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02 - Design Report - Cattail Creek Ph 2 - Water, Sewer, Roadway, Storm
Design Report for Water, Sewer, Roadway and Storm Drainage Improvements for Cattail Creek Subdivision Phase 2 December 2002 The design report addressing overall improvements and master planning for water,sewer, roadway and storm drainage for both phases of the Cattail Creek Subdivision was provided during the Phase 1 application process. This Phase 2 design report summarizes the design details of improvements for Phase 2 only and is not intended to supercede the Phase 1 report. See the Phase 1 report for water and sewer main and roadway design criteria details. Also, a traffic study of the entire area by Marvin and Associates was submitted earlier with the Phase 2 Preliminary Plat application. Water The proposed water system will tie into the existing Phase 1 system at five locations: the stubout on Catron Street just east of the creek,the two stubouts on Blackbird Street on the north and south sides of Cattail St. and the two stubouts on Fen Way on the north and south sides of Cattail Street. The 8" water main in Catron St. will be extended to the west side of Fen Way as 8" and then to the west side of Davis Lane as 12"ductile iron, where we will install a 2"blowoff hydrant. This main termination will be the same as that constructed for Phase 1. The water main in Fen Way north of Cattail St. will also be 12" ductile iron, as determined by our earlier distribution system modeling. All other water mains will be 8" ductile iron pipe. Water mains will be located 11' west and I north of the centerline sewer mains, which, as discussed with City Engineering personnel will result in less than five feet of clearance to the face of curb. Minimum cover over all water mains shall be 6.5'. Water services are located at the approximate center of the lots to reduce the length of service lines. Water service line sizes range from 1/" diameter for single family residential and duplexes, to 1" diameter for fourplex lots to 1 '/" diameter for 8 and 12 unit properties. An on-site fire hydrant flow test resulted in a residual pressure of 60 psi during an on-site fireflow of 1500 gpm. Service line sizes are based on analysis of existing average day water uses for ten plex development in the City of Bozeman with a 3.0 multiplier for maximum hour demand and on a fixture unit analysis. Firelines are not expected to be necessary for any of the development served by Phase 2 water mains, based on"discussions with the project architect. Some of the larger lots south of Cattail Street will probably require firelines, and 8" diameter mains have been stubbed out to provide for those as part of Phase 1. Sewer The sewer for all of Phase 2 will be 8" diameter PVC, SDR 35, located on centerline. Minimum slopes of 0.4%are more than adequate for capacity. Using the recently- adopted City of Bozeman design standards for 190 dwelling units (R3, R3a and R2) in the subdivision and a peaking factor of 4.0, our estimated peak design flow is 0.22 cfs. An 8"diameter sewer main on 0.4%slope will convey about 0.38 cfs flowing half full. We increased the design slope to more than 0.4 % where practical to allow some room for adjustments during construction. Manholes are typically spaced 400 feet or less with two manholes proposed to be 420 feet apart. We are designing for a minimum cover over sewer mains of 8.5' in all areas to allow service to lots with basements. Sewer services for single family residential are 4" diameter PVC stubbed out 5' behind the property lines. Services for the 12 plex, multi-family lots are 6" diameter, and 4" for the rest. 8" diameter sewer mains have been stubbed out to the south on Blackbird. The stub streets to the north do not have sewer stubbed out as the ground slopes down to the north providing inadequate cover for sewer mains. Streets, Alleys and Curb Bulbs Catron Street will be a standard City of Bozeman local street, 37' back of curb to back of curb. We will use the same typical section used in Phase 1 and discussed below. All of the other Phase 2 roadways will be 33' back of curb to back of curb as agreed to during the Preapplication meetings. The 33' section will include two 9' driving lanes, two 7' wide parking lanes, two 7.5' wide boulevards and two 5' wide sidewalks. The east half of Davis Lane will be constructed within a fifty foot, half-width right-of-way and include a 9-foot median,median curb, two twelve foot driving lanes, curb and gutter, an eight and half foot boulevard and a five foot sidewalk. Curb bulbs are proposed for a number of the intersections to calm traffic in residential areas and adjacent to the park. Curb bulb dimensions were provided by the project architect. The traffic calming request was made by the City Commission early on in the project. The local street pavement section from Phase 1 will be used for the streets in Phase 2. It consists of 3" of asphaltic concrete surfacing, 6" of crushed base course and 9" of uncrushed subbase on top of geotextile fabric. This section exceeds that recommended by the AASHTO design method as our field experience dictated during the Phase 1 design. We excavated additional test pits on Davis to determine subgrade soils information. Soils encountered on Davis were very similar to the silts encountered in Phase 1. The section designed for Davis Lane,the minor arterial, consists of 5 1/2" of asphaltic concrete, 6" of base course and 11" of subbase. Minimum longitudinal road grades will be 0.5%. All roads have a 3% crown. Alleys are designed with a 14' pavement width and an inverted crown cross section. A 4" thick asphaltic concrete section will be placed in two lifts on top of two inches of crushed base ourse. A 6"thick section of crushed gravel will extend from the edge of the asphalt to the edge of the 20' wide alley right-of-ways. The asphalt section is designed as a full-depth asphalt section, but to simplify construction, two inches of crushed gravel will be placed on the natural subgrade before the first lift of asphalt. At the request of the City of Bozeman, a roundabout has been designed for the intersection of Catron Street and Blackbird Street utilizing standard USDOT/FHWA design criteria. The intent of the roundabout is to slow traffic and provide traffic control through the intersection without the use of a signal. The design speed used was 15 mph. The roundabout is a single-lane facility with splitter islands on each leg to guide traffic into and out of the circle. The center island is 44' in diameter, with integral concrete curb and gutter and a four foot wide truck ramp around the perimeter. The roundabout is designed to handle up to an intermediate sized semi tractor trailer rig. Larger rigs with greater turning radii will cut across the drive over curb and truck ramp portion of the center island. At the north end of Davis Lane the new roadway transitions over to connect to the existing gravel roadway. Our design minimizes the amount of curb and gutter and asphalt that will have to be removed and replaced when the road is extended further north. The transition is less than that reconnnended by the Engineering standards, but fits better with the proposed roadway locations as agreed to by City staff during the design. Storm Drainage Two additional stormwater detention basins, each with contributing valley gutters,inlets, manholes and storm drainage mains were designed for Phase 2 utilizing City of Bozeman design criteria. The basins were sized for the 10year event at full subdivision development, while discharging the predevelopment iunoff rate for the basin. Each basin has an overflow section to allow runoff from larger storms up to the 100 year event to discharge to the creek without overtopping the embankments. A maximum design pond water depth of 2.0' was necessary due to steeply sloping ground surfaces in the pond areas. The ponds will be grassed with 4.1 sideslopes to allow for easier mowing. The 145 square foot minimum pond area per cfs discharged was checked during the design and easily exceeded. Both of the basins have outlets pipes designed to discharge to Cattail Creek. The inlets, inlet runs and storm drainage mains were sized to convey the 25 year rainfall event without surcharging. Concrete mains were sized between 15" and 24"in diameter and concrete inlet runs between 12" and 18"to maintain minimum velocities of 3 fps and reduce silting. Inlet orifice and wier flow capacities and street spread widths at key locations1were checked during the design. Concrete valley gutters will be constructed at several locations to improve intersection drainage and reduce ponding. All inlets will be standard City of Bozeman inlets with 9"deep sediment traps. Due to the curb bulb intersections,inlets in the Savannah and Blackbird intersection were located in the center of the radiuses rather than at the PC. Detention ponds, D and E, will receive runoff from all of Phase 2 north of Cattail Street except for the short sections of Blackbird Street and Fen Way north of Catron Street. Off- site runoff from about 1500 lineal feet of Davis Lane between Catron and Cattail Streets will drain to Ponds D & E via concrete valley gutters, inlets and storm drain mains. The Cattail Creek crossing culverts at Catron Street were sized during Phase I of the project equivalent to the upstream creek crossing at Cattail Street to convey the 25 year peak flow. The storm drain inlets and piping system will be maintained by the City of Bozeman through their normal street and drainage maintenance plan. The pipes have been sized to provide self cleansing velocities during storm events. Trashracks have not been included in the design to minimize the City's maintenance requirements. Storm drain detention ponds D and E will remain the responsibility of the homeowner's association. These ponds will be inspected periodically by a representative of the association. When sediments in the ponds reach a depth of 6 inches or more, the homeowners's association will clean out the deposits and dispose of them. The periodic inspections will be performed a minimum of once per year, with cleanings provided as needed to meet the above criteria. Irrigation There are two existing irrigation crossings and a concrete diversion structure located within the Davis Lane right of way. A third 30" CSP culvert is located south of the Cattail Street intersection and is proposed for replacement with a 36" RCP by others outside of the Phase Il construction.The other two CSP crossings, one 30" and one 36" diameter are proposed to be replaced with a 36" RCP and a 30" RCP respectively. The existing concrete diversion structure is planned for removal and replacement within the new median of Davis Lane. A 400' length of canal is being replaced with a 36" RCP. A design flow of 2000 miners inches was used to design the new irrigation mainline structures as supplied by the Farmer's Canal company. A design flow of 400 miners inches was used to size the northernmost private irrigation diversion culvert to the Shaplow property west of Davis. A maximum allowable outlet flow velocity equal to the existing downstream channel velocity was used in sizing the new 48"diameter equivalent RCPA discharging into the existing ditch at the north end of the project s ��®NAL � -071 _77f,61dall A'C(14- LA 64 4--i w I" W&U im X=X coo C4 C4 10 C; N N C4 q7- - I L f 617f 1 Z-,5- A= C-2 Je Vi 7:7 �N!N tNI ,r;b (2 -72 ) fill", Alk. 15VIF woo 4-57 05-6 1.0 70 TIA 14-1 NA L C-C"�jTl� '46 4-1 �25J t'l� ��c- /� '�'''J _ate-�^•.,��1 ��U�v, � W W W HdWxxx f 0 Ni to f Boa N Na N N N N N N G I i r E -Tea�i ......LL("- LLI W w xxx 21 kn vi fA Ln C4 C4 C4 C4 c c Z,4- V,try", ucv ,A V,V� vi C� fl.tN N c� 6�7 C7 Xrcl Kv t7o i) 46 ------------- - 71Pl�, a s ._ -4u 7t-I C.e ol '6004w/ 004 74. 6m .7 ---------- IA d ter'- . p � o � 2 �G r J Z- ll G -14 �� �t h �� Z cool,25 �f.J_.• r v T -_. ��-�.,�- - G.-S�-h--/ .yam✓'h���----- .-�<�� --�-f-- --1�'������'r-�-- - -- m- _. 2 7-1 G / , - -ice_�-e _. ,� -- -►-- ----�- �'---`�- �------- I r r 57 __ .__ _---._�_ � __l h���/ ��_ hJ�✓-- .G�.r,�,-w�_ � i� -,,,., r �,., � ham., _ - ___ .: --—wit'--- _ _ �— _ •.w.:fir_t;a_,%��j , 75 lD _ 12 �i M ,� i 74 tom'Z. - c_.k't�. .: '. _.. (/leg'?', r .il� �"�G " ,�+✓► �- G po r i 117 Cattail Creek Phase 2 PC I' - 3/13/2002 STORMWATER DETENTION POND SIZING FOR THE 10YR, STORM ALLOWABLE DISCHARGE EQUALS THE 10YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING RATIONAL METHOD AREAS(SF) PRE POST UNDEV. 0.2 482209 0 SFR 0.4 0 194412 R3 0..5- 177725 324522 j�91,10 PAVE 0.9~ 0 141000 TOTAL(SF) 659934 ` ' r.� 659934- ✓ WEIGHTED C FACTOR 0.28 0.56 Tc(MIN)Gross Area 56/ 47 Tc(MIN) Impervious Areas 20 10YR PEAK ALLOWABLE DISCHARGE(CFS)= 2.40'Qact MAXIMUM VOLUME REQUIRED(CF) 11008 1 60 9.16 1.33 1.64 1.64 49 49 0 5 300 3.22 2.34 2.88 2.88 433 433 0 10 600 2.05 2.99 3.68 3.68 2206 1440 766 15 900 1.58 3.44 4.24 4.24 3813 2160 1653 20 1200 1.31 3.81 4.69 4.69 5622 2880 2742 25 1500 1.13 3.29 5.07 5.07 7599 3600 3999 30 1800 1.00 2.93 5.40 5.40 9719 4320 5399 35 2100 0.91 2.65 5.70 5.70 11968 5040 6928 40 2400 0.83 2.43 5.97 5.97 14332 5760 8572 45 2700 0.77 2.25 6.22 6.22 16802 6480 10322 50 3000 0.72 2.10 6.07 6.07 18208 7200 11008 55 3300 0.68 1.97 5.70 5.70 18826 7920 10906 60 3600 0.64 1.86 5.39 5.39 19408 8640 10768 65 3900 0.61 1.77 5.12 5.12 19959 9360 10599 70 4200 0.58 1.69 4.88 4.88 20484 10080 10404 75 4500 0.55 1.61 4.66 4.66 20984 10800 10184 80 4800 0.53 1.55 4.47 4.47 21464 11520 9944 85 5100 0.51 1.49 4.30 4.30 21924 12240 9684 90 5400 0.49 1.43 4.14 4.14 22367 12960 9407 95 5700 0.47 1.38 4.00 4.00 22794 13680 9114 100 6000 0.46 1.34 3.87 3.87 23207 14400 8807 105 6300 0.44 1.30 3.75 3.75 23607 15120 8487 110 6600 0.43 1.26 3.64 3.64 23994 15840 8154 115 6900 0.42 1.22 3.53 3.53 24370 16560 7810 120 7200 Cattail Creek Phase 2, Detention Pond D 3/13/2002 STORMWATER DETENTION POND D SIZING FOR THE 10YR, STORM ALLOWABLE DISCHARGE EQUALS THE 10YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING MODIFIED RATIONAL METHOD SPECIAL REPORT#43, TRAPEZOIDAL HYDROGRAPH METHOD ,AREAS(SF) C-runoff PRE POST UNDEV. 0.2 482209 0 SFR 0.4 0 194412 ' R3 0.5 177725 324522 INDUSTRIA 0.65 0 0 PAVE 0.9 0 141000 TOTAL(SF) 659934 659934 WEIGHTED C FACTOR 0.28 0 6 Tc(MIN) GROSS 56 47 Tc(MIN) IMP 20 10YR PEAK ALLOWABLE DISCHARGE(CFS)= 2.40 Qact MAXIMUM VOLUME REQUIRED(CF) 7014 ,,„��I��.. ....,. {S,EC) ...1.I��r�? u.. ...b�l";�� . .,i\, Fs? ...ra.r.���� .,a....����:V»...,♦ kf���.. ,. :w i.v{c�� k>.,...a. 20 1200 1.31 3.8 4 4.7 5622 4285 1338 25 1500 1.13 3.3 .1 5.1 7599 5494 2104 30 1800 1.00 2.9 5.4 5.4 9719 6720 2999 35 2100 0.91 2.6 5.7 5.7 11968 7958 4010 40 2400 0.83 2.4 6.0 6.0 14332 9205 5127 45 2700 0.77 2. 6.2 6.2 16802 10461 6341 47 2820 0.75 .2 6.3 6.3 17818 10965 6853 50 3000 0.72 2.1 6.1 6.1 18208 11292 6916 55 3300 0.68 2.0 5.7 5.7 18826 11841 6985 60 3600 0.64 1.9 5.4 5.4 19408 12395 7013 62 3720 0.6 1.8 5.3 5.3 19632 12618 7014 64 3840 0 1 1.8 5.2 5.2 19851 12842 7009 65 3900 0.61 1.8 5.1 5.1 19959 12954 7005 67 4020 0.60 1.7 5.0 5.0 20172 13179 6993 69 4140 0.58 1.7 4.9 4.9 20381 13404 6976 70 42 0.58 1.7 4.9 4.9 20484 13517 6966 75 00 0.55 1.6 4.7 4.7 20984 14085 6899 80 4800 0.53 1.5 4.5 4.5 21464 14655 6808 85 j 5100 0.51 1.5 4.3 4.3 21924 15229 6694 90 5400 0.49 1.4 4.1 4.1 22367 15806 6560 95 5700 0.47 1.4 4.0 4.0 22794 16386 6408 100 6000 0.46 1.3 3.9 3.9 23207 16968 6239 105 6300 0.44 1.3 3.7 3.7 23607 17553 6054 110 6600 0.43 1.3 3.6 3.6 23994 18140 5854 115 6900 0.42 1.2 3.5 3.5 24370 18729 5641 120 7200 0 r • / Cattail Creek Phase 2 3/5/2002 STORMWATER DETENTION POND IZING FOR THE 5YR, STORM ALLOWABLE DISCHARGE EQUALS THE 5YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING RATIONAL METHOD Q (x\ AREAS(SF) PRE POST tt UNDEV. 0.2 482209 0 y� , 6 11) v�rQ SFR 0.4 0 194412 R3 0.5 177725 324522 PAVE 0.9 0 141000 TOTAL(SF) 659934 659934 WEIGHTED C FACTOR 0.28 0.56 Tc(MIN) 56 47 5YR PEAK ALLOWABLE DISCHARGE (CFS)= 1. Qact MAXIMUM VOLUME REQUIRED(CF 9067 v S'ir. .:"fi"?2 �.���::��:.`::;�'£+2\ �y•.�?f;'. .:`:;'::::;::�::F(",2`":;5\S>2:2:i:ia�:i^.f..^;.£ ::2\2 �b 5.nvY.:.u. .:!:ffW.:✓t.•.:c:.,,v ,,.,.y.k,>.r.rvK :...: .. 4 {f .....>:fc>:::.::.<;uto:;:tf....:.........(}. .......:....v.:......::....:......:.:...... '.:::. ::;•;;£;:.fe2:Y£:•»>.>.::' .f�< E`2>2: ..,........r..::...�.....:,:w.,.,r...............r,......,...............,..Irv,....,....:...,,.....:..__..t.�.�.,..�..... ....»,�..,.�..,:.:.::�._.<f�.�,..::r::�f �.::}:2.,��... .�......�=' ��' 1.00 60.00 7.15 1.2 0 0.00 0.00 5.00 300.00 2.55 2. 9 343 15.00 327.87 10.00 600.00 1.64 .93 1760 285.00 1475.21 15.00 900.00 1.26 3.39 3055 1710.00 1345.26 20.00 1200.00 1.05 3.77 4518 2280.00 2238.19 25.00 1500.00 0.91 4.08 6120 2850.00 3270.15 30.00 1800.00 0.81 4.36 7842 3420.00 4422.40 35.00 2100.00 0.7 4.61 9672 3990.00 5681.56 40.00 2400.00 0. 7 4.83 11598 4560.00 7037.53 45.00 2700.00 .63 5.04 13612 5130.00 8482.34 50.00 3000.00 0.58 4.92 14767 5700.00 9066.96 55.00 3300.00 0.55 4.63 15282 6270.00 9012.43 60.00 3600.00 0.52 4.38 15769 6840.00 8928.71 65.00 3900.00 0.49 4.16 16230 7410.00 8819.70 70.00 4200.00 0.47 3.97 16669 7980.00 8688.52 75.00 4500.0 0.45 3.80 17088 8550.00 8537.71 80.00 4800 0 0.43 3.64 17489 9120.00 8369.37 85.00 510 .00 0.42 3.50 17875 9690.00 8185.27 90.00 54 0.00 0.40 3.38 18247 10260.00 7986.90 95.00 00.00 0.39 3.26 18606 10830.00 7775.54 100.00 000.00 0.37 3.16 18952 11400.00 7552.29 105.00 6300.00 0.36 .3.06 19288 11970.00 7318.12 110.00 6600.00 0.35 2.97 19614 12540.00 7073.86 115.0 6900.00 0.34 2.89 19930 13110.00 6820.26 120.0 7200.00 Cattail Creek Phase 2, Detention Pond D 3/11/2002 STORMWATER DETENTION POND E SIZING FOR THE 5YR, STORM ALLOWABLE DISCHARGE EQUALS THE 5YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING MODIFIED RATIONAL METHOD SPECIAL REPORT#43, TRAPEZOIDAL HYDROGRAPH METHOD AREAS(SF) Ilk C-runoff PRE PO S D ,����'� UNDEV. 0.2 482209 Imo' SFR 0.4 0 4412 �V R3 0.5 177725 324522 INDUSTRIA 0.65 0 0 PAVE 0.9 0 141000 TOTAL(SF) 659934 659934 WEIGHTED C FACTOR 0.28 0.56 Tc(MIN) GROSS 56 47 Tc(MIN) IMP 20 5YR PEAK ALLOWABLE DISCHARGE (CFS)= 1.90 Qact MAXIMUM VOLUME REQUIRED(CF) 59 8 .w,.:: .. :. ...> 'V•v.i.M::,�i�"+.:: >: ::;;k f "w:4ik R�.�:::»\?, ,.. , '. .,. ..>,.. .. :::n':.:v �.,,.;?..k_,aid•:«........>.:....:\i x�k >: yc vwwa. O :,....:::.::... 2 20 1200 1.05 3 3.8 3.8 4518 3409 1109 25 1500 0.91 .7 4.1 4.1 6120 4373 1747 30 1800 0.81 2.4 4.4 4.4 7842 5349 2494 35 2100 0.73 2.1 4.6 4.6 9672 6334 3338 40 2400 0.67 2.0 4.8 4.8 11598 7327 4270 45 2700 0.63 1.8 5.0 5.0 13612 8327 5286 47 2820 0.61 1.8 5.1 5.1 14442 8728 5714 50 3000 0.58 1.7 4.9 4.9 14767 8990 5777 55 3300 0.5 1.6 4.6 4.6 15282 9430 5853 60 3600 0 2 1.5 4.4 4.4 15769 9874 5895 62 3720 .51 1.5 4.3 4.3 15956 10053 5903 64 3840 0.50 1.5 4.2 4.2 16139 10232 5908 65 3900 0.49 1.4 4.2 4.2 16230 10322 5908 67 4020 0.48 1.4 4.1 4.1 16408 10502 5906 69 4140 0.48 1.4 4.0 4.0 16582 10682 5900 70 4200 0.47 1.4 4.0 4.0 16669 10773 5896 75 450 0.45 1.3 3.8 3.8 17088 11227 5861 80 48 0 0.43 1.3 3.6 3.6 17489 11684 5805 85 5100° 0.42 1.2 3.5 3.5 17875 12143 5732 90 5400 0.40 1.2 3.4 3.4 18247 12605 5642 95 5700 0.39 1.1 3.3 3.3 18606 13069 5536 100 6000 0.37 1.1 3.2 3.2 18952 13535 5417 105 6300 0.36 1.1 3.1 3.1 19288 14003 5285 110 6600 0.35 1.0 3.0 3.0 19614 14472 5141 115 6900 0.34 1.0 2.9 2.9 19930 14944 4987 120 7200 0 4/ 'j 9w. �, � � ►�, cos S' TT �O .! ..- A T .. � .--I j L, -GA P/ _---6 T- �.s. z . A0^ All I Jlf2 �yz__� , 2 CAS 2�?� ��x .0 ` -'`=/107 - 3 q- Z, 0 c,................. 1�1 \ 2. r• = y 1-5 A/ -,-67 � 7a 7Pef i l 1 l -6 5 x -X z. sx 3 , - ,yx(yG 5r 2�z-- �� �� . eL t7 '- 2 � -- ...... CAT4-, — y 10, • _ G `7_ s-sue 41z— �� - CJ�I of � lU<?����.__....._?L'"....�1,-�I.rj �`_•_Z��_i�_.. . r . 1 r`•t� � i S " � 1Z f 1 R l� r s : /� W del► rev S — vc a� AV, f ,74 ii G i G- �' <=�� ' _sue /,57 _. __ _._ y ✓_� ____-___....__....-�_�_ gL _—--_- ---�� �T�'_'J.-V�! 3� jam• ���s.. ___�`��3.�n�log_�l.S�ls�� --- .�_�.� __.__�..._•____. : _._._.. _._.._.�: . — — (/tJ cl i cx C ---Wit= , °�✓.._� L �N_ � �= Z 1 Z f r o 3u� dG j �•a��1f1�va)I b� (<J ,% G�f _ n_ ;�j Now �tu a_ u ►s �±Cs7�2xy _ x �3 T ,.�X2xy�J 7� x ;i Cat4il Creek Phase 2, Detention Pond E 3/.9/2002 STORMWATER DETENTION POND E SIZING FOR THE 10YR, STORM ALLOWABLE DISCHARGE EQUALS THE 10YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING RATIONAL METHOD AREAS(SF) C PRE POST UNDEV. 0.2 979229 162044. SFR 0.4 0 297515 R3 0.5 0 280962 INDUSTRIA 0.65 45738 45738 PAVE 0.9 0 238709 /l TOTAL(SF) 1024967 1to96183 (J WEIGHTED C FACTOR 0.19 0.49 Tc(MIN)GROSS 53 Tc(MIN)IMP 25 10YR PEAK ALLOWABLE DISCHARGE(CFS)= 3.60 Qact MAXIMUM VOLUME REQUIRED(CF) 14515 :<Et.^EEQ k». ....:........: ...:.:..»:v..::..:::::....,.`E;kr,,.:.:rn...,..:•.>r;EE>Er.;rr.. <Ei>: KS`G �2J Ir<:»,# .n:.nnr: .3 <.....•.,.vh.. tr'EE::3^:F>:EE`:" ».: .:'»:vyE:...... ::. ..:r:r...::..rr..:.vrE'..::: i 1 60 9.16 1.8 2.4 0 0 0.00 5 300 3.22 3.2 4.2 1248 1080 168 10 600 2.05 4.0 5.3 3181 2160 1021 15 900 1.58 4.7 6.1 5500 3240 2260 20 1200 1.31 5.2 6.8 8110 4320 3790 25 1500 1.13 5.6 7.3 10960 5400 5560 30 1800 1.00 5.0 7.8 14019 6480 7539 35 2100 0.91 4.5 8.2 17262 7560 9702 40 2400 0.83 4.1 8.6 20672 8640 12032 42 2520 0.81 4.0 8.8 22080 9072 13008 44 2640 0.78 3.9 8.9 23511 9504 14007 45 2700 0.77 3.8 9.0 24235 9720 14515 46 2760 0.76 3.8 8.8 24422 9936 14486 48 2880 0.74 3.6 8.6 24789 10368 14421 50 3000 0.72 3.6 8.4 25146 10800 14346 55 3300 0.68 3.3 7.9 25999 11880 14119 60 3600 0.64 3.2 7.4 26802 12960 13842 65 3900 0.61 3.0 7.1 27564 14040 13524 70 4200 0.58 2.9 6.7 28288 15120 13168 75 4500 0.55 2.7 6.4 28980 16200 12780 80 4800 0.53 2.6 6.2 29642 17280 12362 85 5100 0.51 2.5 5.9 30277 18360 11917 90 5400 0.49 2.4 5.7 30889 19440 11449 95 5700 0.47 2.3 5.5 31479 20520 10959 100 6000 0.46 2.3 5.3 32050 21600 10450 105 6300 0.44 2.2 5.2 32602 22680 9922 110 6600 0.43 2.1 5.0 33137 23760 9377 115 6900 0.42 2.1 4.9 33656 24840 8816 120 7200 Cattail Creek Phase 2, Detention Pond E 3/13/2002 STORMWATER DETENTION POND E SIZING FOR THE 10YR, STORM ALLOWABLE DISCHARGE EQUALS THE 10YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING MODIFIED RATIONAL METHOD SPECIAL REPORT#43, TRAPEZOIDAL HYDROGRAPH METHOD ��1 AREAS(SF) C runoff PRE PO UNDEV. 0.2 979229 16 044 SFR 0.4 0 7515 C�� R3 0.5 0 280962 (<�� INDUSTRIA 0.65 45738 45738 N` PAVE 0.9 0 238709 TOTAL(SF) 1024967 1024968 WEIGHTED C FACTOR 0.19 0.49 Tc(MIN) GROSS 53 45 Tc(MIN) IMP 25 10YR PEAK ALLOWABLE DISCHARGE (CFS) 3.60 Qact MAXIMUM VOLUME REQUIRED(CF) 8840 s :.,�:x< 'ti3x".^�x t�?r x s.xixx>.xxFxxx"�•,Lx?':a�.: :;xr.#„; ..:5,. x`sx'�. „ ....:... �� ., � :.: •.?: :..'. t 3,A «::+ .�a��w�i�a�cu��^@'�;uiv�rr.,`�`�,,' xw�,.��:s::x>.:'yAw=,,,..E a ... ..:g.�,`�,�xctzag.:,..:. ..x.^:'^,,:.::..�:. ;:: 2?%Rr Mxxssc• x,.,_ :Mx;^:�xx:i.'^..�3x�•� :^:1.,.��£z�i£x•<`,`;* ?:�a•„ �ir7 x Et�E�y,� 2ss���^s�£ff'w:.: '`,w'.�`iii3a'::r<:,s�;? ,. � iw' sx.: � �� s ....�...,...,.::�w,•�,».w>.,..�>w:»,.,,c>x...::�:a.>t,..�..,.k...:W::s....,x„3.>�»,.wsn,.;a.. ...>^.......::^�,:ms,::::co;^...>:w...,.. .:.. .� : :. :. 25 1500 1. 5.6 7.3 10960 8140 2821 30 1800 1.00 5.0 7.8 14019 9965 4054 35 2100 .91 4.5 8.2 17262 11809 5453 40 2400 0.83 4.1 8.6 20672 13669 7003 45 2700 0.77 3.8 9.0 24235 15542 8694 50 3000 0.72 3.6 8.4 25146 16345 8800 55 3300 0.68 3.3 7.9 25999 17158 8840 60 3600 0.64 3.2 7.4 26802 17980 8822 65 390 0.61 3.0 7.1 27564 18809 8755 70 42 0 0.58 2.9 6.7 28288 19645 8644 75 4 00 0.55 2.7 6.4 28980 20486 8493 80 800 0.53 2.6 6.2 29642 21334 8308 85 5100 0.51 2.5 5.9 30277 22186 8092 90 5400 0.49 2.4 5.7 30889 23043 7846 95 5700 0.47 2.3 5.5 31479 23904 7575 100 6000 0.46 2.3 5.3 32050 24769 7280 105 6300 0.44 2.2 5.2 32602 25638 6963 110 6600 0.43 2.1 5.0 33137 26510 6626 115 6900 0.42 2.1 4.9 33656 27386 6270 120 7200 /_-D� Cattail Creek Phase 2, Detention Pond E 3/5/2002 STORMWATER DETENTION POND E SIZING FOR THE 5YR, STORM ALLOWABLE DISCHARGE EQUALS THE 5YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING RATIONAL METHOD AREAS(SF) C PRE POST UNDEV. 0.2 979229 162044 SFR 0.4 0 297515 R3 0.5 0 280962 INDUSTRIA ( 0.65 45738 45738 V PAVE 0.9 0 238709 TOTAL(SF) 1024967 1024 8 WEIGHTED C FACTOR 0.19 0.49 Tc(MIN) GROSS 53 45 Tc(MIN) IMP -- 25 5YR PEAK ALLOWABLE DISCHARGE (CFS)= 2.90 Qact MAXIMUM VOLUME REQUIRED(CF) 11805 kr.,k� 2.\2;; ,>:�++f k` i: r•']`=2`:�`v`$.L"�,`' .�'� 2::,hY+`ti'��5:'2 u�� v�Q`.'£y' � Y..!<\ `i, `«2>,kt,;:; \�:. ..� �• ,yam„`• ��rV rr.k•�:C9:�a�k �<.. �<� �� .`zr`. ��z1yv. ,.\.. .�,' :vi�'aa+,'z�y: r:x". „•c�az„a.•'•c•. w:,�Y>.•,��i' tv<..<,:.;::::-: r:auk:. a, ,::.;c:a: a����}��}.. „2 .'£': ,£ia„k',.2.: ::12k �i�;£�kk^..:�4:h" • vf,,xki� 2k�.,..y"'.�::'„^';;kk•a3w:ao.�W1:a.5'vi�..+:v:.,..aA.w�u,:»...+..�:x:a:x��a:23::£:::r\aa..............x,..v:rt2:Sa. ;i3a'ic, ..a.,+<::£: .ir...:�, `:... iv:.: i:fik.+., �: kkif„ia 1 60 7.15 1.4 1.8 0 0 0.00 5 300 2.55 2.5 3.3 495 15 480 10 600 1.64 3. 4.2 2539 435 2104 15 900 1.26 .7 4.9 4407 2610 1797 20 1200 1.05 4.1 5.4 6517 3480 3037 25 1500 0.91 4.5 5.9 8828 4350 4478 30 1800 0.81 4.0 6.3 11312 5220 6092 35 2100 0.73 3.6 6.6 13950 6090 7860 40 2400 0.67 3.3 7.0 16728 6960 9768 45 2700 0.6 3.1 7.3 19635 7830 11805 50 3000 0. 8 2.9 6.8 20394 8700 .11694 55 3300 .55 2.7 6.4 21105 9570 11535 60 3600 0.52 2.6 6.0 21777 10440 11337 65 3900 0.49 2.4 5.7 22414 11310 11104 70 4200 0.47 2.3 5.5 23020 12180 10840 75 4500 0.45 2.2 5.2 23599 13050 10549 80 4800 0.43 2.1 5.0 24153 13920 10233 85 5100 0.42 2.1 4.8 24686 14790 9896 90 5400 0.40 2.0 4.7 25199 15660 9539 95 5700 0.39 1.9 4.5 25695 16530 9165 100 6000 0.37 1.8 4.4 26174 17400 8774 105 6300 0.36 1.8 4.2 26637 18270 8367 110 6600 0.35 1.7 4.1 27087 19140 7947 115 6900 0.34 1.7 4.0 27524 20010 7514 120 7200 Cattail Creek Phase 2, Detention Pond E 3/5/2002 STORMWATER DETENTION POND E SIZING FOR THE 5YR, STORM ALLOWABLE DISCHARGE EQUALS THE 5YR PRE-DEVELOPMENT FLOW G✓ PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING MODIFIED RATIONAL METHOD o r SPECIAL REPORT#43, TRAPEZOIDAL HYDROGRAPH METHOD U9�t AREAS(SF) Y rr C-runoff PRE POST UNDEV. 0.2 979229 162044 SFR 0.4 0 297515 R3 0.5 0 280962 INDUSTRIA 0.65 45738 45738 PAVE 0.9 0 238709 TOTAL(SF) 1024967 1024968 WEIGHTED C FACTOR 0.19 0.49 Tc(MIN) GROSS 53 45 Tc(MIN) IMP 25 5YR PEAK ALLOWABLE DISCHARGE (CFS)= 2.90 Qact MAXIMUM VOLUME REQUIRED(CF) 7261 ';�,»,i», «'�!!�,'�,» - •c x -� L�' -s, z � �3�- i -z .�,+�. t}`\ "; -c:>v+o ��.. xi� ."\� s `w: \ "C"'tk r-. `M^:x\€ � � fi� A. »;3.„, ���e�1'�. �iti: .».`i.'•ti»�ra?�'P.S 4FQ.rJ..72,ro^:; '�`;<v��:� ;� w "K:��E:I�. `Wwt "Ci. ^zzrq;�z'x," .;» �.^ X, k£, ,u\,\ \`>. a\iRr>�L'.&i. :3:H`v:f` `i..:kMwi•;. ,k�,�'.>' `•>�,. ,t, ice,. : ..:. �$c, ..: , ._^. » :.v..:..................:...a>aav,,..xi,,..:*.....:.,.:»::>.'"..,. ..i »L>» ,25.,. .a•z^x,a:.r ^„�. :.u,»F>.:,. ,,,yc�: >.a�»,.�•.�",.�*.ki> iiei:'o a`£xk.: :2.':w,'.a7' ..a »\„�.,a.»,..�Lz:. ,»a» za.&,£ rii\•^L ,Q v. ?au ..»:»,..<.:,,.».,,,...^,»,.:»vkxez.»,ws.,,.a:.,k.»,... ..»,»,».iHdk:»u,.;,»a::».;x<;;:;�kzi::,.K:w..r.:.iM ;:uakxzzk. :,.,,xzKafxk:..kr<a�'�n'ra:�:i�a`.»L„Ya•:iurs^.�.`X:`�iiikk,.a??ii.'\�auaiiiaa::�� :i3r�:;:a?.tea 25 1500 0.91 4.5 5.9 5.9 8828 6556 2271 30 1800 0.81 4.0 6.3 6.3 11312 8031 3281 35 2100 0.73 3.6 6.6 6.6 13950 9521 4429 40 2400 0.67 3.3 7.0 7.0 16728 11024 5704 45 2700 0.63 3.1 7.3 7.3 19635 12537 7097 50 3000 0.58 2.9 6.8 6.8 20394 13190 7204 55 3300 0.55 2.7 6.4 6.4 21105 13850 7256 60 3600 0.5 2.6 6.0 6.0 21777 14516 7261 65 3900 0. 2.4 5.7 5.7 22414 15189 7225 70 4200 0 7 2.3 5.5 5.5 23020 15867 7153 75 4500 .45 2.2 5.2 5.2 23599 16550 7049 80 4800 0.43 2.1 5.0 5.0 24153 17237 6916 85 5100 0.42 2.1 4.8 4.8 24686 17929 6757 90 5400 0.40 2.0 4.7 4.7 25199 18624 6575 95 5700 0.39 1.9 4.5 4.5 25695 19323 6372 100 6000 0.37 1.8 4.4 4.4 26174 20025 6149 105 6300 0.36 1.8 4.2 4.2 26637 20730 5908 110 6600 0.35 1.7 4.1 4.1 27087 21437 5650 115 6900 0.34 1.7 4.0 4.0 27524 22148 5377 120 7200 0 !� Y i /L di 1' 1� 4v!�/ Q:7SG P � ,e, _ f _ bo l w _._.___ _ . ._ ..__�= __ •._9U,X 3 c? 3 !� _-f�"X 2 r r 2�l /z r / y -7 r / / 'S7Z 41W - 0. 3 LL /40r r � �� -- - -�.��_y �{1-�-✓"-�-- - -�-�lei - %^-�_.._--------- -- i1 'Z 11-7 lie- L [/I- A�l ------------- I i?! j� ---------- 12" z Z7�t J'z,)' o Y, A-vt w (io 52;.o x 72- 7--2 A 6 T ----------- A2 .....------ �S-,-72 0 -2. -7 c,-74orf o c A.4v 40 Cattail Creek Phase 2 3/25/2002 p 6 STORMWATER DETENTION POND SIZING FOR THE 10YR, STORM ALLOWABLE DISCHARGE EQUALS THE 10YR PRE-DEVELOPMENT FLOW PERVIOUS AND IMPERVIOUS AREAS CONTRIBUTING RATIONAL METHOD AREAS(SF) PRE POST UNDEV. 0.2 482209 0 SFR 0.4 0 194412 R3 0.5 177725 324522 GRAVEL RD 0.65 13000 0 PAVE 0.9 0 154000 TOTAL(SF) 672934 672934 WEIGHTED C FACTOR 0.29 0.56 Tc(MIN)Gross Area 56 47 Tc(MIN) Impervious Areas 20 10YR PEAK ALLOWABLE DISCHARGE(CFS)= 2.70 Qact MAXIMUM VOLUME REQUIRED(CF) 10688 1 60 9.16 1.46 1.69 1.69 51 51 0 5 300 3.22 2.56 2.98 2.98 446 433 13 10 600 2.05 3.26 3.79 3.79 2276 1620 656 15 900 1.58 3.76 4.37 4.37 3934 2430 1504 20 1200 1.31 4.16 4.83 4.83 5802 3240 2562 25 1500 1.13 3.60 5.23 5.23 7841 4050 3791 30 1800 1.00 3.20 5.57 5.57 10029 4860 5169 35 2100 0.91 2.89 5.88 5.88 12349 5670 6679 40 2400 0.83 2.65 6.16 6.16 14789 6480 8309 45 2700 0.77 2.46 6.42 6.42 17338 7290 10048 50 3000 0.72 2.29 6.26 6.26 18788 8100 10688 55 3300 0.68 2.15 5.89 5.89 19426 8910 10516 60 3600 0.64 2.04 5.56 5.56 20026 9720 1,0306 65 3900 0.61 1.93 5.28 5.28 20595 10530 10065 70 4200 0.58 1.84 5.03 5.03 21137 11340 9797 75 4500 0.55 1.76 4.81 4.81 21653 12150 9503 80 4800 0.53 1.69 4.61 4.61 22148 12960 9188 85 5100 0.51 1.62 4.44 4.44 22623 13770 8853 90 5400 0.49 1.56 4.27 4.27 23080 14580 8500 95 5700 0.47 1.51 4.13 4.13 23521 15390 8131 100 6000 0.46 1.46 3.99 3.99 23947 16200 7747 105 6300 0.44 1.42 3.87 3.87 24359 17010 7349 110 6600 0.43 1.37 3.75 3.75 24759 17820 6939 115 6900 0.42 1.33 3.64 3.64 25148 18630 6518 120 7200 i I� i it I � a - i � Y ii ' I -21 i QL 2 i �� 71- -2,kz-9;� x CJ,ry -I W -;Re -Aqk- el 1-3!1)K I Ali 24�111AI ZY zo ol ............. ..... 4c- 31:z r ter ' (7SI 4- 110 Z' 4- -i 0 - --- -= `---_ l ._ 0• -z-t P.3 All • H3SGO d �I i --------- - --- -- - ---- __ ___ 157 co GL✓�P1p 62 , _ 55 �35� 2 / / cm Av N/� r l Z S a d �- N} at ©.41a4 y/� s� �r,O v x rJZ — ----- ---��✓��h_ U��,,•,-_tea 1 -� �-C�.v� ,("#/,�-- I� I� 031 /1 53. -------- ---- __.__.- � wr ,r 0/4 _ 1 _-__ /1_ 77' r .o r i - _ �__ � _ i; 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N N N N N N C I \1 i 'l 6'a„ 2 � q , l � D v cn n cn a c c �,c c r t T \ O 4 �1 � r M �II i I I I Ul(n w ti V-{- wuw U.J —mL J1 l ,t �Z (n VJ Cf) o� C;�Y N Z T�T , N CV N 4 cjP tr Z � �K '` rp O j It o�cn cn I—F— Lu Ili h i L'1 Ff5 in W Uj U�U (n G O O l(7 C O r N r N t I NNN � /)LLLCCC/// r9l EL a661.1" N 10824.93 E 5961-35 EL 4657.50 N 10803.041 A E 60m.11 , ' EL 4661.10 4658,1 NL 10319.56 '��� \q6 ' � I N 10813.45 t 5967.36 E 6021.18 �65 '-��\ \ 8 65-- \ EL 4657.7 p. \0 v.__./% EL 0821.9 N 1082105 N 10795.34 .� l E 6076.54 E 5987.33 j p RP ' N 10801.38 E 5975.69 % `� t\ /1 /I \ 4:1 AD i RP RP / N 10776.11 N t 77 .55 EL 4662.2a / E 59B1.541.Sa E 6 16. 4 N 70763.33 i E 5929.30 4:7 / EL 4658.00 � P\ 659.0 / N 10765.86 -RP qg6 E 5961.84 s.N 10753.2 EL 4658.3 EL 4658.t5 4.V ( E 5992.24 E 5944.27 N t075a.22 ;� RP\ �+' / E 5977.25 -N 10751.61 EL 07 2.7. / E 6992.04 4661. E 5992.98 / / \ 0 N 92.98 any f 4 60.0 of / o ,o L 4658.25 j/ EL 4658.95 � >< r JJJo �* N 95274 RP �O N 10720.58 E 5952.74 �� E 6011.0 �/ E 6021.10 RP 0 5 3 10 4' N 10717.06 R EL 4662.18 1 I 1 1 1 JCS E 6001.11 20 N 10720.58 S C A L E RP \ J E 6034.02 N�10707.78 EL 4658.82 p E 5946.77 E 5975.31 N 175..I7 9.0 O4660.0 m EL 4663.26 \ 4661.0 = N 10679.55 4662.0 ".5E=4659.50 E 5928.94 EL F663.00 E 4658.52 N 7 1 B N 10695.16 E 597731 .7 N J. E 5938.66 _ Existing m ® ` Ground ho N W' C:) a�C Overflow Channel C\jry -Cut EI.=4659.501J OC:) SDMH/( WSE=4649.25 \ / nv.=4657.00 1 STA, l t+28.00 N RIM EL.=4663.80 O INVERT IN (W 4658.95 t„. INVERT OUT (NE) 4658.85 1 RCP O Inv.=4657.50 4" Th. Concrete y �B Edge Protection I CL #4 - 12" O.C. R�rop Blanket to '1015.0' 1 Overflow(/ 4 Wid, 10' Len., C Existing Channel 6" Th. o Ground�- ! EL=4661.20 SECTION A a _ Q 4"-Th. Concrete 1.=4659.50 m Edge Protection 101.0' I Wilh #4 on 12" 0 Center Each WaBQUQm y i 1 - P n 0 12" RCP 3.0' Inv.=4657.50 SECTION I C E # i C _ ///���Existing \ / Ground El 4663.26 m Overflow ExistingJ Channel C 4• _ _ Groun /'Cut El.=4649.25 M _ WSE=4649.25 /-, i Topsoil, Seed & _ Inv= Fertilize Pond r"Cut p•. � co & Bottom FETS co 12"/RCP p 24" RCP WSE=4659,50 Inv.=4647.50 I 4" Th. Concrete m 55 L.F. ® 0.609. = 1_ E Edge Protection o #4 - 12" O.C. Riprop Blon Inv.=4658.52 10.0' 4' Wid, 10' 6„ 6,. Th. Li i SECTION I L SECTION _ _.v 1 Z e _ ( ....... J -7z �f _ GCS. Gt C j°tea - °'✓p- � z� d 4 . . .. ... . . ..... 4 S .t�,'"�-,� i �wv U _ r� A/ / / r JJJ {��a'f'7 �`-f�l�' �/� �L"-�•.+./,r ` i tom;.-,j°�`-T�( �� ��- Qzs-�G (y 25-71 0 __- ; ' 2 - - !?��� 't;l a lam( art ter` f Cif/ �C _/1 s 74 y �s �° 2-- �,r�W.. ✓ .;':�<i �;fro'" /F,.,,v� •::.,--�.� / � I;'r_r �`� o r i 7 F` -...... -.._ --.. . / 3 A) �- f - (o 57- IIJ , r_ 1 _i _74-7; _r �'� `."���% t•'� �a' ��( .., � !r� ..ate.. ... ��.-.`� � �Y �':1�. ✓' Vi �. � ��'I/��� /�)�i, �1,;r1,w 14 Af _/Ol� A61 ZZ, cl-/1-4141 7-/;1--5 /)",-0 z1a6 (It 7V loj,-r 4 72- ---------- ------------ ------------ 0114 z� L Jfi{!•--�.-.. .!e..(;J:� j j c... s-4 .CL. •ter'=afl... ""L'�/?��-�- t ;;?J'%r ..+ 1- �j I{J! `✓�/�•J' .��'f`ij° �..-t° '�'�'�' �. .. ,������°f1 fir'7 -" ``� !.>��/� L� � __. __ - � •, Gar ��'`+/"C.G izoj t _-- � /LPG al -01�---- __.._ . .___ _ ___-_ n f -Z//WOZ- 11211' fr 7/1115 ',ew7�1 s/z 16-z_ C r , a� � 1'!..(.-.. '1:. ,�!"'�''L^' _._ ._._....-_.___._ ...,.._._._.. � R 45- z17 � t f PPPP 7 1 -7 K o V. U/1Z JY ;vim ?3z .5- L-f S13 OP I z 7 Dig/ ''� Lt� �f }� 0 -7Y3 of- Ij Q�1'`�.,� �� ��to � �,5" � , ��Z Z �' 67,A-z AA( 111) CID ILI PC- , ` Cattail CkSubd � pavomt-2.mcd 8/30X01 ASPHALT PAVEMENT THICKNESS DESIGN � Vy �=5O000 initial number of18-kipESALs (2O years)--------------------. lX � ____�� n Design Per�d. years -------------------_----- � i �=U Tra�c (�row� Rate, percent ---------________________. CB� �=3 California Bearing Ra�oofauborade soil, pa�enL-------__----_�~ � po :=4.O Initial serviceability index..................................................................... ............ � Pt �=I� Terminal aen�ceabi|ityinde�--------_________________. - Standard normal deviate: 2R :=' l.0]7 Overall standard deviation: 8o 0.35 Traffic i �= � G��= i l � � � GF=0 GF:=d(i>8,GF.n) GF=l 100 (i) Number of18-Np ESALS over design period: YVl8 :=WlQ'GF Vyl8 =5O0OO The basic design equation for flexible pavements given by AASHTO is the following: SN R:=2.5 GrvEm }o�/�Yl8\=zll'3o+ /9.36log/0Nf(+ |\\- U20+ +(2.32-}ug(CBl(-l5O0))- 8.07 Using the previously defined values and/or variables, solve the above equation for GNhn determine the required structural number. =2 ����� �t� 39 3NK :=FIND/SN R\ DesignStruduna| Numbec------------------- I� � LAYER LAYER THICKNESS LAYER--------COMPONENTS ' u \ �=0�35 tl �=3 Plant yWixAsphalt ----------------------' u2 �=�l4 t2 �=» 3/4-nohor1�nuhminuaCruahedSu�aueCou�e-------.> � u3 :=�l2 t3 �=6 1-1/2-innh minus Crushed Base Course....................................> � u4 �=U�Oy t4 �=V 3-inch m�uaSubbase (PdRun)---------------' " u� :=O�8O tj :=O � Other layer coe��en�--------------------.> � Proposed Structural Number SN P :=/" [t }\+ /" 2-t2\+ /" 3-t3\+ ("4-t ) + /" 5-t5\ �� �2�9 IF SN P=2j8 }l (required), than OK NOTES: 1) Aspha|tehoukjbe �docedinbwooqm� thickn*ne |�swhenn�oreUhan3incheebzba. � dedtomeinbain |ong�enn � �- -- ' � separator, iahigh� nnuommen 2) Agoob»xU|e. aoUngaaaaepa r. "". to maintain _~ integrity of pavement section aggregates. Jam. 1 r rr may' jI' G /� 1 � Q�/ /�,� � fit,--ice ..�.�j Z•. �. � �t '211 J is 4A _f-N -5-, -7 '7K X 7 17 Design of Pavement Structures II-32 a Z N a- E z a, a O IN O � >. W w o rn m 4 m C o � C .-1 Y C N O N < w kq + (!Si! Inp 1ua!psau u> �� r--"—� I! S a eo an!1o8113 4 Ln W 0 Oo O u C O 1 + L c ° c QL �4 J p+ X w N - C!! HJ—� on (suo!!!!w) eiM�suo!� o!iddd P 1 O!xb oi6ulg W luaion!nb3 d, -g! !0101 Po1ow!ts3 as o 'i1TR _ A N Vf .-1 'M M tD f�l � [fj MO Gar a m OS N �Q1.4 iQ.1^0 O //Q j�O JQ `S m m Say C ! 0 3 F7 -z C) f i' _._ I --------- C1 RL\ \ \ \ p I "I l UllC RE PEN C r CE I p I ul c 60.01, —---- -- ------- ------ w —Tr LLJ 12 0 C; C) LL LLI fnH 30 RCP •3: C\? 17 VI 12 �?3 3: SPA 60'COUNTY Row AT&T LOT I r R sua NO.,•s /' ND 60.0, "t ----------- I -93, --- -------- -------- -------------------- VANN LEGEN SYME301 DESCRIPTION SURVEY EIOUNDA2/R.O..LINEiyyyy PARK ROA.CENTERUNIE LOT LINES 20* R.O.W. --------- NEW LTYIL"EASEMENT --------- EASEMEM LINE P TEST PU/WONffDRINO WELL LOCATION 60.0 Q� 1 12 1 .c WrrNESS CORNER -------- ----- - -------- ND 13CAP BRASS CAP ACAF` L U.IN. Ypc YELLOW PL:, ----------- - -------------------- ---- R9 REBAR FID FOUND —4668— CCaOUR E 0 FIRE HHH NEW WATE PARK NEW SEWER NEW STORY DRAIN YNN % BRUSH 0 NE - CASEME ----------- L) TO 31 REYOA 0 ----------- 1/4 SEC. l/v REPLACE 30 g/X�C�TECP.REMOVE M 60 DVE frs LI=SER`ION 0 1010' 200' 300' 5 C A L E 2— 2 S" ,�" �—�-" Wit°�•c`~�t,+� � r _ 1 --non- - �' ✓� J .ram /� =J Y , r J Ak 5 eK( l- 0, a Z- -/o96) 1/h. V /, __LL E f C t k�k � n r ul ul in W W Au", Vlwto O O O anOO �t,.V.fh,..� ....��;i �;� - t.�✓.. / �.S �.��,..-cn. � .( Ct/�s_. 1�C G.c�Q..iy.,.,�C! V @W C NAN !V tV tY / j i � 1 1-^ j `(t r1 I tttl 1 I I 7 I 1 f i Cr-v ckk- JU W... us w w W In Ln coo C4 Rt C4 C�A C; C4 C4 o6,LLL CL, c C�n 'r-- L4—e i i k / I �'`a„�ry� _a:.�.{-y�..V.�.�,'�.t-'� C-'-�'�.,-C.t.,--- _L•�L'✓_.-.,._cl .'w-J ^.�v�..C...�0'wr.G. .'{""/L c. ,iv-�, .,1'rsv,.t. -f'h c•,,,�. �Z �- � %�'- ..,(,c-1�* - -�.vk�_,C1 t r N H N �-'�^�-o�J'-r,�-��;.�. �'•-o _1� �;v✓`:%c.-�-. -��L a.-��.v _s .�_ ._ ,.,. �wG W coo Cv V ' V l` u i i i ���v. �.:r' �.M.:��� �it •. ! t i I i E i i , oj a, ob fLA—1 4n coo LM 0 0 C4 C4-a Ci N A C4 N C4 oo.l) ,eets Design Controls and Criteria 21 7~: d to'- ' ^ an ions 3 0 N i LO a a the I�r 00LO �gn nd as ,1 N M N to LO of N of = 0 h. m 3' mac, Nm Nam.- 7 •Ly' es ;. � of 3 ;n rn a �, CD to Co co C'l) Co N m Co C)co ie tmc CD ¢ ° .� Ig .c is o > c LO o = 'W o m Tr-C6 �C-)N vm C�) LL E o x .y e o d p p , C �MV'CD LO U)Co M� ct N — m 1 as Un Un Un Ur ,n U� y d 3 t nmcocro cocoCri waoco m °— � Y E x ~ E L to cu s + tS N Ut CC')Lq Lq Lo UY S' cv mmm CD +� cl N m _ N > L U > M c m >• CO a� ��S' 2a a CN N M U w CD C C +L p O a) CD w a, E E a E a) m moo m h — _E E cu U U U y = N CD OE U m .D 'D m L 0.`. 01 0 ` L L C T' m 0> > E m 0 > =�•o� w - c 0 U-0 E E m OI CDO O m C p N OL-p O 0 c Y L. ya) cu 5:5 E0 :3 y om cCo VU y EO C E)0 m O «. N O m W II II m.N. a V)U) u— cc�U v co p S cn l— 3 `�i 2 AASHƒ0—Ge m£tn£Deign o H ghwa sand Streets i ■u§ ©J = / I cc k 0 CL �- (p ^ i . sue »= , \ \ 0 c . d � }} + § - eJ 4 » c 2 � \ § - E 0cm § @ \ 2 } 22 \�3 � � \ k \ 2 3 7 c * \ \ \ 2�3E E \ k 2 ; / _ cq - \ CN - - \ J�� 04 ■ f \ \ \ ) / g \ w } }C � \ 03 } ( E } \ \ a c - � j c � E£ E . { / n §2 - j ( 7] i 7 § \ _ & e � e ]� 'treetks `,4 °'f Design Controls and Criteria 25 Y i of Left it Wheel \ \\ Path of Left Front Wheel ;' � log'. M• / 43.9'Max• ti of fhang Design Single Unit I L—path of Overhang Truck or Small Busses ' zo I� Path of Right,� f Gy(iS'� Rear Wheel I I � II � I 0 10 20 30 Scale in Feet Figure II-2. Minimum turning path for SU design vehicle. i , j 26 AASHTO—Geometric Design of Highways and Streets 'I Path of Left SFront Wheel I I !I Bus Design ' y�s.Path of N Vehicle 1 Overhang I I ro Path of Right I I Rear Wheel I I I � 8 S' I ' �5 Y 0 10 20 30 40 50 Scale in Feet 1 Figure 11-3. Minimum turning path for BUS design vehicle. <1 ,ets Design Controls and Criteria 29 res _ ire of 10, i \� h� / /� Path of Left Front Wheel of a : 1 a 4S ts` 41.2'Max' er e- I a- ie I in g : N ' Path of Overhang r. N Path of Right W Rear Wheel vr i Cl io WB•40 Design Semitrailer y I ( Combination � ICI I I I I I 0 10 20 30 40 s0 Scale in Feet 1- Figure II-5. Minimum turning path for WB-40 design vehicle. R 46 45' TO BACK OF CURB 5407 54,0 1 <Zo ZO= 54.54 5.67' CATRON 5' SIDEWALK DRIVE OVER 4 0 DO SPILL CURB 54.5 R=l' R=3' z PEDESTRIAN RAMP 55.. 5501 1� 55.55 6' E 56.11 55. YIELD C) 14.50' w CENTRAL ISLAND R=59.95' z 55.46 55.93 I .57 55.01 54.54 17.29' • 1,SEWER • 2.29' u 956.1 56,57 25' 10' '�12" MEDIAN CURB z CONCRETE CROSSWALK 6 SO 569 56.M U) 4.00" R=I' 0 55. \CONCRETE 20' 4.00' Lo PROPERTY LINE TRUCK APRON5- R=I' R=I' a;cr,M,X, wz U)cn cn 55.46 �z CATRON AND BLACKBIRD STREETS NOTES: III W Lu 0 808zo 'a -zoo PROPOSED SPOT ELEVATIONS REFER TO FLOWLINE 12.00' OFFSET FROM FINISHED TOP FINISHED CL ELEVATIONS; KEY STATION CENTERLINE CURB GRADE GRADE R 32.50' 1:� 5546 5546 1 2. TOP BACK OF CURB ELEVATIONS CAN BE CALCULATED TO . . SIDEWALK 0 9+45.27 18.5' LT.&RT. 4655.91 4655.66 BY ADDING 0.45' TO FLOWLINE ELEVATIONS ON STANDARD 4 CURB AND 0.52' TO FLOWILINE ELEVATIONS ON SPILL 4 111 w w .0 10+71.17 18.5- LT.&RT. 4654.52 4654,40 CURB. R=2' a c a, 12.50• 0 21+64.95 16.5' LT.&RT. 4654.52 4614.32 21+15 051 SPUTTER ISLAND DETAIL UZ NO SCALE E 0 20' 40' 60, S C A L E DRAWN BY: EWB GO DESIGNED BY: JFp -r QUALnYCHECK: 0 DATE: SM102 F- JOB NO. B01-036 88*-0" FIELDBOOK C14 20'-0" 2'-0, 4'-0 36'-0* 4'-0^ 2'-0, 20'-0* �i TRAVEL WAY APRON CENTRAL ISLAND APRON rl TRAVEL WAY In I 00 c:l CONCRETE CURB 0 AND CUTTER(SPILL) 3% i 3yCONCRETE CURB 27' AND GUTTER (SPILL) Lo 2% ui A CO rt co GEOTEXTILE FABRIC 3' ASPHALTIC CONCRETE SURFACE COURSE 8" CONCRETE 9' UNCRUSHED SUBBASE (3- MINUS) 6" CRUSHED BASE GRAVEL COURSE (1-1/2- MINUS) APRON (TYP.) Q. 8 CRUSHED BASE GRAVEL COURSE(1-1/2-MINUS) w z LLI C? 0 a ROUNDABOUT TYPICAL SECTION "A" w z -J 55 0 NO SCALE H 0 Z z 0 0 0 z E) w z rn Im 0 111'-0-1/2- =) Z CD cl) 88,-0' 0 Lu LL ll'-6-1/4" c LU N Z 0 41) 1.-0. 5,-0, V-6-1/4" 2'-0", 18'-0' UJ 0 =) E 2'-0', 36'-0" 4'-0* 2'-0", 2'-0' z CL (TYR) SIDEWALK BOULEVARD TRAVEL WAY APRON CENTRAL ISLAND I �APRON TRAVEL WAY 0 0 4) (TYP-) (TYP-) 0 > CD 9• CONCRETE CURB L) AND GUTTER (SPILL) CONCRETE CURB w 1/4-/FT (TYP-) 3% CONCRETE CURB AND CUTTER (STD.) 27 1 AND GUTTER (SPILL) 1/4" PER FT. N. 2% ui cl) W55 9 lz t&4COINCRETE GEOTEXTILE FABRIC L 3' ASPHALTIC CONCRETE SURFACE COURSE 8'CONCRETE SIDEWALK (TYP.) 9" UNCRUSHED SUBBASE(3. MINUS) L,- CRUSHED BASE GRAVEL COURSE(1-1/2- MINUS) APRON (TYP.) CD COMPACTED GRAVEL BASE B" CRUSHED BASE GRAVEL C'1 4* MIN. THICKNESS COURSE(1-1/2- MINUS) ROUNDABOUT TYPICAL SECTION "B" NO SCALE ICAD OIRCLE-DETA1L.DWG ISHEET Y OF X]