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Drainage Reports - 03/24/1993
Final Approved Repent 4&: pate Z/' -3 FINAL DRAINAGE AND EROSION CONTROL for KINGSTON WOODS P.U.D. 2nd FILING (Previously Tract C, Stonegate Drive and Block 1, Horsetooth Commons. P.U.D.) Ft. Collins, Colorado V Prepared for: PROGRESSIVE LIVING STRUCTURES, INC. 4190 North Garfield Avenue Loveland, Colorado 80538 Prepared By: SHEAR ENGINEERING CORPORATION Project No: 1005-27-92 Date: February, 1993 4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334 Page 1 Final Drainage and Erosion Control Report Kingston Woods P.U.D. 2nd Filing L GENERAL LOCATION AND DESCRIPTION A. Property Location 1. Kingston Woods P.U.D. 2nd Filing is located in the Southeast Quarter of Section 27, Township 7 North, Range 69 West of the 6th P.M., Larimer County, Colorado. It is immediately East of Kingston Woods P.U.D. to the west which has recently been approved by the City of Fort Collins and is under construction. 2. More specifically, Kingston Woods P.U.D. 2nd Filing is located on the northwest corner of the intersection of Horsetooth Road and Richmond Drive. The site includes those portions of Horsetooth Commons P.U.D. designated as Tract C, Stonegate Drive and Block 1. B. Description of the Property Kingston Woods P.U.D. 2nd Filing has a platted area of approximately 5.47 acres. The contributing drainage area under consideration with this report is 6.22 acres. This is due to a minor contributing area from Kingston Woods P.U.D. to the west. 2. The site is currently vacant and is covered with native vegetation. Utilities are stubbed to the property. 3. Kingston Woods P.U.D. 2nd Filing is bounded on the south by Horsetooth Road, on the east by Richmond Drive and on the north by Casa Grande P.U.D. The property to the west, Kingston Woods P.U.D., is currently approved for development and is under construction. II DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. Kingston Woods P.U.D. 2nd Filing (previously Tract C and Block 1 of Horsetooth Commons) is currently a part of Basin "G" of the Foothills Drainage Basin as identified in the 1981 Basin Master plan by Resource Consultants, Inc. 2. Recent discussions with the City of Fort Collins Storm Water Utility during the design Phase of Kingston Woods P.U.D., has relocated both Kingston Woods P.U.D. and Kingston Woods P.U.D. 2nd Filing in the Spring Creek Master Drainage Basin (See Section VI[. OFF -SITE IMPROVEMENTS , Page 6 of the Kingston Woods P.U.D. Final Drainage Report; included in Appendix B of this report). a. The release rate from the Kingston Woods P.U.D. Detention Pond would be reduced from 9.5 cfs to 2.6 cfs. b. Runoff from Kingston Woods P.U.D. 2nd Filing would be allowed to flow undetained. B. Sub -Basin Description 1. The Kingston Woods P.U.D. 2nd Filing site is divided into four (4) sub basins (See Master Grading and Drainage Plan): a. Basin I consists of Block 2, Patterson Court (South), The southern half of Patterson Place and the western half of Richmond Drive from Horsetooth to Patterson Place. b. Basin II consists of the rear portion of the lots bordering Patterson Place on the north side (lots 1 and 9 - 13), the northern half of Patterson Place and the western half of Richmond Drive from Patterson Place to the northeast property line of Kingston Woods P.U.D. 2nd filing. Storm water from Basins I & II will be intercepted by an inlet located on Richmond Drive at the northeast property line of Kingston Woods P.U.D. 2nd filing. c. Basin III consists of the front portions of lots 1 - 13 Block 1 and all of Patterson Court (North) from a high point approximately 50 feet north of Patterson Place. All storm water from this basin will be intercepted by an inlet located at the low point of the street near the east end of the Cul-de-sac. d. Basin IV consists of the rear portion of lots 1 - 8 Block 1. Storm water from this sub basin will be intercepted by an area inlet located at the northeast property corner of Kingston Woods P.U.D. 2nd filing. 2. Storm water flows generally in a northeasterly direction across the property. This flow pattern has been maintained in the overall site grading of the project. 3. All storm water from this site will be conveyed via a combination of overland, gutter and pipe flow to the northeast corner of the property. The storm sewer infrastructure which was designed and will be constructed with Kingston Woods P.U.D. and routed through Casa Grande P.U.D.. The downstream infrastructure will then convey the storm water to detention facility in Chaparral P.U.D. 4. The conveyance of storm water to the existing detention facility in Chaparral P.U.D. involves a cross -basin transfer of storm water between the Foothills Basin and the Spring Creek Basin. Analysis of the downstream infrastructure and detention facilities was included in the Final Drainage Report for Kingston Woods P.U.D., (prepared by Northern Engineering Services) and is included in Appendix B of this report. This analysis and subsequent design of the Kingston Woods P.U.D. detention facilities indicated that the storm water from Kingston Woods P.U.D. 2nd Filing would be allowed to flow undetained to the Chaparral P.U.D. detention facilities. III DRAINAGE DESIGN CRITERIA A. Regulations 1. This final report and the final Grading and Drainage Plans for Kingston Woods P.U.D. 2nd Filing were prepared in accordance with the requirements of City of Fort Collins Storm Drainage Design Criteria and Erosion Control Criteria. 2. The storm drainage concept for Kingston Woods P.U.D. and Kingston Woods P.U.D. 2nd Filing, was resolved with Kingston Woods P.U.D. A. Regulations (continued) 3. Easements provided on the plat have been approved as shown. Approval of the 5' easement adjoining the 10' U.S. West Communications at the northern property line has been received. This has been done in the form of a letter from Don Frederick dated 1/26/93 to Daniel P. Haley of U. S. West Communications regarding the encroachment of the storm sewer into the U.S. West easement. The above referenced letter also gives permission to the City of Fort Collins to enter in the U.S. West easement in order to maintain or repair the storm sewer infrastructure. Refer to the attached letter for the specific details. B. Development Criteria Reference and Constraints 1. Horsetooth Road is constructed to full arterial standards adjacent to the south boundary of the project. Richmond Drive is fully constructed adjacent to the east of the project except for sidewalk. Casa Grande P.U.D. is completed adjacent to the north boundary of the project. Kingston Woods P.U.D. First Filing, immediately west of the project is currently under construction. a. This report and the storm drainage concept and design for Kingston Woods P.U.D. 2nd Filing, have been closely coordinated with Northern Engineering Services, the consulting engineer for the Kingston Woods P.U.D. project. This was required in order to coordinate the design of the storm sewer infrastructure, the overall drainage concept design and plan and the inter -basin drainage transfer feasibility. , C. Hydrologic Criteria 1. Runoff calculations are based on the "Rational" method. The 2, 10, and 100 year storms have•been analyzed. D. Hydraulic Criteria Storm sewer inlet design is based on the inlet curves provided in the City of Fort Collins Drainage criteria manual. 2. Storm sewer design is based on Mannings Equation with Mannings coefficients as suggested in the City of Fort Collins Drainage Criteria Manual. IV DRAINAGE FACELM DESIGN A. General Concept The drainage concept for Kingston Woods 2nd Filing was designed and coordinated with that of Kingston Woods P.U.D. by Northern Engineering Services. This includes the design for the conveyance of storm water to the northeastern corner of Kingston Woods P.U.D. 2nd Filing, over land and underground, and eventually to the existing Chaparral P.U.D. Detention facilities. IV DRAINAGE FACILITY DESIGN (continued) B. Specific Details 1. Onsite detention is not considered for Kingston Woods P.U.D. 2nd Filing. The overall effect of the development of Kingston Woods P.U.D. and Kingston Woods 2nd Filing on the historical runoff was considered by Northern Engineering Services as part of the Kingston Woods P.U.D. storm drainage design and final report. The design of the detention facilities for Kingston Woods P.U.D. has restricted the release rate for the 100 year storm event to 2.6 cfs. This allows for the undetained flow of storm water from Kingston Woods P.U.D. 2nd Filing to the Northeast corner of the site and eventually to the existing Chaparral P.U.D. detention facility (refer to pages 10 - 11B in the calculations). 2. A major inlet will be located on the north side of Richmond Drive at the intersection of the Kingston Woods 2nd Filing easternmost boundary line and Richmond Drive. The inlet is sized to intercept all runoff arriving at that point in order to achieve the inter -basin transfer approved with Kingston Woods P.U.D (refer to page 5 of the calculations). The inlet will be a 35' type R capable of intercepting the storm water generated by the 6.22 acres during the 100-year storm. This is required in order to meet the condition which requires an inter basin transfer of storm runoff from the Foothills basin to the Spring Creek basin. This condition was approved as part of the original Kingston Woods P.U.D. 3. Runoff is conveyed northerly from Richmond Drive along the easternmost property line of Kingston Woods P.U.D. 2nd Filing in a 24" storm sewer to the proposed area inlet at the northeast corner of Kingston Woods P.U.D. 2nd Filing. a. An additional easement had to be dedicated to facilitate the proposed storm sewer because of the existing sanitary sewer which is also parallel to the Kingston Woods P.U.D. 2nd Filing easternmost boundary. 4. A 15" ADS storm sewer designed along the north property line of Kingston Woods P.U.D. 2nd Filing (designed with Kingston Woods P.U.D.) is to be installed with Kingston Woods P.U.D. The storm sewer was designed primarily to convey the detention pond release for Kingston Woods P.U.D. a. The storm sewer along the north property line of Kingston Woods P.U.D. 2nd Filing is to be installed 11 feet south of the north property line. A 5' easement has been dedicated in which the storm sewer will be installed. This easement adjoins an existing 10' U. S. West easement at the north property line. b. The storm sewer will be placed in a 5' drainage easement along with a 2' concrete valley pan which is in a swale located in both easements. The northern edge of the 15" pipe and the 1' of the concrete pan will encroach into the U.S. West easement This concept has been approved by U. S. West (see attached letter from Don Frederick dated 1/26/93 to Daniel P. Haley of U. S. West Communications) 5. An inlet has been provided at the low point of the northern extension of Patterson Court (refer to pages 7- 8 of the calculations). This inlet intercepts storm water contributing to the north extension of Patterson Court and conveys it to the proposed 15" storm sewer along the north property line of Kingston Woods 2nd Filing. The inlet has been sized to accept storm water generated by the 100 year storm. B. Specific Details (continued) 5. a. This pipe is located in an easement on the property line between lots 7 & 8, Block 1. The easement consists of a 10 'wide portion along the lot 7 side of the property line for the entire length and a 5 'wide portion along the lot 8 side of the property line. The 5 'wide portion does not run the entire length of the property line as this would severely restrict the building envelope for this lot . The 5' wide portion provides additional working area in the front and rear of lot 8. The pipe is centered in the 10 ' wide portion on the western side of the property line. 6. An area inlet will be provided at the northeast property corner of Kingston Woods P.U.D. 2nd Filing. This inlet will intercept the remainder of the overland flow from the site and direct it into the 24" ADS N-12 pipe designed with Kingston Woods P.U.D. The 24" storm sewer will convey all storm water generated and released from Kingston Woods P.U.D. and Kingston Woods P.U.D. 2nd Filing into the Casa Grande storm sewer infrastructure. The downstream storm sewer infrastucture will then convey the strom water to the Chaparral P.U.D. detention facility. 7. A 15' swale will be constructed along the north property line for surface runoff. As this swale has a relatively small slope (<1.0%) , a two foot (2.0') wide valley pan has been included in the design of the swale. The capacity of the swale is approximately 17.0 cfs and the expected flow in the swale is 3.5 cfs during the 100 year storm. a. The swale will be located south of the north property line within the 10' U.S. West easement and the 5' drainage easement. Approval for this concept has been received from U.S. West Communications (refer to attached letter form Don Frederick dated 1/26/93 to Daniel P. Haley, U. S. West Communications). 8. A swale will be constructed in tract A along Horsetooth Road. This swale will convey the storm water runoff from the rear portions of lots 4 - 7 in block 2 out to Richmond Drive. A metal sidewalk culvert is to be installed to convey the storm water under the sidewalk. 9. Erosion Control measures will be taken for the protection of downstream facilities (See Erosion Control Plan). Erosion control measures will include: a. Silt fence on the downstream property lines except in areas where a swale is located which intercepts and redirects the storm water. Hay bales will be used in the swales. b. Gravel filters around all proposed inlets c. Hay bale barriers in all swales ti V. CONCLUSIONS A. Compliance With Standards 1. The grading and drainage design for Kingston Woods P.U.D. 2nd Filing is in compliance with the City of Fort Collins storm drainage design criteria. 2. All drainage facility design has been coordinated with that of Kingston Woods P.U.D. prepared by Northern Engineering Services in accordance with the concepts approved by the City of Fort Collins. 3. The erosion control measures shown on the erosion control plan comply with the City of Fort Collins standards and generally accepted erosion control practices. VI REFERENCES A. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards"; May, 1984 B. City of Fort Collins 'Erosion Control Reference Manual"; January, 1991 C. Foothills Basin (Basin G) Drainage Master plan; Resource Consultants, Inc. D. "Final Drainage Report for Kingston Woods P.U.D.'; Northern Engineering Services; dated August, 1992 E. "Drainage Study for Horsetooth Commons Tract D (The Market At Horsetooth Commons)"; Redpeak Engineering F. "Drainage Study for Horsetooth Commons P.U.D."; Redpeak Engineering, dated January, 1987 G. "Final Drainage Report for Chaparral P.U.D."; Shear Engineering Corporation, dated December, 1987 APPENDIX —A Drainage Calculations Erosion Control Calculation Supporting exhibits, figures, tables, etc. Drainage Calculations • 6 �1Mc. 6T _ LLJI��h 10 fy 1! 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R-4216.Series, Earth Ditch Type Grates Formerly R-4916 series. Heavy Duty Allows maximum drainage of surface water in sod or cobbled ditch gutters. lzpecify: Catalog number. Illustrating R-4216-C B I1111111 Note installation of two types shown. Illustrating R-4216-B Illustrating R-4216-A Catalog No. Dimensions in inches Wt. Lbs. A G H R R-4216-A R-4216-B 34 24 2 22 t49 1 %2 x 63A 2x11%2 1 1 14y gy 110 100 R-4216-C R-4216-D 19t/2 28 2 2 1 y5 x 7 2x12 1 1/ 14y2 13% 100 90 Formerly R-4917. R-4217` Basket Grate Heavy Duty Total Weight 440 Pounds Note that grate is made in two sections. ml!l!p.11l!lilllim M i' 3 Oft Is l� W. w 0 A 0_9 16—�— L—1 Eas PROJECT NAME: KINGSTON WOODS 2 DATE: 12/18/92 PROJECT NO. : 1005-27-92 j?eu%%#A *zj?t)<3 SWALE DESCRIPTION:GRASSED SWALE ALONG NORTHERN PROPERTY LINE WITH A TWO FOOT VALLEY PAN. A WEIGHTED "n" VALUE IS USED. FILE NAME: KING CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL --------------------------------------------- --------------------------------------------- CHANNEL CONFIGURATION: TRIANGULAR CHANNEL LINING: GRASS Da Db Dc Sc n W I (ft) (ft) (ft) M (ft) (ft) 5.00 10.00 1.00 0.90 0.054 2.00 0.05 0.20 = LEFT BANK SLOPE 0.10 = RIGHT BANK SLOPE DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V (s.f.) ------ (ft) ------- (s.f.) ------- (ft) ------- (A/P) ------- ------- (cfs) ------- (ft/sec) ------- 1.00 17.00 9.50 17.15 0.67 0.09 16.70 1.76 0.95 16.25 8.67 16.39 0.65 0.09 14.77 1.70 0.90 15.50 7.87 15.63 0.63 0.09 12.99 1.65 0.85 14.75 7.12 14.88 0.61 0.09 11.35 1.59 0.80 14.00 6.40 14.12 0.59 0.09 9.84 1.54 0.75 13.25 5.72 13.36 0.57 0.09 8.46 1.48 0.70 12.50 5.07 12.60 0.55 0.09 7.21 1.42 0.65 11.75 4.47 11.85 0.52 0.09 6.08 1.36 0.60 11.00 3.90 11.09 0.50 0.09 5.06 1.30 0.55 10-.25 3.37 10.33 0.47 0.09 4 16o 1.23 0.50 9.50 2.87 9.57 0.45 0.09 3:36� 1.17 0.45 8.75 2.42 8.82 0.42 0.09 2.66 1.10 0.40 8.00 2.00 8.06 0.39 0.09 2.06 1.03 0.35 7.25 1.62 7.30 0.37 0.09 1.54 0.95 0.30 6.50 1.27 6.54 0.34 0.09 1.12 0.88 0.25 5.75 0.97 5.79 0.30 0.09 0.77 0.79 0.20 5.00 0.70 5.03 0.27 0.09 0.49 0.70 0.15 4.25 0.47 4.27 0.23 0.09 0.28 0.60 0.10 3.50 0.27 3.51 0.18 0.09 0.13 0.48 0.05 2.75 0.12 2.76 0.12 0.09 0.04 0.32 0.00 2.00 0.00 2.00 ERR 0.09 ERR ERR N _ O,p��. 15� 138� `ilOi1� •S Co coc 1,,10;3 NO E _ I\\N 35L OnI �C�U'S 11. 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'hh,arok(te = I-7.8j <Z;�s 15 ,0 1'de m�Aeyrl� 1 05 G.5°)° Qc.,:,e - g,�1s CFS %iG+V�\ iooh Qt,= 7- Js 17 ron. Sovl'n ?-A" Ans tp n Gl_Gap= ���33 c,Fs }(icti/o,,\l\ IbU C1p„J�r,� 18 r0,5° AU \\ UDC_`\ 18 C 20 2 (�� A(i�i.SLQ[,[, 21 (Clct Lh S S tl S�et�' �l >3 22 1 ••� - ..... /� - CONG�UU\2 Ii�Q;;. 23 24 �_ �f.11A _.1!9 ��\�,..�`-_61%a, Or S�DY •. YY �. Or �u26 Vr-�it3_l Iry '�1'�e:_2,YC O\ �. )OU 'SLeyr Lcfc— e.recrrlil�e� 28 2 InN :, -UN 1� lu kfr-: �'O kc, A o Z-7 . . ......... .. ... ..... ....... J.) ........ -T --- "Oki 7 _IDA, r I - 0 ----------- 12 ------------ -771 13 17 to lllll��til -------- - ... oll", a . . ........ .. ..................... .............. 20 ........... ....... .. . ............. ......... 22 .......... . - U� r'�s --- -------- 23 C) 24 ,57 ------------ ............ .. .... (s ...... -- ------ ------- ...... .. ... ...... ....... ....... 1Z A PROJECT NAME: KINGSTON WOODS DATE: 02/25/93 PROJECT NO. • 1005-27-92 SWALE DESCRIPTION:SWALE LOCATED IN TRACT 'A' ALONG HORSETOOTH ROAD FILE NAME: KWCHANNEL CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: TRAPEZOIDAL CHANNEL LINING: GRASS & CONCRETE VALLEY PAN Da (ft) Db (ft) Dc (ft) Sc -(%) n W (ft) I (ft) 10.00 6.00 1.00 1.00 0.056 3.00 0.03 0.10 = LEFT BANK SLOPE 0.17 = RIGHT BANK SLOPE DEPTH WIDTH AREA (s.f.) PERIM (ft) R 2/3 Sc 1/2 V -(s_f_) --(ft) --- ------- ------- (A/p) ------- (c?s) (ft/sec) 1.00 0.97 19.00 18.52 11.00 10.44 19.13 18.65 ------- 0.69 0.68 0.10 0.10 -- ----- 20.18 ------- 1.83 0.94 0.91 18.04 17.56 9.89 9.35 18.16 0.67 0.10 18.81 17.49 1.80 1.77 0.88 17.08 8.84 17.68• 17.20 0.65 0.64 0.10 0.10 16.24 15.04 1.74 1.70 0.85 0.82 16.60 16.12 8.33 7.84 16.71 16.23 0.63 0.62 0.10 0.10 13.90 1.67 0.79 0.76 15.64 15.16 7.36 6.90 15.74 0.60 0.10 12.81 11.77 1.63 1.60 0.73 14.68 6.45 15.26 14.78 0.59 0.58 0.10 0.10 10.79 9.86 1.56 1.53 0.70 0.64 14.20 13.24 6.02 14.29 0.56 0.10 8.98 1.49 0.61 12.76 5.20 4.81 13.32 12.84 0.53 0.52 0.10 7.36 1.42 0.58 12.28 4.43 12.36 0.50 0.10 0.10 6.62 5.93 1.38 1.34 0.52 11.32 3.772 11.39 0.47 0.10 4.69 1.26 0.46 10.36 3.07 10.42 0.44 0.10 3.61 1.18 0.43 0.40 9.88 9.40 2.77 2.48 9.94 9.45 0.43 0.41 0.10 0.10 3.13 2.70 1.13 0.37 8.92 2.21 8.97 0.39 0.10 2.30 1.09 1.04 Erosion Control Calculations EROSION CONTROL Existing Site: The site is approximately 6.0 acres and the majority of the site drains to the Northeast property line.. The site is bounded by Casa Grande P.U.D. to the North, Richmond Drive to the East, Horsetooth Rood to the South and Kingston Woods P.U.D., (currently under construction), to the West. t Proposed Development: Twenty-two (22) single family homes are proposed along with the necessary infrastructure. Patterson Place will be constructed to connect Richmond Drive to the East and Kingston Woods P.U.D. to the West. Two (2) Cul-de-Sacs are planned off the North and South Sides of Patterson Place. Erosion Control Measures: In order to reduce soil erosion on the site, the following measures are called for on the Erosion Control Plan (sheet 8 of 11). 1. A 50' tracking pad to be constructed at the intersection of Patterson Place and Richmond Drive. 2. Silt fence to be place along all downstream property lines and along Richmond Drive. 3. Hay bales to be placed in all swales. 4. Gravel filters to be placed around all storm sewer inlets on site. Conclusion: The attached soil erosion calculations indicate that the soil erosion plan (sheet 8 of 11) complies with the City of Ft. Collins standards and will effectively minimize the erosion from the site if all the measures are installed per the plan and the City of Ft. Collins erosion control details included in the Utility plans for Kingston Woods 2nd Filing. RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: K 1 WQI p N WO tit) 5 STANDARD FORM A COMPLETED BY: DATE: 1' 1 d k Z DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBA$IN ZONE (ac) (ft) M (feet) M M 'Ld T( �ioaier�e, 4 1 9 00 1, 3 I,o3 CZ`oc1,A:r � k04 (,gyp G,ci3 ro `6 A 1 .0 124- 1,5 7V0 -% 7 Z ]2 ,�-► y,� �5,-1 MARCH 1991 9-14 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: k N 6 S t otv w o0o s g STANDARD FORM B COMPLETED BY: M 6 6 DATE: Erosion Control C-Factor P-Factor Method Value Value Comment Gray.\F,1't.r�Stt �(Q-%)SI,\1 , , 1.0 0•,dI0,r10. A11 (3RSi"S �S�Z So.\ �ev51 I,0 01`', nll (°�Isl,)i Sad G.O\ 110 So"/� S+� to`I°IIC go°IoI PM"-;� a.u1 io Q,9d �d1C% a,STlL MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS 4 ,1 F �•�)�I 1,3�� W4,Si��u� p = O.g •: �.�a�`O,q�.1635 i � ,�1,u)L?.LZS�'Y I,G�G,I� it0.r�(G,OSJJ J C 0.331:; 91� Slj 103 Ptiv�.d1 ; p,Slr ti� G= c(G,w)(q)z) 1S) Soc,\ = 0,912 4c I,a3 1ih« So•\ c — G, Io y6 ,103 a� EFF= 5 J•Lch °/6 1,03 _ ,3h60 = J ,46LO C.LZS +(,G,ti)(41�] q& r . ��,� -75,1-7 MARCH 1991 8-15 DESIGN CRITERIA CONSTRUCTION SEQUENCE PROJECT: Kingston Woods P.U.D. 2nd Filint=_ STANDARD FORM C SEQUENCE FOR 19 93 ONLY COMPLETED BY:MEO/Shear Engineering Corp. Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. Year Month 1#TIFIMIAIMIJ171AIS10INID X OVERLOT GRADING WIND EROSION CONTROL X Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin XInlet Filters Straw Berriers (Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant X Temporary Seed Planting XSod Installation Nettings/Mats/Blankets Other STRUCTURES: INSTALLED BY: Owner MAINTAINED BY: VEGETATION/MULCHING CONTRACTOR: DATE PREPARED: APPROVED BY THE CITY OF FORT COLLINS ON: DATE SUBMITTED: 2 Z Supporting exhibits, figures, tables, etc. 3.1.6 Runoff Coefficients The runoff coefficients to be used with the Rational Method referred to in Section 3.2 "Analysis Methodology" can be determined based on either zoning classifications or the types of surfaces on the drainage area. Table 3-2 lists the runoff coefficients for the various types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land development to occur which may vary the zoning requirements and produce runoff coeffi- cients different from those specified in Table 372, the runoff coefficients should not be based solely on the zoning classifications. The Composite Runoff Coefficient shall be calculated using the following formula: C = (s C,A,)/At =t Where C = Composite Runoff Coefficient C,= Runoff Coefficient for specific area.A, A, = Area of surface with runoff coefficient of C, n = Number of different surfaces to be considered At =Total area over which C is applicable; the sum of all At's is equal to At Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business: BP, BL........................................................................................ 0.85 Business: BG, HB, C.................................................................................. 0.95 Industrial: IL, IP.......................................................................................... 0.85 Industrial: IG............................................................................................... 0.95 Residential: RE, RLP.................................................................................. 0.45 Residential: RL, ML, RP............................................................................. 0.50 t Residential: FILM, RMP.............................................................................. 0.60 Residential: RM, MM.................................................................................. 0.65 Residential: RH.......................................................................................... 0.70 Parks, Cemeteries...................................................................................... 0.25 Playgrounds............................................................................................... 0.35 RailroadYard Areas................................................................................... 0.40 UnimprovedAreas...................................................................................... 0.20 Zoning Definitions R-E Estate Residential District — a low density residential area primarily in outlying areas with a minimum lot area of 9,000 square feet. R-L Low Density Residential District — low density residential areas located throughout the City with a minimum lot area of 6,000 square feet. R-M Medium Density Residential District — both low and medium density residential areas with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and 9,000 square feet for a multiple family dwelling. R-H High Density Residential District — high density residential areas with a minimum lot area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet for a multiple family dwelling, and 12,000 square feet for other specified uses. R-P Planned Residential District— designation of areas planned as a unit (PUD) to pro- vide a variation in use and building placements with a minimum lot area of 6,000 square feet. R-L-P Low Density Planned Residential District —areas planned as a unit (PUD) to permit variations in use, density and building placements, with a minumum lot area of 6,000 square feet. MAY 1984 3-3 DESIGN CRITERIA R-M-P Medium Density Planned Residential District — designation for medium density areas planned as a unit (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. R-L-M Low Density Multiple Family District — areas containing low density multiple family units or any other use in the R-L District with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and•9,000 square feet for multiple -family dwellings. M-L Low Density Mobile Home District — designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District - designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B-G General Business District — district designation for downtown business areas, including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total floor area of the building. B-P Planned Business District — designates areas planned as unit developments to provide business services while protecting the surrounding residential areas with minumum lot areas the same as R-M. H-B Highway Business District — designates an area of automobile -orientated busi- nesses with a minimum lot area equal to 1 /2 of the total floor area of the building. B-L Limited Business District — designates areas for neighborhood convenience centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of commercial, service and storage areas. I-L Limited Industrial District —designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet. I-P Industrial Park District —designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area of the building not to be less than 20,000 square feet. I-G General Industrial District — designates areas of major industrial development. T Transition District — designates areas which are in a transitional stage with regard to ultimate development. For current and more explicit definitions of land uses and zoning classifications, refer to the Code of the City of Fort Collins, Chapters 99 and 118. Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt................................................................................................ 0.95� Concrete............................................................................................. 0.95 Gravel................................................................................................. 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: Flat<2%............................................................................................. 0.10 Average2 to 7%.................................................................................. 0.15 Steep >7% 0.20 .......................................................................................... Lawns, Heavy Soil: Flat<2%............................................................................................. 0.20 Average2 to 7% .................................................................................. 0.25 Steep>7%......... :.......................................................................... ...... 0.35 MAY 1984 3-4 DESIGN CRITERIA 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. This can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). • Tc=1.87 1.1 —CC D"Z S Where Tc = Time of Concentration, minutes S = Slope of Basin, % C = Rational Method Runoff Coefficient D = Length of Basin, feet C, = Frequency Adjustment Factor Time of concentration calculations should reflect channel and storm sewer velocities as well as overland flow times. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor (years) Cf 2 to 10 1.00 11 to25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1.00 3.2 Analysis Methodology The methods presented in this section will be instituted for use in the determination and/or verification of runoff at specific design points in the drainage system. These methods are (1), the Rational Method and (2) the Colorado Urban Hydrograph Procedure (CUHP). Other computer methods, such as SWMM, STORM, and HEC-1 are allowable if results are not radically different than these two. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. 3.2.1 Rational Method For drainage basins of 200 acres or less, the runoff may be calculated by the Rational Method, which is essentially the following equation: Q = C,CIA Where Q = Flow Quantity, cfs A = Total Area of Basin, acres Ct = Storm Frequency Adjustment Factor (See Section 3.1.8) C = Runoff Coefficient (See Section 3.1.6) 1 = Rainfall Intensity, inches per hour (See Section 3.1.4) 3.2.2 Colorado Urban Hydrograph Procedure For basins larger than 200 acres, the design storm runoff should be analyzed by deriving synthetic unit- hydrographs. It is recommended that the Colorado Urban Hydrograph Procedure be used for such analysis. This procedure is detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Section 4. MAY 1984 3-5 16 oS- -' - 4VZ. DESIGN CRITERIA DRAINAGE CRITERIA MANUAL RUNOFF Soo 400 300 &US or, Cov 3-3 $1J}J MEN ■ r� .� ,'Elm MEMO EMPAN MENNEN 0 MENNEN a MENmommomm I%% W, ONE ■■ �d �,���, % ppp I A 0A PA 4, PAJA MENMEP/A*Iod �������_ �o IN , pma K pop 0 NONE FIGURE 3-1 OVERLAND TIME OF FLOW CURVES 171 70 60 50 20 10 0 5-1-84 URBAN DRAINAGES FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RUNOFF 61 31 1-- 2 Z w U W a 1C W a OCn 5 w cc 3 O U 2 C LLI H Q 1 .5 1 r ,■■ .. • ,ii � .■.■■■■■■. .ME ■■■■...■ i� .■■■..�.�. 4 •0 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 `UNDEVELOPEW, 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 No Text 4.2.3 Major Storms �t The determination of the allowable street flow due to the major storm shall be based on the following criteria: • Theoretical capacity based on allowable depth and inundated area. • Reduced allowable flow due to velocity conditions. 4.2.3.1 Street Encroachment Table 4-2 sets forth the allowable street inundation for the major storm runoff. Table 4-2 MAJOR STORM — STREET RUNOFF ENCROACHMENT Street classification Local (includes places, alleys; marginal access & collector)., Arterial and Major Arterial 4.2.3.2Theoritical Capacity Maximum Encroachment Residential dweiiings, puooc, commercial, and industrial buildings shall not be inundated at the ground line unless buildings are flood proofed. They. depth of water over the crown shall not.,, exceed 6 inches.: Residential dwellings, public, commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood proofed. Depth of water at the street crown shall not exceed 6 inches to allow operation of emergency vehicles. The depth of water over the gutter flowline shall not exceed 18 inches. In some cases, the 18 inch depth over the gutter flowline is more restrictive than the 6 inch depth over the street crown. For these conditions, the most restrictive of the two criteria shall govern. Manning's equation shall be used to calculate the theoretical runoff -carrying capac- ity based on the allowable street inundation. The equation will be as follows: Q =1.486 R2r3 S112 A n Where Q = Capacity, cfs n = Roughness Coefficient R = Hydraulic Radius, A/P S=Slope, feet/feet A = Area, feet Appropriate "n" values can be found in Table 4-3. Any values not listed should be located in the Geological Survey Water Supply Paper, 1849. Table 4-3 MANNING'S ROUGHNESS COEFFICIENTS FOR STREET SURFACES Surface Roughness Coefficient Gutter& Street...................................................................... 0.016 DryRubble........................................................................... 0.035 Mowed Kentucky Bluegrass ................................................. 0.035 Rough Stony Field w/Weeds................................................ 0.040 Sidewalk & Driveway............................................................ 0.016 MAY 1984 4-5 DESIGN CRITERIA 4.2.2.1 Street Encroachment The encroachment of gutter flow on the street for the initial storm runoff shall not ex- ceed the specifications set forth in Table 4-1. A storm drainage system shall begin where the encroachment reaches the limits found in this table. Table 4-1 INITIAL STORM — STREET RUNOFF ENCROACHMENT Street classification Maximum Encroachment Local (includes places, alleys, No curb -topping. t Flow may spread to marginal access) crown of street Collector No curb-topping..t Flow spread must _ ,leave at least one lane width free of water.; Major Arterial No curb -topping. t Flow spread must leave at least one-half (1 /2) of roadway width free of water in each direction t Where no curbing exists, encroachment shall not extend over property lines. 4.2.2.2Theoretical Capacity Once the allowable pavement encroachment has been established, theoretical gutter capacity shall be computed using the following revised Manning's equation for flow in shallow triangular channels: Q = 0.56 Z S12 yarn n Where Q = Theoretical Gutter Capacity, cfs y = Depth of Flow at Face of Gutter, feet n = Roughness Coefficient S =Channel Slope, feetifeet Z = Reciprocal of Cross Slope, feet/feet A nomograph based on the previous equation has been developed and is included in Figure 4-1. The graph is applicable for all gutter configurations. An "n" value of 0.016 shall be used for all calculations involving street runoff. 4.2.2.3 Allowable Gutter Flow In order to calculate the actual flow rate allowable, the theoretical capacity shall be multiplied by a reduction factor. These factors are determined by the curve in Figure 4-2 entitled "Reduction Factors for Allowable Gutter Capacity". The allowable gutter flow calculated thusly is the value to be used in the drainage system calculations. MAY 1984 4-2 166-r -Zl -i7L DESIGN CRITERIA (Q75-27-°.i2 0 RECOMMENDED TYPICAL CROSS SECTIONS FOR NEW DEVELOPMENT wJ w L 50' 0 z 0 z Q 3 a U m pzd w w w o Q 1uL! J w (aj �n Y Q 3 o x a a i o p Q W a w Y w Z z J w _p cn 4' 5 6 13 12� 13, 6 51 41 t2ICf4MoNc> prz1ve 68' RIGHT OF WAY COLLECTOR INTERSECTION/TURN LANE (BIKE LANES, NO PARKING) WJ WJ 50' c� CD z z Y a a le J Q U _j U w w Q w N w w y w p Y w > � W Y O W p Z w y Q Q z cn J d m F F U] d J cn 4 L5j, 8 6"II III , 61 , 8� 5� 4 68' RIGHT OF WAY COLLECTOR (WITH PARKING AND BIKE LANES) D-2 2 YEAR STORM (WATER DEPTH CURB A CURER A=0.697 S.F. ; P=2.958' : n=0.016 R=A/P 0 a (1.49/n) (A) (R)2/3(S)1/2 0 a 24.76 (S)'/2 STREET Av2.10D S.F.: P-14.786' : nv0.016 R-A/P 0 = (1.49/n) (A) (R)2/3(S)1/2 0 a $3.23 (S)1/2 ONE HALF STREET CAPACITY = (2+.76 a 53.23) (S)1/2= 77.99 (S)1/2 100 YEAR STORM (WATER DEPTH = 0.93'). CURB A CUTTER A=4.122 S.F.: P=8.885' ; n=0.016 ; R=A/P 0 = (1.49/n) (A) (R)2/3(5)1/2 0 = 230.04 (S)1/2 STREET Av10.423 S.F. ; Pv17.156' ; nv0.016 ; R-A/P 0 a (1.49/n) (A) (11)2/3(5)1/2 0 a 696.26 (S)1/2 ONE HALF STREET CAPACITY = (230.04 + 696.26) (S)1/2 = 926.30 (S)1/2 YEAR STORM DEPTH "-100 YEAR STORM DEPTH LOCAL STREET - 34' FLOWLINE TO FLOWLINE 2 YEAR STORM (WATER DEPTH a 0.48') CURB A CUTTER A-0.830 S.F.: Pa2.823' : n=0.016 R-A/P 0 - (1.49/n) (A) (R)2/3(S)1/2 0 a 34.18 (S)1/2 STREET A-2.778 S.E. ; P-17.005' ; n=0.016 R.A/P 0 v (1.49/n) (A) (R)2/3(S)1/2 0 - 77.31 (S)1/2 ONE HALF STREET CAPACITY v (34.18 + 77.31) (S)1/2v 111.+8 (S)1/2 100 YEAR STORM (WATER DEPTH v IAO') CURB A CUTTEq A-3.182 S.F. ; P-6.323' : n-0.018 ; R-A/P 0 - (I.49/n) (A) (R)2/3(5)1/2 0 v 187.47 (S)1/2 STRE T Av16.79 S.F. ; P-24.1+8' ; nv0.016 R-A/P 0 v (I.49/n) (A) (R)2/3($)1/2 . 0 = 1.217.07 (S)1/2 ONE HALF STREET CAPACITY - (187.47 + 1.217.07) (S)1/2 v 1.404.55 (S)I/2 YEAR STORM DEPTH '�-100 YEAR STORM DEPTH RESIDENTIAL COLLECTOR - 50' FLOWLINE TO FLOWLINE 2_YEAR STORM (WATER OEPTN = 0.�8') CURB A CUTTER A=0.830 S.F. I P=2.823' ; 1=0.016 ; R=A/P 0 v (1.49/n) (A) (R)2/3(S)1/2 0 = 36.18 (S)I/2 STREET A=2.78 S.F. ; P=17.005' : n=0.016 ; R=A/P 0 a (1.+9/n) (A) (R)2/3(S)1/2 0 = 77.31 (S)1/2 ONE HALF STREET CAPACITY = (3+.13 + 77.31) (S)1/2= 111.+8 (S)I/2 YEAR STORM DEPTH 100 YEAR STORM (WATER DEPTH = 1.171 CURB A CUTTER A=c263 S.F.: P=6.698' : n=0.016 : R=A/P 0 v (1.49/n) (A) (R)2/3(S)1/2 0 - 223.77 (S)1/2 T9 REET A=27.388 S.F. ; P=34.S21' ; n=0.016 ; R=A/P 0 - (1.49/n) (A) (R)2/3(S)1/2 0 - 2185.79 (S)I/2 ONE HALF STREET CAPACITY a (293.74 + 2185.79) (S)1/2= 2479.52 (S)1/2 YEAR STORM DEPTH MAJOR ARTERIAL - 70' FLOWLINE TO FLOWLINE STREET STORM WATER CAPACITY . Ln o M LL: Ln O U II II o J O J �'- Q Q m Q F- Cif Q ;.. 1- a w Cl. w 0 0 0 p. � Ln N 7w Z 0 7w Z N N '. p J N 1 O O ,S WO LL LL ,s0ti O g 11290--� Lr) O ZN (31 O �J NO Q O (QJ Ln O Q II LLJ I I LIJ U ' L� a z z�� Q _z CaJ lei o N O g aui - J " a J o a w 3 n o LL' n o L� QF a zLLJ >Q� < 0 _ 00 d- moo Ln N o���- o Lu Nam' w U 0 J N Q ( n d Z O U' fn H N LLJ LJ w En LIJ "� V) LIJ z iz ¢ wZz 000 v o=o� 7 L 1-U d W C/-) Lf) O tl 1- N —� Z U U O O Z 0 o U LO r d' r d' M M li Li t0 V) vi l.L /7 6) ^O O 0 L - N LO � N to LO00 O 11 a p 11 II co co a Q U- Q w a w ¢ T L*O o 0 ,SL «S oI a Ld w N z M � z Q N • a N v � O Li Li W CD O O O II w II a z_ '(Ile vi o rW N a LJ 5 )l �W = CD M� = CD(i 6 vi J ao vi a J IIzt- o L.� Il o o w LL 0 W � 10 OJ N �'-�./-� w N K � v) as w < ° v / V) N N � w a a co M I I O N N LIJ Lo N LJ Q M 00 Of 0 LiJ cy— n °D o LiJ C c N < L /�� V O O 3 Q Z Q o o U Z O CC Z_ Y 3 � Z W O N O C ] O U > U W CDm Q LW U N t0 N a a _ V') 00 N rn ,,z i O II � II „9 U- W a w 0 N Of 0:: � \N f) N 114 u (n V1 V7 O M CIO M M / , v N O 'n M Ol v O II O II LIJ z Q N O II II O II w z Q a w a �� o LJ Q ® o U CD U L— w a M CDH- LU w o IL o �— '— W CD, '— w N w N w Or_z F- � LO o o CD N CD5i I to ^ LL N o N 0 J 5i w /i��-�� cc ^ EnN cc W r-- CD O O O00 ^ CDC` O g LO Ln N II N N L II �// 0 01 ¢¢ o� I w Q MN w O LLJ g w z a 0 0 U 3 U -J U J CDLJ � J o z o U N z O U U j U La W m W Of N (N CO to $ �' r o II $ s n li n N ~ W CD N W Ln N In N N 04 o w U M� w U 0 II z Q � � II z Q a a• Il u a —1 a. aaII W OW � W w OW < _ U ¢ a V w w W o o CD w w tocc w 1p w z to z vi � CL cm)w N vi Lei O � lj ' r N U)O N 0 w toCD N N �� II L,L v w M Ii II II O O may+ Ii o ¢ E� C�l., o Q o ¢ W ¢ a o ¢ '�_ CD 0 M C4 rn '•-' ¢ Z I ^ I ^ w Q o w cc p LLJ v) Lw/ -7 Z U) � LL_ '- a cn U O o ONOf w Q U W C w � Z '— Q O Q U W � tr U W W Q W LU N to F- N 10000 9000 8000 7000 6000 5000 4000 2000 1000 900 800 700 - 600 S00 ; 400 ' Q 300 200 too 90 6o 70 60 41 I. 01 4 B ''E E From BP I (, r — L EQUATION; a • 0.38 (A) S"* ,r1 • 2.0 n IS SOUOMN[ES COEFFICIENT IM YANNINQ .10 FORMULA APPROPRIATE TO MATERIAL IN BOTTOM Or CHANNEL 1.0 E 13 RECIPROCAL a CAMS SLOP[ .08 Alr[R(MCf; N. A.E PROC[[0I443 SSAA. 07 PAGE 130. [OVATION 1141 .80 .06 .70 EXAMPLE (SEE DASHED LINE31 .OS 00 ,60 "1To N E/n•noo LL so .04 n02 .50 r 3 ..._—.03.._...__.. .40 Z -.30 3 2__ .02 T 1 .s N v .20 V � W z Z INSTRUCTIONS Vr 1 01 .0r Ld d 1• CONNECT 3/n RATIO +'ITN SLOP[ ISI tQ •OO AND CONNECT DISCHARGE 101 WITH = OO Z .008 DEPTH 1,1 THESE TWO LINES MUST 02 INTERSECT AT TURNING LINE EOA y/ •007 U) V/ 'IU W COMPLETE SOLUTION. Q .01 I1 ,006 V n• I r I .oe ). r0R SHALLOW .005 W J 7 V-3HAPCO CHANNEL 0 .0 AS SHOWN USE NOMOGRAPH W LrH f • y .004 cr .06 W GL 0 .05 rl O .003 3 TO DETERMINE D DISCHARGE On IN y N _ Cr 04 PORTION DE CHANNEL HAVING N107N t: D[rIRMI:( DEPTH J POO TOTAL DISCHARGE IN .002 {:TIN( S[CTtON G. THEN USE NOMOGRAPH r0 - DETERMINE OR IN SECTION O (ON DEPTH i'J•(t) i r A TO 0(TCRYIN[ DISCHARGE IN COMPOSITE SECTION r- W wuo. 1waTRvcTlow ,001 To OBTAIN 015CHIRGE IN—'�--t—. {�i SECTION a AT ASSUMED E.IJ•i 1 DEPTH J ; OBTAIN 0 FOR RSLOPE RATIO IN AND DEPTH > THEM 01 Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) D U F_ .03 Q Z .02 a W 0 .ol MAY 1984 4-3 DESIGN CRITERIA .1. i1 0.7 f- u- 0.6 F- 1AJ z 0.5 w > 0.4 O Q. 0.3 w 0 c� z 0.2 0 z O • EXAMPLE • FLOW INTO INLET PER SO 3 4 FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5 MAY 1984 5-11 DESIGN CRITERIA No Text 7 n w I" .4 z L z z .3 w a 0 2 15 5: '(VPE CZ WLET AT cwc . "Fbu.1T 12 10 II 8 10 6 H o w g o 4 i 8 W - a_ i L 7 V 2 v �(� 1.10cps 400 \ O Por,i' e% J Exom� z "Part - — Fs 14=6 z — e a - — J =o.�c Z W o 0 S.S .. .6 u_ 5 w z o z z w .4 F- x 4.5 z ao 3 c� w — u_ x 4 V o 2 O c� z x - o 3.5 w z w - °- 0 .I w u- 0 .08 � 3 0 F- o .06 0 x 0 0 w z - w x o: .04 0: 2.5 ° 03 a } 3 F- u. a .02 0 2 a a x F- U a .010 L u- 0 0 - y0 a 1.5 --- - - -- x 5 3 2 1.5 .9 .8 ,7 .6 .5 4 3 .25 N .15 lE I005-z7-92 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA 140 O MN t.- NIB .•4CD0 W [�O Off d'O)tDtiO tDNM 0t•-to N 00••+NIA 0Wtiloo4Cl) O U)t- .�•1�0) �0 0•tD O Oto00N•Q' .1.4M 0) 00 0 ++tBN t-.+ CO tD -- 0) ••1 IA N .•c Qf N IB (p O O .•1 ."( me to-N N ID IVt- O "r N ft• 0) .•. N M IB t` .••1 .1 N M d' O 9-1 tO d• CD Cl) .4 M M to O O O d CD to- O N-wob MO CV) to CD eF M 00 If) Cr) OD 000.N tB t7�O- tD 14Nmtn NM tB to CO) 0) ID h to O to O v to to CD tri C'1 O .•1M tB TO t 140 OH t- 0NN NO 0000N MtD. t: t: �N ° inO14 O dt (7) M CD IA to tD 0 0) OD tO tB eY O .-+ • 4 9-1N to 0D 00 co) d'O ON to d•00 •"+ • 0000 O -0CD0 �N :°N� IA M t� 0) O M -W '+ to ID .••4 N 00 00 (7) N 0) E - .-. N d' 00 t• N O tr a' M t- tc) � to• 0.0.0.0.•- MAO. tiNN"..�N ) •0U)O) ^O NIB<Dd'O .+CMt- V�NN to NO 1P)CD (Oj SIB ."Nsrl to (7)t-tB . . . O 00 . 0 V-to . M O F•i N O1 ) .-t O O O O .-1 N C 00 � C4) a)• a N er t�A DOD L) fps) R O IA t .+ 00 0 d m N N Cl) O O .+ tb 0 0) O •-•t N O M •-t 00 CD to M 00 t` r 4 v to to ti yJ .-. N d' tD d' U t4.-4 NctN NTN t-O)O Nt- O O O O N Cl) " 00 r. •-• tN S. k o m. vo tDtDd•00 ti.-+ tBero otD p •.+ wo a rnot—o0 mtDo 0c�.-�tn tnvN O Hp 0) • . . . • • 0)to 4.+ .-1 U . .MtDM N Cl) t- .+ ti et cn et N O IA E u v v 0 0 0 0 .'• � •-1 N M aY t- m- x S tB M(7)eh tD er CD -or CD 0t-N CD OD OD 'It co O OL- 00[ NNM OCl) O 00 OD, Ovtn r1 .--1 O . M .- LO . . . . . . et V' t4 fn 0 N M tD (7) Nr '" 0) OD N O M r-1 0 0 0 0 •-1 '+ N N M CD ••• U -1 2° .ti 7 O O tD -irO tD t0 c`•) tf) to C M N N 0) .-1 O t3. lB eto C t tD M N CD t� O ••. [� tY' O O .�N aY'T . . NO 00000 MI17 tB tiN�Od OODot M 00 IB O)In IB .+ M IA NN CD t- d'N" t- to 00Nt- o 1-1NMN d'N O .•+ N d' tD O V' O tD N (D 0) 0 0 00* 0 O C')N t-N IA to MM 0)O tD 0t- d•0) N •O' O) CD t- OD O t- .-1 O CD T O OD M t- IB 0 0 .-+ N V) O •-1 . M to t- O to 0) N OD 0) 06 06 0 .-1 .••1 .-1 M 4T ID O O tB 00 N -IT to N 14 O M tB .-1 to tO ti .-t .•+ M to rt O) .+ n N N CD C t- tD 0 00 •W N 001.4 .4 It . . . O M In t- 0 0 0 0 0 0 .�-1 N CCY) ocr tB .-• to at tD M M tD CD 10 d' 00 O d' tD t- O N O N et 00 M 0) M 00 IA Cn OD " tB 0) .-1 co) 00 O O .1 N O O 0 0 ••c N M to t4 0) tD d• d' 06 0 O O r N M O II N d'0)Cl) to L) VP LOm .•1 Mh d'ON O .1N IA OD 00 cn Lea) to et•tl' t-NN d O C 000 O .•1 O 000 .+N M d'tD 0 00000 .�+N pmp G to t- N 00 (7) .-1 d• 0 00 O to 00 .-t IB th O .i O IB (D m t- O) t- CD 0) 00 tD 0 to M IA Y 0[-• to �p . .. . MOO) t) 14 tB to etN OMO U') O ONCV) tDcn NMtD �N Mgwt- � GI. �.-� RS^ CM d'IB CD 00 0NIA 00 r+ot t-O tO NOD .+N N NM M d'v A •.1 ")"I ./ Values of % and -' ff of 1.0 1.2 1.4 - 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 1.0 W. a 0.7 v v 0.6 m 10 0 0.5 t n w `0 0.4 0 is 0.3 NIV, 0.1 n, f variable with depth ---- n, ( constant \ ---Independent of n, j I Darcy-Weisbach Friction factor, f f ' Hydraulic Discharge, Q - ✓" /. radius,R Manning's n '0p i Velocity, V . 01 -00� i0. Area,A �^ X X - X 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 1.0 1.1 1.2 1.3 �a Hydraulic elements V Q A R and - V/ Qf A Rf Figure 6.2.3-1 HYDRAULIC ELEMENTS OF CIRCULAR CONDUITS (From American Society of Civil Engineers and Water Pollution Control Federation, 1970) 6.2 --- 10 C� T A W a O.i Q O NNN Vl �n0000Ln kn kn ONNN to v) kn kn 0 to N,n W) _.vlvtv�virrr - - O O O CDO O O O O O O O O M M r r r O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66666 0 0 0 0 0 0 0 In v1 �C�or0000C\O,-.tntnv) 000000001... 0 0 0 0 0 0 0 0 0 0 0 0 0 +1 0 0+1 0 0+1 0 0 0 0+1 0 tl tl tl tl +I i-I +I +1 +I +I +I tl +I z O r 0 00 V' N MAD CN M 00 �n Ovl vl �C rr h z � O .� .-..-. N N M � d' V'1 V' 0 .N-•i _uj a' A � A OOOO �t �C r 00 -. �-C, ta\ W m 0. c NNNNNf4NNMMM -T"t a �w000000a0000CD0 U 0 x 0 0 0 0 06 0 0 0 0 0 0 0 a F., t t t+ t t}. }+. t t Y t'n py �aIp.MOtnntCf) 00 o n 0 �+ M'd'rt knO 00 NC^NM O = V^^^^ N N NNN N f 7 aoodododood o0 W 00 r �v M oc •"'^ NNMIt V1V 000N Za' H ri Y N Vntn000000c ^^ M M M M V l V) v o 0 0 0 0 0 0 0 C O O O O O O O O C +I +I +I +I +I +1 +I +I tl V1 v-j"0 V r0000 O\ O^ kn kn V) 00000000—.-,.-. to In"C 1.0 r 0000 D\O .-. 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000^ O O O O O O O O O 0 0 0 0 0 0 O Ci 0 0 0 0 0 +I +I +I +I +1 +1 +1 +I +I +I +1 +1 +1 0 0 0 0 0 0 0 0 0 +I +I +I +1 tl +I +I +I +1 tn00tn+tn000Minkn00 � C O r r 0 0 0 S O N N L n M �C C\ M 00 v1 O �C r r O •--•f�INM��Y Vl V! 00 ON 00 W M d'�C MSC OOO to N OC9 QNNNNMMM'�t}in �C r00 ul o 0 0 0 0 0 0 o C) o 0 o 0 UO O O 0 0 06 0 0 0 0 0 0 w a 0 a.C, 00�000rVnNOMr r O- M r M O C N 0 V^ N N N M M M M N a0000000000000 00 r- r Q •--� -• •--N N M M 't kn �C 00 O cq Q C O O �C 0 r-r, OOM ^ CV M�Da\MDDNOvI�n ^^^NNMCr 'cr vl Q L4 N N N N N N N N M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W a MON0MrrW) V 0 0 0^^^ N N a000000000 v N N Q ^^^ N N M M V V1 Q CU Z C W I— Cl) LJ f- W CL W ZNU �ZL¢L W Z in a cO M O M •-� N c w w Q � co J Z O Z LO T N v N Mr- c IL O C rn O LO LO - N r C (D _C\j .} O r CO (D N (D N N lfi T C 6 U) r c ro t Q Z r CM M V Cn d o V D7 N 'D — 2 t m O U o O rn M H 0 O LO O N '- C a) 0 2 > o o r�i c cQ N CrQm50r LLrio r CV) M (D (M r Cn Q Z Q a o v) d' N _0 (/) L C � LL Co V M � T N � . F- 0 CO OO _ O O O C } Lq O N IQ: N M ONO LO C C_ Q Q � N QZQ 7 2 Cn aoLU) v rn .� Cf)L cN C O .L LL O� O LO O - T C: (D N } p T r O /2� yJ VJ cD r N O co QZQ a o o O) N 2 J N V r a O N LO - O O O (D O C C U) rq co C v rn LO r O 2 cn <Z Q a0 o N _ Cn r C IL m N O C: a) ! LO LO T C © N = - i- O O r V O LO O C C � Q Tw M Q Z Q an o L 0) C � J : U) C a) 0- O E ran cn O Q d ON E cU N o C U : p (D a)co L.L U co O E «- M 0)L 'D -0 C H C (j) U _ i p C mC c .0 c� E —_ E m� CO .Fn O j 0 w O Qo cU NCKS >No >a o C:? OZ �Z o LO O) CF) 00 CC) O) m N � ro Q LL Z6 N N vu N 7 O U) ::) coU) APPENDIX B Portions of Final Drainage Report for Kingston Woods P.U.D. Frederick Land Surveying Letter to Daniel P. Haley of US West Communications Northern Engineering. Services, Inc. -MANSM1_'I .&T_ TiF-1-1- IR Date: September 17, 1992 To: Mr. Brian Shear Shear Engineering Corp. 4836 South College Av., Ste. 12 Fort Collins, Colorado 80525 Project: Kingston Woods P.U.D. Off -site Drainage Improvements Project # 9123.04 We are transmitting herewith: COPIES DESCRIPTION 1 Basin Drainage Map -blueprint 1 ea. Final Drainage Report Excerpts, "Off -site Improvements" Please contact our office if you have any questions or require additional information. Terry P. McEnany 420 S. Howes • Suite 106 • Fort Collins, Colorado 80521 • (303) 221-4158 • Fax (303) 221-4159 Kingston Woods P.U.D.' Final Drainage Report page 6 VII. OFF -SITE IMPROVEMENTS Drainage improvements in the Wagon Wheel, Horsetooth Commons, Casa Grande and Chaparral subdivisions. have been designed, approved and constructed to allow for runoff from Kingston Woods. The Horsetooth Commons Drainage Plan (1987) calls for a maximum release of 9.5 cfs to be conveyed in an 18-inch storm sewer along the northern boundary of Horsetooth Commons. This storm sewer was to empty into the Casa Grande P.U.D.. The,Chaparral P.U.D. (1987) Drainage Plan accommodates this flow in a reverse -crown drive, which routs it through the detention pond for sub -basin VI. Unfortunately, the discovery of unforseen downstream drainage problems has brought about• the necessity for revising the method of releasing runoff through Horsetooth Commons and Casa Grande. With considerable input and cooperation from staff at the Storm Drainage Utility, an alternative method of drainage from the Kingston Woods site has been formulated, based on a study of downstream conditions in the Wagon Wheel, Casa Grande and Chaparral developments.. In brief, it is proposed that a storm sewer line carry release flows from the Kingston Woods detention pond to the existing storm sewer in Laredo Lane. This flow is to be conveyed to the existing Chaparral detention pond. Additionally, runoff from a 5.47-acre portion of the Horsetooth Commons site is to be allowed to flow undetained to the proposed storm sewer and will be detained in the Chaparral pond. This will involve a cross -basin transfer from the Foothills master drainage basin to the Spring Creek master drainage basin. In order to allow for these additional flows, the Kingston Woods detention release will be limited to 2.6 cfs, rather than the 9.5 cfs which had been approved previously. r.� An analysis has been made of the existing off -site drainage improvements to determine the capacities of the existing storm drainage system. A plan of the off -site drainage areas has been included in the appendix to this report. An attempt has been made to retain the basin and design point designations from previous studies. Earlier works which were referenced for this analysis are listed below: 1. WAGON WHEEL FINAL DRAINAGE STUDY, prepared by Melody Construction in 1979. This study divided the Wagon Wheel subdivision into north and south basins. Each of these basins had its own detention pond. The north detention pond was to release its flows into the Spring Creek master basin, while the south basin released into the Foothills master basin. Kingston Woods P.U.D. Final Drainage Report page 7 VII. OFF -SITE IMPROVEMENTS (Continued) 2. WAGON WHEEL FINAL DRAINAGE STUDY, revised in 1981. The south basin was revised so as not to flow into the Foothills master basin. An 18-inch storm sewer was constructed to convey release flows from the south pond into the north pond. An additional pond was added on the site that would later become the Casa Grande basin III pond. Of note is the fact that this study called for a runoff flow of 14.77 cfs from the proposed Kingston Woods site. Part of this was to come through the Casa Grande drive area and part on Seneca, Street. 3. CASA GRANDE P.U.D. FINAL DRAINAGE'STUDY, prepared in 1985 by Shear Engineering.. This study changed the Wagon Wheel basins slightly and added detention for sub -basins III and IV. The storm sewer in Laredo was to outlet into a swale that conveyed flows to the 18-inch storm sewer which emptied into.the Wagon Wheel North Pond. 4. HORSETOOTH COMMONS DRAINAGE STUDY, prepared by Redpeak Engineering in January of 1987. This project provided for an 18-inch storm sewer to convey runoff flows from the northeast corner of Kingston Woods to the Casa Grande drainage swale / drive. Maximum release rate from Kingston Woods was calculated to be 9.5 cfs. 5. CHAPARRAL P.U.D. FINAL DRAINAGE REPORT, prepared in December of 1987 by Shear engineering. A large detention pond was provided adjacent to Shields Street. This plan accommodated the storm sewer from Horsetooth Commons into the Casa Grande swale/drive and also allowed for 11.57 cfs to be released from Kingston Woods north in Seneca Street. Much of the information used in this study, such as areas, runoff coefficients, etc., was taken from the reports listed above. In order to keep this off -site drainage analysis compatible with the preceding work, the rational method was used to estimate the effects of stormwater runoff on the proposed and existing improvements. Since the rational method is not time - differentiated, it's application to a complex basin such as this will lead to some inaccuracies in estimating converging flows which will peak at different times. Kingston Woods P.U.D. Final Drainage Report page 8 VII. OFF -SITE IMPROVEMENTS (Continued) The rational method, when used to determine surface runoff from a basin, attenuates the flows from individual sub -basins such that the peak runoff from the over-all basin is lower than the sum of the individual peak flows from it's sub -basins. In analyzing flows in a storm sewer, however, inlet flows are often summed through the length of the sewer and attenuation is not taken into account. In order to address this problem, a procedure for attenuating flows in storm sewers, based on the rational method, has been developed. A description of the procedure for estimating storm sewer attenuation is given in Appendix B, page 4. It was found that the attenuation factor calculated by this method reduces the simply totaled flows by amounts ranging from four to fourteen percent. Detention storage was analyzed by the mass diagram method, modified to account for other flows which will reach the Chaparral detention pond. In addition to normal overland runoff flows reaching the pond, additional flows from outside the contributing basin and from other detention ponds are also conveyed into the pond. These were added in to the inflow of the mass diagram. An account of these flows is shown in Appendix B, page 13. The areas contributing flows to the Chaparral detention pond are shown on the attached drawing "Off -Site Drainage". The major contributing areas are the south basin of Wagon Wheel and Kingston Woods First and Second Filings. The northwest portion of the Wagon Wheel south basin does not contribute runoff directly to the Chaparral pond. The amount of flow reaching the pond from this area is limited by the capacities of Casa Grande Boulevard and the storm sewer inlets in that street. Once the half -street capacity of Casa Grande Boulevard is reached, runoff will spill over to the north half of the street, where there is very little flow, and will be accommodated in the Wagon Wheel north basin. Therefore, even though the 100-year peak flow at design point S8 is calculated to be 38.24 cfs, only the 12.69 cfs half -street capacity, along with the inlet flows from S4 and S8, will be conveyed to the Chaparral pond. The remainder will flow into the Wagon Wheel north basin. It should be noted here, as it was in the final drainage report for the Chaparral P.U.D., that it will be important to maintain the existing street cross-section on Casa Grande Boulevard from design point S4 to the intersection with South Shields Street. Kingston Woods P.U.D. Final Drainage Report page 9 VII.. OFF -SITE IMPROVEMENTS (Continued), A 24-inch storm sewer in Casa Grande.D.rive will convey inlet flows to the 18-inch storm sewer which flows north to the Wagon Wheel north detention pond. the confluence of these two storm sewers is also the release point of the 15-inch outlet pipe from the Chaparral pond. Gutter flows on the south side of Casa Grande Boulevard will turn south at Laredo Lane and be conveyed to the sump inlet at design.point 2. Due to the limited capacity of the south gutter on Casa Grande Boulevard, only gutter flows in excess of those from sub -basins 1, II, 1 and part of 2 and less than the half -street gutter capacity will reach the Chaparral pond from the northwest portion of Wagon Wheel. The small amount of runoff not- intercepted by the inlet at design point 6 will be conveyed in the gutter to an eight foot sump inlet on South Shields Street. This inlet also collects any overflow from the Chaparral pond spillway. These flows are conveyed east into the Foothills basin. The southwest portion of Wagon Wheel, sub -basins SA10 through SA12, are included in the contributing area for the Chaparral pond. Some flow is lost, however, when the half -street capacity of Hickok is exceeded and gutter flow over -tops the crown and reaches the north gutter of Hickok, between design points S6 and S7. Since the Casa Grande Boulevard gutter is already at capacity at design point S89 these excess flows are considered to pass into the Wagon Wheel north basin. Sub -basins III and IV of the -Casa Grande P.U.D. are excluded from the contributing area of the Chaparral pond. These areas are already detained with outflows to the storm sewer in Laredo Lane at design points C and D. These flows are attenuated and added into the total inflow for the capacity calculations for the Chaparral pond. The remainder of the Casa Grande and Chaparral P.U.D.s contribute directly to the Chaparral pond. Kingston Woods First Filing has on -site detention which is released at a maximum of 2.6 cfs into a storm sewer which conveys the runoff to the storm sewer in Laredo Lane at design point KNG1. This flow is also attenuated and added into the inflow calculations for the Chaparral pond. Kingston Woods P.U.D. Final Drainage Report page 10 VII. OFF -SITE IMPROVEMENTS .(Continued) The proposed Kingston Woods Second filing will flow undetained into the Chaparral pond. This area is, therefore, included in the contributory area of the pond. The following is a summary of the areas which contribute runoff flows to the Chaparral pond: 1. Areas which contribute runoff directly through gutters and storm sewers to the pond. These areas are included in the total contributing area for the mass diagram calculations. (See Table C, Appendix B.): a. Wagon Wheel sub -basins SA10 through SA12. b. Casa Grande sub -basins I and II. C. Chaparral sub -basins l through S. d. Kingston Woods Second Filing. The total area of these contributing sub -basins is 29.43 acres. 2. Areas which contribute controlled release from detention ponds. These flows are attenuated and added into the total inflow for the mass diagram. (See Appendix B, page 14): a. Casa Grande P.U.D. sub -basins III and IV. b. Kingston Woods First Filing. The total attenuated flows from these ponds is 8.23 cfs for the 100-year storm event. 3. Runoff from the northwest portion of the Wagon Wheel south basin. This includes sub -basins SA1 through SA9 and SA14.: a. Gutter flow which does not spill over the crown of Casa Grande Boulevard to the Wagon Wheel north basin. b. Storm sewer flows from inlets at design points S4 and S8. Flows from inlets at design points 1 and S9 are included in the contributing area for direct runoff into the pond. Kingston Woods P.U.D. Final Drainage Report page 11 VII. OFF -SITE IMPROVEMENTS (Continued) 3. (Continued) The total attenuated flows for, these areas is 7.70 cfs. 4. Inlet flow from design point..6, calculated to be 0.42 cfs. 5. Flows which spill over the street crown on Hickok Drive and are conveyed into the Wagon Wheel north basin between design points S6 and S7. This is a deduct from the flows reaching the Chaparral pond and is calculated to be 10.98 cfs. The Chaparral detention pond was designed to reach a maximum depth, during a 100-year storm event, of 78.45 feet. A spillway was designed at 78.50 feet to allow volumes greater than the 100- year design to flow into Shields Street, where they will enter the eight -foot sump inlet and be conveyed to the Foothills master drainage basin. The pond -full volume is 153,070 cubic feet. (See Table D, Appendix B.) With the proposed changes to the storm drainage system, the required pond volume would be 1579169 cubic feet. This would imply that approximately 4,099 cubic feet would spill from the pond into the Foothills master drainage basin. Since the flow from the Kingston Woods Second Filing was to have been accommodated in the Foothills basin, this situation should not be objectionable. As a further analysis, Table C-1 of Appendix B calculates what pond release flow would keep the Chaparral pond from spilling during a 100-year storm. This was found to be 9.47 cfs, as compared to the calculated 8.71 release rate for the pond at full conditions. This implies that a peak flow of approximately 0.76 cfs would spill to the Foothills basin. Table D of Appendix B also shows that the entire 100-year event could be contained in the Chaparral detention pond if the spillway elevation were raised 0.10 foot to an elevation of 78.60. Off -Site Runoff Flows OVERLAND D.P.; AREA ; C L S tc2 tc100 ; L ---- ----------------------------------------- (ac) (It) (11) (min) (min) �(ft) I t ; 3.58 :0.15 200 1.0 25.1 24.1 770 1 2 ; 4.36 10.15 200 1.0 25.1 24.1 :1020 1 3 ; 5.57 :0.15 200 1.0 2S.1 24.1 11410 1 4 ; 6.29 :0.15 200 1.0 25.1 24.1 :1640 S 4a; 16.01 :0.15 200 1.0 25.1 24.1 :1860 S 4b; 18.46 :0.15 200 1.0 25.1 24.1 :1860 S 8 ; 21.86 :0.15 200 1.0 25.1 24.1 :2110 S 141 24.00 :0.15 200 1.0 25.1 24.1 ;2340 1 ; 24.59 :0.15 200 1.0 25.1 24.1 ;2500 S 9 ; 24.58 :0.15 200 1.0 25.1 24.1 :2600 TABLE A STORMWATER RUNOFF KINGSTON WOODS PUD GUTTER/PIPE S V tc ; Tc2 Tc100 ; i2 i100 ; C ; Q2 Q100 ; (%) (f/s(minll(min) (min) ;(i/00/11► ;(cfs) (cfs) ) ------------------------------------------------------------ 0.6 1.5 8.6 ; 33.7 32.7 ;1.35 3.91 :0.45 ; 2.11 7.87 0.6 1.5 11.3 ; 36.5 35.5 :1.29 3.75 :0.45 2.53 9.20 0.6 1.5 15.7 ; 40.8 39.8 :1.20 3.51 :0.45 ; 3.01 11.00 0.6 1.5 18.2 43.3 42.4 11.16 3.37 :0.45 ; 3.28 11.92 0.6 1.5 20.7 ; 45.8 44.8 ;1.10 3.25 0.45 ; 7.92 29.27 0.6 1.5 20.7 ; 45.8 44.8 :1.10 3.25 :0.45 ; 9.14 33.75 ; 0.6 1.5 23.4 ; 48.6 47.6 :1.07 3.11 :0.45 :10.53 38.24 0.6 1.5 26.0 ; 51.1 50.1 :1.10 3.00 :0.45 :11.89 40.50 0.6 1.5 27.8 ; 52.9 51.9 :1.00 2.90 :0.45 :11.06 40.10 0.6 1.5 28.9 ; 54.0 53.0 ;0.98 2.81 ;0.45 ;10.84 39.68 6 ; 0.42 ;0.15 80 1.0 15.9 15.3 ; 240 0.6 1.5 2.7 ; 18.6 17.9 11.92 5.51 ;0.45 10.36 1.30 EXISTING CONDITIONS S 6 ; 11.22 :0.15 160 1.0 22.5 21.6 :1350 0.6 1.5 15.0 ; 37.5 36.6 ;1.27 3.64 :0.45 ; 6.41 22.97 7 ; 13.04 :0.15 160 1.0 22.5 21.6 :1660 0.6 1.5 18.4 ; 40.9 40.0 :1.19 3.50 ;0.46 ; 7.14 26.24 2 ; 5.72 10.15 80 1.0 15.9 15.3 :1830 0.6 1.5 20.3 ; 36.2 35.6 ;1.30 3.74 ;0.46 ; 3.42 12.30 3 ; 20.26 :0.15 160 1.0 22.5 21.6 :2910 0.6 1.5 32.3 ; 54.8 53.9 :1.09 3.25 0.46 ;10.16 37.86 4 ; 22.21 :0.15 160 1.0 22.5 21.6 13150 0.6 1.5 35.0 ; 57.5 56.6 :1.08 3.11 :0.46 :11.03 39.72 5 23.96 10.15 160 1.0 22.5 21.6 :3380 0.6 1.S 37.6 ; 60.0 59.1 :1.03 3.00 :0.46 111.35 41.33 REMARKS 6 ; 24.63 :0.15 200 1.0 25.1 24.1 12840 0.6 1.5 31.6 ; 56.7 55.7 :0.95 2.78 10.45 :10.53 38.52 ;For attenuation only S 9 ; 3.72 ;0.15 JO 1.0 9.1 9.3 ; 820 0.6 1.5 9.1 ; 18.8 18.5 :1.92 5.43 :0.45 ; 3.21 11.36 ;For Basins I1, I & 2 DEVELOPED CONDITIONS S 6 ; 11.22 ;0.I5 160 S 7 ; 13.04 :0.15 160 2 ; 5.72 :0.15 80 J ; 25.73 :0.15 160 4 ; 27.68 ;0.15 160 5 ; 29.43 ;0.15 160 ta/ IcINSs-faN 1.0 22.5 21.6 :1350 1.0 22.5 21.6 :1660 1.0 15.9 15.3 ;1830 1.0 22.5 21.6 :2910 1.0 22.5 21.6 :3150 1.0 22.5 21.6 :3380 r 47:tt) 0.6 1.5 15.0 ; 37.5 0.6 1.5 18.4 ; 40.9 0.6 1.5 20.3 ; 36.2 0.6 1.5 32.3 ; 54.8 0.6 1.5 35.0 ; 57.5 0.6 1.5 37.6 ; 60.0 36.6 :1.27 3.64 ;0.45 ; 6.41 22.97 40.0 :1.19 3.50 :0.46 ; 7.14 26.24 35.6 :1.30 3.74 ;0.46 ; 3.42 12.30 53.9 :1.09 3.25 :0.47 :13.18 49.13 56.6 :1.08 3.11 :0.47 :14.05 50.57 59.1 :1.03 3.00 :0.47 :14.25 51.87 KNGI; 5.47 ;0.15 150 1.0 21.8 20.9 ;1120 0.6 1.5 12.4 ; 34.2 33.3 :1.32 3.90 :0.50 ; 3.61 13.33 KNG2; 5.47 :0.15 156 1.0 21.8 20.9 ; 820 0.6 1.5 9.1 ; 30.9 30.0 ;1.41 4-IS ;0.50 ; 3.88 14.19 I V F.J "a -sr ■ o/ m l� ■ ■ e ■ CARBOflILESS CARBON NOTE: Send White and Pink copies. Sander retains Canary copy. FORM 3801 REQUIRED TRIPLICATE TD __.City of Fort Collins Storm Drainage Attn: Kathy Malers FREDERICK LAND SURVEYING 1528 North Lincoln Avenue Loveland, Colorado 80538 (303) 669-3652 Project No: 92-04-590 SUBJECT,_ Kingston._Woods_P..U,.D_,_`2nd Filing-Fort.Collins Encroachment.on,existing USWest. Easement., . DATE Z-o-yo MESSAGE_ Kathy: Please find enclosed a letter to Mr. Daniel P. Haley of USWest Communi- cations requesting permission for the Cityof Fort Collins to be able to enter on said USWest easement for specific uses related to the maintenace of a storm sewer line. This letter addres the City's requirements as discussed with Mr. Paul Eckman by Mr. James A. Martell. If you hav any questions or comments regarding this matter, please feel free to call. As requested, we will also be providing an additional drainage easement along the westerly line of Lot 8, Block of said Kingston Woods P.U.D. 2nd Filing. SIGNED l]ON I am also including a blueprint of said additional DATE A EP LY .plat showing easement. Thank you. cc: Leo Schuster James Martell .... . Brian Shear _ ...._................. .... . ... .. . Mike Jones _, ..... SIGNED Ifri50 FORM 3601 LITHO IN US. RECIPIENT: REPLY ON P!NK COPY — RETAIN WHITE COPY FREDERICK LAND SURVEYING 1528 N. Lincoln �' Loveland, Co. 80538 !FLS (303) 669-3652 January 26, 1993 Mr. Daniel P. Haley USWest Communications 12121 Grant Street, Suite B-11 Thornton, CO. 80241 RE: KINGSTON WOODS, P.U.D. 2ND FILING, FORT COLLINS, COLOR - ADO, REQUEST FOR ENCROACHMENT PERMIT Dear Mr. Haley: As you may recall, I am the project manager for Progressive Living Structures, Inc., on Kingston Woods P.U.D. 2nd Filing. On August 30, 1992, I wrote to you on behalf of Progressive Living Structures, Inc., and requested permission to encroach upon and cross a USWest easement along the north boundary of the property which is being platted as Kingston Woods P.U.D. 2nd Filing. For your convenience, I have enclosed with this letter a copy of my August 30, 1992, letter, together with a copy of the plat and the storm sewer design plan referred to in my August 30 letter. As part of its review of the Kingston Woods P.U.D. 2nd Filing, the City of Fort Collins has requested clarification of several issues raised by my August 30, 1992 letter. The property which is being platted as Kingston Woods P.U.D. 2nd Filing was originally part of the Master Plan of Williamsburg P.U.D., which is on file in the office of the City of Fort Collins Planning Department. Kingston Woods P.U.D. 2nd Filing was previously platted as Horsetooth Commons P.U.D. The plat of Horsetooth Commons was recorded July 15, 1987, at Reception No. 87041052 of the Larimer County, Colorado, records ("the Horsetooth Commons Plat"). On October 30, 1985, William C. Stover executed and delivered to Mountain States Telephone and Telegraph Company a Right -of -Way Easement which was recorded on February 10, 1986, at Reception No. 86007078 of the Larimer County, Colorado, records ("the Telephone Easement"), a copy of which is included.The Telephone Easement is located within the northerly -most 10 feet of Horsetooth Commons, which northerly -most 10 feet is designated on the Horsetooth Commons Plat as a "utility and drainage easement." The Telephone Easement is also located within the northerly -most 10 feet of Kingston Woods P.U.D. 2nd Filing. The Telephone Easement provides that Mountain States Telephone and Telegraph Company, its successors and assigns, has the right to permit other utility companies to use the Telephone Easement. The Telephone Easement further provides that the grantor of the Telephone Easement, his heirs, personal representatives, and assigns, reserved the right to occupy, use, and cultivate the Telephone Easement for all purposes not inconsistent with the rights granted to Mountain States Mr. Daniel P. Haley Page 2 January 26, 1993 Telephone and Telegraph Company. Progressive Living Structures, Inc., is the successor in interest of William C. Stover, the grantor of the Telephone Easement, and is now the owner of.the property which is being platted as Kingston Woods P.U.D. 2nd Filing. The City of Fort Collins expressed the following concerns with regard to.my letter of August 30, 1992: First, the City would like a representation that USWest Communications is the successor in interest to Mountain States Telephone and Telegraph Company; second, the City would like a representation that you have the authority to act on behalf of USWest Communications in granting permission to use the Telephone Easement; third, the City would like to be sure that your permission included permission for the storm sewer line to encroach upon the Telephone Easement running in an east and west direction as well as encroach upon the Telephone Easement as it crosses the Telephone Easement running in a north and south direction; fourth, the City would like to be sure that your permission included permission to enter the Telephone Easement .to repair the sewer line if such repairs ever become necessary. In order to satisfy the City's concerns, I would appreciate it if you would please sign this letter on behalf of USWest Communications evidencing the agreement of USWest Communications to the following: 1. USWest Communications is the successor in interest of Mountain States Telephone and Telegraph Company. 2. You have the authority, on behalf of USWest Communications, to grant permission for the storm sewer line to encroach upon the Telephone Easement. 3. USWest Communications has granted permission for the storm sewer line to encroach upon the Telephone Easement. The encroachment runs the full length of the storm sewer line in an east -west direction and also crosses the Telephone Easement in a north -south direction. The storm sewer line is located along the south boundary of the Telephone Easement and encroaches upon the southerly -most 3 feet of the Telephone Easement for the entire length of the Telephone Easement. The storm sewer line also encroaches upon the Telephone Easement as it crosses the Telephone Easement running in a north -south direction near the east boundary of the Telephone Easement. Mr. Daniel P. Haley Page 3 January 26, 1993 4. USWest Communications hereby grants permission to the City of Fort Collins to enter upon the Telephone Easement as necessary to repair, maintain, replace, or improve the storm sewer line so long as entry upon the Telephone Easement and the repair or replacement of the storm sewer line does not interfere with telephone lines which are installed within the Telephone Easement, either now or at any time in the future. Except in the event of an emergency, the City of Fort Collins will notify USWest Communications before entering upon the Telephone Easement to make repairs to the storm sewer line. The City of Fort Collins will be responsible for any damage caused to the Telephone Easement or telephone lines within the Telephone Easement as the result of any work performed by the City of Fort Collins in the repair or replacement of the storm sewer line. I appreciate your cooperation in this matter. If you should have questions with regard to any of the items discussed above, please do not hesitate to call me. Thank you. Sincerely, / Don Frederick Colorado P.L.S. enc. �N APPROVED AND AGREED TO THIS day of February, 1993. USWEST CO UNIC/AATIO BY: . Daniel P. Hal ey APPENDIX C Kingston Woods P.U.D. 2nd Filing Master Grading and Drainage Plan Kingston Woods P.U.D. 2nd Filing Erosion Control Plan Kingston Woods P.U.D. 2nd Filing Master Grading and Drainage Plan Kingston Woods P.U.D. Grading And Drainage Plan Kingston Woods P.U.D. Offsite Drainage CASA GRANDE P.U.D. eo TRACT 1 SCALE. 1' • 50' EXI* s . ., '•0-YEN J gaN3 U'A. <.tp 02 _ 100 st AT A s Y. z - _ _BLOCK 1 .e o EE�r ISY _x 31 Y 0 u evw o 2B1 B.F; - 4(a) S:wlvo But 7(Ii TRACT C +� ae SE S At T,rr•cr C �Y w S Q�i1 E'U. FYr. D E 00 2 -_ AOD' A r .. - 5 ago .1too E M /. ET" 0 7- a PATTERSON COURT , •+ oe. 5 lr E' u T. �F3 oy`U 11'Y Ea sass :.L-� BLOCK, 1 ,Ap B rO (as E101 IF /2/3 t 10 96 )�OYr CCITT 5SF lj Yro J1B6 S' n It ,a 7222 SF. to PATTERSON C PLACE l3 \ L-;, � K 1 J 'Y Q �i BLI 2 1 $ 8 • °. �..- I N KINGSTON WOODS P.U.D. 2 ie'o 0 esw o-1 I`n U Y�IyI e'Yr - ; Lro ©� THE MARKET AT Bo oa-A � ' _ 1 Kil --� .� /Y BFTOQ f� U I' _ Is ME Q B -2 tt ] '-90 O2 _ __ _ N T 2 � �,` - _ 5 90C0�SO0"E a-t CPI � Z h • I.F. _ "., ax " U O20 3 2 y . �7 N]�� m T:N2 SF, ^II I v 10 Y. E8.1 LOTH v T ylE s Et �g]e VB-t - a M51 BI 2 Ii1. D 1' 15 0. 40 dow.. O \/ '�' Y o g o I ELF 7e]2It WY af_ , 24 ? "� L SLOCKIS N e II OCA L Y.fWr ' L 22 Mo TRACT B � 8 r �;•E� <« N • N LH grwMllrr T.IAOA 66Oat 107000 4 N 89"AIIII W i3it'l'. ?F B[AR Jt : iE >c, 27 BNAss FD CAP IN MONUMENT BOX GYLYIAI hr. w 10 if Me A AP"MFD AT, to fo. Fort Collins on ... 1 a[ �: w as E PI 6-3 �0 9.3 1-1 ITT w m Is OM 33 As at at We MPRT'� • to Ici eoorY or the CIt, If ,.. M. m ro Ism 13 a, 1n IT TO Surev.r Bcu. no Me 00 1Of �.. d the City o1 Fort (.0111nA at f Yo see .oeu w x r w e to 14 n REVISIONS pate lil NIER im Orawn KABM:w CLIENT - -FlYltl Boots No 51 DYEignetl _ PROGRESSIVE UVND $TRIK;TURE3, NC. 0.1.. _ _ ., ar_ -- 00411110001 fail MIT_ - DIIIIIIIIII Scale IT w :9M Vicinity Map in., KINGSTON WOODS P.U.D. SECOND FILING BEING A REPLAT OF BLOCK 1 AND TRACT C AND STONEGATE DRIVE. ALL OF HORSETOOTH COMMONS P.U.D., LOCATED IN THE SE 1%4 OF SECTION 27, T. 7 N., R 69 W. OF THE 6th P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO.! .'EMLYT .N. , ,. . •.ona',141QN AND OE4ISATION !! ANIL IT ,.-..• , I S FREDERICK LAND SURVEYING •L FILING PLAT NO'EU1NN 9 ;rEEo T N KINGSTON WOODS P.U.D. SECOND FILING 112-0 5910 1528 N. Lincoln Avenue (303) 069-3652 FORT COLLNB, COLORADO. Loveland Colorado 80538 1 K AI WAGON WHEEL NORTH BASIN J 13 J 12r�� \ � ;J F o . 1 6 >� S. / 3.14 II / / \\ I � � i � •� �e� i I .03 0 54 LACIA _ OLENTDN PONO NCFTH O� I/ oPoo"NO - , / z.56 / / S �� o.sa / u \ / 8 G] � e \� // S2 III . 13 FI L I 11 r INLET 1 �82 Z/�/ �. j _ 4.34 \' \ 2.34 I I V III �4.5 __-�- _ KNG4 y.. _____ADM i- L1 POND KINGSTON WOODS FIRST FILING -N,- r :: ----- --m 0 COURTIp 50I I J DEVELOPED RUNOFF CONTRIO TOON FROM NMOSTON WOODS SECOND FILING. %- TRB J. O.- 1419 d. PROPOSED KINGSTON WOODS STORM SEWER HORSETOOTH COMMONS I ( KINGSTON WOODS SECOND FILING ) I N A SCALE: 1" = 100' 100 0 100 NOTE'. STREET CROSS-SECTION SLOPE IS CRITICAL TO DRAINAGE ON CASA GRANDE BOULEVARD FROM DESIGN POINT $4 TO SHIELDS STREET. WE CHANCES IN @ADNO ALLOWED FOR STREET. OVERLAY OF STREET REOUIRES GRNONG PREPARATION TO MATCH EXISTING PAVEMENT, LEGEND TEE. - - BASIN BOUNDRY --------- STORM SEWER --0--- STORM MANHOLE ---f--- STORM INLET IV BASIN NUMBER 5. 13 BASIN AREA. AC © DESIGN POINT FLOW DIRECTION a' ' t NORTHERN ENGINEERING SERVICES PF0'<" 9123.04PTINAMF"J KINGSTON WOODS P . U . D . She/ 420 SOUTH HOWES SUITE 106, FT. COLLINS. COLORADO 80521 Scale P=100' (303) 221-4159 Di^I M<^^ , : o"<=H<a OFF—S I TE DR I ANAGE _ . TRACT 1 _ - — KINGSTON WOODS PU.D. 2nC FILING I CASA GRANDE P.U.D. 15 Ix. a PILL EARr. x>. to' r ___ 6 ___ — OXEI E9YT LL`. EXIST G A Nr. — L AIlT 4RECEl TRACT I Blla•-10/lo NYf — pgY CARA GL ARAAN♦D-F. PJJ.D. AXOP. woof a: ,o R ,oX I ' 2WIDE CONC. WIDE VALLEY PAN o' ' %Il/� .• zGOING ' WIDELLEY R MIKE I ORM SEVEN BY OTHERS EE T 13 IIXzivER /-'/ __.__ ltlU1Y 5 E "`ocX PRITMILT WLLEArTIOooesr�r"o E"Tv LsxE ofEEar 3Fr KINGSTON WOODS UIY EASEMENT- 45eme"T PROVIOEO W LOT $ wv-!By NORTHERN ENGINEERING N AT A ro ae SNo wN oN PLAT R6aeR To 2EP0/eT� C _25' A6♦"EE S-�UTILIIY & DyW�NAGE EMEIa' __M_____ & GRATE u9a.e+. xor BLOCK I KINGSTON -_v5-- -�\ \ _ • ----- 4_L IY— ' -1 "fa RT� 1—s TRACT B COMMONS o11 a ^ E%_ 6 U _ w '—CT A� TRACT A TRACT C - k '7�• I HORSETOOTH ��' DETENTION POND�AREA / a 3 4- 6 )v 1 _ L 1 0 sEE SHEET J! ° 1 fG•a9zo I F sN' ; _ Tv h _ GI LOT 5 o \sron wabck-_� - ___p A , Fv.aaeoGo \ o J ORSET T P.U.D. 8 ° .') BED — COMMONSEx MOD 11 - .... z I H }i as 2. I TYPE R A ; ` . - • = - n 1U"i/L eSM! �NXYI PI NvYLM�� nl IgLLFY ANN `-�' •• mac_ Ea '��{_ C .E-__� 1 a,I HARWSI-_.�.--__,- r ,J PATTERSON OURT 9 T i„_sy=--=:cess-enx. e�aY�- >li`-'e 1GLveaasa-e >'. o"Xa. o.oL.n { / �. - RICHMOND DRIVE Tp SECTION B-S %1, 13alo _ •\ Ifl •�- 4l aE 0 SDI\ ¢ / .(/� /F �c . R ILE� ae T.. � y �!M•R \ rSfS ` ,. po ' F s [r] KINGSTON 2D�FIL NG D. TRACT B �^ �Y , \ �/� MORSETOU,D COMMONS Il�p 1 N IX. a YTIL LSYr Tip/- At — PAT INLET R-s: ; zo Esur �o. 8L0/ If. `may EFsory • .. °' �'a B°/: LOT 2 1 EXIST aR.� _ �Atto Io [[ rr z i k Z �zr ,1f� �P-.: r PACE,= \•. \.' i \/ I -IA`' / ' THE HORSEY OTH KET T 1 GZI, __�, y '—NAa=ulsr 1 /� �, , 9 / %�// LOT 3 COMMONS P.U.D. �^ - �1 I IS b5 y'/ C THE MARKET AT ' / HORSETOOTH COMMONS P.U.D. `1 / ,4. SECTION C-C _ / ;t \\ i SEE 9X96T 9 FOR PROFILE LUCK 1 Q 2 a 2 aI N mo E I'< l 1 g IllrNo, III S I 8 0 / �•q[],� \ I I � m . I AS Li r�r';`' )�� `!JI w P 1i i 119U /�`�� U L L__J,' I lii/ r/ D - BLOC 2 111 f ,�� ' e `' O+ a ; ' Is / If I I LOT 4 —� I 3' PAN THE MARKET AT-- J 3 I -- Ne o 0 a r ao If I THE (MARKET AT R I za 1 HORSETOOTH 6 5 1 VALLEY aq Ofb'X. 1e S. COMMONS -P.U.D. �L I� I k AF00, x ; EXISTING 20- UIIM k DRAINAGE EASEMENT 3tlIlF. 1 _SO' EWALK '_ ''iORSETOOTH ROADS ���_ \����99 s2O.LREETYPAN L.9.r -- --- ----- - ----- o.wT..> , --`- -- ' z. Epcf OF Asr Xn_ - - - -- ,_�---- CRT OF FORT Cowxs, COLORADO r-__________—__�__—__—__— UTILITY PLAN APPROVAL I i A i APPROVED TRACT 1 I z TRACT 11, cxccLED Br SKYLINE ACRES SUBD S 1 0 1 SKYLINE ACRES SU$DNISION ^" °'^" • NYr" ^ ^ x,R X U i CHECKED IN THE MOWN II .. CHECKED ff �1P ,E;.,..: ¢I. AUGUST 1.992 _ O.O.c�APLarOn. _ _ 11V FREDERICK LAND SURVEYING " MASTER GRADING PLAN PROJECT No. m SHEET xO. X ws. _ PROGRESSIVE u G Mucrmz, INC. 1529 X. LINCOLN AVENUE, LOVELAND. COLORADO 60536 KINGSTON WOODS P.U.D. 2nd FILING 1005-27-92 61 PHONE: (303) 669-3652 FORT COILiNS, COLORADO TRACT C— DETENTION PONA�AREA �£E EMEET s NGSTCN WCOA PU D. O L.k NATR 'TO' Of R ElYI3D 6 1 ED.b r INN r I r r r 'm ° a -NNN-NNN.... A 0 R i • T Vlr TRACT 1 ,�CASA GRANDE P U.D. —N, Y � . UTIU Y EASEMI J: D AGE EASE i UE 0 3 A' .�-) . y ^ , 8 0 - IF I I o IN 9� I 1 PAN 6 OPP _ EEEE v 0 I v rT -•,x X N�,lku M , a Y ' r 6 �DII 9DAE� L BI W YN o t5' OWJNAGE / 6: UDUCrY ESLR EPA I E 61 EASCMCNT TO DES PROV/D60 /N LOT 8 7tg.-uRAINAc€- '%o Se SNOwII ON r c PCACRFe/r 7-0 26-Po/2T) Y,UTIUNY ESN �l —\ \ _ _ y N,VSLL YFI WET \I -/ ORATE ELLvgIO IV PICK To 1E INVIN(M-79n `r - INV OU"A"' to q •%t/\ Vi '( BRICK #E MAIL TRY It TRACT B i \LBU DING Y P.U.D. Ex. 20' S/L ESMT vR fNL e 6 W� IOE\ s RICHMOND DRIVEJTAR ILES AdA '4'/ 010, 6 1 LOT 2 1 65 TYPE' A' INLET, IRV.Eo ao THE MARKET AT SEE DETAIL Yrt IO 1 HORSETOOTH 1 LOT 3 COMMONS P.U.D. THE MARKET AT ; HORSETOOTH COMMONS P.U.D. 6 \ I iiE \ 2 I I' LOT 4 IT HE MARKET AT ' 7 HORSETOOTH - BLOC( 39 2 e0 I w•�'=`'' d e s Ib/ it IN Ip92 � 1 g __ _J ASS ��`EN 0 V eVMdMI 'IME ARC -#ORSET'OOTH ROA4-- - - `--•'--- - -PI:i' Ex. f:ovT of-ASPiwLr- ------------------ II i TRACT 1 1 1 ; SKYLINE ACRES SUBDMSpN i I xulslDxs AUGUST 1902 DcAD1,a. T cIYwE�w.s. 57 romo.m 81W I I COMMONS S P.U.D. ---- s LOT 5 o THE MARKET AT ED I` ExIsmNG HORSETOOTH 6OE. COMMONS P.0 D. Y) I I E%ISDNG20' UTILITY 6: DRAINAGE EASEMENT \-N-eeeew� _J— RETLL SME K CULVERT `,p Y weer rex TRACT 111 iSKYLINE ACRES SUPS I PROGRTSSIR LIVING STRUCTURES, INC EDERICK LAND SURVEYI 1538 N. UNCOLN AVENUE, LOVELAND. COLORADO W536 PHONE: (303) 669-3653 ARD. IRA me D9AEVAGE SJ', Y 5./5 ONON.a ma IwN:bav v.Aa 108a NIA 539 NIA 103 Lw 51a" I II vNW P+ r /am s © )IPAU. / LlRN. I52.IOi II75 lol Op 051P5p.W WO I.W5N5J q 7IJ /♦ r-s 9113Po SWF: I'=5P SP LEGEND ••� MAJOR BASIN BOUNDARY MINOR BASIN BOUNDARY I BASIN DESIGNATION OCONCENTRATION POINT TRUE MASTER DRAINAGE PLAN KINGSTON WOODS P.U.D. 2nd FILING FORT COLLINS, COTDRADO CRY DT FORT CDIIMS, COLMMO UTILITY PLAN APPROVAL APPROVED CHECKED OR ' TIN WAR • My Inur, NECKED BY n< EmN, Yw,Y Inure v - NECKED EY E _ 25' TRACT C = }r°I DETENTION PONq�REA POO SHEET 13PUD _ OSRQI 11Udo5 ` 4!1 CZC 1..- .. \ 3 I I 217 / 1 44 O R�O�b AIL t 2 / a, ' Q / a a O I 2 �I I •7.' OF A TRACT 1 CASA- GRANDE P U D EX. ASPHALT WRH ts' ORAINADE ; INVERTED CROWN— A UTILITY. EANI JTILITY EASEMENT- GRAVEL INLET FILTER _ A!, DRAINAGE h O�fMAGE FASEMEfSt 4lmlM 4._ . 11 -6 y' F4 FRRO ' 6 9920 1 1 N FBI - -- .'� —. BLO _ 2 - PAT SON CO RT • - -PAAARINL. Follow�' IIt, R \l IT FO as 20 —$ReRseaeawi 0Dr011I IM 2A4 8 To IRn SAEWN anldd (CSKI lA .Lsimil 1NYBALE All" INLET FILTER HARALES, TYF.O TRACT A 8I HORSETOOTH TRACT B COMMONS " HORSETOOTH_ P.U.D. " COMMONS &Ii P.(1.D, EX. MODIFIED I TYPE R INLET, bI ' cis FIX 20Is41 wIDE h {� �\ - —.-. ..__ -eaemx --ev-r RICHMOND DRIVE GRAVEL INLET FILTER \ So TYPE R INLET EEL DETAIL FRT 10 LOT 3 THE MARKET AT HORSETOOTH COMMONS P.U.D. [yl ` 92 _ X. fr I SILT FENCE, TYF. O1 �y.a BLOC 2 �I '.3 j LOT 4 THE MARKET AT - .6 W� HORSETOOTH 1 —89MI(IONB- P. BLOCK 353$j` ca o THEIMARKF.T AT 6 1 5 II i; --N NAI EY 2 « . HORSETOOTH EXISTING ED I B- u.E COMMONS P.U.D. — nn Loo �• 11 M -r` 1 � E]f15RNG YU�UTILJ G DRNtlME EASEMENT A? 0 L�NEIAIL SO LK CALVARY A 2'HORSETOOTH ROAD �192 somI EY .., (Bo' Plow.).. ISE:LERET PLAN) ASPHALI O i TRACT 1 I Z I TRACT 11 SKYLINE ACRES SUHUI'vI�ION I o I SKYLINE ACRES SUBDIVISION FILET R 5 I I I LOT 2 THE MARKET AT HORSETOOTH III COMMONS -P.U.D.I L II 1 I 1 I ' 1 I R 1 SAIL 1'=w 4,11C—��wo CON IRIbl ION SPLIULNCS YNOIE:C'!: buWop wwm r.aL.Iuq Files YEANDARDFORldc NCQUCNCEFORRJ IYNLY CONIYII'EEURY:NFACbLJSp/R�{T� Inlwaly by rm oln N, Aires ouP..64,.1", Luim MI maAA% Will RDJaELL Map .dilioiiumow alTryvN V LNuIe Illy rtR Wrt ,bMWiry rmncb I Avg AANAI by ILv CilY liyuKn. T I F IM I A IM 11171A 15101 N IO XUALKLON ALL WIN I) IAM"NNI R KAINIAIJ uL 4 . A PI N141 W. 'Ill, WY lttllqq Aw .a. ,• ... __. L� ., ON DAll ITHAM.) mv n.ewNruy IZJIZ EROSION. foNr&& yDim: T All Erodon CmwldevimRbbe DlunYindmAreguW buffs RTA rcplNced as necesury. ] CunNBH«rcapDlLvbief the ocndvW Dlwllug Of RichnwM Dnve. I %I LEGEND 1 t SILT FENCE m NAYBALE BARRIERS GRAVEL INLET FILTER ® NAYBPLE INLET FILTER CITY OF FORT COLUNS, COLORADO UTILITY PLAN APPROVAL APPw m¢ « EPQNGAYA - i CHECKED BY. I U I CHECKED Br_.__ PC SAM mare UTLM , ma a — - Cx¢cncD BY uA MAY AM RECREATION MR AUGUST 1992 . GAOtr9x II• FREDERICK LAND SURVEYING YOU EROSION PROTECTION PLAN PROJECT N0' SHEET ND. SH - N- N- 7EERF,SIONs •- eo 9 5. PROGRY.SSIYB W G 31'RUCNRBS, INC. 1528 N. UNCOLN AVENUE, LOVELAND. COLORADO 80588 KINGSTON WOODS P.U.D. 2nd FILING 1005-27-92 8ALI aI N_ 5D' 4MID,Fd i � PHONE: (JEEI fi89-5652 FORT COLLINS, COLORADO i - - A FINISHED Gfl ADE EVEV.I IT _ D3 TOP OF FOUNDATION ELEV. 1 MIN 0.5ABOVE FINISH GRADE 5 /,'Ifl 9y H3 TRO'S TGC 99.5 x u P 1 0.4 nH n gyc . ATe. 1I{I 0 BLOC SET BACK �• • , .y .. .. _ E $ 1, IF m. _y MAE SLOPE MA..- - � M1 - 'DRIVE -OVER CURB. GUTTER AND SIDEWALK, 4 D A]u EsnT KO - 1 %� C TYPCAL LOT d1ADN0 ,• s'- �' \ %0, + _____ __ ,_- �� r r /} LOTS 1-6, BLOCK 16 / LACE 2 SLEEVry� "s \ ___ _ 2 �� 6" ; D4 ' , e1'x•°' Lois s-e. BLGCK 2 ( "o5:il'S .1101R I 34 � �-Fr--�0 5 � /° 4 � �� � 2 � I � �� � - I ',NOT ` PAN /STAKE) 1 j/ _ EE SNEEi I] BLOCK 2. LOTS A a. COLIC. PAN DETAI_s 9J. - - N ear. 1 • - 1 _ 11•}.....,. { .�, l - T I SEE STREET ] OF M kO �- - ___ - -_ BLOCK; Is. F FOR PON)CROSS 1012 Fb 1 IOOS FG. 99J FIG, 9d6 F.G 9JA FG 6.l F.D.FG 96.Il FG y q qBS, f • --� SECTION ON[ 1 1[ -- - `IGPAN DETA L 1ALI 012 F - _ 1.ACeID2 9,.1 p 200�AEcaHW Ivx A� cFINISHED GRADE Eb. 8 `1 a _ 9 c u 2 1. TOP OF FOUNDATON ELEV i nw D.s n9ovEFINISH cgnDE �„� PAT R60N �/ rT 13 l �r IF z Fc l D`P y P�_ sxT JIJp ReFR FScalBLDG. SET BACK :.:'+Elsa•- - _. 99d F.G. T....2 Y• 4 \ S R!r J n� 9 _ 0` e o Le e: 1' = 50' s \2� ��DRIVE OVER CURB GUTTER AND SIDEWn LK EXISTING III THEN DITCH I 1 RA ERADMODIFICATi N 1012 F.G. + 9B9 F' 30_I F.. H T H - _ REGERADE TO OF EAST BANK IF HT - - - TYPIDAo LDT wADw9 -- 9 - _ _ aFTo _ 1JGe E.-.r 12 - nuLDl,e�.ePlDr Ease ': 0 �10 Ili I D° I '4,.r1 F, h �EiEN .y 4 _ �l OCK' �w oe .. l I H4 I -R 2 rz F IL69 0.2 _ Di _ 2 2 Fr . veL CANAL 0.7 I ; - ty - - -- y BLO _ - -- p4 0 eE ., �"F"TA1 a ,? - @/�cK OF WALK - DO w SIDE AL VFi r �' VOS 6 D/ _ } , ITS,]4 F _ 21 20 9 I 88 y S D> ds L I sr �� R i ' IOIC F.G. 1008 F.G. I004 F.G, D° ILL SECTION B-8 eI1i.6H q qR0 Exisi 22 �cJ2 T F.G o2.1 F'G. IOL6 Fc. _ s I oq TRA 1O2` Fo o ` 9 989 F. 989 FG. ' 9J.4 FG 8 0 2 TYPICAL LOT CRO55-SECTION A.DNG CN NSI _ q 1: _ -- THE PLEASANT VALLEY AND LAKE CANAL DEGIN DITCTIO �a FRpN `PO _ S - AS PAR LIONIgNTCNA�� _-�. �► -_--- '_4g l 4956 F5� r CONFESS, u us - o++ MAI__ - __- �00. = DMowell, .. W DRIVE _'-° aJq 1� 9 e F.c. I L E GENES agGI nrvsrr/ NSTRUC -_N _� 6 _ I�s _ "l 3 )SEE O0 RADORSECTV .. W 1025 F^ s 1 W e... _ _ 1 1 I 0 __ q PROPOSED CONTOURS A/ r - D C A ea aN A NOT 1 1 99'r' - ,/�aNE EXIST. CONTOURS IS F CU N F _ _ 23 __- PROPERTY LINE �� " 1. �1 V; r o1.J r.G. J00.9 F.G. FIG. 1 - 99.8 F e 198.9 9 r P 9AI I CONnR-TANITo.D A r �i, , E. o1-F.,. - 29 - o,G - G - --- EXIST CURR. GUTTER d WALK ''T`le.1'% ,2 / m2. I 27 28 I1 9 _ 8 - % D I Tn LOTS T•K OngTarN .Ow ... TO A: A SECREN+ATGN TONS) PLAN If -- a[rerT ,.DP RON MUe CENTERLINE OF ROAD O"AOf4 APMCON+T'YL11O1 ` ' ZB / r �` R++L M A ,•D rASIA OMm. 2. a o1m ,Tw.Twr glepN nwlaD o 1 of = HISTORIC BASIN BOUNDARY +T fEe1 A lea, Aa OON Ns / 24 I1 25 D4 -- TO a NO.TOgO AND • •'" e. [iT.rn eaLmN LONnOL - UP ' I -' 604 HIS r LaEt� AN. LOT, nAI OF - - 6 I DEVELOPED BASIN BOUNDARY "a^ WEE AT°x"1fE0n' e. FArr..O - °O e�i •`: 23 I E x TWAII TO r2 V [r0 Aa _ , a E w � aarlele OD� A FO Dle QMr .A r r 1 cK 3'� WE.TaA„A.w„aRLwn+, i y RUNOFF FLOW DIRECTION ATArvwED Maovu 1 .. -Q.- ev iwx a_n - _ _ _ -- - - _p_ rGRAVEL GUTTER DIKE qO DESIGN POINT � -"�0� --- -' � L... LB _-- I T GREENPF.' BEI i ITYPICA BASIN DESIGNATOR APPROVED BY PLEASANT VALLEY SO LAKE CANAL x ��� ���� - 0.21 BASIN AREA'. AC THIS AY OF .dLEA 1992 - - _ - _ __ _.. __ __________ _G,.r ____ __ _______ _______ _r _ } _ __ ____ _____ ___ _____ r - - - - - GREEN 1 _ --------- - _ _ ' __1O,_ so'R.o.w. - 0.4E .. 1 H5 sa 14 Row. DS 6. ) yy // STORM SEWER KLFf.R , fYA!!. - sae - - - - - - '--) +] I ; C, I� $ B.4 - 0.57 - - WILLIS SMITH CL �� ROAC' _ _ _ _ - - PRoe xe. z ux c� ERr - _ - r. _ NOTES I 1D+ E%TENSIOx )SEE SxT - \ 1 REMOVE EX15TING BRROIL' N GATE ^_ Iti, '. MAINTENANCE OF THE DETENTION POND i OPEN TRACTS SHALL BE THE NO, ION 7 r• ' RESPONSIBILITY OF THE KINGSTON WOODS HOMEOWNERS ASSOCIATION OF.'A V%sr NO 361131 R e COLVART ell IF OF PROJECT BENCHMARK: 2. EXISTING PIP PAP IN THE PLEASANT VALLEY Al LAKE CANAL IS TO BE IT ---- - - - - - - -- --- -- - - -- ---- - INTERSECTION RELOCATED TO THE NORTHERLY BANK OF THE RELOCATED CANAL FROM STA LI E STEEL Es FCOP OF EnvvaT 6.40 TO THE BOX CULVERT. AS SHOWN ON THESE PLANS. - •L. r�Ir[ V L + r r DYEI5 I 411 A/I r Ii YYJ16+R1 t.. P EL TREE GHER 011,SEA I [ 5 t01 1100 nrib R• pRt 'It, �„�iNOTE BENCHMARK r ^i�.. r•. 3. THE SEDIMENT POND SHALL BE CONSTRUCTED WITH THE FIRST PHASE 1+r11 Illl ICI IJn e n �� _ T OF DEVELOPMENT. DISTURBED AREAS OF THE SITE WILL BE SEEDED AS FILER _-._ -.-._. 1•• .�•�-•• •�••� BucN eOLi DESCRIBED IN THE DRAINAGE REPORT. SIpAMAl11 IMF I J •� raEy�-� M AIXSIM WNi W I I I3.µ ]I. Is 119 1.5 11.6 1 A. LOTS IN THE AREA OF THE PLEASANT VALLEY 6 LAKE CANAL MAY BE SUBJECT _ 11.+ IL If let L5 116 1 1 - �W N••1� ""- f Fo C - i0 SHALLOW ltlIOUNDWAT T 15 �REGOMIEMED'iMAF-+I-0E""fNATIGN OF �A %ILLY) tlTl(A IIN NM! WR�W+L ANN 1H 1.5 JA 1a919ea LI 111 u.i S9 •INGE-Ff11,f1 It 1111µ09 City e( Rev[ Ca111n W. Celeu°e PROTECTIVE MEASUIIES. IF -+TM. BE INDF RIIX TIE A5515TMKE +IFA ., ,afuor��4 Or.l AllA l a 1 s tN tI191 1 s r ¢ I 1 5 r 1+ I ei rt114 Eii1llfl [ rtl_IIRL 13.f -;N.I IEIIW 1{I^I'6f i':' _ �._" UTILITY PLAN APPROVAL QUALIFIED SOILS ENG WEER. "l Ilel )ill III Itltl I11 Flail Itl IIhblJllitl ICI IlplbbllltlN Ian INIRIIIAI tcf, I+l+l 3114.ISI NI 1131 W 1.111.0 I t1111 1 1.114I1 •.P �� --" 1 1.191 1. III NIN+tel if Smwf11Du1 area wlbl, sea c l 11 . , .. I 1.16 1.51 9�!9Y9L `. PRIOR TO CONSTRUCTION OF 1O' RADIAL SWING GATE. ITS DESIGN MUST BE APPROVED I I I I I I I 1 5 1 1,151 all .RelUtel EI DroIm LORE area $filled. Ste [+Matins ....... ArgoveO ... 1,1E 1.1E N nnA• Ormell . bAu BY PLEASANT VALLEY AND LAKE CANAL COMPANY. a I 1 6.1111.11 15 1.1 7.5 LI 1 1.1 I Ill ED Lfl 11.5119.1 N.1 IL$1 4.21 11.31 1 1.19 1.3E 1 1 1.1E ILIS IS I'D 1.9 1.5 1 Ito 1.4 1,A 13 1 IJ 1 IRS ILAll f 12,11 5.If GAS I IJI ISI ' x 11 1.2414.31 IS 11.1 1.1 1J 1 LI I III 1.5E 1.1 5.51 1.1 Id 11.11 I.011.111 1.56 1.1E 1 1 1.1E Ildl II 1.4 1.5 1.1 1 350 0.4 1.5 19 1 1.11 IM 11.1 HAD 1.11 to111 Ste L9 � � R 11 1.1111.1E Ill 1.4 ILI 13.11 1,11 1.11 141 13.3 tell 1.14ILO 113E 1.11 1 I.74,I1 15 15 IA 1.1 IA 1 0.0 1120 0.01 1.61 11.5111.5 I1.111,41 4.111LO 1 0,1E 0-91 X a 1 II,H lldl f11 1.1 ILS 11.1 1 1.1 1 111 1.1E LS 1.1 1 12 1 113 12 it RED 11.11 1 1.19 2,11 „•, 1 ear R�e r rrne +nun A.I. OETEIITION POND X f 11.A1 II II II 1.1 3.1 Ll I 0.1 111E L+0 IF 1.1 I l l ILf 12 it LH II III 1.1E 1.1E • $1 1 2ll 11.31 511 11 11.E R 1 1 4.6 1 0.111[ / 164 11,51 AEG ILIS I LII 4.43 N If: iw'• � 1 REQUIRED VOLUME........__ ...5L283 1 IL A 1 1 LIA Ills 1f 1 1.9 1.4 1 111 oil 111 III IS'S 1 ILA 21.9 11.41 $.II 11.15 11.1E I'll I, N ll'. for ten wtt Irtlrt Dell ^^Qx'ti40. � [x[e[[D AVAILABLE VOLUME____I 69JTT cu. ill 02 1 IJI 11.21 11 I ),A 1.1 1 15E 1 4 5 Id 1 11 1 11 + 114 12 40 Cof II.II I I.11 I.II 100-YEAR WATER SURFACE ELEV... 90.50 IT 1 I 1.15I ..Inca/ uls$ItIN Ir tlewrtlo+$1 nn wtAod Le nls,l t 1.1E Idl 1. N U 'All SITE mitt r POND -FULL ELEVATION.... _..91.50 O. �I' FREEBOARD I----- 1, P 16 Flews froO "flat Dell �+���� -�' IMPOUNDED AREA fW 91.50 SEA _I9.305 r - !t 04 1 ILH 11.15 III 1.5 17.6 if 111E 1 1.31 2411.so 1 1.11 to 1 11,111.1E 1.11 if 31 11.12 2IJ5 1. OF lei kit flat nslle IIN will ti •, CHECKED BY: +y//I} 5 05 1 1 if 11.15 25 1.1 IJ 9s 1 DI 0.1 _1 to t 9A I N 9 ILA UJf A 61 is )a 1 1.11 4.51 5, w 1: 'Se Of al flat INTI. ue file sea m1+ 01 •, •.•'•.R .,.�,•.'S 'IT' OF PEAK DISCHARGE ......._ ..... de if 10.1E I .,..Robert ul[ 1 I d SF o wo Lonl + n Estod Set SaleNtEm . ............. 1 0.16 O.So 6. OP b I`we of $11 flews IurNl site from Sib tail, 01 ----- Revisions B Dille project J� /� Print Dote: -h=et -RADING E DRAINAGE EAST Or SENECA STREET. -TPn 8 -92._ NORTHERN ENGINEERING SERVICES °12JZ .04 JAN071333 KINGSTON WOODS P.U.D. 12 420 SOUTH HORES SUITE 106, FT. COLLINS. COLORADO 80527 De 1 n r: MllK Checked by:MFJ GRADING AND DRAINAGE PLAN 16 (303) 221-4150 Draftsnan: MLlK Prepared NOV1991 ji =-"