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HomeMy WebLinkAboutDrainage Reports - 02/04/2010gTrIEW. r-Lr- ASSOCIATES PRELIMINARY DRAINAGE STUDY FOR JP MORGAN CHASE BANK AT RIGDEN FARMS TRACT A, LOT 1 CITY OF FORT COLLINS, COLORADO fl 1 u L RAINAGE STUDY ' FOR JP MORGAN CHASE BANK ' AT RIGDEN FARMS TRACT A, LOT 1 CITY OF FORT COLLINS, COLORADO July 17, 2009 Prepared for: JP Morgan Chase Bank, N.A. Mail Code C01-9504 1125 17th Street, Floor 2 Denver, CO 80202 Prepared by: CLC Associates, Inc. 8480 E. Orchard Road, Ste. 2000 Greenwood Village, CO 80111 Phone: 303.770.5600 CLC Job No. 09-0222 FA2009\09-0222 Chase Retail Timberline and Custer - Fort Collins\4.0 Constuction Documents\h - Reports\09-0222 Prelim Drainage Report.doc A ENGINEER'S STATEMENT This report for the final design of JP Morgan Chase Bank at Rigden Farms Tract A, Lot 1, was prepared by me or under my direct supervision in accordance with the provisions of the City of Fort Collin's Storm Drainage Design Criteria and Construction Standards. I understand that the City of Fort Collins and its designated town authority do not and will not assume liability for drainage facilities designed by others. State of Colorado Date 1112 Z 00 ' TABLE OF CONTENTS ' GENERAL LOCATION AND DESCRIPTION ................1 ............................ ' Site Location...........................................................................................................................1 SiteDescription.......................................................................................................................1 Proposed Project Description..................................................................................................1 DRAINAGE BASINS AND SUB-BASINS..................................................1 MajorBasin Description..........................................................................................................1 ' Site Sub -Basin Description.....................................................................................................1 DRAINAGE DESIGN CRITERIA................................................................ 2 ' Hydrology Criteria..........................................................................................:........................2 HydraulicCriteria ....... ................................................................. 2 DRAINAGE FACILITY DESIGN................................................................. 3 GeneralConcept.....................................................................................................................3 ' Specific Details..............................................:........................................................................3 WaterQuality and Detention...................................................................................................4 ENVIRONMENTAL PROTECTION CRITERIA........:.................................4 General................................................................................................................................... 4 Sedimentation and Erosion Control Measures........................................................................4 1 CONCLUSION......................................... ............... .................................... 5 Compliance with Standards............................................................................................:.......5 DrainageConcept ................................................ ..... ...... :....................................................... 5 Sediment and Erosion Control Concept..................................................................................5 REFERENCES.......................................................................................... 6 ® Page I . Index of Figures All figures are presented in the appendices Appendix A Vicinity Map City of Fort Collins Floodplain Map Soils Map City of Fort Collins Rainfall Intensity -Duration -Frequency Table (Rational Method) Appendix B Weighted C Coefficient Standard SF-2 Form (Time of Concentration Calculations) Standard SF-3 Form (Rational Method Calculations) Appendix C A portion of the Drainage Map and Drainage Summary Table from "Rigden Farms Filing One Drainage Plan" prepared by JR Engineering, Inc. I Page II ' GENERAL LOCATION AND DESCRIPTION This report presents the JP Morgan Chase Bank at Rigden Farms Tract A, Lot 1 preliminary ' drainage study. The design and analysis of this site has been performed in accordance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. Drawings, tables, and design calculations are included. in the appendix of this report. Site Location The site is a portion of Tract A, Rigden Farms Filing Number One, located in Northwest Quarter ' of Section 29, Township 7 North, Range 68 West .of the 6"' Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. More specifically it is located south of Custer Drive; west of Timberline Road and east of Illinois Drive. ' Adjacent developments include a commercial shopping center to the north, undeveloped lots to the east, a church to the south and a residential subdivision to the west. ' Site Description The site is approximately 0.885 acres in size. The topography for the site generally slopes southeasterly at slopes ranging from 0.5% to 2.0%. The soils within the site are Nunn clay loam ' and fall into Hydrologic soils group Type C. The vegetation is native grasses and weeds. Proposed Project Description The project is a proposed commercial development. The proposed site will consist of one commercial building (a bank), an automated teller machines, drive-thru banking lanes, parking spaces, drive aisles and landscaped areas. ' DRAINAGE BASINS AND SUB -BASINS Major Basin Description The site is located within the limits of the "Rigden Farm, Filing One Drainage Report" (Master), October 1999 prepared by JR Engineering, shown as Basins 108a, 108e and 108b1. Drainage patterns for the site established in the Master report are maintained. The site is divided into two major basins, which drain to the existing Water Quality Pond #2. Flows from this pond are routed to the Foothills Regional Channel then to the Fossil Creek Reservoir Channel and outfalling to the Fossil Creek Reservoir. The site is assumed to be located outside the 100-yr floodplain. The Flood Insurance Rate Map Community -Panel Number 08069C1000 F, unknown date, for Larimer County, Colorado is no longer available. The map has been revised but has yet to be released by FEMA. A copy of the Fort Collins' Floodplain Map is shown in Appendix A. Site Sub -Basin Description In order to maintain the overall drainage patterns from the Master Report, Lot 1 was divided into two basins. The northeasterly corner of the site, Basin B, will drain to the existing inlets at the northeasterly corner of the property. ® Page 1 ' The Basin A will drain to the existing drainage swale along the southern property boundary. The ' basins were sized anticipating final build -out in which the flows entering the swale or the inlets would be less than or equal to the 2-yr and 100-yr flows as given in the Master Report. Offsite flows from the adjacent western property will be routed through Lot 1 to outfall to the ' existing drainage Swale along the south side of the site. A small portion of this western property will sheetflow to Basin B. DRAINAGE DESIGN CRITERIA Hydrology Criteria ' City of Fort Collins Storm Drainage Design Criteria and Construction Standards (STANDARDS). The following criteria were utilized in developing the proposed drainage system. • The proposed drainage system is designed to match, as best as possible, the historic drainage patterns occurring at the site. ' . The proposed drainage system attempts to limit the diversion of storm runoff from one basin to another (basin transfer). Runoff generated from drainage sub -basins is conveyed either directly or via storm ' sewer systems or channels to outfall locations into a regional water quality pond then to the regional detention pond. ' Design Rainfall: City of Fort Collins rainfall data is used to determine peak runoff values. The 2-year and 100-year frequency storms are used as the initial and major design storms respectively. ' Runoff Calculation: Peak storm runoff is determined using the rational formula, Q = CIA: Q = storm runoff in CFS; ' C = runoff coefficient based on surface impermeability; I = rainfall intensity in inches per hour; and A = drainage basin area in acres. ' City. of Fort Collins runoff coefficients for composite analysis (Table 3-3) are used to develop basin runoff coefficients. The runoff coefficients are weighted for each applicable sub -basin to ' more accurately reflect the runoff characteristics of the site. Time of Concentration is determined using STANDARDS in Sections 3.1.7. Rainfall intensities are determined using STANDARDS Point Rainfall data and Intensity - Duration curves. The recurrence intervals used for this study were based on a commercial land use. The minor ' drainage system is designed for a 2-year recurrence interval and the major drainage system is designed for a 100-year recurrence interval. Hydraulic Criteria ' The following criteria were utilized in determining allowable street flow. Initial Storm ' Local Street- No curb overtopping and flow may spread to crown of street. ® Page 2 ' Major Storm (100-yr) ' Local Street — Buildings shall not be inundated at the ground line unless flood proofed. The depth of water over the crown shall not exceed 6-inches. Street capacities were determined using STANDARDS Table 4-1 for Initial Storm -- Street ' Runoff Encroachment and STANDARDS Table 4-2 for Major Storm — Street Runoff Encroachment. DRAINAGE FACILITY DESIGN General Concept ' A small portion of the runoff from the site will be conveyed to either the existing inlet at the northeast corner of the property via curb and gutter with the majority of the runoff from the site ' outfalling to the drainage Swale along the southern property boundary. Runoff is directed to Water Quality Pond #2. The drainage patterns outlined in the "Rigden Farm, Filing One, Drainage Report" October 1999 prepared by JR Engineering are maintained. Rational calculations are included in Appendix B. ' Specific Details ' The proposed development has been divided into two basins: Basin A and Basin B. A drainage map, presenting the drainage basin delineations as well as existing and proposed drainage facilities, can be found in the back of this report. ' The following text generally describes basin conveyance to design points. Hydrologic calculations for each sub -basin are presented in the rational method SF-3 forms in Appendix B of this report. ' Basin A, 1.04 acres, includes the off -site area to the west and the majority of the lot that comprises the building, drive aisles, parking lot, and landscape areas. This basin will sheefflow to a curb cut that will direct runoff into the existing drainage swale that parallels the southern ' boundary. Design Point 1 indicates curb cut location. (Q2=1.6 CFS and Q100=5.9 CFS). Basin B, 0.12 acres, is located along the north and east portion of the site and is comprised of a drive aisle and landscaped area. The basin flow is to be directed to the existing inlet, Design ' Point 2, located at the southwest corner of the intersection of Custer Drive and Illinois Drive. (Q2=0.2 CFS and Q100=0.6 CFS). ' In order to compare this proposed site's drainage with the Master Report some assumptions were made. First that Basin A is a portion of the Basin 108e while Basin B is Basin 108a then using the same time of concentrations, C-coefficients and intensities with the proposed acreage. For Basin A the existing flow would be Q2=3.69 CFS and Q,00=5.65 CFS. For Basin B the ' existing flow would be Q2=0.28 CFS and Q,00=1.06 CFS. While Basin A is slightly higher than the Master for the 100-year storm Basin B is lower. The overall flow for the proposed site is less than the Master Report and this is reflected in the reduced C-coefficients. ' Flows from the existing inlet and the existing drainage swale are then routed to the existing Water Quality Pond #2. The runoff is then directed from the water quality pond to the Foothills Regional Channel to the Fossil Creek Reservoir ditch to finally outfall to the Fossil Creek Reservoir. t® Page 3 Water Quality and Detention ' Water Quality is being provided by the existing Water Quality Pond #2 as provided for in the Master Report. Runoff from the proposed site will be detained by the existing Fossil Creek Reservoir as directed by the Master Report. ' ENVIRONMENTAL PROTECTION CRITERIA ' General There are no wetland areas on the site nor are there any threatened or endangered species. ' Sedimentation and Erosion Control Measures During construction, silt fence, inlet/outlet protection and vehicle tracking pads will be utilized to ' prevent sediment entering the storm sewer system or sediment leaving the site. The lots will be seeded to prevent soil erosion. Temporary sediment basins will be utilized to offer initial water quality. Calculations for the temporary sediment basins can be found in Appendix C. As the lots are developed any and all open space areas will be landscaped. The erosion control plan is part of the Final Construction Plans. All erosion and sediment control methods shall be maintained and repaired by the owner during construction and shall be inspected after each heavy precipitation event. Xc Page 4 ' CONCLUSION Compliance with Standards ' The proposed drainage system for JP Morgan Chase Bank at Rigden Farms Tract A, Lot 1 was designed to meet the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. The site does not include any F.E.M.A. mapped floodplains. The existing Flood Insurance Rate Map (F.I.R.M) is not presented in Appendix A as the new map has not been released by F.E.M.A. and shows no portion of the site to be in a flood hazard area. Therefore, no map revisions are required as part of this development. ' Drainage Concept The drainage system for JP Morgan Chase Bank at Rigden Farms Tract A, Lot 1 was designed to allow storm water to be safely conveyed through and away from the site without negatively impacting downstream or upstream properties (regionally) beyond that imposed by the historic condition. The drainage concepts proposed for this site are in accordance with those presented ' in previous reports. Sediment and Erosion Control Concept ' The construction BMP's proposed for this site follow the requirements of the City of Fort Collins. Attention to proper installation and maintenance are essential for the sediment and erosion control practices to function properly. n IL ' ® Page 5 REFERENCES 1. City of Fort Collins Storm Drainage Design Criteria and Construction Standards, May 1984. 2. Rigden Farms Filing One Drainage Report, by JR Engineering, dated October 1999. 3. Web Soil Survey 2.0, National Cooperative Soil Survey, Natural Resources Conservation Service. J a ® Page 6 APPENDIX A • VICINITY MAP • CITY OF FORT COLLIN'S FLOODPLAIN MAP • SOILS MAP • CITY OF FORT COLLIN'S RAINFALL INTENSITY -DURATION -FREQUENCY TABLE (RATIONAL METHOD) u ItaS a U1p �EPros t3Rd t. . Ape�_W i P� t �Fpy i(.St E fy ..J i N r Ave A �m n 1 Ch©ye^e , CkrtrnouthTrls ` • SiUtrER 7 1 d - 3i 14rkw^Q` O+�TM• fotumbia Rd c cpj. ck Ar it p a BrowaAve` brit a it7?'zj ,i,, E DrAWRd r— Cr ked I ^ �Q;�r•' '� � LAKE SFi EI7,N,OL'Q�C -paw « "�'"�.•�=. � �^ . !� u� `` s � s ° Ilow R r d ,cc _. ESNe 1 d d6S ` - IvYSt } - lO`-•M p�tenrv�� Bi kO i,-'' is v MBr:Sfjefd ,..J .ti t r ^ Tree@t^ P ram,; Ki • T kk_ EN_ rcerr—Dri ,Dri�y�-...�--„'— E,►ia se tool 17 E"•' i � t �T,eT r y ` l: s i .'�1salhl L�'LO der ATE: 07. 1 7.09 EPr�sC�t L r d C \ CP, I INif hff• y I' 4• 34 - 5 +Y .t, t A a d'51 , �` I ..i• Nasty 0 p441�r ayAv@ y ; TE r•,.wb .�: ^ i .Or W tT,.110 ter 6 e ✓""`z* i tYtik• ey. If 't` F-•.••,;.fir yf; •'Y �O �� t��}� " `� to 'l r $E ° t s nelKe �a z r� 5 -,Can' O N'Ra'b zIf taB`04 d :c. YO ff_j?•e„•4: cif j a C. ,. c;,��` , ,eft ;• {� —UE' y tc Ante�otpe a N1 Y F F 1 10 lie '• It j � �� Q€t �`f °f07t5T0 '� * pnC �o..'""".'"""'•—„' �;�, �� ;.�,.•�O�rd _ Rd r �S •1' , � =n T NORTH RIGOEN FARM FILING ONE CLC ASSOCIATES TRACT A LOT ( 0900E.TE200DRO. SUITE D VILLAGE GREENW ODO VILLAGE CHASE BANK ' P 5600 DDL0RADO 77303 0 9600 F 303 'l •)02349 FORT COLLINS, COLORADO CLCA880 C.COM.COM ARCHITECTURE ENGINEERING PLANNING LANDSCAPE ARCHITECTURE LAND SURVEYING VICINITY MAP LL OV //C ) � 3AV NO lNn64 C J $ �4 Qa, S 'fSi 9 x N F. gg $a.c 4 sc a W €'oo aW 0 m $ Mlj! W g 14 -S c� 0 aeb'� a# t: e Wa 0 8 u c�,Do a w �t'o E� gr;�T$"—�,gE4 u Q Mille p Cd QQQQLK$'� e W g aC W Y a ' W W LSXL c no y� -� W E O C$ W L IgL ? (01 a q$ Q c,g< aaaWaa#� S 0 —in N 0 N Y�I 2`1 tV � N 9 e LL .2 .SOL 8 8 my ow 00 Q1 N OI N a o [Y N zQ ZU o2.z soy I I I I I I 0 § < { ■ I I I .I I I z 0 6- 0 LL IL « � O z w 0 w a « ■ } m • s 0 3: \ § �4 §a) ! �� � 0 \2| a 2 ! § ;20 ( � ! 7;- S a �72 | & . ZW 3§ @ ■ )\) k ƒ\ 2 )\� 3 ` S ] 7 §] , ( �$` a ` ,- �/� /��ƒ Lsm \ \ ) \u� kk /� k }}\\ ID '- 0 \ / k /� \) § r§ ƒ§§ ) 2+2 ) k _;; , ke �� /Jƒ\ IX ] k)$ 2 J }§ /kJ // \) \ k(/\ f ( ) ) Ik ; « $ m g o a c j ■) ] §) ) § k !OM �.!/( r-Iq / 2/)oa m ! - \i2 Nq k ! ! . \\ z ■k 0 �f zU k I Soil Map-Larimer County Area, Colorado ' Map Unit Legend Larimer County Area, Colorado (C0644)"' Map Unit Symbol .. Map Unk Name "Acres In AOI , ;;' Peicent of,A01 ; 73 Nunn clay loam, 0 to 1 percent slope 1.6 48.7% 74 Nunn clay loam, 1 to 3 percent slopes 1.7 51.3% Totals for Area of Interest 3.3 160.0% J USDA Natural Resources Web Soil Survey 2.1 1/22/2009 ' Conservation Service National Cooperative Soil Survey Page 3 of 3 D Hydrologic Soil Group—Larimer County Area, Colorado 11 1 1 Hydrologic Soil Group Hydrologlc,Sol1 Group—Surnmary by Map Unit Larlmer:County Area'Colorado � T " f Map unit symbol. ' Map unit name Rating Acres In AOh `.Percent "of AOI, 73 Nunn clay loam, 0 to 1 percent slope C 1.6 48.7% 74 Nunn clay loam, 1 to 3 percent slopes C 1.7 51.3% Totals for Area of Interest 3.3 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are ' assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. ' The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. ' Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained orwell drained soils that have moderately fine texture to moderately coarse texture. These soils ' have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist ' chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. ' Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. ' Rating Options Aggregation Method.' Dominant Condition USDA Natural Resources Web Soil Survey 2.1 1/22/2009 '� Conservation Service National Cooperative Soil Survey Page 3 of 4 I 1 11 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1 a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52- DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 5C 3C t— 2 C 2 W V Q W d 10 W a 0 5 W ¢ 3 0 co 2 W I-- 3 1 - ►n / I - n��� nrr■■�■ •I �n♦�I�I/�I,if�I/n�����■■�� 5' .1 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE RO-1 Estimate of Average Overland Flow Velocity for Use With the Rational Formula O6/2001 Urban Drainage and Flood Control District RO-13 APPENDIX B • WEIGHTED C COEFFICIENT • STANDARD SF-2 FORM (TIME OF CONCENTRATION CALCULATIONS) • STANDARD SF-3 FORM (RATIONAL METHOD CALCULATIONS) w PROICf: CWWSE BANK At 06MN FARM PRO. NO. 09.0222 M516N BY: 6. [�. GRAVE5 REV. DY: D.J. Wk A AiZNCY: CITY OF FORECaLIN5 PM: 711712009 C-VALUES BASIN AREA C2 CIO C100 I %IMPERV LANDSCAPING 0.47 0.20 0.20 0.25 5 ROOF 0.12 0.95 0.95 1.00 90 CONCRETE 0.12 0.95 0.95 1.00 90 _. PAVEMENT 0.33 0.95 0.95 1.00 90 C2= 0.61 CIO= 0.61 CI00= 0.66 Total Basin Area 1.04 ac Basin Impervious 51% BASIN B AREA C2 CIO C100 % IMPERV LANDSCAPING 0.06 0.20 0.20 0.25 5 ROOF 0.00 0.95 0.95 1.00 90 CONCRETE 0.03 0.95 0.95 1.00 90 PAVEMENT 0.03 0.93 0.95 1.00 90 C2= 0.58 C10= 0.58 C I00= 0.63 Total Basin Area 0.12 ac Basin Impervious 48% I I- 7 I W Q �g C N a� LL � w r O U � H Z N O Q o vaz ¢�m oww U Q Q�U ZOO U)w5C7 mg5m ' P:o� � CO mw w g J ' U I I I I ■�iiinuui�nui ui ■9NIIIIIIINIIIIINN �@�IIIIIIIIIIIIIIIIN 11 ■��IIINIIIIIIIHIIIa NI ■� IIIIIINIIIIINI�� �8��111111111111111111111 ■�91NIIIIIIIIIIdI pIYI ■o011N111111111111�111�1 I I I I I Z W 2 H 3 CC U) a(9 Fn w 0 I¢ 21 a� mn ' T } �nm � Y ' Q Q S 000 0 t0 MOM I 1 I 11 I C I 1 7 I APPENDIX C • A PORTION OF THE DRAINAGE MAP AND DRAINAGE SUMMARY TABLE FROM MASTER REPORT f C 9 N -13 avow 3NllH38V4l1 7=4 0nlan Ia9e Tith" su0.00t41 AM I Hole c(lo) j.7 - uralna c(lo0) a u 600410) � Mary I11000) Table 0(2)w a(10)lal 01100" � strYehn camnld 1 101 10.52 an 0.97 too 12.3 15,09 211,79. 72.6 10 lots 114 Q87 1.00 a4 as oat 11.12 21IL4 ' to tOtt 1.37 M03 1.00 5.0 so 1a3 0,21 Me to 1010 324 ass 0.80 at 0.0 &XI 9,2D 27A Id told 140 0.91 I.W 7.0 5.8 7.84 13.40 31.9 4 11 102 4.10 0.77 0.07 10.7 7.1 6.06 it as 353 22 1021 195 0.73 0.91 13.1 10.8 5.70 0.74 27.2 2b lost 257 a71 0.06 9.7 7.3 4.00 6.90 10.7 T tandmlm He+ 3 103 2.71 Q75 0.04 as a 4.61 8.114 2" Iff-TypoRWA 4 104 1.36 0.78 0.9s to a0 2.91 6.33 15.4 t6' Type abed 46 1048 1.37 0.79 0.90 5.4 6.4 199 5.11 +10 re4b cmftndm Hal 105 4.43 Q46 Q57 11.8 11.5 422 720 18.4 5 105.104.1040 109.102t0t1.112 last, 0.97 0.84 to.2 19.2 - 20.75 35.43 90.5 50"Pond 218 e 105 2.47 0.10 0.13 10.4 10.4 1 0,54 Q02 2A Pand 0+7 7 107 5.33 am IA0 7.5 so 1 12.03 2Q54 4a$ 79 1074 2.64 ally 1.00 6.0 7.6 1 a43 928 22.8 T cantlnN4t1 w41 71) loll 1.81 0.87 t.00 7.9 6.0 1 190 0.34 24.4 oatntlnslmwsl 7c 107C .2.16 0.79 0.00 1 at 7.1 1 102 7.99 211.0 1' amebtdmwe 7d told 3.42 Q75 M94 1 its 10.3 1 tat 9.30 34.1 ouraumon Hal 7e 1070 2.10 0.79 0.0 114 so 144 7.20 29.6 19 Rw14 6 10e 1.01 am I.00 9.2 0.2 2.1a 170 let III Rwet ft toft am 0.70 020 0.7 5.0 4A0 WA tall T 0Ia1E1talen we least 0.71 Q73 041 as 8.0 2.50 WA 11.1 at 108t Us 0.N 1.W as 510 11a WA 10.3 T Om"mom 04s1 loat1 0.02 0.70 0.06 5.0 5.0 1.53 WA I1A an 1090 1.30 0.70 0.09 11.7 53 E48 WA 17.1 T CMbkt tlmwel ad load 0.51 0.95 1.00 0.0 5.0 1.38 WA a.+ as lose 2.24 0.86 1 0.81 1 Ito Ito 2.00 WA 122 e IOm 1.44 0.67 0.84 117 111 1.95 WA 20.7 1002 1.18 ado 0.83 1t3 12.3 I.Se WA a9 so losefoso 4.96 am 0.02 17.8 17.0 3.40 WAjX2 Da41eT cwel too a46 Q65 0.et 14.0 11a ae3 11.85 9 107d.107Mi05.100 IZ04 Q79 Q90 18.3 10.s 1463 24.90 wO Pallet 1000 12.68 ads eel Its 14.6 1a47 2a42 Qa 107s-1a'h. 10900000IOW sale Qe9 clog 21.2 21.2 30.89 52.74 wO Pand2 Ion not 0.95 age 1.00 so 5.0 ado 1.10 za.ta4lab not 025 0.95 1.00 ao ao 0.68 1.10zaeeta11 111 5.61 a72 0.90 13.8 as TAl 13.34 2D• R16t2 119 0.83 Q9e 1.00 a0 ao 1.70 2.01a RHe113 113 2.0 084 1.00 a1 5.0 5.95 WA 14 114 Z70 Q.77 0.96 at, 5.7 6.04 WA T eatltitvt/en we 140 114a 1.63 0.65 Q61 1Q7 at, till WA CHMl40 1140 1.91 0.65 Us a0 82 147 WA omit. wel14C1140 015 0.09 ago 0.1 to 125 WA 0ttmt. t0Rits too 0.72 ago 1Q3 62 4.05WA 150 11% 1.48 a73 0.01 as 5.0 2AI WA to 11e 1.91 a72 a90 at, 0.t321 wA T ost64dm HM Ift lift age 0.75 023 6.o a0 1.45 1 WA a3 S'Typ AWd let Tf6t t13 0.71 am all 5.0 is I WA 2(1.7 I5 R lec 1160 2.44 0.60 a.et 11.2 al 137 1 WA 1 /at, ct01M 117 2.49 0.73 0.02 7.7 so 4.49 1 WA 1 2te 17 117.118 4.65 0.12 0.90 7.1 7.1 0.44 1 WA 1 tat 170 117■ 2.79 0.74 0.93 ao 6.0 5.40 1 WA 219 nw gnMlmwM Is lie tad 0.70 0.67 1 a7 5.7 4.44 WA 19.3 10 Ila 0.82 0.72 0.00 1 IZ3 1 0.3 1 10.04 WA 40.2 20 120 QQ7 0.81 1.00 10 1 5.0 1 Ise NA at, 12t 166 0.10 0.13 5.0 5.0 1 1.04 WA 45 21 119-120.121 11.15 0.52 0.65 fall Ito 1 1025 WA 1 44.7 ileaftm Pond 222 122 7.05 0.10 0.13 15.9 15.0 120Z- 22 122.113.114.114a.114D.1110. 115.11 ft.110+ 1 I ft. n o t. 11e0.117.I17a.110 34.82 a8l) Q75 20A 2Q8 326084400a7 P&W 221 23 123 Q92 0.10 0.13 t2.1 12.1 0.17124 262 0.32 0.40 114 f14 1.0725 125 ass 0.3e 0.45 9.1 e.0 as726 120 170 0.48 0.50 131 111 3.30 WOPa103 Final Drainage and Erosion Control Report page 10 Rigden Farm Filing One September 30. 1999