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HomeMy WebLinkAboutPioneer Plaza/Manchester Townof 11'�l�nc`tes�er SANBUCKNO,DEPUTYMAYOR Q n RONOSELLA,SECRETARY z ®® ®off• 41 Center Street �o® ®� DIRECTORS a Manchester, Connecticut 06040 STEPHENT.CASSANO ®© ©® PETER P.DiROSA,JR. JOYCE G.EPSTE77V JAMES F.FOGARTY RICHARD J.SARTOR,GENERAL MANAGER WALLACE J.IRISH,JR. ELLENBURNS LANDERS April 25, 1990 a RECEIVED APR 27 1990 Marcia Banach Town Planner SO, WINDSOR PLANNING DEP.L Town Hall 1540 Sullivan Avenue • South Windsor, Connecticut 06074 Dear Ms . Banach : Enclosed for your information and review are the preliminary development plan and the traffic impact report for Pioneer Plaza in Manchester . If you have any questions or need further infor- mation, please feel free to call me at 647-3o44. Very truly yours, (-ka64- q , o_q4)Z--' Stuart B . Popper Senior Planner SBP:ka Enc . An Equal Opportunity Employer CUD ZONE -PRELIMINARY DEVELOPMENT PLAN FOR PIONEER PLAZA MANCHESTER, CONNECTICUT MARCH, 1990 �� CON '► • i �= No.6299 �• • 89-440 FUSS & O'NEILL, INC. 146 HARTFORD ROAD MANCHESTER, CONNECTICUT 06040 ' ECEIVEED %NNING DF^'RTMENT i MAR 71990 qWN OF MANCHESTER, CT t � o FUSS&OIN8 consu ing engineers March 7, 1990 Mr. Mark Pellegrini Planning Department Town of Manchester 41 Center Street Manchester, CT 06040 RE: Preliminary Development Plan Pioneer Plaza/Hale Road Willard Realties, Inc. Dear Mr. Pellegrini: On behalf of Willard Realties, Inc. , we are submitting herewith eight (8) copies of the Preliminary Development Plan for Pioneer r Plaza. This plan evaluates storm drainage, water distribution, and sanitary sewer needs for the commercial development proposed at the corner of Slater Street and Hale Road as well as its impact on the off-site infrastructure. The evaluation of traffic needs for the proposed development is addressed in a separate accompanying report. Should you have any questions regarding the attached material, please contact us at your earliest convenience. Very my y u s, Leonard ahnke, Jr. Vice President /bmw Enclosure cc: John Willard Norman Isko Corres. File 89-440 1220A89MD 146 HARTFORD ROAD / MANCHESTER, CONN. 06040 / TEL. (203) 646-2469, FAX. EXT. 307 SOLID WASTE MANAGEMENT•WASTE WATER SYSTEMS•EROSION CONTROL•WATER SYSTEMS•HYDROLOGY and DRAINAGE SYSTEMS•SITE PLANNING ,GHWAYS and BRIDGES•SURVEYING•LANDSC,=E AFC^ITEC'URE TRANSP RTATION and TRAFFICPUBLIC WORxS MANAGEMENTHYDROGEOLOG' I TABLE OF CONTENTS PAGE I INTRODUCTION L A. PURPOSE AND SCOPE I-1 B. SITE LOCATION I-1 C. PROJECT DESCRIPTION I-2 II SANITARY SEWERS A. GENERAL II-1 B. PROJECTED SEWAGE FLOWS II-2 C. PROPOSED SEWERAGE FACILITIES II-3 D. SEWERAGE SYSTEM IMPACTS II-3 E. CONCLUSION II-5 III WATER SUPPLY A. PROJECTED WATER REQUIREMENTS III-1 B. EXISTING WATER SYSTEM III-1 C. PROPOSED WATER FACILITIES III-2 D. CONCLUSION III-3 IV STORM DRAINAGE A. EXISTING CONDITIONS IV-1 B. PROPOSED STORM DRAINAGE SYSTEM IV-1 C. CONCLUSION IV-2 ' V INLAND WETLANDS AND WATERCOURSES rA. WETLANDS STATEMENT V-1 Corres. File 89-440 1220A89MD TABLE ON CONTENTS (CONTINUED) PAGE VI OTHER UTILITIES A. ELECTRIC POWER VI-1 B. GAS VI-1 C TELEPHONE VI-1 LIST OF FIGURES FOLLOWING FIGURE NO. PAGE r I-1 REGIONAL SETTING I-2 I-2 SITE ENVIRONS I-2 II-1 EXISTING AND PROPOSED SANITARY SEWERS II-1 1 III-1 EXISTING AND PROPOSED WATER SYSTEM III-2 IV-1 STORM DRAINAGE SYSTEM IV-1 rLIST OF APPENDICES A. STORM DRAINAGE CALCULATIONS B. LETTERS FROM ELECTRIC, GAS,- AND TELEPHONE COMPANIES i LIST OF PLATES PLATE NO. 1 LAND USE PLAN r2 UTILITY PLAN r Corres. File 89-440 1220A89MD I INTRODUCTION A. PURPOSE AND SCOPE This Preliminary Development Plan has been prepared in accordance with the most current revisions to the Town of Manchester C.U.D. Regulations. Its purpose is to define, in a general way, the proposed land use areas, land use mix and intensity within the site with emphasis on the following site elements and their impacts on the Town's ;- infrastructure: 1. Sanitary Sewers 2. Water Supply 3. Storm Water Drainage 4. Inland Wetlands 5. Electric, Gas and Telephone Service In addition, a Traffic Impact Study has been prepared and is being submitted herewith in a separate report. The Preliminary Development Plan is submitted for the purpose of having the Commission approve the proposed development of the site which is presently zoned C.U.D. B. SITE LOCATION The site is located in the north central part of the Town of Manchester just south of the South Windsor Town Line. It is approximately twenty-three (23) acres in size and is located between Deming and Slater Streets and south of Hale Road. On-site existing topographic elevations range I-1 Corres. File 89-440 1220A89MD from 224 to 278 feet above mean sea level based on Town of Manchester topographic mapping. The regional setting and immediate site environs of the proposed project are shown on Figures No. I-1 and I-2, respectively. The major roadway network that will provide primary access to this project has been reviewed and is further discussed in the accompanying Traffic Impact Study. C. PROJECT DESCRIPTION The project as proposed anticipates the following development: TABLE I-1 LAND USE LAND USE SIZE PROPOSED FLOOR AREA TYPE* (ACRES) AREA (SQ. FT. ) A VI 10.86 117, 100 B I & IV 12.19 107,900 Based on Town of Manchester, Connecticut Zoning Regulations Table II, 8-1 of Article II, Section 8, Latest Edition. The locations of the above land use areas are shown on the accompanying Land Use Plan. The roadways and appurtenant utilities necessary to support the proposed land use areas are shown on the Land Use Plan and the Utility Plan. The total open space area for the project (2.31 acres), is located along the property boundaries as noted on the Land Use Plan. I-2 Corres. File 89-440 1220A89MD . !7 ep.4ew i 10 raS54p46 83 - � MOT S .. •ass 14S 7 � 4v4',CIiCYr r L 73 >t Sz n Ed«w 20 :rotten t3 'Ins" 10 latcfu r 44 32 ql '` � eMedielt 73 s+e�n s S tT E 74 74 w44t s.4w7 +t a A4ckv4k 44 K trMxe 74 63 30 D South w �•,�. 31 32 0-5 10 44 !I / e3 t0411etct 9S 44 St lKHarttord Manchester 4 HART EHarttord �` 4 e3 32 Nstoe14rr e »udidl !4 • 2 K Bristol • New Britain es t• e7 •�. �' q lgepa" iectr Mill 3 17 66 � 6 2 A K 71 ! � 1:41CA44rN 2 edden 1d(Setown 16 to es n `•. 42 a 14 1s >, e1 J'v 1An1 T%0LL MANCHESTER. CONNECTICUT FIGURE NO. I-1 AND REGIONAL SETTING --- �, �E�aS'TMa ROADWAY FOR PIONEER PLAZA a O ! 4 6mK" MANCHESTER CONNECTICUT c �R0.r.NO. 89-440 DATEMARCH(990SCALE: N.T.S. 065822 O30 ELLINOfON ROAD < %J. 09 1� ti A ° 9y0 hem - � ti SOUTH* WINDSOR A04o t° ti 0 W SITE30 84 6'3 d �t q0 f f`�•' i' �' E$ p�0 '� G KLAN °� t°�v 3Q 83 _ y I qp O pglVf ui N ' oft, y 83 p EXIT 82 n84 o t A oo* c . O e co N = TOLLANO o V }v .N rn _ Mp ct C :0 O (/� n RTM MAIN Z rn a STREET C i mm rnm Of N 5 Z Z 9 W `... A W r co r 0 — z ti� o > Z N F MANCHESTER f5 Q N v, C W Q � 2 D n :'" r T m c y fl n -4 Mlppl f (A H rV -3000 •1500 0 3000 00 n 1 EXIT 80 RNAKE WEST O II SANITARY SEWERS A. GENERAL The project lies in an area which naturally drains to two different sewage sheds. With the existing topography, the design of an on-site sewer could allow flow to either one or both of the two sewage sheds. During the reconstruction of Hale Road (summer-fall 1989), a sanitary sewer was constructed within the Hale Road right-of-way from the existing I-84 sewer crossing to a point approximately 400' from the Slater Street intersection (see Figure II-1) . This sewer is now accessible at various points along the northerly property line of the project. Presently the I-84 sewer crossing is not being utilized. Robert W. Weinberg has indicated that he will cause this unused section of pipe to be connected to the sewer currently serving the Economy Electric Building (this indication was done as part of an agreement with another developer that will also be using this portion of the sewer) . That sewer drains south to the Upper Hockanum Trunk Sewer, which conveys sewage to the North Manchester Interceptor and the Manchester Sewage Treatment Plant. The project site also has sewerage facilities available at its south west corner. During the fall of 1989 the Slater Street Trunk Sewer was constructed. This sewer runs north to south within the Slater Street right-of-way and eventually drains south into the Upper Hockanum Trunk II-1 Corres. File 89-440 1220A89MD puTN W1Np5pR ��� � TpWN OF MANCNESTER TpWN 0 W E)NMG 8" SEWER • •� �Iq� .. .►o ti •1 v� WETHERELL • ION# d • S — _,_. •/" ''-`' EXISTING 8" • = SEWER UNDER . • - . �• HIGHWAY °`�'�� •�• CL •. - '� PROPOSED- el*EAsoN�� 12"SEWER .� G 1r (BY OTHERS)SEWER •• SAINT JOHNS • titil CEMETERY BEACON cr LLJ ER STREET N • UPPER OCKANUMTRUN NE SOUTH K SEWER • UNION PL •. ;.• XENW�0 �•� aNioM TUDO ROSSETT • PoNo DR.E •.•• �e H R4CHV- • SAINT ORIDGETS in KER�•S7 CEMETERY Q 1 NORTH MANCHESTER '-`\�I ( I(C IKTERCEPTOR •• • Q . SCHOOL ST 910— � SHELDON. NMI, ••••: 2 r c � 1 � � r S T . J : MILL FREE•, t- St scRON°oo�so" STRUT y ~ ••••'' d ROOER TSON RI�EA m�� W PARK ••••'� a m N MAIN ST •�'A/LROAD0 0 [raw[[ eR0 pR ••• UI LIaIAAY❑ KL PL '•. LOOtius ST S c---Z WOODBRIDGE S TR rri 0 4P T m _.CUMBERLANO .ELECT IC ST MUOSON ST 4ERwoo W w Q 14ILLIARD 0`�•l�J A ui Z j to `aTA ❑ WILLIAM ST Q WESTERLY ST N w �- S T I. SAINT 3 Y Z SRI TS � S NOOI v, FIKIMSPUMSILL fflo MANCHESTER. CONNECTICUT FIGURE NO. II4 LEMM EXISTING.AND PROPOSED SE SANITARY SEWER o PIONEER PLAZA MANCHESTER CONNECTICUT -o PRGJ.No. 89-440 DATEMARCH 1990SCALE:r=IOOO, Sewer. It is accessable through a manhole just north of Interstate 84 (see Figure No. II-1) . B. PROJECTED SEWAGE FLOWS This Preliminary Development Plan proposes three (3) land types. It is anticipated that the combination of these uses will generate the following amounts of sewage: TABLE II-1 Land Land Use Average Use Type Possible Assumed Unit Flow* Daily Flow Area Use Size (Gal/Day) (Gallons) A VI Wholesale 117, 100 SF 0.035 4, 100 B I Retail 98,900 SF 0.15 14,850 IV Restaurant 200 Seats 50 10,000 TOTAL: 28,950 *All units of flow were taken from data generated by Fuss & O'Neill for similar types of existing establishments adjusted for the region. TABLE II-2 Peak Land Average ( 1) Peak (2) Peak Contributing Design Use Daily Flow Daily Flow Infiltration Area Flow Area (Gallons) (Gallons) Flow (Gal. ) (Acres) (Gal. ) A 4, 100 20 5OO 21, 720 10.86 42,220 B 24, 850 124,250 24,380 12.19 148, 630 TOTAL: 190, 850 II-2 Corres. File 89-440 1220A89MD (1) Peaking factor for domestic sewage flow is 5.0 times the average flow as determined by the Town of Manchester Public Improvement Specification, Plate No. 43. This is based on a total average flow of !i 28,950 and an equivalent population of 386. (2) Peak Infiltration = Acreage x 2000 gallons/day. C. PROPOSED SEWERAGE FACILITIES The proposed sewerage facilities for this development will make use of both the sanitary sewer in Hale Road and the Slater Street Trunk Sewer. The eastern half of the site is to be served b proposed Y a system which would run south to north and discharge into an eight (8) inch stub which extends south from an existing manhole in Hale Road. The remaining western half of the site is proposed to be � served by extending the Slater Street Trunk Sewer approximately one hundred and fifty (150) feet, within the Slater Street right-of-way, to the north. From this point an on-site sewer could be constructed running east to west enabling sewering for the remainder of the site. D. SEWERAGE SYSTEM IMPACT 1. Sewer System The newly constructed sewer in Hale Road, which will accept a portion of the proposed development, was II-3 Corres. File 89-440 1220A89MD designed by the Town of Manchester to handle flows higher than those proposed to come from this development. Downstream of the Hale Road sewer is the existing I-84 crossing. This piece of sewer, though it has adequate capacity to serve this proposed site, will be inadequate if the land to the north is developed to its potential. The Town of Manchester has anticipated this and is in the process of having the highway crossing redesigned for the potential higher flows. From the I-84 crossing to the Upper Hockanum Trunk Sewer, a portion of sewer exists and another has yet to be constructed. Both of these portions of sewer have been adequately designed to handle the upstream sewage shed flow. No capacity problems are anticipated in the Upper Hockanum Trunk Sewer or in .. � the North Manchester Interceptor Sewer. The remaining sewage flow from this project will go to the west and discharge into the Slater Street i. Trunk Sewer. During the design of this sewer, additional capacity was included to serve the land on .: � which this project is proposed. 2. Sewage Treatment Plant The present average daily sewage flow to the Town of Manchester Sewage Treatment Plant, as obtained from the Town in January, 1990, was 6.26 mgd (million gallons daily) . The additional sewage flows from this site, 0.03 mgd, will certainly be within the II-4 Corres. File 89-440 1220A89MD current 6.75 mgd capacity of the treatment plant. Beyond this, on-going renovations to the treatment plant will increase the plant's capacity to a total of 8.75 mgd. E. CONCLUSION Based on the above, it is apparent that the sewage generated from the proposed site development can be adequately served by the existing and proposed Town of Manchester sewerage facilities. � r II-5 Corres. File 89-440 1220A89MD _ III WATER SUPPLY A. PROJECTED WATER REQUIREMENTS Based on the table of uses indicated in Chapter I and as shown on the Preliminary Development Plan, a projection of domestic water requirements was prepared. This i ` projection is detailed in Table No. III-1. Factors or assumptions utilized in preparation of the table which are not or may not be evident are listed below: 1. The ratio of peak commercial daily demand to average commercial daily demand = 2.0, 2. The ratio of peak commercial hourly demand to peak ' commercial daily demand = 2.0, 3. For uses such as office buildings, furniture sales, restaurants, department stores; and other retail areas, consumption data was obtained and then modified, as required, to this region. In accordance with the Town of Manchester Public Improvements Specifications, the tabulated flows must be available for usage at pressures in the street ranging - from a low of twenty-five (25) pounds per square inch (residual) to a maximum of one hundred ten ( 110) pounds per square inch. B. EXISTING WATER SYSTEM Due to the location and elevation of the site, service would be provided from the Town's middle water pressure zone. Corres. File 89-440 1220A89MD TABLE III-1 PROJECTED DOMESTIC WATER REQUIREMENTS LAND LAND USE UNIT* AVERAGE PEAK PEAK USE TYPE POSSIBLE ASSUMED FLOW DAY DAY HOUR AREA USE SIZE GAL/DAY GALLONS GALLONS GAL/MIN A VI Wholesale 117, 100 S.F. 0.035 4, 100 8,200 12 Store B I Retail 98,900 S.F. 0.15 14,850 29,700 42 IV Restaurant 200 Seats 50 10,000 20,000 28 *by Fuss & O'Neill, Inc. Corres. File 89-440 1220089MD Based on allowable minimum and maximum pressures, the middle zone serves in an elevation range of about 175 to 350. Since the elevation of the property under consideration ranges from approximately 224 to 278, the middle zone service is appropriate. With the near completion of the Pavilions at Buckland Hills Mall, an extensive expansion of the Town's middle zone water system has occurred in the Buckland Hills area. As part of this water system improvement, a twelve ( 12) inch main was constructed in Hale Road from Deming Street to Slater Street. This ,new twelve (12)- inch, main' is fed by two (2) existing twelve ( 12) inch mains, one in Deming Stkreet and one crossing beneath I-84 into the -Hale Road cul-de-sac. At Slater Street, the water system improvements continue west with a sixteen (16) inch main located in Buckland Hills Drive, ultimately reaching a 750,000 gallon water storage tank. The tank is located approximately' 3600 feet from the western property line of this proposed project (see Figure No. III-1 ) . C. PROPOSED WATER FACILITIES The development is proposed to be served by constructing a water main loop which starts at the existing twelve ( 12) inch main in Hale Road at the easterly boundary of rthe project. It would run along the eastern edge of the development to the southern border, then continue west along the I-84 right-of-way to Slater Street. The main would then be extended north, within the Slater Street III-2 Corres. File 89-440 1220A89MD r rr rl rr� � r r � � r rr� � rrf r• r r r r r 065822 J � SOR tic o OF S�v�N—ESTER Q° i.` `• Q ��, 9R y AN Tp- OF MpNCH W � �• M 'fir — W h it rn v wf NfREtt � � •\ eVC/ POND •; d ♦S THE PAVILIONSAT <<s QR� ::: ta` • 12 16 BUCKLAND HILLS MALL ...,.,... J-�.../ � I W 750,000 GALLON WATER STORAGE •� TANK GLEASONJ w . O :ACEMEERY JOHNS BEACON,,, ot o j � � I SOUTH Q z YL) uN1ON ►L C = O • o rn co N ; KENWGOp UNION TUl)OR m - > wo: POND j I EL R : ►- z .i c) N / C H Rq a m � rn 1 / a cn z A aNP�K SAINT 8010GETS ?0 .� N c �V of L KfRRy S7' CEME VERY v �o J 1 r O D m ' P�`'��I I I I o > ~ y O o N ��; 1 I\_J� ` o c SCHOOL T z D ORT j� �OHN rn .nl MAJN 2 ayp 4m -m o ow O n i, STREET J —.—.— E) STM WAM 0 9 H w SYSTEM right-of-way, to the Slater Street/Hale Road intersection ' where it would be reconnected to the existing sixteen (16) inch main, completing the loop (see Plate No 2) . With the proposed development being at an elevation similar to or lower than the Pavilions at Buckland Hills Mall, and being at a point further upstream on the twelve (12) inch feed, it can be expected to get flows equivalent to those anticipated at the Mall; 3000 gallons/minute for three (3) hours while maintaining the minimum residual pressure. This flow should be sufficient for both domestic and fire flow requirements. D. CONCLUSION In conclusion, c usion, it is felt that the existing and proposed water facilities will be adequate to provide water service for domestic and fire fighting purposes in the quantities and pressures required to support the proposed development. III-3 Corres. File 89-440 1220A89MD IV STORM DRAINAGE A. EXISTING CONDITIONS Presently the site is lightly wooded with an average slope of approximately 5$. The majority of the eastern half of the site drains overland to the east towards the Pioneer site, with a small portion draining towards Hale Road. Eventually the runoff is picked up by the existing _ storm drainage systems on the Pioneer site and in Hale Road, respectively. Both of these systems ultimately discharge to Wetherell Pond. The remaining half of the site also drains overland, but in the southerly direction. This water gets picked up by an existing drainage swale on the north side of Interstate 84. The swale flows to the west where it discharges into a catch basin just east of Slater Street. The water is then piped to the west side of Slater Street, where it is discharged overland to an existing culvert under Interstate 84 (See Figure No. IV-1 ) . B. PROPOSED STORM DRAINAGE SYSTEM The general concept of the proposed on-site storm drainage system is to drain runoff water towards the eastern and southern boundaries of the parcel, collect it with catch basins, pipe it from east to west, and have it discharge into a proposed detention basin in the southwest corner of the site (see preliminary size computations - Appendix A) . The outlet of the detention IV-1 Corres. File 89-440 1220A89MD W W `- Z Q 1. O NN N ss' W Q 3 W w 6 N do a 3 4 ti i W - C7 a z Q a P 0 i c� z F — N g - 1 - 3 3 1 S >:< .. i 3 1 .. Fy .: �S o i C sps W ., ,z>U co 1 MANCHESTER, CONNECTICUT FIGURE NO. IV-1 o EXISTING AND PROPOSED ' v DRAINAGE FACILITIES � FOR 4�b� MANCHES7ERO N E E R PLAZA NEC nCUT rIw,l.No.89-440 OATEMARCH I9905CALE:r a 400' basin would then flow into a proposed catch basin on the. east side of Slater Street. Under the Weinberg Subdivision, of which this project site is part, catch basins and cross culverts are proposed for the east side of Slater Street. These cross culverts will flow into a storm drainage system to be constructed in the western side of Slater Street under the requirements of the approved subdivision for John Finguerra and Manchester I-84 Associates. This drainage system discharges to the west of Slater Street upstream of an existing drainage culvert under Interstate 84. (See Figure IV-1) C. CONCLUSION The above mentioned facilities will provide adequate storm water treatment and/or conveyance with little or no adverse impact downstream. Little or no modification to existing or proposed storm drainage facilities will be required. r ' IV-2 Corres. File 89-440 1220A89MD V INLAND WETLANDS AND WATERCOURSES A. WETLANDS STATEMENT According to the Town of Manchester's Inland Wetland and Watercourses map, the parcel of land in which this development is proposed has no inland wetlands or watercourses located on it. Also, since this development is not proposing any off-site improvements, there should be no impact of wetlands or watercourses in the near-lying areas. V-1 Corres. File 89-440 1220A89MD VI OTHER UTILITIES A. ELECTRIC POWER Discussions with CL&P officials of Northeast Utilities indicate that no major problems exist relative to the supply of power to the proposed development. A recent letter confirming their ability to serve this development is attached in Appendix B. It is anticipated that power service would be underground on site, with the power company's service responsibility being to all buildings. B. GAS The Connecticut Natural Gas Company has large diameter mains in the project area which are adequate to serve the proposed development. Discussions with Gas Company personnel indicate no difficulties in serving the site as indicated in a recent letter attached in Appendix B. C. TELEPHONE ' The Southern New Telephone England g e ephone Company will be able to serve the telephone needs of the proposed development as stated in a letter included in Appendix B. This is due to the recent installation of new telephone ' facilities in the Pavilions at Buckland Hills Mall area, which have taken into account the surrounding areas. VI-1 ' Corres. File 89-440 1220A89MD APPENDIX A STORM DRAINAGE CALCULATIONS r ' APPENDIX B LETTERS FROM ' ELECTRIC, GAS, AND TELEPHONE COMPANIES ' 'IM111"0AS0111 IMUTHy, 410 SHELDON STREET THECONNECTICUT LIGHT AND POWER COMPANY - t. WESTERN MASSACHUSETTS ELECTRIC COMPANY ++ i P.O.BOX 2370 HOLYOKE WATER PAYER COMPANY E i 1; j? HARTFORD,CONNECTICUT 06146-2370 NORTHEAST UTILITIES SERVICE COMPANY * RQ (203)249-5711 NORTHEAST NUCLEAR ENERGY COMPANY I v ,- I�v"_�{z SmU ' November 21, 1989 b Fuss and O'Neill 146 Hartford Road Manchester, Connecticut 06040 ' Attention: Mr. Michael Dion, Project Manager RE: PROPOSED DEVELOPMENT BY JOHN WILLARD, FILE 89-440 SLATER STREET AND NEW HALE ROAD MANCHESTER, CONNECTICUT The Connecticut Light and Power Company can provide electric service to the above-referenced location. ' It is important that we receive a town approved site plan and electrical loads for this job. Once this is received, a final proposal will be prepared indicating the customer's ' responsibilities and the cost for the electrical distribution. Sincerely, oseph S . Licitra EMS Consultant Energy Management Services ' JSL/saj OP4014-1 REV.9-87 ' CONNECTICUT NATURAL GAS CORPORATION 100 Columbus Boulevard P.O. Box 1500 Hartford, CT 06144-1 00 (203)R727n-30000 r►I. ' November 14, 1989 ` ' Mr. Michael Dion Fuss & O'Neil 146 Hartford Road Manchester, CT. 06040 Dear Mr. Dion: ' Re: Slater Street and New Half Road Manchester Project No. 89-440 We wish to inform you that Connecticut Natural Gas Corporation has reviewed the gas requirements and that our facilities are adequate to supply natural gas to the above project. . ' Sincerely, ' J. Kenneth Strosko Commercial Consultant ' Marketing Services ' JKS:lmb SNET "' y November 16,1989 ' Fuss & O'Neill Consulting Engineering 146 Hartford Rd ' Manchester, CT 06040 Attention: Michael Dion As you requested we are sending you a letter in reference to the ' availability of telephone service for Fuss & O'neill, Inc. project #89-440 located on Slater St. and New Hale Rd. in Manchester. ' Southern New England Telephone will provide telephone service to the proposed development and future growth in timely manner, as ' dictated by the regularity statues governing telephone service in the State of Connecticut. I ask that this office be kept informed of the progress of this project so that we may install our service as the project nears completion. If we can offer any further service to you concerning this matter, ' please feel free to call our Engineer, Minh Li, at 725-4514. ' Very truly yours, Jim Pellegrini ' Supervisor-Facility Design 2155Z/JD/lma TRAFFIC IMPACT REPORT PIONEER PLAZA MANCHESTER, CONNECTICUT TOWN SUBMITTAL ' MARCH 7, 1990 REVISED: JULY 23, 1990 p, COM%y•�y \\\tttuluunrrrri W. No. 16469 �� � = * �` s O� Z ,a #13321 +�yryS�ONA L pNoo G���'� ���,`\\�` wu�ammnp^n0 /j� S O M tENG\�\\\ PREPARED BY: ' FUSS & O`NEILL, INC. 146 HARTFORD ROAD MANCHESTER, CONNECTICUT 06040 f89-440 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -�o FUSS&O'NEILL consulting engineers July 23, 1990 Mr. Mark Pellegrini Planning Department Town of Manchester 41 Center Street Manchester, CT 06040 RE: Traffic Impact Report Pioneer Plaza Hale Road Willard Realties, Inc. Dear Mr. Pellegrini: On behalf of Willard Realties, Inc. , we are submitting herewith eight ( 8) copies of the Traffic Impact Report for Pioneer Plaza. This report evaluates the impact of the development' s generated traffic on the surrounding roadway network. Should you have any questions regarding the attached material, please contact us at your earliest convenience. Very truly yours, P4� Daniel W. O'Neill, P.E. ep en�F. Mitchell, P.E. Transportation Engineer Ass ciate Director of Traffic Section /PJ 9 cc: J. Willard N. Isko 89-440 Corres. 0307A90DWO1 146 HARTFORD RD. / MANCHESTER, CT 06040 /TEL: (203) 646-2469, FAX: (203) 643-6313 SD�'D N ST- k'-',-CE'+E WASTE Vy--cc SyS7 Vv-iEF SYSTEMS 0 H�DPDLOGY am NPGE SYSTEMS 0 SITE PLANNING • , „YING•L- RE TRANS OPTA',IQN dr iPAFE;G PuE:.C VrOHKS MA' OGE('vAGEMENT • HYDF. �GY TABLE OF CONTENTS PAGE NO. A. INTRODUCTION 1 B. ROADWAY NETWORK 1 C. EXISTING CONDITIONS 5 D. SITE GENERATED TRAFFIC 7 E. ANALYSES 8 F. CONCLUSIONS 15 APPENDIX A - TABLES 1. TRIP GENERATION VOLUMES 2. TRAFFIC VOLUMES 3. LEVEL OF SERVICE SUMMARY APPENDIX B - FIGURES 1. SITE LOCATION MAP 2. TRAFFIC MOVEMENTS 3. 1991 P.M. PEAK HOUR EXTERNAL TRAFFIC VOLUMES 4. 1991 SATURDAY PEAK HOUR EXTERNAL TRAFFIC VOLUMES 5. ARRIVAL/DEPARTURE DISTRIBUTION 6. P.M. PEAK HOUR SITE GENERATED TRAFFIC 7. SATURDAY PEAK HOUR SITE GENERATED TRAFFIC 8. 1991 P.M. PEAK HOUR COMBINED TRAFFIC VOLUMES 9. 1991 SATURDAY PEAK HOUR COMBINED TRAFFIC VOLUMES APPENDIX C - P.M. CAPACITY ANALYSIS WORKSHEETS APPENDIX D - SATURDAY CAPACITY ANALYSIS WORKSHEETS APPENDIX E - CROSS SECTION APPENDIX F - STORM DRAINAGE CALCULATIONS A. INTRODUCTION Willard Realties, Inc. has proposed the construction of a 225,000 s.f. retail development, Pioneer Plaza, for an undeveloped parcel of land in the Town of Manchester, Connecticut. The development is located in the southeast quadrant of the intersection of Slater Streetn and Hale Road as shown in Figure No. 1, Appendix B. Fuss & O'Neill, Inc. has been retained to study the traffic impact of the proposed development on adjacent street traffic and this report documents the findings of the study. This report is being submitted, along with the information listed in the Table of Contents, as part of an application for Site Plan approval. B. ROADWAY NETWORK Over the past few years the roadway network surrounding the site has undergone many changes in order to accommodate the development in the area. The roadways that will be impacted by this development are described below. 1. Buckland Street Buckland Street has been reconstructed to provide two through lanes in each direction, separated by a wide paved median, with turning lanes where needed. 0719A90DWO1 1 a) Buckland Street at the I-84 Eastbound Ramps Buckland Street has a northbound right turn lane and southbound double left turn lanes. The I-84 eastbound exit ramp approach has a left turn lane, a left turn/through lane and a right turn lane. This int ersection is controlled by a traffic signal. b) Buckland Street at the I-84 High Occupancy Vehicle (H.O.V. ) Ramps. Buckland Street has a northbound left turn lane and a third northbound through lane. The H.O.V. lane approach has aleft turn lane and a right " turn lane. This T„ intersection is controlled by a traffic signal. c) Buckland Street at Pavilions Drive Buckland Street has a northbound free flow right turn lane and a southbound left turn lane. The Pavilions Drive approach has a left turn lane and double right turn lanes, and is controlled by a traffic signal. d) Buckland Street at Pleasant Valley Road and Buckland Hills Drive Buckland Street has double left turn lanes and a free flow right turn lane in the northbound direction and a left turn lane and a right turn lane in the southbound direction. Pleasant Valley 2 0719A90DW01 Road approaches from the west with a left turn lane, a through lane and a right turn lane. Buckland Hills Drive approaches from the east with double left turn lanes, a through lane and a h t rough/right turn lane. This intersection is control by a traffic signal. 2. Pleasant Valley Road Pleasant Valley Road is predominantly a two lane local road. Just west of Buckland Street, it intersects with the I-84 westbound ramps to form a "T" intersection. Pleasant Valley Road has a through/right turn lane on the eastbound approach, and double left turn lanes and a through lane on the westbound approach. The I-84 westbound off ramp approaches from the south with a left turn lane and a right turn lane. This intersection is controlled by a traffic signal. 3. Buckland Hills Drive Buckland Hills Drive is a recently constructed road that services the Pavilions at Buckland Hills as well as the planned development in its immediate vicinity. It is a four lane road, with turning lanes where necessary, that runs between Buckland Street on the west and Slater Street on the east. At the intersection of Buckland Hills Drive and Slater Street, Slater Street consists of one northbound lane and one southbound lane. Hale Road approaches from the east with two lanes. This intersection is stop sign controlled. 0719A90DW01 3 4. Slater Street Slater Street is a two lane local road. It has recently been dead-ended at the Manchester/South Windsor town line, which is just to the north of its intersection with Buckland Hills Drive and Hale Road. 5. Hale Road Hale Road is a recently constructed four lane roadway which runs between Slater Street on the west and Deming Street on the east. 6. Deming Street (Route 30) West of Hale Road, Deming Street is a two lane facility. East of Hale Road, Deming Street is a four lane undivided highway with turning lanes where needed. a) Deming Street (Route 30) at Hale Road Deming Street has an eastbound through lane and through/right turn lane, and a westbound left turn lane and two through lanes. Hale Road approaches from the south with a left turn lane and a right turn lane. b) Deming Street (Route 30) at the I-84 Westbound Ramps and Avery St. Route 30 has westbound double left turn lanes, an eastbound left turn lane and right turn lane. The I-84 westbound exit ramp approaches from the south with double left turn lanes and a through/right 0719A90DWO1 4 t turn lane. The right turns operate under free flow conditions. Avery Street approaches from the north with a left turn lane and a through/right turn lane. This intersection is controlled by a traffic signal. c) Deming Street (Route 30) at Tolland Turnpike Deming Street has a westbound left turn lane. Tolland Turnpike approaches from the south with a left turn lane and a right turn lane. This int ersection is controlled by a traffic signal. d) Tolland Turnpike (Route 30) at the I-84 Eastbo und Ramps and Oakland Street Route 30 has double left turn lanes eastbound and a left turn lane westbound. The I-84 eastbound exit ramp approaches from the north and has a left turn lane, a through lane and a free flow right turn lane. Oakland Street approaches from the south and has a left turn lane, a through lane and a right turn lane. This intersection is controlled by a traffic signal. C. EXISTING CONDITIONS Traffic volumes for this study were taken from data previously gathered by Fuss & O'Neill, Inc. A design year of 1991 was chosen as the year anticipated for the facility's operations to be underway, and a two percent (20) per year growth factor was used to project the background traffic to the 1991 design year to account for normal traffic growth in the area. 5 0719A90DWO1 Traffic generated by several approved developments in the vicinity of the site were then added to this background traffic to produce the 1991 external traffic volumes. The traffic for the following developments was added: 1. Pavilions at Buckland Hills 2. Buckland Hills Mixed-Use 3. Brentwood Condominiums 4. Heartland/Rickel's Shopping Center* 5. Economy Electric Distribution Center* 6. J.C. Penney Retail Outlet Conversion* 7. Red Roof Inn 1l 8. The Summit 9. Orlando Annulli 10. Burrs Corner* * These facilities have been completed and are now operating. However, since they were placed in operation after the counts were completed, their projected volumes were added to the count data. 1 The addition of traffic en g erated by these other developments to the base traffic volumes produces the peak hour external traffic volumes, which represent design year traffic which does not have the site as its origin or destination. These volumes are shown in Figure Nos. 3 and 4 of Appendix B. The greatest traffic impact on the roadway network will occur during the P.M. peak hour, the period when commuter trips are at their highest level, and during the Saturday peak hour, the period when shopper trips are at their highest level. The P.M. peak hour is 4:30 to 5:30 P.M. and the Saturday peak hour is 11:30 A.M. to 12:30 P.M. Therefore, these hours were subsequently analyzed. 6 0719A90DW01 D. SITE GENERATED TRAFFIC Estimates of the amount of traffic generated by the proposed development were made using "Trip Generation" published by the Institute of Transportation Engineers (ITE) in 1987. This publication, which is a compilation of trip generation data for similar facilities, gives data for entering and exiting traffic during peak hours relative to the size of the development. These generation volumes are summarized in Table No. 1, Appendix A of this report. A regional arrival/departure distribution to and from the proposed development was derived from existing traffic patterns. The final arrival/departure distribution considered the specifics of the site, including the locations and use of driveways. These distributions are shown in Figure Nos. 5 and 6, Appendix B. This site is part of a larger area that is predominantly developed for retail use. A portion of the vehicle trips generated by this site will originate and end within this area. It is estimated that 34% of the trips generated can be attributed to the Pavilions at Bucklands Hills and the planned retail development adjacent to it. This percentage was determined by comparing the trip generation of this development as part of a larger retail area (which included the Pavilions at Buckland Hills and Buckland Hills mixed use) with the generation of the development as an isolated unit. In addition, the ITE identifies pass-by trips for retail developments. Pass-by trips are made by vehicles which were passing by the site and diverted their trip into the site. Since the traffic counts already include these vehicles as 7 0719A90DW01 background traffic, they must be reduced from the through traffic flows and diverted into and out of the site. In accordance with ConnDOT policy concerning "pass-by" traffic, 20% of the site generated traffic has been assumed to be pass-by traffic since this is less than 10 percent of the peak hour traffic on the adjacent roadways from which traffic will be diverted. This is substantially less "pass by" traffic than calculated using the ITE methodolgies. Using the arrival/departure distribution, site generated and diverted traffic was added to the roadway system with the results shown in Figure Nos. 7 and 8 of Appendix B. These volumes were then added to the external traffic volumes to yield the 1991 combined peak hour traffic volumes shown in Figure Nos. 9 and 10. Table No. 2 of Appendix A is a computer generated table which shows the traffic movements at all analyzed intersections. The traffic movements are keyed to Figure No. 2 of Appendix B, and existing, projected and combined design year traffic volumes are presented in this table. E. ANALYSES 1. Intersection Capacity Analysis In discussing intersection capacity analysis, two terms are used to describe the operating condition of the road or intersection. These two terms are volume to capacity ratio (v/c) and level of service. The volume to capacity ratio (v/c) is a ratio of the volume of traffic using an intersection to the total capacity of the intersection (the maximum number of 8 0719A900Wo1 vehicles that can utilize the intersection during an hour) . The v/c ratio can be used to describe the percentage of capacity utilized by a single intersection movement, a combination of movements, an entire intersection approach, or the intersection as a whole. As the v/c ratio approaches 1, the intersection nears capacity. A v/c ratio greater than 1 indicates that some vehicles are unable to proceed through the intersection and will be stored on an approach. Level of service is a measure of the delay experienced by stopped vehicles at an intersection. Level of service is rated on a scale from A to F, with A describing a condition of very low delay (less than 5 seconds per vehicle), and F describing a condition where delays will exceed 60 seconds per vehicle. Delay is defined as a measure of driver discomfort, frustration, fuel consumption and lost travel time. Therefore, intersections with longer delay times are less desirable to most drivers. Level of service is generally used to describe the operation, (based on delay time) of both signalized and unsignalized intersections, while v/c ratio is applied to signalized capacity analysis only. These definitions for v/c ratio and level of service as well as the methodology for conducting signalized and unsignalized intersection capacity analysis are taken from the "1985 Highway Capacity Manual" (Special Report No. 209 ) published by the Transportation Research Board in 1985. 9 0719A90DW01 Using the above referenced methodologies, P.M. and Saturday peak hour capacity analyses were conducted at the following intersections: 1. Buckland Street/I-84 E.B. ramps P 2. Buckland Street/I-84 H.O.V. ramps 3. Buckland Street/Pavilions Drive 4. Pleasant Valley Road/I-84 W.B. Ramps 5. Buckland Street/Pleasant Valley Road/Buckland Hills Dr. 6. Slater Street/Site Drive No. 1 7. Buckland Hills Drive/Slater Street/Hale Road 8. Hale Road/Site Drive No. 2 9. Hale Road/Site Drive No. 3/Summit Dr. 10. Hale Road/Deming Street 11. Deming Street/I-84 W.B. Ramps/Avery Street 12. Deming Street/Tolland Turnpike 13. Tolland Turnpike/I-84 E.B. Ramps/Oakland Street Table No. 3 is a summary of the levels of service and v/c ratios calculated at the intersections analyzed in this study. A review of the results indicates that most of the intersections on Buckland Street and Pleasant Valley Road will operate near or slightly over capacity during peak hours. The addition of the site generated traffic will cause slight increases in the v/c ratios at these intersections. This slight increase does not warrant additional improvements to these intersections. Several intersections require improvements in order to adequately handle the site generated traffic. The following is a discussion of these improvements: 10 0719A90DWO1 i a) Buckland Hills Drive at Hale Road and Slater St. A traffic control signal is warranted at this intersection and it is recommended that a traffic signal be installed in conjunction with this project. With the installation of a traffic signal, this intersection will operate at a level of service C during both the P.M. and Saturday peak hours. b) Hale Road at Site Drive No. 2 Capacity analyses indicates that the left turns out of Site Drive No. 2 will operate at LOS F. However, the gaps created in traffic by the proposed signals on either side of this drive (described in paragraph a. , above and c. , below) will allow the left turn movement out of Site Drive No. 2 to operate at acceptable levels of service. c) Hale Road at Site Drive No. 3 and the Summit Dr. A traffic control signal is warranted at this intersection, which will result in a level of service B during both the P.M. and Saturday Peak hours. d) Hale Road at Deming Street (Route 30) 1 The 3 phased signalized intersection, with its present geometric configuration, would operate to over capacity (LOS F) during the Saturday peak 0719A90DWO1 1 1 hour. In order to correct the Potential capacity problem and to provide LOS C during the Saturday peak hour, two improvements to this intersection are proposed as follows: 1. Deming Street will be widened to provide an exclusive right turn lane in addition to the two through lanes approaching Hale Road. The developer will pursue any necessary land acquisition needed to accomplish this improvement. 2. Hale Road will be widened from the current configuration (four ill wide lanes) to provide five 11 ' lanes at its approach to Deming Street. This can be accomplished within the existing 80' right-of-way. A preliminary cross section of this configuration is included in Appendix E. Pavement markings will define three lanes 1 approaching Deming Street and two lanes for vehicles travelling away from Deming Street. The three lanes approaching Deming Street will be designed as two left turn lanes and one right turn lane. The Transportation Research Board Report No. 279 was used to determine that approximately 250' of storage is desirable for the left turn lanes, and 250 ' will be provided. In addition, 110' of taper to the storage area will be provided. 0719A90DW01 12 The heaviest vehicle movements at this intersection are the left turns from Deming Street to Hale Road and the right turns from Hale Road to Deming Street. The proposed lane arrangement, in conjunction with the signal phasing, are balanced to move the traffic through this intersection as described below. This verbal description is augmented by the illustration on the following page. The signal cycle is divided into three phases, certain traffic movements are permitted to move during each phase, as follows: 1. Phase 1 a) All of the vehicles in the left turn lanes on Hale Road move through the intersection during this phase and only this phase. b) The vehicles turning right from the Hale Road move during this phase and also during phase 2. c) The right turns from Deming Street onto Hale Road move during this phase, and also during phase 3. 2. Phase 2 a The right turns from Hale Road continue to move during this phase. 0719A90DWO1 13 ltvT62s� %lo,v o� fNaLr= 1-4 A -S-)G l7Et✓1 rt.�'� STk'r 1 I ►3A b) The left turns from Deming Street move during this phase and only this phase. c) Through vehicles on the approach of Deming Street heading toward the South Windsor Town Line move during this phase. 3. Phase 3 a) All through vehicles in both directions on Deming Street move during this phase. b) The right turns from Deming Street move during this phase as well as Phase 1. Due to the phasin g g of this signal, the right turns from Hale Road are able to move through the intersection for substantially longer periods of time than the left turns. For this reason, even though there are more right turns than left turns leaving Hale Road, the right turns only require one lane while the left turns require two lanes. The proposed geometry and the signal phasing will allow this intersection to operate at LOS C, which is the desirable level of service for design purposes, during both the P.M. and Saturday peak hours. The remaining intersections on Route 30 will operate under capacity and at acceptable levels of service. 14 0719A90DW01 2. Sight Line Analysis The site driveway intersections with Hale Road and Slater Street will be constructed in accordance with State of Connecticut quidelines so that adequate sight distances can be provided and maintained at these locations. 3. Accident Analysis Due to the recent reconstruction of the roadways in this area, there is not a significant accumulation of accident data. It is anticipated that any accident problem that existed has been addressed by previous projects and that the addition of site generated traffic to the roadways should not cause any appreciable change in the accident frequencies. F. CONCLUSIONS Based on the foregoing analyses, it is the professional opinion of Fuss & O'Neill, Inc. that with the implementation of the improvements outlined herein, the introduction of traffic generated by the proposed development will not disrupt the continuity of traffic flow on the adjacent roadway system. It is anticipated that roadway conditions will be sufficient to provide safe and efficient travel for traffic in the area. 15 0719A90DW01 QJ; r H A W a a � � � � rr i � � � � � � � � � � � +�■� � TABLE NO. 1 HOURLY TRIP GENERATION VOLUMES* PIONEER PLAZA SLATER STREET/HALE ROAD MANCHESTER, CONNECTICUT ' 225,000 S.F. SHOPPING CENTER (ITE L.U.C. 820) P.M. PEAK HOUR SAT. PEAK HOUR ENTER 458 773 EXIT 504 749 TOTAL 962 1522 ' *Calculated usingmethodology ++gy described in Trip Generation" published by the Institute of Transportation Engineers (ITE) in 1987. The volumes in this table represent the total trip generation of the development (driveway volumes) . 0305A90DW01 TABLE NO. 2 DESIGN YEAR = 1491 HALE ROAD BASE YEAR = 1990 GROWTH RATE = 2.00 GROWTH FACT = 1.02 }----------------------------------------------------- -------------------------------------------------------------------- P.M. 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PEAK t tt HOUR tt t tt tt t tt 1990 t OTHER t 1991 t SITE GENERATED TRAFFIC t PASS-BY TRIPS tt 1991 tt t TRAFFIC tt TRAFFIC t DEVELOPMENT t EXTERNAL t-------------------------- --------------- t--------t--------_------_ tt COMBINED tt t MOVEMENT tt t TRAFFIC t TRAFFIC t ENTERING + EXITING t TOTAL t ENTER + EXIT t TOTAL tt TRAFFIC tt t tt t t t X VOL + S VOL t VOL t VOL + VOL t VOL tt tt t ----------tt ---------------------------------------------------------------------------------------------- -----------tt-----------tt t 80 tt Q t Q t 0 t 60 217 + 0 0 t 217 t 39 + 0 t 39 tt 256 tt t 81 tt 669 t 67 t 749 t 60 217 + 0 0 t 217 t 39 + 0 t 39 tt t 82 tt iG06 tt O t 0 t 0 t 15 54 + 0 0 t 54 t 0 + 0 t 0 tt J4 tt t 83 tt 530 t 31 t 572 t 0 0 + 35 143 t 143 t 0 + 0 t 14 84 tt 530 t 31 t 572 t 15 54 + 35 143 t 197 t 0 tt 7 0 + O t Q 769 tt t tt tt t 85 tt Q t 0 t 0 t 0 0 + 25 102 t 102 t 0 + 39 t 39 tt 141 tt t 86 tt 0 t 0 t 0 t 0 0 + 15 61 t 61 t 0 + 0 t 0 tt 61 tt t 87 tt 0 t 0 t 0 t 0 0 + 40 163 t 163 t 0 + 39 t 39 tt 202 tt t Be tt 0 t 67 t 67 t 0 0 + 0 0 t 0 t 0 + Q t A tt 67 tt t 89 tt 669 t 0 t 682 t 0 0 + Q Q t 0 t 0 + 0 t t 90 tt J tt 682 tt Ot O t G t 0 0 + 0 Ot Ot 0 + p t Qtt Qtt t 91 tt 669 t 67 t 749 t 0 0 + Q 0 t 0 t 0 + 0 t Q tt 749 tt t 92 tt 0 t 28 t 28 t 0 0 + 0 0 t 0 t 0 + 0 t 0 tt 28 tt t 93 tt Gt 0 t 0 t 0 0 + 0 0t Ot 0 + O t Qtt Qtt t 94 tt 0 t 31 t 31 t 0 0 + 0 0 t 0 t 0 + 0 t 0 tt 31 tt t 95 tt 0 t 59 t 59 t 0 0 + Q Q t 0 t Q + Q t 0 tt 59 tt t 96 tt 0 t 0 t 0 t 23 83 + 0 0 t 83 t 57 + 0 t 57 tt 140 tt t 97 tt 530 t 0 t 541 t 15 54 + 0 0 t 54 t 0 + Q t 0 tt 595 tt t 98 tt 0 t 53 t 53 t 0 0 + 0 0 t 0 t 0 + 0 t 0 tt 53 tt t 99 tt 530 t 53 t 594 t 38 138 + 0 0 t 138 t 57 + 0 t 57 tt 788 tt t 100 tt 0 t 0 t 0 t 0 0 + 35 143 t 143 t 0 + 0 t 0 tt 143 tt t 101 tt Gt 0 t 0 t 0 Q + Q Gt Gt Q + p t Ott Qtt t 102 tt Q t 4 t 0 t 0 0 + 23 94 t 94 t 0 + 57 t 57 tt 151 tt t 103 tt 0 t 0 t 0 t 0 0 + 58 237 t 237 t 0 + 57 t 57 tt 294 tt t 104 tt 176 t 3 t 183 t 0 0 + 6 24 t 24 t 0 + 48 t 48 tt 255 tt t 105 tt 560 t 25 t 596 t 0 0 + 32 131 t 131 t 0 + 9 t 9 tt 736 tt t 106 tt 736 t 28 t 779 t 0 0 + 38 155 t 155 t 0 + 57 t 57 tt 991 tt t 107 tt 700 t 3 t 717 t 0 0 + 0 0 t 0 t -9 + Q t -9 tt 708 tt t 108 tt 168 t 6 t 177 t 6 22 + 0 0 t 22 t 9 + 0 t 9 tt 208 tt t 109 tt 866 t 9 t 894 t 6 22 + 0 0 t 22 t 0 + Q t t 110 tt 378 t 53 t 439 t 32 116 + 0 0 t Q tt 416 tt t 111 tt I16 t 48 + 0 t 48 tt 602 tt 425 t 9 t 443 t Q 0 + 0 0 t 0 t -48 + t 112 tt 803 t 62 .t 881 t 32 116 + 0 0 t 116 t 0 + 0 t -4 tt 95 tt G t. 0 tt 997 tt t 113 tt 367 t 23 t 397 t 7 25 + 0 0 t 25 t Q + Q t 0 tt 423 tt t 114 tt 3t 0 t 3 t 0 0 + Q Qt Qt 0 + Q t Qtt 3tt t 115 tt 136 t 9 t 148 t 0 0 + 0 0 t 0 t 0 + 0 t Q tt 148 tt t 116 tt 506 t 32 t 548 t 7 25 + 0 0 t 25 t 0 + G t 0 tt 573 tt t 117 tt 101 t 0 t 103 t 0 0 + 3 12 t 12 t 0 + Q t 0 tt 115 tt t 118 tt 1116 t 13 t 1151 t 0 0 + 26 106 t 106 t 0 + 0 t 0 tt 1257 tt t 119 tt 39 t 13 t 53 t 0 0 + 3 12 t 12 t 0 + 0 t 0 tt 65 tt t 120 tt 1256 t 26 t 1307 t 0 0 + 32 131 t 131 t 0 + 0 t Q tt 1438 tt t 121 tt 69 t 0 t 70 t 0 0 + Q Q t 0 t 0 + 0 t Q tt 70 tt t 122 tt 58 t 0 t 59 t 0 0 + 0 0 t 0 t 0 + 0 t Q tt 59 tt t 123 tt 33 t 0 t 34 t 3 11 + 0 0 t 11 t 0 + Q t 0 tt 45 tt t 124 tt 160 t 0 t 163 t 3 11 + 0 0 t 11 t 0 + 0 t 0 tt 174 tt t------------------------------------------------------------------------ PROJECT NO. 89-440 FILE NAME; WILLARD2 f--------------------------------------------------------------------- ---- ----------------------------------------------#f f ff P.M. PEAK ---------HOUR f ff f ff 1990 f OTHER f 1991 f SITE GENERATED TRAFFIC f -- ff f TRAFFIC ff TRAFFIC f DEVELOPMENT f EXTERNAL f--------- PASS- TRIPS ff 1991 ff -----------------f--------f-------------- -- -- -- -----ff COM8INE0 ff f MOVEMENT ff f TRAFFIC f TRAFFIC f ENTERING + EXITING f TOTAL f ENTER + EXIT fTOTAL ff TRAFFIC ff f ff f f f S VOL + S VOL f VOL f VOL + VOL f VOL ff ff f ----------ff ---------- ---------------------------------------- ----------------------------------------- f 125 ff 276 f 45 f 327 f 0 0 + 0 O f O f 0 + 0 f 0 ff 327 ff f 126 ff 402 f p f 410 f 22 80 + 0 0 f 80 f 0 + 0 f f 127 ff 25$ f 34 f 0 ff 490 ff 302 f 0 0 + 0 0 f 0 f 0 + 0 f 0 ff 302 ff ' f 128 ff 935 f 64 f 1038 f 22 80 + 0 0 f 80 f 0 + 0 f 17 f 129 ff 66 f 53 f 120 f 0 0 + 0 0 f O f © + 0 f d 0 ff 1120 ff f 130 ff ff 1 ff a38 f 52 f 295 f 0 0 + 0 0 f 0 f 0 + 0 f 0 ff 295 ff f 131 ff 304 f 105 f 415 f 0 0 + 0 0 f 0 f 0 + 0 f ' ff O ff 415 f 132 ff 12165 f 12 f 1302 f 0 0 + 26 106 f 106 f 0 + 0 f 0 ff 1408 ff f 133 ff 77 f 10 f 84 f 0 0 + 0 0 f 0 f 0 + 0 f f ff p ff 84 I34 ff 1342 f 22 f 1391 f 0 0 + 26 106 f 106 f 0 + 0 f 0 ff 1497 ff ' f 135 ff 110 f 13 f 125 f 0 0 + 0 p f p f 0 + O f f 136 ff 974 f 31 f 1024 f 22 8Q + 0 0 f 80 f 0 + 0 ff 1 ff f ff p f 0 ff 11G4 137 ff I084 f 44 f 1150 f 22 80 + 0 O f 80 f 0 + p f 0 ff 1229 ff f 138 ff 667 f 41 f 721 f 0 0 + 7 29 f 29 f 0 + 0 f f ff G 134 ff750 552 f 8 f 571 f 0 0 + 11 45 f 45 f 0 + p f 0 ff 616 ff f 140 ff 328 f 15 f 350 f 0 0 + 8 33 f 33 f 0 + 0 f f ff 0 ff 749 141 ff 1,,48 f b4 f I643 f p Q + 26 iGb f 106 f O + O f f 142 ff 255 f d ff 1144 ff G f 260 f 0 0 + 0 0 f 0 f 0 + 0 f 0 ff 260 ff f 143 ff 143 f 0 f 146 f 0 0 + 0 0 f G f 0 + 0 f 0 ff f 144 ff 296 f 146 ff 37 f 339 f 3 11 + G 0 f 11 f 0 + 0 f 0 ff 350 ff f 145 ff 694 f 37 f 745 f 3 11 + 0 O f 11 f 0 + 0 f f 146 ff 0 ff 756 ff 331 f 3 f 341 f 8 29 + 0 0 f 29 f 0 + 0 f p ff 370 ff + 147 ff 317 f 0 f 323 f 0 0 + 0 0 f 0 f 0 + O f 0 3�3 2. f 148 ff 305 f ff ff G f 311 f 0 0 + 0 0 f 0 f 0 + 0 f 0 ff 311 ff f 149 ff 953 f 3 f 975 f 8 29 + 0 0 f 29 f 0 + 0 f f 150 ff 211 f 0 f 215 f 0 0 + 0 0 f 0 f 0 ff f ff f 151 ff 514 f 0 + O f 0 ff 215 ff 4 f 528 f 11 40 + 0 0 f 40 f 0 + 0 f 0 ff 568 ff' f 152 ff 73 f 0 f 74 f 0 0 + 0 0 f p f f 153 ff 798 f 4 f 818 f 11 40 + 0 O f 0 + 0 f 0 ff 74 ff f 154 ff 0 f d f 40 f 0 + Q f 0 ff 858 ff O f Q Q + 0 Of 0f 0 + d f Off pff f 155 ff Of 0 f 0 f 0 0 + 0 pf pf p +ff 156 0 O0 0 0 0 + 0 O d 0 0157 0 O O ffff 0 0 + 0 pf pf 0 + 0 f pff Off' f 158 ff 0 f 0 f 0 f 0 0 + 0 0 f d f 0 + p f f 159 ff p f 0 f O 4 f 0 + 0 O G ff p ff f 160 ff f Qf 0 + p f 0ff Off 0f d Q f 0 Q + 0 O f p ff 0 ff f p f p f O -------------------------- DESIGN YEAR = 1991 TABLE NO. 2 (CONT.) BASE YEAR = 1990 GROWTH RATE = 1.00 HALE ROAD GROWTH FACT = 1.02 #-------------------------------------------------------------- ----------------------------------------------------- # #} SATURDAY PEAK HOUR if # #f # }} } ENTER = 621 } ENTER = 152 ff }} } }} } EXIT = 597 } EXIT = 152 ff }} # #f ----------------------------------------------------------- ------------------------------------ f #} 1990 } OTHER f 1991 f SITE GENERATED TRAFFIC f PASS-BY TRIPS it 1991 }} TRAFFIC ## TRAFFIC f DEVELOPMENT f EXTERNAL f--------------------------}--------f-------------------------------ff COMBINED if f MOVEMENT if # TRAFFIC # TRAFFIC f ENIERING + EXITING f TOTAL f ENTER + EXIT * TOTAL if TRAFFIC if f % VOL + 3 f }f f VOL f VOL f VOL + VOL f # L if if ------------------------ff-----------ff f 1 if 982 # 41 f 1043 # 11 68 + 0 0 f 68 # 0 + 0 } f U if Illi if 2 if 23$ f 17 f 256 f 0 0 + 0 0 f 0 f 0 + 0 f 0 if 256 if f 3 if 1216 f 58 # 1298 f 11 68 + 0 0 # 68 f 0 + 0 f 0 if 1367 if f 4 if 1308 f I8 f 1352 f 6 37 + 0 0 f 37 f 0 + 0 f 0 if 1389 if f 5 if 12 f 0 f 12 f 0 0 + 0 o f 0 f 0 + 0 f a if 12 if f 6 if 307 f 14 f 327 # 0 0 + 0 O f U f a + o f 4 if 327 if f 7 ff 1628 f 32 f 1693 f 6 37 + 0 0 f 37 # 0 + 0 f 0 if 1730 if f a if 319 f 0 f 325 f 0 0 + 0 0 f 0 f 0 + 0 f a if 325 if # 9 if 939 f 49 f 1007 f 0 0 + it 66 f 66 f 0 + 0 f 0 if 1072 #f f 10 ff 1257 * 49 f 1331 f 0 0 + 11 66 f 66 f 0 + 0 f 0 if 1397 if 11 if 15 f 2 f 17 f 0 0 + 0 0 f 0 f 0 + 0 f 0 if 17 if f 12 if 2276 f 57 f 2379 # 17 106 + 0 0 f 106 f 0 + 0 f 0 #f 2484 if f 13 if 2291 f 59 f 2396 # 17 106 + 0 0 f 106 f 0 + 0 f 0 if 2501 if f 14 if 149 f I f 153 f 0 0 + 0 0 # 0 # 0 + 0 f I s ' f 15 if 12 f 2 f 14 # a 0 + 0 O f o f a + O f 0 if 14 if if# 16 if if 14 ff ib1 # 3 f 167 f 0 a + 0 o f O f a + o f 0 if 167 if f 17 if 12BB f 47 f 1361 f 0 0 + 11 66 f 66 f 0 + 0 f 0 if # I4..b }} 18 ff i58 f 2 f 163 f 0 0 + 0 0 f 0 f a + 0 # 0 if 163 if f 19 if 1446 f 49 f 1524 f 0 0 + 11 66 f 66 f 0 + 0 } ' 0 if 1590 if f 20 if 1660 # 58 # 1751 f 17 106 + 0 0 * 106 # 0 + 0 # 0 if 1857 if f 21 if 790 f 0 f 806 f 0 0 + 0 0 f 0 f 0 + 0 0 # 806 if f 22 if 2450 f 58 # 2557 # 17 106 + 0 0 # 106 # 0 + ff f 23 if 0 f 0 if 2663 #f 879 f 0 f $97 f 0 U + 0 O f 4 f 0 + O f U if 89797 if f 24 ff 305 f 0 # 311 f 0 0 + 0 0 f a # 0 + 0 f a if 311 if f 25 f# 1184 * 0 f 1208 f 0 0 + 0 0 f 0 # 0 + 0 f 0 if 1208 if ' f 26 if 267 f 0 f 272 f 0 0 + 0 0 f 0 # 0 + 0 f # 27 if 1141 f 49 f I�213 0 #f 272 ## # 0 0 + 11 66 f 66 f 0 + 0 } f D if 127E if 2$ if 1408 f 49 f 1485 # 0 0 + 11 66 f 66 f 0 + 0 } 0 if 1551 if f 29 if 110 f 0 # II2 f 0 0 + 0 0 f 0 f 0 + 0 f 0 if 112 if f 30 }# 335 f IS # 360 # 0 0 + 0 0 f 0 f 0 + 0 f 0 if 360 if f 31 ff 445 f 18 f 472 f 0 0 + 0 0 # 0 f 0 + 0 f 0 if 472 if f 32 H 487 f 4 f 501 # 3 19 + 0 0 # 19 f 0 + o f 0 ff 519 if f 33 if 149 f 0 # 152 f 0 0 + 0 0 f 0 f 0 + 0 # 0 if 152 if f 34 if 637 f 4 # 654 f 3 19 + 0 0 f 19 # 0 + 0 f 0 if 672 if f 35 if 1438 f 26 f 1493 # 0 0 + 6 36 f 36 f 0 + 0 f 0 if 1529 if f 36 #f 450 f 3 f 462 f 0 0 + 3 is f IB f 0 + 0 # 0 if 480 if f 37 ## 1888 f 29 f 1955 f 0 0 + 9 54 f 54 f p ± 0 } 0 if 2008 if f---------------------------------------------------------------------------------------------- -- ---------------------------------- ff ' PROJECT NO. 89-440 FILE NAME, WILLARD2 ------------------------------------------------------------- ---------------------------------------------- } }} SATURDAY PEAK HOUR } }} } }} 1990 } OTHER } 1991 } SITE GENERATED TRAFFIC } PASS-BY TRIPS ** — TRAFFIC }} TRAFFIC * DEVELOPMENT * EXTERNAL *--------- 1991 }} -----------------}--------}---------- }} COMBINED }} --------------------- } MOVEMENT }} * TRAFFIC * TRAFFIC * ENTERING + EXITING } TOTAL * ENTER + EXIT * TOTAL }} TRAFFIC }}}} } * } % VOL + S VOL } VOL * VOL + VOL * VOL }} }} } ----------}} ---------- ------------------- ____ } 38 }} 924 * 13 * 955 * 0 0 + 0 0 } } 39 }} 542 * 19 * 572 * 0 0 + 0 0 } 0 } -4f + 4 } -41 }} 9 531 }} * 40 }} }} }} 777 * 27 * 840 * 17 106 + 0 0 * 106 * 41 + 0 } 41 }} ' } 41 }} 2263 * 59 * 2367 * 17 106 + 0 0 } 987 }} } 42 }} 106 } 0 + 0 } 0 }} 2473 }} 46 * 0 * 47 * 0 0 + Q 0 } 0 } 0 + Q } 0 }} } 43 }} 321 * 4 * 331 * 3 19 + 0 0 * 19 * 47 }} + Q } 7 }} 357 }} } 44 }} 450 * 18 * 477 * 0 0 + 0 0 * 0 * -7 + Q } } 45 }} 817 * 22 * 855 * 3 19 + -7 }} 47 G 0 } 19 } p + p 0 }} } }} } 46 }} 342 * 3 * 352 * 6 37 + 0 0 * 37 * 14 + 0 } . }} 874 } p }47 }} 283 } 4 }} 403 }} 20 � 309 + 0 0 + 00 } -I4 + 0 } -f4 }} 295 }} } 48 }} 81 } 0 * 83 * 0 0 + 0 0 * 0 * 0 + 0 } * 49 }} 706 * 23 * 743 * 6 37 + 0 0 * 37 * G + 0 }} 83 }} } 51 }} 4 } q }} 780 }} b56 } I1 } 680 * 0 0 + 11 66 * 66 * 0 + 21 } 21 }} }} } 51 }} 880 * 16 * 914 * 0 0 + 9 54 * 54 * t6 * 52 *} 212 } 3 } 219 * 0 0 + � t G } 0 ** 967 }} 6 36 * 36 * 0 + 41 * 41 ** 296 } 53 ** 1748 * 30 * 1813 * 0 0 + 26 155 * I55 * 0 + 62 * 2030 ** * 54 ** 264 * 6- ** r03G ** 8 * 277 * 0 0 + G 0 * 0 * 0 + 0 55 * q ** 277 *** ** 0 * G * 0 * 2 12 + 0 0 * 12 * q t * 56 }* 264 * 8 * 277 * 2 12 + 0 0 * 12 * G + 0 0 ** 12 ** * 57 }* 0 * 0 } 0 ** 290 }* } 0 * 0 0 + q Q * p * G + 0 * 0 ** 58 ** 302 * 7 * 315 * 0 0 + 0 0 * 0 } 0 + 0 * 0 ** * 59 ** 302 * 7 * 315 * 0 U + 0 0 * p * G + 0 ** 3I5 ** * 60 ** 0 * 4 * 0 * 0 4 + 2 12 * 12 * Q + G * 0 ** 315 ** } 61 ** 0 * 0 } 0 } 0 0 + 0 * p ** 12 ** 0 062 0 * 0 * G + } 63 ** 0 } 0 * 0 * 0 0 + 2 12 * 12 * 0 + 0 * 0 ** 12 ** 0 * 0 * 0 0 + 0 Q * Q * G + 0 * Q ** Q ** } 64 ** 752 * 34 * 801 * 60 373 + 0 G } b5 ** 224 * 0 * 228 * G 0 + 373 * 62 + 0 * b2 ** 123b ** } 6 ** S224 * 0 0 * 0 * p + 0 * 0 ** 228 ** 34 * 1057 * 60 373 + 0 0 * 373 * 62 + 0 67 * 62 ** 1492 ** * ** 0 } 0 * 0 * 0 0 + q q } q } ' * 68 ** 0 * 0 * 0 * 0 0 + 0 0 * + 0 # 0 ** Q ** q * } 70 ** 0 * 0 * 0 * 0 0 + 0 0 * Q + p * Q ** Q ** } lI ** 78 * 7 } 0 } p + 0 * 0 ** q ** 87 * 0 0 + 0 0 * 0 * 0 + Q * p ** 87 ** } 72 }* 718 * 29 * 761 * 0 0 + 60 358 * 35B * 0 t 62 } * 73 ** p * Q * G * 4 G + 62 +* 1182 ** 74 *} 790 * 0 0 * Q * 0 + 0 * G ** 0 }* 36 * 848 * 0 0 + 60 358 * 358 * 0 + 62 * 62 ** } 75 ** 201 * 0 * 205 * 0 G + p p * 0 } f268 ** } 76 }* 0 } 0 + 0 * 0 ** 205 ** 0 * 0 * G 0 + 0 * 0 + 77 }* 63 * 8 * 7� * 4 q + 0 0 * p * Q ** p ** } 0 0 * Q * 0 + Q * p ** 72 78 }* 264 * � ,� ** 8 * 277 * 0 0 + 0 0 * p * Q + 0 * 0 ** 277 *** 79 }* 815 * 42 * 873 * 0 0 + 0 0 * 0 * 0 + 0 * 0 *} * 80 ** Q * 873 ** 0 } 0 * 60 373 + 0 0 * 373 * 62 + 0 * 62 ** 435 ** * 81 ** 815 * 42 * 873 * 60 373 + 0 0 * 373 * 62 + 0 * 62 ** 1308 ** } 82 ** *-------------------- 0 } IS 93 + 4 4 * 43 * p + Q * p ** 93 ** ---------------------------- PROJECT NO. 89-440 FILE NAME: WILLARD2 1 r t------------------------------------------------------------- _________________________________________ t tt SATURDAY PEAK. HOUR t tt t tt 1990 t OTHER t 1991 t tt SITE GENERATED TRAFFIC t tt tt t TRAFFIC tt TRAFFIC t DEVELOPMENT t EXTERNAL t--------------------------t--------t------- PASS-BY TRIPS 199E --------------tt COMBINED tt t MOVEMENT tt t TRAFFIC t TRAFFIC t ENTERING + EXITING t TOTAL t ENTER + EXIT t TOTAL tt TRAFFIC tt t tt t t S VOL + S VOL t VOL t VOL + VOL tVOLt t ----------tt ---------- vas tt ------------------------------------------- - t 83 tt 796 t 36 t 848 t 0 0 + 35 209 t 209 t 0 + 0 t } 84 tt 796 t 36 t 848 t 15 93 + 35 209 t 302 t d tt 1057 tt t $5 tt 0 t 0 O t O t 0 0 + 25 149 t 149 t 0 + t tt 1150 tt t 86 tt 0 t 6� t 62 tt 211 tt d t O t 0 0 + 15 90 t 90 t 0 + d t 0 tt 90 tt t 87 tt 0 t 0 t 0 t 0 0 + 40 239 t 239 t 0 + 62 t 62 tt t Be tt p t 42 t 301 tt 4_ t 0 0 + 0 0 t d t 0 + 0 t 0 tt 42 tt t 89 tt 815 t 0 t 831 t 0 d + 0 0 t 0 t 0 + 0 t t 90 tt p t 0 t O t 0 tt 831 tt t 91 tt 815 t 42 t $73 t 0 p + 0 0 t 0 t 0 + 0 t 0 tt 0 tt t 92 tt 0 0 t 0 t 0 + 0 t 0 tt 873 tt Ot 32 t 32 t 0 0 + 0 0t 0t 0 + 0 t r t 93 tt p t 0 t 0 t d tt 32 tt t d O 94 tt O t 36 t 3b t 0 0 + t O t 0 + p t 0 tt 0 tt t 95 tt 0 O t O t 0 + d t p tt 36 tt 0 t 6$ t 68 t 0 0 + 0 0 t 0 t 0 + 0 t 0 tt 68 tt r t 96 tt 0 t 0 t 0 t 23 143 + 0 0 t 143 t t 97 tt 90 + 0 t 90 tt 233 tt 796 t 0 t 812 t 15 93 + 0 0 t 93 t t 98 tt 0 t 38 t 38 t 0 0 + 0 + 0 t 0 tt 9 tt 0 Ot Ot 0 + p t Ott 38tt t 99 tt 796 t 38 t 850 t 38 236 + 0 0 t 236 t 90 + 0 t t 100 tt 0 t 0 t 0 t 0 0 + 90 tt 1f9 tt t 101 tt p t 0 t 35 c09 t 209 t 0 + O t 0 tt 209 tt � tt O t 0 0 + 0 O 102 t d t 0 + O t 0 tt p tt 0 t 0 t 0 t 0 0 + 23 137 t 137 t 0 + 90 t 90 tt 2 tt t 103 tt p t p t 2.7 d t 0 0 + 58 346 t 346 t 0 + 90 t 90 tt 436 tt t 104 tt 197 t 3 t 206 t 0 0 + 6 36 t 36 t 0 + 76 t t 105 tt 631 t 29 t 673 t 0 0 + 32 191 t 191 t 0 + 14 t 76 tt 318 tt t 106 tt f4 tt 1?5 tt 830 t 32 t 879 t 0 0 + 38 227 t 227 t 0 + 90 t t 107 tt 351 t I t 359 t 0 0 + 0 0 t 0 t -14 + 90 tt 1345 tt t I08 tt 268 t 4 t 277 t d t -f4 tt 345 tt { 329 108 tt 6 37 + 0 0 t 37 t 14 + 0 t 619 t 5 t 636 t 6 37 + 0 0 t 0 + 0 t 14 tt 674 tt t 11d tt 546 t 37 t 0 tt 674 tt t 11I tt 34 t 591 t 32 199 + 0 0 t 199 t 76 + 0 t 304 t I t 311 t 0 p + 76 tt 866 tt t 112 tt 850 t d O t d t -76 + d t -76 tt 235 tt 35 t 902 t 32 199 + 0 0 t 199 t 0 + 0 t d tt IIOf tt r t 113 tt 462 t 15 t 486 t 7 43 + 0 0 t 43 t t 114 tt 6 t O t 0 + O t 0 tt 53d tt 6 t d 0 + 0 Ot Ot 0 + O t Ott 6tt t 115 tt 186 t 3 t 193 t 0 0 + 0 0 + 0 t 0 + d t t 116 tt 655 t 18 t 686 t 7 43 + 0 0 t 43 t 0 + 0 t 0 tt 193 tt t 0 117 tt 71 t 0 t 72 t 0 0 + tt 7 tt 3 1$ t I8 t 0 + 4 t 0 tt 90 0 tt t 110 tt 874 t 15 t 906 t 0 0 + 26 155 t 155 t t 119 tt 32 t 0 + O t d tt 1062 tt 15 t 48 t 0 0 + 3 18 t 18 t 0 + 0 t 0 tt 66 tt t 120 tt 977 t 30 t 1027 t 0 0 + 32 191 t 191 t t I tt d + d t d tt 12I8 21 tt 87 t 0 t 89 t 0 0 + 0 O t t 122 tt 56 t O t 57 t 0 0 + t 0 0 + O t 0 tt 89 tt t 123 tt 0 0 t 0 t 0 + 0 t 0 tt 57 tt 78 t 0 t 80 t 3 19 + 0 0 t 19 t 0 + 0 t 0 tt 98 tt * 124 tt 220 t 0 t 224 t 3 19 + 0 0 t 19 t 0 + p t t 125 tt 204 t 4 t 0 tt 243 tt 212 t 0 0 + 0 0 t 0 t 0 + 0 t 0 tt 212 tt t 126 tt 309 t 20 t 335 t 22 137 + d 0 t 137 t 0 + 0 t 0 tt 47? tt 127 tt 0 t 152 t 155 t 0 0 + p +0 0 0 t - -- f-- tt t' -tt PRO3ECT NO. 89-440 FILE NAME: NILLARD2 i }---------------------------------------------------------------------- } }} SATURDAY PEAK HOUR } }} 1990 } OTHER } 1991 } SITE GENERATED TRAFFIC } PASS-BY TRIPS } ----------}} } TRAFFIC }} TRAFFIC } DEVELOPMENT } EXTERNAL }--------- 1911 }} -----------------}--------}---------- -----}} COMBINED }} } MOVEMENT }} } TRAFFIC } TRAFFIC } ENTERIN6 + EXITIN6 } TOTAL } ENTER + EXIT } TOTAL }} TRAFFIC }} } }} } } } S VOL + S VOL } VOL } VOL + VOL } VOL }} }} } ----------i} ----------------------- + 128 }} 665 } 24 } 702 } 22 137 + p 0 } 137 } 0 + 0 } * 129 }} 11e } 5 } p }} 839 }} 125 } 0 0 + 0 0 } 0 } 0 + 0 } } 25 130 }} 55 } 5 } 61 } 0 0 + 0 0 } 0 } 0 + 0 } 0 161 }} } 131 }} 173 } 10 } 186 } 0 0 + 0 0 } 0 } 0 + 0 } n 186 }} � 132 }} 1090 } ` }} 14 } 1126 } 0 0 + 26 155 } 155 } 0 + 0 } 0 }} 1281 }} } 133 } 58 } 4 } 134 }} 1147 } IS } Iles } 0 0 + 26 155 } 155 } 0 + 0 } }} 63 }} 8e } 8 } 98 } Q + 0 } 0 1343 13,, }} ( 0 + 0 0 } 0 } 0 + 0 } 0 }} 98 }} } 136 }} 599 } 19 } 630 } 22 137 + 0 0 } 137 } 0 + ' } 137 }} 687 } 27 } 728 } 22 137 + 0 0 } 137 } 0 + 0 } 0 767 }} } 0 Q 1 7 42 } 42 } d + p Q 38 }} 533 } 3 } 547 } 0 0 + } }} }} } }} 588 5se }} } 139 }} 370 } 13 } 390 } 0 0 + 11 66 } 66 } 0 + 0 ' } 456 140 }} 266 } 3 } 274 } 0 0 + 8 48 } 48 } 0 + 0 } 0 }} 322 }} } d }} 141 }} 1169 } 19 } 1211 } 0 0 + 26 155 } 155 } 0 + 0 } - 0 }} 1367 }} } 142 }} 139 } 0 } 142 } 0 0 + 0 0 } 0 } 0 + 0 } } 143 }} 56 } 0 }} 142 }} 0 } 57 } 0 0 + 0 0 } 0 } 0 + 0 } 0 }} 57 }}} 144 }} 86 } 23 } III } 3 19 + 0 0 } F9 } 0 + 0 } } 145 }} 281 } 23 } 310 } 3 19 + 0 0 } 19 } 0 + 0 } 0 129 }} 328 146 }} 199 } 2 } 205 } 8 50 + 0 0 } 50 } 0 }} 255 }} } 147 }} 0 + 0 } 0 }} 175 }} fr2 } 0 } 175 } 0 0 + 0 0 } p } 0 + Q } Q }} 175 }} } 148 }} 314 } 0 } 320 } 0 0 + 0 0 } 0 } 0 + 0 } } 149 }} 685 } D }} 320 }} 2 } 701 } 8 50 + 0 0 } 50 } 0 + 0 } 0 }} 750 }} } 150 }} 349 } 0 } 356 } 0 0 + 0 0 } 0 } 0 + 0 } n ' * 151 }} 422 } }} }} t } 432 } 11 b$ + 0 0 } 68 } 0 + d } 0 501}} 5DI }} } 152 }} 34 } 0 } 35 } 0 0 + 0 0 } 0 } 0 + 0 } } 806 } 0 }} 35 }} 154 }} 2 } 824 } 11 68 + 0 0 } 68 } 0 + 0 } 0 *} 892 }} } 154 }} 0 } 0 } 0 } 0 0 + 0 0 } 0 } 0 + 0 } 0 }} } 155 }} Q } 0 } 0 } 0 0 + Q }} } 156 }} 0 } 0 0 } d } 0 + D } 0 }} 0 }} 0 } d } 0 d + 0 0 } p } Q + Q } Q p }} }}} 157 }} 0 } 0 } 0 } 0 0 + 0 0 } 0 } 0 + 0 } } 158 }} 0 } 0 } D 0 }} 0 }} } 0 0 + 0 0 } 0 } 0 + 0 } 0 }} 0 }}} 159 }} 0 } 0 } 0 } 0 0 + 0 0 } 0 } 0 + p } 160 }} 0 } 0 }} p }} 0 } 0 } 0 d + d p + p } 0 0 } } 0 }} --------a-}} PROJECT Q. 89-440 FILE NAME: WILLARD2 err r� �tr r■ �r r� �■r �r �r r rr r �r r� a� rr r r r� TABLE NO. 3 V/C AND LOS SUMMARY PM PEAK HOUR SATURDAY PEAK HOUR INTERSECTION EXTERNAL, CCi BINED InTnwmpm- CCMBINED W/ EXTERNAL COMBINED IMPROVEMEWS 1. Buckland St./I-84 EB Ramps F/1.110 F/1.120 D/1.012 D/1.O49 2. Buc-kland St./H.0.V. Ramps A/.714 A/.782 A/.612 A/.634 3. Buckland St./Pavilions Dr. C/.9O9 C/.929 C/1.O13 D/1.O49 4. Pleasant Valley Rd./I-84 WB Ramps D/.968 D/.981 D/1.036 E/1.O58 5. Buckland St./Buckl.and Hills Dr./ D/.993 D/1.005 Pleasant Valley Road E/1.O67 F/1.129 6. Slater St./Site Drive No. 1 --- B/A 7. Hills Dr./Hale Rd./ Slater Street F/A/C F/A/D C/.754 F/A/C F/C/E C/•843 Slater S i 8. Hale Rd./Site Drive No. 2 --- --- F/A/C* 9. Hale Rd./Site Drive No. 3 --- B/.481 The Summit Drive --- B/.726 10. Deming St./Hale Rd. C/.768 D/.911 C/.868 C/.863 F/1.181 C/.939 11. Deming St./Avery St,/ C/.786 D/.845 I-84 WB Ramps C/.774 D/.871 12. Deming St./Tolland Tpke. B/.687 B/.722 B/.653 D/.713 13. Deming St./Tolland Tpke./ D/.906 E/.936 Oakland St./I-84 EB Ramps D/.855 D/.909 0308A90DWO1 *Analysis does not account for affect of gaps in traffic created by adjacent signals. I l 1M1 r H A W a a G�V LAN 1 0„ ELLI NGTON �v 9i 5 SOUTH lY/ N D S O R `9�o ham. o� �6 t{p►R?FORA TpKE. 1 291 oy� �� GA 84 RO• A 30 k Tpw ts LIKE —— •t i "�`� sr a3 A, TOWN E� s 84 83 • 1 SITE y 1 1 EAST HARTFORD EXIT No 62 p h 1 = . N tL 6 o cON��'H MA1N � � O� •� COt1RA Q i ST. v TOLLAtyU 84 �� WOODBRI �v 15 gIfRI IS10E 41,F H c��FN 1 = MANCHESTER - R0. 6 M100t c FIGURE NO. I 1 EXIT rF TpKE WEST MIDDLE E. WEST -� FUSS&0'NEILL=' 1 6 F O MANCHESTER. CONNECTICUT 15 84 'P EXIT 59 ,, SITE LOCATION MAP 1 PIONEER PLAZA MANCHESTER: CONNECTICUT 1 rRW.No. 89-440 DATE MARCH990 SCALE: N.TS. e A I ' 1 W 8 HOV +♦ OFF O THE J \6 SUMMIT o � P W ' W wo cc SEE DETAIL A. 73 �i ♦ T1 y e DRIVE *I + `Nj L 52 r63 64-► ^~ DETAIL B ' �1 4 A51 so ac-� �, SITE `�6 ' r 36 4 3T �42? 41 w e a e ~ r 3S n j r 45 'W �4 t THE PAVILIONS BUC Ii,T a a 61 �3i ' OA w KLAI� HILLS j L► 60 ~ 62 �t36 r �'132• ``E( R s2 � �BUCKLANO HILLS DRIVE t332L �33 qt, '" 1s1 �— N� VA 34 33 � e ** r0 N0.1 1 [� 133 p EAsa T i ET PAVE GRE �Iso a3 �2s OR�vE .{ 6a •a: 13a-� f (� �24 e Y '� 139 e 14041 � _ r aN w w m Q W H Q2cc � Y O ' DETAIL b cc FIGURE NO. 2 V J% FUSS&OT43M r03 r64 N w����;° MANCHESTER. CONNECTICUT SEE 62 !ROAD 91 —► 00J1 ss R DETAIL 's' °'�► TRAFFIC MOVEMENTS ' Z a1 »-► (W °off `°o be �;A 40 DRIVE t °3 oy)1 PIONEER- PLAZA REVISED 7 20 90 MANCHESTER CONNECT(CUT NOT TO SCALA M 89-440"owe $MARCH 1990cNK0 iY•MR r, i N I O a tl O q O We HOV + OFF � « LO �► z *" , O�pJ N SUMMIT* R, y . W Rya? �o ti W 1 =w c SEE `bS N DETAIL/ 4 �•,k o mN t*D At ° �TO 501 /PO as-° Lit •4 H`��c �► �I t ' I84 uCKt-AND DRIVE °1, «w « f-�i ♦"`6 sal-� SZ DETAIL B p t r pH f�t63 2 S got « w j O ♦ � o .,i too-.* t TIE PAVLIONS T a t �`�ai ss o B KLAND HILLS' (� �- �- +- -TISVA�- R 6-► - ''« BUCKLANO HILLS NO IE ' `� ��2a24�y<9 -~ s s 4-817 p`ENSAN T N V% 1 to ?o o r STREET �► {-215 i^ irb� rs45 o��vE f _ aA "�b 721s 41 t_r► • L4t a '�, r 1642♦ 57,1 .0. M M q ? (, b sso� I n.� ~ t r .s w 3 � « 1 Q W H 2 � v Q 1 � J O DETAIL 'A' �W �e FIGURE NO. 3 SEE I Jj r5� �� N pA0 �� T,Nk, O MANCHESTER. CONNECTICUT O0% O DE AIL '0' ram° EZ 749 —r Asti ° Re°1 f 1991 P.M.PEAK HOUR 'S► J 7+9-. T� �° o,�� °� °op EXTERNAL TRAFFIC VOLUMES x NR � 3 � u DRIVE tPIONEER PLAZA 1 m NO 2 ° SITE 7E2 REVISED0 MANCHESTER CONNECTICUT NOT TO SCALE ► OJL M 89-440 0A-VWCH199OCHKD-SYt MRG q `° OF ' W B HOV ♦ 'y/�yG 1 �-I t ►- W N � W THE `61 Fes- SUMMIT" e S �OJ a an 36 Fi0 4 g °2� Zo`1 • W W SEES o DETAIL 'A 1 �� d�9 .10 jVlb A J, P S1y/312 + 0 �PV O / "4 few - sT t Y ob ro BUGKI-AND *J 4l+ A's�� °e DRIVE 0 - 0^ 4' d t-219 1613 -► a as n f-914 r 1029♦ 2` SITE be6 DETAI L B q� Go 2 s2 f-19ss �1 T. " F. o_ q' N r f THE PAVILIONS A,T '� o L o V`s3p _ H +-33 ' O 41r esa 4'►Ti BUCKLAND HILLS , S' �► o ♦--o DRIVE ���t I'9s �i2a °' 32 �-s2s RO 501 � «� to a 'BUCKLAND HILLS No.I �' y STREET 4 1"56 ASAN� vA ss 1s2 f 1, N N 0 E N l a * � (��` N " i La9T r lzoa 1� 9a rift ♦ 390♦ a 2 311 N � „z - r th. p 3 �0 - myy t 3 a of W ' Q c0 Jco �� H Q2� a � x o DETAIL W FIGURE NO 4 j@ RJSS&0T-JERX W 'ti o hr C4s�a4s ROAp ! r��?R MANCN[ST[11. CONNECTICUT SEE DETAIL 'e' a73-� 4- o'er► `� ? 1991 SATURDAY PEAK HOUR o z e73-► o(' o o EXTERNAL TRAFFIC VOLUMES a r� Zi DRIVE t �OaF °r PIONEER PLAZA DR mNo.2 � SITE 7 Y20E90 MANCHESTER CONNECTICUT NOT TO SCALE ►Raj.Na 89-440 D^Tt:MARCH1990cHxo-ar• MRG ' W 8 HOV 17% G W ..THE � OJ SUMMIT' o ox � — w _ Ir SEE Ir : 1-- DETAIL A� V 6% � �. 7% I I% 6% gvGKLANO / ��o 1.5 OBE 0/0 �. 6 SITE 1> DETAIL ' e �� ° O I i to o � 3 "ly- 010 340 2 T � � 22% o p ,suco Ho HniS�'T,& ' ROA SUCKLAND HILLS DRIVE � � -- --•�— AgANT VALE. iY 17% v1�-SONS No.I STREET I / -6010 1 j co H 12 % h � J _ Y DETA 11. �A� FIG(URE N0. 5 °IO �� _ O YANG 6 /o h ROAO 00 NESTER. CONNECTICUT / O ` 0% o I DETAIL 'a' 2`3% `R` ARRIVAL m Z / !_ DISTRIBUTION Y 11 % 60% DRIVE ''�?,� PIONEER PLAZA co ?5%1 NQ2 REVISED E20 E90 MANC SITE RESTER CONNECTiCUT NOT 70 SCALE �*o mo 89_440 D^Tt:MARCH I99OCHKo a7. hRe we Hov 1_ Go W "THE SUMMIT" F. T-84 P w 41 SEE. �10 � DETAIL'A' 1 °° N 6% 00�0 // �� 010 6 r 84 26°{0 ocla-AND DRIVE DETAIL ' B ' 9% SITE 34% 0\0 7 % -bolo THE PAVILIONS 4T 2 % BUCKLAND HILLS �Op,O "SUCKLAND HILLS ° STREET gvx\ 0�5 NO 1 E P�-EASA Q 26 % 11% it % 3°� 6% ° 8% m � co Ix JQ- co H ~ o - 2% a Q' J Q 0 DETAIL W 35% FIGURE NO. 6 0�0 W f Q 6` ° MANCHESTER. CONNECTICUT N O / RDAD �a Z SEE DETAIL '8' 15% DEPARTURE DISTRIBUTION 40% �R,,, 38° PIONEER PLAZA V DRIVE N�3F REVISED m No 2 SITE `S�j 7.20-90 MANCHESTER CONNECTICUT NOT TO SCALE rN0 89-440•DATE=MARCH 199.00HKD.aY- 14 QG h W B HOV i + W » THE FE tl W- SUMMIT' A co r? y W SEE �.��� tooDETAIL/ `Ae �� �l ? j 245 24'�P Qp 0 .[-0* 39ti _ r:3a ? KLAND �y�ti�� Rs° N �G' DRIVE N tt6t 24 391106 br '7 � 21T139)-�uTt391-* DETAIL ' B ' 4 i 1- -i t - r 12 -56 T. , giz 24 ♦ t 'r THE PAVILIONS A y , � _— t-41�i a•° a BUCKLAND HILLS ` ♦ 4 r a f--s DRIVE °°y >i' ~a0 s 1 1 40 �—40 oj�D �1(~ BUCKLAND HILLS NO. 1 LLEY R t ti �.► STREET N w PLEASANT t 1 L r PA DRIVE ? Z 9a 107-► 4s F. 33z t r N N m t Lu NOTE: c OD cl: 0OW DIVERTED TRIPS co ~ H XXX PRIMARY TRIPS �J 2 4 Q J Y tiO O DETAIL FIGURE N0. 7 W r144�1g7 �R A L \ss O MANCN[iT[11. CONM[CTICUT N S -� � SEE • r �. ,� sa o P.M. PEAK HOUR DETAIL B o --� 41 � Zi �`' 14p SITE GENERATED TRAFFIC Q21T139121Tf39n `hti� Y o s q PIONEER PLAZA V ♦ REVISED DRIVE N�W, �� 7-20-90 MANCHESTER CONNECTICUT "0 2 SITE . a NOT TO SCALE P*C+NO 89-44O o4T104ARCH 1990c111c0 aY• (h QG m ' ' W8 HOV 4J + 1 = ,v 1 ~ o SUMMIT" • � W W SEE iDETAIL 'A* �/ ,,o �%e ` .� s got, ar 62)3y y c3 OPi s y� d, I'84 1 ♦ F �GKf-ANO �' f) *���y R''�DRtVE ri( Str(621155 ♦37M62) 0-54 3T3(62) , DETAIL ' B ' ? (206 t SITE rte �-54 'r )9 ���'-► to 'THE PAVILIONS l�T L °' '" {_7)7► c BUCXLAND HILLS j-lr j-12 4-12 DRIVE BUCXLAND HILLS No.I it �13j 4 j to, �pSpN-� Vpt- �9 t ,. ppv, N T t� - / �'REET r pL 1 L r OR�vE 9� 156 66 .t _ ♦ �. r a - r 48� ' O 4 Q7 Q NOTE:co ix 4 w H DOW DIVERTED TRIPS ' XXX PRIMARY TRIPS O � ? Z O DETAIL 'A' W FIGURE NO. 8 1-_ L£ w t Q _ r 93�3�Z R pp �S► �3Iy01� O MANCHESTER. CONNECTICUT I !, SEE r 9pV m°' o DETAIL 'B' � SATURDAY PEAK-HOUR y, a ;73(62)aT3c6� w O,Q�� ��� SITE GENERATED TRAFFIC v DRIVE =�' ��'�� �'�� .PIONEER PLAZA a �9 `h REVISED No.2 �� SITE '~� Y- 20-90 MANCHESTER CONNECTICUT '' NOT TO SCALE P*4 Ma 89-440 am[MARCH 1990 cmjco aY. M RG o 0 0 ' W 8 HOV '1 t N SUMMIT'S 84 aOe�y �°2 w3 k ° W SEE---I cr DETAI j irJr '� 9 �► A(t o 14 ass ♦« r'Ir 1 461 .f- tO T6oTTa� wI♦o q N��'� o' oo 1 t�N b f �SITE 44`r °`+ o `a 4 TO ����.•� o 1-84 vCKLAND t1 ' eDRIVE ob t21 _o 34 1j44♦ f� 253�DETAIL B 54 1333! I800 T tT4 6 * 'THE PAVILION 0T BUCKLANp HILLS pj i 8 �—a DRIVE Vries L �2s �229 '�a 566 4--85T LL K A� Tee-* BUCKLANO HILLS ♦ No. 'S r STREET j Is C O NN p1-EASAN� f^ t 1 zs PAv�t i VE N ^ A `ao~�e 1��a-► Aso (Vp y i 2T Y 342 r' N b t t� 0 tl o . n� 3 T Go cr. !r H 0 2 Q � ]C Q O DETAIL W e FIGURE NO. 9 A t..Tts rANCNESTEN. CONNECTICYT Ak— v>' ROAO —a 6e 6?-Jo ��*o`y SEE 4—S4 T49 2 y � 00 1991 P.M. PEAK HOUR DETAIL 'S' T49-+ 4 f o COMBINED TRAFFIC VOLUMES 'y Q N loos-►2s6-i =• �/ a -i o s,F �'* PIONEER PLAZA DR IVE t 3 RVISED N0.2 N ~ 7E20-90 MANCHESTER CONNECTICUT SITE NOT.-TO SCALE ►RCJ-NO.89-440 Dtl MARCH 1990cHKo ar• M R ♦„ q N 1 W8 HOV .ti'1 `6t n W "THE �OJ N SUMMIT a 84 W 1 4� cr SEE ` b 'file (� N DETAIL/ 1 4 4a tij zy �r j c e/P�•� �yo00 �e+ Ilk r N O 00 � AQ� ♦�?� � d t 4 OUCKLAND �► 84 g7 �0 R� I- DRIVE 0 a `'� 1 + G oa 20s0 N\\ DETAIL. ' B ' �tiT r 14i4"0 12 + 1 z r46C �^'ZCp9 � � 41 529 47 ain �a iT4-1 SST a THE PAVILIONS A,T o to �Tr RT a w L 1 AO 4T� BUCKLAND HILLS ♦ l� rI2 *-I2 i2 iT N ., 33 Et0 519 �tl o �+ BUCKLANO HILLS DRIVE601 vALLE'� i��► �52� -�, n NO. 1 s3 ti ais 4-692 1 4 336 Ni �, f r♦ ti ST r P\-EASA t 9T r%TOS PAv\R%�E « - 8A `". REET ? fl f N N s%% Q - �f 1366'•0lb N b f ••O o in o a O O A m f 1 q cc h H 1 j _ � J ]C DETAIL 'A' e W d 96 FIGURE NO. 10 1 \ Q 1057 NALIE ry �ti .te Q (..0 9s �1150 R M E E Op'p N s� YACNfTEN. CONNCTICUT TEE r a'3--a '3%2 - '� 1991 SATURDAY PEAK HOUR �p� 0 DETAIL �B� � C � < I3oa♦435� g OR Z o"p COMBINED TRAFFIC VOLUMES Y U DRIVE Np 3F R'b)f ~ REVISED PIONEER PLAZA a 1 m N0.2 0 7-20-90 MANCHESTER CONNECTICUT SITE NOT TO SCALE rAol NO. 89-440 µMWARCH 1990C141Co-sr, C'I lZG _ . H A W a a ' FUSS&O"N PREPARED CHECKED DATE PROJECTP '•a ® ' corL UIt7 v e1 gireem BY BY RB J.DATE -s-ao 'Dwo 3h1gD 84-9 (q91 PM SHEETNO $VGV..l.tocN'CS ST1 s-8¢ ES r2�*'�t'�S � °f 2 j. I-NTERSECT40N. GEOMETRY & VOLUMES IL S 84 =•B¢ _ l2� -L► ES E1C�T t9, 12 14 2. SIGNAL PHASING 2 3 4 114L> d : 1 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT •�•�•�•�••x-•�[••�•�••x•�•�•aF�••x•�•��••�•*�•�••rf•-x•�•�•3€•�•�•����•x-�••rE•:�•?F�.•�•�-•�•:><•>;•��•-�•�•�••rt••�:�•:�•�-•�•�-•�••�••rE-•�•�-�•�aF••r€-•��•�--rE•�-�•�••��-•�• INTERSECTION. . I-84 EB RAMPS/BUC}:LAND ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . ..^_-5-9i) TIME— , . . . . . . 1991 PM PEAK': COMMENT. . . . . . .EXTERNAL WIPMEY -------------------- VOLUMES EB WB NB SB E. SB TH 00 964 1261 i A . 0 RT 246 0 522 1 ti • - r, , t 12. 0 - 0 ------------------- -. ----__--------_.- ----- --- C .- ADJ ISTi 'E"11 FACC -., V.'E" _ GRADE HV ADJ PKG B'USE _ -L - ; =T A Y/N Nm Nh V WB c), 00 4.00 N ~ f. NB 0. 00 4. s_?0 N t r i r Y :. . _. SB _ ---t-)- — --4-i)i)---------{-�-----t—)-------_--_ _ ___—Y--------�--_---�---- SIGNAL SETT `v_S —'jam` r _ ,_), ~) L-i -_ LENGTH H 1 PH-1 PH-2 PH-3 PH-4 '--'H 3 PH-4 EB LT X hay_ L TH ! y RT X P- X PD F.D WB LT 'Sp, LT X TH TH X X RT RT PD PD --_--- - LEVEL OF SERVIC -- E LANE GRP. V/C G/C DELAY LOS APF. DELAY APP. LOS EB L 1 . 109 0. 409 86. 0 F fc. 9 F R O> 413 0. 408 i 9. 5 C NB T 0. 904 0. .323 -6.f D 59. i t E R 1 . 107 i_r, 323 100. 3 F SB L 1. 108 0. 170 1:=r5. 6 F 42. 9 E 25 . 526 --------�---------r----_t-)----------14-4--------------------- ------------ INTERSECTION: Delay = 59. 6 (sec/veh) V/C = : . ea LOS = E l.i l c v rZc��cT t-ta V�LJ(E UJE TO t"'QoCset4M t"SZ20�' FUSS&O'NBL = PREPARED DATE CHECKED DATE PROJECT NO. ® corlsating e!4neet'S BY BY R5 3 5 90 IDw $9-440 EXt"tM,K-a .% -. SHEETNO gUCKtt�.�]D ST� HoV t_.An.tES -1 of 2 1. INTERSECTION. GEOMETRY a VOLUMES Z 4 H.ay. �atiEs � ,Zy � Q N N J liJ - i 2. SIGNAL PHASING 1985 1-:CM: SIGNALIZED INTERSECTIONS SUMMARY REPORT •�••at••��•at-•�t••?��•it•at•�•�t•at•it•�-�••�t••�•�•�•at•a�at••�•�it•�•�t•�t•�•�t•�•�•a��•�t••�at•���•at•�••?i••it•�•at•at••�t•�•�•atat•�t••aE at•->4-it•�•�••�•�•x•�t••�••�•�•�••�-et•�•�••�••;:• INTERSECTION. . I-84 HOV LANES/BUCKLAND ST. AREA TYPE. . . . . OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . . 2-5-90 TIME. . . . . . . . . . 1991 PM F`EAf: HOUR COMMENT. . . . . . . EXTERNAL W2F`MEX VOLUMES GEOMETRY EB WB NB SB EB WB B `;B ar 1�.• r T l.4.13. _ 1 .. t}L.-T 1 -, _ -' L _ t r i_a t i = 12. 0 12. 0 T 12. 0 12. 2. 0 2. ---------------- --_.-----._--------f-----------x--t a .._ --------------•--•------------- ? ADJUSTMENT FACTORS GRADE iv A DJ P -`G BUSES F'HF PEDS PED. F-' ;•R { y Y/N Nm Nb Y/N a r~ Ci a_ 0. 92 Y h ��.. _. i_ 0. 92 = r ;�B t_a„ t.a t) 4. i_a t a � t_a t s a. 9 2' U Y h 1 0 t_a 0. 92 t_) Y = ,a S_�; ti. tyt�a 4. Gtj t� =- -------------------=--------SIGNAL I GNAL SETTINGS______—_—_—_CYCLE-LL7ti.' )'�-•'-•_ PH-1 F`N 2 F'H-3 PH-4 PH-1 PH-2 - EL LT X NB LT X TH ' TH X RT X RT PD PD WB LT SB LT TH TH X RT RT X PD PD ----------------------------- --------------------------------------------- LEVEL OF SERVICE _ � LANE GRF. V/C G/C DELAY LOS APP. DELA`! APP. L.O 1 EB L 0. 716 0. 110 47. 3 E 45. 6 Ei-- R t). 158 0. 110 36.8 D NB L t_a. 393 0. 823 4. 1 A 2. t) A T 0. 566 566 0. 823 2. 0 - A SB TR 0. 714 0.823 3.3 A 3. 3 A ----------------------------------------------------------------------.------ INTERSECTION: Delay = 4. 0. (sec/veh) V/C = 0.714 LOS = A FUSS&O-NEIUS PREPARED DATE CHECKED DATE PROJECT NO .J; ® c;onsa uV engmmeerS BY BY 3l��� Dwa shlio Sq qyo igcAl rm SHEETNO '$uCk�-A►.�D ' ST PA��c.teS ��ivC ( of 2 �. INTERSECT(ON GEOMETRY a-VOLUMES 1A !� c -.j c �— 5q 1'I1c I� ^�E— SLR A - v fi v- MSE FLOW 2. SIGNAL .PHASING 1'� 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT •*•�•.�•*•.�..�.•*••*•�••�•aE��•�••��•�••ac-•aE••�•*•�•��•�•�••a;•:�•��••;f•x•�•#�••�•�•��••�••�••;;�•�-a��•-x••�•�•�••�•��••�•aE••�••�•�•*���•�•�•��•�-��•x••��••x••a4• INTERSECTION-PAVILIONS DR. /BUCKLAND ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . . FUSS & O'NEILL, INC. DATE. . . . . . . . . . 2-5-c?O TIME. . . . . . . . . . 1991 PM PEAK COMMENT. . . . . . . EXTERNAL W3PMEX ------------ ` - IY- -" -----L---------`---�.._._---_-------- -------_-------- JOLI .=S GEOMETRY EB WB EB wD NB SB LT C 2��..7 t? 1 . 0 T 14. 0 L 9.4. o TH -:L r: . 1�. :.. 1 . 0 T 12'. T 12. C (_5 Cj 1 % i_a_k a RT is 598 544 ', s t-4 1 , is R 14. 0 T 14. i= RR 0 0 =' 0 12. `? 12. is 12. 0 1 . o J. 12. 0 12. 0 12. 0 U 12. 0 12. o .L- ---------------------..----------- A;`>>?USI-MEN;- FACTORS GRADE HV A rT:'.G BUSES PHF PEDS PED. BUT. ARR. TYPE m Nb Y/N min T EB 0. 00 4. 00 N 0 Y 22. 3 3 WB 0, 00 4. i:a0 i a 0, 9': 0 Y ^. . NB 0. 00 4. i 0 ;d c) -C-) 0. 93 :_a Y 11 . 1 4 SB 0. 00 0 4, 00 N t; ;? 0. 93 0 Y 1 1 . 1 4 ----------------------------------- --------------------------------------- S I GNAT_ S ETT T N S CYCLE LENGTH = 12c�a, c i PH-1 PH-2 PH-3 PH-4 PH-1 . PH-2 ' PH-3 PH-4 EB LT NB LT TH TH X RT RT X X PD PD WB LT X SLR LT X TH TH X X RT X RT PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. t-OS WB L 0. 910 0. 165 60. 3 F 39. 3 D R 0. 769 0. 316 31 .3 D � }rig T ia, 908 0. 618 17. 6 C 13. 6 B R 0.365 1 . 0(--)o c_a. o A SB L 0. 914 0. 118 6i. 3 F 10. 5 B T t-a, r 17 G, 768 5, 0 A -------------------------------------------------------------------------- INTERSECTION: Delay = 16. 4 (sec/veh) V/C = -{ '' LOS = C o.9oq coRt'Ec-TEE -vptwc DuE To P RO&R At,+ ERRo R FUSS&O' E[ PREPARED DATE CHECKED OATS PROTECT ri0. consulting of dir eem BY BY RE> 3 5�4d Dwo 3I"iIRO $�-44a - t9q P N1 . E)CT ev--t i 'SHEET NO PLS-'kS lL-EY �A'n TLt =-$4 t..�g E.;ciT ( of `Z I. INTERSECT.4ON.'GEDMETRY.a VOLUMES -�- 49 P1Easan..)T � l3� 2. SIGNAL PHASING 2 3 q' FUSS&O'NEI _ PREPARED DATE CHECKED DATE PROJECT•NO cgisL4*ig en it'eers BY BY �8 3�S�4od 7 89-94a mcil P E,KTEQ^lt�t.. SHEETNO. !BQCV-Lk--3*0 5T! VkULC'E -2D t4ILL. > I . of 2 1. INTERSECTION -GEOMETRY a VOLUMES : ytig3 �11 N � s _ /4' t t ti ti t4 'rZVA, Fece Fzow 2. SIGNAL-PHASING'- 5 6 7 8 i 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .PLEASANT V. /BUCKLAND H. /BUCKLAND ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 PM PEAK COMMENT. . . . . . .EXTERNAL W5PMEX -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 132 696 783 299 : L 14. 0 L 14. 0 L 14.0 L 14. 0 TH 252 797 834 493 : T 12. 0 L 12. 0 L 12.0 T 12.0 RT 681 201 749 122 : R 14. 0 T 12.0 T 12.0 T 12. 0 RR 0 0 0 0 : 12.0 TR 14.0 T 12.0 R 14.0 12. 0 12. 0 R 14. 0 12. 0 12. 0 12.0 12.0 12.0 ----------------------------- ------- ---- -------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (x) 111 YIN Nm Nb Y/N min T EB 0.00 4. 00 N 0 0 0. 93 0 Y 31 . 3 3 WB 0.00 4.00 N 0 0 0.93 0 Y 31.3 3 NB 0.00 4.00 N 0 0 0. 93 0 Y 25.3 4 SB 0.00 4.00 N 0 0 0.93 0 Y 25.3 3 SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X X TH X TH X X RT X RT X X PD PD WB LT X X SB LT X TH X X TH X RT X X RT X PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE �\ LANE GRP. VIC G/C DELAY LOS APP. DELAY APP. LOS EB L 0.864 0.092 64.6 F 38.0 D T _ 0.749 0.205 33.8 D R 0.961 0.475 34.3 D WB L 0.991 0.226 58.4 E 41.7 E TR 0.898 0.339 30. 0 D NB L 0.933 0.270 44.2 E 29.9 D T 0.994 0.256 43.3 E R 0.502 1.000 0. 1 A SB L 0.996 0. 180 74. 8 F 50.5 E T 0.906 0. 166 42.5 E R 0.318 0.257 23. 4 C ----------------------------7--------------------------------------------- INTERSECTION; Delay = 37.8 (sec/veh) VIC = 0. LOS = D O.993 \!41-LOE Due 7-0 P2ofs2At-7 E7et�2 FUSS&O'NEIL - PREPARED DATE CHECKED DATE PROJECT NO. •� oot suit!n9 iree z BY 1 BY fZT� sis,90 Mao 89-44o t 90(1 P1'11 SHEETNO Eth��tG- ST Pc+•�D ti PtI.G '�� t of 2 1. I•NTERSECTtON. GEOMETRY & VOLUMES H AILE 2•D W P T IZ I 12' � ��� •-� t t �a }¢? 2. SIGNAL PHASING- 2 3 q i i 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .HALE RD. /DEMING ST. AREA TYPE- - OTHER ANALYST. . . . . . . FUSS & O'NEILL, INC. DATE. . . . . . . . . . 2-5-9s0 TIME. . . . . . . . . . 1991 F''yl F•`E:AK COMMENT. . . . . . . EXTERNAL W1oPMEX ------ VOLUMES-3 . GEOMETRY EB WB :-`B SB n - c WB NB SB .1 - �` I 1 A.83' f 1 mot',+ `_-7}' i ("� . f") L 1: 12. 0 T 12. 0 7T TH 0 fi 4 .3 ,'1r' _ L__. c_; 12. 0 T 12. 0 TR 14. f RT 596 0 t) .. T 1 ... i.^_. G T 14. 0 RR C) r i 12. 0 12. 0 1 . t-) 12. 0 12. 0 12. 0 12.0 12. 0 12. 0 12. 0 ----------------------------- ES'•!"r FA^T:FRS---------------------------' DUw h1 GRADE HV D P :.'G BUSES r';-iF F'EDS F/'ED. BUT. ARR. TYPE f) - is, _ `yett/Nil i%:; - . - Yt N mi n T � i t.�ni iti� EB 0. 00 4. 00 ', ) r) 96 i; Y 18. 3 3 WB 0. 00 4. 00 N Q 0. 0 0 Y 1 S. 3 � NB 0, 0 i 4. 00 N 0 0 ci. 96 0 Y 8. 5 A. SB 0. 00 4. 00 N Cd 0 _;.96 0 Y 8. 5 3 ---------------------------_..---------------------------------------------- S I GNAL SETTINGS CYCLE LENGTH = 1120. 0 PH-1 PH-2 PH-. F'H-4, PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH TH X X RT X RT F'D F'D WB LT SB LT TH TH X RT RT X PD F'D / --------------------------------------------------------------------- LEVEL OF SERVICE _ LANE GRP. V/C G/C DELAY LOS APP. DELAY AF'F'. LOS EB L 0. 620 O. 183 37. 0 D 21. 2 C R 0. 723 0. 572 16. 3 C / NB L 10. 767 0. 356 30. 2 D 16. 4 C T 0. 173 0. 733 2. 7 A SB TR 0. 767 0. 344 28. 8 D 28. 8 D -------------------------------------------------------------------------- INTERSECTION: Delay = 22. 2 (sec/veh) V/C i-{ LOS = C Co2iZECTEU V I�Lu t "DO C, 'T-V PRoCsRA n ERRCF� . 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT at•�t•�•jt•at-��•�•���••�t•���(••��•x•�•aE•��••�(•a(••���(•�t•�•�••����•�yt•a��(••��•�t•�t••�•�•�••�t•x•it•�(•;t•�•at•�•�•a(•���••?t••�•�t••��•��(••��••�••�•�•��•a(•�• INTERSECTION- I-84 RAMPS:AVERY ST. /DEMING ST. AREA TYPE. . . . . OTHER ANALYST. . . . . . . FUSS & O'NEILL, INC. DATE. . . . . . . . . . ^-5-90 TIME. . . . . . . . . . 1991 PM PEAK' COMMENT. . . . . . . EXTERNAL W1IPMEX ----------------------------------------------------- VOLUMES . GEOMETRY EB WB NB SD : EB WB NB SD. LT 397 0 327 103 : L 12. 0 L 12. 0 L 12. 0 L TH 3 59 410 1151 . L 12. 0 TR 14. 0 L 12. 0 T 1 . RT 148 '4 -302 53 i" 14. �' 12. 0 T 1^. t:) T RR i? ? t:) t i i) . 1 . 0 12. 0 12. 0 1' , -------_------------- -------------------------- ADJUSTMENT FACTORS ------------- GRADE 'HV ADJ F'F::u BASE:S PHF PEDS PED. BUT. ARR. TYPE Y/N •!m Nb, Y/N mi rt T EB 0. 00 0 q., i?i? N ( 0 (_), 90 i? Y 27.3 3 WB 0. 00 4. i_?t-t N t_) r-) C). 9i i () Y 27. 3 Y 18. 3 4 SB-----t-??-t`?i --- �•--)----_.--`----------.-------(-•-------)----------i8-3----- 4 --- SIGNA.1 SETTINGS CYCLE LENGTH = r(J, is PH-'1 PH-2 17-H `3 PH-4 PH-1 PH-2 PH-3 �L F' i H-4 T EB LT X NB LT X X .TH X X TH X X RT X X, RT X X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD ---------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0. 777 0. 175 4 ). 6 E 40. 4 E T 0. 006 0. 283 23. 5 C WB L t.,. 588 0. 075 45.5 E 52. 1 Er TR 0. 772 0. 075 5f. 1 E NB L 0. 790 90 0. 142 44. 1 E 20. 8 C TR 0. 450 0. 517 10. 1 B SB L 0. 820 i?, 083 61. 5 F 21. 5 C T 0. 791 0. 458 18.8 C R 0. 054 0. 683 3. 4 A ----------------------------------------------- ----- ---------------- ---- INTERSECTION: Delay = 25. 6 (sec/veh) Vl-r" = 0. 766 LOS = D 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION- I-84 RAMPS/AVERY ST. /DEMING ST, AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 PM PEAK COMMENT. . . . . . .EXTERNAL W1IPMEX -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 397 70 327 103 : L 12. 0 L 12. 0 L 12.0 L 12. 0 TH 3 59 410 1151 : L 12.0 TR 14.0 L 12.0 T 12.0 RT 148 34 302 53 : T 14. 0 12. 0 T 12. 0 T 12. 0 RR 0 0 0 0 : 12.0 12.0 TR 14.0 R 14.0 : 12. 0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 --- -----------------------------ADJUSTMENT FACTORS --------------------------- GRADE HV ADJ PKG BUSES PHF PEDS PED, BUT, ARR. TYPE (%) (%) Y/N Nm NIA Y/N min T EB 0.00 4.00 N 0 0 0. 90 O Y 32. 8 3 WB 0.00 4.00 N 0 O 0. 90 t7 Y 32.8 3 NB 0.00 4.00 N 0 0 0. 90 0 Y 23. 8 4 4.00 N SB 0.00 ------------- ,------------90-----------Y------7------------- SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH PH-2 PH-3 PH-4 PH PH PH-3 PH-4 EB LT X NB LT X X TH X X TH X X RT X X RT X X PD- PD WB LT X SB LT X TH X TH X RT X RT X / PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L _ 0. 777 0. 175 40.6 E 40. 4 E / T 0.006 0.283 19.9 C WB L 0.588 0.075 45.5 E 47.2 E TR 0.772 0.075 48.5 E NB L 0.790 0. 142 44. 1 E 20.9 C TR 0.489 0.475 10.3 B SB L 0. 546 0. 125 39. 7 D 17.6 C T 0.791 0.458 16.3 C R-------0_054 0.683-------2 9 A - INTERSECTION: Delay = 23. 6 (sec/veh) V/C = 0.786 LOS = C FUSS&O�NSL . PREPARED DATE CHECKED DATE PROJECT NO. •� consulting er4treer5 BY BY 31 two 3h1�o S4-440 l`1a t P N't E�CT�R+�L�I- SHEETNO I�EYlii.tC� i �-» -ia LLAcr.�b TI�KE t of 2 I. INTERSECTION. GEOMETRY a VOLUMES tj4 Sri 13,02 rPccE P �Zt 1 4 14' -z 415 i. . 2: SIGNAL PHASING"' • .� l t � f � 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. . TOLLAND TPKE/DEMING ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & ❑'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 PM PEAK COMMENT. . . . . . . EXTERNAL , .y :-;,;F=` --------------------------------------------_-------------------.-----.-.----------- VOLUMES GEOMETRY EB WB NB SE. EB WB NB B _T 120 0 125 0 . L 12 a - 12. 1024 1302 L R 1='+. �.�. a. . s_: R t4. 0 RT 295 0 0 89 12.. ' — 0 12. 0 12. 0 1 -' 1 _______ ADJUSTMENT . FACT DF;S GRADE HV ADJ PPG BUSES `Hr �'':_: .r . BUT. ARR. TYPE: Y/N Nm Nb ; ,}.: EB c-a. 00 4. 0ci N 0 (D WB ii. i 0 4. 00 N 0 i) ?4 1 -7 NB 0. 00 4. c_)0 N 0 c? 94 B. a 4 SB 0. 00 4• i)o N 0 _� 9 . _ 4 ,. ;�. Et - ---------------------------SIGNAL SETTI ----------------. - - - -- - CYCLE LENGTH - PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH THil X X RT X RT PD c:•�j WB LT SB LT TH TH X RT RT Y PD PD LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0. 448 0. 170 34. 8 D 26. 9 D R 0. 614 0. 318 23. 7 C NB L 0. 690 0. 115 45. 5 E 7. 3 B / T 0. 401 0. 747 2. 6 A SB TR 0. 687 0. 598 9. 3 n 9. 3 B ------------------------------------------------------------------------ INTERSECTION: Delay = 11 . 0 (sec/veh) V/C = 6. 4;prt LOS = B o.wal �oc2¢Ecz�.D �lr�w� -Doe -ro ER2oiZ 1FUSS&O'NEI PREPARED DATE CHECKED DATE -PROJECr.KO. OOnsal ng-engireerS BY BY 2�S 3�sI4v two al-il�o $q.440 1 a g 1 P M �XTrr'Qt�1�!1. SHEET NO. To�Lf�wD "iPt� 'CP�1�� � ST1 5-04 68 ;aA-r'��S I. INTERSECTION -GEOMETRY & VOLUMES � FfLEt Fc.cw kv r. ��l� 3 84 t-C3 • s �z• � air' ✓� - ! gi• • Its �► "{ZjLC-MAD - �z� (UG3 7 SDI -� a ti t4 341 az3 sr 177- 2. SiGNAL,PHASING- i .--f 1 i 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .TOLLAND TPKE/OAKLAND/I-84 EB RAMPS AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 PM PEAS; COMMENT. . . . . . .EXTERNAL W13PMEX -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 721 215 341 260 : L 12.0 L 12.0 L 12. 0 L 14. 0 TH 571 528 323 146 : L 12.0 T 12.0 T 12.0 T 14. 0 RT 350 74 311 339 : T 12.0 TR 14.0 R 14.0 R 14.0 RR 0 0 0 0 : TR 14.0 12.0 12.0 12. 0 12.0 12.0 12. 0 12. 0 • 12.0 12.0 12.0 12. 0 --------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0. 00' 4.00 N 0 0 0.96 0 Y 26.8 4 WB 0.00 . 4.00 N 0 0 0.96 0 Y 26.8 4 NB 0. 00 4.00 N 0 0 0. 96 0 Y 29. 8 3 SB 0.00 4.00 N 0 0. 0.96 0 Y 29. 8 3 ------------------------------- ---=----;---------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 126.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X X TH X X TH X X RT X X RT X X X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD ----------------------------- ----------------------------------------- =--- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS / EB L 0.896 0.258 41.4 E 35.0 D TR 0.908 0.308 30.0 D WB L 0.906 0. 148 61.8 F 42.2 E TR 0.890 0. 198 35.3 D NB L 0.787 0.269 37. 1 D 34.4 D T 0.905 0.211 44.7 E R 0.564 0.358 20.8 C SB L 0.906 0. 167 58.0 E 28.3 D T 0.744 0. 108 41.3 E R 0.220 1.000 0.0 A INTERSECTION: Delay = 35. 1 (sec/veh) V/G = 0.906 LOS = D FUSS&O`NEI t PREPARED DATE CHECKED DATE PROJECT r DOC15(.ilting engtl'eery r R 5 3�5140 317190 84-940 1�'1g1 PM C-ot-RS 1►JE17. SHEE NO STi =-iB4 Ee> F-pri-X S I of 2 1. INTERSECT40N. GEOMETRY & VOLUMES CNN Es E1C+T E►.TI'��c'£' . Z 0 +004 52 i 14 00 2 5 2. SIGNAL PHASING j 1985 HCM: SIGNALIZED 'NTERSECTION'= SUMMARY REPORT INTERSECTION. . I-84 EB RAMF'S/BUCk::LAND ST. AREA TYPE. . . . . OTHER ANALYST. . . . . . . FUSS & OfNEILL4 INC. DATE. . . . . . . . . . 2-5-90 TIME. . . . . . . . . . 1991 PM PEAK COMMENT. . . . . . . COMBINED W 1 F-MCC VOLUMES * ___—_; �}�3ET``.`'__________________ E B WB t�B SB tip: , . _ _ %._ .: SE LT 139 i t} 0 = - ; a L 1 ITH 0 0 1004 13:-)6 L 12a _ 1�. 0 RT 246 0 521 0 R 4. '_' 12. � . } 12 s a _l 1 2 f-} . - :.._. ice.. _: ;� i�r S} GRADE HV ADJ Pt::G D iSti:c F E rc = }a B:T a T ARR. TYPE T'7 (%) /t ) `t'/N Nrn Nb . %i'� t�:in i EB 0.00 4. 0t' N 0 �7 :'a 9 i i) �'r 255 .l 'r � � � ia.3• 3 WB 0� L�_} 4. Z 0 N 0 0 f7. t�'r1 C: `} Y 1 3 NB 0,00 4, 00 N 0 '1 ci y 12 ------------------------------------------------------- ! SIGNAL SETTINGS CYCLE LENGTH = 120' . 0 PH-1 ' PH-2 PH-3 PH-4 F'H-1 PH—^ PH-3 PH-4 EB LT x NB LT TH TH x RT x RT x PD PD WB LT SB LT x TH TH x x RT R T PD PD ------------------------=-- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 1. 115 0. 4.12 88. 9 F 78. 5 F R 0. 409 0. 412 19. 2 C NB T 0. 949 0.320 41 . 8 E 63. 3 F R 1. 115 0.320 104. 7 F SB L 1 . 119 0. 168 111 . 0 F 44. 4 E T 0.757 0. 522 1.5. ' C -------------------------------------------------------------------- INTERSECTION: Delay = 61 . 2 (sec/veh) V/C = ^r LOS = F /. /Z Go,e2EeTED VAt�C c�vE TD /�i"zo 6 2Q-r� EQ¢o R �' -- FUSS&O-NEIL = PREPARED DATE CHECKED DATE PROJECT NO- consulting engineers BY BY 17hO B9_440 Igct j P -n GotoValb l 1b SHEETNO SVC�Lt_t�.i.]O ST j ko�/ L-aTaES I °f r 2 1, INTERSECTION. GEOMETRY a VOLUMES 1 4 J H-ov. I_A.%.GS to 13 --►- 4 I 3 Z 375 �5o z4 Z "- — — Z401 2. SIGNAL PHASING i 1 1985 HCM: SIGNALIZED INTERSECTIONS -~ SUMMARY REPORT N� INTERSECTION. . I-84 HOV LANES/BUCKLAND ST ****************** N� AREA TYPE. . . . . OTHER ^ ANALYST. . . . . . . FUSES & O'NE ILL, INC DATE. . . . . . . . . . 2-5-90 ~ @� TIME. . . . . . . . . . 1991 COMMEN PM PEAK HOUR T. . . . . . . COMBINED W2PMCO N� VOLUMES : --------------------- m� EB WB ��B SB : EB WB GEOMETRY LT 125 O 23 0 : L 13 0 12 0 L NB SB � TH 0 0 2378 1931 : R 12^ 0 12^0 � 14^ 0 RT 24 0 0 135 : 12^0 12^0 T 12^ 0 TR 14^ O RR 0 0 0 0 : 12^ 0 12^ 0 T 12^ 0 12^ 0 , . 14. 0 12 C 12. 0 12. 0 12 '0 12. 012. 0________12. 0 12^ 0 ADJUSTM FACTORS -- N� 8|/ADE H . AD �KG BUSES PHF PEDS PED^ BUT. ARR^ TYpE Y/N Nm Nb EB 0, 00 4. 00 N 0 0 0 92 0 Y/N min T WB O 00 4 00 N ^ Y 22 3 3 NB 00 0~00 4 ^ N 0 0 0^ 92 ' 0 Y 22^ 3 3 =~ ` . . o 0 0. 92 0 Y SB 0. 00 4. 00 N 0 0 ~ 8^8 4 --------------------------- PH . ` 0. 92 0 Y 88 4 �____-______________._____.________ _1 pH 2 pH SIGNAL SETTINGS CYCLE LENGTH = 1---- - _J PH-4 �". v Eq LT X - ' ' ' PH-1 PH-2 PH-3 pH-4 TH NB LT X Q� RT X TH X PD RT WB LT PD TH 8B LT N� RT TH X ~^ PD RT X ---________________________________________PD________________________ LEVEL OF SERVICE ----- EB LANE GRP. V/C G/C DELAY LOS APP. DELAY y L 0. 727 0. 108 48 2 E APP~ LOS R 0. 161 0. 108 36^ q D 46^4 E NB L 0. 393 0. 825 4^ 1 A 2. 1 ' 0. 580 0. 825 2 A 0 A ^ N� SB______TR______0. 728___0.825_______3^4_____ A 3. 4 A ION: Delay 4= 1 (sec/ h> ------------------------------ INTERSECT ~ ve V/C = 0. 728 LOS = A , ' �� r 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT iE�E••JE•x••JE•9F•Jf•dE•-Jf••)4••3F iE di•iF•JE••It••!E di••JF•4E•iF•4F iFiE•iF�E•iF#•JE iF•lF•3F•3E••Ji-5k••JE•3f••3E•9f•dFiF�E•dE•9E••!t•if•9F ibd4•dF�F•4t•dE•�f••3F•iE iFiE••3E lE•9F•k-•lE•7E•ii••34••Ji•?F•3E�•:#-�•yd•?i INTERSECTIOiN. . PAVILIONS DR. /BUCKLAND ST. AREA TYPE. . . . . OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. I DATE. . . . . . . . . . 2-5_90 T IME. . . . . . . . . . 1991 PVI PEA[:..' COMMENT. . . . . . . COMBINED W3F`MCO Vt=LU 9`S GEOMETRY Eli k W NB SE,, . EB WB 3 LT 0% 2`2 i) 17 9 . NL 1�.. c} L 1 1, i� T J.4. i_J - TH 0 0 1956 1906 . 12. 0 R 11 . 0 T 1.2. 0 RT 0 598 544 i-J 12. 0 R 13. 0 R 14. F: i i; . 12. 0 12. 0 12. i? e 12. 0 12. 0 12. 0 12. 0 :...._ -.-_._.__... ADW USTMENT FACTORS GR IDE ALi F} G BUSES FHF FEriS PED. ��T. i- i. - t!...:..:.: f) (a; Y/N him Nb Y/N min ED i-). Or) 4. 00 N iJ 0 0. 93 iJ Y 2 12.. 3 _i LAB €=J. i?t_J 4.'i-)!i N i) 0 0. 93 0 Y NFL i r, t Ji 1 4. 010 N 0 0 0. 93 0 Y 1 1 . 1 14 SB 0. 00 4. 00 N 0 U ', 0. 93 U Y 1 i . 1 4 : . -----------------------------------L.-------------------------------- ----------- SIGNAL SETTINGS CYCLE L E NGI TF _-y ' F`H-1 F'H-2 PH-3 PH-4 PH-1 PH-2 ='H---7 EB LT NB LT TH TH X RT RT X X PI) PD WB LT X SB LT X TH TH X X RT X RT ---_-c- PD ----------------------------------------------------------------- --LEVEL OF SERVICE LONE GRF`. V1C G/C DELAY LOS - APP. DELAY API LOS WB L 0. 929 0. 162 64. 1 F 41 . :i E R 0. 784 0. 310 32. 2 D NB T 0. 929 0.623 18.7 C 14. 7 B R 0. 365 1 . 000 0. 0 A SR L 0. 933 0. 115 71. 8 F 10. 8 B T 0. 731 0. 772 5. 1 D --------------------------------------------------------------------------- INTERSECTION: Delay = 17. 2 (sec/vets) V/C = '-' ? LOS = C 0.9 t9 CD,21ZtGTE-D vALuc r FUSS&O'NFJ PREPARED DATE CHECKED DATE PROJECT NO. consuffing' o . 3 s *�, SHEET NO PLeV,,S A�iT Q 0,U-.EY 'm tz�Pm -$4 w8 E`+��T ( of 2 I. INTERSECT40NAE6METRY.8 VOLUMES f f fi PLEASskr..�T � v A C—f Iq . m N `� 2. SIGNAL PHASING I 2 3 4• 5 . ry _ 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ************************************************************************** INTERSECTION. . PLEASANT VALLEY RD. /I-84 WB RAMPS V� AREA TYPE. . . . . OTHER ANALYST. . , . . . .FUSS & O'NEILL, INC. N� DATE. . . . . . . . . . 2-5-90 ~~ TIME. . . . . . . . . . 1991 PM PEAK HOUR � COMMENT. . . . . . . COMBINED W4PMCC VOLUMES : GEOMETRY EB WB NB SB : EB NB SB LT 0 1339 124 0 : T 14. 0 L14' 0 � 12. 0 TH 786 461 0 0 : TR 14. 0 L 13. 0 R 14. 0 12. 0 U� RT 181 0 251 0 : 12. 0 T 15. 0 12. 0 12. 0 RR 0 0 0 0 : 12. 0 12. 0 12. 0 12. 0 12. 0 12. 0 12. 0 12. 0 U� ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PE�. BUT. ARR. TYPE Y/N Nm Nb Y/N min T EB 0. 00 4. 00 N 0 0 0. 87 0 Y 12. 3 3 WB 0. 00 4. 00 N 0 0 0. 87 0 Y 12. 3 3 NB _ 0. 0 4. 00 N 0 0 0. 87 0 Y 25. 0 3 SB 0. 00t 4. 00 N 0 0 0.87 0 Y 25. 0 3 ---------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120. 0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT NB LT X N� TH X TH RT X RT X PD PD WB LT X SB LT ... TH X X TH RT RT PD PD ~- -_________________________________________________________________________ LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP, DELAY APP. LOS ' @� EB TR 0. 983 0. 308 48. 3 E 48. 3 E WB L 0. 981 0.469 37.6 D 28. 5 D T 0.330 0.828 1 . 9 A NB L 0. 983 0. 081 94.3 F 37. 4 D R 0. 304 0.592 9. 3 P. __________________________________________________________________________ INTERSECTION: Delay = 35. 6 (sec/veh) V/C LOS = D �� - ,,•a - FUSS&0'NEI(. a PREPARED DATE CHECKED, DATE -, PROJECT NO. ..� - oortaAtit engineers BY BY RZ 3 elo Dwo 3h ° $4-990 Go t�18 t ti1"� SHEET NO. of 2 �. INTERSECTION 'GEOMETRY & VOLUMES �7Y AV 3zRtjl k zsl N 00 �-- 7.r4- l3G'XLSAw F /L, � IL' 8(luccM�D /gt• -i N.�us ¢o ' 1 132 8 G77 �, .. .... 4 p t2 ti i2 14 :T Z 4 ZS FeEEW . 2. SIGNAL PHASING- t 5 6 7 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .PLEASANT V. /BUCKLAND H. /BUCKLAND ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. , . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 PM PEAK COMMENT. . . . . . .COMBINED W5PMCO ------------------------------------------------- ' VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 132 754 783 329 : L 14. 0 L 14. 0 L 14.0 L 14. 0 TH 267 834 BOB 484 : T 12.0 L 12.0 L 12.0 T 12.0 RT 677 251 836 122 : R 14. 0 T 12.0 T 12.0 T 12. 0 RR 0 0 0 0 : 12.0 TR 14.0 T 12.0 R 14.0 • 12.0 12. 0 R 14.0 12. 0 12.0 - -------------------------------.--1-----------1 - 0 --------- --- -------1 - ADJUSTMENT FACTORS - ' GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0. 93 0 Y 31•.3 3 WB 0.00 4.00 N 0 0 0. 93 0 Y 31 . 3 3 NB 0.00 4. 00 N 0 0 0.93 O Y 25.3 4 SB - 0.00. 4.00 N 0 0 0.93 0 Y 25.3 3 --------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD PD ' WB LT X SB LT X TH X TH X RT X RT X PD PD LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.922 0.086 76.9 F 39.6 D T 0.810 0.201 37.3 D R 0.954 0.476 33.2 D WB L 1.004 0.242 59.8 E 43.9 E TR 0.941 0.353 32.9 D NB L 0.916 0.275 41.8 E 29.0 D T 1.005 0.245 46.2 E R 0.560 1.000 0.2 A SB L 1.007 0. 196 75.7 F 51.0 E T 0.890 0. 166 41.0 E R' 0.325 --0.252------23.8- C------------------ --- ---------------------------------- INTERSECTION: Delay = 38.4 (sec/veh) V/C = LOS = D /.005 Gorerr�ci�"D �l4�ut t7 vE 7L> P2o6i2A-M EI?rP0lE' 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-! IDENTIFYING INFORMATION ------------------------------------------------------ AVERAGE RUNNING SPEED, MAJOR STREET. . 35 PEAT: HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . 1 AREAPOPULATION. . . . . . . . . . . . . . . . . . . . . . 150000 ' NAME OF THE EAST/WEST STREET. . . . . . . . . WEST SITE DR. NAME OF THE NORTH/SOUTH STREET. . . . . . . SLATER ST. NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . FUSS & O`NEILL, INC. ;ts-j�' 3i slao DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 3-5-90 M-= 3I'►�Ro TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . 1991 PM PEAK OTHER INFORMATION. . . . COMBINED INTERSECTION TYPE AND CONTROL ---------------------------- ---------------------------------- INTERSECTION TYPE: T-INTERSECTION i. MAJOF. STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ----------------------------- ---------------------------------------- EB WB NB SB LEFT -- THRU -- 0 291 323 / RIGHT -- 0 7 0 NUMBER OF LANES ----------------------------------------------- --------------------- EB WB NB SB LANES -- 1 1 ! ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- ' PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND ---- --- --- WESTBOUND 0.00 90 20 N NORTHBOUND 3. 00 90 20 N SOUTHBOUND 0. 00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ------------- ------------- EASTBOUND --- -- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED -SIGHT DIST, FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS WB 5.70 5.70 0. 00 5. 70 ' MAJOR LEFTS SB 5. 10 5. 10 0.00 5. 10 MINOR LEFTS WB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION / ----------- ----------- NAME OF THE EAST/WEST STREET. . . . . . WEST SITE DR. NAME OF THE NORTH/SOUTH STREET. . . . SLATER ST. ' DATE AND TIME OF THE ANALYSIS. . . . . 3-5-90 ; 1991 PM PEAK OTHER INFORMATION. . . . COMBINED i 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 (pcph) c = c — v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET WB LEFT 9 382 362 ` 382 > 374 ; B > 382 > 374 >B RIGHT 0 763 763 > 763 > 763 > A MAJOR STREET SH LEFT 0 872 872 872 872 A IDENTIFYING INFORMATION ------------------------------------------------------------------ --- NAME OF THE EAST/WEST STREET. . . . . . WEST SITE DR. NAME :OF THE NORTH/SOUTH STREET. . . . SLATER ST. DATE AND TIME OF THE ANALYSIS. . . . . 3-5-90 ; 1991 PM PEAK OTHER INFORMATION. . . . COMBINED FUSS&O�NB - PREPARED DATE I CHECKED DATE PROJECT NO. ••� oons Itit engif teem BY BY RB 3�5��, awo 3�7�0 SHEET NO /,�JGCG /:�.H.cLs D.2,f ffALS JZ'L./`JLA iFIZ =T, °f 2 1. INTERSECT'-ION. GEOMETRY & VOLUMES co 0 D 0. 70 r/.4I.L Z DAA Ir44 17& - ZS 3—)t 2. SIGNAL. PHASING ' FUSS&O-NEULt. PREPARED DATE CHECKED DATE PROJECT '•� ' CO(ZSU*v eIX, freers 8Y BY R.-13 I oqo u ahho P-PAD ® Al zr, Xsf Si7r De,vc ( of L I-NTRRSE=OU GEOMETRY a VOLUMES r 5`1 .s' 63 ¢ sysf 28Q ` f . 3► 0 28 ' 40 . ......... 2. SIGNAL PHASING FUSS&O'NEIL . PREPARED DATE CHECKED DATE PROJECT NO. ' consUlttng erQineers BY BY St4T coN�F:,tNCD SHEET NO BVC'.�Gt_AtJO ST� KoV t_Ac,�-lES ( of 2 (. INTERSECTION. GEOMETRY 8c VOLUMES y�3 V l T Q y H.t�•v. t,.A�ES � t3' 153 1T 16� ,.,,� 14 J7 Z454 iT N N Q 2. SIGNAL PHASING 1 ' 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. . I-84 HOV LANES/BUCKLAND ST. AREA TYPE. . . . .OTHER- ANALYST. . . . . . .FUSS_ & O'NEILL, INC. DATE. . . . . . . .. .2-5-90 TIME. . . . . . . . .. 1991 SAT PEAK. COMMENT. . . . . . .COMBINED W2STC0 ------------------------------------------------------------------------ VOLUMES GEOMETRY EB WB NB SB : EH WB NB SB LT 153 0 17 0 : L 13.0 12. 0 L 14.0 T 14. 0 TH 0 0 2484 1426 : R 12.0 12.0 T 12.0 TR 14.0 RT 14 0 0 163 : 12.0 12.0 T 12.0 12.0 - RR 0 0 0 0 : 12.0 12.0 T 14.0 12.0 12.0 12. 0 12.0 12.0 i- 1- i- 0 120 ------------------------------------------------------------------------- -- ADJUSTMENT FACTORS 1 GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.95 0 Y 22.3 3 WB 0.00 4.00 N 0 0 0.95 0 Y 22.3 3 NB 0.00 4. 00 N 0 0 0. 95 0 Y - 8.8 4 SB 0.00 4.00 N 0 0 0.1�5 0 Y 8.8 4 -------i--------- ---------------------------------i- ------------------ SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH TH X RT X RT PD PD WB LT SB LT TH TH X RT RT' X PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.636 0. 147 31. 1 D 30.6 D R 0.067 0. 147 25.2 D NB L 0.212 0.764 2.5 A 3.2 A T 0.634 0. 764 3.2 A SB------T-------0------ 0_764 -------?------A-----------------------A---- INTERSECTION: Delay = 4. 1 (sec/veh) VAC- = 0.634 LOS = A FUSS&O'tVF�iL i - PREPARED DATE CHECKED DATE PROJECT NO 1 Jjoconsulttng engtreem SY - BY. • i 9 91 s ITT c,oc�ra I�cD SHEET NO $uGtGt_AND ST PAvtttotitS �Q.vE I of 2 tINTERSECTION GEOMETRY &•VOLUMES_ . 0 LU S N k— 7 /3 �p.�ctud�s �e _ ZL FCLE E FLOW 2. SIGNAL PHASING ` d > x. .j . 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .PAVILIONS DR. /BUCKLAND ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. &. . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W3STCO ------------------------------------------------------------------------ VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 0 311 0 272 : 12.0 L 11.0 T 14.0 L 14.0 TH 0 0 1857 - 1278 : 12.0 R 11.0 T 12.0 T 12.0 RT 0 697 806 0 : 12.0 R 13.0 R 14.0 T 14.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12. 0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.94 0 Y 22.3 3 WB 0.00 4.00 N 0 0 0.94 0 Y 22.3 3 NB 0.00 4.00 N 0 0 0.94 0 Y 11. 1 4 SB 0.00 4.00 N 0 0 0.94 0 Y 11. 1 4 ----------------------------------------------------T--------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT NB LT TH TH X RT RT X X PD PD WB LT X SB LT X TH TH X X RT X RT PD PD -------------------------------------------------------------------------- �? LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS WB L 1 . 047 0. 194 81 . 3 F 42. 5 E R 0.919 0.392 29.0 D NB T 1. 048 0.519 41.8 E 29.2 D a R 0.534 1.000 0.2 A SB L 1.052 0. 153 87. 8 F 18. 1 C --------T-------0_522---0_717 A---------------- -------------------------- INTERSECTION: Delay = 29.0 (sec/veh) VYC = 4----w0 LOS = D /049 Co2lLECTEV V41.vc Dv5 TU Prto&fr-* -7 tTLQoR FUSS&O'NBLU PREPARED DATE CHECKED DATE PROJECT HO. •� C�OfLUlttYlg engU' eery BY 8Y' ' RJ'$ 3JS✓9b . �cuo. 3l�� $J'g`�a • l Of at l S kT ,Gb vm 10.4 ED SHEET NO Pt.E1P�S AcIT �[ tt EY T2 C-a N'fl S-$Q C�g E�u'i" I of 2 1. INTERSECT40N.'GEOMETRY.& VOLUMES .Pcr_ashNT' "� 15' V�k LEY r l3� � 13` 2. SIGNAL PHASING' R, 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .PLEASANT VALLEY RD. /I S4 WB RAMPS AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . .. . 1991 SAT PEAK COMMENT- . . . . .COMBINED W4STCO ----------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB ; EB WB NB SB LT 0 1529 112 0 T 14. 0 L 13. 0 L 14. 0 12.0 TH 519 480 0 0 TR 14.0 L 13.0 R 14.0 12.0 RT 152 0 360 0 : 12. 0 T 15.0 12. 0 12.0 RR 0 0 0 0 12.0 12.0 12.0 12.0 12. 0 12.0 12.0 12. 0 12.0 1 - 1 - 7 ----- --------------------------- - -------- -- -------- -- ----------- --- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0. 82 0 Y 9.3 3 WB 0.00 4.00 N 0 0 0.82 0 Y 9. 3 3 NB 0.00 4.00 N 0 0 0. 82 0 Y 19.5 3 SB 0.00 . 4.00 N 0 0 0.82 0 Y 19.5 3 ------- --------- ------------------------------------------------------ SIGNAL SETTINGS CYCLE LENGTH = 90.0 EB LT PH-1 PH-2 PH-3 PH-4 PH PH-2 PH-3 PH-4 NB LT X TH X TH RT X RT X PD PD WB LT X SB LT TH X X TH RT RT PD PD ----------------------------- ----------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB TR 1. 063 0. 211 71 . 3 F 71. 3 F WB L 1.057 0.528 50. 1 E 38.6 D T 0.374 0.806 1.9 A NB L 1.055 0. 072 112.7 F 31. 1 D r---------------- 0_41 ----0�656--------------------------------------------- INTERSECTION: Delay - 44. 4 (sec/veh) VAC = LOS = E x G012T2.EC7�"'1� �,t}Lv E !7 v E T'D /�TLo6 fL1'r'l �'R2o R ® FUSS&O'NEI PREPARED DATE - CHECKED; :.'DATE' ' _;PROJECT 4M0w '.3 consafng Gr-4reers BY BY Rj$ 3��`co Dwa 1�i190 ` , $q.94b - tq°l� Spn GoM$1�1E� .SHEET NO. $�c�ci_ara Sri 141"S I . of 2 I. INTERSECTION-'6EOMETRY $ VOLUMES N /9' S •�' ' �¢' Bvckc�a ¢o Z4-3 Z. SIGNAL PHASING*' i 1 5 6 7 8 i f � 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .PLEASANT V. /BUCKLAND H. /BUCKLAND ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W5STCO -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 47 767 955 403 : L 14. 0 L 14. 0 L 14. 0 L 14.0 TH 357 967 531 295 : T 12.0 L 12.0 L 12.0 T 12.0 RT 470 296 987 83 : R 14.0 T 12. 0 T 12.0 T 12.0 RR 0. 0 0 0 : 12.0 TR 14.0 T 12.0 R 14.0 12.0 12.0 R 14. 0 12.0 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED, BUT, ARR. TYPE (ti) (%) Y/N Nm Nb Y/N min T EB 0.00 4. 00 N 0 0 0. 87 0 Y 31.3 3 WB 0.00 4.00 N 0 0 0.87 0 Y 31.3 3 NB 0. 00 4.00 N 0 0 0.87 0 Y 25. 3 4 SB 0.00 4.00 N 0 0 0.87 0 Y 25.3 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH PH-2 PH-3 PH-4 PH PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0. 452 0.067 32.6 D 47. 0 E T 1. 126 0.207 94.8 F R 0.669 0.503 12. 1 B WB L 1. 125 0.234 97.5 F 79.2 F TR 1. 109 0.373 68. 1 F NB L 1. 107 0.297 84. 1 F 50.7 E T 1. 128 0. 153 83.5 F-1 R 0.707 1.000 0.7 A `' SB L 1. 129 0.229 110.0 F 97. 1 F T 1. 123 0.086 100.5 F R 0.391 0. 152 22.7 C INTERSECTION: Delay = 65.4 (sec/veh) V/C = LOS F i/Zq corr ec-p-D \,<AGuE Dwe 7D /Pj2oCr2AN1 CWZOR 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 �j IDENTIFYING INFORMATION --------------------------------------------------------------------- OVERAGE RUNNING SPEED, MAJOR STREET. . 35 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . 1 AREAPOPULATION. . . . . . . . . . . . . . . . . . . . . . 150000 NAME OF THE EAST/WEST .STREET. . . . . . . . . WEST SITE DR. NAME OF THE NORTH/SOUTH STREET. . . . . . . SLATER ST. NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . FUSS & O`NEILL, INC. �Li� -stsi4o DATE OF THE ANALYSIS (inm/dd/yy) . . . . . . 3-5-90 4p TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . 1991 SAT PEAK OTHER INFORMATION— * COMBINED INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T—INTERSECTION MAJOR, STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB LEFT -- 12 0 0 THRU -- 0 277 315 RIGHT -- 0 12 0 NUMBER OFLANES— — -------------------------- --------------------------- EB WB NB SB ------- ------ ------- ------- LANES ADJUSTMENT FACTORS Page-2 -------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ­----- ---------- ---------------- ----------------- EASTBOUND ----- --- --- WESTBOUND 0.00 90 20 N NORTHBOUND 3.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS -7--------------------------------------------7---------------------- = TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS WB 5.70 5.70 0. 00 5. 70 MAJOR LEFTS SB 5. 10 5. 10 0. 00 5. 10 MINOR LEFTS WB 6. 80 6. 80 0. 00 6.80 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET. . . . . . WEST SITE DR. NAME OF THE NORTH/SOUTH STREET. . . . SLATER ST. DATE AND TIME OF THE ANALYSIS. . . . . 3-5-90 ; 1991 SAT PEAK OTHER INFORMATION. . . . COMBINED R t CAPACITY AND LEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- : POTEN- ACTUAL FLOW- TIAL MOVEMENT SHAFTED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET WB LEFT 13 393 393 > 393 > 380 > B > 393 > 380 >B RIGHT 0 774 774 > 774 > 774 > A MAJOR STREET SB LEFT 0 881 881 881 881 A IDENTIFYING INFORMATION ----------- ----------- NAME OF THE EAST/WEST STREET. . . . . . WEST SITE DR. NAME OF THE NORTH/SOUTH STREET. . . . ; SLATER ST. DATE AND TIME OF THE ANALYSIS. . . . ._ 3-5-90 ; 1991 SAT PEAK OTHER INFORMATION. . . . COMBINED ✓ • considting engineers 8Y BY RSA 31s1<ro D� 3li�o ' /99/ vR7Av PE�4K •Go�QitlED SHEET Ho /?vLCGANi�.N.�cS 'DrZ,�f/i¢LS 7zD.�SLr4?�7z ST of 2 I INTERSECT40N. GEOMETRY. Y & VOLUMES 1� o _.3._ '4' t141-6 �1zlVE /Zr �y o tD 5 O 7 Z 077 $/afer S�e�-f 2. SIGNAL PHASING R� w 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .BUCKLAND HILLS/HALE RD. /SLATER ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .3-7-90 TIME . . SAT COMMENT . . . . .COMBINED ---------------W7STCOI����� - ------- VOLUMES ------------------- GEOMETRY EB WB NB SB : EB WB NB SB . LT 0 87 205 1 : LT 12.0 LT 12.0 LTR 15.0 LTR 15.0 TH 1236 1182 0 1 : TR 14.0 TR 14. 0 12.0 12.0 RT 228 0 72 1 : 12.0 12. 0 12. 0 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12. 0 12. 0 12. 0 12.0 a 12.0 12. 0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT, ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4. 00 N 0 0 0. 90 0 Y 9. 6 4 WB 0.00 4.00 N 0 0 0.90 0 Y 9.6 4 NB 3. 00 4. 00 N 0 0 0.90 0 Y 15.3 3 SB 0.00 4.00 N 0 0 0.90 0 Y 15. 3 3 -------T-------------------------------------------- -------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-i PH-2 PH-3 PH-4LT X NB LT X TH X TH X RT X RT X PD PD WB LT X X SB LT X TH X X TH X RT X X RT X PD PD ---------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB LTR 0. 963 0. 500 23. 9 C 23.9 C WB LTR , 0.890 0.600 14.7 B 14. 7 B NB LTR 0. 631 0. 311 22. 1 C 22. 1 C SB LTR 0.007 0.311 16. 3 C 16.3 C -------------------------------------------------------------------------- INTERSECTION: Delay = 19. 9 (sec/veh) V/C = 0.843 LOS = C R- °°r&sLA treers � . �TjJg 31s�4o_ l�wo /9�/ • �r7R y K SHF.Ectzc 1.1,,4L6- ® A1ozrn eX,-f 5i7F vie.ivc ( of L I MITRRSEC�-- 0U,GEOMETRY & VOLUMES r �� �s' �•38 fl,�cF Via. 1z' .�. 14,. .......... . .... 67 3 --i- 14. 4.36 �✓o,essrE.IST 5.7���c�v£ • q 2. SIGNAL PHASING t aL r. I 3 . t 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .HALE RD. /NORTHEAST SITE DRIVE AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .3-6-90 TIME. . . . . . . . . . 1991 SAT PEAL: COMMENT. . . . . . .COMBINED W9STCOI -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB - LT 42 233 209 32 : LT 12. 0 LT 12.0 L 12. 0 LTR 15.0 TH 831 905 0 0 : TR 14.0 TR 14.0 TR 14. 0 12.0 RT O 38 227 36 : 12. 0 12. 0 12.0 12.0 RR O 0 0 0 : 12.0 12.0 12. 0 12.0 12. 0 12. 0 12. 0 12.0 • -1 1- 1- 1- ---- - ---------- ---------- ------ -- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0. 00 4. 00 N 0 0 0. 92 0 N 18. 0 4 WB 0.00 4.00 N 0 0 0. 92 O N 16.0 4 NB 0.00 4. 00 N 0 i i 0. 92 0 N 20. 8 3 SB 0.00 4.00 N 0 0 0. 92 0 N 20.8 3 --------•-------------------------------------------- ------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD PD WB LT X X SB LT X TH X X TH X RT X X RT X PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB LTR 0. 892 0. 533 19.0 C 19. 0 C WB LTR , 0.717 0.633 7.7 B 7. 7 B NB L 0.531 0. 278 21.9 C 22. 1 C TR 0.554 0.278 22.2 C SB LTR 0. 248 0.278 19. C 19. C -------------------------- '---------------------------------------------- INTERSECTION: Delay = 14. 4 (sec/veh) VAC = 0. 726 LOS = B x 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .HALE RD. /DEMING ST. AREA TYPE. -. . . .OTHER ANALYST.. . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED SB RT-EB DUAL LT W10STCO2 ------------------------------------------------------- ------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NH SB LT 318 0 866 0 : L 12. 0 12. 0 L 12.0 T 12. 0 TH 0 0 235 345 : L 12.0 12. 0 T 12.0 T 12.0 RT 878 0 0 329 : R 12. 0 12. 0 T 14.0 R 14.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12. 0 12.0 12. 0 12. 0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (Y) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.91 0 Y 18.3 3 WB 0.00 4.00 N 0 0 0.91 0 Y 18. 3 3 NB 0.00 4.00 N 0 0 0. 91 0 Y 8. 5 4 SB 0.00 4.00 N 0 0 0. 91 0 Y 8.5 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH TH X X RT X RT PD PD WB LT SB LT TH TH X RT RT X PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.932 0. 116 51. 4 E 20.6 C R 0.842 0. 764 9. 4 B NB L 0.940 0.604 23. 9 C 19. 1 C T 0.092 0.773 1. 4 A SB T 0.864 0. 124 40. 6 E 33. 1 D R 0.735 0.3c. r 25. 1 D --------------------------- �------------------- -- -------------------- INTERSECTION: Delay = 22.9 (sec/veh) V7C = LOS = C O 9-5cr Cce2EGTSV VAtuE �YZoR 4-4 E V.��LSCV I�lCILL'= PREPARED DATE. CHECKED DATE PROJECT NO. COC1SUItltlg engltl@2t"5 RIB 3�S�4o Dc�o 3l�IQo gq-9� BY BY SAT c 0M�Iew lED SHEET NO cf 2 r . I. INTERSECTION. GEOMETRY a VOLUMES 4 t 3h 3 re3 �251 . A lb Z To LL,wt> � TPKE �y 1 � P 17 }} 7G7 i•1 N v' 2. SIGNAL PHASING* r ■ 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .TOLLAND TPKE/DEMING ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W12STC0 -------------------------------------------------------------------------- VOLUMES GEOMETRY EH WB NB SB : EB WB NB SB LT 125 0 98 0 : L 12.0 12. 0 L 12.0 T 12.0 TH 0 0 767 1281 : R 14.0 12.0 T 12.0 TR 14.0 RT 61 0 0 63 : 12.0 12.0 T 14.0 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12. 0 ----------------------------------1-----------1-----------1----- ---12-0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (Y) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.84 0 Y 18.3 3 WB 0.00 4.00 N 0 0 0.84 0 Y 18.3 3 NB 0.00 4. 00 N 0 0 0. 84 0 Y 8. 8 4 SB 0.00 4.00 N 0 0 0.84 0 Y 8.8 4 -------------------------------------------------- -- --------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 EB LT PH-X 1 PH-2 PH-3 PH-4 PH PH-2 PH-3 PH-4 NB LT X TH TH X X RT X RT PD PD WB LT SB LT TH TH X RT RT X PD PD ----------------------------- ----------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.714 0. 124 36. 1 D 30. 6 D R 0. 170 0.267 19.3 C NB L 0. 712 0. 098 38. 9 D 6.0 B T 0.329 0. 764 1.8 A SB TR 0 0622 ---------------- ------ --------------------------------------------- INTERSECTION: Delay = 8. 9 (sec/veh) WC = 0. 713 LOS = B R- ' a FUSS&O�Na = PREPARED DATE CHECKED DATE�, rtPROJEcr mo, ' cOflSUltlttg engineers BYIm solo. SHEETNO. TO LL tLV.sD •TF' 'O P�1�v�.N9 ST� =•0 4- t"8 1Z A-r-%PS I. INTERSECTION GEOMETRY a VOLUMES VA3 84 o-L'S ' rya fo tit IV .! IL' ► '7bCt,.Ms� N• .�► S'PICC �IV 1,Zti ri ti H ti5s �1� '� . sr /VG7� L�jD•LA,Ir ` 21 SIGNAL PHASING- i 1' 2 3 4 5' 6 7 . 8 w 1 1 1 1985 -HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .TOLLAND. TPKE/OAKLAND/I-84 EB RAMPS AREA TYPE. . . . .OTHER ' ANALYST. . . . . . .FUSS & W NEILL, INC. DATE. . . . . . . . . :2-5-90 TIME. . . . . . . . . : 1991 SAT PEAK COMMENT. . . . . . .COMBINED W13STCO -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 588 356 255 142 : L 12.0 L 12.0 L 12.0 L 14.0 TH 456 501 175 57 : L 12.0 T 12.0 T 12.0 T 14.0 RT 322 35 320 129 : T 12.0 TR 14.0 R 14.0 R 14.0 ' RR 0 0 0 0 : TR 14.0 12.0 12.0 12.0 s 12.0 12.0 12.0 12. 0 12.0 12.0 12.0 12.0 ' --------------------------f----------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0. 88 0 Y 22.3 4 WB 0.00 4.00 N 0 0 0.88 0 Y 22.3 4 NB 0.00 4.00 N 0 0 0.88 0 Y 24.3 3 SB 0.00 4.00 N 0 0 0.88 0 Y 24.3 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD ; PD WB LT ` X SB LT X TH X TH X RT X RT X PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.713 0.289 23.6 C 29.9 D TR 0.953 0.272 34.7 D WB L 0. 966 0.250 51.3 E 33.5 D TR 0.725 0. 233 21.6 C NB L 0.915 0. 189 48.5 E 32.7 D T 0.780 0. 144 37.9 D R ' 0.575 0.394 17.2 C SB L 0.610 0. 111 44.2 E 25.0 D T 0.515 0.067 33.8 D --------R-------0_091---1_04-------------- ---A---------------------------- INTERSECTION: Delay = 31. 0 (sec/veh) V7.0 = LOS = D 0,4oq, coTZIZEci'LD \jAWtF- 1� w H A z W a a • O FUSS&O'NEILL PREPARED DATE CHECKED DATE PROJECT NO. consulting engineers BY BY SHEET NO. 7v ` _ / of / 71 i. i ��•J-7..// 3 J7f.►nC�-, 2 FO 4 110 r W �..w H A� Z W a a � � � � � � � � i � � � � � i � � � � IV STORM DRAINAGE A. EXISTING CONDITIONS Presently the site is lightly wooded with an average slope of approximately 5%. The majority of the eastern half of the site drains overland to the east towards the Pioneer site, with a small portion draining towards Hale ' Road. Eventually the runoff is picked up by the existing storm drainage systems on the Pioneer site and in Hale Road, respectively. Both of these systems ultimately discharge to Wetherell Pond. The remaining half of the site also drains overland, but in the southerly direction. This water gets picked up by an existing drainage swale on the north side of Interstate 84. The Swale flows to the west where it ' discharges into a catch basin just east of Slater Street. -, The water is then piped to the west side *of ' Slater Street, where it is discharged overland to an existing culvert under Interstate 84 (See Figure No. IV-1) . B. PROPOSED STORM DRAINAGE SYSTEM The general concept of the proposed on-site storm drainage system is to drain runoff water towards the southern and eastern boundaries of the parcel, collect it ' with catch basins, pipe and discharge it into their respective drainage sheds. ' Water draining to the south will be det ained in a detention basin located in the southwest corner of the IV-1 Corres. File 89-440 0618A90MD site (see Preliminary Size Computations - Appendix A) . The outlet of the detention basin would then flow into a proposed catch basin on the east side of Slater Street. On the eastern portion of the site water will be piped to ' Wetherell Pond through an existing 20' drainage easement. A portion of this easement is to be relocated to avoid disturbance of the proposed open space south of ' the existing Pioneer Building. ' Under the Weinberg Subdivision, of which this project site is part, catch basins and cross culverts are proposed for the east side of Slater Street. These cross culverts will flow into a storm drainage system to be constructed in the western side of Slater Street under the requirements of the approved subdivision for John Finguerra and Manchester I-84 Associates. This drainage system discharges to the west of Slater Street upstream of an existing drainage culvert under Interstate 8-4 ' (See Figure IV-1 ) ' C. CONCLUSION The above mentioned facilities will provide adequate storm water treatment and/or conveyance with little or no adverse impact downstream. Little or no modification to existing or proposed storm drainage facilities will be required. IV-2 Corres. File 89-440 0618A90MD LE+GEW O�--OCS7310 DRAINAGE tysm \ -!-PROPOSED DRAMOC SYSTEM -E>WMG WATER COURSE 1 D-D EIDSTWG DRANAGE DIRECTION \' ♦+4 PROPOSED DMUMAGC DIRECTION tlJ \ t ROAD her:,: :r,';��1:7i�gs,,°y:y�'�,�%:3`•�":aN.}��.;.,f ri:�/ I• •i:�g`i.•:i,.•i21.•ri;?%il�rlia'?i'' 11 7��i!�jl):6•yii':,•w,,!"'�ui!!Ir Yi r V 7:N,.h!!••aa'���r•:'�"ai�?:,�f�'"'i. %N ��I i�����.fj.,. Iii/,••:�l �,+, R,v M}::f:Y:r hC+!'ii i`j4':},.r�i.'?'.'�!'•��•41;`,%••Y•i'i.Sh%(:�:'/��/f. !�"!!ih''/;�','i:'�!.�• /f i YI/J�/aIf.J,•I44f�N/•,/�/aj PIONEER AG !MELL.SITE rJ �;}yi,},:T,•:}:�4i.`•S'•:.:%::?`ykt"r:" �1;4llli ��' I.'e" 4'I �• •V': `_7�-�A/ 1 .4:5Y,:}%'} •:":Rly' '4 ll,N.•'•h ..IF•;,i'%^' I �S:��J/r/�'j�'•'•`. � POND ` };..4_h� ry%3?z4�Ff!•3.,,I.�.r"•:/a_� ai�.ti%:o.�� / 7, I fi jY?;:4::Y4.`ir'::�.}: .a.ti:.:;5.:/rin4:'::�,%y:i'.�:�/,i%•�•!,� J g� • • •:,},:r:•ii::...i�s�}y?/'•'.'.a.C•;�:'•;::qS',':Iry�!, :vyar'',/!A!I•ar`•.:y cf:x 7�/�%(�'4,'il'!•g„. 7 � .�:j.'"r 7�!`.6;�:�{7y?}'i,'�ya`�.4•,i!;•/fi:rlp�i.J••:'"•�'.�:iy!!•r.9'•`G�lf?�i}��vi:::tikn i,;./r,G.4. yr/ 'r ;;x}.::'•:?: .•: ah/,.%,I`! ;:'•i/,/lf r�r:/r.•:,�14�!''a/ f�% rl!: a > ,�"t�j'�,,�1 `'� ..�N%g�':�+,i�'.•/!!'{,� rr:l::i.:i�:,}•a�':ai:.4�/`u:i � q V I ivrr?''r+i-;+x} q` •:::..? ..} ;/{f..;,.:i4.!ti%..:jkxy^;•r:•,h.,i:rNlcriS/ % .i4'J4 :^N' .. } Z .� 1 � :9..•. r... ,ar,... ;a..a4yS �5ja�`/,•'�' NS;�'�..;r..,•y,,'v's'•:'tgy�r4�l'.%��;•`'�,5,`•:a/,.z'•:•,::'?%:•...:aylf' r = �C1'(t7Cx;��r 4: " n�� i' ,:/�� i�}i ./ ?/la!!iIs '•• _ h"•J5}:' p m rn ti �"Afri X 1 /i•Yr:yd >/�•� c/ �i7C.yl�fNy,ri.j„�•;/af%;. G>I Q' N.l' aa!•r/' 'y`.�'.�l`fj,`r:l lh„i/. :S::a n�r.�`... •• tD 0 = '.•.G':%��ar�:a% �: �7'�x,3"'r?:�i.ip./,}•n44�•i.•h'7�::,�iai:}S. � •�ali�•:;�j�ilr%i�;:'•y/�41i/.•li.::G•••r,'�vr/i,%J>!r�?' •.:y:i O NO' A �?:i'�4ii'iy''a/•i'.! 'fh' r'!!•..%F:/�}i'� I 4 ♦►I G• Zrn mG) D rn ; -84 EASE �••� rn •-nvo -D D -p • C c� Q o nD r . z F ' EXISTING DRAINAGE SWALE of-4t j u ZD rn A .. m * 'c' EXISTING A DRAINAGE -+oo_.........eoa.__....-o C CULVERT OLL#-o4 I I 4' ! I 2; A - - - - --} Y-- — —�— f - _ O ! s j s i ii V -T-7-, t-+-44— ran- 4 71 i ( 1 2 X �--�- ! �- -f- - - f--r- i -;---�- ( 1 'ON.jo N1SbQ w� NOti N3.��� �21HN �ur13 �t VCo� 3nb1y/ Clz' mItA 0"-69 Ob-61-9 c13 ■: A8 As s.laaulf3ua f3uil1nsu00-ON .�3rOHd 3.LVo Q3X33H3 31VG UgHVdHHd 7 113N,0' tsna (Oyrc FUSS&O'IMFJL -' PREPARED DATE CHECKED DATE PROJECT NO. • Consulting engineers SY BY 4337a> 3� Dc.�o 3�1�90 '$4-440 t-41MA t NGl> SHEET NO BVCKth.►.]O STi t-iO-,/ t_pn.lES I ' of 2 1 • I. INTERSECTION. GEOMETRY a VOLUMES LO D7 d . y Woo. `a%.sts t3' 1 tZR Z 5 3 lb7 t 17 Z4p,4 ZSo� 2. SIGNAL PHASING I 2 3 4 h1'ft � • R� ' 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. . I-84 HOV LANES/BUCKLAND ST. AREA TYPE. . . . .OTHER- ANALYST. . . . . . .FUSS _& O'NEILL, INC. DATE. . . . . . . .. .2-5-90 TIME. . . . . . . . .. 1991 SAT PEAK COMMENT. . . . . . .COMBINED W2STCO -------------------------------------------------------------------------- VOLUMES : GEOMETRY EB WB NB SB : EB WB NB SB LT 153 0 17 0 : L 13. 0 12. 0 L 14.0 T 14.0 TH 0 0 2484 1426 : R 12.0 12.0 T 12.0 TR 14.0 RT 14 0 0 163 : 12.0 12.0 T 12.0 12.0 . RR 0 0 0 0 : 12.0 12.0 T 14.0 12.0 2* 0 ----------------------------------i-----------iL-U--------12.0 l2.0 12.0 12.0 12.0 12.0 ---------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (y) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.95 0 Y 22.3 3 WB 0.00 4.00 N 0 0 0.95 0 Y 22.3 3 NB 0. 00 4.00 N 0 0 0. 95 . 0 Y 8.8 4 SB 0.00 4.00 N 0 0 0.95 0 Y 8.8 4 -------i--------- ------------------------------------------------------ SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH TH X RT X RT PD PD WB LT SB LT TH TH X RT RT' X PD PD ----------------------------------- --- ------- ----------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS ARP. DELAY APP. LOS EB L 0.636 0. 147 31. 1 D 30.6 D R 0.067 0. 147 25.2 D NB L 0.212 0.764 2.5 A 3.2 A T 0.634 0.764 3.2 A SB TR 0.589 0. 764 - - A 2 ---------------------------- ----- - ------ --------- -? A ----------- -- ---- INTERSECTION: Delay = 4. 1 (sec/veh) VAC = 0.634 LOS = A FUSS&O'NFJL = PREPARED DATE CHECKED DATE PROJECT NO oosulting engir em n e 3�1 3iSI4o Dwo 8q 440 t Q 91 S ikT GoN1 S I"GD SHEET NO $vG1�t-A+.)D ' ST PA�t+uw�tS �i Q�vC 1 of 2 I. INTERSECTION GEOMETRY a*VOLUMES_ N k. ,5q7 N N ( -*— JZOS /3' • QA.�t1C.+o+.1S �@ + A It to c � •r Z�'�� FcLEE FLOW 2. SIGNAL PHASING 1 . -3 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .PAVILIONS DR. /BUCKLAND ST. . AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W3STCO ------------------------------------------------------------------------ VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 0 311 0 272 : 12.0 L 11.0 T 14. 0 L 14.0 TH 0 0 1857 - 1278 : 12.0 R 11.0 T 12.0 T 12.0 RT 0 897 806 0 : 12.0 R 13.0 R 14.0 T 14.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12. 0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0. 94 0 Y 22.3 3 WB 0. 00 4.00 N 0 0 0.94 0 Y 22.3 3 NB 0. 00 4.00 N 0 0 0.94 0 Y '11. 1 4 SB 0.00 4. 00 N 0 0 0.94 0 Y 11. 1 4 ------------------------------------------------------ ------------------ ' SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT NB LT TH TH X RT RT X X PD PD WB LT X SB LT X TH TH X X RT X RT PD PD -----------------------------LEVEL-OF-SERVICE----- ----------------------- LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS WB L 1. 047 0. 194 81. 3 F 42. 5 E R 0.919 0.392 29.0 D NB T 1.048 0.519 41. 8 E 29.2 D R 0.534 1.000 0. 2 A SB L 1.052 0. 153 87. 8 F 18. 1 C T 0.5.22 0.717 3.3 A --------------------------------------------------------------------------- INTERSECTION: Delay = 29.0 (sec/veh) VIC = 1=230 LOS = D io49 Go22Et'T�'� �li4c.�c Dv 6 'ia P2o 6Z�'►"7 i 1 Ko) FUSS&O'NFJ PREPARED DATE CHECKED DATE PROJECT H0. oonsulfir g engi eem BY By. R.,'$ 3fS✓9b two. s��� $�-4�a ' I°t�tl SST ,cdTfiti I1�tED SHEET NO Pt_E�P.S pc lT V k Lt-EY TL c->ft-0 _-$4 wg EquT I of 2 1. INTERSECT40N.'.GEOMETRY.a VOLUMES ..� 450 -c— Z H - r 2. SIGNAL PHASING _ = I 2 3 4 R, FUSS&O�NS PREPARED DATE CHECKED :'SATE _ PROJECTVO,, ':� conscdfng en!g*neem BY BY SHEET NO. $uct�Lar•-�D ST� P�EaRSt+c,�T VA�wE`f t2U 8v, xV(-A►aa t4%LLS 1 • Of 2 I. INTERSECTION. G.EOMEtRY & VOLUMESJ(D, V- �` •N C R E] ►.�f <-- IL . _ ' .•v�c.tEY i •C /L' BvGKc/k•�+D 4, rz ti it %4 T 4'7 3 FeEE FLOW SIGNAL PHASING- i I t_ .2 3 4 .61<1 r 5 6 C)----o 8 . i 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .PLEASANT V. /BUCKLAND H. /BUCKLAND ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W5STCO -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 47 767 955 403 : L 14. 0 L 14. 0 L 14. 0 L 14.0 TH 357 967 531 295 : T 12.0 L 12. 0 L 12.0 T 12.0 RT 470 296 987 83 : R 14.0 T 12.0 T 12. 0 T 12.0 RR 0 0 0 0 : 12.0 TR 14.0 T 12.0 R 14.0 12.0 12. 0 R 14. 0 12.0 • 12.0 12.0 12.0 12.0 ----------------------------------------------- ----------- -------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4. 00 N 0 0 0. 87 0 Y 31.3 3 WB 0.00 4.00 N 0 0 0.87 0 Y 31.3 3 NB 0.00 4.00 N 0 0 0.87 0 Y 25.3 4 SB 0.00 4.00 N- 0 0 0.87 0 Y 25.3 3 -------------------------------------------------------------------------- ' SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD --------------------- --------- --------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0. 452 0.067 32. 6 D 47. 0 E T 1. 126 0.207 94.8 F R 0.669 0.503 12. 1 B WB L 1. 125 0.234 97.5 F 79.2 F TR 1. 109 0.373 68. 1 F NB L 1. 107 0.297 84. 1 F 50.7 E T 1. 128 0. 153 83.5 F-� R 0.707 1.000 0.7 A SB L 1. 129 0.229 110.0 F 97. 1 F T 1. 123 0.086 100.5 F R 0.391 0. 152 22.7 C INTERSECTION: Delay = 65.4 (sec/veh) V/C = 4 LOS = F A iZq co�2Ec�"D �1�4e.ut Doe' 7a PROGr2AM ER2oR 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 35 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . 1 AREAPOPULATION. . . . . . . . . . . . . . . . . . . . . . 150000 NAME OF THE EAST/WEST .STREET. . . . . . . . . WEST SITE DR. NAME OF THE NORTH/SOUTH STREET. . . . . . . SLATER ST. NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . FUSS & O'NEILL, INC. iLi-8 -sJ s14 o DATE OF THE ANALYSIS (inm/dd/yy) . . . . . . 3-5-90 Owuz -41-1140 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . 1991 SAT PEAK OTHER INFORMATION. . . . COMBINED INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T—INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES -----------E ----W ----N ----------------------------------------- SB ---- ---- ---- ---- LEFT -- 12 0 0 THRU -- 0 277 315 -- RIGHT 0 12 0 NUMBER OF LANES --------------------------------------------------------------------- x- LANES 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 (pcph) c = c - v LOS p M SH R SH MINOR STREET WB LEFT 13 393 393 > 393 > 380 > B > 393 > 360 >B RIGHT 0 774 774 > 774 > 774 > A MAJOR STREET SB LEFT 0 Bel B81 861 Bel A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . WEST SITE DR. NAME OF THE NORTH/SOUTH STREET. . . . vSLATER ST. DATE AND TIME OF THE ANALYSIS. . . . . 3-5-90 ; 1991 SAT PEAK OTHER INFORMATION. . . . COMBINED R ...Q FUSS&O'NEIM. PREPARED DATE CHEYKED DATE PROJECT NO �sult ng engireem 3�`tv t'7 BY Y st-t to RSa /49/ A4 r uR7Ay K •GorrJQ/itlED SHEET NO -0Z,1ffi¢C.0 =b./SLATLIZ Sr I of 2 J. INTERSECT40N. GEOMETRY & VOLUMES O � D �-Ioz -4- l ZLP, �. 14' �,x,ec.¢rr� Fficcs - - r/,4ct� Zo,av - o o 74 w . Z77 slater S�e�-F :2. SIGNAL PHASING 1 2 3 4 - -- -- - —_--- --_ - ---------_ _�q.a. 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .BUCKLAND HILLSIHALE RD. /SLATER ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . . 3-7-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W7STCOI ---------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB . LT 0 87 205 1 : LT 12.0 LT 12. 0 LTR 15. 0 LTR 15.0 TH 1236 1182 0 1 : TR 14.0 TR 14.0 12.0 12.0 RT 228 0 72 1 : 12.0 12.0 12. 0 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12. 0 12.0 ----------------------------------12-0--------12-0--------12-0 --------12_0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ( ) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.90 0 Y 9. 6 4 WB 0.00 4.00 N 0 0 0.90 0 Y 9.6 4 NB 3. 00 4.00 N 0 0 0. 90 0 Y 15.3 3 SB 0.00 4.00 N 0 0 0.90 0 Y 15. 3 3 --------+--------------------------------------------7--------------------- SIGNAL SETTINGS CYCLE LENGTH = 90. 0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD PD WB LT X X SB LT X TH X X TH X RT X X RT X PD PD ---------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB LTR 0.963 0.500 23. 9 C 23. 9 C WB LTR , 0.890 0.600 14.7 B 14. 7 B NB LTR 0.631 0.311 22. 1 C 22. 1 C SB LTR 0.007 0.311 16.3 C 16.3 C ------------------------------------------------------------ INTERSECTION: Delay = 19.9 (sec/veh) V/C = 0. 843 LOS C R - FUSS&()- FJ = PREPARED DATE CHECKED DATE PROJECT N- corisu uv erig t tiers BY S�slZo BY _ 'it St3 ri 1gjl Sf17- wMK CvolalAlEls SHEET NO 11,4I6 E .for v Eel/NG *--5077 I of 2 I. INTERSECTION. GEOMETRY & VOLUMES _ 4 ,i a iz � of 2. SIGNAL PHASING 3 4 w 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. ..HALE RD./DEMING ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . .. . . . . 1991 SAT PEAK. COMMENT. . . . . . .COMBINED SB RT-EB DUAL LT W10STCO2 -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NH SB : EB WB NB SB LT 318 0 866 0 : L 12. 0 12. 0 L 12.0 T 12.0 TH 0 0 235 345 : L 12.0 12. 0 T 12.0 T 12.0 RT 878 0 0 329 : R 12.0 12. 0 T 14.0 R 14.0 RR 0 0 0 0 : 12. 0 12.0 12.0 12.0 12, 0 12, 0 12.0 12. 0 12.0 ---------------------------------------------------- ADJUSTMENT -- --------1-----------1--- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (Y) Y/N Nm Nb Y/N min T EB 0.00 4. 00 N 0 0 0. 91 0 Y 18.3 3 WB 0.00 4.00 N 0 0 0.91 0 Y 18.3 3 NB 0.00 4.00 N 0 0 0. 91 0 Y 8.5 4 SB 0.00 4.00 N 0 0 0.91 0 Y 8.5 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT ' X NB LT X TH TH X X RT X RT PD PD WB LT SB LT TH TH X RT RT X PD PD -------------------------------------------------------------------- ----- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.932 0. 116 51. 4 E 20. 6 C R 0.842 0.764 9. 4 B NB L ' 0.940 0.604 23.9 C 19. 1 C T 0.092 0.773 1. 4 A SB T 0.864 0. 124 40.6 E 33. 1 D R 0.735 0.307 25. 1 D -------------------------------------------------------------------------- INTERSECTION: Delay 22.9 (sec/veh) V'C = b LOS = C 0,93q' CoZ2EC.TSV � �ZcR .J - FUSS8c0'NEI PREPARED DATE CHECKED: :DATE PROJEGTSIO.• �� a1s1�o Dwo 31-i(qo gq=940 19 91 a OA i- c- Mg i -::SHEET NO. 17EM��iGr 'ST P.uEe`l ST S 84 wM; CL�CrhPS I . of 2 I. INTERSECTION 'GEOMETRY & VOLUMES N p, 14� • Dem"•.Ks ST iz i2 14 0 2: SIGNAL PHASING" i i `1 1 t t 1 . 5 6 C 8 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. . I-84 RAMPS/AVERY ST. /DEMING ST. AREA TYPE. . . . . OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W11STC0 --------------------------------------------_ --_---------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 530 89 212 90 : L 12. 0 L 12.0 L 12.0 L 12.0 TH 6 57 472 1062 : L 12.0 TR 14.0 L 12.0 T 12.0 RT 193 98 155 66 : T 14.0 12.0 T 12.0 T 12.0 RR 0 0 0 0 : 12.0 12.0 TR 14.0 R 14.0 12.0 12.0 12.0 12. 0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (z) Y/N Nm Nb Y/N min T EB 0. 00 4. 00 N 0 0 0.89 0 Y 27.3 3 WB 0.00 4.00 N 0 0 0.89 0 Y 27.3 3 NB 0. 00 4.00 N 0 0 0. 89 0 Y 18. 3 4 SB 0. O0 4. 00 N 0 0 0.89 0 Y 18.3 4 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X X TH X RT X X RT X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD ----------------------------- ------------------------------- -------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0. 874 0.210 34.7 D 34. 4 D T 0.010 0.371 13.6 B WB L 0.486 0. 117 29.7 D 43. 7 E TR 0.874 0. 117 51 .8 E NB L 0.869 0.084 47. 9 E 20.9 C TR 0.518 0. 389 11.7 B SB L 0. 715 0. 084 40. 9 E- 21. 9 C T 0.870 0.389 21 . 4 C ` R 0. 069 0. 666 2.9 A -------------------------------------------------------------------------- INTERSECTION: Delay = .25. 8 (sec/veh) V/C = 0. 871 LOS D FUSS&0�NEIL * PREPARED DATE. CHECKED DATE PROJECT NO. COC1S(lititlg GflgllleE'i'S BY BY R� 3lS�`tG DWo 3I1�go $Q-440 19q� sAn`" C�oMF31�1ED SHEETHO of 2 �. INTERSECTION. GEOMETRY a VOLUMES nt 4 ' b3 1 ZSI A) 4 4 1 0 10 LL&&4t> TPtKE /ZS !o 8&4 Z. SIGNAL. PHA"SING' f 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION. .TOLLAND TPKE/DEMING ST. AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & O'NEILL, INC. DATE. . . . . . . . . .2-5-90 TIME. . . . . . . . . .1991 SAT PEAK COMMENT. . . . . . .COMBINED W12STCO -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 125 0 98 0 : L 12.0 12. 0 L 12.0 T 12. 0 ' TH 0 0 767 1281 : R 14.0 12.0 T 12.0 TR 14.0 RT 61 0 0 63 : 12.0 12. 0 T 14.0 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12. 0 12. 0 12.0 12.0 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS - GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.84 0 Y 18.3 3 WB 0.00 4.00 N 0 0 0.84 0 Y 18.3 3 NB 0. 00 4. 00 N 0 0 0.84 0 Y 8.8 4 SB 0.00 4.00 N 0 0 0.84 0 Y 8.8 4 ---------------------------------------------------- T--------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH TH X X RT X RT PD PD WB LT SB LT TH TH X RT RT X PD PD -----------------------------LEVEL OF SERVICE----------------------------- LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.714 0. 124 36. 1 D 30. 6 D R 0. 170 0.267 19.3 C NB L 0. 712 0.098 38.9 D 6. 0 B T 0.329 0.764 1.8 A ' SB TR 0.713 0.622 r----7. 8 B 7. 8 B -------------------------------- -------------------------------- INTERSECTION: Delay = 8. 9 (sec/veh) VAC = 0.713 LOS = B FUSSHtO�IVEi = PREPARED DATE CHECKED :DATE" '�PROJEC'i'�IO;• .:� � ,. consUI i tleerS 8Y t'2S8 3t51ao pwo �'i��o �z$q'44o i9al. Sty i Go M$tNED SHEETNO. Of 2 1. INTERSECTION GEOMETRY & VOLUMES 'hlfi 3 84 tve3 'C- 3 .z 14' LL .,�• - Y IZ� .. LL' .� <7 j3v1 �5t< it, K N y5s jl� ,�Lo ST ---- ---- - A/OTC G&-7(1]-4A& S SIGNAL PHASING- i j �--� DJ 5' 6 7 8 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT " INTERSECTION. .TOLLAND. TPKE/DAKLAND/I-84 EB RAMPS AREA TYPE. . . . .OTHER ANALYST. . . . . . .FUSS & W NEILL, INC. DATE. . . . . . . . . ..2-5-90 TIME. . . . . . . . . . 1991 SAT PEAK COMMENT. . . . . . .COMBINED W13STC0 -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 588 356 255 142 : L 12.0 L 12.0 L 12.0 L 14. 0 TH 456 501 175 57 : L 12.0 T 12.0 T 12.0 T 14.0 RT 322 35 320 -129 : T 12.0 TR 14.0 R . 14. 0 R 14.0 RR 0 0 O 0 : TR 14.0 12.0 12.0 12.0 12.0 12. 0 12.0 12.0 s 12.0 12.0 12.0 12.0 1 ---------=----------------`---------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (Y) (%) Y/N Nm Nb Y/N min T EB 0.00 4.00 N 0 0 0.88 0 Y 22.3 4 WB 0.00 4.00 N 0 0 0.88 O Y 22.3 4 NB 0.00 4.00 N O 0 0.88 0 Y 24.3 3 SB 0.00 4.00 N 0 0 0.88 0 Y 24.3 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 90.0 ' PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NEB LT X TH X TH X RT X RT X PD PD WB LT ` X SB LT X TH X TH X ' RT X RT X PD PD -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.713 0.289 23.6 C 29.9 D TR 0.953 0.272 34.7 D WB L 0.966 0. 250 51.3 E 33. 5 D TR 0.725 0. 233 21.6 C NB L 0.915 0. 189 48.5 E 32.7 D T 0.780 0. 144 37.9 D R ' 0.575 0.394 17.2 C SB L 0.810 0. 111 44.2 E 25.0 D T 0.515 0.067 33.8 D ' R 0.091 1 .000 0.0 A -------------------------------------------------------------------------- INTERSECTION: Delay = 31 .0 (sec/veh) V7.0 = R LOS = D O,C?o7, v�w� COT? ciLD i H A Z W a a � i i i i i i i i i i i i i i i i i i FUSS&O'NEILL PREPARED DATE CHECKED DATE PROJECT NO. O consulting engineers BY BY SHEET NO. /,/©7- 7r� 5 h / of / s '7uv7 ,J/ f N l -R-P7 // t t f 1 FO•#110 W r'�" H A � . Z W a a � � ! � � i � � i � � � � � ! � � ' � IV STORM DRAINAGE A. EXISTING CONDITIONS Presently the site is lightly wooded with an average slope of approximately 5$. The majority of the eastern half of the site drains overland to the east towards the Pioneer site, with a small portion draining towards Hale ' Road. Eventually the runoff is picked up by the existing storm drainage systems on the Pioneer site and in Hale ' Road, respectively. Both of these systems ultimately discharge to Wetherell Pond. The remaininghalf of the site also drains overland, but in the southerly direction. This water gets picked up by an existing drainage swale on the north side of Interstate 84. The swale flows to the west where it discharges into a catch basin just east of Slater Street. -• The water is then piped to the west side of Slater Street, where it is discharged overland to an existing culvert under Interstate 84 (See Figure No. ' IV-1) . B. PROPOSED STORM DRAINAGE SYSTEM The general concept of the proposed on-site storm ' drainage system is to drain runoff water towards the southern and eastern boundaries of the parcel, collect it with catch basins, pipe and discharge it into their respective drainage sheds. Water draining to the south will be detained in a detention basin located in the southwest corner of the IV-1 Corres. File 89-440 0618A90MD site (see Preliminary Size Computations - Appendix The outlet of the detention basin would then flow into a proposed catch basin on the east side of Slater Street. On the eastern portion of the site water will be Wetherell Pond through an existing 20' drainage piped to easement. A portion of this easement is to be relocated to avoid disturbance of the proposed open space south of the existing Pioneer Building. Under the Weinberg Subdivision, of which this project site is part, catch basins and cross culverts are proposed for the east side of Slater Street. These cross culverts will flow into a storm drainage system to be ' constructed in the western side of Slater Street under the requirements of the approved subdivision for John ' Finguerra and Manchester I-84 Associates. This drainage system discharges to the west of Slater Street upstream of an existing drainage culvert under Interstate 8 ' (See Figure IV-1) C. CONCLUSION The above mentioned facilities will provide adequate storm water treatment and/or conveyance with little or no ' adverse impact downstream. Little or no modification to existing or proposed storm drainage facilities will be required. ' IV-2 Corres. File 89-440 0618A90MD � r � r r rr r� r■r � r■ ■r rr r� r� � r � r � 065122 I , LL'GElVD I . ---C—003M DRAINAGE XY3TD4 ---6f—PROP030 DRAINAGE SMEM ++••••—�-EXISTING WATER COURSE D-D DUMG DRAINAGE DIRECTION \ / 4k4 PROPOSED DRAINAGE DIRECTXON Lli co DR ,r.:c,`lG:..:::4`'�,•i''d,'' �ll::. ,:41f�'�:�YGjy ��•—.,� n.r,•,t••y: /��/" . i ./N�F•.N•'•G;a�Y,J.�,•-•a.����. h. .y/Fj• Na A S � � :fi,`y:..�..: � f:4:•arr;!:k'Iyfri!••4?Y17F�,N• r I!;�,rf/,.�.yNi/!5' f'r" j%h! •• �v �$�`•';[nt4i7'<''•,•.,:.�./r frr•••l;�„��JY„� lr�/�! rr��jffj. . �r�,�,l.!. 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T � �•��, rrfk,yytnj:;h,:tniF47'•4rr}fr), N �!: •,.• / rrrr`sy%y::. y r•.�.• tr C l. /9:yf_ (� (L ? !i. :ri/f.• Fiir n" :4:tx/rylc5lgrr ny::'!a::::.•FF,:n .H•'�. :•yN+j, r••:. �tr J�Ya�.;Jt4'"l+;4i"r:;% rt��aYnr�irx.%L rYi �F:r:.•i;. P ',��,,��7.y+;.1.•�:.:Y•>.:' � �. r..Y• •YCl y Y; �'U;3.•.::... m /'l,. 'r'•�,: '.%.:.Y rnNr:•r.::F. r`.,:r"•.. S;aiN• .r T/,.;• ` ' 3 �f•r%r trkl!trrr..• :j y7r.%Y9r'r;::• OD v ; ,�k'+�^rii/� hFr !y�;.`�i�j�''°r`��',r/•:'•'!7%n cxC?h':ri.�i's';?•r,[„r/.•k.G>i.!r.. co Z Z _ sy ... . m m D T N p�u �•84 EASE \. -p -p • o � !T I— � . _ (" N EXISTING DRAINAGE SWALE o OON i u r. F ZD fn A N rn 'c' EXISTING -, w n DRAINAGE C CULVERT _ . 2-jM FUSS&ONEILL PREPARED I DATE CHECKED DATE PROJECT NO. ENV --Nmmp- consulting engineers BY BY MED 6-19-qo 69-4/40 SHEET NO. W1 U-A-pm 141 UT 2-43AD F:?-:`�1Mjr\4AP-Y 7-)F-7FN-n0t4 PASim of F-+44 4 T--j- S tt XW)N6 i, -T IAQ -T T4- 4- 4-4 r4 --tr-4 4- t A- -47�+ T F 22 15Z-Ac --I t , 4 1 - -TT Ff 4- -4--J 411 0'n Z, I T11 FO-#110