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Home My WebLink AboutDrainage Reports - 07/12/1995 (3)EaTy 11 0 of Fin roved Report FORT COLLINS pafie 7/ 'q-�5 FINAL DRAINAGE REPORT for FAIRBROOKE TRACT "A" City of Fort Collins, Colorado December 14, 1994 prepared for: Wheeler Realty of Fort Collins prepared by: Northern Engineering Services, Inc. 420 S. Howes, Suite 202 Fort Collins, Colorado 80521 (303)221-4158 Project Number: 9435.00 Northern Engineering Services, Inc. December 14, 1994 Mr. Basil Hamdan Stormwater Utility City of Fort Collins 235 Mathews P.O. Box 580 Fort Collins, Colorado 80521 RE: FAIRBROOKE TRACT "A" City of Fort Collins, Colorado Project No. 9435.00 Dear Basil: Northern Engineering is pleased to re -submit this Final Drainage Report for your review. We have addressed your comments contained in the red -lined, drainage report dated November 1, 1994, and Utility Plans. This report was prepared in compliance with technical criteria set forth in the, City of Fort Collins, Storm Drainage Design Criteria and Construction Standards manual. If you should have any questions or comments as you review this report, please feel free to contact me at your earliest convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Mary B . i Project ] ;/Z4 Michael 420 S. Howes • Suite 202 • Fort Collins, Colorado 80521 • (303) 221-4158 • Fax (303) 221-4159 \7 Ito 0 II PROSPECT it STREET I VICINITY MAP N.T.S NORTHERN ENGINEERING SERVICES, INC. 1 420 S. Now", Suit* 202. Fort COMM Cdomdo FAIRBROOKE TRACT "A" (303)221-4158 Final Drainage Report for FAIRBROOKE TRACT "A" City of Fort Collins, Colorado December 14, 1994 I. GENERAL LOCATION AND SITE DESCRIPTION W General Location This report summarizes the results of a -storm drainage investigation for the proposed Fairbrooke Tract "A" P.U.D. located in west Fort Collins, Colorado. The project occupies approximately 19.90 acres in the north half of Section 21, Township 7 North, Range 69 West of the 6th Principal Meridian Larimer County, Colorado. Site Description The site is bounded by Prospect Road on the north, Cedarwood Drive on the east, Somerville Drive to the southeast and Larch Street on the west and, is currently vegetated with natural grass and weeds. It is divided into a western and an eastern half by the relocated Pleasant Valley and Lake Canal which flows from north to south. The existing soil has been classified as fill and topsoil overlaying sandy silty clay. The site is adjacent to Somerville P.U.D. First Replat and, Fairbrooke Fourth, Fifth, Sixth and Seventh Filings. II. HISTORIC DRAINAGE Major Basin Description The project site is located in the Canal Importation Basin. I 'i Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 2 Historic Drainage Patterns The existing drainage pattern of the western half of the site is from west to east towards the canal at slopes ranging from 0.83% to 2.5%. The eastern half slopes away from the canal, and is divided into a northern and southern section. The northern section drains to the northeast to Prospect Road then east down Prospect to a regional detention pond at the southwest corner of Prospect and Taft Hill. The southern section drains southeast at slopes ranging from 0.9% to 3.3% toward the intersection of Cedarwood Drive and Somerville Drive, then south down Cedarwood approximately 770' to an existing curb inlet in Cedarwood Drive approximately 75' southeast of Etton Drive. The existing developed runoff tributary to the curb inlet is 4.9 and 17.5 cfs for the two (2) and one - hundred (100)-year storms respectively (See calculations, Existing Drainage). III. DEVELOPED DRAINAGE Developed Conditions The project site is identified in the Final Drainage Report For Fairbrooke S.I.D. (FDRSID) as Tract A. (See References) The development of the site would consist of single-family homes with new local streets and on -site retention and detention. The project will be constructed in three phases. Design Criteria and References Methods outlined in the City of Fort Collin's Storm Drainage 1. Design Criteria and Construction Standards (SDDCCS) along with methods presented in the Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District were used in the calculations for the stormwater runoff portion of this study. Storm Drainage Reports' for Fairbrooke First Filing and Final Drainage Report for Fairbrooke S.I.D. were also referred to. Addendum to Report of a Geotechnical Investigation for Fairbrooke S.I.D. provided the existing soil types at the proposed site. Hydrologic Criteria Due to the relatively small basin size (19.90 acres), and in keeping with criteria set forth in the SDDCCS, the rational method was used to estimate peak stormwater runoff flows from the project site. Calculations made as part of this investigation along with ■, other supporting material, are contained in the appendix to this �J report. A design storm frequency interval of 2-years was used for the initial storm and a frequency interval of 100-years for the major storm. A Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 3 Hydraulic Criteria All calculations contained in this study have been prepared in accordance with the City of Fort Collins Storm Drainage Criteria. General Drainage Concept Developed runoff will follow nearly the same drainage pattern as historical flows. The west half of the site will flow into two(2) proposed detention/retention ponds. These ponds will discharge into the relocated Pleasant Valley and Lake Canal, at a combined historical 2-year rate and 100-year historic volume, and continue south. The retention portion of the ponds will be temporary, until such time as the master drainage plan (Diversion of Stormwater Runoff through Irrigation Canals from Mullberry Street to Spring Creek, Fort Collins, Colorado) can be implemented and a stormwater canal constructed by the City of Fort Collins. Once the master plan is implemented and constructed, the retention ponds will no longer be necessary, the detention ponds will discharge into the city's drainage swale and irrigation flows will be conveyed in a concrete pipe through Fairbrooke Tract "A" and Somerville. The Pleasant Valley and Lake Canal is proposed to be relocated as part of Phase III of Fairbrooke Tract "A". The relocation will include construction of the irrigation ditch only(no concrete pipe at this time), and will not involve construction of the stormwater canal, proposed as part of the city's master plan. At some future point in time, as the City of Fort Collins shall dictate, the proposed master drainage plan shall be implemented which will include a concrete pipe to convey irrigation flows and an open channel to convey stormwater (See report, "Proposed Channel Design Through The Fairbrooke Tract "A" and Somerville/Charleston Subdivisions"). Runoff from the northern section of the east half will be conveyed from the proposed site, north to Prospect Road, then, east across Cedarwood Drive to a proposed curb inlet in Prospect Road. The proposed storm sewer (yet to be constructed) as part of the Prospect Road S.I.D. will convey runoff to an existing regional detention pond located at the corner of Taft Hill and Prospect Road where capacity has been provided for this site. (See Volumes I & II - Preliminary Design Report. Diversion of Stormwater Runoff Through Irrigation Canals from Mulberry Street to Spring Creek Fort Collins. Colorado, by Resource Consultants, Inc., July 1980.) Construction of the Prospect Road S.I.D. improvements shall be included as part of Phase III of Fairbrooke Tract "A". Phase I of the project shall include those lots which drain directly into ieither Somerville or Cedarwood Drives. Phase II of the project I! Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 4 General Drainage Concept, con't will drain into the proposed detention Pond D5. The southern section of the Detention Pond D5 which will Somerville Drive. This flow will then south down Cedarwood past inlet in the south flowline of pond. Specific Details east half will drain to proposed release stormwater runoff to continue east to Cedarwood Drive Etton Drive to an existing curb Cedarwood, then to the regional Storm sewers will not be necessary for the proposed development due to the ability of the streets to convey runoff within allowable limitations. Stormwater will be conveyed overland, in pans, swales and in curb and gutter to four separate discharge points. Runoff from Basin D2 will be directed to the proposed Detention/Retention Pond D2. This pond will release 17,399 c.f. to the realigned Pleasant Valley and Lake Canal, the remainder of the stormwater generated in a major storm will be retained. The total amount of runoff generated under developed conditions for the 100-year storm is 29,520 c.f.. The total amount to be retained will be difference between the amount generated and amount to be released, or 12,121 c.f.. Runoff from Basin D3 will be directed to proposed Detention/Retention Pond D3. This pond will release 12,079 c.f. to the realigned Pleasant Valley and Lake Canal. The total amount of runoff generated under developed conditions for the 100-year storm is 21,820 c.f.. The total amount to be retained is 9,741 c.f.. The 2-yr historic runoff at design point H1 is 6.3 cfs, which includes both Basins D2 and D3. Under developed conditions, on - site runoff generated from these basins will be released at a combined rate which is less than the 2-year historic rate and, off - site flows will be routed through the detention ponds. Pond D2 will have a maximum 100-year release rate of 5.47 cfs. The allowable release rate for Pond D2 is 4.5 cfs(on-site) + 1.9 cfs(off-site) = 6.4 cfs. Pond D3 will have a maximum 100-year release rate of 2.91 cfs. The allowable release rate for Pond D3 is 1.8 cfs(on-site) + 1.7 cfs(off-site) = 3.5 cfs. Both ponds D2 and D3 will discharge into the relocated Pleasant Valley and Lake Canal through a 15" diameter RCP equipped with a control orifice. Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 5 Specific Details, con't The third stormwater discharge point is located at Somerville Drive. Runoff from Basin D5 will be discharged into Somerville Drive from Detention Pond D5. Stormwater will then flow east to Cedarwood then south down Cedarwood to an existing (4)-4' curb inlet. This pond will release at the rate of 0.6 cfs, which is the maximum rate allowable, in order not to exceed a total flow of 8.0 cfs at Design Point 9 (See Overall Drainage Plan). Developed runoff of 2.2 and 8.1 cfs for the 2-year and 100- year storms respectively, from Basin D1, will be undetained and conveyed in existing curb and gutter to an existing (4)- 4'curb inlet in Cedarwood Drive. From the inlet, stormwater will be conveyed to the regional detention pond by way of storm sewer and open channel flow. Under existing conditions, flow at the existing (4)-4' curb inlet is 4.9 and 17.5 cfs for the 2-year and 100-year storms respectively with a tributary area of 11.56 acres. This tributary area includes existing Basins SOM, FB6, FB1, and H2 (see Overall Drainage Plan). Upon development of FAIRBROOKE Tract "A", the maximum flow at the inlet will be 8.0 cfs as was anticipated in the First Filing. The existing (4)-4' curb inlet was designed and built as part of Fairbrooke First Filing. The anticipated runoff at the inlet, as per the Fairbrooke First Filing Drainage Report at Design Point 9, is 8.0 and 32.2 cfs for the 2 and 100-year storms respectively with a tributary area of 11.09 acres and a runoff coefficient of 0.50. This tributary area includes Basins F-3A, F-3B, F-7A and F- 7B (see Page 68 of the Appendix). This information is identical to that which is contained Fairbrooke S.I.D. (See in the "Final Drainage Report Appendix, section Final Drainage Report for for Fairbrooke S.I.D.). The fourth and final discharge point is into Prospect Road from Basin D4. Developed runoff from this basin will be undetained and will flow to a proposed 15' Type-R inlet located at the southeast corner of the intersection of Prospect and Cedarwood. Developed flows at Design Point D4 are 3.5 and 12.6 for the 2 and 100-year storms respectively. These discharges are below those estimated in the "Final Drainage Report for Fairbrooke S.I.D." at Design Point 3 of 4.1 and 13.1 cfs for the same storms. Discharges are also below anticipated flows given in the "Final Drainage Report for Prospect Road S.I.D.". Those flows are 4.1 and 13.3 cfs for the 2 and 100-year storms respectively (See Appendix). Stormwater will be conveyed from the inlet to the regional detention pond by way of the proposed storm sewer as part of Prospect Road S.I.D.. Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 6 As was stated previously, stormwater from this basin will not be discharged into prospect Road until the storm sewer system is constructed as part of Phase III. Water Quality To ensure that water quality of the Pleasant Valley and Lake Canal will not be adversely affected by stormwater contributions from the Fairbrooke Tract A site, water quality control measures have been implemented. Storm runoff from Holly Way to detention Pond D2 will be conveyed via grass swale that will be underlain by a gravel subdrain. The slope of the grass -lined swale is 0.83%, which will reduce the velocity of runoff and increase the infiltration of stormwater into the subdrain and allow sediments to deposit. It has been determined by calculation that particles larger than a very fine sand will be deposited in the swale. The proposed grass swale is expected to be effective in depositing sediments from small discharge flows (nuisance flows) and from the first flush of any storm. The first flush from a storm is expected to have the most adverse water quality. Detention Pond D5 will also have a similar grass -lined swale with gravel sub -drain. During a major storm, runoff is conveyed from the streets to the detention/retention ponds where it is detained from 0.70 hrs to 4.2 hours thereby increasing infiltration and sedimentation. In addition, retention ponds will treat 100 percent of stormwater runoff. IV. EROSION CONTROL Temporary erosion and sediment control will consist of soil roughening, a gravel filter, silt fence and straw bale dikes. Silt fencing shall be erected prior to the commencement of overlot grading during Phase III. Soil roughening shall be done upon completion of the overlot grading of all phases and the gravel filter upon completion of the sidewalk culvert at the end of Charleston Way. Straw bale dikes will provide inlet protection at the flared end sections of the outlet pipes in all three of the proposed detention ponds. Permanent vegetative erosion control will be used in conjunction with landscaping and will include sod grass and established native grass is to be installed when final grading is completed. The proposed detention ponds shall be landscaped in accordance with Section 11 of the Construction Standards. Permanent revegetation of areas disturbed by construction will be the responsibility of the contractor. i r Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 7 V. CONCLUSIONS Compliance With Standards All drainage analyses have been performed pursuant to the City of Fort Collins Storm Drainage Design Criteria and Urban Drainage and Flood Control District's Drainage Criteria Manual. Summary of Drainage Concept ,{ Measures have been taken to ensure adequate drainage f facilities have been provided for Fairbrooke Tract "A" P.U.D. with attention given to both existing and future adjacent developments. Street capacity for both the initial and major storms have been analyzed and are within allowable limits. All available reports pertinent to the design and analysis of the proposed drainage system for Fairbrooke Tract "A" have been referenced. Maintenance of the proposed detention ponds and swales will be the responsibility of the property owners association. A variance is requested for midblock cross pans located on Charleston Way and Holly Way. Due to the proposed grades, storm inlets are not feasible in either location. The width of these pans coincides with the 100-year flow spread calculated at Design Points D2A and DSA. The mid -block pans also enable stormwater runoff to be conveyed to the gravel sub -drains for water quality purposes, which was a concern of the Pleasant Valley and Lake Canal Company. j The Pleasant Valley and Lake Canal Company has agreed with the ditch realignment concept through Fairbrooke Tract "A" and Somerville with certain contingencies. A final agreement will be executed for the proposed alignment subsequent to final approval of construction plans by the City of Fort Collins(See Pg. 83-84 in Appendix). [l I I Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 8 REFERENCES 1. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May 1984, revised March 1991. 2. Erosion Control Reference Manual for Construction Sites, City of Fort Collins, Colorado, January, 1991. I 3. Final Drainage Report for Fairbrooke S.I.D., Parsons & Associates Consulting Engineers, November, 1983. 4. Drainage Criteria Manual, Volumes 1 thru 3, Urban Drainage and Flood Control District, September 1978. 5. Proposed Channel Design Through The Fairbrooke Tract "A" and Somerville/Charleston Subdivisions, Northern Engineering Services, Inc., September, 1994. 6. Final Drainage Report for Prospect Road S.I.D., The Engineering Company. Fairbrooke Tract A December 14, 1994 Final Drainage Report Page 9 APPENDIX PAGE Historical Drainage .......................... 1-3 Developed Drainage ....................... 4-16 Existing Drainage ......................... 17-25 Street Capacity Calculations .............. 26-40 Detention Pond Design ..................... 41-60 Design of Swales ......................... 61-63 Erosion and Sediment Control Calculations .. 64-67 Soils Report ............................... 68-73 Final Drainage Report For Fairbrooke S.I.D ... 74-76 Pan and Culvert Capacity ..................... 77-82 Letter from Pleasant Valley and Lake Canal ... 83-84 Calculations from Final Drainage Report for Prospect Road S.I.D. .................... 85-87 I I I I I F I L I t I HISTORICAL DRAINAGE I I I I 1 I I L I 0 I I I I u I I 11 I fJ 1 o.as- (1 _J3' 1J G1 i I 0 off' , iaL.L, �jaFF Z � .7 j �l TY> �-IaD ids ice= r✓�j1 ct _ �. � s.,,,_.I z- _ G5 `O. 20) 4.eis i ti/:./ �. 4'� s�.. j = 7Z S G; S lDu J I I FJ I I I 1 i DEVELOPED DRAINAGE 00 Cq ca OD .. ...... a ,"WT7 ....... .... .. .... .......... s ....... ,`................... . .......... ....... 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CLIENT - PROJECT MADE By DATE- CHECKED BY JOB NO. CALCULATIONS FOR - DATE_ SHEET- OF Z 0 ;35_�I• ---- ----------- --- - --T - - - - - - No Text No Text DRAINAGE CRITERIA MANUAL RUNOFF 5C 30 I- 20 z W U W IL 10 Z W a 0 5 to W w 3 0 U 2 W l� 3 1 am milli �I"=►I MI/■I,■�,�/��■■■■IIIIIINIIIIIIIII .2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 -1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT I 1 1 1 1 1 1 1 l l 1 1 1 1 L! 1 EXISTING DRAINAGE 1 No Text Northern Engineering_ CLIENT JOB NO. PROJECT CALCULATIONS FOR Services, Inc. MADE BY DATE CHECKED BY DATE SHEET OF No Text I U -10 'I I I I 1 1 G m o� s u 3 n n a e� 3 = C c L o �o&zy Inc`, � � F• C S OMO L Q O. 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Q N rM r ) to z v F. rTrz� r w a � 15 U 0 0 0 0 M 7) 0 ^ 00 O O O Q Z 0 a) N N _ O U W O a CITY OF FORT COLLINS RATIONAL METHOD MASS DIAGRAM PROJECT: FAIRBROOKE TRACT A PROJECT NUMBER: 9435.00 TITLE: DETENTION POND D5 RUN DATE: 02-Jul-94 02:47:20 AM Q100 C Cf AREA RELEASE (ac) (cfe) 0.43 1.25 2.23 0.60 volume Storage Time i Q volume outflow volume (min) ----------- (in/hr) ----------- --------- (cfs) ------------- (cu ft) ------------ (cu ft) ---------------- (cu ft) 0.00 0.00 0.00 0.00 6.00 7.00 8.39 3,020.54 216:00 2,804.54 12.00 6.70 8.03 5,782.17 432.00 5,350.17 18.00 5.50 6.59 7,119.83 648.00 6,471.83 24.00 4.70 5.63 8,112.29 864.00 7,248.29 30,00 4,17 5.00 6,996.88 11080.00 7,916.88 36.00 3.72 4.46 9,631.19 1,296.00 8,335.19 42.00 3.40 4.08 10,269.82 1,512.00 8,757.82 48.00 3.10 3.72 10,701.32 1,728.00 8,973.32 54.00 _.. 2.82 3.38 10,951.60 1,944.00 9,007.60 60.00 2.60 3;,12 , 11,21913 2,160.00 9,059.i3iREQUIRED STORAGE 66.00 2.40 2.88 11,391.73 2,376.00 9,015.73 72.00 2.22 2.66 12,495.29 2,592.00 8,903.29 78.00 2.10 2.52 11,780.09 2,808.00 8,972.09 84.00 1.97 2.36 11,900.91 3,024.00 8,876.91 90.00 1.88 2.25 12,168.44 3,240.00 8,928.44 96.00 1.75 2.10 12,082.14 3,456.00 8,626.14 102.00 1.68 2.01 12,323.78 3,672.00 8,651.78 108.00 1.60 1.92 12,427.34 3,888.00 8,539.34 114.00 1.50 1.80 12,297.89 4,104.00 8,193.89 120.00 1.43 1.71 12,341.04 4,320.00 8,021.04 �=3 0 L U')(0 O N 66 (N r") O 'ct 00 �o-4 O M moroZ 0 0 0 O O O O 00 O (V O N tf) O N O Ol Lr, u C� C) C) C) C:) C) t� CIO CY) 0 0 0 LO un LO Northern Engineering. CLIENT - PROJECT Services, Inc. MADE By iZ JOB NO CALCULATIONS FOR DATE CHECKED BYDATE SHEET- OF lei EMERGENCY POND OVERFLOW WEIR Project Description: Fairbrooke Tract "A" P.U.D. File Description: Detention/Retention Pond D2 Project Number: 9435.00 File Number: FBF-WEIR.WQ1 Date: 31-Oct-94 Time: 02:48 PM WEIR EQUATION: Q= CLH ^ 1.5 + CZH ^ 2.5 WEIR COEFFICIENT = C = 2.7 LENGTH OF NOTCH = L = 10 HEAD = H = VARIES SIDE SLOPES = Z = 4 TRAPEZOIDAL BROAD -CRESTED WEIR TYPICAL SECTION ELEVATION DISCHARGE (FEET) (CFS) 5113.40 0.0 5113.50 0.9 5113.60 2.6 5113.70 5.0 5113.80 7.9 5113.90 11.5 5114.00 15.6 5114.10 20.2 5114.20 25.5 5114.30 31.4 5114.40 37.8 STATION ELEVATION 0.00 5114.40 4.00 5113.40 14.00 5113.40 18.00 5114.40 01 k.\ northern enaineerina services, inc. 1 1 1 r 1 1 1 1 1 1 1 1 1 0 EMERGENCY POND OVERFLOW WEIR Project Description: Fairbrooke Tract "A" P.U.D. File Description: Detention/Retention Pond D3 Project Number: 9435.00 File Number: FBF-WEIR.WQ1 Date: 31-Oct-94 Time: 02:57 PM WEIR EQUATION: Q= CLH ^ 1.5 + CZH ^ 2.5 WEIR COEFFICIENT = C = 2.7 LENGTH OF NOTCH = L = 10 HEAD = H = VARIES SIDE SLOPES = Z = 4 TRAPEZOIDAL BROAD -CRESTED WEIR STATION ELEVATION TYPICAL SECTION 0.00 5114.00 4.00 5113.00 14.00 5113.00 18.00 5114.00 ELEVATION DISCHARGE (FEET) (CFS) 1 i 5113.00 0.0 d 5113.10 0.9 0 0 o 0 5113.20 2.6-- 5113.30 5.0 5113.40 7.9 5113.50 11.5 5113.60 15.6 5113.70 20.2 5113.80 25.5 5113.90 31.4 5114.00 37.8 northern enaineerina services. inc. U EMERGENCY POND OVERFLOW WEIR 1 Project Description: Fairbrooke Tract "A" P.U.D. ' File Description: Detention Pond D5 Project Number: 9435.00 ' File Number: FBF-WEIR.WQI Date: 04-Jul-94 Time: 05:49 PM ' WEIR EQUATION: Q= CLH � 1.5 + CZH � 2.5 WEIR COEFFICIENT = C = 2.7 LENGTH OF NOTCH = L = 10 HEAD = H= VARIES ' SIDE SLOPES = Z = 4 TRAPEZOIDAL BROAD -CRESTED WEIR STATION ELEVATION ' TYPICAL SECTION 0.00 51c .70 4.00 510,!k 70 14.00 51 a,i.70 18.00 510-'kM ' ELEVATION DISCHARGE (FEET) (CF$)- 5108.70 0.0 ' 5108.80 0.9 5108.90 2.6 ' 5109.00 5.0 i 5109.10 7.9 5109.20 11.5 ' 5109.30 15.6 5109.40 20.2 Z �=4 ' 5109.50 25.5 5109.60 31.4 d 5109.70 37.8 o t7 TABLE 21-15 Values of C in Q = CLHIO for Broad -Crested Weirs mom' Breadth of crest of weir, ft ured head H.ft 0.50 0.75 1.00 1.50 2,00 2.50 3.00 4.00 5.00 10.00 15.00 0.2 2.80 2.75 2.69 2.62 2.54 2.48 2.44 2.38 2.34 2.49 2.68 0.4 2.92 2.80 2.72 2.64 2.61 2.60 2.58 2.54 2.50 2.56 2.70 0.6 3.08 2.89 2.75 2.64 2.61 2.60 2.68 2.69 2.70 2.70 2.70 0.8 3.30 3.04 2.85 2.68 2.60 2.60 2.67 2.68 2.68 2.69 2.64 1.0 3.32 3.14 2.98 2.75 2.66 2.61 2.65 2.67 2.68 2.68 2.63 1.2 3.32 3.20 3.08 2.86 2.70 2.65 2.64 2.67 2.66 2.69 2.64 1.4 3.32 3.26 3.20 2.92 2.77 2.68 2.64 2.65 2.65 _ 2.67 2.61 1.6 3.32 3.29 3.28 3.07 2.89 2.75 2.68 ' 2.66 2.65 2.64 2.63 - 1.8 3.32 3.32 3.31 3.07 2.88 2.74 2.68 2.66 ' 2.65 2.64 2.63 2.0 3.32 3.31 3.30 3.03 2.85 2.76 . 2.72 2.68.' 2.65 2.64 2.63 2.5 3.32 3.32 3.31 3.28 .3.07 2.89 2.81 2.72 2.67 2.64 2.63 3.0 3.32 -3.32 -3.32 3.32 3.20 3.M 2.92 2.73 2.66 2.64 3.5 3.32 3.32 3.32 3.32 - 3.32 3.19 2.97 2.76 2.68 2.64 2.63 4.0 3.32 3.32 3.32 3.32 3.32 3.32 -3.07 2.79 2.70 .2.64 2.63 4.5 3.32 3.32 3.32 3.32 3.32 3.32 3.32 1.88 2.74 2.64 . 2.63 , 5.0 3.32 3.32 3.32 3.32 3.32 3.32 3.32 3.07 2.79 2.64 - 2.63 5.5 3.32 3.32 3.32 3.32 . 3.32 3.32 ... 3.32 3.32 2.88 - 2.64 -2.63 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT "A" Comment: Pond D2 Trickle Pan Capacity 1% of Q100 Solve For Depth Given Input Data: Left Side Slope.. 13.71:1 (H:V) Right Side Slope. 13.71:1 (H:V) Manning's n...... 0.013 Channel Slope.... 0.0050 ft/ft Discharge........ 0.20 cfs Computed Results: Depth............ 0.11 ft Velocity......... 1.18 fps Flow Area........ 0.17 sf Flow Top Width... 3.05 ft Wetted Perimeter. 3.06 ft Critical Depth... 0.11 ft Critical Slope... 0.0066 ft/ft Froude Number.... 0.88 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I U i L] 1 1 1 1 i 1 1 1 [1 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT "A" Comment: Pond D3 Trickle Pan Capacity 1% of Q100 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 13.71:1 (H:V) 13.71:1 (H:V) 0.013 0.0221 ft/ft 0.13 cfs 0.07 ft 1.84 fps 0.07 sf 1.97 ft 1.97 ft 0.09 ft 0.0070 ft/ft 1.72 (flow is Supercritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 � U Triangular Channel Analysis & Design ' Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT "A" Comment: Pond D5 Trickle Pan Capacity 1% of Q100 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. 13.71:1 (H:V) 13.71:1 (H:V) Manning's n...... 0.013 Channel Slope.... 0.0040 ft/ft ' Discharge........ 0.06 cfs Computed Results: Depth............ Velocity.. 0.07 ft 0.80 fps Flow Area........ 0.07 sf ' Flow Top Width... Wetted Perimeter. 2.03 ft 2.03 ft Critical Depth... 0.07 ft Critical Slope... 0.0077 ft/ft ' Froude Number.... 0.73 (flow is Subcritical) 1 ' Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct_ 06708 u [J I I 1 r. [I i DESIGN OF SWALES I &I Northern Engineering CUENT JOB Na I 1 1 1 1 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT "A" Comment: Swale to Detention Pond D2: Q100= 24.1 cfs Solve For Depth Given Input Data: Bottom Width..... 2.00 ft Left Side Slope.. 3.50:1 (H:V) Right Side Slope. 3.50:1 (H:V) Manning'$ n...... 0.035 Channel Slope.... 0.0083 ft/ft Discharge........ 24.10 cfs Computed Results: Depth............ 1.24 ft Velocity......... 3.08 fps Flow Area........ 7.82 sf Flow Top Width... 10.65 ft Wetted Perimeter. 11.00 ft Critical Depth... 0.99 ft Critical Slope... 0.0220 ft/ft Froude Number.... 0.63 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I I 1 1 1 1 I I 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT "A" Comment: Swale to Detention Pond D5; Q100= 6.4 cfs Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.035 0.0037 ft/ft 6.40 cfs 0.79 ft 1.58 fps 4.06 sf 8.30 ft 8.49 ft 0.49 ft 0.0266 ft/ft 0.40 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I i G:� 1 I i i i 1' 11 n 11 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT "A" Comment: Capacity of Proposed Cobble Swale D.P. 4A Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 3.00:1 (H:V) 3.00:1 (H:V) 0.050 0.0143 ft/ft 6. 70 cfs - I.33 1.01 ft 2.18 fps 3.07 sf 6.07 ft 6.40 ft 0.79 ft 0.0533 ft/ft 0.54 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I I 11 I r 11 f! I I 11 1 EROSION AND SEDIMENT CONTROL FA l�c>—Yi'L- 1 pTfYl�. I - so I. S Z Dz �:� 4•�3 1.s6 3.07 •D`l 3, 1 1S3 �z ._ ovwlu.�. = lq8 �vt-h•v- =453` �� - Zoe -�k�� _ '�6 r zs7� T \' �Z - gYeo11la�ti = �o.S% Ta•4l%/`%n= `'d 3.Z9 �j �J �t�-lr V�� I�h� ( � �.1�% v.�.�+�C .h...` �r 4 G� �, a mJ��-� v = � .�- a: �oi ..' `O ,S 5 �� • • „Sc.._, i vet•- Tom- 4A-vo:r,-,A 6jO AlZrA SoJ A2e)+ /Jom yr (5a ms5 A,2*g- /.15Z /•5Z b 7�z 5.79 3•4S� Ot3 3.07 2,1�9 Ot 36 rA 2.110 2./&, v �-5 /,S¢ 4 2-7 0.27 11 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: FAIRBROOKE TRACT "A" COMPLETED BY: Mary B. Wohnrade STANDARD FORM A DATE: August 15, 1994 Developed Erodibility Asb Lsb Ssb Lb Sb PS Sub -Basin zone (ac) (ft) (%) (ft) D7 Moderate 2.82 1153 1.29 79.3 r D2 Moderate 5.95 806 1.73 80.21 Z) �- D3 Moderate 4.63 937 1.05 78.3 D4 Moderate 3.79 742 0.82 76.2= D5 Moderate 2.23 560 0.93 77.9 Lb = sum (Lsb x Asb) / sum Asb Sb = sum (Ssb x Asb) / sum Asb Performance Standard (PS) = See Table 5.1 C:\WF15\DRA1NAGE\STNDFRMB.ERS I U .a ' I I 11 t I i /t EFFECTIVENESS CALCULATIONS PROJECT: FAIRBROOKE TRACT "A" COMPLETED BY: Mary B. Wohnrade STANDARD FORM B DATE: August 15, 1994 Erosion Control Method C-Factor P-Factor Comment Roughened Ground 1.00 0.90 All Basins Hay Mulch 0.06 1.00 All Basins Roads/Walks 0.01 1.00 All Basins Gravel Filters 1.00 0.80 Basin D4 Straw Barriers 1.00 0.80 Basins D2, D3, D5 Silt Fence Barrier 1.00 0.50 Basin D3 rest Dryland Grass 0.08 1.00 All Detention Ponds I=rt�J= ad 7 Major Performance Sub -Basin Area Calculations Basin Standard (%) (Ac) 131 79.3 2.82 Roads/Walks = 0.795 ac Mulched Area = 2.02 ac Net C Factor = 0.795(0.01)+2.02(0.06)/2.82 = 0.0458 Net P Factor = 0.90(2.02)/2.02 = 6.90 EFF = (1-(0.0458 x 0.90))/100= 95.91/6 D2 80.2 5.95 Roads/Walks = 1.20 ac Mulched Area = 4.45 ac Dryland Grass = 0.30 ac Net C Factor = 1.20(0.01)+4.45(0.06)+0.30(0.08)/5.95 = 0509 Net P Factor = (0.90(4.45)/4.45)x0.80 = 0.72 EFF = (1-(0.0509 x 0.72))/100= 96.3% 133 78.3 4.63 Roads/Walks = 0.874 ac Mulched Area = 3.38 ac Dryland Grass = 0.38 ac Net C Factor = 0.874(0.01)+3.38(0.06)+0.38(0.08)/4.63 =0.0523 Net P Factor = (0.90(3.38)/3.38)x 0.80x 0.50 = 0.36 EFF = (1-(0.0523 x 0.36))/100= 98.1% D4 76.2 3.79 Roads/Walks = 1.17 ac Mulched Area = 2.62 ac Net C Factor = 1.17(0.01)+2.62(0.06)/3.79 = 0.0446 Net P Factor = (0.90(2.62)/2.62)x 0.80 = 0.72 EFF = (1-(0.0446 x 0.72))/100= 96.8% D5 77.9 2.23 Roads/Walks = 0.355 ac Mulched Area = 1.61 ac Dryland Grass = 0.27 ac Net C Factor = 0.355(0.01)+1.61(0.06)+0.27(0.08)/2.23 = 0.0546 Net P Factor = (0.90(1.61)/1.61)x 0.80 = 0.72 EFF = (1-(0.0546 x 0.72))/100= 96.1% C:1WP5\DRAINAGE\STNDFRMB.ERS C Q c " O J O U 1. 11 11 1Z S Q N f) 0 0 LO C C C C C M 0 0 N O O rl O O) O q O n O tO .�. 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N N M M M M M M M M M M M M M M M M Cl) M M M M M M 00 q OC q q q q q q q q 00 00 co q q q q co co q q q q 0000 .--I�L.o ngOC r+ N N M M M CC C C C LO LO LO t0 tO tO nn r+ N N N N M M M M M M M M M f'M M (M M M M M M M C4 M M co co ccq 0000 q q q 00 q q 00 00 co 00 00 00 cc co 00 co q q q q M N tD co 0) C�q N N M M M C C C C C C Lo Lo Lf) tt) to t0 t0 t0 N N N N N N N N N N N N N N N N N N N N N q C' g q q q C q q q q q q q q q q 00 q q q q q q q q Lo Ln OT N (n I U) t0 n n n g q q O O) 0) 0) 0) O C O O O O O 0) O O N N N N N N n g q 00 OD g 00 q 00 g q q q q q q q q 00 q q q q q q q C Ln O M Ln to g q 0)'0 CD C) 14 --I .-I .--I N N N N M M M M Cl) M q 0) O O O O C O O r� .r r; .r 1:.+ ..+ . ; 1r1 .--1 .•-I r 4 1:.-4 vI .- n n co 00 00 00 00 co o0 q 00 g 00 q 00 g q q 00 q q q 00 00 00 00 q Nq.--1C Lo n n q 0) 0) O ON NNMm MMM . . . . . . . . . . . . . . . . . . . : . . . . . . t0 qq 0) 0)O) Cp.C) 0) O 0) O O O O O O O O O O O O O O O nnnnllnnnnnnggqqqqq00qqqqqqq t0 M O C n O) O ra N M M C C Ln Lo Lo Lo t0 tO t0 t0 n n tO t0 t0 C g n n n n q q 0Y q q q 00q 00 q q q q q qq CO q q n n n n n n n n n n n n n n n n n n n n n n n n n n (71 O C to I,, q q n n n tD t0 tD Lo CCMCV) NN O)t0 C.- Mt0 O N N N N N N N N N N N N N N N N N N N.+r4 1I14 O O n n n n n n n n n n n n n n n n n n n n n n n n n O O O O O O C O O O O O O O coca O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C O O O rI N Cl) C Lo tO n 00 0) O ri N M C Ln tD n q 0) O Lf) O Ln O to O r-1 11 r r .•-1 r1 .--I r r r N N M M <iT t'f Lo TABLE 5.1 PAGE 23 0 0 o 0 0U') cnc6 ° a �' F -b4 -b4 WE rn r N ia4 x :Ln U Z Z w 2 M 0 O w U Q w rr Ln N 0 w 0 w Ln N O (V n N rn n � N w n < o L a : II w 0 U LJ U � w U O O a a 0 > - w U v~i O O O m O Q o O o 0 0 0 0 Ln C-�— torn A P3 N F a. if> H> .rya �y3.1 w Q 0 U c c O z' e c o u CYr O C O < w U W Q Y L� N J O m 0 a cr Q� L, Ln W Ln x :Ln Z O N 11 0 } w I-- J CY J HW V) N Z la O z O m U Q Cl 0 v N tR N N W I I < w I I r O tn w CD w 11 C7 v W W U7 tN CD N U1 w Li Li U Of U Ld O o a a O > W H N U 000 O 2 3 a V 11 O O O O 00 0 0 0 0 O Lo O M* O (D Ll� N U') LO N N to M N m N 00 N M O O O O O O O O .� E ¢+ uu9 in O (14 N a O W a Q J W Duo e s z z o z O z z p �2 a a` fz, W () Z Li Z w x O Li w J Q Y o w V) w Z O U Q w Z M J W w O w KJ 0 VI W. N M Ln N 1.4 Ln I N O M O L W U Q II O N O Q I I w N fN U' w w > o a a O J J a a v) O O OU FI I i I 1) 1, 11 I .1 11 i SOILS REPORT I ADDENDUM TO REPORT OF A GEOTECHNICAL INVESTIGATION FOR FAIRBROOKE S.I.D. FORT COLLINS, COLORADO PARSONS AND ASSOCIATES FORT COLLINS, COLORADO PROJECT NO. 5238-2-83 BY EMPIRE LABORATORIES, INC. 214 NORTH HOWES STREET FORT COLLINS, COLORADO 80521 J•' !■ V1 [1 I' I I l Empire Laboratories, Inc. MATERIALS AND FOUNDATION ENGINEERS 214 No. Howes Fort Collins, Colorado 80522. P.O. Box 429 (3031484-0359 November 8, 1983 Parsons and Associates 432 Link Lane Plaza Fort Collins, Colorado 80524 Attention: Mr. Ken Rabbers Gentlemen: Branch Offit:� 1242 Bramw000 Place Longmont, Colorado 80501 P.O. Box 1135 13031 7763921 3151 Nation Way Cheyenne, Wyoming 82001: P.O. Box 10076 (307) 632-9224 We are pleased to submit an addendum to our Report of a Geotechnical Investigation prepared for the proposed Fairbrooke S.I.D. located southeast of Fort Collins, Colorado. Based upon our findings in the subsurface, we . feel that the site is suitable for the proposed construction, providing the design criteria and recommendations set -forth in this report are met. The accompanying report presents our findings in the subsurface and our recommendations based upon these findings. Very truly yours,' EMPIRE LABORATORIES, INC. r�`•,�`"t<s NeA herrod Senior Engineering Geologist �'le'c4r'� "s. Reviewed by: ` v`jtiQ'�GiSTEgFO .y s Chester C. Smith, P.E. e President CIC btd•�ee �.• °oosoee• �. MEMBER OF CONSULTING ENGINEERS COUNCIL ii I l * do I o tlo. i I TEST GORING LOCATION PLAN f'IZOf'O�I�I� CAJA%ll goTiEl2vIL�.>; ti�v!✓ �11,......t'1-;J' " IA4 4AQA L t � �No.l3 lJo.5 Jo. ro I Nol 10 � Fia3 No. ®�0 3 _.. 9 ocALi�, i%ko LIZ IXM75 liter i?OAi7 rlo.l �o�IEJ� .DKI�,1-�poB-o9=s� t3o(�1 1 C� Imo, LL F t2 oq 15.65 �. Z 5 k IN �lcn� EMPIRE LABORATORIES, INC. r— KEY TO BORING LOGS TOPSOIL •�� GRAVEL .. 1 ® FILL' ! �• �.l SAND & GRAVEL SILT ' �� .• i � SILTY SAND &GRAVEL 7 CLAYEY SILT op COBBLES i • 'i. •i SANDY SILT ;�^ SAND, GRAVEL &COBBLES ® CLAY WEATHERED BEDROCK SILTY CLAY SILTSTONE BEDROCK SANDY CLAY ® CLAYSTONE BEDROCK SAND SANDSTONE BEDROCK SILTY.SAND LIMESTONE ' CLAYEY SAND *** * * GRANITE f * * SANDY SILTY CLAY ❑ r SHELBY TUBE SAMPLE 8 STANDARD PENETRATION DRIVE SAMPLER WATER TABLE 9 DAYS AFTER DRILLING T HOLE CAVED 5/12 Indicates that 5 blows of a 140 pound harnmer falling 30 inches was required to penetrate 12 inches. A-3 EMPIRE LAOORATORrES. WC. S I LOG OF BORINGS '1L 1 I I I I i. 1 �1 A=4 EMPIRE LABORATORIES, INC LOG OF BORINGS 13 125 120 115 110 105 100 90 �s 3 Ns A ff VA WAA r ' � r r A-5 EMPIRE LABORATORIES, INC I I 1 1 1 1 I I Mni, nRrmvncE err FAIRBROOKE S.I.D. M 1 FINAL DRALNAGE REPORT FOR FAIRBROOI:"' S.I.D. CITY OF FORT COLLINS COUNTY OF LARIMER STATE OF COLORADO November,,lg83 Prepared by: Parsons 8< Associates Consulting Engineers 432 Link Lane Plaza Fort Collins, Colorado 80524 Project Number 83.48 WOR . IB L i 14 Rail 1` a • � t s m arc : m _�i 1 I.1 j J+� cr- j°Y L 0000 t i I � - u' r / 1 IQ Y / / u�su ,6in u /�' r "•.. � '' •' zr Lzi`,I e ; f� ! it In :t zN / LL B }eyl i I N ON '.�� 2a . �' s i • i II • iia� aN t Is no mN fn its 1 IL 4 • Y 'F', � i•1 r NNgo U. fi t gt M ti 91111111111111111 � 11111111111111111 i �9111111111111111111111111111111�1111 �61111f11��0111111�i��111111B�1L��111 �91111111111111111EIEIIIIIIIIIIIIIIII �61f1i1111�111111111111111111111�1111 " : �911111111�IIIIIIIIIIIIIIIIIIIII�Ili1 �BIIIIIIII�IIIIIIIIIIIIIIIIIIIIIEIIII sill 111111011e OCCUR 119-1 IMMUNE �INIIIIII��111 HIIIIIIEHIIIIIms NWHON �CWIRRHON 111011lllllllllllillllllllllllllll IIIIIIEHIM �II��EEEE��E��@E61111�� ItUtt SLOW- �O�I�I�I�I�IEI�Ii1�lE1E161ElelElEl81� I I I I 11 i I I I I i I I I i i I 1 1 1 1 1 1 I Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROORE TRACT A Description: Cap. of Cross -Pan Design Pt D2A; Q100= 18.1 Solve For Depth Given Constant Data; Z-Left............. 69.00 (1.45%) Z-Right............ 75.19 (1.33%) Mannings 'n........ 0.014 Channel Slope...... 0.0060 Channel Discharge.. 18.10 (Q100) Z-Left Z-Right Mannings Channel Channel Channel Velocity (H:V) (H:V) 'n' Slope Depth Discharge (fps) ft/ft ft cfs 69.00 75.19 0.014 0.0060 0.32 18.10 2.43 FLOW SPREAD = (0.32 ft/ 0.0145 ft/ft) + (0.32 ft/ 0.0133 ft/ft) = 46.13 ft CROSS -PAN WIDTH = 48 ft I Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT A Description: Cap. of Cross -Pan Design Pt DSA; Q100= 4.8 Solve For Depth Given Constant Data; Z-Left............. 66.67 (1.5%) Z-Right............ 66.67 (1.5%) Mannings 'n........ 0.014 Channel Slope...... 0.0060 Channel Discharge.. 4.80 (Q100) Z-Left Z-Right Mannings Channel Channel Channel Velocity (H:V) (H:V) 'nSlope Depth Discharge (fps) ft/ft ft cfs 66.67 66.67 0.014 0.0060 0.20 4.80 1.78 FLOW SPREAD = 2(0.20 ft/ 0.015 ft/ft) = 26.7 ft CROSS -PAN WIDTH = 28' 1 I 1 I LJ I I I I I I I I I Rectangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT "A" Comment: Cap. of Sidewalk Clvrt: Des -Pt. D2A; Q2=5.0 Solve For Depth Given Input Data: Bottom Width..... 4.00 ft Manning's n...... 0.014 Channel Slope.... 0.0100 ft/ft Discharge........ 5.00 cfs Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 0.29 ft < 6-5 'c'c 4.27 fps 1.17 sf 4.00 ft 4.59 ft 0.36 ft 0.0050 ft/ft 1.39 (flow is Supercritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 rl I I I I i I I i 1 1 I I I Rectangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT A Comment: Cap. of Sidewalk Clvrt; Des.Pt. D3A; Q2=2.9 Solve For Depth Given Input Data: Bottom Width..... 4.00 ft Manning's n...... 0.014 Channel Slope.... 0.0100 ft/ft Discharge........ 2.90 cfs Computed Results: Depth............ 0.21 ft Velocity......... 3.49 fps Flow Area........ 0.83 sf Flow Top Width... 4.00 ft Wetted Perimeter. 4.42 ft Critical Depth... 0.25 ft Critical Slope... 0.0053 ft/ft Froude Number.... 1.35 (flow is Supercritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 81 Rectangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE Comment: Cap. of Sidewalk TRACT A Clvrt; Des.Pt. D4A; Q2=1.4 ' Solve For Depth Given Input Data: Bottom Width..... 2.00 ft Manning's n...... 0.014 Channel Slope.... 0.0100 ft/ft ' Discharge........ 1.40 cfs Computed Results: ' Depth............ Velocity.. 0.21 ft 3.31 fps Flow Area... .... 0.42 sf ' Flow Top Width... Wetted Perimeter. 2.00 ft 2.42 ft Critical Depth... 0.25 ft Critical Slope... 0.0061 ft/ft Froude Number.... 1.27 (flow is Supercritical) r Fl I Open Channel Flow Module, Version 3.42 (c) 1991 ' Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I r I r C I I 1 Rectangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: FAIRBROOKE TRACT A Comment: Cap. of Sidewalk Clvrt; Des.Pt. DSA; Q2=1.3 Solve For Depth Given Input Data: Bottom Width..... 2.00 ft Manning's n...... 0.014 Channel Slope.... 0.0100 ft/ft Discharge........ 1.30 cfs Computed Results: Depth............ 0.20 ft Velocity......... 3.23 fps Flow Area........ 0.40 sf Flow Top Width... 2.00 ft Wetted Perimeter. 2.40 ft Critical Depth... 0.24 ft Critical Slope... 0.0061 ft/ft Froude Number.... 1.27 (flow is Supercritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ' PLEASANT VALLEY AND LAKE CANAL COMPANY First Tower, 10th Floor ' 215 West Oak Street P. O. Drawer J Fort Collins, Colorado 80522 ' (303)482-1056 ' September 8, 1994 Mr. Michael F. Jones Ms. Cairole Bernstein Northern Engineering Services 420 South Howes, Suite 202 Fort Collins, CO 80521 - Re: Conceptual Change to the City of Fort Collins Masterplan ' Relating to the Pleasant Valley and Lake Canal Ditch Dear Mr. Jones and Ms. Bernstein: Thank you for attending the Company's Board meeting on August 30, 1994 and for presenting the plans for storm drainage which affect the Pleasant Valley and Lake Canal Company ditch. ' The Company's understanding based upon the information you presented at the Board meeting is that you have been hired by Wheeler Realty to prepare plans for a development at Fairbrooke Tract A in Fort Collins. The problem you have encountered is that the City of Fort Collins' masterplan developed in 1980 requires a 110-125 foot right-of-way and your client requires a variance in the right-of-way width to a 60 foot configuration in order for the streets, etc. to line up properly due to prior construction. You specifically want the Company's acceptance of the realignment of the ditch in accordance with the plans and information presented to the Company in your letter dated August 25, 1994. The City of Fcirt:.,Cullins heeds the Company's approval of the realignment and new configuration which would result -in the Company's ditch being contained in a pipeline (for this development only), if and when the masterplan is completed. ' The Company's Board of Directors passed a motion agreeing to the concept you presented on August 31, 1994 for realignment of the Pleasant Valley and Lake Canal Ditch but subject to approval ' by the Board of Directors of the final engineering plans. Final approval would also be contingent upon the following conditions: 1. The ditch must be properly lined with clay or other appropriate material to prevent leakage. 2. The elevation of the ditch must remain the same. JOO--O� 0 ' Mr. Michael Jones and Ms. Cariole Berstein ' September 8, 1994 Page 2 3. The Company would agree to the ditch being contained in a pipe only as outlined for this development and if it entered into an agreement for this project it would in no way be giving its approval for the ditch to be contained in a pipe at any other location. ' 4. Any pipe installed for carrying the ditch water must accommodate at least 40 c.f.s of water. ' 5. The developer or the City of Fort Collins must maintain any pipeline and structures installed for keeping the pipeline clear of debris, etc. 6. The reconfiguration must allow for overflow from the Company's ditch in an appropriate manner. 7. The Company would charge its regular fee for accepting storm drainage and would expect reasonable compensation for giving up it right-of-way under the plan. The City must agree to ' maintain any storm drainage ditch which is installed. S. The Company must have a recorded legal description of any new location of the ditch and a recorded easement reflecting ' the Company's right to access the ditch for maintenance, etc. 9. Any construction and reconfiguration must be completed ' prior to April 15th of each year, unless written consent by the Company is granted. 10. The Company's ditch superintendent would monitor all construction. 11. The Company and the developer or the City (or all three)••would.enter into a realignment agreement. If you have any questions, please call., ' Very truly yours, PLEASANT VALLEY AND LAKE CANAL CQMTANY Willis Smith - President WS:jm ' 1w f1pv111CC Jones2.1tr 8 cc.nscri �'p� ct0 - ca`+ram c*;5y ?F: U17 r Wi.t - i l . _'r,, i j� 1 T� S. _ :TnGM I r'!cw Time , i lriet I:71e oz ^i r,�1 _. �'ther ; 71E 3 Nr_et Pace Calc. oef !' Area I^�tr:cff )hnoff Furoff Point (ft") 'far,.) fait-) (oin.) (ain.) "Ca (3.^,rhr) lures) (cfs) (cis) (cfs) l (1 -FN rarai A 2920 20.91 20.17 41.07 0.60 !.20 50.18 36.1 '6- Y Canal N. 6 !m '8.82 8.33 27"15 0.65 1.70 2.6 3.1 „ .-Y . xJar+oed c 2:.70 1.l1 2a.61 u.65 !.6a 3 3.2 -.!o 6.: ; _-Aaraocd F-2 500 27.61 0.00 27.61 0.50 1.71 4.BE- 4.1 5.00 9.1 f 8+00 F 10G'0 31.60 5.F6 37.16 0-N, 1.27 15. 8 9.7 BY=a F IM- 23.70 5.56 29.26 0.65 !.50 3 4-�shire 0 9n0 31.60 3.o 74.63 ! .3 ? ^ 5 7.s? ic.1 `: S,uth ?aft E 14tiA V.Wi 11.67 11.61 0.-K J � :.4i, 1.7 1.7 .: .9 , z, ,94 : *aft 6 ,95-0 ;6.23 12.06 -,0.31 M5 1.-r tn_5 0 7 1 1 1 1 1 PROSPECT ROAD SID - DRAINAGE STUDY JOB: 85-017 MARCH 1988 TABLE - V HYDROLOGY CALCULATIONS - STORM FLOWS ( 100 - YEAR ) Flow Time I i Inlet Time of Direct Other Sur I I Tire Street Pipe Conc. Coeff. 'I' Area Runoff Runoff Runoff I I - Point- I (ft.) (sin.) (mim.) (min.) (min.) 'C' (in/hr) (acres) (cfs) (cfs) (cfs) I 11-PV CANAL S. A 2920 20.91 20.17 41.07 0.75 3.45 50.18 129.8 I 129.8 1 I6-PV Canal N. B 1500 18.82 8.33 27.15 0.81 4.40 2.8 10.0 10.0 1 17-N. Cedarwood C 600 23.70 1.11 24.81 0.81 4.55 3 11.1 109.00 120.1 1 12-Cedarwood F-2 500 27.61 0.00 27.61 0.63 4.40 4.85 13.3 120.09 133.4 1 13-Sta 28+00 F-5 1000 31.60 5.56 37.16 0.63 3.70 15.28 35.3 133.43 168.8 1 18-Fuqua F 1000 23.70 5.56 - 29.26 0.81 4.20 3 10.2 168.76 179.0 1 14-Hampshire D 900 31.60 3.03 34.63 0.63 3.80 4.8 11.4 179.00 190.4 I 15-South Taft E 1400 0.00 11.67 11.67 1.00 7.00 1.7 11.9 190.40 202.3 1 19-North Taft 1 6 1950 18.23 12.08 30.31 0.81 4.16 10.5 35.5 202.30 237.8 1 1 U I NOTES: BASINS ADJACENT TO PROSPECT RM INCX FLOW COMNBLMONS AM PROSPECT' RD. P.�V & L . 50.8 ac. CANAL F 3.0 sc. B 40 MHB-7 .. �'1 LOt �6 10.5 sc. ,.M.011sm =WW. i- . FvivrL .Tnref -'�Vm -•L-4 • mist 3 Fs—Z 4 •�.�..�..�.�. �.�.., �-J ODER $CHO ' M H 8-i " $ J 1.7 ac. BASIN F-2 B 1 -5 B D T 4.85 ac. .15.25 ac. 4.8 FAIRBROOKE 1pmo� DETENTION POND . 34,s4eaS I I � I MAIN DRAINAGE CHANNBL$ 1� DRAINAGE DESIGN POINT EXHIBITA PROSPECT ROAD DRAINAGE. MAP rEr, III I Ell III 1 111 1 xe] z a .. �xa� xze L .. _ LFP ® a33 �I y 32 SF.QLN- gal xu e9 le.t le. Zp ?I.E.:. 20.9 r I/�1 i NEINE i25 tv //a9I :fxp® / 1Enable 6.9 r.�Eu`r r 13r TMCT E O_i / -t yEIEV ; llE.i 16.J 1.f EtN 4 I le-r-- a. ICIT IF'" le Bp I I LfELLV m�Qy - .tiv t rs Euv u.B � Iv I rsl?E° rv�E luv 6/ ale I No, //, 79 T:L30Exty 19A a .. 7 1 , ® 'Ire na r'i4ne a Ti¢dE.Ev 4 q,M \ u [uENr i 1 J i'.FIF 90 9 i GEIEV ..f F1£` E]E9 if F15 \/ el 7 8� `2, 1at 9�_V II _iie illy - 1 al Zee ana >i x 4 � m 'xw-- _ / ntf� crew ® II o.a lee e . MAE--:�;y-r-F.. .' ® cr r.nTFIFLEFf 6 Tom TEAM, un _ _ _ —1 -I. ao�arvue � 1 . "',- \\\\\ OVERLOT GRADING NOTES . IF I"IMM uc BE I \+ EB x5 wE LOTB . E (FeLLD WET A WHAUM', L or os IN THE MOST 10 u„ rtcu W YVLL eE #. Me EW9Rp BANNf ,0 ME Lwe31 EYM1fYm M M ,w,wid I F\ 1 a veT)BEV uHE %M[IPEI,EME Md56 By Shd5 oen u„rt e\\ \ \ .M6�E. >all 6 w+owelb) R tt4X ,O ,K MRCne sw[S ,5 ,wu ,S `b' \ e ne MrN rO,NpE �En� ME .e"m HcemNM� eE e \ 5 A `F SLVEe 0E e, 9MM, . e To M,NM I 4 \ r:.ELEv :` PFIAB ME „ a eE,c By.°N.a B:.°,'!`pp°f.."wE xp N e :s .n, • byeavo .,EN carry "°i°`ERL EM.i Puanrv. s ar a ON cbe sIN mwFN l IN � Byte nnE,ccp.ww __I I `\ N% ° Y�,E'{"^, z<NoY By" ,Ms :,�,,, a ,nN.w NM , ".,...»„ son M ,. ,o ME -' '._---- _ ♦ \ ♦ are. 20 o Me MOUNT M MOUNT EP�,W[AT M m IN WIFE Ovo v�,uwY M AFWMI [mAEME awn, I - - . F \ \\ EI£V THE ce or MmW 7pNV ' on , YNYpG AII E 114;fY6 m \ Q\ PI su,VNIN YWioM OYIe.. ars uo, eu,xur ENHOWME ONEWHIC& BAN Mn OFm55NK "xWQPP SSA � MN I ___ a\.N T EO _ n 23 N \ a¢ 11 I -!0 BE 5Fp �A �I� Imv,r METZ IF \ E0 ,A T.F.EI£V fOFTE ONAM calIMF I FAf01001F P 6IX Al1O TYPE " OA " LOT TYPE " OB " LOT TYPICAL LOT GRADING NTS NORTHERN ENGINEERING SERVICES EOx L�,6.,95 420 SOxITR ROLES SI1flE 202. Pr COUINS, COIARADO O0521 I (303) 221-4158 5 14 '' » 5, Ei"E" n.0 v.ELEv / ` s e TIEL r.E�nEv xA J 0.5 BIT9EA 10 o] II7 20 / i➢.F1EV a -e 06 2e e© —29-- 0 1 M. THIN ♦♦♦� F1119g01E P11D. 7R1 FIIIB A \\��i/ 1 I I I'' II I� I I II I' ORTH GRAPHIC SCALE I I IB 50 My) o I � c.—a—� Hof.., ems I I11 � -_ 644E j I- -- 5 G E E by NOrmOFc Lfl- gmebmg 5 Ine . I to Inc, HMd (or am type of banst Gton eey a Registeredrs sugnE I tarot Engineer nUN:of employ t annem Fnot 5«vkn. CTTY OF FORT COLLINS, COLORADO UTNTY PLAN APPROVAL Eff6wm: M— ,aFnan en. ,,, M` I,.,r DOTE (Aural er: ,.:,M..,,..,,,.,,, N— CHIECKED BY MEta..,ay, me nt Date: FAIRHROOKE TRACT "A" UJll GRADING AND EROSION D $Y APJ CONTROL PLAN Sheet LOl` eLFFE._feS- - �.I n.=:$u. mti I ,nYol.._I P00I.�WEST I ' _e. 1._.. !&II � Nor"— GERI 1 � � FENCING RISINGW iERVI ' /0 50VTH LEE LINE JOE Wi 15 NU 21 1 1IIREV 1]) — tSFEV "tUr M,+IM LOf tMF Oi L03 9 I¢ /!L ¢.— `° 81 -s.z ! `0 , I -lee ��ae p i � SF) ® I ®e I 30INI iY 6 F , ELfv S,R , -'e011 '®° Fm �I, _ 1B ems, ,ss ' 1 I � WUAFF IST 6T _0E, �I IFULI _ IN' T�®FEY ! ® qZw Imo_ I tl� 1 F1 o /� \, B 16 .gam Z. ... �5 TRACT E 't E Y WAY �1. ` 22 ins ... u ite .. TE ,.� / ✓ 1 e i y , L;. 1 V _ za 11 D 6 _,B] y ^` Ti F1N .. • 1 ¢¢z 311t `. ® f 1 / `� 1 IX 'N 35 Ir, /, r, Y FILL a et` �' ie --ROILY WAY s, ®R -® iA ID 30 �. ® ) i _ 6 SR le! 2 r/ 1 4 a I' ,Ts ' 6 B 1FEE IT SR) PHASE 3 1 ns . I`• 1 i .., - �i —x... NC — STB E�X . KT x4t /' /' 1 A��ie t I / 1S 6 R �5� U 1 INN, NINE, Ia E' I tits .20t 1 ,IT —T , i !, aIP� 1-1 I j • w.. 1 `_, m '; -- ...; ,., /m. ' r\ ilk SR .Ecewo Ia,o PHASE 2 ` }b V 'm O H •. EXISTING SOONER SEWER t <. `__ ��It -i=/� J 8 �! i,�y� 1 ( 22 1 I PROPOSED STORM FFFFI s SR — _, Eq Y 6 1 I �— EpSTING STORM DRAINAGE ,NLf Of♦r/E (' 1 ` 'IR�� — — 1 I I PROPOSED STORM DRAINAGEMLf' „ 1 swuF w/ TRIcxLE PAN 0 '- I t oo gt x xa PROPOSED CONTOUR FAINTING CONTOUR J / I ` \ , ` }I n5 PO D CONTOUR ROAD 5.. 90AQiV11 F RUO � � ". t _ _ _ _ — .� .� PROPOSED rLONUNN 40 `' •� /� SR o I 1 s �D T 1^ T] t I PROPOSED ESPE T A SOS IiIDNING q5 PER PROSPECT ROAD SIp It ''-® / � n'Oi I1I �ws:E CUNSTRLCI O.N "22 3u 13 I ��I pgsE '' ,a �of SONS*RUCT,NEROSION aNU SEI11EN(OVROL NOIILAcic, 179 v sPROTEF•IDN .zx � I � � �P, sE of cpes*RucnpN "H� , ELF,. 0I FOUNDATION ELEFIEF X� roe \ \ / j\; PHA 2 Re FEE 26 ,R 2T 1 15. 1 I �I �I .'O.ORT—H IF, 1 GRAPHIC SCALE ♦. . iii �� +STB'I _ / I Ill s4 _ - 1J 1 E I' 1 `!I ICJ �; <W / .-Im CITY OF RT FOCOLT INS. COLOHADO X` A A y i W __UTILITY PUN pPPHOVAI. - .,..,m�i F� PALL. STH FLW ♦` r FAFBROOKE PLD. TTH FLNO TyPF 'OA LOT TYPE "OB LOT ♦ \ `e I6XEo-Eo yA -. .,__— DETAIL „A^ LxECTm "TYPICAL LOT GRADING � � NTS —. - INFECTED 6 I Hy ! G .e NORTHERN ENGINEERING SERVICES ° pj Act 94 j Dot EAIRDRooxE TRACT "A" Sheet SCALE. _.1"=50' GRADING r7T AND EROSION i n 420 SOUTH HOWES SUITE 202, IT COLLINS, COLORADO 80521 DESIGNER'G5CHOCa. (CHECKED HY _MP; CONTROL R,OL PLAN �3 (303) 221- 4158 RAGE, MAN G SCI+nC✓ RRFI'AREC 02/F:}` Sheets I.0 HISTORIC DRAINAGE BASINS SCALE: 1 = 200' ....`... ........ ............. L. I: .. • -M......m.......um m-m pl f.7 �'Dl DEVELOPED DRAINAGE BASINS SCALE: 1" = 200' NOTE. SHADED AREAS = SUB -BASINS TABLE A STORMFATER RUNOFF BASH oESIENTCN/IYFE a RM NF/. pge/PEl ONRp pµyMyllEp OR 01 -- EXIST lNaT tNCfl 9 )0/UNDETNNED (�) 3e2 c 0.20 l s () I (JU 62 07 z -w L 5 () (fit x) 23A 2$ 35 9 (Io.)'(.) 33 it 1 ]$ L l I z m v (190 it ta^ (. I (;) b6 kIW $9. 2 nW •5 ♦S] c 0.5• w $.2 DI00 2 CETCMON PoN $ uNEO 595 0,25 •0 0. 9.6 3 1. 205 1 M 19 1 1 0.4 6 1 2.3 D 0 NMN POND 03 O-X-N .62 025. litol 3N 111 121 2 0. B a 0 2 9 $0.9 I15 06 •B }$ II. wamt-rinuTuN uN 0 p Exi Dx pEinx 2 Z7=47t y9. 1 1 _ T R EMrox P xD D$/ DEIUNEO • 9.6 ♦ 2 1 1 5. .1 D DEiEN1px POND 03/ DElux[D JO6 0.25 » 1 z. anz O. • 6.z 1 0] 6 5.1 0.5• 2.9 .Loa D36 uNOEiuNED 10 w 6 LV(E UNN D61 0.20 W 20 9 13 1.3 2J m 031 OW 2.2 OM PROSPECTM LNOTmwxD I 0.20 92 202 ] J9 250 0.0 • }.0 69 9 5.000.51 IA 5.0 OS♦ 0z DR-$liE 0 it- DE]FMMM RAND DS DUNNED D ENDDN POND Dz/ UNDEmxED W P ) VNC N 725 OOn 1035 0]0 D3s II IDS 9Y ••6I ]3 5. 12.1 I .J IO] la tl] 0. • n•0 •I L♦ 1 1.• $.2 5.• 112 95 OM 1 5224 165 0.3 > 1 S]I 9 4.90 0.5• o.x OW LJ 0.5 0. ♦.6 19 a FOD us REST RESIDENNL G SOMERVILLE P.U.D.�l v�� PLEASANT a f Y� )0+ 04 py �� Cpp„_ESO N SEDUTPoA DA' _��A ,ROSp,irTt EXISTING STORM SEWER 15" R.C.P. (4)- 4' EXISTING CURB INLETS NORTHERN ENGINEERING SERVICES 420 SOUPH HDIIES SUITE 202, FT. COLLINS, COLORADO 80621 (303) 221-4258 FNRBROOKE P.U.D. 5TH FILING J/ WILDW00 NG 5T FIL WILDWOOD 3RD FILING DS J •, - I rROFOsrn e• goss-vrN P FG 15 TYPE-R IM£, RbYECT ROAD SG RJ` FAIRBROOKE P.U.D. nH RUING LEGEND fM611RG SroRu SEWER S PbRORD SnNN SEWER EtlSING v(XSd qW WGE wtP BROOKE P.U.D. xi 4 vecwsrn SroRN DR.ux•c"E INLET ~- vsw RUN♦GE BASIN 6TH Fl11NG Z D n'•R�� gpR,D,Rr DEIIICM FlC NE A_ �ot DEF-= pwwcE ASINS 111IJRI1m CprtWR 7� - - LT611RD CMfWR (� O� IMINp�y FB6 NFOR CONSTRUCTION - 5 A1G IMKS Qp9D'x 1pNl FROM FINK DRAINAGE REPORT FOR FAIRBROOKE S.I D., NOV. 1983. enoW cul1E 9unB1 0100 It 9 3 2e ct5 (&ISMS INCLUDED - F 3A, F 3B F 7A, F TB; AREA . 11.09 AC SEE PAGE 68 OF APPENDIX IN FNRBROOKE TRACT'A' DRAINAGE REPORT, AUGUST 15. 1994 BY NORTHERN ENGINEERING SERVICES. ORTH PROPOSED DEVELOPED FLOW INCLUDING FNRBROOKE TRACT 'A" PUD Q 02=B.D0 GRAPHIC SCALE ( 9 0100 GIs (BASINS INCLUDED =SOAP, FB1, FB6 AND Dt; 100 0 1W zpD 3w TOTAL AREA 10.58 AC) SCM£: I'-1CD' oject: Print Date: ]sALE: 9435.00 FEBz3 LL.FAIRBROOKE TRACT "A" P.U.D. 1"=100' MFJ SIGNER : IBW CHECKED B11 01/OVERALLDRAINAGE PLANAFTSLIAN:ACAD PREPARE0:11 01 94 I IT INS CFCTI°R FOR REINFORCED CO NTC CIRCULAR FIFE H!\� T C's""n i m NINE Oil TYPT L =rFil- IND SECTION FOX REINFORCED END SECTION FOR MRINF ED CONCRrtE ARON Foe CONCRETE ELLIPTICAL PIPE .e.en.. e.es.. CONCRETE END EECTNENS •. ..mev •noon en ue a e, en CITY OF FORT COLLINS. COLORADO to BeM L EawWY v..n 1'Mnnnn MS SANL °i V Sl Nw N.Dy 3LwIPAI^I Fem3 FP`P"N`6.1 4rt Y cW 4ETOMVIEW DIKE STRAW BALE "a pe 140 GENERAL INSTALLATI CITY OF FORT COLLINS, COLD e iolen, e¢n STORMWATER UTILITY TO NOR RE REEKNEVERENTE LEON AND Ct:TPn WI�II� IT L -tvZ4- - S 1\ FUN VIEW or SECTIONAA t .. oft SECTION 64 e7 .u..n.".:�^ss. Tewwi'..'a-Z wa li�'sm i DRAIcr CUT SQUARE HOLE IN THAI WALL IY UI NEFF IN 5111 DO PIPE 00. CAST PPE ; WON RED CONCRETE BLOCK ° ENWTH FLUSH 0 CHANNEL SURFACE, PRO D 5- RC PoND ONIFT vOE PROPOSED CONCRETE PRCPoYD U DP OF Rwx PROPOSED DITCH C R J RL-ulcxuExl SIT PT %D EA51 CHANNEL S,Nx p MINIMUM SECTION In IN PROPOSED CONCRETE J"" PLAN VIEW AROON STORM SEWER OUTLET PIPE APRON DETAIL RETAIL 'A' T1 vecaox A -A +ZIP. ---I iII sT nm r SECRON C-c '—' L".. MY CONCRETE SIDEWALK CULVERT N. F FOR DRIVFOVER CURS. .'.e SOFTER AND WALK CITY OF FORT COLLINS. COLORADO "Al 11 NOTH092"I IN TOP @I" VI AN STATE DETAL RBR CURB FACE ASSEMBLY PLACE ENTIRE ASSEMBLY BEFORE POURING CONCRETE SCALE, fPPl 1/Y EMERGENCY OVERFLOW WEIR OF EIL Do 51M.7 SIDE.? 510674 DEspN POIM 0$ (p� °i cm 1aD (LT]) ° ' ( A.M ELFMIION iNMAAT EIFIAn FIO NE ElF•,1U11 9 M •• D.SV 12e D= ULW pa3 12T I.m D]L x.0 a]A 1D.e am uv Iz ve IaW LR. IMEORETc4 DFnN WrE: SOL CRY Or iCRf fMlE4 9EIEWNA CUL1£RT DETLL IN]IE MR e1RUCNPIL MRigCEKW -P V y F R x cONDRRTE PoND W\CW PIS SKTOM TYPICAL SECTION SWALE TO DETENTION POND D5 N.T& TYPICAL SECTION SWALE TO DETENTION POND D2 NT3. POND ORIFICE ow 'd DJ !TS m y.zs D 11C STEEL Mrz ORIFICE PLATE N.T.S. w LYSiW/Y DsiM GSM tIlip AT dM PWO CNLfl DETAIL 511♦ ' — mmill�� Slw W POT= �^ Wxl �— 0.5 5113 41 A� 5113 �1 1r 2> IRµylpll— O.0>b 5110 WIN, / MOODY ISOMETRIC Snp � SIDE 51W POND D3 & NA CROSS TION POND D2 & CANAL CROSS SECTION mNrnnE 41RNNN CLrc or FORD CmEARE. OIASEro m EPI '�^ ^- .N �. --.'" COLwN PRELIMINARY REDIi'Y PIMN,PPp A NOT FOR CONSTRUCTION s.H��.. v.we.e'er IN �an � T SIDEWALK CULVERT TRANSITION TO V—PAN N Mn, SAfo D^ N , w E.O ve �^B r r'N a" N.T.S. mfUPTfle'e �4 "On1 nRK" m-^ a •4�.--- EN,n«,nD s�N..: Inc xmxNN �NrwMDETUNR1RNs.DEC oN5 _ ate- Date NORTHERN ENGINEERING SERVICES Pr °ject:n ^ Z5.00 Print `c JYJ IIIII FAIRBROOKE TRACT "A' P.U.D. -- 420 SOUTH HOWF3 SUITE 202, FT. COLLINS, COLORADO B05E1 SCALE: NA DRAINAGE & EROSION -- — (303) , Fr. R IF DER6108MMMLyCAMa C�rR )10 CONTROL nFTA1I,S ALnr cno PAAIRTGI ICTInN SIDEWALK CULVERT/SWALE D2 TRANSITION DETAIL SECTION B—B FORNOTEG WNCKTIE AND Rnu SIOEW4N LNLARTS. SEE SHELF NO I M. SIDEWALK CULVERT/SWALE D5 TRANSITION DETAIL NES sw Loz 6 sy Lo1 M SWALE D2 AND SUB -DRAIN DETAIL �( PL PpE NR 5Tl I.NpJ �2 -V PAN at ten` L e PLAN VIEW 6 A b TYPICAL SUB —DRAIN sraE TOP OF sLonr 1 3' CCHc 2rt sGEWNM CULAM FUJI OUTLET DETAIL X OPss uNm sI nowt,xr - � � `nR SMI LF E""�. ""'rR 8 S - //% 2 3 µo :oE.kx. FEES — e zs / :TOP Snit u ^ C Js� 6 ✓�—! —_—�` I If I J/( STONE CUT PIPE FLUSH PLOWLINE OF /WRPEO FREE 2 V PAN k NORTYL Ypp INRI or EQUAL FILTER `D'AC116 P.E. SKIT EI.WC I CAP Ow CAP U' ELL —� e11 r e 0041 CO ADS S FORI.TEO PCLOETHYLENE TIMING GUA9O SCREEN. SWALE D5 AND SUB -DRAIN DETAIL_ Ins — Y NORTHERN ENGINEERING SERVICES 420 SOUTH HOWLS SUITE 202, FT. COLLLHLS, COLORADO 00521 (303) 221-4150 PRELIMIDIM NOT FOR CONSTRUCTION PRELIMINARY NOT FOR CONSTRUCTION Their I Ile Ivabumente M Se,Hce pm Enginx,inq MS type It IS bbean e Slid a eepned :M stamped by unRapstau i P.olemml Fnginw mpyy It NmIMm Epimninq Servcee, Im CRT OF PORT colIMS, COL.ORILD0 [RILITT PLAN APPROVAL Mu6 T;R1rsT9M�— � Print Dote: 435.00 FEB 23u FAIRBROOKE TRACT "A" P.U.D. K% ICHECKED BY: AIFI GENERAL DETAILS `\ I 1111 �I 335 ?S2 '--* e.o . ] I .. a*a �• Imo„ I�-J�atltlflV♦I. 1 11 Ij I} I INS W See ANNINNINS AS "..3rElB1N ♦ +u _ !p�y r ral�n- ISO 116 x.1azY, l ® Ir♦3 . 1.rs.tuv 11e ]°.° i.el I _ RI a9 ta9 IL _ ?®7 PY x Tins IS AU UfmaaaI e rii°ev 1 r: �ruv I x/r �, Is W I 6PADw6 CLUFIe.L1QAT[v.l n'® I/ (ce;MIr r '® nn I ® es t® -® _ n5 \ II TG). AT DNECLOr , _ y, ` - na 1\ .AU. VPaD1U6 LL Bs 1e. r 1 1 _ _ EL EF 20IJ74111 DU- TRACT E Is, r ccaav • Puns6 I - WG WILL Gfir +e.xI i Ixe.s r,F,pav p j l dN OFCSITG boaD W b - x IT. 123 I A I +• -f8. —___ - . ✓ 1 _ x-., - �y I r.ila9v SAW.1v it ® \ — _ — . _ _ I [nap TY ® iS+�o� i .tY - e , Il/I I :.. 6C ®, eo ,i% ♦ ® h.\9i I �ne j I lu PLANT. °wo II 1 A= / r: ® /i ®�° ee IF d ir4pEvI_].a e i / 21. SIGHT MANCE-� \ I \\ it.E� r. tlty n,iM' TI RIYI 1 1 Ita ..o w l.�' x I ] r 3 / SIT 11 �e I ®_ -♦ I� Vy ni. \�VVVV "I r. - .9 �los I --� .fiIN, Age RAN,lea o s .• _... _T "` //'nC` ? �® ® r.i -- ce num O9 a _ r.+e+ __riirrov aw TANANT _ I 1 .\ 1 ISea )/ �/ \ \ !a YAFA � 'J Lr.EIfY b 1 OVEALOT QRADM NOTES v� �1('� I At/ v ® vv`�v nr uv ® ♦ II_e vmr OFIF I3A I R .a... cwtm•w.rc IF mSIRSTAR All evu .waxoert WAwpe M«VeaRclM SSe STIn AS wto Ac W \ _ r' _ Rental COVER 6 MNT� ae uTO C a ONOCCURS TAR TO wIDE ne L I `\ \ \ \ ' 7 TOO pnG IS vwI oro.°L".:"`o:m w40Fwz'....cr I 1xm�usa *.rs LOT ( e \ V r:9clr_v ++\ PFiA Q loMININos 1 eal MILLI �c FILL$ TO era I e \ \ w + \\ .133 i.t. 9: � as r �v 1 f ORTH van MA SmEr 706 lwmrn �. «p.p."r ' I ,` It FAIL E,NA, a 1AT,.,LEn n A w M OF an m THE _ \\ \. • 25 :;°a ® 1 I; GRAPHIC SCALE r10 '".` _ w. AT n'.E IFRI I I \\ \ �(9. ID s.♦ ®_ _ ___ 1 so ° 100 Iw reel I TOE FINTINATIA, GRANT AND M e� i..iw vo — e• \ -1za _ • These , o. —_—\\\\\i ® e le' + 4 9 e InsWments of 3. eon's all re....rro� ova x s OF in°�wc �wrr°`o.°Iwl'.rc.'�i n.a.."" E o _ \ \\ \ 4F 2♦ry i r ; -� — 1 _—_ —_ 5 e e.e y uo mem one"I'Ll OF, CIO In and [. = 1 ei—— rat I L, LOFT far any type of 0 SO ITS a♦ v �7 S, ® e. 29 . ��4' - ��n�c..>a�-� II 1 p e by TOn arRegisterede Pro69- 1 I ♦ �V uELJV /� �� _ANASSINNeAS I I E 9 r In 9 e employ or ©i % % >! N rt E g�neenn Semcea Inc_ M3 it MSfG \ /. I ♦ / CITY OF FORT LAN A$ COIARADO �� ❑ A ] ❑ C I • \�`ra\i° j� e/ / 1 UTILITY PLAN APPROVAL 990 wmx o,Ex c I S r.F.Ersv •epsvm: rena a o....o. o-rz -- ♦ FAFOAO)O E P amFLMO ♦ . ` �'� /�.9/ FAIBIOOIOi PLQ F1lIS IT TYPE" LOT TYPEOB " LOT � `.\ 4 0� clv a°er..�Wp y.. N,,.. TAX AS 60 ° cIa°Ian n. TYPICAL LOT GRADING -- °" " " DAN nwan m. SITS / o,.,., .r,.«.�a dR ITAS No. Revisions B Date Project: Print, Dote: """H TO 14�14TION °�° °' NORTHERN ENGINEERING SERVICES FAIRRROOKE TRACT e,A_ Im le SENSE r.r. vsEaEx,s 9435.00 W MYIS — --- - — - s�ALE: ,-=5D GRADING AND EROSION - _ _ _" _ a20 SOUTH H011E9 SUM 202. PT. COLLINS, COLORADO 80521 DESIONER:JDD CHECKED BY:ufJ CONTROL PLAN (303) 221-a150 RAFTSMAN:JDD PREPARED.09 05 95 ' I 1 I pn-sIrt I y I • i n i y _ _ -, O'srtE • n5muen n/u •\ . (: / .. / 0.772 I • n �' . 87 v�" ) NOTE: �•• __"-- per_ M _S_._ y pF �'¢ EF��pwS •• ••�' �'•�' •�••�• ? / BE THE N ON -SITE DRAINAGE FACILITIES SHALL Ox- O.ELFS ` Oj CFS BE THE RESPONSIBILITY OF THE PROPERTY OWNERS, Fa Ads __ mI00: tJ Cr5 / y 27 y f 19 . ' "„ 14 / ` J 1 cmss - 51 zm IrN 36v Y I I'MIAA (SEF Sm. will / ,. .09 39 .Stxo--�• - i .` 15 P Nx°n ! ;R°a�_10ua00idl l� y P - + -_ mmrR RE Rxu w - ].1 Cis 3E 30 y 2l Ax y 02� 2.9 CF5 3/ 28 i 15 a 0700= 10.6 CFS laEy as j 25 ley D3 '° ®ozoo:'? t sSCFs 3.82 0t a ADEWAP.Dt R 1 1\ IS' e.F.S. 3j 11 W iRW CURB /� 'w N. 511130 __ 28 • •R Y ME9rt 111 IAxirwArI D3A y aMnax �/ (EMERGENCYMETAWFNiLGW I y. /' fv n \ (SEE OErAx SxER ly 3a 3.06 17 / 1 31 Ja LEO.M. IS' PCP ; TOPS011. It D2A \' D2- S.O CFS 2' MEIN BUM f�LP 5'N 150 -{I_ nor .-5TIfm 35 �` 2 0100= 18.1 CF5 23 y cU�ar / >EA MPRAP uwEx MIRIFl 140N o I n 4 97 4.55 a . ,� of wme MPsm. �� d "�� OR EQUAL FEVEMATE u F'LTER FABRIC o i ~e\ \ / 1p = i •x. 4' PERF. �/ •e' Pw i' 1 ,5\ ,/' \� I I roa CUw EXTENSION - P.E. PIPE • x 0 35 " / p- i (sEE wIOSPEn PDAO z A / „-T' ceREffFsiOEWSx"cTrZTRT-' �e - i .h\ s.m. vuxs. uacx lase) 3/4' STONE wE sxETr q NplY WAY g , 10 j . coxcRErt um»x x ` / • A (SEE DETAIL Sxr IA) 7 D2 02= 0.6 CFS \e ! PHASE 3 Sp ��N� m � `' 5.95 U "'�' 4 5 3 0100. 2.2 n ! .........' A Ae 3 / 02- 5 j'; / i./ GRAVEL SUB -DRAIN « s.fi CFS y �i PHASE T ., i / °�*GtooAL z0.3 CFS « P D3B y I J:\ACAD\DEi\GRVlSBDR.OwG 43 y42 y 41 0 1\ Coal 00.75%' W, SR _" - s v / / A y h"�' x LEGEND D1 `S®02. 1.4 CFS ----__-- 2.32 02- 81 CFS '-'- I i S EXISTING STORM SEWER Ew * Z 5 0100- 5.0 CFS f y y -" / ' / 7 Ii iiw v q PROPOSED STORM SEWER 5 fFF ' p "ALL . .. �.. ..�.. �. ..�.. � \ -� + 1 0100- 22.8 CF5 siOEWun� x aD. \� xc 2 cuE.cPr j O EXISTING STORM DRAINAGEDRAINAGE INLET scPE 0.' z, w n ' •` 1 I PROPOSED STORM DRPINAGE INLET -_-_.- --.- E•imr;ace _-.-_ I -I�VLLL _ y 1 5 0?00. 4.B FCFS D.25 '• ` - _ sFDvi".II`I'reR II • ICE•, SWALE W/ TRICKLE PAN ff c xcRFrz ,\7cx �. l OCTAL SNT ILA) 51w.I I 4 W '\ ��"------ / Sr101- CIA DESIGN DRAINAGE BASIN DEiErrtmx/PF+fMM)N roam ex •\ • R0 / 0 - ee.E 1 l cn BOUNDARY _ DRu°xwE 1 i O 1aD-w Rs¢ - Sllaw •�'. (SEE `onu It p+' .� DEVELOPED FLOWUNE ERVILLE P.U.D. R�w-STIE 0100. I•lato at\ •I •, `z4 CROSS PAR 8 / F•r Ven 15A Im+R RELEASE ReELL &47 x m x Ee R D4A CHARLOPM _ _ ;. �i l DEVELOPED DRAINAGE PATTERN 44 % �u` Wrrx WAGE oRUN R 1 .38 II �I [ y 84- PROPOSED CONTOUR V / •\ 17 �\\ ( E DIET EFr NA �iII„10 :� •\ +' li I Icy 84 EXISTING CONTOUR �' 1 15 I D' rP.• 1 60. R 11 IO 11 \ 4 + > l2 T II� 1 BASIN DESIGNATOR o 2.23 ,� rr I• i \ 15 j <fr' )° i 0.21 AREA IN ACRES m rtaw4rx y Rnenw °'W,n' z ` \ x 3s'6 �' DErEx+wx PaxD m ! -- "' - -- -' O • ' VDL�Wll rsFi %soDESIGN PINT n » a0 xv 03I I yI \ •` - °S', •y�6 ie z• ^xx BS az a+ m w mxn m zx xe Is u n Sex It: +So' _ _ 1m-n RELEASE - 05 cFS y INFLOW CURB h GUTTER °°'Ait I •,e5 az °••' +e .-• i m` \ i lY '� ------------ PROPOSED CONTOUR DSAS •" \\`d le 27 I i ' AS PER PROSPECT ROAD S.LC. 95 nm m °SAS ran aInET U \ •� C 4 °o 29 • D4 1 - _._ . '\• \\: • :. 3 m'e ®02= CFS 3.79 1 �0?003.526 CF5 z w ♦ y a - 03 10 I _ 20 i°w= ssozw r° �= 0a CFS • y 1 Dx ESE DEEM SW, IIV - a 11 ®NORTH ai •` SEC DETAIL SM IIIJ _ '49 Ce " •0 S a osA e a \ 4 21 2a \ ./.. GRAPHIC .SCALE 01 Fan a z5 « µ5' FES. y 7 x \ 510681 1/' _-_---____. ESISTws R' CROSS Pw SO O m ISO 150 Fast V .� �.�- i B AwM+wxE nx mwc m rlmewSN a xs 15 Dan •\ • ID' DvwxvcE 23.,a IS' RcP /" DRIVE ___ p Ix ! RORCMD 15'r.PE-R 14n WALUI I'LL50' m 1 FAIRBROOKE P.U.D. a esas - - + ° m xe 10 Accass r/ SBS CEO eExD / �.•- •� -- (ProSPEn ROAD s.i 0.) ro aE wxsmucrEc oumxc =wsE ,n •+ '�" a ul 'S 04 at r50wAm STH RUNG •� '•�rwsEUExr /, - �•• ••� •\ A. • TABLE A �.'• ' m °° n •\ T< -7pm I w a I•w r «IAnRIrI ' uur sp�yy� a a six DEVELOPED DRAINAGE BASINS \••� - PRWDSEU Rw FUCAN I CULVERT y Ir) ' A) m m AL) r.: I` m ,..I IM) I.. ) SCALE: 1- . 200 R » n r ETA' I \prw ••\• 22 / ex l sv •' GFS SHADED AREAS SUB-BASINSto 1 0E= 22 CFS \\ \ FAIRBROOKE P.U.D. "RH FILING Dann NW Bm.ai EXILING CROSS -PAN • \ P LI M I N' RY / NOT CONST UCTION Revl B; pnB B Date NORTHERN EN INEERING SERVICES T0)Oct: 943 .oVF'FE82 ate IM FAIRBROOKE TRACT "A" P.U.D.SCALE: 1.-50• 420 30VTH }p11EB 3[2TE 202, FT. COLLINS, COLORADO 80521 DESIGNER : MBW CHECKED BY: MFJ P �(303) 221-a158 DRAFTSMAN: ACAD PREPARED:01 11 p5 DRAINAGE PLAN