Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
O-16-10
N Scale: 1"=40'-0" SITE PLAN - 8 PARKWAY NORTH TCETIHCR SAAMEREEHTHGIRW 140 S. Dearborn St. Suite 200 X:\2015\20150500 Quadrangle - 8 Parkway North Studies\03 Drawings\00-SD_DD\A-SP.dwg TCETIHCR SAAMEREEHTHGIRW 140 S. Dearborn St. Suite 200 0'10'20'40' LEGAL DESCRIPTION PARKWAY 5: LOT 1 IN PARKWAY NORTH CENTER RESUBDIVISION NO. 2 BEING A 5(68%',9,6,212)3$572)7+(1257+:(67ó2)6(&7,21 TOWNSHIP 43 NORTH, RANGE 12 EAST OF THE THIRD PRINCIPAL MERIDIAN, TOGETHER WITH LOT 4, OUTLOT B AND PART OF OUTLOT A OF PARKWAY NORTH CENTER, ACCORDING TO THE PLAT THEREOF RECORDED MARCH 23, 1998 AS DOCUMENT 4105647, IN LAKE COUNTY, ILLINOIS. PARKWAY 8: LOT 3 IN PARKWAY NORTH CENTER RESUBDIVISION NO. 4, BEING A RESUBDIVISION OF PART OF THE NORTHWEST ó OF SECTION 31, TOWNSHIP 43 NORTH, RANGE 12, EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT OF SAID RESUBDIVISION RECORDED APRIL 25, 2013 AS DOCUMENT 6985836, IN LAKE COUNTY, ILLINOIS. NOTARY'S CERTIFICATE STATE OF ILLINOIS COUNTY OF LAKE AND COOK I,________________________A NOTARY PUBLIC IN THE SAID COUNTY, AND STATE AFORESAID, DO HEREBY CERTIFY THAT ________________________, _________________________________( TITLE) OF _____________________ IS PERSONALLY KNOWN TO ME TO BE THE SAME PERSON WHO SUBSCRIBED TO THE FORTHCOMING CERTIFICATE OF OWNERSHIP, APPEARED BEFORE ME THIS DAY IN PERSON AND ACKNOWLEDGED THE EXECUTION OF THIS INSTRUMENT IN HIS/HER CAPACITY FOR THE USES AND PURPOSES THEREIN SET FORTH AS THE FREE AND VOLUNTARY ACT AND DEED OF SAD COMPANY DATED: AT ________________THIS _______ DAY OF __________A D. 20___ BY: ___________________________ NAME:_________________________ SEAL: ___________________________ VILLAGE BOARD'S CERTIFICATE STATE OF ILLINOIS COUNTY OF LAKE AND COOK APPROVED AND ACCEPTED BY THE VILLAGE OF DEERFIELD, LAKE AND COOK COUNTIES, ILLINOIS, AT A MEETING HELD THIS _______DAY OF_______ 20___ BY:_______________________________ ATTEST: ___________________________ VILLAGE PRESIDENT VILLAGE CLERK PLAN COMMISSIONER'S CERTIFICATE STATE OF ILLINOIS COUNTY OF LAKE AND COOK APPROVED BY THE PLAN COMMISSION OF THE VILLAGE OF DEERFIELD, LAKE AND COOK COUNTIES, ILLINOIS, AT A MEETING HELD THIS_______ DAY OF __________ A.D. 20____. BY:_______________________________ATTEST:_____________________________ CHAIRMAN SECRETARY OWNER'S CERTIFICATE STATE OF ILLINOIS COUNTY OF LAKE AND COOK THIS IS TO CERTIFY THAT QUADRANGLE DEVELOPMENT COMPANY IS THE OWNER OF THE PROPERTY DESCRIBED HEREIN AND CAUSED THE FINAL DEVELOPMENT PLAN TO BE PREPARED AS SHOWN HEREON, FOR THE USES AND PURPOSES THEREIN SET FORTH, AS ALLOWED AND PROVIDED BY STATUTES AND THE SAID CORPORATION, AND DOES HEREBY ACKNOWLEDGE AND ADOPT THE SAME UNDER THE TITLE AFORESAID. DATED: AT ________________THIS _______ DAY OF __________,A D. 20___ BY: ________________________________________ PRINCIPAL TCETIHCR SAAMEREEHTHGIRW 140 S. Dearborn St. Suite 200 X:\2015\20150500 Quadrangle - 8 Parkway North Studies\03 Drawings\00-SD_DD\A-FP-01_option 4.2.dwg TCETIHCR SAAMEREEHTHGIRW 140 S. Dearborn St. Suite 200 N Scale: 1/16"=1'-0" FIRST FLOOR PLAN - 8 PARKWAY NORTH 0'4'8'16' TCETIHCR SAAMEREEHTHGIRW 140 S. Dearborn St. Suite 200 X:\2015\20150500 Quadrangle - 8 Parkway North Studies\03 Drawings\00-SD_DD\A-FP-TYP_option 4.2.dwg TCETIHCR SAAMEREEHTHGIRW 140 S. Dearborn St. Suite 200 N Scale: 1/16"=1'-0" TYPICAL FLOOR PLAN - 8 PARKWAY NORTH 0'4'8'16' LAYOUT AND DIMENSION PLAN 12/15/16 23/8/16 REVISIONS PER VILLAGE COMMENTS REVISIONS PER VILLAGE COMMENTS LEGENDPARKING SUMMARY REGULAR STALLS (SURFACE)= 1,017 REGULAR STALLS (GARAGE)= 96 ACCESSIBLE STALLS (SURFACE)= 21 ACCESSIBLE STALLS (GARAGE) = 4 TOTAL STALLS = 1,138 HEAVY DUTY BITUMINOUS PAVEMENT 8" P.C. CONCRETE PAVEMENT 4" AGGREGATE BASE COURSE - CA6 CONCRETE PAVEMENT 1.5" BITUMINOUS SURFACE COURSE 2.5" BITUMINOUS BINDER COURSE 10" AGGREGATE BASE COURSE - CA6 4" P.C. CONCRETE PAVEMENT 4" AGGREGATE BASE COURSE - CA6 CONCRETE SIDEWALK REGULAR DUTY BITUMINOUS PAVEMENT 1.5" BITUMINOUS SURFACE COURSE 2" BITUMINOUS BINDER COURSE 9" AGGREGATE BASE COURSE - CA6 PAVING LEGEND 3" BITUMINIOUS SURFACE COURSE 6" AGGREGATE BASE COURSE - CA6 ASPHALT PATH NOTE: THESE PLANS REFLECT THE SCOPE OF SITEWORK NECESSARY FOR DEVELOPMENT. HOWEVER, FINAL CONSTRUCTION DOCUMENTS WILL BE COMPLETED WHEN A TENANT AND FINAL DESIGN IS DETERMINED. GRADING PLAN 1 2/15/16 2 3/8/16 REVISIONS PER VILLAGE COMMENTS REVISIONS PER VILLAGE COMMENTS NOTES: 1. ALL PAVEMENT SPOT GRADE ELEVATIONS AND RIM ELEVATIONS WITHIN OR ALONG CURB AND GUTTER REFER TO EDGE OF PAVEMENT ELEVATIONS UNLESS OTHERWISE NOTED. 2. ALL ELEVATIONS SHOWN DEPICT FINISHED GRADE UNLESS OTHERWISE NOTED. SUBTRACT TOPSOIL THICKNESS OR PAVEMENT SECTION TO ESTABLISH SUBGRADE ELEVATIONS. 3. PROVIDE 1.50% CROSS SLOPE AND 4.00% MAXIMUM LONGITUDINAL SLOPE ON ALL SIDEWALKS AND PEDESTRIAN PATHS UNLESS OTHERWISE INDICATED. PLEASE NOTE THAT THE ILLINOIS ACCESSIBILITY CODE REQUIRES A MAXIMUM CONSTRUCTED CROSS SLOPE OF 2.00% AND LONGITUDINAL SLOPE OF 5.00%. 4. EXISTING TOPOGRAPHY AND UTILITY INFORMATION WAS TAKEN FROM THE DESIGN PLANS FOR PARKWAY NORTH 7 & 9 DATED 02-23-01 PREPARED BY V3 COMPANIES. CONTOUR SPOT ELEVATION STORMWATER FLOW DIRECTION STORMWATER OVERFLOW ROUTE TREE TOP OF CURB ELEVATION EDGE OF PAVEMENT ELEVATION 710 706.0 LEGEND 710 706.00 782.62 782.12 782.62 782.12 NOTE: THESE PLANS REFLECT THE SCOPE OF SITEWORK NECESSARY FOR DEVELOPMENT. HOWEVER, FINAL CONSTRUCTION DOCUMENTS WILL BE COMPLETED WHEN A TENANT AND FINAL DESIGN IS DETERMINED. UTILITY PLAN 12/15/16 23/8/16 REVISIONS PER VILLAGE COMMENTS REVISIONS PER VILLAGE COMMENTS UNDERGROUND TELEPHONE & ELECTRIC DUCT BANK BURIED CABLE-TELEPHONE WATER MAIN GAS MAIN CURB INLET FIRE HYDRANT UTILITY POLE SANITARY SEWER STORM SEWER GATE VALVE IN VALVE VAULT VALVE IN VALVE BOX DRAINAGE STRUCTURE WITH OPEN LID SANITARY FORCE MAIN UTILITY STRUCTURE WITH CLOSED LID BURIED CABLE-ELECTRIC LEGEND NOTES: 1.CONTRACTOR TO FIELD VERIFY LOCATION, INVERT, AND SIZE OF ALL EXISTING UTILITIES PRIOR TO ORDERING MATERIALS OR BEGINNING UTILITY WORK. CONTRACTOR TO NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 2.UNLESS INDICATED OTHERWISE, FRAME AND OPEN LID STORM STRUCTURES IN PAVEMENT SHALL BE NEENAH R-2502 WITH TYPE D LID OR APPROVED EQUAL, AND FRAME AND CLOSED LID STORM STRUCTURES IN PAVEMENT SHALL BE NEENAH R-1772 OR APPROVED EQUAL. FRAME AND OPEN LID STORM STRUCTURES IN OPEN SPACE SHALL BE R-4340-B OR APPROVED EQUAL. ALL FRAME AND GRATES SHALL CONFORM TO LOCAL MUNICIPALITY REQUIREMENTS. )5$0($1'&/26('/,'672506758&785(6/2&$7(':,7+,1$1$&&(66,%/(5287(6+$//%(³1((1$+5:,7+7<3(&/,' 25(48,9$/(17 :,7+3(50$*5,3685)$&('5,//´',$0(7(5/,)7+2/(,167($'2)$67$1'$5'3,&.+2/(´ 3.IEPA MINIMUM REQUIREMENTS FOR VERTICAL AND HORIZONTAL SEPARATION MUST BE MET. EXISTING HWL = 678.0 ADDITIONAL DETENTION SUMMARY: IMPERVIOUS AREA ALLOWED PER ORIGINAL STORMWATER REPORT FROM 8-19-97 = 8.23 AC IMPERVIOUS AREA SHOWN IN PROPOSED SITEPLAN = 8.74 AC ADDITIONAL IMPERVIOUS AREA PROPOSED = 0.51 ACRES TOTAL ADDITIONAL DETENTION REQUIRED = 0.25 AC-FT NOTE: THESE PLANS REFLECT THE SCOPE OF SITEWORK NECESSARY FOR DEVELOPMENT. HOWEVER, FINAL CONSTRUCTION DOCUMENTS WILL BE COMPLETED WHEN A TENANT AND FINAL DESIGN IS DETERMINED. 1SAUNDERS ROAD PARKWAY NORTH BOULEVARDEXISTING POND EXISTING BUILDING EXISTING PLANTING ON BERM TO REMAIN, TYP. EXISTING PLANTING ON BERM TO REMAIN, TYP. EXISTING SHADE TREE, TYP. EXISTING EVERGREEN TREE, TYP. EXISTING ORNAMENTAL TREE, TYP. EXISTING SHADE TREE TO BE REMOVED, TYP. EXISTING EVERGREEN TREE TO BE REMOVED , TYP. PARCEL LINE PARCEL LINE EXISTING BUILDING EXISTING PATH, TYP.PARCEL LINEDEMO AREA EXISTING DRIVE Deerfield, Illinois Tree Preservation Plan Quadrangle Development Company 80' March 24, 2016 1" = 40'-0" 0'20'40' Existing Shade Tree Existing Ornamental Tree Tree to be Removed Landscape Key Existing Evergreen TreeNOTE: 1.A TREE SURVEY VERIFYING SPECIES AND CONDITIONS WILL BE CONDUCTED AS REQUIRED AND A MORE DETAILED LANDSCAPE PLAN IS DEVELOPED. 2.ALL INFORMATION ON THIS SHEET DEPICTS EXISTING CONDITIONS. Deerfield, Illinois Plant Pallette Quadrangle Development Company MARCH 24, 2016 NOTE: THE LANDSCAPE PLAN WILL CONSIST OF, BUT IS NOT LIMITED TO, THE PLANT MATERIAL LIST AS SHOWN. PLANT SIZES SPECIFIED IN FINAL LANDSCAPE PLAN WILL DEPEND ON AVAILABILITY IN NURSERIES AT PLANTING TIME. 8 PARKWAY NORTH 190,700 RSF SAUNDERS ROAD PARKWAY NORTH BLVD .EXISTING DRIVE© WRIGHT HEEREMA | ARCHITECTS -20168 Parkway NorthParkway North CenterDeerfield, IL 60015New Construction - Site PlanTCETIHCR SAAMEREEHTHGIRW N Issue For Permit & Bid 20150500 03/09/2016 16032 ELECTRICAL SITE PLAN E1 8 PARKWAY NORTH 190,700 RSF SAUNDERS ROAD PARKWAY NORTH BLVD .EXISTING DRIVE0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.04 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.04 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.04 0.05 0.06 0.06 0.06 0.07 0.07 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.07 0.07 0.07 0.07 0.07 0.07 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.06 0.07 0.08 0.09 0.09 0.10 0.10 0.10 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.10 0.10 0.10 0.10 0.10 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.08 0.07 0.06 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.05 0.06 0.09 0.13 0.15 0.18 0.18 0.19 0.19 0.19 0.18 0.16 0.14 0.12 0.10 0.11 0.13 0.15 0.17 0.18 0.18 0.17 0.18 0.18 0.16 0.14 0.13 0.11 0.10 0.12 0.14 0.16 0.17 0.18 0.17 0.17 0.17 0.16 0.14 0.12 0.09 0.06 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.06 0.09 0.15 0.23 0.30 0.36 0.37 0.38 0.35 0.30 0.22 0.15 0.11 0.09 0.10 0.14 0.21 0.28 0.34 0.37 0.38 0.37 0.32 0.26 0.19 0.13 0.10 0.09 0.11 0.16 0.23 0.30 0.35 0.37 0.36 0.34 0.28 0.21 0.13 0.08 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.07 0.09 0.13 0.22 0.31 0.43 0.52 0.51 0.40 0.30 0.21 0.15 0.12 0.11 0.12 0.14 0.20 0.29 0.37 0.47 0.49 0.45 0.34 0.26 0.17 0.13 0.11 0.11 0.12 0.15 0.23 0.31 0.41 0.48 0.47 0.39 0.29 0.20 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.08 0.12 0.18 0.25 0.38 0.55 0.73 0.68 0.51 0.34 0.24 0.19 0.15 0.13 0.14 0.17 0.22 0.31 0.47 0.63 0.72 0.58 0.42 0.28 0.21 0.16 0.14 0.13 0.15 0.19 0.25 0.37 0.53 0.69 0.67 0.50 0.34 0.22 0.16 0.11 0.07 0.06 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.05 0.07 0.09 0.13 0.21 0.36 0.60 0.91 1.19 1.12 0.82 0.54 0.34 0.22 0.16 0.15 0.16 0.21 0.31 0.48 0.70 1.02 1.17 0.93 0.62 0.42 0.27 0.18 0.15 0.15 0.17 0.24 0.37 0.55 0.82 1.12 1.09 0.78 0.52 0.33 0.19 0.12 0.08 0.06 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.06 0.12 0.24 0.40 0.61 0.87 1.12 1.22 1.48 2.06 2.77 2.60 1.86 1.37 1.28 1.20 1.07 0.98 1.02 1.11 1.21 1.23 1.72 2.43 2.80 2.18 1.56 1.21 1.18 1.05 0.94 0.92 1.01 1.14 1.20 1.42 1.96 2.68 2.63 1.89 1.35 1.15 1.00 0.75 0.51 0.33 0.19 0.10 0.05 0.03 0.02 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.07 0.15 0.30 0.51 0.73 1.01 1.26 1.35 1.82 2.69 3.64 3.43 2.39 1.55 1.43 1.40 1.32 1.26 1.31 1.39 1.43 1.41 2.10 3.20 3.74 2.85 1.92 1.39 1.43 1.35 1.28 1.26 1.32 1.40 1.40 1.68 2.48 3.59 3.50 2.37 1.56 1.34 1.22 0.96 0.69 0.47 0.27 0.13 0.06 0.03 0.03 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.08 0.16 0.32 0.52 0.79 1.14 1.48 1.65 1.77 2.18 2.44 2.38 2.13 1.72 1.71 1.61 1.42 1.32 1.38 1.57 1.70 1.75 2.13 2.42 2.57 2.32 2.03 1.75 1.68 1.49 1.33 1.30 1.42 1.61 1.70 1.79 2.21 2.50 2.47 2.17 1.72 1.63 1.41 1.04 0.71 0.46 0.27 0.13 0.06 0.04 0.03 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.10 0.21 0.40 0.62 0.91 1.22 1.42 1.58 1.75 1.89 1.93 1.92 1.88 1.75 1.66 1.64 1.63 1.57 1.61 1.67 1.68 1.75 1.87 1.97 2.03 1.96 1.84 1.72 1.67 1.67 1.58 1.57 1.64 1.63 1.66 1.77 1.89 1.96 1.95 1.87 1.72 1.56 1.39 1.15 0.83 0.55 0.34 0.16 0.08 0.05 0.04 0.03 0.02 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.05 0.08 0.14 0.25 0.43 0.66 0.91 1.15 1.41 1.65 1.86 1.98 1.97 1.96 2.01 1.88 1.75 1.65 1.61 1.60 1.63 1.65 1.75 1.88 2.03 2.02 2.06 2.04 2.00 1.85 1.73 1.65 1.64 1.64 1.65 1.69 1.76 1.89 2.02 1.99 1.98 2.02 1.85 1.59 1.32 1.07 0.83 0.58 0.37 0.21 0.11 0.06 0.04 0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.09 0.16 0.28 0.44 0.65 0.86 1.12 1.42 1.70 1.88 1.84 1.86 1.85 1.91 1.95 1.82 1.67 1.58 1.54 1.57 1.66 1.82 1.97 2.00 1.92 1.96 1.94 2.03 1.95 1.81 1.67 1.61 1.61 1.67 1.78 1.86 1.94 1.93 1.90 1.88 1.94 1.89 1.60 1.29 1.00 0.76 0.55 0.37 0.22 0.12 0.07 0.05 0.04 0.03 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.06 0.09 0.17 0.29 0.45 0.64 0.85 1.12 1.43 1.73 1.84 1.73 1.76 1.75 1.81 1.94 1.86 1.69 1.57 1.52 1.56 1.68 1.85 1.99 1.91 1.81 1.85 1.83 1.98 2.01 1.85 1.70 1.62 1.63 1.71 1.86 1.96 1.91 1.82 1.80 1.78 1.84 1.82 1.57 1.26 0.97 0.72 0.52 0.35 0.21 0.12 0.07 0.05 0.04 0.03 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.06 0.09 0.17 0.29 0.45 0.66 0.89 1.16 1.46 1.76 1.92 1.84 1.86 1.85 1.92 2.00 1.88 1.72 1.61 1.57 1.61 1.71 1.89 2.04 2.00 1.91 1.95 1.92 2.06 2.06 1.91 1.78 1.71 1.71 1.80 1.94 2.09 2.01 1.90 1.89 1.89 1.90 1.78 1.55 1.24 0.97 0.72 0.50 0.33 0.19 0.11 0.07 0.05 0.04 0.03 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.04 0.06 0.09 0.16 0.28 0.45 0.68 0.94 1.20 1.52 1.81 2.06 2.13 2.14 2.14 2.18 2.08 1.92 1.77 1.67 1.66 1.67 1.76 1.92 2.08 2.22 2.19 2.22 2.21 2.23 2.10 1.97 1.86 1.83 1.82 1.89 2.02 2.21 2.26 2.18 2.16 2.17 2.03 1.79 1.55 1.25 0.98 0.71 0.49 0.30 0.17 0.10 0.07 0.05 0.04 0.03 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.08 0.13 0.24 0.43 0.67 0.96 1.26 1.53 1.80 2.06 2.28 2.31 2.30 2.27 2.08 1.88 1.76 1.72 1.66 1.71 1.76 1.87 2.06 2.27 2.35 2.39 2.36 2.23 2.06 1.97 1.90 1.89 1.90 1.92 2.01 2.18 2.34 2.33 2.31 2.27 2.04 1.78 1.52 1.27 0.97 0.68 0.44 0.24 0.14 0.09 0.06 0.04 0.03 0.03 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.04 0.05 0.07 0.10 0.20 0.37 0.59 0.89 1.28 1.61 1.79 2.00 2.58 2.87 2.82 2.45 1.98 1.88 1.78 1.62 1.52 1.59 1.77 1.88 1.96 2.37 2.79 2.94 2.71 2.17 1.98 1.99 1.88 1.78 1.82 1.95 2.00 2.05 2.52 2.86 2.86 2.53 1.98 1.78 1.57 1.25 0.88 0.58 0.37 0.20 0.11 0.07 0.05 0.04 0.03 0.02 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.09 0.18 0.33 0.54 0.79 1.11 1.47 1.74 2.35 3.24 3.95 3.82 2.98 2.07 1.77 1.60 1.43 1.35 1.41 1.56 1.75 1.96 2.82 3.68 4.03 3.45 2.61 1.93 1.82 1.67 1.57 1.61 1.76 1.89 2.21 3.09 3.88 3.91 3.15 2.24 1.71 1.43 1.08 0.77 0.53 0.32 0.17 0.09 0.06 0.04 0.03 0.03 0.02 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.09 0.18 0.33 0.55 0.81 1.14 1.49 1.71 2.31 3.28 4.40 4.12 2.98 2.09 1.77 1.62 1.47 1.37 1.45 1.58 1.75 1.92 2.80 3.92 4.50 3.55 2.55 1.90 1.83 1.70 1.61 1.66 1.77 1.86 2.22 3.09 4.23 4.32 3.17 2.23 1.69 1.45 1.11 0.78 0.53 0.32 0.16 0.08 0.06 0.04 0.03 0.03 0.02 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.06 0.09 0.18 0.33 0.55 0.81 1.16 1.50 1.74 2.32 3.31 4.49 4.20 3.00 2.10 1.79 1.63 1.47 1.37 1.44 1.59 1.77 1.94 2.83 3.98 4.62 3.59 2.57 1.92 1.84 1.71 1.61 1.66 1.78 1.88 2.24 3.12 4.32 4.41 3.20 2.25 1.72 1.47 1.12 0.78 0.52 0.31 0.16 0.08 0.05 0.04 0.03 0.02 0.02 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.09 0.18 0.34 0.55 0.80 1.12 1.46 1.71 2.35 3.31 4.17 4.01 3.02 2.05 1.76 1.60 1.44 1.37 1.42 1.56 1.74 1.92 2.83 3.87 4.26 3.58 2.62 1.91 1.82 1.68 1.58 1.62 1.75 1.84 2.17 3.13 4.09 4.12 3.21 2.23 1.70 1.43 1.08 0.76 0.52 0.31 0.16 0.08 0.05 0.04 0.03 0.03 0.02 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.07 0.11 0.20 0.37 0.59 0.89 1.27 1.62 1.83 2.03 2.61 2.96 2.89 2.51 2.01 1.92 1.80 1.62 1.51 1.59 1.76 1.90 1.97 2.44 2.87 3.02 2.75 2.26 2.03 2.02 1.89 1.77 1.81 1.93 2.00 2.05 2.58 2.92 2.93 2.58 2.01 1.84 1.59 1.22 0.84 0.55 0.34 0.17 0.09 0.06 0.05 0.04 0.03 0.03 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.09 0.14 0.24 0.44 0.68 0.98 1.29 1.55 1.82 2.07 2.29 2.33 2.33 2.28 2.09 1.90 1.80 1.77 1.71 1.75 1.78 1.87 2.04 2.27 2.41 2.38 2.39 2.26 2.11 2.02 1.97 1.95 1.94 1.93 1.98 2.13 2.35 2.33 2.33 2.29 2.06 1.78 1.49 1.21 0.90 0.61 0.40 0.21 0.11 0.07 0.05 0.04 0.03 0.03 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.07 0.10 0.17 0.29 0.47 0.69 0.96 1.23 1.54 1.84 2.10 2.20 2.21 2.21 2.25 2.14 1.98 1.83 1.74 1.73 1.75 1.83 1.94 2.08 2.26 2.29 2.27 2.31 2.34 2.18 2.04 1.95 1.95 1.94 1.97 2.02 2.15 2.30 2.21 2.21 2.25 2.09 1.75 1.42 1.11 0.86 0.60 0.40 0.24 0.14 0.08 0.06 0.05 0.04 0.03 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.06 0.07 0.11 0.18 0.31 0.47 0.68 0.92 1.19 1.50 1.81 1.98 1.92 1.94 1.93 2.01 2.08 1.97 1.82 1.72 1.69 1.74 1.84 1.96 2.05 2.03 2.00 2.01 2.05 2.22 2.16 2.01 1.92 1.89 1.94 2.00 2.01 2.05 2.02 1.93 1.95 1.98 1.93 1.63 1.31 1.02 0.77 0.57 0.38 0.24 0.14 0.08 0.06 0.05 0.04 0.03 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.11 0.18 0.31 0.48 0.67 0.90 1.17 1.48 1.79 1.91 1.81 1.84 1.84 1.91 2.05 1.98 1.83 1.72 1.69 1.74 1.86 2.02 2.04 1.92 1.90 1.91 1.98 2.13 2.12 1.99 1.90 1.89 1.96 2.07 2.07 1.98 1.89 1.83 1.86 1.85 1.76 1.53 1.23 0.95 0.71 0.51 0.35 0.22 0.13 0.08 0.06 0.05 0.04 0.03 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.11 0.18 0.31 0.47 0.69 0.92 1.20 1.51 1.81 1.99 1.94 1.96 1.96 2.04 2.12 2.01 1.88 1.79 1.76 1.82 1.93 2.10 2.17 2.03 2.00 2.04 2.13 2.16 2.12 2.03 1.97 1.96 2.04 2.17 2.23 2.09 1.99 1.95 1.99 1.86 1.68 1.46 1.18 0.91 0.67 0.47 0.30 0.19 0.12 0.08 0.06 0.05 0.04 0.03 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.04 0.04 0.05 0.07 0.10 0.17 0.28 0.47 0.70 0.97 1.23 1.55 1.85 2.11 2.23 2.24 2.24 2.29 2.18 2.05 1.93 1.86 1.87 1.89 2.00 2.16 2.33 2.31 2.20 2.33 2.34 2.21 2.15 2.09 2.07 2.06 2.13 2.24 2.40 2.35 2.17 2.24 2.19 1.92 1.67 1.42 1.16 0.89 0.63 0.42 0.25 0.15 0.10 0.08 0.06 0.05 0.04 0.03 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.09 0.14 0.24 0.44 0.68 0.97 1.29 1.56 1.81 2.06 2.28 2.33 2.33 2.28 2.11 1.99 1.94 1.92 1.91 1.94 1.99 2.09 2.24 2.38 2.36 2.41 2.29 2.16 2.12 2.11 2.14 2.12 2.14 2.20 2.30 2.39 2.33 2.32 2.16 1.90 1.65 1.40 1.14 0.83 0.57 0.35 0.20 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.07 0.11 0.20 0.37 0.58 0.88 1.27 1.63 1.87 2.06 2.63 3.04 2.96 2.56 2.06 2.02 1.93 1.77 1.74 1.88 2.02 2.04 2.41 2.84 3.12 2.89 2.49 2.12 2.12 2.05 1.98 2.05 2.14 2.14 2.44 2.83 3.10 2.83 2.40 1.90 1.73 1.41 1.03 0.71 0.46 0.28 0.15 0.09 0.07 0.05 0.04 0.03 0.03 0.03 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.10 0.19 0.34 0.56 0.81 1.13 1.47 1.69 2.33 3.36 4.38 4.17 3.04 2.05 1.84 1.75 1.63 1.61 1.71 1.83 1.90 2.68 3.78 4.50 3.91 2.78 1.99 1.95 1.87 1.81 1.86 1.96 1.98 2.71 3.79 4.48 3.86 2.69 1.78 1.57 1.26 0.93 0.66 0.43 0.25 0.13 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.06 0.10 0.18 0.34 0.55 0.83 1.18 1.55 1.78 2.36 3.35 4.59 4.28 3.05 2.18 1.93 1.81 1.68 1.65 1.77 1.90 1.98 2.70 3.77 4.75 3.92 2.82 2.07 2.05 1.95 1.87 1.93 2.03 2.05 2.72 3.76 4.72 3.87 2.73 1.87 1.67 1.34 0.96 0.66 0.41 0.24 0.13 0.08 0.05 0.04 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.10 0.19 0.35 0.57 0.83 1.16 1.49 1.70 2.29 3.23 4.30 4.05 2.94 2.11 1.86 1.78 1.68 1.65 1.74 1.85 1.90 2.61 3.62 4.40 3.75 2.73 2.01 1.99 1.91 1.87 1.90 1.98 1.98 2.63 3.61 4.37 3.70 2.63 1.80 1.60 1.29 0.96 0.66 0.43 0.24 0.12 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.07 0.10 0.19 0.35 0.56 0.81 1.14 1.51 1.80 2.38 3.15 3.78 3.67 2.96 2.16 1.93 1.78 1.64 1.60 1.72 1.88 2.02 2.70 3.42 3.88 3.50 2.80 2.13 2.03 1.89 1.80 1.87 2.00 2.08 2.71 3.41 3.84 3.44 2.70 1.91 1.64 1.29 0.93 0.64 0.42 0.24 0.12 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.12 0.22 0.40 0.63 0.94 1.32 1.64 1.81 2.03 2.57 2.85 2.81 2.45 2.07 2.02 2.00 1.90 1.88 1.95 2.02 2.03 2.23 2.77 2.88 2.79 2.33 2.16 2.18 2.15 2.11 2.12 2.13 2.10 2.24 2.75 2.83 2.72 2.21 1.90 1.73 1.45 1.07 0.73 0.47 0.27 0.14 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.07 0.10 0.15 0.26 0.46 0.70 0.99 1.30 1.59 1.87 2.14 2.35 2.38 2.38 2.38 2.23 2.09 2.03 2.01 2.01 2.01 2.05 2.15 2.32 2.46 2.40 2.47 2.44 2.31 2.22 2.16 2.20 2.15 2.17 2.22 2.33 2.44 2.34 2.37 2.27 1.99 1.67 1.37 1.09 0.78 0.53 0.32 0.17 0.10 0.07 0.05 0.04 0.04 0.03 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.11 0.18 0.30 0.48 0.71 0.98 1.26 1.59 1.89 2.14 2.20 2.21 2.22 2.30 2.26 2.16 2.05 1.99 1.99 2.04 2.12 2.19 2.31 2.29 2.23 2.31 2.44 2.36 2.23 2.15 2.12 2.17 2.20 2.24 2.32 2.26 2.16 2.19 2.23 1.98 1.65 1.32 1.02 0.76 0.53 0.34 0.20 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.19 0.32 0.50 0.70 0.94 1.23 1.54 1.87 2.03 1.95 1.98 1.99 2.09 2.24 2.17 2.03 1.95 1.96 2.03 2.15 2.20 2.14 2.04 2.05 2.10 2.29 2.32 2.17 2.08 2.07 2.12 2.21 2.23 2.14 2.01 1.97 1.96 2.04 1.90 1.56 1.24 0.95 0.71 0.51 0.33 0.20 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.19 0.32 0.50 0.69 0.93 1.22 1.54 1.86 2.00 1.91 1.94 1.95 2.07 2.25 2.18 2.05 1.97 1.98 2.07 2.20 2.25 2.10 2.02 2.02 2.11 2.25 2.26 2.16 2.06 2.06 2.12 2.25 2.27 2.08 1.98 1.94 1.95 1.96 1.80 1.51 1.19 0.92 0.67 0.48 0.31 0.18 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.18 0.32 0.48 0.71 0.96 1.25 1.57 1.88 2.11 2.12 2.13 2.14 2.26 2.31 2.23 2.13 2.05 2.07 2.15 2.27 2.39 2.27 2.21 2.22 2.29 2.30 2.24 2.20 2.12 2.13 2.19 2.31 2.40 2.24 2.15 2.13 2.13 1.99 1.76 1.49 1.18 0.91 0.66 0.44 0.28 0.17 0.11 0.08 0.06 0.05 0.04 0.03 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.07 0.10 0.16 0.28 0.47 0.71 1.00 1.28 1.59 1.89 2.17 2.36 2.38 2.39 2.43 2.32 2.24 2.16 2.16 2.15 2.19 2.30 2.43 2.49 2.46 2.48 2.45 2.31 2.23 2.20 2.20 2.18 2.22 2.33 2.44 2.46 2.41 2.40 2.28 2.01 1.74 1.47 1.19 0.89 0.63 0.40 0.23 0.14 0.10 0.07 0.05 0.04 0.04 0.03 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.13 0.23 0.42 0.66 0.97 1.33 1.60 1.82 2.05 2.35 2.58 2.56 2.31 2.18 2.15 2.18 2.19 2.20 2.18 2.19 2.25 2.47 2.64 2.63 2.31 2.18 2.16 2.19 2.20 2.21 2.19 2.19 2.25 2.48 2.60 2.54 2.17 1.93 1.71 1.49 1.17 0.83 0.55 0.33 0.18 0.11 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.07 0.10 0.19 0.35 0.56 0.83 1.19 1.59 1.86 2.31 2.87 3.38 3.28 2.77 2.23 2.13 2.03 1.91 1.94 2.11 2.18 2.54 3.00 3.45 3.29 2.75 2.22 2.14 2.01 1.91 1.96 2.12 2.17 2.59 3.03 3.43 3.18 2.61 1.99 1.75 1.39 1.01 0.69 0.46 0.28 0.15 0.09 0.07 0.05 0.04 0.03 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.07 0.10 0.19 0.36 0.59 0.84 1.16 1.49 1.68 2.17 3.10 4.38 4.10 2.80 2.08 1.98 1.97 1.91 1.93 2.01 1.97 2.38 3.30 4.49 4.00 2.73 2.02 2.00 1.97 1.91 1.93 2.01 1.96 2.43 3.41 4.49 3.80 2.54 1.77 1.61 1.33 1.00 0.70 0.47 0.27 0.14 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.07 0.10 0.20 0.36 0.59 0.89 1.32 1.79 2.07 2.67 3.83 5.31 4.97 3.51 2.56 2.37 2.25 2.08 2.14 2.33 2.37 2.90 4.04 5.43 4.86 3.41 2.47 2.38 2.23 2.08 2.15 2.33 2.35 2.97 4.16 5.44 4.64 3.20 2.20 1.97 1.56 1.09 0.72 0.47 0.27 0.14 0.08 0.06 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.07 0.10 0.19 0.36 0.58 0.84 1.15 1.48 1.67 2.18 3.18 4.55 4.24 2.86 2.06 1.98 1.97 1.90 1.92 2.00 1.96 2.39 3.39 4.64 4.13 2.78 2.01 2.00 1.97 1.90 1.92 1.99 1.94 2.44 3.50 4.64 3.92 2.58 1.76 1.60 1.32 0.99 0.70 0.46 0.26 0.14 0.08 0.06 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.07 0.10 0.20 0.36 0.57 0.84 1.21 1.61 1.87 2.26 2.80 3.28 3.19 2.73 2.22 2.15 2.07 1.95 1.97 2.12 2.17 2.49 2.92 3.35 3.19 2.72 2.22 2.17 2.06 1.93 1.97 2.11 2.15 2.53 2.94 3.32 3.08 2.57 1.99 1.77 1.41 1.01 0.69 0.45 0.27 0.13 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.09 0.13 0.24 0.43 0.67 0.98 1.32 1.59 1.82 2.05 2.30 2.49 2.47 2.31 2.20 2.18 2.19 2.22 2.22 2.17 2.18 2.24 2.42 2.55 2.50 2.33 2.22 2.20 2.20 2.20 2.19 2.14 2.15 2.21 2.40 2.49 2.41 2.16 1.94 1.71 1.45 1.13 0.79 0.52 0.31 0.16 0.10 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.10 0.16 0.28 0.47 0.71 0.99 1.26 1.57 1.88 2.15 2.34 2.36 2.38 2.44 2.35 2.28 2.21 2.22 2.21 2.23 2.28 2.38 2.46 2.44 2.43 2.49 2.38 2.26 2.17 2.18 2.17 2.19 2.24 2.35 2.40 2.35 2.32 2.29 2.03 1.69 1.37 1.09 0.80 0.55 0.35 0.20 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.19 0.32 0.48 0.71 0.94 1.24 1.55 1.86 2.08 2.07 2.10 2.12 2.25 2.35 2.28 2.21 2.16 2.18 2.25 2.27 2.31 2.21 2.18 2.18 2.35 2.36 2.22 2.14 2.09 2.13 2.19 2.22 2.24 2.13 2.08 2.05 2.12 1.97 1.64 1.31 1.02 0.77 0.54 0.36 0.22 0.13 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.19 0.32 0.49 0.69 0.92 1.20 1.52 1.84 1.97 1.88 1.92 1.96 2.09 2.31 2.28 2.18 2.13 2.17 2.26 2.30 2.18 2.03 2.01 2.02 2.20 2.29 2.17 2.07 2.03 2.09 2.19 2.23 2.08 1.95 1.91 1.88 1.96 1.87 1.56 1.24 0.96 0.72 0.51 0.34 0.21 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.12 0.19 0.32 0.49 0.69 0.93 1.21 1.53 1.85 2.00 1.93 1.97 2.01 2.16 2.35 2.33 2.22 2.18 2.23 2.32 2.40 2.22 2.07 2.05 2.10 2.22 2.24 2.17 2.08 2.06 2.11 2.23 2.30 2.11 1.99 1.95 1.95 1.95 1.80 1.53 1.22 0.94 0.70 0.49 0.32 0.20 0.12 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.18 0.30 0.48 0.71 0.97 1.25 1.57 1.87 2.12 2.19 2.21 2.25 2.40 2.43 2.39 2.33 2.28 2.34 2.42 2.51 2.45 2.31 2.29 2.34 2.31 2.23 2.20 2.14 2.13 2.18 2.28 2.39 2.32 2.23 2.20 2.19 2.02 1.79 1.53 1.22 0.95 0.68 0.46 0.29 0.17 0.11 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.07 0.10 0.15 0.27 0.46 0.70 0.99 1.29 1.57 1.86 2.13 2.35 2.38 2.41 2.47 2.43 2.38 2.38 2.41 2.38 2.42 2.49 2.54 2.47 2.46 2.44 2.30 2.21 2.18 2.21 2.19 2.20 2.26 2.35 2.45 2.40 2.38 2.29 2.04 1.77 1.50 1.24 0.93 0.65 0.42 0.24 0.14 0.10 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.12 0.22 0.40 0.62 0.94 1.31 1.64 1.81 2.04 2.57 2.86 2.84 2.54 2.28 2.32 2.40 2.43 2.41 2.33 2.32 2.67 2.91 2.89 2.55 2.17 2.14 2.16 2.14 2.15 2.19 2.16 2.19 2.64 2.87 2.81 2.40 1.95 1.76 1.54 1.21 0.84 0.56 0.35 0.19 0.11 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.07 0.10 0.19 0.35 0.55 0.81 1.14 1.51 1.80 2.38 3.16 3.79 3.70 3.06 2.36 2.21 2.15 2.11 2.17 2.24 2.55 3.23 3.81 3.76 3.10 2.34 2.07 1.96 1.85 1.87 2.00 2.09 2.52 3.21 3.80 3.66 2.92 2.07 1.71 1.39 1.03 0.72 0.49 0.30 0.16 0.09 0.07 0.05 0.04 0.03 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.07 0.10 0.19 0.35 0.57 0.84 1.16 1.50 1.71 2.29 3.24 4.32 4.09 3.05 2.32 2.17 2.18 2.16 2.19 2.17 2.49 3.26 4.31 4.21 3.10 2.31 2.01 1.98 1.91 1.91 1.99 1.99 2.43 3.29 4.32 4.05 2.91 2.02 1.66 1.40 1.06 0.74 0.50 0.29 0.15 0.09 0.06 0.05 0.04 0.03 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.06 0.10 0.19 0.34 0.56 0.84 1.19 1.55 1.79 2.37 3.37 4.62 4.33 3.17 2.38 2.25 2.23 2.20 2.24 2.24 2.55 3.38 4.58 4.46 3.22 2.37 2.08 2.02 1.93 1.94 2.04 2.06 2.49 3.41 4.61 4.28 3.02 2.10 1.74 1.45 1.08 0.74 0.49 0.28 0.15 0.09 0.06 0.05 0.03 0.03 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.07 0.10 0.20 0.36 0.60 0.85 1.15 1.48 1.70 2.35 3.39 4.41 4.22 3.16 2.27 2.17 2.15 2.12 2.15 2.16 2.49 3.40 4.41 4.34 3.24 2.27 2.00 1.97 1.87 1.88 1.97 1.98 2.47 3.42 4.40 4.17 3.02 1.98 1.65 1.38 1.04 0.73 0.50 0.29 0.15 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.12 0.22 0.48 1.37 1.61 1.36 1.66 1.90 2.10 2.67 3.09 3.04 2.71 2.32 2.39 2.41 2.38 2.38 2.38 2.35 2.78 3.12 3.09 2.71 2.23 2.24 2.18 2.08 2.08 2.14 2.18 2.22 2.71 3.07 2.98 2.55 2.00 1.85 1.55 1.15 0.78 0.51 0.31 0.16 0.09 0.06 0.05 0.04 0.03 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.07 0.09 0.14 0.26 0.64 6.72 6.64 1.45 1.61 1.90 2.13 2.35 2.42 2.46 2.48 2.46 2.45 2.49 2.55 2.46 2.43 2.45 2.50 2.49 2.48 2.47 2.35 2.28 2.23 2.25 2.23 2.19 2.20 2.27 2.40 2.40 2.37 2.29 2.05 1.78 1.49 1.21 0.87 0.59 0.37 0.19 0.11 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.11 0.18 0.30 0.61 1.87 2.07 1.38 1.63 1.94 2.21 2.34 2.38 2.43 2.57 2.58 2.56 2.52 2.49 2.52 2.50 2.54 2.56 2.47 2.44 2.53 2.48 2.34 2.23 2.20 2.22 2.24 2.28 2.36 2.40 2.34 2.30 2.33 2.12 1.78 1.44 1.13 0.86 0.60 0.39 0.23 0.13 0.09 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.19 0.33 0.57 0.98 1.22 1.31 1.59 1.92 2.11 2.07 2.13 2.20 2.38 2.57 2.55 2.48 2.47 2.51 2.51 2.46 2.32 2.22 2.20 2.34 2.43 2.28 2.18 2.13 2.16 2.25 2.26 2.25 2.14 2.08 2.05 2.12 2.03 1.69 1.36 1.06 0.80 0.58 0.38 0.24 0.14 0.09 0.06 0.05 0.04 0.03 0.03 0.03 0.02 5.19 4.78 1.34 1.57 1.90 2.06 1.98 2.05 2.13 2.32 2.57 2.56 2.48 2.48 2.54 2.58 2.42 2.22 2.13 2.14 2.26 2.32 2.25 2.14 2.10 2.15 2.25 2.31 2.17 2.03 1.98 1.97 2.00 1.90 1.62 1.30 1.00 0.75 0.54 0.36 0.23 0.13 0.09 0.06 0.05 0.04 0.04 0.03 0.03 0.02 3.55 3.56 1.36 1.60 1.92 2.14 2.12 2.19 2.28 2.48 2.66 2.63 2.58 2.59 2.64 2.73 2.56 2.35 2.26 2.29 2.32 2.29 2.25 2.17 2.15 2.20 2.30 2.42 2.29 2.16 2.11 2.12 2.04 1.84 1.59 1.28 0.99 0.73 0.51 0.33 0.20 0.12 0.09 0.06 0.05 0.04 0.03 0.03 0.03 0.02 0.89 1.18 1.34 1.62 1.94 2.20 2.39 2.44 2.53 2.71 2.72 2.72 2.67 2.68 2.75 2.80 2.78 2.58 2.51 2.52 2.38 2.29 2.25 2.23 2.21 2.24 2.35 2.47 2.50 2.41 2.37 2.35 2.09 1.82 1.56 1.27 0.98 0.70 0.47 0.28 0.17 0.11 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 3.51 3.58 1.44 1.62 1.86 2.10 2.33 2.49 2.55 2.59 2.60 2.67 2.77 2.77 2.69 2.65 2.65 2.60 2.52 2.40 2.25 2.20 2.20 2.25 2.25 2.22 2.25 2.29 2.41 2.46 2.42 2.25 2.01 1.77 1.53 1.27 0.93 0.64 0.40 0.22 0.14 0.09 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.02 5.06 4.70 1.34 1.65 1.89 2.21 2.76 3.24 3.22 2.91 2.53 2.60 2.69 2.70 2.62 2.60 2.99 3.31 3.23 2.76 2.24 2.18 2.11 2.00 2.03 2.16 2.21 2.36 2.81 3.22 3.11 2.62 2.03 1.81 1.53 1.13 0.79 0.52 0.33 0.18 0.11 0.08 0.06 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.84 1.08 1.21 1.49 1.68 2.23 3.32 4.64 4.43 3.19 2.41 2.41 2.48 2.48 2.39 2.61 3.44 4.66 4.50 3.13 2.19 1.99 1.98 1.90 1.91 2.00 1.98 2.37 3.37 4.63 4.32 2.91 1.90 1.64 1.39 1.07 0.76 0.53 0.32 0.17 0.10 0.08 0.06 0.05 0.04 0.03 0.03 0.03 0.02 0.02 1.72 1.94 1.37 1.72 1.99 2.59 3.70 5.16 4.90 3.62 2.81 2.75 2.80 2.80 2.72 2.97 3.83 5.15 4.99 3.54 2.59 2.30 2.19 2.06 2.07 2.22 2.28 2.73 3.75 5.15 4.79 3.34 2.30 1.95 1.60 1.17 0.79 0.53 0.32 0.18 0.11 0.08 0.06 0.05 0.04 0.03 0.03 0.03 0.02 0.02 6.60 6.47 1.27 1.48 1.68 2.20 3.11 4.31 4.13 3.05 2.47 2.42 2.48 2.48 2.39 2.61 3.24 4.33 4.19 2.97 2.24 2.00 1.98 1.91 1.91 1.99 1.98 2.35 3.16 4.30 4.02 2.78 1.96 1.66 1.41 1.09 0.79 0.56 0.34 0.20 0.12 0.09 0.07 0.06 0.05 0.04 0.03 0.03 0.02 0.02 1.32 1.51 1.22 1.55 1.84 2.35 2.98 3.54 3.51 3.07 2.56 2.51 2.50 2.50 2.49 2.69 3.16 3.60 3.51 2.95 2.35 2.13 1.99 1.85 1.86 2.02 2.13 2.50 3.04 3.54 3.40 2.80 2.09 1.80 1.46 1.09 0.79 0.57 0.38 0.24 0.16 0.11 0.09 0.07 0.05 0.04 0.03 0.03 0.02 0.02 1.08 1.17 1.27 1.53 1.75 2.00 2.40 2.70 2.77 2.58 2.49 2.55 2.65 2.62 2.51 2.46 2.64 2.79 2.74 2.43 2.18 2.11 2.09 2.07 2.08 2.08 2.11 2.19 2.49 2.70 2.64 2.26 1.95 1.72 1.52 1.24 0.98 0.78 0.56 0.39 0.24 0.16 0.10 0.08 0.06 0.04 0.04 0.03 0.02 0.02 10.08 2.53 1.20 1.43 1.70 2.00 2.27 2.38 2.53 2.65 2.59 2.48 2.40 2.38 2.39 2.48 2.57 2.52 2.51 2.48 2.29 2.10 1.97 1.94 1.93 1.97 2.11 2.33 2.46 2.43 2.34 2.24 1.94 1.62 1.37 1.20 1.14 1.29 1.20 0.85 0.37 0.20 0.13 0.09 0.06 0.05 0.04 0.03 0.02 0.02 4.41 2.24 1.60 1.69 1.77 1.78 1.91 2.10 2.62 2.93 2.80 2.34 2.13 2.08 2.12 2.22 2.24 2.37 2.66 2.75 2.42 1.97 1.79 1.69 1.71 1.80 2.00 2.52 2.72 2.50 2.11 1.92 1.72 1.46 1.25 1.15 1.24 1.58 1.80 0.98 0.50 0.25 0.14 0.10 0.07 0.05 0.04 0.03 0.02 0.02 1.20 1.76 2.34 2.43 2.01 1.44 1.49 1.75 2.23 2.89 2.58 2.16 1.94 1.83 1.86 1.87 1.90 2.04 2.62 2.74 2.20 1.90 1.64 1.51 1.52 1.62 1.93 2.29 2.76 2.37 1.72 1.52 1.41 1.38 1.77 2.23 2.52 3.05 2.36 2.14 1.53 0.95 0.44 0.14 0.07 0.05 0.04 0.03 0.02 0.02 1.50 2.21 3.19 3.30 2.20 1.77 2.22 2.61 3.44 3.10 3.73 3.09 2.80 2.41 2.34 2.72 3.16 3.35 3.84 3.65 3.18 2.79 2.50 2.00 2.19 2.79 3.37 3.65 3.27 3.71 2.59 1.92 1.59 1.44 2.07 3.00 3.70 4.73 3.78 3.11 2.73 1.70 0.73 0.19 0.08 0.05 0.04 0.03 0.02 0.02 1.49 2.89 4.16 3.21 2.65 2.03 3.02 3.67 4.06 3.98 4.34 4.55 4.19 3.75 3.23 3.73 4.86 4.70 5.16 4.90 4.18 4.29 3.93 3.06 3.13 4.28 5.11 4.68 4.51 4.74 4.20 3.48 2.43 2.09 2.81 3.71 4.39 4.42 4.20 4.11 3.03 1.93 0.90 0.23 0.09 0.05 0.04 0.03 0.02 0.02 1.39 2.68 4.31 3.35 3.12 2.70 3.04 3.61 4.47 4.75 5.27 4.99 4.80 5.14 4.70 5.27 5.59 5.65 5.19 4.96 5.06 4.65 4.78 4.88 4.62 5.65 5.60 5.89 5.30 5.58 4.81 4.38 3.38 3.14 3.77 4.14 4.75 3.83 3.56 3.85 2.97 1.90 1.00 0.33 0.09 0.05 0.04 0.03 0.02 0.02 1.44 2.78 4.71 4.18 3.31 2.42 2.43 2.77 2.80 3.10 3.97 4.28 4.77 5.22 5.67 6.22 5.54 5.09 3.84 3.25 4.09 4.21 4.81 6.02 5.80 5.51 5.33 4.58 3.84 4.39 4.62 4.85 4.80 4.55 4.98 4.73 5.05 4.31 3.72 3.92 2.99 1.94 1.00 0.32 0.09 0.05 0.04 0.03 0.02 0.02 1.73 2.80 3.77 3.37 2.44 1.64 1.95 2.02 1.83 2.09 2.64 3.40 3.69 3.61 2.29 4.42 4.42 3.69 2.69 2.24 2.87 3.37 3.64 3.98 2.61 3.77 4.02 3.10 2.68 3.13 4.23 4.55 5.92 5.34 4.93 5.19 5.11 5.21 4.43 4.14 3.12 1.98 0.85 0.21 0.08 0.05 0.04 0.03 0.02 0.02 1.46 2.02 2.81 2.96 1.74 1.48 1.49 1.48 1.43 1.54 1.69 1.83 2.11 2.33 3.31 2.59 2.40 1.74 1.60 1.55 1.58 1.81 2.20 2.56 2.90 2.09 1.63 1.30 1.60 2.15 2.89 3.19 3.60 3.37 3.53 4.23 3.99 4.08 2.86 2.73 2.72 1.61 0.63 0.15 0.07 0.05 0.03 0.03 0.02 0.02 2.73 2.42 2.09 2.21 1.74 1.63 1.64 1.64 1.64 1.73 1.78 1.76 1.86 2.25 2.35 2.39 1.99 1.90 1.71 1.68 1.67 1.82 1.97 2.19 2.03 1.72 1.32 1.22 1.23 1.31 1.64 2.00 2.67 2.69 1.33 1.06 1.74 2.53 2.49 2.07 1.08 0.80 0.38 0.12 0.06 0.04 0.03 0.02 0.02 0.02 2.90 3.84 1.44 1.60 1.72 1.90 2.07 2.07 2.08 2.14 2.04 1.98 1.99 2.11 2.14 2.19 2.14 2.19 2.16 2.11 2.12 2.15 2.01 1.87 1.71 1.60 1.42 1.35 1.36 1.44 1.63 2.06 2.15 2.12 0.87 0.67 0.76 1.34 1.36 0.68 0.38 0.20 0.13 0.08 0.06 0.04 0.03 0.02 0.02 0.02 1.76 1.54 1.27 1.49 1.73 1.98 2.21 2.28 2.29 2.27 2.12 2.08 2.08 2.14 2.13 2.13 2.16 2.21 2.33 2.34 2.32 2.20 1.98 1.78 1.63 1.55 1.46 1.47 1.52 1.59 1.71 1.94 1.77 1.70 0.76 0.61 0.70 0.87 0.81 0.59 0.30 0.17 0.11 0.08 0.06 0.04 0.03 0.02 0.02 0.02 0.93 1.18 1.27 1.60 1.86 2.10 2.66 3.10 3.03 2.61 2.14 2.15 2.09 1.99 2.04 2.14 2.19 2.43 2.83 3.17 2.96 2.52 2.01 1.86 1.64 1.40 1.32 1.41 1.62 1.78 1.81 1.92 2.16 1.78 0.87 0.62 0.55 0.55 0.42 0.29 0.21 0.14 0.09 0.07 0.05 0.04 0.03 0.02 0.02 0.02 5.63 5.11 1.23 1.47 1.66 2.27 3.36 4.51 4.26 3.05 2.07 1.97 1.95 1.89 1.91 2.00 1.95 2.59 3.66 4.61 4.03 2.77 1.83 1.68 1.48 1.31 1.25 1.34 1.56 1.83 1.89 2.25 2.92 2.31 1.11 0.70 0.59 0.49 0.32 0.21 0.15 0.11 0.09 0.07 0.05 0.04 0.03 0.02 0.02 0.02 2.75 2.88 1.23 1.50 1.73 2.31 3.29 4.51 4.21 3.03 2.20 1.99 1.92 1.85 1.88 1.98 2.00 2.58 3.57 4.63 3.95 2.79 1.91 1.72 1.50 1.30 1.22 1.30 1.55 1.81 1.89 2.43 3.60 2.96 1.34 0.84 0.65 0.45 0.27 0.17 0.12 0.09 0.07 0.05 0.04 0.04 0.03 0.02 0.02 0.02 0.78 1.04 1.23 1.52 1.72 2.26 3.18 4.25 4.01 2.93 2.19 2.01 1.98 1.93 1.95 2.03 2.00 2.53 3.45 4.32 3.79 2.69 1.88 1.70 1.50 1.33 1.26 1.33 1.54 1.79 1.86 2.32 3.33 2.67 1.20 0.74 0.59 0.43 0.25 0.14 0.10 0.08 0.06 0.05 0.04 0.03 0.03 0.02 0.02 0.01 3.87 3.84 1.27 1.53 1.81 2.39 3.15 3.77 3.66 2.99 2.26 2.07 1.97 1.88 1.91 2.03 2.11 2.68 3.33 3.83 3.51 2.79 1.99 1.75 1.52 1.32 1.28 1.38 1.61 1.82 1.81 2.09 2.37 1.90 0.88 0.55 0.43 0.39 0.24 0.13 0.09 0.07 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.01 4.50 4.38 1.45 1.68 1.85 2.06 2.58 2.83 2.79 2.49 2.18 2.20 2.22 2.20 2.21 2.21 2.17 2.24 2.71 2.88 2.74 2.31 1.98 1.85 1.72 1.54 1.47 1.53 1.66 1.68 1.69 1.73 1.60 1.39 0.56 0.37 0.32 0.32 0.22 0.12 0.09 0.06 0.05 0.04 0.03 0.02 0.02 0.02 0.02 0.01 0.98 1.25 1.39 1.63 1.91 2.17 2.38 2.40 2.42 2.43 2.36 2.28 2.24 2.28 2.25 2.27 2.30 2.38 2.45 2.45 2.40 2.33 2.11 1.87 1.70 1.64 1.57 1.58 1.61 1.62 1.65 1.80 1.53 1.34 0.35 0.28 0.22 0.24 0.19 0.12 0.08 0.06 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 2.41 2.56 1.40 1.63 1.92 2.16 2.22 2.23 2.25 2.38 2.39 2.32 2.25 2.20 2.23 2.29 2.34 2.39 2.29 2.26 2.21 2.27 2.12 1.90 1.70 1.59 1.56 1.56 1.60 1.63 1.65 1.74 1.48 1.17 0.24 0.22 0.17 0.17 0.16 0.11 0.07 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 6.26 6.04 1.36 1.59 1.91 2.07 1.99 2.02 2.05 2.18 2.37 2.31 2.20 2.15 2.17 2.27 2.35 2.27 2.08 2.05 1.99 2.10 2.09 1.87 1.68 1.55 1.52 1.55 1.62 1.68 1.67 1.59 1.38 0.91 0.20 0.17 0.14 0.13 0.14 0.10 0.07 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 1.54 1.63 1.41 1.61 1.92 2.06 1.96 2.00 2.03 2.16 2.36 2.32 2.20 2.14 2.18 2.28 2.39 2.26 2.05 2.03 1.97 2.07 2.06 1.88 1.69 1.58 1.54 1.56 1.65 1.77 1.69 1.53 1.37 0.67 0.19 0.16 0.14 0.14 0.12 0.10 0.07 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.03 0.05 0.12 0.28 0.52 0.83 1.16 1.46 1.66 1.57 2.16 2.80 3.16 2.89 2.26 1.67 1.83 1.78 1.67 1.59 1.52 1.57 1.71 1.95 2.16 2.17 2.18 2.21 2.35 2.41 2.35 2.28 2.22 2.26 2.33 2.42 2.41 2.23 2.21 2.17 2.20 2.06 1.90 1.75 1.65 1.63 1.63 1.68 1.79 1.81 1.56 1.43 0.53 0.22 0.17 0.17 0.16 0.11 0.09 0.07 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.07 0.14 0.32 0.59 0.91 1.23 1.52 1.70 1.87 2.19 2.38 2.44 2.42 2.25 1.97 1.85 1.79 1.71 1.64 1.61 1.63 1.75 1.96 2.20 2.38 2.41 2.42 2.48 2.41 2.35 2.31 2.33 2.31 2.35 2.42 2.48 2.45 2.45 2.40 2.26 2.06 1.89 1.80 1.75 1.71 1.73 1.73 1.77 1.87 1.58 1.43 0.48 0.27 0.22 0.23 0.18 0.11 0.08 0.07 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.04 0.08 0.18 0.35 0.60 0.89 1.16 1.38 1.54 1.71 1.93 1.98 1.99 2.00 1.98 1.79 1.67 1.60 1.58 1.56 1.59 1.69 1.80 1.91 2.08 2.42 2.67 2.66 2.39 2.25 2.26 2.31 2.33 2.33 2.27 2.26 2.32 2.65 2.71 2.51 2.14 1.95 1.87 1.82 1.73 1.73 1.81 1.81 1.77 1.80 1.52 1.35 0.56 0.34 0.30 0.30 0.20 0.11 0.08 0.06 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.05 0.09 0.17 0.30 0.49 0.73 0.98 1.18 1.39 1.60 1.65 1.59 1.63 1.61 1.67 1.66 1.49 1.38 1.34 1.30 1.32 1.48 1.74 1.94 2.39 2.97 3.49 3.39 2.86 2.31 2.19 2.09 2.01 2.07 2.18 2.25 2.78 3.30 3.55 3.09 2.53 1.97 1.81 1.61 1.51 1.58 1.79 1.94 1.85 2.12 2.24 1.78 0.78 0.50 0.40 0.36 0.21 0.12 0.08 0.06 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.05 0.08 0.13 0.22 0.36 0.52 0.71 0.93 1.15 1.25 1.18 1.21 1.27 1.23 1.19 1.29 1.25 1.13 1.07 1.11 1.21 1.39 1.62 1.75 2.20 3.06 4.22 3.96 2.80 2.15 2.08 2.06 2.04 2.05 2.09 2.03 2.64 3.72 4.29 3.30 2.34 1.77 1.71 1.58 1.50 1.54 1.72 1.91 1.91 2.36 3.27 2.49 1.09 0.66 0.51 0.40 0.21 0.12 0.08 0.06 0.05 0.04 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.06 0.10 0.15 0.22 0.32 0.44 0.59 0.69 0.69 0.65 0.70 0.77 0.71 0.68 0.73 0.78 0.77 0.77 0.85 1.02 1.35 1.72 1.97 2.56 3.65 5.11 4.76 3.37 2.45 2.26 2.12 2.04 2.09 2.25 2.30 3.16 4.46 5.23 3.93 2.75 2.05 1.92 1.65 1.48 1.50 1.70 1.90 1.92 2.48 3.71 2.85 1.23 0.76 0.55 0.40 0.20 0.13 0.08 0.06 0.05 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.07 0.09 0.13 0.18 0.23 0.28 0.29 0.26 0.27 0.29 0.36 0.30 0.30 0.30 0.36 0.45 0.57 0.75 0.96 1.25 1.54 1.70 2.18 3.17 4.50 4.20 2.87 2.10 2.07 2.07 2.03 2.05 2.08 2.01 2.67 3.92 4.59 3.45 2.36 1.76 1.72 1.59 1.50 1.55 1.74 1.92 1.89 2.27 2.95 2.23 1.00 0.61 0.48 0.39 0.21 0.12 0.08 0.06 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.06 0.07 0.09 0.10 0.10 0.10 0.10 0.10 0.11 0.13 0.12 0.13 0.15 0.19 0.28 0.45 0.64 0.91 1.27 1.66 1.90 2.29 2.82 3.30 3.22 2.76 2.29 2.24 2.19 2.10 2.15 2.23 2.26 2.70 3.14 3.34 2.94 2.47 2.02 1.91 1.69 1.58 1.64 1.81 1.88 1.79 1.98 2.04 1.61 0.69 0.45 0.36 0.34 0.21 0.12 0.08 0.06 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.06 0.07 0.07 0.08 0.09 0.10 0.12 0.17 0.28 0.47 0.71 1.03 1.38 1.64 1.88 2.10 2.34 2.52 2.51 2.37 2.31 2.31 2.35 2.40 2.36 2.31 2.30 2.34 2.50 2.54 2.42 2.19 2.02 1.92 1.87 1.80 1.79 1.81 1.77 1.72 1.81 1.50 1.27 0.44 0.31 0.27 0.27 0.19 0.11 0.08 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.04 0.04 0.05 0.05 0.06 0.07 0.07 0.09 0.12 0.19 0.31 0.51 0.75 1.04 1.32 1.64 1.95 2.21 2.39 2.41 2.44 2.52 2.47 2.43 2.37 2.38 2.37 2.40 2.43 2.49 2.45 2.42 2.42 2.34 2.13 1.94 1.83 1.79 1.76 1.78 1.76 1.74 1.81 1.57 1.23 0.29 0.24 0.19 0.20 0.17 0.11 0.07 0.05 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.04 0.04 0.04 0.05 0.06 0.07 0.09 0.12 0.20 0.34 0.51 0.74 0.99 1.29 1.61 1.93 2.16 2.14 2.17 2.21 2.37 2.48 2.43 2.35 2.31 2.34 2.41 2.43 2.37 2.22 2.18 2.17 2.26 2.12 1.92 1.78 1.71 1.72 1.74 1.77 1.78 1.71 1.53 1.02 0.21 0.19 0.15 0.15 0.15 0.10 0.07 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.04 0.05 0.06 0.08 0.12 0.20 0.33 0.51 0.72 0.96 1.25 1.58 1.92 2.08 1.99 2.04 2.07 2.24 2.46 2.42 2.32 2.27 2.32 2.42 2.44 2.24 2.09 2.04 2.03 2.16 2.08 1.89 1.74 1.67 1.68 1.75 1.84 1.78 1.56 1.48 0.78 0.19 0.17 0.14 0.13 0.13 0.10 0.07 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.04 0.05 0.06 0.08 0.11 0.19 0.33 0.50 0.72 0.97 1.26 1.59 1.92 2.12 2.07 2.11 2.16 2.33 2.50 2.46 2.36 2.33 2.37 2.47 2.52 2.30 2.17 2.12 2.13 2.17 2.05 1.90 1.78 1.71 1.71 1.76 1.87 1.84 1.56 1.53 0.60 0.21 0.17 0.14 0.14 0.12 0.09 0.06 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.11 0.17 0.30 0.49 0.73 1.01 1.29 1.62 1.94 2.20 2.32 2.35 2.39 2.52 2.53 2.50 2.45 2.41 2.46 2.53 2.58 2.52 2.40 2.36 2.34 2.19 2.05 1.94 1.83 1.80 1.79 1.80 1.84 1.91 1.63 1.59 0.50 0.25 0.19 0.19 0.18 0.12 0.08 0.06 0.05 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.09 0.14 0.25 0.45 0.69 1.00 1.33 1.61 1.89 2.13 2.34 2.40 2.44 2.47 2.45 2.44 2.47 2.52 2.46 2.46 2.48 2.50 2.45 2.43 2.32 2.12 1.97 1.92 1.90 1.86 1.86 1.85 1.81 1.84 1.62 1.51 0.52 0.32 0.25 0.27 0.21 0.12 0.08 0.06 0.05 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.07 0.11 0.20 0.37 0.59 0.89 1.28 1.65 1.89 2.08 2.65 3.05 3.01 2.69 2.31 2.38 2.40 2.40 2.41 2.38 2.37 2.77 3.09 3.00 2.57 2.04 1.98 1.88 1.76 1.73 1.85 1.93 1.85 1.79 2.01 1.69 0.73 0.44 0.35 0.33 0.23 0.12 0.08 0.06 0.05 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.09 0.18 0.34 0.56 0.81 1.13 1.46 1.67 2.32 3.34 4.35 4.17 3.13 2.25 2.15 2.14 2.12 2.16 2.14 2.58 3.45 4.38 4.16 3.01 2.00 1.76 1.66 1.56 1.57 1.75 1.95 1.93 2.17 2.74 2.25 1.05 0.61 0.48 0.39 0.24 0.12 0.08 0.06 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.08 0.16 0.31 0.52 0.77 1.11 1.45 1.69 2.26 3.21 4.36 4.11 3.02 2.27 2.12 2.09 2.09 2.11 2.12 2.49 3.32 4.40 4.09 2.92 2.05 1.77 1.63 1.53 1.52 1.69 1.88 1.90 2.33 3.36 3.02 1.36 0.80 0.62 0.40 0.24 0.11 0.08 0.05 0.04 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.08 0.16 0.32 0.53 0.79 1.12 1.46 1.69 2.27 3.22 4.30 4.07 3.02 2.30 2.14 2.13 2.11 2.14 2.13 2.50 3.32 4.33 4.05 2.91 2.06 1.77 1.65 1.53 1.52 1.68 1.86 1.88 2.27 3.24 2.83 1.27 0.74 0.59 0.39 0.23 0.11 0.08 0.05 0.04 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.07 0.16 0.31 0.51 0.76 1.08 1.43 1.70 2.32 3.20 3.90 3.80 3.05 2.27 2.12 2.06 2.03 2.09 2.13 2.56 3.30 3.93 3.78 2.94 2.04 1.76 1.61 1.49 1.51 1.70 1.88 1.84 2.05 2.44 2.00 0.93 0.54 0.42 0.36 0.22 0.11 0.07 0.05 0.04 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.05 0.08 0.17 0.33 0.54 0.83 1.20 1.53 1.72 1.94 2.52 2.79 2.77 2.49 2.16 2.21 2.24 2.25 2.24 2.17 2.19 2.62 2.82 2.75 2.38 1.91 1.84 1.75 1.64 1.61 1.69 1.72 1.67 1.65 1.64 1.47 0.57 0.36 0.29 0.29 0.20 0.10 0.06 0.05 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.06 0.10 0.19 0.36 0.57 0.83 1.10 1.35 1.62 1.91 2.13 2.17 2.19 2.24 2.17 2.09 2.08 2.12 2.08 2.11 2.18 2.25 2.20 2.16 2.11 1.89 1.69 1.61 1.58 1.54 1.53 1.51 1.50 1.61 1.40 1.34 0.33 0.25 0.19 0.21 0.17 0.09 0.06 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.06 0.11 0.21 0.34 0.52 0.73 0.93 1.18 1.43 1.70 1.81 1.82 1.85 1.98 1.93 1.85 1.81 1.77 1.82 1.87 1.97 1.94 1.86 1.81 1.84 1.69 1.51 1.39 1.32 1.30 1.29 1.29 1.33 1.41 1.20 1.18 0.20 0.18 0.13 0.13 0.13 0.08 0.05 0.04 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.06 0.11 0.19 0.29 0.43 0.57 0.74 0.94 1.15 1.31 1.29 1.31 1.34 1.46 1.54 1.49 1.43 1.41 1.44 1.51 1.54 1.42 1.35 1.30 1.34 1.35 1.22 1.11 1.05 1.02 1.02 1.05 1.13 1.07 0.92 0.90 0.14 0.12 0.09 0.08 0.09 0.07 0.05 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.06 0.09 0.15 0.23 0.32 0.43 0.56 0.71 0.86 0.91 0.86 0.88 0.91 0.99 1.11 1.12 1.07 1.06 1.08 1.13 1.09 0.96 0.92 0.88 0.90 0.96 0.93 0.85 0.79 0.76 0.77 0.83 0.83 0.73 0.65 0.62 0.10 0.08 0.07 0.06 0.06 0.06 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.08 0.12 0.17 0.23 0.31 0.41 0.51 0.58 0.57 0.54 0.56 0.59 0.63 0.72 0.78 0.76 0.76 0.77 0.77 0.70 0.61 0.59 0.57 0.57 0.63 0.65 0.61 0.57 0.55 0.56 0.58 0.57 0.48 0.44 0.41 0.08 0.06 0.06 0.05 0.05 0.05 0.04 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.05 0.06 0.08 0.12 0.16 0.21 0.26 0.32 0.35 0.32 0.31 0.32 0.33 0.36 0.42 0.48 0.49 0.49 0.49 0.47 0.40 0.35 0.34 0.32 0.33 0.37 0.40 0.40 0.38 0.37 0.38 0.38 0.34 0.29 0.26 0.23 0.06 0.05 0.05 0.04 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.06 0.08 0.10 0.13 0.16 0.16 0.16 0.16 0.15 0.16 0.16 0.18 0.21 0.24 0.28 0.28 0.26 0.23 0.21 0.18 0.18 0.16 0.17 0.19 0.21 0.23 0.23 0.23 0.23 0.22 0.17 0.14 0.12 0.11 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.08 0.08 0.07 0.07 0.07 0.07 0.08 0.08 0.10 0.12 0.13 0.14 0.13 0.11 0.10 0.09 0.08 0.08 0.08 0.09 0.10 0.12 0.13 0.13 0.12 0.12 0.09 0.07 0.06 0.05 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.05 0.05 0.06 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.05 0.06 0.07 0.07 0.07 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.03 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 © WRIGHT HEEREMA | ARCHITECTS -20168 Parkway NorthParkway North CenterDeerfield, IL 60015New Construction - Site PlanTCETIHCR SAAMEREEHTHGIRW N Issue For Permit & Bid 20150500 03/09/2016 16032 PHOTOMETRIC SITE PLAN E2 © WRIGHT HEEREMA | ARCHITECTS -20168 Parkway NorthParkway North CenterDeerfield, IL 60015New Construction - Site PlanTCETIHCR SAAMEREEHTHGIRW N Issue For Permit & Bid 20150500 03/09/2016 16032 SCHEDULES & DETAILS E3 1 E3 2 E3 3 E3 TRAFFIC IMPACT STUDY REPORT FOR: QUADRANGLE DEVELOPMENT COMPANY PARKWAY NORTH LOTS 5 AND 8 DEERFIELD, ILLINOIS PREPARED BY: V3 Companies 7325 Janes Avenue Woodridge, Illinois 60517 V3 Project No. 96031.0508 February 15, 2016 Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - i - TABLE OF CONTENTS I. INTRODUCTION ....................................................................................................................... 1 II. PROJECT CONDITIONS ......................................................................................................... 4 Land Uses ......................................................................................................................... 4 Roadway System .............................................................................................................. 4 Traffic Volumes ................................................................................................................. 7 Public Transportation System ........................................................................................... 7 Proposed Development ..................................................................................................... 7 Land Use Development ......................................................................................... 7 Roadway Development ......................................................................................... 8 III. TRAFFIC FORECASTS ........................................................................................................ 11 Project Traffic Volumes ................................................................................................... 11 Trip Generation ................................................................................................... 11 Trip Distribution and Assignment......................................................................... 12 Background Traffic Volumes ........................................................................................... 12 Future Traffic Volumes .................................................................................................... 12 IV. TRAFFIC ANALYSIS ............................................................................................................ 16 Right Turn Lane Warrant Analysis .................................................................................. 16 Capacity Analysis ............................................................................................................ 16 Queue Length Analysis ................................................................................................... 18 V. CONCLUSIONS ..................................................................................................................... 21 Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - ii - FIGURES Figure 1: Site Location Map .......................................................................................................... 2 Figure 2: Conceptual Site Plan ..................................................................................................... 3 Figure 3: Land Use Map ............................................................................................................... 5 Figure 4: Existing Lane Configuration ........................................................................................... 6 Figure 5: Existing Traffic Volume .................................................................................................. 9 Figure 6: Future Lane Configuration ........................................................................................... 10 Figure 7: Project Traffic Volume ................................................................................................. 13 Figure 8: Background Traffic Volume ......................................................................................... 14 Figure 9: Future with Project Traffic Volume ............................................................................... 15 TABLES Table 1: Trip Generation ............................................................................................................. 12 Table 2: Level of Service Definitions for Signalized and Unsignalized Intersections .................. 17 Table 3: Signalized Intersection Level of Service ....................................................................... 17 Table 4: Unsignalized Intersection Level of Service ................................................................... 18 Table 5: 95th Percentile Left-Turn Queue Lengths ...................................................................... 19 APPENDICES Appendix A Existing Traffic Counts Appendix B Right Turn Lane Warrant Analysis Appendix B Capacity Analysis Worksheets – Existing Appendix C Capacity Analysis Worksheets – Background Appendix D Capacity Analysis Worksheets – Future with Project Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 1 - I. INTRODUCTION V3 Companies has been retained by Quadrangle Development Company to conduct a traffic impact study for a proposed office building located near the intersections of Saunders Road and Parkway North in Deerfield, Illinois. The site is located on Lots 5 and 8 in the Parkway North Center business park. A site location map is included in Figure 1. The planned development consists of a multi-story office building with a gross floor area of 198,645 square feet. Access to the site will be provided by a proposed full access driveway on Saunders Road north of Parkway North in addition to the two main access points for the business park at Saunders Road/Parkway North and Deerfield Road/Parkway North. A conceptual site plan is included as Figure 2. The purpose of this report is to evaluate the potential traffic impacts of the proposed development which is expected to be built out in 2018. Traffic estimates are projected for 2023, which is five years beyond the opening date. The study area consists of the proposed unsignalized driveway on Saunders Road and the signalized intersections of Saunders Road/Parkway North and Deerfield Road/Parkway North. This report includes a description of existing conditions, data collection, capacity analysis, evaluation of data, and conclusions. Figure 1 Location Map.dgn 2/15/2016 4:25:36 PM Figure 2 Conceptual Site Plan.dgn 2/9/2016 12:20:46 PM Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 4 - II. PROJECT CONDITIONS Land Uses A variety of land uses exist near the project site, primarily consisting of office, hotel, and residential uses. The adjacent land uses and locations are presented in Figure 3. Roadway System The characteristics of the roadways in the vicinity of the site are presented below. The existing lane configurations at the study area intersections are illustrated in Figure 4. Saunders Road (Lake County W24) is four-lane north-south arterial with a striped median and a posted speed limit of 45 mph. Sidewalks are provided on both sides of Saunders Road. There is also a private a private multi-use path on the east side that travels through the Parkway North business park. A right-turn lane is provided for northbound traffic and a left-turn lane for southbound traffic at the Parkway North signalized intersection. Saunders Road is under the jurisdiction of Lake County. Parkway North is a private internal roadway through the Parkway North Center business park. Parkway North runs east-west beginning at the signalized intersection with Saunders Road and curves to the north where it intersects Deerfield Road. Although there are no lane markings present through most of the site, Parkway North was observed to operate as though there are two travel lanes in each direction. A raised landscaped median is provided along the entire length of Parkway North with access drives for the various office and service buildings. Two of the internal roadway intersections are all-way stop controlled. The westbound approach to Saunders Road consists of two left turn lanes and one right turn lane, while the northbound approach to Deerfield Road consists of one left turn lane and one right turn lane. The posted speed limit is 25 mph. Deerfield Road (Lake County A47) is four-lane east-west arterial with a striped median and a posted speed limit of 40 mph. A multi-use path is provided along the north side of Deerfield Road. A partial access interchange is located at I-94 east of the project site that provides a southbound on-ramp and northbound off-ramp. A right turn lane is provided for eastbound traffic and a left-turn lane is added for westbound traffic at the Parkway North signalized intersection. Deerfield Road is under the jurisdiction of Lake County. Figure 3 Land Use Map.dgn 2/15/2016 4:26:35 PM EXISTING LANE CONFIGURATION FIGURE 4 PARKWAY NORTHSAUNDERS ROADDEERFIELD ROAD PARKWAY NORTH SITE EXISTING INTERNAL DRIVEEXISTING INTERNAL DRIVESPEEDLIMIT40 SPEED LIMIT 45 - STOP SIGN LEGEND - TRAFFIC SIGNAL COMPANY DEVELOPMENT QUADRANGLE DEERFIELD ILLINOIS Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 7 - Traffic Volumes To assist in the evaluation of the traffic impact on the roadway system resulting from the proposed development, existing vehicular volumes were collected at the signalized intersections of Deerfield Road/Parkway North and Saunders Road/Parkway North on Tuesday, January 26th, 2016. The morning peak period counts occurred from 7:00 am to 9:00 am and the evening peak period counts occurred from 4:00 pm to 6:00 pm. The count periods were selected to be consistent with traditional peak hours for arterial roadways and office oriented land uses. The weekday peak hours for the collected data occur from 7:30 am to 8:30 am and 4:30 pm to 5:30 pm. The existing peak hour vehicular volumes at the study area intersections are illustrated in Figure 5. A summary of the traffic volumes collected in fifteen minute increments is provided in Appendix A. Public Transportation System Two key transit agencies provide public transportation options in the vicinity of the study area – Pace operates fixed bus routes through the Parkway North Center and Metra provides commuter heavy rail east of the proposed development. Two Pace routes travel through Parkway North Center, with bus stops provided near One, Four, and Ten Parkway North. Pace routes that travel through Parkway North Center as well as locations of bus stops are illustrated in Figure 3. The available bus routes are described below: Pace Route 628 provides AM and PM weekday rush hour service between the Braeside Metra Station to Parkway North Center. This route operates three morning runs and three evening runs. Pace Route 632 provides AM weekday rush hour service from the Milwaukee District North Line, Lake Cook Metra Station to Parkway North Center. The evening service returns passengers to the Milwaukee District North Line, Deerfield Metra Station. This route operates four morning runs and five evening runs. Proposed Development Land Use Development A new office building is proposed in Lot 7 of the Parkway North Center immediately south of this development. It is our understanding that the new office building will be 41,139 gross square feet. To account for the traffic from this proposed development, the background scenario will include the traffic generated by this development in Lot 7. Using the ITE Trip Generation Manual, an office building of this size will generate 94 am peak hour trips (83 inbound, 11 outbound) and 125 pm peak hour trips (21 inbound, 104 outbound). These trips will be Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 8 - assigned to the local roadway network using a similar directional distribution as the existing traffic. There are no other known proposed land development projects in the vicinity of the site that will impact the study area intersections. Roadway Development A new unsignalized driveway on Saunders Road is proposed in the site plan for this development which is located at the approximate midpoint between Parkway North and Deerfield Road on Saunders Road. Lake County DOT has preliminarily approved the driveway as full access and requested a right turn lane warrant analysis. The driveway is expected to consist of one outbound left turn lane, one outbound right turn lane, and one inbound receiving lane. A southbound left turn lane is recommended to be striped within the existing median on Saunders Road. There are no other known external roadway improvements in the vicinity of the site that will impact the study area intersections. The conceptual future lane configurations at the study area intersections are illustrated in Figure 6. EXISTING TRAFFIC VOLUME FIGURE 5 130 (19) 1178 (886)63 (330)21 (93)318 (41) 1176 (1064)376 (75)367 (1005)69 (304) 34 (179)PARKWAY NORTHSAUNDERS ROADDEERFIELD ROAD PARKWAY NORTH138 (17)992 (337)SITE EXISTING INTERNAL DRIVEEXISTING INTERNAL DRIVE LEGEND PM PEAK HOUR: 4:30 PM - 5:30 PM AM PEAK HOUR: 7:30 AM - 8:30 AM (##)- PM PEAK HOUR ## - AM PEAK HOUR COMPANY DEVELOPMENT QUADRANGLE DEERFIELD ILLINOIS LANE CONFIGURATRION CONCEPTUAL FUTURE FIGURE 6 PARKWAY NORTHSAUNDERS ROADDEERFIELD ROAD PARKWAY NORTH DRIVE PROPOSED SITE EXISTING INTERNAL DRIVEEXISTING INTERNAL DRIVESPEEDLIMIT40 SPEED LIMIT 45 - STOP SIGN LEGEND - TRAFFIC SIGNAL COMPANY DEVELOPMENT QUADRANGLE DEERFIELD ILLINOIS Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 11 - III. TRAFFIC FORECASTS Project Traffic Volumes Trip Generation The conceptual site plan consists of an office building totaling 198,645 square feet. Project traffic is estimated using the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition. The following land use categories are used to determine project traffic: General Office Building (Land Use Code 710) – A general office building houses multiple tenants; it is a location where affairs of businesses, commercial or industrial organizations, or professional persons or firms are conducted. An office building or buildings may contain a mixture of tenants including professional services, insurance companies, investment brokers and tenant services, such as a bank or saving and loan institution, a restaurant or cafeteria and service retail facilities. The Trip Generation Manual assigns trip generation rates based on a peak period and an independent variable. In this case, gross floor area is the controlling variable. The am and pm trip generation are determined using the fitted curve equation for weekday, peak hour of adjacent street traffic for one hour from 7 am to 9 am and 4 pm to 6 pm. Since a Pace bus route serves the area, a transit reduction could be applied to the trip generation numbers. However, since transit usage projections are not available, and to maintain conservative estimates, no transit reduction has been used in this analysis. Similarly, land uses are present within the Parkway North Center that could compliment the proposed office land use, specifically the hotel and apartments within Parkway North. It is possible that trip interaction could occur between these uses that would result in a reduction of external trips. However, given the context of the proposed site within the Parkway North Center, any interaction is likely small. Therefore, no internal capture reduction has been used in this analysis. In addition, the proposed plan includes the closure of the Five Parkway North building at the northeast corner of Saunders Road/Parkway North. This would result in a decrease in trips into and out of the Parkway North Center. However, for the purposes of this analysis, this reduction in trips has not been included in the traffic analysis. A summary of trip generation is provided in Table 1. Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 12 - Table 1: Trip Generation Trip Distribution and Assignment The direction from which traffic approaches and departs a site is a function of numerous variables, including location of residences, location of employment centers, location of commercial/retail centers, available roadway systems, location and number of access points, and level of congestion on adjacent road systems. The directional distribution of project traffic is based on existing traffic patterns in the area. A significant portion of project generated peak hour traffic is expected to be commuters bound to and from major arterials and the regional freeway network. The two closest interchanges are located on Deerfield Road to the east of the site and on Lake Cook Road to the south of the site. Therefore, the largest proportions of new trips are assigned to Deerfield Road to the east and Saunders Road to the south. The directional distribution and assignment of project traffic volume is illustrated in Figure 7. Background Traffic Volumes Background traffic volumes were estimated for the year 2023, which is five years beyond the anticipated build-out in 2018. These volumes account for future (non-project related) growth in the area. A growth rate of 3.0 percent per year has been applied to the existing through volumes on Saunders Road and Deerfield Road to estimate 2023 peak hour traffic per Lake County DOT requirements. The traffic generated by the proposed office building in Lot 7 south of this site has also been added to the background volumes. The background traffic volumes are illustrated in Figure 8. Future Traffic Volumes The project traffic volume is added to the background volume to obtain the future traffic volumes for the study intersections. Future with project traffic volumes are depicted in Figure 9. In Out Total In Out Total General Office Building 198,645 SF 2,212 292 39 331 51 250 301 Land Use Size Daily Trips AM Peak Hour PM Peak Hour PROJECT TRAFFIC VOLUME FIGURE 7 PARKWAY NORTHSAUNDERS ROADDEERFIELD ROAD PARKWAY NORTH DRIVE PROPOSED 10 (67) 5 (33) 10 (63)72 (12)15 (3) 12 (74)2 (13)88 (15)5 (33)SITE 78 (14)39 (7)39 (7)EXISTING INTERNAL DRIVEEXISTING INTERNAL DRIVE LEGEND PM PEAK HOUR: 4:30 PM - 5:30 PM AM PEAK HOUR: 7:30 AM - 8:30 AM (##)- PM PEAK HOUR ## - AM PEAK HOUR 40% 30% 25% 5% COMPANY DEVELOPMENT QUADRANGLE DEERFIELD ILLINOIS BACKGROUND TRAFFIC VOLUME FIGURE 8 PARKWAY NORTHSAUNDERS ROADDEERFIELD ROAD PARKWAY NORTH 66 (361)22 (98)343 (47) 1423 (1287)409 (83)444 (1216)73 (346) 37 (205)159 (22)1200 (408)(FIGURE 5) SITE 134 (21) 1425 (1072)EXISTING INTERNAL DRIVEEXISTING INTERNAL DRIVE [LOT 7] BACKGROUND TRAFFIC VOLUME = EXISTING TRAFFIC VOLUME + 3% GROWTH/YEAR TO 2023 + TRAFFIC FROM NEW OFFICE BUILDING ON LOT 7 NOTE: LEGEND PM PEAK HOUR: 4:30 PM - 5:30 PM AM PEAK HOUR: 7:30 AM - 8:30 AM (##)- PM PEAK HOUR ## - AM PEAK HOUR COMPANY DEVELOPMENT QUADRANGLE DEERFIELD ILLINOIS TRAFFIC VOLUME FUTURE WITH PROJECT FIGURE 9 PARKWAY NORTHSAUNDERS ROADDEERFIELD ROAD PARKWAY NORTH DRIVE PROPOSED 78 (435)24 (111)431 (62) 1423 (1287)487 (97)483 (1223)83 (413) 37 (205)159 (22)1205 (441)5 (33) 10 (63)72 (12)1359 (430)FUTURE WITH PROJECT TRAFFIC VOLUME = PROJECT TRAFFIC VOLUME + BACKGROUND TRAFFIC VOLUME NOTE: (FIGURE 7)(FIGURE 8) SITE 39 (7)481 (1421)149 (24) 1425 (1072)EXISTING INTERNAL DRIVEEXISTING INTERNAL DRIVE LEGEND PM PEAK HOUR: 4:30 PM - 5:30 PM AM PEAK HOUR: 7:30 AM - 8:30 AM (##)- PM PEAK HOUR ## - AM PEAK HOUR COMPANY DEVELOPMENT QUADRANGLE DEERFIELD ILLINOIS Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 16 - IV. TRAFFIC ANALYSIS Right Turn Lane Warrant Analysis A right turn lane warrant analysis is conducted for the northbound approach to the proposed full access driveway on Saunders Road. The Lake County Highway Access Regulation Ordinance provides guidelines for when right turn lanes should be considered. Figure 11.2 from the Ordinance provides the recommended right turn treatments for two-lane highways which uses the approach volumes and the right turn volumes. Section 11.4.3.c of the Ordinance provides guidance for four-lane highways, reducing the approach volume by half. With the addition of the site trips to Saunders Road, there are 520 approach trips and 39 right turns during the am peak hour and 1,428 approach trips and 7 right turns during the pm peak hour. In both cases, the approach and right turn volumes fall below the threshold for a required right turn lane established in the Ordinance. Therefore, it is concluded that a northbound right turn lane is not warranted at the proposed full access driveway on Saunders Road. Appendix B illustrates the right turn warrants using the Ordinance figure. Capacity Analysis The operation of a facility is evaluated based on level of service (LOS) calculations obtained by analytical methods defined in the Transportation Research Board’s Highway Capacity Manual (HCM), 2010 Edition. The concept of LOS is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and convenience. There are six LOS letter designations, from A to F, with LOS A representing the best operating conditions and LOS F the worst. The LOS of an intersection is based on the average control delay per vehicle. For a signalized intersection, the delay is calculated for each lane group and then aggregated for each approach and for the intersection as a whole. Generally, the LOS is reported for the intersection as a whole. For an unsignalized intersection, the delay is only calculated and reported for each minor movement. An overall intersection LOS is not calculated. There are different LOS criteria for signalized and unsignalized intersections primarily due to driver perceptions of transportation facilities. The perception is that a signalized intersection is expected to carry higher traffic volumes and experience a greater average delay than an unsignalized intersection. The LOS criteria for signalized and unsignalized intersections are provided in Table 2. Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 17 - Table 2: Level of Service Definitions for Signalized and Unsignalized Intersections Level of Service Signalized Intersection Control Delay (seconds/vehicle) Unsignalized Intersection Control Delay (seconds/vehicle) A < 10 ≤ 10.0 B > 10.0 and ≤ 20.0 > 10.0 and ≤ 15.0 C > 20.0 and ≤ 35.0 > 15.0 and ≤ 25.0 D > 35.0 and ≤ 55.0 > 25.0 and ≤ 35.0 E > 55.0 and ≤ 80.0 > 35.0 and ≤ 50.0 F > 80.0 > 50.0 Source: Transportation Research Board, Highway Capacity Manual 2010, National Research Council, 2010. Typically, various state and local governments adopt operating standards varying between LOS C and LOS E, depending on the area’s size and roadway characteristics. Based on our past experience with the Village of Deerfield and Lake County, LOS D or better has been the accepted operating standard. The study area consists of the signalized intersections of Saunders Road/Parkway North and Deerfield Road/Parkway North and the unsignalized proposed driveway on Saunders Road. Capacity analysis is performed with Synchro 9 (build 902, revision 140), a macrosimulation tool based on methodologies found in the Highway Capacity Manual. Models were created for the weekday am and weekday pm peak hours for the existing, background, and future with project conditions. Results for the signalized intersections are summarized in Table 3 and for the proposed unsignalized full access driveway on Saunders Road are summarized in Table 4. Supporting Synchro analysis worksheets for the existing, background and future with project traffic conditions are provided in Appendices C, D, and E, respectively. Table 3: Signalized Intersection Level of Service Delay (sec)LOS Delay (sec)LOS Delay (sec)LOS Delay (sec)LOS Delay (sec)LOS Existing ‐‐44.4 D 2.7 A 2.7 A 4.9 A Background ‐‐44.2 D 3.0 A 3.0 A 5.0 A Future ‐‐44.8 D 3.1 A 3.2 A 5.2 A Existing ‐‐41.2 D 6.6 A 3.8 A 14.8 B Background ‐‐42.4 D 8.4 A 4.1 A 15.8 B Future ‐‐49.1 D 8.6 A 4.3 A 18.2 B Existing 11.4 B 5.1 A 27.7 C ‐‐8.6 A Background 17.4 B 9.1 A 30.3 C ‐‐13.5 B Future 23.2 C 12.6 B 27.5 C ‐‐17.7 B Existing 14.4 B 5.8 A 47.3 D ‐‐16.1 B Background 17.2 B 6.5 A 47.2 D ‐‐16.9 B Future 18.7 B 6.5 A 45.0 D ‐‐18.0 B Intersection Saunders Road and Parkway North AM PM Intersection Peak Hour Scenario Eastbound Westbound Deerfield Road and Parkway North AM PM Northbound Southbound Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 18 - Under existing conditions all approaches at the two signalized intersections operate at LOS D or better. Delay increases slightly in the background condition, but there are no notable changes in levels of service. Likewise, delay increases slightly with the addition of project related traffic. Again, there are no notable changes in levels of service and all approaches are maintained at LOS D or better. Both intersections are projected to operate at LOS B during the am and pm peak hours. Therefore, it is concluded that no mitigation is warranted at the signalized intersections. Table 4: Unsignalized Intersection Level of Service The movements at the proposed unsignalized driveway are projected to operate at LOS D or better during the am and pm peak hours in the future with project scenario with the exception of the westbound left turn during the pm peak hour. Saunders Road is a commuter route with significant peak hour volumes so delays at unsignalized driveways are to be expected. In addition, a protected left turn at the intersection of Saunders Road/Parkway North is an option for left turning vehicles if delays are too great at the unsignalized driveway. It is anticipated that the westbound left turn movement will operate adequately during most of the day. A right turn lane is not required per the Lake County Ordinance. Queue Length Analysis The 95th percentile queue lengths have also been analyzed with Synchro 9. Queue length analysis typically focuses on the left turn queue lengths. The 95th percentile queue lengths for the am and pm peak hours for the study area intersections are illustrated in Table 5. Delay (sec)LOS Delay (sec)LOS Delay (sec)LOS Existing ‐‐‐‐‐‐ Background ‐‐‐‐‐‐ Future 20.0 C 10.0 A 8.8 A Existing ‐‐‐‐‐‐ Background ‐‐‐‐‐‐ Future 37.5 E 17.5 C 13.4 B SB Left AM PM WB Right Turn Peak Hour Scenario WB Left Turn Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 19 - Table 5: 95th Percentile Left-Turn Queue Lengths During both the am and pm peak hours in the existing condition, the storage capacity is sufficient for all left turn movements at both signalized intersections. The westbound queue length at Saunders Road/Parkway North exceeds the length of the added left turn pocket, but the second left turn lane continues through the site as a general through lane. Queue lengths tend to increase slightly in the background condition, but all storage capacity remains adequate with the exception of the westbound left turn at Deerfield Road/Parkway North. In the background condition during the am peak hour, the projected queue length is 255 feet which exceeds the existing storage length of 200 feet. The addition of project related traffic increase queue lengths on multiple approaches, primarily on movements into the site during the am peak hour and out of the site during the pm peak hour. All queue demands are met within the existing storage, with the exception of the westbound left turn at Deerfield Road/Parkway North. The queue length in the future with project scenario is 388 feet, approximately five vehicles longer than the background condition. It is recommended that the westbound left turn lane be restriped to its maximum storage length of approximately 325 feet and that the taper mirror the eastbound left turn lane at the Deerfield Road/I-94 Southbound On Ramp signalized intersection. It should be noted that both this office development and the proposed office development in Lot 7 are contributing to the need to extend the left turn lane striping. EB WB NB SB EB WB NB SB Existing ‐52 ‐26 ‐170 ‐8 Background ‐53 ‐30 ‐192 ‐9 Future ‐59 ‐31 ‐252 ‐9 Existing Storage ‐260 1 ‐200 ‐260 1 ‐200 Existing Taper ‐‐ 2 ‐185 ‐‐ 2 ‐185 Existing ‐148 43 ‐‐15 124 ‐ Background ‐255 44 ‐‐16 130 ‐ Future ‐388 46 ‐‐20 144 ‐ Existing Storage ‐200 200 ‐‐200 200 Existing Taper ‐200 ‐ 2 ‐‐200 ‐ 2 Existing ‐‐‐‐‐‐‐‐ Background ‐‐‐‐‐‐‐‐ Future ‐3 ‐5 ‐23 ‐3 Proposed Storage ‐115 ‐180 3 ‐115 ‐180 3 Proposed Taper ‐135 ‐180 3 ‐135 ‐180 3 1. Average storage length for two left turn lanes 2. No taper, through lane converts to left turn lane 3. Proposed based on location of driveway and northbound left turn at Deerfield Road/Saunders Road Saunders Road and Parkway North Deerfield Road and Parkway North Saunders Road and Proposed Drive Intersection Scenario Left Turn Queue by Approach, in Feet AM Peak hour PM Peak hour Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 20 - There are no queueing issues at the proposed unsignalized driveway on Saunders Road, with the longest queue less than one vehicle. The southbound left turn lane storage and taper length should be sized such that the proposed southbound taper length mirrors the existing taper for the northbound left turn lane approaching Deerfield Road to maximize the storage length. Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 21 - V. CONCLUSIONS The purpose of this study is to evaluate the potential traffic impacts of a proposed 198,645 square foot office building located in the Parkway North Center business park in Deerfield, Illinois. The site will be accessible by a proposed full access driveway on Saunders Road north of Parkway North in addition to the two main access points for the business park at Saunders Road/Parkway North and Deerfield Road/Parkway North. The capacity analysis was conducted for existing, background, and future with project conditions during the am and pm peak hours. Traffic was estimated to the year 2023, which is five years beyond the anticipated opening date. The signalized intersections and approaches of Saunders Road/Parkway North and Deerfield Road/Parkway North both operate at LOS D or better in the existing, background, and future with project scenarios. Therefore, no mitigation is warranted at the signalized intersections. Likewise, the movements at the proposed unsignalized driveway on Saunders Road are projected to operate at LOS D or better during the am and pm peak hours in the future with project scenario with the exception of the westbound left turn during the pm peak hour. Saunders Road is a commuter route with significant peak hour volumes so delays at unsignalized driveways are to be expected. In addition, a protected left turn at the intersection of Saunders Road/Parkway North is an option for left turning vehicles if delays are too great at the unsignalized driveway. It is anticipated that the westbound left turn movement will operate adequately during most of the day. A right turn lane warrant analysis has been conducted for the northbound approach to the proposed full access driveway on Saunders Road. Using the methodology from the Lake County Highway Access Regulation Ordinance, the projected northbound approach and right turning volumes fall below the threshold for a required right turn lane established in the Ordinance. Therefore, it is concluded that a northbound right turn lane is not warranted at the proposed full access driveway on Saunders Road. During both the am and pm peak hours in the existing condition, the storage capacity is sufficient for all left turn movements at both signalized intersections. Queue lengths increase in the background condition with the westbound left turn at Deerfield Road/Parkway North exceeding the existing storage length. The addition of project related traffic increases this queue length to 388 feet. It is recommended that the westbound left turn lane be restriped to its maximum storage length of approximately 325 feet and that the taper mirror the eastbound left turn lane at the Deerfield Road/I-94 Southbound On Ramp signalized intersection. It should be noted that both this office development and the proposed office development in Lot 7 are contributing to the need to extend the left turn lane striping. All other future with project queue lengths can be accommodated within the existing storage lengths. Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 22 - There are no queueing issues at the proposed unsignalized driveway on Saunders Road. The southbound left turn lane storage and taper length should be sized such that the proposed southbound taper length mirrors the existing taper for the northbound left turn lane approaching Deerfield Road to maximize the storage length. Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 21 - APPENDIX A EXISTING TRAFFIC COUNT File Name : Saunders and Parkway North Site Code : 96031 Start Date : 1/26/2016 Page No : 1 Project: Quadrangle Location: Deerfield, Illinois Weather: Dry Counted by: V3 Groups Printed- PC Saunders Road Northbound Saunders Road Southbound Parkway North Eastbound Parkway North Westbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 74 59 0 133 24 151 0 0 175 0 0 0 0 0 10 0 2 0 12 320 07:15 AM 0 91 86 0 177 26 202 0 0 228 0 0 0 0 0 15 0 8 0 23 428 07:30 AM 0 94 97 0 191 15 202 0 0 217 0 0 0 0 0 13 0 6 0 19 427 07:45 AM 0 101 87 0 188 40 252 0 0 292 0 0 0 0 0 19 0 8 0 27 507 Total 0 360 329 0 689 105 807 0 0 912 0 0 0 0 0 57 0 24 0 81 1682 08:00 AM 0 71 105 0 176 37 273 0 0 310 0 0 0 0 0 19 0 11 0 30 516 08:15 AM 0 101 87 0 188 46 265 0 0 311 0 0 0 0 0 18 0 9 0 27 526 08:30 AM 0 87 83 0 170 23 212 0 0 235 0 0 0 0 0 13 0 7 0 20 425 08:45 AM 0 95 58 0 153 20 291 0 0 311 0 0 0 0 0 13 0 6 0 19 483 Total 0 354 333 0 687 126 1041 0 0 1167 0 0 0 0 0 63 0 33 0 96 1950 *** BREAK *** 04:00 PM 0 236 8 0 244 1 81 0 0 82 0 0 0 0 0 70 0 19 0 89 415 04:15 PM 0 206 12 0 218 7 87 0 0 94 0 0 0 0 0 50 0 41 0 91 403 04:30 PM 0 237 10 0 247 3 83 0 0 86 0 0 0 0 0 76 0 50 0 126 459 04:45 PM 0 242 25 0 267 5 93 0 0 98 0 0 0 0 0 57 0 37 0 94 459 Total 0 921 55 0 976 16 344 0 0 360 0 0 0 0 0 253 0 147 0 400 1736 05:00 PM 0 269 18 0 287 3 77 0 0 80 0 0 0 0 0 106 0 55 0 161 528 05:15 PM 0 257 22 0 279 6 84 0 0 90 0 0 0 0 0 65 0 37 0 102 471 05:30 PM 0 238 23 0 261 3 111 0 0 114 0 0 0 0 0 54 0 31 0 85 460 05:45 PM 0 214 20 0 234 0 98 0 0 98 0 0 0 0 0 49 0 29 0 78 410 Total 0 978 83 0 1061 12 370 0 0 382 0 0 0 0 0 274 0 152 0 426 1869 Grand Total 0 2613 800 0 3413 259 2562 0 0 2821 0 0 0 0 0 647 0 356 0 1003 7237 Apprch %0 76.6 23.4 0 9.2 90.8 0 0 0 0 0 0 64.5 0 35.5 0 Total %0 36.1 11.1 0 47.2 3.6 35.4 0 0 39 0 0 0 0 0 8.9 0 4.9 0 13.9 Saunders Road Northbound Saunders Road Southbound Parkway North Eastbound Parkway North Westbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 94 97 0 191 15 202 0 0 217 0 0 0 0 0 13 0 6 0 19 427 07:45 AM 0 101 87 0 188 40 252 0 0 292 0 0 0 0 0 19 0 8 0 27 507 08:00 AM 0 71 105 0 176 37 273 0 0 310 0 0 0 0 0 19 0 11 0 30 516 08:15 AM 0 101 87 0 188 46 265 0 0 311 0 0 0 0 0 18 0 9 0 27 526 Total Volume 0 367 376 0 743 138 992 0 0 1130 0 0 0 0 0 69 0 34 0 103 1976 % App. Total 0 49.4 50.6 0 12.2 87.8 0 0 0 0 0 0 67 0 33 0 PHF .000 .908 .895 .000 .973 .750 .908 .000 .000 .908 .000 .000 .000 .000 .000 .908 .000 .773 .000 .858 .939 Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 237 10 0 247 3 83 0 0 86 0 0 0 0 0 76 0 50 0 126 459 04:45 PM 0 242 25 0 267 5 93 0 0 98 0 0 0 0 0 57 0 37 0 94 459 05:00 PM 0 269 18 0 287 3 77 0 0 80 0 0 0 0 0 106 0 55 0 161 528 05:15 PM 0 257 22 0 279 6 84 0 0 90 0 0 0 0 0 65 0 37 0 102 471 Total Volume 0 1005 75 0 1080 17 337 0 0 354 0 0 0 0 0 304 0 179 0 483 1917 % App. Total 0 93.1 6.9 0 4.8 95.2 0 0 0 0 0 0 62.9 0 37.1 0 PHF .000 .934 .750 .000 .941 .708 .906 .000 .000 .903 .000 .000 .000 .000 .000 .717 .000 .814 .000 .750 .908 V3 Companies 7325 Janes Avenue Woodridge, IL 60517 File Name : Deerfield and Parkway North Site Code : 96031 Start Date : 1/26/2016 Page No : 1 Project: Quadrangle Location: Deerfield, Illinois Weather: Dry Counted by: V3 Groups Printed- PC Parkway North Northbound Parkway North Southbound Deerfield Road Eastbound Deerfield Road Westbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 1 0 8 0 9 0 0 0 0 0 0 238 15 0 253 33 208 0 0 241 503 07:15 AM 3 0 9 0 12 0 0 0 0 0 0 269 17 0 286 81 246 0 0 327 625 07:30 AM 4 0 16 0 20 0 0 0 0 0 0 340 35 0 375 57 274 0 0 331 726 07:45 AM 7 0 20 0 27 0 0 0 0 0 0 299 35 0 334 79 324 0 0 403 764 Total 15 0 53 0 68 0 0 0 0 0 0 1146 102 0 1248 250 1052 0 0 1302 2618 08:00 AM 5 0 13 0 18 0 0 0 0 0 0 296 30 0 326 90 315 0 0 405 749 08:15 AM 5 0 14 0 19 0 0 0 0 0 0 243 30 0 273 92 263 0 0 355 647 08:30 AM 5 0 17 0 22 0 0 0 0 0 0 249 25 0 274 90 280 0 0 370 666 08:45 AM 4 0 8 0 12 0 0 0 0 0 0 215 28 0 243 68 273 0 0 341 596 Total 19 0 52 0 71 0 0 0 0 0 0 1003 113 0 1116 340 1131 0 0 1471 2658 *** BREAK *** 04:00 PM 22 0 58 0 80 0 0 0 0 0 0 234 3 0 237 11 255 0 0 266 583 04:15 PM 17 0 67 0 84 0 0 0 0 0 0 233 7 0 240 16 271 0 0 287 611 04:30 PM 19 0 83 0 102 0 0 0 0 0 0 201 4 0 205 9 288 0 0 297 604 04:45 PM 24 0 78 0 102 0 0 0 0 0 0 226 3 0 229 16 257 0 0 273 604 Total 82 0 286 0 368 0 0 0 0 0 0 894 17 0 911 52 1071 0 0 1123 2402 05:00 PM 28 0 93 0 121 0 0 0 0 0 0 226 4 0 230 10 249 0 0 259 610 05:15 PM 22 0 76 0 98 0 0 0 0 0 0 233 8 0 241 6 270 0 0 276 615 05:30 PM 14 0 62 0 76 0 0 0 0 0 0 233 4 0 237 7 261 0 0 268 581 05:45 PM 13 0 62 0 75 0 0 0 0 0 0 214 6 0 220 10 253 0 0 263 558 Total 77 0 293 0 370 0 0 0 0 0 0 906 22 0 928 33 1033 0 0 1066 2364 Grand Total 193 0 684 0 877 0 0 0 0 0 0 3949 254 0 4203 675 4287 0 0 4962 10042 Apprch %22 0 78 0 0 0 0 0 0 94 6 0 13.6 86.4 0 0 Total %1.9 0 6.8 0 8.7 0 0 0 0 0 0 39.3 2.5 0 41.9 6.7 42.7 0 0 49.4 Parkway North Northbound Parkway North Southbound Deerfield Road Eastbound Deerfield Road Westbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 4 0 16 0 20 0 0 0 0 0 0 340 35 0 375 57 274 0 0 331 726 07:45 AM 7 0 20 0 27 0 0 0 0 0 0 299 35 0 334 79 324 0 0 403 764 08:00 AM 5 0 13 0 18 0 0 0 0 0 0 296 30 0 326 90 315 0 0 405 749 08:15 AM 5 0 14 0 19 0 0 0 0 0 0 243 30 0 273 92 263 0 0 355 647 Total Volume 21 0 63 0 84 0 0 0 0 0 0 1178 130 0 1308 318 1176 0 0 1494 2886 % App. Total 25 0 75 0 0 0 0 0 0 90.1 9.9 0 21.3 78.7 0 0 PHF .750 .000 .788 .000 .778 .000 .000 .000 .000 .000 .000 .866 .929 .000 .872 .864 .907 .000 .000 .922 .944 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 19 0 83 0 102 0 0 0 0 0 0 201 4 0 205 9 288 0 0 297 604 04:45 PM 24 0 78 0 102 0 0 0 0 0 0 226 3 0 229 16 257 0 0 273 604 05:00 PM 28 0 93 0 121 0 0 0 0 0 0 226 4 0 230 10 249 0 0 259 610 05:15 PM 22 0 76 0 98 0 0 0 0 0 0 233 8 0 241 6 270 0 0 276 615 Total Volume 93 0 330 0 423 0 0 0 0 0 0 886 19 0 905 41 1064 0 0 1105 2433 % App. Total 22 0 78 0 0 0 0 0 0 97.9 2.1 0 3.7 96.3 0 0 PHF .830 .000 .887 .000 .874 .000 .000 .000 .000 .000 .000 .951 .594 .000 .939 .641 .924 .000 .000 .930 .989 V3 Companies 7325 Janes Avenue Woodridge, IL 60517 Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 22 - APPENDIX B RIGHT TURN LANE WARRANT ANALYSIS 11-11 11.4.3 Right-Turn Lane Requirements 11.4.3.a Standards The type of right turn lane improvement is determined using Figure 11.2. For specific standards regarding radii, storage, and taper lengths, refer to current LCDOT policies. 11.4.3.b Instructions for Use of Figure 11.2 Enter into the graph the total peak-hour approach through volumes plus the right-turn volumes and corresponding peak-hour right-turn volumes. The point of intersection will fall into one of the two treatment types. This is the treatment that shall be required. If the point of intersection falls on the dividing line, the higher treatment shall be used. The lower level of treatment involves increasing curb radii to facilitate the right-turn movement. The higher treatment level involves a full-width right-turn lane, including tapers. The storage length shall be determined by a capacity analysis, subject to a 125 foot minimum at an unsignalized intersection and 150 feet at a signalized intersection. The total peak-hour volumes to be used shall be projected to the date of the ultimate buildout of the development. 11.4.3.c Right-Turn Requirements for a Four-Lane Highway For determining the right-turn requirements for a four-lane highway, Figure 11.2 shall be used. The approach volume considered should be half the approach volume using the highway. Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 23 - APPENDIX C CAPACITY ANALYSIS WORKSHEETS EXISTING Existing (2016)Timing Plan: AM 1: Saunders Road & Parkway North 2/2/2016 Synchro 9 Report V3 Co.Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)69 34 367 376 138 992 Future Volume (vph)69 34 367 376 138 992 Ideal Flow (vphpl)1900 1900 2000 1900 1900 2000 Storage Length (ft)120 0 280 200 Storage Lanes 1 1 1 1 Taper Length (ft)140 190 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 3725 1583 1770 3725 Flt Permitted 0.950 0.504 Satd. Flow (perm)3433 1583 3725 1583 939 3725 Right Turn on Red Yes Yes Satd. Flow (RTOR)36 396 Link Speed (mph)25 45 45 Link Distance (ft)791 505 1359 Travel Time (s)21.6 7.7 20.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)73 36 386 396 145 1044 Shared Lane Traffic (%) Lane Group Flow (vph) 73 36 386 396 145 1044 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 0.94 1.00 1.00 0.94 Turning Speed (mph) 15 9 9 15 Turn Type Prot Perm NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 8 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 24.0 24.0 11.0 24.0 Total Split (s)24.0 24.0 64.0 24.0 32.0 96.0 Total Split (%)20.0% 20.0% 53.3% 20.0% 26.7% 80.0% Maximum Green (s) 18.0 18.0 58.0 18.0 28.5 90.0 Yellow Time (s) 4.0 4.0 4.0 4.0 3.5 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 3.5 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max None None C-Max Act Effct Green (s)8.1 8.1 89.2 103.4 102.4 99.9 Existing (2016)Timing Plan: AM 1: Saunders Road & Parkway North 2/2/2016 Synchro 9 Report V3 Co.Page 2 Lane Group WBL WBR NBT NBR SBL SBT Actuated g/C Ratio 0.07 0.07 0.74 0.86 0.85 0.83 v/c Ratio 0.31 0.26 0.14 0.28 0.17 0.34 Control Delay 56.2 20.6 4.8 0.6 2.0 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.2 20.6 4.8 0.6 2.0 2.8 LOS E C A A A A Approach Delay 44.4 2.7 2.7 Approach LOS D A A 90th %ile Green (s) 11.0 11.0 85.0 11.0 8.5 97.0 90th %ile Term Code Gap Gap Coord Gap Gap Coord 70th %ile Green (s)8.8 8.8 88.2 8.8 7.5 99.2 70th %ile Term Code Gap Gap Coord Gap Gap Coord 50th %ile Green (s)7.9 7.9 89.6 7.9 7.0 100.1 50th %ile Term Code Gap Gap Coord Gap Gap Coord 30th %ile Green (s)7.1 7.1 90.8 7.1 6.6 100.9 30th %ile Term Code Gap Gap Coord Gap Gap Coord 10th %ile Green (s)5.9 5.9 92.6 5.9 6.0 102.1 10th %ile Term Code Gap Gap Coord Gap Gap Coord Queue Length 50th (ft) 28 0 38 0 13 73 Queue Length 95th (ft) 52 33 62 11 26 110 Internal Link Dist (ft) 711 425 1279 Turn Bay Length (ft) 120 280 200 Base Capacity (vph) 514 268 2770 1516 998 3100 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.13 0.14 0.26 0.15 0.34 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 4.9 Intersection LOS: A Intersection Capacity Utilization 40.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Saunders Road & Parkway North Existing (2016)Timing Plan: AM 2: Parkway North & Deerfield Road 2/2/2016 Synchro 9 Report V3 Co.Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1178 130 318 1176 21 63 Future Volume (vph) 1178 130 318 1176 21 63 Ideal Flow (vphpl)2000 1900 1900 2000 1900 1900 Storage Length (ft)185 200 0 0 Storage Lanes 1 1 1 1 Taper Length (ft)200 100 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3725 1583 1770 3725 1770 1583 Flt Permitted 0.170 0.950 Satd. Flow (perm)3725 1583 317 3725 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)102 34 Link Speed (mph)40 40 25 Link Distance (ft)636 708 693 Travel Time (s)10.8 12.1 18.9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)1240 137 335 1238 22 66 Shared Lane Traffic (%) Lane Group Flow (vph) 1240 137 335 1238 22 66 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.94 1.00 1.00 0.94 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm pm+pt NA Prot pt+ov Protected Phases 4 3 8 2 2 3 Permitted Phases 4 8 Detector Phase 4 4 3 8 2 2 3 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 11.0 24.0 24.0 Total Split (s)64.0 64.0 32.0 96.0 24.0 Total Split (%)53.3% 53.3% 26.7% 80.0% 20.0% Maximum Green (s) 58.0 58.0 28.5 90.0 18.0 Yellow Time (s) 4.0 4.0 3.5 4.0 4.0 All-Red Time (s)2.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 3.5 6.0 6.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None Walk Time (s)7.0 7.0 7.0 7.0 Existing (2016)Timing Plan: AM 2: Parkway North & Deerfield Road 2/2/2016 Synchro 9 Report V3 Co.Page 4 Lane Group EBT EBR WBL WBT NBL NBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)81.0 81.0 105.2 103.9 7.6 27.0 Actuated g/C Ratio 0.68 0.68 0.88 0.87 0.06 0.22 v/c Ratio 0.49 0.12 0.67 0.38 0.20 0.17 Control Delay 12.3 3.8 14.5 2.6 56.4 18.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.3 3.8 14.5 2.6 56.4 18.1 LOS B A B A E B Approach Delay 11.4 5.1 27.7 Approach LOS B A C 90th %ile Green (s) 66.3 66.3 27.9 97.7 10.3 90th %ile Term Code Coord Coord Gap Coord Gap 70th %ile Green (s) 73.7 73.7 22.1 99.3 8.7 70th %ile Term Code Coord Coord Gap Coord Gap 50th %ile Green (s) 79.1 79.1 18.0 100.6 7.4 50th %ile Term Code Coord Coord Gap Coord Gap 30th %ile Green (s) 84.5 84.5 14.0 102.0 6.0 30th %ile Term Code Coord Coord Gap Coord Gap 10th %ile Green (s) 101.4 101.4 9.1 114.0 0.0 10th %ile Term Code Coord Coord Gap Coord Skip Queue Length 50th (ft) 237 9 44 91 17 19 Queue Length 95th (ft) 391 41 148 133 43 48 Internal Link Dist (ft) 556 628 613 Turn Bay Length (ft)185 200 Base Capacity (vph) 2514 1101 623 3225 265 515 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.12 0.54 0.38 0.08 0.13 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 8.6 Intersection LOS: A Intersection Capacity Utilization 66.1%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: Parkway North & Deerfield Road Existing (2016)Timing Plan: PM 1: Saunders Road & Parkway North 2/2/2016 Synchro 9 Report V3 Co.Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 304 179 1005 75 17 337 Future Volume (vph) 304 179 1005 75 17 337 Ideal Flow (vphpl)1900 1900 2000 1900 1900 2000 Storage Length (ft)120 0 280 200 Storage Lanes 1 1 1 1 Taper Length (ft)140 190 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 3725 1583 1770 3725 Flt Permitted 0.950 0.233 Satd. Flow (perm)3433 1583 3725 1583 434 3725 Right Turn on Red Yes Yes Satd. Flow (RTOR)188 79 Link Speed (mph)25 45 45 Link Distance (ft)791 505 1359 Travel Time (s)21.6 7.7 20.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)320 188 1058 79 18 355 Shared Lane Traffic (%) Lane Group Flow (vph) 320 188 1058 79 18 355 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 0.94 1.00 1.00 0.94 Turning Speed (mph) 15 9 9 15 Turn Type Prot Perm NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 8 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 24.0 24.0 11.0 24.0 Total Split (s)24.0 24.0 64.0 24.0 32.0 96.0 Total Split (%)20.0% 20.0% 53.3% 20.0% 26.7% 80.0% Maximum Green (s) 18.0 18.0 58.0 18.0 28.5 90.0 Yellow Time (s) 4.0 4.0 4.0 4.0 3.5 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 3.5 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max None None C-Max Act Effct Green (s)15.8 15.8 88.4 113.8 94.7 92.2 Existing (2016)Timing Plan: PM 1: Saunders Road & Parkway North 2/2/2016 Synchro 9 Report V3 Co.Page 2 Lane Group WBL WBR NBT NBR SBL SBT Actuated g/C Ratio 0.13 0.13 0.74 0.95 0.79 0.77 v/c Ratio 0.71 0.51 0.39 0.05 0.04 0.12 Control Delay 58.7 11.5 7.0 0.3 3.3 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.7 11.5 7.0 0.3 3.3 3.8 LOS E B A A A A Approach Delay 41.2 6.6 3.8 Approach LOS D A A 90th %ile Green (s) 18.0 18.0 80.3 18.0 6.2 90.0 90th %ile Term Code Max Max Coord Max Gap Coord 70th %ile Green (s) 18.0 18.0 80.6 18.0 5.9 90.0 70th %ile Term Code Max Max Coord Max Gap Coord 50th %ile Green (s) 16.4 16.4 91.6 16.4 0.0 91.6 50th %ile Term Code Gap Gap Coord Gap Skip Coord 30th %ile Green (s) 14.6 14.6 93.4 14.6 0.0 93.4 30th %ile Term Code Gap Gap Coord Gap Skip Coord 10th %ile Green (s) 12.1 12.1 95.9 12.1 0.0 95.9 10th %ile Term Code Gap Gap Coord Gap Skip Coord Queue Length 50th (ft) 123 0 121 0 3 32 Queue Length 95th (ft) 170 66 222 5 8 47 Internal Link Dist (ft) 711 425 1279 Turn Bay Length (ft) 120 280 200 Base Capacity (vph) 514 397 2742 1487 659 2861 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.47 0.39 0.05 0.03 0.12 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 47.5%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Saunders Road & Parkway North Existing (2016)Timing Plan: PM 2: Parkway North & Deerfield Road 2/2/2016 Synchro 9 Report V3 Co.Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 886 19 41 1064 93 330 Future Volume (vph) 886 19 41 1064 93 330 Ideal Flow (vphpl)2000 1900 1900 2000 1900 1900 Storage Length (ft)185 200 0 0 Storage Lanes 1 1 1 1 Taper Length (ft)200 100 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3725 1583 1770 3725 1770 1583 Flt Permitted 0.243 0.950 Satd. Flow (perm)3725 1583 453 3725 1770 1583 Right Turn on Red Yes No Satd. Flow (RTOR)20 Link Speed (mph)40 40 25 Link Distance (ft)636 708 693 Travel Time (s)10.8 12.1 18.9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)933 20 43 1120 98 347 Shared Lane Traffic (%) Lane Group Flow (vph) 933 20 43 1120 98 347 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.94 1.00 1.00 0.94 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm pm+pt NA Prot pt+ov Protected Phases 4 3 8 2 2 3 Permitted Phases 4 8 Detector Phase 4 4 3 8 2 2 3 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 11.0 24.0 24.0 Total Split (s)64.0 64.0 32.0 96.0 24.0 Total Split (%)53.3% 53.3% 26.7% 80.0% 20.0% Maximum Green (s) 58.0 58.0 28.5 90.0 18.0 Yellow Time (s) 4.0 4.0 3.5 4.0 4.0 All-Red Time (s)2.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 3.5 6.0 6.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None Walk Time (s)7.0 7.0 7.0 7.0 Existing (2016)Timing Plan: PM 2: Parkway North & Deerfield Road 2/2/2016 Synchro 9 Report V3 Co.Page 4 Lane Group EBT EBR WBL WBT NBL NBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)72.0 72.0 92.5 90.0 18.0 36.0 Actuated g/C Ratio 0.60 0.60 0.77 0.75 0.15 0.30 v/c Ratio 0.42 0.02 0.08 0.40 0.37 0.73 Control Delay 14.4 5.3 3.6 5.9 50.5 46.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.4 5.3 3.6 5.9 50.5 46.4 LOS B A A A D D Approach Delay 14.3 5.8 47.3 Approach LOS B A D 90th %ile Green (s) 62.6 62.6 23.9 90.0 18.0 90th %ile Term Code Coord Coord Gap Coord Max 70th %ile Green (s) 68.1 68.1 18.4 90.0 18.0 70th %ile Term Code Coord Coord Gap Coord Max 50th %ile Green (s) 72.2 72.2 14.3 90.0 18.0 50th %ile Term Code Coord Coord Gap Coord Max 30th %ile Green (s) 76.9 76.9 9.6 90.0 18.0 30th %ile Term Code Coord Coord Gap Coord Max 10th %ile Green (s) 80.1 80.1 6.4 90.0 18.0 10th %ile Term Code Coord Coord Gap Coord Max Queue Length 50th (ft) 190 0 7 140 69 241 Queue Length 95th (ft) 288 12 15 171 124 313 Internal Link Dist (ft) 556 628 613 Turn Bay Length (ft)185 200 Base Capacity (vph) 2234 957 661 2793 265 659 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.02 0.07 0.40 0.37 0.53 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 53.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Parkway North & Deerfield Road Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 24 - APPENDIX D CAPACITY ANALYSIS WORKSHEETS BACKGROUND Background (2023)Timing Plan: AM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)73 37 444 409 159 1200 Future Volume (vph)73 37 444 409 159 1200 Ideal Flow (vphpl)1900 1900 2000 1900 1900 2000 Storage Length (ft)120 0 280 200 Storage Lanes 1 1 1 1 Taper Length (ft)140 190 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 3725 1583 1770 3725 Flt Permitted 0.950 0.466 Satd. Flow (perm)3433 1583 3725 1583 868 3725 Right Turn on Red Yes Yes Satd. Flow (RTOR)39 431 Link Speed (mph)25 45 45 Link Distance (ft)791 505 1359 Travel Time (s)21.6 7.7 20.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)77 39 467 431 167 1263 Shared Lane Traffic (%) Lane Group Flow (vph) 77 39 467 431 167 1263 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 0.94 1.00 1.00 0.94 Turning Speed (mph) 15 9 9 15 Turn Type Prot Perm NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 8 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 24.0 24.0 11.0 24.0 Total Split (s)24.0 24.0 64.0 24.0 32.0 96.0 Total Split (%)20.0% 20.0% 53.3% 20.0% 26.7% 80.0% Maximum Green (s) 18.0 18.0 58.0 18.0 28.5 90.0 Yellow Time (s) 4.0 4.0 4.0 4.0 3.5 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 3.5 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max None None C-Max Act Effct Green (s)8.3 8.3 88.8 103.1 102.2 99.7 Background (2023)Timing Plan: AM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 2 Lane Group WBL WBR NBT NBR SBL SBT Actuated g/C Ratio 0.07 0.07 0.74 0.86 0.85 0.83 v/c Ratio 0.33 0.27 0.17 0.30 0.21 0.41 Control Delay 56.3 20.3 5.0 0.7 2.2 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.3 20.3 5.0 0.7 2.2 3.1 LOS E C A A A A Approach Delay 44.2 3.0 3.0 Approach LOS D A A 90th %ile Green (s) 11.2 11.2 84.3 11.2 9.0 96.8 90th %ile Term Code Gap Gap Coord Gap Gap Coord 70th %ile Green (s)8.9 8.9 87.8 8.9 7.8 99.1 70th %ile Term Code Gap Gap Coord Gap Gap Coord 50th %ile Green (s)8.1 8.1 89.1 8.1 7.3 99.9 50th %ile Term Code Gap Gap Coord Gap Gap Coord 30th %ile Green (s)7.2 7.2 90.5 7.2 6.8 100.8 30th %ile Term Code Gap Gap Coord Gap Gap Coord 10th %ile Green (s)6.0 6.0 92.4 6.0 6.1 102.0 10th %ile Term Code Gap Gap Coord Gap Gap Coord Queue Length 50th (ft) 29 0 48 0 15 98 Queue Length 95th (ft) 53 35 76 12 30 145 Internal Link Dist (ft) 711 425 1279 Turn Bay Length (ft) 120 280 200 Base Capacity (vph) 514 270 2757 1514 953 3095 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.14 0.17 0.28 0.18 0.41 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 5.0 Intersection LOS: A Intersection Capacity Utilization 45.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Saunders Road & Parkway North Background (2023)Timing Plan: AM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1425 134 343 1423 22 66 Future Volume (vph) 1425 134 343 1423 22 66 Ideal Flow (vphpl)2000 1900 1900 2000 1900 1900 Storage Length (ft)185 200 0 0 Storage Lanes 1 1 1 1 Taper Length (ft)200 100 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3725 1583 1770 3725 1770 1583 Flt Permitted 0.097 0.950 Satd. Flow (perm)3725 1583 181 3725 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)87 16 Link Speed (mph)40 40 25 Link Distance (ft)636 708 693 Travel Time (s)10.8 12.1 18.9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)1500 141 361 1498 23 69 Shared Lane Traffic (%) Lane Group Flow (vph) 1500 141 361 1498 23 69 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.94 1.00 1.00 0.94 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm pm+pt NA Prot pt+ov Protected Phases 4 3 8 2 2 3 Permitted Phases 4 8 Detector Phase 4 4 3 8 2 2 3 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 11.0 24.0 24.0 Total Split (s)64.0 64.0 32.0 96.0 24.0 Total Split (%)53.3% 53.3% 26.7% 80.0% 20.0% Maximum Green (s) 58.0 58.0 28.5 90.0 18.0 Yellow Time (s) 4.0 4.0 3.5 4.0 4.0 All-Red Time (s)2.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 3.5 6.0 6.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None Walk Time (s)7.0 7.0 7.0 7.0 Background (2023)Timing Plan: AM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 4 Lane Group EBT EBR WBL WBT NBL NBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)74.5 74.5 104.5 103.2 8.3 33.5 Actuated g/C Ratio 0.62 0.62 0.87 0.86 0.07 0.28 v/c Ratio 0.65 0.14 0.76 0.47 0.19 0.15 Control Delay 18.5 6.0 33.4 3.2 55.2 21.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.5 6.0 33.4 3.2 55.2 21.9 LOS B A C A E C Approach Delay 17.4 9.1 30.3 Approach LOS B A C 90th %ile Green (s) 60.7 60.7 33.0 97.2 10.8 90th %ile Term Code Coord Coord Gap Coord Gap 70th %ile Green (s) 66.9 66.9 28.0 98.4 9.6 70th %ile Term Code Coord Coord Gap Coord Gap 50th %ile Green (s) 72.0 72.0 24.1 99.6 8.4 50th %ile Term Code Coord Coord Gap Coord Gap 30th %ile Green (s) 77.2 77.2 20.1 100.8 7.2 30th %ile Term Code Coord Coord Gap Coord Gap 10th %ile Green (s) 95.8 95.8 14.7 114.0 0.0 10th %ile Term Code Coord Coord Gap Coord Skip Queue Length 50th (ft) 385 16 160 132 17 30 Queue Length 95th (ft) 585 55 255 184 44 57 Internal Link Dist (ft) 556 628 613 Turn Bay Length (ft)185 200 Base Capacity (vph) 2313 1016 547 3203 265 523 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.14 0.66 0.47 0.09 0.13 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 73.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Parkway North & Deerfield Road Background (2023)Timing Plan: PM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 346 205 1216 83 22 408 Future Volume (vph) 346 205 1216 83 22 408 Ideal Flow (vphpl)1900 1900 2000 1900 1900 2000 Storage Length (ft)120 0 280 200 Storage Lanes 1 1 1 1 Taper Length (ft)140 190 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 3725 1583 1770 3725 Flt Permitted 0.950 0.170 Satd. Flow (perm)3433 1583 3725 1583 317 3725 Right Turn on Red Yes Yes Satd. Flow (RTOR)216 87 Link Speed (mph)25 45 45 Link Distance (ft)791 505 1359 Travel Time (s)21.6 7.7 20.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)364 216 1280 87 23 429 Shared Lane Traffic (%) Lane Group Flow (vph) 364 216 1280 87 23 429 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 0.94 1.00 1.00 0.94 Turning Speed (mph) 15 9 9 15 Turn Type Prot Perm NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 8 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 24.0 24.0 11.0 24.0 Total Split (s)24.0 24.0 64.0 24.0 32.0 96.0 Total Split (%)20.0% 20.0% 53.3% 20.0% 26.7% 80.0% Maximum Green (s) 18.0 18.0 58.0 18.0 28.5 90.0 Yellow Time (s) 4.0 4.0 4.0 4.0 3.5 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 3.5 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max None None C-Max Act Effct Green (s)16.6 16.6 85.6 110.7 93.9 91.4 Background (2023)Timing Plan: PM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 2 Lane Group WBL WBR NBT NBR SBL SBT Actuated g/C Ratio 0.14 0.14 0.71 0.92 0.78 0.76 v/c Ratio 0.77 0.53 0.48 0.06 0.07 0.15 Control Delay 61.0 11.2 9.0 0.3 3.6 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.0 11.2 9.0 0.3 3.6 4.1 LOS E B A A A A Approach Delay 42.4 8.4 4.1 Approach LOS D A A 90th %ile Green (s) 18.0 18.0 80.1 18.0 6.4 90.0 90th %ile Term Code Max Max Coord Max Gap Coord 70th %ile Green (s) 18.0 18.0 80.5 18.0 6.0 90.0 70th %ile Term Code Max Max Coord Max Gap Coord 50th %ile Green (s) 17.9 17.9 80.8 17.9 5.8 90.1 50th %ile Term Code Gap Gap Coord Gap Gap Coord 30th %ile Green (s) 16.0 16.0 92.0 16.0 0.0 92.0 30th %ile Term Code Gap Gap Coord Gap Skip Coord 10th %ile Green (s) 13.3 13.3 94.7 13.3 0.0 94.7 10th %ile Term Code Gap Gap Coord Gap Skip Coord Queue Length 50th (ft) 140 0 236 0 4 42 Queue Length 95th (ft) 192 69 291 5 9 57 Internal Link Dist (ft) 711 425 1279 Turn Bay Length (ft) 120 280 200 Base Capacity (vph) 514 421 2657 1453 592 2835 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.51 0.48 0.06 0.04 0.15 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 54.6%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Saunders Road & Parkway North Background (2023)Timing Plan: PM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1072 21 47 1287 98 361 Future Volume (vph) 1072 21 47 1287 98 361 Ideal Flow (vphpl)2000 1900 1900 2000 1900 1900 Storage Length (ft)185 200 0 0 Storage Lanes 1 1 1 1 Taper Length (ft)200 100 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3725 1583 1770 3725 1770 1583 Flt Permitted 0.176 0.950 Satd. Flow (perm)3725 1583 328 3725 1770 1583 Right Turn on Red Yes No Satd. Flow (RTOR)18 Link Speed (mph)40 40 25 Link Distance (ft)636 708 693 Travel Time (s)10.8 12.1 18.9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)1128 22 49 1355 103 380 Shared Lane Traffic (%) Lane Group Flow (vph) 1128 22 49 1355 103 380 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.94 1.00 1.00 0.94 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm pm+pt NA Prot pt+ov Protected Phases 4 3 8 2 2 3 Permitted Phases 4 8 Detector Phase 4 4 3 8 2 2 3 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 11.0 24.0 24.0 Total Split (s)64.0 64.0 32.0 96.0 24.0 Total Split (%)53.3% 53.3% 26.7% 80.0% 20.0% Maximum Green (s) 58.0 58.0 28.5 90.0 18.0 Yellow Time (s) 4.0 4.0 3.5 4.0 4.0 All-Red Time (s)2.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 3.5 6.0 6.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None Walk Time (s)7.0 7.0 7.0 7.0 Background (2023)Timing Plan: PM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 4 Lane Group EBT EBR WBL WBT NBL NBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)69.9 69.9 92.5 90.0 18.0 38.1 Actuated g/C Ratio 0.58 0.58 0.77 0.75 0.15 0.32 v/c Ratio 0.52 0.02 0.11 0.49 0.39 0.76 Control Delay 17.2 6.8 3.8 6.6 50.9 46.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.2 6.8 3.8 6.6 50.9 46.1 LOS B A A A D D Approach Delay 17.0 6.5 47.2 Approach LOS B A D 90th %ile Green (s) 60.2 60.2 26.3 90.0 18.0 90th %ile Term Code Coord Coord Gap Coord Max 70th %ile Green (s) 65.5 65.5 21.0 90.0 18.0 70th %ile Term Code Coord Coord Gap Coord Max 50th %ile Green (s) 69.7 69.7 16.8 90.0 18.0 50th %ile Term Code Coord Coord Gap Coord Max 30th %ile Green (s) 74.0 74.0 12.5 90.0 18.0 30th %ile Term Code Coord Coord Gap Coord Max 10th %ile Green (s) 80.0 80.0 6.5 90.0 18.0 10th %ile Term Code Coord Coord Gap Coord Max Queue Length 50th (ft) 262 1 8 186 73 263 Queue Length 95th (ft) 387 15 16 225 130 336 Internal Link Dist (ft) 556 628 613 Turn Bay Length (ft)185 200 Base Capacity (vph) 2169 929 595 2793 265 659 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.02 0.08 0.49 0.39 0.58 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 60.5%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Parkway North & Deerfield Road Traffic Impact Study – Quadrangle Development Company Parkway North Lots 5 and 8, Deerfield, Illinois - 25 - APPENDIX E CAPACITY ANALYSIS WORKSHEETS FUTURE WITH PROJECT Future with Project (2023)Timing Plan: AM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)83 37 483 487 159 1205 Future Volume (vph)83 37 483 487 159 1205 Ideal Flow (vphpl)1900 1900 2000 1900 1900 2000 Storage Length (ft)120 0 280 200 Storage Lanes 1 1 1 1 Taper Length (ft)140 190 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 3725 1583 1770 3725 Flt Permitted 0.950 0.447 Satd. Flow (perm)3433 1583 3725 1583 833 3725 Right Turn on Red Yes Yes Satd. Flow (RTOR)39 513 Link Speed (mph)25 45 45 Link Distance (ft)791 505 804 Travel Time (s)21.6 7.7 12.2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)87 39 508 513 167 1268 Shared Lane Traffic (%) Lane Group Flow (vph) 87 39 508 513 167 1268 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 0.94 1.00 1.00 0.94 Turning Speed (mph) 15 9 9 15 Turn Type Prot Perm NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 8 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)18.0 18.0 24.0 18.0 11.0 24.0 Total Split (s)24.0 24.0 64.0 24.0 32.0 96.0 Total Split (%)20.0% 20.0% 53.3% 20.0% 26.7% 80.0% Maximum Green (s) 18.0 18.0 58.0 18.0 28.5 90.0 Yellow Time (s) 4.0 4.0 4.0 4.0 3.5 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 3.5 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max None None C-Max Act Effct Green (s)8.8 8.8 88.2 103.0 101.7 99.2 Future with Project (2023)Timing Plan: AM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 2 Lane Group WBL WBR NBT NBR SBL SBT Actuated g/C Ratio 0.07 0.07 0.74 0.86 0.85 0.83 v/c Ratio 0.35 0.26 0.19 0.36 0.22 0.41 Control Delay 56.0 19.7 5.3 0.8 2.4 3.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.0 19.7 5.3 0.8 2.4 3.3 LOS E B A A A A Approach Delay 44.8 3.1 3.2 Approach LOS D A A 90th %ile Green (s) 11.6 11.6 83.8 11.6 9.1 96.4 90th %ile Term Code Gap Gap Coord Gap Gap Coord 70th %ile Green (s) 10.3 10.3 86.2 10.3 8.0 97.7 70th %ile Term Code Gap Gap Coord Gap Gap Coord 50th %ile Green (s)8.4 8.4 88.8 8.4 7.3 99.6 50th %ile Term Code Gap Gap Coord Gap Gap Coord 30th %ile Green (s)7.5 7.5 90.2 7.5 6.8 100.5 30th %ile Term Code Gap Gap Coord Gap Gap Coord 10th %ile Green (s)6.2 6.2 92.1 6.2 6.2 101.8 10th %ile Term Code Gap Gap Coord Gap Gap Coord Queue Length 50th (ft) 33 0 54 0 15 101 Queue Length 95th (ft) 59 34 85 13 31 150 Internal Link Dist (ft) 711 425 724 Turn Bay Length (ft) 120 280 200 Base Capacity (vph) 514 270 2738 1513 928 3079 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.14 0.19 0.34 0.18 0.41 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 5.2 Intersection LOS: A Intersection Capacity Utilization 47.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Saunders Road & Parkway North Future with Project (2023)Timing Plan: AM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1425 149 431 1423 24 78 Future Volume (vph) 1425 149 431 1423 24 78 Ideal Flow (vphpl)2000 1900 1900 2000 1900 1900 Storage Length (ft)185 200 0 0 Storage Lanes 1 1 1 1 Taper Length (ft)200 100 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3725 1583 1770 3725 1770 1583 Flt Permitted 0.072 0.950 Satd. Flow (perm)3725 1583 134 3725 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)97 16 Link Speed (mph)40 40 25 Link Distance (ft)636 708 693 Travel Time (s)10.8 12.1 18.9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)1500 157 454 1498 25 82 Shared Lane Traffic (%) Lane Group Flow (vph) 1500 157 454 1498 25 82 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.94 1.00 1.00 0.94 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm pm+pt NA Prot pt+ov Protected Phases 4 3 8 2 2 3 Permitted Phases 4 8 Detector Phase 4 4 3 8 2 2 3 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 11.0 24.0 24.0 Total Split (s)64.0 64.0 32.0 96.0 24.0 Total Split (%)53.3% 53.3% 26.7% 80.0% 20.0% Maximum Green (s) 58.0 58.0 28.5 90.0 18.0 Yellow Time (s) 4.0 4.0 3.5 4.0 4.0 All-Red Time (s)2.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 3.5 6.0 6.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None Walk Time (s)7.0 7.0 7.0 7.0 Future with Project (2023)Timing Plan: AM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 4 Lane Group EBT EBR WBL WBT NBL NBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)66.4 66.4 104.2 102.9 8.7 41.6 Actuated g/C Ratio 0.55 0.55 0.87 0.86 0.07 0.35 v/c Ratio 0.73 0.17 0.83 0.47 0.20 0.15 Control Delay 24.8 7.3 43.0 3.4 54.8 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 7.3 43.0 3.4 54.8 19.1 LOS C A D A D B Approach Delay 23.2 12.6 27.5 Approach LOS C B C 90th %ile Green (s) 58.0 58.0 34.7 96.2 11.8 90th %ile Term Code Coord Coord Max Coord Gap 70th %ile Green (s) 58.0 58.0 36.7 98.2 9.8 70th %ile Term Code Coord Coord Max Coord Gap 50th %ile Green (s) 62.2 62.2 33.7 99.4 8.6 50th %ile Term Code Coord Coord Gap Coord Gap 30th %ile Green (s) 66.7 66.7 30.3 100.5 7.5 30th %ile Term Code Coord Coord Gap Coord Gap 10th %ile Green (s) 87.0 87.0 23.5 114.0 0.0 10th %ile Term Code Coord Coord Gap Coord Skip Queue Length 50th (ft) 475 22 255 133 19 33 Queue Length 95th (ft) 615 63 388 195 46 64 Internal Link Dist (ft) 556 628 613 Turn Bay Length (ft)185 200 Base Capacity (vph) 2060 919 563 3193 265 572 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.17 0.81 0.47 0.09 0.14 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 78.8%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Parkway North & Deerfield Road Future with Project (2023)Timing Plan: AM 3: Saunders Road & Proposed Drive 2/12/2016 Synchro 9 Report V3 Co.Page 1 Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 5 10 481 39 72 1359 Future Vol, veh/h 5 10 481 39 72 1359 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 150 - - 200 - Veh in Median Storage, # 0 -0 -- 0 Grade, %0 -0 -- 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 5 11 506 41 76 1431 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1394 274 0 0 547 0 Stage 1 527 -- -- - Stage 2 867 -- -- - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 -- -- - Critical Hdwy Stg 2 5.84 -- -- - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 133 724 - - 1018 - Stage 1 557 -- -- - Stage 2 372 -- -- - Platoon blocked, %- -- Mov Cap-1 Maneuver 123 724 - - 1018 - Mov Cap-2 Maneuver 246 -- -- - Stage 1 557 -- -- - Stage 2 344 -- -- - Approach WB NB SB HCM Control Delay, s 13.3 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)- - 246 724 1018 - HCM Lane V/C Ratio - - 0.021 0.015 0.074 - HCM Control Delay (s) - - 20 10 8.8 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.1 0 0.2 - Future with Project (2023)Timing Plan: PM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 413 205 1223 97 22 441 Future Volume (vph) 413 205 1223 97 22 441 Ideal Flow (vphpl)1900 1900 2000 1900 1900 2000 Storage Length (ft)120 0 280 200 Storage Lanes 1 1 1 1 Taper Length (ft)140 190 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3433 1583 3725 1583 1770 3725 Flt Permitted 0.950 0.166 Satd. Flow (perm)3433 1583 3725 1583 309 3725 Right Turn on Red Yes Yes Satd. Flow (RTOR)216 102 Link Speed (mph)25 45 45 Link Distance (ft)791 505 804 Travel Time (s)21.6 7.7 12.2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)435 216 1287 102 23 464 Shared Lane Traffic (%) Lane Group Flow (vph) 435 216 1287 102 23 464 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)24 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 0.94 1.00 1.00 0.94 Turning Speed (mph) 15 9 9 15 Turn Type Prot Perm NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 8 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)18.0 18.0 24.0 18.0 11.0 24.0 Total Split (s)24.0 24.0 64.0 24.0 32.0 96.0 Total Split (%)20.0% 20.0% 53.3% 20.0% 26.7% 80.0% Maximum Green (s) 18.0 18.0 58.0 18.0 28.5 90.0 Yellow Time (s) 4.0 4.0 4.0 4.0 3.5 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 3.5 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max None None C-Max Act Effct Green (s)17.6 17.6 84.7 110.7 92.9 90.4 Future with Project (2023)Timing Plan: PM 1: Saunders Road & Parkway North 2/12/2016 Synchro 9 Report V3 Co.Page 2 Lane Group WBL WBR NBT NBR SBL SBT Actuated g/C Ratio 0.15 0.15 0.71 0.92 0.77 0.75 v/c Ratio 0.87 0.52 0.49 0.07 0.07 0.17 Control Delay 68.2 10.8 9.3 0.3 3.7 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.2 10.8 9.3 0.3 3.7 4.4 LOS E B A A A A Approach Delay 49.1 8.6 4.3 Approach LOS D A A 90th %ile Green (s) 18.0 18.0 80.1 18.0 6.4 90.0 90th %ile Term Code Max Max Coord Max Gap Coord 70th %ile Green (s) 18.0 18.0 80.5 18.0 6.0 90.0 70th %ile Term Code Max Max Coord Max Gap Coord 50th %ile Green (s) 18.0 18.0 80.7 18.0 5.8 90.0 50th %ile Term Code Max Max Coord Max Gap Coord 30th %ile Green (s) 18.0 18.0 90.0 18.0 0.0 90.0 30th %ile Term Code Max Max Coord Max Skip Coord 10th %ile Green (s) 15.9 15.9 92.1 15.9 0.0 92.1 10th %ile Term Code Gap Gap Coord Gap Skip Coord Queue Length 50th (ft) 171 0 239 0 4 46 Queue Length 95th (ft) #252 69 294 5 9 61 Internal Link Dist (ft) 711 425 724 Turn Bay Length (ft) 120 280 200 Base Capacity (vph) 514 421 2628 1458 586 2806 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.51 0.49 0.07 0.04 0.17 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 18.2 Intersection LOS: B Intersection Capacity Utilization 54.8%ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Saunders Road & Parkway North Future with Project (2023)Timing Plan: PM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1072 24 62 1287 111 435 Future Volume (vph) 1072 24 62 1287 111 435 Ideal Flow (vphpl)2000 1900 1900 2000 1900 1900 Storage Length (ft)185 200 0 0 Storage Lanes 1 1 1 1 Taper Length (ft)200 100 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3725 1583 1770 3725 1770 1583 Flt Permitted 0.169 0.950 Satd. Flow (perm)3725 1583 315 3725 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)21 48 Link Speed (mph)40 40 25 Link Distance (ft)636 708 693 Travel Time (s)10.8 12.1 18.9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)1128 25 65 1355 117 458 Shared Lane Traffic (%) Lane Group Flow (vph) 1128 25 65 1355 117 458 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.94 1.00 1.00 0.94 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm pm+pt NA Prot pt+ov Protected Phases 4 3 8 2 2 3 Permitted Phases 4 8 Detector Phase 4 4 3 8 2 2 3 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)24.0 24.0 11.0 24.0 24.0 Total Split (s)64.0 64.0 32.0 96.0 24.0 Total Split (%)53.3% 53.3% 26.7% 80.0% 20.0% Maximum Green (s) 58.0 58.0 28.5 90.0 18.0 Yellow Time (s) 4.0 4.0 3.5 4.0 4.0 All-Red Time (s)2.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 3.5 6.0 6.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None Walk Time (s)7.0 7.0 7.0 7.0 Future with Project (2023)Timing Plan: PM 2: Parkway North & Deerfield Road 2/12/2016 Synchro 9 Report V3 Co.Page 4 Lane Group EBT EBR WBL WBT NBL NBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s)67.4 67.4 92.5 90.0 18.0 40.6 Actuated g/C Ratio 0.56 0.56 0.77 0.75 0.15 0.34 v/c Ratio 0.54 0.03 0.14 0.49 0.44 0.81 Control Delay 19.0 7.0 3.9 6.6 52.4 43.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 7.0 3.9 6.6 52.4 43.1 LOS B A A A D D Approach Delay 18.7 6.5 45.0 Approach LOS B A D 90th %ile Green (s) 58.0 58.0 28.5 90.0 18.0 90th %ile Term Code Coord Coord Max Coord Max 70th %ile Green (s) 62.1 62.1 24.4 90.0 18.0 70th %ile Term Code Coord Coord Gap Coord Max 50th %ile Green (s) 66.5 66.5 20.0 90.0 18.0 50th %ile Term Code Coord Coord Gap Coord Max 30th %ile Green (s) 71.3 71.3 15.2 90.0 18.0 30th %ile Term Code Coord Coord Gap Coord Max 10th %ile Green (s) 79.1 79.1 7.4 90.0 18.0 10th %ile Term Code Coord Coord Gap Coord Max Queue Length 50th (ft) 281 1 10 186 84 288 Queue Length 95th (ft) 403 17 20 225 144 377 Internal Link Dist (ft) 556 628 613 Turn Bay Length (ft)185 200 Base Capacity (vph) 2092 898 588 2793 265 687 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.03 0.11 0.49 0.44 0.67 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 18.0 Intersection LOS: B Intersection Capacity Utilization 65.1%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: Parkway North & Deerfield Road Future with Project (2023)Timing Plan: PM 3: Saunders Road & Proposed Drive 2/12/2016 Synchro 9 Report V3 Co.Page 1 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 33 63 1421 7 12 430 Future Vol, veh/h 33 63 1421 7 12 430 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 150 - - 200 - Veh in Median Storage, # 0 -0 -- 0 Grade, %0 -0 -- 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 35 66 1496 7 13 453 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1751 752 0 0 1503 0 Stage 1 1499 -- -- - Stage 2 252 -- -- - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 -- -- - Critical Hdwy Stg 2 5.84 -- -- - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 77 353 - - 442 - Stage 1 171 -- -- - Stage 2 767 -- -- - Platoon blocked, %- -- Mov Cap-1 Maneuver 75 353 - - 442 - Mov Cap-2 Maneuver 145 -- -- - Stage 1 171 -- -- - Stage 2 744 -- -- - Approach WB NB SB HCM Control Delay, s 24.4 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)- - 145 353 442 - HCM Lane V/C Ratio - - 0.24 0.188 0.029 - HCM Control Delay (s) - - 37.5 17.5 13.4 - HCM Lane LOS - - E C B - HCM 95th %tile Q(veh) - - 0.9 0.7 0.1 -