- .f ' u.s. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION Georgia Division 61 Forsyth Street, S.W., Suite 17TIOO Atlanta, Georgia 30303 June 20, 2001 IN REPLY REFER TO: HTM-GA Mr. J. Tom Coleman, Jr. Commissioner Georgia Department of Transportation No.2 Capitol Square, S.W. Atlanta, Georgia 30334-1002 Dear Mr. Coleman: Subject: Interchange Justification Report Project No. NH-STP-75-3(203), Gordon County This is in response to your letter of April 16, 2001 which transmitted an Interchange justification Report for our review and approval. Revisions to the report, which resulted from discussions with your staff, were received on June 18. The request is to add a new interchange on 1-75 approximately 1.9 miles south of SR-53. Based on an engineering and operations review, the access request is considered acceptable. If there are no major changes in the design of the proposal, final approval may be given upon completion of the environmental process. If you have any questions, please contact Floyd Moore at (404) 562-3654. Sincerely, Larry R. Dreihaup, P.E. Division Administrator cc: Annette Eason, ODOT Office of Planning /' (I BACKGROUND NEED & PURPOSE '} " <:, .. TRAFFIC FLOW ANALYSIS DESIGN CONSIDERATIONS RECOMMENDATIONS ROJECT LOCATION MAP NTERCHANGE SPACING IAGRAM ,i~~~f~ltt~;tRAFFICDIAGRAMS 1:,:,.:;~~i~:~j~'{{~#%iiJ'.~I::~ bj<)~!2.i.l,::.;~,;j:f":E.;,,(.:~:~;{t.i;;t.,,.~J.t_AP,AC~ITY ~ ANALYSES. .. :~ <~.-; ~j ~_.>:._,~"""=..:=::...~. .:. ..;,~;_;_.~::.......;.;;..=:.;::=.:.:...:..:..=~_.=~""~~~~_ ,'-_.....:..:.:....:::..=.~.,..::o:.:....~=.:-~. PROPOSED BREAK IN ACCESS ON 1-75 AT UNION GROVE ROAD GORDON COUNTY, GEO"RGIA Georgia Department of Transportation Office of Planning January 3, 2000 BACKGROUND The Georgia Department of Transportation is requesting approval for an access break on 1-75 in Gordon County between Exit 306, Folsom Road and Exit 312, Fairmount Highway. The location of the proposed interchange is shown below and Tab 6. The proposed interchange is located in southern Gordon County, north of the Atlanta metropolitan area, and south of the Chattanooga urbanized area. The interchange project has been identified in the Department's work program as project NH-STP-753(203), PI 610870-. A companion project, STP-00MS(7), PI 662510-, is for improvements on Union Grove Road. The companion project will improve Union Grove Road in the area of the proposed interchange and add new location sections to the west and east, tying to SR 53 at both ends, forming a south bypass for the city of Calhoun. I ~ ,I ~ .. .I NEED AND PURPOSE The primary purpose of the proposed interchange addition is to provide direct access to Interstate 75 from the Tom B. David Field airport and the industrial park area. As proposed, the interchange, in conjunction with the proposed improvements to Union Grove Road, would provide an alternate routing for SR 53, acting as a bypass for through vehicles traveling through the south Calhoun area. In 1992, transportation planning studies were conducted for both Gordon County and the City of Calhoun. The studies indicate that SR 53 in the vicinity of 1-75 will become extremely congested in the future. The development along SR 53 in the area of 1-75 is mostly retail and restaurants, which generate many turning movements, causing delays to through vehicles. Both the county and city plans recommend the implementation of the interchange. The bypass and interchange are identified in the Short Term Work Program of the City of Calhoun's Comprehensive Plan. Union Grove Road is the center of over 3,000 acres of zoned industrial land uses. It is also adjacent to the Tom B. David Field airport, which is also scheduled for expansion. The proposed roadway improvements and interchange will serve these areas and divert truck traffic from using the SR 53 interchange. The closest access south of the industrial area on 1-75 is approximately two miles south of Gordon County in Bartow County. Union Grove Road is located approximately 2.31 miles south of a rest area on 1-75. Daily vehicular and truck trips generated by the industrial area is projected to be as much as 25,000 additional vehicles per day in the area in 2010. Currently, east-west traffic movements from 1-75 in the southern portion of the City of Calhoun occur on State Route 53. These east-west movements are hampered by the number of driveways and turning movements from vehicles. Traffic analysis of SR 53 indicates that additional widening would be needed before 2025 if relief is not given to the corridor. Traffic volumes on the existing four-lanes of SR 53 without construction the south bypass and additional interstate access would exceed 40,000 vpd in 2005 and 76,000 vpd in 2025. The levels-of-service would be "C" in 2005 and "F" in 2025, indicating a need to widen SR 53 by 2015. Widening SR 53 to six-lanes would be very detrimental to the area, as many businesses would be severely impacted due to their proximity to the existing roadway. If a south bypass and new interchange on Union Grove Road are built, traffic would be diverted from the existing SR 53 corridor. Volumes on SR 53 would exceed 34,000 in 2005 and 57,000 in 2025. This will allow an acceptable level-of-service to be maintained along SR 53 until 2025, and widening would not be required. The level-ofservice will be "C" in 2005 and "0" in 2025. In 1990, Gordon County, which includes the city of Calhoun, had a population of 35,067. To the south of Gordon County, Bartow County (including the city of ...' Cartersville) had a 1990 population of 55,915. North of Gordon County, Whitfield County, which includes the city of Dalton, had a 1990 population of 72,462. County 1970 . 1980 1990 Gordon 23,570 30,070 35,067 Bartow 32,663 40,760 55,915 Whitfield 55,108 65,789 72,462 Georgia 4,589,575 5,463,105 6,478,149 , * U.S. Bureau of the Census, March 1999 ** Governor's Office of Planning and Budget, 1992 1998 (est)* 2010 (proj)** % Change % Change '80-'90 '90-'98 41,052 50,483 16.62 17.07 71,929 79,747 37.18 28.64 82,039 97,680 10.14 13.22 7642207 8,663,057 18.58 17.97 The table shows the strong growth of the area. All three counties are experiencing fairly rapid residential development. The area adjacent to the proposed interchange and west of 1-75 is changing from agricultural to industrial and manufacturing. The proposed new interchange will divert truck traffic from using the SR 53 interchange. .j 202: General Information about the State Service Delivery Region Zoning or land Use Changes and Local Development Policies Name of Development Type of Development Coosa Valley Recional Development Center Bartow County B1 Gold Kist. Inc Industrial B2 Residential B3 Residential B4 Residential BS Northwest GA Pork Commercial B6 Industrial B7Hix Properties Residential B8 Residential B9 mini warehouses Commercial B10 townhomes Residential B11 office/car wash Commercial Zoning or land Use Chanqes Address Estimated # of (Map Attached) Trips Generated RedComb Dr Miller Farm Rd Sprino Place Rd Black Rd Hwv 41 N Old Grassdale Rd Big Ditch Rd Grassdale Rd J.F.Harris(cj)Manninq Mill Cassville Rd Cassville Rd 304 454 269 454 1051 101 2056 1585 604 1141 172 Action Taken: (zoning change, site plan approved, land developed, etc.) 0.99ac R-1 to I-I 5.84ac R-I to R-4 7.22ac A1 to R-1 5.94ac A-1 to R-4 3.908ac A-1 to C-1 3.463ac A-1 to 1-1 96ac A-1 to R-1 12.559ac A-1 to R-3 10.45ac R-1 to C1 9.11ac A-1 to R-3 0.63ac A-I to C1 Catoosa County CA1 CA2 CA3 apartments City of Rlnqqold CA4 Bluffview Subdivision Citv of Fort Qqlethorpe CAS CAG CA7 Colonv L.P. Residentiai Residential Commercial-Residential Pine Grove Rd 500 Old Mill Rd 3386 Bovnton Dr Residential Bluffview SUbdivision Residential Residential Commercial Steele Rd and Aviation Dr Steele Rd and Aviation Dr Lakeview Dr 2189 675 556 100 347 134 100 104ac A-1 to R1 23.3ac A-1 to R1 4.5ac R-l to CoR Plat approval 10ac R1 to R:2 3ac Rl to R2 R-1 to C-1 Chattooqa County City of Summerville CH1 motel CH2 Commercial Commercial S.R. 114 n/ U.S. 27 Nonh Conqress St 176 Zonino Variance 100 R2 to C2 Dade County No chances occurred which indicated 100 or more trios. Flovd Countv F1 convenience store F2 convenience store F3 car wash F4 church FS F6 F7 propane sales F8 auto sales F9 Neaton Rome Commercial Commercial Commercial Residential Residential Residential Industrial Commercial Industrial S.R. 20 @ AL state line U.S. 411(1i:!ALstate line U. S. 27 (ci) Glenwood RD U.S. 27 in Armuchee Blacks Bluff Rd Everett Sennas Rd U.S. 27 ail Primrose Rd Redmond Rd (a) Roqers Or Technoloov Parkway 1250 1250 432 100 100 423 100 1000 353 - A-R to C-C A-R to CC Special Use Permit in C-C Special Use Permit in SR Subdivison Approval Subdivison Aooroval S-R to LI Special Use Permit in C-C Location Announcement Gordon County G1 G2 roof truss manufacturino G3 G4 retail flower shoo GS G6 Citv of Calhoun G7 day care center G8 Ouail Run Subdivision Residential Industrial Residential Commercial Residential Commercial Residential Residential Miller's Ferry Rd Oarbv Rd Shope Lake Rd Covmcton Bridqe Rd NiCKelsville Rd S.R. 225 n/Pine Chaoel Rd. East Belmont Dr Ouail Run Subivision 500 1925 1271 200 1051 1290 150 100 15.89 ac A-I to R-l 149.58 ac A-1 to 1-1 52.092 ac A-I 10 R-1 2.00 ac A-1 to C-1 40.90 ac A-l to R-l 6.90 ac A-' to C-l 0.906 ac annexed R-' 2 ac A-l 10 R1 G9 Commercial Haralson County No changes occurred which indicated 100 or more trips. Walker County Wl W2 Meadowbrook Park W3 W4 WS Vulcan Material W6 Residential Residential Residential Residential Industrial Commercial Pauldine County PAl Golden South Distributors PA2 Industral Bid. Auth PA3 Ransome Develooment PA4 offices/warehouses PAS American Vision PA6 county park PA7 J&N Development PAS utility contracting PA9 JMC Development PA 10 convenience/car wash PA1l N,W, Metro Development PA12 apartments PA13 Lifetime Prooerties PA14 retail PAlS medical/retail City of Dallas PA16 First Paulding Land Fund PA 17 First Paulding Land Fund Commercial Industrial Commercial Commercial Commercial Recreation Residential Commercial Residential Commercial Residential Residential Residential Commercial Commercial Residential Residential Polk County City of Cedartown POl real estate office City of Rockmart P02 Jefferson Southern Core Commercial Industrial - 235 West Line si , Longhollow Rd Garretts Chapel Rd Hoe Jowl Rd Colbert Hollow Rd Blue Hole Rd U.S. 27(O)Bicentenniai Tr. Goldmine Rd @l Runnel Rd N, Industrial Bid Baowell Pwv@P, Scrincs Rd S.R. 92@Hunter Rd Seabord Av(O)Rosedale Dr Mt Tabor Rd(a)E. Paulding Dr Mulberv Rock@Bvron Miller Parker@Dalias-Acworth Rd Dallas Nebo Rd(a)S.R.61 S.R.6Hj)Scogeins Rd Cleburne Rd@)U.S, 278 All Hwv(1ilWilbanks Cr Nebo Rd(a)Ashlev Ln S,R.61 raJ Ridoe Rd Ridge Rd(O)Ravlce Rd Merchants Dr Merchants Dr John Philips Rd S.R. ;01 531 2.1 ac I-G to C-2 343 112 146 100 101 1106 plat approval plat approval plat approval plat approval 16.63ac A-1 to 1-1 0,61ac R-2 to C-1 1144 1059 29253 674 497 463 103 301 1512 1418 2486 5969 307 6966 380 2293 2044 6.22 ac R-2 to B-1 9,634 ac R-2 to 1-1 81ac A-1 to B-2 11.104 ac R-2to 8-2 2:342 ac R-2 to B-2 155 ac desionated as a park 2.13 ac B-1 to R-2 2.142ac R-2 to B-2 64.953ac A-1 to R-2 2.644ac R-2 to 8-2 19.49ac 0&1 and 1-1 to R-4 45.832ac B-2 to R-4 8.55ac A-1 to R-2 19.4ac R-2 to NB 7.94ac R-2 to NB 33.9 ac rezone w/stipulations 70ac rezone w/stioutations 202 310ts R-1 to C1 396 Location Anoucement Policy Type (zoning ordinance, subdivision regulation. etc.) Road Acceptance Location (City/County) Bartow County Local Development Policies Nature of Policy Change Cannon Court: Cannon Circle: Westminster Drive: Londonberrv Wav: Abinoton Court: Laurel Cove: Cathedral Heiqhts: Green Gable Point; Brandon Ridge: Quail Hollow Drive; Honev suckle Drive Blackbenrv Ridge: Dewbenrv Lane: Peppermill Drive: Shaker Court: Arnebellurn Court: Ventage CourrAztec Wav: Chippewa Wav: Arahaho Drive: Chippewa Drive: Cass Station Pass: Slarliqht Drive: Standard Court: Imperial Court Gordon Countv City of Calhoun Hunters Crossino: Oak Hill Place: Walnut Hill Drive Streets of Summer Trace Subdivision Pualdino County Saddle Brooke Farms: Saddle Brooke Drive: Steeple: Steeoie Chase Trail: Bridle Court: Saddle Horn Place Road Closure/Abandonment Bartow County Reiect Road Chaltoooa County City of Summerville Lee Street Allev Floyd County City of Rome Cherokee Street from Hardy Avenue to Nixon Avenue: portion of Tolbert Street Pauldinq County Lester Road (a.k.a. Timberwood Trail) Zonina Ordinane Amendment Catoosa City of Rinccold i Minutes of July 10,2000 Council to consider the followinq chances to the Rinqqold Planninq and Zonina Ordinance and Rincnold Subdivision Ordinance: After a brief discussion, a motion was made bv Council Member Bill McMillon seconded bv Council Member J.B. Petty to adoot the followinq chances to the Rinoooid Planning and Zoning Ordinance and the RinQoold Land Subdivision Ordinance pendinq specifications: larqer qreen space between the curb and sidewalk, plavorounds with approved equipment, need more crisscross streets in subdivisions not cut-de-sacs. streetlight specifications and/or approval by the City, pool and clubhouses for larcer apartment complexes, more than one entrance into subdivisions. commercial and residential zoning mixed and contact DOT about the specifications for a buffer zone by the interstate. Vote was unanimous. Motion carried. Gordon County City of Calhoun Increased the number of members on the Zoning Advisorv Board from four to five .J TRAFFIC FLOW ANALYSIS The Department prepared traffic projections for the area for both a 'build' and 'no-build' scenario. The build scenario also includes the extension of Union Grove Road to form a south bypass of the City of Calhoun. Capacity analyses were prepared using the basic, 'no-build' scenario and the 'build' scenario. The 2005 and 2025 'build' conditions were analyzed for the 1-75 mainline. These analyses were conducted using software and methodology from the Highway Capacity Manual. The weaving length between the proposed interchange and interchanges north and south of it is greater than 2,000 feet. The Highway Capacity Manual indicates that weaving lengths of greater than 2,000 feet do not need to be analyzed; therefore, the weaving analysis was not performed. EXISTING NUMBER OF LANES Currently, Interstate 75 is three lanes in each direction. The Department has recognized a future need for 1-75 in this area to be widened to four-lanes in each direction, however these projects have not yet been added to the Department's work program. State Route 53 is currently four lanes wide from before the proposed western terminus of the south bypass, to approximately one mile east of the 1-75 interchange. The road then tapers to two lanes and will remain two lanes wide to beyond the intersection of the eastern terminus of the south bypass. The Department currently has a project under construction on SR 53 at 1-75 for an interchange improvement that will widen the bridges over 1-75 and add additional turning lanes for traffic traveling onto the interstate. Union Grove Road is currently two lanes wide. Using the projected volumes under the "build" conditions, the south bypass will be four lanes in width from the western terminus at SR 53, and easterly to beyond 1-75. Existing Union Grove Road will be widened to four.lanes as part of this project. COMMUNITIES SERVED Portions of the proposed interchange and south bypass will fall within the city limits of Calhoun, and will serve the areas south of the downtown Calhoun area: The south bypass will also improve access for rural areas of southern Gordon and northern Bartow Counties. " DISTANCE BETWEEN INTERCHANGES The proposed Union Grove Road interchange is located approximately 4.60 miles north of the Folsom Road (SR 140) interchange in Bartow County and 1.97 miles south of the SR 53 interchange in the city of Calhoun. The following tables show the center to center interchange spacing if the proposed new interchange is constructed. The existing spacing is 6.19 miles (see Tab 7). PROPOSED INTERCHANGE SPACING From To Spacing (miles) Cassville-White Road Folsom Road (SR 140) 9.21 Folsom Road (SR 140) Proposed Interchange 4.60 Proposed Interchange Fairmount Highway (SR 53) 1.97 'Fairmount Highway (SR 53) Red Bud Road 2.79 Average Spacing 4.64 miles (The existing average interchange spacing is 6.19 miles) MAINLINE ANALYSIS Mainline 1-75 capacity analyses were prepared for the Basic Condition and the Build Condition. Mainline 1-75 capacity analyses begin at south of the proposed Union Grove Road interchange, and terminate north of the SR 53 interchange. Capacity analyses are attached (see Tab 9). '- CROSS ROAD ANALYSIS Traffic on SR 53 was analyzed both with and without the proposed Union Grove Road interchange in place. Union Grove Road was analyzed with the proposed interchange in place. The capacity analyses are attached (see Tab 9). ;' DESIGN CONSIDERATIONS The Office of Road and Airport Design developed a preliminary layout of the proposed new interchange on 1-75 between exits 306 and 312. This layout is a diamond configu ration. The proposed interchange design will be coordinated with other projects that are currently in the Construction Work Program. The estimated costs for this project are as follows: Union Grove Road Interchange South Calhoun Bypass including Union Grove Road improvements TOTALS Right-of-Way Cost Construction Cost $2,568,000 $6,940,000 $2,179,000 $19,1.78,000 $4,747,000 $26,118,000 ENVIRONMENTAL STATUS As a part of FHWA approval of new access points on completed Interstate highways, NEPA procedures must be followed. Since only the concept has been developed on the South Calhoun Bypass and interchange project, only preliminary environmental work has been completed to date. A site visit has been made to the project by the environmentalist, and preliminary environmental concerns have been identified. The bypass and interchange projects will be submitted as one document. Environmental concerns are as follows: Approximately 5.07 acres of Wetlands affected. Nationwide 14 USAC Permit. No eligible historic resources impacted. 106 required. Skull Caps known but not impacted. No other known T & E species involved at this time. No known eligible archaeological sites. No parks within project limits. No known cemeteries within project limits. No stream channel changes proposed. The level of environmental analysis will be an Environmental Assessment. Investigation of Underground Storage Tanks and Hazardous Waste Sites has not yet taken place. .' RECOMMENDATIONS The Department requests a break-in-access be approved for 1-75 at Union Grove Road which will serve as the South Calhoun Bypass. This new interchange and south bypass would provide improved access to 1-75 from the 3,000 acres of land zoned for industrial use; relieve future congestion on SR 53 near 1-75 in Calhoun; eliminate the need to widen SR 53 before 2025; give direct access to 1-75 to motorists in the south Gordon and north Bartow county area; and improve access to the regional airport. It is the Department'sopinion that beyond an additional interchange, no other feasible alternatives are available to adequately address this growing area's existing and future transportation needs. :, .. PROJECT LOCATION MAP ," o 2 SCALE IN MILES BOURCE:GENERAL HIGHWAY MAP,GORDON CO. GEORGIA PREPARED BY THE GEOIlGIA Df;PARThlENT OF TRANSPORTATION,I99'l LOCATION STRIP MAP.,..... STP-OOMS(7), NH-STP-75-,.3(203) SOUTH CALHOUN BYPASS GORDON COUNTY P.I.# 662510 & 610870 ()V2~/~~ INTERCHANGE SPACING DIAGRAM z o - '-.... o :\ INTERCHANGE SPACING DIAG Proposed Union Grove Road Interchange and South Calhoun Bypass 1! ;/ TRAFFIC DIAGRAMS "I SHEET 1 or 1270001 16000 S. IND. BLVD. (a 1000 1 48000 SR 53 1225001 13000 <790001 46500 (79500) 46500 (76500) 45000 ( 14000) 9000 o 0: a o'" 0: g ( 10500) a: 6500 BASIC CONDITION ; 121000) '" 12000 .~.. 0: '" SALE~ RD. (40001 2500 FLOWER RO. o 1100001 0: 6000 ~ IN] 1 11075001 63400 (20000) 11500 (9000) 5500 UNleN (6500) 3500 CROVE RD. T <520001 30500 u0: (152501 ~ ,9750 0 .oo .J .J W "- 12500 a: VI (145001 6500 UNION 143500 ) 26000 au: (21250) 12000 ( 13250) ci 8500 a: 0 0 0 ~ -' -' W 0 01_ I I " l<2U&5105001 / 'l1~'\ ~'1l'8ii' 2025 2025 AM PM DHV DHV ==(000000) CEORCIA DEPARTMENT Of TRANSPORTATION OfFICE OF ENVIRON~ENTILOCATION BAsrc CONDIT/ON 'ma8' 'm68' - Img'--.-;...---il------I~~S8'UN I ON GROVE RO. - 'm8'--------:=I==+:=-------'m8'- -,m, - - -i l_ ---'m'- UNION CROVE RD. - 1m' --------:=+==+:=------- 'm' - 1"'-75-3(203 ) STP-00MS(71 P. I n 61 0870 ~ 662510 GORDON COUNTY = UNION CROVE RD. " 1-75 2005 AOT 000 2025 AOT (000) T 71= 24 HR. T = 10'1. S.U. 3'1. COMB. = 77. :/'}, d:/rgl/traffic.dgn/610870.dgn Apr. 20, 1999 08:01:41' - SHEET OF 2005 2025 ADT ADT ==(O0O00Ol 2025 AM DHV = 000 2025 PM DHV = (000) GEORGIA OEPARTMENT 0F TRANSPORTATION OFFICE OF ENVIRONMENT ICOCATlON I ~l~g8' ~ r ~6~g8 I A 1\'02501 11602255001 ' 62'50 - [2'18255000'...........,':t1:M:2'2.022855~'00/ 1'?~g5g''m ..0.gL1-g03.0'.0.~0L..8.lg50g"g-'0'21000101502l01~'Hg'SRg8S3'_ -1?n~81----=::::::1.. -~ SR 53 ' '2~000 0 112501 '~500' ,pO ',261205000" 11182155-R-=:.-..-.-.-1'2200000 00'_ I (3500 111250) I 2 / 750 . . 250" '565g8' '. (<1501 J,OOO \ r1/<750' lOOO ALTERNATE 'u'156000' 156000' llOOO )'000 .16l550000 6l550000 I - ~OO :&l~ '7 140001 (~~~8g' 2 I 50 I , I'J1O00O0OI-----:'8:5:0r'I0J05~0.5J1.050 000 In~g)' <9250' __ 50r-- 5000 '650 UNION GROVE RD. ---11JOOO'~ llls5 (~j60) j 00 1 '~~68~(~&6gl- 1000 1)250 I <501 0 0 0 0 ' 0 '3'7pg0lll050000' 1100 ' \ 149500) "" "250' zzoc r " 29500 1/'2501 co 15)750' 31100 (S'7501 )1100 I7I I (~m'7Im6) A- 1\225, c: .' !: .< 1600' 600 1225 15100) , .. , / 4150 "-.122S) 0'( "15'/.. I (1000' 125 . -';~gg)----ro=o=orlmi2Z26"5~1~~J6~1 11.4752'650'0'------- 113501_ S1A12553 'mg~(~m' 'a56'~'m6'- SA 53 _12900'~. n 1100 111I00/1l5,,0 ' '<.4'05"'10500 ' 250 111501 I I CONDITION VIii' 5100 '118' 1M 1 15650 I ('lISOO I '500 5650 ' 6 6257 5 1 1 j ( 6 26155 ' (49751 '- -':m'~1615L'0U15S~100UNION fJ751~/OOI 3815 "25 200 18001 JO~ "'-1200) (42'51 HS f 751~ I1J0r0<~:OJ _ 1000 GROVE RD. - I'0l5'0 251~''( J12T0~5510)"2155' I I ''50 I f l~8 1:;:;::---- t '101~O l _ 1l2;1''-111/2551 22 ' \ "\ I ~gg' Il815' / 49v7$igg) IM-75-3 ( 203 J STP-OOMS(7) P. ).# 610870 6. 662510 GOROON COUNTY UNION GROVE RO. ~ 1-75 2005 AOT = 000 2025 AOT = (0001 T = 77. 24 HR. T = 101. = S.U. 31. RGL COMB. u 77. (1/9 d:/rgl/traffic.dgn/610870.dgn Nov. 24, 1999 10:36:20 .. SHEET 1 OF 2 11)500 I ""00' r150 1150 I 110000'1100001 5900 5900 r'~~8g' 1150 I )50 mg '.,;>--' mg' --oo:<:::~ I sao) 150 ;; wz '" I HIZ501 .nlle2~OI 9100 cr gTOO v> .'o" (iJg88' ,U888 I . "~OOI 8 "5;0): HiS 2625 'mg' 'm8' ~ 1:1 'm' Iv> 0", 0: 00: SU z ::> d:/rgl/traffic.dgn/662510.dgn Nov. 24, 1999 13:29:08 CEORCIA DEPARTMENT OF TRANSPORTATION OFFICE OF ENVIRONMENT ILOCATION ALTERNATE II CONDITION --. [NI I "0250' ~150 . (102501 S750 STP-QOMS(7) IM-75-3(203) P. I.tt 662510 6. 610870 GORDON COUNTY UNI ON CROvE RD. a I - T5 = 2005 ADT 000 2025 ADT a (000) 24 HR. T = 101. S.U. = 31. COMB. 71. AG' I' /9 SHE! 2 or 2 GEORGIA DEPARTMENT OF TRANSPORTATION , OFFICE OF ENVIRONMENT ILOCATION "w 'n'g.'>-- :; a: '" ! -J '" ~ :-sc 'mg' :"'mg' v> (r88' ~ (~ggl I; I .'z" cr , U ::I 14500 I 5650 , /1J (i~6I'OOg'5l25Is0' ao: r ~~ IW ~u' "lS''''", liS 'm' ~"'n6' V1 'm' 'm' 0 'mg'--=7 r GROVE 42 'l0O8' 6 T5 .tOOO 11050' M "'25,---=-825 '8001Hl~~~1l'JSoe T~ "~~50' 240 'ZOl50 0 1075 700 ROAD , 'Hg' '16~g' 'Z25':::o--"000'~'6TO' Ji 'so' 100 1,:", "g'e 16l~'''''' 'i!'l8oO'I?---- ';68' --E-- ',g' -----="'5551 'm' EXT. 'HI ~:::---'H2SS' - - 1050 -1J-7~' "27~5' 22 ' \ '225' 50 / 'nl~' 31;"115) '25 115 ---.. l80 "60' 1901 GO '~8''3V0'lg' ---... 295 1165) ALTERNATE I I CONDITION IN! J 5TP-OOMS(7) IM"-75-312031 P.I.n662510 &. 610870 GORDON COUNTY UNION GROVE AD. (J 1-15 2025 AM OHV 000 2025 PM DHV a (000) T ~ 77. d:/rgl/traffic.dgn/662510.dgn Nov. 24, 1999 13:29:26 Mainline 1-75 Capacity Analyses Summary North/South North/South Northbound through movement enterin interchange Northbound through movement exitin interchange Northbound through movement enterin interchange Northbound through movement exitin interchan e Southbound through movement entering interchange Southbound through movement exitin interchange Southbound through movement enterin interchan e Southbound through movement exitin interchange Ramp to Northbound 1~75 Ramp to Northbound 1-75 Ramp to Southbound 1-75 Ramp to Southbound 1-75 2005 AMJPM Without improvements C 2025 AM/PM Without improvements D 2025 -AM With improvements D 2025 AM With improvements E" 2025 PM With improvements C 2025 PM With improvements C 2025 AM With improvements C 2025 AM With improvements C 2025 PM With improvements D 2025 PM With improvements D 2025 AM With improvements D 2025 PM With improvements C 2025 AM With improvements C 2025 PM With improvements D .J .J SR 53 Capacity Analyses Summary Richard Rd. 1-75 2005 With improvement C Richard Rd. 1-75 2025 With improvement E Richard Rd. 1-75 2005 Without improvement C Richard Rd. 1-75 2025 Without improvement F 1-75 Bellwood 2005 Without improvement B 1-75 Bellwood 2025 Without improvement B 1-75 Bellwood 2005 With improvement B 1-75 Bellwood 2025 With improvement C Richard Rd. Bellwood 2005 With improvement C Richard Rd. Bellwood 2025 With improvement D Union Grove Road Signalized Intersections (2025 with improvement) Ramps east of interchange Ramps east of interchange Ramps west of interchange Ramps west of interchange Marine Road /Mohawk Ind. Marine Road /Mohawk Ind. CR 68/Belwood Rd. CR 68/Belwood Rd. AM c PM D AM B PM c AM c PM C AM C PM C ,J HCS: Freeways Release 3.1b 10ne: -mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL PLANNING ANALYSIS _ Lghway/Dir. Travel: rom/To : Jency or Company: .iaLys t : 1alysis Time Period: lrisdiction: 1alysis Year: :ite Performed: I 75 without 2025 6/14/01 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME _ Jerage Annual Daily Traffic, AADT ~oportion AADT During Peak Hour, K ~rcent of Traffic in Peak Direction, D oLume , DDHV ~ak-Hour Factor, PHF 1mber of Lanes, N er r-a i n Type Grade Segment Length rucks and Buses ~ucks and Buses PCE, ET ~creational Vehicles ~creational Vehicles PCE, ER ~avy Vehicle Adjustment, fHV ~iver ~opulation Adjustment, fp ~rvice Flow Rate, vp 107500 0.09 60 5805 1. 00 3 Level 0.00 0.00 5 1.5 2 1.2 0.97 1. 00 1991 vpd % vph % mi % % pcphpl _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _FREE-FLOW SPEED _ ~ee-Flow Speed: Measured FFS or FFSi 70.0 mph arie Width 12.0 ft :ine Width Adjustment, fLW 0.0 mph Lght-Shou1der Lateral C1ea~ance 6.0 ft :iteral Clearance Adjustment, fLC 0.0 mph 1terchange Density 0.50 interchange/mi 1terchange Density Adjustment, fID 0.0 mph 1mber of Lanes, .N 3 1mber of Lanes Adjustment, fN 3.0 mph jjusted Free-Flow Speed 70.0 mph Adjusted free-flow speed cannot be less than 55 mph. _.'_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _RESULTS, rvice Flow Rate, vp justed Free-Flow Speed, FFS erage Passenger-Car Speed, S .mber of Lanes, N .n s i t.y , D Nel of Service, LOS :1991 70.0 64.9 3 30.7 D _ pcphpl mph mph pc/mi/ln .. HCS: Freeways Release 3.1b hone: -mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL PLANNING ANALYSIS _ ighway/Dir. Travel: rom/To: gency or Company: nalyst: nalysis Time Period: urisdiction: nalysis Year: ate Performed: I-75 (without) 2005 6/14/01 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME, _ verage Annual Daily Traffic, AADT' roportion AADT During Peak Hour, K ercent of Traffic in Peak Direction, D olume, 'DDHV eak-Hour Factor, PHF umber of Lanes, N errain Type Grade Segment 'Length rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicles PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fp ervice Flow Rate, vp 63400 0.09 60 3424 1. 00 3 Level 0.00 0.00 5 1.5 2 1~2 0.97 1. 00 1177 vpd % vph % mi % % pcphpl _________________FREE-FLOW SPEED ---'- _ Lee-Flow Speed: FFS or FFSi ane Width ~ne Width Adjustment, fLW ight-Shoulder Lateral Clearance ~teral Clearance Adjustment, fLC ~terchange Density ~terchange Density Adjustment, fID ~mber of Lanes, N ~mber of Lanes Adjustment, fN jjusted Free-Flow Speed Adjusted free-flow speed cannot be Measured 70.0 12.0 0.0 6.0 0.0 0.50 0.0 3 3.0 70.0 less than 55 mph. mph ft mph ft mph interchange/mi mph mph mph ~_---,- ervice Flow Rate, vp .djusted Free-Flow Speed, FFS verage Passenger-Car Speed, S 'umbe.r of Lanes, N -en s i t.y , D level of Service, LOS RESULTS 1177 70.0 70.0 3 16.8 C _ pcphpl mph mph pc/mi/ln l ; .~ " j ,~ , HCS: Multilane High~~Ys R~ie~se 3.1b )hone: ~-mail : _____________~ Fax: OPERATIONAL ANALYSIS lighway: malyst: 'rom/To: malysis Year: length: la t e : 1-75 Mainline(North/South) 2025 AM (through) 4/ 6/ 01 ___________________FREE-FLOW SPEED Direction ree-Flow Speed: FFS or FFSi edian Type edian Type Adjustment, FM ane Width ane Width Adjustment, FLW ateral Clearance: Right Edge Left Edge Total Lateral Clearance 3.teral Clearance Adjustment, FLC :::cess Points per Mile :::cess Points Adjustment, FA :1justed Free-Flow Speed 1 Measured 60.0 mph 0.0 mph 12.0 ft 0.0 mph 6.0 6.0 12.0' 0.0 0 0.0 60.0 ft ft ft mph mph mph ~_ _ 2 Measured 60.0 mph 0.0 mph 12.0 ft 0.0 mph 60 ft 6.0 ft i2.0 ft 0.0 mph 0 0.0 mph 60.0 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME, Direction Lume , V ~ak-Hour Factor, PHF ~ak 15-Minute Volume, v15 unbe r of Lanes .rr a i,n Type Grade Segment Length ucks and Buses ucks and Buses PCE, ET creational Vehicles creational Vehicles PCE, ER avy Vehicle Adjustment, fHV iver Population Adjustment, fp rvice Flow Rate, vp 1 4975 1. 00 1244 3 Level. 0.00 0.00 7 1.5 o 1.2 0.97 1. 00 1716 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _RESULTS Direction 1 vph % ml % % pcphpl 2 3875 1. 00 969 3 Level 0.00 0.00 7 1.5 0 1.2 0.97 1. 00 1337 2 _ vph % mi % % pcphpl _ er v i.c e Flow Rate, vp )justed Free-Flow Speed, FFS rg. Passenger-Car Travel Speed, S eve I of Service, LOS sn s i t.y , D 1716 60.0 58.0 D 29.6 pcphpl 1337 mph 60.0 mph 60.0 C pc/mi/ln 22.3 pcphpl mph mph pc/mi/ln '\. .~ \ : J , HCS: Multilane Highways Release 3.1b .ione : -mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S, _ Lghway: 'iaLys t : com/To: 1alysis Year: eriqt.h : ~te: 1-75 Mainline (North/South) 2025 AM (out) 4/6/01 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _FREE-FLOW SPEED _ Direction cee-Flow Speed: FFS or FFSi ~dian Type ~dian Type Adjustment, FM ane Width ~ne Width Adjustment, FLW ~teral Clearance: Right Edge Left Edge Total Lateral Clearance lteral Clearance Adjustment, FLC :cess Points per Mile :cess Points Adjustment, FA jjusted Free-Flow Speed 1 Measured 60.0 mph 0.0 mph 12.0 ft 0.0 mph 6.0 ft 6.0 ft 12.0 ft 0.0 mph o 0.0 mph 60.0 mph 2 Measured 60.0 mph 0.0 mph 12.0 ft 0.0 mph 6.0 ft 6.0 ft . 12.0 ft 0.0 mph .0 0.0 mph 60.0 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME _ Direction oLume , V ~ak-Hour Factor, PHF ~ak 15-Minute Volume, v15 .imber of Lanes ~rrain Type Grade Segment Length Lucks and Buses Lucks and Buses PCE, ET .~creational Vehicles ~creational Vehicles PCE, ER ~avy Vehicle Adjustment, fHV Liver Population Adjustment, fp ~rvice Flow Rate, vp 1 5650 1. 00 1413 3 Level 0.00 0.00 7 1.5 o 1.2 0.97 1. 00 1949 vph % mi % % pcphpl 2 4175 1. 00 1044 3 Level 0.00 0.00 7 1.5 o 1.2 0.97 1. 00 1440 vph % mi % % pcphpl _ _ _ _ _ _ _ _ _ _~ RESULTS _'__ _ Dir~ction 1 2 , rvice Flow Rate, vp j~sted Free-Flow Speed, FFS .g. Passen<;rer-Car Travel Speed, S vel of Service, LOS nsity, D 1949 60.0 56.6 E 34.5 pcphpl 1440 mph 60.0 mph 59.8 C pc/mi/ln 24.1 pcphpl mph mph pc/mi/ln HCS: Multilane Highways Release 3.1b orie : nail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S _ ~hway: alyst: om/To: alysis Year: ngth: te: 1-75 Mainline (North/South) 2025pm (through) 4/6/01 --: FREE-FLOW SPEED _ Direction ee-Flow Speed: FFS or FFSi .d i an Type .d i an Type Adjustment, FM one Width ,ne Width Adjustment, FLW i t.er a I Clearance: Right Edge Left Edge Total Lateral Clearance i t.e r a L Clearance Adjustment, FLC ;cess Points per Mile ic e s s Points Adj us tmen t, FA Ijusted Free-Flow Speed 1 Measured 60.0 mph 0.0 mph 12.0 ft 0.0 mph 6.0 ft 6.0 ft 12.0 ft 0.0 mph 0 0.0 mph 60.0 mph 2 Measuroed 60.0 mph 0.0 mph 12.0 ft 0.0 mph 6.0 6.0 12.0 0.0 0 0.0 0 60.0 ft ft ft mph . mph mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME. _ Direction oLume , V ~ak-Hour Factor, PHF ~ak 15-Minute Volume, v15 ~mber of Lanes 2rrain Type Grade Segment Length rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicles PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fp ervice Flow Rate, vp 1 3875 1. 00 969 3 Level 0.00 0.00 7 1.5 o 1.2 0.97 1. 00 1336 vph % mi % % pcphpl 2 4975 1. 00 1245 3 Level 0.00 0.00 7 1.5 0 1.2 0.97 1. 00 1717 vph % mi % % pcphpl _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ RESULTS -r-r-r- _ Direction 1 2 cvice Flow Rate, vp .justed Free-Flow Speed, FFS J. Passenger-Car Travel Speed, S vel of Service, LOS flsity, D 1336 60.0 60.0 C 22.3 pcphpl 1717 mph 60.0 mph 58.0 D pc/milln 29.6 pcphpl mph mph pc/mi/ln HCS: Multilane Highways Release 3.1b .one: mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL ANALYSIS _ .ghway: .aLy s t : om/To: ia Ly s i s mqt.h : i t.e : Year: I~7S Mainline (North/South) 202Spm (out) 4/6/01 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _FREE- FLOW SPEED --'- _ Direction :-ee-Flow Speed: FFS or FFSi sdi an Type ~dian Type Adjustment, FM :me width ~ne Width Adjustment, FLW ~teral Clearance: Right Edge Left Edge Total Lateral Clearance 3teral Clearance Adjustment, FLC ccess Points per Mile ccess Points Adjustment, FA djusted Free-Flow Speed 1 Measured 60.0 mph 0.0 mph 12.0 ft 0.0 mph 6.0 ft 6.0 ft 12.0 ft 0.0 mph o 0.0 mph 60.0 mph 2 Measured 60.0 mph 0.0 mph 12.0 ft 0.0 mph 6.0 ft 6.0 ft 12.0 ft 0.0 mph o 0.0 mph 60.0 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME _ Direction olume, V eak-Hour Factor, PHF eak lS-Minute Volume, v15 umber of Lanes 'errain Type Grade Segment Length 'rucks and Buses 'rucks and Buses PCE, ET ~ecreational Vehicles ~ecreational Vehicles PCE, ER [eavY,Vehicle Adjustment, fHV >river Population Adjustment, fP ;ervice Flow Rate, vp 1 4500 1. 00 1125 3 Level 0.00 0.00 7 1.5 o 1.2 0.97 1. 00 1552 vph % ml % % pcphpl 2 5475 1. 00 1370 3 Level 0.00 0.00 7 1.5 o 1.2 0.97 1. 00 1890 vph % mi % % pcphpl _ _ _ _ _ _ _ _ _ _ _ _..:..- RESULTS ~ _ Direction 1 2 rvice Flow Rate, vp justed Free-Flow Speed, FFS g. Passenger-Car Travel Speed, S vel of Service, LOS nsity, D 1552 60.0 59.0 C. 26.3 pcphpl 1890 mph 60.0 mph 56.9 D pc/mi/ln 33.2 pcphp l mph mph pc/mi/ln HCS: Ramps and Ramp Junctions Release 3.1b - ne: .a i.L: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _MERGE ANALYS1S, _ :ation: i Lys t : tlysis Time Period: :e Performed: 1-75 Ramp (Northbound) 2025 AM 4/6/01 _ _ _ _ _ _ _ _ _FREEWAy-RAMP COMPONENTS AND CHARACTER1ST1CS _ pe of Analysis eeway Data: mber of Lanes in Freeway ee-Flow Speed on Freeway lume on Freeway Ramp Data: de of Freeway unbe r 0 f Lanes In Ramp :ee-Flow Speed on Ramp i l ume on Ramp mqt h of First Acoe L'Dece I Lane ?ngth of Second Accel/Decel Lane ljacent Ramp Data if one exists: )es adjacent ramp exist? )lume on Adjacent Ramp )sition of Adjacent Ramp fpe of Adjacent Ramp istance to Adjacent Ramp Merge 3 60.0 4975 Right 1 40.0 675 500 No mph vph mph vph ft . ft vph ft _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME ADJUSTMENT _ unction Components Freeway Ramp 'errain Type Grade Length Tolume, V (vph) )eak-Hour Factor, PHF ?eak IS-min Volume, vIS rrucks and Buses rrucks and Buses PCE, ET Kecreational Vehicles Recreational Vehicle PCE, ER Heavy Vehicle Adjustment, fHV Driver Population Adjustment, fp Service Flow Rate, vp Level % mi 4975 1. 00 1244 7 1.5 o 1.2 0.966 1. 00 5151 Level % ffil 675 1. 00 169 7 1.5 o 1.2 0.966 1. 00 700 _ _ _ _ _~ and ~,ANALYSIS RESULTS of MERGE AREAS Adjacent Ramp Level % mi . vph v % % pcph _ Estimation of Flow entering Lanes 1 and 2: Proportion of Freeway Vehicles Lanes 1 and 2, P = 0.591 Using Equation 2 FM ")w in Lanes 1 and 2, v = v (P ) = 3047 pcph 12 F FM pacity Checks: Actual Maximum LOS F? v 5851 6900 No FO v 3747 4600 No R12 vel of Service Operation (if not LOS F) : nsity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31+ R R 12 A :vel of Service for Ramp-Freeway Junction Areas of Influence D .e ed in Ramp Influence Area, S 52.0 R pc/mi/ln mph l.anni nq .3.. DOT HCS: Arterials Release3.1b hone: -Mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS rterial: irection: ile or Case #: repared By: ate: State Route 53 2005 with Union Grove Interch 11/30/99 _______________Traffic Characteris tics nnual Average Daily Traffic, AADT 'lanning Analysis Hour Factor, K lirectional Distribution Factor, D 'e a k Hour Factor, PHF .djusted Saturation Flow Rate 'ercent Turns from Exclusive Lanes 34500 0.100 0.600 0.900 1800 50 vpd pcphgpl % ______________Roadway Characteris tics lumber of Through Lanes One Direction, N 'ree Flow Speed, FFS ~rterial Class ;ection Length 1edian .e f t, Turn Bays 2 45 2 1.10 Yes Yes _ _ _ _ _ _ _ _ _--'- Signal Characteristics mph miles 3ignalized Intersections \rrival Type,' AT 3ignal Type (k = 0.5 for Planning) ~ycle Length, C ~ffective Green Ratio, g/C 3 3 Actuated 60.0 sec 0.500 ___________________Results ~nnual Average Daily Traffic, AADT rwo-Way Hourly Volume ~ourly Directional Volume rhrough-Volume 15-min. Flow Rate Running Time vic Ratio Through Capacity Progression Factor, PF Uniform Delay Filtering/Metering Factor, I Incremental Delay Control Delay 34500 3450 2070 1150 105.2 0.64 1800 1.000 11. 0 0.726 1.3 12.3 vpd vph vph v sec vph sec sec sec/v _ --...:.._ _ _ _ _ N~rage'Travel Speed, S bterial Lev~l of Service, LOS 27.9 mph C -Larm i.nq ;a DOT HCS: Arterials Release 3.1b -horie : :-Mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS ~----------- vr t.e r i.a L: ri r-ec t i on : ~ile or Case #: Jrepared By: . iat.e : State Route 53 2025 with Union Grove Interch 11/30/99 ________________'I'ra f f ic .Characteristics _ ~nnual Average Daily Traffic, AADT )lanning Analysis Hour Factor, K )irectional Distribution Factor, D )eak Hour Factor, PHF ~djusted Saturation Flow Rate )ercent Turns from Exclusive Lanes 57000 0.100 0.600 0.900 1800 50 vpd pcphgpl % _______________Roadway Characteris tics _ Jumber of Through Lanes One Direction, N ~ree Flow Speed, FFS vr t e r i.a I Class ;ection Length 1edian ~eft Turn Bays 2 45 2 1.10 Yes Yes mph miles _______________Signal Characteris tics --,- _ ;ignalized Intersections \rrival Type, AT ;ignal Type (k = 0.5 for Planning) .:ycle Length, C ~ffective Green Ratio, g/C 3 3 Actuated 60.0 sec 0.500 __________________Resul ts _ \nnual Average Daily Traffic, AADT rwo-Way Hourly Volume {ourlyDirectional Volume ~hrough-Volume 15-min. Flow Rate cunrii nq Time r/c Ratio rhrough Capacity )rogression Factor, PF Jn i. form Delay ~iltering/Metering Factor, I [ncremental Delay :ontrol Delay 57000 5700 3420 1900 105.2 1. 06 1800 1.000 15.9 0.090 26.6 42.5 vpd vph vph v sec vph sec sec sec/v ~~e~ag~ Travel Speed, S ,rterial Level of Service, LOS 17.0 mph D Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: E-mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS _ Highway: Analyst: From/To: Analysis Year: Other: Date: State Route 53 CR 4 (Richardson Rdj to 1-75 2005 With UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _INPUT DATA, '-- _ Total AADT Volume, AADT Proportion AADT During Peak Hour, K Percent Peak~Hour Traffic in Heaviest Direction, D Trucks Terrain Type Ideal Free-Flow Speed, FFSi 38500 0.08 60 5 Level 50.0 vpd % % mph ' _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS _ DDHV AADT x D x K DDHV 38500 x 0.60 x 0.08 1848 Volume for : 4-Lane Highway = 1848 6-Lane Highway 1848 vph/2 lanes = 924 vph/3 lanes = 616 LOS vphpl C vphpl B _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE _ Free-Flow Speed = 60 mph Free-Flow Speed = 50 mph Percent Trucks Terrain LOS 0 5 10 15 20 Percent Trucks 0 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 D 1620 1470 1350 1250 1160 E 1890 1720 1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 110untian A 590 480 400 340 300 B 990 790 ' 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles are Lane widths = 12 ft trucks. Shoulder width > 6 ft PHF = 0.90 Access points 20 per mile, each side. Divided highway Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: E-mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ PLANNING ANALYSIS _ Highway: Analyst: From/To: Analysis Year: Other: Date: State Route 53 CR 4 (Richardson Rd) to 1-75 2025 With UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT DATA, _ Total AADT Volume, AADT 64500 vpd Proportion AADT'During Peak Hour, K 0.08 Percent Peak-Hour Traffic in Heaviest Direction, D 60 % Trucks 5 % Terrain Type Level Ideal Free-Flow Speed, FFSi 50.0 mph _ _ _ _ _ _ _ _ _ _ _- - - - - - - A N A L Y S I S , - - - - - - - - - - - - - - - - _ DDHV = AADT x D x K DDHV = 64500 x 0.60 x 0.08 3096 Volume for : 4-Lane Highway 6-Lane Highway 3096 3096 vph/2 lanes = 1548 vph/3 lanes =,1032 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE, Free-Flow Speed = 60 mph LOS vphpl E vphpl C '--- _ = Free-Flow Speed 50 mph Percent Trucks Terrain LOS 0 5 10 15 20 Percent Trucks 0 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 D 1620 1470 1350, 1250 1160 E 1890 1720 1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 Mountian A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6 ft PHF = 0.90 Access points 20 per mile, each side. Divided highway Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: E-mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ PLANNING ANALYSIS, ----'- _ Highway: Analyst: From/To: Analysis Year: Other: Date: State Route 53 CR 4 (Richardson Rd) to 1-75 2005 Without UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _---,- INPUT DATA _ Total AADT Volume, AADT 45000 vpd Proportion AADT During Peak Hour, K 0.08 Percent Peak-Hour Traffic in Heaviest Direction, D 60 % Trucks 7 % Terrain Type Level Ideal Free-Flow Speed, FFSi 50.0 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _~ANALYSIS _ DDHV AADT x D x K DDHV 45000 x 0.60 x 0.08 2160 Volume for : 4-Lane Highway 6-Lane Highway 2160 2160 vph/2 lanes = 1080 vph/3 lanes = 720 LOS vphpl C vphpl B _ _ _ _~ _,__-------LEVEL OF SERVICE, _ Free~Flow Speed = 60 mph Free-Flow Speed = 50 mph Percent Trucks Terrain LOS o 5 10 15 20 Percent Trucks o 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 D 1620 1470 1350 1250 1160 E 1890 1720 1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 Mountian A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6 ft PHF = 0.90 Access points 20 per mile, each side. Divided highway Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: E-mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS _ _ ~---------- Highway: Analyst: From/To: Analysis Year: Other: Date: State Route 53 CR 4 (Richardson Rd) to 1-75 2025 Without UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT DATA, _ Total AADT Volume, AADT 76500 vpd Proportion AADT During Peak Hour, K 0.08 Percent Peak-Hour Traffic in Heaviest Direction, D 60 % Trucks 7 % Terrain Type Level Ideal F~ee-Flow Speed, FFSi 50.0 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS---' _ DDHV DDHV AADT x D x K 76500 x 0.60 x 0.08 3672 Volume for : 4-Lane Highway 6-Lane Highway 3672 3672 vph/2 lanes = 1836 vph/3 lanes = 1224 LOS vphpl F vphpl D LEVEL OF SERVICE Free-Flow Speed = 60 mph Free-Flow Speed = 50 mph Percent Trucks Te:-rain LOS 0 5 10 15 20 Percent Trucks 0 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C i360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 D 1620 1470 1350 1250 1160 E 1890 1720 .1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 Mountian A 590 480 400 340 . 300 B 990 790 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6, ft PHF = 0.90 . Access points 20 per mile, each side. Divided highway Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: E-mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS ~------------- Highway: Analyst: From/To: Analysis Year: Other: Date: State Route 53 1-75 to Bellwood Rd (CR 474) 2005 Without UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _INPUT DATA. _ Total AADT Volume, AADT 30500 vpd Proportion AADT During Peak Hour, K 0.08 Percent Peak-Hour Traffic in Heaviest Direction, D 60 % Trucks 7 % Terrain Type Level Ideal Free-Flow Speed, FFSi 50.0 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS, ~ _ DDHV = AADT x D x K DDHV = 30500 x 0.60 x 0.08 1464 Volume for : 4-Lane Highway 6-Lane Highway 1464 1464 = vph/2 lanes = 732 vph/3 lanes 488 LOS vphpl B vphpl B _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE, _ Free-Flow Speed = 60 mph Free-Flow Speed = 50 mph Percent Trucks Terrain LOS o 5 10 15 20 Percent Trucks o 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 506 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 D 1620 1470 1350 1250 1160 E 1890 1720 1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 Mountian A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles ar~ trucks. Lane widths = 12 ft Shoulder width > 6 ft PHF = 0.90 Access points 20 per mile, each side. Divided highway '. Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: E-mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS _ Highway: Analyst: From/To: Analysis Year: Other: Date: State Route 53 1-75 to Bellwood Rd (CR 474) 2005 Without UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _ _ _ _ _' - INPUT DATA. _ Total AADT Volume, AADT Proportion AADT During Peak Hour, K Percent Peak-Hour Traffic in Heaviest Direction, D Trucks Terrain Type Ideal Free-Flow Speed, FFSi _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS, 30500 0.08 60 7 Level 50.0 vpd % % mph _ DDHV AADT x D x K DDHV 30500 x 0.60 x 0.08 = 1464 Volume for : 4-Lane Highway 6-Lane Highway 1464 1464 vph/2 lanes = 732 vph/3 lanes = 488 LOS vphpl B vphpl B _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE, ---,- Free-Flow Speed = 60 mph Free-Flow Speed = 50 mph Percent Trucks Terrain LOS 0 5 10 15 20 Percent Trucks 0 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 D 1620 1470 1350 1250 1160 E 1890 1720 1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 Mountian A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6 ft PHF = 0.90 Access points 20 per mile, each side. Divided highway " Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: E-mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS _ Highway: Analyst: From/To: Analysis Year: Other: Date: State Route 53 1-75 to Bellwood Rd (CR 474) 2005 With UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT DATA, ---,- _ Total AADT Volume, AADT 26000 vpd Proportion AADT During Peak Hour, K 0.08 Percent Peak-Hour Traffic in Heaviest Direction, 0 60 % Trucks 5 % Terrain Type Level Ideal Free-Flow Speed, FFSi 50.0 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _~ANALYSIS, _ DDHV AADT x 0 xK DDHV 26000 x 0.60 x 0.08 1248 Volume for : 4-Lane Highway 6-Lane Highway i248 1248 vph/2 lanes = 624 vph/3 lanes = 416 LOS vphpl B vphpl A' _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE, _ Free-Flow Speed = 60 mph Free-Flow Speed = 50 mph Percent Trucks Terrain LOS 0 5 10 15 20 Percent Trucks 0 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 0 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 0 1620 1470 1350 1250 1160 E 1890 1720 1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 Mountian A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 0 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6 ft PHF = 0.90 Access points 20 per mile, ,each side. Divided highway ,Planning Ga DOT HCS: Multilane Highways Release 3.1b Phone: .E-mail: Fax: _ _ _ _ _ _ _ _ _ _~ PLANNING ANALYSIS _ Highway: Analyst: . From/To: Analysis Year: Other: Date: State Route 53 1-75 to Bellwood Rd (CR 474) 2025 With UnionGrove Interchange 11/30/99 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT OATA, _ Total AAOT Volume, AADT Proportion AADT During Peak Hour, K Percent Peak-Hour Traffic in Heaviest Direction, 0 Trucks Terrain Type Ideal Free-Flow Speed, FFSi _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS 43500 0.08 60 5 Level 50.0 vpd % % mph ~_ DOHV AADT x 0 xK DOHV 43500 x 0.60 x 0.08 2088 Volume for : 4-Lane Highway 6-Lane Highway 2088 2088 vph/2 lanes 1044 vph/3 lanes 696 LOS vphpl C vphpl B LEVEL OF SERVICE Free-Flow Speed = 60 mph Free-Flow Speed = 50 mph Percent Trucks Terrain LOS 0 5 10 15 20 Percent Trucks 0 5 10 15 20 Level A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 0 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720 490 810 1130 1350 1710 470 790 1110 1320 1670 460 770 1080 1290 1630 450 750 1050 1260 1590 440 740 1030 1230 1550 Rolling A 590 540 500 460. 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 0 1620 1470 1350 125.0 1160 E 1890 1720 1580 1450 1350 490 810 1130 1350 1710 440 740 1030 1230 1550 410 680 950 1130 1430 370 620 870 1040 1320 350 580 810 960 1220 Mountian A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 0 1620 1300 1080 930 810 E 1890 1510 1260 1080 950 490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860 Base Assumptions: All heavy vehicles are Lane widths = 12 ft trucks. Shoulder width > 6 ft PHF = 0.90 Access points 20 per mile, each side. Divided highway I, HCS: Ramps and Ramp Junctions Release 3.1b hone: -mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _MERGE ANALYS1S '----_ ocation: nalyst: nalysis Time Period: ate Performed: 1-75 Ramp (Northbound) 2025 PM 4/6/01 __________________FREEWAY-RAMP COMPONENTS AND CHARACTER1ST1CS _ ype of Analysis reeway Data: umber of Lanes in Freeway ree-Flow Speed on Freeway olume on Freeway n Ramp Data: ide of Freeway umber of Lanes in Ramp ree-Flow Speed on Ramp olume on Ramp ength of First Accel/Decel Lane ength of Second Accel/Decel Lane djacent Ramp Data if one exists: oes adjacent ramp exist? olume on Adjacent Ramp osition of Adjacent Ramp ype of Adjacent Ramp istance to Adjacent Ramp Merge 3 60.0 mph 3875 vph Right 1 40.0 mph 625 vph 500 ft ft No vph ft ________________________________VOLUME ADJUSTMENT _ unction Components Freeway Ramp errain Type Grade Length olume, V (vph) eak-Hour Factor, PHF eak 15-min Volume, v15 rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicle PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fP ervice Flow Rate, vp Level % mi 3875 1. 00 969 7 1.5 o 1.2 0.96,6 1. 00 4011 Level % mi 625 1. 00 15T 7 1.5 o 1.2 0.966 1. 00 650 __________~-----------ANALYS1S and RESULTS of MERGE AREAS Adjacent Ramp Level % mi vph v % % pcph _ stimation of Flow entering Lanes 1 and 2: roportion of Freeway Vehicles n Lahes 1 and 2, P = 0.591 Using Equation 2 FM lQW in Lanes 1 and 2, v = v (P ) = 2373 pcph 12 F FM apacity Checks: Actual Maximum LOS F? v 4661 6900 No FO v 3023 4600 No R12 evel of Service Operation (if not LOS F): ensity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26- R R 12 A evel of Service for Ramp-Freeway Ju~ction Areas of Influence C peed in Ramp Influence Area, S 53.5 R pc/mi/ln mph HCS: Ramps and Ramp Junctions Release 3.1b norie : -mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _MERGE ANALYS1S -'-- _ :>cation: nalyst: nalysis Time Period: 3.te Performed: 1-75 Ramp (Southbound) 2025 AM 4/6/01 _ _ _ _ _ _ _ _ _FREEWAY-RAMP COMPONENTS AND CHARACTER1STICS _ ype of Analysis reeway Data: umber of 'Lanes in Freeway ree-Flow Speed on Freeway olume on Freeway n Ramp Data: ide of Freeway umber of Lanes in Ramp ree-Flow Speed on Ramp olume on Ramp ength of First Accel/Decel Lane ength of Second Accel/Decel Lane .djacent Ramp Data if one exists: oes adjacent ramp exist? olume on Adjacent Ramp osition of Adjacent Ramp ype of Adjacent Ramp .i s t anc e to Adjacent Ramp Merge 3 60.0 mph 3875 vph Right 1 40.0 mph 300 vph 500 ft ft No vph ft _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME ADJUSTMENT _ 'unction Components Freeway Ramp 'errain Type Grade Length 'o Lume , V (vph) 'eak-Hour Factor, PHF 'eak 15-min Volume, v15 'rucks and Buses 'rucks and Buses PCE, ET .ecr eet i.onaL Vehicles .e c r e a tional Vehicle PCE, ER teavy Vehicle Adjustment, fHV iri.ve r Population Adjustment, fP :ervice Flow Rate, vp Level % ml 3875 1. 00 969 7 1.5 0 1.2 0.966 1. 00 4012 Level , 900 mi 300 1:00 75 7 1.5 0 1.2 0.966 1. 00 310 ______________ANALYS1S and RESULTS of MERGE AREAS Adjacent Ramp Level % mi vph v % % pcph ~ _ :stimation of Flow entering Lanes 1 and 2: )roportion of Freeway Vehicles ..- Lanes 1 and 2, P = 0.591 Using Equation 2 FM .qw in Lanes 1 and 2, v = v (P ) = 2373 pcph 12 F FM rpa c i, ty Checks: Actual Maximum LOS F? v 4322 6900 No FO v 2683 4600 No R12 . =vel of Service Operation (if not LOS F) : =nsity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23+ R R 12 A =vel of Service for Ramp-Freeway Junction Areas of Influence )eed in Ramp Influence Area, S R pc/mi/ln mph HCS: Ramps and Ramp Junctions Release 3.lb hone: -mail: Fax: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _M.ERGE ANALYSIS _ ocation: nalyst: nalysis Time Period: ate Performed: 1.-75 Ramp (Southbound) 2025 PM 4/6/01 __________________FREEWAY-RAMP COMPONENTS AND CHARACTERISTICS _ ype of Analysis reeway Data: umber of Lanes in Freeway ree-Flow Speed on Freeway olume on Freeway n Ramp Datp.: ide of Freeway umber of Lanes ln Ramp ree-Flow Speed on Ramp olume on Ramp ength of First Accel/Decel Lane ength of Second Accel/Decel Lane djacent Ramp Data if one exists: oes adjacent ramp exist? olume on Adjacent Ramp osition of Adjacent Ramp ype of Adjacent Ramp istance to Adjacent Ramp Merge 3 60.0 mph 4975 vph Right 1 40.0 mph 500 vph 500 ft ft No vph ft -,.- VOLUME ADJUSTMENT _ unction Components Freeway Ramp errain Type Grade Length :>lume, V (vph) eak-Hour Factor, PHF eak l5-min Volume, v15 rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicle PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fP ervice .Flow Rate n vp Level % mi 4975 1. 00 1244 7 1.5 o 1.2 0.966 1. 00 5150 Level % mi 500 0.99 126 7 1.5 0 1.2 0.966 1. 00 522 ______________ANALYSIS and RESULTS of MERGE AREAS Adjacent Ramp Level % mi vph v % % pcph _ stimation of Flow entering Lanes 1 and 2: roportion of Freeway Vehicles 'n Lanes 1 and 2, P = 0.591 Using Equation 2 FM ~ow in Lanes 1 and 2, v = v (P ) = 3046 pcph 12 F .FM apacity Checks: Actual Maximum LOS F? v 5672 6900 No FO v . R12 3568 4600 No evel of Service Operation (if not LOS F): ensity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30- R R 12 A evel of Service for Ramp-Freeway Junction Areas of Influence D peed in Ramp Influence Area, S 52.5 R pc/mi/ln mph CROSS STREET ANALYSES HCS: Signals Release 3.1b lter: 1-75 Ramp @ UGR ia Lys t : i t e : 4/11/01 'w St: Union Grove Road City/St: Proj #: STP-OOMS(7) Period: 2025AM N/S St: Proposed East Ramp SIGNALIZED INTERSECTION SUMMARY ). Lanes ;Config Lume I Eastbound IL T R I I120 I LT 1375 650 . Westbound LTR 021 T R 700 300 I Northbound IL T R I I101 IL R 1375 125 me Width 112.0 12.0 12.0 12.0 112.0 12.0 rGR Vol I 0I 0 Southbound L T R 000 rra t i.on 0.25 lase Combination 1 2 5 6 7 8 3 Left Thru Right P P P NB Left P Thru Right P Peds Peds 3 Left Thru' SB Left P Thru Right P P Right Peds Peds 3 Right 3 Right P P EB Right WB Right P reen 26.0 25.0 30.0 3llow 3.0 3.0 3.0 11 Red 0.0 0.0 0.0 {cle Length: 90.0 secs ____________________Intersection Performance Summary _ ;>pr/ Lane Adj Sat Ratios Lane Group Approach sn e Group Flow Rate cp Capcity ( s) . vic g/C Delay LOS Delay LOS 3.stbound 521 2166 1805 3610 0.80 0.289 41. 8 D 0.33 0.600 9.4 A 21.3 C estbound 1003 1615 orthbound 602 1615 outhbound 3610 1615 1805 1615 0.78 0.278 35.8 D 0.21 1.000 0.3 A 0.69 0.3.33 32.4 C 0.09' 1. 000 0.1 A 25.1 C 24.4 C Intersection Delay = 23.4 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b )hone: Fax: ~-Mai 1 : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S ~ _ :ntersection: :ity/State: .na l.ys t : 'roject No: 'Lrne Period Analyzed: late: ~st/West Street Name: ~rth/South Street Name: 1-75 Ramp @ UGR STP-OOMS(7) 2025AM. 4/11/01 Union Grove Road Proposed East Ramp _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA _ I Eastbound 1L T R I olume 1375 650 HF 10.90 0.90 K 15 Vol 1104 181 i Ln Vol I Grade I 0 deal Sat /1900 1900 3.rkExist I umPark 1 Heavy VehlO 0 I :::> Lanes 1 2 0 3Config I L T ane Width 112.0 12.0 rOR Vol I :lj Flow 1417 722 [nSharedLn I ::'op Turns 1 ImPeds I .unBus 10 0 Westbound L T R 700 300 0.90 0.90 194 83 0 1900 1900 0 0 021 TR 12.0 12.0 0 778 333 0 0 .0 I . Northbound IL T R I 1375 125 10.90 0.90 1104 35 I I 0 11900 1900 I I 10 0 I101 IL R /12.0 12.0 I 0 1417 139 I I I 0 10 0 Southbound -I L T RI -------1 I I I I I I I I o o o I I I 1 I I I I oI I rra t i.on 0.25 Area Type: All other areas _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATING PARAMETERS _ I Eastbound IL T R I nit Unmet 10.0 0.0 .rriv. Type I3 3 nit Ext. 13.0 3.0 Factor I 1.000 ost Time 12.0 2.0 xt of g /2.0 2.0 ed Min g I 0.0 Westbound LTR 0.0 0.0 3 3 3.0 3.0 1.000 , 2.0 2.0 2.0 2.0 0.0 I Northbound IL T R I 10.0 0.0 13 3 13.0 3.0 I 1. 000 12.0 2.0 12.0 2.0 I 0.0 Southboimd LTR PHASE DATA hase Combination 1 2 3 4 5 6 7 8 B Left Thru Right Peds P P P NB Left P Thru Right P Peds B Left Thru Right Peds P P P SB Left Thru Right Peds B Right P P EB Right B Right WB Right P ceen ~llow Ll Red 26.0 25.0 3.0 3.0 0.0 0.0 (cle Length: 90.0 secs 30.0 3.0 0.0 Apprl Lane Mvmt Group Adj Flow Rate (v) --Lane Group-- Capacity vic (c) Ratio .s t bound Pri. Sec. Left L Thru T Right ~stbound Pri. Sec. Left Thru T Right R orthbound Pri. Sec. Left L Thru Right R :outhbound Pri. Sec. Left Thru Right 417 1805 # 0.23 0.289 521 0.80 t 722 3610 0.20 0.600 2166 0.33 778 3610 # 0.22 0.278 1003 0.78 333 1615 0.21 1. 000 1615 0.21 417 1805 # 0.23 0.333 602 0.69 139 1615 0.09 1. 000 1615 0.09 Sum (vis) critical = 0.68 lost Time/Cycle, L = 9.00 sec Critical v/c(X} = 0.75 pprl Ratios Unf ane Del rp vic g/C dl LEVEL OF SERVICE WORKSHEET Prog Lane Increment.a1 Res Adj Grp Factor Del Del Fact Cap k d2 d3 Lane Group Delay LOS Approach Delay LOS astbound 0.80 0.289 29.6 1.000 521 0.50 12.2 0.0 41.8 D 0.33 0.600 9.0 1.000 2166 0.50 0.4 0.0 9.4 A 21. 3 C estbound 0.78 0.278 29.9 1. 000 1003 0.50 5.9 0.0 35.8 D 0.21 1.000 0.0 1. 000 1615 0.50 0.3 0.0 0.3 A orthbound 0.69 0.333 26.0 1. 000 602 0.50 6.4 0.0 32.4 C 0.09 1.0QO0.0 1. 000 1615 0.50 0.1 0.0 0.1 A outhbound 25.1 C 24.4 C Intersection Delay = 23.4 (sec/veh) Intersection LOS = C _______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts ~ _ APPROACH EB WB NB SB ycle Length( C 90.0 sec .ctual Green Time for Lane.Group, G :ffective Green Time for Lane Group, g 'pposing Effective Green Time, go [umber of Lanes in Lane Group, N lumber of Opposing Lanes, No .djusted Left-Turn Flow Rate, Vlt >roportion of Left Turns in Opposing Flow, plto .djusted Opposing Flow Rate, Vo ,ost Time for Lane Group, tl ,eft Turns per Cycle: LTC=VltC/3600 lpposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Jpposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) Jf=[Gexp(~ a * (LTC ** b))]-tl, gf<=g )pposing Queue. Ratio: qro=l-Rpo(go/C) Jq=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g JU =g-gq if gq>=gf, =g-gf if gq=O )tho=l-plto )1*=Plt[1+{(N-1)g/(gf+gu/El1+4.24)) ) si i (Figure 9-7) ~12=(1-Ptho**n)/Plto, E12>=1.0 :min=2(1+Plt)/g or fmin=2(1+Pl)/g rdiff=max(gq-gf,O) :m=[gf/g]+[gu/g] [1/{1+Pl(El1-1)}], (min=fmin;max=l.OO) :It=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) }] -[gu/g] [1/(1+Plt(El1-1)], (min=fmin;max=l.O) or flt=[fm+0.91(N-l)]/N** flt ~or special case of single-lane approach opposed by multilane approach, ;ee text. , If Pl>=l for shared left-turn lanes with N>l, then assume de~facto left-turn lane and redo calculations. ,* For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. 'or special case of multilane approach opposed by single-lane approach lr when gf>gq, see text. "0 ______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB :ycle Length, C 90.0 sec ~ctual Green Time for Lane Group, G ~ffective Green Time for Lane Group, g Jpposing Effective Green Tim~, go ~umber of Lanes in Lane Group, N ~umber of Opposing Lanes, No ~djusted Left-Turn Flow Rate, Vlt >roportion of Left Turns in Lane Group, Plt >roportionof Left Turns in Opposing Flow, Plto ~djusted Opposing Flow Rate, Vo Jost Time for Lane Group, tl ,eft Turns per Cycle: LTC=VltC/3600 lpposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 'pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) -f=[Gexp(- a * (LTC ** b))]-tl, gf<=g 'pposing Queue Ratio: qro=l-Rpo(go/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u =g-gq if gq>=gf, =g-gf if gq=O . tho=l-Plto 1*=Plt[1+{(N-l)g/(gf+gu/Ell+4.24) )) 11 (Figure 9-7) 12=(1-Ptho**n)/Plto, E12>=1.0 min=2(1+Plt)/g or fmin=2{1+Pl)/g diff=max(gq-gf,O) l1=[gf/g]+[gu/gJ (1/{l+Pl(El1-1)}], (min=fmin;max=l.OO) It=fm=[gf/gJ+gdiff[1/{1+Plt(El2-1)}] [gu/g] [1/ (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O .91 (N-1)] /N** flt Primary _ SB )r special case of single-lane approach opposed by multilane approach, ~e text. If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. , For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach : when gf>gq, see text. . .~.--------------':--_-------~-------- _____________________ SUPPLEMENTAL uNIFORM DELAY WORKSHEET __ ,dj. LT Vol from vol Adjustment Worksheet, v ric ratio from Capacity Worksheet, X 'rimary phase effe~tive green, ~ :econdary phase effective green, gq From Supplemental. Permitted LT Worksheet), gu :ycle length, C 90.0 Red =(C-g-gq-gu), r .rrivals: v/(3600(max(X,l.0), qa 'rimary ph. departures: s/3600, sp econdary ph. departures: s(gq+gu)/(gu*3600), ss .Perm Pr.ot Case ueue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr niform Delay, dl EBLT WBLT' NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE ppr/ 3ne coup Initial Dur. Unmet Unmet Demand Demand Q veh t hrs. Uniform Delay Unadj. Adj. ds dl sec Initial Final Queue Unmet Paramo Demand u Q veh Initial Lane Queue Group Delay Delay d3 sec d sec :l.stbound ~stbound xr t hbourid -u t hbound Intersection Delay 23.4 sec/veh Intersection LOS C ________________ERROR MESSAGES _ No errors to report. HCS: Signals Release 3.1b nter: 1-75 Ramp @ UGR nalyst: ate: 4/12/01 IW St: Union Grove Road City/St: Proj #: STP-OOMS(7) Period: 2025PM N/S St: Proposed East Ramps SIGNALIZED INTERSECTION SUMMARY o. Lanes 1 Eastbound IL T R I I120 I Westbound 1L T R I I021 I Northbound IL T R I I101 GConfig I L T I T RIL R olume 1425 925 I 575 200 1225 75 ane Width 112.0 12.0 1 12.0 12.0 112.0 12.0 TOR Vol I I 0 1 0 Southbound LTR 000 uration 0.25 Area Type: All other areas Signal Operations hase Combination 1 2 3 4I 5 6 7 8 B Left P I NB Left P Thru P P I Thru Right I Right P Peds I Peds B Left I SB Left Thru P I Thru Right P P I Right Peds I Peds B Right P P I EB Right B Right I WB Right P reen 26.0 25.0 30.0 25.0 ellow 3.0 3.0 3.0 11 Red 0.0 0.0 0.0 0.0 ycle Length: 115.0 secs Intersection Performance Summary pprl Lane Adj Sat Ratios Lane Group Approach :ine Group Flow Rate r-p Capcity (s ) vic g/C Delay LOS Delay LOS 3.stbound 408 1695 1805 3610 1.16 0.226 139.3 F 0.61 0.470 24.2 C 60.5 E 2stbound 785 1222 Jrthbound 471 1222 Juthbound 3610 1615 1805 1615 0.81 0.217 51. 8 D 0.18 0.757 4.3 A 0.53 0.261 40.7 D 0.07 0.757 3.7 A 39.6 D 31. 5 C Intersection Delay = 50.2 (sec/veh) Intersection LOS = D HCS: Signals Release 3.lb )hone: Fax: ~-Mail : _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S _ :ntersection: :ity/State: .naLys t : >roject No: 'ime Period Analyzed: late: :ast/West Street Name: ~rth/South Street Name: 1-75 Ramp @ UGR STP-OOMS(7) 4/12/01 Union Grove Road Proposed East Ramps _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA _ I Eastbound I Westbound I Northbound Southbound IL T R IL T R IL T R LTR olume 11425 --925 - - - 1 I - --575 -200 - 11225 - - - -75 - ~- _ HF 10.90 0.90 I 0.90 0.90 10.90 0.90 K 15 Vol 1118 257 I 160 56 163 21 i Ln Vol I Grade I 0 deal Sat 11900 1900 I I Io I o I 1900 1900 11900 1900 :trkExist I I I umPark I I I Heavy Vehl 0 o I o o 10 o J. Lanes I 1 2" 0 1 o 2 I" I 1 o 1 o 0' 0 :;Config I L T I T R IL R arie Width 112.0 12.0 I 12.0 12.0 112.0 12.0 rOR Vol I I" oI o jj Flow 1472 1028 I 639 222 /250 83 [nSharedLn I I I rop Turns I I I ImPeds I I oI o o lffiBus I0 o I o o /0 o rra t i.on 0.25 Area Type: All other areas I Eastbound IL T R I nit Unmet 10.0 0.0 rriv. Type I3 3 nit Ext. 13.0 3.0 Factor I 1.000 ost Time 12.0 2.0 xt of g 12.0 2.0 ed Min g 1 0.0 hase Combination 1 2 B Left Thru Right Peds P P P B Left Thru Right Peds P P P B Right P P B. Right OPERATING PARAMETERS Westbound LTR 0.0 0.0 33 3.0 3.0 1.000 2.0 2.0 2.0 2.0 0.0 I Northbound IL T R I 10.0 0.0 13 3 13.0 3.0 I 1. 000 12.0 2.0 12.0 2.0 I 0.0 PHASE DATA 3 4 5 6 NB Left P Thru Right P Peds SB Left Thru Right Peds EB Right WB Right P Southbound LTR 7 8 reen ellow 11 Red 26.0 25.0 3.0 3.0 0.0 0.0 ycle Length: 115.0 secs 30.0 25.0 3.0 0.0 0.0 Appr/ Lane Mvrnt Group CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green Flow Rate Flow Rate Ratio Ratio (v) (s) (v / s) (g/C) --Lane Group-- Capacity vic (c) Ratio stbound Pri. Sec. Left L Thru T Right is t.bound Pri. Sec. Left Thru T Right R or t.hbcund Pri. Sec. Left L Thru Right R outhbound Pri. Sec. Left Thru Right 472 1028 1805 3610 0.26 0.28 0.226 408 0.470 1695. 1.16 0.61 1 639 3610 0.18 0.217 785 0.81 222 1615 0.14 0.757 1222 0.18 250 1805 0.14 0.261 471 0.53 83 1615 0.05 0.757 1222 0.07 Sum (v / s ) critical = 0.00 ost Time/Cycle, L = 0.00 sec Critical v / c (X) = 0.00 .ppr/ Ratios Unf .ane Del ;rp vic g/C d1 LEVEL OF SERVICE WORKSHEET Prog Lane Incremental Res Adj Grp Factor Del Del Fact Cap k d2 d3 Lane Group Delay LOS Approach Delay LOS :astbound 1.16 0.226 44.5 LooO 408 0.50 0.61 0.470 22.6 1. 000 1695 0.50 94.8 0.0 1.6 0.0 139.3 F 24.2 C 60.5 E lestbound 0.81 0.217 42.8 1. 000 785 0.50 9.1 0.0 51. 8 D 0.18 0.757 4.0 1.000 1222 0.50 0.3 0.0 4.3 A lorthbound 0.53 0.261 36.5 1.000 471 0.50 4.2 0.0 40.7 D { 0.07 0.757 3.6 1.000 1222 0.50 0.1 0.0 3.7 A ,outhbound 39.6 D 31.5 C Intersection Delay = 50.2 (sec/veh) Intersection LOS = D _____________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB -c I e Length, C 115.0 sec :tual Green Time for Lane Group, G :fective Green Time~ for Lane Group/ 9 >posing Effective Green Time/ go Imber of Lanes in Lane Group/ N Imber of Opposing Lanes/ No ljusted Left-Turn Flow Rate/ Vlt :oportion of Left Turns in Opposing Flow/ Plto ljusted Opposing Flow Rate/ Vo >st Time for Lane Group/ tl ~ft Turns per Cycle: LTC=VltC/3600 )posing Flow per Lane/ Per Cycle: Volc=VoC/3600fluo )posing Platoon Ratio/ Rpo (Table 9-2 or Eqn 9-7) :=[Gexp(- a * (LTC ** b}})-tl/ gf<=g )posing Queue Ratio: qro=l-Rpo(go/C) F(4.943Volc**O.762) (qro**1.061)-tL gq<=g 1 =g-gq if gq>=gf/ =g-gf if gq=O ~ho=l-plto L*=Plt[1+{(N-i)g/(gf+gu/El1+4.24)) ) L1 (Figure 9-7) L2=(1-Ptho**n)/Plto/ E12>=1.0 nin=2(1+Plt)/g or fmin=2(1+Pl)/g jiff=max(gq-gf/O) n= [gf/g] + [gu/g] [1/ {l+Pl (Ell-I)}] / (min=fmin;max=1.00) It=fm=[gf/g)+gdiff[1/{1+Plt(E12-1)}] [gu/g] [1/(1+Plt(Ell-1)]/ (min=fmin;max=1.0) or flt=[fm+0.91(N-1))/N** flt _ SB Jr special case of single-lane approach opposed by multilane approach/ 2e text. If Pl>=l for shared left-turn lanes with N>l/ then assume de-facto left-turn lane and redo calculations. * For permitted left-turns with multiple ex~lusive left-turn lanes/ flt=fm. 8r special case of multilane approach opposed by single-lane approach r when gf>gq/ see text. ______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WBNB ~ycle Length, C 115.0 sec ~ctual Green Time for Lane Group, G ~ffective Green Time for Lane Group, 9 )pposing Effective Green Time, go lumber of Lanes in Lane Group, N lumber of Opposing Lanes, No .djusted Left-Turn Flow Rate, Vlt 'roportion of Left Turns in Lane Group, pIt 'roportion of Left Turns in Opposing Flow, Plto rljusted Opposing Flow Rate, Vo ost Time for Lane Group, tl eft Turns per Cycle: LTC=VltC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b)J-tl, gf<=g pposing Queue Ratio: qro=l-Rpo(go/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u =g-gq if gq>=gf, =g-gf if gq=O tho=l-Plto l*=Plt[l+{ (N-1)g/(gf+gu/El1+4.24) 11 (Figure 9-7) 12=(1-Ptho**n)/Plto, E12>=1.0 nin=2(1+Plt)/g or fmin=2(1+Pl)/g jiff=max(gq-gf,O) n=[gf/g]+[gu/g] [1/{l+Pl(El1-1)}], (min=fmin;max=1.00) Lt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}] ~ gul g) [l/ ( 1 +pI t (Ell-I) ] , (min= fmin; max=l .0) or fl t= [fm+ 0 . 91 (N- i) ] /N* * fIt Primary _ SB >r special. case of single-lane approach opposed by multilane approach, !e text. If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. r special case of multilane approach opposed by single-lane approach when gf>gq, see text. _____________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET __ jj. LT Vol from Vol Adjustment Worksheet, v /c ratio from Capacity Worksheet, X rimary phase effective green, g econdary phase effective green, gq From Supplemental Permitted LT Worksheet), gu ycle length, C 115.0 Red =(C-g-gq-gu), r rrivals: v/{3600{max{X,l.0), qa rimary ph. departures: s/3600, sp econdary ph. departures: s{gq+gu)/{gu*3600), ss .Perm .Prot .Case ueue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu .esidual queue, Qr hiform Delay, dl EBLT WBLT NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE ppr/ ane roup Initial Dur. Unmet Unmet Demand Demand Q veh t hrs. Uniform Delay Unadj. Adj. ds d1 sec Initial Final Queue Unmet Paramo Demand u Q veh Initial Lane Queue Group Delay Delay d3 sec d sec astbound estbound orthbound outhbound Intersection Delay 50.2 sec/veh Intersection LOS D _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ERROR MESSAGES,_ _~ _ No errors to report. Inter: 1-75 zmalyst: )at e : 4 I 12 101 E/W St: Union Grove Road HCS: Signals Release 3.1b City/St: Proj #: STP-OOMS(7) Period: 2025AM N/S St: Proposed West Ramp o2 T 825 12.0 o 0 o o1 R 425 12.0 o )uration 0.25 Area )hase Combination 1 2 m Left Thru P Right P P Peds 5 8 Left Thru Right Peds lB Left P Left P Thru P P Thru Right Right P Peds Peds [B Right Right P BRight P P Right reen 11. 0 20.0 20.0 ellow 3. O. 3.0 3.0 11 Red 0.0 0.0 0.0 yele Length: 60.0 sees ___________________Interseetion Performance Summary __ pprl 'arie rp Lane Group Capeity Adj Sat Ratios Flow Rate ( s) vic g/C Lane Group . Approach Delay LOS Delay LOS astbound. 1203 1615 2stbound 331 2046 3610 1615 1805 3610 0.76 0.333 22.5 C 0.15 1.000 0.2 A 0.25 0.183 22.8 C 0.54 0.567 9.2 A 17.7 B 10.1 B )rthbound mthbound 602 1805 0.37 1615 1615 0.29 Intersection Delay = 14.1 0.333 16.9 B 5.7 A 1.000 0.5 A (sec/veh) Intersection LOS = B '. HCS: Signals Release 3.1b -horie . Fax: ~-Mail : _--'-- OPERAT10NAL ANALYS1S _ :ntersection: :ity/State: .nalyst: 'ro j ec t; No: lime Period Analyzed: late: :ast/West Street Name: ~rth/South Street Name: 1-75 STP-OOMS(7) 2025AM 4/12/01 Union Grove Road Proposed West Ramp _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA _ I Eastbound I Westbound Northbound / Southbound I IL T R IL T R L T R IL T R I 1 -----'---1------- 1 1 olume I 825 225 175 1000 1200 425 I HF I 0.90 0.90 10.90 0.90 10.90 0.90 I K 15 Vol I. 229 63 121 278 156 118 I i Ln Vol. I I I I Grade I / 0 Io I deal Sat 1 /1900 1900 11900 1900 I arkExist umPark II II 1I II Heavy Vel1l o0 10 0 I0 oI J. Lanes I 3Config I ane Width I rOR Vol I o2 T 12.0 1 R 12.0 o I1 2 0 oooI 1 I L TIL 112.0 12.0 I 112.0 I o1 I R1 12.0 I oI :lj Flow I InSharedLnl .917 250 183 I 1111 1222 I' 472 I I rop Turns I I 1 I lmPeds I 1mBUS I oI o0 I0 0 oI I0 oI oI rra t i.on 0.25 Area Type: All other areas _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATING PARAMETERS _ I Eastbound IL T R I nit Unmet .rriv. Type II 0.0 0.0 3 3 nit Ext. I 3.0 3.0 Factor I 1.000 ost Time I 2.0 2.0 xt of g I 2.0 2.0 .ed Min g I 0.0 I Westbound IL T R I 10.0 0.0 13 3 13.0 3.0 I 1.000 12.0 2.0 12.0 2.0 I 0.0 Northbound L T R PHASE DATA I Southbound IL T R I 10.0 0.0 13 3 13.0 3.0 I 1.000 12.0 2.0 12.0 2.0 I 0.0 hase Combination 1 2 3 4 5 6 7 8 B Left Thru Right Peds P P P NB Left Thru Right Peds 3 Left Thru Right Peds P P P SB Left P Thru Right P Peds 3 Right EB Right P Right P P WB Right "een ..l Low .1 Red 11.0 20.0 3.0 3.0 0.0 0.0 'c1e Length: 60.0 secs 20.0 3.0 0.0 VOLUME ADJUSTMENT WORKSHEET sppr . / Mvt rovement; Volume PHF Adjusted Prop. Prop. Flow No. Lane Flow Rate Left Right Rate Lanes Group RTOR In Lane Grp Turns Turns ~astbound Left a Thru 825 0.90 917 2 T 917 Right 225 0.90 250 1 Ra 250 lestbound Left 75 0.90 83 1 L Thru 1000 0.90 1111 2 T Right a 83 1111 rorthbound Left a Thru a Right a outhbound Left 200 0.90 222 1 L 222 Thru a Right 425 0.90 472 1 R a 472 Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET ppr/ Ideal ane Sat f f f f roup Flow W HV G P ::l.stbound f f f f f BB A LU RT LT Sec LT Adj/LT Sat: Adj Sat Flow 1900 1. 000 1. 000 1. 000 1.000 1. 000 1.00 0.95 1.000 1.000 3610 1900 1.000, 1.000 1.000 1.000 1.000 1. 00 1. 00 0.850 1615 ~stbound 1900 1900 1. 000 1. 000 1. 000 1. 000 1. 000 1. 000 1.000 1.000 Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 0.95 1.000 0.950 1.000 1805 3610 )rthbound Sec LT Adj/L.TSat: )uthbound Sec LT Adj/LT Sat: 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1805 1615 Apprl Lane Mvmt Group Adj Flow Rate (v) --Lane Group-- Capacity vic (c) Ratio astbound Pri. Sec. Left Thru T Right R estbound Pri. Sec. Left L Thru T Right orthbound Pri. Sec. Left Thru Right outhbound Pri. Sec. Left L Thru Right R 917 250 83 1111 3610 1615 0.25 0.15 0.333 1203 1. 000 1615 0.76 0.15 1805 3610 0.05 # 0.31 0.183 331 0.567 2046 0.25 0.54 222 1805 # 0.12 0.333 602 0.37 472 1615 0.29 1.000 1615 0.29 ost Time/Cycle, L = 6.00 sec Sum (vis) critical = 0.43 Critical vic (X) = 0.48 pprl Ratios Dnf ane Del rp vic g/C d1 LEVEL OF SERVICE WORKSHEET Prog Lane Incremental Res Adj Grp Factor Del Del Fact Cap k d2 d3 Lane Group Delay LOS Approach Delay LOS astbound 0.76 0.333 17.9 1. 000 1203 0.50 4.6 0.0 22.5 C 0.15 1. 000 0.0 1. 000 1615 0.50 0.2 0.0 0.2 A estbound 0.25 0.183 21.0 1. 000 331 0.50 1.8 0.0 22.8 C 0.54 0.567 8.1 1. 000 2046 0.50 1.0 0.0 9.2 A 17.7 B 10.1 B orthbound outhbound 0.37 0.333 15.2 1.000 602 0.50 1.7 0.0 16.9 B 5.7 A 0.29 1.000 0.0 1.000 1615 0.50 0.5 0.0 0.5 A Intersection Delay = 14.1 (sec/veh) Intersection LOS = B _ _ _'----- SUPPLEMENTAL PERMITTED LT WORKSHEET ~_---,- _ for exclusive lefts APPROACH (cle Length, C 60.0 sec EB WB NB SB :tual Green Time for Lane Group, G Efective Green Time for Lane Group, 9 Jposing Effective Green Time, go 1mber of Lanes in Lane Group, N 1mber of Opposing Lanes, No jjusted Left-Turn Flow Rate, Vlt roportion of Left Turns in Opposing Flow, Plto jjusted Opposing Flow Rate, Vo Jst Time for Lane Group, tl 3ft Turns per Cycle: LTC=VltC/3600 ~posinq Flow per Lane, Per Cycle: Volc=VoC/3600fluo ~posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) E=[Gexp(- a * (LTC ** .b))]-tl, gf<=g ~posing Queue Ratio: qro=l-Rpo(go/C) ~=(4.943Volc**0.762)(qro**1.061)-tl, gq<=g 1 =g-gq if gq>=gf, =g-gf if gq=O cho=l-Plto l*=Plt[1+{(N-1)g/(gf+gu/El1+4.24))) II (Figure 9-7) l2=(1-Ptho**n)/Plto, E12>=1.0 nin=2(1+Plt)/g or fmin=2(1+Pl)/g jiff=max(gq-gf,O) . n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (min=fmin;max=1.00) It=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}] [gu/g] [1/ (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] /N** fIt Jr special case of single-lane approach opposed by multilane approach, 3e text. If Pl>=lfor shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach c when gf>gq, see text. _______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts ~---- APPROACH EB WB NB 'ycle Length, C 60.0 sec .ctual Green Time for Lane Group, G :ffective Green Time for Lane Group, 9 'pposing Effective Green Time, go 'umber of Lanes in Lane Group, N 'umber of Opposing Lanes, No .djusted Left-Turn Flow Rate, Vlt 'roportion of .Left Turns in Lane Group, PIt 'roportion of Left Turns in Opposing Flow, plto djusted Opposing Fl~w Rate, Vo ~s~ Time for Lane Group, tl ,eft Turns per Cycle: LTC=VltC/3600 pposing Flow per Lane; Per Cycle: Volc=VoC/3600fluo pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b))]-tl, gf<=g pposing Queue Ratio: qro=l-Rpo(go/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u =g-gq if gq>=gf, =g-gf if gq=O tho=l-Plto 1*=Plt[1+{(N-1)g/(gf+gu/El1+4.24) )) 11 (Figure 9-7) l2=(1-Ptho**n)/Plto, E12>=1.0 min=2(1+Plt)/g or fmin=2(1+Pl)/g diff=max(gq-gf,O) m=[gf/g]+[gu/g] [1/{1+Pl(El1-1)}], (min=fmin;max=1.00) It=fm=[gflg]+gdiff[11{1+Plt(E12-1)}] [gu/g] [II (l+Plt (Ell-I) J, (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] IN** fIt Primary . __ SB or special case of single-lane approach opposed by multilane approach,' ee text. If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. * For permitted left-turns with multiple 'exclusive left-turn lanes, flt=fm. or special case of multilane approach opposed by single-lane approach r when gf>gq, see text. ______________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET __ Adj. LT Vol from Vol Adjustment Worksheet, v vic ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet)~ gu Cycle length, C60.0 Red =(C-g-gq-gu), r Arrivals: v/(3600(max(X,l.0), qa Primary ph~ departures: s/3600, sp Secondary ph. departures: s(gq~gu)/(gu*3600), ss XPerrn XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Jniform Delay, dl EBLT WBLT NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE \ppr/ Jane ;roup Initial Dur. Unmet Unmet Demand Demand Q veh t hrs. Uniform Delay Unadj. Adj. ds dl sec Initial Final Queue Unmet Paramo Demand u Q veh Initial Lane Queue Group Delay Delay d3 sec d sec .a s t bourid 'e s t bourid Jrthbound ru t.hbourid Intersection Delay 14.1 sec/veh Intersection LOS B '. _________________ERROR MESSAGES _ No errors to report. HCS: Signals Release 3.1b nter: 1-75 nalyst: ate: 4/12/01/W St: Union Grove Road City/St: Proj #: STP-OOMS(7) Period: 2025PM N/S St: Proposed West Ramp. _ _ _ _ _--,- SIGNALIZED INTERSECTION SUMMARY_----;- -----,--- Eastbound I Westbound I Northbound I Southbound L T R IL T R IL r R IL T R o. Lanes GConfig olume - - 0 - - 2 - - 1 1I 120 T R I LT 1050 375 1125 675 1 I ----- 000 - 1 I 1 - -o - - 1 - I IL R I 1300 375 ane Width TOR Vol 12.0 12.0 112.0 12.0 1 oI I 112.0 I 12.0 o uration 0.25 Area hase Combination 1 2 5 6 7 8 B Left Left Thru P Thru Right P P Right Peds Peds B Left P Left P Thru Right P P Thru Right P Peds Peds BRight Right P BRight P P Right reen 11. 0 20.0 20.0 ellow 3.0 3.0 3.0 11 Red 0.0 0.0 0.0 ycle Length: 60.0 secs __________--:- Intersection Performance Summary ~ _ ppr/ Lane Adj Sat Ratios Lane Group Approach ane Group Flow Rate rp Capcity ( s) vic g/C Delay LOS Delay LOS astbound 1203 1615 estbound. 331 2046 3610 1615 1805 3610 0.97 0.333 39.4 D 0.26 1.000 0.4 A 0.420.183 25.6 C 0.37 0.567 7.6 A 29.1 C 10.4 B orthbound outhbound 602 1805 0.55 1615 1615 0.26 Intersection Delay = 22.1 0.333 20.0- B 9.1 A 1.000 0.4 A (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b ?hone: Fax: ~-Mail : _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S Cntersection: ~ity/State: xnal ys t : )roj ect No: ~ime Period Analyzed: iat.e : ~ast/West Street Name: Jorth/South Street Name: 1-75 STP-OOMS(7) 2025PM 4/12/01 Union Grove Road Proposed West Ramp _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA, '-- I Eastbound IL T R I 'o Lurne I 1050 375 'HF I 0.90 0.90 'K 15 Vol I 292 104 :i Ln Vol 1 Grade I 0 deal Sat I 1900 1900 arkExist I umPark I Heavy Vehl 0 0 o. Lanes I 0 2 1 GConfig I T R ane Width I 12.0 12.0 TOR Vol I 0 dj Flow I 1167 417 1nSharedLn/ rop Turns I urnPeds I 0 umBus I 0 0 I Westbound IL T R I 1125 675 10.90 0.90 135 188 I 1 0 11900 1900 I I 10 0 I120 I LT 112.0 12.0 I 1139 750 I / I 10 0 Northbound L T R 000 0 uration 0.25 Area Type: All other areas _ _ I Southbound IL T R I 1300 375 10.90 0.90 183 I I 0 11900 104 1900 1 I 10. I1 IL /12.0 I 1333 I I I /0 0 01 R 12.0 0 417 0 0 OPERATING PARAMETERS I Eastbound IL T R I ni .rr t Unmet iv. Type II 0.0 0.0 3 3 nit Ext. I 3.0 3.0 Factor I 1. 000 ostTime I 2.0 2.0 xt of g I 2.0 2.0 ed Min g I 0.0 I Westbound IL T R I 10.0 0.0 13 3 13.0 3.0 I 1.000 12.0 2.0 12.0 2.0 I 0.0 Northbound L T R I Southbound IL T R 1 _ 10.0 13 13.0 I 12.0 12.0 I 0.0 3 3.0 1.000 2.0 2.0 0.0 PHASE DATA hase Combination 1 2 3 4i 5 6 7 8 B Left Thru Right Peds P P P I NB I I I Left Thru Right Peds B Left Thru Right Peds P P :p I SB Left P I Thru I Right P I Peds B Right B Right reen e110w 11 Red P P 11. 0 20.0 3.0 3.0 0.0 0.0 I EB I I WB I I Right P Right 20.0 3.0 0.0 yc1e Length: 60.0 secs VOLUME ADJUSTMENT WORKSHEET I.ppr. / Mvt 10vement Volume PHF Adjusted Prop. Prop. Flow No. Lane Flow Rate Left Right Rate Lanes Group RTOR In Lane Grp Turns Turns ~astbound Left 0 Thru 1050 0.90 1167 2 T Right 375 0.90 417 1 R0 1167 417 7estbound Left 125 0.90 139 1 L 139 Thru 675 0.90 750 2 T 750 Right 0 r6rthbound Left a Thru a Right a outhbound Left 300 0.90 333 1 L 333 Thru a Right 375 0.90 417 1 R0 417 Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET ppr/ Ideal Adj ane Sat f f f f f f f f f Sat roup Flow W HV G P BB A LU RT LT Flow astbound Sec LT Adj/LT Sat: 1900 1.000 1. 000 1.000 1.000 1. 000 1. 00 0.95 1. 000 1.000 1900 1. 000 1.000 1.000 1.000 1. 000 1. 00 1. 00 0.850 3610 1615 2stbound Sec LT Adj/LT Sat: 1900 1. 000 1.000 1.000 1. 000 1.000 1. 00 1. 00 0.950 1900 1. 000 1. 000 1.000 1.000 1. 000 1.00 0.95 1. 000 1.000 1805 3610 )rthbound Sec LT Adj/LT Sat: )uthbound Sec LT Adj/LT Sat: 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1805 1615 Appr/ Lane Mvmt Group Adj Flow Rate (v) --Lane Group-~ Capacity vic (c) Ratio :astbound Pri. Sec. Left Thru T Right R restbound Pri. Sec. Left L Thru T Right 'o r t.hbound Pri. Sec. Left Thru Right outhbound Pri. Sec. Left L Thru Right R 1167 417 139 750 3610 1615 # 0.32 0.26 0.333 1203 1. 000 1615 0.97 0.26 1805 3610 # 0.08 0.21 0.183 331 0.567 2046 0.42 0.37 333 1805 # 0.18 0.333 602 0.55 417 1615 0.26 1.000 1615 0.26 Sum (v/s) critical = 0.58 o st; Time/Cycle, L = 9.00 sec Critical v/c(X) = 0.69 ppr/ Ratios Dnf ane Del rp vic g/C d1 LEVEL OF SERVICE WORKSHEET Prog Lane Incremental Res Adj Grp Factor Del Del Fact Cap k d2 d3 Lane Group Delay LOS Approach Delay LOS 3stbound 0.97 0.333 19.7 1.000 1203 0.50 19.7 0.0 39.4 D 0.26 1. 000 0.0 1. 000 1615 0.50 0.4 0.0 0.4 A 2stbound 0.42 0.183 21.7 1.000 331 0.50 3.9 0.0 25.6 C 0.37 0.567 7.1 1.000 2046 0.50 0.5 0.0 7.6 A 29.1 C 10.4 B Jrthbound Juthbound 0.55 0.333 16.3 1.000 602 0.50 3.6 0.0 20.0- B 9.1 A 0.26 1.000 0.0 1.000 1615 0.50 0.4 0.0 0.4 A Intersection Delay = 22.1 (sec/veh) Intersection LOS = C . _______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB ~ycle Length, C 60.0 sec \ctual Green Time for Lane Group, G ~ffective Green Time for Lane Group, g )pposing Effective Green Time, go Jumber of Lanes in Lane Group, N Jumber of Opposing Lanes, No ~djusted Left-Turn Flow Rate, Vlt >roportion of Left Turns in Opposing Flow, Plto ~djusted Opposing Flow Rate, Vo Jost Time for Lane Group, tl ,eft Turns per Cycle: LTC=VltC/3600 lpposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo lpposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) rf= [Gexp(- a * (LTC ** b)) ].-tl, gf<=g lpposing Queue Ratio: qro=l-Rpo(go/C) rq=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g iU =g-gq if gq>=gf, =g-gf if gq=O 'tho=l-plto 'I * =PIt [ 1 + { (N- 1 ) g I (g f +gu I E11 +4 . 2 4) ) ) :11 (Figure 9-7) :12=(1-Ptho**n)/Plto, E12>=1.0 min=2(1+Plt)/g or fmin=2(1+Pl)/g diff=max(gq-gf,O) m=[gf/g]+[gu/g] [1/{1+Pl(El1-1)}], (min=fmin;max=1.00) It=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}] [gu/g] [11 (l+Plt (Ell-I)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] IN** fIt _ SB or special case of single-lane approach opposed by multilane approach, ee text. If pI>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. * For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. 8r special case of multilane approach opposed by single-lane approach r when gf>gq, see text. _______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB ~ycle Length, C 60.0 sec ~ctual Green Time for Lane Group, G ~ffective Green Time for Lane Group, g Jpposing Effective Green Time, go lumber of Lanes in Lane Group, N lumber of Opposing Lanes, No .djusted Left-Turn Flow Rate, Vlt >roportion of Left Turns in Lane Group, pIt >roportion of Left Turns in Opposing Flow, Plto rljusted Opposing Flow Rate, VO lost Time for Lane Group, tl ,eft Turns per Cycle: LTC=VltC/3600 'pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo -ppos i nq Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b))]-tl, gf<=g pposing Queue Ratio: qro=l-Rpo(go/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u =g-gq if gq>=gf, =g-gf if gq=O tho=I-Plto 1*=Plt[I+{(N-l)g/(gf+gu/Ell+4.24)) ) 11 (Figure 9-7) l2=(1-Ptho**n)/Plto, E12>=1.0 min~2(1+Plt)/g or fmin=2(1+PI)/g diff=max(gq-gf,O) m= [gf Ig] + (gu/g] [11 {l+Pl (Ell-I) } ], (min=fmin; max=l. 00) It=fm=[gf/g]+gdiff(l/{1+Plt(E12-1)}] [gu/g] (l/(I+Plt(Ell-l)], (min=fmin;max=I.0) or flt=(fm+0.91(N-l)]/N** fIt Primary __ SB Jr special case of single-lane approach opposed by multilane approach, 2e text. If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach c when gf>gq, see text. -.... - - - - - - - - - - - - - - - - - - - ' - - - - - - - - - - - - - - - - - - - - - - - - - - _____________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET __ .dj. LT Vol from Vol Adjustment Worksheet, v '/c ratio from Capacity Worksheet, X 'rimary phase effective green, g :econdary phase effective green, gq From Supplemental Permitted LT Worksheet), gu :ycle length, C 60.0 Red =(C-g-gq-gu), r .rr i val s: V / ( 3 6 0 0 (max (X, 1. 0) ) ), q a 'rimary ph. departures: s/3600, sp econdary ph. departures: s(gq+gu)/(gu*3600), ss .Perm .Prot Case ueue ~t beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr niform Delay, dl ~BLT WBLT NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE ppr/ ane roup Initial Dur. Unmet Unmet Demand Demand Q veh t hrs. Uniform Delay Unadj. Adj. ds d1 sec Initial Final Queue Unrnet Paramo Demand u Q veh Initial Lane Queue Group Delay Delay d3 sec d sec astbound ~stbound xr t.hbourid mthbound Intersection Delay 22.1 sec/veh Intersection LOS C ________________ERROR MESSAGES _ No errors to report. . HCS: Signals Release 3.1b :nter: Marine Road @ UGR sna Lys t : ia t e : 4/-13/01 ~/W St: Union Grove Road City/St: Proj #: STP-OOMS(7) Period: 2 o2'5AM N/S St: Marine Rd./Mohawk Ind. SIGNALIZED INTERSECTION SUMMARY I Eastbound 1 Westbound I Northbound, 1 Southbound I IL T R IL T R IL T R IL T R I I I I I I 10. Lanes I 1 2 1 I 1 2 1 I 1 1 1 I 1 1 1 I JGConfig' I L T R I L T R I L T R I L T R I 'ol ume 1375 675 100 1200 725 500 150 75 75 1300 25 225 I .arie Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 i2.0 I ~TOR Vol I 60 I 100 I 20 I 225 I rura t i.on 0.25 Area Type: All other areas Signal Operations 'hase Combination 1 2 3 4I 5 6 7 8 :B Left P I NB Left P Thru P I Thru P Right P P I Right P P Peds I Peds 'B Left P I SB Left P Thru P I Thru P Right P P I Right P P Peds I Peds B Right P P I EB Right P P B Right P P I WB Right P P reen 25.0 30.0 20.0 15.0 ellow 11 Red 0.0 0.0 0.0 0.0 ycle Length: 90.0 secs Intersection Performance Summary pprl Lane Adj Sat Ratios Lane Group Approach 3ne Group Flow Rate rp Capcity (s) vic g/C Delay LOS Delay LOS 3.stbound 501 1805 0.83 1203 3610 0.62 1615 1615 0.03 :=stbound 501 , 1805 0'.44 1203 3610 0.67 1615 1615 0.27 )rthbound 401 1805 0.14 317 1900 0.26 1615 1615 0.04 u t.hbound 401 1805 0.83 317 1900 0.09 1615 1615 0.00 Intersection Delay = 28.4 0.278 45.4 D 0.333 27.7 C 1. 000 0.0+ A 32.8 C 0.278 29.6 C 0.333 28.7 C 1.000 0.4 A 20.3 C 0.222 28.8 C 0.167 34.7 C 1.000 0.0+ A 22.5 C 0.222 51.2 D 0.167 32.3 C 49.7 D 1.000 0.0 A (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b 'hone: Fax: :-Mail: _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL 'ANALYSIS _ ntersection: ity/State: nalyst: roject No: ime Period Analyzed: ate: ast/West Street Name: orth/South Street Name: Marine Road @ UGR STP-OOMS(7) 2025AM 4/13/01 Union Grove Road Marine Rd./Mohawk Ind. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA. ,........- _ I Eastbound IL T R I Westbound 1L T R / Northbound IL T R I Southbound IL T R 01 ume HF 1 I 375- --- 675 -- 100 - 1- / 200 --- 725 -- 500 - 1 I 50 - -- 75 - -- 75 - 1 I 300- -- 25 -_ _- 225 I 0 . 90 0.90 0.90 I 0 . 90 0.90 0.90 / 0 . 90 O. 90 O. 90 I 0 . 90 0.90 0.90 K 15 Vol 1104 188 28 /56 201 139 114 21 21183 7 63 i Ln Vol I I I I Grade / 0 / 0 I 0 I 0 jeal Sat /1900 1900 1900 /1900 1900 1900 /1900 1900 1900 11900 1900 1900 ~rkExist I I I I -lmPark I I I I Heavy vehlO 0 0 o . Lanes I 1 2 1 ;Config I L T R 10 0 0 I121 1 LT R 10 0 0 I111 I L T 'R 10 0 0 I 1, 1 1 I L' T R lne Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 roR Vo 1 I 60 I 100 I 20 1 22 5 :Ij Flow 1417 750 44 1222 806 444 156 83 61 1333 28 0 [nSharedLn I I I I rop Turns I I I I ImPedsl oI oI oI o unBus I0 o o I0 o o I0 o o I0 o o rra t i.on 0.25 Area Type: All other areas OPERATING PARAMETERS I Eastbound IL T R I nit Unmet 10.0 0.0 0.0 rriv. Type I3 3 3 nit Ext. 13.0 3.0 3.0 Factor I 1.000 ost Time 12.0 2.0 2.0 xt of g 12.0 2.0 2.0 ed Min g I 0.0 I Westbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1. 000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 I Northbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1. 000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 I Southbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1. 000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 PHASE DATA hase Combination 1 2 3 4 5 6 7 8 B Left Thru Right Peds P P P P NB Left P Thru P Right P P Peds B Left Thru Right Peds P P P P SB Left P Thru P Right P P Peds 3 Right P P EB Right P P 3 Right P P WB Right P P ceen =llow 11 Red 25.0 30.0 0.0 0.0 (cle Length: 90.0 secs 20.0 15.0 0.0 0.0 VOLUME ADJUSTMENT WORKSHEET .ppr . / Mvt Iovement Volume PHF Adjusted Prop. Prop. Flow No. Lane Flow Rate Left Right Rate Lanes Group RTOR In Lane Grp Turns Turns .as t bourid Left 375 0.90 417 1 L 417 Thru 675 0.90 750 2 T 750 Right 100 0.90 44 1 R 60 44 restbound Left 200 0.90 222 1 L 222 Thru 725 0.90 806 2 T 806 Right 500 0.90 444 1 R 100 444 'o r t hbound Left 50 0.90 56 1 L 56 Thru 75 0.90 83 1 T 83 Right 75 0.90 61 1 R 20 61 outhbound Left 300 0.90 333 1 L 333 Thru 25 0.90 28 1 T 28 Right 225 0.90 0 1 R 225 0 Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET ppr/ Ideal ane Sat f f f f f f f f f roup Flow W HV G P BB A LV RT LT 3.stbound 1900 1900 1900 1.000 1. 000 1.000 1. 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Sec LT Adj/LT Sat: 1.000 1.00 1. 00 1.000 1. 00 0.95 1. 000 1. 000 1. 00 1.00 0.850 0.950 1.000 =stbound 1900 1900 1900 1. 000 1.000 1. 000 1.000 1. 000 1.000 1.000 1.000 1.000 1.000 1. 000 1.000 Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1. 000 1. 00 0.95 1. 000 1.000 1. 00 1.00 0.850 0.950 1.000 or t.hbourid 1900 1900 1900 1. 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1. 000 1. 000 1.000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850 0.950 1. 000 u t.hbourid 1900 1900 1900 1. 000 . 1.000 1.000 1.000 1. 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850 0.950 1.000 Adj Sat Flow 1805 3610 1615 1805 3610 1615 1805 1900 1615 1805 1900 1615 .- Appr/ Lane Mvmt Group CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green Flow Rate Flow Rate Ratio Ratio (v) (s 2 (v / s) (g/C) --Lane Group-- Capacity vic (c) Ratio astbound Pri. Sec. Left L Thru T Right R estbound Pri. Sec. Left L Thru T Right R orthbound Pri. Sec. Left L Thru T Right R outhbound Pri. Sec. Left L Thru T Right R 417 1805 # 0.23 0.278 501 0.83 750 3610 0.21 0.333 1203 0.62 44 1615 0.03 1.000 1615 0.03 222 1805 0.12 0.278 501 0.44 806 3610 # 0.22 0.333 1203 0.67 444 1615 0.27 1. 000 1615 0.27 56 1805 0.03 0.222 401 0.14 83 1900 # 0.04 0.167 317 0.26 61 1615 0.04 1.000 1615 0.04 333 1805 # 0.18 0.222 401 0.83 28 1900 0.01 0.167 317 0.09 a 1615 0.00 1.000 1615 0.00 Sum (vis) critical = 0.68 ost Time/Cycle, L = 0.00 sec Critical v/c{X) = 0.68 ppr/ Ratios Dnf ane Del rp vic g/C . d1 LEVEL OF SERVICE WORKSHEET Prog Lane Incremental Res Adj Grp Factor Del Del Fact Cap k d2 d3 Lane Group Delay LOS Approach Delay LOS astbound 0.83 0.278 30.5 1.000 501 0.50 14.9 0.0 45.4 D 0.62 0.333 25.2 '1. 000 1203 0.50 2.4 0.0 27.7 C 0.03 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A estbound 0.44 0.278 26.8 1. 000 501 0.50 2.8 0.0 29.6 C 0.67 0.333 25:8 1.000 1203 . .0.50 3.0 0.0 28.7 C 0.27 1. 000 0.0 1.000 1615 0.50 0.4 0.0 0.4 A orthbound 0.14 0.222 28.1 1. 000 401 0.50 0.7 0.0 28.8 C 0.26 0.167 32.7 1.000 317 0.50 2.0 0.0 34.7 C 0.04 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A outhbound 0.83 0.222 33.4 1.000 401 0.50 17.8 0.0 51. 2 D 0.09 0.167 31.7 1. 000 317 0.50 0.5 0.0 32.3 C 0.00 1.000 0.0 1.000 1615 0.50 0.0 . O. a 0.0 A 32.8 C 20.3 C 22.5 C 49.7 D Intersection Delay = 28.4 (sec/veh) Intersection LOS = C _______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB ycle Length, C 90.0 sec .ctualGreen Time for Lane Group, G :ffective Green Time for Lane Group, 9 opposing Effective Green Time, go "umber of Lanes in Lane Group, N "umber of Opposing Lanes, No djusted Left-Turn Flow Rate, Vlt "roportion of Left Turns in Opposing Flow, Plto djusted Opposing Flow Rate, Vo ost Time for Lane Group, tl eft Turns per Cycle: LTC=VltC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b))]-tl, gf<=g pposing Queue Ratio: qro=I-Rpo(go/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u =g-gq if gq>=gf, =g-gf if gq=O tho=I-Plto 1*=Plt[I+{(N-l)g/(gf+gu/Ell+4.24)) ) 11 (Figure 9-7) 12=(I-Ptho**n)/Plto, E12>=1.0 min=2(I+Plt)/g or fmin=2(I+Pl)/g diff=max(gq-gf;O) m=[gf/g]+[gli/g] [1/{I+Pl(Ell-l)}], (min=fmin;max=I.00) It=fm=[gf/g]+gdiff[I/{I+Plt(E12-1) }] [gu/g] [l/(l+Plt(Ell-l)], (min=fmin;max=I.0) or flt=[fm+0.91(N-l)]/N** fIt __ SB or special case of single-lane approach opposed "by multilane approach, ee text. If pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn "lane and redo calculations. * For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. or special case of multilane approach opposed by single-lane approach r when gf>gq, see text. " _______________________SUPPLMENTAL PERMITTED LT WORKSHEET for shared lefts __ ~------ ~ APPROACH EB WB NB SB :ycle Length, C 90.0 sec ~ctual Green Time for Lane Group, G ~ffective Green Time for Lane Group, 9 )pposing Effective Green Time, go Jumber of Lanes in Lane Group, N JUmber of Opposing Lanes, No .djusted Left-Turn Flow Rate, Vlt 'roportion of Left Turns in Lane Group, Plt 'roportion of Left Turns in Opposing Flow, Plto ,djusted Opposing Flow Rate~ VO .o s t; Time for Lane Group, tl ,eft Turns per Cycle: LTC=VltC/3600 'pposing Flow per Lane; Per Cycle: Volc=VoC/3600fluo 'pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b))]-tl, gf<=g opposing Queue Ratio: qro=l-Rpo(go/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u .=g-gq if gq>=gf, =g-gf if gq=O tho=l-plto l*=Plt[I+{ (N-l)g/(gf+gu/Ell+4.24))) 11 "(F''i.qu r e 9-7) 12=(1-Ptho**n)/Plto, E12>=1.0 min=2(1+Plt)/g or fmin=2(I+Pl)/g diff=max(gq-gf,O) m=[gf/g]+[gu/g] [1/{I+Pl(Ell-l)}], (min=fmin;max=I.00) It=fm=[gf/g]+gdiff[I/{1+Plt(E12-1)}] [gu/g] [l/(l+Plt(Ell-l)], (min=fmin;max=l.O) or flt=[fm+0.91(N-l)]/N**. flt Primary . or special case of single-lane approach opposed by multilane approach, ee text. If pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. * For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. Jr special case of multilane approach opposed by single-lane approach r when gf>gq, see text. . ______________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET _ \dj. LT Vol from Vol Adjustment Worksheet, v ric ratio from Capacity Worksheet, X )rimary phase effective green, g ;econdary phase effective green, gq' :From Supplemental Permitted LT Worksheet), gu :ycle length, C 90~0 Red =lC-g-gq-gu), r ~rrivals: v/(3600(max(X,l.0))), qa >rimary ph. departures: s/3600, sp :econdary ph. departures: s(gq+gu)/(gu*3600), ss .Perrn .Pro t; .Ca s e 'ueue at beginning of green arrow, Qa 'ueue a~ beginning of unsaturated green, Qu .esidual queue, Qr rtiform Delay, dl EBLT WBLT NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE pprl ane roup Initial Dur. Unmet Unmet Demand Demand Q veh t hrs. Uniform Delay Unadj. Adj. ds dl sec Initial Final Queue Unmet Paramo . Demand u Q veh Initial Lane Queue Group Delay Delay d3 sec d sec astbound estbound Jrthbound )uthbound Intersection Delay 28.4 sec/veh Intersection LOS C _________________ERROR MESSAGES _ No errors to report. HCS: Signals Release 3.1b :nter: .na I y s t.: ia t e : 4 I 13 I 01 :/W St: Union Grove Road City/St: Proj #: STP-OOMS(7) Period: 2025PM N/S St: Marine Rd./Mohawk Ind. _ _ _ _ _-:-~ SIGNALI ZED INTERSECTION SUMMARY._---,_--=-_--:-:- I Eastbound 1 Westbound I Northbound I Southbound IL T R IL T R IL T R IL T R -,--_ 1------1 1------1-----_ o. Lanes 1112 1 1 2 1 1 1 1 1 I I I 1 GConfig 1 L T R I LT R I L TRI L T R olume 1225 725 50 175 675 300 1100 125 200 /500 75 375 ane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 .TOR Vol I 50 I 100 I 20 1 240 uration 0.25 hase Combination 1 B Left P Thru Right P Peds B Left P Thru Right P Peds BRight P BRight P reen 20.0 ellow 2 P P P P P P 30.0 5 6 7 8 Left P Thru P Right P P Peds Left P Thru p Right p. P Peds Right P P Right P P 30.0 10.0 11 Red 0.0 0.0 ycle Length: 90.0 0.0 0.0 Summary _ pprl :::tne rp Lane Group Capcity vic g/C Lane Group Approach Delay LOS Delay LOS :::tstbound 401 18.05 0.62 1203 3610 0.67 1615 1615 0.00 2stbound 401 1805 0.21 1203 3610 0.62 1615 1615 0.14 :)rthbound 602 1805 0.18 21.1 1900 0.66 1615 1615 0.12 :)uthbound 602 1805 0.92 211 1900 0.39 1615 1615 0.09 Intersection Delay = 30.6 0.222 38.7 D 0.333 28.7 C 1.000 0.0 A 31.1 C 0.222 29.7 C 0.333 27.7 C 1. 000 0 ..2 A 22.1 C 0.333 22.0 C 0.111 53.4 D 1.000 0.2 A 22.0 C 0.333 50.9 D 0.111 42.6 D 40.4 D 1.000 0.1 A (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b I 'hone: Fax: :-Mail: _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL ANALYSIS -,. _ ntersection: :ity/State: nalyst: 'ro j ec t; No: 'ime Period Analyzed: tate: :ast/West Street Name: ~rth/South Street Name: STP-OOMS(7) 2025PM 4/13/01 Union Grove Road Marine Rd./Mohawk Ind. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA, _ 'Eastbound I Westbound I Northbound I Southbound IL T R IL T R IL T R IL T R olume 1-------1-------1------,'-=--:------ 1225 725 50 175 675 300 1100 125 200 1500 75 375 HF 10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 K 15 Vol 163 201 14 121 188 83 128 35 56 1139 21 104 i Ln Vol I I I I Grade I, 0 '0 I 0 I 0 deal Sat 11900 1900 arkExist I umPark I Heavy Veh 10 0 o. Lanes I 1 2 3Config I L T 1900 0 1 R /1900 1 I ,0 I1 IL 1900 1900 11900 I I o o 10 21 I1 TRI L 1900 0 1 T 1900 0 1 R 11900 1 I 10 I1 IL 1900 0 1 T 1900 0 1 R 3ne Width /12.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 rOR Vol I 50 I '100 ' 2 0 1 240 :1j Flow 1250 806 0 InSharedLnl LOp Turns I .lmPeds I o .imfsu s I0 o o 183 750 222 1111 139 200 1556 83 150 I I I I I I I oI oI o I0 o o I0 o o /0 o o .lration 0.25 Area Type: All other areas OPERATING PARAMETERS I Eastbound IL T R 1 nit Unmet 10.0 0.0 0.0 rriv. Type I3 3 3 nit Ext. 13.0 3.0 3.0 Factor I 1. 000 ost Time 12.0 2.0 2.0 xt of g 12.0 2.0 2.0 ed Min g I 0.0 I westbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1.000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 I Northbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1. 000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 I Southbound IL T R I 10.0 0.0 0.0 13 3 3 /3.0 3.0 3.0 I 1. 000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 PHASE DATA hase Combination 1 2 3 4 5 6 7 8 B Left Thru Right Peds P P P P NB Left P Thru P Right P P Peds B Left Thru Right Peds P P P P SB Left P Thru P Right P P Peds B Right P P EB Right P P B Right P P WB Right P P reen e110w 11 Red 20.0 30.0 0.0 0.0 yc1e Length: 90.0 secs 30.0 10.0 0.0 0.0 VOLUME ADJUSTMENT WORKSHEET ppr. / Mvt overnerit, Volume PHF Adjusted Prop. Prop. Flow No. Lane Flow Rate Left Right Rate Lanes Group RTOR In Lane Grp Turns Turns astbound Left 225 0.90 250 1 L 250 Thru 725 0.90 806 2 T 806 Right 50 0.90 a 1 R 50 a estbound Left 75 0.90 83 1 L 83 Thru 675 0.90 750 2 T 750 Right 300 0.90 222 1 R 100 222 orthbound Left 100 0.90 111 1 L 111 Thru 125 0.90 139 1 T 139 Right 200 0.90 200 1 R 20 200 outhbound Left 500 0.90 556 .1 L 556 Thru 75 0.90 83 1T 83 Right 375 0.90 150 1 R 240 150 Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET ppr/ Ideal Adj . 3.ne Sat f f f f f f f f f Sat LOup Flow W HV G P BB A LU RT LT Flow 3.stbound 1900 1900 1900 1.000 1.000 1. 000 1. 000 1. 000 1.000 1.000 1. 000 1. 000 1.000 1. 000 1. 000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 0.95 1. 000 1.000 1. 00 1. 00 0.850 0.950 1.000 1805 3610 1615 2stbound 1900 1900 1900 1. 000 1.000 1.000 1.000 1. 000 1. 000' 1. 000 1. 000 1. 000 1.000 1. 000 1.000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 0.95 1.000 1.000 1. 00 1. 00 0.850 0.950 1.000 )rthbound 1900 1900 1900 1.000 1. 000 1.000 1.000 1.000 1. 000 1. 000 1.000 1.000 1. 000 1.000 1.000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1.00 1. 00 0.850 0.950 1.000 )uthbound 1900 1900 1900 1.000 1.000 1.000 1.000 1. 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1. 000 1.000 1. 00 1. 00 0.850 0.950 1.000 1805 3610 1615 1805 1900 1615 1805 1900 1615 ,' . . ----- Appr/ Lane Mvmt Group CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green Flow Rate Flow Rate Ratio Ratio (v) (s) (v/s) (g/C) --Lane Group-- Capacity vic (c) Ratio astbound Pri. Sec. Left L Thru T Right R estbound Pri. Sec. Left L Thru T Right R orthbound Pri. Sec. Left L Thru T Right R outhbound Pri. Sec. Left L Thru T Right R 250 1805 # 0.14 0.222 401 0.62 806 3610 # 0.22 0.333 1203 0.67 0 1615 0.00 1. 000 1615 0.00 83 1805 0.05 0.222 401 0.21 750 3610 0.21 0.333 1203 0.62 222 1615 0.14 1. 000 1615 0.14 111 1805 0.06 0.333 602 0.18 139 1900 # 0.'07 0.111 211 0.66 200 1615 0.12 1. 000 1615 0.12 556 1805 # 0.31 0.333 602 0.92 83 1900 0.04 0.111 211 0.39 150 1615 0.09 1.000 1615 0.09 :)st Time/Cycle, L = 0.00 sec Sum (vis) critical = 0.74 Critical vic (X) = 0.74 ~pr/ Ratios Unf arie Del r-p vic g/C d1 LEVEL OF SERVICE WORKSHEET Prog Lane Incremental Res Adj Grp Factor Del Del Fact Cap k d2 d3 Lane Group Delay LOS Approach Delay LOS :J.stbound 0.62 0.222 31.6 1. 000 401 0.50 7.1 0.0 38.7 D 0.67 0.333 25.8 1. 000 1203 0.50 3.0 0.0 28.7 C 0.00 1. 000 0.0 1.000 1615 0.50 0.0 0.0 0.0 A 3stbound 0.21 0.222 28.5 1. 000 401 0.50 1.2 0.0 29.7 C 0.62 0.333 25.2 1.000 1203 0.50 2.4 0.0 27.7 C 0.14 1. 000 0.0 1.000 1615 0.50 0.2 0.0 0.2 A )rthbound 0.18 0,333 21.3 1. 000 602 0.50 0.7 0.0 22.0 C 0.66 0.111 38.4 1.000 211 0.50 15.0 0.0 53.4 D 0.12 1.000 0.0 1. 000 1615 0.50 0.2 0.0 0.2 A u t.hbourid 0.92 0.333 28.9 1.000 602 0.50 22.0 0.0 50.9 D 0.39 0.111 37.2 1.000 211 0.50 5.4 0.0 42.6 D 0.09 1.000 0.0 1.000 1615 0.50 0.1 0.0 0.1 A 31.1 C 22.1 C 22.0 C 40.4 D Intersection Delay = 30.6 (sec/veh) Intersection LOS = C _______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB ycle Length, C 90.0 sec ctual Green Time for Lane Group, G ffectiveGreen Time for Lane Group, g pposing Effective Green Time, go umber of Lanes in Lane Group, N umber of Opposing Lanes, No jjusted Left-Turn Flow Rate, Vlt roportion of Left Turns in Opposing Flow, Plto jjusted Opposing Flow Rate, Vo Jst Time for Lane Group, tl eft Turns per Cycle: LTC=VltC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo ~posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b)))-tl, gf<=g ~posing Queue Ratio: qro=l-Rpo(go/C) :r= (4. 943Volc**0. 762) (qro**l. 061) -tl, gq<=g ~ =g-gq if gq>=gf, =g-gf if gq=O tho=l-plto 1*=Plt[l+{(N-1)g/(gf+gu/El1+4.24)) ) 11 (Figure 9-7) 12=(1-Ptho**n)/Plto, E12>=1.0 nin=2(l+Plt)/g or fmin=2(1+Pl)/g jiff=max(gq-gf,O) n= [gf/g) + [gu/g) [11 {l+Pl (El1-1))), (min=fmin;max=l. 00) 1t=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}] [gu/g) [11 (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)) IN** flt __ SB )r special case of single-lane approach opposed by multilane approach, ~e text. If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ~ For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach ~ when gf>gq, see text~ - - - - - - - - - - - -SUPPLEMENTAfoL r PEshRMarIeTdTEDleLfTtsWORKSHEET- - - - - - - - - - - - APPROACH EB WB NB SB ycle Length, C 90.0 sec ctual Green Time for Lane Group, G ffective Green Time for Lane Group, 9 pposing Effective Green Time, go umber of Lanes in Lane Group, N. umber of Opposing Lanes, No djusted Left-Turn Flow Rate, Vlt roportion of Left Turns in Lane Group, pIt roportion of Left Turns in Opposing Flow, Plto djusted Opposing Flow Rate~ Vo ~st Time for Lane Group, tl eft Turns per Cycle: LTC=VltC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 9posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b))]-tl, gf<=g pposing Queue Ratio: qro=l-Rpo(goIC) ::r=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g J =g-gq if gq>=gf, =g-gf if gq=O tho=l-plto 1*=Plt[l+{(N-1)g/(gf+gu/El1+4.24)) ) 11 (Figure 9-7) 12=(1-Ptho**n)/Plto, E12>=1.0 nin=2(1+Plt)/g or fmin=2(1+Pl)/g jiff=max(gq-gf,O) n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (min=fmin;max=1.00) Lt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1)}] [gu/g] [11 (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] IN** fIt Primary )r special case of single-lane approach opposed by multilane approach, se text. If Pl>=l for shared left-turn lanes with N>l, then assume de~facto left-turn lane and redo calculations. < For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach ~ when gf>gq, see text. ______________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET _ dj. LT Vol from Vol Adjustment Worksheet, v /c ratio from capacity Worksheet, X rimary phase effective green, g econdary phase effective green, gq From Supplemental Permitted LT Worksheet), gu ycle length, C 90.0 Red =(C-g-gq-gu), r rrivals: v/{3600{max{X,1.0), qa rimary ph. departures: s/3600, sp econdary ph. departures: s{gq+gu)/{gu*3600), ss Perm Prot Case ueueat beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr niform Delay, dl EBLT WBLT NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE ppr z' :ine coup Initial Dur. Unmet Unmet Demand Demand Q veh t hrs. Uniform Delay Unadj. Adj. ds dl sec Initial Final Initial Lane Queue Unmet Queue Group Paramo Demand" Delay Delay u Q veh d3 sec d sec :istbound ~stbound )rthbound ou t.hbound Intersection Delay 30.6 sec/veh Intersection LOS C _ _ _ _ _---'- ERROR MESSAGES, _ No errors to report. HCS: Signals Release J.lb nter: CR 68 @ UGR .na Lys t.: la t e : 4 I 12 I 01 :/W St: Union Grove Rd. City/St: Prpj #: STP-OOMS(7) Period: 2025AM N/S St~ CR 68/Belwood/Johnson Lake o. Lanes GConfig olume ane Width TOR Vol SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound IL T R IL T R IL T R I I I I121 I121 I111 I LT R I LT R I LT R 1335 380 60 130 670 100 190 90 20 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I 60 I 100 I 20 1 Southbound IL T R I I111 I L T R 150 60 240 112.0 12.0 12.0 I 240 uration 0.25 Area Type: All other areas Signal Operations hase Combination 1 2 3 4I 5 6 7 8 B Left P I NB Left P Thru P I Thru P Right P P I Right P P Peds I Peds B Left Thru P P 1 SB Left P I Thru P Right P P I Right P P Peds I Peds B Right P P I EB Right P P B. Right P P I WB Right P P reen 20.0 30.0 15.0 15.0 ellow 11 Red 0.0 0.0 0.0 0.0 ycle Length: 80.0 secs Intersection Performance Summary ;:>prl Lane Adj Sat Ratios Lane Group Approach ane Group Flow Rate r-p . Capcity (s ) vic g/C Delay LOS Delay LOS :istbound 451 1805 0.82 1354 3610 0.31 1615 1615 0.00 "!stbound 451 1805 0.07 1354 3610 0.55 1615 1615 0.00 rt hbound 338 1805 0.30 356 1900 0.28 1615 1615 0.00 mthbound 338 1805 0.17 356 1900 0.19 1615 1615 0.00 Intersection Delay = 26.5 0.250 44.0 D 0.375 18.3 B 1.000 0.0 A 30.3 C 0.250 23.2 C 0.375 21.3 C 1.000 0.0 A 21. 4 C 0.188 30.2 C 0.188 29.8 C 1.000 0.0 A 30.0 C 0.188 28.3 C 0.188 28.5 C 28.4 C 1.000 0.0 A (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b -horie : Fax: :-Mail: _____________________________OPERATIONAL ANALYSIS __ :ntersection: 'L ty / State: nalyst: 'roject No: 'ime Period Analyzed: late: :ast/West Street Name : ~rth/South Street Name: CR 68 @ UGR STP-OOMS(7) 2025AM 4/12/01 Union Grove Rd. CR 68/Belwood/Johnson Lake ________________________-'-- VOLUME DATA _ I Eastbound I Westbound I Northbound '" Southbound I I L T R I L TR I L T R I L T R 1 olume HF K 15 Vol 1------1------1------1 1335 380 60 130 670 100 190 90 20 150 60 240 II 10.90 0.90 0.90 /0.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 I 193 106 17 18 186 28 125 25 6 114 17 67 I i Ln Vol I II I I Grade I 0 I 0 I 0 I 0 I deal Sat /1900 1900 1900 /1900 1900 1900 11900 1900 1900 11900 1900 1900 I arkExist I I I I I umPark I I" I I I Heavy Veh 10 0 0 10 0 0 10 0 0 10 0 0 I o . Lanes I 1 2 1 I 1 2 1 . / 1 1 1 I 1 1 1 I 3Config I L T R I L T R I L T R I L T R I ~ne Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I rOR Vol I 60 I 100 I 20 I 240 I jj Flow 1372 422 0 133 744 0 1100 100 0 156 67 0 I InSharedLn I I 1 I I rop Turns I I I I I ~mPeds I oI oI oI 0I .imfsu s 10 o o 10 o o 10 o o 10 0 0 I .i r a t Lon 0.25 Area Type: All other areas I Eastbound IL T R I nit Unmet 10.0 0.0 0.0 .rriv. Type I3 3 3 "nit Ext. 13.0 3.0 3.0 Factor I 1. 000 -os t; Time 12.0 2.0 2.0 xt of g 12.0 2.0 2.0 ed Min g I 0.0 hase Combination 1 2 B Left Thru Right Peds p P p P B Left Thru Right Peds P P P P B Right P P B Right P P OPERATING PARAMETERS , Westbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1.000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 I Northbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1.000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 1 Southbound IL T R I 10.0 0.0 0.0 '"3 3 3 13.0 3.0 3.0 I 1.000 /2.0 2.0 2.0 1I 2".0 2.0 0.0 2.0 PHASE DATA 3 4 5 6 7 8 NB Left P Thru p Right p P Peds SB Left P Thru p Right P p Peds EB Right P p WB Right P P r-een 2110w l L Red 20,0 30.0 0.0 0.0 {cle Length: 80.0 secs 15.0 15.0 0.0 0.0 .,. VOLUME ADJUSTMENT WORKSHEET l\ppr. / Mvt '1ovement Volume PHF Adjusted Prop. Prop. Flow No. Lane Flow Rate Left Right Rate Lanes Group RTOR In Lane Grp Turns Turns ~astbound Left 335 0.90 372 1 L 372 Thru 380 0.90 422 2 T 422 Right 60 0.90 a 1 R 60 a vestbound Left 30 0.90 33 1 L 33 Thru 670 0.90 744 2 T 744 Right 100 0.90 a 1 R 100 a Jorthbound Left 90 0.90 100 1 L 100 Thru 90 0.90 100 1 T 100 Right 20 0.90 a 1 R 20 a iouthbound . Left 50 0.90 56 1 L 56 Thru 60 0.90 67 1 T 67 Right 240 0.90 a 1 R 240 a Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET .ppr/ Ideal Adj -arie Sat f f f f f f f f f Sat roup Flow W HV G P BB A LU RT LT Flow astbound 1900 1900 1900 1. 000 1. 000 1.000 1. 000 1.000 1.000 1. 000 1.000 1. 000 1. 000 1.000 1.000 Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1. 000 1. 00 0.95 1.000 1. 000 1. 00 1. 00 0.850 0.950 1. 000 1805 3610 1615 estbound 1900 1900 1900 1.000 1. 000 1. 000 1. 000 1. 000 1.000 1.000 1. 000 1.000 1.000 1. 000 1. 000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1. 000 1. 00 0.95 1. 000 1.000 1.00 1. 00 0.850 0.950 1. 000 1805 3610 1615 :>rthbound 1900 1900 1900 1.000 1. 000 1. 000 1. 000 1.000 1.000 1.000 1.000 1.000 1. 000 1.000 1. 000 Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850 0.950 1. 000 )uthbound 1900 1900 1900 1.000 1.000 1.000 1.000 1.000 1.000 1. 000 1.000 1.000 1.000 1.000 1.000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1. 000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850 0.950 1.000 1805 1900 1615 1805 1900 1615 --;--,----;;;, Appr/ Lane Mvmt Group CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green Flow Rate Flow Rate Ratio Ratio (v) (s ) (v / s ) (g/C) --Lane Group-- Capacity vic (c) Ratio ~astbound Pri. Sec. Left L Thru T Right R lestbound Pri. Sec. Left L Thru T Right R rorthbound Pri .. Sec. Left L Thru T Right R outhbound Pri. Sec. Left L Th~ T Right R 372 1805 # 0.21 0.250 451 0.82 422 3610 0.12 0.375 1354 0.31 0 1615 0.00 1. 000 1615 0.00 33 1805 0.02 0.250 451 0.07 744 3610 # 0.21 0.375 1354 0.55 0 1615 0.00 1.000 1615 0.00 100 1805 # 0.06 '0.188 338 0.30 100 1900 # 0.05 0.188 356 0.28 0 1615 0.00 1. 000 1615 0.00 56 1805 0.03 0.188 3.3 8 0.17 67 1900 0.04 0.188 356 0.19 0 1615 0.00 1. 000 1615 0.00 Sum (v/s) critical = 0.52 ost Time/Cycle, L = 0.00 sec Critical v!c(X) = 0.52 ppr/ Ratios Unf ane Del rp vic g/C d1 LEVEL OF SERVICE WORKSHEET Prog Lane Incremental Res Adj Grp Factor Del Del Fact Cap k d2 d3 Lane Group Delay LOS Approach Delay LOS 3.stbound 0.82 0.250 28.3 1. 000 451 0.50 15.7 0.0 44.0 D 0.31 0.375 17.7 1. 000 1354 0.50 0.6 0.0 18.3 B 0.00 1.000 0.0 1. 000 1615 0.50 0.0 0.0 0.0 A 2stbound 0.07 0.250 22.9 1. 000 451 0.50 0.3 0.0 23.2 C 0.55 0.375 19.7 1.000 1354 0.50 1.6 0.0 21. 3 C 0.00 1.000 0.0 1. 000 1615 0.50 0.0 0.0 0.0 A )rthbound 0.30 0.188 28.0 1.000 338 0.50 2.2 0.0 30.2 C 0.28 0.188 27.9 1. 000 356 0.50 2.0 0.0 29.8 C 0.00 1.000 0.0 1. 000 1615 0.50 0.0 0.0 0.0 A mthbound 0.17 0.188 27.3 1.000 338 0.50 1.1 0.0 28.3 C 0.19 0.188 27.4 1.000 356 0.50 1.2 0.0 28.5 C 0.00 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0 A 30.3 C 21.4 C 30.0 C 28.4 C Intersection Delay = 26.5 (sec/veh) Intersection LOS = C " ______________~-------SUPPLEMENTAL PERMITTED LT WORKSHEET _ for exclusive lefts APPROACH EB WB NB SB 'yc Le Length, C 80.0 sec .ctual Green Time for Lane Group, G :ffective Green Time, for Lane Group, g 'pposing Effective Green Time, go [umber of Lanes in Lane Group, N rumber of Opposing Lanes, No .djusted Left-Turn Flow Rate, Vlt 'roportionof Left Turns in Opposing Flow, Plto djust~d Opposing Flow Rate, Vo lost Time for Lane Group, tl eft Turns per Cycle: LTC=VltC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b)))-tl, g~<=g pposing Queue Ratio: qro=l-Rpo(go/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u =g-gq if gq>=gf, =g-gf ifgq=O tho=l-Plto 1*=Plt[1+{(N-l)g/(gf+gu/Ell+4.24))) 11 (Figure 9-7) 12=(1-Ptho**n)/Plto, E12>=1.0 min=2(1+Plt)/g or fmin=2(1+Pl)/g diff=max(gq-gf,O) m=[gf/g)+[gu/g) [1/{1+Pl(Ell-1)})" (min=fmin;max=l.OO) It=fm=[gf/g)+gdiff[1/{1+Plt(E12-1)}] [gu/g) [l/(l+Plt(Ell-l)), (min=fmin;max=1.0) or flt=[fm+0.91(N-l))/N**' fIt ' Jr special case of single-lane approach opposed by multilane approach, 2e text. If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. Jr special case of multilane approach opposed by single-lane approach r when gf>gq, see text. ______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB :ycie Length, C 80.0 sec ,ctual Green Time for Lane Group, G :ffective Green Time for Lane Group, 9 'pposing Effective Green Time, go rumber of Lanes in Lane Group, N lumber of Opposing Lanes, No .djusted Left-Turn Flow Rate, Vlt 'roportionof Left Turns in Lane Group, PIt roportion of Left Turns in Opposing Flow, Plto djusted Opposing Flow Rate, VO ost Time for Lane Group, tl eft Turns per Cycle: LTC=VltC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b)))-tl, gf<=g pposing Queue Ratio: qro=l-Rpo(gb/C) q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g u =g-gq if gq>=gf, =g-gf if gq=O tho=l-plto 1*=Plt[1+{(N-l)g/(gf+gu/Ell+4.24))) 11 (Figure 9-7) 12=(1-Ptho**n)/Plto, E12>=1.0 min=2(1+Plt)/g or fmin=2(1+Pl)/g diff=max(gq-gf,O) :n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (rn.ine frn.i n r mexe Lc Un ) It=fm=[gf/g]+gdiff[l/{1+Plt(EI2-1)}) [gu/g] [1/(1+Plt(Ell-1)), (rru ne frru n r maxe Lc O) or flt=[fm+0.91(N-l))/N** fIt Primary ~_ SB Jr special case of single-lane approach opposed by multilane approach, ~e text. If pI>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ~ For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach ~ when gf>gq, see text. _____________________ SUPPLEMENTAL UNIFORM DELAY WORKSHEET__------ __ ~j. LT Vol from Vol Adjustment Worksheet, v '/c ratio from Capacity Worksheet, X 'rimary phase effective green, 9 :econdary phase effective gr~en, gq From Supplemental Permitted LT Worksheet), gu ~ycle length, C 80.0 Red =(C-g-gq-gu), r .rrivals: v/(3600(rnax(X,1.0))), qa 'rimary ph. departures: s/3600, sp :econdary ph; departures: s(gq+gu)/(gu*3600), ss .Perm .Pz o t; .Ca s e 'ueue at beginning of green arrow, Qa 'ueue at beginning of unsaturated gr~en, Qu .esidual queue, Qr rtiform Delay, dl EBLT WBLT NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE ppr/ ane roup Initial Dur. Unmet Unmet Demand Demand Q veh t hrs. Uniform Delay Unadj. Adj. ds dl sec Initial Final Queue Unmet Paramo Demand u Q veh Initial La.ne Queue Group Delay Delay d3 sec d sec astbound estbound orthbound out hbound Intersection Delay 26.5 sec/veh Intersection LOS C _ _ _ _- - - - - - - - - - - - - E R R O R MESSAGES No errors to report. -:- _ HCS: Signals Release 3.1b nter: CR 68 @ UGR nalyst: ate: 4/13/01 /W St: Union Gr6ve Road City/St: Proj #: Period: 2025 PM N/S St: CR 68/Belwood/Johnson Lake J. Lanes 3Config oLurne arie Width rOR Vol SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound IL T R IL T R IL T R I I I I121 I121 I111 I LT R I LT R 1 LT R 1240 670 90 120 380 50 160 60 30 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I 60 I 50 I 20 I Southbound IL T R I I 1 1. 1 I LT R 1100 90 335 112.0 12.0 12.0 I 240 .lration 0.25 Area Type: All other areas Signal Operations ~ase Combination 1 2 3 4I 5 6 7 8 3 Left Thru Right Peds 3 Left Thru Right Peds 3 Eight 3 Right P P P P P P P P P P P P I NB Left P I Thru P I Right P P I Peds I SB Left P I Thru P I Right P P I Peds I EB Right P P I WB Right P P :-een 20.0 30.0 15.0 15.0 =llow Ll Red 0.0 0.0 0.0 0.0 (cle Length: 80.'0 secs Intersection Performance Summary )pr/ Lane Adj Sat Ratios Lane Group Approach arie Group Flow Rate :-p Capcity (s) vic g/C Delay LOS Delay LOS ss t.bourid 451 1805 1354 3610 1615 1615 ss t.bound 451 1805 1354 3610 1615 1615 srt hbound 338 1805 356 1900 1615 1615 mthbound 338 1805 356 1900 1615 1615 Intersection Delay 0.59 0.55 0.02 0.05 0.31 0.00 0.20 0.19 0.01 0.33 0.28 0.07 = 23.2 0.250 32.0 C .0.375 . 21.3 C 1 ..000 0.0+ A 23.4 C 0.250 23.0 C 0.375 18.3 B 1. 000 0.0 A 18.5 B 0.188 0.188 1.000 28.7 C 28.5, C 0.0+ A 26.5 C 0.188 30.7 C 0.188 29.8 C 20.2 C 1.000 0.1 'A (sec/veh) Intersection LOS = C ,'-------------------~------------------- HCS: Signals Release 3.1b hone: .Fax: -Mail: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL ANALYSIS ---..:-. _ ntersection: ity/State: nalyst: r o j-ec t; No: ime Period Analyzed: 3.te: 3.st/West Street Name: orth/South Street Name: CR 68 @ UGR 2025 PM 4/13/01 Union Grove Road CR 68/Belwood/Johnson Lake _ _ _ _ _ _ _ _ _~ VOLUME DATA. _ I Eastbound I Westbound Northbound .1 Southbound I IL T R IL T R L T R IL T RI olume I-------I---~--- - - - - - - - 1 1240 670 90 120 380 50 60 60 30 /10090 335 II HF 10.90 0.90 0.90 10.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 I K 15 Vol 167 186 25 16 106 14 17 1 7 8 128 25 93 I i Ln Vol I Grade I 0 I I 0 o I I 101 jeal Sat 11900 1900 1900 11900 1900 1900 1900 1900 1900 11900 1900 1900 I 3.rkExist I I umPark I I II II Heavy Veh 10 0 0 10 0 0 o o o 10 0 0 1 J. Lanes I 1 2 1 1 1 2 1 111 I111 I 3Config I L T R I LT R I L T R 1 L T R1 3.ne Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I' rOR Vol jj Flow I 60 1267 744 33 I 122 50 422 0 I 167 67 20 11 I 240 I 1111 100 106 I InSharedLnl I I 1 1 rop Turns I I II 1 umPeds urnBus 1 I0 - 0 o o I I0 o o o I 10 oI o .0 I0 0 00 1 I .lration 0.25 Area Type: All other areas _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATING PARAMETERS _ I Eastbound . I Westbound 1L T R IL T R 1-------I nit Unrnet 10.0 0.0 0.0 10.0 0.0 0.0 rriv. Typel3 3 3 13 3 3 ni tExt. , I3 . 0 3.0 3.0 13.0 3.0 3.0 Factor 1 1. 000 1 1. 000 ost Time 12.0 2.0 2.0 12.0 2.0 2.0 xt of g 12.0 2.0' 2.0 12.0 2.0 2.0 ed Min g I 0.0 1 0.0 I Northbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1.000 12.0 2.0 2.0 12.0 2.0 2.0 I 0.0 I Southbound IL T R I 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 I 1. 000 /2.0 2.0 2.0 12.0 2.0 2.0 I 0.0 PHASE DATA hase Combination 1 2 3 41 5 6 7 8 B Left . Thru Right Peds P P P P NB ' Left P Thru P Right P P Peds B Left Thru Right Peds P P P P SB Left P Thru P Right P P Peds B Right P P EB Right P P B Right P P WB Right P P reen ellow 11 Red 20.0 30.0 0.0 0.0 ycle Length: 80.0 secs 15.0 15.0 0.0 0.0 ; VOLUME ADJUSTMENT WORKSHEET ppr. / Mvt ovement Volume PHF Adjusted Prop. Prop. Flow No. Lane Flow Rate Left Right Rate. Lanes Group RTOR In Lane Grp Turns Turns astbound Le.ft 240 0.90 267 1 L 267 Thru 670 0.90 744 2 T 744 Right 90 0.90 33 1 R 60 33 estbound Left 20 0.90 22 1 L 22 Thru 380 . 0.90 422 2 T 422 Right 50 0.90 a 1 R 50 a orthbound Left 60 0.90 67 1L 67 Thru 60 0.90 67 1T 67 Right 30 0.90 11 1 R 20 11 outhbound Left 100 0.90 111 1 L 111 Thru 90 . 0.90 100 1 T 100 Right 335 0.90 106 1 R 240 106 Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET ppr/ Ideal Adj ane Sat f f f f f f f f f Sat roup Flow W HV G P BB A LU RT LT Flow astbound 1900 1900 1900 1.000 1. 000 1.000 1.000 1.000 1.000 1.000 1.000 1. 000 1.000 1.'000 1.000 Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 0.95 1.000 1.000 1. 00 1. 00 0.850 0.950 1.000 1805 3610 1615 estbound 1900 1900 1900 1. 000 1.000 1.000 1.000 1.000 1.000 1. 000 1. 000 1. 000 1.000 1. 000 1.000 Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 0.95 1.000 1. 000 1. 00 1. 00 0.850 0.950 1. 000 1805 3610 1615 orthbound 1900 1900 1900 1.000 1. 000 1.000 1.000 1.000 1.000 1.000 1. 000 1.000 1.000 1.000 1.000 Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850 0.950 1. 000 1805 1900 1615 outhbound 1900 1900 1900 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1. 000 1.000 1.000 1.000 Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850 0.950 1.000 1805 1900 1615 ..... Appr/ Lane Mvmt Group Adj Flow Rate (v) astbound Pri. Sec. Left L Thru T Right R estbound Pri. Sec. Left L Thru T Right R orthbound Pri. Sec. Left L Thru T Right R :luthbound Pri. Sec. Left L Thru T Right R 267 1805 # 0.15 0.250 451 744 3610 # 0.21 0.375 1354 33 1615 0.02 1. 000 1615 22 1805 0.01 0.250 451 422 3610 0.12 0.375 1354 o 1615 0.00 1. 000 1615 67 1805 0.04 0.188 338 67 1900 0.04 0.188 356 11 1615 0.01 1. 000 1615 111 1805 #0.06 0.188 338 100 1900 # 0.05 0.188 356 106 1615 0.07 1.000 1615 Sum (v/s) critical = 0.47 :>st Time/Cycle, L = 0.00 sec Critical v/c(X) = 0.47 0.59 0.55 0.02 0 ..05 0.31 0.00 0.20 0.19 0.01 0.33 0.28 0.07 ;::>pr/ Ratios Dnf arie Del r-p vic . g/C .d1 SERVICE WORKSHEET Incremental Res Factor Del Del k d2 d3 Lane Group Delay LOS _ Approach Delay LOS :tstbound 0.59 0.250 26.4 1. 000 451 0.50 5.6 0.0 32.0 C 0.55 0.375 19.7 1. 000 1354 0.50 1.6 0.0 21.3 C 0.02 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A ~stbound 0.05 0.250 22.8 1.000 451 0.50 0.2 0.0 23.0 C 0.31 0~375 17.7 1.000 1354 0.50 0.6 0.0 18.3 B 0.00 1. 000 o. a 1. 000 1615 0.50 0.0 0.0 0.0 A )rthbound .0.20 0.188 27.4 1.000 338 0.50 1.3 0.0 28.7 C 0.19 0.188 27.4 1.000 356 0.50 1.2 0.0 28.5 C 0.01 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A )uthbound' 0.33 0.18'8 28.1 1.000 33.8 0.50 2.6 0.0 30.7 C 0.28 0.188 27.9 1.000 356 0.50 2.0 0.0 29.8 C 0.07 1'.000 0.0 1.000 1615' 0.50 0.1 0.0 0.1 A 23.4 C 18.5 B 26.5 C 20.2 C Intersection Delay = 23.2 (sec/veh) Intersection LOS = C _______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB ycle Length, C 80.0 sec 2tual Green Time for Lane Group, G ffective Green Time for Lane Group, 9 pposing Effective Green Time, go umber of Lanes in Lane Group, N umber of Opposing Lanes, No jjusted Left-Turn Flow Rate, Vlt Loportion of Left Turns in Opposing Flow, plto jjusted Opposing Flow Rate, Vo Jst Time for Lane Group, tl 2ft Turns .per Cycle: LTC=VltC/3600 \ pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo. pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) f=[Gexp(- a * (LTC ** b)))-tl, gf<=g pposing Queue Ratio: qro=l-Rpo(go/C) ~=(4.943Volc**0.762)(qro**1.061)-tl, gq<=g J =g-gq if gq>=gf, =g-gf if gq=O tho=l-Plto l*=Plt[l+{ (N-1)g/(gf+gu/El1+4.24))) II (Figure 9-7) l2=(1-Ftho**n)/Plto, E12>=1.0 nin=2(1+Plt)/g or fmin=2(1+Pl)/g jiff=max(gq-gf/O) n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (min=fmin;max=1.00) Lt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1)}) [gu/g] [l/(1+Plt(El1-1)), (min=fmin;max=l.O) or flt=[fm+0.91(N-l))/N** fIt _ SB )r special case of single-lane approach opposed by multilane approach, "e text. If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ~ For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach ~ when gf>gq, see text. . ________~ SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB {cle Length, C 80.0 sec :tual Green Time for Lane Group, G Efective Green Time for Lane Group, 9 )posing Effective Green Time, go 1mber of Lanes in Lane Group, N 1mberof Opposing Lanes, No ljusted Left-Turn Flow Rate, Vlt coportion of Left Turns in Lane Group, PIt coportion of Left Turns in Opposing Flow, plto ljusted Opposing Flow Rate, Vo )st Time for Lane Group, tl ~ft Turns per Cycle; LTC=VltC/3600 )posing Flow per Lane, Per Cycle: Volc=VoC/3600fluo )posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) E=[Gexp(- a * (LTC ** b))]-tl, gf<=g )posing Queue Ratio: qro=I-Rpo(go/C) F(4.943Volc**0.762) (qro**1.061)-tl, gq<=g 1 =g-gq if gq>=gf, =g-gf if gq=O ::ho=l-Plto L*=Plt[1+{(N-1)g/(gf+gu/El1+4.24))) L1 (Fi gu r e 9 - 7 ) L2=(1-Ptho**n)/Plto, E12>=1.0 nin=2(I+Plt)/g or fmin=2(1+Pl)/g liff=max(gq-gf,O) n= [gf/g] + [gu/g] [11 {1+Pl (Ell-I)}], (min=fmin;max=1.00) Lt=fm=[gf/g]+gdiff[I/{1+Plt(E12-1)}] [gu/g] [II (I+Plt(Ell-l)], (min=fmin;max=I.0) or flt=[fm+0.91.(N-l)] IN** fIt Primary __ SB )r special case of single-lane approach opposed by multilane approach, ~e text. If pI>=l for shared left-turn lanes with N>I, then assume de-facto left-turn lane and redo calculations. k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach c when gf>gq, see text. ______________________ SUPPLEMENTAL UNIFORM DELAY WORKSHEET __ dj. LT Vol from Vol Adjustment Worksheet, v /c ratio from Capacity Worksheet, X rimary phase effective green, g econdary phase effective green, gq From Supplemental Permitted LT Worksheet), gu ycle length, C 80.0 Red =(C-g-gq-gu) , r rrivals: v/(3600(max(X,1.0))), qa rimary ph. departures: s/3600, sp econdary ph. departures: s(gq+gu)/(gu*3600), ss Perm Prot Case ueue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr niform Delay, dl EBLT WBLT NBLT SBLT DELAY/LOS WORKSHEET WITH INITIAL QUEUE ppr/ ane roup Initial Dur. Unmet Unmet Demand Demand Q veh ... t hrs. astbound Uniform Delay Unadj. Adj. ds dl sec Initial Final Queue Unmet Paramo Demand u Q veh Initial Lane Queue Group Delay Delay d3 sec d sec estbound orthbound outhbound Intersection Delay 23.2 sec/veh Intersection LOS C _________________ERROR MESSAGES _ No errors to report.