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24B-038 (36)
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'.`� � &' w�"�,��', ✓� ��Xi a ! r IL fWM xas Z. ECIA" `111 t p ♦ r3 � MT at�ll.... ,� "� ��' J. Central Pedestrian-Scale As state previously, the development has been designed to Features include the following features: park benches,bike racks, architectural tower elements, colonnades,pedestrian lighting for landscape elements and special walkway area. K. Delivery/Loading The adjacent land uses are not residential and therefore the 0 hours of operation may not be an issue. The adjacent property to the south has a cement batch plant operation that will open prior to the 7:00 am start time as noted for our ,w,,, loading time restriction. I would expect that most tenant deliveries would occur between 6:00 am and 10:00 am. Refuse pick-up may occur as early as 5:30 am, it will depend on the refuse service selected. F. Parking Lot Orientation The Shops of Northampton will have two building located along N. King Street, to aid in extending the urban fabric across the property frontage. It should be noted that based on on the current diverse ownership interest in and around this corridor and the current zoning constraints, the timely development of buildings in an around the site may take a considerable number of years before the sense of the City fabric has migrated up N. King street. All of the parking for the project is located in the rear yard of the buildings. The parking lot provides for separate walks and traffic circulation patterns so that shoppers can traverse the parcel without having to walk in a vehicular drive aisle. Generous amount of trees, lighting and decorative pavement have been added to the open areas,to enhance the shopping environment. G. Rear&Back Sides The rear and sides of the front buildings are articulated since they are visible to the public street along 3 sometimes 4 sides of the structure. The rear building backs up to railroad tracks and an industrial complex. The perimeter of the site will be landscaped to screen the ground level view of the building's ++ rear and side elevations. H. Outdoor Storage,Trash We have provided for loading areas in the rear or side area of Collection and Loading the buildings, depending on the orientation of the building. A truck route has been provided around or near all buildings to aid in loading and unloading of goods. All dumpster areas will be enclosed with fencing and or masonry walls, depending on the location of the dumpster. Landscaping has been provided around dumpster locations. I. Pedestrian Flows The Shops of Northampton provide for three different routes for pedestrian or bicyclist to gain access to"The Shops". Cross walks with raised islands in some locations have been provided to insure the pedestrian route is well noted and visible to the vehicular traffic. Sidewalks are at lease 6' wide throughout the development. Sitting areas have been provide in various locations and incorporated into a harmonious landscape environment. All sidewalks along building entrance are 8' wide wherever possible. The Shops of Northampton Re-Cap of Architectural Elements for the Project Section 11.6:7. A. Facades and Exterior Walls and The Shops of Northampton consist of numerous building detail styles and elements. The use of tower elements, colonnades, roof styles, material changes and overall architectural vernacular provide a vibrant environment for shoppers and a great addition to the City of Northampton urban core. The largest structure, Retail"C"will appear as two to three structures that work together. A colonnade,recessed entries, glass display windows and masonry elements break up the street fagade. The depth of the structure varies from 90' to 135'. The north fagade will incorporate a combination of engaged pilasters, decorative masonry work and material changes to breakup the mass along side of the building. All buildings will have parapet walls to conceal the flat roof portions of the structure. B. Smaller Retail Stores The plan includes two smaller retail structures that will contain numerous display windows,awnings, entrances and tower elements to break-up building mass and add w architectural character to the overall streetscape. Although there are not adjacent building that can be used to tie-in with the urban fabric, every attempt has been made to bring a sense of historical order to the building massing and fagade rhythm. C. Roofs The predominate roof for the building is flat,but it will be covered with parapet walls on all sides. The horizontal lines are broken in various area with entrances,towers and colonnade elements. D. Materials and Colors We have prepared a color scheme that is based on the colors found in the existing urban core areas. The use of red brick, stone,awnings, glass and some vibrant colors are meshed to blend with the existing cityscape. E. Entrances &Entryways The project will have in excess of(12) entrances for a project with over 70,000 s.f of retail space. That equates to 1 entrance for every 5,800 s.f. Fagade changes and roof changes occur at most entry locations. Awning elements are also provided to enhance the overall sense of arrival for the respective retail stores. Fuss&O'Neill Inc. RM w Section E. Architectural Elements Other Information F:\P2002\689W l OTroject Report.doc 0 Fuss&O Neill 2003 Lanes, Volumes, Timings 6: Bonnet South Drive & King Street 4/16/2003 Actuated Cycle Length: 100 Offs 9(9!Zo)j5 ferenced to phase,2,NBTL and 6 SBTL,Start of G N "O atural Cycle 80 ea , 3f 4 a CaitroTe Maximum v/c Ratio: 0.70 ante section Sic�i�a�Dela 9 4 rnterseo�,n bS A a ` .;...+.w3 + . <,,., � � •d::�. .A' .5...°�,.;., .. ctJ r..,wwm a.,,,. .a,.�,, ,X.%» Intersection Capacity Utilization 87.0% ICU Level of Service D Splits and Phases: 6: Bonnet South Drive&King Street 01 ' o2 14o4 o8 NN 0 Build Saturday Noon 11/23/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 5 FUSSONMANC-FF51 Lanes, Volumes, Timings 6: Bonnet South Drive & King Street 4/16/2003 Lane Configurations a Total Lost Time(s) 3.0 3.0 3 0 3 0 3 0, 3.0 3.0 3.0 3.0 3.0 3 0 3 9 Satd. Flow(prot) 0 1755 0 1625 1639 1531 0 3440 0 0', 0 Flt Permitted 0:998. ..... "._:..0.950„ 0.958... . 0.951 0 559 ; Satd. Flow(perm) 0 1755 0 1625 1639 1531 0 3272 0 0 1974 0 10� Satd FlowRTOR) _e. ',. 130. 42 _. ._w. . .. v ., .. _. . Volume(vph) 1 13 10 200 13 127 5 948 219 137 915 13 Confl Peds Confl Bikes (#/hr) Peak Hour Factor '0 98 0 98" 98 0 98 0 980 98 b"98_ 0 98 0 98 n 0 98 0 98 Growth Factor 100% 100% 100% 100%° 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 h t4as. .. ..haw. ...tf":?Sia. , "",�.«c �' : ars4as ,sa. Mid-Block Traffic(%) 0% 0% 0% 0% E� Lane Group Flow '° 0 r X24! 0 1 Q6 l 11 130 0 1195 = 0� 'I087 ` __ �� s xi _w�>�,,._. :ate .. _ Turn Type Split Split pm+ov Perm pm+pt Permitted Phases 8 2x 6 � ; Detector Phases �! 4 � _� 8 8 1 2 �2 Q 1 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.6 4 0 4 0 Miiimim Sett(s 15 15 } m To_ tal Split(s) 15.0 15.0 0.0 20.0 20.0 91.0,111, 56 0 56.0 0.0 9.0 65.0 0.0 Yellow Time(s) 4 0 4.0 4.0 4 0 2 4.0 4.0 2.0 4.0 Lead/La Lead Lag Lag Lead Lead Lag Optimtze� t � 'es des Yes Yew a Recall Mode None None None None None Coord Coord None Coord - 67 8 � P 75 4: . Actuated g/C Ratio 0.09 0.14 6'14 0.21 0.68 0.75 v/c`Rafio' 15 '�a` _0 50 E3'd31 Uniform Delay, dl 26.5 39.9 40 0 0.0 9.3 6.7 Delay LOS C D D A A A ApproacliDela�r' a Approach LOS C C A A Queue Length 50tH�ft : 93 .. ,jw_- Queue Length 95th (ft) 33 118 124 46 77 220 * tntemal Linl�pisti{ ).. 78 � .. `92r 322 50th Up Block Time(%) 95th Up BlockTime 23 (% �� �_ . ._,ti__ ._ __. �_ 3% �. 20°k °l 1 7 d<_.. k __ No Turn Bay Length(ft) 50th Bait BlockTtme%' .� ...v_ . .� 95th Bay Block Time%' Queuing Penalty tveh� r v n elmiw a Cycle Length 100 2007 Build Saturday Noon 11/23/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 4 FUSSON MANC-FF51 Lanes, Volumes, Timings 3: Barrett Street & King Street 4/16/2003 Actuated Cycle Length: 100 Offset:0,(0%1 ), Referenced to pfiase 2 NBTL and 6:SBTL,wStart of Green;Master Intersection Natural Cycle 60 Control Type Actuated Coordinated „s Maximum v/c Ratio 0.77 „�, Intersection Signet Delay:9 `: Intersection LOS A y Intersection Capacity Utilization 98.4% ICU Level of Service E Splits and Phases: 3: Barrett Street& King Street Y 02 4o4 OM o5 06 08 w u 2007 Build Saturday Noon 11/23/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 3 FUSSONMANC-FF51 an Lanes, Volumes, Timings 3: Barrett Street & King Street 4/16/2003 Lane Configurations 41, 4). F� Total Lost Time (s} 3.0 3.6 3.0' 3.0 �-3.0 3.0 3.0 3 0 3:0 �`'3.0 3 0 � 3 0 Satd. Flow(prot) 0 1693 0 0 1736 0 0 3514 0 0 3483 0 Flt Permitted 0.848 0.631 _ .. m.� : . Satd. Flow(perm) 0 1471 0 0 1736 0 0 2229 0 0 3326 0 Satd.Flow RTOR 5I 1 Volume(vph) 130 1 136 0 1 1 114 1045 13 1 1013 121 CO infi #/flr % ar xw .._ ... ..,......,.' .., _. .,.. . ..::_n.:.:....:. .:::w.....mx, ... r w -._.....e s.+:,w.. ssn.,, ..a,...vz ,:W. e_�...., 604.'Bikes (#/hr) Peak Hour Factor' Q 980 98 0 98a d$8 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% . ..2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Mid-Block Traffic(%) 0% 0% 0% 0% Lade G ou F o!! v0. 273 n. ( J O 0 x195 tl 8 Turn Type Perm Perm pm+pt Perm Pofecte ?iases � 4- � 8 . 5 2 }. Permitted Phases 4 8 2 6 OR DetecOri?tases 4, x y:8 __:8 ARx Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum S I►t s ` X21 0' 2�0" X21 0" 210' " Total Split(s) 30.0 30 0 0.0 30.0 30.0 0 0 8.0 70.0 0.0 62.0 62.0 0.0 TOta�Spilt °°} 30°/Q30% D°fo30%0 .30°fo 0°/0 > 8% 7Ooa Ooo"z 6 2°C 62°m 1 °a Yellow Time(s) 4 0 4 0 4 0 4.0 3.0 4.0 4.0 4.0 00 0rtA¢ Lead/Lag Lead Lag Lag Lead A a n , Recall Mode None None None_ None _None Coord Coord Coord X21 5�* v ,..., �. ._ ;�?5` W Actuated g/C Ratio 0.22 0.22 0.73 0.73 � a a v/c Ratio _h 0 77ga� O.Oi _�..0 74 L Uniform Delay, d1 29 7 15.5 8 1 5.7 Dela mr � �29 [ '; 23.5 ' '9 8 4:�4.x _ � t � w.. ., s �F �.:z: see. .. LOS C C A A 2g1 23:5 98 �` 4 .r Approach`De(aY. ... w . 3_ _. . _ ::. .. .. Approach LOS C C A A Queue Length 95th (ft) 214 6 358 74 ttel tt ft .._ w u x .., n ma Lt�k D►s . ` U � _r.. 96 .L.r 156 50th p Block Time(%) 11 95th 11p Block Tine(°l°)� X16°�0 2 t°l . Turn Bay Length (ft) Q 50th Bay Block Time°!ag y �� .. . _.u. ro �.x �v.y_. .._.. _ .. _. . 95th Bay Block Time % Queumg Pena(�i (veh Tn ersec�o ��a W Cycle Length 10p 2007 Build Saturday Noon 11/23/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 2 FUSSONMANC-FF51 wo Lanes, Volumes, Timings 6: Bonnet South Drive & King Street x/16/2003 Actuated Cycle Length 80 Offset 15 19°lo eferenced fowphase 2.NI3 and 6:SBTL Start of Green (. �°. ,w .. ,,. . ...., Natural Cycle 75 Maximum v/c Ratio 0.61 fnte�section Surat Defar 7,5� •* � ' m.�. ., .`� 4 ...��ntersectlOn�LOS � �� ". i-���A� .t,z�'°'� ��y��� �::. .. . Intersection Capacity Utilization 85.0% ICU Level of Service D Splits and Phases: 6: Bonnet South Drive& King Street m1 `I o2 14o4 m8 06 �w ems, 2007 Build Weekday Evening 11/21/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 5 FUSSONMANC-FF51 Lanes, Volumes, Timings 6: Bonnet South Drive & King Street 4/16/2003 ante ro EB'1EBR 1 BL W iBtS TSB Nib " B ` Lane Configurations Total Fost Time s " 3'0 3.0 3.0 0 1625 1639 15 0 3.0 -;3 0 w'3.0 3.0 3.'0 3.0 (p o ) ) 31 0 3472 0 0 < 3522 0 Flt Permitted 0.' 94° 0.950 ,0.958 0:950 �0 599 r ......r _ =s - '631 Flowf(perm) 0 1763 0 1625 1639 1531 0 3298 0 0 2118 0 $at 9 d Flows RTOR ,...t � Volume(vph) 2 9 6 154 10 101 6 1008 145 90 903 5 Confl Confl Bikes (#/hr) "'� Peak Hour:Factor 0 95�.�0 95 0 95 0 95 0 w95 0,95� �0 a95,��0.95�,�95� 0 95` '0 95 0�'95 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% v ¢.2a/O .. o ..,.a.?°fO . 2% 2% 2 nos + Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 77 Mid-Block ,. Mid-Block Traffic(%) 0% 0% 0% 0% Turn Type Split Split pm+o Pe pm+pt v rm Permitted-Phases 8 2 6 Detector Phases Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Min►mum Suit� � �� ��,16.0�.�'�0, _��,� 20(?�,�2QO�x ° 8 0� 30RQ `a30 s 8 0��30 Total Split(s) 15 0 15 0 0.0 2M0 0 20.0 8.0 37. 37.0 0.0 8.0 45.0 0.0 Total Spl ; %) a" 0°0 25°o x 25°0Q% b , hid 0°0 }°a56° $ Yellow Time(s) 4 0 0 4 0 4 0 3 0 `40" 0 4'.'0 3 0 4.0 Aii=Red Tie(s 1.Q: 1.. 1 0 1;0 $0 0 C Q 1;0 U Oat. w. ,, , _ _ ... Lead/Lag Lead Lag Lag Lead 7 Lead Lag(7timize?.. .; - es 3 _Yes es Recall Mode None None None None None Coord Coord None Coord ! Acf'Effct Green s} 8 11 m ..1 5`�?.4: .. X56 4 62 8 Actuated g/C Ratio 0.10 0.14 0.14 0.22 0.71 0.79 %0'�0 '_ 0 36 0. 3i "l 2G ,r 52 Uniform Delay, d1 23.8 31.9 32.0 0.0 8.6 5.3 D6114-1,117K m .._30 .302x 5 Mv__ n 5 5 77871- 1 C C C A APProach`'DeLay a ._., 26.1 20 6 �� X5 5 � .A � .. " Approach LOS C C A A Queue Length 50th(ft) , . . ..._. ... 40 _ .=43 '!_x.. m , _. ,A. 91m, .. .._.k_. 63s.aR Queue Length 95th (ft) 23 80 83 34 253 201 322 � � X58 Internal 50th Up Block Time(%) 1 95th Up Block TI (%)_7 Turn Bay Length (ft) 50th Bay Block Time°/a 95th Bay Block Time% Queuing Penalty ._ a�. � n ersectto umm� � .. OR Cycle Len9tfi..80 k 2007 Build Weekday Evening 11/21/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 4 FUSSONMANC-FF51 Lanes, Volumes, Timings 3: Barrett Street & King Street 4/16/2003 Actuated Cycle Length: 80 Offset 0 r(0 00g Referenced to phase 2 NBTL and 6 SBTL,Start of Green,Master Intersection F: Natural Cycle 60 Confrot gTypeActuated-Coordinated ,�.. Maximum v/c Ratio 0.78 Interseciori Sgnaf Delay:8 4 a; Intersection Intersection Capacity Utilization 98.9% ICU Level of Service E Splits and Phases: 3: Barrett Street& King Street m m4 ry.y m8 .x7,.; PO 2007 Build Weekday Evening 11/21/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 3 FUSSONMANC-FF51 Lanes, Volumes, Timings 0 3: Barrett Street & King Street 4/16/2003 Lane Configurations � � Total Lost Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 X 3.0 3.0 3.0 - 3.0 3.0 3.0 Satd. Flow(prot) 0 1696 0 0 1859 0 0 3518 0 0 3479 0 Flt Permitted 0 874 0.988 Satd. Flow(perm) 0 1511 0 0 1840 0 0 2226 0 0 3479 0 Satd; Flow RTOR 67 .., .. 29 . u. .. .. ... .._. Volume (vph) 97 23 137 1 19 0 134 1060 1 0 944 119 Confl Bikes (#/hr) Peak Hour l=actorx "',0 95. 0.95 0 95: 0 95 0.95 0 95w 0 95� 0 95 0 95 a 95 a 95Q..95 s Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 10_0% 100% 100% 100% Heavy Vehicles °� 2% 2% .. 010, . 2%_ .....2%6. .,._2% 2%l i Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 M O 0 0 0 Mid BIOck Traffic(%) 0% 0% 0% 0% Lane GouFlow' .h 0 270 •., '0 ._21Q 01258 0 ) Turn Type Perm Perm pm+pt Perm Protected:Phas Permitted Phases 4 2 6 M.8 "' Detector Phases 4 4 8 2 ' °6 �6 -,-4,.d `'. Minimum Initial (s) 4.0 4 0 4 0 4.0 4.0 4.0 4.0 Minimum Split( ? 4 21 0 � .��21 0 21 d 8 0 21, 2 Total Split(s) 22 0 22 0 0 0 22 0 22.0 0.0 8.0 58.0 0.0 50.0 50.0 0.0 Total Yellow Time (s) 40 40 40 40 30 40 40 40 All-R�ct�T� Cs 11 0 1.0 Ym 1.• 1'� R 0 0 � 1 a Lead/Lag Lead Lag Lag Lead Lag Optirtiize` ;sue _ , _ . .. <x-P..v .s:,ti.. .»zxxh....< ?. .. ,...-. ..:' ... aS..a.....,.. n....,..., ..s..A...u...,...�..: -�...,.-,. a .w. .:. '. .,.xv�,..�..........- Recall Mode None None None None None Coord Coord Coord Acf`Effct Gr ns $ -d_..._.a 16 4 -.. � ,�� , ._. ,57�7 _� y 6 4 a Actuated g/C Ratio 0.21 0 21 W 0 72 0 72 0 Q6 078 v/c Ratio .. �_. , . 0 75 � 04 Uniform Delay, d1 22.1 25.6 7 2 5 241 9 9 Delay ..m u C LOS .. 24:1 A" ro' Dela .... .. a �. PP. Y � ' Approach LOS C C A A Queue Length 50th(ft . a .'�..g Queue Length 95th (ft) 173 26 310 50th Up Block Time(%) 11% 95tti Up BIoCk T►me„ %ham,W...� 7% ...,... , ,. .. . .. 19%0_ ,_. . w , , Turn Bay Length (ft) y both Bay Bloch Time% .._... . .�.. � .. ._..0 _ .u, . .. x_ .' _.. ... �s. . . �.� .� .. . 95th Bay Block Time% Queuing Penalty(veh) w �nterse cart m 4 Cycle Length,-,80 RN 2007 Build Weekday Evening 11/21/2002 Alt: Site Drive/South Bonnett Driveway Synchro 5 Report SJS Page 2 a FUSSONMANC-FF51 rt Report Page 1 of 1 SHORT REPORT .igneral Information Site Information alyst SJS Intersection Barrett Street& King Street >gency or Co. Fuss & O'Neill, Inc. Area Type All other areas jote Performed 4114103 Jurisdiction Northampton ie Period Saturday Noon Peak Analysis Year 2007 Build Extra Lane Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Jum. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 `l ne group LTR LTR LTR LTR ulume(v ph) 130 1 1136 0 1 1 114 1045 13 1 1013 121 % Heavy veh 2 2 1 2 2 2 2 2 2 2 2 2 2 F 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 tuated (P/A) A A A A A A A A A A A 11 A 3tartup lost time 2.0 2.0 2.0 2.0 !t. eff. green 4.0 4.0 4.0 4.0 ''' •ival type 3 1 3 1 3 4 Jnit Extension 3.0 3.0 3.0 3.0 " d/Bike/RTOR Volume 0 0 0 0 0 0 0 0 ne Width 16.0 12.0 12.0 12.0 'arking/Grade/Parking N 0 N N 0 N N 0 N N 0 N ,rking/hr us stops/hr 0 0 0 0 it Extension 3.0 3.0 3.0 3.0 iasing EW Perm 02 03 04 NB Only NS Perm 07 1 08 G = 25.0 G = G = G IG = 5.0 G = 57.0 G = G = Timing IY= 5 ly= Y= 1Y= IY= 3 Y= 5 ly= Y= lration of Analysis hrs = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination qw EB WB NB SB ij.flow rate 1273 1 2 1119 5 1158 !Lane group cap. 1450 1469 1506 1961 ratio 10.61 0.00 0.79 0.59 Green ratio 0.27 0.27 0.67 0.59 Whif. delay d1 131.9 26.7 11.6 12.9 Loalay factor k 0.19 0.11 10.34 0.18 rem. delay d2 2.4 10.0 1 3.0 0.3 =factor 1.000 1.000 1.000 0.598 Control delay 34.2 26.7 14.6 1 8.0 Ine group LOS C I C B A �APPrch.delay 34.2 26.7 1 14.6 8.0 ,., proach LOS C C I B A ri.lersec. delay 13.8 Intersection LOS B fS1000TM Copyright m 2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\steves\Local%20Settings\Temp\s2kB3.tmp 4/16/2003 Short Report Page 1 of 1 - WIT14 S/GwI�L - " " SHORT REPORT General Information Site Information Analyst SJS Intersection Bonnet S./Site Drive &King Agency or Co. Fuss & O'Neill, Inc. St Date Performed 411412003 Area Type All other areas Time Period Saturday Noon Peak Jurisdiction Northampton go nalysis Year 2007 Build EXTRA LANE Volume and Timing Input EB WB NB SB ow LT TH RT LT TH RT LT TH RT LT TH RT Num.of Lanes 0 1 0 1 1 1 0 2 0 0 2 0 Lane group LTR L LT R LTR LTR Volume (v ph) 1 13 10 1200 13 1127 5 1948 219 137 915 13 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 4.0 4.0 4.0 1.0 4.0 4.0 Arrival type 3 3 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 13.0 13.0 3.0 3.0 1 3.0 3.0 Phasing EB Only WB Only 03 04 SB Only NS Perm 07 08 G = 10.0 G = 15.0 G IG= G = 6.0 G = 51.0 G = G = iming IY= 5 IY= 5 Y= IY= IY= 3 Y= 5 1Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 100.0 Lane Group Ca acit , Control Dela , and LOS Determination EB WB NB SB Adj. flow rate 24 204 13 130 1195 1087 Lane group cap. 210 301 317 396 1734 1313 /c ratio 0.11 0.68 0.04 0.33 0.69 0.83 Green ratio 0.12 1 0.17 10.17 0.25 1 0.53 10.62 Unif. delay d1 39.3 38.9 34.7 30.6 17.4 14.8 Delay factor k 0.11 0.25 0.11 0.11 0.26 0.37 Increm. delay d2 0.2 6.0 10.1 0.5 0.9 4.6 PF factor 1.000 1.000 1.000 1.000 0.718 1.000 Control delay 39.5 44.9 34.7 31.1 13.3 19.4 Lane group LOS D D C C B B pprch. delay 39.5 39.4 13.3 19.4 Approach LOS D D B B Intersec.delay 19.5 Intersection LOS B HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\s2kD6.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information King Street/Blue Bonnett Analyst MJC Intersection North Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 Build Analysis Time Period Build SAT Peak Project Description 2002689.A 10 East/West Street: Bluebonnet North Drive North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 6 1070 0 0 1061 8 Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 6 1 1138 0 0 1128 8 Percent Heavy Vehicles 0 — — 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 1 0 1 0 Minor Street Westbound Eastbound * Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 3 0 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 0 0 3 1 0 1 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration L I LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 6 7 ! C (m)(vph) 622 155 /c 0.01 0.05 5%queue length 0.03 0.14 Control Delay 10.8 29.3 LOS B D Approach Delay -- -- 29.3 pproach LOS -- -- D file:HC:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k97.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King St/Burger King Agency/Co. F&O Exit/Fires Date Performed 4114103 Jurisdiction Analysis Time Period Build SAT Peak Analysis Year 2007 Build Project Description 2002689.A10 East/West Street: Burger King Exit/Firestone North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound " Movement 1 2 3 4 5 6 L T R L T R Volume 0 1070 5 4 1026 0 Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 1138 1 5 4 1 1091 0 Percent Heavy Vehicles 0 1 0 — `- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 4 0 5 59 0 45 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 4 0 5 62 0 47 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N torage 0 0 " RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR (vph) 4 9 109 C (m)(vph) 619 110 101 c 0.01 0.08 1.08 5% queue length 0.02 0.26 6.91 Control Delay 10.9 40.6 191.2 LOS B E F pproach Delay -- -- 40.6 191.2 pproach LOS -- -- E F file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k94.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/BurgerKing Ent/Ko Agency/Co. F&O Date Performed 4114103 Analysis y n Analysis Time Period Build SAT Peak alysis Year 2007 Build Project Description 2002689.A10 East/West Street: BK Entrance/Kollmor en North/South Street: King Street Intersection Orientation: North-South [Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 19 1115 0 2 1030 78 Peak-Hour Factor, PHF 0.94 1 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 20 1186 0 2 1095 82 Percent Heavy Vehicles 0 — — 0 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal 1 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 0 8 0 0 0 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 1 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 ! ► Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR (vph) 20 2 10 C (m)(vph) 601 596 220 c 0.03 0.00 0.05 5% queue length 0.10 0.01 0.14 Control Delay 11.2 11.1 22.1 LOS B B C Approach Delay -- -- 22.1 pproach LOS -- -- C file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k91.tmp 4/14/2003 'rt Report Page 1 of 1 SHORT REPORT mheral Information Site Information ,ulyst SJS Intersection Barrett Street& King Street 3ency or Co. Fuss & O'Neill, Inc. Area Type All other areas Me Performed 4114103 Jurisdiction Northampton e Period Weekday PM Peak nalysis Year 2007 Build Ex Lane 'olume and Timin h;Put EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT um. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 MR e group LTR LTR LTR LTR olume(v ph) 97 23 137 1 19 0 134 1060 1 0 944 119 'Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 F 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 uwated P/A A A A A A A A A A A A A tartu lost time 2.0 2.0 2.0 2.0 eff. green 4.0 4.0 4.0 4.0 Y ,ival e 3 3 3 4 nit Extension 3.0 3.0 3.0 3.0 d/Bike/RTOR Volume 0 0 0 0 0 0 0 0 .ne Width 16.0 12.0 12.0 12.0 arking/Grade/Parking N 0 N N 0 N N 0 N N 0 N rking/hr ,us stops/hr 0 0 0 0 gWit Extension 13.0 1 1 3.0 3.0 3.0 asin EW Perm 02 03 04 NB Only NS Perm 07 1 08 G = 17.0 G = G = G = G = 5.0 G = 45.0 G I G = iming Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= ration of Analysis hrs = 0.25 C cle Len th C = 80.0 .ane-Group Capacity, Control Delay, and LOS Determination EB WB NB SB flow rate 1270 21 11258 1119 .ane group cap. 407 437 1572 2044 _:ratio 0.66 0.05 0.80 0.55 3reen ratio 0.24 0.24 0.69 0.59 cif.delay d1 27.6 23.5 18.7 10.0 -)elay factor k 0.24 0.11 0.34 0.15 rem. delay d2 4.0 0.0 3.1 0.2 factor 1.000 1.000 1.000 0.604 control delay 31.6 123.6 111.7 6.3 ine group LOS C I C I B A 4pprch.delay 31.6 23.6 11.7 6.3 " 5proach LOS C C B A ntersec. delay 11.6 Intersection LOS B pWS2000 ' Copyright(D 2000 University of Florida,All Rights Reserved Version 4.1c M File://C:\Documents%20and%20Settings\steves\Local%20Settings\Temp\s2kA8.tmp 4/16/2003 Short Report Page 1 of 1 -- W 17-1Y 516,r,41 - SHORT REPORT General Information Site Information Analyst SJS Intersection Bonnet South Drive&King Agency or Co. Fuss& O'Neill, Inc. St Date Performed 4114103 Area Type All other areas Time Period Weekday PM Peak Jurisdiction Northampton [Analysis Year 2007 Build EXTRA LANE Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Num. of Lanes 0 1 0 1 1 1 0 2 0 0 2 0 Lane group LTR L LT R LTR LTR Volume (v ph) 2 9 6 154 10 101 6 1008 145 90 903 5 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 yaw Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 4.0 4.0 4.0 1.0 4.0 4.0 Arrival type 3 3 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 r3.0 Phasing EB Only WB Only 03 04 SB Only NS Perm 07 08 G = 10.0 G = 15.0 G = G = G = 5.0 G = 32.0 G = G = Timing Y= 5 Y= 5 Y= Y= Y= 3 Y= 5 1Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 80.0 Lane Group Ca acit , Control Dela , and LOS Determination EB WB NB SB Adj.flow rate 17 162 11 106 1220 1051 Lane group cap. 265 376 396 475 1402 1090 /c ratio 0.06 0.43 0.03 0.22 0.87 0.96 Green ratio 0.15 1 0.21 0.21 0.30 1 0.43 0.52 Unif. delay dl 29.2 27.3 25.0 21.0 21.0 18.3 Delay factor k 0.11 0.11 0.11 0.11 0.40 0.47 Increm. delay d2 0.1 0.8 0.0 0.2 14.1 19.2 PF factor 1.000 1.000 1.000 1.000 0.867 1.000 Control delay 29.3 28.1 25.0 21.2 22.3 37.5 Lane group LOS C C C C C D pprch.delay 29.3 25.4 22.3 37.5 Approach LOS C C C D Intersec. delay 28.9 Intersection LOS C HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1 c file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\s2kCB.tmp 4/14/2003 Two-Way Stop Control Page I of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Bluebonnet North Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 Build ON Analysis Time Period Build PM Peak Project Description 2002689.A 10 East/West Street: Bluebonnet North Drive North/South Street: Kin Street Rte 5 on Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 3 1108 0 0 998 4 ! " Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 3 1178 1 0 0 1 1061 4 Percent Heavy Vehicles 0 — — 0 — — *M Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 ! * Configuration LT T T TR U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 3 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 0 0 3 1 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FT_Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 3 +�* C(m)(vph) 662 90 /c 0.00 0.03 5% queue length 0.01 0.10 Control Delay 10.5 46.4 LOS B E Approach Delay -- -- 46.4 Approach LOS -- -- E file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k49.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 an TWO-WAY STOP CONTROL SUMMARY General Information Site Information King St/Burger King Analyst MJC Intersection Exit/Fires Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 Build Analysis Time Period Build PM Peak Project Description 2002689.A10 East/West Street: Burger King/Firestone Drive North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1108 2 0 978 0 Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 1178 1 2 0 1040 0 Percent Heavy Vehicles 0 — — 0 — — '�"' Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T U stream Signal. 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 0 5 16 0 27 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 1 0 5 17 0 28 Percent Heavy Vehicles 0 0 0 0 0 0 *" Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len At and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR (vph) 0 6 45 C (m) (vph) 599 213 147 lc 0.00 0.03 0.31 95% queue length 0.00 0.09 1.21 Control Delay 11.0 22.4 39.9 LOS B C E Approach Delay -- -- 22.4 39.9 pproach LOS -- -- C E file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k43.tmp 4/14/2003 Two-Way Stop Control Pagel of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King St/Burger King EntlKollmo Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 Build Analysis Time Period Build PM Peak Project Description 2002689.A 10 East/West Street: BK Entrance/Kollmor en Drive North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 1124 0 3 961 23 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 5 1 1195 0 3 1022 24 Percent Heavy Vehicles 0 — — 0 — — ""' Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 !" Configuration LT TR LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 17 0 30 0 0 0 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 18 1 0 31 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay,Queue Len th,and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR (vph) 5 3 49 C (m)(vph) 673 591 168 lc 0.01 0.01 0.29 95% queue length 0.02 0.02 1.15 Control Delay 10.4 11.1 35.0+ LOS B B E Approach Delay — -- 35.0+ pproach LOS -- -- E file:HC:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k46.tmp 4/14/2003 go rt Report Page 1 of I SHORT REPORT eral Information Site Information alyst SJS Intersection KING STREET/BARRETT jency or Co. Fuss & O'Neill, Inc. STREET ""b Performed 01114103 Area Type All other areas e Period Saturday Noon Peak Jurisdiction Northampton nalysis Year 2007 No Build ume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT jm. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 e group LTR LTR LTR LTR )lume(v ph) 75 1 136 0 1 1 114 1928 13 1 909 71 iiiiiiiii-leavy veh 2 2 2 0 0 100 0 1 100 100 1 0 F 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 tuated (P/A) A A A A A A P P P P P P Artup lost time 2.0 2.0 2.0 2.0 eff. green 2.0 2.0 2.0 2.0 i ival type 3 3 3 3 nit Extension 3.0 3.0 3.0 3.0 ?'`J/Bike/RTOR Volume 5 0 1 0 0 0 5 0 one Width 16.0 12.0 12.5 12.5 king/Grade/Parking N 0 N N 0 N N 0 N N 0 N rking/hr us stops/hr 1 0 1 0 0 omit Extension 13.0 1 3.0 3.0 1 3.0 asing EW Perm 02 03 04 1 NB Only NS Perm 07 08 G = 15.0 G = G = G = G = 8.0 G = 28.0 G= G = ing IY= 5 1Y= Y= Y= IY= 2 Y= 5 Y= 1Y= ration of Analysis hrs = 0.25 Cycle Length C= 63.0 .ane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB -j. flow rate 217 2 1076 1001 ,jne group cap. 406 281 1409 1524 ratio 0.53 0.01 0.76 0.66 3reen ratio 10.24 10.24 0.60 0.44 lif. delay d1 121.0 18.3 9.2 13.7 )elay factor k 0.14 0.11 0.50 0.50 rem. delay d2 1.4 0.0 4.0 2.2 factor 1.000 1.000 1.000 1.000 ntrol delay 22.3 18.3 13.2 16.0 ine group LOS C B B B 4pprch.delay 22.3 18.3 13.2 16.0 ` )proach LOS C B B B ntersec. delay 15.3 Intersection LOS B OMS2000T�' Copyright®2000 University of Florida,All Rights Reserved Version 4.1c 0 File://C:\Documents%20and%20Settings\steves\Local%20Settings\Temp\s2k9D.tmp 4/16/2003 IN OR Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Bluebonnet South Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 No Build +ww Analysis Time Period No Build SAT Peak Project Description 2002689.A10 East/West Street: Bluebonnet South Drive North/South Street: Kin St ON Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 995 0 0 961 13 Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 5 1 1058 0 0 1022 13 Percent Heavy Vehicles 0 L — — 0 L -- — " * Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR U stream Signal 0 0 Minor Street Westbound Eastbound + !' Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 1 0 10 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 0 1 0 1 1 0 10 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 5 11 C (m) (vph) 679 374 /c 0.01 0.03 95%queue length 0.02 0.09 Control Delay 10.3 14.9 LOS B B Approach Delay -- — 14.9 Epproach LOS -- — B file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k3D.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Site Dr Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 No Build Analysis Time Period No Build SAT Peak Project Description 2002689.A10 East/West Street: Hill&Dale Site Drive North/South Street: King St Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 . 6 L T R L T R Volume 0 993 3 7 968 0 Peak-Hour Factor, PHF 1.00 1 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 1056 1 3 7 1 1029 1 0 Percent Heavy Vehicles 0 — — 0 — -' Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 0 4 0 0 0 Peak-Hour Factor, PHF 0.94 1.00 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 6 0 4 0 0 0 Percent Heavy Vehicles 0 0 1 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Delay, Queue Len th,and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R (vph) 7 6 4 C (m) (vph) 665 100 499 /c 0.01 0.06 0.01 5% queue length 0.03 0.19 0.02 Control Delay 10.5 43.3 12.3 LOS B E B Approach Delay -- -- 30.9 w pproach LOS -- -- D Copyright C 2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k40.tmp 4/14/2003 W Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Bluebonnet North Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 No Build s Analysis Time Period No Build SAT Peak Project Description 2002689.A10 East/West Street: Bluebonnet North Drive North/South Street: King St Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 6 948 0 0 971 8 Peak-Hour Factor, PHF 0.94 1 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 6 1008 0 0 1032 8 Percent Heavy Vehicles 0 — — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 3 0 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 1 0 0 3 0 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach N13 SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 6 7 C (m)(vph) 676 192 /c 0.01 0.04 5%queue length 0.03 0.11 Control Delay 10.4 24.5 LOS B C Approach Delay -- — 24.5 C pproach LOS -- -- C 4P file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k3A.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Burger King Exit/F Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2007 No Build w Analysis Time Period No Build SAT Peak Project Description 2002689.A10 East/West Street: BK Exit/Firestone North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 991 5 4 936 0 +! Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 1 1054 1 5 4 1 995 0 Percent Heavy Vehicles 0 — — 0 — — w Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 4 0 5 59 0 45 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 4 0 5 62 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration _LTR__7 LTR Delay, Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR (vph) 4 9 109 C (m)(vph) 665 134 127 /c 0.01 0.07 0.86 5%queue length 0.02 0.21 5.37 Control Delay 10.4 33.8 110.8 LOS B D F pproach Delay -- — 33.8 110.8 F pproach LOS -- — � file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k37.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information King Street/Burger King Analyst MJC Intersection EnUKo Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2007 No Build Analysis Time Period No Build SAT Peak Project Description 2002689.A10 East/West Street: BK Entrance/Kollmor en Drive North/South Street: Kin Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 19 1036 0 2 938 78 Peak-Hour Factor, PHF 0.94 1 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 20 1102 0 2 997 82 Percent Heavy Vehicles 0 — — 0 — — '!'"� Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR LT TR U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 0 8 0 0 0 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 L 0 0 Percent Grade (%) 1 0 0 Flared Approach N N RM Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Len th, and Level of Service Approach NB S13 Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR (vph) 20 2 10 C (m) (vph) 654 641 256 /c 0.03 0.00 0.04 95% queue length 0.09 0.01 0.12 Control Delay 10.7 10.6 19.6 LOS B B C pproach Delay -- -- 19.6 pproach LOS -- -- C file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k34.tmp 4/14/2003 M Page 1 of 1 ;ort Report SHORT REPORT Raneral Information Site Information F ,,alyst SJS Intersection KING ST STREET REETIBARRETT Agency or Co. Fuss & O'Neill, Inc. Area Type All other areas Ite Performed 0111412003 urisdiction Northampton ne Period Weekday PM Peak nalysis Year 2007 No Build Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 1 'ne group LTR LTR LTR LTR Volume(v ph) 61 23 1137 1 19 0 145 983 1 0 863 80 !0 Heavy veh 2 2 1 2 0 0 1100 0 1 100 100 1 0 '1`` iF 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 0.95 0.95 0.95 0.95 !tL;tuated (P/A) A A I A A A A P I P P P P P 'Startup lost time 2.0 1 2.0 12.0 2.0 :t. eff. qreen 2.0 1 2.0 12.0 20 ...rival type 3 1 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 ,r d/Bike/RTOR Volume 5 1 0 1 0 0 0 5 0 Line Width 16.0 1 12.0 12.5 12.5 Parking/Grade/Parking N 0 N N 0 N N 1 0 N N 0 N irking/hr Sus stops/hr 0 0 0 0 tit Extension 3.0 3.0 3.0 3.0 iasin EW Perm 02 03 04 NB Only NS Perm 07 08 G = 20.0 G = G = G = G = 8.0 G = 42.0 G= G = Timing Y= 5 Y= Y= Y= IY= 2 Y= 5 1 Y= Y= gyration of Analysis hrs = 0.25 Cycle Length C = 82.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB 1j.flow rate 1232 121 1189 992 Lane group cap. 428 458 1457 1839 ,c ratio 0.54 0.05 0.82 0.54 Green ratio 10.24 0.24 0.63 0.51 iif. delay d1 27.0 1 23.7 11.4 13.5 belay factor k 10.14 0.11 0.50 0.50 rem. delay d2 1.4 0.0 5.2 1.1 factor 1.000 11.000 1.000 1.000 Control delay 28.4 23.7 16.5 14.6 B me group LOS C C B -perch.delay 28.4 23.7 16.5 14.6 proach LOS C C B B `iitersec. delay 16.9 Intersection LOS B Ty Copyright®2000 University of Florida,All Rights Reserved Version 4.1c X52000 0 file://C:\Documents%20and%20Settings\steves\Local%20Settings\Temp\s2k87.tmp 4/16/2003 Mw- Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Bluebonnet South Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 No Build e�w Analysis Time Period No Build PM Peak Project Description 2002689.A10 East/West Street: Bluebonnet South Drive North/South Street: King Street Intersection Orientation: North-South -IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 6 1040 0 0 933 5 ! ' Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 6 1106 0 0 992 5 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 2 0 6 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 1 0 1 0 2 0 6 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 6 8 C (m) (vph) 702 261 /c 0.01 0.03 5%queue length 0.03 0.09 Control Delay 10.2 19.2 LOS B C pproach Delay pproach LOS -- -- C file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k21.tmp 4/14/2003 "" Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information !*e Analyst MJC Intersection King Street/Site Dr Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2007 No Build Analysis Time Period No Build PM Peak Pro.ect Description 2002689.A10 East/West Street: Hill&Dale Site Drive North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1042 0 1 895 0 Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 1108 1 0 1 1 952 0 Percent Heavy Vehicles 0 — — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 F onfiguration T TR LT T stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 ! ' L T R L T R Volume 2 0 1 0 0 0 Peak-Hour Factor, PHF 0.94 1.00 0.94 1.00 1.00 1.00 *" Hourly Flow Rate, HFR 2 0 1 0 1 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N torage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R w. Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R (vph) 1 2 1 C (m)(vph) 638 101 481 /c 0.00 0.02 0.00 95% queue length 0.00 0.06 0.01 Control Delay 10.7 41.4 1 12.5 LOS B E I B Approach Delay -- — 31.7 , . Approach LOS -- — D Copyright®2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k13.tmp 4/14/2003 Two-Way Stop Control Pagel of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Blue Bonnett North Agency/Co. F&O Jurisdiction Date Performed 4114103 s nalysis Time Period No Build PM Peak Analysis Year 2007 No Build Project Description 2002689.A 10 East/West Street: Bluebonnet North Drive North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 3 1040 0 0 937 4 Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 3 1106 1 0 0 1 996 4 Percent Heavy Vehicles 0 — I — 1 0 — w■ Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 3 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 0 0 3 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Length, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 3 C (m) (vph) 700 105 /c 0.00 0.03 5% queue length 0.01 0.09 Control Delay 10.2 40.3 LOS B E Approach Delay — — 40.3 pproach E file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2klE.tmp 4/14/2003 Two-Way Stop Control Pagel of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information 40 General St/Burger King Analyst WC Intersection Exit/Fires Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2007 No Build on Analysis Time Period No Build PM Peak Project Description 2002689.A10 East/West Street: BK Exit/Firestone Drive North/South Street: King Street WIN Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1040 2 0 876 0 Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR D 1106 1 2 0 1 931 0 Percent Heavy Vehicles 0 L — — 0 - '"'"" Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 go Configuration T TR LT T U stream Signal 0 0 Minor Street Westbound Eastbound in Movement 7 8 9 10 11 12 L T R L T R Volume 1 0 5 16 0 27 no Peak-Hour Factor, PHF 694 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 1 1 0 1 5 17 0 28 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 1 0 0 1 0 Configuration i LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound on Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR (vph) 0 6 45 C (m)(vph) 638 247 183 /c 0.00 0.02 0.25 5% queue length 0.00 0.07 0.93 OR Control Delay 10.6 19.9 31.0 LOS B C D Approach Delay — -- 19.9 31.0 pproach LOS — -- C D file:HC:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2kD.tmp 4/14/2003 go Two-Way Stop Control Page I of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King St/Burger King Agency/Co. F&O EnbKollmo Date Performed 4114103 Jurisdiction Analysis Time Period No Build PM Peak Analysis Year 2007 No Build Project Description 2002689.A10 East/West Street: BK Entrance/Kollmor en Drive North/South Street: Kin St Intersection Orientation: North-South tud Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 1056 0 3 900 23 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 5 1123 0 3 957 24 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 V figuration LT TR LT TR tream Si nal 0 0 or Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 17 0 30 0 0 0 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 18 0 31 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Len th,and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR (vph) 5 3 49 C (m)(vph) 712 629 192 lc 0.01 0.00 0.26 5%queue length 0.02 0.01 0.97 Control Delay 10.1 10.8 30.1 LOS B B D *�! -Approach Delay -- -- 30.1 pproach LOS — -- D file://C:\Documents%20and%20Settings\kristalm\Local%20Settings\Temp\u2k10.tmp 4/14/2003 IP>rt Report Page 1 of 1 SHORT REPORT eral Information Site Information nalyst SJS Intersection KING ST STREET REETIBARRETT ggeency or Co. Fuss & O'Neill, Inc. Area Type All other areas 7'te Performed 01114103 Jurisdiction Northampton ie Period Saturday Noon Peak nalysis Year Existing Condition (Zvc 2 flume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 ie group LTR LTR ILTR LTR 'olume(v ph) 76 0 103 1 1 0 107 746 1 2 894 42 Heavy veh 2 2 2 0 0 100 0 1 100 100 - 1 0 ?F 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 actuated (P/A) A A A A A A P P P P P P jortup lost time 2.0 2.0 2.0 2.0 t. eff. green 2.0 1 2.0 2.0 2.0 arrival type 3 3 3 3 it Extension 3.0 3.0 3.0 3.0 :d/Bike/RTOR Volume 5 0 1 0 0 0 5 0 _ane Width 16.0 12.0 112.5 12.5 marking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Irking/hr 3us stops/hr 0 0 0 0 wiit Extension 13.0 1 1 3.0 3.0 3.0 lasing EW Perm 02 03 04 NB Only NS Perm 07 1 08 G = 15.0 G = G = I G = IG = 8.0 G = 28.0 G= G = King Y= 5 Y= Y= Y= Y= 2 Y= 5 Y= Y= aration of Analysis hrs = 0.25 Cycle Len th C = 63.0 _ane Grou Ca acit Control Delay, and LOS Determination EB WB NB SB -%dj.flow rate 191 2 909 998 ,,#ne group cap. 400 406 1413 1528 7.ratio 0.48 10.00 0.64 0.65 3reen ratio 0.24 0.24 1 0.60 0.44 iif. delay d1 20.6 118.3 8.1 13.7 Delay factor k 10.11 0.11 0.50 0.50 Wrem. delay d2 0.9 0.0 2.3 2.2 factor 1.000 1.000 1.000 1.000 �pntrol delay 21.5 18.3 10.4 15.9 _Ine group LOS C B B 8 Apprch.delay 21.5 18.3 10.4 15.9 PW- :)proach LOS C 8 8 B Intersec. delay 14.0 Intersection LOS B 7 M Copyright®2000 University of Florida,All Rights Reserved Version 4.1c I�S2000 W file://C:\Documents%20and%20Settings\steves\Local%20Settings\Temp\s2k92.tmp 4/16/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Bluebonnet Agency/Co. F&O South Date Performed 4114103 Jurisdiction Analysis Time Period Existing SAT Peak Analysis Year 2002 Existing Project Description 2002689.A10 kEa t/West Street: Bluebonnet South Drive North/South Street: Kin Street rsection Orientation: North-South tud Period hrs : 0.25 hicle Volu mes and Adjustments or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R go Volume 5 883 0 0 849 12 Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 5 939 0 0 903 12 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 onf figuration LT T T TR U stream Signal 0 0 an Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 1 0 9 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 1 0 1 0 1 0 1 9 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N qW Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 5 10 C (m)(vph) 754 423 /c 0.01 0.02 5% queue length 0.02 0.07 Control Delay 9.8 13.7 LOS A B Approach Delay -- -- 13.7 Epproach LOS -- -- B file://C:\WINDOWS\Temp\u2k102.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Hill& DaleSite Agency/Co. F&O Dr Date Performed 4114103 Jurisdiction Analysis Time Period Existing SAT Peak Analysis Year 2002 Existing Project Description 2002689.A10 East/West Street: Hill&Dale Site Drive North/South Street: Kin Street Intersection Orientation: North-South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 881 3 7 855 0 Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 937 3 7 909 0 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 V figuration T TR LT T tream Si nal 0 0 or Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 0 4 0 0 0 Peak-Hour Factor, PHF 0.94 1.00 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 6 0 4 0 1 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R (vph) 7 6 4 C (m)(vph) 737 132 545 lc 0.01 0.05 0.01 5%queue length 0.03 0.14 0.02 Control Delay 9.9 33.6 11.7 LOS A D 8 Approach Delay -- -- 24.8 pproach LOS -- -- C file://C:\WINDOWS\Temp\u2k105.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Bluebonnet Agency/Co. F&O North Date Performed 4114103 Jurisdiction Analysis Year 2002 Exist Analysis Time Period Existing Sat Peak Project Description 2002689.A10 EasttWest Street: Bluebonnet North Drive North/South Street: Kin Street Intersection Orientation: North-South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments ®� Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 6 879 0 0 858 7 Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 6 935 0 0 912 7 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 1 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 3 0 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 1 0 0 3 1 0 +�o Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 6 7 C (m)(vph) 751 236 /c 0.01 0.03 95%queue length 0.02 0.09 Control Delay 9.8 20.7 LOS A C pproach Delay — — 20.7 pproach LOS -- — C file://C:\WINDOWS\Temp\u2kFF.tmp 4/14/2003 of 2 Two-Way Stop Control Pagel TWO-WAY STOP CONTROL SUMMARY General Information Site Information ee Analyst MJC Intersection King St/Burger King Exit/Fires Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2002 Existing Analysis Time Period Exist SAT Peak Project Description 2002689.A10 East/West Street: BK Exit/Firestone Drive North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 879 5 4 825 0 Peak-Hour Factor, PHF 1.00 1 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 935 1 5 4 877 0 Percent Heavy Vehicles 0 — — 0 _ Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T U stream Si gal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 4 0 5 55 0 42 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 4 1 0 5 58 0 44 Percent Heavy Vehicles 0 4 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Epproach ela , Queue Len th, and Level of Service NB SIB Westbound Eastbound uw Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR (vph) 4 9 102 C (m)(vph) 737 179 169 lc 0.01 0.05 0.60 5%queue length 0.02 0.16 3.28 !!!� Control Delay 9.9 26.2 54.3 LOS A D F Approach Delay -- -- 26.2 54.3 pproach LOS file://C:\WIND0WS\Temp\u2kF5.tmp 4/14/2003 Two-Way Stop Control Pale 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King StlBurger King Ent/Kollmo Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2002 Existing Analysis Time Period Existing SAT Peak Project Description 2002689.A 10 East/West Street: BK Entrance/Kollmor en Drive North/South Street: Kin St Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 18 921 0 2 827 72 " Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 19 1 979 1 0 2 1 879 76 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR LT TR upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 0 7 0 0 0 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 0 1 7 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Length, and Level of Service pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR (vph) 19 2 9 C (m) (vph) 728 713 298 /c 0.03 0.00 0.03 5% queue length 0.08 0.01 0.09 Control Delay 10.1 10.1 17.5 LOS B B C pproach Delay -- -- 17.5 pproach LOS — C file://C:\WIND0WS\Temp\u2kF1.tmp 4/14/2003 go)rt Report Page 1 of I SHORT REPORT neral Information Site Information nalyst SJS Intersection KING S STREET RRETT ency or Co. Fuss& O'Neill, Inc. Area Type All other areas e Performed 0111412003 urisdiction Northampton ie Period Weekday PM Peak [Analysis Year Existing Condition (ZooZ lume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT m. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 ,ie group LTR LTR JLTR LTR 'olume(v ph) 53 21 127 1 18 0 124 1882 1 0 767 71 in Heavy veh 2 2 2 0 0 100 0 1 100 100 . 1 0 IF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ,ctuated(P/A) A A A A A A P P P P P P , -rtup lost time 2.0 2.0 2.0 2.0 t. eff. green 2.0 12.0 12.0 2.0 `,rival type 3 3 3 3 it Extension 3.0 3.0 3.0 3.0 d/Bike/RTOR Volume 5 0 1 0 0 0 5 0 °ane Width 16.0 12.0 12.5 12.5 ' rking/Grade/Parking N 0 N N 0 N N 0 N N 0 N irking/hr Sus stops/hr 0 0 0 0 *it Extension 3.0 3.0 3.0 3.0 iasing EW Perm 02 03 04 1 NB Only NS Perm 07 08 G = 20.0 G = G JG = JG = 8.0 G = 42.0 JG = G = ming Y= 5 Y= Y= Y= Y= 2 Y= 5 Y= Y= lration of Analysis hrs = 0.25 Cycle Length C = 82.0 _ane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Jj. flow rate 212 20 1060 882 ,ine group cap. 431 458 1522 1839 ratio 10.49 0.04 0.70 0.48 3reen ratio 0.24 0.24 0.63 0.51 iif. delay d1 26.6 23.7 9.8 12.9 delay factor k 0.11 0.11 0.50 0.50 +!-rem.delay d2 0.9 0.0 2.7 0.9 r factor 1.000 1.000 1.000 1.000 ntrol delay 27.5 23.7 12.5 13.8 ine group LOS C C B 8 4pprch.delay 27.5 23.7 12.5 13.8 qw- )proach LOS C C 8 8 Intersec. delay 14.6 Intersection LOS 8 X52000 TM Copyright m 2000 University of Florida,All Rights Reserved Version 4.1c file:HC:\Documents%20and%20Settings\steves\Local%20Settings\Temp\s2k7B.tmp 4/16/2003 Page 1 of 2 Two-Way Stop Control Pa g TWO-WAY STOP CONTROL SUMMARY General Information Site Information +e! Analyst MJC Intersection King Street/Bluebonnet South Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2002 Existing Analysis Time Period Existing PM Peak Project Description 2002689.A10 East/West Street: Bluebonnet South Drive North/South Street: King Street Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 6 930 0 0 827 5 Peak-Hour Factor, PHF 0.94 1 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 6 989 0 0 879 5 Percent Heavy Vehicles 0 — — 0 -- — '"�'" Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 2 0 6 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR 0 0 1 0 2 0 6 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N torage 0 0 !� 0 0 RT Channelized Lanes 0 0 0 0 1 0 0 Configuration LR Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 6 8 315 C (m)(vph) 774 0.03 /c 0.01 95% queue length 0.02 0.08 Control Delay 9.7 16.7 LOS A C W Epproach Delay -- -- 16.7 pproach LOS -- -- C fi1e://C:\WIND0WS\Temp\u2kE2.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst WC Intersection King Street/Site Dr Agency/Co. F&O Jurisdiction Date Performed 4114103 Analysis Year 2002 Existing so Analysis Time Period Existing PM Peak Project Description 2002689.A 10 East/West Street: Hill&Dale Site Drive North/South Street: King Street Intersection Orientation: North-South tud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 933 0 1 830 0 Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 1 992 11 0 1 1 882 0 Percent Heavy Vehicles 0 — — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 onfiguration T TR LT T ru stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 0 1 0 0 0 Peak-Hour Factor, PHF 0.94 1.00 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 1 0 1 1 0 0 0 Percent Heavy Vehicles 0 0 0 0 1 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FT_Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L I rp Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 1/c ane Configuration LT L R (vph) 1 2 1 (m)(vph) 705 127 525 on 0.00 0.02 0.00 5%queue length 0.00 0.05 0.01 uw Control Delay 10.1 33.8 11.9 LOS B D 8 pproach Delay -- -- 26.5 pproach LOS — -- D Copyright®2000 University of Florida,All Rights Reserved Version 4.1c 00 fi1e://C:\WIND0WS\Temp\u2kD9.tmp 4/14/2003 on Two-Way Stop Control Page ] of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King Street/Blue Bonnet North Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2002 Existing Analysis Time Period Existing PM Peak Project Description 2002689.A10 East/West Street: Blue Bonnet North Drive North/South Street: King Street 7- Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 3 930 0 0 831 4 Peak-Hour Factor, PHF 0.94 0.94 1.00 1.00 0.94 0.94 Hourly Flow Rate, HFR 3 989 0 0 884 4 Pa Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 3 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.94 1.00 0.94 Hourly Flow Rate, HFR D 1 0 1 0 3 0 0 Percent Heavy Vehicles 0 0 0 0 t 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized Lanes 0 1 0 0 0 0 0 Configuration LR Delay, Queue Len at and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 3 C (m) (vph) 771 136 lc 0.00 0.02 5%queue length 0.01 0.07 Control Delay 9.7 32.1 LOS A D pproach Delay -- -- 32.1 pproach LOS -- — D file://C:\WINDOWS\Temp\u2kDF.tmp 4/14/2003 on Two-Way Stop Control Page 1 of 2 VP TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJC Intersection King St/Burger King Exit/Fires Agency/Co. F&O Jurisdiction Date Performed 4114103 nalysis Year 2002 Existing Weekday so Analysis Time Period Existing PM Peak Project Description 2002689.A10 East/West Street: BK Exit/Firestone Ttoulctly h/South Street: Kin St. Intersection Orientation: North-South Per iod hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 L T R L T R olume 0 930 2 0 814 0 Peak-Hour Factor, PHF 1.00 0.94 0.94 0.94 0.94 1.00 Hourly Flow Rate, HFR 0 989 1 2 0 1 865 0 Percent Heavy Vehicles 0 — — 0 — — " " Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 1 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 0 5 15 0 25 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 1 0.94 0.94 Hourly Flow Rate, HFR 1 0 5 15 1 0 26 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 L", anes 0 1 0 0 1 0 onfiguration LTR LTR Queue Length, and Level of Service pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR (vph) 0 6 1 41 on C (m) (vph) 706 298 223 /C 0.00 0.02 0.18 95%queue length 0.00 0.06 0.66 Control Delay 10.1 17.3 24.7 LOS B C C Approach Delay — -- 17.3 24.7 pproach LOS -- -- C C file://C:\WIND0WS\Temp\u2kD3.tmp 4/14/2003 Two-Way Stop Control Page 1 of 2 go, TWO-WAY STOP CONTROL SUMMARY General Information Site Information WM Analyst MJC Intersection King St/Burger King Ent/Kollmo Agency/Co. Fuss & O'Neill Jurisdiction Date Performed 4114103 nalysis Year 2002 Existing go Analysis Time Period PM Peak Project Description 2002689.A10 East/West Street: BK/Kollmor en Drive North/South Street: King St Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 945 0 3 798 21 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 5 1005 0 3 848 22 Percent Heavy Vehicles 0 — _ 0 — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 16 0 28 0 0 0 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 17 0 1 29 0 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 1 0 Configuration LTR I—Delay, Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR (vph) 5 3 46 C (m) (vph) 783 697 239 /C 0.01 0.00 0.19 5%queue length 0.02 0.01 0.70 Control Delay 9.6 10.2 23.6 LOS A B C pproach Delay -- — 23.6 pproach LOS -- _ C file://C:\WIND0WS\Temp\u2kCD.tmp 4/14/2003 go Fuss& O'Neill Inc. go TABLE M LEVEL OF SERVICE CRITERIA FOR INTERSECTIONS LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS CONTROL DELAY I'm PER VEHICLE LEVEL OF SERVICE (SEC) M A < 10 B >10 and<20 C >20 and <35 D >35 and<55 E >55 and<80 F > 80 Source: Highway Capacity Manual, Special Report 209, 1998, Table 9-1. ------------------------------------------------------------------------------------------------------------- LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS LEVEL OF CONTROL DELAY TO TRAFFIC SERVICE (Sec. Per Vehicle) A < 10 B >10 and< 15 C >15 and<25 D >25 and<35 E >35 and<50 F > 50 Source: Highway Capacity Manual, Special Report 209, 1998,Table 10-7. F:\PADUWDMfMLEVOFSEF-WPD Fuss&O'Neill Inc. ow APPENDIX 2 CAPACITY ANALYSIS WORKSHEETS m SYNCHRO ANALYSIS/QUEUE ANALYSIS ow an we F� a Cl) � O N (� Z r Q � m 000000000000 0 LL F- Lo F LL W F U o r y z z z z Y z z N U Y Y-Z Z C Y Y FFF- F- FF- F-F- 0N LU � ~ �FN 0� W W W N z w W w w W W W W W o V, mmmmco mmmco 4) o _,5 �� 3 U U E o L Q t L t L t L t L t G p t O � Ol 00 O Cl Ol 01 Ol� W s Q ea.= a 5 0555 S 55555 o E 00 J m c m m m m m m m m m u Q ; Q o Q Q o Q o Q o m m¢ Q ep Za w0: w��>- w�� w� .. � ooQO3000�QQ U)Q F y O 'D W W W W Z �o C = 2 2 2 2 CO d U O O O O U u � y O LLLL 4LL qLL QLL qLL LL Q 4LL LL 4 QLL QLL 4LL F G N m [L lL LL ¢ [L ¢ lL CL lL [L 55555555 t o O 22222222 zz�a �bE m zzgzzwwzzzw C W W O W W J J W W W J 10 i O C ,��, � Z � � CZ7ZU C7 �Q 9 2 ��z� � O Z N a > ZzZZZZWZZz 5zzzzzzzzzz y o 0 0 0 0 0 0 0 0 0 0 0 C O N N O O N O N O L N N N N N N N N N N N O MU M M O O R 0 2 2 0 x O. U U U U U �! a. �QQQ 0 �¢ �QQ � o CL z ~ 2 >>> Q Q?°> > Q p a c c c a a c LL c c a rn CL H d I ro �a Ia¢CL CL a L° F $ oo $° ooOoO. o °o ° o U O fV O f4 N O z g rn p } OOOOOOO °o0o0 O N C O O O O O O O N 0 0 0 N N N N N N O N N N N H N N g N M N ^7 LL I� � N J LL m F- W F N WNtANNNNN Y� L J P NNNNNNN QJ Ix A �aQ�WaQQaa�O W K, c �mmmmmmm m T T T T r 3 m o 0 v0 v 3 �UUUUUUU 0 Oc �e w V q J N -7 B o O L L O L t t t w b D1�O€ OD Ol Ol O) mm�m �a�mmm ee' J 00000000 wq C u CD yf°v'� 30030000 m � e a n. o q 9 w w w w G 0 O O O O CP cho Ht N LL U- :06 LL LL LL LL a a� �a 0 k � y 0 0 0 z q Y E m LLJ wLL'JO 'T LL € '0006606 $� �zd�dzdxz7dx d> W N N Z Z W w > wNN3zww3 � � 00000000 q m O c at t m C T T T T m m m C C g C C z °00 0 NR 00 Q QQ > 2 2 > O d >c>= m(LSdc N cr O E .-Orr O�fV 0 zF N a O p N M N O OJ. 000?00 0 O. O F m z LL.0 S C, 0 a CD c z OOOOOOOM000 co N LL w *a . U. �} J In tCl ' y �Q' 1 `p Y<C9C9C9UC9C7C9UU C �_O Z Z Z Z Z Z Z Z Z ,— w 12� A 0- 0 i i ti m 0Fwoot�AZ \J oa H y N W W W m . o UC7wwwa:KW-it W-w { t � YYCofoCO OoGo[a[nmm mm N N mm O d N N N N 0 0 e 3 V-02 4.8 UUt�U a°' A j J r L 55.5.5.-6 5.3+5.54-e 5 3 � q a �ommmmmmmmmm COL boa J 00000000000 X : °a m C) �� 03 rrrrrrrrrr� 0 ,g; eFy 00000000003 a CL y a w a CP y q-? w C� 0 yo9 = z C h V O be e � LL O LL LL LL LL LL O LL LL LL A a m 5a5�5�5C>L v u U. 0z z z 0z cL Noe m -jJ JJ J d'Q'Q'_30:-j _ 000006 060 z mm zzzzz > 3 wwwwwz3zw > 3 omwwwzzzw ,0 00000000000 m m O r O O O O O O N O N O C it N N N N N t7 N c7 N N N L m N z d m c c c c c c z 3 X000000-080 n m rncmananrnrn x O a � o 2 2 2 2 2- 2 2 a0 ZP ?aaaaaaafa z O a 0 aaaa N� � 99 . 977997 3: C m ao�p dp ao w w 0 w 0 w ao r- o� o� o�aor in��nA O N O O r N 0 0 0 z o aZ6 asi?50La C,0 O 0000�0000 LL 40 Fuss&O'Neill Inc. w Im �w w om ACCIDENT DATA No w 7W,o4FFiC .S/GNqL 41#ele"Ts Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume = 500 d 2 OR MORE LANES&2 OR MORE LANES = 400 2 OR MORE LANES i 1 LANE V W QO 1 LANE 8 1 LANE W d 300 NC1- Q 0O M 200 Z D '115 100 '80 0 S 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note:115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. 7hreshold (Mjh,) )*>- k�nj S-; �w 7-h reshpld[mn n) rir SiVe- /Drive i S //5 Ve%,fer r, (Es�4yw4ed ackd > 200 vFA ';rv- ? y Afs. '2 W TW�f=Gic 5/Gn/,�IL LJ�4k'RgiUTs Figure 4C-3. Warrant 3, Peak Hour 600 x > 500 2 OR MORE LANES 8 2 OR MORE LANES +� x r Q 400 2 OR MORE LANES&1 LANE NM 300 1 LANE 81 LANE CL uj oC a 200 •150 O 100 •100 x 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET—TOTAL OF BOTH APPROACHES- ,,,,, VEHICLES PER HOUR (VPH) *Note:150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower on threshold volume for a minor-street approach with one lane. Thrpslr%� �n,ii7.) Fl"-.del"y Sf Mreshold(rnin,) F0r- Side Dnvv is 150 wh.pr hr: (li c4 tl peak hour vol Zb g) T/��FFic s/U�vRG. 17''�4�k'Rn/i3 Table 4C-1. Warrant 1, Eight-Hour Vehicular Volume Condition A—Minimum Vehicular Volume -Vehicles per hour on higher-volume Number of lanes for Vehicles per hour on major street minor-street approach moving traffic on each approach (total of both approaches) (one direction only) Major Street Minor Street 100%' 80%° 70%` 100%° 80%° 70 0/6` 1................. 1................. 500 400 350 150 120 105 2 or more... 1................. 600 480 420 150 120 105 2 or more... 2 or more... 600 480 420 200 160 140 1................. 2 or more.... 500 400 350 200 160 140 Condition B—Interruption of Continuous Traffic Vehicles per hour on higher-volume Number of lanes for Vehicles per hour on major street minor-street approach moving traffic on each approach (total of both approaches) (one direction only) . Major Street Minor Street 100% 80 0/.° 70 0/6° 100% 80%° 70 0/6` 1................. 1................. 750 600 525 75 60 53 2 or more... 1................. 900 7 630 75 60 53 2 or more... 2 or more... goo' < 720 630 100 80 70 1................. 2 or more.... 750 600 525 100 80 70 Basic minimum hourly volume. Used for combination of Conditions A and B after adequate trial of other remedial measures. °May be used when the major-street speed exceeds 70 km/h(40 mph)or in an isolated community with a population of less than 10,000. ,., Threshold min,) 4- !'i', Sf 7,bresheld 6n,n)4r- SIk DrtvewI c �u rce.1 RU 7-D9 ZdvO /On Lonh1Dl eV,cPJ ON Fuss&O'Neill Inc. on OR uwe an WARRANT WORKSHEETS me on 40 WEEKDAY RED FLORENCE HEIGHTS Effective 44 VIA KING ST. & BRIDGE RD. 2002 THORNES HAMPSHIRE FLORENCE HAMPSHIRE THORNES MARKET PLAZA HEIGHTS PLAZA MARKET 7:05 S -- 7:30 — 8:05 8:05 — 8:30 — 9:05 9:05 9:20 9:35 9:50 10:10 10:10 10:25 10:45 11:00 11:20 11:20 11:35 11:55 1210 12:30 12:30 12:45 1:05 1:20 1:40 1:40 1:55 2:15 2:30 2:50 1l 2:50 3:05 3:25 3:40 4:00 4:00 4:15 4:35 4:50 5:10 5:10 5:25 5:45 6:00 6:20 6:20 6:35 6:55 7:10 7:30 G ? SATURDAY RED FLORENCE HEIGHTS Effective 44 VIA KING ST. & BRIDGE RD. 2026 THORNES HAMPSHIRE FLORENCE HAMPSHIRE THORNES MARKET PLAZA HEIGHTS PLAZA MARKET 9:05 S 9:20 9:35 9:50 10:10 10:10 10:25 10:45 11:00 11:20 11:20 11:35 11:55 12:10 1230 111 12:30 12:45 1:05 1:20 1:40 1:40 1:55 2:15 2:30 2:50 2:50 3:05 3:25 3:40 4:00 4:00 4:15 4:35 4:50 5:10 5:10 5:25 5:45 6:00 6:20 ff1A 6:20 6:35 6:55 7:10 7:30 G SUNDAY RED FLORENCE HEIGHTS Effective 44 VIA KING ST. & BRIDGE RD. 2002 WAL-MART/ VETERANS WAL-MART/ THORNES HAMPSHIRE FLORENCE HOSPITAL/ HAMPSHIRE THORNES MARKET PLAZA HEIGHTS LEEDS PLAZA MARKET 11:25 S 11:40 11:55 12:00 12:20 1240 12:40 1:00 1:15 1:20 1:40 2:00 2:00 2:15 230 2:35 2:55 3:10 3:10 3:25 3:40 3:45 4:05 4:20 4:20 4:35 4:50 4:55 5:15 5:35 5:35 5:50 6:05 6:10 6:30 6:45 G 41U To connect with B48 Holyoke bus,passengers may transfer at Academy of Music 5 minutes before Thomas time. G-to Garage at 54 Industrial Drive,Northampton S-serves Salvo House 5 minutes before Thorns time. ROUTE INFORMATION O SERVICE ON Due to traffic and weather conditions,times are subject to change. New Year's Day Labor Day Fares: Memorial Day Thanksgiving Day All passengers may ride for 254. Independence Day Christmas Day Types of Bus Passes: E&D One Zone Pass($13 1month)•E&D Mufti-Zone($18/month) •One Zone Pass($27/month) •Multi-Zone Pass($36/month) PVTA Information Center. Services offered include identification cards for elderly,persons with disabilities and Medicare card 7Us, ay Service Schedule holders,bus tokens and monthly passes. The office is located at 1776 Main Street at the Springfield Bus Terminal. Schedule and fare information is available by calling 586-5806 or toll free 877-779-PVTA. PVTA passengers may also purchase their monthly pass at the U.S.Express office,located at One Roundhouse Plaza in Northampton. Elderly&Persons with Disabilities Identification Cards are also available from the Amherst&Northampton Councils on Aging. For more information,contact the You're making a smart choice when Amherst COA at 256-4057,or the Northampton COA at 587-1228. you ride PVTA.Riding the bus is convenient,safe,reliable and 40 Transfers environmentally friendly. Because of the reduced fare on this route,transfers to other routes are not offered or taken. to Veterans'Hospital Hampshire ` rO�neCricr� (Sundays ONLY) Plaza ! r �f'• �G — Meadowbrook• egoc cu t0r Pr ON Ro Pt�E` `Opp �5 9 Apts. \ \ ALA, M \ \ Hampshire , ST i " •Heights 1 Florence Dept.of Transitional e� Hampton Center N Ln��sr sr •Assistance oY Gardens > F.2 � BARRE7T ST, Pro Brush PINE sT , Volvo I \\".... T ST �9� - Stop&Shop \ 1 ■ O � A i � r Florence 1 Heights NORTHAMPTON c r f Smith College R42 y� ■Th s Market F,vu Ace emy of M ic • \ McDonald 1, m ���° _ • '-House nwan� � R41 7d 0 112 Mile „ \ SaIV 66, I 10 1 House F � F PVTA Route RED 44 RF© "••"•••••.. Limited Service 0---- Connecting Route ———— Fare Zone Boundary Florence Heights via King 5t. & Bridge Rd.. q�yur —X4::4. J 40 fr2 ls: !9 I 'WANT TO JOIN THE TRANSIT CLUB! PLEASE SEND ME THE PASSES INDICATED BELOW: ❑ E&D One Zone Pass- $13.00/month ❑ One Zone Pass- $27.00/month ❑ E&D Multi-Zone Pass- $18.00/month ❑ Multi-Zone Pass- $36.00/month ❑ One Zone Ticket Pack- $6.50/ten rides ❑ Multi-Zone Ticket Pack- $9.00/ten rides Name Address City,State,Zip Phone CONFICEN'IAL PJ'A LFFIIE USE ONLY ❑ Check enclosed for month of: Please make check payable to PVTA. Mail to:PVTA Information Center ^__ 1776 Main Street,Springfield,MA 01103 FUSS & O'NEILL 1200 CONVERSE ST Site Code : 000000099216 LONGMEADOW, MA Start Date: 07/05/1999 File I.D. KING Street name :King Street Page 2 Begin Mon. 07/12 Tues. Wed. Thur. Fri. Weekday Avg. Sat. Sun. 1210 NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB 0 am 68 37 54 40 * * * * * * 61 38 01:00 35 26 33 30 * * * * * * 34 28 02:00 24 12 17 23 * * * * * * 20 18 * + + + 03:00 12 28 17 16 * * * * * ' 14 22 04:00 22 46 17 37 * * + * * * 20 42 X05:00 93 67 63 86 * * * * * 88 76 06:00 185 205 202 210 * * * * * 194 208 07:00 394 434 392 366 * * * * * * 393 400 08:00 546 583 550 550 * * * * * 548 566 09:00 575 689 586 665 * * * * * * 580 677 4w 10:00 661 610 628 575 * * * * * * 644 592 11:00 664 619 746 610 * * * * * * 705 614 12:00 pm 894 816 901 797 * * * * * * 898 806 01:00 839 757 858 764 * * * * * * 848 760 * * * + 02:00 799 670 785 666 * * * * 792 668 03:00 837 744 796 751 * * * * 816 798 04:00 915 695 891 702 * * * * * * 903 698 05:00 883 712 854 710 * * * * * 868 711 + + + + 06:00 676 580 697 564 * * * * * * 686 572 07:00 521 504 512 460 * * * * * * 516 482 08:00 449 390 * * * * * * * i 449 390 09:00 385 274 * * + + + * * 385 274 10:00 225 176 * * * * * * i 225 176 11:00 121 126 * * * * * * * 121 126 Totals 10823 9800 9619 8622 0 0 0 0 0 0 10808 9692 0 0 0 0 20623 18241 0 0 0 20500 0 0 Avg. Day 100.18 101.18 89.08 88.98 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 AM Peaks 11:00 09:00 11:00 09:00 11:00 09:00 Volume 664 689 746 665 705 677 PM Peaks 04:00 12:00 12:00 12:00 04:00 12:00 Volume 915 816 901 797 903 806 99 ADTs FUSS & O'NEILL A 1200 CONVERSE ST Site Code : 000000099216 LONGMEADOW, MA Start Date: 07/05/1999 File I.D. KING Street name :King Street Page 1 Begin Mon. 07/05 Tues. Wed. Thur. Fri. Weekday Avg. Sat. Sun. Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB 12:00 am * * * * * 85 73 77 56 81 64 130 98 129 1D1 01:00 * * * * 45 37 42 33 44 35 100 49 109 61 02:00 * * * * * 18 28 34 31 26 30 62 39 45 26 03:00 * * * * * 28 30 15 22 22 26 23 25 26 15 04:00 * * * * * * 24 43 19 36 22 40 24 30 25 15 P 05:00 + + + + + * 79 75 74 73 76 74 48 58 39 33 06:00 * * * * * * 229 198 184 222 204 210 120 107 79 97 07:00 * * * * * * 402 425 406 399 404 412 205 224 149 145 08:00 * * * * * * 596 609 515 574 556 592 344 373 252 211 09:00 * * * * * * 575 659 666 693 620 676 495 538 381 351 PM10:00 * * * * * * 639 607 666 620 652 614 652 654 464 417 11:00 * * * * * * 731 726 775 750 753 738 747 753 596 567 12:00 pm * * * * * * 897 648 1048 931 972 890 802 742 653 643 01:00 * * * * * * 907 787 995 825 951 806 696 719 694 622 W02:00 * * * * * * 799 794 887 791 843 792 719 688 646 616 " 03:00 * * * * * * 807 777 849 804 828 790 652 658 598 626 04:00 * * * * 779 764 802 782 958 774 846 773 640 581 576 665 05:00 * * * * 825 820 895 769 914 841 878 810 656 606 498 591 06:00 * * * * 621 642 718 701 705 743 681 695 522 601 455 527 07:00 * * * * 535 553 634 543 595 578 588 558 530 527 396 465 4008:00 * * * * 504 429 543 476 516 480 521 462 454 442 393 384 09:00 * * * * 463 383 457 358 428 349 449 363 405 369 329 294 10:00 * * * 258 218 305 241 338 245 300 235 347 261 224 170 11:00 * * * * 145 143 170 132 248 192 188 156 245 201 128 112 Totals 0 0 0 0 4130 3952 11380 10718 11954 11062 11505 10841 9618 9343 7884 7754 0 0 8082 22098 23016 22346 18961 15638 Avg. Day .06 .06 .06 .06 35.96 36.48 98.96 98.86 103.98 102.06 83.66 86.16 68.56 71.58 SAM Peaks 11:00 11:00 11:00 11:00 11:00 11:00 11:00 11:00 11:00 11:00 Volume 731 726 775 750 753 738 747 753 596 567 PM Peaks 05:00 05:00 01:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 01:00 04:00 Volume 825 820 907 848 1048 931 972 890 802 742 694 665 FUSS & O'NEILL MR 1200 CONVERSE ST Site Code : 000000099216 LONGMEADOW, MA Start Date: 07/05/1999 File I.D. KING Street name :King Street Page 2 Begin 07/12 Mon. 07/13 Tues. 07/14 Wed. 07/15 Thur. 07/16 Fri. Weekday 07/17 Sat. 07/18 Sun. Time Total Total Total Total Total Avg. Total Total 12:00 am 105 94 * * 100 01:00 61 63 * * 62 * , 02:00 36 40 * * 38 * + 03:00 40 33 * * * 36 04:00 68 54 * * * 61 05:00 160 169 * * * 169 *+ 06:00 390 412 * * 401 07:00 828 758 * * * 793 * + 08:00 1129 1100 * * 1114 + 09:00 1264 1251 * * * 1258 + M 10:00 1271 1203 * 1237 11:00 1283 1356 * * * 1320 12:00 pm 1710 1698 * * 1704 01:00 1596 1622 * * * 1609 ** 1p 02.00 1469 1451 * * * 1460 + 03:00 1581 1547 * * 1564 04:00 1610 1593 * * * 1602 05:00 1595 1564 * * * 1580 06:00 1256 1261 * * * 1258 07:00 1025 972 * * * 998 08:00 839 * * * 839 09:00 659 * * 659 10:00 401 * * * 401 11:00 247 * * * 247 Totals 20623 18241 0 0 0 20505 0 0 Avg. WkDay 100.5% 88.98 .08 .0% .0% .0% .0% AM Peaks 11:00 11:00 11:00 Volume 1283 1356 1320 PM Peaks 12:00 12:00 12:00 Volume 1710 1698 1704 ADTs wo #o op A FUSS & O'NEILL ON 1200 CONVERSE ST Site Code 000000099216 LONGMEADOW, MA Start Date: 07/05/1999 File I.D. KING Street name :King Street Page 1 Begin 07/05 Mon. 07/06 Tues. 07/07 Wed. 07/08 Thur. 07/09 Fri. Weekday 07/10 Sat. 07/11 Sun. r Time Total Total Total Total Total Avg Total Total 12:00 am * * * 158 133 146 228 230 01:00 * * * 82 75 78 149 170 02:00 * * * 46 65 56 101 71 03:00 * * * 58 37 48 48 41 04:00 * * * 67 55 61 54 40 05:00 * * * 154 147 150 106 72 06:00 * * * 422 406 414 227 176 07:00 * * * 827 805 816 429 294 08:00 * * 1205 1089 1147 717 463 09:00 * * * 1234 1359 1296 1033 732 10:00 * * * 1246 1286 1266 1306 881 11:00 * * * 1457 1525 1491 1500 1163 12:00 pm * * * 1745 1979 1862 1544 1296 01:00 * * * 1694 1820 1757 1415 1316 02:00 * * * 1593 1678 1636 1407 1262 03:00 * * * 1584 1653 1618 1310 1224 04:00 * * 1543 1584 1732 1620 1221 1241 05:00 * * 1645 1664 1755 1688 1262 1089 06:00 * 1263 1419 1448 1377 1123 982 07:00 * * 1088 1177 1173 1146 1057 B61 08:00 * * 933 1019 996 983 896 777 09:00 * * 846 815 777 813 774 623 10:00 * 416 546 583 535 608 394 11:00 * * 288 302 440 343 446 240 Totals 0 0 8082 22098 23016 22347 18961 15638 IN Avg. WkDay .08 .08 36.18 98,8% 102.98 84.8% 69.9% AM Peaks 11:00 11:00 11:00 11:00 11:00 Volume 1457 1525 1491 1500 1163 M PM Peaks 05:00 12:00 12:00 12:00 12:00 01:00 Volume 1645 1745 1979 1862 1544 1316 I KM TABLE A-4 File Name : 112311 INTERSECTION TRAFFIC COUNT Site Code : 11230001 KING ST. AT BARRETT ST. Start Date : 11/23/2002 CxJT DATE 11/23/02 Page No : 1 From North From East From South From West Start Time Right Thru Left Peds Right Thru !eft Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11:00 AM 14 192 0 0 0 0 0 1 0 193 29 0 44 0 24 1 498 11:15 AM 10 170 0 -- 0 0 0 0 0 0 210 19 0 50 0 15 2 476 11:30 AM 18 181 0 0 0 0 0 0 0 213 30 0 40 1 13 0 496 11:45 AM 15 183 0 01 0 0 0 01 1 205 26 0 40 0 - 18 0 488 Total 57 726 0 01 0 0 0 11 1 821 104 0 174 1 70 31 1958 12:00 PM 20 195 1 1 1 0 0 1 10 187 31 0 29 0 15 1 492 12:15 PM 8 185 0 0 0 1 0 1 1 210 21 2 30 0 13 . 2 474 12:30 PM 20 181 0 0 0 0 0 0 0 194 29 2 35 0 16 3 480 12:45 PM 13 202 0 1 0 0 0 1 0 193 20 1 26 1 19 0 477 Total 61 763 1 2 1 1 0 3 11 784 101 5 120 1 63 6 1923 Grand Total 118 148 9 1 2 1 1 0 4 12 165 205 5 294 2 133 9 3881 Apprch% 7.3 92.5 0.1 0.1 16.7 16.7 0.0 66.71 0.7 87.8 11.2 0.3 67.1 0.5 30.4 2.1 Total % 3.0 38.4 0.0 0.1 0.0 0.0 0.0 0.11 0.3 41.4 5.3 0.1 7.6 0.1 3.4 0.2 OR TABLE A-3 File Name : 1121330 Site Code : 11210201 INTERSECTION TRAFFIC COUNT Start Date : 11/21/2002 KING ST. AT BARRETT ST. Page No : 1 Coixit Date: -11/21/02 (Thursi INC. ! From Northam WILTFFrromDEast Flom Soutth. From West T. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 1.01 1.01 1.01 1.0 1.0 1.0 1.0 1.0 1.01 1.0 1.0 1.0 -1.01 1.01 1.0 1.0 03:30 PM 15 180 2 0 1 0 0 0 0 201 24 0 35 0 16 1 475 03:45 PM 16 184 0 0 0 0 1 11 0 190 25 01 39 0 12 01 468 Total 31 364 2 01 1 0 1 11 0 391 49 01 74 0 28 11 943 04:00 PM 13 159 1 0 1 0 2 0 0 216 25 0 31 0 15 1 464 04:15 PM 19 175 0 0 1 0 1 0 2 189 45 0 25 0 13 2 472 04:30 PM 13 164 0 0 0 0 0 0 0 225 31 0 35 0 16 1 485 04:45 PM 23 182 0 0 0 5 0 0 0 181 29 0 28 0 12 . 2 462 Total 68 680 1 0 2 5 3 0 2 811 130 0 119 0 56 6 1883 05:00 PM 12 187 0 0 0 12 1 0 0 213 22 0 28 20 . 11 2 508 05:15 PM 19 196 0 0 0 0 0 1 1 219 36 1 30 0 11 5 519 or Grand Total 130 142 3 0 3 17 5 2 3 164 237 1 251 20 106 14 3853 Apprch% 8.3 91.5 0.2 0.0 11.1 63.0 18.5 7.4 0.2 87.1 12.6 0.1 64.2 5.1 27.1 3.6 Total J, 3.4 37.0 0.1 0.0 0.1 0.4 0.1 0.1 0.1 42.4 6.2 0.0 6.5 0.5 2.8 0.4 so Tk13LE A-2 g TURNING MOVEMENT COUNTS SATURDAY, NOVEMBER 23, 2002 PROJECT NUMBER 2002689.A10 ALL VEHICLES King King King King ow Burger King Burger King Entrance Street Street Exit Kollmorgan Street Street NB SB NB SB Left Right Left Right Left Right Left Right Right Left �. 11:00 AM 0 0 3 5 7 9 2 3 1 0 11:15 AM 0 0 6 9 7 6 1 2 0 0 11:30 AM 0 0 7 6 3 5 1 0 0 0 11:45 AM 0 0 6 11 5 10 5 4 1 0 215PM : 0 0� 3 i19 X136 ` V d x`12!30 I �11 245PM ==13 � �. King King Monro King King Hill&Dale King King Firestone Street Street Street Street Mall/Project Street Street NB SB Muffler NB SB Site NB SB Left Right Right Left Left Right Left Right Left Ri ht Right Left 11:00 AM 0 3 0 4 0 0 0 1 0 3 0 0 11:15 AM 2 0 1 2 0 0 0 1 0 3 0 0 11:30 AM 2 1 2 1 0 0 0 0 0 2 0 2 11:45 AM 1 1 1 1 1 0 0 0 0 0 0 1 12.30�M Blue Bonnet King King Blue Bonnet King King Blue Bonnet King King Diner Street Street Street Street Street Street Entrance NB SB Diner North NB SB Diner South NB SB Left Right Left Right Left Right Left Right Left Right Left Right 11:00 AM 0 0 0 0 2 1 0 2 2 0 2 0 11:15 AM 0 0 0 2 0 2 0 2 1 1 2 4 11:30 AM 0 0 0 2 2 1 0 2 0 1 3 5 11:45 AM 0 0 0 2 2 0 1 0 1 1 2 1 "w1��"0��� 20 25 PM 'Q� 0 0 C 1 1 � 11230 f?M 0 0 �x Na t x 0.. Fournier King King Sherwin King King Shoe Repair Street Street Williams Street Street NB SB NB SB Left Right Left Right Left Right Left Right �w 11:00 AM 1 1 4 0 0 1 1 0 11:15 AM 0 0 3 1 0 1 0 0 11:30 AM 1 6 2 1 0 0 1 1 11:45 AM 1 2 0 1 0 0 0 0 � ', .. . - w 12;00 PM, 1 �< 2 2 1 0 0 0 `0 12:15,PM' 0 2 0 2 .' 0 11 0 i2kPM 1 ._ 4" 3 ° 3 0 3 1 0dr ... 12:45`PM 2 11 , 1 1 0 3 -:O' 0 W so TABLE A-1 TURNING MOVEMENT COUNTS THURSDAY, NOVEMBER 21, 2002 PROJECT NUMBER 2002689.A10 ALL VEHICLES King King King King w Burger King Burger King Entrance Street Street Exit Kollmorgan Street Street NB SB NB SB Left Right Left Right Left Right Left Right Right Left 3:30 PM 0 0 3 8 6 10 13 19 0 1 3:45 PM 0 0 6 6 7 5 5 3 0 3 4:00 PM 0 0 4 3 1 4 3 6 0 0 4:15 PM 0 0 2 3 3 6 7 7 0 1 ,4:30 PM 0 ,app 0 03 12 9 12 0 2 4 45 PM �0 (} ��1 5 `� 4 6tt —5` " Q gyp ' 5 OQwPM 0? q 8364' 0 g 1 ' 5.15 PM,, 0 ' -"`0, .i� 6 Olt, 0: on King King Monro King King Hill&Dale King King Firestone Street Street Street Street Mall/Project Street Street NB SB Muffler NB SB Site NB SB Left Right Right Left Left Right Left Right Left Right Right Left 3:30 PM 0 1 0 0 0 0 0 1 2 0 2 0 3:45 PM 1 2 2 1 0 0 1 1 0 2 1 1 4:00 PM 2 1 0 0 0 0 0 0 0 1 0 1 415 PM 1 2 1 1 0 0 0 0 0 1 0 1 �4 30 PM , Q 1 0 0 € 4 � 1 � =0 ` 1� 4 x /'.{.'P°xX• +7r.,' f y "p+ 0 E';_I_PK4��5: 5 '4� ,. _;1 _,.. .�: ��. =�0�: 0 4. Blue Bonnet King King Blue Bonnet King King Blue Bonnet King King Diner Street Street Street Street Street Street Entrance NB SB Diner North NB SB Diner South NB SB Left Right Left Right Left Right Left Right Left Rig ht Left Right 3:30 PM 0 0 0 0 0 1 1 0 0 5 4 2 3:45 PM 0 0 1 2 0 3 2 1 0 2 1 5 4:00 PM 0 0 0 0 2 1 0 0 0 2 1 0 4:15 PM 0 0 2 0 0 0 0 0 0 0 4 0 ., , Yx star r 4 30PM 4 00 k2 Q �4 V2 Q 2 2 Q ! 'SOOPM ` 2 3 515 PMT 4. ` King King King King Fournier Street Street Sherwin Street Street Shoe Repair NB SB Williams NB SB Left Right Left Ri ht Left Right Left Right 3:30 PM 0 0 0 0 0 1 0 0 3:45 PM 0 0 0 0 0 0 0 0 4:00 PM 2 0 1 2 0 1 1 0 4.15 PM 0 2 0 1 1 1 1 0 4:30 PM bt 4:45 PM 422 7 0 �.3 r..0 0 5:00 PM 1 p.Mfl : .:� 0 "1. 0 0 5:15 PM 1 ;'0 1 0 0 '-Y 0 .. - .. ew Fuss&O'Neill Inc. �w �w PM MANUAL TURNING MOVEMENT COUNT SUMMARIES o on on 4" OR w W W cr N o z n n O N Y 6 2 KOLLMORGEN ENTRANCE DRIVE } BURGER KING f aho EXIT DRIVE FIRESTONE i N o� �5 mO1 I`� l _ MONRO J 1 I `- r-4 3—) -11 45-) k—) NORTH DRIVE HILL&DALE MALL SITE BLUEBONNET n�� 127 --13 SOUTH DRIVE J (-200 ! —) i F PROPOSED DRIVE 1 J °D 13--- n� 10—) n N � i FOURNIER SHOE REPAIR 4� 10-, N cm m o- Ji SHERWIN WILLIAMS 0—) i 7--) N^ CAR WASH Ns �� r-° ~1 BARRETT STREET Jib WILLARD CONCRETE ,3I 136--) am W Fuss & O'Neill am O (413)432-OW C: FIGURE 10 2007 BUILD N .: SATURDAY MIDDAY PEAK HOUR TRAFFIC VOLUMES Z PROJ. NO. 2002689.A10 DATE: 4/2003 w W W N z 1� _2 N�17 Y �30 Jib17 KOLLMORGEN ENTRANCE DRIVE IBURGER KING i !1M to N o EXIT DRIVE FIRESTONE N tg as 0 5 ° MONRO o .r w Ji 0—) � I 0 iC4 3-J -� i 0--) n� NORTH!!DRIVE HILL&DALE MALL SITE BLUEBONNET na°a I I I ---10 4J SOUTH DRIVE + ` 154 I PROPOSED DRIVE 6�2 X:F:OURNIER SHOE REPAIR N$ SHERWIN WILLIAMS J ! 0-) CAR WASH go J � � —19 �1 BARRETT STREET � WILLARD CONCRETE 97J � il( 23-- 137-) Ac Fuss & O'Neill jv c„u„t 0 : (473)452-"0 FIGURE 9 I 2007 BUILD N WEEKDAY PEAK HOUR TRAFFIC VOLUMES z PROD. NO. 2002689.A10 DATE: 4/2003 w W W 0 Z _ N Y � ENTRANCE DRIVE KOLLMORGEN BURGER KING I EXIT DRIVE FIRESTONE II�II MONRO NORTH DRIVE SITE BLUEBONNET �-127 --13 SOUTH DRIVE (-200 13 PROPOSED DRIVE Y a FOURNIER SHOE REPAIR Ro SHERWIN WILLIAMS CAR WASH m coo BARRETT STREET WILLARD CONCRETE 55 on Fuss & O'Neill :Jv c O (413)462-OW FIGURE 8 SITE GENERATED TRAFFIC N .: SATURDAY MIDDAY PEAK HOUR a TRAFFIC VOLUMES Z !a1: PROJ. NO. 2002689.A10 DATE: 4/2003 w W z Y to KOLLMORGEN ENTRANCE DRIVE 1 BURGER KING n EXIT DRIVE FIRESTONE MONRO NORTH DRIVE SITE BLUEBONNET cvC 1011 ^10 SOUTH DRIVE (-154 9_� 4 PROPOSED DRIVE IN M� FOURNIER SHOE REPAIR SHERWIN WILLIAMS CAR WASH n� J � AAl1 BARRETT STREET WILLARD CONCRETE 36 J W A Fuss & O'Neill S"IAA 0150 0 (413)452-0"5 FIGURE 7 SITE GENERATED TRAFFIC N WEEKDAY PEAK HOUR TRAFFIC VOLUMES Z PROJ. NO. 2002689.A10 DATE: 4/2003 ells W W K N C7 Z Y KOLLMORGEN 33X ENTRANCE DRIVE 1 BURGER KING EXIT DRIVE FIRESTONE MONRO NORTH DRIVE SITE BLUEBONNET Sx 33X SOUTH DRIVE CPROPOSED DRIVE 2X FOURNIER SHOE REPAIR SHERWIN WIWAMS CAR WASH BARRETT STREET 20x WILLARD CONCRETE I42% Fuss& O`Neill � • Q cam • a ., (413)432-OMS FIGURE 6 TRIP DISTRIBUTION N WEEKDAY PEAK HOUR (SATURDAY MIDDAY) PROD. NO. 2002689.A70 DATE: 1/2003 Lu W W N a m ? n0N Y �B Jf (- -- 0 r ENTRANCE DRIVE (-2 KOLLMORGEN BURGER KING f r !n EXIT DRIVE ° FIRESTONE ,ca m.r �S —0 MONRO J ` ! r 4 mM Jf 3J � f 59—) fr � � f 0� 4 m NORTH DRIVE HILL 6 DALE MALL SITE BLUEBONNET r�� J EXISTING DRIVE SOUTH DRIVE co mn �4 ,J r6 10—) �co SHOE REPAIR as W:FOURNIER J SHERWIN WILLIAMS OJ f 7� Ng CAR WASH J f �� BARRETT STREET WILLARD CONCRETE 75-)1 f r 136--) :!N" h Fuss & O'Neill tu r � »9 �> .�.. o (413)452- � _ FIGURE 5 2007 NO BUILD N SATURDAY MIDDAY PEAK HOUR lil TRAFFIC VOLUMES z PROD. NO. 2002689.A70 DATE: 1/2003 r w w N C7 _Z NOfM Y -3 J f -�-�-- 0 (-17 KOLLMORGEN ENTRANCE DRIVE � BURGER KING � ` f Io EXIT DRIVE � FIRESTONE II�1 r +� aoo S 0 MONRO f f Jf 0 1 � 16 1r 0� 27-, gN 3-) -1 f 0--) n g NORTH DRIVE o HILL 3 DALE MALL SITE BLUEBONNET a 1 f EXISTING DRIVE SOUTH DRIVE J '^ 1f 40-� (-1 n 2 —) f r-2 NO 6--) �O r f FOURNIER SHOE REPAIR N O o 4-� � f h Q N W Jf SHERWIN WILLIAMS 4—) � f 0 CAR WASH n �0 co coo �,s • BARRETT STREET WILLARD CONCRETE 61 J 23 3---- 137--) n �o f' Fuss & O'Neill w Consu2hng Engivars 7 O 75 fnt;F To i! 9 (413)452-0445 FIGURE 4 2007 NO BUILD N WEEKDAY PEAK HOUR TRAFFIC VOLUMES Z W PROJ. NO. 2002689.A10 DATE: 1/2003 W W F N C7 n Z nq N Y 7 i i (- --- 0 ENTRANCE DRIVE 2 KOLLMORGEN BURGER KING EXIT DRIVE �c� FIRESTONE r J �I m °e° ~ 0 MONRO J , -4 42-1 ^»go to NORTH DRIVE r J HILL 3 DALE MALL S(TE BLUEBONNET J J EXISTING DRIVE SOUTH DRIVE a mn nm 9� Ji FOURNIER SHOE REPAIR 4 cc 9--) 1Dco coo SHERWIN WILLIAMS 1 0-j 7-) 1 t CAR WASH n BARRETT STREET J �0 WILLARD CONCRETE 61 + (� 1— I ! 126-1 $C4^ Fuss & O'Neill LU 73 Q) wConsul 8nginsg A 01089 F" (173)432-0443 O FIGURE 3 2002 EXISTING N SATURDAY MIDDAY PEAK HOUR Z TRAFFIC VOLUMES Z PROJ. NO. 2002689.A10 DATE: 1/2003 1� f- w w s N C7 a0 ? N n r) Y 28 J L --- 0 ENTRANCE DRIVE 16 KOLLMORGEN BURGER KING -� I r— in in o EXIT DRIVE v FIRESTONE .r coo �5 _ MONRO t r J 0—) I 15� ! [ 0� 0— �. 25—, �c+ 3� � I 0---1 NORTH DRIVE cb HILL&DALE MALL SITE BLUEBONNET �� J 1 EXISTING DRIVE SOUTH DRIVE 2 -) -11 �1 W:FO:URNIER � �'2 SHOE REPAIR N SHERWIN WILLIAMS J 0—) i w CAR WASH nno �—O Jj � �18 BARRETT STREET WILLARD CONCRETE 21J -lff 21— 127—) N co �-co Fuss & O'Neill c--ulany anginetrs 7a tntwvtat4r urr^won*form o 0 (413)432-0443 FIGURE 2 p 2002 EXISTING WEEKDAY PEAK HOUR TRAFFIC VOLUMES W C: PROD. NO. 2002689.A,0 DATE: 1/2003 ?rte � ,�� �� i� �`:,,,, � � ,. � ►_ 0 ti t.r.Pl �� x „{ ;, r NA ibm ML Me �� r � Mop r SITE LocATION MAP NORTHAMPTONMA PROJ. NO. 2000325 DATE .. SCALE 1*-200OFT WN Fuss&O'Neill Inc. g an FIGURES 1 - 10 I" Fuss& O'Neill Inc. on me an APPENDIX FIGURES 1 - 10 MANUAL TURNING MOVEMENT COUNT SUMMARIES WARRANT WORKSHEETS ACCIDENT DATA SYNCHRO ANALYSIS/QUEUE ANALYSIS (SEE APPENDIX 2) s CAPACITY ANALYSIS WORKSHEETS (SEE APPENDIX 2) on an IN F:\P2002\689\A10\TRAFFIC IMPACT STUDY.doc Fuss&O'Neill Inc. 4W CONCLUSIONS/RECOMMENDATIONS Based on the traffic data collected and the analysis of projected traffic conditions with the proposed site redevelopment, the following is concluded: W 1. Site traffic volumes in and out of the proposed project will result in relatively moderate increases in peak period traffic demand in the vicinity of the site and will operate with moderate delay at the site driveway intersection with King Street. During the weekday afternoon peak hour, the estimated total site traffic is 244 vehicles entering and 265 vehicles exiting the project, of which 25% will not be new traffic, but will already be passing the site. New (added) trips generated by the site during the weekday afternoon peak hour will total approximately 183 new trips entering and 198 exiting. 2. The projected traffic volumes at the site driveway and those volumes which currently exist along King Street are sufficient to warrant a traffic signal at the proposed site driveway. Accordingly, a shifting of the current site driveway to the south by approximately 75 feet and constructing a traffic control signal is recommended as part of the site plan for this project. The signal can be integrated very nicely with the south driveway of the Bluebonnet Diner across the street from the proposed development. 3. Impacts to the signalized intersection of Barrett Street south of the site are expected to be relatively minor. The overall level of service for the intersection will remain at Level "B". However, it is important that this signal be coordinated with the proposed signal at the main driveway to the site. 4. A crosswalk on King Street at the new site driveway is recommended. Pedestrian push-button actuation of this crossing is recommended as part of the proposed traffic signal design. 5. The site parking lot and internal traffic circulation roadway have been designed to accommodate a future internal traffic connection to the Kollmorgen site to the north. 6. The proposed driveway to The Shops of Northampton has been designed to accommodate additional traffic of a future development on the Kollmorgen site. FAP2002\689\A10\TRAFFIC IMPACT STUDY.doc 10 Fuss&O'Neill Inc. Alternative Traffic Mitigation Measures The site plan features encourage pedestrian access to the site from King Street via existing sidewalks (along King Street), a new pedestrian-actuated signal crossing at King Street at the proposed site driveway, and new sidewalk connections to the site stores from King Street. Sitting areas with benches have been located throughout the site. Raised crosswalks across the internal site roadways have been proposed. In order to encourage bicycle access to the site, bike racks have been provided at various locations around the site. Regarding public transit in the King Street area, there is a current bus route which operates on Barrett Street and King Street south of the site, but there is no bus service immediately adjacent to the site. Public transit service should be encouraged to the site and the adjacent Kollmorgen site. Coordination with the Pioneer Valley Transit Authority (PVTA) who operates the service is necessary before any changes in the route can be investigated. It is recommended that the project owner assign a local representative of the project to act as transportation coordinator. This coordinator should discuss a possible future bus stop at The Shops of Northampton with the PVTA once the project is operational. The internal circulation roadways and sidewalk sitting areas have been designed with possible future bus service in mind. ON-SITE TRAFFIC CIRCULATION The site plan prepared for the project includes parking for approximately 268 vehicles on-site. Additional shared parking is available on the proposed Firestone parcel. The on- site parking layout and parking aisle circulation is consistent with good practice relative to both vehicular,pedestrian and delivery truck circulation. Truck traffic access to the rear of the site will circulate in a clockwise pattern, circulating around to the back of the building for deliveries and around the building on the south side of the site. With consideration given to the restaurants across the street and the existing sidewalk areas along King Street, it is recommended that a pedestrian crosswalk on King Street be provided at the new signalized driveway. A pedestrian push-button operation of the signals will allow for an exclusive pedestrian walk phase upon demand by pedestrians. F:\P2002\689\A10\TRAFFIC IMPACT STUDY.doc 9 Fuss&O'Neill Inc. 10 TABLE 5 SIGNALIZED INTERSECTION CAPACITY ANALYSIS Weekday PM Peak/Saturday Peak 2002 Existing 2007 No Build 2007 Build Delay LOS Delay LOS Delay LOS King St(Rte 5)/Barrett St/Drive Barrett Street EB Left/Through/Right 27.5/21.5 C/C 28.4/22.3 C/C 31.6/34.2 C/C Willard Dr.WB Left/Through/Right 23.7/18.3 C/B 23.7/18.3 C/B 23.6/26.7 C/C King Street NB Left/Through/Right 12.5/10.4 B/B 16.5/13.2 B/B 11.7/14.6 B/B King Street SB Left/Through/Right 13.8/15.9 B/B 14.6/16.0 B/B 6.3/8.0 A/A Overall 14.6/14.0 B/B 16.9/15.3 B/B 11.6/13.8 B/B King St(Rte 5)/Blue Bonnet/Site Drive Blue Bonnet Exit EB Left/Through/Right 29.3/39.5 C/D Site Drive WB Left 28.1 /44-9 C/D Site Drive WB Through 25.0/34.7 C/C Site Drive WB Right Does Not Exist Does Not Exist 21.2/31.1 C/C King St NB Left/Through/Right 22.3/13.3 C/B King St SB Left/Through/Right 37.5/19.4 D/B Overall 28.9/19.5 C/B Does Not Exist:These intersections only exist during the 2007 Build condition which includes the addition of the proposed development. TRAFFIC MITIGATION MEASURES Site Access Intersection Design The intersection of the proposed main site driveway with King Street is recommended to have a traffic signal control. An analysis of the traffic signal warrants indicate that a traffic signal is justified for consideration at this location based primarily on the traffic volume along King Street and the anticipated traffic volumes exiting the site during the weekday period. The conceptual design for the driveway intersection includes incorporating the Bluebonnet Diner south driveway as part of the signalized intersection. The location of this signal was presented to the City of Northampton Engineering Department and discussed as part of previous traffic studies for this site. The conceptual site plan indicates the recommended site driveway layout, including the traffic signal layout at the main driveway. It is recommended that interconnection with the traffic signal at Barrett Street be considered in order to maintain a good progression of through traffic and management of queues through this section of King Street. Synchro software was used to determine the signal timings and offset between these two signals and to manage vehicle queuing. The entire study area was analyzed using this program and can be found in the appendix to this report. F:\P2002\689\A10\TRAFFIC IMPACT STUDY.doc 8 Fuss&O'Neill Inc. TABLE 4 UNSIGNALIZED INTERSECTION ANALYSIS Weekday PM Peak/Saturday Peak 2002 Existing 2007 No Build 2007 Build Delay LOS Delay LOS Delay LOS King St(Rte 5)/Burger King Entrance/Kollmorgen Drive NB Left/Through 9.6/10.1 A/B 10.1/10.7 13/13 10.4/11.2 13/13 SB Left/Through 10.2/10.1 B/B 10.8/10.6 B/B 11.1 /11.1 B/B WB Left/Through/Right 23.6/17.5 C/C 30.1/19.6 D/C 35.0+/22.1 E/C King St(Rte 5)/Burger King Exit/ Firestone Drive SB Left/Tttrough 10.1 /9.9 B/A 10.6/10.4 B/B 11.0/10.9 B/B WB Left/Thru/Right 17.3/26.2 C/D 19.9/33.8 C/D 22.4/40.6 C/E EB Left/Thru/Right 24.7/54.3 C/F 31.0/110.8 D/F 39.9/191.2 E/F King St(Rte 5)/Blue Bonnet North Drive NB Left/Through 9.7/9.8 A/A 10.2/10.4 B/B 10.5/10.8 B/B EB Left/Right 32.1/20.7 D/C 40.3/24.5 E/C 46.4/29.3 E/D on King St(Rte 5)/Hill and Dale Site Drive SB Left/Through 10.1/9.9 B/A 10.7/10.5 B/B WB Left 33.8/33.6 D/D 41.4/43.3 E/E See Note 1 WB Right 11.9/11.7 B/B 12.5/12.3 B/B eeu King St(Rte 5)/Blue Bonnet South Drive N13 Left/Through 9.7/9.8 A/A 10.2/10.3 13/13 See Note 1 EB Left/Right 16.7/13.7 C/B 19.2/14.9 C/B • Volumes for these movements were either not present or not collected;therefore,delay and LOS could not be determined. Note 1: The King St/Hill and Dale Drive was moved to the south and is directly across from the South Bluebonnet Drive maldng the intersection of King Street/Blue Bonnet South Drive/Proposed Main Site Drive Al Does Not Exist:These intersections only exist during the 2007 Build condition which includes the addition of the proposed development. P0 F" OF FAP2002\689\A10\TRAFFIC IMPACT STUDY.doc 7 Fuss&O'Neill Inc. Capacity Analysis A capacity analysis of traffic during the peak periods of the day were conducted to determine the relative quality of traffic operation, defined as level of service (LOS), for traffic at the study area intersections. Table 4 and 5 indicate the LOS for the unsignalized and signalized intersections in this study area. W Table 4 summarizes the resulting level of service for traffic along King Street at certain driveways, (i.e. unsignalized driveways). Table 5 summarizes the resulting level of service for the signalized intersections studied in this report. The analysis was prepared for the 2002 Existing, 2007 No-Build, and 2007 Build traffic conditions during the weekday evening and Saturday midday peak hours. Comparison of the overall peak hour levels of service with and without the proposed retail development indicates that the traffic added by the retail will not significantly alter the level of service at the Barrett Street intersection. The results of this analysis indicated that safe and efficient movement of traffic in and out of the site driveway can best be accommodated by the installation of a traffic signal. As shown in Table 4, without a traffic signal, the left turn movements out of the site will be well over their capacity, at a Level of Service "P, indicating the need for improvement. Accordingly, a traffic signal has been recommended at this location of the main driveway. Table 5 also indicates that with a traffic signal in place, a good level of service will be available for traffic turning in and out of the site as well as providing a good level of service for through traffic along King Street. A signalized intersection can also provide for an exclusive pedestrian crossing phase, allowing for a protected pedestrian crossing of King Street at the location of the proposed new development. F:\P2002\689\A10\TRAFFIC IMPACT STUDY.doe 6 Fuss&O'Neill Inc. exiting) are expected to be of this "pass-by" type during the weekday afternoon. Approximately 177 vehicles (92 entering and 85 exiting) are expected to be part of"pass- by"traffic during a Saturday midday. Trip Distribution The site traffic volumes were distributed to the various turning movements at the intersection of the site driveways with King Street based on the directional orientation of the existing traffic volumes counted and the population distribution within an approximate 10 mile radius of the site. The trip distribution percentages are presented in Figure 6. The site generated traffic is presented in Figures 7 and 8. Build Traffic Conditions The traffic which will be generated by the proposed retail development was added to the year 2007 No-Build traffic resulting in a design year traffic condition which represents the completion and full occupancy of the proposed project. Figures 9 and 10 indicates the 2007 "Build"weekday and Saturday peak hour traffic volumes on King Street. IMPACT OF SITE GENERATED TRAFFIC Traffic Volume Increases Figures 9 and 10 indicate the projected 2007 BUILD traffic volumes including the traffic that is estimated to be added to the driveway intersections. As shown in Table 3, traffic on King Street to the north of Burger King during the weekday evening peak hour and Saturday midday peak hour are expected to increase by approximately 6.4 percent (129 vehicles) and 8.3 percent (171 vehicles), respectively. Traffic volumes to the south of Barrett Street, south of this project, are expected to increase by approximately 7.4 percent (158 vehicles) and 10.5 percent (221 vehicles) during the weekday evening and Saturday midday respectively. TABLE 3 ROADWAY TRAFFIC VOLUME INCREASE DUE TO PROJECT aw 2007 2007 No Build Build Increase Percent (Veh/Hr) (Veh/Hr) (Veh/Hr) Increase Weekday Evening Peak King Street,north of Burger King 2012 2141 129 6.4% on King Street,south of Barrett St 2119 2277 158 7.4% Saturday Midday Peak King Street,north of Burger King 2062 2233 171 8.3% King Street,south of Barrett St. 2100 2321 221 10.5% #w F:\P2002\689\A10\TRAFFIC IMPACT STUDY.doc 5 Fuss&O'Neill Inc. TABLE 2 SITE TRAFFIC ESTIMATES TIME PERIOD Pass-by Trips* Primary/Diverted Total Trips** Trips(New) Weekday Daily(24-hr.) 1,389 4,167 5,556 Weekday Peak Hour Entering 61 183 244 Exiting 67 198 265 Total 128 381 509 Saturday Midday Hour Entering 92 277 369 Exiting 85 255 340 Total 177 532 709 * 25 percent pass-by used ** ITE LUC 820-Shopping Center was used for 72,753 square feet of retail development. The proposed 72,753 square foot development will generate approximately 509 vehicle trips during the afternoon peak hour (4:30 to 5:30 PM); 244 vehicles entering and 265 vehicles exiting the site. During a Saturday midday peak (noontime) the site is expected to generate approximately 709 vehicle trips; 369 entering and 340 exiting. During an average weekday it is anticipated that this site will generate approximately 5,556 vehicle trips(2,778 entering and 2778 exiting) over a 24-hour period. It should be noted that not all of the site driveway traffic will be new traffic added to King Street and the surrounding intersection areas. Some traffic will already be on the roadway going to or from other home, shopping, work, or business destinations in the area. The total site driveway traffic has three components: 1)primary trips which are for the sole purpose of shopping at the proposed commercial retail stores and are, therefore, new to the adjacent roadway; 2) diverted trips which involve a route "diversion" from a nearby roadway and/or intersection to the proposed development and are accordingly, new trips to the road in front of the site; and 3) pass-by trips which is traffic attracted to the site from the existing traffic which is already passing by the site. The primary and diverted traffic which uses the site are those vehicles which result in increased traffic volumes on the adjacent roadway (i.e. King Street). The pass-by traffic, since it is attracted from the existing traffic stream is not newly added traffic on the adjacent facility. Pass-by trips are additional turning movements in and out of the site driveway but do not represent an increase in the total traffic on King Street north and south of the site. The percentage of pass-by trips estimated for this site is 25 percent for both peak periods analyzed. This percentage has been used in accordance with MEPA guidelines. As illustrated in Table 2 approximately 128 vehicles (61 entering and 67 FAP2002\689\A10\TRAFFIC IMPACT STUDY.doc 4 Fuss&O'Neill Inc. Accident Experience Intersection accident data for the three years of 1998, 1999, and 2000 was obtained from the Massachusetts Highway Department and summarized to identify the number of accidents at the study area intersections. Table 1 below presents a summary of the number of accidents by year as listed on the MHD printouts. Table 1 shows the number of incidents that occurred between King Street/Burger King and King Street/Barrett Street intersections. TABLE 1 ACCIDENT DATA King Street at Firestone/ Bluebonnet/ffl Hill and Dale Burger Kin Monro Muffler Mall Barrett Street Total g g Drives 1998 0 2 0 9 11 1999 0 0 0 7 7 2000 0 0 0 8 8 Total 0 2 0 24 26 PROJECTED TRAFFIC CONDITIONS No-Build Traffic Conditions The existing peak hour traffic volumes along King Street were projected five years into the future to the design year of 2007. This is to reflect an expected trend in growth in traffic along this section of roadway. The growth in existing traffic was estimated at an annual growth rate of 1.5 percent per year. The resulting traffic projections for the year W 2007 without the proposed site traffic (i.e. the No-Build condition) are shown in Figures 4 and 5. These volumes represent the traffic condition without any additional development at the Hill &Dale Mall. However, this No Build condition does include the traffic expected to be added by the development at the new CVS site at the corner of King St. and Bridge Road which recently opened. Site Generated Traffic Traffic to be generated by the proposed retail development was estimated using trip rates from the 61h Edition Trip Generation report prepared by the Institute of Transportation Engineers using Land use Code 820, Shopping Center. Trips generated for this development were calculated for the Weekday peak hour and Saturday midday peak hour periods. The estimated trip generation for this site is shown in Table 2. F:\P2002\689\A10\TRAFFIC IMPACT STUDY.doc 3 Fuss&O'Neill Inc. Traffic Volumes Daily (24-hour) and hourly traffic count data is available from past studies. Based on traffic counts taken on King Street in front of the site in July 1999 traffic for a Friday totals 23,016 vehicles per day. The traffic volume for Friday between 4:00 and 5:00 PM had an hourly volume of 1,732 vehicles. Traffic counts taken in July 1999 for a Saturday totaled 18,961 vehicles per day. The traffic volumes during the midday from 12:00 to 1:00 PM totaled 1,544 vehicles. More recent traffic counts were conducted during an afternoon peak traffic period (3:30- 5:30 PM) and a Saturday midday peak period(11:00-1:OOPM) in November 2002. Existing afternoon peak hour traffic and Saturday mid-day peak hour traffic volumes along King Street and at the driveways opposite the site are indicated in Figures 2 and 3. These traffic volumes represent average month conditions in order to account for seasonal variation in traffic. Current traffic in and out of the Hill & Dale site is generated by the Treasure Chest flea market which operates at the site on weekends. There are also occasional trucks parked in the parking lot, using the vacant parking lot as a rest stop, or for parking for the diner across the street. Adjacent Driveways Presently, there are driveways along the west side of King Street opposite the site which serve access to Monro Brake and Muffler, the Bluebonnet Restaurant, Fournier's Shoe Repair, the Sherwin-Williams Paint Store, and a car wash site which was under construction during the traffic count period. Each of these driveways experiences right and left turning movements in and out of their driveways. It should be noted that an attempt has been made by the City to restrict left turns out of the northerly Bluebonnet driveway by posting No-Left Turn signs facing the Bluebonnet parking lot and DO NOT ENTER signs facing King Street. Counts taken at this driveway, however, indicate that traffic still turns left out of the driveway onto King Street northbound. Field observations indicate that the signs posted at this drive are faded and difficult to read. In addition, there is a common roadway at the rear of the Monro MufflerBluebonnet/Fournier and Sherwin Williams properties that connects these properties to Barrett Street to the south. This access road does provide relief for traffic desiring to access Barrett Street without having to make turning movements directly onto King Street. FAP2002\689\A10\TRAFFIC IMPACT STUDY.doe 2 Fuss&O'Neill Inc. PW TRAFFIC IMPACT STUDY THE SHOPS OF NORTHAMPTON NORTHAMPTON,MA INTRODUCTION The following report summarizes the traffic impacts expected to be associated with the redevelopment of the site of the former Hill and Dale Mall on King Street (Route 5) in the City of Northampton. The evaluation consisted of the following: analysis of traffic data and observation of the existing traffic operations in the vicinity of the site; estimates of the traffic expected to be generated by the proposed new retail development; analysis of the impact of the added traffic on King Street and a review of the site access with design recommendations that maximize the safety and efficiency of the site driveway intersection at King Street. Figure I shows the site location north of Barrett Street on the east side of King Street. PROPOSED DEVELOPMENT The proposed project is to be a redevelopment of the Hill & Dale Mall site, formerly occupied by a Price Chopper supermarket and accessory retail space. The existing building contains approximately 63,840 square feet of building area. A portion of that building is currently occupied and used by the Treasure Chest Flea Market. The Flea Market is open on weekends only. The proposed development of the site will involve demolishing the existing building, and constructing approximately 72,753 square feet of gross leasable area. The proposed use will be retail and commercial use. Access to the site will be provided by one site driveway that will intersect with King Street and align directly across from the southern driveway of the Blue Bonnet Diner. This intersection will be signalized and coordinated with the Barrett Street/King Street intersection. The proposed driveway will be relocated approximately 75 feet to the south of the existing drive, or 375 feet north of the Barrett Street intersection. A conceptual site plan is attached to this report. W EXISTING TRAFFIC CONDITIONS The study area along this section of King Street includes the intersection of Barrett Street northerly to the Burger King Entrance opposite Kollmorgen. Ten driveways in this area were counted as part of this study. King Street (Route 5) is a city street with a 4-lane cross-section, 2 travel lanes in each direction. It has a total pavement width in front of the site of approximately 52 feet. There are sidewalks along both sides of King Street. The posted speed limit along this section of King Street is 35 MPH with the speed limit dropping to 30 MPH south of Barrett Street. FAP2002\689W10\TRAFFIC IMPACTSTUDY.doc I 10 TRAFFIC IMPACT STUDY THE SHOPS OF NORTHAMPTON NORTHAMPTON, MA April 16, 2003 OR ow 003 Fuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5921 pw TEL 86o 646-2469 FAX 86o 643-6313 78 Interstate Drive,West Springfield,MA 01089 TEL 413 452-0445 FAX 413 846-0497 w 56 Quarry Road,Trumbull,CT 06611 TEL 203 374-3748 FAX 203 374-4391 The Foundry Corporate Office Center 275 Promenade Street,Suite 350,Providence,RI 02908 TEL 401 861-3070 FAX 401861-3076 go Fuss&O'Neill Inc. Section D. Traffic Impact Study FAP2002\689W10\Project Report.doc 0 Fuss&O'Nei112003 4M IM Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 27 Total Site Hydrograph type = Combine Peak discharge = 18.83 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1, 26 Hydrograph Volume=84,728 cult Hydrograph Discharge Table Time Hyd. 1 + Hyd.26= Outflow (hrs) (cfs) (cfs) (cfs) 11.40 0.28 1.67 1.95 11.50 0.31 1.83 2.14 11.60 0.37 2.03 2.40 11.70 0.52 2.37 2.88 11.80 0.76 3.21 3.97 11.90 1.07 5.93 7.00 12.00 1.67 9.07 10.74 12.10 2.49 13.61 16.10 12.20 2.72 << 16.11 << 18.83<< 12.30 2.27 14.16 16.43 12.40 1.66 10.59 12.26 12.50 1.15 7.46 8.61 12.60 0.83 5.34 6.16 12.70 0.60 3.96 4.56 12.80 0.47 3.09 3.57 12.90 0.41 2.69 3.10 13.00 0.38 2.56 2.93 13.10 0.34 2.38 2.72 13.20 0.31 2.20 2.51 13.30 0.30 2.03 2.33 13.40 0.29 1.89 2.17 13.50 0.28 1.77 2.05 13.60 0.27 1.67 1.94 �,,, ...End Reservoir Report Page 1 Reservoir No. 4 - Pipe Detention 04 Hydraflow Hydrographs by Intelisolve Pond Data Pipe dia. = 4.00 ft Pipe length = 1150.0 ft No. Barrels = 1.0 Slope = 0.40 % Invert elev. = 142.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft) 0.00 142.00 00 0 0 0.43 142.43 00 140 140 0.86 142.86 00 241 381 1.29 143.29 00 291 672 1.72 143.72 00 319 991 2.15 144.15 00 329 1,320 go 2.58 144.58 00 621 1,941 3.01 145.01 00 1,161 3,102 3.44 145.44 00 1,367 4,469 3.87 145.87 00 1,428 5,897 4.30 146.30 00 1,331 7,228 #AI 4.73 146.73 00 1,334 8,562 5.16 147.16 00 1,425 9,987 5.59 147.59 00 1,367 11,354 6.02 148.02 00 1,162 12,516 6.45 148.45 00 619 13,135 6.88 148.88 00 329 13,464 7.31 149.31 00 319 13,783 7.74 149.74 00 291 14,074 8.17 150.17 00 241 14,315 8.60 150.60 00 139 14,454 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] ID] Rise in = 12.0 0.0 0.0 0.0 Crest Len ft = 8.00 0.00 0.00 0.00 Span in = 12.0 0.0 0.0 0.0 Crest El.ft = 146.00 0.00 0.00 0.00 l No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.ft = 145.00 0.00 0.00 0.00 Weir Type = Riser - - - Length ft = 60.0 0.0 0.0 0.0 Multi-Stage = No No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif.Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = n/a No No No Exfltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cis cfs 0.00 0 142.00 0.00 - - - 0.00 - - - - 0.00 0.43 140 142.43 0.00 - - - 0.00 - - - - 0.00 0.86 381 142.86 0.00 - - - 0.00 - - - - 0.00 1.29 672 143.29 0.00 - - - 0.00 - - - - 0.00 1.72 991 143.72 0.00 - - - 0.00 - - - - 0.00 2.15 1,320 144.15 0.00 - - - 0.00 - - - - 0.00 2.58 1,941 144.58 0.00 - - - 0.00 - - - - 0.00 !At 3.01 3,102 145.01 0.00 - - - 0.00 - - - - 0.00 3.44 4,469 145.44 0.75 - - - 0.00 - - - - 0.75 3.87 5,897 145.87 2.30 - - - 0.00 - - - - 2.30 4.30 7,228 146.30 3.26 - - - 4.38 -'- - - -- 7.64 4.73 8,562 146.73 3.97 16.62 20.58 5.16 9,987 147.16 4.56 - - - 33.28 - - - - 37.84 5.59 11,354 147.59 5.09 - - - 53.41 - - - - 58.50 6.02 12,516 148.02 5.57 - - - 76.48 - - - - 82.05 6.45 13,135 148.45 6.01 - - - 102.16 '-- - - - 108.17 OR 6.88 13,464 148.88 6.41 - - - 130.20 - - - - 136.62 7.31 13,783 149.31 6.80 - - - 160.43 - - - - 167.23 7.74 14,074 149.74 7.16 - - - 192.68 - - - - 199.85 8.17 14,315 150.17 7.51 - - - 226.85 - - - - 234.36 8.60 14,454 150.60 7.84 - - - 262.83 - - - - 270.67 Hydrograph Report Page, Hydraflow Hydrographs by Intelisolve Hyd. No. 26 System Pipe Storage Hydrograph type = Reservoir Peak discharge = 16.11 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 25 Reservoir name = Pipe Detention 04 Max. Elevation = 146.60 ft Max. Storage = 8,155 cuft Storage Indication method used. Outflow hydrograph volume=72,872 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.40 2.01 145.70 1.67 --- ---- ----- ---- ----- ---- - ----- 1.67 11.50 2.22 145.74 1.83 --- -- - ---- ----- ---- - ----- 1.83 11.60 2.61 145.79 2.03 --- ---- ---- --- - --- -- - 2.03 11.70 3.52 145.89 2.37 -- --- -- ----- ----- ---- -- ---- 2.37 11.80 5.03 146.06 2.80 - ----- ----- 0.42 - --- - ---- 3.21 11.90 6.91 146.22 3.12 -- - ----- 2.81 - -- ---- ----- 5.93 12.00 10.42 146.36 3.37 --- ----- ---- 5.71 -- ____ _____ _____ 9.07 12.10 15.05 146.52 3.64 --- -- - 9.97 ----- --- -- -- 13.61 12.20 16.03 << 146.60 << 3.76 --- ____ -____ 12.34 ----- -- - --- 16.11 << 12.30 13.17 146.54 3.67 --- ---- ----- 10.49 ---- --- _- ----- 14.16 12.40 9.47 146.41 3.46 --- --- - 7.13 ----- -- -- ----- 10.59 12.50 6.47 146.29 3.25 ---- ----- - 4.22 - ---- ---- -- 7.46 ws 12.60 4.63 146.19 3.06 -- --- --- 2.27 --- ---- - - 5.34 12.70 3.32 146.12 2.91 ---- --_ __- 1.05 --_ -- __- _____ 3.96 12.80 2.63 146.05 2.77 ---- -- ----- 0.32 ----- ----- ----- ---- 3.09 12.90 2.29 146.00 2.68 ---- ---- - 0.01 ----- ----- -- ---- 2.69 13.00 2.08 145.95 2.56 --- ---- - ----- -- ---__ ____ ___- 2.56 13.10 1.88 145.89 2.38 --- -- --- ----- - ----- --- ----- 2.38 13.20 1.74 145.84 2.20 ---- ----- ---- -- -- ---~ ---- -- 2.20 13.30 1.64 145.79 2.03 --- ---- ---- --- ----- ___ --_ ----- 2.03 13.40 1.57 145.76 1.89 ----- ---- ---- --__ �__ __-- -___- --- 1.89 13.50 1.52 145.73 1.77 --- --- --- ----- -- ---- --- --- 1.77 13.60 1.46 145.70 1.67 ----- ---- ----- ----- ----- ----- - ---- 1.67 ...End �w Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 25 Hydrograph type = Combine Peak discharge = 16.03 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 20, 23, 24 Hydrograph Volume=75,980 tuft Hydrograph Discharge Table Time Hyd.20+ Hyd.23+ Hyd.24= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 11.20 0.28 1.35 0.03 1.65 11.30 0.31 1.48 0.03 1.82 11.40 0.34 1.64 0.03 2.01 11.50 0.37 1.81 0.04 2.22 11.60 0.44 2.13 0.04 2.61 11.70 0.59 2.87 0.06 3.52 11.80 0.84 4.11 0.08 5.03 11.90 1.15 5.65 0.11 6.91 12.00 1.72 8.52 0.17 10.42 12.10 2.48 12.32 0.25 15.05 +�lw 12.20 2.64 << 13.13<< 0.26 << 16.03<< 12.30 2.17 10.79 0.22 13.17 12.40 1.56 7.76 0.15 9.47 12.50 1.06 5.30 0.11 6.47 12.60 0.76 3.79 0.08 4.63 12.70 0.54 2.73 0.05 3.32 12.80 0.43 2.15 0.04 2.63 12.90 0.38 1.88 0.04 2.29 13.00 0.34 1.71 0.03 2.08 13.10 0.31 1.55 0.03 1.88 13.20 0.28 1.42 0.03 1.74 13.30 0.27 1.34 0.03 1.64 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 24 P17 Hydrograph type = SCS Runoff Peak discharge = 0.26 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.09 ac Curve number = 96 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=1,236 cult Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.20 0.03 11.30 0.03 11.40 0.03 11.50 0.04 11.60 0.04 11.70 0.06 11.80 0.08 11.90 0.11 12.00 0.17 12.10 0.25 12.20 0.26<< 12.30 0.22 12.40 0.15 12.50 0.11 12.60 0.08 12.70 0.05 12.80 0.04 12.90 0.04 13.00 0.03 13.10 0.03 13.20 0.03 13.30 0.03 ...End Hydrograph Report Pagel go Hydraflow Hydrographs by Intelisolve Hyd. No. 23 Hydrograph type = Combine Peak discharge = 13.13 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 4, 5, 21, 22 Hydrograph Volume=62,008 tuft Hydrograph Discharge Table Time Hyd.4+ Hyd. 5+ Hyd.21 + Hyd.22= OutFlow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) FM 11.20 0.15 0.04 1.03 0.13 1.35 11.30 0.16 0.05 1.13 0.14 1.48 11.40 0.18 0.05 1.25 0.16 1.64 go 11.50 0.20 0.06 1.38 0.18 1.81 11.60 0.23 0.07 1.62 0.21 2.13 11.70 0.31 0.10 2.19 0.28 2.87 go 11.80 0.44 0.14 3.12 0.41 4.11 11.90 0.60 0.20 4.29 0.56 5.65 12.00 0.90 0.31 6.46 0.85 8.52 12.10 1.29 0.46 9.34 1.24 12.32 !! 12.20 1.36 << 0.50 << 9.94 << 1.33<< 13.13 12.30 1.12 0.41 8.16 1.10 10.79 12.40 0.80 0.30 5.87 0.79 7.76 12.50 0.55 0.21 4.01 0.54 5.30 12.60 039 0.15 2.87 0.39 3.79 12.70 0.28 0.11 2.06 0.28 2.73 12.80 0.22 0.09 1.63 0.22 2.15 12.90 0.19 0.07 1.42 0.19 1.88 13.00 0.18 0.07 1.29 0.17 1.71 13.10 0.16 0.06 1.17 0.16 1.55 13.20 0.15 0.06 1.07 0.15 1.42 13.30 0.14 0.05 1.01 0.14 1.34 ...End w IM No Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 22 P11 Hydrograph type = SCS Runoff Peak discharge = 1.33 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.47 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=6,103 cult Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.30 0.14 11.40 0.16 11.50 0.18 11.60 0.21 11.70 0.28 11.80 0.41 11.90 0.56 12.00 0.85 12.10 1.24 12.20 1.33<< 12.30 1.10 12.40 0.79 12.50 0.54 12.60 0.39 12.70 0.28 12.80 0.22 12.90 0.19 13.00 0.17 13.10 0.16 13.20 0.15 13.30 0.14 ...End IIw No Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 21 Hydrograph type = Combine Peak discharge = 9.94 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 12, 13, 14 Hydrograph Volume=47,034 cuft Hydrograph Discharge Table Time Hyd. 12+ Hyd. 13+ Hyd. 14+ Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 11.20 0.81 0.10 0.12 1.03 11.30 0.89 0.11 0.13 1.13 11.40 0.99 0.12 0.15 1.25 11.50 1.09 0.13 0.16 1.38 11.60 1.27 0.15 0.19 1.62 11.70 1.72 0.20 0.26 2.19 W 11.80 2.45 0.29 0.37 3.12 11.90 3.37 0.40 0.52 4.29 12.00 5.08 0.61 0.78 6.46 12.10 7.33 0.87 1.13 9.34 12.20 7.80 << 0.93<< 1.21 << 9.94 << 12.30 6.41 0.76 0.99 8.16 12.40 4.61 0.55 0.71 5.87 12.50 3.14 0.38 0.49 4.01 12.60 2.25 0.27 0.35 2.87 12.70 1.62 0.19 0.25 2.06 12.80 1.28 0.15 0.20 1.63 12.90 1.11 0.13 0.17 1.42 13.00 1.01 0.12 0.16 1.29 13.10 0.92 0.11 0.14 1.17 13.20 0.84 0.10 0.13 1.07 13.30 0.80 0.09 0.12 1.01 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 20 Hydrograph type = Combine Peak discharge = 2.64 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 17, 18, 19 Hydrograph Volume=12,736 cuft Hydrograph Discharge Table Time Hyd. 17+ Hyd. 18+ Hyd. 19= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 11.20 0.11 0.04 0.13 0.28 11.30 0.12 0.04 0.14 0.31 11.40 0.14 0.05 0.15 0.34 11.50 0.15 0.05 0.17 0.37 11.60 0.18 0.06 0.20 0.44 11.70 0.24 0.08 0.27 0.59 n■ 11.80 0.34 0.12 0.38 0.84 11.90 0.46 0.16 0.52 1.15 12.00 0.70 0.25 0.78 1.72 12.10 1.00 0.36 1.12 2.48 IM 12.20 1.06<< 0.39 << 1.19 << 2.64 << 12.30 0.87 0.32 0.97 2.17 12.40 0.63 0.23 0.70 1.56 12.50 0.43 0.16 0.47 1.06 12.60 0.30 0.11 0.34 0.76 12.70 0.22 0.08 0.24 0.54 12.80 0.17 0.06 0.19 0.43 12.90 0.15 0.06 0.17 0.38 13.00 0.14 0.05 0.15 0.34 13.10 0.12 0.05 0.14 0.31 13.20 0.11 0.04 0.13 0.28 13.30 0.11 0.04 0.12 0.27 ...End OR 4M Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 19 P16 Hydrograph type = SCS Runoff Peak discharge = 1.19 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.40 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=5,804 cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.10 0.12 11.20 0.13 11.30 0.14 11.40 0.15 11.50 0.17 11.60 0.20 11.70 0.27 11.80 0.38 11.90 0.52 12.00 0.78 12.10 1.12 12.20 1.19 << 12.30 0.97 12.40 0.70 12.50 0.47 12.60 0.34 12.70 0.24 12.80 0.19 12.90 0.17 13.00 0.15 13.10 0.14 13.20 0.13 13.30 0.12 ...End Hydrograph Report Pagel Hydrafiow Hydrographs by Intelisolve Hyd. No. 18 P15 t Hydrograph type = SCS Runoff Peak discharge = 0.39 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.14 ac Curve number = 93 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of cone. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=1,767 cult Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.30 0.04 11.40 0.05 11.50 0.05 11.60 0.06 11.70 0.08 11.80 0.12 11.90 0.16 12.00 0.25 12.10 0.36 12.20 0.39<< 12.30 0.32 12.40 0.23 12.50 0.16 12.60 0.11 12.70 0.08 12.80 0.06 12.90 0.06 13.00 0.05 13.10 0.05 13.20 0.04 13.30 0.04 13.40 0.04 ...End III Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisoive Hyd. No. 17 Hydrograph type = Combine Peak discharge = 1.06 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 15, 16 Hydrograph Volume=5,165 cult Hydrograph Discharge Table Time Hyd. 15+ Hyd. 16= Outflow (hrs) (cfs) (cfs) (cfs) 11.20 0.07 0.05 0.11 11.30 0.07 0.05 0.12 11.40 0.08 0.06 0.14 11.50 0.09 0.06 0.15 11.60 0.10 0.07 0.18 11.70 0.14 0.10 0.24 set 11.80 0.20 0.14 0.34 11.90 0.27 0.19 0.46 12.00 0.41 0.29 0.70 12.10 0.59 0.42 1.00 12.20 0.62 << 0.44 << 1.06<< 12.30 0.51 0.36 0.87 12.40 0.37 0.26 0.63 12.50 0.25 0.18 0.43 12.60 0.18 0.13 0.30 12.70 0.13 0.09 0.22 12.80 0.10 0.07 0.17 12.90 0.09 0.06 0.15 13.00 0.08 0.06 0.14 13.10 0.07 0.05 0.12 13.20 0.07 0.05 0.11 13.30 0.06 0.04 0.11 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 16 P14 Hydrograph type = SCS Runoff Peak discharge = 0.44 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.15 ac Curve number = 97 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=2,118 cuft Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.20 0.05 11.30 0.05 11.40 0.06 11.50 0.06 11.60 0.07 11.70 0.10 11.80 0.14 11.90 0.19 12.00 0.29 12.10 0.42 12.20 0.44 << 12.30 0.36 12.40 0.26 12.50 0.18 12.60 0.13 12.70 0.09 12.80 0.07 12.90 0.06 13.00 0.06 I#r 13.10 0.05 13.20 0.05 13.30 0.04 ...End ON Hydrograph Report � Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 15 P13 Hydrograph type = SCS Runoff Peak discharge = 0.62 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.21 ac Curve number = 98 „ Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=3,047 tuft Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.10 0.06 11.20 0.07 11.30 0.07 11.40 0.08 11.50 0.09 11.60 0.10 11.70 0.14 11.80 0.20 MIN 11.90 0.27 12.00 0.41 12.10 0.59 12.20 0.62 <<12.30 0.51 12.40 0.37 12.50 0.25 12.60 0.18 12.70 0.13 12.80 0.10 12.90 0.09 13.00 0.08 13.10 0.07 13.20 0.07 13.30 0.06 ...End IM Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 14 P10 Hydrograph type = SCS Runoff Peak discharge = 1.21 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.42 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=5,610 cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.20 0.12 11.30 0.13 11.40 0.15 11.50 0.16 11.60 0.19 11.70 0.26 11.80 0.37 11.90 0.52 12.00 0.78 12.10 1.13 12.20 1.21 << 12.30 0.99 12.40 0.71 12.50 0.49 12.60 0.35 12.70 0.25 12.80 0.20 12.90 0.17 13.00 0.16 13.10 0.14 13.20 0.13 13.30 0.12 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 13 P9 Hydrograph type = SCS Runoff Peak discharge = 0.93 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.32 ac Curve number = 96 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=4,395 cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.20 0.10 11.30 0.11 11.40 0.12 11.50 0.13 11.60 0.15 11.70 0.20 11.80 0.29 11.90 0.40 12.00 0.61 12.10 0.87 12.20 0.93<< 12.30 0.76 12.40 0.55 12.50 0.38 12.60 0.27 12.70 0.19 12.80 0.15 12.90 0.13 13.00 0.12 13.10 0.11 13.20 0.10 13.30 0.09 ...End elw Mw Hydrograph Report Page Hydraflow Hydrographs by Intelisolve W Hyd. No. 12 ,,. Hydrograph type = Combine Peak discharge = 7.80 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 10, 11 R. Hydrograph Volume=37,030 cult Hydrograph Discharge Table go Time Hyd. 10+ Hyd. 11 = Outflow (hrs) (cfs) (cfs) (cfs) 11.20 0.69 0.12 0.81 11.30 0.76 0.13 0.89 11.40 0.84 0.15 0.99 11.50 0.93 0.16 1.09 11.60 1.08 0.19 1.27 11.70 1.46 0.26 1.72 11.80 2.09 0.36 2.45 11.90 2.87 0.50 3.37 12.00 4.33 0.75 5.08 12.10 6.25 1.08 7.33 12.20 6.66<< 1.15<< 7.80 << 12.30 5.47 0.94 6.41 12.40 3.93 0.68 4.61 12.50 2.68 0.46 3.14 12.60 1.92 0.33 2.25 12.70 1.38 0.24 1.62 12.80 1.09 0.19 1.28 12.90 0.95 0.16 1.11 13.00 0.86 0.15 1.01 13.10 0.78 0.13 0.92 13.20 0.72 0.12 0.84 13.30 0.68 0.12 0.80 ...End OPP �t. Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 11 P8 Hydrograph type = SCS Runoff Peak discharge = 1.15 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.39 ac Curve number = 97 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=5,507 tuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.20 0.12 11.30 0.13 11.40 0.15 11.50 0.16 11.60 0.19 11.70 0.26 11.80 0.36 11.90 0.50 12.00 0.75 12.10 1.08 12.20 1.15<< 12.30 0.94 12.40 0.68 12.50 0.46 12.60 0.33 12.70 0.24 12.80 0.19 12.90 0.16 13.00 0.15 on 13.10 0.13 13.20 0.12 13.30 0.12 ...End ' Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Hydrograph type = Combine Peak discharge = 6.66 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 8, 9 Hydrograph Volume=31,523 tuft Hydrograph Discharge Table Time Hyd.8+ Hyd. 9= Outflow (hrs) (cfs) (cfs) (cfs) �r 11.20 0.58 0.11 0.69 11.30 0.64 0.12 0.76 11.40 0.71 0.13 0.84 11.50 0.78 0.15 0.93 11.60 0.91 0.17 1.08 11.70 1.23 0.23 1.46 11.80 1.76 0.33 2.09 11.90 2.42 0.45 2.87 12.00 3.65 0.68 4.33 12.10 5.27 0.98 6.25 12.20 5.61 << 1.05<< 6.66 << 12.30 4.61 0.86 5.47 12.40 3.31 0.62 3.93 12.50 2.26 0.42 2.68 12.60 1.62 0.30 1.92 12.70 1.16 0.22 1.38 12.80 0.92 0.17 1.09 12.90 0.80 0.15 0.95 13.00 0.73 0.14 0.86 13.10 0.66 0.12 0.78 13.20 0.61 0.11 0.72 13.30 0.57 0.11 0.68 ...End Hydrograph Report Page Hydrallow Hydrographs by Intelisolve Hyd. No. 9 P7 Hydrograph type = SCS Runoff Peak discharge = 1.05 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.36 ac Curve number = 96 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=4,945 tuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.20 0.11 11.30 0.12 11.40 0.13 11.50 0.15 11.60 0.17 11.70 0.23 11.80 0.33 11.90 0.45 12.00 0.68 12.10 0.98 12.20 1.05 << 12.30 0.86 12.40 0.62 12.50 0.42 12.60 0.30 12.70 0.22 12.80 0.17 12.90 0.15 13.00 0.14 13.10 0.12 13.20. 0.11 13.30 0.11 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Hydrograph type = Combine Peak discharge = 5.61 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 2, 3, 6, 7 Wo Hydrograph Volume=26,578 tuft Hydrograph Discharge Table Time Hyd.2+ Hyd.3+ Hyd.6+ Hyd.7= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.20 0.10 0.19 0.20 0.10 0.58 11.30 0.11 0.21 0.22 0.11 0.64 11.40 0.12 0.23 0.24 0.12 0.71 11.50 0.13 0.25 0.27 0.13 0.78 11.60 0.15 0.29 0.31 0.16 0.91 11.70 0.21 0.39 0.42 0.21 1.23 11.80 0.29 0.56 0.60 0.30 1.76 11.90 0.41 0.77 0.83 0.42 2.42 12.00 0.61 1.15 1.25 0.64 3.65 12.10 0.89 1.65 1.80 0.93 5.27 0-1 12.20 0.95<< 1.75<< 1.92<< 0.99 << 5.61 << 12.30 0.78 1.43 1.58 0.82 4.61 12.40 0.56 1.03 1.13 0.59 3.31 12.50 0.38 0.70 0.77 0.40 2.26 12.60 0.27 0.50 0.55 0.29 1.62 12.70 0.20 0.36 0.40 0.21 1.16 12.80 0.16 0.28 0.31 0.16 0.92 12.90 0.14 0.25 0.27 0.14 0.80 13.00 0.12 0.22 0.25 0.13 0.73 13.10 0.11 0.20 0.23 0.12 0.66 13.20 0.10 0.19 0.21 0.11 0.61 13.30 0.10 0.18 0.20 0.10 0.57 ...End Hydrograph Report � Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 7 P12 Hydrograph type = SCS Runoff Peak discharge = 0.99 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.35 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=4,544 cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.30 0.11 * 11.40 0.12 11.50 0.13 11.60 0.16 11.70 0.21 11.80 0.30 11.90 0.42 12.00 0.64 12.10 0.93 12.20 0.99 << 12.30 0.82 12.40 0.59 12.50 0.40 12.60 0.29 12.70 0.21 12.80 0.16 12.90 0.14 13.00 0.13 13.10 0.12 13.20 0.11 13.30 0.10 ...End Ww w Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 6 P6 Hydrograph type = SCS Runoff Peak discharge = 1.92 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.66 ac Curve number = 96 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=9,065 cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.20 0.20 11.30 0.22 11.40 0.24 11.50 0.27 11.60 0.31 11.70 0.42 11.80 0.60 11.90 0.83 12.00 1.25 12.10 1.80 12.20 1.92 << 12.30 1.58 12.40 1.13 12.50 0.77 12.60 0.55 12.70 0.40 12.80 0.31 12.90 0.27 13.00 0.25 13.10 0.23 13.20 0.21 13.30 0.20 ...End Will Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 P5 Hydrograph type = SCS Runoff Peak discharge = 0.50 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.19 ac Curve number = 90 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=2,196 cult Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.40 0.05 11.50 0.06 11.60 0.07 11.70 0.10 11.80 0.14 11.90 0.20 12.00 0.31 12.10 0.46 12.20 0.50 << 12.30 0.41 12.40 0.30 12.50 0.21 !' 12.60 0.15 12.70 0.11 12.80 0.09 12.90 0.07 13.00 0.07 13.10 0.06 13.20 0.06 13.30 0.05 13.40 0.05 ' " ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 4 P4 Hydrograph type = SCS Runoff Peak discharge = 1.36 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.46 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=6,675 cult Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.10 0.14 11.20 0.15 11.30 0.16 11.40 0.18 11.50 0.20 11.60 0.23 11.70 0.31 11.80 0.44 11.90 0.60 12.00 0.90 12.10 1.29 12.20 1.36 << 12.30 1.12 12.40 0.80 12.50 0.55 12.60 0.39 12.70 0.28 12.80 0.22 12.90 0.19 13.00 0.18 13.10 0.16 13.20 0.15 13.30 0.14 ...End PM IN Hydrograph Report Page 1 w Hydraflow Hydrographs by Intelisolve Hyd. No. 3 P3 Hydrograph type = SCS Runoff Peak discharge = 1.75 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.59 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=8,562 tuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.10 0.18 11.20 0.19 11.30 0.21 11.40 0.23 11.50 0.25 11.60 0.29 11.70 0.39 11.80 0.56 11.90 0.77 12.00 1.15 12.10 1.65 12.20 1.75<< 12.30 1.43 12.40 1.03 12.50 0.70 12.60 0.50 12.70 0.36 12.80 0.28 12.90 0.25 13.00 0.22 13.10 0.20 13.20 0.19 13.30 0.18 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 P2 Hydrograph type = SCS Runoff Peak discharge = 0.95 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.33 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=4,408 tuft Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.20 0.10 w 11.30 0.11 11.40 0.12 11.50 0.13 11.60 0.15 11.70 0.21 11.80 0.29 11.90 0.41 12.00 0.61 12.10 0.89 12.20 0.95 << 12.30 0.78 12.40 0.56 12.50 0.38 12.60 0.27 12.70 0.20 12.80 0.16 12.90 0.14 13.00 0.12 13.10 0.11 13.20 0.10 13.30 0.10 ...End e•, �w Hydrograph Report Page 1 #111 Hydraflow Hydrographs by Intelisolve Hyd. No. 1 P1 Trib Area to RR Swale Hydrograph type = SCS Runoff Peak discharge = 2.72 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 1.09 ac Curve number = 88 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=11,856 tuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.40 0.28 11.50 0.31 11.60 0.37 11.70 0.52 11.80 0.76 11.90 1.07 12.00 1.67 12.10 2.49 12.20 2.72 << 12.30 2.27 12.40 1.66 12.50 1.15 12.60 0.83 12.70 0.60 12.80 0.47 12.90 0.41 13.00 0.38 13.10 0.34 13.20 0.31 13.30 0.30 13.40 0.29 13.50 0.28 ...End w ,Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 4.24 6 732 18,950 — -- P1 Trib Area to RR Swale 2 SCS Runoff 1.39 6 732 6,635 — — — P2 I 3 SCS Runoff 2.54 6 732 12,572 — ---- — P3 4 SCS Runoff 1.98 6 732 9,802 — — P4 5 SCS Runoff 0.76 6 732 3,449 — P5 6 SCS Runoff 2.81 6 732 13,533 — — — P6 7 SCS Runoff 1.47 6 732 6,899 — — — P12 PR 8 Combine 8.21 6 732 39,640 2,3,6,7 — — 9 SCS Runoff 1.53 6 732 7,382 — — — P7 10 Combine 9.74 6 732 47,022 8,9 — 11 SCS Runoff 1.67 6 732 8,153 — — — P8 12 Combine 11.41 6 732 55,175 10,11 — 13 SCS Runoff 1.36 6 732 6,562 — — P9 14 SCS Runoff 1.78 6 732 8,445 — — — P10 15 SCS Runoff 0.90 6 732 4,475 — — P13 16 SCS Runoff 0.64 6 732 3,136 — — P14 17 Combine 1.55 6 732 7,611 15,16 — — 18 SCS Runoff 0.58 6 732 2,705 — — — P15 19 SCS Runoff 1.72 6 732 8,523 — — — P16 20 Combine 3.85 6 732 18,838 17,18,19 — — 21 Combine 14.55 6 732 70,181 12,13, 14, — — 22 SCS Runoff 1.97 6 732 9,264 — — P11 23 Combine 19.26 6 732 92,696 4,5,21,2 — — 24 SCS Runoff 0.38 6 732 1,845 — — P17 25 Combine 23.49 6 732 113,380 20,23,24 — !o 26 Reservoir 23.62 6 732 110,272 25 146.81 8,837 System Pipe Storage 27 Combine 27.86 6 732 129,222 1,26 — — Total Site Proj. file: 2002689Prop.gpw Return Period: 100 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve OR .Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum -Maximum Hydrograph I No. type now interval peak hyd(s) elevation storage description, hil MMi (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 3.18 6 732 13,962 — — — P1 Trib Area to RR Swale 2 SCS Runoff 1.08 6 732 5,075 — — — P2 3 SCS Runoff 1.99 6 732 9,764 — — P3 4 SCS Runoff 1.55 6 732 7,613 — — P4 5 SCS Runoff 0.58 6 732 2,569 — — - P5 6 SCS Runoff 2.19 6 732 10,404 — P6 7 SCS Runoff 1.13 6 732 5,249 — P12 8 Combine 6.39 6 732 30,491 2,3,6,7 — — 9 SCS Runoff 1.19 6 732 5,675 — — P7 10 Combine 7.58 6 732 36,166 8,9 — — 11 SCS Runoff 1.30 6 732 6,300 — — — P8 12 Combine 8.89 6 732 42,466 10,11 — 13 SCS Runoff 1.06 6 732 5,044 — — — P9 14 SCS Runoff 1.38 6 732 6,458 - - - P10 15 SCS Runoff 0.71 6 732 3,475 P13 16 SCS Runoff 0.50 6 732 2,423 — — P14 17 Combine 1.21 6 732 5,898 15,16 — — 18 SCS Runoff 0.45 6 732 2,047 — — — P15 I 19 SCS Runoff 1.35 6 732 6,620 — — — P16 20 Combine 3.00 6 732 14,565 17,18,19 — — 21 Combine 11.33 6 732 53,969 12,13,14, — 22 SCS Runoff 1.52 6 732 7,048 — — P11 23 Combine 14.98 6 732 71,198 4,5,-21,22 - - 24 SCS Runoff 0.30 6 732 1,419 P17 25 Combine 18.28 6 732 87,182 20,23,24 — — 26 Reservoir 18.39 6 732 84,074 25 146.67 8,367 System Pipe Storage 27 Combine 21.56 6 732 98,036 1,26 — Total Site �Y �_Proj- file: 2002689Prop.gpw Return Period: 25 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve go JHydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum -Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cult) 1 SCS Runoff 2.72 6 732 11,856 — — — P1 Trib Area to RR Swale 2 SCS Runoff 0.95 6 732 4,408 — — P2 1 3 SCS Runoff 1.75 6 732 8,562 — — P3 ��� 4 SCS Runoff 1.36 6 732 6,675 — — — P4 5 SCS Runoff 0.50 6 732 2,196 — — — P5 6 SCS Runoff 1.92 6 732 9,065 — — P6 7 SCS Runoff 0.99 6 732 4,544 — P12 8 Combine 5.61 6 732 26,578 2,3,6,7 9 SCS Runoff 1.05 6 732 4,945 — — — P7 10 Combine 6.66 6 732 31,523 8,9 — 11 SCS Runoff 1.15 6 732 5,507 — — — P8 12 Combine 7.80 6 732 37,030 10,11 — — 13 SCS Runoff 0.93 6 732 4,395 — — — P9 14 SCS Runoff 1.21 6 732 5,610 — — P10 15 SCS Runoff 0.62 6 732 3,047 — — P13 16 SCS Runoff 0.44 6 732 2,118 — — — P14 Its 17 Combine 1.06 6 732 5,165 15,16 — — 18 SCS Runoff 0.39 6 732 1,767 — — P15 19 SCS Runoff 1.19 6 732 5,804 — — — P16 20 Combine 2.64 6 732 12,736 17,18,19 — 21 Combine 9.94 6 732 47,034 12,13,14, — — 22 SCS Runoff 1.33 6 732 6,103 — — — P11 23 Combine 13.13 6 732 62,008 4,5,21,22 — — 24 SCS Runoff 0.26 6 732 1,236 — — — P17 25 Combine 16.03 6 732 75,980 20,23,24 — — RM 26 Reservoir 16.11 6 732 72,872 25 146.60 8,155 System Pipe Storage 27 Combine 18.83 6 732 84,728 1,26 Total Site III PW F" Proj. file: 2002689Prop.9pw Return Period: 10 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 1.50 6 732 6,416 — -- -- P1 TO Area to RR Swale 2 SCS Runoff 0.59 6 732 2,641 — — P2 3 SCS Runoff 1.12 6 732 5,358 — — — P3 4 SCS Runoff 0.87 6 732 4,178 — — P4 5 SCS Runoff 0.28 6 732 1,224 — — P5 - 6 SCS Runoff 1.20 6 732 5,511 — — — P6 7 SCS Runoff 0.60 6 732 2,684 — — P12 8 Combine 3.51 6 732 16,195 2,3,6,7 — 9 SCS Runoff 0.66 6 732 3,006 — -- P7 10 Combine 4.16 6 732 19,201 8.9 11 SCS Runoff 0.73 6 732 3,397 — — P8 12 Combine 4.89 6 732 22,598 10,11 — 13 SCS Runoff 0.58 6 732 2,672 — — P9 14 SCS Runoff 0.75 6 732 3,362 — 1310 15 SCS Runoff 0.40 6 732 1,907 — P13 16 SCS Runoff 0.28 6 732 1,306 — — — P14 17 Combine 0.68 6 732 3,214 15,16 — 18 SCS Runoff 0.23 6 732 1,028 — — — P15 19 SCS Runoff 0.76 6 732 3,633 — — — P16 20 Combine 1.67 6 732 7,875 17,18,19 — 21 Combine 6.22 6 732 28,631 12,13,14, — — 22 SCS Runoff 0.81 6 732 3,604 — — P11 23 Combine 8.18 6 732 37,637 4,521,2 � -- 24 SCS Runoff 0.16 6 732 752 P17 25 Combine 10.01 6 732 46,263 20,23,24 — — 26 Reservoir 9.97 6 732 43,155 25 146.39 7,514 System Pipe Storage 27 Combine 11.47 6 732 49,571 1,26 — — Total Site �I Proj. file: 2002689Prop.gpw Return Period: 2 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve Fuss&O'Neill Inc. w POST-DEVELOPMENT CONDITIONS w FAP2002\689\A10\02689 Stormwater Managment.doc 40 40 rt Hydrograph Repo Page 1 Hydraflow Hydrographs by Intelisolve 40 Hyd. No. 12 Total Site Hydrograph type = Combine Peak discharge = 23.74 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 2, 11 Hydrograph Volume=112,464 cult Hydrograph Discharge Table Time Hyd.2+ Hyd. 11 = Outflow (hrs) (cfs) (cfs) (cfs) 11.30 0.06 2.49 2.55 11.40 0.07 2.76 2.83 11.50 0.08 3.05 3.13 W, 11.60 0.11 3.58 3.69 11.70 0.16 4.84 5.00 11.80 0.26 6.92 7.18 11.90 0.40 9.53 9.94 12.00 0.72 14.42 15.14 12.10 1.20 20.91 22.11 12.20 1.41 << 22.33<< 23.74 << 12.30 1.25 18.38 19.63 12.40 0.97 13.25 14.22 12.50 0.69 9.06 9.76 12.60 0.51 6.49 7.00 12.70 0.37 4.67 5.04 12.80 0.30 3.69 3.99 12.90 0.26 3.22 3.49 13.00 0.24 2.92 3.17 13.10 0.22 2.65 2.87 13.20 0.20 2.44 2.64 13.30 0.19 2.30 2.50 13.40 0.19 2.21 2.40 ...End w Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Total Trib Area to King St. Hydrograph type = Combine Peak discharge = 22.33 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 5, 7, 9, 10 Hydrograph Volume=106,342 cuft Hydrograph Discharge Table Time Hyd.5+ Hyd.7+ Hyd.9+ Hyd. 10= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.20 0.57 0.56 0.88 0.25 2.26 11.30 0.62 0.62 0.97 0.27 2.49 11.40 0.69 0.69 1.08 0.30 2.76 11.50 0.76 0.76 1.19 0.34 3.05 11.60 0.89 0.90 1.40 0.39 3.58 11.70 1.21 1.22 1.88 0.53 4.84 „ 11.80 1.72 1.75 2.70 0.76 6.92 11.90 2.37 2.41 3.71 1.04 9.53 12.00 3.57 3.67 5.62 1.57 14.42 12.10 5.15 5.35 8.14 2.27 20.91 12.20 5.49 << 5.73<< 8.70 << 2.42 << 22.33<< 12.30 4.51 4.73 7.16 1.98 18.38 12.40 3.24 3.42 5.16 1.43 13.25 12.50 2.22 2.34 3.53 0.97 9.06 12.60 1.58 1.68 2.53 0.70 6.49 12.70 1.14 1.21 1.82 0.50 4.67 12.80 0.90 0.96 1.44 0.40 3.69 12.90 0.79 0.84 1.26 0.35 3.22 13.00 0.71 0.76 1.14 0.31 2.92 13.10 0.65 0.69 1.03 0.28 2.65 13.20 0.59 0.63 0.95 0.26 2.44 13.30 0.56 0.60 0.90 0.25 2.30 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 E7 Hydrograph type = SCS Runoff Peak discharge = 2.42 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.83 ac Curve number = 96 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=11,400 tuft W Hydrograph Discharge Table Time -- Outflow IN (hrs cfs) 11.20 0.25 11.30 0.27 11.40 0.30 11.50 0.34 11.60 0.39 11.70 0.53 11.80 0.76 11.90 1.04 M 12.00 1.57 12.10 2.27 12.20 2.42 << 12.30 1.98 NO 12.40 1.43 12.50 0.97 12.60 0.70 12.70 0.50 12.80 0.40 12.90 0.35 13.00 0.31 13.10 0.28 13.20 0.26 13.30 0.25 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Hydrograph type = Combine Peak discharge = 8.70 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 7, 8 Hydrograph Volume=41,562 cult Hydrograph Discharge Table Time Hyd.7+ Hyd.8= Outflow (hrs) (cfs) (cfs) (cfs) 11.20 0.56 0.32 0.88 11.30 0.62 0.35 0.97 11.40 0.69 0.39 1.08 11.50 0.76 0.43 1.19 11.60 0.90 0.50 1.40 11.70 1.22 0.67 1.88 11.80 1.75 0.95 2.70 11.90 2.41 1.30 3.71 12.00 3.67 1.95 5.62 12.10 5.35 2.80 8.14 eM 12.20 5.73 << 2.97 << 8.70 << 12.30 4.73 2.43 7.16 12.40 3.42 1.74 5.16 12.50 2.34 1.19 3.53 12.60 1.68 0.85 2.53 12.70 1.21 0.61 1.82 12.80 0.96 0.48 1.44 W 12.90 0.84 0.42 1.26 13.00 0.76 0.38 1.14 13.10 0.69 0.34 1.03 13.20 0.63 0.32 0.95 13.30 0.60 0.30 0.90 ...End on Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 8 E6 Hydrograph type = SCS Runoff Peak discharge = 2.97 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 1.00 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=14,511 cuft Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.10 0.30 t 11.20 0.32 11.30 0.35 11.40 0.39 11.50 0.43 11.60 0.50 11.70 0.67 11.80 0.95 11.90 1.30 12.00 1.95 12.10 2.80 12.20 2.97 << 12.30 2.43 12.40 1.74 12.50 1.19 12.60 0.85 12.70 0.61 12.80 0.48 12.90 0.42 13.00 0.38 13.10 0.34 13.20 0.32 13.30 0.30 ...End RW Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Hydrograph type = Combine Peak discharge = 5.73 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1, 6 Hydrograph Volume=27,051 cult Hydrograph Discharge Table Time Hyd. 1 + Hyd.6= Outflow (hrs) (cfs) (cfs) (cfs) 11.30 0.15 0.47 0.62 11.40 0.17 0.52 0.69 11.50 0.19 0.57 0.76 11.60 0.23 0.67 0.90 11.70 0.31 0.90 1.22 11.80 0.46 1.28 1.75 11.90 0.66 1.75 2.41 12.00 1.04 2.63 3.67 12.10 1.57 3.78 5.35 12.20 1.73 << 4.00 << 5.73<< 12.30 1.45 3.28 4.73 12.40 1.07 2.35 3.42 12.50 0.74 1.60 2.34 12.60 0.53 1.15 1.68 W 12.70 0.39 0.82 1.21 12.80 0.31 0.65 0.96 12.90 0.27 0.57 0.84 13.00 0.24 0.51 0.76 13.10 0.22 0.47 0.69 13.20 0.20 0.43 0.63 13.30 0.19 0.40 0.60 !" 13.40 0.19 0.39 0.57 ...End III go Hydrograph Report Page 1 "P Hydraflow Hydrographs by Intelisolve PM Hyd. No. 6 E5 Hydrograph type = SCS Runoff Peak discharge = 4.00 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 1.35 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=19,590 tuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.10 0.40 11.20 0.43 11.30 0.47 11.40 0.52 11.50 0.57 11.60 0.67 11.70 0.90 11.80 1.28 11.90 1.75 12.00 2.63 12.10 3.78 12.20 4.00 << 12.30 3.28 12.40 2.35 12.50 1.60 12.60 1.15 12.70 0.82 12.80 0.65 12.90 0.57 13.00 0.51 13.10 0.47 13.20 0.43 13.30 0.40 ...End FF Hydrograph Report Page 1 !!tr Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Combine Peak discharge = 5.49 cfs Storm frequency = 10.yrs Time interval = 6 min Inflow hyds. = 3, 4 Hydrograph Volume=26,330 cult Hydrograph Discharge Table Time Hyd. 3 + Hyd.4= Outflow (hrs) (cfs) (cfs) (cfs) 11.20 0.47 0.10 0.57 11.30 0.52 0.11 0.62 11.40 0.57 0.12 0.69 11.50 0.63 0.13 0.76 11.60 0.74 0.16 0.89 11.70 0.99 0.22 1.21 11.80 1.41 0.32 1.72 11.90 1.92 0.44 2.37 12.00 2.88 0.69 3.57 12.10 4.14 1.01 5.15 12.20 4.39 << 1.10 << 5.49<< 12.30 3.60 0.91 4.51 12.40 2.58 0.67 3.24 12.50 1.76 0.46 2.22 12.60 1.26 0.33 1.58 12.70 0.90 0.24 1.14 12.80 0.71 0.19 0.90 12.90 0.62 0.16 0.79 13.00 0.56 0.15 0.71 13.10 0.51 0.14 0.65 13.20 0.47 0.12 0.59 ±r� 13.30 0.44 0.12 0.56 ...End PIP Hydrograph Report Page 1 No Hydraflow Hydrographs by Intelisolve Hyd. No. 4 E4 Hydrograph type = SCS Runoff Peak discharge = 1.10 cfs " Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.42 ac Curve number = 90 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=4,854 cuft Hydrograph Discharge Table Time -- Outflow +•* (hrs cfs) 11.40 0.12 11.50 0.13 11.60 0.16 11.70 0.22 11.80 0.32 11.90 0.44 12.00 0.69 12.10 1.01 12.20 1.10<< 12.30 0.91 12.40 0.67 12.50 0.46 12.60 0.33 12.70 0.24 12.80 0.19 12.90 0.16 13.00 0.15 13.10 0.14 13.20 0.12 13.30 0.12 13.40 0.11 * ...End �w Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 3 E3 Hydrograph type = SCS Runoff Peak discharge = 4.39 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 1.48 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=21,476 cuft Hydrograph Discharge Table Time -- Outflow " (hrs cfs) 11.10 0.44 11.20 0.47 11.30 0.52 11.40 0.57 11.50 0.63 11.60 0.74 11.70 0.99 11.80 1.41 11.90 1.92 12.00 2.88 12.10 4.14 12.20 4.39<< 12.30 3.60 12.40 2.58 12.50 1.76 12.60 1.26 12.70 0.90 12.80 0.71 12.90 0.62 13.00 0.56 13.10 0.51 13.20 0.47 13.30 0.44 ...End PM Hydrograph Report Pagel ON Hydraflow Hydrographs by Intelisolve Hyd. No. 2 E2 Trib Area to RR Swale Hydrograph type = SCS Runoff Peak discharge = 1.41 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 1.03 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=6,121 cuft Hydrograph Discharge Table Time --Outflow (hrs cfs) 11.70 0.16 11.80 0.26 11.90 0.40 12.00 0.72 12.10 1.20 12.20 1.41 << 12.30 1.25 12.40 0.97 12.50 0.69 12.60 0.51 12.70 0.37 12.80 0.30 �w 12.90 0.26 13.00 0.24 13.10 0.22 13.20 0.20 13.30 0.19 13.40 0.19 13.50 0.18 13.60 0.18 13.70 0.17 13.80 0.16 13.90 0.16 14.00 0.15 14.10 0.15 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 1 E1 Hydrograph type = SCS Runoff Peak discharge = 1.73 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.73 ac Curve number = 86 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=7,461 cult Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.50 0.19 11.60 0.23 11.70 0.31 11.80 0.46 11.90 0.66 12.00 1.04 12.10 1.57 12.20 1.73<< 12.30 1.45 12.40 1.07 12.50 0.74 12.60 0.53 12.70 0.39 12.80 0.31 12.90 0.27 13.00 0.24 13.10 0.22 13.20 0.20 13.30 0.19 13.40 0.19 13.50 0.18 13.60 0.17 w. ...End 'Ns jiydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cult) 1 SCS Runoff 2.75 6 732 12,139 — — — E1 2 SCS Runoff 2.72 6 732 11,590 — — — E2 Trib Area to RR Swale 3 SCS Runoff 6.36 6 732 31,536 — — E3 4 SCS Runoff 1.68 6 732 7,624 ---- — — E4 5 Combine 8.05 6 732 39,160 3,4 — - 6 SCS Runoff 5.81 6 732 28,766 — — E5 7 Combine 8.56 6 732 40,905 1,6 = 8 SCS Runoff 4.30 6 732 21,308 E6 9 Combine 12.86 6 732 62,213 7,11 — 10 SCS Runoff 3.53 6 732 17,019 — — E7 11 Combine 32.99 6 732 159,296 5,7,9,10 — Total Trib Area to King St. 12 Combine 35.71 6 732 170,887 2,11 — — Total Site Rm on 0" w Proj. file: 2002689 Exist.9PW Return Period: 100 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve ON .Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum .Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 2.03 6 732 8,845 — — E1 2 SCS Runoff 1.79 6 732 7,685 — — — E2 Trib Area to RR Swale 3 SCS Runoff 4.98 6 732 24,493 — — — E3 4 SCS Runoff 1.27 6 732 5,678 — — — E4 5 Combine 6.26 6 732 30,172 3,4 — _ _ 6 SCS Runoff 4.55 6 732 22,342 E5 7 Combine 6.58 6 732 31,187 1,6 — 8 SCS Runoff 3.37 6 732 16,549 — — E6 9 Combine 9.95 6 732 47,736 7,8 — 10 SCS Runoff 2.75 6 732 13,083 — — E7 11 Combine 25.54 6 732 122,178 5,7,9,10 — — Total Trib Area to King St. 12 Combine 27.32 6 732 129,863 2,11 — — Total Site PO uw gr Proj. file: 2002689 Exist.gpw Return Period: 25 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve jiydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.73 6 732 7,461 — — — E1 2 SCS Runoff 1.41 6 732 6,121 — — E2 Trib Area to RR Swale 3 SCS Runoff 4.39 6 732 21,476 — -- E3 4 SCS Runoff 1.10 6 732 4,854 -- — — E4 5 Combine 5.49 6 732 26,330 3,4 6 SCS Runoff 4.00 6 732 19,590 — — E5 7 Combine 5.73 6 732 27,051 1,6 8 SCS Runoff 2.97 6 732 14,511 — — E6 9 Combine 8.70 6 732 41,562 7,8 — — 10 SCS Runoff 2.42 6 732 11,400 — — E7 11 Combine 22.33 6 732 106,342 5,7,9,10 — Total Trib Area to King St. 12 Combine 23.74 6 732 112,464 2,11 — — Total Site a�M Proj. file: 2002689ExiSt.gpw Return Period: 10 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve jiydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cult) 1 SCS Runoff 0.92 6 732 3,918 — -- E1 2 SCS Runoff 0.51 6 732 2,466 — — -- E2 Tdb Area to RR Swale 3 SCS Runoff 2.80 6 732 13,441 — — — E3 4 SCS Runoff 0.63 6 732 2,705 — — — E4 5 Combine 3.43 6 732 16,146 3,4 6 SCS Runoff 2.56 6 732 12,261 — E5 7 Combine 3.48 6 732 16,179 1,6 tM 8 SCS Runoff 1.89 6 732 9,082 — E6 9 Combine 5.37 6 732 25,261 7,8 — — 10 SCS Runoff 1.51 6 732 6,931 — — E7 11 Combine 13.79 6 732 64,516 5,7,9,10 — Total Trib Area to King St. 12 Combine 14.30 6 732 66,982 2,11 — Total Site Proj. file: 2002689Exist.gpw Return Period: 2 yr Run date: 04-17-2003 Hydraflow Hydrographs by Intelisolve Fuss&O'Neill Inc. PRE-DEVELOPMENT CONDITIONS Im F:\P2002\689\AIO\02689 Stormwater Managment.doc Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: P17 Present © et`a ed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent N co soil name/ impervious; un/connected imp. N N hydrologic group area ratio E LL Ac CN x Area Au/C Paved 98 0.081 7.84 Au/C Natural 791 0.011 0.79 Totals: 0.091 8.63 CN (weighted)= (Total Product) 8.63 CN Weighted= 95.89 (Total Area) 0.09 Use CN= 96 w� FAP98\98840\A50\02689SCS Input.xls(MA) 10 OF 10 IM Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: P14 Present DeGelo et! Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment, and N hydrologic cond.; percent co N soil name/ impervious; un/connected imp. N hydrologic group area ratio E E Ac CN x Area Au/C I Paved 981 0.14 13.72 +" Au/C INatural 791 0.01 0.79 Totals: 0.15 14.51 CN (weighted)= (Total Product) 14.51 CN Weighted= 96.73 (Total Area) 0.15 Use CN= 97 Area: P15 Present De,e(o ffed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment, and N hydrologic cond.; percent N M on soil name/ impervious; un/connected imp. N N ca hydrologic group area ratio E E Ac CN x Area Au/C I Paved 98 0.10 9.80 Au/C INatural 791 0.04 3.16 Totals: 0.14 12.96 CN (weighted)= (Total Product) 12.96 CN Weighted= 92.57 (Total Area) 0.14 Use CN= 93 Area: P16 PresenteCowd on Runoff Curve Number(CN) on Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent C� co N soil name/ impervious; un/connected imp. N ca hydrologic group I area ratio E Ac CN x Area Au1C Roof 981_ 0.40 39.20 Totals:1 0.40 39.20 CN (weighted)-- (Total Product) 39.2 CN Weighted= 98.00 (Total Area) 0.4 Use CN= 98 w w► FAP98\98840\A50\02689SCS InputAs(MA) 9 OF 10 4 No Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA go Area: P11 Present ©e,elo'ed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and C,, hydrologic cond.; percent N M soil name/ impervious; un/connected imp. .a N N hydrologic group area ratio E Ac CN x Area Au/C Paved 98 0.37 36.26 Au/C Natural 791 0.10 7.90 Totals: 0.47 44.16 (Total Product) 44.16 CN Weighted= 93.96 CN (weighted)= (Total Area) 0.47 Use CN= 94 Area: P12 Present D o 7- , Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent N M It soil name/ impervious; un/connected imp. N N hydrologic group area ratio i_ i_ Ac CN x Area Au/C I Paved 98 0.27 26.46 Au/C INatural 791 0.08 6.32 Totals: 0.35 32.78 CN (weighted)-- (Total Product) 32.78 CN Weighted= 93.66 (Total Area) 0.35 Use CN= 94 Area: P13 Presente.e Runoff Curve Number(CN) ! " Soil Name Cover Description CN Area Product cover type,treatment, and N hydrologic cond.; percent co N soil name/ impervious; un/connected imp. N hydrologic group I area ratio iz iz Ac CN x Area Au/C JRoof 98 0.21 20.58 Totals:1 0.21 20.58 CN (weighted)= (Total Product) 20.58 CN Weighted= 98.00 (Total Area) 0.21 Use CN= 98 F:\P98\98840\A50\02689SCS Input.xls(MA) 8 OF 10 Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: P8 Present Runoff Curve Number(CN) e11, Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent ch N soil name/ impervious; un/connected imp. N hydrologic group area ratio iz iz Ac CN x Area Au/C Paved 98 0.37 36.26 Au/C Natural 791 0.02 1.58 Totals: 0.39 37.84 CN (weighted)= (Total Product) 37.84 CN Weighted= 97.03 (Total Area) 0.39 Use CN= 97 Area: P9 Present Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment,and N hydrologic cond.; percent N co soil name/ impervious; un/connected imp. N N .n ! hydrologic group area ratio LL U_ Ac CN x Area Au/C IPaved 98 0.29 28.42 Au/C INatural 791 0.03 2.37 Totals: 0.32 30.79 CN (weighted)-- (Total Product) 30.79 CN Weighted= 96.22 (Total Area) 0.32 Use CN= 96 Area: P10 Present . .'. Runoff Curve Number(CN) Soil Name Cover Description CN Area Product +? cover type, treatment, and N hydrologic cond.; percent N M soil name/ impervious; un/connected imp. °' N N hydrologic group area ratio U_ .2) Ac CN x Area Au/C Paved 981 0.35 34.30 Au/C Natural 791 0.07 5.53 Totals: 0.42 39.83 (Total Product) 39.83 CN Weighted= 94.83 CN (weighted)= (Total Area) 0.42 Use CN= 95 FAP98\98840\A50\02689SCS Input.xis(MA) 7 OF 10 ew Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: ' Location: Northampton, MA Area: P6 Present Develo etl Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent N M soil name/ impervious; un/connected imp. rn hydrologic group area ratio E ii Ac CN x Area Au/C IPaved 98 0.59 57.82 Au/C Natural 791 0.07 5.53 Totals: 0.66 63.35 CN (weighted)= (Total Product) 63.35 CN Weighted= 95.98 (Total Area) 0.66 Use CN= 96 Area: P7 Present Q veto Aw Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent c� N soil name/ impervious; un/connected imp. N cc hydrologic group area ratio U. U- Ac CN x Area Au/C JPaved 981 0.32 31.36 Au/C INatural 791 0.04 3.16 go Totals: 0.36 34.52 CN (weighted)= (Total Product) 34.52 CN Weighted= 95.89 00 (Total Area) 0.36 Use CN= 96 on F:\P98\98840\A50\02689SCS Input.xis(MA) 6 OF 10 Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: P4 Present DeGelo':ed Runoff Curve Number(CN) ,w Soil Name Cover Description CN Area Product cover type, treatment, and C, hydrologic cond.; percent co N soil name/ impervious;un/connected imp. � Cb hydrologic group area ratio cc U-i, Ac CN x Area Au/C Roof 98 0.46 45.08 Totals:1 0.46 45.08 CN (weighted)= (Total Product) 45.08 CN Weighted= 98.00 (Total Area) 0.46 Use CN= 98 Area: P5 Present Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment,and N hydrologic cond.; percent m M N soil name/ impervious; un/connected imp. M N hydrologic group area ratio U- Ac CN x Area Au/C JPaved 98 0.11 10.78 Au/C INatural 1 791 0.08 6.32 Totals: 0.19 17.10 CN (weighted)= (Total Product) 17.1 CN Weighted= 90.00 (Total Area) 0.19 Use CN= 90 op FAP98\98840\A50\02689SCS Input.xls(MA) 5 OF 10 IN wa Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: P1 Present Develo' e Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent N co soil name/ impervious; un/connected imp. w C" ca hydrologic group area ratio U- u Ac CN x Area Au/C IPaved 98 0.49 48.02 Au/C Natural 791 0.6 47.40 Totals: 1.09 95.42 CN (weighted)= (Total Product) 95.42 CN Weighted= 87.54 (Total Area) 1.09 Use CN= 88 Area: P2 Present Dexelo°e Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent c� N soil name/ impervious; un/connected imp. hydrologic group area ratio H U- U- Ac CN x Area Au/C Paved 98 0.27 26.46 Au/C Natural 791 0.06 4.74 Totals: 0.33 31.20 CN (weighted)= (Total Product) 31.2 CN Weighted= 94.55 (Total Area) 0.33 Use CN= 95 Area: P3 Present FDeveio°"ed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment, and N hydrologic cond.; percent a CI N soil name/ impervious; un/connected imp. N hydrologic group I area ratio H E M Ac CN x Area Au/C Roof 98 0.59 57.82 Totals: 0.59 57.82 (Total Product) 57.82 CN Weighted= 98.00 CN (weighted)= (Total Area) 0.59 Use CN= 98 go F:\P98\98840\A50\02689SCS Input.xls(MA) 4 OF 10 Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: E6 Present; < Developed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent N M soil name/ impervious; un/connected imp. N " hydrologic group area ratio LL E Ac CN x Area Au/C JPaved 98 0.99 97.02 Au/C INatural 69 0.01 0.69 Totals: 1 97.71 CN (weighted)= (Total Product) 97.71 CN Weighted= 97.71 (Total Area) 1 Use CN= 98 Area: E7 °,t>�.' Developed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment, and N hydrologic cond.; percent N c� soil name/ impervious; un/connected imp. N N go hydrologic group area ratio � LL Ac CN x Area Au/C IPaved 98 0.76 74.48 Au/C Natural 691 0.071 4.83 Totals: 0.831 79.31 CN (weighted)= (Total Product) 79.31 CN Weighted= 95.55 (Total Area) 0.83 Use CN= 96 w ee ON 40 F:\P98\98840\A50\02689SCS Input.xls(MA) 3 OF 10 t�Is Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: E3 Pbr✓`sen " Developed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment, and N hydrologic cond.; percent N M soil name/ impervious; un/connected imp. C` hydrologic group area ratio F- iz LL Ac CN x Area Au/C Roof 98 1.48 145.04 Totals: 1.48 145.04 CN (weighted)= (Total Product) 145.04 CN Weighted= 98.00 (Total Area) 1.48 Use CN= 98 Area: E4 Pie E: , Developed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment, and N hydrologic cond.; percent r� N soil name/ impervious; un/connected imp. �`' hydrologic group area ratio H iz E Ac CN x Area Au/C Paved 98 0.3 29.40 Au/C Natural 691 0.12 8.28 Totals: 0.42 37.68 CN (weighted)= (Total Product) 37.68 CN Weighted= 89.71 (Total Area) 0.42 Use CN= 90 Area: E5 P" s" Developed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type,treatment, and N hydrologic cond.; percent N cry � soil name/ impervious; un/connected imp. N N hydrologic groupl area ratio F- E E Ac CN x Area Au/C JPaved 98 1.33 130.34 Au/C INatural 691 0.02 1.38 Totals: 1.35 131.72 (Total Product) 131.72 CN Weighted= 97.57 CN (weighted)= (Total Area) 1.35 Use CN= 98 ON FAP98\98840\A50\02689SCS Input.xis(MA) 2 OF 10 Project: The Shops of Northampton By: MRG 4/17/2003 Project No. 2002689A10 Chk'd: Location: Northampton, MA Area: E1 RKesent` Developed Runoff Curve Number(CN) ,., Soil Name Cover Description CN Area Product cover type,treatment,and N hydrologic cond.; percent N M soil name/ impervious; un/connected imp. ..0 N N hydrologic group area ratio U_ UL Ac CN x Area Au/C JPaved 98 0.44 43.12 Au/C INatural 1 691 0.29 20.01 Totals: 0.73 63.13 CN (weighted)-- (Total Product) 63.13 CN Weighted= 86.48 „■, (Total Area) 0.73 Use CN= 86 Area: E2e Developed Runoff Curve Number(CN) Soil Name Cover Description CN Area Product cover type, treatment,and N hydrologic cond.; percent N M v soil name/ impervious; un/connected imp. . N N + hydrologic group area ratio i_ i_ Ac CN x Area Au/C JPaved 98 0.07 6.86 Au/C INatural 691 0.96 66.24 Totals: 1.03 73.10 CN (weighted)-- (Total Product) 73.1 CN Weighted= 70.97 (Total Area) 1.03 Use CN= 71 A FAP98\98840\A50\02689SCS Input.xls(MA) 1 OF 10 �r Fuss&O'Neill Inc. APPENDIX A DRAINAGE COMPUTATIONS No an F:\P2002\689\AIO\02689 Stormwater Managment.doc CTB:4 1 JCS'Wt MAN O D F m I N A I 0 I I I I < I I I T a I I O N �1 w / Ali 1 1 r r !D f I oa l rn 1r ' a w D rn I a 0 LT f 1 \ Oa ;o � N l DD 1 r1 1tt Ct ry — C) W ' 1 .'D rn -mm p .0 } S �� I \C ( �♦ pa ' I r Z r as OD bOL) a ' a lir I AREA i ( o ' n m �. cn I a 0 + 1 Oa n rn Sn n I a �t. I 0-- nb r f v , 147 � p� ' 1 v O m � '// �` O � � ��` i ,�rir ��' D �( � l ,\ •' �Ln f I (( 1 I t 0 lid f � I tlt I p En O b O a p 1 2 i �n a C � (D � -p ° VI:S:n Z D fl in O m y fn p 9 H 2 Film" Mon" OMM Wow "Nook \ \ I A[1v m Ax 71 f112 A a t> C ` — r A /I / O D 1 r;ac I Fv .. , — otu 4o N 1 w rn f �` n D oY 1 } r 1 y C1 rn I I p r r OD m z �v D yI1 i 0 f Z03 r r ri I 2�rr �� r1 0) 1 � C I f� D o A I 0 D oo ----- n�i I f \� E _...w x.T w w_. . v n .. _�_" - axa_._w� - 2 ecp �says 4 y I D D +. r A m - > •4- I ' /l � I I a n tri d I d o rn r o En O d I I; Z O � z L A2 vi O �iC y r 7 T yO V 6 t 1 T Z� �• O �p CD D W o ',lam ; zk ,aw^' r ' rr a ' F w ai�p ,' y ,y`s `, ,,,,,,, wrar" ✓d`` qr �` �� �k 2 `` R' - +�. 4 po w .a �� � � -� °Y � •: ` �4 art �� � � $ ' J .. SITE `x s m, y r � p II r k f {r. r i1 u U N MAP REFERENCE THIS MAP WAS PREPARED FROM THE FOLLOWING: SOIL SURVEY OF HAMPSHIRE COUNTY. MASSACHUSETTS CENTRAL PART, UNITED STATES DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE, DECEMBER 1981. 3 w N PROD,No.:2002689A10 SCALE: HORZ.:l'-1000' CEDARWOOD DEVELOPMENT,INC. DATE:APRIL 2003 VERT.: DATUM: FUSS&O'NEILL INC.emLswttw sngtn..n SITE SOILS MAP HORZ.: VERT.: 7 O 78 N7ERS1AIE amv4,.45.SPRNffIE1D,WA a,aea THE SHOPS OF NORTHAMPTON .,=�sza•�s Figure 2 a soo loon GRAPHIC SCALE —FandO.— NORTHAMPTON MASSACHUSETTS {� • 'V- V • ". r- / ", IN � l YCi � = stand x V t H ,... � "�+..._ IAN �• ONNE --- -, � TIC U o - �' o ti a f� 51 OA 0, i SITE EMETaR_-Y.i J1, n0 0 . f l` jam and \ i � �,� yy� - 4• f Island a Jackson C@Ivfn'Coolid 4QV\ Bridge \ '� P ! �D � r. '� x � '< .+ Gel ''•�i �, � N.0 � - � �. �`�-"�T�a�� _ l Shopping— � � �` � Center ,. ht . . ' /6 s * P�r =�"•-- a.� ,,,,� �'f 151.11 f ' '`'> v , } � � a � . I + " .� i •" �N iu V�'illf St 's •'1 N MAP REFERENCE THIS MAP WAS PREPARED FROM THE FOLLOWING 7.5' SERIES USGS MAP: Eosthomplon (MA) 1964; PHOTOREMSED 1991. s SCALE: PROD.No 2002689A10 HORZ:1"=2000' CEDARWOOD DEVELOPMENT,INC. DATE.APRIL2003 VERT.: DATUM: SITE LOCATION MAP VE R.: FUSS BL O'ATEILL INC.consulting engineers VER l , 1e wt¢RSTAt¢a+i 413,52T04 �r+c�iE�o,�A o,oas THE SHOPS OF NORTHAMPTON o ,� 200o Figure 1 GRAPHIC SCALE —Fand0 m I NORTHAMPTON MASSACHUSETTS Fuss& O'Neill Inc. 5. DRAINAGE SYTEM STORAGE Large pipe runs (> 30"dia.): Pipe Run Pipe Id Length Dia (In) Material Volume PO1 112 30 HDPE 549.50 P02 133 36 HDPE 939.65 PO4 140 36 HDPE 989.10 P06 204 36 HDPE 1,441.26 P10 66 36 HDPE 466.29 P12 59 36 HDPE 416.84 P13 133 48 HDPE 1,670.48 P15 152 36 HDPE 1,073.88 P16 109 48 HDPE 1,369.04 'Stone 5801 1 5,400.00 Total System Volume 14,316 Notes: 1. Available volume from stone bedding around perforated pipe. 6. OPERATION AND MAINTENANCE PLAN System Owner: Cedarwood Development, Inc. Party Responsible for O&M: Cedarwood Development, Inc.or designated independent contractor. Suggested O&M Activities and Proposed Schedule W Description O&M Activity Proposed Schedule Inspect catch basins for debris and Every three months Stormwater System proper operation. (March,June, September and December) Sweep paved surfaces including Twice Annually Paved Surfaces removing sand and debris following (April and October) winter months. Clean catch basins & remove Minimally each Spring Catch Basins floatables and solids trapped in catch (April),Fall (Nov., if basin sumps. necessary) F:\P2002\689\A10\02689 Stormwater Managment.doc Fuss&O'Neill Inc. Amostown, listed as hydrologic group C. The following runoff curve numbers were used for the land cover characteristics as noted: Ground Cover Runoff Curve No. Grass & landscaped areas 79 Pavement &roof 98 Peak flows for the 2, 10, 25 and 100-year frequency storm events were determined by using a 24-hour type III storm, standard for the New England area. Rainfall depths were obtained from published rainfall records for Hampshire County, MA. Given the minimal size of the site, a time of concentration of 10 minutes was assumed for all hydrographs. 4. SUMMARY OF RESULTS Table-1 Peak Discharge Rates Total Site Storm Event SCS 24-Hr. Pre-Development Post-Development Precipitation n cfs cfs 2-year 2.9 14.3 11.5 10- ear 4.5 23.7 18.8 25-year 5.1 27.3 21.6 1 00- ear 6.5 35.7 A 27.9 R FAP2002\689\A10\02689 Stonnwater Managment.doc Fuss&O'Neill Inc. 1. PRE-DEVELOPMENT CONDITIONS The existing site is approximately 7.0 acres consisting mostly of a paved parking area and a 62,000 square foot former retail building, as shown on Figure-3. A small area of grass and „ gravel areas is located to the north and east side of the site. The site is primarily drained by a series of catch basins located along the center of the parking area in front of the building. The roof is drained by roof leaders that connect to a drain that runs through the center of the building and connects to the site drainage system on the south side of the building. The site storm drain system connects to the King Street municipal storm drainage system at the southwest corner of the site. A small section of the site behind the building drains overland to a grass swale that runs between the site and railroad tracks to the east. 2. POST-DEVELOPMENT CONDITIONS ++ Figure-4 shows the proposed drainage areas in conjunction with the future development of the site. Site improvements include a new site drainage system to collect runoff from the new bituminous parking area. The three proposed buildings include roof leaders that connect into the storm drainage collection system. Runoff from the proposed loading area at the rear of Building C will sheet flow to the existing swale along the railroad. The elevation and long distance to gravity drain to the main site collection system precludes a closed storm drainage collection system for this area of the site. Large pipe diameters of 30, 36 and 48 inches are provided in the main parking area to attenuate post development runoff prior to entering the City drainage system. The network of piping serves as an underground detention system, designed to prevent surcharging the King Street drainage system and not to exceed pre-development peak discharge for a 10- year storm event. Catch basins will be provided with 4' sumps, to initially contain sediment and debris. The operation and maintenance plan herein outlines recommended periodic inspection and maintenance activities required to minimize pollutant discharge and to keep the drainage system functioning properly. Table-1 below summarizes the peak discharge rates for pre and post-development conditions. 3. METHODOLOGY Peak runoff rates for existing and proposed conditions were determined using the Soil Conservation Service (SCS) or now known as (MRCS) National Resources Conservation Service hydrologic methods. Runoff curve numbers were developed based on existing site soils, from the Hampshire County Soil Survey of Hampshire County, United States Department of Agriculture, Soil Conservation Service. Site soils are generally classified as FAP2002\689\A10\02689 Stormwater Managment.doc �w Fuss&O'Neill Inc. STORMWATER MANAGEMENT PLAN THE SHOPS OF NORTHAMPTON KING STREET,NORTHAMPTON,MA TABLE OF CONTENTS 1. Existing Conditions 2. Proposed Conditions 3. Methodology 4. Summary of Results 5. Operation and Maintenance Plan Figure-1 Locus Map Figure-2 Soils Map Figure-3 Existing Conditions * Figure-4 Proposed Conditions Appendix A Drainage Computations F:\P2002\689\Al0\02689 Stormwater Managment.doc w STOMWATER MANAGEMENT PLAN APPLICATION FOR A SPECIAL PERMIT CEDARWOOD DEVELOPMENT,INC. THE SHOPS OF NORTHAMPTON Northampton,Massachusetts April 17,2003 MR Fuss&O'Neill Inc. 40 NO so Section C. Drainage Computations & Storm Water Management FAP2002\689W10\Project Report.doc ®Fuss&O Neill 2003 Fuss&O'Neill Inc. No TABLE 1 SITE DEVELOPMENT SUMMARY THE SHOPS OF NORTHAMPTON KING ST.,NORTHAMPTON ITEM REQUIRED PROVIDED Parking Spaces 245 (Note 1) 266 Open Space 5% (Minimum) 14.5% Building Frontage 80% 82.0% Building Area - 73,588 SF (GLA) Parcel Area 20,000 SF 5.96 AC (Note 2) Building Setback 10 ft. 10 ft. Side Yard Setback 0 ft. 5 ft. Rear Yard Setback 6 ft. 30 ft. Lot Depth 60 ft. (Minimum) 541 ft. Building Height 40 ft. (Maximum) 25 ft. (Each building) Lot Frontage 60 ft. (Minimum) 348 ft. NOTES (1)Per City Zoning Ordinance, Section 8.1 (2)Excludes Proposed Firestone Parcel of 0.81 AC PROPOSED FIRESTONE PARCEL Parking Spaces 7 (Note 1) 39 Open Space 30%(Minimum) 30.0% Building Area - 6,100 SF (GLA) Parcel Area 20,000 SF 35,264 SF Building Setback 10 ft. 57 ft. Side Yard Setback 10 ft. 0 ft. Rear Yard Setback 20 ft. 0 ft. Lot Depth 140 ft. (Minimum) 140 ft. Building Height 35 ft. (Maximum) - Lot Frontage 120 ft. (Minimum) 251 ft. NOTES (1)Per City Zoning Ordinance, Section 8.1 cu (2)Excludes Proposed Firestone Parcel of 0.81 AC F:\P2002\689W10\Site Development Summary.xis Fuss&O'Neill Inc. SANITARY SEWER SERVICE Two (2) separate six inch (6") asbestos cement sanitary sewer lines service the existing building at either end. These lines discharge to the 16" sewer main in King Street. OTHER UTILITIES Electric service runs along King Street and along the railroad right-of-way at the rear of the site. Telephone service will run parallel to the electric service. Gas service is provided to the site via an existing service line to the north and east of the building. e F:\P2002\689W I O\Project Report.doc ®Fuss&O Neill 2003 Fuss&O'Neill Inc. Two free-standing retail buildings will be constructed along the west side (front) of the parking lot. One building will be approximately 17,400 sq. ft. in floor area, the other building will be approximately 9,800 sq. ft. Additional paved parking will be provided at the north-east and eastern side of the site. Grassed islands will be provided throughout the parking lot to better define parking aisles and to better define traffic circulation patterns. The parking lot surface will be improved by means of reclaiming/recycling the existing pavement material and providing a reclaimed pavement base and new top course. TRAFFIC ACCESS & CIRCULATION The existing driveway is to be closed, and a new site driveway is to be constructed. The main driveway to the site is proposed to be located approximately 75 feet south of the existing driveway. A traffic signal control is proposed in order to provide safe and efficient movement of traffic along King Street, and to allow for improved traffic movement in and ,w out of the proposed site. This signalized driveway has been located and redesigned so as to also serve the existing Bluebonnet driveway. The signal control will provide for better flow of the traffic out of the Bluebonnet site, particularly during peak traffic periods on King Street. The signal operation will be coordinated with the existing traffic signal at Barrett Street in order to allow efficient movement of thru traffic north and south on King Street. The site access is designed to accommodate additional traffic that would be generated by future development on the Kollmorgen site, assuming an internal roadway connection to that site. �tw Internal traffic circulation provides for delivery trucks and emergency vehicles. Delivery trucks will travel in a clockwise pattern around the site, circulating around the rear of the building in a one-way traffic pattern. A Traffic Impact Study has been prepared and is included in Section D. SITE STORM DRAINAGE The site drainage patterns as proposed will not change significantly from current patterns; refer to Section C for drainage calculations. WATER SEWER SERVICE The existing facility is serviced by a six inch (6") water main which enters the site at the south end of the existing building and runs along the entire front of the building. F:\P2002\689W10\Project Report.doc ®Fuss&ONei112003 Fuss&O'Neill Inc. DESCRIPTION OF PROJECT PROPOSED PROJECT The proposed project involves the removal of the existing 63,618 (approximate) square foot main building, construction of two retail buildings in the front portion of the site parking lot, construction of a long retail building at the rear of the site, improvements to the site parking areas including new grassed islands, pavement reclamation and new wearing course, storm , . drainage improvements on-site and relocated and upgraded access drives to the site from King Street. The renovated site will have a total building area of approximately 73,588 square feet consisting of retail/commercial/business use. There will be parking for 266 vehicles. EXISTING CONDITIONS Presently, the site consists of approximately 63,618 square feet of building area in the rear and an out parcel in the front (north west corner) of the site consisting of approximately 6,000 sq. ft.bulding area for a Firestone business. The site comprises a parcel of 5.96 acres for the proposed retail development area, and a Firestone parcel of 0.81 acres. It is located in a Highway Business District. Immediately to the north of the property is the Kollmorgen business. To the south is Willard Concrete. The B&M railroad tracks borders the site on the east. To the west is King Street. Years ago, the existing site building was occupied by a Price Chopper Supermarket and go Liquor Store. Various commercial uses have occupied portions of the building over the last ten or so years, with the current tenant consisting of the Treasure Chest Flea Market. This flea market business occupies approximately one-half of the building and is open for business on weekends only. Observations of the flea market business activity indicates in the order of 160 cars parked in the lot on a Sunday,mid-day. The site is presently served by city sewer, city water, a subsurface storm drainage system draining into the King Street system and public utilities. There is one unsignalized driveway to the site, located central to the parking lot and directly across King Street from the Bluebonnet Diner. King Street(Route 5)adjacent to the site is a four-lane divided city street. PROPOSED SITE LAYOUT IMPROVEMENTS The proposed building location in the eastern side of the site is in approximately the same position as the previous building, but will accommodate several retail establishments. The building size will be approximately 46,388 sq. ft. The building floor elevation will be similar to existing conditions. Loading docks will be added to the rear of the building. W F:\P2002\689W10\Project Report doc ®Fuss&ONeill 2003 Fuss&O'Neill Inc. Section B. Description of Project Mw FAP2002\6891A10\Project Report.doc 0 Fuss&O Neill 2003 FROM: MORSE & SACKS FAX NO.. : 4135840453 04-11-03 d1 :-4 r Ul � � V . " � r L- ,s owr� A p y JWII RfrrTrrrffTTTTTT� ai !an A a"T s ' z K va" •+ •► M OWN � s sue' S. - wr if Pw i 1 l:C - f00d '00 •P'100d180:Y6lgL0 Ol'f�SOP Z00id FROM MORSE & SACKS FAX NO. A 4135848453 bi-ti-d� o. •,o MORSE & SACKS ATTOPN M MAID -LAW a1 TtIVt•1&JLL 8UL1 k4w"p* th.P°rett t4ASSACMUSETTS 01060 ALVERTUS J.MORSE(1873-19451 'ADMITTED TO PRACTICE IN NEW YOUR ALVEFMMD.MORSE USt0&IMU ',Ao"TTEt1 To v^^MCE W CoNNEtTKUT MARLEV M.SACKS* TELEPMONE 413-564-1387 JOHN M.MCLAUONt:1N•• TELECOPIER 413-584-0457 WAWA.TANI�I� FAx, COVER SHEET TO: I b� .I `Ca'a�. \\J FAX # + " FROM: #► OF PAGES (INCLUDING THIS PAGE): DATE: It, 102— TIME SENT: 1 OUR CLIENT• YOUR CLIEUT- ORIGINAL DOCUMENT ❑ WILL 0 WILL NOT FOLLOW THROUGH U.S. MAIL ON REMARKS: / cs, S + ' CC tfjDE LFFY: Tbis,ammmis6iow is pt v&-gCk confid=fiA and iacenAe4 eoty fop the we of the addressee. I f you ate no the intended nxipient. you are bcreby wdfied that any dissemination, distribution, or copying of this document or the page stbebeit beter is strictly pmWbited. H you bave nxei wed this besimik irr error. rkasr WIRY MF- hr telcobew Md mftm tht:tgitsal to us at the addles listod above. We will remit the cost of the postase to you by return mail_ Thank yon. IF THERE 1S A PROBLEM WITH TRANSMISSION,OR IF YOU HAVE ANY QUESTIONS.PLEASE CALL 1-413-58;-1287 APR 7 1 2003 V 1 h V � I � I I 3 I� I • I• i — i •;•(." �i:?'J-�..r-':•Y'.'''bV.P:CJ"...N'fiCia; Y. ."1��c�M.•; I r �•�rai����I1111111111111P'�. sir ai�:.a•�!�+' � :OE fill UH kh 11 - _ I I MORSE & SACKS ATTORNEYS AT LAW 31 Trumbull Road Northampton, MA 01060 April 17, 2003 Via Facsimile and in-hand delivery City of Northampton City Hall Office of the Building Inspector Attention: Inspector Anthony Patillo Northampton,MA 01060 Dear Mr. Patillo: Enclosed please find supplemental items to the Zoning Permit Application previously filed by Cedarwood Development,Inc. for the property located at 327 King Street,Northampton,Massachusetts. Si na e: The Applicant proposes to install two flush mount signs on the North and South sides of Building A. It is the Applicant's intent that the signs will be approximately 8' x 12' and will be located approximately 3' off the ground. The Applicant believes these signs conform to the Zoning Ordinance. Frontage: Frontage for the Project is calculated as follows Site Frontage 348' Less Access Drive 66' Net Site Frontage 282' Building A 150' +Building B 81' =231' building frontage. Ratio of building frontage to site frontage 231'/282' = 82% frontage coverage. PM These supplements are provided following our meeting on April 15th,whereby modifications to the plans were proposed by various agencies of the City of Northampton. Please let me know when we will be able to pick up a copy of your Decision as to the Zoning Permit Application. Thank you for your ' attention to this matter. If you have any questions,please contact me at your convenience. Very truly yours, MORSE & SACKS By .�- MAT/sd J_ �k A. Tamer JD,MBA Encl. cc: Caroline Misch Telephone (413) 584-1287 In Connecticut (860) 745-0045 Facsimile (413) 584-0453 E-mail: law@morseandsacks.com HARLEY M. SACKS' ALYERTUS J. MORSE (1872-1949) ALYERTUS D. MORSE (t9o4-i982) JoxN M. McLAUGHLIN' 'ALso ADMnTED w New YORK MARK A. TANNER' ''Also ADM=D M CONNEcncOT HF'K. `J.�0b3 C btsr'I'1 tu55 a �irci�� w�rKn� ••. F&SS& O'Neill l . Consulting Engineers 78 Interstate Drive other Offices: WestSpringftetd, UA 01089 Manchester, Connecticut TEL 413 452-0445 FAX 413 846-0497 Trumbull, Connecticut INTERNET-:www.FandO.com Providjence, Rhode Island Columbia, South Carolina Gree"e, North Carolina FAX TRANSMITTAL SHEET This facsimile and"information it=Uains are-intendadtq�be a confidential communication only to the person or entity to which it is addressed. If you.have received this facshniL-In error,ptease nobly-us by tele O and return tha original fax to this office by mail- DATE: April 9, 2003 TQ. Tony Patiilo COMPANY: City of Northampton FAX 140_: 413-587-1 272 TELEPHONE NO.: 413-587-1266 FRO.W Michael Gagnon JOB NO.: 2002689A10 RE: The Shops of Northampton NO. OF PAGES: 2 (includes cover sheet) COMMENTS. Latest site layout plan C: Mark Tanner, Morse & Sacks, Fax: 413-584-0453 Wayne.Feiden,City of N tptvat : 413-587-1264 Kevin Fallon, Cedarwood Developmen Fax: 330-869-8373 RPK. `j.CVjY� C;Ut7r'I'I rUDJ a v17Li�� 1 r CL s d R Z sM r{ 8 am <� Y O � O � 3 U i ° � iii to0z3Nt 6TTM� 00e es GO'* MTM-TTMNRO+�•. AS 0"'t ' 2 � v Ila AS �.• A ul Lo Lgi kn W �. LFFP-/ -t UW wig k e 2� P s A u a Wavor - cooz '60 -V 6"'0'Iooa lSO1.669 6B9\LOOtd\7MQ\'M -alaiNMl •'� i _ Ilia all ` HcJ ue�vav n..le.�: �vs;.�\���:ai a�cw,�•�.�av v.-ea5 i3\, ...e.w .`.. ;rt \• INN PENN a '���s_�\\'t� � I ; \ �\ i }_ R 4N IN li 1111111 ' ggg WN Ik:IA > a. ` a\�'' \�\\� ul\mim mmm In TOP -SPIRE ELEV..2241-6a 0- a f i 0 . /= I CA iw 1 1'ELEV, 7he Shops ofNortbhampron f LARGE ANCHOR 0 0 ° cp a. LARGE ANCHOR e2 n. o �T¢ WN AMR 89 m win 82 (n 3: a o ! z a81 s.12 � o a13 BIm Z ' 87 s' Be 1/10/02 U. go SIL do ELEV. Ol.O' — 91-011 121-011 JOB NUMBER: 0202055 PROPOSED N. HAMPTON PYLON SIGN SCALE : v+1 - r-W reorosm "LON SIGN TOTAL SIGNAGE SQUARE FOOTAGE■ 155 S.F. PER SIDE A1.Q OWNER'S LETTER OF AUTHORIZATION I, SANDRA A. GLASS, Trustee under the Hill & Dale Nominee Trust, do hereby grant permission to CEDARWOOD DEVELOPMENT, INC. (hereafter "CEDARWOOD") of Akron, Ohio, and/or its agents, employees, administrators, P" attorneys, representatives and assigns to file any and all applications and plans necessary for the permitting and/or redevelopment of the Real Property located at 327 King Street (hereafter "HILL & DALE MALL") in the City of Northampton. It is presently contemplated in this document that CEDARWOOD will submit such applications and plans as to the HILL & DALE MALL to several agencies in the City of Northampton, including, but not limited to, the Northampton Conservation Commission, Northampton Planning Board, Northampton Zoning Board of Appeals, and any and all other State and Federal agencies, under the power as set forth herein. This authorization shall remain in full force and effect until such time as the undersigned provides the City of Northampton with a document revoking the powers as granted herein. IN WITNESS WHEREOF, I have hereunto set my hand and seal this day of April, 2003. a- Witness Sandra A. Glass, Truste ` Hill & Dale Nominee Trust 69 Lyman Road Northampton, MA 01060 COMMONWEALTH OF MASSACHUSETTS HAMPSHIRE, SS. April 7 , 2003 Then personally appeared the above-named SANDRA A. GLASS and acknowledged the foregoing instrument to be her free act and deed and the free act and deed of the HILL & DALE NOMI EE TRUST, before me, trt, Notary Public: Sandra A. DeB My Commission Expires: 05/08/03 10. Do any signs exist on the property? YES XX NO IF YES, describe size, type and location: Existing Pylon sign associated with former building use. Dimensions are unknown. All existing signage on site will be removed and replaced with new signs. W Are there any proposed changes to or additions of signs intended for the property? YES XX NO on IF YES, describe size, type and location: Proposed directional signing for site traffic control. Proposed pylon sign is attached hereto. on 11. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION This column reserved for use by the Building ow Department EXISTING PROPOSED REQUIRED BY" ." Exist. Firestone/Pro ,Site ZONING Lot Size 6.77 0.81/5.96 Ac. Frontage 599' 2511/348' Setbacks Front 55' •�- 55'/8 �0� '4 tax . � Side L: 0 R: 751+ L: 0/35 11:156/7 L R ��Q Rear 22' Building Height 201+ 20 It / ? Ln V. Building Square Footage 69,100 + 6?100± / 73;038 a'6 % Open Space: (tot area 22% 30,1%/14.5% ' minus building Et paved parking 0 { #of Parking Spaces 370 ± 32/269 # of Loading Docks 3 1/1 Fill: (volume Et location) 0 * includes existing Firestone lease parcel. 12. Certification: I hereby certify that the information containe herein is true and accurate to the best of my knowledge. Ceda ood Development, Inc. B� is Attorney, Date: April 9, 2003 Applicant's Signature / Mark A, Tanner, Esq, BBO NOTE:Issuance of a zoning permit does not relieve an a plicant's burden to comply with all zoning requirements and obtain all required permits fro the Board of Health,Conservation Commission, Historic and Architectural Boards,Department Public Works and other applicable permit granting authorities. OOO.pdf APR - 9 20103 Z File No. � ,_ ZONING.PERMIT APPLICA 'rON Please type or.print all information and return this form to the Building Inspector's Office with the$io.filingfee (check or money order)payable to the City of Northampton 1. Name of Applicant: Cedarwood Development, Inc. 1765 Merriman Road, Akron, OH 44313 (330) 836-9971 Address: Telephone: 2. Owner of Property: The Hill & Dale Nominee Trust, c/o Sandra A. Glass, Trustee Address: 66 Lyman Road, Northampton, MA 01060 Telephone: 3. Status of Applicant: Owner Contract Purchaser XX Lessee Other(explain) 4. Job Location: 327 King Street, Northampton, MA 01060 � fxr � '�a �.. F; � °^"• � �'k * cp,?a .<.3r <.,t s,« x :,. Parcel id Zoning Map# Parcei# � DTStnct(s � .• *�` 'Y'� `�,�r ���� �ra r� ,�. "�""� a ? ''�* qv.��' fF��`�.,�'�7�".�� ��'�, '�.� ara�%�^,�.` g, � '����'�•- x ��,� - �� � � r In Elm Street Distnct � � ,In tentra�l Business Distnct` � a� a � �; a - --^ - , „ ��� �... .f.; � ....� .�� � : T�BE�I�.LED�IN;BY.TH�BUILDI�IG`DEPARTMErJT - � � , �ti � ,- _`�=.•-- _ .., .�,.; 5. Existing Use of Structure/Property: Vacant retail complex 6. Description of Proposed Use/Work/Project/Occupation: (Use additional sheets if necessary): Proposed retail shopping center consisting of three new buildings. Proposed site improvements include new parking area, drainage, utilities, sidewalks, and landscaping. 7. Attached Plans: Sketch Plan Site Plan XX— Engineered/Surveyed Plans Sept. 2, -FgTT- (Book 5190, p. 336) 8. Has a Special Permit/Variance/Finding ever been issued for/on the site? Dec. 28, 1999 (Book 5858, p. 104) NO DONT KNOW YES xx IF YES, date issued: Jn1 gam]^y 2001 (Book 6280, p. 288) IF YES: Was the permit recorded at the Registry of Deeds? NO DONT KNOW YES XX (see above) IF YES: enter Book see above page and/or Document# 9. Does the site contain a brook, body of water or wetlands? NO XX DONT KNOW YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained , date issued: (Form Continues On Other Side) File#MP-2003-0148 APPLICANT/CONTACT PERSON MORSE&SACKS ADDRESS/PHONE 31 Trumbull Rd (413)584-1287 PROPERTY LOCATION 327 KING ST MAP 24B PARCEL 038 001 ZONE HI3 ®w THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE go ONING F RM FILLED OUT io -- Building Permit Filled out Fee Paid Typeof Construction: ZPA-3 NEW BUILDINGS New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved VA- dditional permits required(see below) e�•— -Z �A�Sa/� PRA?�'t=% PLANNING BOARD PERMIT REQUIRED UNDER: § Intermediate Project: Site Plan AND/OR Special Permit with Site Plan Major Project: Site Plan AND/OR _Special Permit with Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § /7. Z y 7. y — S/ak` Finding Special Permit (/ Variance* F„�� Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission ZC� Signature of Building Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact the Office of Planning&Development for more information. OWNER'S LETTER OF AUTHORIZATION I, SANDRA A. GLASS, Trustee under the Hill & Dale Nominee Trust, do hereby grant permission to CEDARWOOD DEVELOPMENT, INC. (hereafter "CEDARWOOD") of Akron, Ohio, and/or its agents, employees, administrators, attorneys, representatives and assigns to file any and all applications and plans necessary for the permitting and/or redevelopment of the Real Property located at 327 King Street (hereafter "HILL & DALE MALL") in the City of Northampton. It is presently contemplated in this document that CEDARWOOD will submit such applications and plans as to the HILL & DALE MALL to several agencies in the City of Northampton, including, but not limited to, the Northampton Conservation Commission, Northampton Planning Board, Northampton Zoning Board of Appeals, and any and all other State and Federal agencies, under the power as set forth herein. This authorization shall remain in full force and effect until such time as the undersigned provides the City of Northampton with a document revoking the powers as granted herein. IN WITNESS WHEREOF, I have hereunto set my hand and seal this day of April, 2003. e z Witness Sandra A. Glass, Trustee Hill & Dale Nominee Trust 69 Lyman Road Northampton, MA 01060 COMMONWEALTH OF MASSACHUSETTS HAMPSHIRE, SS. April 7 , 2003 Then personally appeared the above-named SANDRA A. GLASS and acknowledged the foregoing instrument to be her free act and deed and the free act and deed of the HILL & DALE NOMINE TRUST,before me, Notary Public: Sandra A. DeBruyn My Commission Expires: 05/08/03 Business Zoning District. The proposed project, vis a vis, an agreement for cross easements with the contract purchasers of the Kollmorgen site will involve one principal curb cut to control the flow of traffic through the properties. The Applicant believes the Kollmorgen property will be developed in a manner complementary to the Applicant's use within approximately the same time period. The Applicant has no knowledge as to the future use of the property owned by Bill Willard, Inc.,but believes it will continue to be utilized as a concrete plant for the indefinite future not be detrimental to the health, morals, or general welfare: The proposed use of the property is as general retail. It is the Applicant's belief that the proposed project will not include tenants whose goods or services would be detrimental !" to the health, morals, or general welfare of the community. The Applicant further believes that the redevelopment of the former"Hill and Dale" site will solidify the King Street corridor into Northampton by providing a vibrant, sustainable shopping district. The Applicant further intends to recycle much of the debris generated in the removal of the existing buildings and new construction. be in harmony with the general purpose and intent of the Ordinance: The proposed use is in harmony with the purpose and intent of the Ordinance, in that the project will eliminate existing nonconformities on the site and bring the property into conformance with the Northampton Zoning Ordinance. Where possible,the Applicant, through meetings with the Planning and other departments,has made every possible effort to ensure compliance with Northampton's Zoning Ordinance. To this end, the Applicant proposes a project substantially in compliance with Northampton's vision for the redevelopment of King Street, including the desire to "front" a substantial amount of the project on King Street itself. The Applicant believes the project will allow for the redevelopment of the Hill and Dale Parcel, and the Kollmorgen site with mitigating impact on the community,while at the same time providing an area for the delivery of goods and services to the community at large. The Applicant further relies on the plans and other documents submitted herewith. Check off all that apply to the project: X use of a common driveway for access to more than one business use of an existing side street X use of a looped service road 2. Does the project require more than one driveway cut? X NO YES (if yes, explain why) 3. Are pedestrian,bicycle and vehicular traffic separated on-site? X YES NO Site includes proposed sidewalks and cross walks for use by pedestrians. The Applicant believes this, along with the site design, will mitigate the opportunity for vehicular/pedestrian conflict. The Applicant has also included elevated cross walks where pedestrians cross internal traffic lanes and has provided for pedestrian areas which include outdoor seating and convenient access to bicycle racks. Areas for bicycle storage have been provided by the Applicant. The Applicant has also provided for a push button, on demand, signaling device for the cross walk across King Street. 8G. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely affect those objectives, defined in City master study plans. The Applicant believes that the redevelopment of the Hill and Dale Mall site will promote the City's planning objectives for the King Street Corridor and Highway Business Zoning district, in that the proposed general retail use fits in well with , surrounding and proposed business in the area. Further, the proposed project complies as nearly as possible with the recently passed Highway Business Zoning Ordinances. As such,the proposed project is harmonious and in line with the City's future plans for the King Street corridor. As the proposed project consists of the redevelopment of a former retail site, the Applicant does not believe the proposed project will adversely impact the City's long term planning objectives. To this end, the Applicant has worked closely with the Planning and other departments to ensure the project is in line with the City's long term planning objectives. 9F. Explain why the requested use will: not unduly impair the integrity or character of the district or adjoining zones: The proposed use of the property protects the adjoining premises against seriously detrimental uses, in that the Applicant proposes to develop a general retail use within the Highway Business Zoning District. It is anticipated that the project will meet all zoning and engineering requirements for a major project/special project within the Highway How does the project meet the special requirements? The Applicant believes the proposed project meets each of the criteria detailed in § 10.1 (3A)-( 3G) of the Zoning Ordinance for the City of Northampton in that: (a) The project is designed to facilitate the future development of the adjoining parcels insomuch as future access is concerned. Further, as the Applicant believes the adjoining parcels will ultimately be used for substantially similar purposes, there should be no adverse impacts on the abutters from the use of the subject parcel. (b) The Applicant has designed the project to mitigate interaction between pedestrians and automobiles, and has attempted, through the use of a single entrance for the subject property and Kollmorgen, to minimize and mitigate the impact the project has on King Street. The Applicant further intends to include elevated cross walks where pedestrians cross internal traffic lanes. The Applicant further proposes outdoor seating near the principal structures and has made provisions for bicycle racks at each of the principal structures. (c) See(a) above. (d) As detailed herein, the Applicant believes the proposed project will have minimal impact on the water supply and distribution system, will have no impact on the city's schools, and is designed in such a manner as to allow orderly and efficient access for emergency vehicles. (e) It is the Applicant's belief that the proposed project meets the Zoning requirements for the City of Northampton. W (f) The Applicant believes the proposed project bears a positive relationship to the public convenience and welfare. To this end, the Applicant has worked closely with the City's Planning and other departments to ensure that the proposed project is in line with the City's redevelopment of King Street. (g) See(f) above. 8F. State how the project meets the following technical performance standards: 1. Curb cuts are minimized: The Applicant proposes the use of one curb cut/traffic light for the proposed site. The access is designed to accommodate future traffic from the redevelopment of the Kollmorgen site. The Applicant's data leads it to believe this design will mitigate the impact of the project and future development of the Kollmorgen site on King and surrounding streets. The Applicant, after a thorough traffic study,has included a double left lane to facilitate traffic exiting the property. 8D. What measures are being taken that show the use will not overload the City's resources,including: water supply and distribution system: As previously detailed, the project proposes a retail complex similar in size to that which formally occupied the area. The Applicant believes the intended use will have negligible impact to the city's water distribution system and generate approximately 6,000 GPD of waste. The Applicant believes this generation is a marked decrease from the property's prior use as a supermarket. sanitary sewage and storm water collection and treatment systems: As to sanitary sewage,please see the response provided above. As to storm water collection and treatment systems: Proposed storm water management system will mitigate post-development run-off and provide storm water treatment and BMP's. The Applicant also intends to use oversized pipe to detain post-development flows. The Applicant further believes that increased green space will reduce the amount " of run-off into the storm water collection and treatment system. fire protection, streets, and schools: Proposed buildings will be constructed in accordance with appropriate building and fire protection codes. All buildings will include sprinkler systems. Further,the layout of the site provides for easy access to the subject property for emergency vehicles. The Applicant intends to include a double left exit lane which will provide for increased traffic flows at peak times. The Applicant believes the project will have no impact to the city's school system. How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? The Applicant believes the project will minimize adverse impacts on the City's resources, as the reconstruction and reconfiguration of the site provide for updated infrastructure and drainage systems. The Applicant further believes the site layout will mitigate traffic flow on King Street and surrounding streets and will provide increased access to the site and to the Kollmorgen site for emergency service vehicles. 8E. List the section(s) of the Zoning Ordinance that states what special regulations are required for the proposed project. The Applicant believes the following sections of the Zoning Ordinance for the City of Northampton are applicable: § 5.2 (Page 5-8) Table of Use Regulations for Retail and Commercial Uses; § 7.0 Signs (Page 7-1 et. al) dealing with proposed signage; § 10.1 (Pages 10-1, 2) Special Permits; § 11.3 Projects Requiring Site Plan Approval As Major Projects (Page 11.1 et al.). 8B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? A series of well delineated walks from the street to the various businesses and to King Street mitigate the interaction between motor vehicles and pedestrians. The Applicant further intends to use elevated pedestrian cross walks in areas from the parking lot to the building structures and plans to install push button on-demand cross walk signal across King Street. How will the project minimize traffic impacts on the streets and roads in the area? Traffic signal and single point of entry will keep traffic flows on cross street at proper intervals. The Applicant further proposes a double left turn lane to mitigate the traffic at peak periods. ■w Where is the location of driveway openings in relation to traffic and adjacent streets? One site driveway located on the east side of King Street, opposite the south driveway to the Bluebonnet Diner. What features have been incorporated into the design to allow for: access by emergency vehicles: A truck route around all buildings has been maintained, as well as street access to the front door of all structures, to allow emergency vehicles easy access to the site. the safe and convenient arrangement of parking and loading spaces: 2-way circulation and 90-degree parking keep confusion to a minimum. Loading docks located away from areas of pedestrian traffic. provisions for persons with disabilities: Handicap spaces located at front door areas, crosswalks where appropriate. Structures will comply with ADA requirements. 8C. How will the proposed use promote a harmonious relationship of structures and open spaces to: the natural landscape: Greater than required green space,utilizing landscaping and green space to facilitate the flow of pedestrian traffic. to existing buildings: It is the Applicant's intent to raze the existing structure so as to eliminate the existing nonconformities and bring the property in line with Northampton's zoning. other community assets in the area: The proposed use will provide linkage to downtown and remove blight from the area. NARRATIVE 7. Describe Proposed Work/Project: Proposed retail shopping center consisting of three new buildings and elimination of existing non-conforming structures. Excluded from this Application is the existing Firestone parcel. Proposed site improvements include new parking area, drainage, utilities, sidewalks, and landscaping as per state and local code and ordinance. Traffic into and out of the site will be controlled by a traffic signal located at the entrance to the center. 8. Site Plan and Special Permit Approval Criteria. A. How will the requested use protect adjoining premises against seriously detrimental uses? 8A. The proposed use of the project protects the adjoining premises against seriously detrimental uses,in that the Applicant proposes to develop a general retail use within the Highway Business Zoning District. All uses will be allowed as a matter of right. It is anticipated that the project will meet all zoning and engineering requirements for a major project/special project within the Highway Business Zoning District. The proposed project,vis a vis, an agreement for cross easements with the contract purchasers of the Kollmorgen site(to the north),will involve one principal curb cut to control the flow of traffic through the properties. The Applicant believes the Kollmorgen property will be developed in a manner complementary to the Applicant's use within approximately the same time period. The Applicant has no knowledge as to the future use of the property owned by Bill Willard, Inc. (to the south),but believes it will continue to be utilized as a concrete plant for the indefinite future. How will the project provide for: surface water drainage: See Storm Water Management Plan provided herewith. sound and sight buffers: As per the Zoning Ordinance, a significant portion of the new structures will "front"King Street,with a second structure placed across the rear of the property,providing 80% coverage. The Applicant believes this will provide mitigation of the noise created by the use of the property itself, as well as mitigate noise to property directly behind the subject property. The Applicant also intends to use landscape, fencing, and other techniques to mitigate unnecessary sound. the preservation of views, light and air: The project, as designed, provides for an orderly flow of pedestrians and motor vehicles. The Applicant further believes the project, as designed,mitigates light pollution while providing open space within the project. See Lighting Plan and Photonetic Study attached hereto. sewage disposal facilities - water supply facilities B-8. Existing&proposed: - landscaping,trees and plantings(size&type of plantings) stone walls, buffers and/or fencing: B-9. Signs-existing and proposed: Location dimensions/height - color and illumination B-10. Provisions for refuse removal,with facilities for screening of refuse when appropriate: B-11. Lighting: Location - Details Photometric Plan showing no more than.5 foot candle at property line MANO lot R PRC)JECTS ONLY. fn ll B-1.2. An erosion control plan and other measures taken to protect natural resources&water supplies: C. Estimated daily and peak hour vehicles trips generated by the proposed use,traffic patterns for vehicles and pedestrians showing adequate access to and from the site,and adequate vehicular and pedestrian circulation within the site. Site Plans submitted for major projects shall be prepared and stamped by a: �w Registered Architect, Landscape Architect,or Professional Engineer (At least one plan must have an original stamp,remaining plans must either have an original stamp or copy of original stamp.) 003.pdf 9 'l SITE PLAN REQUIREMENTS REQUEST FOR WAIVERS APPLICATION This form MUST be included in your application packet. The site plan MUST contain the information listed below.The Planning Board may waive the submission of any of the required information,if the Applicant submits this form with a written explanation on why a waiver would be appropriate. To request a waiver on any required information,circle the item number and fill in the reason for the request.Use additional sheets if necessary. If you are not requesting any waivers,please note that on this form. ®s A. Locus plan NO WAIVERS ARE BEING REQUESTED. SEE SITE PLAN. B. Site plan(s)at a scale of 1"=40'or greater B-1. Name and address of the owner and the developer,name of project,date and scale plans: wie 13-2. Plan showing Location and boundaries of: - the lot - adjacent streets or ways - all properties and owners within 300 feet - all zoning districts within 300 feet B-3. Existing and proposed: buildings setbacks from property lines .. -building elevations all exterior entrances and exits ., (elevation plans for all exterior facades structures are encouraged) B-4. Present&proposed use of - the land buildings: B-5. Existing and proposed topography(for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines): - at two foot contour intervals - showing wetlands,streams,surface water bodies - showing drainage swales and floodplains: - showing unique natural land features B-6. Location of parking&loading areas public&private ways driveways,walkways access&egress points proposed surfacing: B-7. Location and description of: - all stormwater drainage/detention facilities water quality structures public&private utilities/easements W o03.pdf 8 OR G. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely effect those objectives,defined in City master study plans(Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan;and Downtown Northampton:Today,Tomorrow and the Future). e SEE ATTACHED NARRATIVE. NO 9. I certify that the information contained h7+ein is true and accurate to the best of my knowledge.The undersigned owner(s)grant the Plannin r oard permission to enter the property to review this so application. EDARWOOD DEVELOPMENT, INC. Date: 4/17/03 Applicant's Signature: iN By: Mark A. Tanners, Its Attorney Date: Owner's Signature: See a tached Owner's Letter of Authorization (Own signature or letter from owner authorizing applicant to sign.) (Applicant must include waiver form on D. indicating,that either all information is included or that waivers are being requested.) MAJORPROJECTSMUSTAL-80,( P tTEE�,T EyFOLLOWINGMAJORP 19, CµW 'PwR # o-.R'�s, x"'17' ,m°P•Tw°" `4t 4g�/ ,�v*-,- ''K` A.w`3 _ Does the project incorporate 3 foot sumps into the storm water control system? Yes X No (IF NO, explain why) n/a Will the project discharge stormwater into the City's storm drainage system? Yes X No (IF NO,answer the following:) Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre-to post-development conditions during the: 1, 2,or 10 year Soil Conservation Service design storm? Yes X No (IF NO,explain why) Will all the runoff from a 4/10 inch rainstorm(first flush)be detained on-site for an average of 6 hours? Yes X No (IF NO,explain why) Is the applicant requesting a reduction in the parking requirements? Yes No X If yes,what steps have been taken to reduce the need for parking, and number of trips per day? N/A 003.pdf 7 4W How does the project meet the special requirements?(Use additional sheets if necessary) SEE ATTACHED NARRATIVE. 4W F. State how the project meets the following technical performance standards: aa! 1. Curb cuts are minimized: SEE ATTACHED NARRATIVE. Check off all that apply to the project: X use of a common driveway for access to more than one business use of an existing side street X use of a looped service road 2. Does the project require more than one driveway cut? X NO YES(if yes,explain why) 3. Are pedestrian,bicycle and vehicular traffic separated on-site? X YES NO(if no,explain why) SEE ATTACHED NARRATIVE. FOR PROJECTS THAT REQUIRE INTERMEDIATE SITE PLAN APPROVAL, ONLY.SIGN APPLICATION AND END HERE.(Applicant must include waiver form on p.S indicating that either all information is included or that waivers are being requested.) 1. pe 9. I certify that the information contained her, n is true and accurate to the best of my knowledge.The undersigned owner(s)grant Planning Boar� p rmission to enter the property to review this application. WOOD D 0 '' Date: 4/17/03 Applicant's Signature: c� ar A. Tanne_r_, _It_s__9t_torney Date: Owner's Signature: See attached Owner's Letter of Authorization (Owne signature or letter from owner authorizing applicant to sign.) FOR PROJECTS THAT REQUIRE A SPECIAL'PERMIT OR°WHICH AREA MAJOR PROWL An app`7tc6nts 119US7 7.8 lso`conalete,the follown �`� M .. F. Explain why the requested use will: not unduly impair the integrity or character of the district or adjoining zones: SEE ATTACHED NARRATIVE. not be detrimental to the health,morals or general welfare: SEE ATTACHED NARRATIVE be in harmony with the general purpose and intent of the Ordinance: � ATTAGNED—NARRATIVE 003.pdf B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? SEE ATTACHED NARRATIVE. How will the project minimize traffic impacts on the streets and roads in the area? SEE ATTACHED NARRATIVE. Where is the location of driveway openings in relation to traffic and adjacent streets? SEE ATTACHED NARRATIVE. ■0 What features have been incorporated into the design to allow for: 4w access by emergency vehicles: SEE ATTACHED NARRATIVE. the safe and convenient arrangement of parking and loading spaces: MP SEE ATTACHED NARRATIVE. provisions for persons with disabilities: SEE ATTACHED NARRATIVE C. How will the proposed use promote a harmonious relationship of structures and open spaces to: the natural landscape: SEE ATTACHED NARRATIVE. to existing buildings: SEE ATTACHED NARRATIVE. M other community assets in the area: SEE ATTACHED NARRATIVE. D. What measures are being taken that show the use will not overload the City's resources,including: water supply and distribution system: SEE ATTACHED NARRATIVE. sanitary sewage and storm water collection and treatment systems: SEE ATTACHED NARRATIVE. fire protection,streets and schools: SEE ATTACHED NARRATIVE. How will the proposed project mitigate any adverse impacts on the City's resources,as listed above? SEE ATTACHED NARRATIVE. E. List the section(s)of the Zoning Ordinance that states what special regulations are required for the proposed project (flag lot,common drive,lot size averaging,etc.) SEE ATTACHED NARRATIVE. 003.pdf 5 CITY OF NORTHAMPTON PLANNING BOARD APPLICATION FOR: Please Note: An omission of information could lead to a delay in processing Your application. 4W '61 Check type of]ro�ect INTERMED AT_ E R6 hin ANDJO t � Special Perm#wtt 'ted'la MAJOR PIt©JE(UT:. � Site f lan 1 "AIYD/OIL � ' ecinl Pei►riit "th ire n . � . z . + W'.a. �t � � E ' Perm f is requested under Zoning(lydmance Sechoasge, 3. Applicant's Name: Cedarwood Development, Inc. 1765 Merriman Road Akron OH 44313 Telephone: (330) 836-9971 Address: > > p 4. Parcel Identification: Zoning Map# 24B Parcel# 38 Zoning District: HB Street Address: 327 King Street, Northampton, MA 01060 Property Recorded in the Registry of Deeds: County Hampshire Book: 4607Page: 294 5. Status of Applicant: Owner Contract Purchaser R Lessee �;;5U3-6 6Other;; 6. Property Owner: The Hill & Dale Nominee Trust, c/o Sandra A. Glass, Trustee 68 Lyman Road, Northampton, MA 0100 Address: etephone: (413) 586-0280 7. Describe Proposed Work/Project: (Use additional sheets if necessary): SEE ATTACHED NARRATIVE. w Has the following information been included in the application? Site/Plot Plan Yes List of requested waivers N/A Fee Yes Signed Zoning Permit Review Form&Application Yes 8. Site Plan and Special Permit Approval Criteria.(If any permit criteria does not apply,explain why) Use additional sheets if necessary. Assistance for completing this information is available through the Office of Planning&Development. A. How will the requested use protect adjoining premises against seriously detrimental uses? SEE ATTACHED NARRATIVE. How will the project provide for: surface water drainage: See Storm Water Management Plan provided herewith, which provides for new oversi–z—e-cF storm water management system. SEE ALSO ATTACHED NARRATIVE sound and sight buffers: SEE ATTACHED NARRATIVE. the preservation of views,light and air: SEE ATTACHED NARRATIVE. 003.pdf 4 ew Fuss&O'Neill Inc. a� Section A. Planning Board Application for Special Permit w on F:\P2002\689\A10\Project Report.doc ®Fuss&O'N6112003 Fuss&O'Neill Inc. TABLE OF CONTENTS A. Planning Board Application for Special Permit ®• B. Description of Project C. Drainage Computations & Storm Water Management D. Traffic Impact Study E. Architectural Elements/Other Information OR w FAP2002\689\A10\Project Report.doc 0 Fuss&O Neill 2003 Corres.(MA) w -`� 40 8 — PROJECT REPORT THE SHOPS OF NORTHAMPTON KING STREET NORTHAMPTON, MA April 2003 WIN Civil&Traffic Engineer Developer Fuss&ONeill,Inc Cedarwood Development,Inc. 78 Interstate Drive 1765 Merriman Road West Springfield,MA 01089 Akron,OH 44313 PF frI00 Fuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5921 TEL 86o 646-2469 FAX 86o 643-6313 78 Interstate Drive,West Springfield,MA 01089 TEL 413 452-0445 FAX 413 846-0497 I 56 Quarry Road,Trumbull,CT 06611 TEL 203 374-3748 FAX 203 374-4391 The Foundry Corporate Office Center 275 Promenade Street,Suite 350,Providence,RI 02908 TEL 401861-3070 FAX 401 861-3076