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HomeMy WebLinkAboutDrainage Reports - 02/03/2006Final Approved HEo-w�. fit®WMTy OF /4 4,,,,, [date M RT COL'ts UTnITM FINAL DRAINAGE AND EROSION CONTROL STUDY OAKRIDGE BUSINESS PARK, THIRTY NINTH FILING 1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY OAKRIDGE BUSINESS PARK, THIRTY NINTH FILING Prepared for: Burr Oak, LLC 4803 Innovation Drive Fort Collins, CO 80525 Prepared by: North Star Design, Inc. 700 Automation Drive, Unit I Windsor, Colorado 80550 (970)686-6939 July 5, 2005 Job Number 205-03 � 1 North Star ® design, inc. July 5, 2005 Basil Hamdan ' City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 ' RE: Final Drainage and Erosion Control Study for Oakridge Business Park, Thirty Ninth Filing ' Dear Basil, I am pleased to submit for your review and approval, this Final Drainage and Erosion Control Study for Oakridge Business Park, Thirty Ninth Filing. This drainage report is an update to the Final Drainage Report for Oakridge Business Park, Eleventh Filing prepared by RBD, Inc. dated December, 1988. I certify that this report for the drainage design of Oakridge Business Park, Thirty Ninth Filing was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Since ly, /y l C�� 1 Patricia Kroetch, P.E. North Star Design, Inc. ' ii 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone • 970-686-1 1 88 Fax TABLE OF CONTENTS rTABLE OF CONTENTS............................................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location...................................................................................................................1 1.2 Description of Property..........................................................................I.................I 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..........................................................................................I ' 2.2 Sub -Basin Description.............................................................................................2 3. DRAINAGE DESIGN CRITERIA ' 3.1 Regulations..............................................................................................................2 3.2 Development Criteria Reference and Constraints....................................................2 ' 3.3 Hydrologic Criteria..................................................................................................3 4. DRAINAGE FACILITY DESIGN 4.1 General Concept.......................................................................................................3 ' 4.2 Specific Flow Routing.............................................................................................3 4.3 Drainage Summary ...................................................................................................4 r5. EROSION CONTROL 5.1 General Concept......................................................................................................4 ' 5.2 Specific Details........................................................................................................4 6. CONCLUSIONS ' 6.1 Compliance with Standards....................................................................................5 6.2 Drainage Concept.....................................................................................................5 7. REFERENCES....................................................................................................................6 ' APPENDICES A Vicinity Map ' B Hydrologic & Hydraulic Computations C Erosion Control Calculations D Figures and Tables ' E Excerpts from Previous Reports 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location ' This site is located in the Oakridge Business Park, P.U.D. This project is located in the Northwest Quarter of Section 6, Township 6 North, Range 68 West of the Sixth Principal ' Meridian, in the City of Fort Collins, Larimer County, Colorado. See the location map in Appendix A. ' The project is located in the southeast corner of the intersection of McMurry Drive and Oakridge Drive. The.project is bounded on the north by Oakridge Drive, on the west by ' McMurry .Drive, on. the east and south by parking lots and existing commercial development. 1.2 Description of Property This project will divide Lot 2 of Oakridge Eleventh Filing into two lots and contains approximately 1.23 acres of land. The western portion of the property is currently undeveloped and covered in grasses and the eastern portion of the property is paved and used as a parking lot. The entire site currently drains to the south central portion of the parking lot and is detained before entering the inlet and storm system. The project development will consist of a single building and an additional parking lot on ' the western lot. No changes are proposed on the eastern lot. The original drainage report for the Eleventh Filing accounted for a future building on the western lot. This ' development is proposing a smaller building than was approved and parking that was not included in the original approval. Detention will be provided to account for the increased runoff from the IDF curve change and water quality extended detention. 2. DRAINAGE BASINS AND SUB -BASINS ' 2.1 Major Basin Description The proposed development lies within the McClellands Drainage Basin. The site is a portion of Basin 290 of the McClellands Creek Master Drainage Plan Update, as prepared ' by ICON Engineering, dated November 30, 2000. More specifically, the site is a portion of Basins A and B as described in the Final Drainage Report for Oakridge Business 1 Park, Eleventh Filing prepared by RBD, Inc. Engineering Consultants, dated December, ' 1988. An excerpt of the drainage information from both documents is shown in Appendix E. 2.2 Sub -basin Description ' Basin 290 of the McClellands Creek Master Drainage Plan Update drains detention pond ' 291 which releases into a storm sewer system beneath McMurry Drive. This storm sewer system eventually outfalls into the Regional Detention Pond #2 at the end of Keenland Drive. 1 Per the Master Drainage Plan, developed flows from Basin 290 should be detained in a ' detention pond and, since the existing pond is not sized for the current rainfall criteria, an additional pond is proposed to accommodate developed runoff from this site. The ' proposed pond will accommodate the entire water quality and detention volume requirement before overtopping south driveway and entering the existing pond in the ' parking lot. Portions of the McClellands Creek Master Drainage Plan Update are included in appendix E. ' 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage ' Design Criteria Manual' specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to previous calculations completed with the McClellands Creek Master Drainage Plan Update by ICON Engineering dated November 30, 2000. The majority of the detention for this site is provided in the existing detention pond in the parking lot with a small pond on site providing additional storage and water quality extended detention. . 2 3.3 Hydrologic Criteria ■ Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this ' report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept ' A majority of the runoff from this site will flow to the proposed detention pond south of the proposed building and will be released at a controlled rate into the existing storm ' system. A small portion of the landscape area from the site will drain to streets in the northwest corner of the site and be collected in the existing storm system in Oakridge ' Drive. The water quality pond on site will also treat the runoff from the impervious surfaces prior to being released into the storm system. 4.2 Specific Flow Routing ' In the Final Drainage Report for Oakridge Business Park, Eleventh Filing, Basins A and B flow to the parking lot detention pond. Because of the increased runoff from the new impervious due to the change in the rainfall data, additional detention is required on site to supplement the existing detention pond. The pond provides ample volume for the ' required detention and water quality storage. A summary of the drainage patterns within the site is provided in the following paragraphs. ' Subbasin 1 contains the proposed improvements including the proposed building and parking lot. Runoff from this basin flows into the proposed detention pond at the south ' end of the building and released at a controlled rate into the existing storm system. The maximum flow from this Subbasin in a 100 year storm is 3.6 cfs and is equal to the runoff ' from this site based on the previously used rainfall criteria. 1 3 4.3 Drainage Summary The City of Fort Collins will be responsible for maintenance of the existing and proposed storm drainage facilities located within the right-of-way. All proposed drainage facilities located on this site will be maintained by the owners of the site. EROSION CONTROL 5.1 General Concept This. site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. The potential exists for silt movement from the site and into the existing storm system during construction. Potential also exists for tracking of mud onto existing streets which could then wash into existing storm systems. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in Appendix D, the erosion control performance standard for the subject site is 78.2%. The erosion control plan gives a performance standard of 70.1%. Although the proposed plan does not meet the performance standard, additional erosion control measures are not warranted and would only add construction cost without added benefit. The erosion control escrow amount is $1973. 5.2 Specific Details To limit the amount of silt leaving the site several erosion control measures shall be implemented during construction. The west and south boundaries of the disturbed area shall have silt fence installed. A vehicle tracking pad to control the mud being tracked onto the existing Oakridge Drive is also proposed. Any mud tracked onto the public streets shall be cleaned as required. The detention pond will provide water quality enhancement for the site. The pond will be over excavated during construction to act as a sediment trap. Once construction is complete, the pond will cleaned of sediment and will be raised to the design elevations. 4 CONCLUSIONS 6.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. 6.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for the detention and transmission of developed on -site runoff to the existing storm system. The onsite and off site storm drain system will provide for the 10- year and the 100- year developed flows to reach the existing storm system and ultimately, the Regional Detention Pond downstream. The existing downstream detention facility has been sized to accommodate developed runoff from this site after it is detained in the on -site pond. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. E 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, 1992. 3. McClellands Basin 100 Year Master Plan Update by RBD, Inc. Engineering Consultants dated April 1, 1996. 9 5 McClellands Creek Master Drainage Plan Update by ICON Engineering dated November 30, 2000. Final Drainage Report for Oakridge Business Park, Eleventh Filing prepared by RBD, Inc. Engineering Consultants, dated December, 1988. 2 APPENDIX A VICINITY MAP A i i i PROJECT i LOCATION 1 1 1 1 1 1 1 GOLF COURSE via VICINITY MAP IN APPENDIX B HYDROLOGIC & HYDRAULIC COMPUTATIONS @ C m N o � N � C C 0 co U � C N o `O U d U m A 0 C? ❑ - M E C W ` .0 _O U C C O oa 7 O h .w � C O d N o U � p O_ } E p 0 z � O � V Z O ¢ ` F (D (DO E E C cUJ 0. E E O o O�O¢ (D (D D N 0 0 o oCD0o Q) D_ E C 0 U rn rn in 0 m 0 0 0 O U vv Y K N O > O m O d w C o a a cO o C y h N m Q 6 E LL LL LL O w m Z U � K U w a <w m Z a O 5 Y J awe o W N O Q N fn 0 a m Q� N a N O a 0 w = m $ N a M N N w m m O a N N 0 w 6 U O 1 `9 N 0 0 z z O m m Z � N N w a :N Q @ 0 E U y O N N Q N W N U NC 1] U y m o o n y w m U 0 0 Mn ��U a> y 3 L N U N @ U_ j L -0 o N N W — @ O w O N O O 2 � N N @ O @ a N C d CL ` @ 7 O II II C II c Q c6 Q m � U N U n p U U U a N N o m U U W , U Q' Q LLI } O r N I N Z 20 O Q r °w U N Z O U LL O W F C 3 `q O Y O o 0 0 II U q z .. O O F. O U 5 0 L7 a N O a. U Q N Y i W K QN u H N N Z E O � C � N (7 � N � IU v m ° Y N o of WZ J N N ry m m A U K F u m U � � � N N LL v LU W N ry ZZ Q = U O O c c o 0 0 O 0 Ix c m o o 0 k voi o � N W � o J LU L x A N a J K � Q N N _ O e N O N O N N p N o L Q N � v W W U ci G o r � Z_ F N � N � N o 0 QN z a m m N Z Z F to f W O o p a N N Z L) U C LL 0 J O o E 7 O J m 0 � � C ' E 7 Lo it U C E U O � CD 2§ 2< §z )§ `S 0 g � b \ w)k E ou (@Ea\ uE2e o k § ƒ® $� a w z $$7 sLU =)} ! k£�^ , )�\§ \ ! [ \§o © co co 6 § # Bk§� � \ )\ \ co ){ / �LO / 2 LO � \ f} y \ 0 \ | \_ - E \ } \ \ _ { { / S\ ) } i' 1 1 1 1 w U LL 0 w Z LL LL O ,, aw Q w a 0 O x F- LU J a Z O Q U E } O z Z O o O A zz¢ 0E-F U p F O a 0 .a a U C1 o y o a �0 N O N O I- 0 O N � U d w 0 c > E rn c K o CL oa U � N U t0 OJ 4 L6 U C_ 1n i0 6 i0 U � � U o 0 0 0 LL LL O 2 y Z 7 m j D � a a U ~ N w K C3 C N O � a 0 0 d 1 1 1 1 1 LL LL Z �a {11 Y } 0 W CD a 0 O H W J Q Z O p R Uc C >. o p y z �p o o zz� O F F F m c V O U O a O C v N v y Y o c w w � � d v d m o d aD > _ u o Q Q Q m N Q y W y N � 0 oa 0 O y � � U W 0 c Y E o c it O H p o a U 0 o w U m d � � O C O O E U m n U o 0 O O LL LL 7 C d Q m f ❑ U W c w C N ❑ a° Z U LL E 0 w w L N N ❑ C N c cc 9 C y C C c0 V n 'O II II p 0 U ° Q 0 b MINIMUM DETENTION VOLUME REQUIRED FAA METHOD (100-YEAR) LOCATION: Burr Oak Office PROJECT NO: 205-03 COMPUTATIONS BY: ppk SUBMITTED BY: North Star Design, Inc. DATE: 7/4/05 Equations: A trib. To pond = 0.60 acre Qn = CiA Cioo = 0.75 V; = T*CiA = T*Qo Developed C*A = 0.5 acre Vo =K*QPo*T QPo = 3.60 cfs S = V; - Vo K = 0.8 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve Storm Duration, T (min) Rainfall Intensity, i (in/hr) Qo (cfs) Vol. In V; (ft3) Vol. Out Vo (ft3) Storage S (ft3) Storage S (ac-ft) 5 9.95 4.5 1343 864 479 0.01 10 7.72 3.5 2084 1728 356 0.01 20 5.60 2.5 1 3024 3456 -432 -0.01 30 4.52 2.0 3661 5184 -1523 -0.03 40 3.74 1.7 4039 6912 -2873 -0.07 50 3.23 1.5 4361 8640 -4280 -0.10 60 2.86 1.3 4633 10368 -5735 -0.13 70 2.62 1.2 4952 12096 -7144 -0.16 80 2.38 1.1 5141 13824 -8683 -0.20 90 2.22 1.0 5395 15552 -10157 -0.23 100 2.05 0.9 5535 17280 -11745 -0.27 110 1.93 0.9 5732 19008 -13276 -0.30 120 1.80 0.8 5832 20736 -14904 -0.34 130 1.60 0.7 5616 22464 -16848 -0.39 140 1.40 0.6 5292 24192 -18900 -0.43 150 1.20 0.5 4860 25920 -21060 -0.48 160 1.15 0.5 4968 27648 -22680 -0.52 170 1.10 0.5 5049 29376 -24327 -0.56 180 1.05 0.5 5103 31104 -26001 -0.60 Required Storage Volume: 479 It 0.011 acre-ft / cu q m \ c- § }IL f { } D \�0 \ w k;� e / r-' 7 co 2@ \kn 7 \ \§ 0 ) \J\ 0 o�E / �00 \\> w \ =tee = E 2„2 \ 0) 0 yz/= § e )0 0U) //\/.. / 67� 605/ E ///de LL Ea « a) Z) , 2 \2ƒ ae� o \ mE% o f E o/— //k / / k / § \ § _ o &a { w § m \ƒ\ / it E § CL E @ CD 2 �.J 6 / . � ƒ E \ g-§\ t o 0 0 \ „„„„ o ® » ! ( )E CO t�22 2 \ \ % \ <#&) Co \ �M \ ƒ LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: WQ VOLUME 100 WSEL OVERFLOW ELEVATION PROPOSED POND STAGE - STORAGE TABLE (100-YEAR) Burr Oak Office 205-03 PPK North Star Design, Inc. 7/4/05 100 yr Detention Volume Required = Water Quality Volume Required = Total 100 yr Volume Required = 479 cubic feet 592 cubic feet 1071 cubic feet Stage A Surface Area (ft) Incremental Storage (cf) Total Storage (cf) 4964.0 0 4965.0 515 172 172 4965.60 904 420 592 4966.1 1228 931 1102 4967.0 2108 1483 2586 4967.4 3380 1088 3673 LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: HOME STATE BANK Detention Pond Outlet Sizing (100 yr event) Burr Oak Office 205-03 SB North Star Design, Inc. 7/4/05 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ft) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 3.60 cfs outlet pipe dia = D = 15.0 in Invert elev. = 4964.00 ft Eo = 4964.43 ft h = 4966.10 ft - 100 yr WSEL Co = 0.61 solve for effective area of orifice using the orifice equation Ao = 0.569 ft2 82.0 in orifice dia. = d = 10.22 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d / D = 0.68 kinematic viscosity, u = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(pdu) = 4.41E+05 Co = (K in figure) = 0.61 check Use d = 10.2 in Ao = 0.567 fr' = 81.71 in' Q,„a,r = 3.59 cfs powm2 .1 U R O O N m `J O1 m m ao �U 0'� C 0 w` in 4 U N O IL` to UN n 0 0 N E V) a a N U C y 0 O ` N m"O' U N �a L ap U ao ' EE O1 0 w u> U N a` 0 r> o m v v ri oav o r pS N N M I- M p ED N co v co O m a) N v r a T O N co t- Ec h # N� O c7 (0 O Q N >N w N ' C C > v co T co 0 O W p O rl _ Q. cco O V- rn � U ' m Mo r co� �r 0 N C '�0/� Z n WCN N A v/ U� N N U 0 � � Q> Z Cl) O O in aEi 3 w O coo U N LL v Cl) M M fn O 0) O C O N 2 a c cV VI O c U) O O a) N O GD = o rn m W J S R.' c O N U N L L o� C C E 0 L N U a N V N C O 3 Z C O O x W N m l0 E c N V O U N O o ) O LO _ m O N 0.00 M a moo J N d a y 0 0 =�0 ' i= : o Label: Ex Inlet Rim: 66.07 ft Sump: 62.22 ft Label: P-2 Up. Invert: 63.56 ft Dn. Invert: 63.17 ft L: 19.48 ft Size: 15 inch S: 2.00 % Profile Scenario: Storm 1 Label: J-1 Rim: 66.95 ft Sump: 63.56 ft Label: 1-1 Rim: 67.00 ft Sump: 63.95 ft 67.00 66.00 65.00 64.00 63.00 62`()0 0+00 0+15 0+40 Station (ft) Elevation (ft) 1. Label: P-1 Up. Invert: 63.95 ft Dn. Invert: 63.56 ft L: 19.70 ft Size: 15 inch S: 1.98 % Title: Burr Oak Project Engineer: Patricia Kroetch ...\205-03 bha office\drainage\outlet pipe.stm North Star Design, Inc. SfofmCAD v4.1.1 [4.20141 07/05/05 07:25:37 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 APPENDIX C EROSION CONTROL CALCULATIONS r 1- I I L H I I I I I I I I ` < \ ) �A � ( j ) a 2 ) = 2 LO !( / ) k � d/ ( 04 J E; @ ; 2/ S � w� J2 §§ a§ [7j §(\ 7 & § /)} \\\ \\\ \ =7 :2r . / \k ?° .\\ to `E\ kaE e a a : g\o ±�\ G==&( ()— .eGa §;) C4 to .6 .6 z / = 7jz=g 22) North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: Burr Oak Office Building STANDARD FORM B COMPLETED BY: PPK DATE: 04-Jul-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF = (1-C * P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 1 0.54 BARE SOIL 0.00 Ac. ROADSIWALKS 0.04 Ac. SILT FENCE 0.25 Ac. SEDIMENT BASIN 0.18 Ac. ESTABLISHED GRASS 0.04 Ac. NET C-FACTOR 0.80 NET P-FACTOR 0.37 EFF = (1-C*P)*100 = 70.1 % TOTAL AREA = 0.54 ac TOTAL EFF = 70.1% _ (94.0%*29.77 ac. + ..,+99.6%*0.40 ac)/1.14 ac REQUIRED PS = 78.2% Erosion.xls 2of4 North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: Burr Oak Office Building COMPLETED BY: PPK DATE: 04-Jul-05 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. • 0©©0©0000��® W. •• •• .. •11 STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: 10-Mav APPROVED BY CITY OF FORT COLLINS ON: Page 3 Cost Est EROSION CONTROL COST ESTIMATE Project: Burr Oak Office Building Prepared by: PPK ITEM IQUANTITY JUNIT COST/UNIT ITOTAL COST Silt Fence 255 LF $3 $765 Straw Bale Barrier 0 EA $150 $0 Gravel Inlet Filter 0 EA $150 $0 Construction Entrance 1 EA $550 $550 Subtotal Contingency (50%) Total $1,315 $658 $1,973 CITY RESEEDING COST Reseed/Mulch 0.54 ACRE $650 $351 Subtotal Contingency (50%) Total $351 $176 $527 EROSION CONTROL ESCROW AMOUNT $1,973 Page 4 APPENDIX D FIGURES AND TABLES A' No Text M M (N o) QD co Nl- N rn O 00 DO 00 00 O O O O O -4uaui4snCpV msoUjnp wa v 0 4 +3 a� 0 44 p 0 4-3 w a a� N .n Al 4) +-3 to 3 0 44 4J O 4) N Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dic (in) Hole Dio (in) Min. Sc (in) area per Row (sq in) n=1 n=2 n=3 1 /4 0.250 1 0.05 0.10 C. j 5/16 j 0.313 ? 0.08 I 0.15 I 0.2 I 3/8 0.375 2 0. i i I 0.22 0.33 � 7/1 6 I 0.438 2 I 0.' S 0.30 j 145 i /2 I 0.500 1 2 0.20 0.39 I 0.59 j 9/16 0.563 3 0.25 0.50 1 3.75 j 5/8 I 0.625 3 0.31 0.61 I 0.92 !I/lb 0.688 3 0.37 0.74 1 1.11 3/4 I 0.750 3 0.44 0.8E j 1.33 7/8 0.875 3 0.60 1.20 1 i.BG j 1 1.000 a 0.79 1.57 j 2.3o l 1 /8 1.125 4 0.99 1.99 2.98 I 1 1/ 4 1.250 4 1.23 I 2.45 168 1 3 8 j 1.375 4 1.48 1 2.97 <.45 1 1 /2 1 1.500 I 4 1.77 1 3.53 5:30 5/8 1.625 4 2.07 1 4.15 1 3/4 j 1.750 I 4 2.41 4.81 7.22 1 7/8 1.875 1 4 2.76 5.52 8.2E 2 2.000 ! 4 3.14 6.28 9.42 n = Number of coiumns of perforations Minimum steel IL 0 o;c[e thickness 5/16 ! 3/3 Rectcnculcr Perforation Sizing On!,/ one column rec:cnoular perforations ellowe:. 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N M c L-)t0^qF L.O L'•7 CL7O Ln 1 � 1 TABLE 5.1 APPENDIX E EXCERPTS FROM PREVIOUS REPORTS 1 lu IA c.— u.— Fz— Enylne.rinq COnwllmb DAKRIDGE BUSINESS PARK GRADING. DRAINAGE .o .. o.rt .mvo. o.xwoo. ••— euT ...w „�;;;^„(�'••"'^ """"'"""""'••" ,,;YTS:"' ELEVENTH FILING . LOT 2 AND PARKING LOT CONSTRUCTIIM 11 11 uLL1 3 u Ca rn i No. I DATE SRx 6 ' v5 1 ` ZS .. �' MYOROCIIAPN X.RYf,N♦ w Q9D m <: B a ;: ,'. S HARMONY CENTER Nj THIS AREA .ORNNS TO- .b6 ]0] ` - 1F .. .l`5 .... � ]eA Prepare the City of Ft. Collins Av�a 1 PRO.EC- .,1•_1 SUBBASIN CONNECTION SUBBASIN BOUNDARY ^^•^��� ••.:.. ROUTING 'ELEMENT )1] BASIN '7 DETENTION POND D NODE �i SECTION NUMBER BIOuJ IS OAARIOOE ORIA 9ET- EN AHEA)ON DRIA AND MCMURRAY DRIHE. BASIN nA IS MCMURRAY DRIVE BETWEEN OAXWOCE DRIVE AND HARMONY ROAD. BASH 115 S MCMURRAY ORINE BETWEEN OAXRIOOF DRIVE AND INNS AT ELEMENT 51. BASIN 116 IS INNOVATIVE DRIVE. BASH I17 IS MCMURRAY DRIVE BETWEEN HEENLAN'D DRIVE AND INLETS AT ELEMENT 51, Ivre. D oRnww CYN lr McCLELLANDS CREEK DRAINAGE PLAN DATE DESMr CYN'•:.:<>:< �.w.. ENGINEERING, INC. MASTER UPDATE NOV 00 FIGURE CHECKED Diw City o! Fort Collins �4a+�emmmWee SUBBASINS & SWMM ELEMENTS 3-1a I 1 [l 1 N 1 ENVIRONMEMAL PROTECTION AGENCY - STCRN WATER MANAGEMENT MODEL - VERSION PC. 11 rINArL ovr- /oo - y4 Deus/aped DEVELOPED BY METCALF - EDLY. INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER '970) UPDATED BY LNIVEPS.71 CF FLORIDA (DUNE 1973) WCDROLC0IC E:C:NEERING CENTER, CORPS OF EGnrERS MISSOURI RIb_R DIVISION, CORPS OF ENGINEERS (SEPTr-ER 1974) TAPE OR DISK ASS IGN14NT5 BOYLE ENG=E PING CORPORATION (MARCH 1985, JL:[ 1985) JIN(1) JIN(2) JIN (3) JIN(4) J^1(5) JIN(6) JIN(7) J."1.(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 JCUT(1) JOUT(2) JOUT(3) JOUT(4) JCL7(5) JOUT(6) JOUC(7) JCUT(8) -CUT(9) JOUT(30) 2 0 0 0 0 0 0 0 NSCRAT(1) NSCRA^.(2) NSCRAT(3) NSCPAT(4) NSCPAT(5) 3 4 0 0 0 WATEPSHED PROGRAM CALLED -'- ENTRY MADE TO RUNOFF MODEL --- MCCLELLANDS BASIN MODEL DEVEL. COND. JUNE 30 1999; W/ DEVEL EXTRAIN ADOPTED 100-YEAR EVENT FILE: MCD100R.DAT ICON ENGINEERING, INC.; 10/25/00 !UMBER OF TIME STEPS 600 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTICN DEPTH FOR 25 RAINFALL STEPS, THE TAME INTERVAL IS 5.00 MINUTES FOR RALVGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .73 .71 .69 .67 .00 MCCLELLANDS BASIN MODEL DEVEL. COND. JUNE 30 1999; W/ DEVEL EXTRA, ADOPTED 100-YEAR EVENT FILE: MCD100R.DAT ICON ENGINEERING, INC.; 10/25/00 SUBAREA GUIR'ER WIDTH NUMBER OR MANHOLE APT) -2 0 .0 80 50 7109.0 60 50 I150.0 70 6 10239.0 130 51 7161.0 100 51 2875.0 150 4 1590.0 110 11 1250.0 111 11 700.0 "' 112 750.0 11J 12 1200.0 114 12 950.0 115 13 1050.0 116 13 1400.0 117 51 1000.0 118 14 1250.0 320 11 932.0 120 22 3875.0 90 2 5715.0 190 51 250.0 200 20 4550.0 2.0 44 1090.0 240 7 1742.0 220 45 9683.0 260 46 3454.0 AREA PERCENT SLOPE RESISTANCE FACTOR .SURFACE STORAGE (IN) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. .0 .0 .0300 .016 .250 .100 .300 86.2 40.0 .0100 .016 .250 .100 .300 8.9 40.0 .0100 .016 .250 .100 .300 29.4 40.0 .0100 .016 .250 .100 .300 24.7 40.0 .0100 .016 .250 .100 .300 13.2 40.0 .0100 .016 .250 .300 .300 1.8 80.0 .0200 .016 .250 .100 .300 1.9 99.0 .0200 .016 .250 .100 .300 1.1 99.0 .0100 .016 .250 .100 .300 1.3 99.0 .0100 .016 .250 .100 .300 1.3. 99.0 .0100 .016 .250 .100 .300 1.7' 99.0 .0100 .016 .250 .100 .300 1.7 99.0 .0100 .016 .250 .100 .300 2.2 99.0 .0100 .016 .250 .100 .300 2.9 99.0 .0100 .016 .250 .100 .300 1.1 99.0 .0100 .016 .250 .100 .300 2.1 85.0 .01J0 .016 .250 .100 .300 17.8 80.0 .0200 .016 250 .100 .300 13.1 10.0 .0100 .016 .250 .100 .300 1.4 80.0 .0100 .016 .250 .100 .300 71.7 80.0 .0100 .016 .250 .100 .300 7.5 80.0 .0100 .016 .250 .100 .300 5.0 80.0 .0100 .016 .250 ,1p0 .300 22.2 85.0 .0120 .016 .250 .100 .300 23.8 50.0 .0100 .016 .250 .100 .300 1.46 .75 INFILTRATION RATE(RN/MR) GAGE MAXIMUM MINIMUM DECAY RA7TNO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 ,00180 - .51 .50 .00180 _ .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 _ .51 .50 .00180 .51 .50 .00180 _ .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 - .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 _ .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 .51 .SO .00180 1 .51 .50 .00180 1 230 47 6407.0 14.7 85.J .01C0 .016 .250 .100 .200 .51 .50 .00180 ---.).290 291 1278.0 5.9 90.0 0100 .016 .250 .100 .300 .51 .5a .00180 1 34 1000.0 99.0 .915 lC .016 .250 .100 .300 .51 .50 .00180 _ 280 280 275 1000.0 2.0 2.0 99.5 .G200 .016 .250 .500 .300 .51 .50 .00187 23' 28 1650.0 3.2 99.0 .J:GO .016 .250 .100 .300 .51 .50 .00180 232 29 850.0 1.5 99.0 .J:00 .016 .250 .100 .300 .51 .50 .00190 291, JO 1250.0 2.0 99.0 .0:0a .016 .250 .100 .300 .51 .50 .00180 _ 330 33 700.0 5.6 30.0 .0i00 .016 .250 .100 .300 .51 .50 .00180 _ 160 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .300 .51 .50 .00180 121 16 850.0 1.4 80.0 0:00 .016 .250 .100 .2aa .51 .50 .00180 1 ' 122 22 1200.0 1.8 80,0 0:00 .016 .250 .100 .300 .51 .50 .00180 250 250 500.0 1.6 80.'3 .0:00 .016 .250 .100 .200 .51 .50 .0013C 270 270 625.0 3.3 60,1 L00 .016 .250 .100 .300 .51 .50 .00i9C 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .200 .51 .50 .00:?: _ 272 272 817.0 1.5 31.0 .v900 .016 .250 .100 .200 .51 .50 .0012": _ 360 36 3223.0 2.4 81,.: 200 .016 .250 .100 .200 .51 .50 .00i30 ' 220 3213.0 14.8 25.: .Gi6 250 .104 .300 .51 .50 OOP: ._ 322 1873.0 1.5 50.3 .::65 .016 .250 .10C .300 .51 .50 .00 i8: _ 172 7024.0 32.3 80.: :91 .016 .250 .100 300 .51 .50 .00125 -4 :66 4138.0 i9.0 BO.i .C:07 .016 .250 .100 .100 .51 .50 .00130 _ a5 168 650.0 5.8 47.7 .j'OS .016 .250 .100 .200 .51 .50 .00180 ' 206 171 958.0 7.7 70.) .CG30 .016 .250 .100 .300 .51 .50 .0018) 207 176 1718.0 13.8 57.0 5 .016 .250 .100 .300 .51 .50 .0018C - 2C8 178 2936.0 33.6 70.0 G:70 .016 .250 .100 .300 .51 .50 .00i5G _ 209 321 6795.0 23.4 40.0 .0085 .016 .250 .100 .300 .51 .50 .001a '55 J24 2991.0 10.7 40.0 100 .036 .250 .100 .700 .51 .50 .00120 _ 21-1 325 3165.0 10.9 64.: .0200 .016 .250 .100 .300 .51 .50 .00135 _ ' 2:2 328 1220.0 4.2 80.E i380 .016 .250 .100 .200 .51 .50 .00120 21.3 180 1472.0 16.9 30.5 7G 55 .016 .250 .100 .300 .51 .50 .001?C 1:4 179 465.0 1.6 90.J C1:0 .016 .250 .100 .300 .51 .50 .00180 2:5 33' 500.0 .7 90.) ..270 .016 .250 .100 .300 .51 .50 .0012: _ 216 327 1405.0 1.0 90.3 .G060 .016 .250 .100 .300 .51 .50 .00130 2C' 301 3315.0 28.5 7L .0050 .016 .430 .100 .600 .51 .50 .001?S ' 202 95 13736.0 47.5 45.0 .0:00 .016 .390 .100 .500 .51 .50 .00190 305 369 17097.0 78.5 35.' .J11O .Oi6 .250 .100 .300 .51 .50 .00130 316 372 2535.0 9.7 31.2 .0200 .016 .250 .100 .300 .51 .50 .00180 _ 307 360 2951.0 5.4 17.0 12E2 .016 .250 .100 .300 .51 .50 .00180 208 370 2042.0 7.0 40.0 J2Gil .016 .250 .100 .300 .51 .50' .001?0 309 362 888.0 1.6 4.1" .:262 .016 .250 .100 .300 .51 .50 .00i50 _ ' 37' 807.0 2.8 4C.0 .J200 .016 .250 .100 .300 .51 .50 .001?0 312 363 569.0 2.1 2.1 .:262 .016 .250 .100 .300 .51 .50 .00180 367 495.0 .9 3500 .016 .250 .100 .300 .51 .50 .001?0 314 40 26470.0 91.2 34.0 .0200 .016 .250 .100 .300 .51 .50 .00180 315 374 4179.0 14.4 40.0 .G200 .016 .250 .100 .300 .51 .50 .00180 316 39 1924.0 67.0 85.0 .01170 .016 .250 .100 .300 .51 .50 .00190 3117, 59 1.0 1. 7 5.0 .0140 .016 .250 .100 .300 .51 .50 .0010 318 593 1699699.0 19.5 47. _• 150 .016 .250 .100 .300 .51 .50 .00190 _ '17 368 4008.0 18.4 45.0 .0100 .016 .250 .100 .300 .51 .50 .00190 219 368 5053.0 17.4 50.0 .0300 .016 .250 .100 .300 .51 .50 .00180 212 32 5605.0 19.3 50.0 .0080 .016 .250 .100 .300 .51 .50 .00180 _ 223 102 6679.0 23.0 50.0 .0400 .016 .250 .100 .300 .51 .50 .00180 224 102 3006.0 13.8 45.0 .0100 .016 .250 .100 .300 .51 .50 .00i80 - 225 35 14288.0 65.6 45.0 .0060 .016 .250 .100 .300 .51 .50 .00180 201 1200.0 8.5 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 _ 202 2000.0 4.1 68.3 C200 '.016 .250 .100 .300 .51 .50 .00130 3 203 800.0 5.7 44.0 .0200 .016 .250 .100 .300 .51 .50 .00190 1 4 209 750.0 1.6 74.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 ' 5 209 1600.0 2.7 68.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 6 210 3800.0 7.6 66.0 .0200 .016 :250 .100 .300 .51 .50 .00130 1 7 209 750.0 3.3 57.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 9 210 450.0 2.3 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 9 209 3000.0 20.2 30.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 10 210 1400.0 9.1 26.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 14 214 1000.0 4.8 54.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 15 215 1300.0 4.4 9.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 16 216 200.0 1.8 12.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 20 223 600.0 4.1 46.0 .0200 .016 .250 .100 .300 .51 .50 .00190 1 21 223 1400.0 9.0 46.0 .0100 .016 .250 .100 .100 .51 .50 .01111 1 22 223 1800.0 7.3 52.0 .0200 .016 .250 .100 .300 .51 .50 .00180 2 23 224 1000.0 2.2 61.0 -.0200 .016 .250 .100 .300 .51 .50 .00180 1 24 224 600.0 3.1 34.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 25 226 900.0 4.0 65.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .6 226 1000.0 2.7 32.0 .0200 .016 .250 .100 .300 .51 .50 .00130 1 10 110 2750.0 5.9 67.0 .1210 .016 .210 .100 .100 .51 .10 .00110 1 31 '31 1700.0 3.6 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 3: 330 400.0 2.0 48.0 .0200 .016 .250 .100 .300 .51 .50 .00i30 34 216 700.0 3.1 11.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 40 140 1300.0 6.4 30.0 .0200 .016 .250 -100 .300 .51 .50 .00180 41 357 800.0 4.3. 43.0 .0200 .016 .250 .100 .300 .51 .50 .00180 42 141 900.0 1.1 75.0 .0200 .300 .51 .50 .00180 1 50 251 1800.0 8.1 42.0 .0200 .016 .016 .250 .250 -100 .100 .300 .51 .50 .00180 63 252 2250.0 a.9 61.0 .0200 .016 -250 .100 .300 .51 .50 .00180 61 261 650.0 2.1 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 62 262 1200.0 4.7 42.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 370 570 1050.0 6.1 63.3 .Oi00 .016 .250 .100 .300 .51 .50 .00180 371 571 2000.0 11.7 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 372 572 4900.0 26.7 45.0 1200 .016 .250 .100 .300 .51 .50 .00180 1 ' 373 73 2000.0 8.2 90.0 .0150 .016 .250 .100 .300 .51 .50 .00130 374 574 8000.0 18.3 96.'3 .0:00 .016 .250 .100 .300 .51 .50 .00130 3.5 75 5400.0 28.4 48.0 .O:CO .016 .250 .100 .300 .51 .50 .00180 ?,6 576 2222.0 5.1 85.0 .O_'00 .016 .250 .100 .300 .51 .50 .00180 1 17 57 40.0 . 70.) .0100 .016 .250 .100 .300 .51 .50 .00130 379 5?7 4550.0 2 .3 70.J .0100 .016 .250 .100 .300 .51 .50 .00190 1 ; 179 479 450.0 1.5 70.0 .0100 .016 .250 .100 .300 .51 .50 .00190 ?30 480 350.0 1.4 70.3 .0100 .016 .250 .100 .300 .51 .50 .00180 ' 401 402 0 1 CF. IEL 2.0 550. .013a $0.0 50.0 .016 1.00 0 402 406 0 1 CH:...NEL 2.0 950. 0060 50.0 50.0 .016 :.o0 0 400 406 0 1 CMA101EL 10.0 710. .0060 5.0 6.0 .040 2.00 0 406 380 0 3 .1 1. .1010 .0 .0 .001 .10 0 ' 380 403 12 2 P:?E .1 1. 0010 .0 .0 .001 .:0 0 RESERVOIR STORAGE IL ACRE-F_iT VS SPILLWAY OUTFLOW .0 .0 2.7 8.8 3.1 9.3 3.2 .1.0 3.6 15.0 4.0 2C.0 4.9 21.8 5.0 22.0 5.5 22.9 6.2 52.4 6.6 75.1 6.9 10'.7 384 dOd 5 2 PIPE .1 1. .Colo .0 .0 .001 .l0 0 RESERVOIR STORAGE IN ACP.E-Fr- VS SPILLWAY OUTFLOW ' .0 .0 1.0 3.7 1.9 9.3 :.9 :.5 2.0 15.5 382 407 7 2 P:?E .1 1. Cola .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FE'_".' VS SPILLWAY OUTFLOW .0 .0 .' 1.3 1.3 3.9 :.5 4.4 1.8 4.7 2.0 2-.- 2.11 58.7 : 403 407 0 1 C'1 NEl, 5.0 910. C1,40 4.0 4.0 .045 5.00 0 ' 407 405 0 ' 1. 11:0 .0 .T .001 i0 0 40�i'_a 0 5 ?:PE 3.5 2000. CO20 .0 .0 .01: 3 50 0 S',=LOW 40.0 2000. .0O20 50.0 50.0 .oi6 O0 404 407 0 s - ?:?E 3.5 900. .C:50 .0 .0 .016 3.50 0 388 287 0 1 ".--FLOW C 1NCN-_ 40.0 5.0 900. 1300. .0150 .0070 50.0 150.0 50.0 150.0 .016 .045 5.00 5.00 0 ' 387 386 0 1 C:htNEL 5.0 750. .0070 .50.0 150.O .045 '.^-o 0 386 284 0 1 C:':.2:IEI. 4.0 800. .0030 150.0 150.0 .045 5.00 0 284 283 0 1 C:.ANYcL 4.0 700. .CG63 150.0 150.0 .045 5.00 0 283 282 0 1 CFCML 7.0 1000. .CO57 70.0 40.0 .045 5.00 0 282 410 0 1 CRA:OtEL 9.0 800. .0460 9.0 1.5 .045 5.o0 0 281 414 0 1 ]IoTEL 2.0 1500. .0150 '55.0 76.0 .035 5.00 0 ' 409 413 0 1 cFl%I 4E1- 1.0 1500. .C100 50.0 50.0 .045 5.00 0 410 411 0 4 Ci: N-.EL 5.0 600. .0450 2.5 3.0 .035 7.00 0 OVERFLOW 45.0 600. .0450 '25.0 50.0 .035 •'3.00 411 412 0 4 C:GL`NEI. 5.0 1060. .0038 3.0 2.0 .035 6'00 0 =TZRFLOW 30.0 1060. .0038 35.0 60.0 .035 1.00 412 413 0 4 CHA!N,t, 5.0 870. .0060 5.0 2.0 .035 6.00 0 ' IVERFLOW 50.0 870. .CO60 30.0 45.0 .035 12.00 413 414 0 5 Pi?E 5.0 40. .0060 .0 .0 .03' 5.00 0 - 0=FLOW 50.0 40. .0060 100.0 100.0 .016 10.00 ' 414 415 0 1 C'r:.V. cZ 5.0 1180. .CC60 30.0 25.0 .035 10.00 0 415 4i6 0 1 CEAMfEL 5 .0 1050. .0060 40.0 50.0 .035 :a.00 0 416 517 0 1 Cr.z. 1. 5.0 Soo. .0160 40.0 25.0 .035 6.00 0 ' 517 417 0 3 .1 1. .Colo .0 .0 .001 .10 0 417 0 0 2 PIPE ,1 1. .0030 .0 .0 .035 .10 0 TOTAL NUMBER OF GUTTERS/PIPES, 206 MCCLELLA.NDS BASIN MODEL DEVEL. COND. o= 30 19'9; 'N/ DEVEL EXTRAN ADOPTED 100-YEAR EVENT FILE: MCD100R.DAT IC--N ENGINEERING, INC.; 10/25/00 ' ARA.WGEMMT OF SUBCATCFOgNTS AND GUTTERS/PIPES G',=ER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(= 2 8 50 9 0 0 0 0 0 0 0 90 0 0 0 0 0 0 a 0 a 796.3 4 341 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 O 219.3 6 7 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 34.4 ' 0 0 0 0 0 0 ' 0 0 0 240 0 0 0 0 0 0 0 0 0 5.0 8 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219.3 9 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 434.3 11 112 0 0 0 0 0 0 0 0 0 110 111 320 0 0 0 0 0 0 0 6.5 12 11 47 291 0 0 0 0 0 0 0 113 114 0 0 0 0 0 0 0 0 30.0 13 12 0 0 0 0 0 0 0 0 0 115 116 0 0 0 0 0 0 0 0 33.9 14 0 0 0 '0 0 0 0 0 0 0 113 0 0 0 0 0 0 0 0 0 1.1 ' 16 34 0 0 0 0 0 0 0 0 0 160 121 0 0 0 0 0 0 0 0 9.8 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 31.3 21 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 5.6 22 16 25 42 0 0 0 0 0 0 0 120 122 0 0 0 0 0 0 0 0 290.6 250 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 1.6 ' =5 6 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235.8 270 271 275 0 0 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 a 232.4 2S 29 0 0 0 0 0 0 0 D- 0 281 0 0 0- 0 0 0 0 0 0 6.7' - 30 0 0 0 0 0 0 0 0 0 282 0 0 0 0 0 0 0 0 0 3.5 30 0 0 0 0 0 0 0 0 0 0 283 0 0 0 0 0 0 0 0 0 2.0 31 470 0 a 0 0 0 C 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 ' 32 0 0 0 0 0 0 3 0 0 0 222 0 0 0 0 0 0 0 0 0 19.3 33 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 5.6 34 0 0 0 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 0 0 4.3 35 0 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 65.6 36 0 0 0 '0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 2.4 38 39 374 0 0 0 0 J 0 0 0 0 0 0 0 0 0 0 0 0 a 118.2 ' 39 592 591 0 = 0 0 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 103.8 40 0 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 91.2 41 27 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 233.4 42 46 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 259.6 43 45 22 a a 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 312.8 ii 2: 0 0 0 0 0 0 0 0 0 - 210 0 0 0 0 0 0 0 0 a 13.1 ' 35 0 0 0 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 22.2 46 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 23.8 4' 0 0 0 0 0 0 0 0 0 230 0 0 0 0 0 0 0 0 a 14.7 50 6 0 0 0 0 0 _ 0 0 0 80 60 0 0 0 0 0 0 0 a 129.5 13 14 20 44 47 0 0 0 0 170 100 L` 190 0 0 0 0 0 0 4. 583 0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 99 99.4 '3 673 0 0 0 0 0 11 0 0 0 373 0 0 0 0 0 0 0 0 0 B.I 74 474 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 11 75 a a G o o a o 0 o ns a n o 0 o G G o za.9 75 477 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 82 fib: 0 0 0 0 0 0 0 0 0 0 0 90 0 0 0 93 584 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3].d 34 0 0 0 0 0 0 0 0 0 384 0 4 0 0 0 0 0 0 0 6.? 25 82 0 0 0 0 0 0 0 0 385 0 0 0 a 0 0 0 0 0 7' 38 d9 90 496 0 0 0 0 0 0 0 389 397 0 0 0 0 0 0 0 ]7.9 89 92 395 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 1.4 ' 90 91 92 110 301 0 491 0 0 0 0 0 0 0 0 0 0 r, =: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.2 28.5 0 0 0 0 a 0 0 394 0 0 0 0 0 0 0 0 1.4 93 91 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.G 94 93 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 76.0 95 0 0 0 0 0 0 0 0 a 0 302 0 0 0 :- 0 0 0 0 0 47, 5 302 ]5 32 368 0 0 G c 0 0 0 223 22 0 0 0 0 0 0 0 :505. ' 112 7 0 0 G 0 0 0 7 112 a 0 0 0 0 0 0 0 0 3 215 J 0 J J 0 0 0 0 0 J 0 J 0 0 0 0 "8 5 334 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 13, 0 0 0 0 0 c 0 0 0 30 0 0 0 0 0 0 0 0 5.9 _3 130 0 0 0 0 G0 0 0 0 11 0 0 J 0 0 0 0 0 9.5 i40 310 li5 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 290.0 ' lit 241 0 0 0 0 ^ 0 0 0 0 0 0 0 0 0 0 0 0 iO4.7 160 252 0 0 0 0 0 a 0 0 0 0 c 0 0 0 0 0 0 0 a.9 1.56 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 19.0 167 166 0 0 0 0 0 r,. 0 0 0 0 0 0 0 0 0 0 0 0 19.0 168 0 0 0 0 0 0 c 0 0 0 205 0 G 0 0 0 0 0 0 0 169 167 168 0 0 0 0 0 0 0 0 0 0 0 C, 0 0 0 0 0 a.9 24.9 ' 70 169 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 24.9 171. 0 0 0 0 0 0 c 0 0 0 206 0 0 0 0 0 0 0 0 0 7.7 1722 0 0 0 0 0 0 0 0 0 0 203 0 c 0 0 0 0 0 0 0 32.3 l72 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 72.7 174 170 171 0 0 0 G G 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 173 174 0 0 0 0 0 0 0 0 0 0 J 0 0 0 0 0 0 0 64.8 ' 176 0 0 0 J 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 13.3 177 175 176 977 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 173 0 0 0 0 0 0 . 0 0 0 0 208 0 0 0 0 0 0 0 0 0 33.6 179 0 0 0 0 0 0 0 0 0 214 C 1 0 0 0 0 0 0 0. 1.5 180 329 0 0 0 0 0 G 0 0 0 213 0 0 0 0 0 0 0 0 0 105.2 201 0 0 0 0 0 0 0 0 0 0 1 0 c 0 0 0 0 0 0 0 ' 202 201 0 0 0 0 0 G 0 0 0 2 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 J 0 -8.5 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 9 0 0 0 0 0 0 46.1 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 65.1 214 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 4.8 216 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 4.4 216 2 315 750 0 0 0 0 0 0 0 16 39 0 0 0 0 0 0 0 0 319.5 223 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.4 224 223 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.7 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.4 241 94 330 365 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 104.7 250 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 1.6 ' 251 0 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 8.1. 252 0 0 0. 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 8.9 261 160 0 0 0 0 0 0 0 0 0 61 0 G 0 0 0 0 0 0 0 11.0 262 261 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 15.7 210 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 3.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 6.3 ' 272 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 1.5 275 272 28 31 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 223.8 281 0 0 0 0 0 0 0 0 0 0 508 0 0 0 0 0 0 0 0 0 26.4 282 283 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 210.4 283 284 0 0 0 0 0 0 0 0 0 511 0 0 0 0 0 0 0 0 0 210.4 284 386 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 171.3 291 0 0 0 0 0 0 0 0 0 0 -y 290 0 0 0 0 0 0 0 0 0 5.9 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 28.5 310 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.1 315 214 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.2 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 321 320 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 38.1 ' 322 0 0 0 0 0 0 - .0 0 0 0 202 0 0 0 0 0 0 0 0 0 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 21.5 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 71.6 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 a].2 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 327 927 0 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 84.1 ' 328 0 0 0 0 0 0 G 0 0 0 212 0 0 0 0 0 0 0 0 0 4.2 329 327 328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 as.3 330 13l 0 0 0 0 0 a 0 0 0 32 0 0 0 0 0 0 0 0 0 11. a 331 324 0 0 0 0 0 0 0 0 0 215 0 J 0 0 0 0 0 0 0 -2.3 331 223 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 336 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.4 ' 34l 177 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 350 25.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 217.4 8.1 35' 140 336 141 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 1031.4 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031.4 ' 359 360 161 358 '359 360 0 0 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 307 0" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031.4 1036.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :043.8 36 361 371 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 1048.3 363 362 172 0 0 0 J 0 0 0 0 312 0 0 0 0 0 0 0 0 0 1059.1 364 363 373 0 0 0 0 0 0 -0 0 0 0 a 0 0 0 0 0 0 0 1:68.4 365 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 366 764 769 0 0 0 0 0 J 0 0 0 0 C 0 0 0 0 0 0 0 . /746ifi.9 367 366 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 a :737.8 363 367 0 0 0 0 0 0 0 0 0 217 218 0 0 0' 0 0 0 0 0 1383.6