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HomeMy WebLinkAboutDrainage Reports - 06/09/1993D L C ff0W.R. . 3:2M3. Value n Expansion Drainage Report 4.4 , For h^4 r� �j x ` ��o r <'" �•ry $v'�y Value plastic f�`,.y Yt �fAiy'f 5£aS .xlJ �fi+^ ��j{{ ."� ♦ k� �. .,_ t. •t3 �{' /d>c to 1 s�.s'�t'-� �'fl j�•*r. y�'k June 9, 2003 SA ov lv �T�� *�so9�rkx� F,'�k1'ssi � V ' E�;;�b '�`'t �`.e�, ��j�'��i q��'f �`N "34 +yk fit' �y^• .�.. ,tlyF OR t yA T' ,Czr`+.ne`y� L p{'xYYi +kav Y�+•db CY,.te�,,.�+ ..t .. �A,th`g � 95 } :r.;"fi! ,PREPAREbBY: • r } Y r°? ��'".r� 45„0�� fir#i n(v ,�x��r"'�S ��'�?h�tfi . :. �� r�] ;s}',W. , �,•I S A.'-Nhro Inc. Consult ipg.Engineers . 3500.J,FK Parkway-: Fort• Collins, Colorado 80525 (970) 266-1900 • Contact Ted R. Ba�ela P. S. A Miro.Job No .03048 . 1 ,. r "I TABLE OF CONTENTS 1.0 INTRODUCTION....................................................................................................... 1 1.1 PURPOSE 1 1.2 SITE LOCATION 1 2.0 DESIGN CRITERIA ......................................................:...........................................2 2.1 GENERAL 2.2 DESIGN STORM FREQUENCIES 2.3 RUNOFF COEFFICIENTS 3 2.4 TIME OF CONCENTRATION 3 2.5 DRAINAGE FACILITIES 3 3.0 DRAINAGE ANALYSIS 4 ......................................... 3.1 PROPOSED CONDITIONS 4 3.2 EROSION CONTROL 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 ......................................................... 5.0 APPENDIX ................................................................................................................ 5 Value Plastic Building Expansion June 9, 2003 S. A. Miro Proj. No. 03048 Page i 0 This report for the drainage design of the Value Plastic Building Expansion was prepared by me (or under my direct supervision) in accordance of the City of Fort Collins Storm Drainage Design Criteria, and was designed to comply with the provisions thereof. "We acknowledge that the City of Fort Collins' review of this study is only for general conformance with submittal requirements, current design criteria and standard engineering principles and practices. Ted R. Barela, P.E. Value Plastic Building Expansion June 9, 2003 S. A. Miro Proj. No. 03048 Page ii 1.0 INTRODUCTION 1.1 PURPOSE The purpose of this report is to present and update the drainage characteristics for the ' proposed building expansion for the current Value Plastics site. The Value Plastic site is included in the "Final Drainage and Erosion Control Report for Value Plastics, Fort Collins, Colorado" dated February 13, 1995 prepared by Water Waste and Land, Inc. Applicable portions of this report are located in the Appendix. ' 1.2 SITE LOCATION The proposed expansion of the existing value plastic building is located south of the existing building. Directly to the south of the expansion is Danfield Court, to the west is the existing parking lot for the value plastics business and to the east Timberline Road. The site is in the southeast quarter of Section 30, Township 7 North, Range 68 West of the 6t' P.M., City of Fort Collins, Larimer County, Colorado. ' Value Plastic Building Expansion June 9, 2003 S. A. Miro Proj. No. 03048 Page 1 2.0 DESIGN CRITERIA ' 2.1 GENERAL ' The procedures, criteria and standards for stormwater management in this design comply with the reference manual "City of Fort Collins Storm Drainage Design Criteria ' and Construction Standards" and also "Urban Storm Drainage Criteria Manual' volumes 2and 3. Since the study area is less than 200 acres, an analysis and determination of the amount of flows at various predetermined points has been made using the "Rational Method." The runoff analysis is based on the proposed land use and topographi; features of the project area. The average land slopes are used for computing runoff. 2.2 DESIGN STORM FREQUENCIES The initial and major design storm drainage has been analyzed in this report. The initial ' design storm drainage system, based on a 10-year storm frequency, is designed to provide protection against regularly recurring damage, provide an orderly drainage system and offer convenience to the general public. The storm sewer system is ' considered to be part of the initial storm drainage system. The major design storm drainage system, based on a 100-year storm frequency, is that system which will convey the major storm runoff that will cause little or no major property damage or loss ' of life. The onsite drainage facilities are designed to handle the 100-year event. Value Plastic Building Expansion June 9, 2003 S. A. Miro Proj. No. 03048 Page 2 2.3 RUNOFF COEFFICIENTS The runoff coefficient, C, used in conjunction with the Rational Method, is listed in the Appendix, and was obtained from Table 3-3 of the "City of Fort Collins Storm Drainage ' Design Criteria and Construction Standards." The Rational Method Formula used in this report is: ' Q=CCfIA ' Where - Q Storm Flow, CFS I = Rainfall Intensity (in/hr) ' A _ Drainage Area (Acres) C. Runoff Coefficient Cf = Frequency Adjustment Factor 2.4 TIME OF CONCENTRATION The time of concentration (when maximum discharge of the drainage area is reached) is the time required for runoff from the most remote point of the drainage area to arrive at the design point. The "most remote point" is that point from which the time of flow to the ' design point is the greatest and not necessarily the greatest linear distance. ' 2.5 DRAINAGE FACILITIES The design of the storm drainage system conforms to the criteria set forth in the "City of ' Fort Collins Storm Drainage Design Criteria and Construction Standards." Onsite storm drainage facilities are designed to adequately handle runoff from the 10-year and 100-year storm events. The runoff will be conveyed via a trench drain, a junction ' box/inlet, 15" HDPE storm drainage pipe and 4' drainage pan. All calculations for the various drainage structures are included in the appendix of this report. Value Plastic Building Expansion June 9, 2003 S. A. Miro Proj. No. 03048 Page 3 3.0 DRAINAGE ANALYSIS 3.1 PROPOSED CONDITIONS The expansion of the existing Value Plastic building does not incr-ase the runoff or percent impervious for the original Basin 3 drainage area as reported in the "Final Drainage and Erosion Control Report for Value Plastics, Fort Collins, Colorado. The table below compares original versus proposed calculated values for the original basin 3 drainage area (please refer to the appendix for drainage plan maps from Water, Waste and Land, Inc. and S.A. Miro). Sub -basin comparison Proposed Basin Areas 3 & 3A Miro 2.23 Ac. Original Basin 3 Area 2.28 Ac. Proposed Percent Impervious for Basin 3 Miro 53% Proposed Percent Impervious for Basin 3A Miro 67% Original Basin 3 Percent Impervious 86% 100-Yr runoff for Basins 3 and 3A combined Miro 13.75 cfs 100-Yr runoff for original Basin 3 15.10 cfs All supporting calculations for the values shown in the table above are located within the appendix of this report. 3.2 EROSION CONTROL During construction, a silt fence will be installed along the south perimeter of the ' proposed building expansion. Staked hay bales and gravel inlet filters will be placed as shown on the drainage and erosion control plan. Grading will be mulched within 30 days ' of reaching finished grade. These erosion control measures, shown on the enclosed drainage and erosion control plan will minimize erosion and sedimentation damages during the period of construction for the proposed Value Plastic building expansion. ' Erosion control effectiveness calculations were performed in order to ensure conformance with City of Fort Collins standards. All of these calculations are located in the appendix. 4.0 CONCLUSIONS AND RECOMMENDATIONS ' The proposed drainage system is adequate to protect the site from major property ' damage or loss of life. Runoff flowing offsite and downstream of the building expansion site are less than originally calculated. As a result the hydraulics of the downstream drainage facilities will not be adversely affected and operate as originally intended. ' Value Plastic Building Expansion June 9, 2003 S. A. Miro Proj. No. 03048 Page 4 1 5.0 APPENDIX Value Plastic Building Expansion June 9, 2003 tS. A. Miro Proj. No. 03048 Page 5 COMPOSITE C CALCULATION VALUE PLASTICS CALCULATED BY TWK DATE 4/7/03 Landscape Area Caveraw%= 0.25 Csteea= 0.35 Paved Area/Roofs C= 0.95 Stone Area C= 0.50 BASIN DESIG .+GRASS (Acre) A MPERVIOUS Agravel (Acre) (Acre) Atotal (Ac) COMPOSITE C1O T7100. 3 0.87 0.99 0.00 1.86 0.62 0.78 3A 0.12 0.25 0.00 0.37 0.72 0.90 hydrology.twk.xls N LL N cc O LL cc 0 O F- Q z w Z Q LL LU r J U U T OD W H Q Y cQ L T W ¢ 0 TY C O C T CO T L � T w J N w a m O L2 O V? > LL T T H J ^ >IL W Oo 00u)to 00 N o O C5 LL Z W J r C (D M N G N N Z 5 ¢tea w >W Oo Goll�0? uOo O N v Ln Q~ Z Z N LL m W J Qm CD CR I� Cl) Q r O Z N Q N N ' _o U N(Dn m O o 0 LEM we Z N O LL P N Q � Q O H W 0 Z Q V m Z IQ— ui LL' O CW c a � J > Z 0 } co w H U U co 'D V/ Y CQ G T W ¢ J Q uj } T i0 O Z M LL O 00 If> O O CD 1� T warnU0i,LO > LL T T r J j W a ¢ a o 000 00 JO' ¢ ZLL n V COW J G _ c *r co P, V? T rn T Z Q J _ LU >W Oo Onto) O � J v iri a � N ZLL V N CY) W J ¢QOaoCl) co n a T O Z N a� g coo NOO N w T C) Q W v' O -r... u L R r77 .LUG Q *{ 0; LU s, , p �W'-^ n TO aF. nZ WT T a y 4a• N g:o MM .LL A" O o W am C'f m Q rZ OHO :� J e..V-;vvo Lf) W O � wW Q :C. Q ;F. �- } z� -. C vi ; rV f CV CO :N to N s, 4.♦i 6 V O v SGj.. �'� ,.. M. WgK.}lYl(..! j CIO � � � � f� / � \� � � � } � � � § , ����;&d ».ys� «y< � � � � /� /��}�%a � � r � � / m y:� 5 a �� ®%d» .:; � � \�� \ , � � `!\\ ' SECTION 3. HYDROLOGY STANDARDS ' 3.1 General Design Storms All drainage systems have to take into consideration two separate and distinct drainage problems. The first is the initial storm which occurs at fairly regular intervals, usually based on the two to ten-year storm, depending on land use. The runoff from this type of storm is considered the "nuisance flow". The second is the major storm which is usually based on an infrequent storm, such as the 100-year storm. In some instances the major storm routing will not be the same as the initial storm. In this case. a complete set of drainage plans shall be submitted for each storm system. ' 3.1.1 Initial Storrs Provisions As stated before, the initial storm shall be based on the two to ten-year storm. The objectives of such drainage system planning are to minimize inconvenience, to protect against recur- ring minor damage and to reduce maintenance costs in order to create an orderly drainage system at a reasonable cost for the urban resident. The initial storm drainage system may in- clude such facilities as curb and gutter, storm sewer and open drainageways. and detention facilities. 3.1.2 Major Storrs Provisions The major storm shall be considered the 100-year storm. The objectives of the major storm ' planning are to eliminate substantial property damage or loss of life. Major drainage systems may include storm sewers, open drainageways, and detention facilities. The correlation between the initial and major storm system shall be analyzed to insure a well coordinated drainage system. ' 3..1.3 Storm Frequency The initial and major storm design frequencies shall not be less than those found in the fol-lowing table: Table 3-1 DESIGN STORM FREQUENCIES Design Storm Retum Period Land Use or Zoningt InitialStorrn MajorStonn ' Residential: (RE, RL, RLP. RP, ML, RM, RMP, RLM, MM, RH) .................... .......... 2-year 100-year Business: ' BG, BL BP, HB,.C, IL, IP IG.............................................. 10 ear 1 00-ear Public Building Areas............................................................... 10-year 1 -year Parks. Greenbelts, etc . ......................... :................................... 2-year 100-year ' Open Channels & Drainageways............................................. — 100-y ear Detention Facilities t See Table 3-2 for zoning definitions. 3.1.4 Rainfall Intensities The rainfall intensities to be used in the computation of runoff shall be obtained from the Rainfall Intensity Duration Curves for the City of Fort Collins, included in these specifications as Figure 3.1. 3.1.5 Runoff Computations ' Storm Runoff computations for both the initial and major storm shall comply with the criteria set forth in SeCion 3.2 "Analysis Methodology." All runoff calculations made in the design of both initial and major drainage systems shall be included with the storm drainage plans in the form of a Drainage Report. Reports submitted for approval should have a typed narrative ' with computations and maps in a legible form. ' MAY 1984 3-1 DESIGN CRITERIA ' 3.1.7 Time of Concentration ' In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. This can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). ' TC=1.8—CC,)D"2 S114 ' Where Tc =Time of Concentration, minutes S = Slope of Basin, % C = Rational Method Runoff Coefficient D = Length of Basin, feet ' Cf = Frequency Adjustment Factor Time of concentration calculations should reflect channel and storm sewer velocities as well as overland flow times. ' 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of ' the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS ' Storm Return Period Frequency Factor (years) Cr 2 to 10 1.00 11 to25 1.10 26 to 50 1.20 51 to 100 1.25 ' Note: The product of C times C, shall not exceed 1.00 3.2 Analysis Methodology ' The methods presented in this section will be instituted for use in the determination and/or verification of runoff at specific design points in the drainage system. These methods are (1), the Rational Method .and (2) the Colc::do Urban Hydrograph Procedure (CUHP). Other computer methods, such as SWMM, STORM, and HEC-1 are allowable if results are not radically different than these two. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. 3.2.1 Rational Method ' For drainage basins of 200 acres or less, the runoff may be calculated by the Rational Method, which is essentially the following equation: Q = C,CIA ' Where Q = Flow Quantity, cfs A =Total Area of Basin, acres Cf = Storm Frequency Adjustment Factor (See Section 3.1.8) ' C =Runoff Coefficient (See Section 3.1.6) 1 = Rainfall Intensity, inches per hour (See Section 3.1.4) 3.2.2 Colorado Urban Hydrograph Procedure ' For basins larger than 200 acres, the design storm runoff should be analyzed by deriving synthetic unit hydrographs. It is recommended that the Colorado Urban Hydrograph Procedure be used for such anaiysis. This procedure is detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Section 4. MAY 1984 3-5 DESIGN CRITERIA DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 50 30 1.- 20 Z W (i Q W a 10 z W a 0 5 En W ¢ 3 0 CU 2 W F- a C. 1 �Mmm ON 1�A=AIi0/11//M Mon I H I M ON I 0 MON �' NEIHME �FA ME i �FiMFAMI/■t/�—/����■■ ■� .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 06/2001 RO-13 Urban Drainage and Flood Control District 15" HDPE STORM PIPE Worksheet for Circular Channel Project Description Worksheet 15' STORM PIPE ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.010 Slope 0.005000 ft/ft ' Diameter 15 in Discharge 2.58 cfs O 3/T tF ' Results Depth 0.58 It Flow Area 0.6 ft2 ' Wetted Perimeter 1.87 It Top Width 1.25 It Critical Depth 0.64 ft ' Percent Full 46.1 1� Critical Slope 0.003416 ft/ft Velocity 4.67 ft/s Velocity Head 0.34 It ' Specific Energy 0.91 It Froude Number 1.24 Maximum Dischar( 6.39 cfs Discharge Full 5.94 cfs Slope Full 0.000944 ft/ft Flow Type Supercritical Project Engineer: Sami Miro ' tA... \reports\submittals\drainage\projectt.fm2 S.A. Mlro, Inc. FlowMaster v6.1 1614o) 04/17/03 11:05:08 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 2' CURB CUT / SW CULVERT Worksheet for Rectangular Channel Project Description Worksheet 2' CURB CUT! SW CUL' ' Flow Element Rectangular Channel Method Manning's Formula . Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005900 Wit Bottom Width 2.00 It Discharge 2.58 cfs ? ' Results Depth 0.36 It Flow Area 0.7 ft2 Wetted Perimeter 2.72 It Top Width 2.00 It Critical Depth 0.37 ft ' Critical Slope 0.005220 fUft Velocity 3.61 ft/s Velocity Head 0.20 1t Specific Energy 0.56 it ' Froude Number 1.06 Flow Type Supercritical Project Engineer: Sami Miro tA... \reports\submittals\drainage\projectt.fm2 S.A. Miro, Inc. FlowMaster v6.1 [61401 04/08/03 01:04:31 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 2' CURB CUT / SW CULVERT Cross Section for Rectangular Channel Project Description Worksheet 2' CURB CUT/ SW CUL' Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient ' 0.013 Slope 0.005900 fUft Depth 0.36 It Bottom Width 2.00 ft Discharge 2.58 cfs 00 0.36 ft V:1 N H:1 NTS Project Engineer: Sami Miro t:\...\reports\submittals\drainage\projectt.fm2 S.A. Mlro, Inc. FlowMaster v6.1 (614oj 04/08/03 01:02:16 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 2.0' CURB CUT / INLET OPENING Worksheet for Rectangular Channel Project Description Worksheet 2.0' CURB CUT/ INLE Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Bottom Width 2.00 ft /� 1 Discharge 2.58 cfs �i nv /JliS•✓7 7J� Results Depth 0.38 ft 0. 6 Flow Area 0.8 ft' Wetted Perimeter 2.76 ft Top Width 2.00 ft Critical Depth 0.37 ft Critical Slope 0.005220 Will Velocity 3.41 ft/s Velocity Head 0.18 It Specific Energy 0.56 It Froude Number 0.98 Flow Type Subcritical i •S 5 Project Engineer: Sami Miro tA... \reports\submittals\drainage\projectt.fm2 S.A. Miro, Inc. FlowMaster v6.1 (614o) 06/04/03 11:11:39 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 X J Z OD V O Cl) 0 0 0 0 Y 0.6 0.7 rL 0.6 ry Z 0.5 2 W > 0.4 O H a 0.3 W / z 0.2 D,ZS ! Z O a 0.1 Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers. 1969) ' MAY 1984 5-11 DESIGN CRITERIA ' .5.3.5 Grates for Pipes Where a clear and present danger exists such as a siphon, a drop in elevation adjacent to a sidewalk or road, a long pipe with one or more manholes, or at pipes which are near play- grounds, parks, and residential areas, a grate may be required. For most culverts through embankments and crossing streets, grates will not be required. When called for on the plans, grates shall meet the following requirements: a. Grating shall be constructed of steel bars with a minimum diameter of 5i8". Reinforcing bars shall not be used. b. Welded connections shall be 1i4"minimum. c. Spacing between bars shall normally be 6" unless site conditions are prohibitive. ' d. All exposed steel shall be galvanized in accordance with AASHTO M 111. e. Welded joints shall be galvanized with a rust preventive paint.' f. Grates shall be secured to the headwall or end section by removable devices such as ' bolts or hinges to allow maintenance access, prevent vandalism, and prohibit entrance by children. '5.4 Inlets Storm inlets shall be installed where sump (low -spot) conditions exist or street runoff -carrying capacities are exceeded. The curb inlets shown in the Standard Details, pages D-7, 8, 12 & 13, shall be used in all City Streets. If larger inlets are required, the Colorado Department of Highways Type R Curb Inlet, Standard M-604- 12, shall be used. For drainageways other than streets (for example, parking lots, medians, sump ' basins) an Area Inlet similar to the detail on page D-9 shall be used. The outlet pipe of the storm inlet shall be sized on the basis of the theoretical capacity of the inlet, with a minimum diameter of 15 inches, or 12 inches if elliptical or arch pipe is used. All curb openings shall be installed with the opening at least 2 inches below the flow line elevation. The minimum transition length shall be 3'6" as shown on the standard details previously listed. Because of debris plugging, pavement overlaying, parked vehicles, and other factors which decrease ' inlet capacity, the reduction factors listed in Table 5-4 shall be utilized. Table 5-4 ' INLET CAPACITY REDUCTION FACTORS Percentage of Drainage Condition Inlet Type Theoretical Capacity ' Sump or Continuous Grade ........................................... CDOH Type R-Curb Opening 580% 10, 85% ' 15' .90% Street — Sump.............................................................. 4' Curb Opening 80% Street —Continuous Grade .......................................... 4' Curb Opening 80% Parking lots Medians ................................................... Area Inlet 80% The theoretical capacity of inlets in a low point or sump shall be determined from Figures 5-2 and 5-3. The theoretical capacity of curb openings on a continuous grade shall be determined from Figures 5-4, 5-5 and 5-6. The standard curb -opening is illustrated by Figure 5-4 and is defined as having a gutter depression apron W feet wide at the inlet opening which extends W feet upstream and downstream from the open- ing, has a depression depth (a) equal to Wi12 feet at the curb face, and a curb opening height (h) of at least 0.5 feet. The graph as presented by Figure 5-5 is based on a depression apron width (W) eaual to 2 feet and depression width (a) equal to 2 inches. The pavement cross-section is straight to the curb MAY 1984 5-8 DESIGN CRITERIA : WWA �--, Title ��c� /�, r /e ��t ��� ��G �uS Date �/���c% 3 Job No C 3c Ltd ' �� c t/U� ✓"�GrS Fr�S By �1/�` Sheet of -Ict7 p4e rruu /Vecot Gl cG'I A = a.Z f z 54 olo�,,;,7 r 61 c,cA-OtID V14ce r 41 VkI lJl� v.21#z _� �,02? 4Z 3Z. Z .C223 — S- c4S = - > C� > S. A. MIRO, INC. Consulting Engineers 35W John F. Kennedy Parkway Suite 310 Fort Collins. CO 80525 970-266-1900 Fax 970.26M276 ' FREE OPEN AREAS OF NEENAH GRATES (Continued) 'CATALOG NUMBER R-4852 GRATE TYPE C WEIR SO. PERIMETER FT. LINEAL OPEN FEET 2.0 9.0 R-4852-A O 1.8 9.0 A 2.5 10.5 '11-4853 R-4653-A A 3.1 11.5 R-4853-B1 C 3.3 12.5 R-4855 A 2.0 9.3 C 3.1 9.7 'R-4856 R-4857 A 3.1 12.3 R-4859-C A 2.4 9.1 R-4871 B 2.7 9.2 C 2.5 9.3 'R-4880 R-4880-C C 2.2 10.0 R-4882 A 4.0 11.3 R-4882-A A 2.8 11.3 R-4884-A C 3.3 6.0 R-4890 C 3.4 10.8 R-4891 A 3.5 13.0 R-4893 C 6.0 18.0 C 1.9 11.0 'R-4893-B R-4894 C 3.3 11.5 R-4895-2 A 6.6 17.0 R-4938 A 0.8 6.9 A 1.5 8.2 'R-4938.1 R-4938-B A 0.2 3.2 R-4939-B K 4.7 sq. in. 3.0 R-4941-A ' B 0.4 4.7 R-4942-A A 0.7 6.5 ' R-4943 K, 0.3 5.4 R-4943-A K 0.3 5.4 R-4943-B K 0.3 5.4 R-4976-1 A 0.9 3.1 ' R-4976-1 B 0.9 3.1 R-4976-2 A 1.5 4.2 R-4976-2 B 1.5 4.2 R-4976-3 A 2.5 5.2 ' R4976-3 B 2.5 5.2 R-4976-4 A 3.7 6.3 R-4976.4 B 3.7 6.3 R-4976-5 B 5.2 8.1 ' R-4977-1 A 1.5 4.0 R-4977-1 B 1.5 4.0 R-4977-2 A 2.0 5.0 R-4977-2 B 2.0 5.0 ' R4977-3 A 3.7 10.0 R-4977-3 B 3.7 10.0 R4977-4 A 5.3 12.0 R-4977-4 B 5.3 12.0 R4977-5 A 8.0 15.0 R-4977-5 B 8.0 15.0 R-4990-AA A 0.2 • 2.0 ' R-4990-AX A -0.2- . 2.0 C 0.3 • 2.0 P 0.1 • 2.0 R-4990-BA A 0.3 • 2.0 ' R-4990-BX A 0.3 • 2.0 C 0.3 • 2.0 P 0.1 • 2.0 R-4990-CA A 0.4 • 2.0 R-4990-CX A 0.4 • 2.0 CATALOG NUMBER GRATE TYPE SO. FT. OPEN WEIR PERIMETER LINEAL FEET C 0.4 • 2.0 P 0.1 • 2.0 R-4990-DA A 0.4 • 2.0 R4990-DX A OA • 2.0 C 0.5 • 2.0 P fLL 20 R-4990-EA A 0.5 • 2.0 R-4990-EX A 0.6 • 2.0 C 0.5 • 2.0 P 0.2 • . 2.0 R-4990-FA A 0.6 • 2.0 Fi-4990-FX A 0.7 • 2.0 C 0.8 • 2.0 P 0.5 • 2.0 R-4990-GX A 0.8 • 2.0 C 0.7 • 2.0 R-4990-HA A 0.9 • 2.0 R-4990-HX A 0.9 • 2.0 C 0.9 • 2.0 R4990-JX A 1.0 • 2.0 C 1.1 • 2.0 R-4990-KA2 A 0.6 • 2.0 R-4990-KX A 1.1 • 2.0 C 0.9 • 2.0 R4990-LX A 1.2 • 2.0 C 1.2 • 2.0 R-499G-MX A 1.3 • 2.0 C 1.3 • 2.0 R-4990-NX A 1.5 • 2.0 C 1.6 • 2.0 R-4990-OA A 2.7 • 2.0 R-4990.0X A 1.7 • 2.0 C NA • 2.0 R-4995-Al 0 0.2 • 2.0 C 0.3 • 2.0 R-4995-A2 B 0.2 • 2.0 R-4996-A1 Diagonal 0.3 • Convex 2.0 C 0.3 • 2.0 R-4996-A2 B 0.2 • 2.0 R-4996-A3 C 0.3 • 2.0 R-4999-Serie5 Same as R-4990 Series R-4999-1_3 L 0.3 • 2.0 R-4999-1.6 L 0.8 • 2.0 R4999-1-9 L 0.9 • 2.0 R-5901-A G 0.2 2.7 R-5901-B G 0.3 3.5 R-5901-C G 0.5 4.3 R-5901-0 G 0.7 4.8 R-5901-E G 1.1 5.8 R-5901-F G 1.6 6.6 R-5901-G G 2.0 7.4 R-5901-H G 2.5 8.9 R-5901-J G 3.7 10.5 R-5901-K G 4.8 12.1 R-6020 G 1.0 5.6 R-6040 G 1.3 6.2 R-6070 G 1.5 6.9 WEIR SO. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-6077 G 2.5 8.3 R-6080 G 2.7 8.7 R-6110 G 0.9 5.5 R-6111 G 1.2 6.0 R-6112 G 1.3 6.0 R-6113 G 0.9 6.3 R-6114 G 1.8 7.0 R-6115 G 1.7 7.0 R-6116 G 1.2 7.6 R-6117 G 1.8 8.5 R-6118 G 2.6 9.9 R-6130 G 0.8 5.4 R-6131 G 1.0 5.6 R-6132 G 1.3 6.3 R-6133 G 1.3 6.5 R-6134 G 1.5 6.9 R-6136 G 2.5 8.3 R-6137 G 2.7 8.8 R-6352-A G 0.4 3.4 R-6352-B G 0.8 4.2 R-6352-D G 0.7 4.9 R-6352-E G 0.8 5.5 R-6352-G G 1.3 6.5 R-6400-AO G 0.3 3.1 R-6400-BO G 0.8 5.0 R-6400-CO G I,a 7.0 R-6400-DO G 1.2 7.6 R-6450-AG G 0.2 2.4 R-6450-BG G 0.2 3A R-6450-CG G 0.4 3.4 R-6450-DG G 0.5 4.2 R-6450-EG G 0.7 5.4 R-6450-FG G 0.1 5.6 R-6450-GG G 1.3 6.3 R-6450-HG G 1.3 6.9 8-6450-JG G 1.9 8.3 R-6450-KG G 2.7 8.8 R-6672.1 A or 0.4 3.9 R-6672-A A or C 0.8 4.1 R-6672-0 A orC 0.5 4.6 R-6672-C A or C 0.8 6.0 W6672-D A or 1.1 7.3 R-6672-E A or C 1.8 7.9 R-6672-F A or C 2.7 8.6 R-6672-G A w C 2.2 9.0 R-6672-H A or 2.1 9.2 R-6672-J A or 2.4 10.0 R-6672-K A or C 2.5 10.6 R-6672-M A or C 3.0 12.3 R-6672-0 A or C 9.3 .18.8 R-6673-A A 0.6 5.7 R-6673-B A 0.9 6.5 R-6673-C A 1.2 7.5 R-6673-D A 2.1 8.6 R-6673-E A 2.5 9.6 R-6673-J A 2.6 9.5 R-6673-K A 2.9 10.6 R-6673-L A 3.7 12.6 R-6673-N A 3.3 11.6 R-6673-0 A 4.9 13.5 WEIR SO. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-6673-01 A 5.0 14.7 R-7511 Beehive 1.1 5.5 • NOTE: On catalog #'s R-4990-AA thru R-4999-1-9, SOFF OPEN and WEIR PERIMETER are per lineal foot. Type K indicates "Special" grate style and is not among standard types illustrated. Type M indicates roll -type or mountable curb. "n N E E NAH 4" 1St ' INOTE: When specifying or ordering grate=- IPlease refer to "CHOOSING THE PROPER INLET GRATE" on pages 108 and 109. R-4990 Series Heavy Duty Trench Frames with Grated or Solid Covers MATERIALS: All frames and grates are furnished standard in Gray Iron, Class 35, for heavy duty use. For extra heavy duty use, see page 204 for Airport Trenches. Neenah recommends project designers avoid the use of light duty trench installations because it is likely that applications will be subjected to heavy delivery vehicle traffic at some time. Furthermore, the use of a site could be changed to heavy duty use patterns at some unanticipated future date. No. A B C Type A Type C Type D Type E Type P Type 0 R-4990-AX 8 11/2 6 x X x x x R-4990-BX 10 11/2 8 x x x x x R-4990-CX 12 11/2 10 x x X x x R-4990-EX 17 11/2 15 X x x x x R-4990-FX 20 11/2 18 x x x x X R-4990-GX 23 11/2 21 x x x R-4990-Hx R-4990-JX 26 30 11/2 2 24 27 x x x x x x x R-4990-KX 33 2 30 X X x x R-4990-LX 36 2 33 x X x R-4990-MX 39 2 36 x x x R-4990-NX 45 2 42 x x x R-4990-OX 51 2 48 x X x-Indicates availability Illustrating heavy duty trench frames and Type A grates t, drain loading ramp. Trench castings such as these are being used successfully in subway construction, inter- secting elevated highways and underpasses, airport hanger doors, ramps and other special purposes. R-4999 Series Bolted Transverse Drainage Structures Heavy Duty Illustrating flat type surface showing Type X frame and Type C grate. Standard frame and cover sections of this type are bolted and manufactured in 24" standard lengths. See page 284 for R-4999 series with Type L vane grates. When bolted names and grates are furnished, they are shipped assembled. AT NO TIME SHOULD THE UNITS BE DISASSEMBLED DURING INSTALLATIONI Dimensions in inches Catalog No. A B C Type A Type C Type D Type E Type P Type 0 TYPE X R4999-AX 8 11/2 6 x X x x R4999-BX 10 1 112 8 x x X X X R4999-CX 12 1 1/2 10 X X x MAXIMUM —y— X x v 3/16- GAP A —� I narN cn m I R-4999-EX 17 11/2 15 x x x X x R-4999-FX 20 11/2 18 x x x x x R-4999-GX 23 11/2 21 x x x n-gwtl-rut [o 1 '/2 24 x x x x R-4999-JX 30 2 27 x X x R-4999-KX 33 2 30 x x x x n-gyyy-LA 3b 2 33 x x x - R-4999-MX 39 2 36 x x X ' R-4999-NX 45 2 42 x x x B 4999-OX 51 2 48 x x x-Indicates availability 282 NEENAH HEAVY DUTY The schematic drawing identifies basic dimensions only and does not apply to all cover designs. Bar and rib depths, plate thicknesses, and seating widths may vary on different sizes and styles. If your project has design restrictions, ask for approval drawings. SECTION A -A 100-YR Worksheet for Irregular Channel Project Description Worksheet 4' PAN (SECTION A -A) 10- ' Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data ' Slope 0.005000 ft/ft t L ' Discharge 18.29 cfs �• 33Q�d�/ /3a5�/!S 7j. �( 3/I Options ' Current Roughness Method Improved Lotter's Method Open Channel Weighting Metho Improved Lotter's Method Closed Channel Weighting Meth Horton's Method ' Results Mannings Coefficient 0.014 ' Water Surface Elevation 998.08 it Elevation Range 997.33 to 1,000.00 Flow Area 4.0 ilz Wetted Perimeter 8.83 it ' Top Width 8.68 it Actual Depth 0.75 it Critical Elevation 998.14 it ' Critical Slope 0.003585 Wit Velocity 4.52 ft/s Velocity Head 0.32 it Specific Energy 998.40 it ' Froude Number 1.17 Flow Type Supercritical ' Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+10 0.035 ' 0+10 0+14 0.013 0+14 0+24 0.035 ' Natural Channel Points Station Elevation it, If" ' 0+00 1,000.00 0+10 997.50 0+12 997.33 t 0+14 997.50 0+24 1,000.00 Project Engineer: Sami Miro ' tA... \reports\submittals\drainage\projectl.fm2 S.A. Miro, Inc. FlowMaster v6.1 (614oj 04/18/03 01:38:38 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 a M W' 0 m Q O m 0 O ~ L C.)y C6 O m IL U p 0i o m 0 Z m c o a ma W r rn rn c 0 c m m > U m c w m m0 C C m U f.0 ¢ m m o 0 m m c o _m N w LL C m N O W 3 L> O C 3 LL in y in 3 w o N O i O O O O O + O O O O O O m O n O m W m O m O O 1-7 a O O m O LL M N 1 0 O U m _U) x2 Z LO N t O O N 0 LO O O O O O O O + O O O 00 o of ao O m O p� O m O m e ' Project Description Worksheet Flow Element Method Solve For Input Data Slope 0.005000 fUft Discharge 7.78 cis SECTION A -A 10-YR Worksheet for Irregular Channel 4' PAN (SECTION A -A) 10- Irregular Channel Manning's Formula Channel Depth 7 S el 7YJ✓ '77�5 3 L �/T ' Options Current Roughness Method Improved Loner's Method Open Channel Weighting Metho]mproved Lotter's Method Closed Channel Weighting Meth Horton's Method Results Mannings Coefficient 0.013 Water Surface Elevation 997.86 ft Elevation Range 997.33 to 1,000.00 Flow Area 2.3 02 Wetted Perimeter 6.97 it Top Width 6.87 it Actual Depth 0.53 it Critical Elevation 997.87 it Critical Slope 0.003603 fUft ' Velocity 3.40 ft/s Velocity Head 0.18 it Specific Energy 998.04 it Froude Number 1.04 Flow Type Supercritical Roughness Segments ' Start End Mannings Station Station . Coefficient 0+00 0+10 0.035 ' 0+10 0+14 0.013 0+14 0+24 0.035 ' Natural Channel Points Station Elevation (ft) 0+00 11,000.00 0 , 0+10 997.50 0+12 997.33 0+14 997.50 0+24 1,000.00 Project Engineer: Sami Miro t:\...\reports\submittals\drainage\projectt.fm2 S.A. Mira, Inc. FlowMaster v6.1 161401 04/18/03 01:41:34 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755.1666 Page 1 of 1 SEDIMENT STORAGE sedT= 0.74*LRb*A'-12 LENGTH 805 FT SLOPE 0.05 % AREA 2.23 ACRE ERODABILITY HIGH LRb 2.75 sedT= 5.00 YDS NEED 135 S.F. x 1 FT. DEEP NEED TO OVEREXCAVATE AT SUMP LOCATIONS TO PROVIDE VOLUME. PERFORMANCE STANDARDS BASIN ERODABILTY ZONE Asb Lsb Ssb Lb Sb PS 3A HIGH 0.37 165 0.50 3 HIGH 1.86 640 0.50 TOTAL 2.23 PS DURING CONSTRUCTION- PSAFTER CONSTRUCTION- 72.80 85.65 561.19 0.50 72.80 EFFECTIVENESS DURING CONSTRUCTION BASIN EROSION CONTROL METHOD C-FACTOR P-FACTOR AREA ACRE EFFECTIVENESS 3A HAY/STRAW MULCH 0.06 1 0.38 94 3 HAY/STRAW MULCH 0.06 1 0.99 94 NET NET EFFECTIVENESS: 94.00 PS DURING CONSTRUCTION: 72.80 EFFECTIVENESS AFTER CONSTRUCTION 1.37 94.00 BASIN EROSION CONTROL METHOD C-FACTOR P-FACTOR AREA ACRE EFFECTIVENESS 3A ASPHALT/CONCRETE 0.01 1 0.38 99 . 3 SOD/GRASS 0.01 1 0.99 99 NET NET EFFECTIVENESS: 99.00 PS AFTER CONSTRUCTION: 85.65 1.37 99.00 Table 8B C-Factors and P-Factors for Evaluating EFF Values. ' Treatment C-Factor P-Factor BARE SOIL Packed and smooth ........................... Freshly disked •'•• 1.00 1.00 Rough irregular surface """"' 1.00 0.90 ........................... 1.00 0.90 SEDIMENT BASIN/TRAP ' ................................................................. 1.00 0.50"' STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80 ' SILT FENCE BARRIER ............................. 1.00 0.50 ASPHALT/CONCRETE PAVEMENT ' ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A 1.00 SOD GRASS ................................ TEMPORARY VEGETATION/COVER CROPS ....................................0.45'=' 1.00 HYDRAULIC MULCH @ 2 TONS/ACRE ............................... SOILSEALANT....................................................................0.01-0.60'•' 1.00 EROSION CONTROL MATS/BLANKETS ' ....................... GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 1 /4" to 1 1 /2" and applied at a rate of at least 135 tons/acre0.05 ' .............. 1.00 HAY OR STRAW DRY MULCH After plantingorass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, ' tack or crimp material into the soil. Slope (%) 1 to 05.......................................... to .............. 0.06 1.00 ' ............... .......................... 0.06 11 to 15............................................................................. 1.00 0.07 1.00 11 21 to 25 ....................... 1.00 ...... 0.14 1.00 > 33...............:........................... .... ........................... 0.17 ............................... 1.00 ............................. 0.20 1.00 NOTE: Use of other C-Factor or P-Factor values reported in this table must be ' substantiated by documentation. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between ' March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. ' MARCH 1991 P 8-6 y� DESIGN CRITERIA Table 8-13 C•Factors and P-Factors for Evaluating EFF values (continued from previous page). ' Treatment C-Factor P-Factor CONTOUR FURROWED SURFACE Must be maintained throughout the construction ' period, otherwise P-Factor = 1.00. length refers to the down slope length. Maximum Basin Maximum t Slope Length (feet) 1 to 2 400 ..........................................................................1.00 3 to 5 300..................... 0.60 ' to 8 200 0.50 ..........................................................................1.00 0.50 ... 1.00 0.60 17 to 20 1.00 0.70 ' ................... 1.00 > 0 50 ................. 0.80 TERRACING t Must contain 10-year runoff volumes, without overflowing, as determined by applicable methods, otherwise P-Factor = 1.00. hydrologic Rhein ' _Slone 1'%1 1 to 2................ ................... 1.00 0.12 ................................................ 1.00 0 .............................. 13 to 16.................................... 1.00 0.12 .................................................. 1.00 0.14 > 20........................................... 1.00 ................................ 0.16 NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. 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N N M M C v. to 1 71 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR VALUE PLASTICS FORT COLLINS, COLORADO Prepared for: The Neenan Company 2290 East Prospect P.O. Box 2127 Fort Collins, CO 80522 Prepared by: Water, Waste & Land, Inc. 2629 Redwing Road, Suite 200 Fort Collins, Colorado 80526 February 13, 1995 C:� H • P�.• STE C • • 16466 '? � �FSS �G • � r `••.FOF C0��o6• '��....,,..+.n� VATER 1 Project: —� E Project No.: NOV & LAN,D Task: Checked 6y: Date: G f 5 T 5 , ^-J 3 A53��� 5/lea t �-�f/ow a„er L"`t 9�-..SS% o-�-et I 50 ✓7L4� 041, 64 u. L = 02 3s 5/of L o w• ... T•'� S way Q V S e 5 '� T� Z- 4 G' �:5- c ' jam '.1 226-3535 FAX (30.) 226-6475 ]03 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 ) . I WATER' Project: W A S T E Project No.: & LAND Task: INC Calculated By: Checked By: Date: -J �R �.o.,, �A _ o• 689 � o oia. 8 •1 c C�.�S�3Ooi�.BH�tZ� t �0 S i�6O �y8va r�2J 9 Cc = D, -7z -- .4 C- �f Z �.�28 99, 3/6,So a[Rvious j+erA* d.3O ij,or, a,00 bw pz 2uro"4 C'ZRio �. 98 86, 2vB. EC) c _ C�,�siC �3,mbs.00srE2) + C(0 9�i�E6 ayP Sotf2� 99,316.80-IZ ec cuu rvni wVirv], CULUKAUU dU576 (300) 226-3535 FAX (302) 226-6475 ' I Project: I Calculated By:. WATER Checked By: WASTE Project No.: ' Task: Date: & LAND TCcC A k - )('�O' 7.3 �to too C /� / Qi2►z c. Z iao s t2 j C r� 3� L C'= �; k C. C f +� k 10 O = _ l _. ( �l J�L: :coo ��. f C C (?Ioo 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (302) 226-6A75 WATER Project: Calculated By: ' WAS T E Project No.: Checked By: ' Task: Date: Sz LAND CfiLG G S T/ ' fco� Vc:e� ?y fI �c?T•� iiu £4s7' LAW C! h` e �r'cq �9 /2 0 3 90 0 Q o a /S.1 >< r•3= _ moo. I cis ' ©✓T puT xnwwr. ROAO SUIT-c,. 200 1 Trap==cChar.r,zl Analysis n� - ^ ` i_ _ r _ U ur c� I.+I,dll lllel UI11Trii, Yu^ 1� 11_\ rtii a�ti� wu, r. ol.ec� +. r--+ JMwelLC Crian,nc 1��•�i of ,Io.r. rl'uw bru6uilBn �.� Gnome T-- 1 1 ,CJu i':2 For DeP %- ' .ui'v i.,pUt Data' Ljul�url �41.0 u1.. Left Side J1OPe- IZ r l yLll1 l Side Slope. Manning"s n-. - - -- Chann,el Slope- - - - Di s",e,r yc. .. . 6.IVII,p1ALCU f\C sL.11-S• uEv t�. . . . . . . . . . . . IVICY,.ILY V'y • . . Flow Area........ Flaw Top Width--• Wet LEd Pen i imcLel . Critical Dept" --- Critical Slope... - = Frac:de nr. .c+ 4. l0 1 V n nn. % r . IYl i 4.0^;1 (H:V) n n„'IC . 0050 T t % T t ,J '0. 10 cf s 0. uv T C.SI fps 6.7 u �1 c r, 11.114 ft. 111^.`56 Tt V.�,� Tt f).014L' ftift 0.6: (fla.: is �uhcriticai: II,C1 I�1l.�VT III..IV L.,�C. Var s1 V1. ,pan m ---------- •- • -- ------------------------------- I a r I I I I ________________________L______ 1 0 0 0 BASIN 3 CASMRODK DRIVE (S{' R.O.W.) T ■ ■ ■ I i �l • POINT ------------ I I «r•M r•rr«r«.«««•rMrrr«« I II I 11 I 11 1 1 r______________________________J 1 F-----------------------------1 (�_J a.ln an Ill!• ' ; v 1 1 ( 1 � , • ; ¢ o • 1 rnrao• ____ 01 al role • p[r[Yr ulr•a . �• / / / / / / / / / / 1 le. lr •a• wr [ore or, r■ ---------------------Ir rsc p----------- --------------------- fnAyy 1 _ I i 1 DRAINAGE STUDY AND EROSION CONTROL 3 of 8 nutwtwu ROAD (120' R.O.W.) ------------------------------- VALUE PLASTICS P.U.D. V 1 W • 1 • r 1 • -- -• •-� Qom.- 1 ---------- ----' I 1 I I 11 11 1 o R i 1 1 I 1 1 Rt� i - - tl.r.a YYI •WO.•1 ++ as rblM (M alr o-a •al [I ® 1••n d mlwra . arr r rna[ ' r ovpra •■r, rr•0 a i.lua RA Oa[la 1114CI'IIEll �.•` tl•la rerun u[ a la a cram 1•nl ' YY[ mR[ rq ruorers W a[• m♦re.[n •a ra'•+[[r•• w rY •rwns u�me.r.e ..• a[sr a .0 [[Ye• ..• vr.•o mno rullrn rua a ra'�'rcaae n.�w.rio«i' "�•'ra wd do , M4 RML ♦ W [OQI.11[rb 1CIIN1r HI[r [d•l1 d1Y M n•R O .ilOO.n� •ry p �OnD b'nCM11p bpypp Cd.AC1s .C1M1al; . ra• rdr. Rex m•r.cr C•1ir•0 an. d IfrrR ore •WI■rr� a • a.•n..e . us[s 1• wsr.0 •nm[l n■• ♦ nn 0grwalo. arinrrl •.fTl.r[. •ppy.p{ rp,[f ulra a aola[o • •no.•as rq . n•r a•n our«. rrr■y oro� s rn ..mud M •.lu nln a m"RrN'a rrll •f11[a4 � s aunK Yew ql• I n•n YR 1, we mm • b rm rtl rtra rAW -Noun aaooeoo aaota�000 tattsatsstatssts tststmtts©tmm fs I 1 1 1 I 1 1 tl • tl 1 0" OF FM OOu•6. WORPM UTILITY /PLLANN APPROVAL ��/� /Q •" WD.m 4QLA l s6iapy �-Fr- ������ -ram• 090MD we: Oc01C0 sy J� f 0<OIDI IT, A WATET WA'SeT) t WYaa. I E I� /I \II 1!D Ik. Sol FENOE II fl I ON gtNN . "•MOEL R-48a0 D% A,�i_ - - - f . T j1` �• IMI2.87 \\ W/TTPE P CRATE A / /is/ `le, •(SIN DUAL SHEET i 45 i1ppII 'Way.. e i\�\ 7 SIDEEDL(� II \ 494<3OUL All led d do SEEIIIIIIIND DETAIL SHEEjIE T N•, C p 1 1W LF. 15e HDKIPIPE W allid ' \ ! i n= end R..Sip 1-15• 1-C115N Mil y/4' 9F31111 BE11,111 E DETAIL,M sisN DETAIL,T G L �I V . {O{9 n• Gy \ e t We 1 sNI 411� r ♦,l \ded I — s S / _ _ EI � 3 — i +y -490 ON 1i10. 4942"r .Ca. G `3� G- _ _tea �� �-2»_�_G _J. i L ,.V-- \� \— Le`J it 4 E E TC TE= T E E p TMWERJIN�' ROAD Y. 1r 4 100 TR W.S.E. IN CHANNEL EF-4g445p 1.JJ Edell FOR BASIN J r! J all cis a v-AS2 R/s STORMWATECI MANAGEMENT RAN NOTES , I. art DEsmenGW u Ou m•iMUYm ,mtldt5 h Me Inal Rank Ste Aml°el of a, p wa vm SO 1(4an affk•. laths pah9. All wYd madeor and pmlM' sat c ow w A ]Id seprmL. of :said cmebuclbn ad mM In u raRo•. I. OnuYq and G uW`hg nmO• b ps mmWe" I hndlal d pe(anale cd4dn 1 Omdnwn a mvlg •IMaar•• 4. OMa leading S unity cwsaru tbn hdWNg • AM r• & RaaeaY mY rowl pdsoh9 Im dnsbucllm ] glaaNmllm h ding mmed 6 RmoM of ml madandande- ad y htWY 14p My Assistant. All wa a We RAN, P ss@1teapp We op to naM m/ep 1 DR AdMeeenhg wg aum cdelsle d A c and Id•eq• bsa M10 m• pmuNay of ~1atlw good dsw In cpprwFaur 4d I. Thera ae m mt(dpota yowne, sound Tlss •s and m MMe 4. 011 Meg• a dmnlrp an silo mane will as red done" IN an WG, Q. 4 news Al w no .wuaMta nd-dwn.M ampmant• of demand, h. Me wood" Im, MI• As non• Into a phi cLmnW and li'Y Into an AAAM, Room mu nal EmludlY Me Mno" esl ae dash W a majan dralnag• nay locate dl of Vmmmt Onw. This dnMg• W, by Ad a Me Foollllls Rash trosd mutes plan. 1 Needs 15]UIWATW pRLVTRYI PREVENTION: a• 4uhn and Sp4V^ t CmIMs a °6 ys Nwkn UuWe Monte and seprwin Tay, (WARQ. dM). SILT fpI1F. I IA- RV NE . W Untilu11C Rn.-m I' . I(IIN GIRO FO515 ABERW{P411E .. RO6N0 If Al SRM idi 1100 II9-Li FII1Q�- B 0.11 1 mL �oIIE OPMRO IIAWIL +ml r . r EYGVAIfO T1FNp R 1101 �h IVE su SECTMJN ELEIATION { 1, lInIsl AND REPAIR III RE1W EACH SIRN VIEW Rl � T INNER B' Ci ME xF%Yli 6 TE f[Nl NAS fID1 EYID. MlMfm SflRfpi yIN1 BE MQ➢ IN TWRa. AE. SEDIMENT CONTROL T NII E _� a-=u-111. down - PROFILE VIEW GENERAL. I'll EROSION CMIX DAM !� DESIGN POINT BASIN DESIGNATOR ) AC EROSION BAIL£ CHECK DAMN •—•—� SEDIMENT CONTROL FENCE LIMIT a DISTURBANCE EMERGENCY 014111LOW PATH IP INLET PROTECTION FOR INLT PROTECTION DETAIL SEE 91F£T 8 C£ 6. DRAINAGE SUMMARY BASIN. AREA Ct0 Coo Qt 42. 4.70.90 1.1 r8TANDARD EROSION CONTROL CONSTRUCTION RAN NOTES N rood mm W W settlement .loll he Yulda Mil to my bad dneanin O~y celadgRp. ealpp veB •ol AN a"i. rgmed .elm "r ad mommu WA Le Inet!•G 'al they ppagMe tern N We anelrvcllm gym We Indel In he a(praat peel 'tllWb, omenctom pane, and mmm m ads III RtdeWNance vpnallm Won As pdected and royal yarewr poaNe. Renown or emotional of dal wRIMnld Nall be Will to Ne new reµ lrM for AenMal xniflowl 'psalms. and for Na M WMk Pirelli Mae. We "a oga..d arw] d dsweFa emAy, (A fwl^v. erode aNnr All alYsldlauon•, nmMna e) mdl Le Ypl F a rmoow a Md by r Ping w WhAll along Ind mnlw• dal r did" Man thirty Qn%[1 eegelnlm. u ether p• t mmtn m d h mdulle6 Ideas dmurbd,yNo M I veu wmde T]G) p be. ranod All III terpvvy anmossel ps w Manmlan cod `e.q�. cold / 1 . MdspYq. 'pa) I handles. ullew oNSNea opprawd by the sdmentw Unity. 1M ppmlY doll be mej taAvl sham nceevy dad Immoral mtMllm to by to 'pearl .M ,d mmlm. 10 implodes ( al sled cmnd mmwrm dd by mild and rammed or el w one mod, Moan emmt , orl to aavm cmboua ps]dmmo of CwY interam foaled At fatal a t mmla poldafly no" At good moment, wrMuw, f.oll he rAdrom and dind of I a damn and location w as not to wuw NM rdmw Am my on No 1 Road And Added Ion DO) Net 1, Imid At ed a sai Wdi a pratd from sonfinnent yondepart by urfus, rupierm9 lose and personnel eH fade My sm dwFpye deal anon ]0 dap shod be Red and Mail EROSION CONTROL NOTES 1M my a Tandy comas 4dmMs Department xulw canard Moped noel M nanld at leuat f24 Mee one, to my cold IM an NY end A reguYa g Mw its M1rchg ale be handles g1¢ to my I dial old (e1Wning. '•Yipping glees Al NI offer rdNOa sold cod rmaAl pm be, wmla at the dnmmrdlbm Mona ono maymcc,dweRwou m hahola Yi We a{praud poled wimi 'Rtdhh•°mn wgeMtM Wall bed palMes and rnohes aAmvew posede. Remowl or 'JWu°me Of mfnhg np' Wtt dam be M1nna to Um area real for mmawle amewdlm '.perwme and fe the �.[ pro •.wd o1 tern p M Y. d•Yp lgid afnwFg a MD, (slrppon. Israel atalty Inddlaema, d«YpuFy 'IYYq •la) WIJ l Yaps I aea a rghcanned by dealing dding mal Ion twn u,9 'rMm, u t,b , Ad atlm' pmmad mmlm claims Is bm Ian No soya In ew aajxs Wan rights W say •NMI amain epawE by and dlnmsohp III for mad Won NYtY (An days E•bs raped mt swtm =l (119. •ea/mulch. lmacplog. nd Ie Auddla unless oth apgawa psmonby Ra smnMw (Montreal They ppwn, dd As Iw1/sd and mphlplM WyJlm9 Wring w^•tnmeslo ¢UNIMe And ae to peen .Ne-cdsa wol A load d Mg We M d doll be Model alecwmues ehn ;M1plif» °net MpacN an t gapwlles, by Mom by °o My a Fort Coln, Internal 9mfm.n As twWwory Qeumtard), dam anal mml don M h a and rp,Ym or ono•IMcIe as rddI titer inn Nnon a A Oder to aawfa continued u�pwfemuaa of their Innwda as teYm,Pmau , mTmpYnme, p Nan othose m pane ;.i:adw`i',i Al be r a.a a of o a ` and lovmlm al m coax Ml o any eahadiand :Ades" aids Mad .� (Ia) Ixt anhalal. NI Ad' anal ands be odd from Am hmgnrt by Al Iwgnmxg. •at.Ymg. and p.Ydaw .n tmdng. r •ap •tang• mmae s anon d0 asp tll he wMd and muldes. YNY ldYiulIs man 4dess g� Z7PpWg a dpoeW W xye a any only Wanda mlo MmelmslA by de nun pIY des l-• MY NadmwlwN apwna msame dd p dma •order by th• mW w. I NE CALL L1Tll NOTIFICATION CENTFA CF COLORADO 1-800-922-19877 On 534-6700 1� ®RWfC A u AYAK wR ]fe � a twRURNw r11a11R en neutral d hmr•mtw mmY BY: Andit Rn PVRs It Rmw1M In: (LENT JOB I NUMBER C5 No. sae