Loading...
HomeMy WebLinkAboutDrainage Reports - 05/15/2002PAOP7�ItT9r OF .Final A oval Report FORT COLLD%s UM ale 4 I Slo Z FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SEVEN OAKS ACADEMY'S LITTLE ACORNS (Lot 313, Seven Oaks Planned Unit Development) (Foothills Basin) December 15, 2001 Prepared for. Mr. Larry Neal Seven Oaks Academy's Little Acorns of West Fort Collins, Inc. 3507 Richmond Drive Fort Collins, Colorado 80526 (970) 201.9200 Prepared by: Jeffrey W. Couch, P.E. Team Engineering, Inc. 906 Richmond Drive, Unit No. 2 Fort Collins, CO 80526.5973 (970) 231.9937 Project Number 729.0102 APR,I 582 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SEVEN OAKS ACADEMY'S LITTLE ACORNS (Lot 3B, Seven Oaks Planned Unit Development) (Foothills Basin) December 15, 2001 Prepared for: Mr. Larry Neal Seven Oaks Academy's Little Acorns of West Fort Collins, Inc. 3507 Richmond Drive Fort Collins, Colorado 80526 (970)201.9200 Prepared by: Jeffrey W. Couch, P.E. Team Engineering, Inc. 906 Richmond Drive, Unit No. 2 Fort Collins, CO 80526.5973 (970)231.9937 Project Number 729.0102 December 15, 2001 Mr. Basil Hamden City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80521 RE: Seven Oaks Academy's Little Acorns — Final Drainage and Erosion Control Report (Lot 3B, Seven Oaks Planned Unit Development) (Foothills Basin) Dear Basil: We are submitting this Final Drainage and Erosion Control Report and Plans for the Seven Oaks Academy's Little Acorns facility to be constructed along Richmond Drive just west of Shields Street. This site was created in 1994 as part of the Seven Oaks PUD. The drainage concept developed by Water, Waste and Land, Inc. provided for two detention ponds to control runoff for lots 3A and 3B. We are modifying this concept as follows: Reduce the size of the front pond to reflect parking concept changes. 2. Create a larger rear pond to comply with 1999 hydrology changes. 3. Provide a water quality feature as required by updated Stormwater Criteria. 4. Separate the ouffall for the lot 5 site (Urgent Care facility) by relocating their existing ouffall. 5. Create a detention pond that will function as usable open space. This analysis has been completed to be in conformance with the City of Fort Collins Stormwater Criteria. Please contact me at (970) Such, P.E. Engineering, Inc. Cc: Larry Neal, Seven have additional questions. f. s� 5584 Acorns of West Fort Collins, Inc. 114 East 5th Street Loveland, CO 80537 Office:970-613-2040 • Fax:970-613-2038 • Toll-free:1-888-404-3612 February 13,2002 Mr. Basil Hamden Fort Collins Utilities City of Fort Collins 700 Wood Street Fort Collins, CO 80524 RE: Seven Oaks Academy's Little Acorns — Erosion Control Estimate (Lot 3B, Seven Oaks P.U.D.) Project Number: 729-0102 Dear Basil: I am submitting this analysis of costs for establishing an erosion control escrow account as required by the City of Fort Collins. These costs are based on the final erosion control improvements shown on sheet 6 of 10 of the Utility Plans for Seven Oaks Academy's Little Acorns. Three alternatives were compared as follows: Alternative #1— Cost of Construction TOTAL ITEM QUANTITY UNIT COST AMOUNT 1. Silt Fence 580 L.F. $ 3.00 $1,740.00 2. Straw Bale Filter 4 EA 50.00 200.00 3. Curb Inlet Gravel Filter 4 EA 200.00 800.00 Alternative #1 Total $ 2,740.00 Alternative #2 — Cost to Reseed in Lieu of Construction TOTAL ITEM QUANTITY UNIT COST AMOUNT 1. Seeding 1.3 Acres $750.00 $ 975.00 114 East 5th Street Loveland, CO 80537 Office:970-613-2040 • Fax:970-613-2038 • Tall-free:1-888-404-3612 Mr. Basil Hamden City of Fort Collins February 13, 2002 Page Two Alternative #3 — Minimum Cost As per City of Fort Collins Policy, a minimum erosion control escrow balance shall be $1,000.00. Based on this analysis, Alternative #1 Cost of Construction, should be used to establish the erosion escrow amount. City of Fort Collins Policy is to set the escrow amount at 150% of the highest alternative as follows: $2,740.00 (Alternative #1) X 1.5 = $4,110.00 Please feel free to contact me at Cc: Engineering, Inc. Larry Neal, Seven Oaks 966 3513 Richmond Drive Fort Collins, Colorado 80526 if you have additional questions. Acres of West Fort Collins, Inc. CERTIFICATIONS OWNER Seven Oaks Academy's Little Acorns of West Fort Collins, Inc, a Colorado Corporation, hereby certifies that the drainage facilities for the proposed Seven Oaks Academy's Little Acorns facility shall be constructed according to the design presented in this report I understand that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/or certified by my Engineer. I understand that the City of Fort Collins reviews drainage plans pursuant to Colorado Revised Statutes Title 30, Article 28; but cannot, on behalf of Seven Oaks Academy's tittle Acorns of West Fort Collins, Inc., a Colorado Corporation, guarantee that final drainage design review will absolve the Seven Oaks Academy's Little Acorns of West Fort Collins, Inc. and/or their successors andlor assigns of future liability for improper design. I further understand that approval of the Final Plat and/or Final Development Plan does not imply approval of my Engineer's design. Seven Oaks Academy's Little Acorns of West Fort Collins, Inc. ENGINEER I hereby certify that this report for the Final Drainage and Erosion Control Report for the Seven Oaks Academys Little Acorns facility was prepared by me in accordance with the provisions of THE CITY OF FORT COLLINS STORM DRAINAGE DESIGN CRITERIA -AND CONSTRUCTION STANDARDS for the owners thereof. I understand that the City of Fort Collins designed by others. Respectfully Submitted, J y ouch, P.E. tondo Professional Engineer No.16584 For and on Behalf of Team Engineering, Inc. will not assume liability for drainage facilities C F 6584 a TABLE OF CONTENTS Certifications........................................................................... i Listof Figures.......................................................................... ii Introduction............................................................................ 1 ProjectLocation........................................................................ 1 Existing Site Description................................................................. 1 AdjacentLand Uses .................................... ............................... 2 Major Basin Description.................................................................. 2 Minor Basin Description.................................................................. 3 Proposed Drainage Design............................................................... 3 Concept....................................................................... 3 Specific Design Elements................................................................ 4 Variance..............................................................................6 Reference.......................................................................1..... 7 LIST OF FIGURES Figure 1-A Vicinity Map Figure 1-B Plat Map Figure 2 Water, Waste & Land Drainage Study LIST OF APPENDICES Appendix 1 Pond Calculations Appendix 2 Water, Waste & Land report excerpts FINAL DRAINAGE • AND EROSION CONTROL REPORT FOR SEVEN OAKS ACADEMY'S LITTLE ACORNS • (Lot 38, Seven Oaks P.U.D.) 3507 Richmond Drive (Foothills Basin) • INTRODUCTION This report has been prepared in conjunction with the development of detailed site topography and A final construction plans for the Seven Oaks Academy's Little Acorns. It is the intent of this report to address drainage related issues and provide solutions to any problems identified in accordance with the criteria established by the "City of Fort Collins Storm Drainage Criteria Manual". • PROJECT LOCATION This project is to be located on Lot 3B of the Seven Oaks P.U.D. This 1.117 acre lot was created in . 1994 when lot 3 of the original Market at Horsetooth Commons P.U.D. was split into two parcels (see Figure ILA Vicinity Map and Figure 1-B Plat Map). More generically this site is located along the south side of • Richmond Drive one block west of Shields Street and addressed as 3705 Richmond Drive. This parcel is located entirely within the Southeast Quarter of Section 27, Township 7 North, Range 69 West of the 6t" Principal Meridian, City of Fort Collins, Larimer County, Colorado. EXISTING SITE DESCRIPTION Lot 3B is a vacant parcel located within the Seven Oaks P.U.D. The site has a vegetative cover of natural grasses and is graded for the development of a future building. Two existing detention ponds are m""ECEMBER 20 0 mo ti v} s 3 E u e R.5 o y x _ NT-;-�-, e5e $t aoy O'° m 01 Ki nni on Or Ar 6 W Swallow Rd °°� r, o o a Dora o o o Frontier -Z- St ° w `_' rn n t n C o v Burma Effingham $t ¢ Sioux Blvd _ a _ 0 Bedford `o ° ttowo Nez Perce ° OU o��IOO/ Or Wo S qr °1 Devonshire - v Cir o o m°'� m Ct o c Silv et o! O r� o` U Chesi re O v a p5o Gron o, U Ln in v ° N ore 0 Homesteac Derby Ct a° Q U Gv e� c C'r O� ogve Neweo tle Gt \e vecP O e'\aw Ivd Citati u.° Gunni son c Ct indsey o Ames Ct i o - sea ti ci9o7 ��° i justice Dr Ct v o m Ct y oo Tr oil ✓� Lone Cunningham i� Ct ronson c St c o o N O, o o Ct Or �o 0 O c-5 o o Ot .o P d St w o.c a° —o McWilliams PI Kent Ct EnfielPa ae O\ ° mm Stonegote D Rich na o` o Ct o Churchill£ ECntfi d = o E Ct Ct 'P u o Dark Sto' W HOR TOO H ROAD 3 Ct c _ y n Len a Ave o` d' °x Arbor " l erlo\ p 3°!J6 Ct Brook Or O Bon to Ave of \ P not o �dy o Josman e U J 6 �r o eat C� o °coo Ave Ct o° E Go 65 StoneLn i C t J a: a v c ° Dennison Ave 0 0' Westfiel v o V Pebble LOT ? rn Ct L U O 1 3B AlW ntCt c Westfield o SEVEN OAK P..U.D. �$ r °t Or a o ec a U ¢ O Wabash r s v Butte Pass Or r? s s p` o `o 3 v J U o, p Great Plains t oc3 u v'E�Ct Z 0 > IT L - - a" Op 3 U v oKremling Ln 6r`e Be r Creek Or "' b rn Deer Cre ey o M untain Or r U o, or oS o b1n <n Slo eflower in f a o Lorkbunting coa Ct Sh Ln s Se. Stan crop `- ° ; 0 ° o et o Hi I burn - � Ct Ct `v =° u p° ,, gold x Ct o a k Wakeroi in m a 5�0 W if6u rn Or Ln HARMONY ROAD VICINITY MAP 1 " 1000' - - - - - - - - - - - ,FOUND #4 REBAR AND PLASTIC CAP SE1 C4 Alk UTILI iY ACCESS AND DRAINAGE EASEWBT 3513 • N)T 3A 022 ACRES • • • • • RICHMOND DRIVE (68' R. 0'. W":.)� - - - - - - - - - - - - - - - - -- FOUND #4 REBAR AND PLASTIC CAP S 89*44' 16" E 135.95' EXiST!NG 8' 'S 89' 4 L�41 6* E 121, 75' -3507 LOT 3E3 1.117 ACRES N 89'45'30* N - N 89'45'30' E 52.77 71--7 FOUND #4 REBAR 6.1.7 AND PLASTIC CAP -1 S 0", L4 Ill ACCESS .' DRAINAGE, AND UTILITY EASEMENT EC2 15' ACCESS AND UTILITY EASDENT uj UNDEVELOPED 0 LOT 5 b 0.7077 ACRES b cc z POB LOT 5 20' " )R �E A,A AND UTILITY' EASBENT., 9.45'30 W -,-o23 0 1/", FOUND #4 REBAR EXISTING iS' ACCESS AND UTILItt EASEVENt -F-EXISTING 15 EASEMEN 0. 0 . CO Li V) FOUND #4 R AND PLASTIC THE MAR HORSETOOTH CO CHOICE LOT EXISTING 30' ACCESS JA10 UTILITY EASEWNT THE MARKET AT HORSETOOTH COMMC SCHRADER'S COUNTRY STORE LOT 1 L- - - - - - - - - - - - - - - - - - - - - - located on the site. Lot 3B is located within a fully developed commercial subdivision. The original Seven Oaks Child Development Center is immediately west of this site as lot 3A. Lot 3A provides developed parking and landscape edges against which the new facility will be built. ADJACENT LAND USES An Urgent Care Medical facility owned by Associates in Family Medicine is adjacent to the south edge of the site. A private roadway with curb and gutter runs between the two facilities. A convenience store • (Schrader Oil) and a travel agency (Choice Travel) are located to the east of this site. A private, 30' wide roadway with curb and gutter runs between these existing commercial facilities and the proposed project. Residential structures are located north of this site. Richmond Drive runs between these structures and Lot 3B. This proposed project site is the only remaining undeveloped parcel in the area. All utilities, drainage and roadway improvements are in place and functioning adjacent to and surrounding this site. MAJOR BASIN DESCRIPTION The site is situated in Basin 'Go of the Foothills Drainage Basin as identified in the 1981 Basin Master Plan prepared by Resource Consultants, Inc. Lots 1 through 5 of the Market at Horsetooth Commons drain to the 360 storm drainage pipe which conveys water north along the west side of Shields Street and then east within the Foothills Basin. All storm drainage from this development will be conveyed to this 36' pipe as shown on the Drainage Study Plan. Upstream flow which previously were to be routed through the Market at Horsetooth Commons have been rerouted to the Spring Creek Basin in accordance with the approved Kingston Woods P.U.D. 2nd Filing. • 2 • • • MINOR BASIN DESCRIPTION • • Because of capacity restrictions in the 36" storm drain along the west side of Shields Street, it was • proposed that lots 1 through 5 of the Market at Horsetooth Commons P.U.D. detain developed flows and • • release only historic flows into the storm drain. Lot 1 (Schraders Country Store) and Lot 2 (Choice Travel) detain within paved parking areas and discharge directly into the 36" storm drain. Lot 3A and 3B currently flow • to Detention Pond A and Detention Pond B located mostly on Lot 3B. A 150 outfall storm drain conveys water • • from Pond A to the regional 36" storm drain. Pond B discharges directly into Richmond Drive through an outlet • structure and sidewalk chase. Lots 4 and 5 have been combined into one lot as part of the Urgent Care Center • • completed by the Associates in Family Medicine. A detention pond is located at the east end of the lot. This detention pond outlets into Detention Pond A on Lot 3B. • • PROPOSED DRAINAGE DESIGN • Concept • In conformance with the criteria established with the Foothills Basin Master Plan and Drainage Report completed for the Market at Horsetooth Commons, each lot shall detain all developed flows and release runoff • generated from the sites at a historical rate as defined by a two year storm event. The runoff patterns for the entire subdivision as well as required improvements are currently in place. • The needed drainage improvements for Lot 3A and Lot 3B are combined as Pond A, Pond B and associated • • outlets. These improvements are sized for the ultimate buildout of both sites as indicated by the Seven Oaks • P.U.D. Drainage Report completed by Water, Waste and Land, Inc. s • • • • • c m o' i .coo m3 i15 Sa131u5 winos I ._ i ,61 n : e I o i I I �; I —` I IIII1r ___—_____— I 1 , I � I I bid I I ' I � I I I 6::ii3EltF??= i a o. As the building footprint and associate parking, drives and sidewalks for Lot 3B became finalized, it became apparent that the existing Pond B could not be utilized. Site design concepts which would affect the drainage design are outlined as follows: Continue parking concept as completed for Lot 3A. 2. Provide an enhanced pedestrian connection to Richmond Drive. 3. Provide a larger play area for the existing facility on Lot 3A. 4. Eliminate the existing severity of the grading on Lot3B by flattening slopes.. 5. Allow proposed pond to be used for open areas. 6. Combine parking area and remove parking area from detention area. Provide pedestrian circulation between rear and front parking areas and between Lot 3A and Lot 3B. 8. Provide play areas which could be fenced. SPECIFIC DESIGN ELEMENTS This analysis used information developed from the original report for the Seven Oaks P.U.D. and modified as needed. Basins A, B and D represent the entire drainage area for Lot 3A and 3B. (See Figure 2 — Water, Waste & Land, Inc.'s Drainage Study.) These basins were modified as follows: Basins A, B and D combined to drain into one detention pond between Lots 3A and 3B except for a small area at the northeast corner of Lot A 2. Basin C (Richmond Drive) remains unchanged. 3. Discharge from Basin E (Lots 4 and 5) will be relocated in an 8" outfall. This outfall will be connected to the outlet structure before the orifice plate. This results in the following proposed improvements: A detention pond at the northeast corner of Lot 3B. Outlet will be through a 5" outlet pipe connecting to an existing sidewalk chase. 2. Existing parking lot flows from the west (Lot 3A) will be directed to Inlet A in the proposed parking lot. 3. The proposed parking lot containing Inlets A & B will discharge runoff through an 18" HDPEP storm drain located 13' to the west of the new structure. 4. A detention pond to be located between the two buildings. The outlet for this pond will be through an existing 15" storm drain located at the southeast corner of the site. 5. The existing 8" outfall for the Urgent Care facility will be extended and connected to the new outlet box. 6. A water quality feature is included at the south edge of the site. The water quality feature will be an absorption bed which will outlet directly into the proposed outlet box. Roof drains along the east side of the building will discharge into a swale located along the east side of the building. Roof drains on the west side of the building will discharge into the proposed storm sewer along the west side of the building. BASIN SUMMARY Basin Designation Area Acres Runoff Discharge Point Description P1 1.5 P1 Parcel 1, Associates in Family Medicine P.U.D. 1 0.6 1 Lot 1, The Market at Horsetooth Commons P.U.D. 2 0.7 2 Lot 2, The Market at Horsetooth Commons P.U.D. A 2.2 3 Lots.3A & 38, Seven Oaks P.U.D. B 0.1 4 Northeast Corner of Lot 3B, Seven Oaks P.U.D. RS 1.5 5 South Half Richmond Drive, Part of Shields Street RN NA 6 North Half Richmond Drive and Areas West HN 0.6 7 North Half Horsetooth Road Total 7.2 VARIANCE Two variances are requested from criteria established within the Stormwater Criteria Manual as follows: 1. Request a reduction of freeboard requirements from 1.0 feet to 0.0 feet for Detention Pond "B" at the northeast corner of the site. Basis for Variance: The release from this area is reduced to below historic rates because of restrictions in the 36" outfall along Shields Street. In addition, the design of a raised sidewalk connection and the configuration of the access onto the existing private drive create a constraint on grades in this area. The pond is very small (144 cu. ft.) and overflows in a 100 year event would be minimal (less than 1 cfs), would overflow directly into Richmond Drive and would have no impact on buildings or downstream improvements. 2. Request a reduction of freeboard requirements from 1.0 feet to 0.5 feet for Detention Pond "A" at the southeast corner of the site. Basis for Variance: The release from this area is reduced to below historic rates because of restrictions in the 36" outfall along Shields Street. Overflow in a 100 year event would be located at the raised pedestrian sidewalk at Richmond Drive. Overflows would spill into Richmond Drive well below the elevation of existing structures and would not damage adjacent improvements. U Plats 1. The Market at Horsetooth Commons P.U.D. by King & Associates, June 5,1987 2. Seven Oaks P.U.D. by Water, Waste & Land, Inc., January 3, 1995 3. Associates in Family Medicine P.U.D. by TST, October 15,1998 Plans Utility Plans for Seven Oaks P.U.D., Lot 3A of the Market at Horsetooth Commons, December 1994 Drainage Reports - Drainage Study for Horsetooth Commons Tract D by Redpeak Engineering, May 1987 2. Final Drainage Report for Lot 2, The Market at Horsetooth Commons by Shear Engineering Corporation, September 1990 3. Final Drainage Report for Associates in Family Medicine P.U.D. by TST, September 17,1998 4. Final Drainage and Erosion Control Report for Seven Oaks P.U.D. by Water, Waste & Land, Inc., December 15,1994 5. Final Drainage and Erosion Control Report for Kingston Woods P.U.D. 2nd Filing by Shear Engineering Corporation, February 1993 6. UDSEWER Schematic for Foothills Basin Outfall (36' Pipe) by Sear -Brown 7 ffaSm C - l tckwasllw, ji At -T4( [OW P&I • To 700, sAa &W swo k *011.o 33 -kc " w Y,5 5 0 as 7Y) C9J-S (?,j) jj. 33 L oqj rod I./s y e 1//9t/l/ CaIr as -P/ Sew p(OW WWI( schel4lc as for q,so car kki Raw /Al Use (FT 00, Illef il6v To? T- J, V-NI - (T 3 0 67 Z7 Its C 6S2 Ploo 5, 1.100 L A 79 fay 30 752 71 OUP 6" 3001 3.77 200 • 7ZOP 1 J?o 3 .3Y ?'q 110 Lc h' Cod lvwd . ... ... ------------- --------- i 3X ly • I &L; To/ cm 16, i/S Q/f C ,o kfid. • II -- i� 1� rfe✓a /Ion _ r/al I/ h/l—A_r_ 4_ � �Imine • 5077.-2Y 26___Z�1&,�--p 5a7t0 Z6/8,2 y W S--- 3 fo,o P79. sasl o _— 97-54,7 In = n ti • —.---- ---- 20���2 i _ ZD�20--- • - -- I66-k�yude ►s °K • POND SUMMARY Detention Pond °A" (Main Pond — Southeast Corner of Site) Spill Elevation 5,081.50 100 Year Flood Elevation 5,081.00 Orifice Invert Elevation 5,075.97 Pond Bottom Elevation 5,077.29 Bottom of Absorption Bed 5,076.01 Pond Depth 3.71 Feet (4.90 feet to Orifice in Outlet Box) Pond Capacity 23,437 Cubic Feet Release Rate 0.50 cfs (0.39 cfs from Urgent Care) Outlet 3' X 3' Outlet Box with 3° circular orifice plate Discharging into existing 15" storm drain Spillway Raised concrete sidewalk at Richmond Drive. Discharge onto Richmond Drive. No Text • _ _._. — _..-. _ _ ....— ?� Pond fecfu(e in Slzr 9roM qriuana1vS/1 �y i 07- Yzz • - - - - - -- - -------------- -�i, (i yha • p rh 0, M 1: Time v • 3q? 32 30 • - ----------- - • - - ---- - ----- - ------------- --- - — ------ ....... • - ---------- --------- • ------------ - -------- ------ ..... .... ----- - • - - ---------------------- ------- -- -- - ------ --- it. � tw 0, 59 -- — — X, 0, J3 0 77' OZYY4 Y D 03 Userr ev IF I� Y POND SUMMARY Detention Pond V (Northwest Corner of Site) Spill Elevation 5,080.60 100 Year Flood Elevation 5,080.60 Orifice Invert Elevation 5,079.85 Pond Depth 0.75 Feet Pond Capacity 143 Cubic Feet Release Rate 0.33 cfs Outlet 4" pipe in parking lot curb through existing sidewalk chase onto Richmond Drive. Spillway Curb fiowline at southeast corner of pond. Discharge onto private drive. • II� • ----- --- - - ._. ___.-- Oa�/� -- A3-- - ----- ------ ------ --- = -- ---- _..-------------- • — -- --- ----- -- -—------ ----------- - — - ----------Zc. - . ----- - - •- • • - I.z S -- �� • • _Lz.��- -DJ_ ..._.Ou�fw�' ._ 0.y o fig Z YD rf --- -- -- • Tub - - �fP_Dk_ /'o < Z3_ • • - -- �t�lao rf r T �t s o ylo- • n/t% 9 %cff • IS /1OJ OHS{Gil ��? o- y ° Q 1� ; _`i.yl cfj • /YeeYel o c%b 0,33 0,33 /Ir rim, • JC/ lei S, G6 C{s a A 00 N Cn cn 0 (n m 0) co r W N Cn 0 A f+ r. w N A A N A r v CO QI N A .-• fn I W N .�• O A r J 0) A tD 00 W J w W N N N .•` . I A.�00 Cn NO co()mAW N N A W A v 0) w N w 0) w N 0 N P.(n Cn .+W to 00 W O O v O to Cn w Cn O 0 Op t0 0) •J (0 w 0) Cn 1 CA r OD(AO 000 A .-• W co Nv 00000 O O A W N N N �t aA01 tD (n Co 00 co Cn N.+ N 00 Pk -) W.+ w (.))A Cn cn w CDA OOO'OO 01 tD 1 cT W N F+ O 0 N3 0 r+ tD 0) A 00 zn CT M (n w w 00 a N OAO co AA 0)01 W W OA cnr N •`.-` O O 000 N Cnw N.+O A ✓.+00 Q0 O 0) CA w 01 N Nam) .-. (D t-•Ow W Cn `+ C71 W O ti+N(71 A N DO CnO w •'•-' �-' O O 000 N(D Cn O-)Cn to to N OO W 00O t001 O O co NM -.1 .-•-10 w w 01 (p tD W rn CnN -)NW a N.-• .+F-. O 0 000 N 0) W AO O) A N.-+ 7 W N + O -) T NNCn (A co 00) W 000 AO—N-.) (n W N r.+ 00000 toAN. 0 cD�cn NwmArn tON N W P. O) W co 0)0 A(7)W O W N Nr✓ }� r-•0000 N co CD �-•• A CD 0) w N Cn W .+ O to a 0 N W 00 -'- O W O W N N -) 00 00 00 0) N -) Cl 0 A 0) o A 0) A tD W ­) A W N � � —0000 Na W W N n. n W 0 w N O O O �0cn •'7 Q)A -400 Cn r+�i Ou OCD �l Ep O00 AQ)D) . f0 00 A W N .-• .-• �-+ O O O O O (O v vtoN A Q f a N t) 0) Vt a CID w O o W N Q) 00 W to OO .+ O N N N 0 A 000 00 r. -) 00 Cn A W N CC) A.+ O. w W A N .•` 0000 CnAO 00 tD 6:)(D O1:).A. N.+ ONW NNA -)w.+ OAMal CO t a. W N . to 001A. N N (n to cnw . 0 000 (00000 N t✓ Cn cn .+A W 0 (D-) W r N CD 01 W .•+0000 .+00 A ONO fDA W 00m 6 Nf+ to C71 - 0) 00 to 0 0) O) In W W (D A t+ ap W OWO v- r0) W N 0000 NN O �a F-zo O.+v O COO( Wt+ cn CTM cn A to 01O to -) CA to W cn Cn w N .+ QI t0 -4 A 00 Cn 01 00 cn N o- 0 0 0 W A 6w W (D W 00 A N o O)AOo 00 to C71 '•• W OAO. - • N .+ .-+ —0 W W N .+ 0 O 0 �l Atn N N-7 A t•+f+OO Q) Cn N t0 . N (A .+ tD Cn Cn .+ O 00 w W h+ .+ A N 00 Cn 0 W )•+ .+ v Cn N to Ot M0 .-•-) 0 Cn Na w co 0 7 O 1 O O N O N O O W W N .-• O O 0 � O v to N O N N C71 O (r O O N O ca 0 m H K i • � l • AIL • - ----- 97F Jed pi 0 0 0 � // )/� �1 Pock /, IQ/ /� , I . RAINFALL PERFORMANCE STANDARD EVALUATION - PROJECT ------ s4wm pa ---- --- ------------------------------- �5 G� ( STANDARD FORM A COMPLETED.BY: --------------------------------------------------------------------- /gyp/qs 11 celic DATE: lZ Zed/ DEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS SUBBASI`1 I ---------1-----------I-------I-------I-------I-------I-------I--.----- ZONE I (ac) I (ft) I (;) .1(feet) I („) 1 (% 1} Sl�j4F Z.1e Yee I I i I I i i ----------------------------------------------------- --------------- DI/SF-A:1939 EFFECTIVENESS CALCULATIONS ----------------------------�i --n--------------------------------------- PROJECT: 5�v,, vg16) STANDARD FORM B COMPLETED BY: fc {F Cea(¢ DATE: MAJC BASI Air Erosion Control C-Factor P-Factor Method ----------------------------------------- Value Value s it r�o« i0 6?a f-y t o e nam m P 4-m t-o -n - - - - - - - - - - - - - - - - - - - - - - - - - -- PS I SUB I AREA I (%) 1BASINI (Ac) ) 770 Comment CALCULATIONS ------------------------- 2, 3 �= 0' /� O's - Q, EFF 7 C ) - (6,31fn 0,))- u( g4� 777,p �)k u I ----------------------------------------------------------------------� DI/SF-8:1989 CONSTRUCTION SEOUENCE PROJECT: SEVEN OAKS ACADEMY'S LITTLE ACORNS STANDARD FORM C SEOUENCE FOR DATE: Indicate by use of a bar line or symbol when erosion control measures will be Installed. Major modification to on approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 2002 Month J F M A M J J A S O N D OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching / Sealant Temporary Seed Planting Sod Installation Netting / Mats / Blankets Other g 1 MMil BR 18/ City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20:00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 _ 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1 b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 . 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 1 2.89 60.00 0.82 1.40 1 2.86 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SEVEN OAKS P.U.D. FORT COLLINS, COLORADO Prepared for: Mr. Larry Neal ' Seven Oaks Academy of Fort Collins 1 600 Specht Point Drive Fort Collins, CO 80525 Prepared by: Water, Waste & Land, Inc. 2629 Redwing Road, Suite 200 Fort Collins, Colorado 80526 J�\tE H. .: V,9T REVISED:J.• December .1 5, 1994 DRAINAGE STUDY FOR HORSETOOTH COMMONS TRACT D (THE MARKET AT HORSETOOTH COMMONS) Prepared by Redpeak Engineering May, 1987 Revised June, 1987 No Text SHEAR ENGINEERING CORPORATION Final Drainage Report for LOT 2, THE MARKET AT HORSETOOTH COMMONS Ft. Collins, Colorado Prepared for: KENT GOODMAN 145 West Swallow B-2 Ft. Collins, Colorado 80525 Prepared by: SHEAR ENGINEERING CORPORATION 4836 South College Avenue Suite 12 Ft. Collins, Colorado 80525 Phone: (303) 226-5214 Project No: 1200-1-90 Date: September,'1990 4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334 Find G,�r;�.,�,ri Feport n �y �I SHEAR ENGINEERING CGRPGRNTIGN .FINAL DRAINAGE AND EROSION CONTROL REPORT for KINGSTON WOODS P.U.D. 2nd FILING (Previously Tract C, Stonegate Drive and Block 1, Horsetooth Commons P.U.D.) Ft. Collins, Colorado Prepared for: PROGRESSIVE LIVING STRUCTURES, INr 4190 North Garfield Avenue Loveland, Colorado 80538 Prepared By: SHEAR ENGINEERING CORPORATION Project No: 1005-27-92 Date: February, 1993 4836 S. College, Su ice 12 Fort Collins, CO 80525 . (303)226-5334 UDSEWER SCHEMATIC QJ O USixwv P,� Q1=jam so6o-12 QU1�6e.wcr frcn%o�c- u 30 `Zpi U�.wer y�mm% PiPc .�•� ff ��� O \�/ Iw ass 70 O =5J�3:7 j c3QDP+-) ,. „o, , 1 11 �%Imp (3cr,•� = 50S 1 Q6=D?6 T� ❑ aS_OP� �a crr•t= /la c�7-DP7 -DPS 2io Jf rL� i i I O 12t, 0 o ® t?ro� E}rM w r s�s}u -n W e6}' PORTION OF CUNNINGHAM CORNER DRAINAGE REPORT FOR TAILWATER CALCULATION FOR UDSEWER ANALYSIS i • s • • !� PRELIMINARY DRAINAGE REPORT • • FOR • • • • FIVE OAKS VILLAGE i AT CUNNINGHAM CORNER dLANNED UNIT DEVELOPMENT • • • IN THE • CITY OF FORT COLLINS • • MARCH 1985 • ! ! • • • ! • • • • TARANTO STANTON & TAGGE CONSULTING ENGINEERS TARANTO.STANTON &TAGGE Consulting Engineers CLIENT • PROJECT - MADE BY OATI ,r7 {� TST muzl, i %5 �� 24 JOB NO. ILATIONS FOR \^�.��G ��W GATE S. EET 6'7 OF </ 1r-t • �cf • OlA-i_..I�I�S�fM.�(i�ITLD:� -�Z_ ��r._rti�G SUS-h,_ • • 1, v.�/E:Lc;S `C�rLt� - SE��� .3 TOIL ��, i • M�ii 193�I r • %ir;��L'Z_ "/l' Z�T�DiJ =Gnu ; i'Z • • 3. �77S i�J ;�z oS�D rLOGJ • ,9S7 �zos s- �s�� • -FoY. (00 Cf-s + %3 • /}S Co eU�TirJ� fJeo�as�� I:c•��_r.—C��Fcir�. • /i/Ord _ - �l�� //J// . -TrorJ Grp �icLST,�c�fi'M cv�C/r�E7J All, . s ;AnANiO, STANTON 6 TAGG—E Conswiinq Er.gmeers CLIENT • PROJECT _. I, • MADE BYSc'� DATE - CHECKED BY, ` / G�Z 1 .CI�..J IQV<L.0Pt— Or -.. '-7M /Nov 1900 i I `n • I. ` zsz 78' • �Oh1 II Ziff �DfIE-C r75 ST Try! ��Zl/�I.rNF�rGU �2t-r.U�c.0 T< I 311 2s JOB NO. C.LLCOUti0n5 EDa ��•J ^- • .' V/ 7--/,V c- DATE SHEET _ cc m S a - /. ?5 `/a / �SC.F 60 x?o eC� �il1V. G aL r of 2C G<v�E2IEL75 - 5070,y' • 15ii-1:L.� f2C/-1 � �',.� ,�=1�LGS " �•ST %ZO�,'7 /Jo127r I�CCIe,D / -/r-) S61AJ Isle _ /.320 . �V I OT H i = 2,zS (9 = z gip_ 119. cfs ywt�, 100ye ✓ — DESCRIPTION OF AREAS DRAINING TO STORM SEWER SYSTEM 33 / `, Q-a' w to Pats Ao ld-.03 Pad Mdyys c' "w.. , f -- par,d RJcax �„�' VuiMs r I a httf � " G �cs - O I. 57.arY-e-- QI :#4.5 nlr� 01 Sticicls 5�- ad�acN� -b woyo, `Nhu1 Po� F6W ;s `hS�,cLls � mly. Arco= I..s2 }4crrs CAs mwWc.� 6y pltni•..iu� yS,iz I i = CI.37 C1.1 l "^S � b' 1 1 �� 5•Ti�%hr. V4.�w. �lT- GC V= LS T-= _ 1+2.O TJ-=6-136,% -Tc- r7t Cl2 =.55 3Q 311(�{�yLutx � o,+I,,+. t"�,v�.c� br s{Ya, cru Eny;Ac.ls _ '2' fa- py-d .olri . a4le� >toc4cr\ - "J ® I\k>�A 1 of 4 .; 1 JJ A;;a In iG�6t?Y+ WO(2j& P4a� 2^J =,I�n� (irAiAG�e. CGI[u�ufllT�. S,& 6p%"Oa Rrcu. - -3J hors Tc= ac� Ep. Sew ¢x� bt `3` (:a- JnSln6�e a�cl band�i7_ Pr') of Qr,"Onr1 zeV, IL Pr:VG}c LD-'Ve- no} 1G VnJucw I'n Oaks Cr-, C icc T2Vcl sc..drarop Aref. A-7Acr--s T= 16' :z =1m;A -ssl.Iq, v=s0/5 L=23oTt. 1.9m.n .TLC Sr++ rx.& E A/�a WIALK• Y of 0L3 5zvtn Oaks Qo� A A,*' a'OJ1 J pig -. •{ ; i un b �b�.F . cN;CZ TraJJ Cab-IzsrLs �� A , vvx�- _ A= o-22 moor s 4-P obwsi G^Ifb. �-�' 7.�7 � �. i i.7 ✓�.2L�%r.7 � � �S �r T'r ��fNA :G� pRvn ZZCo.2: • n scur-C'e- CAS=0.S ® ?ham i5 fi��e pa,a ;not S�iYa��r oil See- Eiyklo,} S-A o.s I (� ti3 P`"`� 3 Sov�n xcs Ruds.+,y o�,fl& p;Pe --- -� Sex. Q- =4-4 o, Vems} s;de- of Flow 'u Fes. n,,-}h `h o� Q chMcn,) A = 68o' x3z = o-s Acrc5 7t --9 5- 1Io L. 68o V Tc= 6.s usc. Q= Cog_ s1G�2.5) CS-SiCo-s� = 4.4e.�3 ,.o See Exh'b;} '7-R Q$.Sec Sn1t o'\ �✓}{, 5 G �, c�S i nS V Calms. i R, Pvt \ I S_ Sti jJs A� warn } 6of l3• t�< bi L--4 dw-Jup � A = 2.1 gcre-s S= _4 90 O-ms six = 290 = aN So w sij, ofFb^bc o G E C� may 6 `j 6 4r-cA = 43o' x 4-z' = 0 4L Acres © (Y1ov r;d9c , r`+S Lea" to,11 � 12 5— ,d A Cm in Pam, &,p} Gf Q lot- -S� Q.ilc� p;pc fo- 6 �rrb�.}o„ RanBc- lays} Gh r1i 6a- Exk.Ioi ' I0 -A' 5 • oil = to.- a�4 ® hrr_c, 04 (o- Aces_ 6)ae e- dreg., "s usca -b co.-{ I a (lo.,y t° Zyczr- �isL.yo_ (* OF 5:C 2 .yam,- -em\xc ,u_ ^F9 . �tj �ier,ela_Pa�c p (i�a lcr. rrlcts= 23c�s 25cf--,+i-5cf�, �:SC•, ca66�s ones d a=-21cf5 GN IYS m+l crza P I.52 +k�s CsL.: ads r 2,4 a� s C _U 4.32 Rcrxs �G CR'8c ll = {1 IV,'$ n S = 5."7 inl iv` 4.3 Q=0.4-7 (S'1il(+.12): 14•5 y HYDROLOGY FOR UDSEWER ANALYSIS � u d Y `m M a a o L L _T � U N L w N c U 9 a E E Z C d Z m m Ta 0 U f11 0 a Y t9 w N N N U C (D C � U � Q1 g 3 o 0C a � E o m N o U U ~ E M E o `m � LL a m m a > � C C > tom. f- J L y m rn d > O m w O o > 3 LL C N t_ N o m row' V � J N O N O L O N C � N C O N m J N C O U C O 'af U N ti � a h E F"E a cJ� w '�_ o H m � A m U C C a V 4l C O 'H J "O t0 C0o > 0 U > A C m � O. L V L .F O CD m o .3 o + N a T U tp d v m r O L O + o N N > C m o) L cco N 3 m Q .�_. N'1 rj a U) N CR N ] f / 3 � @ \ ƒ E \ (n R E J _ .#,!;!!-0 ; 2!!!;! ] !- |!!l9 )/!aL \ }« }]|§;) \\!§ o § ] |I!!|!!!)#!! &{ {{{�c}}}}§ • y� • • • REPORT OF STORM SEWER SYSTEM DESIGN • • USING UDSEWER-MODEL VERSION 4 • DEVELOPED BY • JAMES C.Y. GUO ,PHD, PE • DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER • IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT • DENVER, COLORADO • *** EXECUTED BY DENVER CITY/COUNTY USE ONLY ..................................... • ON DATA 11-01-1997 AT TIME 12:36:42 • *** PROJECT TITLE RELEASE FROM WESTFIELD PARK + BURR PROP. = 4CFS • • * RETURN PERIOD OF FLOOD IS 100 YEARS *** SUMMARY OF HYDRAULICS AT MANHOLES • • ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS • ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION • ------------------------------------------------------------------------------- MINUTES INCH/HR CFS FEET FEET • 0.10 0.00 0.00 0.00 50.05 5072.81 5072.06 OK. • 1.00 200.00 195.26 0.25 50.05 5077.78 5072.43' OK 2.00 195.00 194.51 0.26 50.05 5076.97 5073.49 OK • 3.00 10.00 57.50 1.45 14.50 5075.31 5074.21 OK 4.00 5.00 18.18 2.90 14.50 5075.31 5074.47 OK • 5.00 180.00 197.12 0.23 42.21, 5076.14 5075.24 OK • 6.00 175.00 196.33 0.24 42.21 5077.23 5076.50 OK' • 7.00 10.00 218.24 0.06 0.55 5078.70 5077.05 OK 8.00 5.00 211.76 0.11 0.55 5078.70 5077.05 OK 9.00 160.00 194.07 0.26 41.66 5077.91 5077.43 OK • 10.00 155.00 194.11 0.26 40.31 5078.05 5077.72 OK 11.00. 150.00 197.04 0.24 35.28 5079.49 5078.69 OK 12.00 20.00 221.76 0.03 0.50 5082.42 5079.08 OK • 13.00 15.00 220.78 0.03 0.50 5080.99 5079.09 OK 14.00 10.00 218.82 0.05 0.50 5081.00 5079.14 OK • 15.00 5.00 212.94 0.10 0.50 5081.00 5079.14 OK 16.00 10.00 218.82 0.05 0.50 5081.50 5079.08 OK • 17.00 5.00 212.94 0.10 0.50 5081.50 5079.08 OK 18.00 115.00 189.13 0.30 34.78 5081.67 5079.52 OK • 19.00 10.00 172.94 0.44 4.40 5080.23 5079.94 OK • 20.00 5.00 121.18 0.68 4.40 5080.23 5079.96 OK • 21.00 100.00 186.58 0.32 32.41 5080.57 5080.15 OK 22.00 95.00 203.89 0.18 16.81 5081.65 5080.41 OK .. 29.00 10.00 219.65 0.04 0.43 5083.00 5080.86 OK • 30.00 5.00 214.59 0.09 0.43 5083.00 5080.88 OK 23.00 80.00 200.62 0.20 16.38 5082.38 5080.59 OK 31.00 10.00 214.47 0.09 0.87 5082.80 5081.69 OK • 32.00 5.00 204.24 0.17 0.87 5082.80 5081.77 OK 35.00 60.00 194.29 0.26 15.51 5081.60 5080.75 OK 24.00 55.00 213.56. 0.09 5.21 5082.42 5080.84 OK 36.00 30.00 209.02 0.13 4.00 5086.60 5084.28 OK . 37.00 25.00 205.88 0.16 4.00 5090.89 5088.78 OK 38.00 20.00 201.18 0.20 4.00 5094.53 5092.00 OK . 39.00 15.00 193.33 0.27 4.00 5098.35. 5093.75 OK 25.00 10.00 177.65 0.40 4.00 5101.20 5094.13 OK 26.00 5.00 130.59 0.80 4.00 5101.20 5094.22 OK • 27.00 20.00 217.59 0.06 1.21 5084.00 5080.90 OK 28.00 15.00 215.22 0.08 1.21 5086.00 5082.17 OK 33.00 10.00 210.47 0.12 1.21 5087.00 5085.64 OK • 34:00 5.00 196.24 0.24 1.21 5087.00 5085.64 OK 40.00 65.00 .196.63 0.24 15.51 5082.00 5080.72 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION • *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------ --------------------------------------------- ------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING • ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH • - ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) --------------------------------------------------------------- . 10.00 1.00 0.10 ROUND 39.29 42.00 42.00 0.00 . 20.00 2.00 1.00 ROUND 44.54 48.00 42.00- 0.00 30.00 3.00 2.00 ROUND 15.24 18.00 - 18.00 0.00 • 40.00 4.00 3.00 ROUND 20.89 24.00 18.00, 0.00 • 50.00 5.00 2.00 ROUND 37.97 42.00 36.00` 0.00 60.00 6.00 5.00 ROUND 39.59 42.00 36.00- 0.00 • 70.00 7.00 6.00 ROUND 5.25 6.00 15.00 0..00 • 80.00 8.00 7.00 ROUND 6.12 8.00 15.00 0.00 90.00 9.00 6.00 ROUND 33.27 36.00 36.00 0.00 100.00 10.00 9.00 ROUND 34.90 36.00 36.00 0.00 • 110.00 11.00 10.00 ROUND 37.53 42.00 36.00 0.00 120.00 12.00 11.00 ROUND- 6.95 8.00 15.00 0.00 130.00 13.00 12.00 ROUND 6.35 8.00 15.00 0:00 • 140.00 14.00 13.00 ROUND 8.00 8.00 6.00 0.00 150.00 15.00 14.00 ROUND 5.91 6.00 8.00 0.00 160.00 16.00 11.00 ROUND 5.81 6.00 15.00 0.00 • 161.00 17.00 16.00 ROUND 5.91 6.00 15.00 0.00 170.00 18.00 11.00 ROUND 34.77 36.00 36.00 0.00 180.00 19.00 18.00 ROUND 11.40 12.00 18.00 0.00 • 190.00 20.00 19.00 ROUND 13.36 15.00 18.00 0.00 200.00 21.00 18.00 ROUND 33.38 36.00' 36.00 0.00 210.00 22.00 21.00 ROUND 36.35 42.00 36.00 0.00 • 274.00 29.00 22.00 ROUND 3.83 6.00 6.00 0.00 271.00 30.00 29.00 ROUND 5.58 6.00 6.00 0.00 • 220.00 23.00 22.00 ROUND 25.96 27.00 36.00 0.00 • 273.00 31.00 23.00 ROUND 4:,64 6.00 6.00 0.00 • 70 272.00 32.00 31.00 ROUND 7.27 8.00 6.00' 0.00 • 277.00 40.00 23.00 ROUND 28.97 30.00 36.00 0.0'0 230.00 24.00 35.00 ROUND 16.90 18.00 36.00 0.00 240.00 36.00 24.00 ROUND 12.85 15.00 15.00 0.00 • 241.00 37.00 36.00 ROUND 12.66 15.00 15.00 0.00 242.00 38.00 37.00 ROUND 13.50 15.00 15.00 0.00 243.00 39.00 38.00 ROUND 14.68 15.00 15.00 0.00 • 244.00 25.00 39.00 ROUND 14.68 15.00 15.00 0.00 • 250.00 26.00 25.00 ROUND 14.68 15.00 15.00 0.00 260.00 27.00 24.00 ROUND 9.37 10.00 18.00 0.00 • 270.00 28.00 27.00 ROUND 8.98 10.00 18.00 0.00 • 276.00 33.00 28.00 ROUND 7.86 8.00 15.00 0.00 275.00 34.00 33.00 ROUND 8.23 10.00 15.00, 0.00 • 278.00 35.00 40.00 ROUND 25.44 27.00 36.00 0.00 • • DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET • REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. • SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. . FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, • EXISITNG SIZE WAS USED • • ------------------------------------------------------------------------------- • SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS - -------------------- --------- -------- ---------------- ---------------- 10.0 50.0 60.0 2.44 6.98 2.20 7.84 5.20 0.82 V-OK 4 20.0 50.V 42.9 3.50 5.20 2.20 7.84 5.20 0.00 V-OK •� . 300 14.5 22.7 0.87 13.61 1.37 29.55 8.21 2.83 V-OK 50.0 42.2' 36.7 3.00 5.97 2.12 2.71 5.97 0.00 V-OK C 60.0 42.2' 32.9 3.00 5.97 2.12 7.89 5.97 0.00 V-OK •�yV' 70.0 0.6 9.1 0.21 4.08 0.31 175.49 0.45 1.89 V-OK • ` 90.0 411.7 51.6 2.04 8.112 2.12 0.10 5.89 1.06 V-OK • c� 100.0 40.3 43.9 2.26 7.05 2.12 7.78 5.70 0.83 V-OK 110.0 3 31.7 3.00 4.99 1.93 8.41 4.99 0.00 V-OK 120.0 0.5 3.9 0.30 2.18 0.30 152.26 0.41. 0.83 V-LOW • 30. 0.5 5.0. 0.27 2.59 0.30 2.16 0.41 1.05 V-LOW 140.0 0.5 0.5 0.67 1.43 0.34 2.81 1.43 0.00 V-LOW • 150.0 0.5 1.1 0.31 3.13 0.34 2.81 1.43 1.12 V-OK • 160.0 0.5 6.3 0.24 3.06 0.30 2.16 0.41 1.32 V-OK 161.0 0.5 6.0 0.24 2.97 0.30 2.16 0.41 1.27 V-LOW • 170.0 34.8 38.3 2.24 6.14 1.91 0.11 4.92 0.73 V-OK • 180.0 4.4 14.9 0.56 7.35. 0.81 35.74 2.49 2.01 V-OK 190.0 4.4 9.8 0.71 5.38 0.81 4.52 2.49 1.28 V-OK • 200.0 32.4 39.8 2.06 6.27 1.84 0.97 4.59 0.81 V-OK • 210.0 16.8- 16.4 3.00 2.38 1.32 10.78 2.38 0.00 V-LOW 274.0 0.4 1.4 0.19 6.38 0.33 120.89 2.19 3.01 V-OK 271.0 0.4 0.5 0.35 2.97 0.33 3.09 2.19 0.94 V-LOW 220.0 -16.4 39.3 1.35 5.30 1.31 0.15 2.32 0.92 V-OK • 273.0 0.9 1.7 0.25 8.82 0.45 88.05 4.43 3.50 V-OK 272.0 0.9, 0.5 0.50 4.43 0.45 4.68 4.43 0.00 V-OK • 277.0 15.5 27.8 1.60 4.04 1.28 0.30 2.19 0.63 V-OK • 230.0 5.2 39.3 0.74 3.86 0.77 10.91 0.74 0.94 V-OK 240.0 4.0 6.1 0.74 5.28 0.81 6.22 3.26 1.18 V-OK 241.0 4.0 6.3 0.72 5.44 0.81 4.77 3.26 1.24 V-OK • 242.0 4.0 5.3 0.81 4.76 0.81 4.77 3.26 1.00 • 243.0 4.0 4.3 0.96 3.94 0.81 4.77 3.26 0.71 244.0 4.0 4.3 0.96 3.94 0.81 4.77 3.26 0.71 250.0 4.0 4.3 0.96 3.94 0.81 4.77 3.26 0.71 • .. 260.0 1.2 6:9 0.42 2.94 0.44 9.38 0.68 0.94 270.0 1.2 7.8 0.40 3.19 0.44 2.84 0.68 1.05 276.0 1.2 6.8 0.36 4.18 0.45 3.09 0.99 1.46 • 275.0 1.2 6.0 0.38 3.83 0.45 3.09 0.99 1.29 278.0 15.5 39.3 1.31 5.23 1.28 0.42 2.19 0.92 . FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS -------------------------------------------------------------------=-- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM • °s (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 10.00 0.41 5070.33 5069.81 3.95 -0.50 NO • 20.00 0.21 5070.45 5070.33 3.02 3.95 OK 30.00 5.37 5072.33 5071.59 1.48 3.88 OK 40.00 1.00 5072.33 5072.33 1.48 1.48 OK . 50.00 0.35 5071.64 5070.45 1.50 3.52 OK 60.00. 0.28 5072.39 5071.64 1.84 1.50 OK 70.00 2.27 5073.85 5073.46 3.60 2.52 OK • 80.00 1.00 5073.85 5073.85 3.60 3.60 OK 90.00 0.69 5073.12 5072.39 1.79 1.84 OK 100.00 0.50 5073.39 5073.12 1.66 1.79 OK • 110.00 0.26 5074.06 5073.39 2.43 1.66 OK 120.00 0.42 5075.32 5074.89 5.85 3.35 OK 130.00 0.68 5075.89 5075.32 3.85 5.85 OK • 140.00 0.00 5076.29 5076.29 4.04 4.03 OK 150.00 1.00 5076.29 5076.29 4'.04 4.04 OK 160.00 1.09 5076.41 5075.83 3.84 2.41 OK . 161.00 1.00 5076.41 5076.41 3.84 3.84 OK 170.00 0.38 5074.67 5074.06 4.00 2.43 OK 180.00 2.33 5077.84 5077.29 0.89 2.88 OK • 190.00 1.00 5077.84 5077.84 0.89 0.89 OK 200.00 0.41 5075.08 5074.67 2.49 4.00 OK 210.00 0.07 5075.10 5075.08 3.55 2.49. OK • 274.00 7.52 5079.09 5075.10 3.41 6.05 OK' 271.00 1.00 5079.09 5079.09 3.41 3.41 OK 220.00 0.40 5075.69 5075.10 3.69 3.55 OK • 273.00 10.96 5081.24 5077.51 1.06 4.37 OK • 272.00 1.00 5081.24 5081.24 1.06 1.06 OK 277.00 0.20 5075.85 5075.69 3.15 3.69 OK 230.00 0.40 5077.66 5076.31 1.76 2.29 OK • 240.00 1.01 5083.47 5079.41 1.88 1.76 OK 241.00 1.10 5087.97 5083.57 1.67 1.78 OK 242.00 0.78 5091.18. 5088.06 2.10 1.58 OK • 243.00 0.50 5092.78 5091.28 4.32 2.00 OK 244.00 0.50 5094.00 5092.94 5.95 4.16 OK 250.00 0.50 5094.00 5094.00 5.95 5.95 OK • 260.00 0.50 5079.36 5077.86 3.14 3.06 OK 270.00 0.63 5081.73 5079.45 2.77 3.05 OK 276.00 1.28 5084.39 5084.33 1.36 0.42 NO • 275.00 1.00 5084.39 5084.39 1.36 1.36 oK 278.00 0.40 5076.15 5075.94 '2.45 3.06 OK • • OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF .5 FEET V_OK V-OK V-OK V-OK V-LOW V-OK V-OK V-OK V-OK 71 SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION ------------------------------------------------------------------------------- FEET FEET FEET FEET FEET FEET 10.00 127.77 0.00 5073.83 5073.31 5072.43 5072.06 SUBCR 20.00 58.23 0.00 5073.95 5073.83 5073.49 5072.43 PRSS'ED 30.00 13.77 13.77 5073.'83 5073.09 5074.21 5073.49 PRSS'ED 40.00 0.10 0.10 5073.83 5073.83 5074.47 5074.21 PRSS'ED 50.00 340.53 340.53 5074.64 5073.45 5075.24 . 5073.49 PRSS'ED 60.00 266.48 266.48 5075.39 5074.64 5076.5Q 5075.24 PRSS'ED 70.00 17.15 17.15 5075.10 5074.71 5077.05 5076.50 PRSS'ED 80.00 0.10 0.10 5075.10 5075.10 5077.05 5077.05 PRSS'ED 90.00 105.86 105.86 5076.12 5075.39 5077.43 5076.50 PRSS'ED 100.00 53.85 53.85 5076.39 5076.12 5077.72 5077.43 PRSS'ED 110.00 258.14 258.14, 5077.06 5076.39 5078.69 5077.72 PRSS'ED 120.00 103.21 103.21 5076.57 5076.14 5079.08 5078.69 PRSS'ED 130.00 83.99 83.99 5017.14 5076.57 5079.09 5079.08 PRSS'ED 140.00 31.09 31.09 5076.96 5076.96' 5079.14 5079.09 PRSS'ED 150.00 0-.10 0.10 5076.96 5076.96 5079.14 5079.14 PRSS'ED 160.00 53.07 53.07 5077.66 5077.08 5079.08 5078.69 PRSS'ED 161.00 0.10 0.10 5077.66 5077.66 5079.08 5079.08 PRSS'ED 170.00 161.34 161.34 5077.67 5077.06 5079.S2 5078.69 PRSS'ED 180.00 23.61 23.61 5079.34 5078.79 5079.94 5079.52 PRSS'ED 190.00 0.10 0.10 5079.34 5079.34 5079.96 5079.94 PRSS'ED 200.00 100.51 100.51 5078.08 5077.67 5080.15 5079.52 PRSS'ED 210.00 28.14 28.14 5078.10 5078.08 5080.41 5080.15 PRSS'ED 274.00 53.05 53.05 5079.59 5075.60 5080.86 5080.41 PRSS'ED 271.00 0.10 0.10 5079.59 5079.59 5080.88 5080.86 PRSS'ED 220.00 146.68 146.68 5078.69 5078.10 5080.59 5080.41 PRSS'ED 273.00 34.04 24.32 5081.74 5078.01 5081.69 5060.59 JUMP 272.00 0.10 0.10 5081.74 5081.74 5081.77 5081.69 PRSS'ED 277.00 79.70 79.70 5078.85 5078.69 5080.72 5080.59 PRSS'ED 230.00 337.49 337.49 5080.66 5079.31 5080.84 5080.75 PRSS'ED 240.00 399.72 18.67 5084.72 5080.66 5084.28 5080..84 JUMP 241.00 400.00 0.00 5089.22 5084.82 5088.78 5084,28 JUMP 242.00 400.00 0.00 5092.43 5089.31- 5092.00 5088.78 SUBCR 243.00 300.00 0.00 5094.03 5092.53 5093.75 5092.00 SUBCR 244.00 212.05 0.00 5095.25 5094.19 5094.13 5093.75 SUBCR 250.00 0.10 0.00 5095.25 5095.25 5094.22 5094.13 SUBCR 260.00 300.00 300.00 5080.86 5019.36 5080.90 5080.84 PRSS'ED 270.00 362.01. 0.00 5083.23 5080.95 5082.17 5080.90 JUMP 276.00 4.70 4.23 5085.64 5085.58 5085.64 5082.17 JUMP 275.00 0.10 0.10 5085.64 5085.64 5085.64 5085.64 JUMP 278.00 51.30 51.30 5079.15 5078.94 5080.75 5080.72 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS % _________________________________________________________________________ UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE :.,SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY •...,::D NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID • FT ------------------------------------------------------------------------- 10.0 1.00 5072.85 0.37 1.00 0.42 0.00 0.00 0.10 5072.06 • 20.0 2.00 5073:91 0.64 1.00 0.42 0.00 0.00 1.00 5072.85. 30.0 3.00 5075.26 0.30 1.00 .1.05 .0.00 0.00 2.00'5073.91 40.0 4.00 5075.52 0.00 0.25 0.26 0.00 0.00 3.00 5075.26 • 50.0 5.00 5075.79 1.57 0.05 0.03 0.25 0.28 2.00 5073.91. 60.0 6.00.5077.OS 1.23 0.05 0.03 0.00 0.00 5.00 5075.79 70.0 7.00 5077.05 0.00 1.00 0.00 0.00 0.00 6.00 5077.05 • 80.0 8.00 5077.05 0.00 0.25 0.00 0.00 0.00 7.00 S077.OS 90.0 9.00 5077.97 0.48 0.05 0.03 0.25 0.42 6.00 5077.05 100.0 10.00 5078.22 0.23 0.05 0.03 0.00 0.00 9.00 5077.97 • 110.0 11.00 5079.07 0.83 0.05 0.02 0.00 0.00 10.00 5078.22 120.0 12.00 5079.08 0.01 1.00 0.00 0.00 0.00 11.00 5.079.07 130.0 13.00 5079.09 0.01 0.08 0.00 0.00 0.00 12.00 5079.08 • 140.0 14.00 5079.17 0.06 0.50 0.02 0.00 0.00 13.00 5079.05 150.0 15.00 5079.18_ 0.00 0.25 0.01 0.00 0.00 14.00 5079.17 160.0 16.00 5079.08 0.00 0.30 0.00 0.00 0.00 11.00 5079.07 . 161.0 17.00 5079.08 0.00 0.25 0.00 0.00 0.00 16.00 5079.08 170.0 18.00 5079.89 0.51 0.05 0.02 0.25 0.29 11.00 5079.07 180.0 19.00 5080.04 0.05 1.00 0.10 0.00 0.00 18.00 5079.89 • 190.0 20.00.5080.06 0.00 0.25 0.02 0.00 0.00 19.00 5080.04 200.0 21.00 5080.48 0.27 0.05 0.02 0.25 0.29- 18.00 5079.89 210.0 22.00 5080.50 0.02 0.05 0.00 0.00. 0.00 21.00 5080.48 • 274.0 29.00 5080..94 0.36 1.00 0.07 0.00 0.00 22.00 5080.50 271.0 30.00 5080.95 0.00 0.25 0.02 0.00 0.00 29.00 5080.94 :20.0 23.00 5080.67 0.10 0.05 0.00 0.25 0.07 22.00 5080.50 • 273.0 31.00 5081.99 1.02 1.00 0.30 0.00 0.00 23.00 5080.67 272.0 32.00 5082.07 0.00 0.25 0.08 0.00 .0.00 31.00 5081.99 277.0 40.00 5080.79 0.05 0.05 0.00 0.25 0.06 23.00.5080.67 • 230.0 24.00 5080.85 0.02 0.05 0.00 0.00 0.00 35.00 5080.83 240.0 36.00 5084.44 3.42 1.00 0.16 0.00 0.00 24.00 5080.85 241.0 37.00 5088.54 4.49 0.05 0.01 0.00 0.00 36.00 5084.44 • 242.0 38.00 5092.16 3.21 0.05 0.01 0.00 0.00 37.00 5088.94 243.0 39.00 5093.92 1.75 0.05 0.01 0.00 0.00 38.00 5092.16 . 244.0 25.00 5094.29 0.37 0.05 0.01 0.00 0.00 39.00 5093.92 • 250.0 26.00 5094.39, 0.05 0.25 0.04 0.00 0.00 25.00 5094..29 260.0 27.00 5080.91 0.05 0.05 0.00 0.25 0.01 24.00 5080.85 270.0 28.00 5082.17 1.26 0.05 0.00 0.00 0.00 27.00 5080.91 ' • 276.0 33.00 5085.65 3.42 0.28 0.00. 0.50 0.05 28.00 5082.17 275.0 34.00 5085.66 0.00 0.25 0.00 0.00 0.00 33.00 5085.65 278.0 35.00 5080.83 0.03 0.05 0.00 0.00 0.00 40.00 5080.79 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. • FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K • FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. � sxr 7 FCiE 0cPCHO EtAtiwAr L e•' / \ xw�DS LE A<" aAca SIT F 7�r 9CLc.t _ L 7 Tr EXs 4 WALK v • � � / - � \�' � \ i - � ' � � ' FArNC NE P.:v.ErIL _ _ _ _ _ _ , sc 80.1 \ TO BE N£W GRACE - • - / 1 l ] SSRVWATER CrNICN CN PO 'A' A.c FLUKE PAW.NC- • / - �1 I\1 I dC al.z • c - _ n w \ EU Ei OE-- 41E-7 7. E^:.�J - �N=r_L1,75 / dC ti0 OF C:F� •�t�6: '•I l SEE CE7A1L SHE= 7, I ¢] I CCM4T OF • .� i - }_ .\ A1HAL7 CC?l=RJC)CN .3C a:JS �- � I CllRE < � ----------------- nur. �clv o d _ (I f /TC I O PA - C7.9 \\ a_ a:. /------- c;as CUT • � t �'� ` � '. / i, 14 � �-r-.2..- -r�� ply s�.r.\ . I' \ \\ SI CFr v< 'Oai,(.s w�_ PIuS Ga-ryrrxrcj I • \ \�\ i �� i I FCR FL' I7� A 0 �, L; SO \ \ \ I 4 w \ FUiUP PE BUILDING �/ o • / / , -\ \ \ FINi�,cD FICOi; - - - - - 30 ■ n. IC X V ACC P1uP j \ / ar �6T,' cxs ! I • (s_A _ - r +N Fy Ua.- � .+ ♦ _ // \ I \ I -FCR FUILTtt PAR.`CNC I c a LNO CF =P a- SEVEN OAKS EM 1 / I rc • , c�l�� �_ AKl_ ACAD_� \�' ej • l I �� A i^IAt ,C'r5�'CiN , i. - I /. I - Y.. ._7, .r--� _ -I (SS I \ \ APE cr Er A a �- w = I (rA+ 1 Ca CJP+t_rw =vi I t I G PAJ d \ _ • '_ '1�C� ,I.l .' rl l,t .o e n,. \ _` \+..-CV.PFC A7 qzx ; `.I CHOICE RAVEL �I I • - - I 1 n. '! f `•... _ `Ric? W L071.4 I; �-3EY"c'4C- 51? WAr I t \ �'�' CU Y.v %'c7-�. l / 1 NY 2ry • \ \ �I �. _ L'�E WAS �� , Ts Lm y s <\ 9 I I I • j 1 I AC . sa crxA� Ft�R,p vw » c� 7 I \ •- • !! >"— _\ , — \ . I/aC 79.91 71.E15 ISM RC? 57CPo1 . i — --- - -- —= -—L--- ASPHALT I CNCRETE T ASPHAL PARKING SIDEVALK PARKING LIST OF PENSIONS / f / 1W \� ---,TRICfR�QND - DRIVE J68 ROW) CO RF _ �RBMi — — — — —= S9N----_ __ 20% ,• — METAL CHASE EXISTING a� / / Q' _ / EgSiINGr' WALK $ y/a PAN RAISED SIDEWALK DETAIL NIS 6 PAN \/ / / 16 DATE / 0 � a N / / 2/13/02 2 6 10 L F. 4" OUTLET TOP OF WALL SCALE 10 - 2W / MATCH/ O m PIPE ® 2.0% ELEV. 5081.00 / / CURB,,,, 2 �, VARIES DESIGN JNC / DETENTION POND "B" CADD WBT / b2.ia 00 B� 80.5� IHW ELEV. = 80.60 BOTTOM 50 VALE R Oj , '0 60 1 �o / / ?a ` I VARIES VARIES 10' 4' MIN. ELEV: 5076.30 CHECK 1W / J a� e / 7729 6' MIN, DEPTH A9 E 1 VERFIOW POND '8" TOPSOIL ry" CURB FLOWLINE 6' MIN, DEPTH /P 4., o l S /6.29 ASTM C33 SAND � 6' MIN, DEPTH I 1 61M5� I 3/4' 0 WASHED ROCK gTCH 2 e / INVERTED / y` 92.2A URB II /`y/ WW �p PIPE INV. ELEV. 76.04 CROWN e3',9. ROOF_ORNN ROOF MAIN 5' TO a HDPEP TO WALE I P 0 PERFORATED PIPE II I V/ FILTER FABRIC SOCK A —A sEcnaM A -A LOT 3 B "is PROPOSED BUILDING I %27 � I 3D so6 unit No. 2oHve / \ 1 HP Fort Collins. Co. (nxn') POND CROSS SECTION DETAIL 80526-5973 (5,929 SF) _ 9937 \Qlc\\ 11 3507 RICHMOND DRIVE NTs Micse a £i ai iei-19M EXISTING / ,0 1 FINISHED FLOOR PARKING LOT ELEVATION 5082.20 E-Male eeffolvn.* 4 NOTE: 1 IN THE NO ARE SHOWN AT 1A INTERVALS EXCEPT EXISTING _ f � SEVEN OAKS � p�F 1 IN THE NORTH PARKING AREA WHERE THEY ARE y ACADEMY . 5. TO a ORMANP TMADF LC n 5, 11 P�'I SHOWN AT 0.5' INTERVALS. CHILD DEVELOPMENT \ ER LOT / . 6ya C 10,080 SF* (ONE STORY) �p���F� Q Z \ � / (3513 RICHMOND DRIVE) / / - LEGEND x FINISHED FLOOR / 1 RETAINING I I I W 0 ELEVATION=5084.60 DUVALL CURB F Q //O2 INFALL CURB N . 2 a,.5 IOU T Mai\ \ \ / . II / .r•,•. / WITAHTE RIFIC /,,.: PROPOSED/EXISTING CONTOUR H J ?z _ - / ( MANHOLE NO. 1 -^— DIRECTION OF FLOW } V EL r G8 GRADE BREAK W 1- Z / 6-FOOT I • - - / L \\\\ POND WATER SURFACE W a O O \ / /5 PRIVACY +� C Q I�Q FENCE PROPOSED UTILITY & DRAINAGE EASEMENT Q Q NL�D (a)W ,Oea— 3e 0 20 40 DO Q CO3 Q O •� , \ e'250 SCALE: 1"=20' O DETENTION POND "\_ a Z NW ELEV. = 81.00Lu UTILITY PLAN APPROVAL C > EXISTI 6' PAN CITY OF FORT COLLINS. COLORADO W APPROVED: City Enylnee. a Lu CHECKED BY H _ — — — — — — — ems► _ � �� � Water and Woodland" Utility u.—i. / Lu CHECKED BY' ASSOCIATES IN FAMILY a� swrn.ete. Otwy 0.0 FPRNUMKRSCHRADER'SMEDICINE P.U.D. / COUNTRY STORE Ct�cKeO eY Pe.A. eoa Rer..unn asLOT 1CID:CKCD BY CHECKED BY ANN y' / \/ WAY / EEXIPANG / RA YNOW d 5'.]' TRANCF(1RMFR ,)AN NAME 1 i /SE \� SYNC KISTING EDGE 0\ \ \ F PAVEMENT \� \ Y / AIAA �\ 0 ASSOCIATES IN FAMILY MEDICINE P.U.D. _ P 'e-- — — — —_{ - MAI ANY p_6��e�sef�mJ RICHMOND DRIVE (68 ROW) 7 EXISTING 8' PAN 0 20 40 ISO SCALE: 1"CI 1. OI15 THE CWUCTM EN ME ELOPER ARE RESPONSIBLE FOR TRUNTMHRp IR EROSION ANDSEDIMENTATION PROTECTION SMALL PRORRL SIPUCHOM CONTRACTOR ANTICIPATE LEGAL REARS WHICH ARE VULMRABIE 0 EROS" AND SHALL TAKE NECESSARY MEASURES TO PROTECT WOULD D CREOLE i THE CONTRACTOR SHELF TATHE oW OAS IMRS OF THE RNP040 DISNRBEDMEET PRIM BEGINNING ANY DIALECT MARNING THE SILT FENCE ]MALL BE AIXNLD i0 7 PELINEMADJACENT PROPC Y TOR FROBE ITEEFEED UN71L MECM ICIIx MEXTAI. WAY EYES COORDINATED WENT AND OBTAINED APPROVAL- FENCE! THE CITY Of FORT y. MFA]UREE SHI HE UNDERTAKEN TO FORT THE OFT -&HE W F KHOO AND DERRIS SPILLAGE FROM NICHOLAS ROADWTHE AYYSOAxO/M MUD DDEMOS SMALL SOLD STREER. i AT MULCHED ALM:YM A ALL DISNMED AREA NOT IN &ACTING, SIDEWUM. PAINTING OR IKUON-IRRIGAATED TURiF pRI SEEDED MTH pRgglT S. MSTALL STRAW BA C WRIER Al THE SENT OF CONSTRUCTION, CCORpxATE WITH WE COY OF FONT COUNS FDA REMOVAL. B. GENERAL EROSION CONTROL CONSTRUCTION PLAN NOTES. CRT Of FORT COLLIER, KEY HAD, n' COO NINSrtECIMMNOV HE MINISTERS LIA�EAST f I1WR5 PRIOR My CONSTRUCTION INNS SEE. B. ALL REOUIMD PERIMETER SILT FENCING SMALL BE INSTALLED PRIOR TO AN. ACTIVELY STMMI[RIC s GRADING, ETCLLERlALL o XER REomREO XOXNmL�SMEASMESO SW BE NSTALLED E APMOPE ATE IN PROJECT SCTEOULF CONSTRUCTION IN SUMMER SP,ANS, AND INDICATED IN CONTROL REPORT. C. PREMSTURBAME VEGETATION CLATE R PROTECTED AND RETAINED EMi xD VEGETATION Po ASN L LIMITED TO LEE MW E Of E CONSTRUCTION LIO RATIONS. AND FOR THEEA SHOR24TAINED R PRACICAL PERIOD OF TIME. 0. ALL SOILS EXPOSED OURINO LAND DISTURBING ACTIVITY (SIMPxc, CAUSED, TELEX INSTALLATIONS, FOUND, ETC.)SXALL WEKEPTIN A ROUGHEN CONDITION BY OR COVERS ALONG LAND CONTOURS UNTIL MULCH. REMAINATION. OR EWN XPS IN AREAS OUGODE ENGELKE OSED EXPOSED ANY LAND MIDLAND ACTSTREITYRIFOR MMEGHT OF ATO THANALL EROSION THIRTY paODRYS TEMPORARY(E.G SEED /MULCHUNDULATING,ETC.) PERMANENT LO. INSIALLUNLESS GERMATS[ APPROVED AN THE STORMATER UFFITY D. STORM DRAINAGE NOTES I THE RED AGO MIMMUNMED AT ALL 1MESEOURRMC CµORM LRUC�NECTIUP IS SO AS 70 PREVENT MNO- C SMALL, ALL AGENCIES ED IMMEDIATELY DISH AC DISCONTINUED WHERE FUGITIVE DUST IMPACTS ENT PROPERTIES, AS DEIRMMO BY THE CITY OF FORT COUGHS ENGINEERED PRIMER . F. ALL TEMPONISHEY (RUCIUPADLE EROSI CONTROL MEASURES INSPECTEDSMALL BE PAIRED OR RECONSTRUCTEDVENT IN ORDrAS NECESSAR CONTINUED AFTER DEATH RUNOFF ERFORMANCEP Gf THEIR INTEND D f NCTIDW ALL RETAINED SEDIMENTS, PA Y TIMEOWNURAAB ROAPHAY SURFACES, SMALL AT REMOVED AMD DISPOSED OF IN A MANNER AMD LOCATION SO AS Nor TO CRACKS THEIR WEELECAUSE INTO ANY ORA G OILE LE SHALL EXCEEDTTEN (10) FEET IN MIWII. ALL ILR1 OCKSULLS SHALL AD ECTTED FROM STEWART TRANSSILT NCME. xr SOL STM.EPILEG MMAMFTE INO AANDR PERIMETER W DAYS SHALL BE SAFETY AND MULCHED. R CITY ORDINANCE JPMHID" ME TRACKING. DIMPING. OR IIDPoDANY OTHER .ERML MANOR ONLY LERE MY ORFIRM ANY AM IT DEPOSMD WEMAL SHALL DI CUSTOMER �EOIMMEDIATELY BY THE CONTRACTOR. -IWIATED SEEDING AA, MILL SEEDED AND ROCKS INTEGRALS, 11 MILL SEED ALL NON-DRWTEO MUSES SEED BY MEANS MECHANICAL POWER DRAWN MILL SEEDERS (NOT MILLION OF ES SEED PACKER WHEELS :R MLG CAINS, SEED AL THE SHOWN. [ IN 0 ASSES ANGLES 1ONE ANOTHER ES SOW HALF ME SEED IN EACH PASS. PRMSOMARKERS O W07HER MEANS To ASSURE. XM SUCCR AN SEPARATED BY A ESSIVE SEEED STEPSUL THAN THE SPACE RETAINED! ERLAP IXE FENCE PLANTED BY THE EOUIPMEM BACE NO EING USED. CO NOT SEED DURING WINDY . 2 SLOGAN WAERI ETPIXEYF AREAS, GO NOT SON SEED IN TREE OR MULCHI O RECUIRED FOR TEMP. SEEDPo): MULCH FOLLOWING SOIL PMPAMTION. A. MULCH ALL AREAS "KIT NKEN EN DRILL OR BTN SI SEEDED. MIX INGREDIENTS TO FORM A XCMWEMOUS lEURXY. HE SJUN WLLEM, SPIRAY E MIXTURE UNIFOORMLYOYER ME DESIIURD =DEC AMA. R. i APPLIED SMALL RE APAT A RATE RECOMMENDED BV TXENMANUFACTURER. C. InNONO-WGLCMING SMALL DONE THE PRESENCE OF SURFACE ATERIrCCAR NIGH YULdwR. LY CIEu1 NSPSPRAY AREAS THE CITY OF FORT COLLINS SMALL. N07 BE RESPONSIBLE FOR THE MAINRNMCE OF LAWN INFLUENCE FACILITIES LOCATED ON PRIVATE PRMEWY. MAINTEMANCE OF ONSIIE ORAJNAOE FACILITIES SMALL. BE WE RESPoNABILIM1 M THE PRCPERTV OWNER(S). 2. ALL RECOMMEXOAHLO S OF THE FINAL DRAINAGE AND EROSION CONTROL KRONE FOR SEVEN OAKS ACADEMY LITTLE CORNS WREO 2-15-01 BY TEAM pWNEERINO. INC. SMALL BE FOLLOWED µ0 IMPLEMENTED. `. PRIOR 10 FINAL INSPECTION D ACCEPTANCE THE CITY Of EMT COLLINS.CERTIPICATIOX OF THE DMMGE ACIUTIES. BY A REGISTERED EMDNELP. MUST BY SUBMITTED 10 AMD APPROVED AT THE STORMWATER UEILOY DEPARTMENT. MPAFIGTION SHALL K SUBMRED TO THE S70RMWATER U21Ub HPAWMFAM ENT AT ISE O WEEKS PRIOR r0 THE RELEASE CEWIDCATE M OCCUPANCY FOR SINGER FAMILY OTHER. FOR COMMERCIAL PROPERTIES. CEWIFICATION SMALL ANY SUMMED TO ME STMMWATEN LIMITED DEPARMENT AT LEAST 1W0 WEEKS PRIM TO THE RELEASE OF ANY BUILDING EMIR IN EXCESS OF THREE OWED PARR 10 CENTIMETER PER ME DEVELOPMENT AMEEMENI. cMF1eK+MN Rmuaa EM SmWR wim FROMc MMKE R v.N. AM w .R� Mob:T .1 A �Ia mmA AN WW roe "Ime nn GB ee.. CV' A; o YIN WAWWW TPF upprYEAR m2 J! A A 0 ND I CONTROL INNING; AV MAX MAT MAT AM TOMMY SION aPRAU X, I MAT AN AN AM LIST A . NLY+.MR I LAW � Mn OWN .W „, M.WNs LEGEND FRUPOSED STETOR SEVER/MANIOLE B PROP ZWEXRTIRD INLET SILT FETCE l W INLET FILTER ® SERUM DALES II, UTILITY PLAN APPROVAL CITY OF PORT' COLLINS, COMD APPROVED: City RNpueeR aye CIHICIU:D BY' ♦Ata' sCd RubWebr OUNCE TWLK 9 :r f5i0 UST OF SATE 2/13/02 SCALE I' - 20' GERM JMC CADS MT CHECK ME 909 RlchnnonG DTIw Unit No. 2 Fart CONTRA, Co. 60526-59y3 WWIN: PFo 231-0937 Office WO 207-1970 ANY p]0 202-17w E-W'0: BUCESICXO O.edi9V.M GO Z Q 0 U Q ti J ZQ VI J Z Q. (A � 0 OZ W Be 0 00 0 Q 42 U r0 Q In M— YOC Q O Z W w Cn CNECKEO SwErmater TnMty BY ate PRQECT NUMBER )2B-0102 PAs and amesUeo a4 CBECKED BY SHEET NUMBER DATA CHECXED BY I OF 17 DTe ----- -f -+TT Ewsnxc aEaownu aulu"1lcs I 7______, III I I I ❑ ❑ ❑ ❑ ❑ I I jRHORSETOOTH COMMONS P.U.D. I O I I 6j \\\--_TJ-i � I I ti I I I I f y / \ ' a y T y \ i � I I I ----__-----7- =i--_------- J ) B 4SMl RN RICHMOND DRIVE 68 ROWS BASIN P1 - -------- - -------------------- - -------------- WEST HORSETOC ---------------- me srOL as naww,7 w - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - j POND SUMMARY \I DETENTION POND "A" (MAIN POND -SOUTHEAST CORNER OF SITE) DETENTION POND VEIN (NORTHEAST CORNER OF SITE) SPILL ELEVATION 5,081.50 SPILL ELEVATION 51080.60 100 YEAR FLOOD ELEVATION 5,081.00 100 YEAR FLOOD ELEVATION 51080.60 ORIFICE INVERT ELEVATION 5t075.97 ORIFICE INVERT ELEVATION 5,079.85 POND BOTTOM ELEVATION 5,077.29 BOTTOM OF ABSORPTION BED 5,076.01 POND DEPTH 0.75 FEET POND CAPACITY 143 CUBIC FEET POND DEPTH 3.71 FEET (4.90 FEET TO ORIFICE IN OUTLET BOX) RELEASE RATE 0.33 CPS POND CAPACITY 23,437 CUBIC FEET OUTLET 4" PIPE IN PARKING LOT CURB THROUGH EXISTING RELEASE RATE 0.50 CFS (0.39CFS FROM URGENT CARE) SIDEWALK CHASE ONTO RICHMOND DRIVE. OUTLET S X S OUTLETBOX WITH 3" CIRCULAR ORIFICE PLATE DISCHARGING INTO EXISTING 150 STORM DRAIN SPILLWAY CURB FLOWLINE AT ENTRY RADIUS. DISCHARGE ONTO PRIVATE DRIVE. SPILLWAY RAISED CONCRETE SIDEWALK AT RICHMOND DRIVE. DISCHARGE ONTO RICHMOND DRIVE. BASIN SUMMARY Dar etlm t'b > Runoff Discharge Point Pi Description Pl 1.5 PI Parcel 1 Associates in Family Medicine P.U.D. 1 0.6 1 Lot 1, The Market at Horsetooth Commons P.U.D. 2 0.7 2 Lot 2, The Market at Horeetooth Commons P.U.D. A 2.2 3 Lots 3A & 38. Seven Oaks P.U.D. B 0.1 4 Northeast Carrier of Lot 3B. Seven Oaks P.U.D. RS 1.5 5 South Half Richmond Drf a Part of Shields Street RN N/A 6 North Half Richmond Drive and Areas West HN 0.6 7 North Half Hareetooth Road Total 7.2 BASIN me SUMMARY Basin o°°ia"OB011 Area 1'�f0°1 ID�vgs Point Description aq�� (DFS Al .6 a Rear Private Drives to Concrete Pon 6.5 A2 .5 a Front of Existing Building to Inlet A 5.0 A3 .1 10 Parking Area to Inlet B 1.0 A4 1.0 3 Play Ground Area 10.1 Total a2 NOTES: 1. C=0.74 FOR BASIN A 2. T < 5 MINUTES FOR BASINS Al, A2, A3 & A4 QCONCENTRATION POINT FB_As_iN_21 BASIN DESIGNATION 11sissm BASIN BOUNDARY BASIN "A" SUB -BASIN BOUNDARY �-^► DIRECTION OF FLOW SUB -BASIN DESIGNATION 0 SUB -BASIN AREA UTILITY PLAN APPROVAL CM OF FORT COLWNS, C01/IRADO OY9:b�a�. City 1m91nee„ M. CHECK® BY' eV_ end llevtveter O{IYtr AY CHECKED BY' etam.our VWn) M14 CHECKED BY' wR..oa eae...uan me CHECKED BY: a.0 CHECIO;D BY one DST OF REVISIONS DAZE 2/13/D2 SCALE 1' - 40' DEVON M CARD MT DIEM AW 906 Richmond Drive Unit No. 2 Fort Celllnc. Co. W526-5975 01-11 aM: eio 1937 F<.: 970 ]e2-1790 E-"all: pNeauehe godl97.na1 W Z a z O J W J U � J Zi 0 M J Za zM C0 5, J Z UQ i w rm Qcoo a �¢ Q a Y � Y a0 0 a w LU Z U) W yW Y/ PRO.SCT NUMBER 729-0102 SHEET NUMBER 8 OF12