1.252 0.145 152.0 * 229 * 0.85 � 1.t78 0.342 152.0 41.9 459 107.5 0.85 126.9 'F L 0.886 0.276 152.0 40.1 42 65.4 1"00 10515 F 54.9 E T 0.926 0.276 152.0 40.7 436 18.5 0.85 50°&' E ` 6B L 1.025 0.197 152.0 46.6 305 46.9 1°00 93~5 'F 43.6 E T 0.382 0.493 152.0 18.3 834 0.1 0.85 15.7 C R 0.322 0.493 152.0 17.6 709 0.1 0.85 15.1 ' ' C / ]nterseation � Delay = * (sec/veh) Intersection ' ' LOS � * * May and LOS not meaningful when any v/c is / greater,than 1.2 1985 HCM: SIGNALIZED INTERSECTIONS Page -1 � IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET ......... NY 376,CR 104 NAME OF THE NORTH/SOUTH STREET ....... NY376, CR94 AREA TYPE ...... ........ .............. CBD NAME OF THE ANALYST .................. WSH-ADD OR WIDEN LANES DATE OF THE ANALYSIS ................. 1994 TIME PERIOD ANALYZED ................. AM PEAK OTHER INFORMATION: (RTOR HARTMAN-700VPH,ARTERIAL BUILT -INTERSECTION IMPROVED TRAFFIC VOLUMES EB WB NB SB LEFT 235 0 20 92 THRU 156 263 287 313 RIGHT 27 81 0 207 RT[XR 0 0 0 30 (RTOR volume must be less than or equal to RIGHT turn volumes.) ` ' ' ' , {N7R��5CTION GEOME TRY '.�'/ . ` Page-� Nm = numb park,ing maneuvors/hr; Nb = mumher of bumes stopping/hr CONFLICTING pEDg ` NUMBER OF PER DIRECTION INCLUl}ING TURW BAYSx �i ^ EASTBOUND = 2 2 NORTHBOUND 2 SOUTHBOUND 3 EB WB 3 NB ` LANE TyPE WIDTM TYPE WIOTH NORTHBOUND 0 WIDTH TYPE WIDTH 1 LT 12.0 T 12°0 L 12"0 ''_L t3.0 2 R 12. 0 R 12. 0 T 12. 0 ' `��T ^ 14.0 3 12.0 12.0 12.0 . '' R 14.0 4 12,0 12.0 12,0 , . ^^ |'��_ 12.0 5 12. 0 ' 12. 0 12. 0 ~. ''� 12. 0 / ' 6 12-0 12. 0 12. 0 '�' 12.0 L - EXCLU8IVE LEFT LANE T - 1---XCLUS1VETHR0U(3H ` LANE LT - LEFT/TF�ROUGH LANE TR - THROUGH/RIGHT LANE L� - L�F�T/RI8HT ONLY LANE R - EXCLUSIVE RIGHT LANE �TH - LEFT/T1 IROUGH/RIGHT LANE ` ADJUSTMENT �ACTORS ` / ' | �===... �==�=��=============��==�=========��====�====�=�===�==�=== ` 8RADE HLEAVY VEH. ADJACENT Ff,'�G BUSES , (%) (%> Y/N (Nm) (Nb) PHF EASTBUUND 0.W0 5.00 N 0 0 0. 95 WE8TBOUND 0.O0 5.0() N 0 0 0°95 NORTHBOUND 0.60 5.00 N 0 0 0.95 SOWTHBOUND 0.00 5.00 N 0 0 0.95 Nm = numb park,ing maneuvors/hr; Nb = mumher of bumes stopping/hr CONFLICTING pEDg PEDESTRIAN SUTTON/�' (pecs/hour) 4Y/N) (min T) '/�. ARRIVAL TYF�� EASTBQUND 0 N 18.@ |�`�� 3 WE�T�OUND Q N 18.8 31 NORTHBOUND 0 N ' 14.5 :7) VFHBOUND 0 N 14,5 mim T = mivii, nxxn Qreen tim� for pedestrians " i I GN( SETT I NGS --- OPEI: AT I i:INAI,., ANAL.Y w:r I S ACTUATED LOST T I t41E / f''F IA Sl: - 3 . i:r CYCl...E L.ENI:•iTH 152. c,r EAST/WEBS')" PHPiSING PHASE-- I PHASE -2 F='HASE--7. PHASE -4 EASTBOUND L XI F T x THRU X RIGHT x F'E:7DS WE:.STP.C.rUND LEFT THF1'�U X RIGHT A F•EDS NORTHBOUND RT SOUTHDGUND RT GREEN 45. 0 25. C5 c:}. C) Cr. Cr YELLOW + ALL RETS 4:o 1 . !) i > t r 0 . t:? NORTH/SOLI T H PHASING PHASE-- I PHASE; --2 PHASE ---4 PHASE -4 NORTHBOUND LEFT THRU k RICHT PERS SOUTHBOUND LEFT X THRU X x RIGHT X X PE DS EASTBOUND RT WESTPOUND RT x GREEN 0.0 40.0 0.0 0.0 YELLOW + ALL RED 3.0 4. Cr 0. 0 . s f . o VOLUME 21 L 21 1 1.000 Page -4 1.00 0.00 TH 287 0.95 302 T 302 1 1.000 1.000 302 0.00 0.00 LANE LANE 0.95 ` ADJ. MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROp PROP VOL. ---- PHF ---- VOL. ---- GRP. VOL. LN FA CJ, FACT. VOL. LT RT EB 97 1 %.000 ---- ---- -- ----- ------ -~-- ---- ---- LT 235 0.95 247 1 1.000 1.000 329 0.00 0.0O RT 207 TH I56 0.95 164 LT 412 1 1.000 1.000 412 0,60 0.00 RT 27 0.95 28 R 28 1 1.000 1.000 28 0.00 .1.00 WB LT 0 0.95 0 TH 263 0.9"5 277 T 277 1 1,000 1.000 277 0.00 0.00 RT 81 0.95 85 R 85 1 1.000 1.000 83 0.00 1~O0 WB LT 21 L 21 1 1.000 1.000 21 1.00 0.00 TH 287 0.95 302 T 302 1 1.000 1.000 302 0.00 0.00 RT 0 0.95 ` 0 SB LT 92 0,95 97 L 97 1 %.000 1.000 97 1.00 0.00 TH 313 0.95 329 T 329 1 1.000 1.000 329 0.00 0.0O RT 207 0.95 186R 186 1 1.000 �.000 186 0.00 1.00 * Denotes a Defacto Left Turn Lane Group SATURATION FLOW ADJUSTMENT WORKSHEET IO2AL ADJ- SAT. NO. f f f f f f `''''� f GAT. FLOW LNS W _____ HV ____~ G ----- p ----- BB _~___ A ',^ ----- '.� RT ----- LT ----- FLOW -___ LJ 1800 1 1,000 0.975 1.000 1.000 1.000 0.900 71.000 0~971 15�3 R 1800 1 1.000 0.975 1.000 1.000 1~000 0.9000.850 1.000 i343 WB . 7 :1800 1 1.000 0.975 1°000 1.000 1m00 0.90o.1.000 1"000 lw0 R 1800 1 1.000 8.975 1.000 1°000 1,000 0.9000.B5V 1.000 � 134� NB L 1800 1 1.000 0. 975 1.000 1 .000 1.000 0. 900 ^1~000 0.09e 154 T 1900 1 1.000 0. 975 1,000 1.00D 1.000 0. 9001,000 � 1.000 1580 L 1800 1 1.030 0,975 1.000 1.000 1.000 0.900 1.000 0.950 1546 T 1800 1 1.070 0.975 1.000 1.000 1.000 0.900 1.000 1.000 1690 R 1000 1 1.070 0.975 1.000 1.000 1"000 0.900 01250 ` 1.000 1437 CAP�C1TY ANALYSIS WQRKSHEET 21 154 0°137 Page -6 ADJ. ADJ. SAT. FLOW 302 LANE GRGUP 0.191 FLOW RATE FLOW RATE HATIO GREEN RATIO CAPACITY v/c (v) (s) (v/s) (g/C) (c) RATIO EB 0.063 0.197 305 0.317 * T LT 412 1533 0.268 0.487 464 0.887 * P 28 1343 ().021 3 406 0.O70 WB T 277 1580 0.175 ' ().151 239 1.iL58 R 8�� 1343 0.064 0.349 468 0.182 NB - L 21 154 0°137 0.270 42 0.506 T 302 159G 0.191 0.270 426 0.709 * SB L 97 1546 0.063 0.197 305 0.317 * T 329 1690 0.195 0.487 823 0.400 R 186 1437 0.129 0.487 699 0.266 Cycle Leng-�h, C = 152.0 sec. Gum (v/s) critical = 0.BB7 Lost Time Per (-'ycle, L = 12'0 sec. K critical = 0,964 k.,..E4'I::::#......(:li;;»..._SERL':C1:E AJC)RH:;f:iHEE''l'gG,.»-"7 »» .».� .�.� ��........, .... -.� �..�..._...... _..� �..�� «... �. _. -..� _. „� ...�� _:. »�. r_. _....� .:3 :..::........ Wr ._ ....- � ..... r•. n...-� ..�., n.� .rte-..�... .�.� C �^ .....'-.. �' '«� SL"r .^.. wy`n � �^.....w .`r Sii .'-.. r+.. �7.'^ .: C .`... �.,.:» DELAY LANE. DELAY LAW MANE ANE DELAY LOS v/a y/C CYCLE d GROUP d PROS. GRP. :' ORP. BY BY RATIO O RA"I IO LEN. 1 LAN. 2 FACT, DELAY LOS APP. APP. ------ EB N. L... I 0.887 0..x,0 1 52.0 � 8. 4 464 1 i . 9 0 C5 43.6. 42.4 E w Y'3 .,I.. 1. 150 () . 151 152.0 Jif,} . 4 1239 1 1 1. 1 0�yy 5 137.W f 110,2 F R0. 1i:�;�2 0.349 14'F2. 0 �. 6w 2 468 0.0 O S 22.3 K NB L 0.506 l'_5. 270. 152.0 35.7 42 7.5 1.00 43.2: E 36.0" A ..I_ 0.709 0.270 152.0 8.1 426 3.7 0.85 35.5 0 C:? 1... �:}. »:1'I t}. 1�i'7 152.0.:"ti.7 "m o•2 1.00 3910 U 1,6 ..t.. 0.400 0.487 152.0 18.9 823 0.2 0.85 16.2 C R 0.266 0.487 152.0 M5 699 0.1 005 14.9 B Int:.ur!:,.act.i.on Delay __ 47.3 (sea/veh) Intersection LOS E I I 1991 HCMv SIGNALIZED INTERSECTIONS' page -J, IDENTIFYING INFORMATIOI',4 NAME OF THE EAST/WEST STREET... ...... NY 376,CR 104 NAME OF THE NORTH/SOUTH STREET ....... NY376, CR94 AREA TYPE.: ......... ; ................ COT) NAME OF THE ANALYST .................. WSH DATE OF THE ANALYSIS ................. 1994 TIME PERIOD ANAUYZED ................. PM PEAK', OTHER INFORMATIONt HARTMAN 700VPH,ARTERIAL BUILT -INTERSECTION IMPROVED 'TRAFFIC: VOLUMES ED we NB SB LEPT 2.16 ----- C) ----- 21 07 THRU 206 200 225 237 RIGHT 28 88 258 RTOR y 0 0 30 IRTOR volume must be less. than or equal to RIGHT turn volumes.) A- ��4 INTERSECTION GEOMETRY 6RADE HEAVY VEH. ADJACENT Pogo -2 NUMBIR OF LANES PER DIRECTION INCLUDING 'TURN BAYS: EASTBOUND _:, 2 WESTBOUND - _- NORTHBOUND = 2 SOUTHBOUND = 3 EE4 WB c_s. t)c_) moi. oc) NB i.) LANE TYPE WIDTH TYPE WIDTH TYPE WIDTH TYPE WIDTH N 0 0 0.95 2 R 12.fi R 12..0 T 12.E1 T 14.o 0 0.95 SOUTHBOUND ().00 5. t,)4_] 4 12.0 12. 12.0 12. i.) 5 12. 0 12. s-) 12.0 12. s_) 6 12. t_, 12. t_, 12.0 1 ' . t ) L - EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUGH LANE LT - LEFT /THROUGH LANE: Thi - THROUGH/P I GH'T LANE LF; - LEFT/RIGHT ONLY L -ANE C) R EXCLUSIVE f= IGHT LANE ( L -1"E LEFT/THROU5H/RIGHT LANE: WESTBOUND 0 ADJUSTMENT FACTORS min T = minimum green time for pedestrians, 6RADE HEAVY VEH. ADJACENT P G BUSES Y/N (Nrll) (Nb) PHF EASTBOUND c_s. t)c_) moi. oc) N i.) i.) 5 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND i=). i_)C) J. 00 N 0 0 0.95 SOUTHBOUND ().00 5. t,)4_] N i,) 0 0.95 Nm = number of parking maneuvers hr; Nb number of buses stopping/hr CONFLICTING PERS PEDESTRIAN BUTTON (peds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND C) N 13.S WESTBOUND 0 N 18.3 ._ NORTHBOUND 0 N 14.5 3 SOUTHBOUND 0 N 14.5 .. min T = minimum green time for pedestrians, 13 OPERA'TIONAL ANALYSIS "I"'IME/PHASE W 3.0 CYCLE LJ NOTH = 152. c} HEIRMHUMIX X 'f L if tL.J x x x x F I'A} Y( -'i LOW t (-'4L1VZED 4. A - I c, � Pl-]ASE--:� PHt'MSE-2 PHASE -3 PHASE -4 X x x X KT RED 4.0 0.0 0.0 . ..... . . . ..... ..... .... ..... ..... .. .. . PHASE :,-.5 PHASE -4 ill OR 'T I.- I 11"i Cj 1,.1611'.) L x X R C"Wil, HEIRMHUMIX X 'f L if tL.J x x x x F I'A} Y( -'i LOW t (-'4L1VZED 4. A - I c, � / VOLUME ADJU8�MENT WOR�SHEET P 4 age - LANE LANE ADj. MVT. ADJ. LANE 8RP. NO. UTIL, GROWTH GRP. PROP PROP VOL. PHF VOL. GRP~ VOL. LN FACT. FACT. VOL. LT RT E0 � ... ..... ..... .... ... .... LT 246 0.95 2,--;9 TH 206 0.95 217 LT 476 1 1.000000 1.000 476 0.54 0.00 RT 28 0.95 29 R 29 1 1~ 1.000 29 0.00 1.00 WB LT 0 0.95 0 TH 200 0.95 211 T 211 1 1.000 1.000 .4L 0.00 0.00 RT 88 0.95 93 R 93 1 1.000 i.000 93 0.00 1.O0 NB LT 21 0.95 22 L 22 1 1'000 1.000 22 1.00 C). 0C.) TH 225 0.95 237 T 237 `1 1.000 1.000 237 0.00 0.00 RT 0 0.95 0 SB LT 87 0.95 92 L 92 1 1.0001.000 92 1.00 0.00 TH 237 0.95 249 T 249 1 1.00� 1.000 249 0,00 0.00 / RT 258 0.95 240 N 240 1 1.O00 1.000 240 0.00 1.00 � Denotes a De -facto Left Turn L-anc: Group SATURATION r -:'LOW ADJUS7ME,NT WORKSHEET Page -5 IDEAL ADJ. SAT. NO. f f f f f f f f GAT. FLOW LNS W HV B A RT LT FLOW EB ' LT 1800 X 1.000 0.975 1~000 1.000 1.000 0.900 1.000 0.974 1538 R 1900 1 1.000 0.975 1.000 1.000 1.000 0.900 0.850 1~000 1343 WB T 1800 J. 1.000 0.9 1.00O 1.000 1.000 0.900 �.000 1.000 1580 .R 18Q0 1 1.000 0.975 1.000 1.000 1.000 0.900 0.O50 1.000 1343 NB ` L 1800 1 1.000 0.975 1.000 1.000 1.000 0.900 1.000 0.098 154 T 1800 1 1.000 0.975 1.000 1.000 1.000 0.900 1.000 1.000 15B0 8B L 1 0 1 1.030 0.975 1.000 1.000 1.000 0.900 1.000 0.950 1546 T 18O0 1 1.070 0.975 1.000 I.000 1'000 0.900 1.000 1.000 1690 R 18001 1.070 0.975 1.000 1.000 1.0U0 0.900 0.850 1.000 1437 (-- CAP("iC1TY ANALYSIS WORKSHEET Pa�e-6 ADJ. ADJ. SAT. FLOW LANE GROUP FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c . (v) (S) (v/s) (g/C) (c) RATIO ___ ___________ __________ -------- ____LT LT 476 1538 0.309 0.303 465 1.022 * P 29 1343 0.022 0,303 406 0.073 / WB T 211 1580 0.133 0.151 239 0.881 R 93 1343 0.069 0.349 468 0.198 NB L 22 154 0.143 0.270 42 0.532 T 237 15B0 0.150 0.270 426 0.5E6 * SB ` L 92 1546 0.059 0.197 305 (}.300 * T 249 1690 0.148 0.487 823 0.303 R 240 1437 0.167 0.487 699 0.34-15 Cycle Length, C = 152.0 sec- Sum (v/s) critical = 0.769 Lost Time Per Cycle, L = 12.0 sec. X critical "= 0.835 / \ LEVEL -OF -SERVICE WORKSHEET YES r DELAY LANE DELAY LANE LANA:. DELAY LOS V/u g/C' CYCLE d GROUP d PROS. BAF..:: SRP. BY. BY RATIO RATIO LEN. I CAP. 2 FACT. DELAY LOS' . APP. A&P. E;4:;� L._..k.. 1.022 0.303 152.0 40.7 465 30.2 2 i= W 674 F 64.6 F R 0.073 0.303 152.0 28.7 406 0.0 0.85 24.4 Ca IL 0.881 0.151 152.0 48.0 239 20.3 0.85 58.1 F � 47. '2 E R C;f . 1.'�� t;i c�r . 349 152 . i�r ,�:. cs . "�; 468 i:f . i„i 0.85 �/{y ::: �? , E. L 0.532 2 0. 270 152.0 .,;6. 0 42 8.9 1.00' 0' 4.4.9 E 3310 D T 0.556 0.270 152.0 36.2 426 1.2 0.85 31.8 D SCt L. 0.300 0 0. 19 152.0 39.6 6 30 0.2 1.00 39.7 ` 7D 19.3 G k.0..';f;E:., 0.487 152.0 17.8 823 0.1 0.85 15.2 Cr R 0. 343 0.487 152.0 18.3 699 0.1 0.85 15.6 8 Intersection Delay :-_ 40.4 (seC/Veh) Intersection LOS = E 1985 HCM: UNGI8NALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION ------------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET..........~... 55 PEAK HOUR FACTOR ........................ ^........ .9� AREA POPULATION .................................. 150000 NAME OF THE EAST/WEST STREET..............,...... NY 376 NAME OF THE WORTH/SOUTH STREET,~....,............ CR 93 NAME OF THE ANALYST! ................... .....-.... WGH ' DATE OF THE ANALYSIS (mm/dd/yy).............~..., 1987 TIME PERIOD ANALYZED............................. EXISTING AM PEAK INTERSECTI0N TYPE AND CON7R0L ___-_____________________________________~_______�________ INTERGECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES ---------------------------------------- EB _____________________________________ EB WE NB SB LEFT 0 241 17 -- THRU 320 205 0 -- ' RIGHT 9 0 172 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB LANES 2 2 1 -- am ` ADJUSTMENT ________________________________~____-____--______~_____~~-~�__~__~__ FACTORS SIGHT DIST~ FINAL (Table 10-21 -------------- ' ` - ' ^� `' � 2 ��'`�� .. age- ADJUSTMENT PERCENT RIGHT TURN CURB RODIUS. � ' <ft) ACCELERATION LANE NB 6. 6.50 GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURN8 EASTBOUND _______ 0.00 ---------- 90 _~______________ 20 �~~--_-_-_~_____ N WESTBOUND 0.00 MINOR LEFT13 90 20 �`� ^ N ` NORTH8OUND 0~00 90 20 { � N : ^` ' VEHICLE COMPOSITION __________-_________~__~-____--_---__~-___-__-~_---__�___~--___---_--~_ ^ / | ,' % GU TRUCKS % COMBINATION ' - AND RV'G .. VEHICLES % MOTORCYCLES ' ` ___________ ------------- _--___-_-_�� `^ WE8TBOUND ^ � 0 0� /-� NDR3HBOUND 5 0 - \ ` .. ' ` v' CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST~ FINAL (Table 10-21 -------------- VALUE ADJUSTMENT CRITICAL GAP MINOR RJGHT� -------- ----------- ---- NB 6. 6.50 6.50 0.00 �� ` � '�x 6.50 . MAJOR LEFTS WB 6.00 6.00 0.()0 �'' , 6,00 MINOR LEFT13 NB 8°50 CAPACITY AND LEuEL-OF-SERVICE �a�e-� -----------------------------------------------~--------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED .ESERVE RATfE (DAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph> c (pc�ph> c (pcph> c (pcph) c = c - v LO� p M SH R S� MINOR STREET NB LEFT 18 176 120 > 120 > 102 > D ` > 508 > 30q >B RIGHT 186 747 747 > 747 > 561 A MAJOR STREET' WB LEFT 260 668 668 668 408 A 1985 H(,',I'I-. UNSIGNALIZED INTERSECTIONG IDENTIFYING INFORMATION --------------- AVERAGE RUNNING sr-EED, 1.116ORSTREET .............. �.'i 5 PEAKHOUR FACTOR ....... ........ 00 .............. AREA POPULATICSN ................................. NAME. OF:' THE EAST/WE(SF Sl'REIF.T. ................... t,,l Y ?'r6 NAME OF THE N0RTH/SOU'T+-1 1,311RE':El ............ CIF. 1-T-3, NAME OF" THE ANALYST .........a .................... WSH DATE OF THE ANALYSIS (fjiai/dd/yy� .................. 1987 TIME PERIOD ANALYZED ..................... EXI'S INTERSECTION TYPE AND CONTROL - ------------------------- -------------- ,INTERSECT-ION TYPEc T --INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------- ------------- EFA wa NB S8 LEFT 0 183 22 THRU 260 396 RIGHT, I Q C) 226 NUMBER OF LANES ---------------------------------------- E8 WB NR SB LANES 2 2 1 VEHICLE TABULA VALUES ADJUSTED SIGHT MST. FINAL_. PERCENT RIGHT TLJI•~;N C;t il;tF':t RADIUS (ft) AC_ CE' L_ERAT ICN Lf -)NE ADJUSTMENT GRADE ANGLE PCI,, icIL3HT 'TtJI`W3 I::'0R h1i,H"r' TURNS EAS1"D0UND t s a i ii s () 2(") N w6-S..;.,F,0uNI) c;). tsi,s Sty 20 Iii 1'0'.lR:T F4B('3LJND i i. C)o go CSU T H B O i i P,a17 -,_. ------- fy� 00 6. 004:!, VEHICLE COMPOSITION �. SU COMBINP,"r'icN AND RV 'S. VEHI CL.ES . MOTORCYCLES EASTBOUND 5 WESTBOUND 5 NORTHPKWI%41) a i s C) SOUTHBOUND CRITICAL GAPS no TABULA VALUES ADJUSTED SIGHT MST. FINAL_. ffe(b I e 10-.,2) VALUE ADJUSTMENT CRITICAL. GAP' MINOR DIGHT NB b. 50 6. SO 0. 00 6. Ji.! MAJOR LEFTS wr-,t fy� 00 6. 004:!, ! )ij 6. Q(-) MINOR L EI --,' TS ND 9.50 8.50 0. i. c) 8.5 no CAPACITY AND LEVEL -OF -SERVICE Page -3 ___________________________________________________________ MINOR STREET NB LEFT 25 150 126 > 116 > 91 > E > 515 > 228 )C RIGHT 262 774 774 > 774 > 512 > A MAJOR STREET WB LEFT 212 716 716 716 504 A POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcpQ c (pcph) c (pcph) c = c - v LOS ------- p -------- M --------- GH -------~---- R SH ------------ --- MINOR STREET NB LEFT 25 150 126 > 116 > 91 > E > 515 > 228 )C RIGHT 262 774 774 > 774 > 512 > A MAJOR STREET WB LEFT 212 716 716 716 504 A / 198� HCMn UNSIGNALIZED INT�RSECTl�NS P�ge-1 �* -h -le., -le., 4.,�� IDENTIFYING INF0RMATION --------..... —..... .... ---------------..... .... .... .... ... ----------~--..... ...... --------------------- �VERAGE RUNNIN�SPEED, MAJOR 8TREET..-,...,~..... I;j5 �EAK HQUR FACTOR.....-....,...................... .95 AREA POPULATION................................". 150000 NAME O� THE �AST/WEST �TREET.'..'.........-.~.... NY 376 NAME OF THE ............. C, IR 93 NAME OF THE ANALYST..,.......,.^................. W2H DATE OF THE ANALYSIS (mm/dd/yy)....... ... ...-..... 1991 AM TIm: PERIOD ANALYZED.."....-... .............. ..... HARTMAN NOT BUILT INTERISECTION TYPE AND CONTROL ----------------------------------------------------------------~---- / ` INTERSECTION TION MAJOR STREET DIRECTION: EAST/WEST C"ONTROL TYPE NORTHBOUND: STOP SIGN ' TRAFFIC VOLUlES EB WB NB SB LEFT 0 297 18 -- THRU 350 221 0 -- ' RIGHT 9 0 191 -- NUMBER OF LANES EB WB NB 8B LAN2 2 1 `-- SEI}jI..JSTC'EI::;:N F' FACTOR1,3' ---------------------------------------------------- l='aqe.,.;:.. PERCENT T R I i.: HT TURN CURB RADIUS US (ft) ACCELERATION LANE GRADE ANGL.E;. FOR RIGHT TURNS FOR RIGHT TURNS EA:;a..I..B[::#iJND 0.00 90 20 N 20 EV NORTHBOUND 0.00 90 20 N --- VEHICLE (:Oi'{POSITICJI` % SU TRUCKS COMBINATION AND RV 113 VEHICLES Z MOTORCYCLES EASTBOUND 5 C) 0 WESTBOUND 5 c_s 0 E�1f..lE'1"E"F If'CE...sE.kE``�N.) ;;, ;.► ., i,l , CRITICAL SAPS ...... ..... ..... ....—._---,...—.,._...,..._.._.,..,.._..,,—._...--_.--..._,.--..,.--_,......---M..._,—__.:---- r ---M.---... ------- TABULAR VALUES IDJUSTED SIGHT DIST.:: FINAL. (Table 10-2) VALUE ADJUSTMENT ,' CRITICAL CTAP MINOR RIGH03 6.50 MAJOR LEFTS WB 6.00 6.00 0.00 00 MINOR E....EEaT33 CAPACITY AND LEVEL-OF_GERVIC�� Page-� _..... ... ..... .... ..... ..... ..... ..... ____..... __... ... ..... ________....... ........ _____..... .... ..... __________________ A .�-1o,3 POTEN- ACTUAL ' FLOW- TIAL MOVEMENT �HA�ED REGERVE RATE CAPACITY I' 1-Y, CAPACITY CAPACITY MOVEMENT v(pcph> c (�cph) c (pcph} c (pcph} c = c - v L0S p _.... .... M _________ ______ GH R SH _.... ..... .... ..... ____ ` MINOR ST�EET NB LEFT 19 14 82 > 6", > E ' > 435 RIGH7 206 7 1 731 MA�OR STREE� WB LEFT 320 640 640 640 319 B A .�-1o,3 ( 1985 NCM: UNSIQNALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RLNNINU SPEED, MAJOR STREET.............. 55 PEAK HOUR FACTOR.............'...'............... .95 AREA POPULATION ...........^....................., 150000 NAME OF THE EAST/WEST STREET ..... 4............... NY 376 NAME OF THE NORTH/SOUTH STRE£T................... LR 93 NAME OF THE ANALYST... .............. ............. WSH DATE OF THE ANALYSIS (mm/dd/yy).. ..~,.....°.,.... 1991 PM TIME PERIOD ANALYZED ............. .......... HARTMAN NOT BUILT INTERSECTION TYPE AND CONTROL ------------------------ _____________________________________________ INTERSECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN ` TRAFFIC VOLUMES ---------------------------------~----------------------------------- ` ' EB WB NB SB ____ ____ ____ ---- LEFT 0 198 23 -- THRU 284 432 0 RIGHT 19 19 0 268 -- NUMBER OF LANES __________-_____________________-______________________________ EB WB NB SB ------- ------- ------- ------- LANES 2 2 1 -- / ADJUSTMENT --------------------------------------------------------------------� FAC7DRS ADJUSTED SIGHT DIST. FINAL Page -2 VALUE PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE -------------- ___________MINOR GRADE ---------- ANGLE FOR ---------------- RIGHT TURNS FOR RIGHT TURNS EASTBOUND 0.00 90 Wg 20 ----------------� N WESTBOUND 0.00 MINOR LEFTS 90 20 N NORTHBOUND 0.00 8.50 90 8.50 20 N SOUTHBOUND ----- --- --- - VEHICLE COMPO8ITI01',1 ______________________________________________-__________________-_-_ % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND ___________ 5 ------------- 0 -------------- ____________EASTBUUND 0 WESTBOUND 5 0 0 , NORTHBOUND (` 5 ' 0 0 SOUTHBOUND -_- --- --- CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) ______________ VALUE ADJUSTMENT CRITICAL GAP MINORRIGHTS ________ ___________ -------------- ___________MINOR NB 6.50 6.50 0.0n 6.50 MAJOR LEFTS Wg 6.00 6.00 0.00 6.00 MINOR LEFTS NB 8.50 8.50 0.00 8.50 CAPACITY AND LEVEL -OF -------------------------------------~------------------------------- -SERVICE Page -3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (poph) c = c - v LQS p ______ M _________ SH ____________ R SH ____________ -- MINOR STR� NB LEFT 25 124 95 > 95 > 70 > E > 488 > 174 >D RIGHT 289 761 761 > 761 > 471 > A MAOOR STREET WB LEFT 214 693 693 693 479 A ` ��-\|� � m 1985 HCM: UNS%GNALIZED INTERSECTIONG Page -1 * -K. -0 * * * * -Y. -V.l 4�. -V1 * * * -K * * * * +1 * * * * * -K, * * * -Y,- .)E, * * * 4. *,W.� .1".* *,x. * �,,- -j(, * * -K -;�- * ** * * * -x- * * -0. * * * 4. * 4. -X.� IDENTIFYING INFORMAT' JON �.... .... .... ..... ..... ��..... .... ..... ��- . ..... .... ... .. .....�� AW��RAGE RUNNING SPEED, MAJOR STF&�ET.............. 55 P K HOUR FACTOR.,~...~.......................... .95 AREA POPUL('TION............................-..... 150f.)00 NAME OF .............,........ NY 376 WA11E OF THE NORTH/SOUTH STREET.......-..-........ OR 93 NAME OF THE ANALYBT.............................. Ws DATC� OF THE ANALYSIS (mm/dd/yy).................. 1991 AM TIME PERIOD ANALY%EI}.......°.........-..'........ HARTMAN BUILT-7t0VP1--1 %NTERSECTIO� TYPE AND CaNTROL INTERSECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE t-,IORTHBOUND. S'T*OP SIGN TRAFFIC VOLUMES E 0 WB NB SB LEFT O 297 45 -- THRU458 329 0 -- RI8HT 27 0 191 -- NUMBER OF LANES EB WB Wj3 8B LANES 2 2 1 -- AD,::{I.lt::3,»I,.Mki:hlT FACTORS ----------------------------------------------- F'a9{,.:».2 PE RC:ENT RIGHT "I"URN C`.LJk"1B RADIUS ( 4 t,) ACCELERATION L.ANL-i: GRADE ANGLE FOR R R I Ul"iT TURNS FOR RIGHT TURNS Y!(101- 0) 0. . is{ i 9(::) 2f) N y:3I'1I.f..I1.Il'.03 NI) V.... ... ..... _ M VEHICLE COMPOSITION /. SU ,I..f;;l.J4:'KS % COMBINATION VF::b•-! I 0L.Iri:S "/ MOTORCYCLES E:::A S Wl:.#1`•.11':1 I.Ji:'.,S [ Bf.lIJN1.) e_j o Y CRITICAL BAPIS ------------------------------------------------ TABULAR R VAI..I..il':a:S ADJUSTED SIGHT DIST. FINAL (Ta b l e. 1 {,).. 2) IVALUE ADJUSTMENT CRITICAL CHAP MINOR RIQH03 MAJOR L...E:::F ..I 'c: MINOR I...E:::i:,:,..1:. ,,'i lal:+ i;I. 5() C3. Vic► 0.0o 8.50 / ` CAPACITY AND 1 EVEX.,-0E-SiFRVICE Page -3 ... .... _..... _... ... ..... ________________.... ..... .... ..... ..... ... .... _..... .... .... _____________ POTEN- ACTUAL FLOW- TIAL MOVEMFNT SHRED RESERVE RATE CAF,AC%TY Cfl) PAC%TY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph> c (pcph) p M SH R SH M%NOF� STREET NB LEFT t."j2 84 15 F > 159 > -114 >F RIGHT 221 673 673 > 673 > 452 > A MAJOR STREET ' WB LEFT 344 ~543 543 543 199 D 1985 NCMw. UNGIGNA�IZED INTER8�(�TIO�tS Paqn-1 IDENYIFY%N8 %NFORMATION _..... ... ... ______-__.... _—______ AVERAGE RUNNING MAJOR STREET.............. 55 / PEAk HOUR FACTOR- .... .°.."...... ........ .......... .c,�5 AREA POPULATION .... ................. ..^...... ..... 150000 ` NAME OF THE EAST/WEGT ...................~.. NY 376 NAMC OF THE N(.'RTH/SOUTH 8TREET............,...... CR 93 NAME OF THE!�, ANALYS"V.........°.°....... ........... WSH . DATE OF THE ANALYSIS (mm/dd/yy) °°.."..........,.. 1991 PM -. ` ` ' �IME PER %OD ANALYZED1A1::IrlTMA1\1 BUILT ` ' INTERSECTION' TYPE AND CONTROL �..... �� INTlRSECr%ON TYPE: 1"'—INTERSECTION MAJOR STREET DIRECTI�Nx EAST/WE8T CONTRWL' E NORTHBOUND: GTOP SIGN TRAFFIC VOLUMES __..... _.... ..... _... ..... __... _..... _..... ... ... ..... ..... __..... ..... ..... _... ..... ... ... _..... ___ � ` EB WB NB GB � ' LEFT `� �� . 0 198 52 -- ` � THRU 44560� RIGHT 59 0 268 -- ` , , NUMBER OF LANES �..... ..... �..... .... ... �� , EB WB NB SB � !'�` —�----- ----�-- ------- --�---- |_ANE'G 2 2 1 -- � ( �' \ ' ' / ADJUSTMENT ` _____________________________________________________________________ FACTORS % COMBINATION FINAL Page -2 AND RV'S PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE _____________ 0 GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND _______ 0.00 __________ 90 ________________ 20 _________________ N WESTBOUND 0°00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- - VEHICLE COMPOSITIOW CRITICAL GAPS TABULAR VALUES % GU TRUCKS % COMBINATION FINAL (Table 10_21 AND RV'S VEHICLES % MOTORCYCLES EASTBOUND ___________ 5 _____________ 0 ---------------- ____________EASTBOUND 0 WESTBOUND 5 0 0 NORTHBOUND 5 0 0 WB 6.00 6.00 0.00 6.00 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10_21 VALUE ADJUSTMENT CRITICAL GAF'' -------------- RIGHT8 MINOR RIGHTS -----~-- ----------- ----------- NB 6.5; 6.50 0.00 6.5() MAJOR LEFTS ' WB 6.00 6.00 0.00 6.00 MINOR LEFTS NB 8.50 8.50 0.00 8.50 CAPACITY AND ...... ..................................,............................................. LEVEL -OF -SERVICE ............ ------------------------------------ ..-»..,...-,-..-.. PC7TEN— ACTUAL FLOW TIAL MOVEMENT SHARED RESERVE RA"F•I:::. CAPACITY CAPACITY CAPACITY CAPACITY P'iOVEM1:::1',f..f,. v(pcph) a (pcph) c (pcph) r (pcph) -v.= c :.,:-W v LOS p tl SM R PH I`'i:I:Nf::R ca..L'f•vtiEE'.f. 60 53 34 > 34 .r >16 > F > 167 204 W, 1 t I l.':rj...l.l.. : 10 665 665 > 665 > '354 > Ll ( 1985 HCM: UN8IGNALIZED INTERSECTION',--.) Page -1 IDENTIFYING INFORMATION ------------------------------------------------------------------------ AVERAGE RUNNING SPEED, MAJOR STREET.............. 55 PEAK HOUR FAC�[0R........,..................'..... .95 AREA POPULAT%ON.....................'............ 1 .000 NAME OF THE-EAST/WEST STREET..................... NY 376 NAME OF THE NORTH/SOUTH STREET......,............ CR 93 ' NAME OF THE ANALYST.............................. WSH-AM PEAK DATE OF THE ANALYSIS (mm/66/yy)................... 1994 TIME PERIOD ANALYZED.~,.................'........ HARTMAN700,AFyER%AL INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: T-%NTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB NB NB SB LEFT 0 310 45 -- THRU 276 166 0 -- RIGHT 10 0 149 -- NUMBER OF LANES _____________________________________________________________________ EB WB _______ ------- LANES 2 2 ��-|\g -' . . ~ NB SB 1 .-- � ADJUSTMENT ___________ FACTORS _________________________________________________________ Page -2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND _______ 0.00 __________ 90 ________________ 20 _________________ N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- _ VEWICUE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ----------~-- ------------- EASTBOUND 5 () 0 WESTBOUND 5 0 0 NORTHBOUND 5 0 O SOUTHBOUND --- --- --- CRITICAL GAPS TABULAR VALUES (Table 10-2) -------~----- MINOR RIGHTS - NB 6.50 MAJOR LEFTS WB MINOR LEFTS NB ----------- ADJUSTED VALUE 6.50 6.00 B.50 ------------------- _------ SIGHT DIST. FINAL ADJUSTMENT CRITICAL GAP ___________ ____________ 0.00 6.00 0.00 8.50 f„ ral„' Vit. , .... I•„•.AND ....�..•LEVEL—OF—SERVICE .......,••_••,,.V ._---w._,.----„_...._.._—M.._.—.. — ----,^. ----- F='(_i..I.,E::hJ— ACTUAL FLOW TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MC:iVL'•:;C'iL•..NT 'v (paph) c: (p ph) (ptph) r Qcphti) c c � V tr•Cl:a p M SH R SH MINOR STREE"I” ND I...t,.`^.T 49 1H1 110 110 y 62 > I; > 322 > 113 >D RIGHT 161 69 769 - �> 769 > 609 > A MAJOR OR 1.1 ..1..REE..1.. / 1985 HUM: UNGIGNAt-%ZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION _____________________________________________________________________ AVERA8E RUNNING SPEED, MAJOR STREET.............. 55 PEAK HOUR FACTOF'.'...............-.............. .95 AREA POPULATION ...-...............^........-..... 150000 NAME OF THE EAST/WEST STREET..................... NY 376 NAME OF THE NORTH/SOUTH STREET.......,........... CR 93 NAME OF THE ANALYST ..................... .......... WGH,PM PEAK DAT£ OF THE ANALYSIS (mm/dd/yy) ................ .. 1994 TIME PERIOD ANALYZED ............. ................ HARTMAN700,ARTER%AL ` INTERSECTION TYPE AND CONTROL ------------------------------------------------------ _-------------- INTERSECTION TYPE; T-%NTEFUSECTIDN MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES ---------------------------------------------------------------------- NUMBER OF LANES ------------------ ___________________________________________________ EB LANES 2 WB 2 NB SB _______ ------ 1. _____1 - - EB WB NB SB LEFT 0 207 53 -- THRU 626 335 0 -- RIGHT 20 0 220 -- NUMBER OF LANES ------------------ ___________________________________________________ EB LANES 2 WB 2 NB SB _______ ------ 1. _____1 - - ADJUSTMENT FACTORS ----------- 1 ----------------------------------------------------------- Page-2 PERCENT RIGHT TURN CURB RADIUS 4+t) ACCELERATION LAW�� GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNSi ------- ---------- TASYBOUND 0.00 90 7 -------- 2 --------------------- H WESTUOUND 0.00 go 03 NORTHBOUND o. t)() 9(,-) 20- ki ;VEHICLE COMPOSITION ......................... 7 ------------------- ----------------------. % SU TRUCKS % COMBINATION AND f,"W'S VEHICLES l MOTDRCYULEI.,.+ -EASTBOUND 5 0 iWESTBOUND 5 NPRTHBOUND 5 PPITICAL SAPS ------------------------------------------------------------------ TABULAR VALUES ADJUSTED SISHT DISTV FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL 60''' ------------_- -------------- ' MIMOR RIGHTS -------- ----------- 6.50 6.50 0. 00 6.50 VqfOR LEFTS WB 6.00 6.00 0. 0(.,) 6.00 WOR LEFTS NP 8.50 B.50 0.0o 8. 5:) / ` CAPACITY AND .... _________________________ 69 36 .... ge-3 .... _..... __~______-___ MAJOR STREET POTEN- ACTUAL 434 434 FLOW- TIAL MOVEMEWT SHARED RE",SERV�"E. RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMEN'T v(pcph (pcph) c (pcph> c (pcph> c = c - v LOS p ... .... .... __ M _________ SH ____________ R SH MINOR G' NB LEFT 61 69 36 RIGHT 324 605 605 MAJOR STREET WB LEFT 240 434 434 T�-\7�i - T > 36 > 174 > -212 >F > 605 281 > C 434 194 D 1985 HC.31- SlGNPiLIZED P a g e * * Xl. * * * * * * X.- * * K. Jxl * * * * * -x. 1h. * * * ********-KIx. * IN, -X. *1 *1 1M. * * * * * * -XI lw- * * 1XI * * * * 1* * * * * * * * *• .* * * lNFORMAT10N NAM11".' IS 1 - f --,,'E UL -I .......... 1\1 y 8 NAME;:' OF' TI --IE' t-,IOR-IV-I/Sc)(j-r+i 9rRF';T-lJ'. 297 AREA . . .. . . . . . . . . . THRU NAME,:' or, -ri-w. oiw-)i-Ys,r . . . . . . « w DATE OF- 'I"PiE i")NALY931S . . . . . .. . . . . . . . . . 12/1('.')/06 TIME PERIOD PiNALYZED ................. AM f"'EAVI., 01THER. INF'ORVIATION: MEYE"RE)" 1991 AM—LANE AIND SI.GNAL ADDED LEFT 297 45 THRU 458 12 " 9 R I GHT 2 - / c) 191 C) RT OR 45 (RTOf--,' VOIUMC-2 MLU:�t be. lass than or Q-qual to RIGHT turn volumes.) INTERSE_C7ION GEQMETRY Page -2 NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS: EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND = 2 SOUTHBOUND = 0 EB WB LANE TYPE WIDTH TYPE WIDTH 1 T 12.0 L 12.0 2 R 12.0 `T 12.0 3 12.0 12.0 4 ±2.0 12.0 5 12.0 12.0 6 0 12.0 L - EXCLUSIVE LEFT LANE LT - LEFT/THROUGH LANE LR - LEFT/RIGHT ONLY LANE LTR - LEPT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS N� TYPE WIDTH L 12.0 R 12.0 12.0 12.0 12.0 12.0 SB TYPE WIDTH T 14.0 R 14.0 12.0 12.0 12.{} T - EXCLUSIVETHROUGH LANE TR - THROUGH/RIGHT 'LANE R - EXCLUSIVE RIGHT LANE min T = minimum green time for pedestrians ARRIVAL TYPE 3 3 3 GRADE HEAVY VEH. ADJACENT PKG BUSES (Y/N) (min T) (%> (%) Y/N (Nm) (Nb) PHP EASTBOUND 0.00 5.00 N 0 0 0.95 WESTBOUND 0.00 5.00' N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 5.00 N 0 0 8.95 Nm = number of parking maneuvers/hr; Nb = number of buses stopping/hr min T = minimum green time for pedestrians ARRIVAL TYPE 3 3 3 CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N) (min T) EASTBOUND W N 8.5 WESTBOUND 0 N 8.5 NORTHBOUND 0 N 14.5 SOUTHBOUND 0 N 14.5 min T = minimum green time for pedestrians ARRIVAL TYPE 3 3 3 SIGNAL SETTINGS - OPERATIONAL ANALYGIS Page -3 FIRE T1MED L0ST TIME/PHASE = 3.0 CYCLE LENGTH = 90.0 EAST/WEST PHASINQ PHASE -1 PHASE -2 PHA8E-.7; PHASE -4 El: AST, BOUND LEFT THRU ` X R%GHT X PEDS ' WESTBOUND LEFT X THRU X RIGHT PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 65.0 0.0 0.0 0.0 YELLOW + ALL �ED 3.0 0.0 0.0 0.0 NORTH/SOUTH PHAS%NG ! PHA 8E-1 PHASE -2 PI - AGE-3 PHASE -4 � NORTHBOUND LEFT X THRU RIGHT X PEDS SOUTHBOUND LEFT THRU RIGHT PEDS / EASTBOUND RT WESTBOUND RT GREEN 19.0 0.0 YELLOW + ALL RED 3.0 VOLUME �DJUSTMENT WORKSHEET Page -4 LANE LAN� ADJ. MV�. ADJ. LANE GRP. N0. WTIL. GROWTH GRP. PRIOP VOL. ---- PHF ---- VOL. ---- GRP. VOL. ~--- LN FACT. FACT. VOL. LT RT EB ---- -- ----- ------ ---- ---- ---- LT 0 0.95 0 ' TH 458 0.95 482 T 4 2 1 1.(')00 1.000 482 0.00 0.00 RT 27 0.95 17 R 17 1 1.000 1.000 17 0.00 1.00 WB LT 297 0.95 313 L 313 1 1.000 1.000 313 1.00 0.00 TH 329 0.95 346 T 346 1 1.000 1.000 346 0.00 0.00 RT 0 0.95 0 NB LT 45 0.95 47 L 47 1 1.000 1.000 47 1.0O 0 00 TN 0 0.95 0 RT 191 0.95 154 R 154 1 1.000 1.000 154 0.00 1.00 SB ° �T 0 0.95 0 TH 0 0.95 0 RT 0 0.95 0 w Denotes a DC -facto Left Turn Lane Group / � T3-129 "'I'llEA"I" WORICSHEETage p 1 sol"i". tAD. 41 4� 4 f + + f f SAT. 1:::'l )W LNS (Aj HV G p BB A RT Ll" FLOW T. I ID 0.975 1.(jo0 1.O()(,) 1.000 1, 000 000 17515 Fti (3 1 I.(..K.")() ().97tti 1.00o 1.(.Y00 0. E350 1. i)Qt) 141?2 w ll( Y) I 1.0(")(;) (')-975 1-000 1-0(m) 1,000 I -C)00 1.S 0. 488 1;356 I I.CK)(.Y C.).9*75 I.(.)OC) 1.000 1.000 1 . C)(:x) 1.000 1715 t,'j I CK')() I 1 0(1)() 975 1 4)()+) 1 . C)(--)(".) 1 000 1 . OC), 1. (M)(7) 0.85(.) 1492 R I 'E"C)C.) I I.C)(K) 0,975 1.000 I.o00 1.000 0. C35o 1oo0o 141?2 T3-129 CAPACITY ANALYSIS �ORKGHEET Page -6 AQJ. ADJ. SAT. FLOW LANE GROUP FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c (g/C) (c) RATICI EB T 482 1755 V.2 8 @ R 17 1492 0-012 0.722 1077 0,016 WB ` L 856 0.365 0.722 618 0.506 * T 346 1755 0.197 0.722 126B 0.273 NB L 47 1492 0,032 0.21l 315 0.150 F< 154 1492 0.103 0.211 489 * SB Cycle Longth, C = 90.0 sec. Sum (v/s) critical = 0.468 Lost Time Per Cycle, L = 6.0 sec. X critic -al = 0.502 LEVEL-OF-�ERVICE WORKSHEE� Pa�e-7 DELAY LANE DELAY L.ANE LANE DELAY LOS v/c g/C CYCLE d GROUp d PROG. GRP. GRP. BY BY RAT 10 RAT%O LEN. 1 CAP. 2 FACT. DELAY LO�S APP. APP. E S T 0.380 0.722�.6 1268 0.1 l.00 3.7 A 3,7 A R 0.016 0.722 90,0 2.7 1077 0.0 1.00 2.7 A Wkl L 0.506 0.722 90.0 4.2 618 0.6 1.00 4.7 A 4.0 A T 0.273 0.722 90.0 3.3 1268 A WB L 0.150 0.211. 90.0 22.0 315 R 0.489 0.211 90.0 23.7 315 SB - 0.0 1.00 22.0 C 1.0 1.00 24.7 C Intersection Delay = 6.9 (sec/veh) Intersection LOG = B 24.1 C i 1"x�f:Su- 1.1CM. 'i1:f::iNAL..Ir1.:1) 1N' ERSECTIClNS A:• •yr .i4..iF. ,� .Z§• te• •k- 9r .y�, t4..iS .1� .i#..4:.}4..yp •� df. ,)E, •iF •i#• •'r�� -k .Yt..1e, •ih •yE -iF •kf• fit• ,y� ,� •iE- •� of �4 a4� �iE• 3E •ib •!4� aF 34• a4-'iF- -k• iE ,�. # •*• -if iF 9P •l1- •)N ib •�' •iP •Ih dF �F •iF iF •IF �f''�• ,� .3E if lD :1,171:F''"YIi E', TI'JFOF,1110,1'1Cil<.i >; I' 3t=lh'IE : CiF "I"I_ E t:3'1 RE'ET O ........ NY 376 NAI,IL: i_')F:: "i 4AE. NORT•H/SL:il.l' 11 cs"rREE:T'....... Get 93 ; AREA I f::'E.•.,I.._.......,........Y......0THER 1\111'!11 lE t::!F:. „I..I»It:: Ni iL..Y ti !................... WSH ; ..I'I' w . . . . . . . . . . . . M . . . • N+/ `.:i / 5.3 1., .1i"IF::: F='F:"Rl4:i1) F{NAL..YZU:D................. PM PE(,V; C 1. l..;k::.f•, 1. �tili::'1..3F'i if "I' l Clika y F Vl E), 1 c,i' 91. P11--LANE, S1GNA NB SH CI 198 52 1..11Fi,.4 445 605 0 0 R T i,' I.I I 59 r"i 268 cl IC) C) 4 w t► (R"FCIFVm,l. ufvic: m u�A he lo.ss tl`ian car equal to RIGHT turn Vol L mes ) r3- 132 INTERSECTION GEOMETRY Page -2 NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS: EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND = 2 EB BUSES WB NB (min T) LANE TYPE WIDTH TYPE WIDTH TYPE WIDTH 1 T 12. L 12.0 L 12.0 2 R 12.0 T 12.0 R 12.0 3 12.0 12.0 1260 4 12.0 12.0 12.0 5 12.0 12.0 12.0 6 12.0 12.0 12.0 SOUTHBOUND = 0 SB TYPE WIDTH L 13.() 7 14.0 R 14.0 12.0 12.O 12.0 L - EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE TR - THROUGH/RIGHT LANE LA - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE � ` LTR - LEFT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS ' GRADE HEAVY VEH. ADJACENT PKG BUSES (Y/N) (min T) (%) (%) Y/N (Nm) (Nb) PHF EAGTBOUND _____ 0.00 __________ 5.00 ___ N ____ 0 ___- 0 0.95 WESTBOUND 0.00 5~00 N 0 00,95 NORTHBOUND 0.00 5.00 N 0 60.95 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parking maneuvers/hr; Nb = number o4 buses stopping/hr min T = minimum green time for pedestrians ARRIVAL TY�� 3 3 3 3 CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N) (min T) EASTBOUND 0 N 8.5 WESTBOUND 0 N 8.5 NORTHBOUND 0 N 14.5 SOUTHBOUND 0 N 14.5 min T = minimum green time for pedestrians ARRIVAL TY�� 3 3 3 3 SIGNAL SETTINGS - OPI'MATIONAL' 01�NALYSIS Page -3 PRETIM1-097' TIME/PHASE= 3.0 CYCLE LENGTH = 90.0 EAST/WEST PHASINO PHASE -1 PHASE -2 PHASE -3 PHASE -4 EASTBOUND LEFT THRU X RIGHT X PEDS WESTBOUND LEFT X THRU X RIGHT PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 65�0 YELLOW + ALL HED 3.0 0.0 0.0 NORTH/SOUTH PHASING PHASE -1 PHASE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT X THRU RIGHT X PEDS SOUTHBOUND ' LEFT THRU RIGHT PEDS EASTBOUND RT WESTBOUND RT GREEN 19.0 YELLOW + ALL RED 3.0 0.0 0.0 0.0 0.0 0.0 0.0 �' {::11... L..f 1'� l ii::: F�'� N:?,:11.1 � ..I„ N'I k::: N'�N.. 1�1 f:1 N l.," �:,j..; l":: N:= "I` N ,a :, ge-�a _._._.....,._..,... LANE I. - ANE ADJ . i'lV"i" . OD,3. LANE iiRF= . NC). UT I L... GROWTH GRP. ` "' PROP PRCIF' VOL— VOL.— GRk''. VOL— L N FACIT. FACT. VOL. LnT . RT '; 41,08"I 468 1 1 . {:;>tit) 1. f, ()0 '468 O 0C) 0. 00 {.Y« t5tcF 51R til 1 1 . i Yf Yf„i QCi0 51 U, oo 1 . f»if;Y L.....i.. 1 t:>'t::{ :Y. i' i CYk1 L �,f )k 1 1 . f;Yf.1f 1 1 . f )c.)f»► 2091'' 00 0. 00 IIAC:sf.i!' i,1. t'? 5 6"!:'r, N,. 637 1 1 . f„Y Cif..) 1 . f O() 637 0 00 f. 0. 0 L,1.,N.• t. s :.y . 7 1"S c,;y 95 IIS5 1... 55 1 1 . C)OC) I. C)00 55 1 oo f:) , l o N..l...i f..Y i..i 915 L,y.,l,. f;, t,:, f:: �.} t^L. . i, ;,,.,, .. S 1 i :'�C j . ()wi , f»Yf;if»1 ) 0� 00 1 . 0(.,) 9k f"y D0faCto I_.ef-t "N'Urn I. arie Group `t35 / SATURATION PLOW ADJU8TMENT WORKSHEET page -5 IDEAL ADJ. SAT. NO. f f SAT. FLOW L31119 ... .... ... _ ___ W _... ..... ... _ HV _____ 8 _____ p 8B A RT LT FLOW EB _ __..... __ T 1800 1 I.000 0.975 1.000 1.U00 1.000 1.000 1.000 1.000 1755 ' R 18O0 1 1.000 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1492 WB L 1800 1 1.000 0.975 1.000 1.00O 1. I. 1.000 �.474 �32 T 180 975 1.0O0 1.000 1.000 1.000 \,000 1.000 1755 NB L 1800 1 1.000 0.975 1.000 1.000 1.&00 1-000 1.000 0.850 192 R 1300 1 1.000 , 0.975 1.000 1.o00 1.00i') 1.000 0.850 1.000 1492 SB |^ CAPACITY ANALYSIS WORKSHEET Page -6 ADJ. ADJ. GAT. FLOW LANE GROUP FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c (v) --------- (M) --------- (v/s> (g/C) (c) RATIO EP ----- ----------- ---------- ----- T 468 ^ 1755 0,267 0.722 1268 0.370 R 5t 1492 0-034 0.722 1077 0.047 WB L 208 832 0.250 0.722 601 0.347 T 637 1755 0.363 0.722 1268 0.502 * mB L 55 1492 0.037 0.211 315 0.174 R ' 235 1492 0.158 0.211 315 0.747 * SB Cycle Length, C = 90.0 sec, Sum (v/s) critical = ().520 Lost Timeper Cycle, L = 6.0 sec. X critical = 0.558 / L�VEL-O�-SERVICE WORKSHE�T Page-� DELAY LANE DELAY LANE LANE DELAY LOS v/c g/C CYCLE d GROUP 6 PROB. GRP. GRP. BY BY RATIO ----- RATiO ----- LEN. 1 CAP. 2 FACT. DELAY LOS APP. APP. EB ----- ----- ----- ----- ----- ~---- ---- ----- ---- T 0.370 0.722 90.0 3.6 1268 0°1 1.00 3°7 A 3.6 A R 0.047 0.722 90.0 2.7 1077 0.0 1.00 2.J' A WB L 0.347 0.722 90.0 5 601 0.1 1.0(l 3.7 A 4.2 A T 0.502'n,722 9C). C) 4.1 1268 0~3 1.00 4.4 A NB L 0.174 0.211 90.0 22,1 315 0.0 1.00 22.1 C 29-8 D R 0.747 0.211 90.0 25. 315 6.4 1.00 31.6 D 8B Intersection Delay 8.5 (sec/veh} Intersection LOS = B 19SM HCMi SIONALIZED INTERSECTIONS IDENTIFYING INFORMATION NAME OF- THE LAST/WEST STREET ...... NY 376 NAME OF THE NORTH/SOUTH STREET ....... ROBINSON LANE + LAKE WALTON RD AREATYPE ...................... ......OTHER NAME.0F THE ANALYST .................. wsF] DOTE,OF THE ANALYSIS ................. 1997 TIMPPERIOD ANALYZED ................. AM OTHER INFORMATIONi ROB I NSON-WALTON INTERSE(.,TION EASTINO AM PEAi�!: TRAFFIC VOLUMES E B WD NEI 99 LEFT 51 115 51. 42 THRU 408 403 51 40 RIGHT z 58 03, 40 RTOW Q (RTOR volume must be less then or equal to RIGHT turn volumes.) INTERGECT1ON GEOMETRY Page -2 (` NUMBER OF DIRECTION INCLUDING TURN DAYS - EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND = 1 SOUTHBOUl\D 1 EB WB NB SB LANE TyPE WlDTH TYPE WIDTH TYPE WIDTH TYPE WIDTH I LT 9.0 LT 9.0 LTR 12.0 LTR 10.0 2 R 0 R 8.0 12.0 12.0 3 12.0 12.0 12.0 12.0 4 12.0 12.0 12.0 - 12.0 5 12.0 12.0 12,0 12.0 6 12'0 '12.0 12.0 12.0 L - EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE TR - THROUGH/RIGHT LANE LH - LBFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS l GRADE HEAVY VEH. S ADJACENT PKBUSES (%) (1) Y/N (Nim) (Nb) PHF EASTBOUND0.00 5.00 N ` 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 o.95 NORTHBOUND 0.00 .00 N 0 0 O.95 SOUTHBOUND 0,00 5.00 N 0 0 0.95 Nm = number of parking maneuvers/hr; Nb = number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND ' 0 N WESTBOUND � �` 0 N NORTHBOUND 0 W 11.5 3 SOUTHBOUND 0 N 11.5 ' 3 min T = miniouM green time for pedestrians SIGNAL SETTINGS - OPERATIONAL ANALYSIS Page -3 SEMI -ACTUATED LOST TIME/PHAGE = 4.0 CYCLE LBNSTH = 75,0 EAST/WEST PHASING PHASE -1 PHAGE -2 PHASE -3 PHASE -4 EASTBOUND LEFT X THRU X RIGHT X PEDS WESTBOUND LEFT X THRU X RIGHT X PEDS _ NORTHBOUND RT SOUTHBOUND RT GREEN 46.0 0.0 0.0 0.0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 NORTH/SOUTH PHASING ' ------------------ _--------------------- / PHASE -1 � PHASE -2 _______________ PHASE ------ _________ PHASE -4 NORTHBOUND LEFT X THRU X RIGHT X P EDS SOUTHBOUND LEFT X THRU X RIGHT X PEDS ' EASTBOUND RT WESTBOUND RT GREEN 21.0 0.0 0.0 0.0 ' YELLOW + ALL RED 4.0 0.0 0.0 0.0 VOLUMS ADJUSTMENT WORKSHEE''I'' L A N MV*T'. ADD. LANE GRP. NO. UTIL, GROWTH GRK PROP PRUC :' VOL, PHF VOL. GRP. VOL. ---- LN -- FACT. ----- FACT. ------ VOL ---- LT ---- R.., ---- ES LT 51 0.95 t4 TH 408 0.75 429 LT 4SS 1.000 1.000 0.00 RT 51 0.95 54 R 54 1 1.000 1.000 54 0. 00 1. 0) W8 LT 115 0. 9�; 121 'TH 403 0.95 424 LT 545 1 1.000 1.000 545 0.22 0.00 RT 58 0.95 61 R 61 1 1.000 1.000 61 0.00 1.0() ND LT 51 0.95 54 TH 51 0.95 54 LTR 163 1 1.000 1.000 163 0.33 0-31 RT 53 0.95 56 BB '-LT 42 0.95 44 TH 40 0.95 42 LTR 128 1 1.000 1.000 128 0. 34 0. 0!!; RTj 40 0.95 42 Denotes a Def ticto Left Turn Lane Group c- 1 C)4 SATURATION FLOW ADJUSTMENT ��=;:x WORKSHEET 7m: --n:�� age-� IDEAL ADJ- 8AT. NO. f f f f f f f f SAT. FLGW ---- L. N,,; --- W ----- HV ----- G ----- p ----- BB ----- A ----- RT ----- LT ----- FLOW ---- EB LT 1800 1 Q. 0.975 1.000 1.000 1.000 1.000 1.000 0.783 1236 R 1800 10.870 0.975 1.00K) 1.000 1.0O0 1.000 0.850 1.000 1298 LT 1800 1 0.900 0.975 1.000 1.000 1.000 1.000 1.000 0.730 1153 R 1800 1 0.870 0.975 1.000 1.0Q0 1.000 1.8000.850 1.000 129G NB LTR 1800 1 .1. (.,)00 0.975 1.000 1.000 1.000 1.000 0.854 0.978 1465 SB LTR 1800 1 0.930 0.975 1.00N 1.000 1.080 1.0(40 0.856 0'945, i320 .- �` -\{}5 C:;Af'At:'1:TY ANALYSIS W€':4RKS4-IEE:l PagQ-6 ADJ. ADJ, SAT. FLOW LANE: GROUP FLOW RATE E FL...C: W RATE RATIO GREEN RATIO E CAPAG 1 TYis>, v/+c (v) „..,.,. ».......... _.. ». «....... (s) .._.....-...,_...-_...«.., �s (v/s) -------- \1 ��..i ----------- :.: �C� `:.: .«..w ..... ....�. "!...i Y RA 1 IO rte...,.-«««. 1...' I" 4B3 1236 t> 4 i . ' �i 1 0.613 7 �i U « 6 +7 1:4 54 1298 0.041 0.613 796 0. 067 w 1-'3 L_ f 545 1 153 0.473 0.613 707 j)'0;771 � 61 1298 0.047 0,613 79 0,077 L..."ri:z 163 1,465 0.111 0. 2SO 410.]—o 398 � SB 4Y,.I F'4 128 1320 0.097 0.280 Cyclo Length, C � 75.0 sea. Sum.Q/5) critical=.OV"584 Loot�4i11.Ie..Per Cycle, L =:,. 8.0 sec. X critical W 0.654 oil LEV�L-OP-SERVICE WORKSHEET � �::7; M:: r= �,.:l Page 7=, �1:� -7 r;�: :=t�� DELAY LANE DELAY LANE LANE DELAY LOS v/c g/C CYCLE d GROUP d PROG. GRP. BRP. BY J"IY RATIO RATIO LEN. 1 CAP. 2 FACT, __ DELAY ..... ..... ... __ LOS ____ AP�. _____ APP. ____ LT 0.637 0.613 75.0 7.0 758 1.3 1.00 8.3 B 7.9 B R 0.067 0.613 75.0 4.4 796 O.0 1.00 4.4 A WB LT C ).771 0.61 1 707 3.6 1.00 11.7 B 11.0 B R 0.077 0-613 75.0 4.5 796 0.0 1.00 4.5 A MB LTR 0.398 ().2�k-75.0 16.6 410 0.3 1.00 17.0 O 17.0 C SB LTR 0.347 0.280 75.0 16.4 370 0.2 1.00 16.6 C 16.6 C Intersection Delay = 11.0 (sec/veh) Intersection LOS = B 1985 -CM : SIGNULIZED INTERSEOTIONS Page-1 N8 SB �-X. v:.�� II)ENTIFYING INFORMA"fION 53 N�� OF THE EAST/WEST S�REET.........NY 376 NAME OF THE NORTH/SOUTH STPEET.......FU]BINGON LANE + LAKE. WALTON RD AREA TYPE.......................... ..UTHER 63 NAME OF THE ANALYST.... .............WSH RTOR DATE OF THE ANALYSIS........ .......... 1987 TIME PERIOD ............PM PEA� OTHER INF01-10iTION: RIGHT turn volumes.) ROBINSON-WALTOW I��ERGECTION-EX1STING PM PEAK TRAFFIC VOLUMES / \ EB WB N8 SB LEFT 53 126 53 38 THRU 424 441 58 36 RIGHT 53 63 60 �6 RTOR 0 0 0 0 (RTOR volume musL be less than or equal to RIGHT turn volumes.) / \ TRAF'FIC VOLUMES E P -W.- -W,- * -#;-# •k. 4-,.- zA- x.4 -N.- -V.- -X.- -X. 4:.- -M.# * 4. -X.- * -N. 4:' X. 4. -k INF"ORM(�-[JC . iN LEP'T N A M (JIF" WE S]" STR F, F 1,,.l Y -7 6 N A M V:: Cj F" T 1-i E N 0 f:CFJ-i / �13 Cl U T I i CGT'RE'Ur .. . . . . . . RUBINSON LANE W(.iLTON RI) AF,,E(i TY PE . . .. . . . . . . « . . . . . . . . . . . . . . . . O'l .. FIER NAME Of., 'THE Al',4ALYSJ'. . . . . . � . . .. . . . . . . . . . W G 1-1 DATE OF "I"HE PiNf.'iLY', IS . . . .. . . . . 19 8`17 Tl I'l E FE R 10 F"'M PE('4K 60 i 6 J.'NT C -i_ lf")N EXTSTT.NG F'M F'EPFI,::' TRAF'FIC VOLUMES MWE E P W 9 B LEP'T 5 1,26 tl 9 3 0 THRU 4 441 R T G H 'T 60 i 6 RTOR t_} t) MTOF VOILMIC-1 fl-ILAA be, I e��sthan or CrJULAI to RIGHT turn vo'lumes. MWE INTERSECTION GEOMETRY GRADE HEAVY VEH. ADJACENT Pag�-2 NUMBER OF LANES PER DIRECTION INCLUDING TURN y/N EASTBOUND = 2 W�STBOUN8 = 2 NORTHBOUfaD = 1 SOUTHBOUND = 1 0.00 5.00 EB WB 0 NB SB LAWE TYPE WIDTH TYPE W2DTH TYPE ____ WIDTH TYPE WIDTH 1 LT 9.0 LT 9.0 LTR 12.0 LTR 10.0 2 H 8.0 R 8.0 12.0 12.0 3 12.0 12.0 12.0 12.0 4 12.0 12.0 12.0 12.0 S 12.0 12.0 12.0 12.0 6 12.0 ` 12.0 12.0 12.0 L - 'EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUGH LANE LT - � LEFT/THROUGH LANE TR _ RT THROU8H/IGHLANE LR - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE 11.5 3 ADJUSTMENT FACTORS min T = minimum green time for pedc-strians GRADE HEAVY VEH. ADJACENT PKG BUSES y/N (Nm) (Nb) PHF EASTBOUND 0.00 5.00 N 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.�95 SOUTHBOUND 0.00 5.00 N O 0 0.95 Nm = number c)4: parkAng maneuvers/hr; Nb = number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N> (min T) ARRIVAL TYPE EASTPOUND 0 N 8.3 3 WESTBOUND 0 N 8. 3 NORTHBOUND 0 N 11.5 3 GoUTHBOUND 0 N 11.5 3 min T = minimum green time for pedc-strians SIGNAL SETTINGS OPERATIONAL ANALY131r3) SEMI—ACTUATED LOST' TIVIE/Pl-lASE A..() CY(:'.11LE LEI%ffilld 7",' , f) EAST/WEST PHASING p H A8 E i PHAS)E-2 F 114 Pl 8 E V"l I IASE-4 EASTBOUND LEFT.;.'... x THRUx RIGHT.. x PEDS;. WESTPOUND x .LEFT= THRU.,L..nl x RIGHT x PEDS., NORTHBOUND.-RT SOUTHBOUND. RT GREEN 46.0 0 YELLOW ALL RED 4.0 o.0 0. NORTH/SOUTH PHASING ......•,_•.......••,.•.._.••........ ..... . .. ..... ..... .. .. ..... .... -7 - - - - - - - - - - - - - - - - - -- 'E--- I --- - - - - PHASE-2 - - ---- ]ASE ... 4 NORTHBOUND LEFT; x -THRU x R, IGHT x PEDS: SOUTHSOUND. LEFT,., x THRU. x RIGHT x EASTBOUND RT WESTBOUND RT GREEN 21.0 0.0 0.0 YELLOW. + ALL RED 4. 0 0.0 Ch. AQJUSTMENT WORKGHEET Page-4 VO LANE LANE ADJ. MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. PHF VOL. GRF,. VOL. LN FFACT. VOL. LT RT ___..... EB LT �3 056 TH 4240.�5 446 L� 502 l 1.000 � �.000 5�2 0.11 0.00 RT �3 0,95 56 R 56 1 1.O00 1.000 56 0.00 1.(0 wB ' LT 126 0.92� 133 TH 441 O.95 464 LT 597 1 1.000 1.000 597 0.22 0.00 RT 63 0.911�'� 66 R 66 1 1.000 1.000 66 0.00 1.00 NB LT 58 0.95 61 TH 58 0.95 61 LTR 185 1 1.000 1.000' 185 0.33 0.34 RT 60 0.95 63 SB LT 38 0.915 40 TH 3/ 0.9� 38 LTR 116 1 1.()00 1.000 116 0.35 0.�3 RT 36 0.95 38 m Denotes a Defacto Left Turn Lane Group SATURATION FLOW ADJUSTMENT WORKSHEET Page45 IDEAL ADJ, SAT. NO. f f f f f f f f SAT. FLQW LNS W HV G p BB A R7 LT FLOW ____ ___ _____ _____ _____ _____ _____ _____ _____ __~__ ____ EB LT 1800 1 0.900 0.975 1.000 1.000 1.000 1.000 1.000 0.724 1144 R 1800 1 0.270 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1298 WB LT 1800 1 0.900 0'975 1.000 1.000 1.000 1.000 1.000 0.706 1116 R 1800 1 OL870 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1298 NB LTR 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 0.854 0.986 1478 SB ^ LTR 1800 1 0.930 0.975 1.000 1.000 1.000 1.00 0 0.256 Q.927 1294 CAPACITY ===�==.... ============================ ANALYS�IS W8RKSHEET Page -6 ======== AGJ. ADJ. SAT. FLOW LANE GROUP �LOW R�TE FLOW RATE RATIO GREEN CAPACIT� c (v) (s) (v 1s) C> (c) RATlO EB _.... ..... ______ _________ _____ __ LT 50�� 1144 0.439 0.613 702 0.71� R 56 1298 43 0.613 796 0.070 WB LT 597 1116 0.535 0.613 684 0.E}72 * R 66 1298 0.051 0.613 796 0.083 NB LTR 185 1478 0.125 0.280 414 0."1.48 * SB LTR 116 1294 0 0.280 362 0.319 Cycle Length, C = 75.0 sec. Gum ( v / s ) critical = 0.66() Losit Time Per C'ycle, L = G.0 X cribical ' LEV'I.-OF-SERVI�E W0RK8HEET Page -7 �� DELAY LANE DELAY LANE LANE DELAY LOS v/c g/C CYCALE d GROUP d PROG. 8RP. GRP. BY B� RAT%O RATIO LEN., 1 CAP, 2 FACT. DELAY LOS APP. APP. ----- ----- ----- ----- ----- ----- ----- ----- ---- ----- ~--- EB LT 0.715 0.613 �5.0 7.6 702 2.4 1.O0 10.0 B 9.5 B R 613 75.0 4.5 796 0.0 i.0O 4.5 A WB LT 0.872 613 75.0 9.2 694 8.4 1.00 17.6 C 16.2 -C R 0.083 0.6F3 75.0 4.5 796 0.0 1.00 4.5 A NB LTR 0.448 0.280 75.0 16..9 414 1.00 17.4 C 17.4 C SB LTR 0.319 0.280 75.0 16.2 362 0.2 1.00 16'4 C 16.4 C Imte'rsection Delay = 13.9 (se�/veh) Intersection LOS = B / \ 1985 HCM: SIGNALIZED INTERSECTIONS Page -1 � / IDENTIFYING INFORMATION ====================================================================== NAME OF THE EAST/WEST STREET ......... NY 376 NAME OF THE NORTH/SOUTH STREET ....... ROBINSON LANE + LAKE WALTUN RD AREA TYPE ......... ................... OTHER NAME OF THE ANALYST .................. WSH DATE OF THE ANALYSIS ................. 1991, TIME PERIOD ANALYZED ................. AM PEAK OTHER INFORMATION., ROBINSON-WALTON 1991 AM PEAK IF HARTMAN IS NOT BUILT TRAFFIC VOL FB WB NB SB LEFT 56 _____ 122 _____ 54 45 THRU 448 468 54 42 RIGHT 55 61 56 46 RT8F< 0 0 0 0 (RTOR volume must be less than or equal to RIGHT turn volumes-) 1:1'KE:::EN�,l..rL::(_; L 1 l:;lN GEOMETRY t' Page -2 Ni1Ml-':E:R OF LANES S PE_ R DIRECTION INCLUDING TL. RN BAYS: EASTBOUND = 2 4Jlw!;;,f.B[:J1.1i'dD = ::' NC.3R'1"k•1BOUND - I OUTHBOUNU;:41 E f,`: WB NI:' Tse LANE .1.,y,1:::<1'_:: WIDTH T.Y1.- E WIDTH TYPE= WIDTH TYPE* W I DTH .' 1,.....1.. 9. 0 LTR Q.0 0 LTR 1000 12.0 12 . i i 12.0 1200 12.0 12-0 12. 0 1210T L... EXCLUSIVE LEFT T LANl T •'•- EXCLUSIVE THROUSH LANE= LT L...E:.F.I../..I..L..IROU(: H LANE Th - THROUGH/RIGHT LANE .. L...1.4 1,.E;::1-..1. 1 1B1' T ONLY I,...(;Ir3G' R _. EXCLUSIVE RIGHT LANE' :. L... F R .... L.. L::' i:::...1.. /'T' F'I R 1:.11.1 l::l l -..l / R I C I...I T LANE ADJUSTMENT i::ACTi.7R{3 t:rRf•aDE HE-.r'lVY VEH. AAAC ENT N't• O BUSES YIN (Nm) (Nb) PHF 0. 00 5. N i:} Cs 0. `iii 115. 0 . 95 1 11.1I -4'T 1- 180l ll1 D C) . 00 5.00 N 0 it 0.95 `5 . E:si s hl r 0 0.95 1"14 -m -l1:: er of E?wlt"'k].ng maneuvers/hr; Nb I"'il.,lf19bur of buses s't.AFIpin§/hr CONFLICTING PEDS PEDESTRIAN BUT rON (pedt:s/hc,u..tr) (Y/N) (mire T) ARRIVAL TYPE. EASTBOUND N L• lt:sL't'CE-IE:fCll.1NI:) N 11.5 3'' N 1. 1. 5 taws ..1. :::: minimum gruen time for pedestrians SIGNAL GETTINGS ��-=-q zn: mn =::::: =m =1 — OPERATIQNAL AN�LYSI� Page-3 �:tj t�!�j -Z: :�::t� 8EMI—ACTUATED �0ST TIME/PHAS� = 4.0 CYCLE LENGTH ' EAST/WES� PH�SING .... .... ... _____________________________... PHASE-1 PHASE-2 ..... ... ______________________ PHASE-3 ..... ... ... ... ... ________ PHASE-4 EASTBOUND LEFT X T1--IRU X R1GHT X, PEDS WESTBOUND LEFT X THRU X RIGHT A PEDS NORTHBOUNDRT SOUTHBOUND RT GRE2N 46.0 0.0 0.0 0.0 YELLOW + ALL MED 4.O 0.0 .0 0.0 NORTH/SOUTH PHA�SING ----------------------------------------~--------- PHOSE-1 PHASE-2 PHASE-3 ..... ... ------------------ PHASE-4 NORTHBOUND / ` LEFT X THRU X RIGHT X -PEDS SOUTHBOUND LEFT X THRU X R%GHT X PEDS EASTBOUND RT WESTBOUND RT GREEN 21.0 0.0 0,0 0.0 YELLOW + ALL RED 4.0 0.0 VOLUME ADJUSTMENT WORKSHEET 54 0.95 TH 54 0.95 RT Page -4 0.95 8B LT LANE 0.95 LAME 42 ADJ- RT 46 0.95 MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. ____ PHF VOL. GRP. VOL. LN FACT. FACT. VOL. LT RT E B ____ ____ ____ ____ __ _____ ______ ____ ____ ------ ___EB LT 56 0.95 59 TH 448 0-95 472 LT 531 1 1.000 1.000 531 0.11 0.00 RT 55 ().95 58 R 58 1 1.000 1.000 58 0.00 1.00 WB LT 122 0.95 128 TH 46B 0.95 493 LT 621 1 1-000 1.000 621 0.21 0,00 RT 61 0.95 64 R 64 1 1.000 1.000 64 0.00 1.00 NB LT 54 0.95 TH 54 0.95 RT 56 0.95 8B LT 45 0.95 TH 42 0.95 RT 46 0.95 � m 57 57 LTR 173 1 1.000 1.000 173 0.33 0.34 47 44 LTR 140 1 1.000 1.000 140 0.34 0.35 48 * Denotes a Defacto Left Turn Lane Group SAT�R�TION FLOW ADJUSTMENT WORKGHEET Page -G IDEAi- ' ADJ. SAT. NO. f f f f f f f f SAT. FLOW LNG W HV 8 p BB A RT LT FLOW EB ..... _..... ... ... _... .... .... _ _____ _____ LT J.800 1 O,900 0.975 1.000 1.000 1.000 1.000 1.�00 0°700 1106 R I800 1 0.870 0.975 1.000 1.0O0 1~000 1.000 0.850 1.000 1298 WB LT 1800 1 0.900 0.975 1.000 1.000 1.000 1.00W 1.O00 0.692 1093 R 4�00 � 0.870 0.975 1.000 1.0C)0 1.000 1.000 0.a50 1.000 1298 Nf,`� LTR 18 1 1.000 0.975 1.000 1.000 1.000 1.0^0 0.854 0.969 1452 SB LTR 1800 1 0.930 0.975 1.000 1.000 1.O00 1.000 0.853 0.940 1�09 1.'iy (�W)i YS Vli Page -6 C- 12-0 ADJ. oip,j my'r. FLOW LANE GROUP F, i Dw RATE" Fl -OW RATE RA -r i o C,3REEN RATIO CAPACITY v/c (V) (c RATIO EX 0. 480 0.613 .679 0.782 1':'9B 0.045 6 1" 3, 796 007:� 621 586 613 670 0. 927 Fti 64 1,290 iy,049 613 796 0.081 17 12 2 11. 9 C'l. 2RO 407 425 Sfl{ f R 28() 366 0.382 G y I a+ I cn-Igth G 7 sec. Sum (v/--} critical = 0. 687 C- 12-0 LEVEL -OF -SERVICE WO�KSHEET Page -7 DELAY LANE DELAY LANE LANE DELAY LOS v/c g �YCLE d GROUP d PRO�. GRP. 8RP. BY BY RATIO RATIO LE N . 1 CAP. 2 FACT. DELAY LOS A�P. APP. EB ... _..... .... _ LT 0.782 0.613 75.0 8.2 679 4.1 1.00 12.:'3 B 11.f-5 B R 0.07:3, 0.613 75.0 4.5 796 0.0 1.00 4.S A WB LT 0.927 0.613 75.C) 9.9 670 13.7 1.00 23.6 C 21.8 C R 0.O81 0.613 75.0 4.5 796 0.0 1.00 4.5 A NB LTR 0,425 0.2 SO 75.0 16.8 407 V.4 1~00 17.2 C 17.2 C SB LTR 0.382 0.22B0 75.0 16°5 366 0.3 1.00 16.9 Cl 16.9 C Intersection Delay = 17.1 (sec/veh) Intersection LOG = C /- �_ -/7 / 1985 HCM: 8I WR WB / \ LEFT ' 62 134 g�-1 \ **************************************************************�******* THIR U 476 �DENTIFY%NG 61 I�FORMATION RIGHT 59 NAME {JP THE EAST/�E8T S�REET.........NY 376 NAME OF THE NORTH/SOUTH STREET.......ROBINSON (RI'D R volume LANE + LAKE WLT8t,�l RD AREA 7,YPE........,...................8THER turn vo1umes.) NAME OF THE ANALYGT..................WSH DATE OF THE ANALYS IS.................1991 TlM£ P�RIOD ANALYZED..........,......PT1 F'EAK OTHER 1NFORMATIO11: R0BINSON-WALTON 1991 PM PEPJK IF HARTM�N IS NOT B0,ILT TRAFFIC V0LUME, G �= = =: M-1 =::�:: = = = �:�! =, =- �,;7 ��%'M:� M:7 =:T =7: zt� tn.; 7,!: :t::r�� /--|7� .�^ WR WB SB \ LEFT ' 62 134 ..... .... ___ 61 40 THIR U 476 477 61 38 RIGHT 59 134 64 40 RTOR (RI'D R volume must 6e less than or r-,qual to RIGHT turn vo1umes.) /--|7� .�^ INTERSEC-TION GEOMETRY P . NUM�ER OF LANES PER DIRECTION INCLUDIMG TURN BAYS: PK8 E�STBOUND = 2 WESTBOUND = 2 NORTHBOUND = 1 SOUTHBOUWD = 1 (Nm> EB WB PHF y�B SB LNE TYpE WIBTH TYPE WIDTH TYPE WIDTH TYPE WIDTH 1 LT 9.0 LT 9.0 LTR 12.0 LTR 10.0 2 0.00 5. 0 12.0 3 12.0 12.0 12.0 12.0 4 12.0 12-0 12.0 1�.0 . 5 12.0 12-0 12.0 12.0 6 12.0 12.0 12'0 12.0 L - EXCLUSIVE L�FT LANE (min T) T - EXCLUSIVE LANE LT - LEFT/THR8UGH LANE TR - TH�OUGH/R%GHT LANE LR - LEVI/RIGHT R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE 0 N ADJUSTM�NT FACTORS min T = minimum greC,,!n time for pedestrians GRADE HEAVY VEH. ADJACENT PK8 BUSES (%} (%) Y/N (Nm> (Nb) PHF EASTBOUND ----- ---------- --- ---- -~-- ---- WESTB8UND 0.00 5.00 �� 0 0 0.95 NORTHBOUND 0.00 5. 0 @ 0.95 SOUTHBOUND 0.00 5.00 W 0 0 0.95 Nm = number of parking @b = number of boses stopping/hr CONFLICTING PED, -:3 BUTTON (peds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N 8.3 3 WESTBOUND NORTHBOUND 0 N 11.5 3 SOUTHBOUND 0 N 1\.5 3 min T = minimum greC,,!n time for pedestrians ` ! �PERATIONAL ANALYSI� Paqo 3 SIGNAL GS 8�TTIN� - =��=============�===_ SEMI -ACTUATED LOST 4.0 CYCLE LEN8TH = 75.0 PHA9 E-1 PHASE -2 PHAGE -3 PHASE -4 EASTBOUND ' LEFT X THRU X R1GHT X pEDS WESTBOUND LEFT X THRU X RIGHT X PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 46.0 YELLOW + ALL RED 4"0 NORTH/SOUTH PHASING _ - ~ _ ~ ------------------------ PHASE -1 PHASE -2 PHA8E-3 PHASE -4 NORTHBOUND LEFT X THRU X RIGHT x PED8 SOUTHBOUND LEFT X THRU X RIGHT X PEDS EASTBOUND HT WESTBOUND RT GREEN 21^0 00 . . 00 0 . 0 YELLOW + ALL RED 4.0 VOLUME ADJUSTMENT WORKSHEET LT 61 0.95 TH 61 0.95 Page -4 0.95 SB ^ LT LANE 0.95 LANE 38 ADJ. RT 40 0.95 MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. ---- PHF ---- VOL, ---- GRP. ---- VQL. LN FACT. FACT. VUL. LT RT EB ---- -- ----- ------ ---- ---- ~--- LT 62 0-95 65 TH 4�6 �}.9� 501 LT 566 1 1.000 1.00O 566 0-12 0.00 RT 59 0.95 62 R 62 1 1.000 ' 1.000 62 0.00 1.0O WB LT 134 0°95 141 TH 477 0.95 502 LT 643 1 1.000 1.00O 643 0.22 0.00 RT 134 /0.q5 141 R 141 1 1.000 1.000 141 0.W0 1.00 NB LT 61 0.95 TH 61 0.95 RT .64 0.95 SB ^ LT 4D 0.95 TH 38 ().95 RT 40 0.95 64 64 LTR 67 196 1 1.000 1.000 196 0.33 0.34 42 40 LTR 124 1 1-000 1.00O 124 0.34 0.34 42 * Denotes a Defacto Left Turn Lane Group �-|�� _ . SATURATION FLOW ADJUSTMENT WORKS |EET Pa e S g IDEAL ADj SAT. NO. 4: f + I f + f 4: SAT. FLOW L NS W FAY G p R§ A RT LT FLOW EB LT I SOO874 0.900 5. 970 0.975 1.000 1.000 1.000 D L,"i C) 1.000 1298 W 11"I LT 1800 19 9 1 0 6 la 977 1 0.870 9 '7 ,:j 1.000 1.000 1 00 1 9.850 1.000 1298 N8 L "I" R 1800 15 8 l 0.9§0 C J 1468 S LTR 1800 1 0.930 0,975 1.800 1.\00 1.000 . K) 0.854 0.920 1.282 C-)2 G CAPACITY ANALYSIS WORKSHEET� Fage-6 ADJ. ADJ. SAT. FLOW LANE GROUP _ FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c / (v� (0) (v/s) (g/C) (c) RATIO EB ----------- --------�� ' LT 566 874 0.648 0.613 536 1.057 R 62 1298 0.048 0.613 796 0.078 WB LT 643 977 0.659 0.613 599 1.074 * R 141 1298 0.109 0.613 796 0.177 NB LTH 196 1468 0.133 0.280 411 0.476 � SB LTR 124 1282 0.097 0.280 359 0.346 Cycle Length, C = 75.0 sec. Sum (v/s) critical = 0.792 Lost Time Per Cycle, L = 8.0 sec. X critical = 0.886 LEVELrOF-SERVICE WORKSHEET DELAY LANE DELAY LANE LANE DELAY M3 V/c g/C CYCLE d GROUP d PROB. GRP. GRP. BY sy RATIO RATIO LEN. I CAP. 2 FACT. DELAY LOS APP. APP. ----- ----- ----- ----- ----- ----- ----- ----- ---- ----- --- KT� '1.057 0.613 .75.0 12.1 536 46.9 1.00 59.0 E 53,6 L. .R- 0.078 0.61M- 75.0 4.5 7961, 0.0 1.00 4.5 WB L� 1.074 0.613 75.0 12.5 599 51.5 1.00 64.0 F 53.3 R...,: 0.177 O.613 75.0 4.8 796 0.0 1.60 4.8 NS �LTR 0.476 0.2eO 75.0 17.0 41f 0.7 1.00 17.7 C 17.7 30 LTI,0.346-0.200 -75.0 16.4 359 0.2 1.00 16.6 C 16.6 Intersection Delay 46.8 (sea/veh) Intersuction LOS [K 1985 HCM; SIGNALIZED INTERSECTIONS IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET ......... NY 376 NAME OF THE NORTH/SOUTH STREET ....... ROBINSON LANE + LAKE WALTON RD AREA TYPE................ .............. OTHER. NAME OF THE ANALYST .................. WS1_I-700 VPF1 DATE OF THE ANALYSIS ...... .......... 1987 TIME PERIOD ANALYZED..; .............. AM PEQ�: OTHER INFORMATION: ROBINSON-WALTON 1991 AM PEAK IF HARTMAN IS BUILT FRAFFIC VOLUMES EB WB NB 8 L'S LEFT 65 ----- 122 ----- 67 ----- *3 THRU 538 549 54 42 R I GH'T 64 61 5 61 59 RTOR volume must be lose than or equal to RIGHT turn volumes. INTERSECTION GEOMETRY NUMPER OF LANES PER DIRECTION INCLUDING TURN DAYS EAS.T.B.DUND,7 2 WESTBOUND - 2 NORTHBOUND I SOUTHBOUND =1 EH WH N 81 LANE, TYPE WIDTH TYPE WIDTH. ----- TYPE WIDTH TYPE WIDT11 7--w ---- ----- LT, 9.0 LT ---- 9.0 LTR ----- 12.0 ---- ------- LTR 103) R a 0 12. 12. 120.) 12.0 12. 0 12. c) 12. 1 2.0 12. 12. 5 12.0 112 12. 1..:?.Sr 12.0 12 12. L� EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUGH LAN[ : LT Vy LEFT/THROUGH LANE! TR - THROUGH/RIGHT LANr.:�: LR Z� LEFTIRIGHT ONLY LANE R - EXCLUSIVE RIGHT LANI�i�: LTR7 LEFT:ITHROUSH/RISHT LANE .ADJUSTMENT FACTORS GRADE HE()VY'VEH. ADJACENT PKG BUSES (Z) (%) YIN (Nm) (Nb) PHFI:' ----------- EASTBOUND O 0.00 5.00 --- N 0 0 0.91"..') WEST SOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND:'' . 0.00 5.00 N 0 0 0.95 SOUTHBOUND - 0.00 5.00 N 0 0 0.915 NM =7.1'number of parking maneuvers/hr; Nb number of buEes stopping/hr "CONFLICTINO PEDS PEDESTRIAN BUTTON (peds/hour) K/N) (min T) ARRIVAL TYP[:i --------------------------------- EASTBOUND: IN 8 . -------------- WESTBOUND N S.:- NORTHBOUNK" th\1 11.5 SOUTHBOUND N minj minimum green time for pedestriaw, 130 SIGNAL S�TT]NGS - OPERATIONAL �N�LYS%S Page -3 8EMI-ACTU Al" ED LOST TIME/PHASE = 4.& CYCLE LENGTH = 75.0 EAST/WEST PHASINB PHAS2-1 PHASE -2 PHA�PHASE-4 EAGTBOUIll D LEFT X THRU X RIGHT X PEDS WESTBOUND LEFT X THRU X RIGHT X PEDS NORTHBOUWD RT SOUTHBOUND �T GREEN 46.0 0.0 YELLOW + ALL kED 4.0 0.D 0.0 0.0 NORTH/SOUTH PHASING PHASE -1 PHASE -2 PHASE -3 PHASE -4 NORTHBOUND ' LEFT X THPU X RIGHT X PEDS SOUTHBOUND LEFT X THRU X RIGHT X PEDS ` EASTBOUND RT WESTBOUND RT GREEN 21.0 YELLOW + ALL RED 4.0 � �->�/ /�. ` VOLUME A0JUSTMEN� WORKSHEET Page -4 LANE LANE ADJ. MV7- ADJ. LANE P. NO. UTIL. 5ROWTH GRP. PROP PR0P VOL. PHP, VOL. GRP. VOL. LN FACT. FACT. VUL. LT RT EB __ .... .... ___ L7 65 0'95 68 TH 538 0.95 566 LT 635 1 1.00V 1.000 635 0.11 0.00 RT 64 0.95 67 � 67 1 1.O00 1.000 67 0.00 1.00 WB LT 122 0.95 128 TH 549 0.95 578 LT 706 1 1.000 1.0{(} 706 RT 61 0.95 64 R 64 1 1.000 1.000 64 0.00 1.00 NB LT 6 95 71 TH 54 0.95 57 LTR 186 l 1.000 1.O00 186 0.38 0.32 RT 56 0.95 59 8B LT 45 0.q5 47 TA 4� 0.95 44 LTR 154 1 1.000 1.000 154 0 31 . 0, 40 / � RT 59 0.95 62 * * Denotes a Defacto Lt -ft Turn Lane Group ` �ATURATIONFLOW ADJUSTMENT WORKSH��T Page -5 IDEAL ADJ, A. NO. f f f f f f f f SAT. FLOW LNS W HV G p BB A RT LT FLOW EB LT 1800 1 0, i00 0.975 1-000 1.000 1.000 1.000 1.00O 0.571 902 R 1800 1 O.870 C).975 1.000 1.000 1 1,000 0.B50 1.000 1298 WB LT I800 1 0.9000.9 75 1.000 1. 1.000 1.000 1.000 0.5B9 931 R 1800 1 0.270 0.975 1.000 1.000 1.O00 1.000 0.850 1.000 1,298 NB LTR 1800 1 1 000 1.000 1.000 0.857 0.937 1409 SB LTR 1800 1 0.930 0.975 1.;00 1,000 1-000 1.000 0.845 0.949 1310 CAPACITY ANALYSIS k:..l,. WORKSHEET ADJ. ADJ. SAT. FLOW DANE k...(:14J RATE Fk.:.f::IW RATE RATIO URI'::EN RATIO 'CAPACITY" (v) (S) (v/M) (q/C) (c) n> RATIO L.,.4„ 635 902 0.703 0.613 554 1.147 R 67 1298 0.052 0.613 Z796 Q0.005 W E., L.•..I,. 706 931 0.759 0.613 ,• 471 1. 2�.+7 34 I' 64 1 298 0.049 0. 613 M6 0 081 N 1:3 186 1409 0.132 0.."*...8Ci 6-472 � S L;4 I... 'I" R 154 1310 0.117 0. 80 167 0. 419 Cycle k.,k•��:.�gth, C 75.0 Ikea. Sum 4v/s) critical O 891 i.:•c:3st 'Gime k.c.,,r Cyc lei L. .:,, 8.0 pec. X critical 0.998 j L�VEL-OF-S2RVICE WOR�SHEET Intersection * Delay and LOS not ' meaningfuI when Page -7 than 1.2 DELAY Lf,')NE DELAY LANE LANE DB -AY LOS v g/C CY['LE d GROUl", d PROG. GRP. GRP. BY BY RATIO RATIO LEN. 1 CAP. 2 ClFA. DELAY LOS APP. APP. EB �� LT 1.147 0.613 75.0 14.4 554 86.6 1.00 1009 F 91.7 F R 0.085 0.613 75.0 4.5 796 0.0 1.�)0 4.5 A WB LT 1.237 0.613 75.0 * 571 * 1.00 * * * * R ' 0.D81 0.613 75.0 4.5 796 0.0 1.00 4.5 A NB L -TR 0.472 0.280 75.0 l7.0 395 0.7 1.00 C SB LTR 0.419 0.280 75 16.7 367 0.5 1.00 17.2 C 17.2 C Intersection Delay Intersection * Delay and LOS not ' meaningfuI when any v/c is greater than 1.2 1985 HCM: SI8NALIZE0 IN��RSECTIONG Page -1 ** -XI * 4(- y. . IUENTI�YING I�FORMATION - ^ =========�=== NAM£ UF THE EAST/k�E8T STREET.........NY 376 NAME 8:: H GTI ECA" ....... POB INSON LANE + LAKE WALTON RD AREATY�E...........,~...........^...OTHER NAME DF THE ANALYGT..................WSH-700 VPH DATE O� TF�E AWALYGIS......,..........1991 TlME PE�IUD ANALYZED.................PM PEAK OTH�R INFDRMATI8N� RO8IWQN-WALTQN 199:1 PM PEAK IF HARTMAN I,1':�.3 YAUILT E� ----- WB NB SB LEFT 82 ----- 134 ---~- 75 ----- 40 TH�U 59� 621 61 8 RY(.".iHT 79 67 64 54 RTOB 0 0 0 U (RTOK volume must be less than or equal tb RI8HT turn vo1umes.) INTERSECTION GEOMETRY Page -2 NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND = 1 SOUTHBOUND = 1 BUSES EB WB NB SB y/N LANE ---- TYPE WIDTH TYPE --~- WIDTH TYPE WIDTH TYPE WIDTH 1 ----- ---- LT 9.0 LT ----- 9.0 ---- ----- LTR 12.0 ---- LTR ----- 10,0 2 R 8.0 R 8.0 12.{) 0.95 12-0 � 12. 12-0 12.0 0 12.0 4 12.0 12.0 12.0 0 12.O 5 12.0 12.0 12.0 = number of 12-0 6 12.0 12.0 12.0 BUTTON i2.0 L - EXCLUSIVE LEFTLANE (Y/N) T - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE 0 TR - THROUGH/RIGHT LANE 8.3 ( LR - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE � LTR - LEFT/THROUGH/RIGHT LANE NORTHBOUND 0 N ADJUSTMENT FACTORS min T = minimum, green time for pedestrians GRA1)E HEAVY VEH. ADJACENT PKG BUSES (%} (%) y/N (Nm) (Nb) PHF EASTBOUND _____ 0.00 ----- _---- 5.00 ___ N ____ 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 .5'00 N 0 0 0.95 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parking maneuvers/hr; N6 = number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND ---------------- 0 _________________ N 8.3 -------------- ___________EASTBOUND 3 WESTBOUND 0 N 8.3 NORTHBOUND 0 N 11.5 3 SOUTHBOUND 0 N 11.5 3 min T = minimum, green time for pedestrians ( SI��AL S�TTINGG - OPEP�ATIONAL AMALYSI8 Page -3 8EI'll --- ACTUATE D LOST TIME/PHASE = 4.0 CYCLE LENGTH EAGT/�EST pHASING PHASE -1 PHAGE -2 PHAGE -3 PHASE -4 EAS78OUND LEFT X THRU X �IGffT X PEDG LEFT X �MRU X RlGHT X PEDG NORTHBOUND RT SOUTHBOUND RT ' GREEN 46.0 0.0 0.0 0.0 YELLOW + i3iLL RED '4.0 0.0 0.0 0.0 NORTH/SOUTH PHASING PHASE -1 PHASE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT X THRU X RIGHT _ X PEDS SOUTHBOUND LEFT X THRU X RIGHT x PEDS EASTBOUND RT WESTBOUND RT ` U R E E N 21.0 0.0 YELLOW + ALL RED 4.0 0.0 0-0 0.0 4'L1l..,L.11`'IL:. ADull:iS::l..l°ik;.r*11 WilRt•..SL"'IEE"L' C I LANE LANE . ADI MVT . ADJ. CANE GRP. NO. 4. TIL... GROWTH GRP. " PROP PROP VOL.... PHF �:._._ VOL.,.. _:....._ ..... BRP. �.._: VOL.. LN �..,._. FACT.iµ'�lCT. .. ' ..,.....�..�.:.w.. VOL. �...�.�.. >�:T RT L � E;t L..."4 82 0.95 8f6 To 597 0.95 LT y q 15 1.000 I !y 112 0. 00 RT 79 0.95 83 R 83 1 1.000 1.000 e310,00 1.0o bJ t:;t LT 1.34 0.95 141 'L. H 621 0.95 6;,". 4 LT 795 1 1.000 1.000 795 01 18. 0.00 RT 67 0.95 71 R 71 1 1,000 1.00 ' 00 N Ys LT 75 0.95 79 ..I.'I,,.L 61 0.95 64 LTR 211 1 1.000 1.t,„ 0 211 Q138 38 0.32 RT 64 0.95 67 LT 40 0.95 4 2 91"; L,�:L R 139 1 1.000 1.000 139 0. 30 6.41 RT ,.... 4 0.95 57 Denotes ka Defacto Left 'Turn Lane Group `r C-139 :; GATURATION FLOW ADJUSTMENT WORKSHEET Page -5 �rt- M. =1 m:! 7=.= =r�� IDEAL ADJ. SAY, NO. f f f f f f f f GAT. FLOW L N 3 W HV G p BB A RT LT FLOW LT 1800 1 0.900 0.975 1.000 1.000 1.000 1.000 1.000 0.349 551 R 18�0 1 0-870 0.975 1.000 1.00() 1.000 1.0O0 0.850 1 1298 WB LT 1800 1 0.900 0.975 1^000 1.0-J0 1.U00 1.000 1.000 0.401 633 R 1800 1 0,870 0.975 1.000 1.0O0 1.000 1.0o0 0,850 1.000 1298 NB LTR 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 0.857 0.949 1428 SB LTR 1800 1 0.930 0.975 1.000 1.000 1.000 1.000 0~845 0.932 1,286 / _ � - /'�(� . _- CAPACITY ANALYSIS WORKSHEET ` Page -6 ADJ. ADJ. GAT. FLOW R LANE 8ROUP 1298 FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c (v) (s} (v/s) (g/C) (c) RATIO E B LTR 139 ___________ __________ -------- ____EB LT 715 551 1,297 0.613 338 2.115 * R 83 1298 0.064 0.613 796 0.104 WB LT 795 633 1.255 R 71 1298 0.054 NB LTR 211 1428 0.147 SB LTR 139 1286 0.108 Cycle Length, C = 75.0 sec. Lost Time Per Cycle, L `= 8.0 sec. u 0.613 388 2.047 0.613 796 0.089 ' 0.280 400 0.527 * 0.280 360 0.386 Gum (v/s) critical "= 1.445 X critical = 1.617 LEVEL-OF-GERVIOE WORKc' SHE ' Page-7 DELAY LANE DELAY LANE LANE DELAY LOG v g/C CYCI E d GROUP d PROG. BRP. GRP. BY BY RATIO RATIO LEN. 1 CAP. 2 FACT. DELAY LOS APP. APP. EB LT 2.115 0.613 738 * 1.00 * * * * R 0.104 0.613 75.0 4.6 796 0.0 1.O0 4.6 A W2} LT 2.047 0°6l3 75.0 388 * 1.00 * * * * R 0^089 0.613 75.0 4.5 796 0.0 1.00 4.15 A NB ' LTR 0.527 0.2B0 75.0 17.3 400 1.0 1.00 10.4 C 18-4 C SB LTR 0.386 0.280 75.0 16.6 360 0.4 1.00 16.9 C 16.9 C ` Intersection Delay = * (sec/veh) Intersection LOS = * * Delay and LOS not moeninqful whenany v/c is greater than 1.2 ' r .y t r 3i � iYV, i ii ,k r ' �� i � s S 'Ii MhJ(sl_,1. I.ED T N T ERSci r 1 ONS �:y a i Pig � .Yi..iE' .k..# .�..�' .p'<, �3( �� ..#. * �t'c..i�. �i:� •)G •le� •pi• 'Y�� •I6 .#• •tE• i!• # ii• •If� # # # i6 # �iF'IF iP i4 # # � 3l• # •li• •iF• dF ,�, •IF �!� iE iF 94• iP i6 i4 •� •)F aF iF •IF iF af• -IF �iE• •iF �F •�F iE # �F aE � •lE• •1F J: F'71vN)" 11" Y 1 NC-i INF" ( IRVIAT 1(;)N i ,3 NAME t'.)F•. 114E' E(,'1'a 1 /WE ..I.. 93'1 R 1 f ......... NY 376 - rf 14 'IR, NAME'S Of "1 ! 1k'. NG. R H / SO1 'TH S T RV I" ....... ROEQ NSDN LANE •1 LAKE WALfbN D ..1.'x.1`:. f PdRE.A n ...... ..............OTHER '! n NAME," OF' ..1..1:..11::,: f)t' (I ,LYS-T. « ..... ,........ , ... WSH--ADD OR, WIDEN L ANk.1; h IN-)TC OF AILAAL.-:Y`3 .T 6 ................. 1991 I" 11 1CH'.. P F:'R I (A) Psh1f1T...YZ ED................. AM P A'F-; Y 4 _ 1 S =1 RC)I':+ I N `3171,,1' VJ()IL.TO1\1 1991 LSM IF' HPRTMAN I5 HU T LT r " k i 67 f ..I..1~'li~ U 54 9 54 1 42 _ R I C.,A 1l 64. 61 City 59 t be Less than or equal to RIGHT turn volumes. i Jel r >r INTERSECTION GEOMETRY Page -2 NUMBER OF LANES AR DIRECTION INCLUC/IN8 TURN BAYS: EASTBOUND `* 2 WESTBOUND = 2 NORTHBOUND = 1 SOUTHBOUND = 1 ED WB NO SB LANE ' TYPE WIDTH TYPE WIDTH TYPE WIDTH TYPE WIDTI-I - � LT 12.0 LT 12.0 LTR 12.0 LTR 12.0 .2 ' R 12.0 R 12.0 12.0 12.0 , ' 31 ` 12^0 12.0 12.0 12.0 ' 12°0 '- 11.0 12.0 12.0 ' ' 5 12.0 12.0 12~0 12.0 6 i2.0 12.0 12.8 12.() L !� ��_ EXCLUSIVE LEFT LANE T - EACLUSIVE THROUGH LANE LT ':7 LEFT/THROU8H LANE TR - THROUGH/RIGHT LANE LR'." LEFT/RIGHT ONLY LANE ^ R - EXCLUSIVE RlGHT LA�|E \ LTR_��_ EF LT LANE _ � ~ ADJUSTMENT FACTORS �� 8RADE� HEAVY VEH. ADJACENT PKG BUSES (�> (%) Y/N (Nm) (Nb) PHI!:! ________ ' EASTBOUND 0.00 5.00 ___ N ____ ____ 0 0 0.9� WESTSOUND 0~00 5.00 N 0 0 0.95 NORTHBOUND ` 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 5°00 N 0 0 0.95 Nm.' .= �number of parking maneuvers/hr; Nb = number of busms stooping/hr CONFLICTING PEI>G PEDESTRIAN BUTTON , (pe6s/hour) -------------------------------- (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N 2.5 3 WESTBOUND 0 N 8.5 3 NORTHBOUND 0 N 14.5 3 SOUTHSOUND ' 0 N 14.5 � ' min := minimum green time for pedestrians (-- ~~ ` <' ^|] | -r^T Cs Il"' F=i`za 01=EROTIONAI-_ Ah11••1#,PSIS pagC--" SEA lI—A}"TUA` ED LOST TIME/PHASE :... q., {:} CYCLE LENC� TH µ '75. 0 EAST/WEST i::<HG=iz13ING PHASE --1 PHASE.. -'i EAS"1. 3UJIseJ) THRU x RIGHT x 6= E' D'' WEG"I'ElOUNI") LEFT x THRU x RIGHT x PEI E1. NC]Ft'1"I- BOU11D SOUTHF:OUNI.) Rl' YELLOW + ALL RED 4.0 ti, tf 0.0 t), t_) NOR T'H/ SOUTH PHASING. PHASE -1 PHASE --2 PHASE --3 PHASE -4 NORTHBOUND LEFT x THRU x R I GHT x PERS SOUT I-18OUND LEFT X THRU x MIGHT x PERS E.ASTPOUND RT WESTBOUND PT GREEN S'1.0 {f 0 0.C) „i.) YELLOW + ALL RED 4.0 0.0 0.0 VOLUME ADJUSTMENT WORKSHEET Page -4 LANE LANE ADJ. MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. PHF VOL. GRP. VOL. LN FACT. FACT. VOL' LT RT EB LT 65 0.95 68 TH 538 0.95 566 LT 635 1 1.000 1.008 635 0.11 0.O0 RT 64 0.95 67 R 67 1 1.000 1.000 67 0.00 1.00 WB LT 122 0.95 128 TH 549 0.95 578 LT 706 1 1.000 1.600 706 0.1B 0.00 RT 61 0.95 64 R 64 1 1.000 1.000 64 0.00 1.00 NB LT 67 0.95 71 TH 54 0.95 57 LTR 186 1 1.000 1.000 186 0.38 0.32 Rt 56 0.95 59 8B LT 45 0.95 47 � TH 42 0.95 44 LTR 154 1 . 1.000 1 000 .� 154 0 31 . 0 40 . ` RT 59 0.95 62 * Denotes a Defacto Left Turn Lane Group � {" - 141 L \ �ATURATIQy� �LOW ADJUSTMENT WORKSHEET ` � ^ Page -5 ' 'ADj~ � IDEAL f f f f f f f `' GAT. AT S ^ FLOW ____ NO ^ LNS ___ f W _____ HV __~__ G ----- p _____ BG ----- A ----- RT ---_ � LT FLOW �B LT 1s00 1 1.000 0.975 1°000 1.V00 1.000 1.000 1.000 ' 0~571 1003 R 1800 ' 1 1.000 0.975 1.000 1.000 1~000 1°000 0.850 1.000 1492 WB LT 1800 1 1.000 0.975 1.000 1.000 1.000 1"000 1,000 0°589 1034 R 1800 1 1^000 0.975 1.000 1.000 1.000 1.000 0.050 14000 1492 N� LIR 1800 l 1.000 0.975 1.0U0 1,000 1.000 1.000 0.857 ` - O°937 1409 GB` LTR 1800 1 1.000 0.975 1.000 1.000 1°000 1°000 0~845 0.949 ^ ' ^ ` ' 1408 , - ' CAPACITY ANALYSIS WORKSHET � ==�===============�=============�=�=�===========��== Vag �-6 ADJ. ADJ. SAT. FLOW LANE GROUP F"LOW R�TE FLOW AATE RATIO GREEN RATIO CAPACITY v/c (v> (s) (V/SO (g/C) ` EB _ .... .... .... ... _ LT f`35 1003 0.633 0.6i3 615 1.032 P{ 67 1492 0.045 0.613 915 0.074 W� LT 706 1034 0.683 0.613 6,34 1.114 * R 64 1492 0.043 0.613 915 0.070 NB LTR 186 j409 �.132 0.280 395 ().472 * B LTR I54 1408 O.109 0.280 394 0.390 Cycle Lc.-�ngth, C = 75.0 sec. Sum (v/s) critical =-0.815 -- Lost Time Po r- Cycle, L 8.0 sec, X critical = 0.�I3 �_/� �� ._ / w LEVEL -OF -SERVICE WORKSHE�T *=======t== P�ge-7 DELAY LANE DJ,c"kY LANE LANE DELAY LOS v/c g/C CYCLE d GROUP d PROG. 8RP. GRP. BY BY RATIO ----- RATTO ----- LEN .I ----- ----- CAP. --~-- 2 ----- FACT. ----- DELAY ----- LOS ---- APP. ----~ APP. ---- EB L� 1.032 0.613 75.0 11,6 615 36.7 1.00 48.3 E 44.1 E R 4 0^613 7��.0 4.5 91 5 Q. 1.�0 4.5 A WF -5 LT 1.114 0.613 '1'75. (4 13.4 634 67.9 1.00 81.3 F T4.9 F R 0.070 0.613 75.0 4.5 915 0.0 1.00 4.5 A NB LTR 0.472 0.280 75.0 17.0 Z9B 0.7 1.00 17-7 C 17.7 O SB LTR 0.390 0.280 75.0 16.6 394 0.3 1.00 16.9 C 16.9 C Intersection Delay = 52.2 (sec/veh) Intersection LOS = E 1985 HCM: ; SIGNALIZE D INTERSECTIONS � - f''w�C,��••-1 ,Si, .3r .� .k..i�. ;k..3i, ,W. *, .k..ii .3c •�- #.. ii •k• ,k ,W, �i, .#, ie .k..#- •It• ii� •�: -Di• •�4• �f� �f• iE• •lk• •ii• it• iE� •iE� iE• 9f� •i@ �E• �f� �if• iF •ib iF �E• •1F •i4• aE• �i• � � � 4F •IF •Mf• •14• •le• if• ik iE �4• •1f• if •It• iE• •YF aE..p? �3i• IDENTIFYING INFORMATION NAME i;'ll;:, "i"E'E EAST/WEST STREET NY 376 NAME OE.:.• THE NE]l:;TH/S1::lEJTEI aTRE.E.T....... ROBINSON LANE + LAKES. WALTON RD AREAA .€,.yfPE::........................ .. OTHER R Nf'ME;:; (.JF ..l,.HE:;; ANALYST— ................ WSH--ADD OR WIDEN LANE S i'iATEi: OF ..l..E,..lE: ANALYSIS ................. 1991, ,.1..IME... PERIOD ANALYZED ................. PM PEAK OTHER INFORMATION; RC:I'f: I N{:: ON.,. LF:iAl..TON 1991 PM PEAK IF HARTMAN IS BUILT TRAFFIC VOLUMES E8 WJE ND SE4 LEFT 82 134 75 40 R I GH]" 79 67 64 54 (RTOR volume must be less than or equal to RIGHT turn volumes.) c-150 INTERSECTION GEOMETRY Page -2 NUMF�ER OF I P'ER DIRECTION INCLUDIN8 TURN BAYS: EA�TBOUND = 2 WE8TBOUND = 2 N0RTHBOUND = 1 GOUTHBOUND = � EBWB NB GB LANE TYPE WIDTH TYF"E WIDTH TYPE WIDTH TYF,E WIDTH 1 LT 12.0 LT 12.() LT:{ t2.0 LTR 12.0 2 R 12.0 R 12.0 12.0 12.(} 3 12.0 12.0 12 Or l2.0 ` ' 4 12.0 12.0 12.0 12.0 5 12.0 12.0 12.0 12.0 6 12.0 22.0 12.0 12.0 L - EXCLUSIVE LEFT LANE T EXCLUSIVE THROUGH LANE LT - LEFT./THROUGH LANE TR - THROUGH/RIGHT LANE LR - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS GRADE HEAVY VEH. ADJACENT PKG BUSES (%> (%> Y/N (Nm) {Nb) PHF EASTBOUND 0.00 5.00 N 0 0 0.95 WESTBOUND 0.00 5.00 N 0 O 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0. 2.00 N 0 0 0.95 ' Nm = number of parking maneuvers/hr; Nb = number of buses stopping/hr . CONFLICTING PEDS PEDEGTRIAN BUTTON (pe6s/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N 8.5 3 WESTBOUND 0 N 8.5 J NORTHBOUND 0 N 14.� 3 SOUTHgOUND 0 M 14.5 3 min T = oxinimum green time for pedestrians (--)r�1 ~~ . � . / ` , ^ ' ` ' � SIGNAL SETTINGS - OPERATIONAL ANALYSIS ' �Page-3 -� SEMI -ACTUATED LOST TIME/PHASE = 4.0 CYCLE LENGTH =" 7510 `.~./ EAST/WEST PHASING mmmummmmmm LEFT % _ THRU % GHT X PEDG EA�TBOUND RT ' ` WESTBOUND RT GREEN 21.0 0.0 0.0 0.0 ' YELLOW + ALL RED 4.0 0.0 0.0 0.0 PHASE -1 PHAGE -2 PHASE -3 PHAGE -4 `- EASTBOUND LEFT X THRU X ' RlGHT X . P2DS / ' WESTBOUND LEFT X RIGHT x / PEDS � NORTHBOUND RT ^ ' SOUTHBOUND RT GREEN 46.0 0.0 0.0 0.0 YELLOW + ALL RED 4.0 0°0 0.0 0.0 .. � ` NURTH/SOUTH PHASING ' ' ` � ... ..... ..... ..... _..... _____________~-__~____--__~_---__-_-_---_____-___ PHASE -i PHASE -2 PHASE -3 PHAGE -4 NORTH BOUND � L X THRU X RI@H1 X ` PEQS mmmummmmmm LEFT % _ THRU % GHT X PEDG EA�TBOUND RT ' ` WESTBOUND RT GREEN 21.0 0.0 0.0 0.0 ' YELLOW + ALL RED 4.0 0.0 0.0 0.0 VOLUME ADJUSTMENT 134 WORKSHEET 141 TH Page -4 0.95 654 LT 795 1 1.000 1.000 795 0.18 0.00 RT 67 0.95 71 R 71 1 1.000 1.000 71 0.00 1.00 NB LANE LANE A03. LT MVT. 0.95 ADJ. LANE GRP. NO. UTIL. GROWTH GRP: PROP PROP VOL. PHF VOL. GRP. VOL. LN FACT. FACT. VOL. LT RT E B ______ ____ ____ ---- ___EB LT 82 0.95 86 TH 597 0.95 628 LT 715 1 1.000 1.000 716 0.12 0.00 RT 79 0.95 83 R 83 1 1.000 1.000 83 0.00 1.00 WE LT 134 0.95 141 TH 621 0.95 654 LT 795 1 1.000 1.000 795 0.18 0.00 RT 67 0.95 71 R 71 1 1.000 1.000 71 0.00 1.00 NB LT 75 0.95 79 TH 61 0.95 64 LTR 211 1 1.000 1.000 211 0.38 0.32 RT 64 0.95 67 SB LT 40 0.95 42 TH 38 0.95 40 LTR 139 1 1.000 1.000 139 0.30 0.41 RT 54 0.95 57 * Denotes a Defacto Left Turn Lane Group �� - �-|�� . SATURATION FL�W ADJUSTMENT WORKSH£E� Page -5 ADJ IDEAL ^ SAT. NO. f f f f f f f f SAT. FLOW LNS VV HV G p BB A RT LT FLOW __ ___ _____ _____ _____ _____ _____ _____ ..... _.... __ EB LT 180� 1 1.00O 0.975 1.000 1-0�0 1.0O0 1.0{» 1,000 0.�49 612 R 1B00 1 1.000 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1492 WB LT 1800 1 1.000 0.975 1.O00 1.000 1.000 0.401 R 11(300 1 1.000 0.975 1.000 1.000 1.000 1,00C-) 0.850 1.000 1492 NB LTR 1800 1 1.000 W.975 1.000 1.000 1.000 1.U00 0.857 0.949 1428 SB LTR 1S00 1 1.0000.99n 1,000 1.000 1.000 1.000 0.84G 0.932 1404 C_ 154 ~- |�7 ` ' ` ^ ` runur;�v 4mmv�Tq ��RKSH�FT ' '� Page-,.': �^ �^'' '�'�'�� ADJ. ADJ. BAT. FLOW LANE GROUP ' FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY �� v/c (v) _________ (S) _________ (v/s> _____ (g/C) ___________ '(c> `` -__-__~__ RATIO EB ^'` �T 715 612 1.167 0°613 376 1.903 * R 83 1,492 0.056 0°613 915 ' 0,91 WB LT 795 783 1.130 0.613 ' 431 . 1.842 R 71 1492 0°047 0.613 915 ` 0.077 LTR 211 1428 0.147 0.280 _^400 ` 0~527 * SB ' ' ` LTR 139 1404 0.099 0.280 .' 393 8"354 ' Cycle Length, G = 75.0 sec~ Gum (v/s) critical 15 Lost Time Per Cycle, L = 8.0 sec. X critical = 1j472 , ` ' ' ' ` ^ ` ^ `- �-|c�� `�� LEVEL -OF -SERVICE WORKSHEET Page -7 DELAY LANE DELAY LANE' LANE DELAY LOS v/c g CYCLE d GROUP d PROG- GRP. GRP. BY BY RATIO RATIO LEN. 1 CAP. 2 FACT. DELAY L0S APP. APP. EB LT 1.903 0.613 7 0 * 376 * 1.O0 * * * * R 0.091 0.613 75.0 4.5 915 0.0 1.00 4.5 A WB LT 1.842 0.613 75.0 * 431 R 77 0.613 75.0 4.G 915 0.0 1.00 4.5 A NB LTR 0.527 0,280 7G.0 17.3 400 1.0 1.00 18.4 C 18.4 C �B 1 -TR 0.�54 ' 0.2R0 75.0 16.4 39 0.2 1.00 16.6 C 16.6 C Intersection Delay = � (sec/veh) Intersection LOS = * * Delay and LOG not ' meaningful when any v/c is greater than 1.2 1985*HCM:*�I8NALIZ�D %N�ERS�CTIONG / ��4i.-*****��*************************************�************ Page -t IDl:-'N�IFYING INFORMATION NA�E OF THE E��Sl'/WEST STR�ET.-.......NY 376 NAME OF THE NORTH/S0UTH STREET.......ROBINSON LANE + LAKE WALTON RD AREA TYPE ^.`.^.............-~..,...-.OTHER �AMTHE ANALYST .~.........~.,.~..W8H-AD� OR WIDEN LANES DATE OF THE ANALYS%S......~..........1991 TIME PERIOD ANALYZED. .............,..PM PEAK-�IG REVISION OTHER INFORMATION: ROBINSON-WALTON 1991 PM PEAK IF HARTMAN %S BUILT TRAFFIC VOLUMES EB WB N8 GB .... .... ... ` LEFT 82 134 75 40 THRU 597 621 61 38 RIGHT 79 67 64 ` 54 RTOR 30 30 30 30 (RTOR voIume must 6e less than or equal to RIGHT turn volumes.) ' ' � NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYGn .' EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND SOUTHBOUND = 1 ` EB WB LANE TYPE WIDTH TYPE WIDTH TYPE WIDTH TYPE W1DTH 1 , LT 12.0 LT 12.0 LTR 12.0 ... .... .... _- LTR 12.0 2 R 12.0 R 12.0 ' 12.0 �2.0 3 12.0 12.0 12.0 12.0 4 12.0 22.0 17.0 12.0 55 12.0 12°0 12,0 12.0 6 12.0 12~0 12-0 12.0 ^ L� `~ EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUGH LANE LT` ~ LEFT/THROUGH LANE ' TR - THROUGH/RIGHT LANE LR /- LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR/_ LEFT/THROUGH/RIBHT LANE ^` ADJUSTMENT FACTORS GRADEHEAVY VEH. ADJACENT PKU BUSES Y/N (Nm) (Nb) PHF . `EASTBOUND 0-O0 5.0o N 0 0 0.95 WESTBOUND ` 0"00 5.00 'N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 2600 N 0 0 0.95 Nm = number of parking maneuvers/hr; Nb number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N WESTBOUND 0 N 8.5 3 NORTHBOUND '� 0 N 14.5 3 SOUTHBOUND- () N 14j `-j 3 min. V.T`= minimum green time for ^ pedestrians ' � `_/' ^ /5-�� ^/ ' � v .,� S%GNAL SETTINGS - OPERATIONAL ANALYSIS Page -3 SEMI-ACTU/�TED LOST TIME/PHASE = 3.0 �YCLE LENGTH = 7�.8 / EAGT/WEST PHASIN8 _.... ..... .... ___ ..... ..... ... _.... _.... ..... PHA8E..... ..... ......... .... ... _..... 1 PHASE ________ -2 ..... ..... ... ..... ..... ..... PHASE -3 ..... ... ______... ..... ..... .... ______ PHASE -4 EASTBOUND LEFT X X THRD X RI�HT X PEDS WEGTBOUND LEFT X X THRU X RIGHT X PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 37.0 7.0 0.0 0.0 Y2LLOW + PLL RED 3.0 3.O 0,0 n.0 NORTH/SOUTH PHASIN8 PHASE -1 PHASE -2 PHASE -3 PHASE -4 NO�THBC]QN0 LEPT X THRU X RIGHT X PEDS SOUTHBOUND LEFT x THRU X RIGHT X PEDS EASTBOUND RT WESTBOUND RT GREEN 21.0 0.0 0.0 0.0 YELLOW + ALL RED 4.0 0.O 0.0 0.0 VOLUME ADJUSTMENT WORKSHEE'T PaQe-4 LANE LAN£ ` ADJ. MVT. ADJ. LANE GRP. NO. 8TIL. GROWTH GRP. PROP PROP VOL. PHF VOL. BRP. VOL. LN FACT. FACT. VOL. LT RT EB _____ ______ ____ ____ LT 82 0.95 B6 TH 597 0.95 628 LT 715 1 1.000 1.000 715 0.12 0.00 RT 79 0.95 51 R 51 1 1.000 1.000 51 0.00 1.00 WB LT 134 0.95 141 TH 621 0.95 654 LT 795 1 1.000 1.000 795 0.18` 0.00 RT 67 0.95 39 R 39 1 1.000 1.000 39 0.00 1.00 �B LT 75 0.95 79 TH 61 0.95 64 OR 179 l 1.000 1.000 179 0.44 0.20 RT 64 0.95 35 ' GB LT 40 0.95 TH 38 0.95 RT 54 0.95 42 40 LTR 107 1 1.000 1.000 107 0.39 0.23 25 * Denotes a Defacto Left Turn Lane Group �AlURATlON FLOW ADJUSTME'NT N0 P �-'!:3H�ET Pago-5 �====== ====== ==== IDEAL ADJ. GAT. N0 f FLOW LNG W HV G A RT LT FLOW EB �� ..... ..... .... ..... . �..... ... �.�� LT 1a0{ 1 1"000 0.975 1.(K)0 1.000 1. Q(1)0 1.0�0 1.0D0 0.887 1G�7 � 1800 1 1°000 0.975 1.000 1.000 1.000 1.00 0.85u 1.000 149Z WB LT 18 975 1. 1.000 1.000 1.00� 1.000 0.86� 151< � 1800 1 1.0U0 0.975 1.00() 1.000 1^000 1.000 0.8�0 1.00Y 1492 NB LTR � 1800 1 1,000 0.975 1.000 1.000 1,000 �.080 0.873 0,963 1476 GB ` LTR 1800 1 1^000 0.990 1.000 1.000 1.000 1.000 0.869 0.936 144`| .�. ~ �-/�/ CAPACITY ANALYSIS WORKSHEET ADJ. ADJ, SAT. FLOW LANE GROUP FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c (v) (s) (v/s) (g/C) (c) RATIO _________ ES _________ _____ ___________ __________ ------ ____EB LT 715 1557 0.459 0.493 768 0.931 F< 51 1492 0.034 0.493 736 0.070 WB LT 795 1514 0.525 0.493 747 1'064 * R 39 1492 0.026 0.493 736 0.052 NB LTR 179 1476 0.121 0.293 433 0.412 * ' SB LTR 107 1449 0.074 0.293 425 0.252 Cycle Length~ C = 75.0 sec. Sum (v/s) critical = 0.788 Lost Time Per Cycle, L = 6.0 sec. X critical = 0.256 LEVEL-O� ... 8ERVICE WORKSHEET age -7 RATIO RAT1Q CYCLE LEN. DELAY d 1 LAN �ROUP CAP. DELAY d � PROG. FACT. LPNE GRP,. DELAY LPME GRF`. LO8 DELAY BY APP. LO8 BY A� ' EB _.... ..... _ LT Fl 0.931 0.070 0.493 0.493 75 75.0 7.6 768 736 12.9 0.0 1.0O 1.00 26.4 7-6 D B 25^2 D WB LT R 1.064 0.052 ().493 0.493 75.0 75.0 15.4 7.�5 736 44.6 1.00 60.0 F ^ 57 6 E NB LTR 0.412 <}.293 75 0 16.2 43� 0.4 1.O0 16.6 C 16.6 C 8B LTR 0.252 0.293 7"i.0 1�.4 425 0.1 1.00 15.4 C 15.4 c Intersection Delay = 38.1 (,se(::, veh) Intersection LOS = D /__//~� ' � `' ) 1985 HCM: SIGNALIZED INT�RSECTIONG Paqe-1 IDENTI�YING INFORMATION NAME OF THE EAST/WEST STREET.....'..,NY 376 NAME OF THE NORTH/SOUTH STREFT.......ROBINSON LANE WALTON RD AREA TYP2............................OTHER NAME OFTHE ANALYST .................. WSH DATE OF THE ANALYGIS.................1994 TIME PERIOD ANALYZED............... ...AM PEAK OTHER INFORMATION: ROBINSON-WALTON INTERSECTION-HARTMAN700,ARTERIAL BUILT TRAFFIC VOLUMES � �-/�� '`'r EB WB NB SB LEFT 65 127 67 47 THRU 225 62 56 44 RIGHT 64 63 58 61 RTOR 0 0 0 0 (RTOR volume must be 1ess th.an or equal to RIGHT turn vol umes. � � �-/�� '`'r INTERSECTION GEOMETRY ADJACENT PK8 Page -2 WUMBER OF LANES PER DIRECTION INCLUDING TURN BAY0 (Nm) EASTBOUND � = 2 WESTBOUND 2 NORTHBOUND = 1 SOUTHBOUND = 1 N EB WB 0 NB SB LANE TYPE WIDTH TYPE WIDTH TYPE WIDTH �� TYPE WIDTH �� 1 �� LT 9.0 LT 9.0 LTR 12,0 LTR 10.0 2 R 8.0 R 8.0 12'0 12.0 3 12.0 12.0 12.0 12.0 4 12.0 12,0 12.0 12.0 5 12.0 12.0 12.0 12.0 � 12'0 12.0 12.A 12.0 L - EXCLUG1�E LEFT LANE T - EXCLUSIVE THROUGH LANE LT N TR - THROUGH/RIGHT LANE LR - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE 0 N ADJUSTMENT FACTORS min T = minimum green time for pedestrian� GRADE HEAVY VEH. ADJACENT PK8 BUSES Y/N (Nm) (Nb) PHF EASTBOUND 0.08 5.00 N 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm number of parking maneuvers/hr; ` Nb = number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N) (min T) _EASTBOUND ARRIVAL TYPE EASTBOUND ________________ _____________------ N WESTBOUND 0 N Q. 3 NORTHBOUND 0 N 11.5 3 SOUTHBOUND 0 N 11.5 3 min T = minimum green time for pedestrian� SIGNAL SETTINGS - 0PERAT1ONAL A�ALYSIS Page -3 SEMI -ACTUATED LOST TIME/PHASE = 4.0 CYCLE LENGTH = 75.0 mmommmumalmnam PHASE -1 PHASE -2 PHASE -3 EASTB0)ND LEFT X TI -IRU X R%G4-14' X ' WESTBOUND LEFT V TI -IRU X RIGHT X PEDS NORTHBOUND RT SOUTHBQUND R� GREEN 46.0 D.0 0.0 YELLOW + ALL RED 4.0 NORTH/SOUTH PHAGING .... ..... ..... __ PHASE -4 0.0 0.0 PHAGE -1 PHA�E-2 PHASE -3 �HASE-4 NORTHBOUND LEFT X THRU X RIGHT X PEDS SOUTHBOUND LEFT X THRU X RIGHT X PEDS EASTBOUND RT WEGTBOUND RT GREEN 21.0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 VOLUME ADJUSTMENT WORkSHEET Page -4 LANE L WE ADJ. MVT ADJ. LANE GRP. N8. UTIL. GROWTH GRP. PROP FRO� �OL. PHF VOL. GRP. VOL. LN FA�T. FACT. VOL. LT RT EB LT 65 0.95 6B TH 22 95 237 LT 305 1 1.0(0 1.000 305 0.2� 0.00 RT' 64 0.9G 67 R 67 1 1.000 1.�00 67 0.00 1.00 WB LT 127 0.95 134 TH 362 0.95 3181 LT 515 1 1.000 1.000 515 26 0.00 RT 63 0.95 66 R 66 1 1. 00 1.000 66 0~00 1.00 NB LT 67 0.9� �1 TH 56 0.95 59 LTR 191 1 1.O00 1.000 191 0.37 V.�2 RT '5 8 0°95 61 Sl� LT 47 0.95 49 T 44 0.95 46 LTR 160 1 1.000 1.000 160 0.31 0.40 RT 61 0.95 64 * Denotes a Defacto Left Turn Lane Group SAT�RATION pLOW ADJUSTM�NT WORKBHEET Pag�-5 IDEAL ADJ. SAT. NO. f SAT. FLOW LNS W H\) G p BB A RT LT FLOW EB LT 1800 1 0.900 0.975 i.000 1.000 1.000 1.000 1.000 0.673 1063 R 1800 1 0.870 0.975 1.000 1.000 1.000 1.000 0.85O ' 1.�00 1298 WB LT 1800 8 0.900 0-�75 1.000 1.000 1.000 1.000 1.000 0.809 1477 R 1800 1 0.�70 0.975 1.000 1.000 1.000 1.0O0 0.B�0 1.000 1298 NB LTR 1800 1 1.000 0.975 1.00O 1.000 1.000 1.000 0.857 0.934 1404 SB LTR 1800 1 0.930 0.975 1.000 1.000 1.000 1.000 0.846 0~944 130� \ CAPACITY ANALYSIS WORKSHEET LT 515 1277 0.403 R 66 1298 0.051 ADJ. ADJ. SAT. FLOW LANE GROUP 191 FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c (v)_�_ (s>___ (v/s) (g/C) (c) RATIO EB Lost Time Per Cycle, L = ---------- ----- LT 305 R 1063 0.287 0.613 652 0-46B 67 1298 0.052 0.613 796 0^085 WB LT 515 1277 0.403 R 66 1298 0.051 NB LTR 191 1404 0.136 SB LTR 160 1303 0.123 Cycle Length, C = 75.0 sec~ Lost Time Per Cycle, L = 8.0 sec. 0.613 783 0.657 * 0.613 796 0.083 0.280 393 0.485 * 3.280 365 0.439 . Sum (v/s) critical = 0.539 X critical = 0.603 LEVEL -OF -SERVICE WORKSHEET Page_7 DELAY LANE DELAY LANE LANE DELAY LO8 v/c g/C CYCLE d GROUP d PROB. GRP. GRP" BY BY RATIO _____ RATIO _____ LEN. _____ 1 _____ CAP. 2 FACT. DELAY LOS APP. APP. ED _____ _____ _____ _____ ____ _____ ------- ___EB LT 0.468 0.613 75.0 6.0 652 0,4 1.00 6.4 B 6.0 B R 0.085 0.613 75.0 4.5 796 V0 1.00 4.5 A WB LT 0.657 0.613 75.0 7.1 783 1.4 1.00 8,6 B 8.1 B R 0.083 0.613 75.0 4.5 796 0.0 1.00 4.5 A NB LTR 0.485 0.280 75.0 17.1 393 0.8 1.00 17.9 C 17.9 C SB LTR 0.439 0.280 75-0 16.8 365 0.6 1,00 17.4 C 17.4 C Intersection Delay = 10.1 (sec/veh) Intersection LOS = G N m 1.VG'5 HC'111ISIGNAI.A.Zf-"D 4'. • 4�- • X, K.,•'K. M. 4'. 11DENTIFYING I N F R11A "I'l ON TI -4-- NY NAME OF THE NOR'TH/SOUTH S'T'R[:-'-'E:-f ........ ROBINSON U)NE 4- L(,4V.E, WLTOW [U) A RE* A' Tv, P L. .......... ................. OTHER kl()ME' OF THE" ANALYST— ..... .... WSH ID(ITE OF 'THE ANALYSIS ................. 19)'4 TIME.* PERIOD t')NALYZED.... ........... Pi VIEA::' OTHE.P' INFORMATION. ROBI NGUN-WALTON ESU IL -T I-RAF=171C VOL MES ES w B NB SB a 5 14 C) 7 e 42 THRU 461. 345 64 R I GH'T 82 7C) 56 VTOR 0 C) (RTOR valume must be less than or equal to RIG14T turn vc-)D-tfnes.) INTERSECTION GEOMETRY GRADE HEAVY VBH. ADJACENT Page -2 ============== NUMJ-'.4ER OF LANES PER' DIRECTION INCLUDING TURN BAYGt (%> (%) EASTBOUND = 2 WESTBOUND = 2 NORTHBOUND = 1 GOUTHBOUND = 1 EASTBOUND EB WB N NB SB LANE" TYPE WIDTH TYP"' WIDTH WESTBOUND TYPE WIDTH TYPE WIDTH 1 LT 9.0 LT ll,?. 0 LTR 12.0 LTR 10.0 2 R 8.0 R P.0 12.0 12.0 3 12.0 12.0 12.0 12.O 4 12.0 12.0 12.0 12.0 5 12.0 12.0 12.0 12,0 6 12.0 12.0 12.0 12.0 L - EXCLUSIVE LEFT' LANE (pc-,ds/hour) T - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE ARRIVAL TYPE TR - THROVGH/RIGHT LANE LR - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LAME N min T = minimum green time for pedestrians GRADE HEAVY VBH. ADJACENT PKG BUSES (%> (%) Y/N (Nm> (Nb) PHF EASTBOUND O.00 5.00 N O 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 N0RTH80UND 0.00 5.00 N 0 0 0~95 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parking maneuvers/hr; Nb = number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (pc-,ds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N 8.3 3 WESTBOUND 0 N 8.3 3 NORTHL-'iOUND 0 N 11.5 3 SOUTHBOUND 0 N 11.5 3 min T = minimum green time for pedestrians SIGNAL SETTINGS - OPERATIONAL ANALYSIG �age-3 SEMI -ACTUATED LOST TIME/PHAGE = 4.0 CYCLE LENGTH = 75.0 EAST/WEST PHA8IN8 PHASE -1 PHASE -2 PHASE -3 PHASE -4 EASTBOUND LEFT � THRU X RIGHT X PEDS WESTBOUND LEFT X THRU X RIGHT X PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 46.0 0.0 0.0 0.0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 NORTH/SOUTH PHASING PHASE -1 PHASE -2 PHASE -3 PHASE -A NORTHBOUND LEFT X THRU X RIGHT X PEDS SOUTHBOUND LEFT X THRU X RIGHT X PEDS EASTBOUND RT WESTBOUND RT GREEN 21.0 0.0 0.0 0.<) YELLOW + ALL RED 4.0 0.0 0.0 0.0 I VOLUME ADJUSTMENT 0.95 WORKGHEET T 345 0.9 63 LT 511 I. 1.0O0 1.000 511 0.29 0.n0 Page -4 70 0.95 74 � 74 1 1.00{> 1.000 74 0.00 1.00 WB LANE LANE ADJ. LT 78 0.95 MVT. ADJ. LANE GRP. NO. UTIL. GRUWTH GRF. PROP PRQ� 71 VOL. PHF VOL. [�RP. VOL. LN FA(T. FACT. VOL. LT RT EB .... ..... __ LT TH 4610.95 485 LT 575 1 1.000 �,000 575 V.1.6 0.00 RT B2 0.95 86 R 86 1 1.000 1.000 B6 0.00 1.00 WE LT 140 0.95 147 T 345 0.9 63 LT 511 I. 1.0O0 1.000 511 0.29 0.n0 �T 70 0.95 74 � 74 1 1.00{> 1.000 74 0.00 1.00 WB LT 78 0.95 82 TH 64 C.q5 67 LTR 220 1 1.000 1.000 220 ().37 0.32 RT 67 0,95 71 ED3 LT 42 0.95 44 TH 40 0.95 42 LTR 145 1 1.000 1.000 145 0.30 0-41 RT 516 0.C?5 59 * Denotes a Def acto Left Turn Lane Group `- /- —/7J . ' -� SATURATION FLOW ADJUSTMENT W0RKSHEET �age-5 CDEAL ADJ. GAT. NU. f f f f f f f f SAT. FLOW LNS W HV G p BB A RT LT FLOW ..... ..... .... .... EB LT 1800 1 0.900 0.975 1,000 1.000 1.000 1.000 1.00O 0.674 1D64 �� 1800 1 0.87O 0.975 1'000 1.000 1.000 l.0.B50 1.000 1298 WB LT 1800 1 0.900 C-5.975 1.000 1.000 1.000 1.000 1.0()0 0.535 B45 R 1800 1 0.B70 0.97G 1.000 1.000 %`000 1.000 0.8G0 1.000 1298 WB LTR 1800 1 1.000 0.97� 1.000 1.000 1.000 1.000 0.857 0.945 1420 SB � �TR 1B00 l 0.930 0.975 1.000 1.00J 1.000 1.000 0 924 1274 CAPACITY ANALYSIS WORKSHEE''I'' page -6, ADJ. AD& SAT. FLOW LANE BRUM'' FLOW RATE FVOW RATE RATIO UREEN RATIO CAPACITY vk:: . . ..... ..... .... ..... ... . .. .... ..... .. E f? Ll" 575 1064 0.540 0.613 653 01881 96 1298 0.067 0.613 796 0 10 'C'.] L'T 511 845 0.604 74 1296 0.057 LTR 220 1420 0.155 LTA 145 1274 0.114 Cycle Length, C = 75.0 sec. Lost Time Per Cycle, L 8.0 sec. 0.613 518 0.985 0.613 796 0. 09:,..-r 0.280 398 0.553 -N- 0.280 357 0.407 Sum (v /s) critical - 0.739 X critical - 0.050! LEVEL -OF -SERVICE WORKSHEET Page -7 DELAY LANE DELAY LANE LANE DELAY LOS v/c g/C CYCLE d GROUP d PROG. GRP. GRP. BY BY RATIO RATIO LEN. . ..... .... 1 CAP. 2 FACT. DELAY LOG APP. APP. EB �� ...... ... � LT 0.881 0.613 75.0 9.3 653 9.4 1.00 18.7 C 16.8 C R 0.108 0.613 75.0 4.6 796 0.0 1.00 4.6 A WB LT O.985 0.613 75.0 10.8 518 26'9 1.00 37.6 D 33.4 D R 0.093 0.613 75.0 4.5 796 0.0 1.00 4.5 A NB LTR 0.553 0.280 75.0 17.5 398 1.3 1.00 18.8 C 18.8 C SB LTR 0.407 0.280 75.0 1647 357 0-4 1.00 17.1 C 17.1 C Intersection Delay = 23.1 (sec/veh) Intersection LOS = C UNBIGNALIZED INTERSECTIONS Page -1 ` IDENTIFYING INFORMATION _____________________________________________________________________ AVERA8E RUNNING SPEED, MAJOR STREET.............. 0f; PEAK HOUR FACTOR .......°.......................,. .95 AREA P0PLLATION......................... ^........ 150000 NAME OF THE EAST/WEST STFEET.....,........-...... NY 376,CR 29 NAME OF THE NORTH/SOUTH STREET.~.............-... NY 376 NAME OF THE ANALYST .....~-......,....°........... WSH DATE OF THE ANALYSIS (mm/dd/yy)... .... ........... 1987 TIME PERIOD ANALYZED............................. EXISTNG AM PEAK INTERSECTION TYPE AND CONTROL ------------------------------- ______________________________________ ( (�'INTERSECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES -------------------------- ___________________________________________ EB WB NB SB ____ ____ ____ LEFT n 50 154 -- THRU 250 420 0 -- RIGHT 281 0 36 -- NUMBER OF LANES _____________________________________________________________________ EB WB _______ ------- LANES . 2 1 2 -- C�pACITY AND LEVE�_OF-SERVICE _..... ... ..... ... ___... .... ..... ___________ Page -3 ..... ..... _.... ..... ... ..... ________ POTEN- ACTUAL FLOW- TIAL MOV�MENT SHARED RESEAVE RATE CAPACITY CAPACITY CAPACITY C�PACITY MOVEMENT v(pcph> c (pcph) � <pcph) c (pcph) c = c - v LQS p M _______ SH R SH _______ MIN0R STREET �B LEF� J. 168 RI8HT 39 727 MAJOR STREET WB LEFT 54 50� 157 157 -9 727 727 689 509 5D9 5 v / 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 \ IDENTIFYING INFORMATION __________________________________________~_~____~___________________ AVERA8E RUNNING SPEED, MAJOR STREET.............. 45 PEAK HOUR FACTOR .^...-........................... .95 AREAPOPULATION......,.."........................ 150000 NAME OF THE EAST/WEST GTREET.'................... NY 376,CR 29 NAME OF THE NORTH/SOUTH STREET................... NY 376 NAME OF THE ANALYST .................. .....~...... WSH DATE OF THE ANALYSIS (mm/d6/yy).................. 1987 TIME PERIOD ANALYZED............................. EXISTING PM PEAK INTERSECTION TYPE AND CONTROL _____________________________________________________________________ � ` INTERSECTION TYPE: T -INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES _ _________________________________-__-________________________________ EB WB NB SB LEFT 0 37 299 -- THRU 423 340 0 -- RIGHT 184 0 60 -- NUMBER OF LANES _____________________________________________________________________ EB WB LANES 2 1 NB SB 2 -- ADJUSTMENT ( FACTORS ADJUSTED P�ge-2 _..... ... ___~_____..... FINAL PERCENT RIGHT TURN CURB RADIUS (ft) A[IELERATION LANE ADJUSTMENT GHAD2 ANGLE FOR RIGHT TURNS fr0q RIGNT TURNS EASTBOUND 0.00 _.... .... .... __... ..... ... ... 90 ..... ..... _..... _________..... ... _ ____..... ... ..... ... ___... ..... ____ 20 N WESTBOUWD 0.&0 0.00 6.10 N01RTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- - VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'IS, VEHICLES EASTBOUND 5 0 WE'STBOUND 5 0 NORTHBOUND 5 (} SOUTHBOUND --- --- CRITICAL GAPS % MGTORCYCLES ' 0 0 0 TABULAR VALUESS ADJUSTED SIGHT DIST. FINAL (Tablo 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS NB 6.10 6.1U 0.00 6.10 MAJOR LEFTS WP. 5.80 5.80 0.00 5,B0 M%NOR L�FTS NB 7.90 7.90 0.00 7.90 CAPACITY AND LEVEL -OF -SERVICE 9age-3 _____________________________________________________________________ MINOR POTEN- ACTUAL RIGHT. 69 FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT *(pcph) c (pcph) c <Paph) c (pcph) c = c - v LOS _______ p ________ H _________ ____________ GH GH __ ____________ ----- MINOR STREW NB LEFT 346 156 148 148 -199 � RIGHT. 69 692 692 692 623 A MAJOR STREET WB LEFT 43 458 458 458 415 A / ` 8 u , ` 198� HCM� UNBI8NALI��D INTER��EC�I�NG `�� Pa� e-� °***********�*******� -' IDENTIFYING 2NFOR�ATI�N ' 7�` -_-..... ..... ..... ------__... ..... ..... ________�_____�___~_________�____�____�___ ' AVER46E RUN�I��G SPE�D, MAJ�R STREET. ° . . . . , ^ ~ - . . . . 45 ` HOQR F ACTOR' ^^^^^^``^^^^^^^~,^^^^.^^,^....... .g5 '- AREA POPULATION , NAME UFJHE EA5T/WEGT GTR�ET..°.-..,.,~..°....... NY 376 CR �9 0AME OF .. NY 376 NAME OF T�E AN�,,"j k_YST. . . . . . . , ~ WSH ' DA�� OF THE ANA�YSJG (mm/ddyy) ° . . . . . . . ° . . . . . . ° . ° 1991 AM ' TIME �ERIOD ANALY7EI ° ^ ~ ... . ^ ° , . . . . . . . ^ . . ° , ° . . . . . . - 1,1AR1l1AN NOT. BU1LT INTEJ:�GECTIOW TYPE AND CONTROL _..... .... .... ..... ... _________ %N��SECTTON TY�E: T-IN1ER8ECTION MAJ8R S�REEJ DIREC��ON: EAST/WEST CONTRQL TYPE IGN � ~ ' TRAFFJCl, _..... _..... ..... VO�UMES __.... ..... ..... ..... ..... ... ..... ..... ..... ___..... _... ` ..... ..... ..... __- - -__-_-~-_-__-- N El NB GB � L�Fl ... ..... ..... ... �..... ..... .... 0 5� .... ..... ..... � 1F34 TFK�� 275 467 ^` RIGHT 306 0 � 38 ~- `� NUMBEH OF LANES ` _______________�__�___________�__��_____�_��___�_ NB SB LANE8 2 1 2 -- / ADJUSTMENT ___________________________-______________-__________________________ FACTORS PaQe-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND _______ __________ 0.00 90 ________________ 20 _________________ N WESTBOUND 0-00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- - VEHICLE COMPOSITION _____________________________________________________________________ % SU TRUCKS % COMBINATION AND RV'G VEHICLES % MOTORCYCLES EASTBOUND ----------- 5 ------------- --------------- 0 0 WESTBOUND 5 0 0 NORTHBOUND / 5 0 0 ` SOUTHBOUND --- �-- --- CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-21 VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- -----------� MINOR RIGHTS NB 6.10 6.10 0.00 6.10 MAJOR LEFTS WB 5. 8C) 5.80 0,00 5.80 MINOR LEFTS NB 7.90 7.90 0. 00 7.90 CAPACITY AND LEVEL -OF -SERVICE P�ge-3 ... ... ..... _________________________________________________________ MAJOR STREET WB LEFT 61 473 to-}Og 473 412 A POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c Qcph} c (pcph) c = c - v LOS p ________ M _________ SH ____________ R GH ____________ ----- __MINOR MINORSTREET NB LEFT 213 136 124 124 -89 F RIGHT 44 705 705 705 661 � MAJOR STREET WB LEFT 61 473 to-}Og 473 412 A 19 8 50 H CM U N C13 1 (3 t"I A IL- I -Z I. I h-1 T E Rl":' I I"" C, "1" 1: 0 N 3 N. K IDENTIFYING ... .... ..... ... . .. ..... ..... ..... .... . ..... .... ..... . . .. ..... ..... .... .. .... AVERAGE RUNNIN(l MAJOR Sf'REf--'-T . . . . . . . 45 PEA[.-',' HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . AREA POPULATION ............... ...... . 15 c) t") NAME OF THE EAG'T/WEc3'l" ............ NY NAME OF THE NOR14-4/90U11.1 STPEr."I ......... NY NAMEOF OF LANES ... ..... ..... ..... . ... .... .... .... ..... .... ..... ..... ..... ..... ..... .... ..... ... . THE ANALYs"r ...................... w F", 1 .1 DATE OF THE ANALYSIS (iyifo/d(A/yy) ID11 TIME PERIOD ANALYZED ..................... A P, "I" M N I (,J 'f' Y.-3 lJ 1. 1 INTERSEQ-tION TYPE AND CIONI"ROL -------------- .... ..... ..... ..... .. . ..... .... .... ..... .... .... ..... ..... . ..... . .. ..... .... INTERSECTION TYPEi T 11.11"E R G E" CTI ON MAJOR STREET DIREC"rJON: EAlG"('/WE8T CXNTROL TYPE NORl"HBOUND: STOP SIGN TRAFFIC,' VC)LUME,c3 . ..... . ... ..... .... ..... ED WD ND C, i 1? LEFT .1" 321 THRU 463 369 0 RIGHT 207 64 NUMBER OF LANES ... ..... ..... ..... . ... .... .... .... ..... .... ..... ..... ..... ..... ..... .... ..... ... . LANES ED WN 2 NO 2 ......... ADJUSTMENT ~___________________________________-_~~-____~-__~___�_��__ FACTMS ` ' ' PERCENT RIGHT TURN CURB RADIUS (ft) ACCELIERATIONVANE GRADE ANGLE FOR RIGHT TURNS FOR'RIGHT . TURNS � EASTBOUND _______ ----------- 0.00 9W ---------------- 20 __~_-~___-__-____ ' N WESTBOUND 0.00 �() . 20 � ^^ / � N NORTHBOUND . 0.00 �0 20 N '~ � VEHICLE COMPOSITION ___..... __..... ___________-__�-�_______________ . --------------- % SU TRUCKS % COMBINATION '� AND RV'f� _________ VEHICLES % MOTORCYCL�S ` �^ EAST8OtUND ________-____ 5 0 _~____-__~~~- ' 0 WEST0OUND 5 0 0 NORTHBOUND ' ` ' ^ .� CRITICAL GAPS ____~_~____~~__~�_____~_______��_�__~__--~ ` ` ' `, TABULAR VALUES ADaUSTED S1GA7 DIST. � ^ , . FINAL ' (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP M%NOR RIGHTS ________ ----------- __-_--~_____ NB 6.10 6,10 0.00 6.10 MAJOR ^ WB 5. 00 5.80 0, 00 NB 7~90 7"90 0°00 7°90. CAPACITY AND LEVEL -OF -SERVICE Page -3 ------------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SNARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c p M SH g SH ------- ________ _________ ____________ ____________ ------ MINOR __ MlNQR GTR� ��B LEFT 372 129 121 121 -251 F RIGHT 74 663 663 663 589 A MAJOR STREET WB LEFT 45 419 419 419 374 B 1985 HCl, Mx UNSJGNALIZED INTER ****w************w*********************************************pagEF! -1 IDENTIFYINB IN�ORMATION _.... ..... ____.... ..... ... ______________^'_________________ AVERAGE RUNNING SPE��D, MAJOR STRE.T.......~...... 45 P�AK HOUR FACTOR.. ,,,,,,,,,,,,,,,,,,,,,,,,,,.,... .95 AREA POFlt,4-ATIQpq.. ^^^^^~^^^^^^^^`^^^^^`^~^^..° 150000 NAME OF THE EAS�/�EST STREET "...^....'........... NY 376,CR 29 NAME STREET ^^^^^^^^`^^^^^`.... NY 376 NAME OF THE ANALYST ^.^.~~...^......~............. WSH DATE OF THE ANALYSIS (mm/dd/yy) ^~``^,^^..~.~-.... 1991 AM TIME PERIOD ANALYZED .....~.........~'............ HAR�MAN 8UlLT INTERSECTIO0 TYPE AND CONTROL / \ INTERGECTION TYPE: T-INTERSECTIUN MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE 8'TOp SIGN 'TRAFFIC VOLUMEG EB WB WB GB FT � 53 211 -- THRU 320 521 0 -- RIGHT 351 0 NUMBER OF LANES EB WB NB SEl LAN�: E'S 2 1 2 ............ .. Yr-.kt UES ADJUSTED Pa g E,,, FINAL. 'YORN CURS RAI) IL)S' (ft) ACCELERATION LANE CRITICAL G(-L'iF-' 0`1611YAH., ANC131 L.: FOR TURNS FOR RIGHT TURNS 1\1 9f 6. 1 N W L 2 N 11 C) 1.14 "t I lJ I'l 1) W 91) 2(_r N Cj tJ 'T V I LA, U 11 L i� IT . ..... V E., F71 TC, [A.:., C', C..)1" l P, I "I" I Cj . ..... . ... ..... . . ..... . ... M % SU % CIOMBINATION RV S, VE"HICLES MC)TCJ(-'{CYCLIES 0 .. . ....... .. C., fI "1 .1. Cl, I Yr-.kt UES ADJUSTED SIGI-AT DIST. FINAL. b I e 10 2) .. . ..... ..... .... VALUE Di u s "r lyl E� N T CRITICAL G(-L'iF-' 1\1 6. 1 0. 00 6.10 L W ".".5 C3 5. 60 5. B0 i� IT C�P��C1T� AND LEVBL-OF-8E VICE Page -3 _..... .... _________ POT��N- ACTUAL FLoW- TIAL MOVEMENT GHARED HES�RVE RATE CAPACITY CAPA�ITY �APA{�%TY CAPACITY MOVEM£NT v(pcph} c (pcph> c (pcph) c (pcph> c = c - v LOS ..... ..... .... P ..... ..... ..... _..... .... .... .... M ... GH R SH MINOR STREEA- NB LEFT 244 107 96 RI8HT 44 662 662 662 618 � MAJOR STREET W8 LEFT 61 419 419 419 35G B / l985 HCM: UNGIGI'll ALlZIN�ERSECTION�:3 Page -1 *+.** -XV ****************************** IDEN'TIFYING INFORMAT%ON �... .... �..... ��... ..... ... ... ��..... ��... �.... .... �� VERA8E RUNN%NG SP��ED, MAJOR �TREET..~........... 45 PEAK HOUR FACTOR...,...........,.~............... .�5 AREA PCI PULATION...,-..'..........-....,...,.....' 150000 NAME OF THE EAGT/WE��T STREET.....'..............' NY 376,CFi 29 NAME. Of" THE ..-.,............ NY 376 OF THE ANALYST....-...............,........, WSH DATE OF THE ANALYSIS (mm/dd/yy) ..... ......�-..... 1991 PM TIME PE, -Rim) ANALYZED ...~.........~........ BUILT-700VPH ' INTERSECTION TYPE AND CONTROL _..... _..... ... ... ________ INTERSECTION TYPE., T -INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUWD: GTOp SIGN ` TRAFFIC VOLUMES EB WB NB SB .... .... .... .... _--- __ LEFT THRU 544 441 0 -_ RIGHT 247 0 64 -- NUMBER Of LANES EB WB ~ LANES 2 1 / \ �D�USTMENT --__.... ..... ..... _.... __________________�________��~~____~_�_________�_��_�_�_____ FACTORS ` ' `i� page -2 �ER, CC�`NT TURN CURB RADIUS (ft) ACCELERATION LANE GR��DE ANGL� FOR TURN� FOR FOR RI8HT TURNS EAS�B�UND .... ..... ..... ___ 0.00 �0 � 20 N WESTBOUND - ' MORTH8OUWD 0-D0 90 ' N VE��ICLE COMPOSITION ~_..... .... ... ... ... __�____�_~�_��________�_-~ ' � % ISU TRUCKS % COMBINATION ' � AND RV 'C"i VEHICLE MOT[KRGYCLES NURTH8OUND �0UTHB[KJND --- ^' C�ITICAL GAPS ................. - - -______�______�__ ' ` ' ' TA�ULAR VALUES ADJUSTED SIGHT DIST_ ^ ' � �FINAL (Table 10-2) _..... ..... _ VALUE ADJUS7MENT _ CRITICAL GAP ' ` NB 6.10 6°10 0.00 ' 6,1n ` �AJQR LEFTS WB 5. 80 5. 80 0. 00 '�'5,80 M�NOH L[�FTG ` ^ N 7.90 7"90 0.00 7"90 ` CAPA{�%TY AND LEVEL -QF -SERVICE _.... .... ____________ ..... .... ..... ..... .... ___ Page -3 ..... _________________..... ___..... _____ POTEN- ACTUAL FLOW- TIAL MOVEMENT 1A1: ED RESERVE RAl' C, CAPACITY CAPAC%TY CAPACITY CAPACITY MOVEMENT v(pcph} c (pcph> c <pcph) c (pcph} c = c - v LOS p M GH R SH ... ..... ..... .... ... M%NOR STREFT NB LEFT RIGHT MAJOR STREET WB LEFT 455 89 'G 22 -373 74 609 609 609 534 45 350 3�0 350 F A 304 B til t 'i 198 .;.HC I t UNS I SNAL I :AEU I N'tE.RSEC V I CANS -` •� �;•� * �.a� a� � •x• •� •rM� •� � � � •� � •>k �• •rF �• •r4• �• �• � �� a� a� �• ar•� � * �• •�..�..�• �"�:' �' �' a� �, �' ar.'� �' �' �"�; '�' �a"�' �' �"�..�;.'� �; �.,�; .�..�(, �..�..#. i, I DENTT F Y I Nig i N1= okmA,r i f: i AVERAGE RUNNING SPEED, MAJOR STREET,. X w , N , ... • . , . , e�"', . '... 1 i�r 1.IF� �W/� • • , X w Y N • N, M Y Y M i t! 1",1 1 Er+`F7 'r.I•'} • • • , M M' . X, Y M M , Y M. ,',. , • AREA OPULAT,.I ON Y • F Y `, I , X N • N rt M N N • .' N • • • • • • , M M M u . • • • w lid J 1.. NAME 6F THE; EAST/ WEST sr REET . ... w N NY "374.,C3R 29 • , NAMEiQF STREET .,X,....,N..•w».X,, NY ,76 .NORTH/SOUTH L3 i NAME U 7HE,: gNAiw YB i , M M . M • • ► • i • M . , , M w X • , M , k w M • , • • W I 1..{')A.IIJC:.7 .. l b%A Fr .,Of- 7W1 ;ANOLYSIG trn(nldd/yy) % , -w M M M ., M , M w , M , , , , , 1991 I"111 TIME 'F'ER .[]I} NALYZED. X , • X X Y • . • .. Y Y • . ,. w , w N . N M N w w , Fk{'rFi"f'h'1f1N f:34_!'`I"x-'VF FI � S 3 INTERSECTJUN TYPEAND CONTROL .+uw — xx., ... �..-.. r... ..w ......x..,, ..n..,,, ,., nx,x:..-......xw..m ».,..... »... ».,. ,.x .». ,.......«..,.. �� ,. . INttRSE•CTION TYPE4 , T- INTERSECTION . MAJ OR: STREET ; DIRECTION; EAST/WEST CpNl`RtC7L TYF?E' NORTHBOUND STOP, SIGN i v 1 TRAFFIC..,VC7LUM1w5 �� wwr r.l W+`rl4 Lw:w-------------------- ----.uMu-----w—rawr.+.wwrr..B BWks NR SR fi { 211 TtU , 2�i2, 0 w» » RIGHT: `;CJI 38 . i 3 NUMBER CE , LANES } x ES Wa NC{ ASB LANE B, 2 ,M - ' 119 l fi fid ' ( ADJUSTMENT FACTORS ` ____ __ g 2 .. PERCENT R1GHT TURN CU�B RADIUS (ft> ACCELERATION LANE GRADE ANGLE FOR RIGHT �URNS FOR RJGHT TURNS TBOUND 0.00 �0 ..... ... ... .... .... _..... ___..... .... ______..... ..... 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTH�8UND ----- -__ ---_ VE]AICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 5 O 0 WESTBOUND 5 0 0 N0RTN�[kJND 5 0 0 SOUTHBOUND --- __- --- CRITICAL GAPS TABULAR VALUES ADJU8TED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRIT1CAL GAP MINOR RIGHTS NB 6~ 10 6., 10 0 00 ` MAJOR LEFTS WB 5.80 5.80 {).00 �.80 MINOR LEFTS NB 7.90 7.90 0.00 7.90 -CAPACITY AND . MOVE:m1:;N,.1,. ; y f:- RATEE Acl, I 'TY CAV::, C, I "T'r' P AC" T "C'"r' C ]: T,y .MOVEMENT vtf. -Ph7 c.' (pcphi) G:, 4pc_pfl? 1 MINOR cSTPR ET Nit L& T 220 97 MAJOR S7"REtW;'1' WS LEFT I 57 419 41,9 ,'> 4:1, a 2 D -- 1 2 I f / 1.985 H(""M: UNSIGNALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION ------------------------------------------------------- ______________ AVERAGE RUNNING SPEED, MAJOR STREET ........... ... 45 PEAK HOUR FACTOR .....,~...........~...^.,~......° .95 AREAPOPULATION.....................-.....~...... 15{K}00 NAME OF THE EAST/WEST STREET ...~.^.....'......... NY 376,CR 29 NAME OF THE NORTH/SOUTH STREET............,...... NY 376 NAME OF THE ANALYST ........^............^........ WSH-AM PEAK DATE OF THE ANALYSIS (mm/dd/yy).,................ 1994 TIME PERIOD ANALYZED...,......'.........~........ HARTMAN700,ARTERIAL INTERSECTION TYPE AND CONTROL ------------------------------------------------------------------------ INTERGECT%ON TYPE: T-INTERSECTIQN MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES ---------------------------------------------------------------------- EB WB NB SB LEFT 0 55 47 -- THRU 273 510 0 RIGHT 83 83 0 37 -- NUMBER OF LANES _____________________________________________________________________ EB WB NB SB _______ _______ _______ --------- LANES ______LANES 2 1 2 -- ADJUSTMENT 1, SIGHT DIST. FINAL ( Table 10-2) P cl C.: Fr. .n.. ' P ER4'.F:.'.NT RIGHT TUf,.ra CURB RADIUS Wt) ACCELERATION LAWi NEI 6. 10 GRADE ANGLE FOR RIGHT Tl!RNS FOR RIGHT Tk.iRNS f_(, STBi.JUND 0.00 'fit,) 0 0.0 s a. Sts WESTWU3' D 0. 00 9C) 20 N r . yrs s_7. Qo 7 . yrs SOUTHBOUND VEHICLE COMPOSITION 'i. SU TRUCKS °! COMBINATION AND RV ' S VEHICLES 1:Ck,.ES r MOTORCYCLES EASTBOUND 5 WESTBOUND 5 SOUTHBOUND CRITICAL l:it:::$PS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL ( Table 10-2) VALUE ADJUSTMENT CRITICAL GAFF MINOR RIGHTS NEI 6. 10 6.10 c_s . {_f) 6. 10 MAJOR LEFTS WB 5, 5.80 5.S0 0.0 s a. Sts fail: WOR LEFTS TS WD 7.90 r . yrs s_7. Qo 7 . yrs D — 123 ' ' CAPACITY AND ` -__-~~__________________-____-_________-_____—'_________-_ - LENEL�O� ��RVICE Paqe-3 ^ ` POTEN- ACTUAL — FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPAcITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS ' ------- -------- __~~_____ ___~________ ____________ ----- -_MINOR MINORSTREET ' 'NB LEFT 1 161 152 152 101 D � F<%GHT � 40 808 808 808 768 A MAJOR STREET ` � ^ � WB LEFT '^ ^ ` ' \ `^ ^^ ^ ' , � 59 64� � 643 3 64 583 A ` ` ` ' ' \ ' � ' ' ' ' ' . `. .' ^ ` / ' ^ . ^ F) ^. - �� 1985 HCM IDENTIFYING INFORMAT,101',l ..... ..... ..... .. .. ..... .. . ..... .... AVEAGERUNNING SPEL-'-D� MAJOR........ PEAK{ HOUR FACTOR ............ 3 AREAPOPULATION ....... ............... NAME OF THE FAST/WEST -T ..... ....... C'1', 9 R EE NY -;F7� NAME OF THE NOR THtsoui'i-i STREET ...... Id1' NAME OF THE ANALYST. . .......... W DATE 0F THE ANALYSIS (nm/dd/yy)..,.*. ......... 1.`;'"i'4 TIME PER I OD ANALYZED ..... ......... ........... INTERSECTION TYPE AND CONTROL. ... .. .... ......... .... ..... . .. ..... ..... .. ................. TERSE INTERSECTION TYPE T - I N XT I ON MAP OR STREET WRE'CJ'10N� F,','fA9)T/WEST J -1"Of" CONTROL TYPE NORI i2C)UND: 9 S I GN TRAFFIC VOLUMES - ------------- --- WB NB Ski LEFT 41 9E3 THRU,: Jbi 529 RIGHT 62 66 NUMBER OF LANES --------------- -------- EB wo39 Np 1 LANES 2 1 2 / ADJUSTMENT FACTORS Page -2 ` _________________________________________________________-_____ PERCENT RIGHT TURN CURS RADIUS (ft) ACCELERATION LANE GRADE _______ ANGLE __________ FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND 0.00 90 ___~____________ 20 _________________ N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND Ru'S VEHICLES % MOTORCYCLES ___________ _____________ --------------- EASTBOUND ____________EASTBOUND � 0 0 WESTBOUND 5 0 0 NORTHBOUND 5 0 0 SOUTHBOUND --- ___ --- CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-21 VALUE ADJUSTMENT CRITICAL GAP -------------- -------- -------�� MINOR RIGHTS NB 6.10 6.10 0.D0 6.10 MAJOR LEFTS WB 5.80 5.80 0.00 5.B0 MINOR LEFTS NB 7.90 7.90 0.00 7.90 T--)-|2 (� CAPACITY AND (")l'-% __________Page -3 '--- POTEN� ACTUAL FLOW- TIAL B RESERVE EMENT RATE CAPACITY CAPACIT� CAPAcITY CApA�%TY v!pcph) c (pcph) � (pcph) c (pcph> p M SH R SH MINOR STREET N8 LEFT 113 87 81 81 nlGHT 76 883 683 683 607 A MAJOR STREET WB LEFT 47 448 446 446 399 B r�-!�7 �/ 1985 HCM: SlGWALIZED INTER8�CTIONS IDENT IFrYING IN�ORMATION ' NAME OF THE EAST/WEGT STREET.........NY 376, CR 29 NAME OF THE. NORTH/SOUTH ....-...NY 376 WREATYPE ,,,,,,,..,..,,..,~.......,..OTHER NAME OF THE ANALY8T ^^^`^~^-`^^^^^^^..WSH DATE OF THE ANALYGIG .................12/10/86 TiME �ERIOD ANALYZED .'..~..~~........AM PEAK OTHER INFOR�ATION: FISHKILL PLAINS -1991 AM LANE IMPROVEMENTS -SIGNAL A�DED TRAFFIC VOLUMEB EB WB NB SB .... LEFT 0 ... _..... ..... 38 521 0 THRU 320 211 0 0 RIGHT 0 RTDR 40 0 40 0 (RT(:'R volumil- must be less than or equal to RIGHT turn volumes.) INTERSECTION GEOM�TRY age_2 NL��ER OF LANES PER DIRECTION INCLMDING TURN YSo EASTBOWND = 2 WESTBOUND = 2 NORTHBOUND = 2 SOUTHBOUND = 0 EB �V� NB SB LANE TYPE WIDTH TYPT� WIDTH TYPE WlDTH _.... ..... ... _ TYPE WIDTH 1 T 12,0 L 12.0 L 12,0 L 13.0 2 R 12- T 12.0 R 12.0 T 14.0 3 12.0 12.0 12.0 R 14.0 4 12. 12.0 12.0 12.0 5 120 . 12.0 12.0 1�.0 6 12 0 ~ 12 0 . 12.0 12.0 / L - EXCLWSIVE L(' --'FT LANE T - EXCLUSIVE 'THROUGH LANE LT - LEFT/THRO#GH LANE TR - THROUGH/RIGHT LAWE LR - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LEFT/T�ROUGH/RIGHTLANE � ADJUSTMENT FA�TOR8 ====================================================================== GRADE HEAVY VEH. ADJACENT V.KG BUSES Y/N (Nm) (Nb) PHF EAGTBUUND 0.0() 5.00 N 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0~95 NORTHBOUND 0.00 S. N 0 Q 0.95 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parkingN6 = number of buses stopping/hr CONFLICTING PEDG PEDESTRIAN BUTTON (Peds/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N 2.5 WESTBOUND 0 N B.5 3 �O�THBOUND 0 N 14. SOUTHBOUND 0 N 3 min T= minimum green time for ped�strians SIGNAL SETTINGS - OPERATIONAL ANALYSIS Page -3 PRET%MED LOST TIME/PHASE = 3.0 CYCLE LENOTH = 100.0 EAST/WEST PHASING ------------------------- _-------------------------------- ____-_-______ PHASE -1 PHASE -2 PHASE -3 PHASE -4 EASTBOUND LEFT THRU X RIGHT X PEDS WESTBOUND LEFT X THRU X RIGHT PEDG NORTHBOUND RT SOUTHBOUND RT ` GREEN S5.0 0.0 0,0 0.0 YELLOW + ALL RED 3.0 0.0 0.0 0.0 NORTH/SOUTH PHASING PHASE -1 PHASE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT X THRU RIGHT x PEDS SOUTHBOUND LEFT THRU RIGHT PEDS EASTBOUND RT WESTBOUND RT GREEN 39.0 YELLOW + ALL RED 3.0 0.0 0.0 0.0 0.0 0.0 0.0 ` ` ' VOLUME \ E ADJUSTMENT WORKSHEET Page -4 , LANE ADJ. � MVI". ADJ. LANE GRP- NO. UTIL. GROWTH GRP. PROP PROP VOL. PHF VOL. GRP. VOL. 'LN FACT. FACT. VOL. Ll RT ... _____- __ __.... ..... ' LT 0 0-95 0 .TH 320 0.95 337 T 337 1 1.000 1"000 337 0.00 0.o9 RT 301 0.95 327 R 327 1 1.000 1.00b 327 0.00 1.�0 WB ` AT 38 '0,95 40 L 40 1 1.000 1.000 40 1.00 0.00 � TH 211 0.95 222 T 222 1 1.000 1.000 222 0.B0 0.00 |RT 0 0°95 8 � ND ` LT 521 0.95 548 L 548 . 1.000 1,000 548 1.00 0,00 |TH 0 0°95 0 � �RT 53L 0-95 14 R 14 1 1.000 1.000 14 0-00 1.90 GB'. ' �LT 0 0°95 0 'TH 0 0°95 0 / RT 0 0.95 0 ^ �- ' ` ! ^ ` ` * Denotes a Defacto Left Turn Lane Group ' ` ' ` ' `- ' - ' ^ � - ' ' � . Fl�|��\ '^ ' \ ^SATURATION FLOW ADJUSTMENT W0RK�H�ET �age-� ' = I'M =��p====��====�================ ' IDEAL ADJ. SOT. NO. f f f 4: f f f f SAY. FLOW LAS W HV 8 A RT LT FLOW E�� _..... ..... _..... T ` 1800 1 1°000 0.Y75 1.O00 1,000 1.000 1,000 1.000 1.000 17.;5 R 1800 1 1°000 0.9751 1.000 1.000 1.000 t.O00 A.85�0 1.000 1492 WB L'� 1B�0 1 1°000 0-q751.000 1.000 �.000 1.000 1.000 0.206 502 �T/ 1800 1 1.000 0.��5 1.O0� 1.000 1.000 1.000 1.000 1.000 175� NB' `L� 1800 1 1-000 U.975 1.000 1.00� 1.000 1.000 J. 0.85� 1492 ` 'R i800 1 1°000 0.975 1' 000 �.850 J. 1492 SD ` ^ ' ' ` ` '- \ ` ~ .' .. ' ` ` ` ` ( ' ' ` - ` ` �. ' x` � �^ ' /- ~ J/ , . F\ ! �� ~^_ .. ^ � CAPACITYANALYSIB ` WO� � ET � �. Page-6 .' ~ ADJ. ADJ- SAT, FLOW LANE 8ROUP FLOW RATE FLOW RATE PAT1U QREEN RATIO CAPACITY v/c PATIO ' EB�� ........... .... ... __ ��7 ' 175�� 0.192 0° S�/ 965 0, 349 ^ 327 ` 149 t4920. �20 U. 5�0 820 0. 3P.7 * WB 40 5C)20. 080 0. 550 276 0. 145 222 1755 O.127 0.�50 965 0 230 . NP�� L 54B 1492 0. 369 � R . 14 149202 11 Gum (v/e) crttica1 X critical = 0.625 L EVEL-OF-SERVICG WOR EE� =====age_7 P DELAY L�NE DELAY LAY LO, v/c g/C CYCLE d GROUP d pRO8. GRP. GRP. BY BY- RATI@ RATIO LEN. 1 CAP. 2 FACT^ DELAY LOS APP. APP. EB T 0.349 0.550 100.0 9.5 965 0.1 J. 9.6 B 9 8 B R 0.399 0.5�0 100.0 9.9 B20 0.2 1.�0 WB L 0.145 0.IS 50 100.0 8.4 276 0.0 1.00 8.4 B 8.8 B T 0.23D 0.550 100.0 8.8 965 0.0 1.00 8.8 B NFj L 0~943 0.39V 100.() 22.4 582 17.5 1.00 9.8 D 39.2 D R 0.024 Q.390 100. 14.3 582 0.0 1.80 14.3 B ' ` SB Intersectimn De1ay = 20.7 (sec/veh> Inter�ection LOS = C I9i -3,z`j 1��44�M. :;1:C�Il`�AL..IHl",D :I, NJ' :r ``�i:::�:'1..:1:Lir� f'_:��rw ..1. .}�. ,�..� # E• #, .ie• # �• -%; '.f• •}�• n -#• .� •W •ii• # .,'t•, .h..l f �=,- X• #• 3+, :€• ;t- .y� # .q. •� # �..�� .ji .�, .y. ,�. •iF. •n• •3d,�.. fi -ii• •sc •�• ak• •:t'• 3r # ii• •34 3k• -#..� .ri. # .�..�..�..�. �..;i, .;i, .Y .�. ,�. ,}i..�. ,�. 1DE NT 1 F'Y I NG r�IG'Cli l"fir-'`�-C I urs l�Jf �l lF- Cft THt l=¢�.'3' / 6�Lt "i' C3`l i if_'_ ^..1........... NY -376, (F; y �'r NAME Gl-' THE NCRTH/sC.jLj rF-I S]'RE::E:-F....... COY F3Fr'ILi1fYFF-............................. NAME OF THE ww4L..ys-r ............ w , WSH r1A*TE i EF=' THE (ANALYS .......1,'; 10/8-6 'TIME l'~ERIOD HrIt�LY"ZIHD.................PM I'F riF: U"T'H F I rill= ORrfIAl" 1 t.- tv" F' !.SHF`:1 LL PLA I NS --1 c,? 1 F`11 LANE C;Nl:? S I GiNAL ADDED D '1 -RADE IC: VOLUMES D— 135 EB vie r;aB "tib l•.HRLJ 54, 441 R I GH -F' 24 C) 64 r„y Fti ..F' OR 4 () +.-� 40 ; y (IRT'OR volume must be I ess than or equal to RIGHT” turn Vole nc� s;.:� D— 135 . IN7EPGECTIUN GEOMETRY . Paqe-2 ' NUMBER OF LANES PER DIRECT%ON INCLUO1NG 11J RN BAYS: . EASTBOUND 2 WESTBOUND � ' 2 NORTHBQUND 2 SOQTH�OUND = 0 ' ED WB NB �B . LANE TYPE, WIDTH TYPE _____ W%QTH TY� E W�DTH TYP� WIDTH T 12.0 L 12°0 L 12^� L 13.0 ' -`2 'R 12.0 T �2.0 R 12.0 T 14.0 ' � 12°0 12.0 12.�� 412.0 12°0 12.0 12.0 5 1� 0 . ° 1� 0 12.0 �6 12.0 12.0 12.0 12.0 EXCLUSIVE' LEFT LANE T EXCLUS2VE THR0JGFf LANE 'LT LEFT/THROUGH LANE TR - THROUGH/�I8HT LAmE � LRLEFT/RIGHT ONLY LANE PI8HT LANp. ` LTR LEFT/ THROUGH/RIGHT LANE ' ADJUSTMENT FACTORS ==�======_====�=�==�=== , ` . GRADE HEAVY VEH. ADJACENT PKG BUGEG Y/N (Nb) P H F ` EASTBOUND 0.0 5.00 N WESTBOUND 0.00 �.00 N 0 0 0.95 NORTHBOUND 0°00 f:'J.00 N 0 0 g.95 SOUTHBOUND � 0.00 5^Q0 N 0 0 0.95 Nm num6er'of parking man�uv*�rs/hr; N6 = numb�r of o s opp ng 'r ..CONFL%C ING PEDG PEDEST�IAN BUTT0N � .. (peds/hqur) (Y/N) `(min T> AR�IV&L T�PE EASTBOUND 0 ' ' N 8.5 ... ..... ..... ______ � ` WESTBOUND NORTHBOUND N 14.� 3 C> ' O .HBOUN.� . .�' �� min�T � minimuM green time for ( /` ` ' ` , p�destri�ns .' . ` [)- 13G I SIGNAL SETTINOS OPERATIONAL ANALYSIS PRETNED LOST TIME/PHASE P.0 CYCLE LENGTH 100o) EAST/WEST PHASINO PHASE -1 PHASE -2 PHASE -3 PHASE -4 EASTBOUND LEFT THRU x R IGHT x FEI)s WESTSOUND.- LEF I"x THRU x R I BHT. PEVS�:, NORTHPOUND RT SOUTHBOUND RT. GREEN YELLOW + ALL FREED s 0. 0 NORTH/SOUTH PHASING -------------- PHOSE-1 ------------------------------------------ PHASE -2 PHAGE -3 PHASE—el. NORTHBOUND LEFT: x THRU RIGHT x PEPS. C) o D- '�7 VOLUME ADJUSTMENT WORKSHEET Page -4 LANE LANE ADO. MVT. AGJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. pHP VOL. GRP. VOL. LN FACT. FACT. VOL. LT RT EB _ __ LT 0 0.95 0 TH 544 0.95 573 T 573 1 1.000 1.000 573 0.00 0.00 RT 247 0.95 218 R 212 1 1.000 1,000 218 0.00 1.00 �B LT 39 0.95 41 L 41 1 1.000 1.000 41 1.00 0.00 TH 441 0.95 464 T 464 1 1.()00 1.000 464 0,00 0.00 RT 0 0.95 0 N� LT 393 0.95 414 L 414 1 1.000 1.000 414 1.00 0.00 TH 0 0.95 0 RT 64 0.95 25 R 25 1 1.000 1.000 25 0°00 1.00 SB LT 0 a.95 0 TH 0 0.9�j 0 RT 0 0.95 0 * Denotes a Defacto Left Turn Lane Group SATURATION FLOW ADJUSTMENT WORKSHEET Page-5 ID�AL ADJ. SAT. NO. f FL8W LNS W HV G p BB A RT LT FU3W EB ` T 1800 1 J. 0.975 1.000 1.000 1.000 1.000 1.000 1.000 17S5 R 1800 1 1.0O0 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1492 WF� L 1800 1 1.000 0-975 1.000 1.000 1.000 1.000 1.000 0.194 341 T 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 1.000 1.0D0 1755 NB L 1800 1 1.000 0.975 1.000 1.000 1.000 1.0n0 1.000 0.850 1492 R 1800 1 1.000 0.975 1.000 1.000 1.000 1.000 0.850 1.000 1492 SB [) - | 3<-) CAPACITY ANALYSIS WORKSHEET Page -6 ADJ ~ . AIN) SAT. F ' L OW LANE GR0UP FLOW RATE FLOW RATE RATIO GREEN RATIO OApAC%TY v/c (g/C} �c) RATID EB T 573 1755 0.326 0.550 965 R 218 1492 0.14 30 820 0.266 k� L 41 341 0.120 0.550 188 0,219 T 464 1755 0.265 0.55C 965 0.481 NB L 414 1492 0.277 0.39 B2 0.711 * R 25 1492 0.O17 0.390 532 0.044 SB Cycle Length, C = 100.0 sec. Sum (v/s) crit�cal = 0.604 Lost Time Per Cycle, L = 6.0 sec. X critical LEVEL-OF-GERVICE WORKSHEET ` Page -7 DELAY LANE DELAY LANE LANE DELAY LOS v g/C CYCLE d GROUP d PROG. 8RP. GF,P. BY BY RATI� RAT%O LEN. 1 CAP- 2 FACT. DELAY LOG APP. APP. EB .... ..... .... T 0'593 0.550 100.0 11.4 9� 0.7 1.00 R 0.266 0.�=�5o 1()n.0 9.0 820 0.0 1.00 9.1 B WB L 0.219 0.550 100.0 8.7 188 0.1 1.00 8.8 B 10.6 B T 0.481 0.550 100.0 10.5 965 0.3 1.00 10,8 E� NB L 0.711 0.390 100.0 19.6 582 R 0.044 0.39� 100.0 14.4 582 S� Intereection Delay = 13.8 (sec/veh) 2.8 1.00 2�.4 C 21.9 C 0.0 1.00 14.4 B Intersectiom LOS = B ( 1��5 HCM: UNSIGNAL1ZED INTERS�CTlONS Page -1 IDENTJFYING INFORMAT%0N _..... .... _________..... ..... __.... ..... ..... .... __.... ..... .... _..... .... .... ..... _____... .... ..... AVERAGE RUNN%NG SPEED, M4JQ(Y STREET.............. 55 PEAK HQUR........-.....~...,,.`°'.^... .9 AREA �[�`ULATION-...........`..................... 1500O0 NAME OF THE EAST/WEST STR�ET.-................... SITE DRIVE NAME OF THE NORTH/SOUTH STREET.....~...~. ~....,.. NY 376 NAME OF THE ANALY8T............".~~.............. W8H—PM PEAK DATE OF THE ANALYSIS (m(Ti /dd/yy)......-........ .... 1 99 1 TIME PERIODANALYZED ^^^^^^^...,^^~^.........~...- HARTMAN 700 BUIL� INTERSEC"f'ION TYPE /;ND CONTf*'l'I"OL � INTERSECTION ON � MUOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WEGTBOUND: STOP 8IGN TRAFFIC VOLUMES __..... ..... .... _..... ____________�__..... ______________ EB WB NB SB LEFT -- 201 0 115 THRU -- 0 45G 303 RIGHT -- 242 202 0 NUMBER OF LANES ... _..... ____________________________________________ EB WB N S� LANES -- 2 2 2 , ADJU�TMENT \ -... .... .... ..... ..... ---________ FACTORS .... .. Page -2 _..... ... _______ PET-' �CENT RIGHT TURN CURB RADIUG (ft) ACCELERATION LAWE G�ADE ANGLE FOR RIGHT TURNS FOR R%GHT TURNS EA5TBOUND ----- --- ... .... .... ��... ..... .... .... ..... .... .... ..... ..... ..... ..... _ - WESTBOUND 0.00 90 20 NORTtlBOUND 0.00 0 0 SOUTHBOUND 0.00 0 0 VEHICLE COMPOSITIO�,4 % SU TRUCKS % COMBINAT%ON AND RV'S VEHICLES % MOTORC�CLE8 EASTBQUND --- --- _~_ WESTBOUND NORTHBOUND 5 0 0 SOUTHBOUND 5 0 0 CRITICIAL GAPS TABULAR VALUES, ADJUSTED SIGHT DIST. FINAL (Tabl� 10-2) VAL0E ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 6.50 6. 0.00 6.50 MAJOR I E�FTS SB 6.00 f`.00 0.00 6.00 MINOR LEFTS WB 8.50 8.50 0.00 8.50 ' CAPACITY AND / ^ ' ' ' LFVEL-OF-SERV%C E Page -3 FLOW- TIAL MOVEM�N� SHARED RESERVE CAPCITY CAPAC1TY CAPAY Y MOVEMENT v<pcph> c (pc -.ph) r: (pcph) c (pcph> p M SH R SH �..... ..... ... .... ... �... ..... ..... .... ... ..... ..... MINOR STRE11T WB I EFT 229 99 74 74 -155 F RIGHT 276 586 586 586 �11 B MAJOR STREET 8B LEFT 131 405 405 405 �74 C , 1985 HCM: UI'll SIGI'll ALIZED INTER�ECTION� Page -1 IDENTIFYING INFORHt'-�T1ON _-~.... ... .... ..... ..... .... _..... ___~_... _... .... ____~___... ..... _____... ... .... ... ..... ..... ..... �..... __�_ ..... .... ..... _..... ..... _... ..... ~_____~ AVERAGE RUNNING SPEED, PEAK HOUR FACTOR.........''....,.`....~.......... .95 AREA POPULATION..............~....,,............. 15O000 NAME OF THE EAST/(4EBT SYREET.-,...............-.. SITS DR%VE NAME OF THE NORTH/SOUTH STREET................... Ny 6 NAME:i' OF THE ANALY'E',T..'.....................,..... WSH-�M PEAK 1)AT2 0F THE CiNALYSIS (mon /dd/yy>.................. 1994 TIME PERIOD ANAL;ZED............-................ R7ER1�L I��TERSECTIOW TYPE AND CONTROL _.... ..... ..... ..... .... ______... _..... / INTERSECTION TYPE: T-%NTER8ECTIQN � MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND- STOP SIGN TRAFFIC VOLUMES ------~-------------------------------------------------------------- EB WB NB SB LEFT 29 THRU -- 0 180 264 RI8HT -- 61 288 0 NUMBER OF LANES EB WB NB SB LANEq -- 2 2 2 ADJUSTMENT ( __-_.... ... ..... ..... ..... ..... FACTORIS ... ___________ .... .... ___________ ..... ..... ________________________________ Pag�-2 TABULAR VALUES PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE (Table 10-2) GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND _______ ----- ----------- ___ --- ________________ --- _________________ - WESTBOUND 0'00 6.50 90 20 N NORTHBOUND 0,00 GB 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ____________________________________-________________________________ 8.50 8.50 0.00 8.50 % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 5 O 0 NORTHUN1) 5 0 0 � ` SOUTHBOUND 5 0 ' CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS -------------~ -------- ----------- ------------ WB 6.50 6.50 0.00 6.50 MAJOR LEFTS GB 6.00 6.00 0.00 6.00 MINOR LEl"TS . WB 8.50 8.50 0.00 8.50 CAPACITY AND LEVEL-OF-SERVIU..' P a g e - ------------------------------------------------------------------------ E - t06 POTEN- ACTUAI.... FLOW TIAL MOVEMENT SHARED REGERQ'�:: RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) - v L O,'� ------- p -------- 11 --------- _._3 F I ------------ SH ------------ - - MINOR STREET WB LEFT 412 284 2 7 275 -127 F, RIGHT 66 716 71 716 651 A MWOR STREET SB LEFT 31 614 614 61 it E - t06 1985 H��M: SIGNALlZEI) INTERSECTION8 Page -1 ********************************************************************** IDENTIFYING INFORMATION NAME OF THE EAGT/WEST BTREET-........SITE DRIVE" NAME OF THE NORTH/SOUTH STREET.......NY 376 AREA TYPE..................... -......OTHER NAME OF THE ANALYS, T....'.............WSH ' DATE OF THE ANALYSIS.................1991 T%ME PERIOD ANALYZE!").............. -..AM PEAK OTHER %NFORMAT%ON: HA�TMAN 700 BUILT � TRAFFIC VOLUHEG EB WB NB SB LEFT 0 126 0 161 THRU 0 (D 239 359 R%GHT () 72 135 0 RTOR 0 45 45 0 (RTOR volume mustbe IL -ss than or equal to RIGHT turn volumes.) INTERSECTION GEOMETRY GRADE HEAVY VI~ H. ADJACENT I='aqu•,r.. 2 NUI`'TT-?ER O LANES S'"�Ir R DIRECTION INCLUDING •T L�i� N BAYS - � ! S a ` /N �.T EASTBOUND - 0 WESTBOUND BOUND .:: 2 NORTHBOUND = 2 SOU..l..HI::{1::aUND - 2 N EwI"# i...) NEl SE4 LANE TYPE:, WIDTH T•YPI_ WIDTH TYPE WIDTH "[ Y#'#r WIDTH 1 12.0 L 12.0 T 12.0 L_ 12. 0.915 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parking maneuvers/hr; Nb = number 4 12.0 12. k 1 12.0 12. Cj 5 12. {1 12.0 12.0 12. C) 6 12.0 12. 0 12. 0 12. I.. _- EXCLUSIVE LEFT LANE T EXCLUSIVE E "HFO iGH l._ANE LT -.. LEFT/THROUGH LANL,: N TR - THROU€ l...I j R I GHT L..ANE. LR •- LEFT/RIGHT ONLY LANE NORTHBOUND R EXCLUSIVE RIGHT LANE LTR _, LEFT/THROUGH/RIGHT LANE: _ ADJUSTMENT FACTORS mire T = minimum green time +or pedestrians MP GRADE HEAVY VI~ H. ADJACENT I;'KG BUSES K) t!) ` /N (Nm) (Nb) PHF EASTBOUND BOUND 0. E„ 0 3.00 N ---- 0 i...) 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.915 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parking maneuvers/hr; Nb = number of buses .topping/hr CONFLICTING PEDS PEDESTRIAN BUTTON Qods/hour) (`,'/N) (grin T) ARRIVAL TYPE EEISTBOUND ii N 1 , . C3 WESTBOUND c'_i N 19.3 NORTHBOUND E,) N 11.3 _ mire T = minimum green time +or pedestrians MP ( SIGNAL SETTINGS - OPERATIONAL ANALYSIS Page -3 SEMI -ACTUATED LOST TIME/PHASE = 4.0 CYCLE LENGTH = 90.0 EAST/WEST PHASING ------------------------------------------------------- ------------------- PHASE -1 PHASE -2 PHASE -3 PHAGE -4 EASTBOUND THRU X RIGHT X PEDS WESTBOUND LEFT X THRU x RJGHT X PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 41.0 0.0 0.() 0.0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 NORTH/SOUTH PHASING ------------------- w_____-______________________________~_____________ PHAGE -1 PHAGE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT THRU X RIGHT X PEDS SOUTHBOUND LEFT X THRU x RIGHT PEDS EASTBOUND RT WESTBOUND RT GREEN 41.0 0.0 0.0 U.0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 E-|09 ' VOLUME ADJUSTMENT WORKSHEET �age-4 LANE LANE� ADJ. MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VBL. PHF VOL. GRP. VOL. LN FACT. FACT. VOL. LT RT EB LT 0 0.95 0 TH 0 0.95 0 RT 0 0.95 0 WB LJ 126 0.95 133 L 133 1 1.000 1.000 133 1-00 0.00 TH 0 0.9G 0 RT 72 0.95 29 R 29 1 1.000 1.000 29 0.00 1.00 NB LT 0 0-95 0 TH 239 0.95 252 T 252 1 1.000 1.000 252 0.00 0.00 RT 135 0-95 95 R 95 1 1.000 1.000 95 0.00 1.0n SB LT 161 0.95 169 L 169 1 1.000 1.008 169 1.00 0.00 TH 359 0.95 378 T 378 1 1.000 1.000 378 0.00 0.00 RT 0 0.95 0 / \ Denotes a Defacto Left Turn Lane Group SAT�RAT%ON FLOW ADJUSTMENT WORKSHEET Page-� IDG"AL AUJ. SAT. NO. f f f f f f f f 8A�. FLOW LNS W HV G p BB A RT LT FLOW .... .... .... ... ___ _____ ___.... ... ..... ..... _ _____ _�_.... ..... _..... ... .... ..... .... �800 1800 1800 1800 1 1.000 0.975 1 00 1.000 1.000 0.B50 1492 1 1.000 0.975 1.000 1.000 1.000 1.O00 0.�50 1.00� 1492 1 1.O00 0.975 1.000 1.000 1.000 1,000 1.000 1.000 175� 1 1.000 0.9751.000 000 1.000 0.85D 1.O00 1492 1 1.000 0.975 1.000 1.008 J. 1.0�0 1.000 0.516 905 1 1.000 0.975 1.000 1.000 1.000 1.000 1.000 1.000 17�3 t�! , C�PACITY AMALY8I8 | WORK8HEET �� Page -6 7:" ;z:�� ADJ. ADJ. S�T. 1:::,L0W ` LANE GR8UP FLOW RATE FLOW RATE RATIO RATIO CAPACITY v/c RAT�O E8 ..... ..... __.... ..... _____ ___....... ___.... ..... ....... _______..... __... ..... .... WB L133 1492 0.0G9 0.456 680 0.195 * R 29 1492 0.019 0.456 62 042 .NB T 252 1755 0.143 0.456 800 0.315 R 95 1492 0.064 0.456 680 0.140 SB L 1�9 905 0.187 0.456 2112 0.411 T 378 1755 15 0.456 800 0.473 * Cycle Length, C = 90.0 sec. Gum (v/s> criticaX Lost Time 9�r Cycle, L' = �].0 sec. X critical = 0.334 �� --- 1/Y- ' LEVEL -OF -SERVICE WORKSHEET Page -7 DELAY LANE DELAY LANE LANE DELAY LOS v/c g/� CYCLE d GROUP d PROG. GRP. GRP. BY BY RATIO RATIO LEN. 1 CAP. 2 FACT. DELAY LOS APP. APP. EB ... .... .... ..... ..... _____ _____ _____ _____ _____ _____ _____ .... ..... _.... WB L 0.195 0.456 90.0 11.1 620 0.0 1.00 11.1 B 11.0 B R 0.042 0.456 90.0 10~3 680 0.0 1.()0 10.3 B NB T 0.315 0.456 90.0 11.8 800 0.1 1,00 11.9 B 11.6 B R 0.140 0.456 90.0 10.8 680 0.0 1.00 10.8 B SB L 0.411 0.456 90.0 12.5 412 0.4 1.00 12.9 B 13.1 B T 0.473 0.456 90.0 12.9 8O0 0.3 1.00 13.3 B Intersection Delay = 12.3 (sec/veh) Intersection LOS = B 1985 NCM: SIGNALIZED INTERGECTIONS P�ge-1 ` IDENTIFYI�8 INF�]RMATION OF THE EAST/WEST STREET.........�ITE DRIVE NAME OF THE NORTH/SOUTH S'TR EET......°NY 376 AREA TYPE.,..........................OTHER NAM� OF THE ANN LYSSH DATE OF THE .................1�91 TIME F"ERIOD ANL"TI ZED..~..............PM PEAK OTHER INFORMATION� HARTMAN 700 BUILT TF�AFFIC VOLUME� F� - �/ .� ~- .. ' E� WB NB SB LEFT 0 201 0 1ls THRU 0 0 ' 202 303 R1GHT 0 2 45!5 () RTOR 0 45 45 0 (RT0R volumc.? must be less than or equal to RIGHT turn volumo, s.) F� - �/ .� ~- .. ' INTERSECTION GEOMETRY Page -2 / NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS. EASTBOUND = 0 WESTBOUND = 2 NORTHBOUND = 2 SOUTHBOUND = 2 EB WB NB SB LANE TYPE WIDTH TYPE WIDTH TYPE WIDTH TYPE WIDTH 1 12.0 L 12.8 T 12-0 L 12.0 2 12.0 R 12'0 R 12.0 T 12.0 3 12.0 12,O 12.0 12.0 4 12.0 ` 12.0 12.0 12.0 G 12.0 12.0 12.0 12.0 6 12.0 12.0 12.0 12.0 L - EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUGH LANE LT - LEFT/THROUGH LANE TR - THROUGH/RIGHT LANE LR - LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS � \ GRADE HEAVY VEH. ADJACENT PKG BUSES (%) Y/N (Nm) (Nb) PHF EASTBOUND ----- ---------- 0.00 5.00 --- ---- -°-- N () 0 ---- 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 5.00 N 0 0 0,95 Nm = number ' of parking maneuvers/hr; Nb = number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) (Y/N> (min T) ARRIVAL TYPE EASTBOUND _____ ________ ' 0 ------------ _---- N 19.8 _________-__ � WESTBOUND 0 N 19.8 ' 3 NORTHBOUND 0 N 11.3 3 SOUTHBOUND 0 N min T = minimum green time for pedestrians SIGNAL 5�TTINGS - OPERATIONAL ANALYGIS Page -3 SEMI-ACTU�TED LOST TIME/PHASE = 4.0` CYCLE LENGTH / ` EA8T/WEST PHI N G -------- .... ..... .... --------------------------------------------------------~-- PHAS�-t PHASE -2 PHASE -3 PHA8E-4 EASTBOUND LEFT THRU RI��HT PEDS WESTBOUND LEFT X THRU RIGHT X PEDS�l NORTHBOUND RT SOUTHBOUND RT GREEN 41.(f 0.0 0'0 0.0 YE -LOW + ALL RED 4. 0 0. 0 0. 0 NORTH/' OUTH PHASING ---^------------------------------------------------------------------ / PHASE -1 PHASE -2 PHASE -3 PHAGE 4 _ � NOR.THBQUND ' LEFT THRU X RIGHT X PEBS SOUTHBOUND LEFT X THRU X R%GHT PE DS EASTBOUND RT WESTBOUND RT GREEN 41.0 0.0 0.0 0.0 YELLOW + ALL RED 4,0 1 � ��->(x� -_ .. ~~ VOLi�ME ADJUSTMENT WORKSHEET Page -4 L�NE LANE ADJ, MVT AN� 8HP. NO. UTIL. GROWTW GRP. PROP PROP VOL. PHF VOL. GRP. ____ VUL. LN ____ __ FACT. _ FACT. ........ .... .... __ VOL. ____ LT ____ RT EB LT 0 0.95 0 TH 0 0.95 0 RT � 0.95 � W13 LT 201 0.95 212 L 212 1 1.000 1.000 212 1.00 0.00 �H 0 0.95 0 RT 242 0~95 ��08 R 20� 1 1.000 1.�00 208 �.00 1.00 NP LT Cl 0,95 0 T 202 0.95 213 T RT 45S 0.95 4�2 R 213 1 1.00U 1.000 213 0.00 0.00 4�2 1 1.000 1.000 432 0.0O 1.00 LT 115 0.95 121 L 121 1 1.000 1.000 11? 1. 1.0� 0.0C TH 303 0.95 319 T 319 1 1.V00 1.000 319 0.00 0.0� RT 0 0.95 0 � Deno�es � Defacto L.eft Turn Lane Group ��- \ \ -7 �� .. / SATURATI ON FLOW ADJLJ9fPR-.JTV W("Rf-,:,%iEET F�, 5 . ..... .... . ... ..... ..... .... .. ... I DEAL SAT. NC). f 4 (VT FLOW - - - - LNS - - - W - -- HV G p 1.4 17 ..... EB . ... .... .... ..... WJE L . 1000 1 1 . 000 9,713 1 . 00f) I . (KIM) J. /14" .'2 R 1 E3()() I . 000 0. 975 1 , CK",10 I . 1. Qf)(") .1, 4 (7`2 NO '!T' 1800 . I 1 '00() 975 1 . c)(.g) I I. I ()CY") 1 (')(:,m I C) I » (K)(D I E3C}(). C) 975, 1 . ()QQ I . 000 1 000 1'-2 I; :L I ec.6 I 9'7,L -s I 1 1, 00C) 1, « 0(( J. .7 8 0 0 000 0 975 1 Qoo 1 000 1 « 0 CAPACrrY ANALYSUE3 W1r:'Rk:k,:4-KEFY P:' ADIJ I Yr' FL OVJ ("SINE.:1 C' FLOW RATE F L W R A I'E RA T 10 GR F"". I'll.: N C." A F:'o (:', 1'. "1" Y vc. EB ... ..... .. .. ..... .... ..... .... . .... ..... .... WD L 212 1492 0. 142 J. R 263 1492 1: ./156 :.3 6 ND. T 213 1.7SS 121, 432 1492 24 - -k SB L 121 417 0.291. Q. 456) 319 V755 102 1, 5p 6 Cyc.lL:i Length, C ;--t 90. sec. (v v0 c r- j. t. J. 1. 4]�2 Lost Time Per Cycle, I 9 O sec� . X ().4 5 LEVEL -OF -SERVICE WORK0HElT Page -7 DELAY LANE DR LAY LANE LANE D[�.'LAY L38 v 9 CYCLE d GROUP d PRO(3. 0RP. GRP. BY BY RATI ----- RATIO ----- LEN. 1 CAP. 2 FACT. DELAY LOC�l APP. APP. E�B ----- ----- ----- ----- ----- ----- ---- ---~- ---- W� L 0.311 0,456 9.) 680 0.1 1-00 11.9 1."� 11.9 B 0.456 90.0 11.8 60 00 11.9 Q NB T 0.266 0.41516 90.0 11.5 ' 800 0.0 1.00 11.6 B 14.3 B R 0.636 0.4!56 90.0 14.3 680 1.4 1-O0 151.7 Cl L 0.638 0.456 90.0 14.3 190 4.8 1.00 19.1 C 14.4 B, T 0.399 0.4G6 90.0 12.4 800 0.2 1.00 12.6 B Inter5"ection Delayec/veh> Intersection LO8 = B 1985 HCM: SIGNALIZED INTERSECTIONS IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET ......... SITE DRIVE NAME OF THE NORTH/SOUTH STREET ....... NY 376 AREA TYPE ............................ OTHER NAME OF THE ANALYST .................. WSH DATE OF THE ANALYSIS.. ............. ..1994 TIME PERIOD ANALYZED ................. AM PEAK. OTHER INFORMATION: HARTMAN 700 ,ARTERIAL BUILT TRAFFIC VOLUMES EB WB ' NB SB LEFT 0 159 0 81 THRU O 0 73 127 RIGHT 0 39 216 0 RTOR 0 45 45 0 (RTOR volume must be less than or equal to RIGHT turn volumes.) INTERSEC GRADE HEAVY VEH. ADJACENT Pae-2 =7 NUMBER OF LANES PER DIRECTION INOLUDING TURN BAYS: EASTBOUND = 0 WESTBOUND = 2 NORTHBOUND = 2 SOUTHBOUWD = 2 EQ W8 EASTBOUND N0 SB LANE TYPE WIDTH TYPE ---- ---- ----- ---- WIDTH TYPE W%0TH TYPE WIDTH 1 12.0 L ----- 12.0 ... ..... .... - ----- T. 12. ~--- ----- 12.0 2 12.0 R 12.0 R 12.0 T 12.0 3 12.0 12.0 12.0 12.0 4 12.0 12.0 12.0 12.0 5 12.O 12.0 12.0 12.0 6 12.0 12.0 12.0 12.0 L - E�XCLUSIVE LEFT LANE BUTTON T - EXCLUSIVE THROUGH LANE LT - LEFT/14-11R0J[M LPANE <Y/N) TR - THROUGH/RIGHT LANE LR - LEFT/RIGHT ONLY LU)NE EAST8OUND f�- EXCLUSIVE RIGHT LANE LTR - LEFT/THROUGH/RIGHT LANE 19.8 ---------~-- � WESTBOUND ADJUSTMENT FACTORS mzn | = minimum greon time for pedestrians':. GRADE HEAVY VEH. ADJACENT PKG BUSES Y/N (Nm) Mb} PHF EASTBOUND 0.00 5.00 N 0 0 0.95 WESTBOUND 0.00 5.00 N 0 0 0.95 NORTHBOUND 0.00 5.00 N 0 0 0.95 SOUTHBOUND 0.00 5.00 N 0 0 0.95 Nm = number of parl::ing mareuvers/hr-, Nb = number of buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (peds/hour) ---------------- <Y/N) (min T) ARRIVAL TYPE EAST8OUND 0 ----------------- N 19.8 ---------~-- � WESTBOUND 0 N 19.8 3 NORTHBOUND 0 N 11.3 3 SOUTHBOUND 0 N 11.3 mzn | = minimum greon time for pedestrians':. SIGNAL SETTINGS - OPERATIONAL ANALYSIS page -3 SEMI -ACTUATED LOST TIME/PHASE = 4.0 CYCLE LENGTH = 90.0 EAST/WEST PHASIN8 ---------------- __________________________________________________-___ PHASE -1 PHASE -2 PHASE -3 PHASE -4 EASTBOUND X LEFT X THRU RI8HT PEDB WESTBOUND LEFT X THRU 4.0 0.0 0.0 0.(,) RIGHT X PEDG NORlHfOUND R"r SOUTHBOUND RT GREEN 41.0 0.0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 0.0 0.0 NORTH/SOUTH PHASING ______________________________________________________________________ PHASE -1 PHAGE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT THF&] X RIGHT X PEDS SOUTHBOUND LEFT X THHU X RIGHT PEDS EASTBOUND RT WESTBOUND RT GREEN 41.0 0.0 0.0 0.0 YELLOW + ALL RED 4.0 0.0 0.0 0.(,) VOLUME ADJUSTMENT WORKSHEET 167 Page -4 81 �,95 167 LANE LI E ADJ. MVT. 127 ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. PHF VOL. GRP. VOL. LW FACT. FACT. VOL. LT RT EB LT 0 TH 0 0.95 0 RT 0 0.9� 0 T 77 �B LT 159 0.9� TH 0 0.95 RT 39 0.95 NR LT 0 &.95 TH 73 0.95 RT 216 0.9� SB L 167 LT 81 �,95 167 1.0O 0.O0 TH 127 0.95 / \ RT 0 0.95 167 L 167 1 1.000 1.00O 167 1.0O 0.O0 0 0 0 77 T 77 1 1.000 1.00O 77 0.00 0.00 180 R 180 1 1.000 1.000 188 0.00 1.00 85 ` L 8 1 1.000 1.000 85 1.00 0.0U 13o T 134 1 1.000 1.000 134 0.00 0.00 0 * Denotes u Defacto Left Turn Lane Group SATURATION PLOW 0DJUSTMENT WORKSH�ET Page�5 IDEAL ADJ. SAT. NU. f SAT. FLOW LNG W HV 8 P B'D A RT LT FLOW WB L 1800 1 1.000 0.975 1.00(� 1.000 1.000 1.000 1.000 �.850 �492 R 1800 1 1.000 0.975 1.000 1.0001755 NB T 1800 1 1.000 0.975 1 1.000 1.000 %755 R 1800 1 1.000 0.97�� 1.0B0 1.000 1,000 1.0V0 0.850 1-000 1492 SB L 1800 1 1.000 0. 97 5 1.000 1.000 1.O00 1.0�0 1.000 0.606 �063 T 1800 1 1.000 0.975 1.000 1.0;0 1.000 1.000 1,000 1.000 1755 CAPACITY ANALYSIS WORKSHEET ADJ. ADO. SAT. FLOW LANE GRQQ� F1 -()W RATE FLOW RAIE RATIO GREEN RATIO CAPACITY v/c, ------- --------- ----------- ---------- ---- WB .;L.: ' 167 1492 OAl2 0.456 600 0. 246 R 1755 0.000 0.456 Boo 0 000 T 77 1755 0.044 0.456 800 0.096 R. o 180 1492 0.121 0.456 680 0.265 Sp:� L' 1063 0.080 0.456 184 0,176 134 1755 0.076 0.456 800 0.167 Cy''Ke Longtho C 90.0 sea. Sum (v/s) ariticol 0.203 List yTimo-For~ Cycle, L 0.0 sec. X critical 0.256 E- I Z 6 _ LEVEL..«'Cjl':.—SERV I CE W OR K� S r„T � I:::'c':l i�:)C��..... �7 xn�wa �cw ...,,..,..«.;:�taitw.^;.�_w i;air_;;�..a�::.....« .............�a.�::,.,�,�..,.�....:,..,W,.:^:�r�;:x^...... ,,,......_...,.,....,.,.,..,,,......,,...,,..._.............,,.,.........,.-................,,......,.-,...,............ DELAY LANE-' UE;L'Y L.A1\1 E. I....s" sP E.' I.«.I:if'a g/t:a CwYC;;I«,f. d GROUP d 1-'T 3G. GFlf '. (:!1:�; :, 13y r::iY RAT 1U RA'TI0 LEN.1 CFtiP. r: F:'F1C'f'. Z:)ELA"Y' I,...{:.1;',:i P„ EB WB . 0.246 4� 2 � . 9C.). 0 11.4 �LLy - � \''� `f! M 1�(M�W' l0. `.) M 'T56 / 90. 0 I1 '"! . l«{ �E,] / ♦�c;f1i [r�0� ) I.! F �..r M �..I i«! Jai../:: "f • ,'..� I" IIS T 0. yN..a/ �..! f 6 C M 44.r6 90. c.r 1C). 6 800 c r i � 1 • c_r5,! i i_r n �:3 t,.. 13. M _ S.; o.265 -0. 456 90. t',► 1 1 . µi 69() b B 5B t.. L' c.i . 176 0. 456 9 i i . i i 11 . c;! 41,44 Iritar-se"1~'k.xon 'r I - Delay , 11.2 (s c/vee) !ntc,,,rrstctir_n I-A':){::; ..... C} 2 i Yip - 1 l I 1985 HCM: SIGNALIZED INTERSECTION'�:'i page -1 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET ......... SITE DRIVE NAME OF THE NORTH/SOUTH STREET ....... NY 376 AREA SPE .................. ........ . OTHER NAME OF THE ANALYST .................. WSH W;-f'E OF THE ANALYSIS.. , .............. 1994' TIME PERIOD ANALYZED .............. d..PM PEAt--'.', OTHER INFORMATION- HnRTMAN 700 ARTERIAL BUILT TRAFFIC VOLUMES E - 1 28 WB N9 SID LEFT tj 382 THRU Q 100 26,(4. RIGHT 61 288 0 RTOR cr 45 45 Cr (RTOR volume must be less than or equal to RIGHT turn volumes.) E - 1 28 INTERSECTION GEOMETRY Page -2 NUMBER OF LANES PER DIRECTION INCLU61NS TURN BAYS: 19.8 N EASTBOUND 0 WESTBOUND = 2 NORTHBOUND = 2 SOUTHBOUND - 2 ED WD ND 9 X3 LANE TYPE WIDTH TYPE - ---- ----- WIDTH TYPE WIDTH TYPE WIDTH --- -12.0 L ----- ---- 12.0 T ----- 12.0 ---- L ---- -- 120:1) �2: 12.0 R 12.0 R 12.0 T 12. 12.0 12, 12.0 12.0 4 12. 1.1 12. €.1 12. Q 12. 5 12.0 12. C) 12.0 12. 12. CD 12.0 12. c.) 12. 0 L7 EXCLUSIVE LEFT LANE T EXCLUSIVE THROUUH LANE LYC- LEFT/THROUGH LANE TR THROUGH/RIGHT LANE� LR A" LEFT/RIGHT ONLY LANE: R EXCLUSIVE RIGHT LANE': LIR:;-�.LEFT/THROUGH/RIGHT LANE ADJUSTMENT : FACTORS GRADE HEAVY VEH. ADJACENT PKG BUSE4 EASSOUND 0.00 5.00 N 0 0 0. 9 WESTBOUND 0.00 5.00 N 0 0 0 . 9 NORTHBOUND 0.00 5.00 N 0 0 0.9�'.`3 SOUTHBOUND 0.00 5.00 N 0 0 0.91".5 Nw,number of parking maneuvers/hrl Nb = number of buses stopping/hr CONFLICTING PEDS PEASTRIAN BUTTON : (pads/hour) (Y/N) Win T) ARRIVAL TYPli:-.. ---------------- EASTBOUND WESTBOUND NORTHBOUND, -SOUTHBOUND ----------------- N ----------- 19. N 19.8 N 1113 N i I all time for pedestrian% 1 7 - I z v 9 / ` - SlGNA(- SETTING� - OPERATI0NAL ANALYSIS Paqe-3 SEMI -ACTUATED LO15T CYC90.0 EAGT/WEST PHASING PHAGE -1 PHAS�-2 PHASE -3 PHA8E-4 EASTBOUND LEFT THRU . RIGHT PEDS WESTBOUND LEFT X THRU RIGHT X PEDS NORTHBOUND RT SOUTHBOUND RT GREEN 41-0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 NORTH/SOUTH PHASING .......... PHASE -1 PHASE -2 PHASE -3 PHAGE -4 NORTHBOUND LEFT THRU X RIGHT X . PEDS SOUTHBOUND LEFT X THRU X RIGHT PEDS EASTBOUND RT WESTBOUND RT GREEN 41.0 YELLOW + ALL RED 4.0 0.0 0.0 0.0 ' � VOLUME ADJUSTMENT WORKSHEET ' Page -4 LANE LANE ADJ. MVT. ADJ. LANE GRP. NO. UTIL. GROWTH GRP. PROP PROP VOL. PHF VOL. GRP. VOL. LN FACT. FACT, VOL. LT RT EB ..... ..... ... _ LT 0 0.95 0 TH 0 0.95 0 RT 0 0.95 0 WB LT 382 0.95 402 L 402 1 1.000 1.000 402 1~00 0.00 TH 0 0.95 � RT 61 0.95 17 R 17 1 1.000 1.000 17 0.00 1.00 WB L7 0 0.95 0 111 100 0.95 105 T 105 1 1.000 1.000 105 0.00 0.00 RT 288 0.95 256 R 256 1 1.000 1.000 256 0.00 1.00 S� LT 29 0.95 31 L 31 1 1.000 1.000 31 1.00 0.00 /n 26+ 0.95 2/8 T 278 1 1.000 1.000 278 0.00 0.00 RT 0 0.95 0 * Denotes a Defacto Left Turn Lane Group SATURAl"TON FLOW ADAKITME' N'T WCIRV�SHFIIEI" I DEAL GAJ'. NO. + T f f 4: 4 + 4: ('300 FLOW LNS W Fiv G i p 113 E-3 F:, I C.) til EB WB L 1800 1 1 - C)CH") `7'5 1 ()00 1V R ieoo I I . (")(m) t. 5 1 . t . Q 1.. ("'i(m) J, f' .1. 4'i':,:? NB T 18C)C) 1 1 . C)(")( 0. 975 1 1 1 . 1. (})() I . j R V300 1 1 . 04')() 975 1 IS B L 1000 1 1 . (K.,K) 975 1 . cwm) I . 00C) :1. . 1 :1. ()Q(") 5 f, .),I C) T 1800 1 1 . o(")Cj C.) 97 5 1. I . ()Qf.) I . 't . 1, ()(K) 1, . o(..)Q 1, F- - CAPACITY ANALYSIS WORKSHEE''l' Paqe- ADJ. ADJ. SAT. FLOW I rd'l[:K (:jVa:JUP FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY V/c. (v (c) RA T 1 (1) --------- EES--------- --------- ----- ----------- ---------- ws L 402 1492 0.270 0.456 680 0.592 17 1492 0.012 0.456 680 0.025 NB M 1755 0.060 0.456 Boo 0 I Ve:� 256 1492 0.172 0.456 600 0.377 L B80 0.035 0.456 401 0. 076 T 278 1755 0.158 0.456 800 0. 3419 Cycle Length, C 90.0 sea. Sum (v/s) critical 0.441, Lost Time Per Cycle, L 8.0 sec. X critical 0.401. LEVEL-OF-SERV�CE WORKSHEET Page -7 DELAY LANE DELAY LANE L�E DELAY �OS v/c g/C CYCLE d GROUP d PRO8. GR F' GRP. BY BY RATIO RATIO LEW 1 CAp. 2 FACT~ DELAY LOS APP. AP* "P. EB WB L 0.592 0.456 90.O 13.9 680 1.0 1.0O 14.9 B 14.7 B R 0.025 0.456 90. B NB T 0.132 0.4�56 �0.0 10.8 800 0.0 1-00 10.8 B 11.9 B H 0.377 0.456 90.0 12.2 680 0.2 1.00 12.4 B SB L 0.076 0.456 90.0 10.5 401 0.0 100 10.5 B 12.0 B T 0.348 0.456 90.0 12.0 800 U.1 1.00 12.2 B Intersection Delay = 13.0 (sec/veh) Intersection LOS = El 095 HUMS SIGNALIZED 17::'am :1 1, K"N.-Fx. 41. 41,11K, -K, N., IDENT IFYING INFORMATIC)N NAME OF THE EAST/WEST STREET......... had' NAME OF THE N0E-"0+-l/SO1Yl+l STREET ....... CR AREA TYPE........ a . • ........ a .. NAME'Uf:' THE ANALYST .................. WC -,;P ' I DATE OF THE ANALYS IS ....... 1.994 TIME PERIOD ANALYZED ............. Am OTHER INF ORMAl" I ON HARTMAN-760VPH AND (-'�RTEPIAL L-iUlL,T TRAFF I C VOLUMES E, B WD I r'l IS V LEFT 5F3 . ..... .... 1.44:, THRU 24.0 250 .RIGHT 15() 5 1. '5 RTOR t 4.1 t) (RTUR volume murat be less thAn or equal INTERSECTION GEOMETRY GRADE HEAVY VEH. ADJACENT Page -2 NUM R OF LANES PER DIRECTION INCLUDING TURN BAYS: Y/N EA5TB0UND = 2 W = 2 2 �OUTHBOUND = 2 Y EB WB U �B S� LA�E TYPE WIPE WIDTH TYPE WIDTH TYPE WIDTH 1 L 12.0 L 12,0 L 12.0 L 12.0 2 TR 12.0 TR 12.0 TR 12.0 TR 12.0 3 12.0 12.0 12.0 12.0 4 12.0 12.0 12.0 12.() 5 12.0 12.0 12.0 12.0 6 12.0 12.0 12.() 12.0 L - EXCLUSIVE LEFT LANE T - THROUGH LANE ( LT - LEFT/7HROU8H LANE N TR - THROUGH/RIGHT LANE ` LR - LEFT/RIGHT ONLY LANE 0 R - EXCLUSIVE R11GH7 LANE LTR - LEFT/THROU0H/RlG1-4T LANE SOUTHBOUND 0 N ADJUGTMENT FACTORS GRADE HEAVY VEH. ADJACENT PK8 BU�ES (%} (%> Y/N (Nm) (Nb) PHF EASTBOUND 0.00 2.00 Y 20 U 0.95 WESTBOUND 0.00 2.00 Y 20 0 0.95 NORTHBOUND O.00 2.00 Y 20 () 0.95 SOUTHBOUND 0.00 2.00 Y 20 0 0.95 Nm = number of parking maneuvmrs/hr; Nb = number pf buses stopping/hr CONFLICTING PEDS PEDESTRIAN BUTTON (pods/hour) (Y/N) (min T) ARRIVAL TYPE EASTBOUND 0 N 19,8 3 WESTBOUND 0 N 19.8 3 NORTHBOUND 0 N 19.8 3 SOUTHBOUND 0 N 19.8 3 / \ min T- minimum green time for pedestrians SI8NAL SETTING8 - OPERATIONAL ANALYS%al, Page -3 �RETIMED LOGT TlME/PHA120.0 EAST/W£ST PHASING F:'HASE--- 1 PHASE -2 PHA", E-3 PH(.'�SE-4 EAGTBOUND LEFT X THRU X RIGHT X PEDS WESTBOUND THRU X RIGHT x PEDS NORTHBOUND RT SOUTHBObND RT GREEN 56.0 YELLOW + ALL RED 4.0 NORTH/SOUTH PHASING PHAGE -1 PHASE -2 PHASE -3 PHASE -4 NORTHBOUND LEFT X THRU X RIGHT X P EDS SOUTHBOUND LEFT X THRU X RIGHT X PEDS EASTBOUND RT WESTBOUND RT GREE -..'N 56.0 0.0 0.0 0.0 YELLOW + ALL RED 4.0 0.0 F'\O�� ( VOLUME ADJU�TM|NT ��RKSHEET ' Page -4 ` ` ` LAN� LANE �DJ. ' MVT° ADJ. LANE ("iRP. NO. UTIL. GROWTH GRP. PROP VOL^ PHF VOL- 8RP° VOL. 'N FACT. F,ACT. VOL. LT R7 EB . ..... ..... __... .... ..... .... LT 58 0 9rb 61 L 61 '1 1.000 1°000 61 1.00 0.00 ` TH 240 0.9�$ 253 TR A. 11. 1 1.000 1.000 411 0.Q0 0.3G RT 150 0.9,� 1'S8 WB ` . LT s& 0.95 53 � �3 1 �.000 i.000 53 1.00 0.00 TH 250 0.915 263 TR �6B 1 1.000 1.000 368 RT 100 '0.9 t,-; 1015 ' ' NB ` LT 146 0~95 154 L 1 4 1 1..000 1.000 1 4 'j, 0.00 - `THi75 0,95 184 TR 2 7 1 1.000 1.U00 237 0.00 0.22 � RT 50 95 5:3 ' GB LT 50 0°'�5 53 L 5:7 1 1.000 1.000 53 1.0. 0.�0 \'TH 200 0'91:, 21i TR 373 1 1.000 1.000 375 0.00 0.44 156 0°95 164 ' Def�,,(cto Left Turn Lan 8roup ' ' ��-\o4 ` SATURATION FLOW ADJUSTMENT WORKSHEET Page -5 IDEAL ADJ. SAT. NO. f f f f f f f f SAT. FLOW ____ LN8 ___ W _____ HV _____ G _____ p BB A RT LT FLOW EB _____ _____ _____ _____ _____ ------- ___EB L 1800 1 1.000 0.990 1.000 1.000 1.000 1.000 1.000 0.476 848 TR 1800 1 1.000 0.990 1.000 0.800 1.000 1.000 0.942 1.000 1343 WB L 1800 1 1.000 0.990 1.000 1.000 1.000 1.000 1.000 0.436 776 TR 1800 1 1.000 0.990 1.000 0.800 1.000 1.000 0.957 1.000 1365 NB L 1800 1 1.000 0.990 1.000 1.000 1.000 1.000 1.000 0.470 837 TR 1800 1 1.000 0.990 1.000 0.800 1.000 1.000 0.967 1.000 1378 SB L 1800 1 1.000 0.990 1.000 1.000 1.000 1.000 1.{x}0 0.606 1079 TR 1800 1 1.000 0.990 1.000 0.800 1.000 1.000 0.934 1.000 1332' CAPACITY ANALYSIS WORKSHEET Page -6 F -|or, — ADJ. | ADJ. GAT. FLOW LANE GROUP FLOW RATE FLOW RATE RATIO GREEN RATIO CAPACITY v/c (v) (s) (v/a) (g/C) ___________ (c) RATIO __________ ------- ____6t Q ' 'M 0~072 0.467 396 0.154 .TR .411 1343 0.'306 0.467 627 0. 655 * ` WB ' L 53776 0.068 0.467 362 0.1W5 ' TR �68 1365 0.270 0.467 637 0. 57.� NB ' - L 154 837 0.184 0.467 391 0. 393 ` TR 237 ' 1378 ` O. 172 0.461 643 0. 368 ' C� ` L' 53 1079 0.049 0.467 50-4 0.10/1. �TR ' 373 ` 1332 0°281 0.467 622 0.603 * Cycluo Length, C .= 00.0 sea. Sum (v/s) critical 0.507 Lost Time Per Cycle, � ` '` ^' ' ` ` ` ' ' ` ' ' ' ' [ ^` ' ' L= 8°0 sea. K critical 0.629 F -|or, LEVEL -OF -SERVICE WORKSHEET P�ge-7 intersection Delay = 18.2 (sec/veh) Intersection LOS = C DELAY LANE DELAY LANE LANE DELAY LO� v/c g/C CYCLE d GROUP d PROG. GRP. GRP. BY BY RATIO RATIO LEN- 1 CAP. 2 FACT. DELAY LOS APP. APP. E� ..... ..... � �� L 0-154 0.467 120.0 14.0 396 0.0 1.00 14'0 B 19.6 C TR 0.655 0.467 120.0 18.7 627 1.7 1.00 20.4 C w L 0.145 0.467 120.0 13.9 362 0.0 1.00 13.9 B 18.1 C TR 0.579 0.467 120.0 17.8 637 1.0 1.00 18.7 C N� L 0.393 0.467 120.0 15.9 391 0.4 1.00 16.2 C 16.0 C TR 0.368 0.467 120.0 15.7 643 0'2 1.00 15.8 C SP� L 0.104 0.467 120.0 13.6 504 0.0 1.00 13.6 B 10.6 C TR 0.603 0.467 120.0 18.0 622 1.2 1.00 19.2 C intersection Delay = 18.2 (sec/veh) Intersection LOS = C 1985 HCM: SIGNAL%%ED INTERSECTIONS Page -1 l -EFT 30; IDENTIFYING ====================================================================== INFORMATI8N �00 NAME OF THE EAST/WEST STREET........,NY ` 376 NAME OF THE NORTH/SOUTH STREET... -^.,CR 11 -AR- TER IAL AREA 'FY PE............................BTHER RTOR 0 NAME OF TH('%" AMALYST....-.............WSH . DATE OF THE ANALYSIS.......,.........199� turn volumes.) TIME P�RIOD AHAL. ED....,............PM PEA� OTHGR INFORMATION: HMRTMAN-700VPH ARTERIAL BoILT TRAFFIC VOLUMES �_ F EB WB l -EFT 30; 50 104 �00 THRU 418 252 140 1.45 RYG|fT 170 115 100 114 RTOR 0 0 0 0 (RTOR volume must be less than or equal to RIGHT turn volumes.) �_ F INTERSECTION GEOMETRY Page - NUMBER OF LANES PER DIRECTION INCLUDING TURN BAYS% EASTBOUND = 2 WESTBOUND = 2 —NORTHBOUND 2 SOUTHBOUND 2 E P W 9 G'(." LANE TYPE WIDTH TYPE WIDTH TYPE WIDTH .... . .. . ... ..... TYPE WIDT11 ..... ..... 2 TR 12.0 TR 12.0 TY 12,0 IR 12. 3 12.0 12. 12. 12. 4 12.0 12. C) 12.(::l lit 5 12. 12. Q 12.0. 12. 6 A 2. 0 12A 12. 0 12. c) L. —EXCLUSIVE LEFT LANE T - EXCLUSIVE THROUUH LAN[:�'. LT LEFT/THROUGH LANE TR - THROUSH/Ft IGHT LANt.`,.: LR LEFT/RIGHT ONLY LANE R - EXCLUSIVE RIGHT LANi: LTR LEFT/THROUGH/RIGHT LANE ADJUSTMENT FACTORS SRADI HEAVY VEH. ADJACENT PKG BUSES Y/N {Nm) (Nb) .. PHI:�:' ..... ..... .. I EASTBOUND 0.00 2.00 Y 20 0 0.95 WESTBOUND 0. 00 1.00 Y 20 0 0.9!'i NORTHBOUND 0100 2.00 Y 20 0 0n 9 SOUTHBOUND 0.00 2.00 Y 20 0 0.95 Nm,- number of parking maneuvers/hr; Nb = number of buses stnpping/hr CONFLICTING PEDS PEDESTRIAN BUTTOI'd (Peds/hour) (YIN) Kin T) ARRIYK TTI k!: .... .... ..... ..... ..... . ... ... . . EASTPOUND c> N 19.H WFESTE-9001NAD N 19. 8 NORTHBOUND N 19.H SOUTHEK,)UND N 19.8 min. `i", = minimum green time for pedestrianv-, F- loc-) / \ SIGNAL 19EVTINGS - OPERATIONAL ANALYSIS . Page -3 PRETIMED LOST TIME/PN�SE = 4.0 CY{�L2 LENGTH = 120.0 EAST/WEST PH�SING NORTH/SOUTH PHV-`;8ING F, HASE-1 PHA8E-2 PHASE -3 PHA5E-4 NQRTHBOUND LEFT X THRU X RI8HT X PEDS SOUTHBOUND LEFT X THRU X RIGHT x PEDS EASTBOUND RT WESTBOUND RT GREEN 56.0 YELLOW + ALL RE 1) 4.0 0.0 0.0 PHASE -1 PHASE -2 PHASE -3 PHAS�-4 EASTBOUND LI"".:FT �HRU X X RIGHT X PEDS WESTBOUND LEFT X THRU X RIGHT X PED�� NORTHBOUND RT SOUTHBOUND RT GREEN 56'0 0.0 0.0 0,0 YELL0 W + ALL RED 4.f.:) NORTH/SOUTH PHV-`;8ING F, HASE-1 PHA8E-2 PHASE -3 PHA5E-4 NQRTHBOUND LEFT X THRU X RI8HT X PEDS SOUTHBOUND LEFT X THRU X RIGHT x PEDS EASTBOUND RT WESTBOUND RT GREEN 56.0 YELLOW + ALL RE 1) 4.0 0.0 0.0 VOLUME ADJUSTMENT WORKSHEET LANE LANI'-i: M& tivT, ADJ. LANE GRP. NO. U,1,. 11..... SROWTH MP. PROP PROF.' -VOL. PHF VOL. GRP. VOL. LN FACT. FACT. VOK LT R''I'' EB ... ..... .... ... ..... .... . ... LT 300 0.95 316 L 316 1 1.000 1.000 316 1,00 0.0(� TH 418 0.95 440 TR 619 1 1.000 1.000- 619 0.00 0. 2`;; RT 170 ().95 179 WD LT. 50 0.95 53 L 53 1 1.000 1.000 53 1.00 0. 00 TH 252 0.95 265 TR 386 1 1.000 1.000 386 0.00 0.71, A 110 0.95 121 �-LT 104 0.95 109 L 109 1 1.000 1.000 109 1.00 O.Q.) TO 140 OMS 147 TR 253 1 1.000 1.000 253 0.00 0.42 T. 100 0.9S 105 SB LT 100 0.95 105 L los 1 1.000 1.000 I. 05 1.00 U. 00 TH M 0.95 153 TR 273 1 1.000 1.000 273 0.00 0. 4/1 RT 114 0.95 120 Denotes a Defecto Left Turn Lane Group SATURATION PLOW ADJUSTMENT WORKSHEET Page -5 IDEAL ADJ. SAT. NO. f f f f f f f f SAT. FLOW LNG W , HV ___ G _____ p ..... __.... _ _____ BB . RT ..... ... ..... ... ..... LT FLOW EB L 180O 1 �.000 �.990 1.000 1.000 1.000 1.000 1.000 0.459 81,7 TR 1800 1 1.080 0.990 1.000 0.800 1.000 1,000 0.957 1.000 1364 WB L 1800 1 1.000 0.990 1.000 1.000 1.000 1.000 1.000 0.245 437 TR 1800 1 1.000 0.990 1.000 0-800 1.000 1.000 0.953 1.000 1359 NB L 1800 1 1.000 0.990 1.000 1.000 1.000 1.000 1.000 0.570 1016 TR 1800 1 1.000 0.990 1.000 0.800 1.000 1.000 0.938 1.000 1336 sB L 1800 1 1.000 0.990 1,000 1.000 1.000 1.000 1.000 0.590 1051 TR 1000 1 1.000 0.990 1.000 0.800 1.000 1.000 0.934 1.000 1331 ' CAPACITY AN NG7S WORKSHEET Page -6 - ' ' ADJ. ADJ. SAT. FLOW LANE GROUP FLOW RATE FLOW RATE RATIO GREEN RATIO C0PACIlY v/c .` (v) --------- (s) (V/s) (q/c) (c) RA[lO EB --------- ----- ----------- __------- ---- L '316 817 0.306 0.467 381 0.828 TR 619 1364 0.454 0.467 636 0,973 * WB L 53 437 0.120 0.467 204 0.258 TR 386 1359 0.284 ' 0.467 631 0.609 NB L ' 109 1016 0°108 0.467 474 0.201 TR 253 1336 0~189 0.467 624 0'4O5 SB ^ L 105 1051 0.100 0.467 491 0.215 TR 273 1331 0.205 0.4&7 621 0.439 * CyFle Length, 0 = 120.0 soc. Sum (v/s) critical = 0.859 Lost Time Per Cycle, L = 8.0 sec. X critical = 0.706 ` � LEVEL -CF -SERVICE WORKSHEET Page-,'' DELAY LANE DELAY LANE LANE DELAY LOS v/c g/C CYCLE d GROUP d PROG. GRP. GRP. BY BY RATIO RATIO LEN. 1 CAP. _____ 2 FACT. DELAY LOS APP. APP. ED _____ _____ _____ ____ _____ ---- L ().828 0.467 120.0 21.1 381 9.7 1.00 30.8 D 40.4 E TR 0.973 0.467 120.0 23.7 636 21.5 1~00 45.2 E WB L 0.258 0.467 120.0 14.7 204 0.2 1.00 14.9 B 18.8 C TR 0.609 0.467 120.0 18.1 634 1-2 1.00 19.4 C NB L 0.231 0.467 120.0 14.5 474 0.0 1.00 14'6 8 15.7 C TR 0.405 0.467 120.0 16.0 624 0.2 1.00 16.2 C SB L 0.215 0.467 120.0 14.4 491 0.0 1.00 14.4 B 16.0 C TR 0.439 0,467 120.0 16.3 621 0.3 1.00 16.8 C Intersection Delay = 27.3 (sec/veh) Intersection LOS = D � APPENDIX B BALDWIN & CORNELIUS., P.C. .._..... ,�,n-�..,,-.n��,a.�_ xw- v .. „�,.. ,�.�,, �..-,,.. ,t •r-�.� =*.....sae ��,'. ..__ .�•':, :'�x r ,�"k�`�,sr ,, f 5`. .,�yr fl'4tia J New York State Department of Environmental Conservation 21 South Putt Corners Road, New Paltz, New York 12561 914-255-5453 February 8, 1988 Thomas C. Jorling Commissioner Mr. Donald Crotty Baldwin and Cornelius RD6 Rt. 22 Brewster, NY 10509 Dear Mr. Crotty: I have reviewed both our Significant Habitat and Endangered Species files. I found no records of either located -within your Hartman Property Project Area #75029 in'Wappingers. We do have, however, numerous records of the threatened Blandings Turtle being found in wetlands of the Sprout Creek Drainage. Sincerely, y Joel L. Hermes Senior Wildlife Biologist Region 3 JLH:sw C BALDWIN & CORNELIUS, P.C. CONSULTING ENGINEERS : — LAND SURVEYORS - i01 SOUTH BERGEN PL., FREEPORT, N.Y. 11520 (516) 378-6760 March 28, 1988 Mr. Robert Ewing Division of Historic Preservation New York State Department of Park.,:,:;. Recreation and Historic Preservation The Governor Nelson A. Rockefeller Empire State Plaza Agency Building 1 Albany, New York '12238 Dear Mr. Ewing: I We are in the process of preparing a Draft Environmental Impact Statement (DEIS) for an industrial/residentia'l subdivision located on the northeast intersection of Meyers Corners Road and Route 376, Town of wappinger (see attached map). The site is divided by an abandoned railroad right-of-way. The eastern portion of the site will be subdivided into 95 residential lots and the western portion of she site will be divided into 11 industrial lots. We would appreciate if you could review your files and advise if there are any known historic, prehistoric or archaeological resources on the site. Your cooperation is greatly appreciated. TE/mg very truly yours, BALDWIN & CORNELIUS, P.C. Theresa Elkowitz Environmental Project Manager „. �,,,,s,,,, APPENDIX C BALDWIN & CORNELIUS, P -C 27 ' 17- 77.7 77 PRELIMINARY DRAINAGE STUDY HARTMAN SUBDIVISION TOWN OF WAPPINGERS FALLS DUTCHESS COUNTY, NEW YORK Baldwin & Cornelius, P.0 RD b, Route 22 Brewster, New York 10509 April 8, 1988 �S2^'„'..... ..' "'. ;w nl •^f :"n'^i.-�.'+as?'a..anrn„e_.".r'*.^:".`� �� mI" "," ]'S NTT'..,,..^�r"^r_. '^.7'.: 77" T SUMMARY The Hartman Property is separated into two parcels: -An Eleven (11) Lot Business Park. --95+/_ single family home residential area. The total drainage area. of the Hartman site is approximately 3.5 square miles (226+/_ acres). The business park consists of two drainage basins and three basins handle the residential area (See Figures 1 and 2). The total developed peak discharge of the business park exceeds the existing by 109 cfs, actually doubling the existing runoff. The total developed peak discharge of the residential area exceeds the existing by 112 cfs. To prevent these increased peak runoff conditions, a detention concept has been established. Two detention ponds are proposed for the business park; and four detention ponds are proposed for the residential parcel. More refined analysis will focus on the drainage subbasins, detention ponds and storm system networks. Ana'vsis at this time is based on maximum development. A more detailed site plan and analysis will probably demonstrate a decrease of the developed peak discharge. In any case, no additional runoff from existing to developed is proposed. ANALYSIS The drainage basin area maps enclosed is at a scale of 11'=1,000+/_ feet. This is from the USGS Maps. However, most calculations were determined using aerial topography at 1"=100' scale. Peak discharges were calculated using methods outlined in SCS TR -55. Hydrographs demonstrating detention are produced from computer computations of HEC -1 by U.S. Army Corps of Engineers for a Twenty -Five (25) Year Storm. A soils map is enclosed and the information provided is from Dutchess County Soil Maps. �. -.... . r f. �--rx.Knrnm,mn..�.... - S r. .rn. ,^�e.��+^Ki1' ... raryi`➢iF.4f/MW.�n2�^'iSi"'°� ). ... "eirrt. [ [iN!f^�1'.�xr!^Y «bTr�;:s .1^fRS:R ![5.�. ^A�.. '+� RESULTS Pond 1 1.8 Ac/Ft Pond 2 7.9 Ac/Ft Residential Pond 1 PEAK DISCHARGES Ac/Ft Pond 2 1.80 Proposed Proposed Pond Existing Developed W/Detention Q 5 CFS CFS CFS CFS Industrial Basin 1 27 43 27 0 Basin 2 79 172 79 0 Residential Routed Basin 3 101 202 101 0 Basin 4 32 40 32 0 Basin 5 21 24 21 0 Routed. Basin 3 = Residential Basins 3.1 + 3.2 + 3.3 Residential Basin 3.1 -- 124 58 -66 Residential Basin 3.2 -- 49 18 -31 Residential Basin 3.3 101 29 -- +29 NOTE: With the addition of hydrographs and the presence of detention ponds, no additional runoff is proposed. Estimated size of detention ponds storage in Acre/Ft.* Industrial Pond 1 1.8 Ac/Ft Pond 2 7.9 Ac/Ft Residential Pond 1 4.73 Ac/Ft Pond 2 1.80 Ac/Ft Pond 4 0.84 Ac/Ft Pond 5 0.40 Ac/Ft *Produced by SCD Method TR -55 Manual. f l PROPOSED A future drainage study will focus on the following: 1. Existing basins of drainage area 2. Existing and proposed culverts 3. Developed drainage basins and routing 4. Detention concepts (ponds) 5. Storm system networks 6. 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BY------ DATE-, ---------_-`----------------`-------_-----------_ JOB NO ---------------------- ----------------------------- D(ZAWAG AJC 1 HT1 !J [-D Sys a>Q ; r"ztraL NUtZTN BftS�N Bftsin� DEScR�Pr on, i '�Zli i��s DE - a7(o A P -EA - 2- { 4 4 - Q. d4 Z S7 les (A DRc��cC�+[ C C3, 5 0 rti)D Cv��?S ZZ 27, _ �a7,Z3 67 TYPL AJZEA NYDRe.G CN x r9retA �. K� pC, B I �. 52S W0oDE1) (G00D) 9,5gC C 70 x(05 7.4�Rc D fAVF-MtNT �. �O aC D 98 5 ) ToTAL-= Z7,1 o.c. igZZ (o Z 3 7 e 2r m Trr+tit n anCX,,+Ya ran S(�NtitNT t L= 3oU 0VE: RL/}olJ d S- 3p �'3 n=. �.6 �Z= 3.S V:e- Egn 3. 3 t., T2- 5 5 TE Oo 7 LIZ-) _ 00 -7 x l Bo� � S-7 fir. a SEGMENT Z ; L= `f Zo r 5tf-/*rc.c aw c o'jc FLov.) S t 1 T2-55 5. 5 4-, �V tj C) r V4�-r .7i'"{�%tel /` '.'C. '✓�.P I_ 1 ,...�,. .:- .•..3+++�, cs„ +tr�+ea-:e++�°rnv.....�ar"Y, '-L.. .-.J'^..,. i'T',' 1._. ..^."t .,."T"sR BALDWIN & CORNELIUS, PC. BY ---w S /-� ---DATE LS ZgS SUBJECT ---- L-.1�1? 1 M 6'j------------------- SHEET NO.-ZI---QE----^'- ( CHKD. BY------ DATE-- ---------------------------------- ----__ JOB NO ---------------------- - Gt S F� M 010I �J - C U � V t 3z j G- = 4o' r T n� q u s Tie .: � P/+'CSNRi tli. hfJ t T e -S i-iNa.� 4/= t V 6 "� "-1 . o I /" Joe 41 ZiR -7 i1r�o ✓lja.r7nInY5 P9!�o f,en 1, rn U -O° ` ! ¢/ 3� r 2.b•6 4�r� t S7 j O5 o 1 -r .6 9 ; /,3z �r BALDWIN & CORNELIUS, P. C. BY---w-_�=--1 I ____DATE �r_�Y SUBJECT_zML'L-j------------------ SHEET NO. -----Of-----_- CHKD. BY---- -- DATE_------- -------- ------------ ----------------------- JOB NO ---------------------- ---------------------------- Eli ES )AlG T" fU ,j s 7k r� <-- SAS ._ SA5 I 14rtA I IT11 DlZ6L IG L 5-11- aJG23,() 23,() C Z3.5Q� D ZD, G ac De. �-e_� �,•, , +,_a_ C yr � e_ N�.v, �a .r `T � f' A- lz. E A 14,L2 d ' c ! oy �t S.. / (T.,b , p Cl A. wo o DED 2.0 ac. 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By ------ DATE----------------- --------------------- JOB NO ---------------------- ----------------------------- &3ie? 2E c.,4- -Pe-5= - Gh�nn� I cor ,c Jtj•c ldr l !$' A 15,0-7 S' -Pes= 1/0 -F,,, t= ICn-20 • ' I f 2 5 11 r Sey,.u,,+ 5 L— 370! C 14/4 'SEL Fcow 5= 2l/870= 02.4 n= oS .`f29• .n2¢ V S+z- /ylan n r n 5 i/ = % �L�3 s i2 9 I� 4 C C) 4,3(o Ops .as C�anne l Con rr IQ u r0.7ron 20 S� A= Z 0 3 9 24 t = S7o . Z Z- ffn,~ 3, 3Z �,., _ , o(o G,r S�9me.,+ ( S P (ZOQT c2t-k fo PQaP LwL::- vs on j Ft-ovib.wAI D,+TA F2dRn FLo40 1AJ5uv-A-ejcC RATE MAP t� vGroc 1 f7 c 4, 1 -rps tn �= . 1X03 •r+ Z¢6 4P, -i z S7,-7 r- in , 0 75� �� ►r Z .(o2-F'o5f.oZ5 t.o(pf.)6 - Ir o9 A, Vel. (o9)(j,o� BALDWIN & CORNELIUS, P. C. BY ------------- DATE -------- SUBJECT___�_I_� SIJ -h----- ------ -_ SHEET IVO.--- -- OF l CHKD. BY__ ----DATE-------- __ _EV�Lgo- E.D _ JOB NO ---------------------- - ------------ ------------ ------------- j&Ia us r!41,q -f ----------------- ----------------------------- 1(,, c) 5122 ,-7 = �/4,( 5A -/ `7s 14,a = ZZ l a c =. 0 3 5 sj ". t{s V1s I. n — Loo6 7 ac c C 70 4<)o y i Lc 74 175 313 cp- B 55 t g2- 23,o 3,o)@ D `77 Sod e -!D 0!,' 4W Z 7 @ B 8B X38 } �a 2 t--7 Q � 3 2 s! 2L_4 1 A 1(,, c) 5122 ,-7 = �/4,( 5A -/ `7s 14,a = ZZ l a c =. 0 3 5 sj ". t{s BALDWIN F4 CORNELIUS, PC. BY----- __DATE_rV SU13JECT ------------------ SHEET NO.-,a�_-OF__----- ( CHKQ. BY------QATB-------- - - _---___.I� U GO P__--- - -- --- JOB NO.�----- - ------ ----------------------------- ------------ 1Z p � _� 1Z(AL---------------- ----------------------------- p�v��v i�� n�•1tiB� r'3�,r� - an Pro r�Y- t5 x 2.50 f 43 5&(0 6,04her '!tows are ptc,�cd up by ..24ee f Go n ue�ea,ncC -) '`- sd?d @ D € So X73 BALDWIN a CORNELIUS, PC. BY ---- _-DATE-7�� SUBJECT---_ it � �>>___--____-- -- SHEET NO- � ___OF_------ ---- CHKD. BY ------ DATE-------- ---------------DC UOflED -- --- JOB TIO.----------- ----------------- ----------- ............ '-U�.��oD SAiA,r--- ISS zEXtsrtiK)cf row F,as-F 3 SE6MCti7S SEC -It t S66r 4 d, 57 + 01!0- L -A ST 1:DL-AST L u 5a Improved c -ha nnet -Groin Seeley c�sE G--2 A 81 2� SO 0 rr }� ©, 043 ( iz I p R") 8213 = ©,-712 _ 1150 - O� 4 V. -712 � O ZQ f3} 1 a' 043 = 2-.sp� The Tc. = 0., (93-4 O, 0(o - o, -740 a.?) 7= O . �Z0 h7 BALDWIN F CORNELIUSo P. C. . D BY____ --_DATE- �11(� SUBJECT- __�LN1Fk --------- -----------SHEET NO.--.,/-----OF fCHKO. BY------ DATE-.------- ------------C L�PET�---------------- JOB No ---------------------- ----------------------------- ------------ �----------------- Deu_' 3er �rcccnccr�e �kn !b r¢ =- 8d, 5 q _ / 2Ss�", A c x c_m c,w a a 1�0 c c 70 I t2 : X14 C? 55 5!7 +r 6g eC 70 5(a rr cU CDD -77 77 ROAD 0,2 1�0 2-0 0+2 Q .D 943 20 ' 0) 8 4"-) Ole oil ro9 3t2 C C + 3(3 OC q! 300 + 1z4(2C C)s It28 S,/ 8t 4 3 t t t3 C D 93 21 6_7 rs8 +* 21�o e D 1:13 242 it 12, 5& AD o('3 BALDWIN & CORNELIUS, RC. BY----- _-DATE_`l.STleD SUBJECT_--_ �? �`��r �_`� ------------------ SHEET NO.__ L___OF--_-_.- DE1/ �oP a---------- -- JOB No ---------------------- - �� CFilCD. BY ------ -------..__-____-- ----- -- ----- ---- ion-fined ZD GAJ tK)f W!A a (2� 6 88 P `� 3 C-)3 SD,3 a� C��3�3%80,3 86 28 198 �. .,.......-._.......,.��,_,.,. �--.,.,..�-,-,,,».— :-r,-..2,.,..�n+a��.cn,. �-o, �.,• i-.�-as,.�mry,r�nn?m .:_ .;.,� c�>f�!+:'"7a�+m"'?,:,..r � _ i«.. -x .,Ynry^:�:lmisy�,a�^,�,.+?�,,.m BALDWIN & CORNELIUS, P. C. S-LL----DATE-l/?/.5'5 SUHJECT___ L� �L T --- SHEET NO.----OF ------------------- 1 CHKO. BY---- -- DATE-------- Lit V ELoPt'- ---- --- JOB NO.---------- N TD ki i ec ? .0+ � E 7-E(2- AJ TIME (3 F C c),ld C G.Al �0 2 fig i Z D S�GM�NTS Z, Flaw L= 906 ' FX IS -rinl G C_ JLvEpT Lc 15 ` 4 SMA -L4 SW,}L.i 5. P,pfo SySTEAA, (o , f +hP20V a SWitLE C RElEK < < r¢o 3 S E-6MCN a. b Pl - 3.s" �- 3oo' S = yva �,, ic 41n9 �EGMFn17 Z 5H?rL4ow GatilC• F" L= yooS- j/,2 % V'=7 S.1 425 ' 3oG fpm 'o5 r (�Towr `axIj r7q.f SEGME,\jT 3 CuLUE,27' „= sEGMEf�IT SMA LL_ 5W R LE L= 450' 5L' E54 4-0 Ile (oc, �r = q- �p � Z¢v fpm 1. 975- .0 3 r SE-GENT Pc D sy-5TEN� L= ZSo' es-�,a�e slope = 3 es r a e Veloc{-4S 3a6I t = 0,83 m" = .o �)- _ ,,.. .-,.c; _ • { r'�*r rra«..�,�. n ..K r r rs -,. - 51 _ .. , -, 'l. n.0.+y "R* ,+.... BALDWIN & CORNELIUS, PC. NO.-----0�----^^- BY ------------- DATE--____-_ SUBJECT__ -- f- Ayl_'T-ro/#+'i ----------------- SHEET r GHKD. 9Y______ DATE-------- ---- OE VELoPE13 ----- JOB NO ---------------------- ----------------------------- ----u5T2►•`t---------------- 13As /N 2 D SE-G/vl ENT (o FIIVD tG /MP2ouED SwAL�. Z-0 V= I, q_ 1 b(o 5 Va cc,, f. n� ,05 V- 2,9 s 3 _r s = ISO o � �e SEGMENT 7 5 P 2o�T C.nCE: L �4G3 ► a , F2a ,� Luo D 1 ^15- u R 0-wi ac 44 T c Al ft P (oZf .os t -a I , 03 + .oi �t=r92- tir Ud 92 BALDWIN & CORNELIUS, P. C. �`J5 DATE_ /g I$8 SUBJECT____--- 4p- ( --rmA. 1 ------------ SHEEl NO ------- OF----,-- BY_----------------- CHKO. BY------ DATE-------- ------------ JOB NO ---------------------- ----------------------------- ---------- 7 N D u 5T21 4 -------------- ----------------------------- 5 T i nM /4 T E- D4 D4 1 E-N-r/a^-) U-5 41 AAETifU D /Al S i z. 4 o I= FOAJ b5 SCS Tz -,S5 TNDvs7r2/f�L 5 i D� Po ND5 I &,-I d G Worksheet 6a: Detention basin storage, peak outflow discharge ((Io) known { Project /LTM r9 e'j By W5 Date Location l N 6 U T' I? r tl L Checked Date Circle one: Present Developed Pori D I Iun: ti1fir D. o CLC_. l � Detention basin storage 1. Data: Drainage area ....... Am .035 mit Rainfall distribution type (1, IA, II., III) 3 5. Compute qoq ........ i { �J 2nd stage qo includes 1st stage qo. 6. vs z 3 r q o (Use qwith figure 6-1) i 7. Runoff, Q ...... in 3 3 (From worksheet 2) 8. Runoff volume, Vr . ac -ft 16, I ;T-71 (Vr y QAm53.33) 9.. Storage volume, 1 4 Z Vs .......... ac -ft V (Vs - Vr(vs}) r 10. Maximum stage, Em" (From plot) (210-VI-TR•55, Second Ed., June 1986) D-7 0 1st 2nd sta a stage 2.. Frequency ...... yr 5 3. Peak inflow dis- charge, qi •••• cfa (From worksheet 4 or 5b) 1/ 4. Peak outflow dis- charge, q .... cfs 3 5. Compute qoq ........ i { �J 2nd stage qo includes 1st stage qo. 6. vs z 3 r q o (Use qwith figure 6-1) i 7. Runoff, Q ...... in 3 3 (From worksheet 2) 8. Runoff volume, Vr . ac -ft 16, I ;T-71 (Vr y QAm53.33) 9.. Storage volume, 1 4 Z Vs .......... ac -ft V (Vs - Vr(vs}) r 10. Maximum stage, Em" (From plot) (210-VI-TR•55, Second Ed., June 1986) D-7 0 Project Location Worksheet 6a: Detention basin storage, peak outflow discharge (qo) known fni DuS-1 t.� I(A �_ Circle one: Present eveloped W 0o To u m O r. O -rl 91 u -4 W By W 5 n Date Checked Date f;10N D Z /1P°e- ic•f i Detention basin storage 1/ 2nd stage qo includes 1st stage qo. (210-VI-TR•55, Second Ed., June 1986) D-7 0 @1 Vs 1. Data: mit 6. V ."= Drainage area ....... Am Rainfall distribution qo (Use q with figure 6-1) type (1, IA, 11, 111) �'Ti i 7. Runoff, in 4.I Q ...... 1st2nd (From worksheet 2) sta a sta e 8. Runoff volume, .3 3 V ••... ac -ft 2. Frequency ...... yr 5. (Vt-QAm53.33) 3. Peak inflow dis- 9. Storage volume, '1 charge, q .... i -7 Z cfs r Vs .......... ac -ft 7 (From worksheet 4 or 5b) 1/ V (V8 - Vr(—a)) 4. Peak outflow dis-r charge, qo .... cfs T 71 10. Maximum stage, £max (From plot) 5. Compqou[e , 46 ........ q i 1/ 2nd stage qo includes 1st stage qo. (210-VI-TR•55, Second Ed., June 1986) D-7 0 @1 BALDWIN & CORNELIUS, PC. HY_ WS_____DATEtISUBJECT_ /¢IQ, T"q/tnl------------------ SHEr;7TNO.---0 --0�------- ir CH-KD.BY-_----DATE------------"-- S--- --�_------------ --- JOB NO.--------------------- NP`'T -----------------�_------------------------ ' ---- s-HlE --------- -------- ----------------------------- p s f D6-NTIA-L (,ft"116'N?+U/VAG) SUM/'?'gAzy $As l�\j 4 BA = I413 S y rhr�lS Ud_ 7$0 hr OvTevT Q. 21 cos 3Z (-- -F5 lc/ c {s BALDWIN & CORNELIUS, PC. BY--- LJS �] ---DATE �'g g -B SUBJECT----4fj-(� TMi9-(�%' 7 ----------------- SHEET NO.---------0E------- CHKO. BY ------ DATE---------------------------- .----_-------------------- JOB NO. --------------------- .-----------------------------L6 P! -L------S-------- ------ -------------- J2ES IDEN -F)IIL (Co,vvl�-NTianlr4c) jZE�EL o Q E D 3As 1 N 3, z O&siN 3.3 RAs>ti 4 BA O S q -5 r� , C t'i � S vj ,264 $A = O�7 CN - go Ud = , Z22 o43 OA=- . 023 CN - 'Z D od = ,264 .6, o' - '013 cI - -7 vd � .198 -,5'uMme�-(zy O� 1 Pur Q 1 Z4 c r-- 4 9 c fs Z 44 c fs 40 c ors Z 9 c -�s BALDWIN & CORNELIUS, RC. SUBJECT---- -LML�-------------------- SHEET NO -11 --OF Vr CHKD. BY ----__DATE__,___-.. ____---____-- JOB NO ---------------------- ---------------------------- E-Ais 7 r/iG e&S1DEAJ71A 5aUT4E2N a/'5IAJ = 6ASW 3 C A f`CGi. - 1 ,j 4-,q c - • 1 T q .S�: 1"n f 4e S S4kolog, /C. Serf G-cuF grArl(a��r.n ,4 3,5 Ac 8, ja< C ; So . 1. q, D '. 2Z, Q a c os T- oIt tvooDED, S. G/lcvp 9/ At 8� A Cor�Sts7 C r SO % wo.0 — SZ) %u S2UsH F1Rv "I pe- e-14y 14Yp2u. G 20 p LN C nj x Are -,EA m000 3, 50,( 14 30 + 0 5 moo 1-3, 3 Q, e 5-5 7 3 1 c.4„A.. Sa •( 4c C 7o 350 7 I$F 7-7 1 3 9 e' S2us(+ 5,54 B .546 3 3,4n4 0 7-7 26 z C SEEK �. 5 p o 1 5-0 95144c- (o4 s7 CN= 64,�'-7 _ (7,6q bS BALDWIN & CORNELIUS, PC. NO J� T' .___'�_L/-OF------- DATE_9I$g SUBJECT --- Cl.A�rMB1��----------_--_-- _---- SHEET CHKD. BY---- -- DATE-------- ------------------------------------------- JOB NO---------------------- E-1c L ----------------------1cL � G -__ 1)12- i4( --------- ----------------------------- -s T /&j c' ---------------------------- � m.*, 4- 3 very 30 ' B� CLhirgvva4,o 5r -all C Gza.nrte A= -sTi&jG 1Jfij�� 3C ConlT, 12tS/ DErV7lFrL p2.�errn r, T,me Seo�Mer, CSV ERLAA)r> �= �QO � i'� � U,�j ,arL�. woow/f 40l _ 04.61 vS any rgn 3.3,Oa7�Cla� _ 82 ((,) ' � { 53' 4 �3.5),r 6) ¢ s[yrre:+� z si�,4L�aw Ga.vG. F [�c� L = Svo 5Goec v -J e n v sQ �• 9 3, ! , n T SS 4�-q.t_ .� .��.. - rot 4, � m.*, 4- 3 very 30 ' B� CLhirgvva4,o 5r -all C Gza.nrte A= 3,,s P� 30 V = 1 34es = S 1.6 �P v L— ''Flo' /Y3'14 n SQy am,4 ¢ oPc%o cHa.wv6- 4,r bods y n",., •, fare au -- age, n — i230 (.O{IaZoJtf.Os, = 05 12 Sd i u SA_ rr)a n n I n9 s e f n fv 7 w, , v v e-. /0 . , f y /ZSR = zr. q : 12S - 0p _.... - T•r w!r ofri'�"'•.,.+ r -r M -' -Ys BALDWI N & CORNELIUS, PC. 6Y -_w 5 I ---GATE 3)2q/n SUBJECT ---- i ! 14/LT/L1pM1I-------------- ----- SHEET r10.---��---OF-- CHKO. BY------ DATE-------- ------- JOB NO ----------------- `----------------------------------------- D(Zel�AJr4(,E Z+ 5 r T •055 CArST/NG 9F -'S / iDEn T/R L A -z 4. 13 P=- 7-0 V = 1,z¢ APs = 7-5 QPM Lc $2 t oz t- �g �- . ZB - l• ?o hY -,:r.,... ...3 �-.h:. ,.,..,..�.,.. ..-+"}e�.qh--• ... .,Wrvyn'a'+"*w'.yv'rr'^.- '�'RT� :�i Li - f T�+ims^'i 1 / •;"iifY vvrn- ,33 BALDWIN PA CORNELIUS, P. C. BY_ 2�S __--DATE 312Y/S8 SUBJEGi__ i`i(LTM hN_____^-----_----___ SHEET NO.-_42_,__OF-__--__ GHKD. BY ------DATE -------- -----------------___ _-_----__--------------- JOB NO.--------------------- -------------------------------------- �j �x�5TIA)G SoJ f h co. s+ �TGwwvds j�ar�rS� 1�a,5 � � t30Srn 4C RES ic7Erv7►kl Are 0, F, r`1 D t%J Ty 196- Aa. CA Hw D, CIZa v P CN Woo DED / 9, � C? c_ C 70 De- ' -ecn'irL' I rME I : OvE n= 0, (0 &,aJ. WOODS o f C U eV e ET(2H T r 0-"JPU Ar"D � = 300 EW 5/6F.e. ; 7, 8 /o r g Cad's �S3' f p2- - 3 S ,, ( D„�-+4J; (1.) S y.f+pr� 2 5 H7t�CVi..� G o'rj C, FI -0 w L= SAO i Use �,� 3, 1 TR -ss 51 oPc� (38g' -3G 4) S$o =ted¢ �Gh paV-P-d� v; U 126 - �'•T :.,._. _.....,. ...a»�i,^nrrCr7 D2 rK (/`e T 0 -r Cern CZ4H 1,a 411) So f = o UEK LSD L= 300 ` 4l I _-3 0, G --d . woa�taf 3 �o F2- = 3, S to v5e 3-3 rn Te- -55 T+_ 0 h,- �pL) 's Stph e,� 2. 5 E+rit-Lvw COAJC , F �.a Lj L- S3O i u5.0- 79 -Ss S- ,07 (vtiPgvf- O3 hY tc, _ 45 f a 3 v - (o lay x 81d hr 7�7. 77 'T"`^.771 ,7 �rz y^ .�;.a 7 t�r^: BALDWIN & CORNELIUS, PC. BY_ «�s L ----DATE /;2Z6S_ SUBJECT --- f_J !�=`Z'YLtL -------------------- SHEET NO.- _�&--OF__-__-- CHKO. BY ------DATE ------------•-- JOB NO ---------------------- - ----------------------------- ----------E7X iNc------------------------ ----------------------------- A P_ S ! DE rJ T r i.._. NO( T�'/�us1 �'•o r�t.� !� beg"? Arta = 11. Sac = 0, o 18 Scs -�-y d, say V, -f pC o ; a 5 Ty PE A-t2cA k+ cl-0/a7.c G roVe c,tJ C" x fa r2a Woo DED 0. 9 ac B SS 5 0 (&oo-p CouEa) g a= C- 7 o D1 5 _ac D CNzr 7S2 -. 11. 3 2 ( 9 D2 rK (/`e T 0 -r Cern CZ4H 1,a 411) So f = o UEK LSD L= 300 ` 4l I _-3 0, G --d . woa�taf 3 �o F2- = 3, S to v5e 3-3 rn Te- -55 T+_ 0 h,- �pL) 's Stph e,� 2. 5 E+rit-Lvw COAJC , F �.a Lj L- S3O i u5.0- 79 -Ss S- ,07 (vtiPgvf- O3 hY tc, _ 45 f a 3 v - (o lay x 81d hr 7�7. 77 'T"`^.771 ,7 �rz y^ .�;.a 7 t�r^: BALDWIN & CORNELIUS, P. C. GjocDEC) S2 uS R PSV G D 5235 A uli.s C iS 1 G C r� 02 CGoop Co'oL)r,-/olu) U 2 CG o 0 D Ca ^j D 1 7-, ,v UK .. -. - - �- .... ?' _, _, ^ r xxz.�;r---rnasmp-., �?s•P;,^?F�: � q"'t.. �F �?g'P"�nt`.'s3?';�P,�?r?n[= 6 DAT1 -- - -�5 - SUBJECT---- CHKD. BY______DA7E_____S� 'l---------------------•.�E_---'`� --------------------------- �1lr c SWEET kO•----f---OF------- ----------------------------- ------------------------------------L--------- --------------- Ev� -OPE D - C.O \J V �N iovA� JOB NO.__------------------- ----------------------------- DE-VELoPE� O E'nJ -F, D2AINHGE $fiSI^! h�,e�IT,ff Do_,N CoN V t AlT, 6 eq �. X3.2 Sa�nie�n 16,," fa C✓cev DElEnlTion/ 3.3 FLdo D #0 Lei /,v .'� -� tQ r r-eepK Pow �S + 4a 95- �25 dF..z{ a sing i[ �y (/ r ae L ofs 1 L 1- ) �� r fr a r p�-o�os� / -� � d� Vic•, f. o Fr Tib le— 2. Z GjocDEC) S2 uS R PSV G D 5235 A uli.s C iS 1 G C r� 02 CGoop Co'oL)r,-/olu) U 2 CG o 0 D Ca ^j D 1 7-, ,v UK .. -. - - �- .... ?' _, _, ^ r xxz.�;r---rnasmp-., �?s•P;,^?F�: � q"'t.. �F �?g'P"�nt`.'s3?';�P,�?r?n[= BALDWIN & CORNELIUS, PC. BY-- h5 �f-----DATE-------- SUBJECT ---- a,42T+ AN-------------------- SHEET NO.__ 12 -s -OF ---------------_- CHKD. BY -_--__DATE________ � � V EL o �E'p -----------�------------------__----- roe No.-------__--_-------___ l CUnIV�FN'T!,}L_ RES/DN7/RL� Bets,>v 3,I t7 SOr-O(LMRTlotJ f�2CA = 57, Z 0'9 q JZa w/ 6'e '5 « 4-2- /o-fs r?aApS 1750 t S0 t- /Oav SGS 441d�alop Ica G �o.��0 6r-C'a.�Cciown q , o a. C 35.�aC D : i3,3 �N D CcJ R�/t. N V•ne k i� y PE A 2tA Hy0(Ze. c.R.aj� C h1 4z..,.+ac roti" 6.5 a� g �$�442- CPE.SiHENT,AL) 33. !6 c, G ! 7 /p ^Lr6 5-4- 5,3 .<- D $ `f - 4 9. 5 Ok i G oO D� �• 6 Q C FoR 13A-5, IV 1 D woo PS - i r,/",noL4-_d l2 0.3 &e_ 8 FAue p S"RF'ta5 1. 2- ac G 0.8111- D G RRSSE b / F_oAp Roo 0. 2 ac R 0,6Qc- 57,Z� 4% 1)3 Im 6/ '7¢ 190 Z9 � r $ -7S J�2 67 l-'3 44 33 S7, 2-a T7, 5 7 $ ¢ r rte+7-77< 'ti?t^. •..m�m�. -n•< T-^-zs9+'??S1s-r'm.� Ar�¢'� u_h T,¢j,S,, 7�^yam ssa7Ya7;'a f' ;'lP� P� {r5� 2sgy ¢'7_£i BALDWIN & CORNELIUS, PC. BY ------------- DATE -------- SUBJECT- J: 6 - CHK D. BY -_DATE____^--- -p__ ------------^---------------------- '5=---- ----------------------------- -71 m E ---------------------------- -71mE. at CoticE0e 1=,z) e. 8.gs , N 3 1 D 4 SCGMEIVTS 5EGM£N T 1 v � T e- -ey r, 3, 3 l . SEGmEWT r, 0vc..-L= 300 ' Z. S !7a //ow LGM [ -'/' Lw 3 a 51em L - + � So O V A -,u r- L = 300 VSOL- Tre- -S9 I f = 007 Cni- L�'�.) s Cs)•¢ T 3.5 „4n S 292. 2 - Z 8-9 A.- = - 0// 15 (g(Zv.3j;) .g 00-7(( rs)t3aa) — C?• r �3.$) Ca11)+¢ SrtRLurw Gon,+G, FLow L= 3I3to ,4�g (l�nPcveco f 4. 3 A r S£GMeNT Sn?a(!-54'eam L= 330' ;- S� pS_ v 44-- mmI "/7l41,j cy� r r V_ I� g8�(•71 z) �•a5) _ 3 -Fear ,O5 r s 1S z•s` P P= D.?22 ... .,..- ,...., :,a._ .._,. �nw�-.- •,.. :...... ,,.:�., ti -�r•e ?.r — T�`3".P.""a'"�n^.'tsF i'1n wy*+s� ^arab sr��:s�_nr r�i s7r'z2',� BALDWIN & CORNELIUS, RC. BY__-_ iS--_DATE4/A - $U EJECT-_- !!2 41/4---------------------- SHEET NO.--.�LOF------- CHILD. BY______DATE-------- pEVk Go f En _ JOB Pio---------------------- ----------------------------- _ RES ! !J E1V7 �t _ _ C a NV EN TioNR L J3'1'5, ti 3. ! '�) < a n + . ScGmENT p �PtD Sys TEM e's t7 — /asp = 2- ¢a - 4' 375- 7 A U� (o, 6)(0,6¢ = 4, 3 vel _ . ,, ,,..Hr.... .F.. � .__ .-. .. ,�- BALDWIN & CORNELIUS, PC. BY -------------DATE- ---- SUBJECT- --�A(LTMAAJ_^__-________________ SHEET NO -11 -OF ------- CHKD. O.-1-OF_------ CHKD. BY----- - ---------D ---------------------- JOB NO ---------------------- - Gc�/VVtorJAL - �ESfD& 7iA-1. 8,4 5, ej �, z D f} 2 A � / 7 0 a c 7 sp ^ ,Ie s T N Tro�J 5o,j F-CrLo ,?5,t/ 3 pti'ENTioN poll)D 'k Z. —'� �1�EcK 20570 (-F (2c)AD Nta..nBt+� 9,1 D So.L 6PcQF CN CN X A,etA C 79 Ila /2 % GN= I'S G6 ; /7 z- 90- go BALDWIN & CORNELIUS, P. C. _--DATE _1/ �gg SUBJECT --- L/L _FM '4 0 ` J -------Y---------------------- SHEET NO. ---------OF------- CHKD. BY ------ DATE-------- Ri V LUBE --------------------- JOB NO.--------------------- ----------------------------------- r2ES;10e"TI _ _CGNLENT�On/RL----------------------------- D ET t o-44 /A) G 7101, t, o f EN7_azl- 710nr FO 2 B/1sfN3.2D 3 SEGM ENT5 SCGr,1, tF-NT 1 vs¢ j K - 55 E -pi 3.3 $=.IW7 1, 6VL9LPrQd - L/�wtJ L- 3oo Z. { PAvjEO) S+fRu�,� �, co.�c . F1,0W L= r?a 3, p � ,D sySr£ty, ,., liso O �JEML -iUD L= 3o o - DE-"s6r_'/Z455 ' 8 ,b T 00-7 ( n L) 00 014)(-3oo) _ Q. k 3,5" (?u�cL455 GG, 6- 61M EM.T 2 (PA -v E p S tf,4�.iow Co^ic-, r iow uSE 'T_ 3, 1 s= 1% V= Z 4'e _s =/ 2 0 p r, = f 70 I-Zo = 1. 4 ,,, = . OZ hr 5E6/"6AJT 3 P' PSD SY'5T EM L= C5rom q, rE V = fps = Zoo _Op . -r t= ¢o = 7.3nat� - lZ ��- 2-3+.az.+,/z - .37 ud = (o.6)(,37) = 0,22Z hr_ L< 05t) 5t) ' -.,.., _ „�..- z,-,t,.r,^ t ...':,.,.,sw+•.^�.mv!..rrr^ ,-,:s�:-�. R.—n,�a;?.`.-mr,":^�"4 _.-:,""".'. ,�'rl,'9c"i.'.1!�'."^�.: �"_-f. 7 �[i-r�5'�":�+Ss4- �1r:..t.;.,:P••s''v!p?n;:ls'.7Fs;+. u!!.m'^;rtn'.�s%�Fv�i: rtsR?�T?9�SglE:KlntsaR.m.^ BALDWIN & CORNELIUS, PC. / BY-- — --------DATE 4I /n SUBJECT -..t �4 i2 T n.t +4 !�} 3 �J -^------------------- SHEET NO. ---------QF------- CHifR. 9Y___- DATE-----_-- D Eu E%O P E -D-------------------- JOB NO.-----_----__ RFS ! DENTIA -7- — CGN L i nJ 3 D l A) FO AL AAA T1 o Gs SCS f�4 P,zo 602e�'lQ BA-E,}r<Dow-1 Ae.velop...�,, 1 C p + 7. 2 4 c IV o D_f v.e, l. pou-4 J,'l e 1 o cc yr r r ^v D T A-2 CA IZE S ! DENTAL lUly Di STuCD 11 Qe F3(Z- 2-7, Bac C U r2 vE N v .+' +3 t R t+�02o. C,R x f+reEf} A s r ! -7 � C ? 9 4 ? 1 6 4-% 5 '7 D 73 52b 8-7 CN = (00'(09 61 . ..:. ... •>.r�.�.;,�r. �n.r. -. f -.-- :<,"Yev�,.. -. , . ,.. . , .. .. ... ..mnM, ., ..-swrnr, z*.tni+s.,»rFaa+:.:+9n� BALDWIN P-4 CORNELIUS, RC. By_ 'J5 r-1____OATE-`tICZS SIlBJEGT_ N 2T �1�---------------------- SHEET NO.--31----OF------- ( CHKO. BY---- -- DATE-------- - DSU O� �----------------- ------ JOB NO.--------------------- -------------- ----�- r DAN ��fF�--- CONvGN T le---------- D IE TEE 2nn ►,U k T /nuc o,— CO.V c lEn: r re4r r.ot'i F2 6AS�Aj 3,31 Two -T R l A l- TatAL J Tte A1. 2 20% 3, C (tee 1i L- 700 f GA N L Z30a ' f g T+- _i!g , 353 �f n-- o,Z4 Pz L 5E6mtNr Z L= 4sb ' unP�ued = 1 • -7% 5 7+Yr r, - . o b A, SE�.K��17 3 C2EEft 9 0 t; 7.7?,-,,,= I3 k, -c-L - 357t.,0G+,l3= ,54L, - I .8 0o71rl1-} - 32 3Z$ (PL )'S(:o 4 ,98z 4- 41 Ir p6 i� wead1 3, S 4 = 300 r 5 = O, ZO 5c (s / Qnw- a� f = Z. /9H„„ _ , o4 1) - 66N1CIV 7 3 Cre E' �( Fra P, L = 23 o a 2— 1 S- X77 1!) ' 4 i 4- 3 3 r 33 0 t,, udX80. .: .. ,.. .. .,. .. -. . � `"�s•!?'i' ?'i r.M•t�!".--- _...'� t ,". t � T�`,9.r,.^r�T'+r.... �.Knr „ ..: ?�:'�°�'i'-.r !°i _;.:1'A?n''�?f�?'�. BALDWIN & CORNELIUS, P. C. ft--- __-DATE_!I6 I g� SUBJECT --- j4;�!--- ____--- SHEET NO._ __OF____ CHKD. BY ---___DATE______-- ------------D E V t L o PE-�----------------- JOB P[0 ---------------------- ----------------------------- ------ N7ioNrf [.----------------- BA'Sitil 10 T-Nr-o9v i od ,,,-. ,.._.».-��--._-�-..!:+ten.- ..nt,,sr�^�r�:.�^a-.,^,.r. ,-,� r..r., �^^.c�-F�."NP?C' :Y' :'>`t. � 7e^r 1+4cA = 14,,1 ac, = . O. c2.3 .,:/es 5GS to61CA4 SUiL G2a.jt' = C LF 2aFj�s a� D� T P��,,, 4- Fran CvQUE AJt.,e-t of i_ T Y PE ProeE-AI+4 O(Z.Q . 620JP c_ Ai CN X /4WtA C I a, 5, 45-0 RES1D6n1T/AC. Rasp Ds lac c- q 8 I $ Gg-"s flow 0, q G 7 4 7 2 65 r DENT rf}L -71 1 ac. 7� 5 6 l lac'- 10f5) ,4v c c" = o , Z C tj To DE T PoN �- C N Te NSG ,A-r,kta,5 - 7 9 ,,,-. ,.._.».-��--._-�-..!:+ten.- ..nt,,sr�^�r�:.�^a-.,^,.r. ,-,� r..r., �^^.c�-F�."NP?C' :Y' :'>`t. � 7e^r BALDWIN & CORNELIUS, PC. / l.A_ALLNA-�1..r M -__-DATE ¢!(O r SUBJECT_-- �--__--__-_ ---------- SHEET r10._ -- -----0E------- (; CHKD. BY---- DATE-------- -- D -------------------- JOB NO ----------------------- V __-------------R�raGNr�R�- CunlV6nir,o.ufiL DE TE, RMEME TfMA1ca"47 o��! FoR BA5IA1 4D 1, avAE-rrj_a'jA L- Zss' 2. PIPE7D sysTt�EM SE6ME107 1 0 UER LAND L.= ?SS" Us E T2 -SS '8 Ern 3.3 T{ = 0 a (n L) 24— yrasS SEGMENT Z P' pcU SySTcnA /}sSun1� v = s f'PS d ve. % s 4tp sVo,*-es 4- go p,n L=- qao ' t= 90U -' ¢So s /, S 7S rs..n = O 3 h r BALDWIN &, CORNELIUS, PC. WS4I6/$g rj,AN _____________ SHEETNO._-3�__OF. BY_.,_____� ___DATESUBJECT____ ____Ld M 2 CHKD. 9Y ------DATE_ ---- ------------- E S r DENT_------- --- J08 NO ---------------- ---------------- ----------------------------- _-_------DEVFt_OFL�Q �ONUENJ/UN�4L BASlN -D fur-,DtzmaTlwj Tt/LCA = O Ir ac D13 5� ry,i�rS /`J a2 i rt k R. AJ 10 .gs/N -� 50-t 70 PCT, f'o I U , j -� ti/� D ' D a E - LL S C 5 }Ll l 0 7 I (a t3 ria k arc � n 6 qaC }>�F DIDDELL C 4. 7 as -� DE T eotiD ¢ 3 FEND co (4uc /Vu•hac r< TyPL A-2C'A Hyp, So•L Ge op cIAj .7 9 /0, L> 0.4 G q 8 G rtes s /aa+� o. 3 c 7 4 4, 7 GAJ = FO, 2 y S a jZE5 Di~NT/,4L 4, B 3. r c 47 cAj = 717 !0 8 Cri X R-�r.t f} C4Q 7 7 7 1 31 Z Z 3-77 BALDWIN & CORNELIUS, PC. pt By_ --\.J�----DATE- 1_/_GISFC SUBJECT ---------f_1 Pr2 TMHn1-_------------ SHEET NO.---,--��------- (, CHKD. BY ----__DATE-___ _-_ -------------- EVELoPEfl .----__--- ------•• - ----------------- -- JOB TIO ------------ ES! DANT I ffi L o -J v &nr-IoAj i C PETIr2MfNE T'- F_ 0- C0/,jcC'd-roejjT/onJ r=te 2 eA s IN 5 D I, dV E2LffNt> L' -= 3 oC7 / Z, 51�7FLCG+•� CoNC, I=[.a-,J L.z ZUv linpavecl �Pa✓2d 3, P , p t- r�' L. - =o i _5cGmv.fjT G V EKD L= 30 0, Z¢ alk,s.t �C,„sS .8 USy- -i _ �007 CnL) e, c� r, 3-3 Tf- %_Z ' s �� } ' 4 T3 3 3.5 vv*Wju 096 C.o . S 6 MENr Z SCon c. -Flo w o — /oo " / °/, p a vv d /oo 200, 3, i' In Tot -s5' V = 1, fps = 9G �P,n Dnp d V= ,4 �� - 3F4 fem = I, o 4 .n,1 f • Z% ..5&GoAEtJT-3 f1PE-9 SYSTEM 5= 8-10 So � ss Id &U-- V L_ SSov= 4-8o fP"" t = l, 1s,„0,, oo 3 3 k' ud — (o- )C,33) - . / 98 A,- .... _ �_ � t..a-�.- ..., -: -. ..;yy .>_ •ry r-�yq,..,3"r^* -.r — t..-�w,tcnrs-i- Fc ••� �m•mr-n�cm,r�-'r:r,�r y T y.�..�.yr+t,.r.�. .fv �7rr 'an <a�n+�r*k' q � 1' BALDWIN P-4 CORNELIUS, PC. / 13Y --l`} 5 ____DATE-±ISI%� SUBJECT ----- !_ �1�1^MPt�1 - -------------- SHEET NO.-----CF------- (i. CHKO. BY ------ DATE------__ (z Sf DANT/FfL _ JOB No ---------------------- - ----------------------------- CoNvEN Tlo"ol- L S i / MA T C S / Ze 0( TEni-r/0/1-1 VSE /0 Tt+a p /N o POA.) D S Sc S 7'Yp- -SS 4 P- E-5 / PENTi/}L }tenN,0S a , YQ 51, po'l d 1 P—ci 2- c C jB o s• 5 -� Pa ., d 5' Worksheet 6a: Detention basin storage, peak outflow discharge (qo) known I roject i r/'}YL1 M &, 'j By �� Date Location (0N61C/'1 rr Checked Date Circle one: Present evelope 1/ 2nd stage qo Includes 1st stage qo. (210 -Vi -TR -55, Second Ed., June 1986) D-7 -...., .... ..,�.,.. �,�.,,. ,-.n�. ..-.- _........... ....«...,.., _r, rc..,, :.....;..n..r.n+a-n,.-...a ,..,T -r n.,.r-r.v-+ �al.T'�q-san�•a^, �An`F,�sr ,�s'I� - a'r_-7%1fXFIF"i7. Pan�p - Detention basin storage V 1. Data: 6. .... ...... ...... Z$J Drainage area ...... Am - 4 8 �2 V = q Rainfall distribution (Use ° With figure 6-1) type (I, IA, II, 111) - q1 7. Runoff, Q ...... in 3.5 1st 2nd [stag, (From worksheet 2) sta a 8. Runoff volume, V.......... ac -ft I� 2. Frequency ..... yr -Z.5 (Vr - QAM53.33) 3. Peak inflow dis- 9. Storage volume, charge, qi .... cfs )-24 Vs .......... ac --ft 4,7 (From worksheet 4 or 5b) V 1/ (V - V (-A) ) s V 4. Peak outflow dis- r charge. qo .... cfs (0 0 J 10. Maximum stage, Emax (From plot) 5. q Compute ° 4` ........ qi 1/ 2nd stage qo Includes 1st stage qo. (210 -Vi -TR -55, Second Ed., June 1986) D-7 -...., .... ..,�.,.. �,�.,,. ,-.n�. ..-.- _........... ....«...,.., _r, rc..,, :.....;..n..r.n+a-n,.-...a ,..,T -r n.,.r-r.v-+ �al.T'�q-san�•a^, �An`F,�sr ,�s'I� - a'r_-7%1fXFIF"i7. Worksheet 6a: Detention basin storage, peak outflow discharge (qo) known H �9-�-rM A -N _ traject nn By Ir��i' Date R Location -ES / DENT I A"L_- (0NUe"T)o-�j4C Checked Date Circle one: Present eveloped P o w> -7 Detention basin storage V9 1. Data: 2 - 2-7 6. v ................ Drainage area ....... A= ,0 mi r qo Rainfall distribution (Use with figure 6-1) type (I� IA, II, III) - q i 7. Runoff, Q ...... in 3.8 1st 2nd (From worksheet 2) s t a gLe stage 8. Runoff volume, 2. Frequency ...... yr Z 5 1. V .......... ac -ft 5,9 7 (Vr - QAm53.33) 3. Peak inflow dis- 9. Storage volume, g charge, qi .... cfs Vs .......... ac -ft �, (From Worksheet 4 or 5b) V 1/ (Vs - Vr(-A) 4. Peak outflow dis- f p r charge, qo .... cfs U i I 10. Maximum stage, Emax (From plot) q2 + 5. Compute ........ q 1/ 2nd stage qo includes 1st stage qo. (210 -VI -TR -55, Second Ed., June 1986) D-7 0 (DS Worksheet 6a: Detention basin storage, peak outflow discharge (qo) known Iroject A-2TMA-0 By VZ$ 4� Date Location ( 0NVC NiIONR L Checked Date Circle one: Present a ev loped ^ Detention basin storage PQ"i-D ¢. V 1. Data: 6.s ................ g Drainage area ....... Am ' .02 mit Vr q RainfaXl distribution (Use ° With figure 6-1) type (I, IA, II, III) q 1st 2nd sta a sta e 2. Frequency ...... yr Z 5 3. Peak inflow dis- charge, (Ii .... cfa :j (From Worksheet 4 or 5b) 1/ 4. Peak outflow dis- 3z charge, qo .... efs 5. Compute o ........ ' qi 1/ 2nd stage qo includes 1st stage qo. 7. Runoff, Q ...... in a (From worksheet 2) 8. Runoff volume, r �� r ac -ft (Vr - QAm53.33) 9. Storage volume ,ti Vs .......... &C -ft 3 d�eev V CVs - Vr(-g)) r 10. Maximum stage, E"x (From plot) (210-VI-TR•55, Second Ed., June 1986) D•T Worksheet 6a: Detention basin storage, peak outflow discharge (qo) known .., ro ject H f} -e -I M/ilu By Location CC i+ V C,vq f/017 j/ Checked Circle one: Present Developed Date Date Z/ 2nd stage qo includes 1st stage qo. (210-VI-TR•55, Second Ed., June 1986) D-7 a 2 p.� a C PI) N f Detention basin storage 1. Data: 2 6. Vs ................ Drainage area ....... Am 'D! r qo Rainfall distribution 17L (lase — with figure �-1) q type (I, IA, II, III) - 7. Runoff, Q ...... in 3 7 tat2nd (From Worksheet 2) staga sta e 8. Runoff volume, V ......... ac -f t `I� % r. 2. Frequency ...... yr 25 (Vr QAm53.33) 3. Peak inflow dis- 9. Storage volume, charge, qi • ... cfs Z 1 a -ft o.� Vs .......... c (From worksheet 4 or 5b) V i/ CVs 0 Vr(�s)) 4. peak outflow dis- r charge, qo .... cfs 2� .-� 10. Maximum stage, Emax (From plot) $ 7S 5. Compute12 ........ q Z/ 2nd stage qo includes 1st stage qo. (210-VI-TR•55, Second Ed., June 1986) D-7 a 2 p.� a C i.:.wW,Er�[.�,i :... .i.•rxr. 'u.�a-.[!.-�fYs.. ,...�.,......e,. ......,..� .... ....•.. "..--�"^ia's�u-vF,xa aua...� .i ... ...............^��.—•..--•..�4 APPENDIX D BALDWIN & CORNELIUS, P.C. 53 .HYDROGEOLOGIC ASSESSMENT HARTMAN PROPERTY WAPPINGER, NEW YORK t Prepared For Alexander Hartman April 1968 LEGGETTE, BRASHEARS & GRAHAM, INC. ,Consulting Ground -Hater Geologists Fishkill, NY 12524 ..,_..,-r.-.r..,�...Tr-�.+•,,.,..nc�rc., i:;-..�,,r:n•,•+v.,�.�:..m,.,,..nrr.m,-��v:e,,,.: n�:.��rr,..w�w�nrc �:,,.�mrwr.,....r�.,-:�,.,.s.-...�,._.;..-�s,.�.n..+,�n..�.,�.wr-•,..F_�,.,erN�n�.r�:-ern,,,znv,eranm�..,.,n,vn.-.,wn..:,,....., TABLE OF CONTENTS m Page INTRODUCTION...................................... 1 HYDROGEOLOGY...................................... 1 GROUND -WATER DEMAND......... ...................... 5 �ATER BUDGET CALCULATIONS ......................... 7 Ground -Water Recharge ........................ 7 Drought considerations .........••••••••••••••12 WATER SUPPLY DEVELOPMENT ........................... 12 SUMMARY.................................. .... 17 RECOMMENDATIONS .................................... 18 REFERENCES,,........... ..........................21 LEGGETTE. BRASHEARS & GRAHAM. INC. ..........- _.. .. - . 4`"1 '••I�^C.', TRRTS�'; .5:"rti.TR!i'°'" _ .'gym Wim,.,.. -,., LIST OF FIGURES Figure Page 1 Site Location Map .............. 2 2 Bedrock and unconsolidated ~ sediments ............................ 4 3 Annual Precipitation Probability Distribution ......................... 9 4 watershed Map of Sprout Creek- Fishkill Creek.......................11 5 Fracture Trace Analysis..............14 6 Existing Well Location Map............ 16 7 Proposed Test Well Locations ......... 19 LEGGETTE, BRASHEARS & GRAHAM, INC. '. .. :....-..y...rv,;....-.�...-.,.ee.,n-�-n•� ..;., .ryw*aTn;.v� .:., �., 5 �-.... ....=t r:€-'^vc!.irr,.art,m �-s.mm,-!Y±q_+?e.rt-�'....-..: :.-.^.^�?!,r'y;'x't r:= -'s'" �R.13'Y?a2T.��. w17[F+ST.�sr LIST OF TABLES Table IN Wage 1 Estimated Water Demand ............... 6 2 Summary of Well Data .................. A. LEGGETTE. BRASHEARS & GRAHAM. INC. -.�._ ..,.,s.r��s,,.;.:,_:.:...;..��.,�.ao^,r-`r°.^:-:nrrc_��:Mr..+++-!:r,*�'+'.'e�r�•n^.•n� _, ^,v _ •�.�'T�xn;�p•;-a• ,..�s.r., ,,, -"*a+•r.��• .. e�c�n ;^-�-^r,-.¢�+rc.[rrm.ts�n INTRODUCTION Leggette, Brashears, & Graham, Inc., (LBG), was retained by Baldwin & Cornelius, P.C., to conduct 'a Phase I hydro - geologic investigation of the Hartman Property located in Wappinger, New York. The site is located on the northeast side of State Route 376, with Sprout Creek as the southern boundary. The proposed development would consist of a maximum of 100 residential units at four (4) bedrooms each and office space of about 1,000,000 square feet (sf). Water for the buildins'would be supplied by onsite wells drilled in the bedrocklor the unconsolidated sand and gravel aquifer. As au.thori4ed by Baldwin & Cornelius, LBG has examined the feasibility of successfully developing this water supply. Our evaluation is based on a site inspection conducted April 6, 1988, a fracture trace analysis based on aerial photographs, published reports„ and data for the area and well records obtained from the Dutchess County Department of Planning. HYDROGEOLOGY The'Hartman Property is located on the northeast side of State Route 376, near. the intersection of state Route 376 and Myers Corner Road (County Road 93) (Figure 1). Sprout Creek is the southern boundary of the property. The site is divided into two areas by the northwest -southeast trending Conrail. railroad right-of-way. The site for the proposed commercial development is located to the southeast of the railroad tracks. This part of the site is relatively low-lying and flat, with a total topographic relief of about 30 feet. The lowest elevation, about 270 feet, is located on the southern part of the property, along Sprout Creek. The highest LEGGETTE, BRASHEARS & GRAHAM, INC. { f`_ ti,\ tib; S CIS l•'{ �cc u=� d. m•`�� , +. -• r• 0 11.1 O Q .` ` cc z CL 4 LU cc CL 1\ \ / 0 Q wLA �. us La ui w _ p cc IL • � �' ' \ �� Com.. t �` �'� L � ` r 1\ i,.� � ` (A �• t co fi Sk- 1 Us 44 ` a ♦ b �. J wr� • '" i 1 ' ,^\ten � �. Q Z ��. ! • ` Lu . \ It �� • 1 _.y _, • �_ _ cii i ,�� . _. � , •� 1 =.'i� rte% � At 7 Z7— -77 -3 - elevation, about 300 feet, is located along the northern boundary, adjacent to the railroad tracks. The site for the proposed residential development is located to the northeast of the railroad tracks. Elevations in this part of the property have more relief, increasing from a low of about 270 feet along sprout Creek in the south. to a high of about 420 feet on a hilltop located in the northeast corner of the property. The Hartman Property is located within two drainage basins. The southeastern part of the property is the sprout Creek watershed, with the extreme southeastern portion of the property located within the area of the 100 -year and 500 -year flood zone; as defined by the Flood Insurance Rate Map for the Town of Wappinger (U.S. Department of Housing and Urban Development, June 15, 1979). The northeastern part of the proposed development is within an area of poorly defined drainage that is»part of the Wappinger Creek drainage basin to the west. The northeast corner of the property within this drainage is partially located within a New York State Department of Environmental Conservation (NYSDEC) designated. wetland (HJ -3). The bedrock underlying the site is layered sedimentary rock of the Austin Glen Formation, covered in most places by a thin layer of unconsolidated glacial till (Figure 2). The Austin Glen Formation is mainly a dark gray shale rock type, estimated to be about 800 feet in thickness. The Austin Glen Formation is the principal aquifer on the tract, and is penetrated by many wells in the surrounding area. The shales have relatively little primary porosity or permeabiltiy. Some zones in the shale are highly fractured, causing the rocks to have a relatively high secondary permeability. In many places, the shale is calcareous and is more brittle than elsewhere. The brittle zones are highly fractured and are the most prolific water -bearing layers in the formation. some LEGGETTE, BRASHEAR5 & GRAHAM, INC. j a y - .n N UJ m Y LAJ aC >- o e a W a W r O W p c IZZ CL to 33 4 a LuZ �� w W Z d ❑ , O Z Z �, ��.�.....�.re.n:aw..x...wn,rwxm..x.urr.awa...ra.:x.u+w.a�raur.a 14x4'MMS.JLM4�+�4'h'k.i'SiSYL!Y.L.aM1'yM.YwVfwYrW6W'u._.... .u.... .Wluilv::.111].:.�,.K.cMMMMY.ua.�cu'.arl�•.v�4�ad•'; �S�Y.•••_•^��••�••�••.•••••�..:-�t'tlix:itis:zl.L'h.r'.4:.vtSfVa�6[ca•:�.—. �.....r...'r�—r. t wells penetrating the Austin Glen Formation in the region have yields as high as 135 gallons per minute (qpm). The geologic map of the area prepared by the State of New York indicates that' a thrust fault extends along the south- eastern boundary of the site, approximately following the Sprout Creek (Fisher, 1971). The rock type to the southeast of the faultis identified as the Walloomsac Formation, which is a metamorphosed rock consisting of phyllite and schist. The exact location of the thrust fault is unknown because it is buried by surficial deposits. At the -Hartman site;;some areas of bedrock are exposed at the surface but the majority of the property is covered by a layer of gl.acial..till. The depth to bedrock in this area can be extremely variable as is evidenced by the many bedrock outcrops on the property. A narrow band of deposits, greater than five feet thick, of glacial outwash or ice -contact sand and gravel is located between the abandoned railroad bed and i the base of the large hill in the proposed residential area of the tract. These deposits are connected with the sands and gravels located along Sprout Creek on'the proposed residential part. of the property. A small area of glacio-marine or lacustrine silts and clays (lake deposits) is located in the northwest corner of the property. GROUND -WATER DEMAND Based on preliminary information received from Baldwin. & Cornelius, it is understood that the proposed development would consist of 100 residential units and the maximum possible office space of about 1,000,000 sf (square feet). With an estimated four bedrooms per unit in addition to the office space, the maximum average water -supply requirement would be about 137,500 gpd (gallons per day) or 95.5 gpm (gallons per minute). LEGGETTE, BRASHEARS & GRAHAM, INC. I -7- proposed project would require installation of at least two to three, and possibly four or more wells. The actual water demand for the proposed development might differ considerably from these conservative estimates. Based on recent data produced by the Rutgers Center for Urban Policy Research (Burchell, et al., 1985), theaverage population of 4 -bedroom -single-family residences in the Middle Atlantic region is 4.031 persons. With a 75-gpd allowance per capita, the actual demand for the 100 residential units would be 'on the order.of 30`,250 gpd. Similarly, the X0.1 gpd/sf "rule of thumb" used to estimate the water dem'nd for the office space is conservative in that it assumes onelperson per 200 sf of space using 20 gpd per capita seven days a week. Depending on the type of office use, the length of the work week, the support facilities such as cafeteria or recreation, and the use of water conservation plumbing fixtures the-- actual use-- Haight range from 50,000 to 100,000 gpd. Considering the low end of the residential and office. demands, the' project might require as little as 80,250 gpd, or the equivalent of about 56 gpm. WATER BUDGET CALCULATIONS Ground -Water Recharge The source of water for the majority of wells in the Wappinger-Fishkill Plains area is the local bedrock. Ground- water in a bedrock aquifer is a renewable resource that is continuously being replenished by precipitation on the local watersheds. Only a small portion of the total precipitation will infiltrate through the soil to eventually reach and LEGGETTE, BRASHEAR5 & GRAHAM. INC. recharge the ground water system in the bedrock. In Dutchess County the average precipitation is between 40 and 45 inches annually. The probability recurrence of annual precipitation at nearby Glenham is given by Figure 3, and indicates that the average annual precipitation is about 43.5 inches. About half of this is lost to evaporation and transpiration processes; the remainder is available to become surface and ground -water runoff. Some portion of the surface -water runoff will infiltrate through the soil and overburden materials to eventually reacch. and recharge ground -water supplies in the bedrock fracture system. The amount of runoff which becomes recharge is difficult to measure directly. Estimates developed by the U.S. Geological Survey (USGS) for recharge to the till -covered metasedimentary bedrock in the Fishkill-Beacon area (Snavely, 1980) indicate that the average recharge rate is about 400,000 gpd per square mile or about 8.4 inches annually. The area of *.he industrial site is 64.81 acres and 118.08 acres for the residential site with about 17.22 acres on the lands of Consolidated Edison. Based on an annual recharge rate of 8.4 inches, 625 gpd per acre, direct recharge to the. site (200.11 acres) would be about 1.25,100.gpd. This is somewhat less than the estimated water withdrawal of 137,500 gpd in years of normal precipitation. However, water available at a site is not restricted only to recharge from precipitation falling directly on the site. Groundwater flowing toward and beneath the site which can be accessed by wells on the site without adversely impacting other users is considered available. Consequently, the area which supports the water supply at a site can be expanded beyond the property boundary to include the natural recharge area contributing water to the site. LEGGETTE. BRA5HEARs & GRAHAM. INC. a 0 -9- FIGURE 3 RECURRENCE OF ANNUAL PRECIPITATION IN GLENHAM, NEW YORK (1933 - 1986) c rn tA, O to O N O tD so L0 u7 a imv-,aA lira s3HONI) n c Z �0 a 2 s�Z N W J �a 0 Lu Z3 F o V a W J 4 H o = m a 0 N ui {u G Lt N Q' 0 n a s W)= 04 low Elm o MEN m tA, O to O N O tD so L0 u7 a imv-,aA lira s3HONI) n c Z �0 a 2 s�Z N W J �a 0 Lu Z3 F o V a W J 4 H o = m a 0 N ui {u G Lt N Q' 0 n a s W)= 04 -10 - Generally, natural recharge areas can be approximated by determining the surface -water drainages, since ground -water flow patterns in fractured bedrock generally resemble. surf ace - water flow patternd. The Hartman site. is located along the drainage basin of Sprout Creek. sprout Creek is 20.8 miles in length, with a drainage basin area of 55.1 square miles. About one-half of the 'drainage basin is located north of the Hartman site (Figure 4). The creek drains major sections of LaGrange and Unionvale and small portions of Wappinger and East Fishkill. This creak contributes surface water and probably ground water to the property. Ground -water recharge to the basin, based on a recharge rate of 625 gpd per acre, is 22 million gpd. There are currently two large -volume users of water from the Sprout Creek unconsolidated sand and gravel aquifer, both located downstream of the Hartman property. These are municipal community water systems, each withdrawing about 300,000 gpd from the aquifer. Snavely (1980) has reported that within the-At,)wn of Fishkill there are 16 wells in the sand, and gravel aquifer of the Fishkill Creek -Sprout Creek drainage with an average yield of 189 gpm, ranging from 4 to 660 gpm. Stream flow characteristics for Sprout Creek were monitored by the U.S. Geological survey at a station located on the southern boundary of the Hartman Property. USGS Station Number 1B-3729 was located at the intersection of Sprout Creek and State Route 376 and was monitored from 1931 to 1960. Flows of about 2.8 million gpd were recorded over 90 percent of the time, with flows of over 10.3, million gpd recorded over 70 per cent of the time. During the worst drought conditions, defined as the lowest average flow for a 7 -day, 10 -year recurrence interval, the flow was about 193,980 gpd. The sand and gravel aquifer that borders Sprout Creek is assumed to be hydraulically conected to the creek. Withdrawls from water -supply wells create a cone of depression in the LEGGETTE, BRASHEAR5 $ GRAHAM, INC. N 41• 42' 30" 41• 40' y 73'47'30" 73'55' 0 1 2 MILES BEACON HUDSON n FISHKILL2� i YCKers CO2%m pu__� COUNTY PUTnAµ 08s0 From U.S. Gooloplcal survey. 147.3 r t SOURCE: MOORE, R.B. et al., 1982 USGS OPEN -FILE REPORT 82-81 10" 50' 73.47']0" PUTNAM x� COUNTY `pOJolNg DUTCH ESS^ COUNTY � U � 7X. 1 ' 37 37' 3V" GR WAPPINGER O 1PPROXIMATB SITE LOCATION �. HOPEWELL O 35, JUNCTION 4 n EAST � � U 4 FISHKIL,L N /\ n ��tLL 30.. FISHKILL ,,'•SD� EXPLANATION /'I Aquifer boundary ---Extent of slapped area HLANDS — Direction of flow •t Location of municipal Community water- 41- 30' system well field HARTMAN PROPERTY WAPPINGER, NEW YORK WATERSHED MAP OF SPROUT CREEK-FISHK1LL CREEK DATE REVISED PREPARED BY: I.EceZrt>:, sewslEARs k GRAHAM. INC. Rarmws" Gwad�wr CON&ANO" wilum Cr aero xnaat-lam DATE:APRIL.. 198 .FlGu._{ .._._...._...._..___ -.12 - water table and can cause a localized reversal of the ground -water flow direction. In this way water -supply wells located within the sand and gravel. aquifer that borders Sprout Creek would induce some ground -water recharge from the creek. If the proposed development uses septic systems to dispose of waste water, about 85 per cent of the ground -water pumped would be returned to the ground, becoming available for recharge. As a result, consumptive use of ground -water would be about 15 per cent of. daily withdrawls, or about 2,000 gpd. Drought Considerations Because ground -water supplies are recharged by pre- l cipitation, the recharge rate is directly dependent on the precipitation rate. During periods of drought the recharge rate and resulting ground -water availability diminish. Snavely (1980) reports that in the driest year in 30 (defined as an extreme drought with a 3 percent probability of recurrence), about 28 inches of precipitation will fall in the Fishkill area. This is about 64,percent of the average annual precipitation of 43.5 inches per year. if recharge declines at the same rate as precipitation, the maximum recharge during a period of drought,would be 60 to 70 per cent of average recharge. Recharge on the site acreage would be about 87,550 gpd in such extreme drought conditions, and would be about 15 million gpd on the watershed tributary to the site. WATER SUPPLY DEVELOPMENT The Austin Glen Formation is reported to have a median yield of 16 gpm in Dutchess County (Simmons, et al., 1961). The range of yields are from 0 to 135 gpm. In Dutchess LEGGETTE, BRASHEAR5 & GRAHAM, INC. -13 - County, topographic location affects the yields of bedrock wells, with the highest yields (17 gpm) reported from valley locations, and the lowest average yields of 14 gpm reported from hilltop locations. Another factor influencing the yield of bedrock wells is the type of overlying material. The highest average yield of bedrock wells in Dutchess County is obtained from those wells overlain' by sand and gravel. Average yield from these wells is greater than 30 gpm. Well locations on the Hartman property would be expected to have the highest yields in those areas that have be -en mapped as containing sand and gravel overburden. Developing a ground -water supply from the bedrock aquifer is dependent on physical aquifer parameters and recharge potential. A successful bedrock well is one which intersects a sufficient number of fractures, joints or bedding planes which can transmit significant amounts of water and which are interconnected to a source of recharge. A fracture trace ' analysis was undertaken with the use of aerial photographs of the Hartman property to determine the presence of areas of high fracture density (Figure 5). fracture -trace analysis is a method which utilizes stereo -pair aerial photographs to identify linear features in topography, vegetation, or soil color that can indicate fracturing of the underlying bedrock. Drilling locations can be chosen based on the nature of the fracture zones identified. LBG experience indicates that better than average yielding wells can be obtained if well locations are at or near known or projected,fracture zones. In addition to the bedrock aquifer, the sand and gravel aquifer located along Sprout Creek has the potential to be a high -yielding aquifer. These sediments are frequently very porous and permeable, resulting in the ability to yield large LEGGETTE. BRASHEARS & GRAHAM. INC. 1'^. 4 1 .4t -Z� Qdbf ATI. -15 - volumes of water. In Dutchess County, similar deposits are reported to have yields ranging from 2 to 1400 gpm. Well records for this area were reviewed in the published report by Simmons,A et al., on the ground -water resources of Dutchess County, and in the well files of the Dutchess County Department of Flannning. Wells of interest are listed in Table 2 and located on Figure 6. Seven of the eight wells had reported yields meeting the Dutchess County requirement for domestic supply wells of a minimum yield of 5 gpm. The seven wells had an average yield of 16.4 gpm, which is about the average yield of 16 gpm reported for other ;.ells enetrating the Austin Glen -Formation in. Dutchess County. RepoMd yields range from 5 to 50 gpm. '4 One well was reported to penetrate the sand and gravel aquifer along Sprout Creek. While the yield was reported to be 9 gpm, the method of completion is unknown. TABLE 2 Summary of Well Data Well Number Yield Depth Date (gpm) (feet) Completed 394 5 88' -- 437 6 85' -- 1835 8 325' .1985 2141 30 100, 1986 1865 10 260' 1985 1866 2 400' 1985 1867 50 180' 1985 1868 6 200' 1985 435 9 90' -- (No. 435 is completed in the sand and gravel aquifer along Sprout Creek). LEGGETTE, BRASHEARS & GRAHAM. INC. -16- '�� `{,.'y� ' �, �'.'` �,'„�lr,',lL�. Ij)��_--� �� • 1866 ` f`-�`� �1865.1� -.T \ ” . �• { � , I � � ( � - � JI ,. � ice., � � .� )' .``..1868 1867 o'er: N I l 1J j 1 tt� 1� �1�� f��i i� � ,y+y '� � � , Orli �� rl, ,..'.'�� ,•,� !� i _.,i. a' � 1 435 ! ! 9.�,. 'En7 V� r j1�.11t Irlrl �'%��,•;\L' ! / \'`ham r� 'i,_. r.,�`� .,`` "Li Qui. /� �__�,_\ , 1835 41, a !g[ .-utdoo7 A id :<A iL 437 .zT, F6WI Plains ._-`� s>K, `�: ,;' �- ' y�0 3 94 :r y V� ,r. t�_'.-�\ ~^ [c5�`1 �'o.. y' -�3- �'j-�• a 'r_ti,•I a Nk u tow LEGEND SCALE IN FEET • 394 BEDROCK WELL IN AUSTIN GLEN FORMATION 435 WELL IN SAND & GRAVEL AQUIFER HARTMAN PROPERTY WAPPINGER, NEW YORK EXISTING WELL LOCATION MAP DATE REVISED PREPARED BY: lEGGSTTE, BRASI•FFARS k GRA NAM. WC Pf*fw%- nab GmwM-War Cen«Junn 72 Banbury Rand W iilaa CT 06M $�762•120T DAT£AMIL. 19881 FIGURE 6 6. A well field located along the unconsolidated sand l and gravel aquifer adjacent to sprout Creek may be able to supply the project water requirements, if a sufficient thick- ness of sand and gravel is present. Other developments along Sprout Creek have demonstrated this potential. RECOMMENDATIONS 1. A seismic refraction survey is recommended to determine the thickness and extent of the unconsolidated sand and gravel aquifer along Sprout Creek. Results of this survey would be used to determine the potential of the aquifer to supply the water demand. 2. Based upon the results of the seismic survey a decision would be made whether to test the sand and gravel aquifer or the bedrock aquifer. A combination of unconsoli P dated and bedrock wells may be utilized to develop°-a:�d sustain the required water supply. 3. Three to five two-inch diameter test wells would be required to determine the best location to drill a production well in the sand and gravel aquifer. A direct circulation rotary drill would be used, with drilling specifications based on the results of the seismic survey. 4. Two or three six-inch test wells would be drilled at or near the sites marked on Figure 7 to demonstrate the yield capacity of the onsite bedrock. These would be drilled using the air -percussion rotary method to a depth of 300 to 400 feet, or until a reasonable yield is reported by the driller, and/or hydrogeologist. LEGGETTE, BRASHEARS & GRAHAM, INC. -19- cc Z. Ir -;. U 1 ti in _ Y Im CD cc 11.1 J m , o \ 4�; _r � �' \ `� � � � Z til a � t uj I CL Z Lu Ul CL cc4 00 LO cc 00Efz • la in o UA W Q .� C� ��.� - _ -Y. �• WWcd 1• 1- J � \ � -. `��L.• � �. � '... • . • :. � , • _ .`'t t, A� Q CC 1 • a • ' • - •/te�. •. ••f -20- 5. -2v- 5. Bedrock wells would be cased through the unconsoli- dated overburden and completed open through the bedrock. 6. Once completed, production wells should be tested for sustainable yields and water quality. Surrounding wells would then be monitored, with owner permission, for possible interference effects. We shall be pleased to discuss our findings with you or interested parties and to proceed with the sesimic survey and test drilling upon your authorization. LEGGETITE, BRASHEARS & GRAHAM, INC. 7cctt'�' /' (. Qj'--F� Roger Carpenter Hydr eolog' t* Dav Scott, CPG AIn G Associate Reviewed by: R. G. Slayback, CPG President gmm April 18, 1988 hartmrpt LEGGETTE. BRASHEAR5 & GRAHAM, INC. -21 - REFERENCES Burchell, Robert T., et al., 1985."The New Practitioner's Guide to Fiscal Impact Analysis". Fisher, D.W., Isachsen, Y.W., and Richard, L.V., 1970, "Geologic Map of New York, Lower Hudson Sheet", New York State Museum and Science Service, Map and Chart, Series: No. 15. Gerber, Robert G., 1982, "Final Report, Water Resources Study for Dutchess County", prepared for the Dutchess County Depa t- ment of Planning. l Moore, R.B., LaFleur, R.G., et. al., 1982, Geohydrology of the valley -fill aquifer in the Sprout and Fishkill Creeks area, Dutchess County, New York: U.S. Geological Survey Open -File Report 82-81, 5 sheets, 1:24,000 scale. Secor, Wilber, et. al., 1955 Soil t survey of Dutchess County, New York: U.S. Soil Conservation Service, ser. 1939, 178p. Simmons, E.T., Grossman, I.G., and Heath, R.C., 1961, Ground- water resources of Dutchess County, New York: New York State Water Resources Commission Bulletin Gw-43, 82p. Snavely, D.S., 1980, Ground -water appraisal of the Fishkill- Beacon area, Dutchess County,- New York: Albany, NY, U.S. Geological Survey Water Resources Investigation Open -File Report 80=437, 14p. U.S. Geological Survey, 1982, "Atlas of Eleven Selected Aquifers in New York", Albany, NY, USGS Water Resources Investigation Open -File Report 82-553. LEGGETTE, BRASHEARS & GRAHAM, INC.