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HomeMy WebLinkAboutPONDEROSA PARK PUD, 2ND REPLAT - AMENDED FINAL - 37-96 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT— SUBJECT _ji8St�1A//��ra� �E�1--------- BY--��t�----DATE VLZ7 /8 ry� -��1��Fr��1B-1rJ�-- SHEET NO.---4---- —$ -------- PROJECT NO.---------- /1--- T CN/N) Cr C�4 QGGJ VOLVAC- /p 7,Z /• zsx p.s x f•3 : 11.37 111 G ZZ ZO 15, 13.11 I61 788 30 4, ll.l(. Lo, o88 40 9- 90 Iz0 I.4S 3. 40 Z.$, o80 /80 /.os Z. $Z, 30/ f-SG O ►O Zo 3o 40 3 0, 4.5G c.,c R USED 0 C'.hs� s SATE CL RELE� E &0 90 12-0 180 SUBJECT _M/�Ss--i,�fRlrZl�.g dQ------ BY--?--Ae.---- DATE SL:A$7 --------- SHEET NO.--3--_--- —ggu�-1---------------- PROJECT NO.---------- TLM/,U S CfCA Q GFS V01-UA19, 10 7,Z /,7,Sx0•SX Z,1 y.43 S&SB 20 S.L = 1,3/ 11•81 817Z 30 4.15 5,4:¢- 974Z ' ¢0 3.S 4-. S9 / 6 0110 G0 z. L 3. 4-1 1 Z, L7 L 90 1, 8S z. 4- L /Zo 1.45 1 90 ]go / as 1.38 t4, 904 Q ti 0 p fp zo 30 40 GO 5o tzo IOU SUBJECT BY ���---• DATE S1Lirl17 —aLZOl�Lvl—��9JLIIBL�t-.----------- SHEET NO.--�---- ----------------------� PROJECT NO.---------- BAS/N / AZ. CH Q Hts7. Zyt = 0.2)( Z.S X Z, f Q DEV• Zy,e = 0,s x z.5- X Z, I Q t)BV• loye = 0.s x 4-,o- x Z,I Day. C = 0. S- = /.0 C.F.S. Z. G c-As. Q Dsv. loope:= I. Zs- XO.S x 7•ZXZ,I - 9•S G.F.S. zONiN(o '�,L. V= V�zgh G4.¢x!.¢� = 9.(,3 ff�rc� A04 = 6;a= = Z x2"17, 12 "(0 3 BAS/N z- • AP -EA = 4.3 Acp-e:r (-ZIVCLVD6J REPLATTED AVb Alov- )Z6P4-A7-7ED POP-7/0,u-) Tc- = lO Mi,u, Q H117. ZyR = 0. Z x z.5 h ¢, 3 = 2, / G,F,S , Q DES, Zy,e= o,s x Z.s x 4,3 — S.4c,<r. Q Dsv. loge = 0.,'A 4.4 x 4,3 = 9.5 c..F.r• Q D e,v. /oo 7t l • LS x O, S x 7,1 )c 1-, 3 _ M. 3 r-. F. s , V Z g ti = G 1, ¢ x 3. 7 7 = 1 �. S8 761s, A e e A' /S.SB " q. Zl-i-i � 3 x3' If for some reason, the discharge pipe would become plugged, both ponds would overflow onto the Skyline Mobile Home Park street and flow in their 'concrete pan to their detention ponds. There would not be any flood damage from this event. The owner of the Skyline Mobile Home Park has approved the revised plan. Since the density is being reduced and the parking area and cul de sac are not being revised, the storm water runoff is not increased. Therefore the detention ponds are not being changed. If you have any questions regarding this P.U.D., please call. Sincerely, Richard A. Rutherford, P.E. & L.S. President cls STEWART&ASSOCIATES Consulting Engineers and Surveyors ' July 20, 1987 ' Mr. Robert Smith Storm Drainage Department City of Fort Collins ' P.O. Box 580 Fort Collins, Colorado 80522 ' Dear Bob: This is regarding the storm drainage for the North 112 of Ponderosa Park P.U.D. which is a 3.69 acre residential P.U.D. located on the East side of ' Ponderosa Drive approximately 200 feet South of West Mulberry Street. The original plans were made by Cornell Consulting Company and dated April 27, 1979. They were approved by the City of Fort Collins May 30, 1979. The ' drainage calculations are shown on Sheet 4 of 4. A copy of the original calculations are enclosed. ' The P.U.D. is being amended to provide single family detached patio homes rather than duplexes and four—plexes. The utilities and the curb and gutter around the parking lot as well as the asphalt on the entrance road have been constructed. Therefore none of the improvements are being changed. There are two detention ponds being provided, one on Tract "E" and one on Tract "In. ' The original calculations used a runoff coefficient of 0.5 and the same was used for the proposed replat. The runoff calculations for the proposed replat are enclosed. ' After the Ponderosa Park P.U.D. was approved, the Skyline Mobile Home Park, which is adjacent on the East, was enlarged. The mobile home park was ' filled which blocked the drainage from Ponderosa Park. Both plans were approved by the City of Fort Collins. In May 1985, I prepared a plan and profile which would change the Ponderosa Park P.U.D. detention ponds to allow them to discharge onto the mobile home park's Street "A" as originally planned. Due to costs for restrictions imposed by Skyline Mobile Home Park, we have revised the discharge system again. We have designed a discharge pipe for Pond 1 and Pond 2 that flows South to Orchard Place and then East to the existing discharge manhole in the Skyline Mobile Home Park. The Ponderosa Park storm water will not flow thru the Skyline Mobile Home Park detention ' ponds. James H. Stewart ' and Associates. Inc. 214 R Howes Street PO. Box 429 Ft. Collins. CO 80522 303/482-9331 1. .I 1 1 c- L: A:-r i Ap .. ' �A�I1-1 � '' acrZE6.vE �2r✓�E¢3� . 2A�E t ''I�ETEtJTIoV ': ' O(�iGlc6 SIZE 1 , Z. 1 2" 1• 4. ?9 , 2. o c Fg . r,.'? 0:-76 Aa.-.fir 1/4 •. 3 .', :, I.,D ' o.� c•f's � ;'? o.l a a�-cr '3. '/•arl 1. OFZ 140 Wi1�.�,',WA5 A5-r7QHEvI'4.S .HIiV1P-4U}-l.,: ? • ` 1 2 .. �tL E L.EA.'S E fLQ.TE � I S , 2 Y �a tZ 1-F I �-t'O Q. i G ' y'r"Q I� ►-1 ,1= L. o W. �VoL-ui-tE GbLGWL6.-rtoi.l� AS PErz. G�T� • �GoG;'.�"Gt2T'.G.41_Ll►JdiL�.EGOF"IN�1„�C��C.7-,>y1ZdGr�c�urL.E. t 'I P>�dv►c�E. 5' v 5' . ZI > - QA,Fzpc1T��A. AT �1:_! fa' ,aF ,• , ,�, ,i?E�r^�F•.!'T'Idl-..1' Po►.:10 ouTi...ET�I.A.C,�3 .PL'A.G:���.. r + t r N �r.. r•t, to rA ti.4!1{ (•t ;t 111 '� N. nerl 441 ntr. ><— ..c Id•t is .. ',. 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' I Date 27 APRIL .79 • .I Job'-,,. 7 J PLANT , ''nUL17t>W''. 1•' ,BTX' I LJ I 1 1 1 t 1 Combination Swale with Pan Flows Pan Location SECTION A 0.007 = Channel slope (ft/ft) 1 2.0 =Pan Depth (in) 2.0 = Pan Width (feet) 0.016 = Manning's "n' for Pan i 1 1 1 1 1 1 1 1 1 i 1 i 1 0.25 = Full pan capacity cfs 2.51 = Full easement cap. cfs 0.100 = Adjacent Side Slope (ft/ft) 0.060 = Manning's no for Adjacent 10.0 = Total Easement Width (ft) Depth of Flow ft Total Flow Areas .ft. Total Wetted Perimeter ft Weighted "n' Factor Total Flow Capacity cfs 0.20 0.24 2.43 0.016 0.41 0.25 0.40 4.11 0.034 0.31 0.30 0.61 5.11 0.039 0.47 0.35 0.87 6.12 0.043 0.69 0.40 1.18 7.12 0.045 0.98 0.45 1.54 8.13 0.047 1.35 0.50 1.94 9.13 0.048 1.79 0.51 2.03 9.33 0.049 1.89 0.60 2.91 11.14 0.050 2.94 0.65 3.47 12.15 0.051 3.66 0.70 4.08 13.15 0.052 4.49 0.75 4.74 14.16 0.052 5.42 0.80 5.44 15.4 6 0.053 6.47 .0 , '10321�� �/ �. s7 �1� Pan & Swale X- Section Aralle d 1 No Text 1 1 1 1 1 1 1 1 1 I STEWART&kSSOCIATES 103 PH. S. MEL 3D1RFA FO 9 COLLINS, CO 80521 82 Consulting Engineers and Surveyors By: Date: Client: Sheet No. of Project:, Subject: I I I I I I I � '• � I I I I IAVI I i I 7-5 I � I i I I i I i I I I 1 I I ••_•I I I � i + J LA - I�- 1 1 1 t 1 1 DETENTION POND 3 HIGH WATER LINE 1,451.3 = REQ. VOLUME -HIGH CONTOUR AREA s .ft. AVERAGE AREA s .ft. INTERVAL VOLUME (cu-ft-L CUMMULATIVE VOLUME cu.ft. WATER LINE ft. 81.9 0.0 31.0 2.1 2.1 82.0 62.0 82.5 4,195.0 3,036.2 3,038.3 83.0 8,328.0 9,765.0 4,864.8 7,903.0 83.5 11,202.0 ur. �„wnr uiwo nC01 IRA= NUILS: i. ruri lilt rinJ1 VVIV I\JVn vv"—," VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB) — .5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL=(VOL.REQ. —VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^ .5) 82.48 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 2.20 = Allowable Des. Release Rate cfs 75.60 = Flowline Orifice Elevation ft 0.65 = Orifice Coefficient Cd r 6.88 = Avaliable Driving Head ft � r VERT. CIRCULAR PLATE 23.55 = Outlet Area inches 2.74 = Circular radius inches 6.65 = Actual H draulic Drivin Head ft VERT. SQUARE PLATE 23.50 =Outlet Area inches 4.85 = Side for S . Opening(inches) 6.68 = Actual H draulic Driving Head ft NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE POND No 3 THE MASS DIAGRAM FOR DETENTION REQUIREMENT 25 20 U 15 U 10 C/)O A Elk F P. 1 4 ti 5.0 15.0 25.0 35.0 45.0 55.0 70.0 90.0 110.0 135.0 165.0.---- 1U.0 ZROM "M Vv.v I... w.v ov.v TIME IN MINUTES Total Runoff Vol. EA Allowable Discharge Vol. NOTE: Discharge plot does not appear linear since time are not uniformly spaced N REQUIRED DETENTION FOR THE 100 YR. STORM SUBBASIN 3, POND No 3 n cn - Q. it ^ff INN 1 M - Aron (arrac) 9 90 =Release 0(9)*** TIME min INTENSITY in/hr C*Cf*A acre RUNOFF cu-ft OUTFLOW cu-ft STORAGE cu-ft 5.0 7.50 0.63 1406.3 660.01 746.3 10.0 7.00 0.63 2625.0 1320.0 1305.0 15.0 6.10 0.63 3431.3 1980.0 1451.3 20.0 5.20 0.63 3900.0 2640.0 1260.0 25.0 4.68 0.63 4387.5 3300.0 1087.5 30.0 4.15 0.63 4668.8 3960.0 708.8 35.0 3.83 0.63 5026.9 4620.0 406.9 40.0 3.50 0.63 5250.0 5280.0 -30.0 45.0 3.25 0.63 5484.4 5940.0 -455.6 50.0 3.00 0.63 5625.0 6600.0 -975.0 55.0 2.80 0.63 5775.0 7260.0 -1485.0 60.0 2.60 0.63 5850.0 7920.0 -2070.0 70.0 2.33 0.63 6116.3 9240.0 -3123.8 80.0 2.05 0.63 6150.0 10560.0 -4410.0 90.0 1.88 0.63 6345.0 11880.0 -5535.0 100.0 1.70 0.63 6375.0 13200.0 -6825.0 110.0 1.58 0.63 6517.5 14520.0 - 8002.5 120.0 1.45 0.63 6525.0 15840.0 - 9315.0 135.0 1.33 0.63 6733.1 17820.0 -11086.9 150.0 1.20 0.63 6750.0 19800.0 -13050.0 165.0 1.13 0.63 6991.9 21780.0 -14788.1 180.00 1.05 0.63 7087.5 23760.0 -16672.5 *** NOTE: - If C * Cf > = 1 , then C * Cf = 1 is used STEWART&6SSOC[ATES 103 PH. S. ME 3D1RUM, FORT gOLLINS, CO 80521 FAXConsulting Engineers and Surveyors By: Date: Client: ��i�/I�� �,�,9•t%%- Sheet No. -55 of Project: Subject: o �.//�C �� Yam' -- �5'� � 56�•�� � 8 / f �� Tl�� s rc , �'� ate• I DETENTION POND 2 HIGH WATER LINE 22 099.9 = REQ. VJ LUME CONTOUR AREA AVERAGE AREA INTERVAL CUMMULATIVE HIGH WATER s .ft. s .ft. VOLUME (cu-ft-L VOLUME cu.ft. LINE ft. 80.3 0.0 2,455.0 1,144.5 1,144.5 81.0 4,910.0 0.0 15, 819.0 14, 364.6 15, 509.1 82.0 26,728.0 82.2 30,746.0 30,658.1 46,167.2 83.0 34,764.0 36,033.0 7;205.1 53,372.3 83.2 37,302.0 CUADO %A/AC ACCI IRAFn NUItJ: 1. rvrn IrIC rimI vv,v, W,., - -- -- - - - VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL= (VOL.REQ. —VOL.LOW CUML)*3/(AREA LOW+AREA HIGH +(low area*high area) 82.21 = HWL POND' ORIFICE SIZING noirmlAI nGQIr,PI nATA 1.00 = Allowable Des. Release Rate cfs 78.00 = Flowline Orifice Elevation ft 0.65 = Orifice Coefficient Cd 4.21 = Avaliable Driving Head ft VERT. CIRCULAR PLATE 13.73 = Outlet Area(inches) _ 2.09 = Circular radius(inches) 4.04 = Actual Hydraulic Driving Head(ft) VERT. SQUARE PLATE 13.70 = Outlet Area inches 3.70 = Side for S . O enin inches 4.06 = Actual -Hydraulic Driving Head ft NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE POND No 2 THE MASS DIAGRAM FOR DETENTION REQUIREMENT 35 30 W 25 U pa 20 9 O U0 a w E 15 O � 10 O O e-r 5 Mu 1— TIME IN MINUTES EB Total Runoff Vol. = Allowable Discharge Vol. NOTE: Discharge plot does not appear linear since time are not uniformly spaced POND No 2 REQUIRED DETENTION FOR THE 100 YR. STORM ponderosa 2nd replat 1 nn -Release 0(2)*** U.Z)u TIME = nul lull I'll - INTENSITY '.. w C*Cf*A ..-- RUNOFF OUTFLOW STORAGE (min) (in/ho acre (cu-m (cu-ft) (cu-ft) - - 7.50 2.69 9 6046.9 - 300.0 5746.9 -5.0 10.0 7.00 2.69 11287.5 600-0 10687.5 15.0 6.10 2.69 14754.4 900.0 13854.4 - 20.0 5.20 2.69 16770 .0 1200.0 - 15570.0 25.0 4.68 2.69 18866.3 1500.0 17366.3 30.0 4.15 269 20075.6 r 1800.0 18275.6 35.0 383 ��M��l"6; �5 2100.0 19515.6 40.0 3.50 2.l22575.0 2400.0 20175.0 45.0 3.25 4.00 23582.8 2700.0 20882.8 50.0 3.00 2.69i 24187.5 3000.0 21 55.0 2.80 2.69 24832.5 3300.0 21532.5 60.0 2-60 21555.0 70.0 80.0 21645.0 90.0 1.88 2.69 27283.5 5400.0 21883.5 100.0 1.70 2.69 27412.5 6000.0 21412.5 110.01.58 2.69 28025.3 6600.0 21425.3 120.0 1.45 2.69 28057.5 7200.0 20857.5 135.0 1.33 2.69 28952.4 8100.0 20852.4 150.0 1.20 2.69 29025.0 9000.0 20025.0 165.0 1.13 2.69 30065.1 9900.0 20165.1 F- 180.00 1.05 2.69 30476.3 10800.0 19676.3 *** NOTE: -If C*Cf >= 1 then C*Cf=l is used N UM STEWART&ASSOCIATES PH. 482-93311RFAX 482-938COLLINS, CO 80521 Consulting Engineers and Surveyors By: .�C��l? Date:: / Client: ��N� ' Sheet No. of Project: ' Subject: ,�r�as �3 acres I 1 L7 ii 1 �I� 1 1 1 1 1 i 1 II 1 1 1 I 1 STEWART&kSSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: Date: Client: ��ih EJ�?� Sheet No. 156 of Project: Subject: �i ��5/D�tl ��r,PO� 46 T ��7-IA7aTE 2 1719 ate' �svrac _ 2 45V 8.15 ZZS 9:�' C:7770 zewl IwIle EFFECTIVENESS CALCULATIONS PROJECT:Se•co•va RC PC -AT of AAer of 12O.VDB,eArA PAerc f'. o.. a , STANDARD FORM B COMPLETED BY: 2 Al2 DATE: DF, z:q ►9L Erosion Control C-Factor P-Factor Method Value Value Comment B4K.E S01 [_/ /.DU 1100 11Z5 ESTABL/lNED ,Zq4-r 0105 1,00 0.36 .AC. �Xr6%ArPMALT� CoNG• &.01 boo 0.08 A,• rvu A)V4r-,ws -z 0,01 /,0D 5-c)(04c. Sr R-4W EA LE 6/}EQ/Ee /.&D 6r80 11LT FEnJGE 00 O•To 13 AS 1< AATC E/AL 0. o S !' °o D, b l Ar, $ESD CoP-ASf 014s hoo O,ZS.4c• MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS TO r4L o 77. 8 / S-$ -z. /, G/Ac Gza cr = 0.30AL, E101;. FNc. 0•0a•4r BAecloiz- o.71,4c. T44 c-r. �`tisc MATEe IA (_ = 0.39 SC -Ea G.eksr•�o,1Sgc wTo C cCO'OaX0.3o) t (0.01X 0.04 + (/.M X0,-)1)4- (0-03-n lVTo 'P = D•00x 0•SO = 0•¢O Err- = �l o{o.5vx 0.40)7A100 = go•0 . Geasr.0.ar 4r. PAtt-MATE2iAL'02ZAr- $R•-ESOL-0•S4- /•o a� sGr.o Gaarr = C./p, Exrsr L}rpA„lf.0.08 I,UTD C =(0 0Bx O.aG� + (0.05-<0,ZZ) t (/•00X O-S4) •1-(0.4SXi. 10) /• 00 w t C W -o P= O 30 O. rD C FF --07A- Z•LI�c, E FF - Cps $o• X ,,�,) t (0.75� x !oo)— ak >-778Ole) ><O.1S MARCH 1991 8-15 DESIGN CRITERIA Ca� RAINFALL PERFORMANCE STANDARD EVALUATION -------------- PROJECT: Skcomo COMPLETED -BY: _- DEVELOPEDIERODI SUBBASIN ! Z PgoT hf - - ------------------------------------------------------ I Ee rLAr op RAar or Po,V DeJ8PJA pAek p� o.STANDARD FORM A I I QA4-------DATE:Dac. Z3,119G I ------------------------------- -------------I BILITY Asb Lsb Ssb Lb I Sb I PS I ONE-(ac)--� (ft) i (%) .`(feet) i-(%)--I I---------y------------------- -------- 16,# I,(WAr, 7 1SO' I A-50% I I I I ! I I I I I I I 6H /•D.4a. 37-0' I D•70� I I 2•GIA� 133°I 77.670 I I I I I I I I I I I II I II I I I II I I I I I I I I ! I I I II I I I I I I ! ---------------------- -----------------------------------------------, DI/SF-A:1989 ---------------------- -----------------------------------------------, DI/SF-A:1989 CONSTRUCTION SEQUENCE PROJECT: StUENCE. FOR 19 C%% ONLY COMPLETED BY: �AG� STANDARD FORM C DATE: icate by use of a bar line or symbols when erosion control measures will be installed. P or modifications to an approved schedule may require submitting a new schedule for a roval by the City Engineer. • ' YEAR MONTH ---------------------------- ---- OJRLOT GRADING ---f— - 14IND EROSION CONTRUL Soil Roughing f Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RINFALL EROSION CONTROL STRUCTURAL: 'Sediment Trap/Basin Inlet Filters Straw Barriers 'Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving O th e r Gravt/O�r�i�S f�rr 2 ,VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets ' Other SiUCTURES: INSTALLED BY VEGETATION/11ULCHING CONTRACTOR DJE SUBMITTED 1HItSF-C:1989 F- MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON I I 1 II� 1 1 h 1 1 c ' The area of Subbasin 3 is 1.0 acres. All runoff from this site is to the two existing area inlets, then East to the Skyland Mobile Home Park, then through the Jefferson Commons P.U.D. to Plum Creek. Jefferson Commons is replacing the sump pump at the Skyland Manhole and installing a new 15" PVC lime through their project to Plum Creek. ' EROSION CONTROL REPORT: This project is in the moderate wind erodibility zone and in the high rainfall erodibility zone. The required erosion control for this project is a silt fence along the west, south and east sides ' of the project as shown on sheet 6 of the utility drawings. Three straw bale dikes are also required. The silt fence and two straw bale dikes are required to be installed prior to the beginning of construction and remain in place until the project is completed. After the overlot ' grading is complete the developer will be required to place a 2 inch gravel base mat in the parking area and also temporarily reseed 0.25 of an acre in areas where there will not be any construction, or seed the areas in Pond 2. Construction on the project is scheduled for April, 1997 and finish construction in September 1997. The required erosion control escrow amount for this project is $5,655.00. I I I I 794 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SECOND REPLAT OF PART OF PONDEROSA PART P.U.D. EXISTING SITE: ' This project is a replat of the South portion of Ponderosa Park P.U.D. which is 2.49 acres. The site is located 100 feet East of Ponderosa Drive and North of Orchard Place. This project is located in the Citys Canal Importation Basin. The site is bounded on the North by the Replat of Part of Ponderosa Park P.U.D.; on the East by an existing mobile home park; on the South by the ' newly developed Jefferson Commons P.U.D.; and on the West by existing duplexes being part of the original development. This site is accessed by an existing private 28 foot wide access road from Ponderosa Drive. Orchard Place is partially constructed on the South side of this project but is to be vacated by the City and replaced with a pedestrian access as shown on Jefferson Commons P.U.D. The site is covered by pasture grass and weeds. The site is divided by a ridge that runs east/west about in the middle of the site. The slope to the North is about 1.4% and to the South at about 1.8%. There is an existing 8" storm drain that runs South along the East property line. There is some offsite runoff from the West side only. The original drainage plans were completed by Cornell Consulting Company and dated April 27, 1979. They were approved by the City on May 30, 1979. The drainage calculations are included in this report. In July, 1987 the north 1/2 of this site was revised. These drainage calculations are also included. DESIGN CRITERIA: The rational method will be used to determine the developed site initial and major storm runoff. Detention for the site will be based on the 100-year storm less the allowed 2-year historic ' release rate. The mass diagram will be used to determine the required detention. All calculations and design consideration are in accordance with the City of Fort Collins Design Criteria Manual. DEVELOPED SITE: The proposed development is to build 15 patio homes, parking area and landscaped areas. This proposed development is about the same as the original plan, in fact the total units when this last phase is completed will be three units less than the original master plan. The original drainage plan and the revised drainage plan had three subbasins, numbers 1, 2, and 3. Basins No. 1 is north of this project and is not effected. Basin No. 2 which is the North portion of our project and some of the already constructed portion of Ponderosa Park P.U.D. Basin No. 3 is at the South end of this site. The original plans designed for a 2-year historic release rate from Ponderosa Park P.U_D. of 3.6 cfs. The existing release rate form Subbasin I is ' 0.40 cfs and from Subbasin 2 is 1.00 cfs, therefor, the release rate from Subbasin 3 will be 2.2 cfs. • �9... .,0 1lnr.�+ ��� SIIIIIIIC JL -AM �, ►cw1� 10 ►ram 1.� no © � ... Err, LAN 19!1.01G =111 L = �320MWrL 10 0 a■ nac:s: -ticct,tllie"1O= Ri al WZ �¢ INDEX A Vicinity Map B & C Text of Report la-4a Erosion Control Calculations 1-11 Drainage Calculations Inclusions Sheet 4 of 4, Cornell Consulting Company, 1997 Revised Drainage Report Stewart & Associates, Inc. 1979 Pocket Sheets 6 and 7 of the Utility Drawings Sheet 7 of 25 of Jefferson Commons Utility Drawings Sheet 3 of 5 of Ponderosa Park Revised Utility Plans, 1987 Sheet 2 of 4 Cornell Consulting Company, Ponderosa Park P.U.D. I 1 I 1 1 i STEWART& SSOCIATES Consulting Engineers and Surveyors December 23, 1996 Mr. Basil Hamdan Storm Water Utility City of Fort Collins P.O. Box 580 Fort Collins, CO 80522 Dear Basil, This proposed project is a replat of the South'/z of Ponderosa Park P.U.D. The project is located in the City's Canal Importation Basin. The site is located one block east of the intersection of Orchard Place and Ponderosa Drive. ' This replat is basically the same design as the original design. The lots will be developed as patio homes. Orchard Place as it now exists into this site will be vacated and a pedestrian access will be installed by others. All design and calculations within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. ' If you have any questions regarding the attached report and calculations please let me know. ' Sincerely, Franklin D. Blake, P.E. & L.S. rrc 7 ' James H. Stewart and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 ' Ft. Collins, CO 80522 970/482-9331 Fax 970/482-9382 FINAL DRAINAGE AND EROSION CONTROL REPORT ' FOR SECOND REPLAT OF PART OF PONDEROSA PART P.U.D. 1 PREPARED FOR ' DANE BRANDT 1 ' DECEMBER 23, 1996 11 1 1 ' PREPARED BY STEWART & ASSOCIATES, INC. t 103 SOUTH MELDRUM STREET FORT COLLINS, COLORADO 80521 ' 970/482-9331 1