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HomeMy WebLinkAboutDrainage Reports - 03/21/1995U� 17 O a Ived Repot IR IN U L 0 o C 0 0 o Final Drainage and Study ( D'v12 MAR 1 6 1999 pi rosion Control O O NRRC Facility, A) � � ac ty, 0 0 Fort Collins Colorado 0 D 00 0 � , 00 � D O o 0 o O March 1999 `I THE 1 SEAR -BROWN <_ GROUP Standards in Excellence �1 A THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 March 12, 1999 Mr. Glen D. Schleuter City of Fort Collins Utilities 700 Wood Street P.O. Box 580 Fort Collins, Colorado 80522 RE: Final Drainage and Erosion Control Study for The NRRC - Natural Resources Research Center Facility Dear Glen: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Study for the NRRC Facility. All computations within this report have been completed within the guidelines of the City of Fort Collins Storm Drainage Design Criteria. This site falls under state jurisdiction and is not bound to the City of Fort Collins Drainage specifications and criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group Prepared Todd G. Rand, E.I.T. Design Engineer ' cc: 1 File 830-001 Michael Barber Architects NEW YORK•PENNSYLVANIA COLORADO•UTAH•WYOMING STANDARDS IN EXCELLENCE Reviewed by: Jim Allen -Morley, P.E. Senior Engineer EQUAL OPPORTUNITY EMPLOYER TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 1 A. Location 1 B. Description of Property 1 H. DRAINAGE BASINS 1 A. Major Basin Description 1 B. Sub -basin Description 2 III. DRAINAGE DESIGN CRITERIA 2 A. Regulations 2 B. Development Criteria Reference and Constraints 2 C. Hydrologic Criteria 3 D. Hydraulic Criteria 3 E. Variances from Criteria 3 IV. DRAINAGE FACILITY DESIGN 3 A. General Concept 3 B. Specific Details 4 V. EROSION CONTROL A. General Concept B. Specific Details VI. CONCLUSIONS A. Compliance with Standards B. Drainage Concept C. Erosion Control Concept VII. REFERENCES VICINITY MAP SITE HYDROLOGY SITE HYDRAULICS EROSION CONTROL EASEMENT DOCUMENTS APPENDIX iii 0 6 6 6 7 7 7 L, 10 11 12 13 14 I. II. FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE NRRC FACILITY, FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location The proposed site consists of pastureland, which is currently vegetated with native grasses and weeds. The site is bounded by the proposed Centre Avenue extension on the west, a fence, the Spring Creek bike trail and the Sherwood Lateral on the north, by a paved road and the Santa Fe Burlington Northern railroad tracts to the east, and by a fence and the CSU Vet School to the south. The site location can also be described as situated in a portion of the East '/z of Section 23, Township 7 North, Range 69 West of the 6th Principle Meridian, City of Fort Collins, County of Larimer, State of Colorado. The site location can be seen on the second page of the Appendix. B. Description of Property The NRRC Facility site contains approximately 7.35 acres, more or less and is owned by Colorado State University. The property is being proposed for a federal office building within the City of Fort Collins Zoning District. Native grasses and weeds presently cover the site. The topography of the site generally slopes from south to north at approximately 4.8 percent: Colorado State University also owns the remainder of the site. . DRAINAGE BASINS A. Major Basin Description The proposed site lies within the Spring Creek Drainage Basin. The Sherwood Lateral and Spring Creek are located north of the site. 1 B. Sub -basin Description The NRRC Facility has been divided into five sub -basins. Basin 1 will drain to Design Point 1 as shown on the drainage and erosion control plan, while Basins 2, 3, and 4 will drain into an existing storm drainage Swale at Design Point 2. The existing storm drainage swale is centered on a 60' wide storm drainage easement, Reception No. 88003246 and is maintained by the City of Fort Collins to drain runoff from the existing portion of Centre Avenue and CSU Parcel A. Basin 5 consists of a small embankment area where flows will drain directly into the Sherwood Lateral as these flows have done historically on the site between the existing swale to the south and the Sherwood Lateral. ' Basins 1, 2, 3, and 5 will be developed consisting of the proposed facility, parking and landscaping. These sub -basins are shown on the Drainage and Erosion Control Plan in the back pocket of this report. III. DRAINAGE DESIGN CRITERIA A. Regulations ' The subject site is owned by Colorado State University and will be developed under state jurisdiction; the City of Fort Collins Storm Drainage Design Criteria will be ' used as a guideline for the preparation of this report. B. Development Criteria Reference and Constraints No stormwater detention will be incorporated into the drainage concept for this site ' due to its close proximity to Spring Creek. Stormwater discharges will be collected on the north side of the site and conveyed over the Sherwood Lateral via a concrete flume. ' Offsite stormwater has historically been routed through a swale, which currently runs through the site and accepts discharge from an existing 36" RCP storm sewer at Centre Avenue and runoff from CSU Parcel A, this swale drains into an existing City of Fort Collins storm sewer inlet. The existing 36" RCP storm sewer is to be partially relocated and extended over the Sherwood Lateral with the Centre Avenue Roadway Improvements (spring of 1999). These flows are to be routed to Spring Creek through an earthen channel as shown on the Centre Avenue construction plans. The remainder of the site, north of this swale, has historically drained ' directly into the Sherwood Lateral. A portion of the drainage easement through the subject site shall be vacated by separate instrument. A new easement south of the subject site shall be dedicated by separate instrument for the construction of the new swale. See Drainage Easement ' Exhibit in the appendix. The new swale will drain historic runoff from CSU Parcel 2 A; this runoff ultimately drains into an existing City of Fort Collins Storm Drain as it has done in the past. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 100-year storm event intensity, provided by the City of Fort Collins, was used in calculating runoff values. These calculations and criteria are included in the ' Appendix of this report. ' D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with ' the City of Fort Collins Drainage Criteria and are also included in the Appendix. E. Variances from Criteria ' A variance is hereby requested for this project to permit a 3:1 side slope on the temporary swale offsite and adjacent to the south and east boundary of the project ' site. Seed, mulch and erosion control fabric will provide slope stabilization. IV. DRAINAGE FACILITY DESIGN ' A. General Concept ' The site lies adjacent to Zone AE of the FEMA flood plain of Spring Creek. The City of Fort Collins provided 100-year and 500-year flood elevations from the ' SWMM model for this area modified and updated by Lidstone & Anderson. The reader is referred to their report entitled "Hydraulic Evaluation and Design of the Centre Avenue Bridge at Spring Creek, Fort Collins, Colorado" dated December 22, 1998. The 100-year elevation was determined to be 4994.60 feet and the 500- ' year elevation was determined to be 4997.62 feet. The finished floor elevation of the proposed facility will be at 5009.0 feet. ' The majority of on -site runoff produced by the proposed development of the NRRC Facility will flow north and northwesterly through curb cuts to Design Point 1. The roof drains will connect to storm drains and outlet to Design Point 1. Flows at Design Point 1 will be conveyed across the Sherwood Lateral by a concrete flume (NRRC) and a series of swales (Centre Avenue extension) to Spring Creek. The small storm flows in Basins 2 and 3 will be diverted around the building by shallow swales. Flow in these swales will drain to the existing swale at Design ' Point 2. 3 �I L B. Offsite flows from Basin 4 will drain into a new swale constructed south of the subject site and connected to the existing swale at Design Point 2. Basin 4 will be regraded in the spring of 1999, by CUSRF, for the construction of the Centre Avenue extension. Flows in the new and existing swale will drain into the existing City of Fort Collins storm sewer inlet as they have done historically. Basin 5 consists of a small landscaped embankment area where runoff will sheet flow offsite. The proposed Drainage and Erosion control plan is included in the back pocket of this report. Specific Details The NRRC Facility has been broken down into five sub -basins. The sub -basin designations correspond to the basin designations of the Drainage and Erosion Control Plan for the NRRC Facility development. Runoff from Basin 1 will sheet flow across the parking lot and will be conveyed north by a combination of gutter flows, pan flows and curb cuts to a sump area at Design Point 1. For the 100-year storm, at the lowest curb cut flow line, flow depth will be approximately 9 inches. Storm drains to Design Point 1 will convey the flows from the building downspouts. Runoff from the proposed NRRC site, at Design Point 1, will be conveyed across the Sherwood Lateral in a concrete flume. The first sixteen- (16) feet of the flume will be a box culvert to allow for crossing of the Spring Creek bike trail and ditch access. Details may be found in the back of this report and on the construction plans. The downstream grading and erosion control will be constructed with the Centre Avenue extension by CSURF. The downstream grading will connect to the outfall of the rerouted flows in Centre Avenue. These flows ultimately drain into Spring Creek. See the "Roadway Plans for Centre Avenue extension prepared for Colorado State University Research Foundation" dated January 1999 prepared by The Sear -Brown Group. The small storm flows from sub -basin 2 and 3 will flow in shallow swales from the north, east and south sides of the building to Design Point 2 and then flow into the existing drainage Swale. Due to the low velocities and slopes these swales shall have concrete trickle channels as shown on the drainage and erosion control plan. With the construction of the Centre Avenue extension, Larimer County Canal No.2 will be relocated south of Basin 4 in the spring of 1999. At this time Basin 4 will be regraded, by CUSRF, to provide fill material for the Centre Avenue extension. Contours will tie into the new swale constructed for the NRRC Facility. The reader is referred to the "Roadway Plans for Centre Avenue extension Prepared for Colorado State University Research Foundation" dated January 1999, prepared by The Sear -Brown Group. Flows from Basin 4 and the additional area created by the 4 ' relocation of the Latimer County Canal No. 2 will drain into the new swale, south of the subject site, connected to the existing swale east of the building at Design ' Point 2. This flow ultimately drains into the existing City of Fort Collins storm sewer inlet at the northeast corner of the site as they have done historically. The existing swale across the subject site was constructed as part of the Centre for Advanced Technology project. The swale has a design capacity of 84.8 cfs. The required capacity of the swale was 83.4 cfs. See the construction plans for "Centre ' for Advanced Technology, Special Improvement District, Streets & Storm Drainage Plans, by RBD Inc. Engineering Consultants, May 1987. The design ' capacity in the existing 36" RCP in Centre Avenue, to be relocated in the spring of 1999 with the Centre Avenue extension, is 61.4 cfs. Please refer to the "Final Drainage Report and Erosion Control Study, Centre Avenue extension, Fort ' Collins, Colorado" dated January 1999, by The Sear -Brown Group. Currently the basin area draining to Design Point 2 is approximately 10.29 acres. (This area includes Basin 4 and the area between the existing swale location and Basin 4). By ' rerouting a portion of the swale south of the site, upstream of Design Point 2, the area draining to Design Point 2 will be 5.88 acres (Basin 4). By relocating the Larimer County Canal No. 2 a basin area of approximately 11.61 acres will drain ' to Design Point 2.Therefore, a net increase in area of 1.32 acres will be added to the area draining to Design Point 2 at the completion of construction of both projects. The anticipated runoff from Basin 4 is 7.9 cfs prior to relocating the ' Latimer County Canal No. 2 and regrading Basin 4. By relocating the 36" storm sewer, in Centre Avenue, the overall flows will be reduced by up to 61.4 cfs in the east portion of the existing Swale. Flows of approximately 12.5-cfs are anticipated once the Latimer County Canal No. 2 is relocated, Basin 4 is regraded, and the 36" RCP storm sewer in Centre Avenue is rerouted, by CSURF and the Centre Avenue ' extension. The proposed swale will be sized for 100-cfs capacity. During all phases of construction the design capacity of the existing lower reach of swale will not be exceeded. Due to the low velocities and slopes in the upper reach of this Swale, under -drain piping will be included to facilitate maintenance as shown on the drainage and ' erosion control plan. A 30" RCP temporary access culvert for a temporary fire and construction access ' drive will be placed as shown on the Grading Plan. The full flow capacity of this pipe is 60.28 cfs. Due to the relocation of the 36" RCP Storm Sewer, in the spring of 1999, at the head of this swale this culvert will have adequate capacity for the tanticipated flows during the construction of the NRRC facility. ' The small flows from Basin 5 will sheet flow off the embankment directly into the Sherwood Lateral as they have done historically. 5 ' V. EROSION CONTROL ' A. General Concept All construction activities must comply with the State of Colorado permitting process for Stormwater Discharges Associated with Construction Activity. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in the Appendix, the erosion control performance standard (PS) for the subject site during construction is 81.0 and after construction is 95.2. From calculations in the Appendix, the effectiveness (EFF) of the proposed erosion ' control plan is 95.47 during construction and 97.08 after construction. A copy of the erosion control calculations is included in the Appendix. ' B. Specific Details The proposed site lies within the High Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone as shown on the City of Fort Collins zone maps. The potential exists for erosion problems during construction of the parking/driveways and landscaped areas until the disturbed ground is paved or revegetated. Before any grading or trenching begins within the project site, a sediment fence shall be installed along the north and west perimeter of the construction site. A sediment trap shall be constructed as the first step in overlot grading. After the overlot ' grading and utility installation have been completed, the parking/driveway surfaces will receive the curb, gutter, and pavement surfaces. Straw bale dams will be used in the drainage swales and all disturbed areas will require seeding and mulching. During construction, the sump area at the head of the flume shall act as a sedimentation basin. Approximately 96 cubic yards of additional volume will be required for the sediment trap. A copy of the sediment trap calculations is included in the Appendix. Maintenance of the sediment trap shall consist of removal of _sediment when one half of the sediment basin design depth has been filled. ' Removed sediment shall be deposited in an area tributary to a sediment trap. Once construction is complete, the sump will be cleared of accumulated sediment and constructed to final grade. Buried riprap shall be installed at the curb cuts and ' storm drain connected to the roof drains prior to landscaping. Buried riprap shall be installed in the swales at locations noted on the Drainage and Erosion Control Plan. In addition, the swale denoted by cross section B on the Drainage and Erosion Control Plan shall be lined with erosion control fabric. After the improvements have been completed and viable stands of vegetation are established, the straw bale dams and sediment fence can be removed from the construction site. ' Fill material for the Centre Avenue extension will be obtained between the ' relocated Larimer County Canal No. 2 and the bench elevation in the south bank of the offsite swale. This cut area will be graded to a 4 percent slope. Final slope grading and stabilization of Basin 4 and the south bank of the offsite swale will be ' conducted by CSURF as part of the Centre Avenue extension in the spring of 1999. 6 tThe escrow for the site has been determined to be $16,081. The erosion control cost worksheet is in the appendix. Although this calculation is provided, it is anticipated that fiscal surety for erosion control will not be required ,for this development. VI. CONCLUSIONS A. Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. ' B. Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for the transmission of developed on -site runoff to the existing and proposed drainage facilities at the northern boundary of the subject ' site. The combination of onsite capacities in the curb and gutter and the onsite storm drain system will provide for the 100-year developed flows to reach the proposed flume at the north boundary of this site. The 100-year runoff generated ' by development of this site will be carried to the proposed off -site swale, constructed with the Centre Avenue extension by CSURF, by a proposed culvert and flume in accordance with the Final Drainage Study for the NRRC Facility. ' If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. C. Erosion Control Concept ' The proposed erosion control concepts adequately provide for the control of wind and rainfall erosion from the NRRC Facility. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standard will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. 7 VII. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, interim revision January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. 3. Final Drainage and Erosion Control Study, Centre Avenue extension, Fort Collins, Colorado, by The Sear -Brown Group, January 1999. 4. Hydraulic Evaluation and Design of the Centre Avenue Bridge at Spring Creek, Fort Collins, Colorado, by Lidstone & Anderson, November 3, 1998. APPENDIX I I Vicinity Map I 1 I LJ I I I I 10 I 1 1 1 1 1 t U c alN m W Pi kin g Or 0 James m Ct W Lake St i Sunrrer Blevins r? St PROSPECT ROAD ct ti Pros Cct u w w c Balsam Ln o o a` Juni er Ln Bay Y W Or E o Hobbit StParke ge Birky PI Sheely Or W" t e116urg Or eek ers Edge SpringCreek n Winterberry Way J nson Or Sprin Wind _ rail H�// 5 P °od Q,e Sherwood o�e<°\ ` r or r G r Rd Gilgl°d Arth r dderi Chetwood WOOOr _ Or c Or e �' o Rutg W i _ No. 2 ou County canal I V) 3 Lorimer JWorthington PROJECT" SITE _ > to a a '0 r W o W 9 n p J O c U m' Prince on DRAKE ROAD m Rd Or FI i cker 0 Davidson Thunderbird Or y Powderhor 0 Or uu ¢ L10j, LID, Wogonwo° cin VICINITY MAP SCALE 1 "=1000' I I 1 Site Hydrology I I I E I 1 1 11 11 1 1 1 1 1 1 1 1 C_ y CV O O 0 N � O d LL O O CL O - O C � v ?U V ca O t w O a 0 U c ~ � J H 3 U N U N Ca O Q N <.i � L H Z U O N U (0 O E a C .N cu m ... CD0)00toLOLO C I- C V N N N N qO O O O O O c � U � O O U 0 0 0 0 0 0 +- N MCOCn00o M cn 0 U 0) cc LL LL ti 011 O 0000 f-d'LO000 U it�CO 000 CD a) E y cnvvoo(D 70 CD Cl O O 99 d' 00000 a> f° n cc E N < 0 0) CO CO N MC000000�t ti O O L6 O w C.) cB H �NMMLO c •y CO m C 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 O O 6 O M OD N C O U LL H T 0 LO O N � 1 c 0 (0 L: II 'o �c c€U . o (7 J c •5 m Q V O U. m O U L E � Z Y ` O d J O O E ^ U (n O O MO)m==O C .0 C Q) aa) eQ) (9 7 7tptp9 LLmm000 O O c M l f - O (n O) � h c n U) U C e � N CO CD co O)00000 C O Nco M oi(OO V •C C Loc)N 00000 CV) (000lqT V O pU) M�--�-��0 W 0 > ~ O O O N N O J O ON V'T OO W > O. ^o O o 00 Mr-�000 Q a�c7c�c�c� L O(0D NN 0000 m .., V M V N V •- C � n N e- J co V'-,r(O m 00 In n OM N 4 _2 N F- 0 0 0 0 0 0 0 Jz O) n(O NOT CD.fin 4In W O o r N 0 .0 0 0 0 t n — J n NLO 00 Cl) M (`M M Cl) m 00000o x U Q 0 0 00 (f) In (n N N N N N N QU cn 000000 z Q 0 00 CO 00 N m OM co 0 00 (O � 04 nooL6 C; Q cu m �NM IT N(n c � y m m %. cc C 0>) N N v7 C N O U U 0 C J ,006 N O. m 0 7a c u O J L a. U L f0 mQ O N U > ca a � n E Q �a 0 U d z I | @ \ r\ \I� k (0 � !. � k. \) . (}!� . E fy� 7(= §§!! ! 20-` g�,\\, |f� {{� ;f EE 2C m© „ Q!O I 1 I 11 1 I 71 I Site Hydraulics Design of Storm Swales, Curb Cuts, Culvert Section of Flume, Temporary Culvert and East Portion of Existing Swale 12 NRRC SWALE A 100-YR " 1.33 Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\nrrc3.fm2 Worksheet NRRC SWALE A 100-YR Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.012000 ft/ft Left Side Slope 5.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 3.00 ft Discharge 2.53 cfs Results Depth 0.42 ft Flow Area 2.08 ft2 Wetted Perimeter 6.90 ft Top Width 6.81 ft Critical Depth 0.25 ft Critical Slope 0.091897 ft/ft Velocity 1.22 ft/s Velocity Head 0.02 ft Specific Energy 0.45 ft Froude Number 0.39 Flow is subcritical. 0 03/11/99 ' 12:02:22 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 - Page 1 of 1 NRRC SWALE A 100-YR CROSS SECTION Cross Section for Trapezoidal Channel Project Description Project File c:\haestad\fmw\nrrc3.fm2 Worksheet NRRC SWALE A 100-YR Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.012000 ft/ft Depth 0.42 ft Left Side Slope 5.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 3.00 ft Discharge 2.53 cfs 3.00 ft 0.42 ft 1 VL H 1 NTS 12/01/98 ' 04:27:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 tNRRC SWALE B LOWER REACH 100-YR " 1.33 Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\nrrc3,fm2 Worksheet NRRC SWALE B LOWER REACH 100-YR Flow Element Trapezoidal Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient Channel Slope 0.060 0.021600 ft/ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V ' Bottom Width 5.00 ft Discharge 10.51 cfs Results Depth 0.66 ft Flow Area 4.58 ft2 Wetted Perimeter 9.16 ft Top Width 8.94 ft Critical Depth 0.47 ft Critical Slope 0.074084 ft/ft Velocity 2.29 fUs Velocity Head 0.08 ft Specific Energy 0.74 ft Froude Number 0.57 ' Flow is subcritical. t I 03/11/99 FlowMaster v5.13 12:02:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 NRRC SWALE B LOWER REACH 100-YR CROSS SECTION Cross Section for Trapezoidal Channel Project Description Project File c:\haestad\fmw\nrrc3.fm2 Worksheet NRRC SWALE B LOWER REACH 100-YR Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.021600 ft/ft Depth 0.66 ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V Bottom Width 5.00 ft Discharge 10.51 cfs I� 5.00 ft 0.66 ft 1 VL . H 1 NTS 12/01/98 FlowMaster v5.13 04:31:10 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 NRRC SWALE C UPPER REACH 100-YR * 1.33 Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\nrrc3.fm2 Worksheet NRRC SWALE C UPPER REACH 100-YR Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.004000 ft/ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V Bottom Width 5.00 ft Discharge 10.51 cfs Results b Depth 1.03 ft Flow Area 8.33 ft2 Wetted Perimeter 11.51 ft Top Width 11.18 ft Critical Depth 0.47 ft Critical Slope 0.074082 ft/ft Velocity 1.26 ft/s Velocity Head 0.02 ft Specific Energy 1.05 ft Froude Number 0.26 FI I ' ow Is su cntica. t 03/11/99 ' 12:03:11 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 NRRC SWALE C UPPER REACH 100-YR CROSS SECTION Cross Section for Trapezoidal Channel Project Description Project File c:\haestad\fmw\nrrc3.fm2 Worksheet NRRC SWALE C UPPER REACH 100-YR Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.004000 ft/ft Depth 1.03 ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V Bottom Width 5.00 ft Discharge 10.51 cfs 5.00 ft 1.03 ft 1 VL H 1 NTS 12/01/98 FlowMaster v5.13 `' 04:28:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 P P W Fl ' S ' In ' M L Ri Di So Le Di NRRC SWALE D 100-YR " 1.33 Worksheet for Trapezoidal Channel roject Description roject File c:\haestad\fmw\nrrc3.fm2 orksheet NRRC SWALE D 100-YR ow Element Trapezoidal Channel ethod Manning's Formula For Channel Depth put Data annings Coefficient 0.060 hannel Slope 0.014000 ft/ft Side Slope 4.000000 H : V ght Side Slope 4.000000 H : V o Width 3.00 ft scharge 3.06 cfs Results put Data annings Coefficient 0.060 hannel Slope 0.014000 ft/ft Side Slope 4.000000 H : V ght Side Slope 4.000000 H : V o Width 3.00 ft scharge 3.06 cfs Results Results Depth ' Flow Area Wetted Perimeter Top Width Critical Depth ' Critical Slope Velocity Velocity Head ' Specific Energy Froude Number Flow is subcritical. 0.46 ft 2.20 ft2 6.77 ft 6.65 ft 0.28 ft 0.088451 ft/ft 1.39 ft/s 0.03 ft 0.49 ft 0.42 03/1 1 /99 12:03:25 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 NRRC SWALE D 100-YR CROSS SECTION Cross Section for Trapezoidal Channel Project Description Project File c:\haestad\fmw\nrrc3.fm2 Worksheet NRRC SWALE D 100-YR Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.014000 ft/ft Depth 0.46 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 3.00 ft Discharge 3.06 cfs 3.00 ft 0.46 ft 1 VL H 1 NTS 12/11 /98 10:19:29 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 THE SEAR -BROWN GROUP WEIR SECTION FLOW DATA WEIR FLOW AT.CURB CUTS WEIR COEF. 2.800 STA ELEV 0.0 99.34 60.0 98.97 60.0 98.47 66.0 98.47 66.0 98.97 86.0 98.79 86.0 98.29 92.0 98.29 92.0. 98.79 104.0 98.67 104.0 98.17 110.0 98.17 110.0 98.67 130.0 98.53 130.0 98.03 136.0 98.03 136.0 98.53 148.0 99.09 148.0 98.59 154.0 98.59 154.6 99.09 190.0 100.09 190.0 99.59 196.0 99.59 196.0 100.09 214.0 100.59 214.0 100.09 220.0 100.09 220.0 100.59 ELEVATION DISCHARGE (feet) --------- (cfs) --------- 98.03 0.0 98.13 0.5 98.23 1.7 98.33 4.0 98.43 7.4 98.53 11.8 98.63 18.1 98.73 28.0 98.83 41.6 98.93 59.2 99.03 81.3 99.13 108.6 99.23 141.9 99.33 181.3 �alv n 56cw c)•J o � FZowc ov®z. S and CURRENT DATE: 12-22-1998 FILE DATE: 12-22-1998 ' CURRENT TIME: 12:10:16 FILE NAME: HY8GSA -------------------------------------------------------------------------------- - ----------- ------ -- -- - - -- FHWA CULVERT ANALYSIS -------------------------- -------------------------------HY-8, VERSION 6.0' -------------------------- -------------------------- ----------------------------------------------- C I SITE DATA I CULVERT SHAPE, MATERIAL, INLET U-------------------------------------------------------------------------� L I INLET OUTLET CULVERT BARRELS V I ELEV. ELEV. LENGTH I SHAPE SPAN RISE MANNING INLET ' INO.1 (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 I 96.50 95.96 25.01 1 RCB 6.00 2.00 .014 CONVENTIONAL 2 3 ' 4 6 ---------------------------------------- 7--------------------------------------- ' SUMMARY OF CULVERT FLOWS (Cfs) FILE: HYSGSA DATE: 12-22-1998 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.16 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.39 16.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 97.67 24.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 97.95 32.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 98.20 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 98.45 48.0, 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 98.70 56.0 0.0 0.0 0.0 0.0 0,.0 0.0 0.00 0 98.80 59.1 0.0 0.0 0.0. 0.0 0.0 0.0 0.00 0 99.23 72.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 99.51 80.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 '-----0.00------0.0-----0.0 0.0 0.0 0.0 -----0.0 0.0 OVERTOPPING ------------------------ -=-------------------- -------------------------------------------------------------------------------- ' SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: HY8GSA DATE: 12-22-1998 HEAD HEAD TOTAL FLOW $ FLOW ' ELEV (ft) ERROR (ft) FLOW (Cfs) ERROR (cfs) ERROR 0.00 0.000 0.00 0.00 0.00 97.16 0.000 8.00 0.00 0.00 97.39 0.000 16.00 0.00 0.00 ' 97.67 0.000 24.00 0.00 0.00 97.95 0.000 32.00 0.00 0.00 98.20 0.000 40.00 0.00 0.00 98.45 0.000 48.00 0.00 0.00 98.70 0.000 56.00 0.00 0.00 98.80 0.000 59.10 0.00 0.00 99.23 0.000 72.00 0.00 0.00 99.51 0.00 --------------------0.00080.00 ------------------------------------0-00----- <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000 ----------------------------------'---------------------------------------------- Fa ' CURRENT DATE: 12-22-1998 FILE DATE: 12-22-1998 ' CURRENT TIME: 12:10:16 FILE NAME: HYBGSA - ' -------------------------------------------------------------------------------- PERFORMANCE CURVE -- FOR CULVERT 1 - 1( 6.00 (ft) BY 2.00 (ft)).RCB DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. 1 (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) -------------------------------------------------------------------------------- 0.00 96.50 0.00 -0.54 0-NF 0.00 0.00 0.00 -0.86 0.00 0.00 ' 8.00 97.16 0.56 0.66 1-S2n 0.23 0.38 0.24 -0.64 5.56 6.21 16.00 97.39 0.89 0.80 1-S2n 0.36 0.61 0.39 -0.53 6.91 8.08 24.00 97.67 1.17 0.94 1-S2n 0.46 0.79 0.52 -0.43 7.68 9.41 32.00 97.95 1.45 1.10 1-S2n 0.56 0.96 0.64 -0.35 8.31 10.45 ' 40.00 98.20 1.70 1.26 1-S2n 0.65 1.12 0.76 -0.27 8.82 11.32 48.00 98.45 1.95 1.44 1-S2n 0.73 1.26 0.86 -0.20 9.30 12.08 56.00 98.70 2.20 1.63 1-S2n 0.81 1.40 0.98 -0.13 9.56 12.76 59.10 98.80 2.30 1.71 1-S2n 0.83 1.45 1.02 -0.10 9.68 13.00 72.00 99.23 2.73 2.07 5-S2n 0.95 1.65 1.18 0.00 10.16 13.91 80.00 99.51 3.01 2.32 5-S2n 1.02 1.77 1.27 0.07 10.49 14.42 El. inlet face invert 96.50 ft El. outlet invert 95.96 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ' -------------------------------------------------------------------------------- ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft ' INLET ELEVATION OUTLET STATION 96.50 25.00 ft ft OUTLET ELEVATION 95.96 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0216 ' CULVERT LENGTH ALONG SLOPE 25.01 ft ***** CULVERT DATA SUMMARY ************************ ' BARREL SHAPE BOX BARREL SPAN 6.00 ft BARREL RISE 2.00 ft BARREL MATERIAL CONCRETE ' BARREL MANNING'S n 0.014 INLET TYPE CONVENTIONAL INLET EDGE AND WALL 1:1 BEVEL (45 DEG. FLARE) ' r INLET DEPRESSION ---------------- -------------------- NONE -------------------------------------------- 9 CURRENT DATE: 12-22-1998 CURRENT TIME: 12:10:16 TAILWATER 3 FILE DATE: 12-22-1998 FILE NAME: HYBGSA ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH 6.00 ft SIDE SLOPE H/V (X:1) 0.0 CHANNEL SLOPE V/H (ft/ft) 0.022 MANNING'S n (.01-0.1) 0.012 CHANNEL INVERT ELEVATION 95.10 ft CULVERT NO.1-OUTLET INVERT ELEVATION 95.96 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH . VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 95.10 0.000 0.00 0.00 0.00 8.00 95.32 2.364 0.22 6.21 0.29 16.00 95.43 2.480 0.33 8.08 0.44 24.00 95.53 2.542 0.43 9.41 0.57 32.00 95.61 2.578 0.51 10.45 0.69 40.00 95.69 2.601 0.59 11.32 0.79 48.00 95.76 2.617 0.66 12.08 0.89 56.00 95.83 2.628 0.73 12.76 0.98 59.10 95.86 2.631 0.76 13.00 1.02 72.00 95.96 2.640 0.86 13.91 1.16 80.00 96.03 2.643 0.93 14.42 1.24 7 ----------------------- ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 6.00 ft CREST LENGTH 10.00 ft OVERTOPPING CREST ELEVATION 99.50 ft , FULL FLOW CAPACITY Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\nrrc.fm2 Worksheet TEMPORARY ACCESS CULVERT Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.021600 ft/ft Diameter 30.00 in Results Depth 30.0 in ' Discharge 60.28 cfs Flow Area 4.91 ft2 Wetted Perimeter 7.85 ft ' Top Width 0.00 ft Critical Depth 2.40 ft Percent Full 100.00 Critical Slope 0.018790 ft/ft ' Velocity 12.28 ft/s Velocity Head 2.34 ft Specific Energy FULL ft ' Froude Number FULL Maximum Discharge 64.84 cfs Full Flow Capacity 60.28 cfs Full Flow Slope 0.021600 ft/ft 1 02/12/99 ' 09:51:28 AM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 EXISTING SWALE PARAMETERS o5d(&15-T. J3 DF ZZ-r Worksheet for Triangular Channel CEN7XL�' �2 f4D✓Ash�fb j Utftr6[.f�Gs/; SPGz+,",I Project Description ( P�tfglllCRS� isM14r, Project File c:\haestad\fmw\nrrc.fm2 baA*O Worksheet EXISTING SWALE 5Tg8&TS jt. S MI&A ' Flow Element Triangular Channel PGR IJ DU` 5 APP2 Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.035 ' Channel Slope 0.005000 ft/ft Depth 2.49 ft ' Left Side Slope Right Side Slope 4,000000 H : V 4.000000 H : V Results Discharge 84.44 cfs . Flow Area 24.80 ftz Wetted Perimeter 20.53 ft Top Width 19.92 ft Critical Depth 1.94 ft ' Critical Slope 0.018767 ft/ft` Velocity 3.40 ft/s Velocity Head 0.18 ft Specific Energy 2.67 ft ' Froude Number 0.54 Flow is subcritical. 02/11/99 ' 02:51:21 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708. (203) 755-1666, _ Page 1 of 1 I I I 1 i r I I I I � � I Erosion Control Plan 1 The Sear -Brown Group #830-001 r RAINFALL PERFORMANCE STANDARD EVALUATION Project: NRRC FACILITY STANDARD FORM Calculated By., TGR Date: 11/04 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) N (ft) N N 1 high 7.30 400 3.0 144.6 1.1 2 high 0.69 368 1.3 12.6 0.0 3 high 0.96 422 1.5 20.1 0.1 4 high 10.82 1226 1.5 657.0 0.8 5 high 0.42 0 1.5 0.0 0.0 Total 20.19 83413 2.1 81.0 tAAMF'Lt UALI:ULA I IVIVJ ' Lb = sum(AiLi)/sum(Ai) _ (7.30 x 400 +... + 0.96 x 422)/ 20.19 834.3 ft ' Sb = sum(AiSi)/sum(Ai) _ (7.30 x 3.00 +... + 0.96 x 1.53)/ 20.19 2.1 0/6 1 1 1 1 1 1 1 1 PS (during construction) = 81.0 PS (after construction) = 81.0/0.85 = (from Table 8A) 95.2 ' The Sear -Brown Group EFFECTIVENESS CALCULATIONS #830-001 Project: NRRC FACILITY STANDARD FORM B Calculated By: TGR Date: 11/04 Erosion Control C-Facto P-Facto Comment . Number Method Value Value 4 Sediment/Basin Trap 1 0.5 38 Gravel Mulch 0.05 1 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 41 Hay or Straw Dry Mulch (11-15% slope) 0.07 1 SUB PS AREA BASIN N (ac) Site 81.0 20.19 SUB SUB AREA Practice C " A P ` A Remarks BASIN AREA (ac) DURING CONSTRUCTION 1 7.30 38 0.37 7.30 Gravel Mulch 2 0.69 39 0.04 0.69 Hay or Straw Dry Mulch (1-5% slope) 3 0.96 39 0.06 0.96 Hay or Straw Dry Mulch (1-5% slope) 4 10.82 39 0.65 10.82 Hay or Straw Dry Mulch (1-5% slope) 5 0.42 41 0.03 0.42 Hay or Straw Dry Mulch (11-15% slope Cnet = [7.30x0.05+...+0.96x0.05]/20.19 = 0.06 Pnet = 0.8x[7.30x1.00+...+0.96x1.00]/20.19 = 0.80 EFF = (1-C'P)100 = (1-0.06"0.80)100 = 95.47 > 81.0 (PS) ' The Sear -Brown Group EFFECTIVENESS CALCULATIONS #830-001 Project: NRRC FACILITY STANDARD FORM B Calculated By: TGR Date: 11/04 Erosion Control C-Facto P-Facto Comment Number Method Value Value 9 Asphalt/Concrete Pavement 0.01 1 14 Established Grass Ground Cover - 50% 0.08 1 16 Established Grass Ground Cover - 70% 0.04 1 18 Established Grass Ground Cover - 90% 0.025 1 SUB PS AREA BASIN N (ac) Site 95.2 20.19 SUB SUB AREA Practice C *A P * A Remarks BASIN AREA (ac) AFTER CONSTRUCTION 1 7.30 9 0.07 7.30 Asphalt/Concrete Pavement 2 0.69 16 0.03 0.69 Established Grass Ground Cover - 70 3 0.96 16 0.04 0.96 Established Grass Ground Cover - 70 4 10.82 16 0.43 10.82 Established Grass Ground Cover - 70 5 0.42 16 0.02 0.42 Established Grass Ground Cover - 70 Cnet = [7.30x0.01+...+0.96x0.08]/7.30 = 0.03 Pnet = [7.30x1.00+...+0.96x1.00]/7.30 = 1.00 EFF = (1-C*P)l00 = (1-0.03*1.00)100 = 97.08 > 95.2 (PS) ' The Sear -Brown Group 1 EROSION CONTROL CONSTRUCTION SEQUENCE Calculated By: TGR Date: 11/04 SEQUENCE FOR 1998 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 99 MONTH O N D J F M A M J J A S WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation N ettings/Mats/Blankets Other STRUCTURES: INSTALLED BY _ MAINTAINED B VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS 1 The Sear -Brown Group EROSION CONTROL COST ESTIMATE Project: NRRC FACILITY #830-001 Prepared By: TGR Date: 11/04 ICITY RESEEDING COST Unit oa Method Quantity Unit Cost Cost Notes Reseed/mulch 20.19 ac $531 $10,721 See Note 1. Subtotal $10,721 Contingency 50% $5,360 Total $16,081 Notes: 1. A<=5 ac=$636/ac; A>5 ac=$531/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes This section is no longer required per Bob Zackley Subtotal $0 Contingency 50% $0 Total $0 Total Security $16,081 01 4 THE SEAR -BROWN GROUP Project: 7J L Project No. By: TG`r� Checked: _ Date: IZ-Z- 9� Sheet SEDIn'tENT �to2r,4l�C D7T = Tro l cu yD p< SED��9E�uT ,q,v r�uP•gTE1� Dt/�/�� �l /d ye smo/ ( of %6 = ,�oa}v/�1G IZ gno Foil , C,/Zou.J_b LoNt�IT/cw c /IkL = /3.95 14 = /7rzgwl-�-vE Ae� = 73 0 ac A-r- 0.7y � 13.95 x 7 301 ,iz 9 5. lP (o XAaPS pAllow row na YAlzpS JrvauK:,(F (06 4aze-'r6 r) /a P� 2n xi wt rc ;�.4-SE 4/2E74- ?D 56 4, 5D / )e v � DEPTH 5/DE .5Gope ' The Sear -Brown Group Riprap Design using UDFCD Methods Project. NRRC FACILITY Designer: TGR ' Project #: 830-001 CURB CUTS Date: 04-Dec-98 Location: Outfall ' Box width: 6 ft Tailwater. 0.2 ft (variable/unknown) Box height 0.5 ft Max Vel.: 3.35 ft/s (soil dependent) Discharge 10 cfs ' 1. Required riprap type: Q/WH^1.5 = 4.71 < 8 > use design charts H = 0.50 ft ' Yt/H = 0.40 Q/WH^0.5 = 2.36 d50 = in ----> Use Type 0 (Class 0) riprap s--�' 7- E ✓L C CL.osS % RiP>z AP iP 2. Expansion factor: ' 1 / [2 tan(theta)] = 4.4 3. Riprap length: At = ON = 2.985075 ft2 ' L = 1/[2tan(theta)]'(At/Yt - W) = 39 ft 4. Governing limits: L>3H= 2 ft <=39ft-->OK L< 10H = 5 ft decrease length to 5 ft 5. Maximum depth: Depth = 2d50 = 2 (0 in / 12) = ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width (minimum): Width = 2H = 2 (6 ft) = 12 ft (Extend riprap to minimum of culvert height or normal channel depth.) ' Summary: .T E ✓k CCc�,ss �) 2t P>�p Type 0 (Class 0) riprap f'� if Length = 5 ft `% ' Depth = ft Width = 12 ft B XUR-Y W Yrq (o IwjC.NES fi�So� 04-Dec-98 ' The Sear -Brown Group Riprap Design using UDFCD Methods ' Project. NRRC FACILITY Designer. TGR Project #: 830-001 SWALE C UPPER REACH Date: 04-Dec-98 ' Location: Outfall Box width: 5 ft Tailwater. 0.8 ft (variable/unknown) Box height 2 ft Max Vel.: 1.26 ft/s (soil dependent) Discharge 12.5 cfs 1. Required riprap type: Q/WH11.5 = 0.88 < 8 -> use design charts t H = 2.00 ft YUH = 0.40 Q/WH^0.5 = 1.77 ' d50 = in ✓� CC'C'`FSS �) %zIP2�f --> Use Type 0 (Class 0) riprap 2. Expansion factor. ' 1 / [2 tan(theta)] = 4.4 3. Riprap length: ' At = Q/V = 9.920635 .ft2 L = 1/[2tan(theta)]*(At/Yt - W) = 33 ft 4. Governing limits: L>3H= 6 ft <=33ft-->OK L < 10H = 20 ft decrease length to 20 ft ' 5. Maximum depth: Depth =2d50=2(0in/12)= ft ' 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. ' 7. Riprap width (minimum): Width = 2H = 2 (5 ft) = 10 ft (Extend riprap to minimum of culvert height or normal channel depth.) ' Summary: 4 kv- T C ✓� �t:L✓f SS (p l ,� t P2�P Type 0 (Class 0) riprap ' — yP ^ / ' Length = 20 ft Depth = ft Width = 10 ft EuQy wtfi61 &iur-t+Es T?s011 04-Dec-98 The Sear -Brown Group Riprap Design using UDFCD Methods Project. NRRC FACILITY Designer: TGR Project #: 830-001 DESIGN POINT 2 Date: 04-Dec-98 Location: Outfall Box width: 5 ft Tailwater. 0.8 ft (variable/unknown) Box height 2 ft Max Vel.: 2.29 ft/s (soil dependent) Discharge 18.09 cfs ToTi-L /krrlClp,4TGjD FLOW 1. Required riprap type: Q/WH11.5 = 1.28 < 8 --> use design charts H = 2.00 ft Yt/H = 0.40 Q/WH^0.5 = 2.56 d50 = in ---> Use Type 0 (Class 0) riprap — d SE TPc= ►14 C64-;455 6) AFRAP 2. Expansion factor. 1 / [2 tan(theta)] = 4.4 3. Riprap length: At = QN = 7.899563 ft2 L = 1/[2tan(theta)]*(At/Yt - W) = 21 ft 4. Governing limits: L>3H= 6ft <=21ft-->OK L < 10H = 20 ft decrease length to 20 ft 5. Maximum depth: Depth = 2d50 = 2 (0 in / 12) = ft 6. Bedding: Use 1 ft thick layer of Type 11 (CDOT Class A) bedding material. 7. Riprap width (minimum): Width =2H=2(5ft) = 10 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary. Type 0 (Class 0) riprap Length = 20 ft Depth = ft Width = 10 ft $up,y W t-tbt ( we,"05 T psoc( 04-Dec-98 HYDRAULIC RESULTS Discharge cfs Peak Flow Period (hisl Velocity(fps) I Aiea(sµftl I Hydraulic Radius fl Normal Depth R 125 2.0 1 1.33 1 9.43 0.78 1.13 BEND RESULTS Bend Radius Il Length Protection ft Super Elevation Depth ft 90.0 7.5 1.1 LINER RESULTS 1: 830-001 ESIGN FREQUENCY. 100-w Unreinfl(orced Vegetation I I I S = 0.0040 1L I1 Bolcom 36I 3.0 Width =5.00 It Not to Scale Reach Material TvDe Phase Ve . TVDe Sod Type Manning's'n' Permissible Shear Stress (psi) Calculated Shear Stress (psf] Safety Factor Remarks Staple Pattern Class Veit Density Straight Unreinlorced Bunch 0.060 2.16 0.28 7.69 STABLE E <50: Sid Loam 0.035 0.014 2.46 STABLE Bend Unenforced Bunch 0.060 2.16 0.28 7.69 STABLE E <50% Shc Loam 0.035 0.014 2.46 STABLE 0 ■ 0 HYDRAULIC RESULTS Discharge (ds)__. Peak Flow Period Ms Velocity(fps) Araa(s4fL) Hydraulic Radiusfftl T Normal Depthlft] 12.5 1 20 270 1 4.64 1 0.50 0.66 30 Width ft 3.0 LINER RESULTS Not to Scale Reach Material T e Phase Ve . T e Sod Type Marming's'n' - Perrrussible Shear Shess(pst) Caloulaled Shear Stress fpsfj Safety Factor Rea ks Sta ePattem Gass V D;e Shaight S75 0.051 1.55 0.89 1.73 STABLE Staple D I 1 I I [1 1 North American Green- Erosion Coneol Materials Design Software Ver. 4.1-Slope 02/1B/1902:17PM COMPUTED BY: T G R [PROJECT NAME: NRRC FROJECT NUMBER: 830-001 SLOPE DESCRIPTION: Temmpaary UDhdl Bank Country State/Region Cobrado iD City Ft. Colfsu i Annual Factor Slope Gradient-3:1 0 Total Slope Length (It) �30 Protection Type Temporary Protection Period (months) �— S75 Beginning Month February '.: Adrysled R Value 02 60 Slope Gradient(H:1] � I3 Soil Type Sat Loam K Factor 0.33 Not to Scale Sod Loss Tolerance (in) 0.25 Reach Cum. Dist. -End- Material Vegetation type Growth Habit Density LS C I ASL bare [in] ASL mat [in) I MSL bare (in) MSL mat [in] SILT (in) SF Remarks Staple Begin (fl] [It) 1 0 60 S75 3.96 0.190 0.001 0.000 0.002 0.000 0.25 99.9 STABLE A 2 3 - :# 0 so Composite 0.001 0.000 Vegetation Density -Percentage of sod coverage provided by vegetation C-Cover material performance factor (Fraction of sod lossof unprotected) ASLbme-Average Sod Lott potential of urprotected spit (uraforminches) ASLmat-Average Soil Lon potential w/material (uniform fiches) MSLbare-Masmwm Sod Lon potential on unprotected sod (uniform inches) MSLm t-Maximum Sod Loss potential w/material (uniform inches) SLT-Soil Loss Tolerance fa slope segment (uniform fiches) SF -Safely Factor Composite -Average sod kin from total slope length (uniform inches) I I 1 Mh American Green-Etosion Conbd Materials Design Software Vey. 4.1 Slope 02/18/1911:2 AAM COMPUTED BY: TGR ROJECT NAME: NRRC PROJECT NUMBER: 830-001 ISLOPE DESCRIPTION: Temporary Ol(sde Swale County➢ is State/Region Colorado i� City ColTsu i� Annual R Factor �Ft. Imo" Slope Gradient = 3:1 0 Total Slope Length (It) 15 Protection Type eorary Protection Period (months) �Tmp I'� S75 Beginning Month February E Ac4usled R Value 90. 15 Slope Gradient (HA) �— Sod Type Sdt Loam ,� K Factor 0.33 Not to Scale Soil Loss Toksance (n) 0.25 Reach Cum. Dist. Material Vegetation Type Growth Habit Density LS C ASL bare (in) ASL mat (inl MSL bare (in) MSL mat 6n) SLT (in) SF Remarks Staple Begin (It) —End— hH 1 0 15 S75 1.30 0.029 0.231 0.007 0.399 0.012 0.25 21.6 STABLE A 2 3 0 15 - Composite 0.231 0.007 Vegetation Density -Percentage of sod coverage provkW by vegetation C-Cover material perlormance lacta (Fraction of sod lossof unprotected) ASLbase-Amage Sod Lou potential of unprotected sod (uniform inches) ASLmat=Average Sod Loss potential w/material (uniform inches) MSLbare-Mar snum Sod Loss potential on unprotected sod (uniform inches) MSLmat-Maximum Sod Loss potential w/material (uniform inches) SLT-Sod Loss Tolerance (a slope segment (uniform inches) SF -Safety Factor Composts -Average sod loss from total slope length (unifam inches) v W&EK.S06-ur PR&" CcavTlzE ,4v6Nue- 96F491 NRRCOutfall Overland Triangular, RIP RIP Worksheet for Triangular Channel Project Description Project File I:\jobs\120-030\flumeout.fm2 Worksheet GSA Flume Outfall Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.011000 ft/ft Left Side Slope 20.000000 H : V Right Side Slope 10.000000 H : V Discharge 80.00 cfs Results Depth 1.34 ft Flow Area 26.88 ft2 Wetted Perimeter 40.26 ft Top Width 40.16 ft Critical Depth 1.12 ft Critical Slope 0.028375 ft/ft Velocity 2.98 ft/s Velocity Head 0.14 ft Specific Energy 1.48 ft Froude Number 0.64 Flow is subcritical. 12/21/98 FlowMaster v5.13 04:49:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1566 Page 1 of 1 I i 1 1 I 1 11 n 1 1 1 i I Our /. -I � Q (P PAP ****** HYCHL ****** (Version 5.0) ****** Date 12-21-98 Commands Read From File: G:\HYDRO\HYDRAIN\HYCHL\FRED4.CHL JOB fred4 UNI 0 ** UNITS PARAMETER = 0 (ENGLISH) CHL .011 80 VSH 20 10 ** V-SHAPE RIGHT Z1 = 20.0 AND LEFT Z2 = 10.0 LRR -1.5 2 0 2.65 0.047 ** STABILITY FACTOR 1.50 ** SPECIFIC GRAVITY 2.65 ** SHIELDS PARAMETER .047 END ***************END OF COMMAND FILE************ fred4 ------------ INPUT REVIEW ------------ DESIGN PARAMETERS: DESIGN DISCHARGE (CFS): 80.00 CHANNEL SHAPE: VSHAPED -----CHANNEL-SLOPE-(FT/FT):.011 --------- HYDRAULIC CALCULATIONS USING BATHURST ------------------------------------- FLOW (CFS) 80.00 MAX DEPTH (FT) 2.03 AREA (FT�2) 61.72 WETTED PERIMETER (FT) 61.00 HYDRAULIC RADIUS (FT) 1.01 AVG VELOCITY (FT/SEC) 1.30 MANNINGS EQUIVALENT .122 Davg / D50 2.33 FROUDE NUMBER .16 REYNOLDS NUMBER (W5) .37 RIPRAP DESIGN ------------- LINING CONDITION TYPE .BOTTOM; STRAIGHT RIPRAP SIDE; STRAIGHT RIPRAP *** NORMAL END OF HYCHL *** PERMIS SHR CALC. SHR STAB. (LB/FT�2) (LB/FT�2) FACTOR ---------- 2.11 --------- 1.39 ------ 1.50 2.09 1.38 1.50 D50(FT) .44 .44 ke—z CuiavS 12 ,1 HYCHL ****** (Versio 5.0) ****** Date 12-21-98 Commands Read From File: G:\HYDRO\HYDRAIN\HYCHL\FRED3.CHL JOB fred3 UNI 0 ' ** UNITS PARAMETER = 0 (ENGLISH) CHL .011 80 VSH 40 10 ** V-SHAPE RIGHT Z1 = 40.0 AND LEFT Z2 = 10.0 +�—r LRR -1.5 2 0 2.65 0.047 ** STABILITY FACTOR 1.50 ** SPECIFIC GRAVITY 2.65 ** SHIELDS PARAMETER .047 END ***************END OF COMMAND FILE************ fred3 INPUT REVIEW ' DESIGN PARAMETERS: DESIGN DISCHARGE (CPS): 80.00 CHANNEL.SHAPE: VSHAPED ' CHANNEL SLOPE (FT/FT):.011 ------ --------- HYDRAULIC CALCULATIONS USING BATHURST ------------------------------------- FLOW (CPS) 80.00 MAX DEPTH (FT) 2.12 ' AREA (FT"2) 112.49 WETTED PERIMETER (FT) 106.20 HYDRAULIC RADIUS (FT) 1.06 AVG VELOCITY (FT/SEC) .71 MANNINGS EQUIVALENT .229 Davg / D50 2.32 FROUDE NUMBER .09 ' REYNOLDS NUMBER (10-5) .39 - RIPRAP DESIGN ------------- LINING PERMIS SHR CALL. SHR STAB. CONDITION TYPE (LB/FT-2) (LB/FTA2) FACTOR D50(FT) ------------------------- ------ ------- BOTTOM; STRAIGHT RIPRAP. 2.21 1.46 1.50 .46 Dk SIDE; STRAIGHT RIPRAP 2.19 1.44 1.50 .46 �T7 ' *** NORMAL END OF HYCHL *** 1 Easement Documentation 14 I . -r tFi v - 5 Y' RCPTN 1 88G01246 01/25/88 '. 14:17:21 - 1 OF PAGES - 1 FEE - 812.00 M. RODENBERGER, RECORDER - LARIMER COUNTY CO STATE DOC FEE- DEED OF STORM DRAINAGE THIS DEED, made this Ido of Colorado State University Research of at on ( CSURFO), of 1987, between f t County of Larimer, State of Colorado, GRANTOR, whose address is 601 South Howes Fort Collins, Colorado, 80521, and the CITY OF FORT COLLINS, COLORADO, a municipal corporation, GRANT, whose address is 300 LaPorte Avenue, Fort Collins, Colorado, 80521. KNOW ALL MEN BY THESE PRESENTS: That for and in consideration of the covenants and agreements herein set forth, thw sum one dollar (S1);: and: other good and valuable consideration in hand paid by Grantee to the Grantor as set forth In more particular in the Master- Agreement for the Centre for ` Advanced Technology Special Improvement District No. 90 recorded in the offices of the Clerk and Recorder of Larimer- County„4- Colorado,:-at-Reception No. 87043407, on the 28th day of July, ' 1987,.the receipt -and adequacy of: which is hereby acknowledged, the Grantor hereby grants, sells and conveys to the Grantee to µ have and hold, a permanent easement for the installation and maintenance of storm drainage. facilities on that certain land.: which is situated in the Countv of Larimer, State of Colorado, t '' being described more fully on Exhibit 'A" attached hereto and b} this reference made a part hereof witness our hands and seal' this day of��`— ti 1987 COLORADO STATE UNIVERSITY RESEARCH µ � _ FOUNDATION By a Hutcha son III, Press ent' a,p a STATE OF COLORADO COUNTY OF/LARIMER ) r ` r"l.I., The regoin instrument was acknowledged before me this,Ya day of 1987 by R.B. Hutchinson III as . �w Presiden for Co orado State Univesh Foundations my corn < ; r My commission expires: 1MVi-h1aunL:'nAv2- / ?y r . fr�y s; txt b0521: e�y zi3 ♦ C � a4 w.y ' v1n C 11F((e. C .,cu Y nA Y1U�•a. �? Accc ted by the City of Fort Collins; Colorado, this Jrt� L day of 1986. .� CITY OF FORT COLLINS, COLORADO rt whJ .• � C � C ° Y Cx y);Clerk f vim":. x - (Seal) cat/deed.l - MN • jS V011-1 Y i Y TM � iS1`•MI iT.f N - �� T 1 Tw..r 1)j 1 Y ���gr '^'-�{'� Vic'•• � —. -..._ -."— EXMIT A DESCRIPTION "I DRAIXACE REPORT c.s.u.R.r. An emement over and across porti One Of that certain parcel lo- cated In the East half of Section 23, Township 7 North, Range 69 West of the 6th P.H.,, City of Yort Collins. County of Lariner. T State of Colorado being more particularly described as follows: That Portion Of two easements one being 68 feet in width and the second being 60 feet In width with foreshortened and prolonged. sidelines to met the property lines and shall be 34 and 30 feet each side measured at right Inglex and parallel with the center- line described as follows: Considering. the South line of the Southwest Quarter of'said Sec- tion 23 as bearing North 89*25'51" West from a found steel pin in pave ment at the South Quarter corner of: said Section 23* to a -7 found P.jc.� nali'l, at the Southwest corner of said Section 23 and-5',. with all bearings contained herein relative thereto a a. Commencing at the South Quarter- corner of S said Seetloa 23; ak V_ thence, along the N*rth-Soucan tar section line of said Section North 00ol8'37" Easti 2426.11 feat to the rona oy M BEGINNING of the centerline of the 68 foot easement and being _; on a ' curve concave to the Sout-he, t having a central angle of 1501410 radius of 610.00 feet and a chord of which bears, Korth 59*23'27'. .- Y -1. Last, 163.49 feet; thence, along said centerline inid,thWarc-of S j�r 6 said curve 163.98 feet; thence, North 67*05131" East; 333.87 feet,:_-� to a ' point on a curve concave to the Notthwast.h&vin g a central angle of a radius' of. 907.46'feet and� a'­c hord; whichl,�', - bears,, North 61816'34" FAst, 189.71'feet; tbeii_c`o',*'alo_ng Lhe 1 arc" of said curve 190.C6 feet to the terminus of said .-S foot' 'ease went said point also being the BEGINNING of a 6a foot easement;. thence along the centerline of said easement, - Southo. 82* 31'25"" East, 424-81 feet to a Point an a curve concave to'the' North��_�.'- . _having a central angle of, 27*A2158"j,..* a radial us feet- and the. chord- oU which bears" North 83'37'06". East, '�191A2 feet - -:Zz- 7 thence along the'arc of'said'iurvi"193.50 feet; thexie'.'V­Nofth 69* j 59'32^. - East; 379.61' . feet to a point 61i, a" curve concave Northwest, - havinfi­ iluti&i 'angle of 42*� 14'20". q.. c 00.00 feet and the chord of which bears,- North 48*49'291 East, 288.25 feet; thence along the are of said :curve 294.99 feet; thence, North 27*42'19" East, 104.43 feet to the terminus of said. - centerline. V above desc-ibed easementi ccntains 2.998 'crga., P TC-GLTHIER W -74 Ale .. Z. M-6 159% ow md 1. I u ' DESCRIPTION: DRAINAGE EASEMENT VACATION EXHIBIT A portion of a storm drainage easement, recorded at Reception No. 88003246 on file at the Larimer County Clerk and Recorder, County of Larimer, State of Colorado, to be vacated, located in the East Half of Section 23, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado, being more particularly described as follows: Considering the South line of the Northeast Quarter of said Section 23 as bearing South 89°2 FOY East and with all bearings contained herein relative thereto: Commencing at the Center quarter corner of said Section 23; thence along said South line, South 89°21'03" East, 463.76 feet to the POINT OF BEGINNING, said point being a point on a non - tangent curve concave to the Northeast having a central angle of 05°09'30", a radius of 533.00 feet and the chord of which bears North 53°38'29" West, 47.97 feet; thence along the arc of said curve 47.99 feet to a point on a non -tangent line; thence along said non -tangent line, North 67005131" East, 11.61 feet to a point on a curve concave to the Northwest having a central angle of 12°1T00", a radius of 873.46 feet and the chord of which bears North 60057'01" East, 186.90 feet; thence along the arc of said curve 187.26 feet to a non -tangent line; thence along said non -tangent line, South 82°31'25" East, 442.39 feet to a point on a curve concave to the North having a central angle of 27029'05", a radius of 370.00 feet and the chord of which bears North 83°44'04" East, 175.79 feet; thence along the arc of said curve 177.49 feet; thence, North 69°59'32" East, 28.41 feet; thence, South 19°50'32" West, 77.47 feet to a point on a non -tangent curve concave to the North having a central angle of 24°39'15", a radius of 430.00 feet and the chord of which bears South 85008'59" West, 183.60 feet; thence along the arc of said curve 185.03 feet; thence, North 829 F25" West, 407.32 feet to a point on a non -tangent curve concave to the Northwest having a central angle of 09028'21", a radius of 941.46 feet and the chord of which bears South 60027'01" West, 155.47 feet; thence along the arc of said curve 155.65 feet to a point on a non -tangent curve concave to the Northeast having a central angle of 03°26'49", a radius of 533.00 feet and the chord of which bears North 57°56'39" West, 32.06 feet; thence along the arc of said curve 32.07 feet to the POINT OF BEGINNING. The above described tract of land to be vacated contains 49,338 square feet more or less and is subject to all easements and rights -of -way now on record or existing. 11-29-98 (ran, mpm) 83000leal.doc I I 1 1 1 1 I Iad rn 7 Z 0 U U. ON �- Z JWJ =boo U N oC 0 Q W WZO U F=-�0O Z �I-1-�� F_ W Li F- WZZQ F- <N< U OaCCW �=WM o Z 2 o� -Ja J o a J LL � a ll. UO OMZ �-NCCF- UZaZ ~VDU aNW LL. O orn NI II N I W � J a Q O U N Oz zo F w N � W X 2 W 00 0 _ W N oN U W W a W O 4 Z W W F- O z F- z w 3U cn O7 WcrZ w� ZZ� ZN O U~Qrn M` Q v a N N r, Of O 0 m � U � ^ m W VINJ OZ Z F- N Z 3 Q O N M d W N n I ow fD lY y I : 1a a N 00 U I M M ims W 3I° W I � N O N I LL N N I (n N\\kco oo N m oo co 11) y Z� I N al La r. rn n. X U W Z 3 VO I-z N u N dV'N JIn IN N0 LLJ UVIN J� 3 rn m I z f- I M N z O F U W N W^ 00 Z W F-a Q w m ao F- Q N W N 2 a F m cr O z W 2 O W z J 7 O In W w Z F- J cr =a F- :) O Or O F- UV) CO L, a = W O a ZO O Z s F- w O a ao r vmnm n.� W J Of � pOi � tOp � 00 = d. m 1, CO In M U 3 w W 3 3 3 �: : : z Z N O O N O r,m IJI N -0-ao i, is Q W r N� O N Uo m m Inmmrototo z z Z fn In z jomoocoo o 4-o o v o m O Q POna0 r) 1, n rM n M C) ly InmMvrnln Q o M o O n O v o N rn W O N r :V :V In N I� v C7 rr1 W i C-4 rO !Zr Q Q Q Q Q Q U U U U U U U F- z w m w N a w w� o d Q N Z ao ceo 000 O OZ IN Z LLJ O 0 F- 3 °- w U 00 W (D(r 11 DESCRIPTION FOR A DRAINAGE EASEMENT: ' A Drainage Easement located in the East Half of Section 23, Township 7 North, Range 69 West of the 6ch Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado, being more particularly described as follows: That portion of an easement 60 feet in width with foreshortened and prolonged sidelines to meet the Southerly line of a tract of land having a Storm Drainage Easement, recorded at reception number 88003246 on file at the Larimer County Clerk and Recorder, Larimer County, Colorado and shall be 30 feet each side measured at right angles and parallel ' with the centerline described as follows: Considering the South line of the Northeast Quarter of said Section 23 as bearing South ' 89°21'03" East from a 2" aluminum cap at the Center quarter corner of said Section 23 to a 2 ''/z" aluminum cap at the East quarter corner of said Section 23 and with all bearings contained herein relative thereto: ' Commencing at the Center quarter corner of said Section 23; thence, South 82°03'03" East, 413.56 feet to a point on a non -tangent curve concave to the Southwest having a central angle of 10°41' 15", a radius of 317.50 feet and the chord of which bears South 68000'09" East, 59.14 feet, said point being on the Southerly line of said Storm Drainage Easement and the POINT OF BEGINNING; thence along the arc of said curve 59.22 ' feet; thence, South 62°39'32 East, 25.72 feet to a curve concave to the Northeast having a central angle of 15°34'05", a radius of 572.5 feet and the chord of which bears South 70°26'34" East, 155.08 feet; thence along the arc of said curve 155.56 feet; thence, South 78°13'37" East, 60.61 feet; thence, South 76°58'54" East, 139.78 feet; thence, South 75°19'03" East, 153.81 feet; thence, South 70°08'35" East, 164.16 feet; thence, North ' 18°27' 16" East, 322.33 feet to a point on the Southerly line of said Storm Drainage Easement, said point being the Terminus of said centerline. The above described Drainage Easement contains 1.491 acres and is subject to all easements and rights -of -way now on record or existing. 12/29/98 ' 830001ea2.doc (mpm) 0 (V rn W_ O O O co < 03,E .. .. lO V1 Wes= W Z� lL� �\\♦\\ 00 t WOp� W . \ a n m \\ ♦ \ ZN I U'Q° � ZrZ Ly O \\ ` \\ OLO y W 0 N J I- CY N a VI a 1 \ \ Q.' O W W m a 0 \ p Z WZV)v J a N\ V) O W M Q 0 O in \ 3 0 V \ \ \ W N U W W ♦ \\ \\ to � W C9 Of d \ :to Z O 7 \\ \ \ M a O N W \ \ M m CD N \ \ (n 0 LL O \ Z U V) Q rq O CC)�Z a� �O O JWJ 1 1 11 (D mLL)U�� =�0d p I 1 wzo,o 1 W n N M (n M O U atl m N a0 • W =�/ LU 0 0 L rJ 11 I � x Z U I III °3 �N� W LT Q LL 11 I l0 ZLLJ Ln �A . iL Ir O U. U I I I N r 1- I I �D V) = 1i�� W I ' I ,tn Z (--� '— W OO W I I I N W O N N C WOV¢ w j' I W oc <pntn LW F—Z Z N 4 I I I o W � Cl) Q�Q I I I N v� rl N U �"� I m W 00 N �UU QO� Fr nrn 0 C)N�a: d \\\\ °^°`to N cli J Q .� \ U m a.VJVO \ WOti Z " aNN to U Z n- to in Z O ONTO\ \\\ V) a o I�-O�0 �Z Oda\ �` \\ �°�° U�pV �w \ QW W 0 CU2 00 rna \ \ 0Z fn= (yaw cCrcai \� Nz LL w w W ♦`i�♦` \ w o O O is p F- Z N '\\ \ 3 �" ZZ U M-r. \♦♦. W F-cn0 O��aN� OX2 zwcn aUvN�O1 \ a DESCRIPTION FOR AN ACCESS, DRAINAGE, POSTAL AND UTILITY EASEMENT: An Access, Drainage, Postal and Utility Easement located in the East Half of Section 23, Township 7 North, Range 69 West of the 6`h Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado, being more particularly described as follows: Considering the South line of the Northeast Quarter of said Section 23 as bearing South 89°21'03" East from a 2" aluminum cap at the Center quarter corner of said Section 23 to a 2 ''/z" aluminum cap at the East quarter comer of said Section 23 and with all bearings contained herein relative thereto: Commencing at the Center quarter comer of said Section 23; thence, North 78°28'22" East, 375.03 feet to the POINT OF BEGINNING; thence, North 42°50'32" East, 322.77 feet to a point on a non -tangent curve concave to the North having a central angle of 76°59'22", a radius of 125.00 feet and the chord of which bears North 84°09'44" East, 155.61 feet; thence along the arc of said curve 167.97 feet to a point on the South line of the OPEN SPACE/PEDESTRIAN-BICYCLE TRAIL recorded in Book 2108, page 1021, Larimer County Clerk and Recorder, Larimer County, Colorado, said point also being on a non -tangent line; thence along said non -tangent line and along said South line the following five (5) courses and distances, South 77°50'54" East, 71.54 feet to a point on a curve concave to the North having a central angle of 24°40'45", a radius of 262.50 feet and the chord of which bears North 89°48'44" East, 112.20 feet; thence along the arc of said curve 113.07 feet; thence, North 77°28'21" East, 223.36 feet to a point on a curve concave to the South having a central angle of 40°08'05", a radius of 62.50 feet and the chord of which bears South 82°27'36" East, 42.89 feet; thence, along the arc of said curve 43.78 feet; thence, South 62°23'34" East, 77.14 feet; thence, South 00°00'00" West, 192.45 feet; thence, South 19°50'32" West, 274.80 feet; thence, North 70°09'28" West, 196.33 feet; thence, South 19°50'32" West, 103.85 feet; thence, North 70°09'28" West, 165.61 feet to a curve concave to the South having a central angle of 16'18'11", a radius of 204.00 feet and the chord of which bears North 78"18'33" West, 57.85 feet; thence along the arc of said curve 58.05 feet to a point on a reverse curve concave to the North having a central angle of 39*18' 11 ", a radius of 533.00 feet and the chord of which bears North 66°48'33" West, 358.49 feet; thence along the arc of said curve 365.62 feet; thence North 47009'28" West 41.16 feet to the Point of Beginning. EXCEPTING: 1 A portion of land that BEGINS at a,point which bears North 78°28'22" East, 375.03 feet; and again North 80°50'56" East, 639.96 feet from the Center quarter corner of said Section 23; thence, North 19°50'32" East, 110.00 feet; thence, South 70°09'28" East, 195.00 feet; thence, South 19050'32" West, 325.00 feet; thence, North 70°09'28" West, ' 110.00 feet; thence, North 19°50'32" East, 215.00 feet; thence, North 70°09'28" West, 85.00 feet to the Point of Beginning' ' The above described Access, Drainage, Postal and Utility Easement contains 6.401 acres more or less and is subject to all easements and rights -of -way now on record or existing. 83000lea3.doc 12/23/98 (mpm) r Z w w w w w w w; 3 3 3 3 w w w; 3 w 3 Z z a N e N e•• a• O N aOD • N a O aCO ••N s•N _ a N CO N M If1 N M O M N M N N in N M N M N Q00 O 0 O N10 o "0 b) N 0NN OtoO In O O P p 0 in 0 N w 00aNNC'ib 0 0N0o)b ,OrnO CO Z Z M Z O M W Z M Z Z Z Z W VI Z z z w m F, U on v Wv 0aoorMia�o�oco0000000 Z en r, v(o Mir 00LO 000 Vj W Z W J M M N N (o M CV J W Z J J J J J J OJ O J �_ J N J M J sY J In J to J n J CO J J v, Q', LL 0 w fA I �_ JwJ J � =CVO o� a W`Omo QwOJ Oj W0LL0 ZI w<LLv Q 1=- 0 J a �I--tw o cc CO azaN O IL O CL Q w 'J=wm �¢ Z ZZ Jo<J 00 Q0~ OC O�z. ~NCCH UZn.j o :c cc F UmU W U Qww rO _ Q 0~ N w O d UFri (wj ma wI Q O OV) C14 Wy Z W O J �m U V) (AH 91 O 000 N II 0) ,rn N w I J U N (n a 3v � z W Z M Z rn cr �- J UI.j Q onj N N .0- w (n w VI N J I I Z n M M O0 1n W O�� V)M J p cl� to OCA CV to o) O �CVN m co v n to U ' w w w ; 3 to i7 i7 Z 0' v M M M IM '00 IN 00 00 W (Q O a N a m CD 00 CIO M N W < ZZ V)ZZ i D O N 0 O O p N N 't M UN N O N N Q N to N � N t O .- 00 00 W p N co C) v O o �0 M N N v W NMv V) (r a a a a a D U U U U U U w Mo COZ oo�W wW^m z I.- w Zi0=W�0 jN V) jOVfn Q (fin Zfwnm m O 3_ %I d Of a �a � U ( \ Z N cr `\ 0 !L I U dN jlLO O�UaN0 C� UfnN J O, no p W H p Z W.W Z EDQo W W z0 z i= ENO O X = Z W fn SEEDING CHART Npm1 4A6Nx:AT AND ORAOAT DE 4V y IPIN b .n"nnsi MYI^lin, Sme/s Ce+�Om' »m w So as woY O�wa' 19ew W M 43 weaX ,ffift. 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Mi„was, .., w1 ...�.�.�..sedroort .'for SAY dateby Mal a. atom and he lord City Crabrat prosel rho timing 4roor of Opt IS at W, or any of,, India S Into ��tOy by the am NO small ma."mwng r to Worse nursed Al Marble and . woos 1e be ANMe . the ml No i op and Entordin Col CHOY Also m A olPoelo .IxluI IA LIA A WHOCAN a<.w g pml al ANINIAnd Ell call Method. mmmt Sell Solort q'i EROSION a 4 w Am MOW III= Slit cable Moman a. DAM Pyrorgilgh CwWA` F." 1Paw OM. u,M Mal ..a Winea Torephyroarrys=ww11qMad W.tol.t. <s %•/ ON wUGnw Na. w 5a� �rz�o� D — DAMwN 6Y CLn MY VA1O5w F MµpAAT ApM AM MP1c.nDx PAR M AWE W SAW R1¢01gI YwA$//� DEVELOPED SITE HYDROLOGY m9GN POINT BASEN(S) rEA (one) COMP061TE I pt, 1 t 1 Y.dt aro 60.t E 2x4 1 Tu an 111 RECOMMENDED SPECIES A APPLICATION RATES OF PERENNIAL DRY LAND GRASS SEED FOR FORT COLLINS, COLORADO (UNION 111) CALL urEnv NDTMATNW CENTER C! COLORADO a' ro a_' <,� 1-800-922-1987 =� 1fN m Ala9 w 534-6700 . m Army G M m 5 N .» » 1 Dill mawTMwM Simmif Pwu a1Ww, !"i .rU rq 4wni1» 166 w xae W Mlulm uiiLNPM" no I any le a a Nelson SwatNN NN Lii MNwd»n P.. a z. LEGEND IWSprazoor "t ashista we w: xi00 mm1 i dam In...e.w.. 9li FENCE IO t MI DDY CLAY IbY CLAY ww a lV uAT W f12 0/e W ANN YL) x - xle. �� FAlmW mm 7.2 �1 Ix 4p 0v- teat an - E155TN0 CONTOUR .iwga.. Amlm Mrtu 11 5 FOCI AS Calif x xW IY.yR ww yx6• �S4 51 m Om PROPOSED CCNTWR dip-.ee Psw e1.6 m Snf 1,e f-J-� —69� INdom to g d+ v�Mwn m MU Wan 15 Yvh C1 yo Wan x Mu. lmwiiwn _ DIRECTON OF ROw pPw Wmry<w<e� b Cat- a" AN C,mm, ta4 Ym1 Q DE40N PUNT WealPoLHWn H[N WIN" 4�n r�Niapaa. it 1 25 Y4 in., weemeewDRAINAGE BASIN BOUNDARY.M�l CLAYe.rY awru(1/K had » IA "Y• 1wIT BASIN NUMBER off... .5 Cm Mean In».Weae 5 AN awl.WY n id f s, Wti hl Cm1 50 SW InVMcp 1M 5 iY, a <Pa,a ISO I It ONL�rtvin 0:".W eIa 1.MAC- BA9N AREA ILW lx �• a re1Mr0�vf 16� Lw1 25 i:.'�:"° ^ S.A=F/DITCx w/ RDw / VROw WmrwaCl awwm L"aa-,, It 1 1 w, 111 C. nisl ixeM». a5r Y1aM e1Ml» s, .+M» �. B STRAIN CHECK CLAM R3�MYwS! Pie nla a. is /yam 1m NM.sY 1qY 6„SM ma Mamwhlwwimw Y.dra YW MfYt nlm FAA DAM nN a.0. 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Y :. 1,00 T., An � Jit r Ait /llli� 7 I FIRM /8xrs MW S L ME am M Sa1 i1m ALL T Y��" STASAIRECZED =w�A MA :T — y !REVIEW AND SEED IOWA DAM WIVE IS ADmwo — - _ --- ---r-- zr---- -- Lw6 awa i61P/ - --. a{,ExT CT.w x{Mi .1p 5@Mt --' AN ILI All -- // /�LET -1 AM y `'. AN `__- •L i tw.•1Sallox-Are 5 --- 6wmuwau�_r --_ -- /----JJ �- ,ror, i - I on1 In 5 e City of Port Coi Cotorwdo UTHM PLAN APPROVAL APPROVED: — Dbmb M a0^dwiN R4 C CHECxEO BY: Salc. Eaalad"w WOOS 0.1e G fam BY: � 9am.aW UWIL, p1r J CHECKm Or. Evb It 6atYa CW NEIXEO BY: hM olEfxm ar: pM LL I F Z Z LLJ 0 U I- Q tea/ Q LL Lit W (A)O LLI a' W H O U J U All (4 O LL Z N J LL1 1 O d' U U Q j)� � Z Q m Z U N � CJ z DRAINAGE AND CONTROL C2 JOB NNUNMBER FA 1tl-01tl-O' W� SECTION 3�e' X 2'-B' 1. !'-B' A SLOPE PULE T] MATCH RAPIDS) PATTERN NON- PUAI FIRBi SCREW SIDEWALK SEC. D.LLVAWIID B' FROM FRONT ED(I C STEEL PUT SISEAL'A' OF PUTS UASMm M-111) B B a DOPE _ L , tl L 7. x YTT x ♦'-- M RsW ULED P. CALVERN Jam B,EFL PlA,1 SECTION A -A (ALTERNATE) (A.ASHTO Y-„t " m PLAN MEW Y Y-0 3• x, T 1/G' SLOPE e• YIN. SJ 3,-D, SLOPE y.-B. SECTION B-B I/a NOTE: WHEN THE CURB IS SEPARATED FROM THE SIDEWALK. THE STEEL PLATE SHALL BE PLACED DN ME SIDEWALK AHD ME CONCRETE CHANNEL (MINI B' THICK WALLS ON EACH 3' SIDE) CONTINUED INTO ME CURB AND GUTTER. METAL SIDEWALK CULVERT FOR CURB, GUTTER AND SIDEWALK air 04S Mm To Y N P (IMPACT BASE Mr WM a a a SUN THIN 3 YET ustdmima mM slru M L H.NG FARES a AxKEnK u19MATE@AM FLAT -TOP STORM a I--e'10' 3 3/v TON 1- Nwm 11IAr.K ru 00 TH RIT n 1:1w ! ITEMS EXINED MI FABRIC m MON. % UNDERDRAIN N.TS. •r °. r-o- Fne• e'-o' .T.s. 4ofE ttAIE RI YA1CX y SIOEWWt i_ SECTION A -A r ND RIKY%If un w'M Mom Ho S nah LE wTE 3/11' MAW SCAFw - te'O.C. w/ CWxTERaxK HEAD FlLSN w/ PUT DETAIL 'A' PLASTIC STORM DRAW BEDDING PLAN NEW (SINLAE SECTION ONLY) Y Y-o' 3• 6.3. Y-o• 3• 71/Y Y.l SLOPE i' B D.• Yn SLOPE t W—O' SECTION B—B NOTE: WEN ME CURB IS SEPARATED PROM ME SIDEWALK ME STEEL PULE SMALL BE PULED CN ME SOEWAU' AND ME CONCRETE CHANNEL (KIM BY NICK WALLS ON EACH SIDE) CONTINUED INTO ME CURB AND PUTTER. DOUBLE SIDEWALK CHASE DRAM or M Tort FINE. mo.cw STxucrtwu IXTO To If SLAP M 11P K 1R AND CONSIST OF M MATE II MATERNAL. W AXS/P-MI ev'nd eo-lm N"M MIw X,-e m e o-z rw BALL YlF"Ma wWF. u M1Q PSIKY mmmL RAIL 1£„GN TABU HYPE J BAWICNE FIXED MOVABLE LENGTH F-A M-A F-B Y-B F-c Y-c F-D Y-D i 1. SLAY BE FABRICATED OF WYBM. KU UM PF OTHER 9.NTMt1F U W T MENMT MATERIALS OF STRUCTURAL SDUNDNESS 3. TYPE 3 BARRICADES NAYS J K CTP MAIL FACES IF FACING TRAFFIC IN ONE DIRECTION NYJ M IF FACING TRAFFIC IN TEND DIRECTIONS I FIXED BARRICADES FABRICATED MM TRANSIT POSTS SMALL HALE ME PORTION OF ME POSTS KlEW ME HRPIND LUXE DIPPED IN HOT CREOSOTE OIL. ME PERFIDY OF ME POST ABODE ME FAWND UNE SIAu BE PUNTED IN ACCORDANCE MN ME APPRORATE GENERAL NOTE, C DETACHABLE EXTENSION RAILS FOR BWASSNG OF CONST- FRICTION EQUIPMENT ARE PERMITTED. WEN NECESSARY, ON F11® OR MOVABLE TYPE 3 BARRICADES. ME LENGTH SHu BE ADEQUATE TO CLOSE ME BORROW PIT AND/W SHOULDER AS REWIRED, TYPICAL TYPE 3 BARRICADE a wd N TEME: Ja JI mN: M p a'm°iw�:w « I:WM N�iM wa'�w.a a ammuma, OW IS � M MEN MY RISE MOIL Yd LM.) T' xa PAVE) MBTulA PAMD MSTNUIKH •KWw• srAwm �ONw MST w IT Lwo, rwm MUSEUM wxrm SANITARY SEWER SERWCE CLEANOUT DETAIL D. PAVEMENT SCHEDULE TroNk Mp AdvactIN RMcrnmml♦I PPwmml NkIM (Ftlw) AMPKINk Cmart. SurtMA A9YA9PW Bou CWr" Nmt-41W BINmFmr BPN PxOVA C t CyWM0 TPIIY AutanmAA A J ♦ T Parkin a P t C s s ucm veRk A J e Y mama B ] J s C e e •Y .ola 'No 'T "A o.Ef FFrom ` nW a ma DETAIL Mi NEW $ T� r, o.c cTro.l m..c1m e.oPA1 N �- • . r Drw TYNm . -. k M.1W mL x.nW ELEVATION SECTION 6 AR TER EACH STORM NENT REMOVE SEDIMENT MCI HRx HAS YEN [WED, REMOVED �YENT 9uu VON THE MK�wHTT R� SEDIMENT CONTROL FENCE BEQI FIHN' 1 NSFNIATx1X 1 saE PATmw w SMAP16 RA SO Y) EROSION USES; C.11 aA R CONTROL FABRIC u. sTMYES r STAPLES AND Lw MAY K LIKE Tm M MEANER MAY K KQBSMv TON OF MAIN I HARD US ROCKY xaS CHANNEL + END FABMC .V + INSTALLATION M STML m1 v � � ///IIYYY"'111YY"N.nnlll222 clmar eTLis STNNS v /+re EROBM)N CONTROL FABFW: INSTALLATION NOR NSTTML RA SAND C 1M' N ESIENKM SUPPLY _COOLANT ..TIA TO VIEW RMNMN or THE GR ralw MUAFACR.Erts KEwMDaAT 1E aMIT, PENE HIGHER THAM -11=11=11=1 SECTION iQ v PLAN VIEW PROFILE VIEW M wARDR n"�Tmom. E � (SAINI.PY.wn MST BE REN� AFTMONTHS UNLESS ER THE mmunwD IMMON M LDMYA HER, EROSION BALE CHECK DAM Ll C ICAN V GBITPA O(FL COISLOORAIDED / 1 80A�0�-Q922-ILA I „OHS: m 534-V m 1. EXTEND EROMON CONTROL FABMC TO l00 1' KRTCAL ABODE MAX. ROW DEPTH AS SLOW IN SKATE CROSS SECTORS � 2 ANCHOR BURNET IN A G' DEEP BY 0' WCf AKw ulSnu TRENCH. BACJ6Iu AND COMPACT TRENCH AFTER STARING. TRENCH AND STAME NLL LENGTH ALONG EDGE CP BLANKET. EROSION CONTROL FABRIC KEY TRENCH In I OLy of Fart Collins, Colorado UTDIC! PLAN APPROVAL D: WMAm Y 4E4fThE NM BY swr A vW ONty 0.Y Bn }opWV Ulpty RM BY: Heb E 1rABtls BAY BYMAW BY: w LJ ~ Z Z O w U H— Q 2 � U O CE a Q w w O LNJ C) O W N a W LNLI ~ O U J O � U O L— Z V) J LJ I O U U Q ILL. z � Z H r am Z U N X U CE Z DETAILS C6 JOB NUMBER I3O-NI z� 1 ao 1 6�0 1 do OFSECTION OF TEMP ACCESS ROAD ACROSS DITCH ca ti - LEGEND 99 PROPOSED INTERMFdATE CONTOUR -(\ —OD— PROPOSED INDEX 004TOUR / ,may PROPOSED SPOT ELEVATION ellPAM e ROWUNE UNLESS OTHERWISE MOM (III EXISTING SPOT ELEVATION 99S e FLGNLnE VntEss VD4DRMSE MOTED --- .n. - EXISTING PITERMEDIATE CONTOUR \' EXISTING PIDEX CONTOUR GMP:I Af(tl� II CURB AND GUTTER ^ r DUTFALL OURS AND GUTTER /, / E9999e9e9999E L1MIi OF CCNSTNJLTION ,.,• "�'' r. •�• I. EXISTING RKEPATM - ''l' ' /fflffl If PROPOSED MIKEPATH e e A Joe % / of _- - - - - -— — - - - -- --- / \ _ SEC 25-7 San > r \,\ � W rp Rombb � 1 WON I----- ____________ I / lee tlm1*,/ HALO ____ CALL UTBITY NOTIFICATION 800 922 198 �N r------------ %! L - --'----------- m 534�6700 -_-__._____--.__-_ /'__ 11--'t - '--- - _ MAIN"J- fee GRADING PLAN FOR TEMPORARY ACCESS ROAD ACROSS WCN i Y ` st •¢xmE .Nxaµe NAfs SCALE: 1'.W ME. DOWN AND SCALE 1'.40' 1 �� ,mT.N 1 uRno Wawlcna ___ 4992_________ _ _ _ 1 1 \ _ _ ___ 1MITE: PROPOSED BLANKET UPUTY, ACDESS, POSTAL AND I \ _ ___ __ - -� MANAGE EASEMENT BY SEPARATE DOCUMENT a_= _ ______ - ______-_'- _ "DRAINAGE SEE EASEMENT IMEIRISM APPENDIX OF mac-+ ¢Ei-------------- 4-r------------ NEW �ZM— a _- , , If % � 1 l L_ h F R`• ;,. ;:a If ef IL 4995 LL W ~ z Z O W U � Q U O Of a Q of W O W U O cr {n a W LLJ O U J O � U O W z N J LLJ O U U Q M Z am Z U N CJ Z MRD,MPM i V L' Eta les - IDMFYN L,Ou wA -- _ RsuTm Mwa MB aCmI ---------------- 'eejooq MOM _ - ------- -"-- GRADING PLAN _ Oy Fort colum, Cowmao of OTDATY PI APPROVAL APPROVED, ----_ D9alr J epwq DYA _ Of MCI Pc sIpAM ---�_ - -__. OIEtl2D BY: `���- •_ Fair A.wM..1=UmNE C3 ___ CROCKED BY, _ -' Ymwtr may M1Y 01ECKN BY: M1.Y R Ymtllm 0.4 ______-. 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