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HomeMy WebLinkAboutDrainage Reports - 04/05/1995Final A ed Report Final Storm Drainage Report aie4Z L J for Hill Crest P.U.D. I-Wl� lrsy 2P February 1995 n ITlG P�Ij, Stewart & Associates Consulting Engineers and Surveyors 103 South Meldrum Street Fort Collins,. Colorado 80521 (303) 482-93.31 ' STEWARTMSSOCIATES Consulting Engineers and Surveyors ' February 24, 1995 ' Mr. Basil Hamdan Stormwater Utility City of Fort Collins t P.O. Box 580 Fort Collins, CO 80522 tDear Basil: Attached is the "Final Storm Drainage Report" for Hill Crest P.U.D. for your review and ' approval. The project is a multi -family "in fill" project for the Fort Collins Housing Authority. This project will include onsite detention for the development area and ± 5.4 acres of offsite area. ' Two detention ponds are part of the storm drainage design. Detention release from the furthest downstream pond will go into the existing 36-inch storm drainage collection system in West Mulberry Street. A rate of release of ± 5. 79 c.f s. has been established for the f 10. 5 acres ' making up this sub -basin which will be piped into aforementioned existing facilities. All hydrologic and hydraulic design in this report meet the City of Fort Collins,, Storm ' Drainage Design Criteria and Construction Standards (1984). Should questions or concerns arise regarding this project during your review, please do ' not hesitate in contacting our office. Sincerely, �•'•�aR�#� Richard A. Rutherford, P.E. & L.S. ? : ' President 50249 M • rsc tee �N � cSIY*i 1 ' James H. Stewart and Associates. Inc. 103 S. Meldrum Street P.O. Box 429 ' Ft. Collins, CO 80522 303/482-9331 Fax 303/482-9382 N LaPorte Ave •\o_ _.� -47 C. ti n Dr Grand vieti'� Cemetery ui O N N 4 � V Olive St `^ M-u n i c i p o/ Je p W.Oak St \.•._ c Briarw od Ct W.Olive ° W. Olive 'a Golf Course St. _ v t 'a j 0 vi dt rd tr k. L 'A nolia rl o _ L ? W'Mulberry St m • My lie ✓ 1 Wouct Ilc o v/V�Y = %� rT Ct ut o ¢ W Laurel St, o o ! Ti cr L ° _ Crestmore� v Q. Ct o� r Gt a j 0 hord rchard PI ,� or n Orchard PI. % c / ''W PI S}I ,b W. , St. 9 1 11 0 1 1 1 FINAL STORM DRAINAGE REPORT FOR HILL CREST P.U.D. GENERAL SITE The proposed multi -family development, Hill Crest P.U.D., (the Development) is located in the City of Fort Collins in the Southeast 1/4 of Section 9, Township 7 North, Range 69 West of the 6th P.M. The site is approximately 500 feet West, of the intersection of West Mulberry Street (Mulberry) and South Taft Hill Road (Taft). The Developer is proposing 14 duplex buildings, and one single family building for a total of 29 dwelling units on the approximately 5.14 acres, including the Mulberry right-of-way (0.29 acres). The tract (± 4.62 acres) lying North of the site has been sold to the Poudre R-1 School District (District). For this report, the entire 9.76 acres will be included in the study, along with 0.75 acres of tennis courts that belong to District (10.51 acres design sub basin). Part of the sales agreement was to include the 4.62 acre tract sold to the District into the storm water management design for Hill Crest. The tennis courts are a natural part of the project area and will also be included for detention, though not specifically required by the sales agreement nor by the City of Fort Collins Storm Drainage Design Criteria Construction Manual (SDDCCM). AREAS FOR STORM WATER MANAGEMENT IN THIS DESIGN BASIN AREA (ac) METHOD COMMENTS HILL CREST P.U.D. 5.14 ONSITE DETENTION HISTORIC PR-1 ACREAGE 4.62 ONSITE DETENTION HISTORIC PR-1 TENNIS CTS. 0.75 ONSITE DETENTION NOT REQUIRED 1 1 1 1 1 1 1 1 1 1 1 Storm Drainage Report Hill Crest P.U.D. Page 2 . A second site specific detail is that direct runoff from Impala Subdivision is currently released across our project area. A concrete pan directs storm flow from the East side of Impala Circle across the project area to the Tenth Green Subdivision. HYDROLOGY HISTORIC This project lies in both the West Vine and Canal Importation Basins, with detention release going into the Canal Importations Basin. The site is currently covered by a heavy growth of rangeland grasses and weeds. Topography is gently sloping to the East with two naturally occurring swales on the North and South ends of the project site. The direct runoff from this site is toward the Tenth Green Subdivision on the East boundary. This has not presented itself as problematic, though reduction of this undetained and undirected storm runoff is a prime objective of this project design. The historic sub catchment for design includes the 10.51 acres described above, and 2.28 acres of low density residential (see appendices) West of Hill Crest 12.79 acres, and the Impala Subdivision release (2.8 cfs). Impala Subdivision does include a detention facility, with its release now directed through the new Hill Crest facilities. The historic direct runoff rate from the design sub basin 10.51 acres, is 3.34 cfs in the minor 2-year event. This rate has been the basis of detention design on this project. I fl 0 1 1 7 I Storm Drainage Report Hill Crest P.U.D. Page 3 There is historically, and will continue to be, a strip of ground on the North side of Mulberry that has released runoff undetained(2.25 cfs) toward that existing curb and gutter. Effort has been directed to reduce any change to this existing condition on the North side of Mulberry; surface flow will continue to move in that direction, however. Collection of this direct runoff is at the Northwest corner of the intersection at Briarwood Road and Mulberry, East of the project area. This existing 4-foot inlet is part of the storm drainage system in Mulberry. Drainage control will be accomplished by carrying out a grading plan that will serve to generally level the site. Also, two detention ponds are being constructed as part of the design. This combination of elements will correct undesirable conditions, while addressing the needs of the proposed intensified usage. The historic conditions consist of three distinct and separate basins onsite and one basin offsite, total sub catchment 12.79 acres. Individual runoff coefficients for each basin have been established (see appendices) for use in the Rational Method, as described by the SDDCCS. Noteworthy, is that the 2-year historic allowable release rate of 3.34 cfs from the design sub basin 10.51 acres does not consider the flows directed to the new facilities from adjacent areas. Impala Subdivision detention release, the residential area West that is undetained, and flows toward Mulberry all will be considered in establishing the project's allowable release rate. I 1 [1 11 Storm Drainage Report Hill Crest P.U.D. Page 4 DEVELOPED The grading plan has six clearly defined sub basins within the 5..14 acres confines of the Development, including the paved portions of Mulberry. Additionally, those offsite areas that will contribute to a specific storm water management structure,' are included at the 100-year rate. All basins have been evaluated to establish a basin specific runoff coefficient, while a weighted basin coefficient was used for the individual detention sizing. The following is a table of basin parameters as they were used in the Rational Method of analysis. HILL CREST BASIN SUMMARY TABLE BASIN AREA "C" TOC 2YR MINOR MAJOR (acres) TOC 100YR Q2(cfs) Q100(cfs) #1 0.90 0.26 17.6 min 0.47 2.16 15.2 min #2 1.86 0.61 18.7 2.16 10.19 16.4 #3 0.46 0.39 11.3 0..43 1.96 10.1 #4 1.68 0.36 13.4 1.34 6.24 12.1 #5 0.22 0.84 13.3 0.41 1.44 12.2 #6 0.27 0.64 13.8 0.37 1.76 12.4 NOTE: See appendices for details of information shown in this table. This table illustrates onsite basins only. I [1 1 1 [I Storm Drainage Report Hill Crest P.U.D. Page 5 Offsite basins were evaluated separately and this information is shown in the appendices of this report. The. District tennis courts (0.75 acres) used a value C = 0.95, and the single family housing West of the site (2.28 acres) was a C = 0.50, which is low density single family. The drainage basin is being evaluated as a whole (12.79 acres), and the historic runoff from this basin is the basis of an allowable release rate. A proposed grading plan for the District property was the basis for calculations associated with the future development in that area (see appendices). Existing offsite conditions in the residential area to the West of the project and in Impala Subdivision have been evaluated by means of aerial photography. Calculations associated with the Rational Method are shown in the work sheets that are part of the appendices. HYDRAULICS The two newly constructed detention ponds are.the easiest way to segregate the hydraulic components within the, Development. Considering the North Pond #1 (Pond #1) , which collects runoff from ± 8.13 acres, plus the 2.8 cfs pond release from Impala Subdivision, Runoff conveyance is designed so that surface collection and transport methods will direct flow into this pond. The grading plan for the District, included in the appendices, shows a swale along the East boundary of the proposed athletic fields to collect and convey direct runoff toward Pond #1. LJ 1 Storm Drainage Report Hill Crest P.U.D. Page 6 Stagnation resulting from flatter than usual channel slopes is a concern. However, because of the nature of the use, and ownership by the District we are accepting the grading plan as presented by the project architects. Including the tennis courts the drainage plan accounts for an offsite area ± 5.4 acres contributing to -Pond #1. The remainder of the contributing basin is made up of onsite developed Basins 1 and 2 (2.76 acres). Basin 1 will use grading of greater than, or equal to 2 percent to direct runoff into Pond #1. Basin 2 is a major basin within the developed site, including primarily parking areas. Use of curb and gutter graded to the Northeast corner of the parking area will move surface runoff to a newly constructed 5-ft curb outlet. This curb outlet has been designed to pass the 100-year storm runoff without overtopping the sidewalk, and will be channeled toward the pond. The channel below this outlet has a design capacity of 10.19 cfs (100-year) times 1.33, or 13.6 cfs within the easement. (See the Overall Drainage Plan for specifics of easements and slopes, and a detail of this channel section.) Upon exiting Pond #1 through inlet control, the pond discharge will move South to Pond #2. In passing through developed Basin 3, there is the opportunity to collect additional runoff from that basin; this for the major event would be 1.96 cfs. The results of the 4.5 cfs release rate from Pond #1 and the additional runoff from Basin 3 require a capacity of 4.5 cfs plus 1.96 cfs times 1.33, for the design capacity of 8.4 cfs. 1 1 1 1 1 1 1 1 1 Storm Drainage Report Hill Crest P.U.D. Page 7 The newly constructed trapezoidal channel with the 2-ft wide concrete pan on the bottom is capable of conveying the required 8.4 cfs. Additionally should the outlet from Impala Subdivision become plugged, a spillway capable of relieving this emergency condition is included. This condition will require 4.5 cfs (Basins #1, #2) plus 1.96 cfs (Basin #3) and 6.93 cfs (Impala 100-yr) of additional capacity in this swale for a total swale capacity exiting Pond #1 of ± 13.4 cfs. Pond #2 will be required to collect and manage the incoming normal release from Pond #1 and the additional runoff from 4.42 acres of developed basin directed toward it. Basin 3 is included as part of the contributing area along with Basin 4 and ± 2.28 acres of offsite area. Basin 4 will use a 4-ft curb outlet from the Northeast corner of the parking area as a collection and conveyance method to Pond #2. Similar to Basin 2, a curb outlet will carry the 100-year runoff without overtopping of the curb for the major event. Inlet control will again be used for managing release from Pond #2• This time, however, a pipe connected to the existing 36- inch storm drain in the West bound lane of Mulberry will collect the Pond #2 storm release. A UDSEWER model was run to establish the impact of the new storm drainage connection. The model assumed full flow (water surface at pipe crown) at the existing downstream manhole on the 36-inch storm drain, with the simulated new manhole and lateral losses imposed. U I Storm Drainage Report Hill Crest P.U.D. ' Page 8 - The results showed that at a flow rate of ± 75.0 cfs from upstream ' of the new connection, we will maintain an acceptable flow regime within the pipe network (see appendices). Analysis of existing ' upstream conditions is not included as part of this detailed report ' for Hill Crest. Again an emergency spillway will be constructed to convey the 100-year runoff from Impala Subdivision (6.9 cfs) plus ' the normal 2-year emergency release (5.8 cfs) for Hill Crest. This unlikely emergency condition would convey ± 12.7 cfs from Pond #1 ' through the pipe connection and the trapezoidal overflow channel ' into Mulberrys' North flow line. Impala Subdivision was developed in the mid -seventies; at that ' time concern was not as great regarding control of storm runoff. Mentioned earlier in the report was that a 10-ft wide concrete pan 1 1 1 discharges into Pond #1 at the inlet controlled rate of 2.8 cfs. Though conveyance of the Impala Subdivision runoff directly to its historic point of collection cannot be accomplished, it has been included into our newly developed storm water management system. This inclusion has further attenuated the peak runoff rate from Impala Subdivision though the total volume has not changed. In summary, this runoff is still part of the regional inflow into the existing storm drainage system in Mulberry. Subsequently, no basin runoff will change its point of collection. [A 1 1 L� 1 1 1 i 1 i 1 1 1 1 Storm Drainage Report Hill Crest P.U.D. Page 9 - Basins 5 and 6 are allowed to sheet flow undetained into the North flowline of Mulberry. This requires that the Q100 rate be subtracted from the total allowable release rate from Pond #2. A lack of improvements and use of proper grading will reduce any effect on Mulberry. DETENTION Two detention ponds are part of the Hill Crest storm drainage design. They include Pond #1 (North) and Pond #2 (South). Pond #1 will provide detention for 8.13 acres of both onsite Basins 1 and 2, and an additional 5.73 acres comprising District properties (tennis courts and athletic fields). Besides the surface runoff. volumes generated, an additional 2.8 cfs from the existing Impala Subdivision pond will pass through this new facility. Capacity of the existing Impala pond has been verified, along with the release rate that would develop. _ The calculated runoff coefficient for the contributing area (8.13 acres) to Pond #1 is C = 0.38 , not including Impala. The detention volume required for the design storm with a set 4.5 cfs release rate was 30,651 c.f. or 0.70 ac.ft. With the grading plan as shown a high water line (hw.l) of 5083.09 ft. elevation would result. The required 1-ft freeboard will also be provided in this 1 new. pond. 1 1 z 11 �1 �1 11 11 Storm Drainage Report Hill Crest P.U.D. Page 10 Emergency measures are also being designed into the detention system of both ponds. Each pond will have a 15-ft long spillway constructed at the downstream end of the facility. This will account for the unlikely event that outlet plugging occurs in Pond #1 just when the Impala Subdivision outlet breaches it dike. Under this scenario, a hwl would reach 5083.40-ft above normal in Pond #1. All downstream conveyance elements are capable of maintaining this emergency flow rate within the designated easements. Pond #2 (South) will provide detention for the runoff from 4.42 acres comprising 2.28 acres of offsite area plus the onsite Basins 3 and 4. A total detention volume of 18,372 cu.ft. or 0.42- ac.ft. will be required, with the release rate of 5.79 cfs. The resulting hwl with the grading as proposed would be at elevation 5079.29-ft. Normal release conditions from this pond will flow into the existing 36-inch storm drain previously mentioned in Mulberry. This will mimic the current conditions with one exception; no longer will the inlet at the Northwest corner of Mulberry and Briarwood be the point of inlet. The following is a tabulated summary of the detention pond design elements. [1 11 1 Storm Drainage Report Hill Crest P.U.D. Page 11 DETENTION POND DESIGN ELEMENT SUMMARY ELEMENT POND #1 (NORTH) POND #2 (SOUTH) CONTRIB. AREA (ac) 8.13 4.42 RUNOFF C 0.38 0.44 RELEASE RATE (cfs) 4.50 5.79 VOLUME (CU.FT.) 30651 18371 HWL (FEET) 5083.09 5079.29 EMERGENCY HWL 5083.40 5079.66 OUTLET SIZE (SQ.IN.) 99.69 94.76 DRIVING HEAD (FEET) 1.52 2.83 RELEASE POINT SWALE TO POND #1 36" PIPE IN MULBERRY CONCLUSION No apparent risk to property or human safety would result from allowing this project to go on. The Storm Drainage Design and Construction Criteria Standards have been complied with during the final design of storm drainage management system. Should questions regarding this project, arise during your review of this project please feel free to contact Alex Evonitz or myself at your earliest convenience. Respectfully, Richard A. Rutherford, P.E. & L.S. #5028 11 I 1 [1 1 11 EROSION CONTROL REPORT This site falls in an area of high rainfall erodibility and moderate wind erodibility according to the City of Fort Collins, -erodibility maps. The basin is 12.79 acres as discussed in the Storm Drainage Report. The subsequent construction area will be confined to ± 4.4 acres, any time. Conditions on the District property 4.62 acres will be left in the original grassland cover. The existing tennis courts (0.75 acres), as will the 2.3 acres offsite residential will also be undisturbed during development. The erosion study has been undertaken in two primary phases, Phase 1 will be during waterline installation and rough grading for the two parking areas. By using a planimeter to establish construction limits, ± 2.1 acres (approximately 1/2 site) would be disturbed at that point of development. Gravel would be placed shortly after rough grading in -parking areas. No physical barriers other than silt fencing will be required to.meet.the 79.7 percent performance standard. This would be the site condition through the construction of the detention facility. During Phase 2 however, with the gravel in place, but without hard surface, and the overlot site grading being undertaken in the spring and vegetation will be required to help performance. The overlot grading will expose ± 4.8 acres not including the one half acre of gravel placed in Phase 1. Because of this exposure of bare soil, temporary vegetation will be required. With the gravel, silt fence and temporary vegetation all in combination the performance standard for design will be maintained. 17, 1 1 1 1 EROSION CONTROL COMPUTATION FOR HILL CREST P.U.D. STEWART&O SSOCIATES 10 S. 93DR31 FM`,F4O 9 COLLINS, CO80521 82 Consulting Engineers and Surveyors By: l' , Date: � Client: Sheet No. of Project: I l_C CQ n S`I/', Gk D Subject: r {ZOSI �,•� (._ A Zr7C. f::---<:�TDm141E' I I I /1 CONSTRUCTION SEQUENCE OJECT: F ill CZes-v �.�1D STANDARD FORM C -QUENCE. FOR 19 9jr, ONLY COMPLETED BY: Akl-JZ DATE: —�j�' dicate by use of a bar line or symbols when erosion control measures will be installed. jor modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR ----__MONTH- fERLOT GRADING WJD EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers 'Vegetative Methods Soil Sealant Other RIINFALL 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 Nettings/Mats/Blankets ' Other IS I-F_I -KI I -K I_M I, � e � .1 M TURES: INSTALLED BY _ 1. (�,C . MAINTAINED BY (n_ C. ATION/MULCHING CONTRACTOR C _ C.. SUBMITTED &4 — i S APPROVED BY CITY OF FORT COLLINS ON IHD[SF-C:1989 STEWART&O SSOCIATES 10 S. 93 DRUM,FAX FORT COLLINS, CO 80521 Consulting Engineers and (Surveyor''tsll ,1 n By: h�t�`�' Date: -1 14-I ` Client: t ,C I`k N . • - Sheet No. of Project: 8 LL- Clz-a7� Subject: I�CX�I o C_B i(i oL �tf-FF� 3 �I r 1 1 1 1 i 1 II i `L l u >S7 PL i Ffl I w RL 6 �l � zKl� arc --a ns wz� n3 w wLV -02' i II I I Ji..i I I i lii i L�iSc..5, _ i ttYPi¢.i Z.i w�u_Cy��oSpc�— I C.�STi2JC�le�� Luwt�ef? i Ij�2¢sa,,7 Ilk I C:e-.x zaJ C7L A�17(�SS III Ij�i1!iiilil i 'I ' tiil (!dill Iiii Rainfall Performance Standard Evaluation Project: L.( _ cla" ' -Pt , , Standard Form A By: Stewart & Associates Completed: 103 S. Meldrunt Fort Collins, Colorado 80521 Date: Developed Subbasin Erodibility Zone Asb acres Lsb feet Ssb % Lb feet Sb % PS % :> IZ.T� ��� (,3�0 11 �c wiu� GZoQi3i t.� f1 �vra- u'Lop��iE '7�" hey..) �-v.r�•M ems,,,_ �eT SIDc. Z.�.�c� �2wQ. �$r' `fa j�Zo`�• Liu--E HDI/SF—A:1989 It Effectiveness Calculation Project: kL Cam,- Standard Form B By: Stewart & Associates Completed: Ai_t. 103 S. Meldrum , Fort Collins, Colorado 80521 Date: (o / Erosion Control C— Factor P —Factor Comments: Method Value Value aloe F� 1 OUT R f l�z° L 044 (200t H i2ki�� t �7 1 4�c Cyr v� Oct S �,DO CQ�a� ,off �,00 J, HDI/SF—B:1989 iG 1 1 1 1 1 1 1 1 1 Effectiveness Calculation Project: I' I Z e�T �. (,(. Standard Form B By: Stewart & Associates Completed: 103 S. Meldrum Fort Collins, Colorado 80521 Date: Erosion Control Method C— Factor Value P — Factor Value Comments: I,00 110 .o0 Lt�NQ >ZAS'3 U 5I .00 S(C5 — u— 1,DO Ise) rte T�,-� fie, . L i 6)17, . C= , )-7 20 BASIN CONSTITUENTS FOR HILL CREST P.U.D. 1 STE V VART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 1 Consulting Engineers and Surveyors By: �"�- Date: g- Client: "F(2 - A • A - Sheet No. of 1 Project: Subject: �'T'o2 (- I)S i'N Ufi i A . 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ 1 1 1 1 U 49 O J � m cyE E °D > N Ey O E C7 N c P •E t` cz }- m > o 0 Q Na~_ ^ c o -� �' •m 07 E E � � U) U M -�00 md�000c E OC4 N N¢U U o to< S II o (z r Q 0 ao o co 0.0 4C7^ Uc0� co a)oP ca cc U t CDE t cu I rno .0i= O a) 3.0 E «�J a) +/}-(' C' II E C13 C >. cq .. O _•-oo a) C 0 0 L N CO r v N a d t: m II F- N O ) CCL CJ ^ A\ N W V aa) o00 c = o L rn coo 0 O o N r_co U- J CDU a) } o� Oa) L d m t U CL U a) F- > N N U 0 O C N _ 0) m I O I m W Z (� Z5 Standard Form SF-9 HISTORIC HILL CREST P.U.D. BASIN Calc'ed.By: AVE Storm Drainage System Design Date: 8-94 (Rational Method Procedure) Checked By: FDB This area contributes to the newly developed storm drainage facilities for Hill Crest P.U.D. NOTE — Job N o. 1579 Project: Hill Crest P.U.D. Design Storm: 2 Year Historic NOTE: TOC computations include overland, channel but not pipe times E O -f-j CO c CD o U Q N o � =� C O a � y o }I y( T < co' U •V d O O k CV CU U O Q o V T y < o II C Q "'o a) U 3 cocm y U L = ccaa I0 rn o C COG m ., >. ° 11 � CZ � L O' m '- 0 Co C: > -� d W 0 ~ U N L: CU C: a LL 0 Ocn U } 4- 0 a) E U 0 `o d I N a C6 ctj T y, T 00 T CV 0 06 OOo CV N T 000 ON 00 rl T T c cc r co U o > N 0 f6 U 0 o U U O > I N 00 co T 0 CO 0 Cfj 0 0 O CV 0 T OOa CV 0 T 000 0 0 m T C7 C t c=at0 U o > m 0 N U C7 o U Standard Form SF-9 DEVELOPED HILL CREST P.U.D. Cai AVE Storm Drainage System Design Job No. 1579 Date: 8-94 (Rational Method Procedure) Project: Hill Crest P.U.D. Checked By: FDB Design Storm: 2 Year This area contributes to the newly developed storm drainage facilities for Hill Crest P.U.D. -NOTE: TOC computations include overland, channel but not pipe times ..... ... DIRECT RtJNOFF::::....... I TOTAL RUNOFF :�::�:STREETS:� PIPE ravernme.::::*: Remarks Street Design Point Area Desig Area acres dCoeffcient Runoff lCXA ITime(c) min I Intesity i IRunoff cfs Time i min I Intesity in/i I SUM of C X A IRunoff i Street Sloe % StreetDesign Flow cfs I DesiT Flow fs Slope % Pipe Size in Length ft Velocity f Ps Time 11 min CURBCHASETO D-1 2 1.861 0.611 1.1351 18.71 1.901 2.161 18.71 1.901 1.131 2.161 N/A N/A N/A N/A N/A N/A N/A N/A 2-year POND #1 N/A N/A N/A N/A N/A NA N/A N/A TOTAL TOPOND #11 P-1 1 1 1 0.901 0.261 0.234 1-17.6 2.001 0.471 18.71 1.901 1.369 2.601 N/A N/A N /A N/A N/A N/A 2-year FR0.MtflLLCREs'rJ 1 2 1 1.861 0.611 1.1351 18.7 1 1.901 2.161 1 N/A N/A N/A N/A I N/A I N/A I N/A CHANNEL RELEASE D-2 1 3 1 0.46 0.391 0.1791 11.31 2.401 0.431 11.31 2.401 0.1791 0.43 N/A I A N/A A �N L/A LA NA N/A N/A N 2-v . a . ar ...... FROMPOND#2 I N/A 4 --NN A / NIA N/A N/A N/A J -T 77- T. -- CURB CHASE TO D-3 4 1.68 2_164 0.6051 13.41 2.21 1.341 11.4 2.21 1 0.6051 1.34 N/A 1 N A il N N/A N/A N/A N/A N A 2-year POND #2 N/A I - N/A I N/A I N/A N/A N/A FL /A -7� FLOW RELEASED 1 5 1 0.221 0.1541 0.1851 13.31 2.201 0.411 13.81 2.17F -b.358 0.781 1.001 A NN/LA N -NA //A N/A 2- year WAMULBERRYST. 1 6 1 0.271 0.641 0.1731 13.81 2.171 0.371 1 1 1 1 1 N/A N/A �N/A i�CA A / 4 N -N/A N/A 1:\DEFAINED I NIA N/A /A N /A N/A 5.39 = project area in acres (includes 1/2 of Mulberry) and single-family NOTE - 1 1 1 1 m QY� �S a E E aD > o o 1,{ V U O C F- i 0 '�+/-�j vJ y N cz C E LO ~ N O O O « .: O M O C m .^ N C O O r ? o E E a c\ II P o0 0 < ..�U U N U O U N O O o co _ \ it ca L y T U 7 < ICJ U a, V `2 yI CD }Q� Y V �/ a) v, N ci U N U o Y E E p) �C r N C CDE F- m ,�, 0 13 n II 7 f�OO m ccr est U III—d CL o L ca lA U F aa) 0 0 0 C U Li N t N 0 0 m N 0 } Ja) U a r_ ��ca C a� NtU C_ �U y ~ fa I U ■ Standard Form SF-9 DEVELOPED HILL CREST P.U.D. Calc'ed.By: AVE Storm Drainage System Design Date: 8-94 (Rational Method Procedure) Checked By: FDB Job No. 1579 Project: Hill Crest P.U.D. Design Storm:100 Year bueet uesign Area Area rtunort L;-LI'A lime Icj intesity Munott lime tcj lntesity SUM oT Hunott street Street Design Slope Pipe Size Length Velocity Time (t) Point Design (acres) Coefficient (min) (n/hr) (cfs) (min) (in/hr) (C X A) (cfs) I Slope (%) I Flow (cfs) I Flow (cfs) I (%) (in) (ft) I (fps) I (min) cuRBCHASETO I D-1 1 2 1 1.86 . 0.761 1.773 1 16.41 5.751 10.191 16.41 5.751 1.771 10.191 NIA I NIA I N/A I NIA I NIA I NIA I NIA I NIA Inn-..ee, 1I FLOW RELEASED W. MULBERRY Sr. o.jv = project area In acres Ilnclu Oes 1IL OT MUlbe NOTE — ** Basin 5 used a'C'value of 1.00, since 0.83*1.25 > 1 1 STEWART&&SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 1 Consulting Engineers and Surveyors By: Au-(L1 Date: %—� L( Client: f e N - Sheet No. of ` 1 Project: � I L L- C c 7p Subject: I V26-, ¢_t_ I it: .e #2 �K �• Z 1 — is 'DtyCr -7 ; -- �- �----�- 1 ._.. _— !----..._�Z.._ ..�'•FI, C� 2�� I I LQ I F� I -- — -�_ ITS-... �- , -5 CF ,0. 1 __ _ � , i I f ! I I i I I , • I►• lids ,c..r . ©I ! C.c,, ;,�•�� I ,I / i I ! i I --- — - -1-N� •I l')e[.-oc.S�¢ I�'se� I �� A7a,.,. j �r �i �-�-e.�' i3 2 1� i II I ( I j 1 1 1 1 t 1 1 1 3 .t� 0 m E 0 N U U LO_ aL J VJ W Ucr- U J U b o LL, N Q v m Z Q 3 m m 'm m I— VJ U) 0(.) CL L W Om UO U- Q 00 0 ? II i •r �F II N l VJ Z Lii H r z N' M Q T M m LL Q c L o cr m H N 10 q O C O O q q O 0 U E U O °- gW U U J Q U J 0 'o 2 Z` Z Q 3 m m m r m L L 'm^ VJ /O LD U S ` Om W U 1O IL 1 1 1 m c U) U) m 0 I I I .1 I I STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors I By: -Date: (o -J L( Client: E0. R.A. Sheet No. of 3 Project: C Q= Subject: A ---�---I `� ►'LDho.�� I__ � t--..i. I Z f- Y, 40 i5b L I pz,cb. --I-- -----.�.>.I�i..-'YtC-Y�S.j.`�t1,!� �T�{�1> 51.:»Dc ?� 13SI���i — 17S�S-[^lv�rr. I i{ 64 lyz z S-� E-� p ICI Y11 z CTS) I i I . i I_ a� ;s- ! ; I 4�66 - -- -,� ' { ..i Z.I(i 1.(V4 CA- 1z (.0 0 t I iF '( v7�. JZ4 tl*� 442 OP II II (Nkll I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 STEWART&ASSOCIATES 10 S- 93$ RUM,FAX FORT 8OLLINS, CO 80521 Cpon'sultin3 Engineers and Surveyors A By: +�c- Date: (v ` Client: E.C. • . Ft • Sheet No. 2 of 3 Project: (A 7. Subject:l�c, CID WTI N��� j V4 9 i i I I 14 50 it i=i 2o1080 17 Zzys�.iI;i i I II ili�l IAI'ilii!i it f. I �C 'O,� � I � yz ��� , � � , ►_ ' � '� Sao --1 lilil illl i Illllii(� ; . I I If i F I� li II!fl(I��ii';!1�1 III � li(�IIi _Iliil�� yS0 57,' z�( It 5� i 1 i sue- i 135 ,�� Ifjlilliil STEWART&ASSOCIATE Consulting Engineers and Surveyors By: kYJL — Date: Project: Aluc, 20 CI-T Subject. IV" z FIL li,l i�i i!!III � I-_��_II_� ,fil,, 7, i. 'S 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Client: Sheet No. Of 01 0 it -7 69 Z a�� SCALE' r.20' �• ,' `• . . 19 c Agyl' 3' I i �V `LL I 1 Wa I n R 33 $T + . Ir 4991-. 1 I. %d n EE •CSe.S J ,�� GC. EL.• `� h 5 44 tole �8 �h I \ rIlLA Ey" IIRS a . ,. a A 4 b 'to Jell&- PAl- -SEC DETAILS I a b svr. 2 ). �y by h i iNF}EL •dB. /cE) Lo Pr, MP LA , /,ECLB ro•ns Cla.nr P Ec d4.93 as Low Dr. Ec. - A5.29 aq� a�L7: rC� t SYn) ON � �4-s64TE CtWTECEO OV LO/V PT JAITiaV. (,jEE LIS'TAILS SV7...S). I OR. Et. • d7.0 I � � �� i � 1 �67—�, I � I I GR. EL • I I �QiTiEJ NEwowv.L � � � � t` iw rRaP •YNr.) I SG.E7 [N[£ .nFAONMLL� � I %rlvT l,TAi[- nvq ENT),• � i • O1 6G EL BC.S _a9 91 '- acre. 99.0 Gt.sl. • /.a 9/ S.l. Fl. - 92. a .... .. .. .. . . G•CEL. - 9/ a 1-92 LE SrA. h10rdbt NOTE. /P�.vw✓a "-TrAM &W, Cx?!rR l S/LasNALA: .0 11153+Rr A7 /N7R&"Cr10A1X o-GnR+ca C'4W40' sy IiTwvtw DAs, WDAL:A SUEDI V/Sl01V Sr12CC- T LAYOUT 8 I I 49Bc 49Lt 9 Cm Cr ronr OM 1Ms fcm••w u,��.�ry r•Iru _ rovn� Q, Kit�,.�_. clrccRTD I' EXRNGD EDOEJ m Or CAMA/FERER -wI ALL A.Eo[/NO. , i 4 •O V t, N /ii WAMIL — —_ 610MIA4 8 ne+lr[. lkw. , -Cac f/eApNACL -drMfT e OUTLET HEADWALL DETAIL SCALE; /�. P -0• 77 Au WORK DONE DHAu eE a Aeoo"ANa wmI THE CITY of ?CRT COLLINS SPECIFICATIONS FOR THE ' — !' DESIGN AND CONSTRUCTION OF SEWER WIND; WATER MAINS, CURB GUTTER AND SIDEWALK, AND $HALL OOMPLY WITH FORT OOUJNS STANDARD DCTAUS FOR MANNOtla. FIRE HYDRANTS, CURS AND GUTTER, AND STRICT DITZRSZCTIO14 GUTTERS. I . .Ate WORK SHALL BE SDDIECT To THE IX3PCLTI0N AND APPROVAL OF THE CITY EHUMER. �! . 'DIDTA11ATIC11 OF ELECTRICALS rn= SH= SE AVSIECT TO THE POLICIES. PRAOTICCD AND PRP j r.ECDUUa or THE CITY of PORT COUX4 LICIT AND POWER DEPARTMENT..,- J � SEVC/i NIA 7,C : - QIC"e O- EX/JT. S/ZVnN G AIC vV LyryAdA AMPA[A StIEO/✓/SKW /Alyd2C CC75 A4[K CW NALK. EL. • 92. oLi JAMES H. STEWART. CONSULTING ENGINEER 216 u Mw�S war caulNs, oOLo. 1206EESSII/E HOUSIA16 LAIC STREET LAYOUT L'YM/TDURS, ,jrREEr 6.C4DiJ, LT/RC f fWzp7LSC DR. By D.✓H JOS NO. IREVISIONS DAA.ING Cur Py - ( ." L 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 STEWART&kSSOCIATES 103 S. ME9331 LDRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors' 1 1. By: l%q-- Date: & -Z—� `t Client: �.1A (2• • I + • Sheet No. --L of Project: 1�11 r C, =1 Subject: uv-)OVF1C --�� I ' II► II III , jII i 1 I� III I I. L%CI Ae • ! �(o�, �o�i s �� I I I I I i�SOF;O ! 35 ! I� � I I I i► I !mill I ' � I I �SI ram_ �I � i • � �C, C 19�, (ooZsf� ! j � I I ( I � j o�>z II I I i I C I !ill!I II!I i i , -t --- -i I a ---I_ _ j l l l i I j I I � I i i; i I II (( I; � i' i t • I 1 1 1 1 1 1 1 1 1 1 STEWART&NSSOCIATES 10 PH82 3 DRFM, aa2 9 COLLINS, CO 80521 Consulting Engineers and Surveyors By: t '0Date: (-2' i Client: FC R.1% . Sheet No. 2 of I Z Project: �iL�- Subject: � �u?' . I c. L oro 3 \ x4495 \ 2 \ ;e�\Q 2 r O•f' mom,. ,'_ f�``G'9/y,9 , '1 !.•-1' I .I! a •� ) \jam.•' � " R �^" � •,`, '�_, 44 94-'-,�f.=:�,.. j •//` .III 1 °;� •5 70. �50 •I''lir� ••; II•./ •III i , _ ••..�, ` ..-- T_I'Ilo'r=PAR VE I_�_�'. �a.� '•� - n " n 50 2I— n ado To is 1 I _ _ -I L_ i, _ QN_QE!?Yll_.....1 Alounhin View lE1)F91� p I•!t&h� / l�_:7..: •r.i;l Ir I1 �� Port Ave 93 �schl / I' / anW PISl � GLl I r •-,I /H �d�e h •.I II\Grdv+ _ j' �_ — � CAtou� .al a z q,�,oanvr� it WIL °ah ton II i re. _ f pF�Sli� C�+�iC�aJTIh311 15io°�Municipal/ 5, - _. •.I. - Goll Course R\•/'f� IV C,\S�QG I`' St :. -:'..._•..I• -...."=•I. /•"5069_ r`�7`--- �••'r .. $feldo �.OtiP.r� 6' RR '. N ;-�� •I - WI. (II �F Trailer) .Ii I': \sch --' 4492 1 `--- -- -- Park, � - -�flr:LA 10 111L.�tL�1 _ _ .... •t .- =I• 1 �_'140 to Ij •ST TE, •s ..607E t11 I f: lJ. i �j..•���'� � L\UNIVF: �SITY�I �I� rl~ 4491 11 �patk .. 71 rn'1 /I I( � !,� ..� � � III __ -•�+� •:,.,."` it o,l.l I5065�5056— 50z9 •l "—tall)) ll S'o/ II rt :i 1111 lit ,uj I , ; p" H I' J I ��4 / 1a • . LU to I I 4 I • 11 4489 I (; �� . _ , AK F. 1 RUAU UR 5090 'l lull l• 504,1 June 1994 COMPOSITE RUNOFF CALCULATIONS oFt-^s1Tr- FOR EACH SUB -BASIN IN IMPALA SUBDIVISION By: Stewart and Associates C:\123\compositwk3 'C°I Area SUMMARY OF BASINS NOTE : — All composites are based on the equation in 3.1.6 SDDCCS Manual Runoff 'C• Area N/A M M M M M M M M M I• M M M M M M M M M August1994 Time Of Concentration Calculation 2 Year Storm For: Historic Basin, Direct Runoff from the Hill Crest P.U.D. By: Stewart and Associates T(i) = 1.87(1.1-C*Cf)D ^ 1.2 / (S ^ 1/3) T(c) = Length / (Velocity * 60) Yard slopes are assumed to be 2% unless otherwise indicated. Oft r-I r 0.2n = Runnff (C) fnr Sits Avarana Sub -Basin Type Flow Length feet(percent) Slope Time (Ti) min Channel Vel. (fps) Time (Tt) min Total Time Tc min Comments 1 Overland 380.0 1.1 31.8 31.8 2-year TOC Grass Channel 0.0 0.0 0.0 0.0 Concrete Channel 0.0 0.0 0.0 0.0 ................................... 3 Offsite Res. Overland 1 440.01 1.11 34.2 34.2 2-year TOC Grass Channel 1 0.01 0.01 10.0 0.0 Concrete Channel 0.01 0.01 1 0.01 0.0 Overland 300.0 1.01 29.2 41.5 1 2-year TOC Grass Channel 520.01 1.01 10.71 12.4 Concrete Channel 0.0 0.0 0.0 0.0 Overland 480.0 2.0 19.5 24.51 2-year TOC Grass Channel 1 300.01 2.01 11.01 0 C = 0.50 Concrete Channel 0.01 0.01 1 0.01 0 Time Of Concentration Calculation 100 Year Storm For: Developed Basins within the Hill Crest P.U.D. By: Stewart and Associates T(i) = 1.87(1.1-C*COD ^ 1.2 / (S ^ 1/3) T(c) = Length / (Velocity * 60) p49�: S ITS Yard slopes are assumed to be 2% unless otherwise noted. 095 = Runnff IM = 190 * 1.9S1 Sub -Basin Type Flow Length feet Slope ft/ft Time (i) min Channel Vel. (fps) Time (t) min Total Time min Comments 1 Overland 250.0 1.7 21.1 21.1 TOC 100- ear Grass Channel 0.0 0.0 0.0 0.0 Concrete Channel 0.0 0.0 0.0 0.0 2 ................................. l 3 ................................. Offsite Res. Overland 210.0 1.5 20.3 22.0 TOC 100- ear Erass Channel 10.01 0.01 1 0.01 Concrete Channel 155.01 0.51 1 1.51 1.7 Overland 165.01 2.01 10.2 13.0 TOC 100- ear Grass Channel 10.01 0.01 1 0.01 0.6 Concrete Channel 250.01 0.51 1 1.51 2.8 Overland 480.01 2.01 15.41 20.4 TOC 100- ear Grass Channel 300.0 2.0 1.0 5.0 C = .50 * 1.25 Concrete Channel0.0 0.0 0.0 0.0 Standard Form SF-9 OFFSITE IMPALA SUBDIVISION AND DEVELOPMENT WEST Celc'ed..W.. AVE Storm Drainage System Design Job No. 1579 Date: 8-94 (Rational Method Procedure) Project: Offsite Checked By: FDB Design Storm:2 / 100 Year This area contributes to the existing pan exiting Impala Subdivision and flows entering the West boundary of Hill Crest P.U.D. NOTE: TOO computations include overland. channel and nice timaa DIRECT RUNOFF TOTAL RUNOFF STREETS PIPE - Travel lime Remarks Area Desi Area acres Runoff Coefficient C X A Time (e) min Intesity m/h, Runoff cfs Time (c) min Intesity mlhr SUM of CXA Runoff cfs Street Sloe % Street Flow cfs Design Flow cfs Slope % Pipe Size m Length tt Velocity (fps) Time (t) min 3 1 0.451 0.561 0,252T i.2 1 2.201 0.25 0.55 N/A N/A N/A N/A N/A N/A I N/A N/A 2-year 1 1.49 0.48 0.7151 31.81 1.411 1.01 2-year 2 0.80 0.311 0.2481 34.21 1.341 0.331 34.21 1.951 1.215 2.37 N/A N/A N/A NIA NVA N/A N!A N!A 2- ear 3 0.45 0.561 0.2521 41.51 19 0.30 2- ear oe-Ra, 1.14401 24.51 1.671 1.90124.51 1.671 1.141 1.901 2-year Residential Offsita v..>a:°.. .. °.nw... .. W 3 0.45 0.56 0.252 13.0 6.30 1.59 15.2 5.95 0.25 1.50 N/A N/A N/A N/A N/A I N/A -N/A I N/A 100- ear 1 1.49 0.48 0.715 21.1 5.12 3.66. 100- ear 2 0.80 0.31 0.248 22.0 5.20 1.29 22.0 5.70 1.215 6.93 N/A N/A N/A N/A N/A N/A N/A N/A 100- ear 3 0.45 0.56 0.252 13.0 6.30 1.59 100- ear off-Rm 2.28 0.50 1.140 20.4 5.17 5.89 20.4 5.17 1.14 5.89 N/A N/A N/ N/A N/A N/A N!A N/A 100- ear Residential Offsite nw i c - i ma spreaa sneer is Tor es[aonsnmgnow across nm �rest mu..u. 11 610.00, POUDRE 05/24/94 12' FENCE 0 L FIELD BASEBALL F 0 00 Lfi —R FIE( 7 I PARKING LOT HIGH SCHOOL R01313,13RENNER & BRELIG A TENNIS COURT x CTICEFIELDS.' x RC H ITECTS 43 7-7 S'-\ SOCCER FIELD 21 a*'\, X 0 top of:; :-e--n83.8 WI c" II C-4 HW— 83.8 C" co -X, PAN I Co. Ln - 01 LO C, en C14 LJ N 00*04'3(r W co -b #- — — — -0 YI 35.00, LO I o)x —X—X� II V) x I I co _! I > PLAY LOT X-yrx-y'x- " : TOT LOT x 0 \ FENCE TO hA EXISTING ...... . r- — — — — — — — — — — — — — — — — ---- — — — — — — — — --- — 7 -1 Ll IMPIALAL—SUBDIV Nj L 'QTF\AJARTRAr.,rSC)CJATFQ 103 S. MELDRUM, FORT PH. 482-9331 FAX 482-938COLLINS, CO 805212 Consulting Engineers and Surveyors By: Date: Client: Sheet No. —L of Project: om T, Subject: go*-) of-r- C� CL- ! S' -Elwe�a T- ---r� __I----i--'---I I � -. � I - �zr±' A. T p ---------- - 0� Jx\ �S3 Z6 1 !SOD 70 + i t -b J 1 _,_-1 _ 1 i I Ilfi4 0-7 45.LF.1 i 0 PIE L J::� 44 Y2� 4, --- ----- ----- 'N ------ ---- So"� z t V\�L I 1 1 --7 '1- 4-IL STEWART&, SSOCIATES 113 S. PH 82 933DiRUM, FAX FORT COLLINS, CO 80521 Consulting Engineers and Surveyors By: Date: (se)- �7 `� Client: Sheet No. 7 of Z Project: Subject: Lip- VV\�rrtr�� : j 2,3fOc4s Z•2 55)�5;3� = %. Co3cfs ! I` I �! I I � i i 1• I( 11 I f �, 1 I , DETENTION DESIGN INFORMATION FOR HILL CREST P.U.D. 1 1 1 1 1 STEWART&SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382 By: Date: Client: Sheet No. J— Of Project: 1- �ILL- Zl) - Subject: V- C. b)') -I p .. i II ,; II STEWART&SSOCIATES 113 S- MEL9331 DRUM, FORT COLLINS, CO 80521 PH. 482-FAX 482-9382 Consulting Engineers and Surveyors By: p,V Q Date: 8-'74 Client: Sheet No. 'Z- of Project: c2ec''r Subject: 44! STEWART&O SSOCIATES 103 S. MELDRUM, FORT COLLINS, C080521 PH. 482-9331 FAX 482-9382 ' Consulting Engineers and Surveyors By: R"e Date: 3 - `r Client: F-c P--p Sheet No. L of Z Project: fit. Czes-r h. l7. Subject: tFi e !y �Jut3T�zwCTtm , t=R z I�✓1°.aJ 1 I-> S Z Z 1'kQ T-V 1 CC4 7 1.� C = S q USG 1. oo ✓ ' Z�J RG OJQ S t1L- Ca2T�m-- Zip (,.50 1 I 1 1 1 1 [] 1 1 1 1 1 1 1 1 1 1 STEWART&ASSOCIATES103 S. MELDPH. 482-933 RF FAX 482-9UM, FORT380LLINS, CO 80521 Consulting Engineers and Surveyors By: NV� Date: - 8 -9 L- Client: FC l- Sheet No. Z-- of 2 Project: Al i �. Qa-,rr Subject: DG-TT-�Y-y i) n v., C `1hsrz�� Flo �, lCa� t . 1S Zcwe c. i 1 � I j 1 i i I 1 � I II I 1 Z.2SC4 + /,90 CA + Z•be-4 - -.71 -(r �}u.aartvu. i�,rs.EA� rJ) r� v- O M N M r r� CA 00 (D O r Co u) CA M 1` (D M 'fit N LU CA C)i r 1-� (7i 1\ 6 00 (6 tU N COI r 6 4 6 O (D N (D r N O CA 1- to u) 00 Cn u) CA u) 1� N "U cM N co to 1� Cl) O 1� M (� In r Co O Ln 1� � M N (D O O ;CD: CO O r O O CO * CM d 1Z u) CA N it In r�00 O> Cn O O ;:0. CA o M M OD 1� (D (D LO r r N N N N N N N CO M M N M N N N N N N N oD 0CD0000000000!o0a00000CD0 0 66 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 LO 0 LO 0 LO 0 to 0 U) 0 LO 0, :o 0 0 0 0 0 LO 0 LO 0 O + CO) 1� 0 It 1` r It 00 r to OD C\l CD Cl O I- I�t It O In (D J r N mt to CD 00 CA O N Mt CD .OD It N M N CD O It 00 I � U 0 w t` t O M u) M r 1�- M CO co O co (D M N O o 6 rP,: Oi 1, o OCi (O ui N CD .- M 4 N o CD N C6 .- N co SON u)OOD�to�toNN 0mcgco Inrl- OONM (V O 00 1� V- M CO M r� r M N Ao q- M r 1, V- N M M O + CO N M N r CO (D M r M V- CO O. r� co 00 0� CD o� I r N N CO M CO M V- It qt � IW u) u) to to co (D CD N N LL 7 LL U O Z CL co (D co 0 (D co co CD (D to CD (D co co (o co co CD co co co Co co co co 0o 00 00 OD 00 0o 00 00 .cD :co 00 co co co co 0o co co 0o co 0o m co co m m m m m m M co co m m 0 M m M 0 C6 Q U � U co O O O Cl CO u) M O to O O O co to CO Cl CO to co O M to O O r N (D r 00 u) N o CO (D M O OD h to tt Cr) N r 0 1- 1-� CD u) 4 [t M M M M N N iV N Z .c c H Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ui o ui o ui o tri o ui o ui o I'o 0 o 0 0 o ui o ui o r r N N M CO [f ct to u) CD Ps� CO CD o r N CO In CD o r r r r r r CO W c r •E w H Z N to N N N c O c a) N w DETENTION POND #1 NORTH HIGH WATER LINE VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/6 (A + 4AB mean + B) 3. HWL=(VOL.REQ.—VOL.LOW CUML)*6/(AREA LOW+4*AVG.AREA+AREA HIGH) ORIFICE SIZING ORIGINAL DESIGN DATA 4.50 = Allowable Des. Release Rate cfs NOTE: 1. HORZ. PLATES WILL BE PLACED 6' 81.10 = Flowline Orifice Elevation ft BELOW GRATE 0.65 = Orifice Coefficient Cd 2. VERT. PLATES WILL BE PLACED 1.99 = Avaliable Driving Head ft AT PIPE FLOWLINE VERT. CIRCULAR PLATE 99 69 Outlet Area inches 5 63—:';Circularradius inches 1.52 = Actual H draulic Drivin :Head ft <2 0 2 OCO J (V T �I•L W Z Ir O 0 CL Q Z j 0 Z F— LU CO F— W W cl: 0 0 0 J D 0 T N N (D (0 O It O O' N 00 O U) N O 0N M (D O CV LU 00 CO LO r O 1� ("i 4 Gi 6 In O >r ci 6 (L1 (.6 r O 4 4 In r M 00 N Cl M tt N qt O O r ^ N r LOM CA It A NCO O 1�- y r to T 00 00 CO) 00 O N r M 1� 1� O 00 O h CO 'tt CD N 't O N CM O O CO r� r� O OD OD 00 1� 1�- 1� (D CD O t t M Cl) T T T T r r T r T T T T T T T T T T T T CO 0 � � U II O O O 2 T CIO I (( AO 1* 0 1-- � N O T M O CD DU 0 O O O O O O O N Cn CO CV) O t` qT .NA. O CMn Cl) 1� O It V T yy tD M T M.I O N M O 1� CA O T T T T r r N O O O O O O O O O Cn tO 'Ct r M CA r N M N M M M � Ir 0 0 CD r N 0419t (D (O O 1- O O It N :OD O O N O CO N CO co O O 666 to 6 N O N O N 4 s(ri r O CO O ai CA 4 ui � to U N O r M 0 r O O N M P r LO '00 N 1� W O E M O It co V CA M O 00 N O N't M M O CD LOCY) N O 1�- CD 1` 1` T (j +' (D N N O CO) co 0) r M LON 00 IN O 00 T O 1- N CO r CD c0 r T N N N N Cl) C'M M M M :It [t � O O O CD CO 1� 1�- tL 7 (tf O U N Q D II Q N M M M 0 M M M M M M M M M M M Cl) Cl) M Cl) M Cl) M RtItvvvvvgt�tvvItItItqTvvvvIty� �Q NNNNNNNNNNNNCVN N NNNNNNCV U � O O O O CO O MOO 0 0 0 M O C1D O M O M O M O O O r N CO T CX] O N O 00 (D M O 00 r� to 1 M N r 0 1lz 1l: CO O 4 4 M M M M N N N N T T r r T T r r U Cn L � Z C 0 w •- :Z r— II Ct O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 ui o ui o ui o Lri o ui o ui O o o o o o o ui o ui q D r r N N Co M It V O O (D [` M M O N M LO (TO 0 T r N rn t0 N N C 0 7 4 N N T Q II � U D U U a aci s t E r 0 II �_ n U O # U D aD w H Z r DETENTION POND #2 NORTH HIGH WATER LINE VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/6 (A + 4AB mean + B) 3. HWL= (VOL. REQ. —VOL.LOW CUML)*6/(AREA LOW+4*AVG.AREA+AREA HIGH) ORIFICE SIZING ORIGINAL DESIGN DATA 5.79 = Allowable Des. Release Rate(cfs) 76.00 = Flowline Orifice Elevation(ft) 0.65 = Orifice Coefficient (Cd) 3.29 = Avaliable Driving Head(ft) NOTE: 1. HORZ. PLATES WILL BE PLACED 6' BELOW GRATE 2. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE JHORZ. CIRCULAR PLATE VERT. CIRCULAR PLATE 88 17: Outlet Area inches 94 76 =Outlet Area inches . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =Circular radius inches . . . . . . . . . . . . . . 8.99..! al�W& UllC V1rHead ft Z83r="Actual iH deaU I I6rbriAhHead JHORZ. SQUARE PLATE VERT. SQUARE PLATE Outlet Area (inches ) u -1 ea 3 9:J9=Actual H ta. I i c�Dn-v nc H d . A H tim Ullc DriVid C ;88 c ua y LOVELAND FIGURE 1003 STORM DRAINAGE CRITERIA MANUAL 0 0 0 0 o In tD I!1 V m m h tD to M N ri ,.• m ' W V0 0 0 0 0 N aN rn m r. %D Inl (G/MH) 1i313NV10 NI H1d30 831VMOV3H N 00 Z ! 1 Q a \ \ j 4` Y U 4 1 pp 0 w a:c'ou ¢n V CL N 3l0 co v'ii. to `� c` c emu' c C £ Cr °cmo w not3c un w a w y\ e^ 8 55C tO to .°. j Q,� 4 T (� ^+ to ^ o �6 3¢ ry y .^L Q 2] CL . ' 00 0 0 0 00 O /1f Q z O O 000 O O 00 0 OO O O O O p 0 0 0 0 0 0 0 0 00 0 0 0 0 0 00 0 0 O O W00 to to a m NCO to In V M N 00 tD to V M N co to to -e M N t I _ V sJO NI (o) 39avHDslo O m W Oa WIn M N O O tD O V CO N tD O V 00 N W M O 10 .• co Ln 1 _ .r .+ ..A ..� •'d •'+ n-11-I QI 01 O N N w tD th V V M M "IN N N .•• ..I .+ Z0. . I . I I I I S3HON1 NI (0) 183Aino 30 N313NV10 oa .i ri i ri w l O w • 1. • I i+ Z U a 4 . of r N II N W LLJ 10/MHI 1181•wol0 ul 41d•Q uloMpo•fl L • W N � p O C rn vi Z<� p WF tJ S -• i_1�i I I i nl7\� Z0 UZ �! ! C. •� t I � o• U W ` W Z 1 i j? 1 YS Sol ' cc Slo c 1 Q 8 �, 8 8, o. 3 *0 : 9 « 00 • Y 11 ♦ A M • p n • n N I' • • Y ♦ A N e U Li l l 1 1 I Q I �---- Mold Ie1N�n115 •{ • Y n 1 II N O A • I� S V1 * ♦ It n St Y Y N S@Vul ul 101 u•�ln) to /q•wo�D 1••IS P'IoOnuo) p/apuelS tWRC ENO. IREFERENCE: "Concrete Pipe Design Manuel"L ACPA 1970 "Handbook of Steel Drainage & Highway Construction t Products" AISI 1971 -1015- �`J 1 1 1 Q ' � N ca a7 O °` ' � O CD CD CD o O W ' ^ VJ N c ' U lC Qcc al ' O a U. V/ CI7 n � 0 J ' Z W H � ' � C W c 0 u c W 00 tf) 00 v to CD O O CR to CA (O M tt N U� M O M O (D 'T w Cn Cn O (D M IT (C) CA (D N CD tt (D 1- (D I r to N f` 7 r to r N r n to C) I� CT:)N 1` CD ti O (D M N r N M T N C7 V' (n 1� I r N to � 7 0 (D O N h (D O CD N (D O CD O Q I M (O M Cn O O O O O 00 O M (D to r N r I M v r- cr O � r r T T T T I I I � U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O M N O (O v N O (D CD O N O 00 M (D to M M N 0 CD f\ W to V N N 0 h v r M er V r (D N O N N �.. I r r r r r r N N N N M D U O CC) to M v N 00 O O M to M (D M V N to M M ti CL N In N N M NIRT r 0 Vt 0 r O r N M M M O r 0 N O r r T T r T r r r r N N N N N N N N N N Z Z) (.) cr to to to to to O In N to In to In to In to V) to to to to (f) to 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q N N N N N N N N N N N N N N N N N N N N N N w U a) � U U � O O O O CD to M O M O O O M In M O W M M O M to O O r N (D r CD to N O W (D M O CO h to � M N r 0 � L Z � HC Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WOMOMO MOW000000000 to O trip T r r r r r W � T 1 1 1 1 1 1 1 1 1 DETENTION POND HIGH WATER LINE IMPALA SUBDIVISION VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/6 (A + 4AB mean + B) 3. HWL= (VOL.REQ. —VOL.LOW CUML)*6/(AREA LOW+4*AVG.AREA+AREA HIGH) 41 G N T O 0 r M C 0 C U � � O Z O- 4— +OQ O �m� II II O �o +.� coocoo U II No cz N� OL U) C3 UCZ= N 7 o n. r �w i Qua (Z w o r N L. C in w w _ c w 0 0 Z � � 3 2 p o U z � II II II O V O O v- 0 LO In y O CV N .- O O O t H iii F- O z v rn rn co 7 7 i4� L r0 No Text 1 STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 1 Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382 By: 7 Date: 13--7- W Client: F.0 . N . A Sheet No. of / 1 Project: k L L Cues— -1 . k.�6 . Subject: N^ )c?—Zz4 I II 00 1 I L- 3&1 13G P_o �- I I 4D 13� Rc� 3 •- Intl �=4�..I)TSlizc'.2. I I =7�- Z II 1' �3- I-](oI.00ITH TRb 1 �__ __ —I �-c �lI ��t ��•c r;��u��>;y� ��ul. wl<.:I �I�yE� Iy�.�iL I��3: ' III II -4 --�-- - I I i I I I I I E1 - 1. III I_o I STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL 'Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver -------------Metro Denver Cities/Counties & UDFCD Pool Fund Study SER:Stewart and Associates -Ft Collins Colorado .............................. ON DATA 02-24-1995 AT TIME 10:52:58 VERSION=01-30-1995 *** PROJECT TITLE :Hillcrest P.U.D. Release *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ----------------------MINUTES --------------------------------------------------- INCH/HR CFS FEET FEET 1.00 0.00 0.00 0.00 80.00 75.14 71.72 OK 2.00 0.00 5.00 0.00 80.00 79.00 76.89 OK *J21.00 0.00 5.00 0.00 5.79 79.00 -79.00 OK 3.00 0.00 5.00 0.00 74.21 81.61 81.69 NO �K MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION ** SUMMARY OF SEWER HYDRAULICS '------NOTE_ THE GIVEN FLOW DEPTH ------------------------------------------------------------------- -TO -SEWER SIZE RATIO= .9 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ------------------------------------------------------------------------------- ID NO. ID NO. (IN).(FT) (IN) (FT) (IN) (FT) (FT) 100.00 2.00 1.00 ROUND 39.32 42.00 36.00 0.00 101.00 21.00 2.00 ROUND 10.73 15.00 15.00 0.00 200.00 3.00 2.00 ROUND 38.22 42.00 36.00 0.00 �IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES IMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. 1UGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. OR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, XISITNG SIZE WAS USED -------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY _ NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ----------------------------7------------------------------------------------- 100.0 80.0 63.4 3.00 11.32 2.73 11.86 11.32 0.00 V-OK 101.0 5.8 14.2 0.56 10.97 0.97 5.64 4.72 2.97 V-OK 200.0 74.2 63.4 3.00 10.50 2.67 11.16 10.50 0.00 V-OK ROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ea.�S�c1w�- ' per v'�• 1A lJ L so L" , Co Na.oV •cu �. T_s -. .;-_ :e i...o. Uu_n O ecr- tom. r. 1 ,--------------------------------------------------------------------- . SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM --------------------------------------------------------------------- . % (FT) (FT) (FT) (FT) 100.00 0.90 71.98 68.73 4.02 3.41 OK 101.00 4.80 76.00 73.74 1.75 4.01 OK 200.00 0.90 71.13 68.97 7.48 7.03 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS '------------------------------------------------------------------------------ SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION --------- ----FEET .- ----------------------------------------------------------- FEET FEET FEET FEET FEET 100.00 361.00 361.00 74.98 71.73 76.89 71.72 PRSS'ED 101.00. 47.00 47.00 77.25 74.99 79.00 76.89 PRSS'ED ' 200.00 240.00 240.00 74.13 71.97 81.69 76.89 PRSS'ED '�"3SS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW * SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ----------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ----------------------------------------------------------------------------- ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT 100.0 2.00 78.88 7.16 0.00 0.00 0.00 0.00 1.00 71.72 101.0 21.00 79.35 0.38 0.25 0.09 0.00 0.00 2.00 78.88 200.0 3.00 83.40 2.95 0.00 0.00 0.25 1.56 2.00 76.88 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. 'LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE 'NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 Hillcrest P.U.D. Release F.C.H.A. Multi -family 1 , 15 , 20 , 3 , 2 , 1 , .9 , 500 , 300 , .2 ,N ' 1 , 2 1.4 , 28.5 , 10 , .786 4 1 75.14 0 1 100 0 0 0 ' , , , , , , , 81.09 , 0 , .0001 , .0001 , 0 0 0 0 0 2 , 79 , 100 , 2 , 101 , 200 , , 0 0 , , 81.09 , 0 , .0001 , .0001 , , 0 , 0 0 0 0 ' 21 , 79 , 101 , 0 , 0 , 0 , 0 , , , 0 , , 5.79 , 0 , .0001 , .0001 , 0 0 0 0 0 , , , , '3 , 81.61 , 200 , 0 , 0 , , 0 , .0001 , .0001 0 , , 0 , 0 , 0 0 , 0 , 0 , 0 1N.21 3 100 , 361 , .9 , 74.98 , .013 , 0 , 0 , 1 , 36 , 0 101 , 47 4.8 , 77.25 , .013 , .25 , .25 1 15 0 200 , 240 , .9 , 74.13 , .0a13 , 0 , .5 , , 1 , , , 36 , 0 11 0 1 0 I U$ I 1 I 1 I STEWART&O SSOCIATES103 S. MELDRUM, FORT PH. 482-9 31 FAX 482-938OLLINS, CO 80521 Consulting Engineers and Surveyors By: ' \ Date: ( -W Client: C ��.� Sheet No. of Project: 1-ttL- 0-z V Lk • �0• _ Subject: Ln DoTtir 1�- �� p �.Z �� � 1.3 �F cis `✓— � r � -= I.0 90 y� MflNu�Nys = 0,013 ,L 0,40' s Ma�ui►�5.s �R. 9 A ��lvsrm,..; (� � wfDt: CvR-iS ouTa-T -PF�H d-Z-AT US-e = . +0 --pt. 4:bJz 1�ouD '� 2 0 g ovz U'3T- ,J.�)(6 y ot3 I ' D.�T CQ't • .�IL� CM2 k•, ' Qioo �2. � 1. IY+ZGw)'O��f bo , Ur. 1 1 1 1 STEWART&kSSOCIATES 103 S. ME9331 LDRF , 4ORT COLLINS, CO 80521 82 Consulting Engineers and Surveyors By: n�`� Date: l -9 "f Client: Sheet No. -J— of Z Project: Q-zaS,7�,� - �• _ Subject: `M12�,a�,L4 �t'�Q-�g ti . 4�eti��j Jc�Z. . I 3� i I I I ei= 13J1 l 1 1 6 C) i 1 III�I I'!Ij1 jlil li�� I I 1 } ;� �1 I I lOp Pa?D1 , ,W Twpo.C.A I 1 i � j li �jll I i l i l i I I i l l l i 3 tG i I I I i I i i I j I �AL j�v�l�ep 4 I �/bLJ1'olJ i F-nL i 1 i A 1 I 1 � , I I I C) I I i i jl lii I I t • 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 STEWART&ASSOCIATES Consulting Engineers and Surveyors By: :�\ \ Date: (a — Client: _ Project: �T i l GZ� S7- 7�). u . Subject: L�7w\e 2L, ICU cC 52.. E 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 C - 1\ • a • Sheet No. 2 of 2 I ' Pes I "(moan fw3 °cv�w �l�°r wp. NVI I 112� T�Q �i I A I l0 �I T I 1 i '! '-I 1 Ili�iilll i ,I I � ' - I = `•Y�°o 8o6�Ui3 I I �i'��C� I I -- i ��I %� � la �ZY — : C.rJ,2��"�� ' 00 Z 1 1 I L ?zSi i llc.�L' 17�t� Z' �9 ; i { •�—i i l l l l L. I -�- I I I I I I j I I I 1 I I LIlflllll�li►!� I ( t'- LOVELAND STORM DRAINAGE CRITERIA MANUAL TABLE 704 1 1 1. 1 WEIR FLOW COEFFICIENTS SHAPE Sharp CrestecT— Projection Ratio (H/P = 0.4) Projection Ratio (H/P = 2.0) Broad Crested w/Sharp U/S Corner w/Rounded U/S Corner Triangular Section A) Vertical U/S Slope 1:1 D/S Slope 4:1 D/S Slope 10:1 D/S Slope B) 1:1 U/S Slope 1:1 D/S Slope 3:1 D/S Slope Trapezoidal Section 1:1 U/S Slope, 2:1 D/S Slope 2:1 U/S Slope, 2:1 D/S Slope load Crossings Gravel Paved COEFFICIENT COMMENTS 3.4 H 21.0 4.0 H21.0 2.6 Minimum Value U 3.3.1 Critical Depth- 3.8 H20.7 3.2 H>0.7 2.9 H_>0.7 3.8 H > 1 . 0 3.5 3.4 H >1.0 3.4 H21.0 3.0 H>1.0 3.1 H21.0 j� u U N ... N u ea eA MGM O. GVOMIAG[MCI w ' ADJUSTMENT FOR TAILWATER WRC ENG. REFERENCE: King Brater, Handbook of Hydraulics, McGraw Hill Book Company, 1963 -739- !'7 No Text EXHIBITS FOR HILL CREST P.U.D. 1"i NORTH AMERICAN GREEN ' Developed for extreme slopes, high -discharge channels, and applica- tions requiring semi -permanent to permanent protection and vegetal reinforcement. The coconut and nylon flexible channel liners consist of ' heavy duty, UV stabilized netting and a uniformly consolidated coconut or nylon fiber matrix for superior erosion control performance. 'C 125 . The C125 flexible channel liner features a 100% coconut fiber ,matrix sewn between two heavy duty, UV stabilized nets. The heavy duty construction and high performance coconut fiber matrix of the C125 provides increased durability, longevity, and effectiveness required for protecting high -discharge chan- nels and other difficult -to -stabilize sites. composite channel lining consisting of C125/vegetation sideslopes nd a concrete low -flow bottom provides a cost-effective, aesthetic Iternative to riprap. The North American Green Erosion Control Plan Software System was used in designing the composite lining for opti- mum channel scour protection. The North American Green Erosion Control Plan Software System pro - des computer -assisted design of materials for slope erosion protec- on and channel scour resistance. The computer programs are based n laboratory and field research involving erosion control blankets, vegetation, and riprap, utilizing a channel lining selection procedure developed by the Federal Highway Administration. The North American E3reen Software System comes complete with a comprehensive design In anual and BASIC programs on a 5.25 or 3.5 inch floppy disk. The P300 flexible channel liner features a 100% recycled nylon fiber matrix sewn between an extra heavy duty, UV sta- bilized top net and a heavy duty UV stabilized bottom net. The P300 is a non -degradable blanket designed to provide tempo- rary protection of high -discharge channel surfaces until vege- tation establishment, and permanent reinforcement of vegeta- tion after maturity. The P300 was used to establish and reinforce the grass stands pro- tecting the banks of this permanent stream. High -velocity discharges will damage established grasses without supplemental root protection and reinforcement provided by the P300. SureLock® Staple Gun Use of the SureLock staple gun makes staple placement quick and simple. The patented, spring -operated design and extended handle of the Sure - Lock staple gun eliminate con- stant bending and stooping involved in staple placement by hand. The SureLock is the most cost-effective method for installing North American Green blankets, as well as other materi- als and geotextiles that must be anchored to the ground. Distributed By: I I RPM VIA. 15 V.: Y ZA NMI', , CA "r.: .10II 74 - lz A SEML All, to IM Rl I RUM 4W, .... .. NIT Nti �21 N EXHIBIT FOR PR-1 EASEMENT HILL CREST P.U.D. ' EASEMENT DEDICATION KNOW ALL MEN BY THESE PRESENTS: That the undersigned, being the owners of the following described land do hereby dedicate and convey for public use, forever, a drainage easement described as follows. 1. 1 A tract of land situate in the Southeast a of Section 9, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado, which considering the South line of the said Southeast '—, as bearing S 89' 35' 30" E and with all bearings contained herein relative thereto is contained within the boundary lines which begin at a point which bears S 89' 35' 30" E 1301.92 feet and again N 00' 04' 30" W 712.00 feet and again S 89° 35' 30" E 173.00 feet from the South a corner of said Section 9 and run thence S 89° 35' 30" E 157.00 feet; thence N 000 04' 30" W 88.00 feet; thence S 71° 00' 50" W 111.68 feet; thence S 450 24' 30" W 72.00 feet to the point of beginning, containing 8,645 square feet. Acceptance by the City of Fort Collins of this dedication of easement does not impose upon the City a duty to maintain the easement so dedicated. Witness my hand and seal this POUDRE SCHOOL DISTRICT R-1 day of , A.D. 1995. 1 By: Donald E. Unger, Superintendent ' STATE OF COLORADO)ss ' COUNTY OF LARIMER) The foregoing instrument was acknowledged before me this day of ' 191 by ' Witness my.hand and official seal. ' Notary Public My.commission expires: tATTORNEY'S CERTIFICATE This is to certify that on the day of A.D. 19 , ' I examined the title to the property hereon described and established that the owners and proprietors of record of said property as construed in C.R.S. ..1973, 31-23-111, are as shown hereon as of said date. Signature: Address: Registration No. 1 I i ! L— _ amens \ WOOD ROA II li OTyLL0 RESIDENCES Z6I RP TENTH DIVISI"IR0 g11II D I\ � I \ _---_—_ --_—_— _--f-----_—_-- — --- _-- -�l •00' Siti'Asco FENW i I I I� =OFI& II t\ I D TENTION F+17ND 'I I �ee uTltrtr PLAtI � _ I I e. i 100I1DfRE SI PLAT FIELD AREA 4b21 ACIMB 7 i kxlenw o FpFWa e_5 I li 't MI- ! 1 502 SIM if t\ TT •Imm 1 - _ ''csr, --Die arc. wY+t -- pP-"-'---------Pp----- —'r>€ _- T— -- ',G16 W TERLIAE ,- LAND USE DATA i - !%Nr RL CEe uCe£D I LGTK PAR LiEn AO K D. E] Y%GrE6 'D 1 0. D..nOQD ACRES5354 Gt ES 1Ff� Iisonab i 'Eu-r TI eLEY+! wg ws 5111 m ". Ee'o :N Dils E4D L4f. Q TYR q p pE> � III JI17S X 2.1,900 6. q ' TTl 2 1M EH: + K W 'a)b' J. kna rNue _iC 24 upire 'JM a 'e ASYS- p no" N rwuE 11. 1 mftli, 2 SUIS ' w :we ]vl Z FALOW 111, 1 VI FAMILY MOIM CE viv 61 mrAL Anne uIirfm" -51w -- ivu tvroe ror irn.2Asis sort. Z ' Dever w C E ALweD 4AEVE u INIT61 raise W PA KMJ IEONED. 14 MEF YDMIOI'. wM = Cases 2e S- S : lira answo T, fine 6FenLYM6cum.51 _ I D TOT4. a D1TL.] •GR[ DED ae .V_ �y1t TPICAP wnR[eL'. SPI L - -- — N GENERAL NOTES, w • 4 10ER TD YTLI'EeRnrCIe LCCn'G. DF YTL TIED nV CE'E�"OrtnE.V ' 2. nArnen mi ve iZEur ISO' ]. m1LDD W.LfMC! 70 Y TTYUY CD.1M0 CODE ImaIIReEMa 4 E%Iliefse UrtMn 'S-KAI;GN P.Ee6.E e0.JIJr P..+J'] aV�e -- - a• e. A erne ]wLL cis T WITI TU cr+ AG I4 o w)N4I CE. .. EmT rTa reRTT Lx Fv+re, A x:. •ewmm mlr FYIC¢ OF T•4EE+x4 w.:.> VICINITY MAP ,,o LLiM«.rG za ED GEo.tR nc•ETa 1 RLP - __ bw SI r; - r .� —_— - -- - — - I ,I I J J ill f 'I I IMPALA SUBDIV15p 4 j RE ifDENTIAL - ZONk Rh \ I I I L_,L_ J I _ rT L------------------------- --- 4040 A LEGAL DESCRIPTION That the undersigned being owner Mind to -wit A Tract of lend itue Seembeest 1, 4 of SECTION U. TORN. of the III P.M. City of Fort CaIW Colorado, which considering the Sc as bearing S 59036'30 E and will harem relative theralo is counties at a point of said South Gne saw from the South 1/4 comer of mb N 00004'30' R 712.00 feet THENci S 00004'W" E 712. 00 feet to a p, III THENCE N 89035'30'R 160.92 N 00024.3o'E 147 W feet. THENCE 147.50 feet to a Point on said Sot Me point of beginning. cunmmixf fovowing of the Rest s of theist 1; 4 IN If run ini 35'30'ano E 330.00 feet,,oMNCE the South line of the southeast ng the said south line. THENCE 5'3o'R 75.00 feet THENCE S 00024WIF THENCE N "045,301 Be W feel m acres more or lees. I VACANT - ZONED`2L o adem f -SmTe,i ---- - Poo 3 fee UYLITIRr R� I }41 p'II195m& d 41 r.r sees me e�eNeDes .y k.I E raw r•E3 . spf���g ___ C�E er ,----- h aI i I r' .. ».r _ tE+ III n m t 504 _\ � I � GRPNGE w4LL ly� I I Ii RESIDENTIAL-\ZON€D,R! --I I I �J I 1 I�, I II I IW ------------------- 3 —I— — (�-wP 50" gag• IMPALA DRIVE SITE PLAN g Scale: I' 50'-0' OWNER'S CERTIFICATION NOTARIZATION_ Twc JuweY DoE]mo mE y CEWFT niAT :X! 4R TE -MJtI C m 6 mE nE ADJACIS+T D ms CDntriIlR1 Y IfFtlrLENED aEFCr Tuns FAT. lfrT DaaC P ON TOO NIT RAI Yo on BT CARTEYT TvrE run DAY OF . BY nE f min YO IEeTITICTIPY— Ox SA an TLYL f HM�M [as`E> _ .ens OFKIAL II gYIR _.voin ouER - DYTE-- IL 1 W i = W oZ Q J (D Q Z Z w LL p 0 D- Z —�— ~ J Z N W O J �l U 0- VIA yal•s d' J W t�CE i1 y5� 4 T LL l 1 LL CO Fg+` natg. PONDEROSA PLANNING AND ZONING BOARD APPROVAL MMV6 aT M Fi.YMb YO lLNMM1 a04b Cw Tw uT o tsar ecattm. cvLoramD w Tua DAY of wI nia—W aye zow" Save H V 5^E- 66�su5 OW Cl!---'! wlw �!Uen - ACI SITE PLAN +Pero. a]De meow +ee A-1 L - ENT PSE �-PROPOSED EASEMENT - FOR SENT f�yr:, /yyG M16161U1i]C7v, COURT (COL -DE -SAC) S>y5 � £n5T of I „ I \ I MAGNOLIA COURT Sir Pvl'I p' I t Z hPI LEW AY I - ,�e FbH9�L f ' y. SPiu.WAY a $ TENTH GREEN SUBDIVISION to g 1 ��'I' 1� � 12 [s✓,rl ! S .li7-ZLSi,:SOIll n IS I Iola, {� rat 0 �o i A a � tii IS L� a� ss<r mN a N/1 4a! say' re cfs We anal­onr s , LNOAG9 '�� G/SELL INGx C%TIYC CiOlN I 1 Nf/NG 1 lValnlanence of ondte deal"" IbdflNe abu8 her the remonamuiry of Bn Property o. PiiIV to Mol Ineoe,tin, and <a of farce by the city. cb4Tcelt" of the d1a... age Iao4Fee, by 0 revw~ en,n , must be submit," to eppro~ by that 5formwfer utility.an 11. par Warrit War hinoild delay If III .0 at National it \ r Lv a�" ems. it v \ 4 or li gy.v *i' �,s Ilv Agbt. _ to he a g7 �I > , 4 SO ________ `, u# _-/______ +gee w fF''al Nia. p� Y ire r�.vr.E� or l A& tb e i �dY -him PF I$ NPF / 011 9 V Pwi rIV, c b. 7'b} fit pY Wei Ml G p\ l G p - QP9 sr- t ' BU ! ®LY Sv ofron �bs � e orter ar-eyeat hFiwen= r_- �Jpv dY. A&xr .PsrnrKTiwv vro>s LVTiIiG lGY�¢) pp II a e f c.,6 .a s• H R O ' 0'g PLLia2'.PBTf rFN QfT.IK � � m N/S O g3 srlt! C p. 0 d u' ST 1 -f_ q o // So r {-'� -gl gI/ II V 4ai Nor, o e III , JET/ON �V-A ET x I I 1 M !3g 'Y 3^ e pa ,/T .OcESeJ.r. z f/-- 4_i Jam l._ ji/eepx•/r ri{s O tl ^_ 4 .NO rrssals u Eanal It If IN Ir u c ,taaiaa r LEGmv . 9�. wi. .wlettO . J+W. Pat f-Si HHl CREST BASW SUINDR!"Y TAB ssceJ e 4 ,11 as SLCTiaW C' - .n apt ,....Igl fair alkapt"'. It an We ,....��..., .n. ..wm� n . III .w.... It Rare] awl.11 "It 11 amount ow, fine IN, 1 94 1. luout hear en � of her arm No m`Ll SWIIMY SERVER EASEMENT RESIIHCTIC:6 .e/>sem...ee� .0We F.rle.�. ~.. wnew w[w eui Now, ewr�vr .mrfr 4.wnI Wool ill. e... e.r.. v,.wT....... Inhe e. cw w r.. ve..lwak, .a. u.0 IRAN If 6101 hereafter terror fil fttroh 5.11 Santoro re, Fair, �I� IN Rare Soil Fropairation TWe Connor Vronnis An"ka/cli Plot" over n..rvvts. IRtAlto a GL FAUKTAINED P G C. uu eue.T o 111-95 "NI if CITY or rail mu.t on or line ran 107 I'll 11 4 ,Blv(r evfy pfi/.af ., 7 sey f/,in,4 p.....f N /G ----- 9SRWwS,,,,wi :D 1'.. '.'1. 111111.1. ..it. are. ..lr z � Z C� W Z J O K U U ? N4 0 J Z J 1 O 11 1 '� YAa Bt1E 30 0 NI 60 g0 GRAPHIC SG E - FEET a sm xxaB 4 cy 6