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Drainage Reports - 03/02/1998
� r ! � � � � � � � L . ..�„•�.� - .�� . ; . �,.. _ ; ��:•:�r��� • � • � — �_ �� ��T 4� � � 1 � 2�,:-� �.� � � Final Drainage and Erosion Control Study �_� Westfield Park Fort Collins, Colorado 1 ; .� � i _ . 1 � ' � � � � THE SEAR-BROWN _� GROUP ' February 1998 Standards in Excellence ' TH E SEAR-BROWN G ROU P FULLrSERV10E DESIGN PROFE��IONALS FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 February 20, 1998 Mr. Basil Hamdan City of Fort Collins Water Utilities--Stormwater 235 Mathews Street Fort Collins, Colorado 80522 RE: Final Drainage and Erosion Control Study for Westfield Park Dear Basil: We are pleased to re-submit to you, for your review and approval, this Final Drainage and Erosion Control Study for Westfield Park. This study includes a portion of the storm drainage connection between Imperial Estates and the Mountainridge regional detention facility. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear-Brown Gr � Prepared by: ���p�;�b•A•••��ea s � �j�- : W 32093 . �" `� G, p• �D�B.qB Gerald A. Gibb . •' Water Resource E •..a.•�'' �i AL �' ',����F��. � ������I _ 1 ' ,'Mn `� 7�. ^.»;r A '�t; 'F'`g i David K. Thaemert, P.E. �m��9 �. �; Water Resource Engineer �,r: cc: File 564-008B NEW YORK • PENNSYLV?,NIr\ COLORADO•UTAH STANDARDS IN EXCELLENCE Reviewed by: .�i�(it�l� lit/ � Kevin W. Gingery, P.E. Water Resources Project Manager 0 I QUAL OPPORTUNITY EMPLOYER ' � � ' � � � � ' � � ' ' i � ' ' ' 1 : � � � �Y Y �M 19 : � �� I. GENERAL LOCATION AND DESCRIPTION A. Location B. Description of Property II. DRAINAGE BASINS A. Major Basin Description B. SWNIM Revisions III. DRAINAGE DESIGN CRITERIA A. Regulations B. Development Criteria Reference and Constraints C. Hydrologic Criteria D. Hydraulic Criteria E. Variances from Criteria IV. DRAINAGE FACILITY DESIGN A. General Concept B. Specific Details V. STORM WATER QUALITY A. General Concept VI. EROSION CONTROL A. General Concept B. Specific Details VII. CONCLUSIONS A. Compliance with Standards B. Drainage Concept C. Storm Water Quality Concept D. Erosion Control Concepts REFERENCES �� 1 1 1 1 1 2 2 2 2 2 3 3 3 3 3 4 4 4 5 5 5 5 5 5 ' ' ' � ' ' ' � 1 ' 1 ' ' ' �� ' ' 1 : � -- - 17�K��f1�� � � _ � . • � � APPENDIX: VICINITY MAP HYDROLOGY AND 100-YEAR SWMM MODEL EROSION CONTROL BOX CULVERT DESIGN STORM SEWER DESIGN SWMM Exhibit 7 24 30 4�4 back pocket ' ' � , � I. � �. FINAL DRAINAGE AND EROSION CONTROL STUDY FOR WESTFIELD PARK FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location Westfield Park is bounded by the future Seneca Street on the east, Imperial Estates on the west, Johnson Elementary School on the south, and future filings of the Mountainridge development on the north. �- The site location can also be described as situated in the Northeast 1/4 of Section 34, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. The site location can be seen on the first page of the Appendix. r. i' � � � II. � B. Description of Property Westfield Park contains approximately 14.61 acres, more or less. The property is being proposed for recreational park development within the City of Fort Collins Zoning District PUD. Native grasses presently cover the property. The original topography of the site generally sloges from west to east at approximately 0.9 percent. DRAINAGE BASINS A. Major Basin Description ' The proposed development lies within updated basin 178 of the McClellands and Mail Creek Major Drainageway Plan initially prepazed by Cornell Consulting Company. The western portion of basin 178 includes rear half-lots within the ' Imperial Estates development. A natural drainageway--which drains Imperial Estates and other tributary basins to the west--runs from west to east through the center of the proposed park. � , ' � B. SWMM Revisions The City of Fort Collins' SWMM model for a 100-year storm event within the Mail Creek Basin was updated to reflect field conditions and proposed storm drainage system modifications in the area of Westfield Park and Seneca Street. The changes to this model are as follows. 1 ' � � u Conveyance element 200 was modified to be the regional stortn drain conveyance element from the west side of Taft Hill Road to the northeast corner of the � Woodridge development. Conveyance element 47 was modified to be the regional storm drain conveyance element from Woodridge to the open channel conveyance _ element 48 within Westf'ield Park. Conveyance element 50 was modified as the box culvert outlet from Westfield Park, draining into the future detention pond ` 278. Basins 178 and 180 were updated to be consistent with proposed plans for N Westfield Park and future filings of the Mountainridge project. Conveyance r element 51 was also added as the embedded conveyance element for basin 180 to k be consistent with proposed conditions. � III. DRAINAGE DESIGN CRITERIA � f � � � A. B. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. Development Criteria Reference and Constraints � � � i� � � , �� ' , � C. � E. Conveyance of stormwater through the Westfield Park site is consistent with interim improvements proposed with the Gates at Woodridge Fourth Filing submittal. Hydrologic Criteria Regional hydrologic modeling was completed using the UDFCD modification of SWMM. These calculations and criteria are included in the Appendix of this report. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. Variances from Criteria No variances from City criteria are requested with this submittal. 2 � i �J � IV. DRAINAGE FACILITY DESIGN ' Y �. . L A. B. General Concept The on=site runoff produced by Westfield Park will flow easterly to the open channel which bisects the park site. This channel also concentrates off-site flow from the future regional storm drain system along the north edge of the Woodridge development and from Imperial Estates. From there, runoff continues to flow easterly toward future regional detention pond 278 and then to the MountainRidge regional detention pond 247. An updated SWMM model exhibit is included in the back pocket of this report to clarify the drainage concept. Specific Details �, Proposed culvert 50 will convey peak runoff from Westfield Park under Seneca Street to future downstream detention pond 278 when it is constructed along with T the Seneca Street project. The culvert will consist of a grated inlet box, a box � culvert and downstream outlet facilities. The elevation of the grate will be set at 5101.0 to provide a permanent pond in Westfield Park. The culvert will be � designed to convey peak discharge without providing detention. Reference the � Seneca Street/Pond 278 hydraulic report for specific information as to the � hydraulics of the proposed crossing. Until regional detention pond 278 is constructed, the excavated pond on Westfield Park will function as a sediment/retention pond with an eastward sheet flow overflow along historic flow paths. For the regional storm drain system which carries flows from west of Taft Hill , Road to the park, the portion within Westfield Park will be constructed with the park. This initial portion of the piped storm drain system will extend to one pipe length above manhole 3, immediately inside the Woodridge property line. ' , V. ' , ' � 1 With the exception of future pond 278 (discussed above), the existing downstream culverts, open channels and streets have the available capacity for the Westfield Park stormwater runoff. STORM WATER QUALITY A. General Concept The water quality of storm water runoff must be addressed on all final design utility plans. Westfield Park is anticipating construction beginning in Spring 1498. Therefore, for this project, we have sought to find various Best Management Practices for the treatment of storm water runoff. The park consists almost 3 ' � w � � entirely of grassed surfaces, including the grass-lined channel through the center of the park. These grass-lined features will provide a mechanism for pollutants to settle out of the stormwater runoff as runoff is directed to the McClellands Basin Drainageway. VI. EROSION CONTROL A. General Concept This development lies within the High Rainfall Erodibility Zone and the Moderate �- Wind Erodibility Zone per the City of Fort Collins zone maps. The potential �, exists for moderate erosion problems after completion of the Westfield Park improvements, due to some proposed site slopes of greater than 2 percent. It is ' also anticipated that the project site improvements will be subject to both wind and rainfall erosion before new vegetation can take hold. "` The Erosion Control Performance Standard (PS) during construction for this � project was computed to be 82.5 percent per the criteria in the City of Fort Collins Erosion Control Reference Manual for Construction sites. The Effectiveness �� (EFF) of the proposed erosion control plan was calculated to be 82.64 percent. Therefore, the erosion control plan below meets the City of Fort Collins' �requirements. A copy of the calculations has been included in the Appendix. An � erosion control escrow cost estimate of $10,598 is also included in the Erosion Control section of the Appendix. � B. Specific Details ' No disturbed areas shall be left exposed for greater than 30 days before temporary or permanent erosion control is installed. After seeding, a hay or straw mulch shall be applied over the seed at a rate of 2 tons/acre minimum, and the mulch ' shall be adequately anchored, tacked, or crimped into the soil. The proposed wet pond within the park shall also serve as a temporary sediment trap during construction of the facility. , VII. CONCLUSIONS , A. 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. In addition, all computations are in compliance with the Feasibility Analysis for Regional , Detention Facilities Adjacent to Mountainridge P.U.D. (prepared by RBD, Inc. in � 4 1 � , � � k B. November 1993) and the Final Design of Regional Detention Pond 247 and Outfall for the McClellands and Mail Creek Basin (prepared by RBD, Inc. in December 1996). Drainage Concept The proposed drainage concepts adequately provide for the transmission of. developed on-site and tributary off-site runoff to the existing and proposed drainage facilities at the eastern property line of the subject site. ,� If for some unforeseen reason groundwater is encountered at the time of 4 construction, a Colorado Department of Health Construction Dewatering Permit would be required. ' C. Storm Water Quality Concept � Because storm water quality has become a requirement, the site has addressed this storm water aspect. The grass-lined channel will provide an opportunity for storm water pollutants to filter out of the stormwater runoff before the runoff is � discharged further downstream. Also the irrigation pond will serve as a water quality feature. � D. Erosion Control Concepts � The proposed erosion control concepts adequately provide for the control of wind and rainfall erosion from Westfield Park. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards � will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins erosion control criteria. ' REFERENCES , 1. � 2. , 3. i 1 1 Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, revised January 1997. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. Preliminary/Master Drainage Study for Woodridge by RBD, Inc. Engineering Consultants, December 27, 1991. 5 4. The McClellands and Mail Creek Major Drainageway Plan by Cornell Consulting Company, December 1980. 5. Final Drainage Report for Poudre School District R-1 Elementary School by Engineering Professionals, Inc. April 1987. 6. Feasibility Analysis for Regional Detention Facilities Adjacent to Mountainridge P.U.D. for the McClellands and Mail Creek Basin, Fort Collins, Colorado, by RBD, Inc. Engineering Consultants, November 19, 1993. 7. Final Drainage and Erosion Control Study for the Gates at Woodridge Fourth Filing Phase One, by RBD, Inc. Engineering Consultants, August 17, 1995. 8. Final Drainage and Erosion Control Study for the Overlook at Woodridge Fourth Filing Phase 2, by RBD, Inc. Engineering Consultants, July 31, 1996. 9. Final Design of Regional Detention Pond 247 and Outfall for the McClellands and Mail Creek Basin, Fort Collins, Colorado, by RBD, Inc. Engineering Consultants, June 19, 1996. � 0 � LJ � � APPENDIX � � � A � ` � � �L� � i/l���i�i.1a � r� iFilsisc = I - � �5 h�shln �r � Oak Dr� � Newcsa �— � Nvrr 4�4 ° Tr.l►, �/ndaey Ct��n OI � - p, -- ronson�St--- � 1 � -8' Ksnt#Ct __ � � , y � Churchlll •Ct :�ac�y..�.r,,:::,�,. ,a..a.�c--::�,.dcor,r.rn �.�uq,�.,.,,...:� � I Deltd Or 1 � , �i� "a � WesMle/d �a � r--�. WESTFIEL� I��}�z k " b�I� ra, r�� I�'� �� � S=�l - � �tln• � �►11 ' �� � v�i ��� o� � C� GunM�on Dr s� �e \ �- - �`�\ L�o I c `P 4n��� - � .� .__ � � \� � �, I� � Peftsrson �p � ��tttenon �� �� � o, � Senford. Or �I •�- � c a; .ca. 4 � � W N o r s e,t o o t h Rd �/��� +�I�ui��ati' ✓NhO� W`4Y"..'�ur.wl���.VW�W � �M��•.. �I � � ;tiVobum Wy �)Cs npx Ct p I � A�bc o�� Broo�k Or _ � ndY Bc . _ `c � p. . � ... gJ 4"��ss � 4� u 3 �' r y d-,c f � � a � � I O° \� v � �'� � W1ntsr�G7 3� � MarbM Qi ` V� p` �'�� Butte Pasa Or� o_� S�� , �z� 4�� �; m �ten I .��y�, ��s :��1 .���..�„ � i � °'��� ��.�. j �� a `,.�.. � � � �'Ra �� � L. �� K ..c � � O � � �NTS � Vicinity Map � � � HYDROLOGY AND 100-YEAR SWMM MODEL L r � � � ��� :. ''� THE ' SEAR—BROWN � GROUP �ProJects WESTFIEL�1, I��Qk ProJect No. 56�1-00.� gy; Swmm SGHEI'?"tl4T IL Checked: Date: Sheet of � rn ., ��, . . cr �p . . . � _� ... . : .. . . �� . . . . .. i--.. . . . . . . . _ _ .----. ... . . .. . : —i',� � . , . _ _ . - ; - . . . . . - ---- } -.. _ .. - - ..- . . . -- -- • --- — .4� — _ --__-__-- -- . .... . .-�----- ---- �� . _.__ _ _... _.--}-- - . ., .:. . . . . . : ... _ _. . �� ,V^,, 1'� ✓ �^ 3 � -•---�-- .. --- � . _ P - . r -• � -- . 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I ' i � 1 � N � I a�o I L— •---- '! -- .-�:�:- 1--�„---- �� ; �� � �,,� a :, �� i �� � '� i � ; !,' I ' • ,� � � � • -- - -- • - - ' •- -- - - - - � - { (�;j) i l . .. . _ . � / _.. i� __ i . _ .. _.. ..�'. � �/ � . . !• _ ,li �? �' I . i;" _ �.: ��� ....... ..�. � _�; __-�..�..�.... •/, � �...�..� ', ' % . f '�. ,j;_r. .:-- ��-�----- /. 4 � � .' ��, �� �(. — � i D O � i �� • 1: `,. _,_.. - .�., . � � 1 I ; . I - - _� � , ---':+-' " ' � � � ' I � � �'' 1.i - \ "" ! i �...�_ -- i. - - ..._ _ i ,_� _ ._----. '..`. . __ .'- -- •- - - • - - --- ' i �O 'O . . � � � I N .. s � ` � ,,�� f N � 1 O� U . �N ' . I N � N � � 1 1 � N p � •� O • � ` j� N , N — (I _ � �7.�� i � o . . '•� I � �'� � Q � • ; ,��' . . , .�S � . � . � � •Y I O • � N !� ' .� � � I '� , I� . , � ,� � .� — ---� .� • � �. � , . • � � SWMM input file 434011S1.DAT: February 17, 1998 , , z 4 RSHED MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDiT10NS 1996, HOODRIDGE 4TH F1L. R�SED 17 FE8 98; SBG/RBD (dkt) F1LE: 434011S1.DAT 1 170 000 5. 1 1. � 5 5. .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 �4 .24 .12 .12 0.0 * rrepared for: Woodcrsft Homes * SWMM developed condition, 100-yr recurrence interval * -2 .016 .250 .1 .3 .51 .5 .0018 ` 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .Ob4 1 53 2111400. 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900. 11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 S7 2902200. 75.8 75.0.0088 �1 58 162700. 43.0 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0. .01 ' 1 60 352830. 59.0 45.0 .016 1 61 421250. 16.3 45.0 .016 �1 62 383000. 4T.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .O1 1 165 3654600. 27.0 45.0 .016 �1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000. 30.8 45.0 .01 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01' 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 1 65 2104420. 20.3 50.0 .064 1 67 362T00. 34.T 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 181400. 12.9 65.0.0143 1 72 302900. 43.0 50.0 .032 1 73 29 700. 19.1 55.0.0136 � 1 T4 271100. 21.8 45.0.0104 1 75 258930. 45.1 50.0.0134 1 175 24335T. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 375009. 13.8 45.0 .019 1 77 443969. 16.4 32.0 .012 1 177 46 901. 14.6 41.0 .020 1 78 495409. 67.3 37.0 .016 * STFIELD PARK 1 178 482463. 17.0 25.0 .035 �1 79 3911232 36.1 Z4.0 .019 1 179 2802025. 20.1 67.0 .020 1 80 317362. 18.7 45.7 .032 1 186 265457. 13.8 28.9 .032 1 81 2041000. 24.4 45.0 .016 �1 181 203 900. 16.2 45.0 .016 1 182 2061200. 17.8 45.0 .016 1 82 2012218. 33.0 66.0.0091 1 83 3479757. 33.6 35.0 .020 � �1 84 452800. 22.2 75.0.0072 1 85 185 900. 16.1 45.0 .016 1 86 3412118 30.6 42.0 .032 1 87 2872000. 38.3 45.0 .020 1 86 28 600. 11.8 45.0.0154 �1 89 412574. 6.5 86.0 .032 1 180 517713. 26.6 41.0 .020 1J 0 � � �o 10 1 0 1 10.0 3400. .011 4.0 � 11 10 0 1 10.0 1900. .013 2.5 12 210 0 1 10.0 400. .011 2.0 13 12 0 1 8.0 150. .011 0.0 14 13 0 1 8.0 800. .0159 0.0 15 14 11 1 .1 60. .014 0.0 � .0 30.0 .0 66.0 .1 .2 248.0 .5 364.0 .8 2.9 584.0 5.4 632.0 9.1 16 15 0 1 10.0 1650. .005 4.0 ' 17 16 0 1 2.0 1050. .005 4.0 18 17 0 1 2.0 1000. .005 4.0 19 107 0 1 4.0 700. .011 4.0 20 320 0 3 1. 21 20 0 1 2.0 1500. .005 4.0 *�EGENCT REGIONAL DETEN7ION FACILITY 22 21 10 2 0.1 1. .005 0.0 0.0 0.0 0.28 3.5 1.55 7.65 14.0 13.06 17.5 19.95 35.31 22.8 43.48 66. � 23 39 0 1 12.0 1300. .0056 4.0 • RIDGE DETENTION POND 230 24 10 2 0.0 10. .005 0.0 0.0 0.0 0.01 3.65 0.18 2.19 132.00 3.27 171.66 4.75 6.97 269.54 7.71 288.00 * ENEG STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 �, 20.0 1600. .010 5.0 25 222 0 1 2,0 2000. .005 4.0 � 26 23 0 1 1.0 1320. .02 10.0 27 18 0 1 2.0 1300. .005 4.0 287 27 0 1 2.0 1700. .005 4.0 � 28 29 0 1 2.0 400. .005 4.0 29 30 0 1 2.0 800. .005 4.0 '` 30 17 0 1 2.0 2000. .005 4.0 31 23 0 5 3.5 750. .013 0.0 � 70.0 750. .006 20.0 32 105 0 4 .50 2600. .007 12.0 10. 2600. .007 20.0 33 14 7 2 0.1 280. .003 0.0 .13 14. .61 30. 1.72 , 3.70 127. 5.30 155. 26.7 34 23 0 5 1.75 950. .0051 0.0 70.0 950. .006 20.0 35 102 0 4 0.5 13T0. .0164 12.0 �10.0 1370. .01G4 20.0 � 36 321 0 4 .5 1500. .007 12.0 � 10. 1500. .007 20.0 37 24 0 4 0.5 850. .0149 50.0 50.0 850. .0149 20.0 38 245 0 1 4.0 1200. .01 4.0 * OND 230 INFLOLI 39 230 0 3 1. 40 375 0 4 .5 900. .011 10.0 900. .011 • �UTURE WOODRIDGE COMMERClAL DETENTION POND 41 31 3 2 0.0 10. .005 0.0 0.0 1.2 2.40 42 102 0 S 2.0 1180. .015 1.0 1180. .015 • ROUTMAN PARK REGIONAL DETENTION POND 43 42 8 2 0.1 1. .005 0.0 0.0 .632 3. � 6.2 24. 10.6 27. 45 347 0 1 2.0 1250. .005 46 347 0 1 2.0 1550. .005 44 47 0 1 4.0 1100. .01 � 47 48 0 2 5.0 342. .0102 48 50 0 1 6.0 740. .0089 49 48 0 1 4.0 2600. .005 50 378 0 2 7.1 107. .005 51 378 0 1 45.0 500. .008 '261 13 0 2 3.5 900. .003 262 261 0 2 3.0 3400. .0025 100 11 12 1 19.5 50. .005 � 0.0 0.0 3.9 51.0 �i � 4.0 .044 2.5 .047 2.0 .068 0.0 .013 0.0 .013 0.0 .100 120.0 .2 440.0 1.4 680.0 4.0 .035 4.0 .035 4.0 .035 4.0 .035 4.0 .035 12.0 16.0 12.0 8.0 6.0 0.1 188.0 520.0 5.0 5.0 5.0 6.0 5.0 0.0 .013 0.1 8.9 3.96 12.0 20.0 27.4G 21.0 4.0 .030 5.0 0.0 .013 0.0 30.05 1.10 94.52 212.00 6.23 251.08 0.0 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 0.0 20.0 12.0 20.0 0.0 57. 204. 0.0 20.0 12.0 20.0 12.0 20.0 50.0 20.0 4.0 .013 .060 .035 .060 .035 .035 .035 .035 .035 .013 .016 .016 .020 .013 2.58 .013 .016 .016 .020 .016 .020 .016 .016 .035 12.0 12.0 .016 20.0 20.0 .020 0.0 0.0 .013 2.0 2.40 0.0 0.0 .013 20.0 20.0 .016 0.0 1.2 22.6 4.0 4.0 4.0 0 6.0 4.0 0.0 10.0 0.0 0.0 0.0 5.9 0.0 10.0 33. 4.0 4.0 4.0 0 8.0 4.0 0.0 10.0 0.0 0.0 0.0 96. .013 2.9 26.2 .035 .035 .016 .013 .035 .035 .013 .020 .013 .013 .013 7.G 4.95 8.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 3.5 10.0 0.5 10. .1 1.75 10.0 .5 10. .5 10. 0.5 10.0 5.0 .5 5.0 0.0 2.0 5.0 93. 0.1 18.0 36.0 5.0 5.0 5.0 5.0 5.0 5.0 7.1 S.0 3.5 3.0 0.5 140. �Z � 11.0 260.0 12.7 300.0 14.5 340. 17. 390. 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. � 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 0.0 0.0 .024 0.1 � 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 1910.0 103 33 7 2 0.1 1. 0.1 0.0 0.0 .024 0.1 � 0.0 0.0 1.1 4.2 1.8 9.3 3.5 14.0 5.2 1G.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. � 19.3 45. 105 319 4 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 11.5 4.0 16.7 7.1 20.5 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 � � 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 222 22 0 3 5. i � 243 43 0 3 5. 244 104 0 3 5. 245 103 0 3 5. 200 47 0 2 4.5 2500. .0099 0.0 0.0 .013 4.5 � 202 208 0 1 2.0 1170. .Ot 4.0 4.0 .060 2.0 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 �0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200. .020 4.0 4.0 .060 2.0 207 202 4 2 0 50. .010 0.0 0.0 .024 0 � 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 (AS-BUILT -- 21 OCT 9T) 34T 247 0 3 5. � 247 366 13 2 0 193. .0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.0 3.78 8.04 6.67 18.09 10.12 25.53 14.06 28.30 18.32 29.93 22.84 31.61 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.06 � 49.57 43.06 254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. 266 366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 2T0 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 �-1 271 272 8 3 1. 0.0 0.0 .083 155. 0.2 155. 0.3 155. 0.5 155. 1.0 155. 2.0 155. 3.0 155. 272 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 � MOUNTAINRIDGE REGIONAL DETENTION POND 278 378 278 0 3 5. 278 347 9 2 0.0 360. .0083 0.0 0.0 .013 0.0 0.0 0.0 1.99 27.36 4.45 59.17 7.41 89.15 � 10.98 105.24 15.32 121.33 20.58 134.81 26.75 146.50 29.83 403.20 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 290 270 0 2 5.0 100. .0006 0. 0. .013 5.0 �-1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 80.0 1.0 80.0 2.0 80.0 3.0 80.0 4.0 80.0 ' 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 6.0 319 16 0 3 1. 320 19 7 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .18 16. .65 30. 1.4 45. � 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .Ob 5. .12 10. .27 13. .41 22. .59 33. .76 45. .97 55. � /3 � � � � � � ,.,> >o. 362 374 0 4 364 399 0 4 365 369 0 4 366 371 0 1 367 244 0 1 368 372 0 4 369 244 0 1 370 244 0 5 371 243 0 1 372 40 0 4 373 243 0 5 374 245 0 4 375 245 0 5 399 370 7 2 0. 0. 1.4i 82.5 1.64 .5 1100. .008 12.0 10.0 1100. .008 20.0 .5 1800. .008 12.0 10.0 1800. .008 20.0 .5 2300. .007 12.0 10.0 2300. .007 20.0 10.0 i350. .005 4.0 5.0 2200. .010 10.0 .5 1400. .011 i2.0 10.0 1400. .011 20.0 5.0 570. .005 4.0 2.0 950. .007 0.0 2.0 950. .007 20.0 17.0 800. .005 3.0 .5 1000. .011 12.0 10.0 1000. .011 20.0 2.5 2300. .010 0.0 2.0 2300. .010 20.0 .5 1050. .004 12.0 10.0 1050. .004 20.0 3.0 1800. .002 0.0 2.0 1800. .004 20.0 0.1 50. .010 0.0 .10 1.7 0.6 ''- 3.2 4.1 4.8 4.6 6.4 � i � 0 6 5 �78 247 48 50 43 378 PROGRAM � � ' � � I � 97.6 12.0 20.0 12.0 20.0 12.0 20.0 4.0 10.0 12.0 20.0 4.0 0.0 20.0 3.0 12.0 20.0 0.0 20.0 12.0 20.0 0.0 20.0 0.0 2.7 5.0 .016 .5 .020 5.0 .016 .5 .020 5.0 .016 .5 .020 5.0 .035 5.0 .060 3.0 .016 .5 .020 5.0 .035 5.0 .013 2.0 .020 5.0 .035 5.0 .016 .5 .020 5.0 .013 2.5 .020 5.0 .016 .5 .020 5.0 .015 3.0 .020 5.0 .015 0.1 1.7 3.4 �y , Ii I� 11 1 1 � � � � � ' 1 � F SWMM output file 434011S1.OUT: ENVIRONMENTAL PROTECTION AGENCY - STORM 41ATER MANAGEMENT MOOEL - VERSION PC.7 DEVELOPED BY UPDATED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA 41ATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS M[SSOURI RIVER D1VISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) �TERSHED PROGRAM CALLED •** ENTRY MpDE TO RUNOFF MODEL **• �IL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, NOODRIDGE 4TH FIL. REVISED 17 FEB 98; 5BG/RBD (dkt) FILE: 434011S1.DAT MBER OF TIME STEPS 170 NTEGRATION TIME tN7ERVAL (MiNUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH �R 25 RAINFALL STEPS, THE T1ME INTERVAL IS 5.00 MINUTES R RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 � 1.20 .24 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 .84 .60 .48 .36 .36 .24 .24 .24 .24 .12 .12 .00 �IL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, HOODRIDGE 4TH FIL. VISED 17 FEB 98; SBG/RBD (dkt) FILE: 434011S1.DAT �BAREA GUTTER WIDTH MBER OR MANHOLE (FT) -2 0 .0 51 10 2800.0 �52 11 3100.0 53 211 1400.0 54 14 2200.0 55 261 900.0 56 262 5000.0 57 290 2200.0 58 16 2700.0 59 16 1260.0 159 33 1000.0 �60 35 2830.0 61 42 1250.0 62 38 3000.0 162 362 2200.0 63 33 950.0 �65 365 4600.0 66 266 3862.0 166 366 3891.0 167 367 4400.0 � � AREA �Ar� .0 97.7 35.1 34.4 12.5 11.5 99.5 75.8 43.0 9.6 6.1 59.0 16.3 47.9 24.7 16.2 27.0 13.3 13.4 21.5 PERCENT IMPERV. .0 30.0 35.0 35.0 90.0 90.0 90.0 75.0 45.0 45.0 45.0 45.0 45.0 50.0 45.0 65.0 45.0 45.0 45.0 45.0 SLOPE (FT/FT) .0300 .0400 .0640 .0320 .0480 .0160 .0160 .0088 .0320. .0134 .0100 .0160 .0160 .0160 .0150 .0100 .0160 .0100 .0100 .0100 RESISTANCE FACTOR IMPERV. PERV .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 SURFACE STORAGE(IN) IMPERV. PERV. .100 .300 .700 .3C0 .100 .3p0 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 1.56 .24 February 17, 1998 INFILTRATION RATE(1N/HR) GAGE MAXIMUM MINIMUM DECAY RA7E NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00780 1 .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 1 .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 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 �IS � �168 368 2800.0 13.0 45.0 170 370 3000.0 30.8 45.0 171 371 1600.0 23.2 45.0 72 372 2000.0 3.1 45.0 73 373 4600.0 39.2 45.0 64 364 2600.0 32.9 45.0 65 210 4420.0 20.3 50.0 67 36 2700.0 34.7 45.0 68 32 5200.0 50.7 45.0 69 318 3600.0 6.6 45.0 70 254 3000.0 16.7 45.0 71 18 1400.0 12.9 65.0 �r 72 30 2900.0 43.0 50.0 73 29 700.0 19.1 55.0 � 74 27 1100.0 21.8 45.0 75 25 8930.0 45.1 50.0 �75 24 3357.0 13.1 39.0 76 221 1600.0 39.7 65.0 76 37 5009.0 13.8 45.0 77 44 3969.0 16.4 32.0 177 46 901.0 14.6 41.0 �78 49 5409.0 67.3 37.0 78 48 2463.0 17.0 25.0 79 39 11232.0 36.1 24.0 179 280 2025.0 20.1 67.0 80 31 7362.0 18.7 45.7 eb 26 5457.0 13.8 28.9 �. 81 204 1000.0 24.4 45.0 181 203 900.0 16.2 45.0 82 206 1200.0 17.8 45.0 82 201 2218.0 33.0 66.0 83 347 9757.0 33.6 35.0 84 45 2800.0 22.2 75.0 85 185 900.0 16.1 45.0 �86 34 12118.0 30.6 42.0 87 287 2000.0 38.3 45.0 88 28 600.0 11.8 45.0 89 41 2574.0 6.5 86.0 �80 51 7713.0 26.6 41.0 TAL NUMBER Of SUBCATCHMENTS, 58 TAL TRIBUTARY AREA (ACRES), 1625.30 .0100 .0100 .0100 .0100 .0100 .0100 .0640 .0088 .0160 .0110 .0160 .0143 .0320 .0136 .0104 .0134 .0150 .0160 .0190 .0120 .0200 .0160 .0350 .0190 .0200 .0320 .0320 .0160 .0160 .0160 .0091 .0200 .0072 _ .0160 .0320 .0200 .0154 .0320 .0200 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 IL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, NOODRIDGE 4TH FIL. VISED 17 fE8 98; SBG/RBD (dkt) FILE: 434011S1.DAT �* CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSNM2-PC MODEL •** TERSHED AREA (ACRES) TAL RAINFALL (INCHES) TAL iNFILTRATION (INCHES) AL NATERSHED OUTfL041 (INCHES) TOTAL SURFACE STORAGE AT END OF STROM (INCHES) �OR IN CONTINUITY, PERCENTAGE Of RAINFALL 1625.300 2.890 .549 2.242 .099 .000 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 /6 �L CREEK BASIN, 1�0-YEAR STORM, DEVELOPED CONDITIONS 1996, 4100DRIDGE 4TH FIL. ISED 17 FEB 98; S�G/RBD (dkt) FILE: 434011S1.DAT NIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE TER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION CFT) (FT) (FT/FT) L R N (FT) N' � 1 ,�o 11 12 ,13 14 15 116 17 18 �9 0 1 22 23 �0 24 �5 6 27 7 8 9 0 31 �Z 33 �4 �5 6 �7 8 39 40 �� �Z 3 �5 6 44 �7 8 9 50 51 �1 2 0 � � 1 0 1 CHANNEL 10.0 3400. 10 0 1 CHANNEL 10.0 1900. 210 0 1 CHANNEL 10.0 400. 12 0 1 CHANNEL 8.0 150. 13 0 1 CHANNEL 8.0 800. 14 11 1 CNANNEL .1 60. RESERVOIR STORAGE IN ACRE-FEET VS SPILLUAY WTFLON .0 30.0 .0 66.0 .1 120.0 .8 440.0 1.4 520.0 2.9 584.0 15 0 1 CHANNEL 10.0 1650. 16 0 1 CHANN�L 2.0 1050. 17 0 1 CHANNEL 2.0 1000. 107 0 1 CHANNEL 4.0 700. 320 0 3 .0 1. 20 0 1 CHANNEL 2.0 1500. 21 10 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLObI .0 .0 .3 3.5 1.6 8.9 19.9 20.0 27.5 21.0 35.3 22.8 39 0 1 CHANNEL 12.0 1300. 24 10 2 PIPE .0 10. RESERVOIR STORAGE IN ACRE-FEET VS SPILLUAY OUTFLON .0 .0 .0 3.6 .2 30.1 4.8 212.0 6.2 251.1 7.0 269.5 222 0 5 PIPE 5.0 1600. OVERFLOW 20.0 1600. 222 0 1 CHANNEL 2.0 2000. 23 0 1 CHANNEL 1.0 1320. 18 0 1 CHANNEL 2.0 1300. 27 0 1 CHANNEL 2.0 1700. 29 0 1 CHANNEL 2.0 400. 30 0 1 CNANNEL 2.0 800. 17 0 1 CHANNEL 2.0 2000. 23 0 5 P1PE 3.5 750. OVERFLON 70.0 750. 105 0 4 CHANNEL .5 2600. OVERFLOW 10.0 2600. 14 7 2 PIPE .1 280. RESERVOIR STORAGE IN ACRE-FEET VS SPILLNAY OUTFLOW ,1 14.0 .6 30.0 1.7 57.0 26.7 204.0 23 0 5 PIPE 1.8 950. OVERFLOu 70.0 950. 102 0 4 CHANNEL .5 1370. OVERFLOLJ 10.0 1370. 321 0 4 CHANNEL .5 1500. OVERFLOW 10.0 1500. 24 0 4 CHANNEL .5 850. OVERFLOW 50.0 850. 245 0 1 CHANNEL 4.0 1200. 230 0 3 .0 1. 375 0 4 CHANNEL .5 900. OVERFLOU 10.0 900. 31 3 2 PIPE .0 10. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OU7fL01J .0 .0 1.2 2.4 2.0 2.4 102 0 5 PIPE 2.0 1180. OVERFL041 1.0 1180. 42 8 2 PIPE .1 1. RESERVOiR STC�2AGE IN ACRE•FEET VS SP1LLUAY WTFLON .0 .0 .6 3.0 1.2 10.0 22.6 33.0 26.2 36.0 347 0 1 CHANNEL 2.0 1250. 347 0 1 CHANNEL 2.0 1550. 47 0 1 CHANNEL 4.0 1100. 48 0 2 PIPE 5.0 342. 50 0 1 CHANNEL 6.0 740. 48 0 1 CHANNEL 4.0 2600. 378 0 2 PIPE 7.1 107. 378 0 1 CHANNEL 45.0 500. 13 0 2 P1PE 3.5 900. 261 0 2 PIPE 3.0 3400. 11 12 1 CHANNEL 19.5 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOU .0 .0 3.9 51.0 5.9 96.0 .0110 4.0 4.0 .0130 2.5 2.5 .0110 2.0 2.0 .0110 .0 .0 .0159 .0 .0 .0140 .0 .0 .2 188.0 .2 5.4 632.0 9.1 .0050 4.0 4.0 ,0050 4.0 4.0 .0050 4.0 4.0 .0110 � 4.0 4.0 .0010 .0 .0 .0050 4.0 4.0 .0050 .0 .0 4.0 12.0 7.7 43.5 66.0 .0056 4.0 4.0 .0050 .0 .0 1.1 94.5 2.2 7.7 288.0 .0040 .0 .0 .0040 5.0 5.0 .0050 4.0 4.0 .0200 10.0 5.0 .0050 4.0 4.0 .0050 4.0 4.0 .0050 4.0 4.0 .0050 4.0 4.0 .0050 4.0 4.0 .0130 .0 .0 .0130 20.0 20.0 .0070 12.0 12.0 .0070 20.0 20.0 .0030 .0 .0 2.6 93.0 3.7 .0051 .0 .0 .0051 20.0 20.0 .0164 12.0 12.0 .0164 20.0 20.0 .0070 12.0 12.0 .eo�o Zo.o zo.o .0149 50.0 50.0 .0149 20.0 20.0 .0100 4.0 4.0 .0010 .0 .0 .0110 12.0 12.0 .0110 20.0 20.0 .0050 .0 .0 .0150 .0 .0 .0150 20.0 20.0 .0050 .0 .0 2.9 18.0 6.2 .0050 4.0 4.0 .0050 4.0 4.0 .0100 4.0 4.0 .0102 .0 .0 .0089 6.0 8.0 .0050 4.0 4.0 .0050 .0 .0 .0080 10.0 10.0 .0030 .0 .0 .0025 .0 .0 .0050 .0 .0 7.6 140.0 11.0 .044 .047 .068 .013 .013 .100 248.0 680.0 .035 .035 .035 .035 .001 .035 .013 14.0 .030 .013 132.0 .013 .060 .035 .060 .035 .035 .035 .035 .035 .013 .016 .016 .020 .013 127.0 .013 .016 .016 .020 .016 .020 .016 .016 .035 .001 .016 .020 .013 .013 .016 .013 24.0 .035 .035 .016 .013 .035 .035 .013 .020 .013 .013 .013 260.0 �2.00 16.00 12.00 8.00 6.00 .10 .5 364.0 5.00 5.00 5.00 6.00 10.00 5.00 .10 13.1 17.5 5.00 .00 3.3 171.7 4,95 8.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 3.50 10.00 .50 10.00 .10 5.3 155.0 1.75 10.00 .50 10.00 .50 10.00 .50 10.00 5.00 10.00 .50 5.00 .00 2.00 5.00 .10 10.6 5.00 5.00 5.00 5.00 5.00 5.00 7.10 5.00 3.50 3.00 .50 12.7 27.0 300.0 %�% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 211 100 33 33 38 319 318 22 101 22 43 104 103 47 208 200 207 208 204 205 202 200 20 247 366 107 366 272 272 12 278 347 46 279 270 301 33 319 14.5 340.0 17.0 390.0 20.0 490.0 7 1 CMANNEL 35.0 3. RESERVOIR STORAGE IN ACRE-fEET VS SP1LL41AY WTFLOLI .0 .0 .7 13.2 1.4 74.9 5.9 1742.9 0 3 .0 1. 9 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLObI .0 .0 .4 3.8 1.4 10.5 13.3 25.0 15.9 36.1 19.7 1910.0 7 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY WTFLOW .0 .0 1.1 4.2 1.8 9.3 7.3 590.0 9 2 PIPE .1 10. RESERVOIR STORAGE IN ACRE-fEET VS 5PILLWAY WTFLOW .0 .0 .8 6.0 2.6 10.5 12.8 17.0 15.3 18.0 19.3 45.0 4 2 PIPE .1 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLNAY OUTFLON .0 .0 1.5 11.5 4,0 16.7 6 2 PIPE .7 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY WTFLON .0 .0 .1 20.0 .3 39.0 0 1 CHANNEL 2.0 850. 0 3 .0 5. 0 3 .0 5. 0 3 .0 S. 0 3 .0 5. 0 3 .0 5. 0 2 PIPE 4.5 �2500. 0 1 CHANNEL 2.0 1170. 0 1 CHANNEL 2.0 1400. 0 1 CHANNEL 2.0 900. 0 1 CHANNEL 2.0 970. 6 2 PIPE .0 100. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY WTFLON .0 .0 .3 .0 .7 2.9 0 1 CHANNEL 2.0 1200. 4 2 PIPE .0 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLNAY WTFL041 .0 .0 .9 .0 1.3 4.0 0 3 .0 S. 0 1 CNANNEL 2.0 1600. 0 3 .0 5. 13 2 PIPE .0 193. RESERVOIR STORAGE IN ACRE-FEET VS SPILLLIAY OUTFLOu .0 .0 2.0 .0 3.8 8.0 18.3 29.9 22.8 31.6 27.6 33.3 49.6 43.1 0 4 CHANNEL .5 1100. OVERFL01d 10.0 1100. 0 1 CHANNEL 10.0 800. 0 1 CHANNEL 70.0 1000. 8 3 .0 1. T[ME IN HRS US INFLOW IN CFS .0 .0 .7 155.0 .2 155.0 2.0 155.0 3.0 155.0 0 1 CHANNEL 10.0 100. 0 3 .0 5. 9 2 PIPE .0 360. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOU .0 .0 2.0 27.4 4.5 59.2 20.6 134.8 26.8 146.5 29.8 403.2 4 2 PIPE .1 50. RESERVOIR STORAGE 1N ACRE-FEET VS SPILLUAY OUTFL041 .0 .0 .2 4.0 .8 13.0 0 1 CHANNEL 2.0 1400. 0 2 PIPE 5.0 100. 8 3 .0 1. T1ME IN HRS VS INFLQ41 IN CFS .0 .0 .1 80.0 .2 80.0 3.0 80.0 4.0 80.0 0 3 .0 1. 0 1 CHANNEL 4.0 1900. 22.6 740.0 25.0 1070.0 .0001 .0 .0 .013 2.1 141.1 2.8 288.9 .0010 .0 .0 .001 .1000 .0 .0 .024 4.4 16.0 7.7 20.0 .1000 .0 .0 .024 3.5 14.0 5.2 16.0 .1000 .0 .0 .100 5.2 13.5 8.7 16.0 .0100 .0 .0 .013 7.1 20.5 .1000 .0 .0 .020 .7 58.0 1.1 68.0 .0100 4.0 4.0 .035 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0099 .0 .0 .013 .0100 4.0 4.0 .060 .0050 4.0 4.0 .060 .0180 4.0 4.0 .060 .0050 4.0 4.0 .035 .0800 .0 .0 .024 1.1 7.7 1.5 10.0 .0200 4.0 4.0 .060 .0100 .0 .0 .024 1.7 100.0 .0010 .0 .0 .001 .0100 4.0 4.0 .035 .0010 .0 .0 .001 .0026 .0 .0 .013 6.7 18.1 10.1 25.5 32.6 35.0 37.9 37.0 .0040 12.0 12.0 .016 .0040 20.0 20.0 .020 .0050 4.0 4.0 .035 .0001 2.0 2.0 .035 .0010 .0 .0 .001 .3 755.0 .5 155.0 .0001 2.0 2.0 .035 .0010 .0 .0 .001 .0083 .0 .0 .013 7.4 89.2 11.0 105.2 .0050 .0 .0 .013 2.1 20.0 .0100 4,0 4.0 .060 .0006 .0 .0 .013 .0010 .0 .0 .001 .5 80.0 1.0 80.0 .0010 .0 .0 .001 .0110 4.0 4.0 .035 � 27.5 1626.0 .50 0 4.3 831.5 10.00 0 .10 0 11.1 24.0 .10 0 6.2 41.0 .10 0 10.8 16.5 .10 0 .10 0 1.6 80.0 5.00 0 10.00 0 10.00 0 10.00 0 70.00 0 10.00 0 4.50 0 2.00 0 5.00 0 2.00 0 3.00 0 .00 0 1.9 100.0 2.00 0 .00 0 10.00 5.00 10.00 .00 14.1 28.3 43.5 40.1 .SO 10.00 5.00 5.00 10.00 1.0 155.0 25.00 10.00 .00 15.3 121.3 .10 5.00 5.00 10.00 2.0 80.0 10.00 6.00 0 0 0 0 0 0 0 -1 0 0 0 0 0 0 -1 0 0 �19 16 0 3 .0 1. 320 19 7 2 PIPE .1 10. RESERVOIR STORAGE IN ACRE-fEET VS SPILIWAY OUTFLON .0 .0 .2 16.0 .7 30.0 5.1 208.0 7 35 11 2 PIPE .1 10. RESERVOIR STORAGE IN ACRE-F_ET V5 SPILLWAY OUTFLOu .0 .0 .1 5.0 .1 10.0 .8 45.0 1.0 55.0 1.2 70.0 2 374 0 4 CHANNEL .5 1100. OVERFLOId 10.0 1100. 399 0 4 CHANNEL .5 1800. OVERFLOu 10.0 1800. 5 369 0 4 CHANNEL .5 2300. OVERFLON 10.0 2300. 366 37l 0 1 CHANNEL 10.0 1350. 7 244 0 1 CHANNEL 5.0 2200. 8 372 0 4 CHANNEL .5 1400. OVERFLOu 10.0 1400. 369 244 0 1 CHANNEL 5.0 570, 0 244 0 5 PtPE 2.0 950. OVERFLOu 2.0 950. 1 243 0 1 CHANNEL 17.0 800. 2 40 0 4 CHANNEL .5 1000. OVERFL061 10.0 1000. 243 0 5 PIPE 2.5 2300. OVERFLOu 2.0 2300. 4 245 0 4 CHANNEL .5 1050. OVERFLOb! 10.0 1050. � 245 0 5 PIPE 3.0 1800. OVERFLOU 2.0 1800. 370 7 2 PIPE .1 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAT OUTFLOu .0 .0 .1 1.7 .6 2.7 6.4 5.0 AL NUMBER OF GUTTERS/PIPES, 102 .0010 .1000 1.4 .1000 .3 1.4 .0080 .0080 .0080 .0080 .0070 .0070 .0050 .0100 .0110 .0110 .0050 .0070 .0070 .0050 .0110 .0110 .0100 .0100 .0040 .0040 .0020 .0020 .0100 1.7 .0 .0 .0 .0 45.0 2.4 .0 .0 13.0 .4 82.5 1.6 12.0 12.0 20.0 20.0 12.0 12.0 20.0 20.0 12.0 12.0 20.0 20.0 4.0 4.0 10.0 10.0 12.0 12.0 20.0 20.0 4.0 4.0 .0 .0 20.0 20.0 3.0 3.0 12.0 12.0 20.0 20.0 .0 .0 20.0 20.0 12.0 12.0 20.0 20.0 .0 .0 20.0 20.0 .0 .0 3.4 3.2 L CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, NO�RIDGE 4TH FIL. ISED 17 fE6 98; SBG/RBD (dkt) F1LE: 434011S1.DAT �ANGEMENT OF SUBCATCHMENTS AND GUTTERS/PII •GUTTER TRIBUTARY GUTTER/PIPE ' 10 11 0 0 0 0 I 11 100 0 0 0 0 I 12 13 272 0 0 0 I 13 14 261 0 0 0 I 14 15 33 0 0 0 I � 75 16 0 0 0 0 I 16 17 319 0 0 0 I 17 18 30 0 0 0 i 18 27 0 0 0 0 I ' 19 320 0 0 0 0 I 20 21 221 0 0 0 I 21 22 0 0 0 0 I 22 185 222 0 0 0 i 23 26 31 34 0 0 i ' 24 230 37 0 0 0 I 25 0 0 0 0 0 i 26 0 0 0 0 0 i 27 287 0 0 0 0 i , 28 0 0 0 0 0 i 29 28 0 0 0 0 I 30 29 0 0 0 0 i 31 41 0 0 0 0 i � 32 0 0 0 0 0 i 33 102 103 301 0 0 i 34 0 0 0 0 0 I 35 321 0 0 0 0 i 36 0 0 0 0 0 I � 37 0 0 0 0 0 I ' �ES 1 ) 1 ) 1 ) 1 ) ) ) ) 1 1 l l ) ) 1 1 1 l ) ) ) 1 1 ) ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TRIBUTARY SUBAREA 51 0 0 0 52 0 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 58 59 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 175 0 0 0 75 0 0 0 186 0 0 0 74 0 0 0 88 0 0 0 73 0 0 0 72 0 0 0 80 0 0 0 68 0 0 0 159 63 0 0 86 0 0 0 60 0 0 0 67 0 0 0 176 0 0 0 .001 .100 54.0 .100 22.0 97.6 .016 .020 .016 .020 .016 .020 .035 .060 .016 ,020 .035 .013 .020 .035 .016 .020 .013 .020 .016 .020 .015 .020 .015 4.1 19 10.00 0 .10 0 3.8 62.0 .10 0 .6 33.0 .50 5.00 .50 5.00 .50 5.00 5.00 3.00 .50 5.00 5.00 2.00 5.00 5.00 .50 5.00 2.50 5.00 .50 5.00 3.00 5.00 .10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 4.6 D.A.(AC) 0 1625.3 0 1527.6 0 1437.8 0 1362.0 0 1251.0 0 507.0 0 507.0 0 146.9 0 73.0 0 233.5 0 233.5 0 193.8 0 193.8 0 69.6 0 132.6 0 4i.1 0 13.8 0 60.1 0 11.8 0 30.9 0 73.9 0 25.2 0 50.7 0 731.5 0 30.6 0 93.7 0 34.7 0 13.8 ' 38 39 40 ' 41 42 43 44 � 45 46 47 48 49 ' S0 51 100 101 � 102 � 103 104 105 ' 107 185 200 201 202 � 203 J 204 ME 205 206 � 207 208 210 211 221 � 222 230 � 243 244 � 245 247 254 261 262 � 266 270 271 272 , 278 279 280 287 290 ' 3�� 301 318 319 , 320 321 347 362 364 ' 365 366 367 368 ' 369 370 371 372 373 � 374 375 378 399 �NCONVERGENCE 104 0 23 0 372 0 0 0 43 0 243 0 0 0 0 0 279 0 44 200 47 49 0 0 48 0 0 0 211 0 210 0 35 42 245 0 244 0 32 0 19 254 0 0 201 208 0 0 207 0 0 0 205 0 206 0 0 0 203 0 202 204 12 0 101 0 0 0 24 25 39 0 371 373 367 369 38 374 347 0 0 0 262 0 0 0 0 0 290 0 0 0 270 271 378 0 280 0 0 0 0 0 0 0 0 0 300 0 107 0 105 318 20 0 36 0 45 46 0 0 0 0 0 0 247 26b 0 0 0 0 365 0 399 0 366 0 368 0 0 0 362 0 40 0 50 51 364 0 IN GUTTER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 370 375 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 278 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DURING 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TIME 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STEP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 AT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CONVEYANCE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ELEMENT 290 62 79 0 89 61 0 n s4 177 0 178 78 0 180 0 0 0 0 0 0 0 85 0 82 0 181 81 0 182 0 0 65 53 76 0 0 0 0 0 0 70 55 56 � 0 0 0 0 0 179 87 57 0 0 69 0 0 0 83 162 164 165 166 167 168 0 170 171 172 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Zo � 160.1 105.7 16.1 6.5 414.6 398.3 16.4 Zz.z 34.7 107.8 192.1 67.3 192.1 26.6 1492.5 1458.1 508.3 200.9 112.2 50.7 250.2 16.1 91.4 33.0 16.2 16.2 42.2 17.8 17.8 16.2 58.4 1458.1 1492.5 39.7 177.7 105.7 398.3 112.2 200.9 309.2 15.7 111.0 99.5 13.3 75.8 .0 75.8 218.7 20.1 20.1 38.3 75.8 .0 .0 256.8 307.5 233.5 34.7 309.2 24.7 32.9 27.0 335.9 21.5 13.0 27.0 63.7 354.1 16.1 39.2 24.7 16,1 218.7 32.9 1 � IL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, NOODRIDGE 4TH FIL. VISED 17 FEB 98; SBG/RBD (dkt) FILE: 434011S1.DAT �DROGRAPHS ARE LISTED FOR THE FOLLONING 6 CONVEYANCE ELEMENTS ' THE UPPER NUMBER IS DISCHARGE IN CFS THE LONER NUMBER IS ONE OF THE FOLLONING CASES: () DENOTES DEPTN ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLNAY OUTFLON. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED 1NFLON HYDROGRAPH , (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER TIME(HR/MIN) 43 48 50 247 278 378 , 0 5. .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00(S) .00( ) .00( ) 0 10. .01 .00 .00 .00 .00 .01 .00(S) .00( ) .01( ) .00(S) .00(S) .00( ) � 0 15. .09 2.59 2.10 .00 .39 8.53 .02(S) .25( ) .34( ) .09(S) .03(S) .00( ) � 0 20. .56 12.79 12.09 .00 2.08 29.68 .12(S) .58( ) .78( ) .28(S) .15(S) .00( ) � 0 25. 1.84 37.41 36.15 .00 6.16 64.81 .39(S) .98( ) 1.33( ) .64(S) .45(S) .00( ) y 0 30. 6.52 105.24 102.48 .00 16.30 171.89 .92(S) 1.59( ) 2.25( ) 1.50(S) 1.19(S) .00( ) 0 35. 13.90 285.38 279.72 6.71 41.80 443.91 , 2.03(S) 2.46( ) 3.95( ) 3.49(S) 3.11(S) .00( ) 0 40. 19.74 456.98 454.75 15.77 77.05 577.77 � � 3.85(S) 3.00( ) 6.00(S) 6.22(S) .00( ) 0 45. 23.34 470.14 471.49 21.44 98.31 534.45 PEAX Cd� vE� -3-a����.a � ���s-��z�r � 0 50. 24.90 415.12 416.47 25.55 109.75 473.91 7.51(S> 2.88( ) 5.21( > 10.15(S) 12.20(S) .00( ) � 0 55. 25.85 355.78 357.09 26.72 117.95 395.65 8.90(S) 2.70( ) 4.64( ) 11.82(S) 14.41(S) .00( ) � 1 0. 26.62 309.95 310.68 27.78 123.36 340.18 10.04(S) 2.54( ) 4.22( ) 13.32(S) 16.11(S) .00( ) y 1 5. 27.19 273.87 274.72 28.54 126.76 295.67 10.97(S) 2.41( ) 3.90( ) 14.68(S) 17.44(S) .00( ) 1 10. 27.57 237.44 238.21 29.01 129.35 253.73 11.73(S) 2.27( ) 3.58( ) 15.93(S) 18.45(S) .00( ) 1 15. 27.88 201.30 202.17 29.46 131.18 213.93 12.36(S) 2.11( ) 3.26( ) 1T.10(S) 19.16(S) .00( ) 1 20. 28.13 170.33 170.93 29.89 132.33 180.34 12.85(S) 1.96( ) 2.96( ) 18.22(S) 19.61(S) .00( ) 1 25. 28.32 144.63 145.28 30.29 132.93 152.89 13 22(S) 1 83( ) 2 71( ) 19 29(S) 19 S) 00( ) '' 1 '1 1 ,' 2 2 ,2 2 I � ' 30. 28.47 123.69 124.10 30.67 133.08 130.27 PEf%1� T.9/L 13.52(S) 1.70( ) 2.49( ) 0 # (S) 1 . (S) . ( ) 35. 28.60 106.87 10T.33 31.04 132.88 112.72 13.78(S) 1.60( ) 2.31( ) 21.32(S) 19.83(S) .00( ) 40. 28.71 93.78 94.05 31.41 132.40 98.92 14.01(S) 1.51( ) 2.16( ) 22.29(S) 19.64(S) .00( ) 45. 28.82 83.62 83.93 31.75 131.73 88.43 14.22(S) 1.43( ) 2.03( ) 23.24(S) 19.38(S) .00( ) 50. 28.91 75.72 75.88 32.08 130.90 80.08 14.41(S) 1.37( ) 1.93( ) 24.17(S) 19.05(S) .00( ) 55. 29.00 68.87 69.12 32.40 129.94 72.68 14.59(S) 1.31( ) 1.84( ) 25.08(S) 18.68(S) .00( ) 0. 29.08 62.62 62.77 32.71 i28.88 65.62 14.74(S) 1.25( ) 1.75( ) 25.95(S) 18.27(S) .00( ) 5. 29.15 56.66 56.88 33.02 127.72 59.05 14.89(S) 1.19( ) 1.67( ) 26.81(S) 17.81(S) .00( ) 10. 29.21 50.94 51.08 33.31 126.46 52.61 15.01(S) 1.14( ) 1.58( ) 27.63(S) 17.32(S) .00( ) 15. 29.27 45.74 45.93 33.57 125.12 47.06 15.12(S) 1.08( ) 1.50( ) 28.43(S) 16.80(S) .00( ) S Z/ � � 2 zo. 2 25. � 2 30. 2 35. , 2 40. 2 45. 2 50. 2 55. 3 0. ' 3 5. 3 t3 3 ' 3 3 �3 3 �� 3 � 3 10. 15. 20. 25. 30. 35. 40. 45. 50. 3 55. �4 0. 4 5. ' 4 10. 4 15. ' 4 20. 4 25. '4 4 '4 4 4 ,4 5 'S 5 'S 5 �5 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. ' 29.31 15.21CS) 29.36 15.30(S> 29.40 15.38(S) 29.44 15.46(S) 29.47 15.53(S) 29.51 15.60(S) 29.54 15.67(S) 29.57 15,T3(S) 29.60 15.80(S) 29.63 15.86(S) 29.67 15.92(S) 29.70 15.98(S) 29.T3 16.04(5> 29.76 16.10(S) 29.79 16.16(S) 29.82 16.22(S) 29.85 16.28(S) 29.88 16.34(S) 29.91 16.40(S) 29.94 16.46(S) 29.97 16.52(S) 30.00 16.59(S) 30.03 16.65(S> 30.06 16.71(S) 30.09 16.77(S) 30.12 16.83(S) 30.15 16.89(S) 30.18 16.95(S) 30.21 1T.01(S) 30.24 17.07(S) 30.27 17.13(S) 30.30 17.19(S) 30.33 17.25(S) 30.36 17.31(S) 30.39 17.37(S> 30.42 17.43(S) 30.45 17.48(S) 30.47 41.23 1.03( > 37.39 .98< ) 34.14 .94( ) 31.36 .90( ) 28.95 .87( ) 26.81 .84( ) 24.86 .81( ) 23.05 .78( > 21.38 .75( ) 19.85 .72( ) 18.45 .69( ) 17.17 .67( ) 15.99 .65( ) 14.90 .62( ) 13.90 .60( ) 12.98 .58( ) 12.13 .56( ) 11.34 .54( ) 10.61 .52( ) 9.93 .51( ) 9.32 ,49( ) 8.76 .47( ) 8.24 .46( ) 7.77 .45( ) 7.33 .43( ) 6.92 .42( ) 6.54 .41( ) 6.18 .39( ) 5.84 .38< ) 5.52 .37( ) 5.23 .36( ) 4.95 .35( ) 4.68 .34( ) 4.43 .33( ) 4.19 .32( ) 3.96 .31< ) 3.75 .30( ) 3.55 41.35 1.42( ) 37.54 1.36( ) 34.23 1.30( ) 31.47 1.25( ) 29.02 1.20( ) 26.90 1.15( ) 24.92 1.11( ) 23.13 1.07( ) 21.44 1.03( ) 19.92 1.00( ) 18.50 .96( > 17.22 .93( ) 16.03 .90( ) 14.95 .87( ) 13.95 .84( ) 13.03 .81( ) 12.17 .79( ) 11.38 .76( ) 10.64 .74( ) 9.97 .72( ) 9.35 .69( > 8.79 .67( ) 8.27 .66( > 7.80 .64( > 7.35 .62i ) 6.94 .60( ) 6.56 .59( ) 6.20 .57( ) 5.86 .56( ) 5.54 .54( ) 5.25 .53( > 4.96 .51( ) 4.T0 .50( > 4.44 .49( ) 4.21 .48( > 3.98 .46( ) 3.77 .45( > 3.56 33.83 29.20(S) 34.08 29.96(S) 34.33 30.69(S) 34.56 31.40(S> 34.79 32.09(S) 35.02 32.76(S) 35.26 33.40(S) 35.49 34.02(S) 35.72 34.61(S) 35.93 35.18(S) 36.14 35.72(S> 36.34 36.24(S) 36.52 36.74(S) 36.70 37.21(S) 36.87 37.65(S) 37.06 38.08(S) 37.28 38.47(S) 37.47 38.83(S) 37.65 39.15(S) 37.81 39.44(S> 37.95 39.69(S) 38.07 39.91(S) 38.17 40.09(S) 38.26 40.25(S) 38.33 40.38(S) 38.38 40.47(S) 38.42 40.54(S> 38.44 40.58(S) 38.45 40.60(S) 38.45 40.60(S) 38.44 40.58(S) 38.42 40.54(S> 38.39 40.49(S) 38.35 40.42(S) 38.30 40.33(S) 38.25 40.23(S> 38.19 40.12(S) 38.12 123.71 16.25(5) 122.25 15.68{S) 120.49 15.09(S) 118.30 14.50(S) 116.09 13.91(S) 113.8T 13.31(S) 111.66 12.71(S) 109.46 12.12(S) 107.27 11.53(S) 105.06 10.94(S) 102.44 10.36(S) 99.86 9.79(S) 97.31 9.22(S) 94.82 8.67(S> 92.36 8.12(S) 89.95 7.59(S) 85.71 T.07(S) 80.T3 6.58(S) 76.03 6.11(S) 71.60 5.68(S) 67.43 5.2T(S) 63.49 4.88(S) 59.79 4.51(S) 55.54 4.17(S) 51.46 3.85(S) 47.68 3.56(S) 44.19 3.29(S) 40.97 3.04(5) 37.99 2.81<S) 35.24 2.60(S) 32.69 2.40(S) 30.34 2.22(S) 28.17 2.05(S> 2G.08 1.90(S) 24.12 1.75(S> 22.31 1.62(S) 20.64 1.50(S) 19.11 42.22 .00( ) 38.24 .00( ) 34.80 .00( ) 31.94 .00( ) 29.41 .00( ) 27.22 .00( ) 25.19 .00( ) 23.35 .00( ) 21.63 .00( ) 20.07 .00( ) 18.63 .00( ) 17.33 .00( ) 16.12 .00( ) 15.02 .00( ) 14.00 .00( ) 13.07 .00( ) 12.21 .00( ) 11.41 .00( > 10.67 .00( ) 9.99 .00( ) 9.37 .00( ) 8.80 .00( ) 8.29 .00( ) 7.81 .00( ) 7.37 .00( ) 6.96 .00( ) 6.57 .00( ) 6.21 .00( ) 5.87 .00( ) 5.55 .00( ) 5.25 .00( ) 4.97 .00< ) 4.T0 .00( ) 4.45 .00( ) 4.21 .00t ) 3.99 .00( ) 3.77 .00( ) 3.57 ZZ � � 5 30. ,5 35. 5 40. 45. 5 50. 5 � 6 � b � L_.' � 6 � 7 � I !.._,1 � 7 � 7 � 7 �� � 8 � 8 ' 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. ' 17.54(5) 30.50 17.59(5) 30.53 17.65(S) 30.56 17.70(S) 30.58 17.75(5) 30.61 17.80<5) 30.63 17.86(5) 30.66 17.91(S) 30.68 17.95(S> 30.71 18.00(S) 30.73 18.05(S) 30.75 18.10(S) 30.78 18.14(S) 30.80 18.19(S) 30.82 18.23(S) 30.84 18.27(S) 30.86 18.31(S) 30.88 18.35(S) 30.90 18.40(S) 30.92 18.43(S) 30.94 18.47(S) 30.96 18.51(S> 30.98 18.55(S) 31.00 18.59(S> 31.02 18.62(S) 31.03 18.66(S) 31.05 18.69(S) 31.07 18.73(S) 31.09 19.76(S) 31.10 18.79(S) 31.12 18.82(S) 31.13 18.85(S) 31.15 18.88(S) 31.16 18.91(S) 31.18 18.94(S) 31.19 18.97(S) 31.21 19.00(S) 31.22 19.03(S) .29( ) 3.36 .28( ) 3.18 .27( ) 3.00 .27t ) 2.84 .26( ) 2.69 .25( > 2.54 .24( ) 2.40 .24( ) 2.27 .23( ) 2.15 .22t ) 2.03 .21t ) 1.92 .21( ) 1.81 .20( ) 1.71 .19( ) 1.62 .19( ) 7.53 .18( ) 1.44 .18( ) 1.36 .17( ) 1.29 .17( ) 1.22 .16( ) 1.15 .16( ) 1.09 .15( > 1.03 .15t ) .98 .14( ) .92 .14( ) .87 .13( ) .83 .13( ) .78 .12( ) .74 .12( ) .70 .12( ) .66 .11( ) .63 .11( ) .60 .11( ) .56 .10( ) .53 .10( ) .51 .10( ) .48 .09( ) .45 .09( ) .44( ) 3.37 .43( ) 3.19 .42( ) 3.02 .41( ) 2.85 .40( ) 2.70 .39( ) 2.55 .38( ) 2.41 .37( ) 2.28 .36( > 2.16 .35( ) 2.04 .34( ) 1.93 .33( ) 1.82 .32( ) 1.72 .31( ) 1.62 .30( > 1.54 .30( ) 1.45 .29f ) 1.37 .28( ) 1.30 .27( ) 1.23 .27( ) 1.16 .26( ) 1.10 .25( ) 1.04 .25( ) .98 .24( ) .93 .23( ) .88 .23( ) .83 .22( ) .79 .22( ) .75 .21( ) .71 .21( ) .67 .20( ) .63 .20( ) .60 .19( ) .57 .19( ) .54 .18( ) .51 .18( ) .48 .17( > .46 .17( ) 40.00(S) 38.05 39.87(S) 37.97 39.73(S) 37.89 39.58(S) 37.80 39.42(S) 37.71 39.26(S) 37.62 39.09(S) 37.52 38.91(S) 37.42 38.T3(S) 37.32 38.55(S) 37.21 38.36(S) 37.10 38.16(S) 36.99 37.96(S) 36.91 37.76(S) 36.83 37.56(S) 36.75 37.35(5> 36.67 37.14CS> 36.59 36.93(S) 36.51 36.71(S) 36.43 36.49(S> 36.35 36.28(S> 36.27 36.06(S> 36.18 35.83(S) 36.10 35.61(5) 36.01 35,39(S) 35.93 35.16(5) 35.84 34.94(S> 35.76 34.71(5) 35.67 34.48(S) 35.58 34.25(5) 35.50 34.03(S) 35.41 33.80(5) 35.32 33.57(S> 35.24 33.34(S) 35.15 33.11(S> 35.06 32.88(S) 34.98 32.65(S) 34.90 32.42{S) 1.39(S) 17.69 1.29(S) 16.39 1.19(S) 15.19 1.10(S) 14.08 1.02(S) 13.06 .95(S) 12.12 .88(S) 11.25 .82(5) 10.44 .76(S) 9.70 .71(S) 9.01 .66(S) 8.38 .61(S) 7.79 .57(S) 7.24 .53(5) 6.74 .49(5) 6.27 .46(S) 5.84 .42(S) 5.44 .40(S) 5.07 .37(S> 4.73 .34(S) 4.41 .32(S) 4.11 .30(S> 3.84 .28(5) 3.58 .26(S> 3.34 .24(S) 3.12 .23(S) 2.92 .21(S) 2.73 .20(5) 2.55 .19(S) 2.39 .17{S> 2.23 .16(S) 2.09 .15(S) 1.96 .14(S) 1.83 .13(S) 1.72 .12(S) 1.61 .12(S) 1.51 .11(S) 1.41 .10(S> .00( ) 3.38 .00( ) 3.19 .00( ) 3.02 .00( ) 2.86 .00( ) 2.70 .00( ) 2.56 .00( ) 2.42 .00( ) 2.28 .00( ) 2.16 .00( > 2.04 .00( ) 1.93 .00( ) 1.82 .00( > 1.72 .00( ) 1.63 .00( ) 1.54 .00( ) 1.45 .00( ) 1.37 .00( ) 1.30 .00( ) 1.23 .00( ) 1.16 .00( ) 1.10 .00( > 1.04 .00( > .98 .00( ) .93 .00( ) .88 .00( ) .83 .00( > .79 .00( ) .75 .00( ) .71 .00( ) .67 .00 ( ) .63 .00( ) .60 .00( ) .57 .00( ) .54 .00( ) .51 .00( ) .48 .00( ) .46 .00( ) Z3 � 35. � 40. 45. 8 50. � 55. 9 0. � 5. 10. � 15. 20. � 9 � 9 � � � 10 � 10 � 10 � � � 11 � 11 � � 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. , 31.23 19.05(S) 31.24 19.08(S) 31.26 19.tOtS) 31.2T 19.13(S) 31.28 19.15(S) 31.29 19.17(S) 31.30 19.20(S) 31.31 19.22(S> 31.33 14.24(S) 31.34 19.26fS) 31.35 14.28(S) 31.36 19.30(S) 31.36 19.32(S> 31.37 19.34(S) 31.38 19.35(S) 31.39 19.37ts) 31.40 19.39(S) 31.41 19.40(S) 31.42 19.42(S) 31.42 19.43(S) 31.43 19.45(S) 31.44 19.46(S) 31.44 19.47(S> 31.45 19.49(S) 31.46 19.50(S) 31.46 19.51(S> 31.47 19.52(S) 31.47 19.53(S) 31.48 19.54(S) 31.48 19.55(S) 31.49 19.56(S> 31.49 19.57(S) 31.49 19.57(S) 31.50 19.58(S) 31.50 19.59(S) 31.50 19.59(S) 31.50 19.60(S) 31,51 .43 .09( ) ,41 .08( ) .39 .08( ) .37 .08( ) .35 .08( ) .33 .07( ) .31 .07( ) .30 .O7( ) .28 .O7( ) .2T .07( ) .26 .06( ) .24 .06( ) .23 .06( > .22 .06( > .21 .Ob( ) .20 .06( ) .19 .05( ) .18 .05( ) .17 .05( ) .17 .05( ) .16 .05( ) .15 .05( ) .15 .OS( ) .14 .OS( ) .13 .04( ) .13 .04( ) .12 .04( ) .12 .04( ) .11 .04( ) .11 .04t ) .10 .04( ) .10 .04( ) .10 .04( ) .09 .04( ) .09 .03( > .08 .03( ) .08 .03t ) .08 .43 .16( ) .41 .16( ) .39 .16( ) .37 .15( ) .35 .15( ) .33 .15( ) .32 .14( ) .30 .14( ) .29 .14( ) .27 .13( ) .26 .13( ) .25 .13( ) .23 .12( ) .22 .12( ) .21 .12( ) .20 .12i ) .19 .11( ) .18 .11( ) .18 .11( ) .17 .11( ) .16 .10( ) .15 .10( > .15 .10( ) .14 .10( ) .13 .10( ) .13 .09( ) .12 .09( ) .12 .09( ) .11 .09( ) .11 .09( ) .10 .09( ) .10 .OS( ) .10 .08( ) .09 .08( ) .09 .08( ) .09 .08( ) .08 .08( ) .Q8 34.82 32.19(S) 34.75 31.96(S) 34.67 31.72(S) 34.59 31.49(S) 34.52 31.26(S) 34.44 31.03(S) 34.36 30.80(5> 34.29 30.57(S> 34.21 30.34{S> 34.13 30.11(S) 34.06 29.88(S) 33.98 29.65(S) 33.90 29.42(S) 33.83 29.20(S) 33.75 28.9T(S) 33.68 28.74(S) 33.60 28.51(S) 33.52 28.28(S) 33.45 28.06(S) 33.37 27.83(S) 33.30 27.60(S) 33.22 27.38(S) 33.14 2T.15(5> 33.Ob 26.92(S) 32.98 26.70(S) 32.90 26.47(S) 32.82 26.25(S) 32.74 26.03(S) 32.66 25.80(S) 32.58 25.58(S) 32.50 25.36(S) 32.42 25.14(S) 32.35 24.91(S) 32.27 24.69(S) 32.19 24,47(S) 32.11 24.25(5) 32.03 24.03(S) 31.96 1.33 .10(S) 1.25 .09(S) 1.17 .09(S> 1.10 .OS(S) 1.03 .OS(S> .97 .07(S) .91 .07(S) .86 .Ob(S) .81 .06(S) .76 .06(S) .71 .05(S) .67 .05(s> .63 .05(S) .60 .04(S) .56 .04(S> .53 .04(S) .50 .04(S) .47 .03(S> .45 .03(S) .42 .03(S) .40 .03(S) .38 .03(S> .36 .03(S) .34 .02(S) .32 .02(S) .30 .02(S) .29 .02(S) .27 .02(S) .26 .02(S) .24 .02(S) .23 .02(S) .22 .02(S) .21 .02(S> .20 .01(S) .19 .01(S) .18 .O1(S> .17 .01(S) .16 .43 .00( ) .41 .00( ) .39 .00( ) .37 .00( ) .35 .00( ) .33 .00( ) .32 .00( ) .30 .00( ) .29 .00( ) .Z7 .QO( ) .26 .QO( ) .25 .00( ) .23 .00( ) .22 .00( ) .21 .00( ) .20 .00( ) .19 .00( ) .19 .00( ) .18 .00( ) .17 .00( ) .16 .00( ) .15 .00( ) .15 .00( ) .14 .00( ) .14 .00( ) .13 .00( ) .12 .00( ) .12 .00( ) .11 .00( ) .11 .00( ) .11 .00( ) .10 .00( ) .10 .00( ) .09 .00( ) .09 .00( ) .09 .00( ) .OB .00( ) .OS Z3p � � 19.60(S> .03( ) .07C ) 23.81CS) 11 45. 31.51 .08 .08 31.88 19.61(S) .03( ) .07( ) 23.60(S) � S0. 31.51 .07 .07 31.80 19.61(s) .03C ) .07( ) 23.38(S) 55. 31.51 .07 .07 31.72 19.61(S) .03( ) .07( ) 23.16(S) � 0. 31.51 .07 .07 31.65 19.61(S) .03( ) .07( ) 22.94(S) 5. 31.51 .06 .07 31.57 19.62(S) .03( ) .07( ) 22.73(S) � 10. 31.51 .06 .Ob 31.49 19.62(S) .03( ) .O7( ) 22.51(s) 15. 31.51 .06 .06 31.41 19.62(S) .03( > .07( ) 22.29CS) 12 20. 31.51 .06 .06 31.33 � 19.62(S) .03( � .06( ) 22.08(S) 25. 31.51 .06 .06 31.25 19.62(S) .03( ) .06( ) 21.86(S) 12 30. 31.51 .05 .05 31.17 � 19.62(S) .03( ) .06( ) 21.65(S) 35. 31.51 .05 .05 31.09 19.61(S) .03< ) .06( ) 21.44(S) 12 40. 31.51 .OS .OS 31.01 19.61(S) .02( ) .06( ) 21.22(S) � 45. 31.51 .OS .05 30.93 19.61(S) .02( ) .06( ) 21.01(S) 50. 31.51 .OS .05 30.85 19.61(S) .02( ) .06( ) 20.80(S) 55. 31.51 .05 .05 30.77 19.60(S) .02( ) .06( ) 20.59(S) 0. 31.51 .04 .04 30.69 19.60(S) .02( ) .06( ) 20.38(S) 13 5. 31.50 .04 .04 30.62 � 19.59(S) .02( ) .06( ) 20.17(S) 10. 31.50 .04 .04 30.54 19.59(S) .02( ) .06( ) 19.95(S) 13 15. 31.50 .04 .04 30.46 � 19.58(S) .02( ) .05( ) 19.75(S) 20. 31.49 .04 .04 30.38 19,58(S) .02( ) .OS( ) 19.54(S) 13 25. 31.49 .04 .04 30.30 19.57(S) .02( ) .05( ) 19.33tS) � 30. 31.49 .04 .04 30.23 19.56(S) .02( ) .05( ) 19.12(S) 35. 31.48 .03 .04 30.15 19.56(S) .02( ) .05( ) 18.91(S) � 40. 31.48 .03 .03 30.07 19.55(S) .02( ) .05( ) 18.71(S) 45. 31.47 .03 .03 30.00 19.54(S) .02( ) .05( ) 18.50(S) � 50. 31.47 .03 .03 29.92 19.53(S) .02( ) .05( ) 18.29(S) 55. 31.47 .03 .03 29.84 19.52(S) .02( ) .05( > 18.09(S) 14 0. 31.46 .03 .03 29.76 � 19.51(S) .02( ) .05( ) 17.88(S) 5. 31.45 .03 .03 29.68 19.50(S) .02( ) .05( ) 17.68(S) 14 10. 31.45 .03 .03 29.61 19.49(S) .02( ) .05( ) 17.47(S) FOLLOWING CONVEYANCE ELEMENTS L1ERE SURCHARGED ING THE SIMULATION. THIS COULD LEAD TO ERRORS THE SIMULATION RESULTS!! 261 262 290 FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL BILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 13 14 15 22 28 31 33 41 42 3 44 47 48 50 51 100 101 102 103 4 105 107 205 207 230 247 261 272 278 9 290 320 321 370 399 � .o�cs� .16 .01(S) .15 .01(s) .14 .01(S) .13 .Ot(S) .13 .01(S) .12 .01(s) .12 .01(S) .11 .01(S) .11 .01(S) .10 .01(S) .10 .01(S) .09 .01(S) .09 .01(S) .09 .01CS) .08 .01(S) .OS .01(S) .08 .01(S) .07 .01(S) .07 .01(S) .O7 .00(S) .06 .00(S) .06 .00(S) .06 .00(S) .06 .00(S) .06 .00(S) .05 .00(S) .05 .00(S) .05 .00(S) .05 .00(S) .05 .00(S) .00c .08 .00( .07 .00( .07 .00( .O7 .00( .07 .00( .06 .00( .Ob .00( .06 .00( .06 .00( .05 .00( .OS .00t .05 .00( .05 .00( .OS .00( .OS .00( .04 .00( .OG .00( .04 .00( .04 .00( .04 .00( .04 .00( .04 .00( .04 .00( .03 .00( .03 .00( .03 .00( .03 .00( .03 .00( .03 .00( .03 .00( Z3 8 i � �MA1L CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, 4100DRIDGE 4TN F1L. REVISED 17 FEB 98; SBG/RBD (dkt) F(LE: 434011S1.DAT ,*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 1 1077.7 (DIRECT FLOW) 1 15. 10 1077.7 5.0 1 15. � 11 1040.0 5.5 1 10. 12 998.7 7.1 1 0. 13 788.5 4.9 1 0. 14 727.9 4.0 1 0. ' 15 555.1 .1 2.2 0 55. 16 620.8 4.2 0 50. 17 437.6 4.4 0 45. 18 205.3 3.2 0 45. � � 19 61.1 1.5 1 10. 20 183.7 (DIRECT FL04I) 0 40. 21 21.7 1.3 2 20. 22 21.7 .1 30.6 2 10. 23 333.4 2.7 0 40. ' 24 273.6 6.8 0 55. 25 193.9 3.2 0 40. 26 63.1 1.6 0 40. 27 167.3 3.0 0 45. , 28 43.9 1.7 0 40. 29 119.0 2.6 0 40. � 30 246.3 3.5 0 40. 31 130.1 3.6 0 35. 32 182.2 1.3 0 40. � 33 171.0 .1 12.3 2 20. 34 176.5 2.3 0 35. 35 268.7 1.3 0 40. 36 125.9 1.1 0 40. 37 78.7 .5 0 35. ` ' 38 208.8 2.6 0 40. I � 39 444.9 (DIRECT FLON) 0 35. � 40 65.3 .8 0 45. 41 2.4 .0 1.2 1 15. 42 81.4 2.7 0 40. 43 31.5 .1 19.6 12 _ 20. �rDu�"�M�Gl1s„�g� T �- 44 J'1.6 1.1 0 35. 45 120.5 2.6 0 40. , 46 52.3 1.8 0 40. 47 251.3 3.9 0 40. 48 470.1 3.0 0 45. 49 17�,� 2.8 , 0 40. • 3Q `+4"�'1.5 5.9 0 45. �1'1�=C0. C.�Ss� h. � 64.2 .7 0 35. i 100 1015.5 .5 24.3 1 5. 101 1019.9 .5 4.6 0 55. 102 92.6 .1 16.0 1 40. , 103 247.1 .1 6.6 0 50. 104 16.9 .1 12.3 2 15. 105 19.9 .1 6.6 1 40. 107 78.2 .1 1.5 1 5. 185 60.9 1.7 0 40. ' 200 �s��.� 3.7 0 45. 201 12a,.5 3.3 0 40. 202 21.1 1.4 1 5. 203 59.7 1.9 0 40. � 204 86.1 2.3 0 40. 205 28.9 .0 1.6 1 0. 206 65.3 1.9 0 40. 207 29.0 .0 1.4 0 55. 208 86.1 (DIRECT FLOu) 0 40. , 210 1034.1 (DIRECT FL04I) 0 55. 211 1067.8 (DIRECT FLON) 0 55. 221 175.6 2.6 0 40. 222 404.6 (DIRECT FLOW) 0 40. ' 230 240.6 .0 5.8 0 50. � � Z3C ' 243 327.6 244 282.8 ik3 326.3 24r 38:� 5� 261 59.3 262 35.9 266 64.6 270 68.6 �, 271 155.6 272 223.6 278 133.1 �' 279 21.3 280 96.9 �' 287 125.1 290 68.6 300 80.3 301 80.3 318 83.0 319 101.4 320 61.2 321 80.4 347 411.1 �` 362 100.7 364 117.5 F 365 107.8 I 366 122.3 j�, 367 58.6 368 58.9 369 98.9 r 370 125.7 � 371 192.0 � 372 72.3 373 135.7 374 87.9 � 375 43.9 378 577.8 399 4.6 � �DPROGRAM PROGRAM CALLED � , ' � , i � , r� � (DIRECT FL041) (DIRECT FL041) (DIRECT FLON) .0 40.6 1.0 3.5 .9 3.0 16.6 1.4 4.4 (DIRECT FL041) 7.7 .0 19.9 .1 2.3 2.6 2.6 5.0 7.1 (DIRECT FLObI) (DIRECT FLOW) 1.7 (DIRECT FLOW) .1 3.6 .1 1.4 (DIRECT FLOW) 1.0 1.1 1.1 1.9 1.4 .8 2.1 3.1 2.0 .9 3.4 1.1 3.7 (DIRECT FLOW) .1 4.9 0 40. 0 40. 0 60. 4 40. � 0 40. 0 50. 1 30. 0 40. 3 0. 0 5. 3 0. � � zn T/ � 40. � 40. 10. � 5. � 5. 0. 5. 10. � 50. � 35. 40. 40. 40. 40. 45. 40. 40. 40. 40. 40. 40. 40. 55. 40. 25. Z'f � �d Z�8 Z3D L� l� r � EROSION CONTROL � � � � � � � � 24 2S � RBD, Inc. � . - #564-008 � � � � � i 4 � � � RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: Westfield Park STANDARD FORM CALCULATED BY: DKT DATE: 10/10/97 DEVELOPE ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (%) (ft) (%) (%) 178 high 14.61 300 3.5 0 0.00 0 0.0 Total 14.61 300 3.5 82.5 EXAMPLE CALCULATIONS Lb = sum(AiLi)/sum(Ai) _(14.61 x 300 +... + 0.00 x 0)/ 14.61 = 300 ft Sb = sum(AiSi)/sum(Ai) _(14.61 x 3.50 +... + 0.00 x 0.00)/ 14.61 = 3.5 % � � PS (during construction) = 82.5 PS (after construction) = 82.5/0.85 = � ' � � .� � � r � (from Table 8A) 97.1 � � RBD, Inc. � � F � � �. C � r � � � � W � #564-008 EFFECTIVENESS CALCULATIONS PROJECT: Westfield Park STANDARD FORM B CALCULATED BY: DKT DATE: 10/10/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 4 Sediment/Basin Trap 1 0.5 formed by wet pond 9 AsphalUConc�ete Pavement 0.01 1 tennis courts 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 SUB PS AREA BASIN (%) (ac) Site 82.5 14.61 SUB SUB AREA Practice C* A P* A Remarks BASIN AREA (ac) DURING CONSTRUCTION 178 Total 14.61 ImpeNIOUS 0.48 9 0.00 0.48 AsphalUConcrete Pavement Remain. 2.83 4 2.83 1.41 SedimenUBasin Trap Remain. 11.30 39 0.68 11.30 Hay or Straw Dry Mulch (1-5% slope) Cnet = [0.48x0.01 +...+11.30x0.06]/14.61 = 0.24 Pnet = 0.8x[0.48x1.00+...+11.30x1.00]/14.61 = 0.72 EFF = (1-C"P)100 = (1-0.24"0.72)100 = 82.64 > 82.5 (PS) � � �, � � _� . L_l "rl�r. �, � i�t � RBD, Inc. i . r #564-008 r � � ti . � � � � r � ' � � � �� EFFECTtVENESS CALCULATIONS PROJECT: Westfield Park STANDARD FORM B CALCULATED BY: DKT DATE: 10/10/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 9 Asphalt/Concrete Pavement 0.01 1 tennis courts 18 Established G�ass Ground Cover - 90% 0.025 1 SUB PS AREA BASIN (%) (ac) Site 97.1 14.61 SUB SUB AREA Practice C* A P* A Remarks BASIN AREA (ac) AFTER CONSTRUCTION 178 Total 14.61 ImpeNlOUS 0.48 9 0.00 0.48 AsphalUConcrete Pavement Remain. 14.13 18 0.35 14.13 Established Grass Ground Cover - 90% Cnet = [0.48x0.01+...+14.13x0.03]/14.61 = 0.02 Pnet = [0.48x1.00+..,+14.13x1.00]/14.61 - 1.00 EFF = (1-C"'P)100 = (1-0.02*1.00)100 = 97.55 > 97.1 (PS) 21 � , RBD, Inc. � EROSION CONTROL CONSTRUCTION SEQUENCE #564-008 �PROJECT: Westfield Park CALCULATED BY: KWG/DKT SEQUENCE FOR 1998 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed. F Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. � YEAR 98 �MONTH J I F I M I A I M I � VERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier � Additional Barriers Vegetative Methods F Soil Sealant i Other k RAINFALL EROSION CONTROL STRUCTURAL: j Sediment Trap/Basin � Inlet Fifters Straw Barriers Sift Fence Barriers � Sand Bags � Bare Soil Preparation Contour Furrows Terracing � AsphalUConcrete Paving Other VEGETATIVE: � Permanent Seed Planting Muiching/Sealant Temporary Seed Planting Sod Instaflation , Nettings/MatsBlankets Other � � �: DATE: J I A I S � O � N � D � STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR � DATE SUBMITTED APPROVED BY CiTY OF FORT COLLINS ON I , • , � � � ' 28 � � � RBD, Inc. � � � f- � � � � � �, r � � EROSION CONTROL COST ESTIMATE . es ie ar - PREPARED BY: DKT DATE: 10/10/97 ni o a Method Quantity Unit Cost Cost Notes Reseed/mulch 14.13 ac $500 $7,065 See Note 1. Subtotal $7,065 Contingency 50% $3,532 Total $10, 597 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 39 Hay or Straw Ory Mulch (1-5% slope) 14.13 ac $500 $7,065 Subtotal $7,065 Contingency 50% $3,533 Total $10,598 Total Security $10,598 Notes: 1. A<9 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac. � � �' � � � �� � � 29 � � � ` •- � � BOX CULVERT DESIGN � � � � � � � � � � r � � :'� THE SEAR-BROWN GROUP �� � ProJect: '�`����EL1� �PI�►c%Sr�cAG;ProJect No. �`� d�� By: S�� Checked: Date: � �30�47 Sheet � of D���N ��,� • Toa oc EAsT pEur„ = S i O'-1 ,a • m�ax WSEL = � S�O�,� �IWGL��:ES � �2EE3oA2�> • ToP o� i N ��T G��T E _ � I O(, b �PE2MANE�+T Don►p E�EvAT�oN> • PEAI< �L�W THROU6.y GC,itV�(LT = 4� �� S�TS CSwMM GE SO� • LENVTk = j�-9. �� s�op � = �/, o q T�,�wnTER UATA - i�EAK FLow TH2o��GF1 Guc.vE.2T �GC.uRS Cd OHR. 4SMiN, V ISGI�A2[�E F�.o/'n � p+�TE��lrr�r�� F��� F-r'3 C �: �i5 � 92.'� �-_ Tw ELEV. 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L� :� .............�.... : . � �'o r-- . r--Q ck �,v, � � . o�� 6 -Ft � _# -~..� Y_ - _ .4 — 1. -` . �- --- �_ /,,y = SS.�3 �6 �y• �� -�- ..,.�.. . ,., . � S � � � - _ . . o..� - -- X -�. __._— _____ . . - l%se a� D�e,� � �. q :+, : ... - : . . �l � + `1� -_ - -. _.. . �-m��,,-{-� G�G--�a,( l'� i�/ S.�L ,L . __ : ... �: : �� _ (!s x � )-(o, �-��Co.B s) �: 6�,-�� -.-�z___::--- �_: 1, = Q�/L��AZ zg� i :-_--_: �- Cy�/. s Z Co. 6 z(�o, ��t� � zL3z. Z� ___. . � �C ) �. _ � .- � -� , .-- - - �,- � . - - . . . . . . _ .. . .. � _ � . _ __.... . -- - _ _ . . ___ .....L__ � _--- - , , h �- 5� 0 3. 6 � � e! ` _ . `_. . � . :� , :.. cc� ��� �J''o5"57h q � � �' , � Table of Safe Loads � .� S�F 4 and 19 SGF 2 3/i6" Bars � 9g� 4 and 19 SG 2 3/i6" Bars \�^ �SGI 4 and 19 SGI 2 1/4" Flange \ ��, WT., tBS./SF• ��, ���ng SGF SG SGI � � �y gize Series Series Series � %� It�' : � j \� M f� ,,,, � X�'" °r 2.69 2.65 2.13 1' I-Ba� � ��� ;I Seriesoh� �,' X'Ke" or 3,30 3.25 2.51 ctanp� lw' I-Bu . �ge o( t� v �` - ` �� It 1� fl1Q� ' e thickneN � '�+ X'�0� °f 3.96 3.86 2.91 ;he�-�amo k►±! . i'/r' I-Bar �n ctanpulit` u � �r x �°, °f 4.57 4.48 3.29 iIt-" " sk�d ►{� ° 1Yi I-Bar � �`� r x�6° or 5.2a 5.oa 3.�i �; •: Y I-Bar _ r,,�'.•�; .'' : X�°" or 5.84 5.69 4.06 ' �'/i I-Bar' 'p• �F�N � *�� 1i X �i6 �i ...... : r�' I-Bar 6.45 6.29 4.49 s.� � -� 05532/O HI BuyLine 2191 Conversion Factors for other Grating Types Multiply the table value by the conversion factor below to determine load tor other grating spacings. GRATING TYPE 15 SGF 4 15 SG 4 15 SGI 4 11 SGF 4 11 SG 4 7 SGF 4 7 SG 4 15 SGF 2 15 SG 2 15 SGI 2 11 SGF 2 11 SG 2 7 SGF 2 7 SG 2 1.27 1.27 1.27 1.63 1.63 2.54 2.54 Note: Detlection remains the same under converted load. CLEAR SPAN 2'-0" 2'-6" 3'-0" 3'-6" I 4'-0" 4'-6° 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 8'-0" U 686 439 305 224 172 _ 136 i 10 U-Safe unitorm load in pounds/sq. ft. D .144 .225 .324 .441 576 _728 _.899 C-Safe concentrated load in pounds/ C 686 5a9 458 392 343 305 274 tt. grating width D .115 .180 .259 .352 .461 .583 .71g D-Deflection in inches U 1074 687 477 350 268 212 172 142 �� g Loads and defiections D .115 .180 .259 .351 .460 .581 .717 .866 1.030 9iven in this tabie are theoretical, and are C 1074 859 716 614 537 477 429 390 358 based on a unit stress D .092 .144 .207 .282 .369 .466 .575 .695 .827 of 12.000 psi. U 1547 990 687 _505� 387 306 247 204 172 146 126 97 D .096 .150 __.216 _ .294 I .383 .485 _599 .724 861 1.012 1.174 1.542 C 1547 -12�-37� 1031 884 773 �687 619 562 5�6 476 442 387 D .077 .120 � .173 .235 I .307 .389 .480 .579 .812 .941 1.230 U 2105 1347 936 687 526 416 337 278 234 199 172 132 D .082 .123 .185 .252 .329 .417 .515 .622 .741 .868 1.009 1.321 C 2105 1684 1404 1203 1053 936 842 766 T02 648 602 526 D .066 .103 .148 .202 .264 .334 .412 .498 59 .696 .8071 1.053 U 2750 1760 1222 898! 688 543 440 364 260 224: 172 D .072 .112 .162 .220 � .288 .364 .450 .545 .649 .759 .880 ' 1.153 1-'-_ __ C 2750 2200 1833 1571� 1375 1222 1100 1000 917 846 786 688 D .058 .090 .130 � .176 I ,230 .292 .360 .436 .518 .608 .706 .922 U 3480 2227 1547 1136 870 687 557 460 387 330 284 218 D .064 .100 .144 .196 .256 .324 .400 .484 .577 .677 .784 1.027 C 3480 2784 2320 1989 1740 1547 1392 1266 1160 1071 994 870 D .051 .080 .115 .157 .205 .259 .320 .387 .461 .541 .627 .819 U 4297 2750 1910� 1403� 1074 849 687 568 477 407 351 268 D .058 .090 .130 .176! .230 .292 .360 436 .518 .609 .706 .920 C 4297 3437 2864 2455 2148 1910 1719 1562 } 1432 1322 7228 1074 D .046 072 104 I 141 , 184 .233 .288 .348 � .415 .487 .565 .737 ` SGF 4 and 19 SGF 2 1/8" Bars t^ S r�,' ..; m ,m k I S4r�l Or tor mex11 �; �q05�� tincJ� 4-,; . p r��„ �ra�9 orind �-t � �t; eG 1�1 , :t�'1 � . � ',r _,' ;- G 4 and i9 SG 2 i/8" Bars "' � WT., LBS./SF• CLEAR SPAN Percentages of 4a� enes Serles seGes 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" Open Area U 458 293 203 149' 114 9� 73 .: �k �h+ D .144 .225 I .324 .441 .576 .728 .899 SGSena •• Sena � � 89 1•85 - C 458 366 305 261 229 203 183 3/16' 1/Q' 1/4' D .115 .180 ! .259 352 .46 t .583 .7 i 9 � B.B. Flange U 715 458 318 233 179 141 114 94 �9••a p9�b 83% 7a�, .;� ya� 229 2 25 - D .115 .180 .259 .351 .460 .581 .717 .866 i9••2 �0 78�ro 69?a C 715 572 477 408 358 318 286 260 i5•'a 75�-0 8�4b 68�u D .092 .144 .207 .282 .369 .466 .575 .695 15•'2 70% �5°r, 6a�a �� U 1030 659 458 336 257 203 165 136 tt••a 6846 769'0 � Yk ye� D .096 .150 .216 .294 .383 .485 .599 .724 ti•-2 63�0 7�°�0 - 2'7`S 2•�J � C 1030 824 686 588 515 458 412 374 7•-4 53% 67?6 - �� � D .077 .120 .i73 .235 , .307 .389 .480 , .579 7"2 50% 62°ro - i �sed �n 11 bars/it. of grating width, bearing bars 1 i'u" c.c., cross bars 4" c.c. For cross bars 2" c.c., add .4q/sf. , �, � b �horQ ur s ans to the lett of the hea line have a deilection less than +/." for unifortn loads of 1001bs./s . ri. This is the maximum deflection �5 p vy � q ,, .� pedestrian comfoA and can be exceeded for other types of load at the discretion ol the e�gineer. When serrated grating �s specified, �;, dePth of grating requfred tor a specitied load will be �/.' greater than that shown in these tables. 1' serrated grating not available in 5 ' �IUM�kUM FLUSH TOP SGF Ser'ies. 7 � � � � � � � � � � � � � o�� �+�o, .� i co��;,,L p.�� s The total loss factor for an outlet is the sum of all loss factors: ; ------- ----�-----, K = k +k'+k +k �k- +k �k L t e� f b o c ex � ; ; - - - ----�— � --� kt = trash rack Ioss factor, if any, namely: u se � ��a, � u, re.K.l c� Q�. . ,p( p� C G'�CG� p�, rF� . )rtcl��e es��.�ec.� Gi0 � r- ? I S °Y �kt =1.45-0.45• a" ag ��j ` � � o ct..o[�.�►.l�, v �� in which, C�'� = net open area of the rack, Gxg = gross area of the rack, inc1. supports ke = entrance (orifice) loss factor, namely: � 1 ke= 2-1.. � Cd � k= i e fricti lo c �- ��� 0. f p p on ss fa tor, C(��,��Y � s 6 �h� n2 k =185• 43'L f D� � � �The Seaz-Brown Group . ..- �- -i .� �.�. ... � � i. .- i: �. _� - Elevation � __-- (ft) ------ 5088.00 � 5090.00 5092.00 5094.00 � 5096.00 5098.00 � 5100.00 5102.00 5103.00 504-023 ��� Storage Outflow Q (ac-ft) (cfs) � - _--- --_____��__ /��t 0 - Y5 Cc.,E sv ��� Cz.; . 0.00 0.00 '� — 9' � � a� 1.99 27.36 W��. _ �O `I 5'- 1`f 4.45 59.17 7.41 89.15 Q(100) = 133.1 cfs 10.98 105.24 V(100) = 19.9 ac-ft 15.32 121.33 @ WSEL = 5099.75 ft el 20.58 134.81 26.75 146.50 29.83 403.20 �S�o�� exr�poier�� � Storage: See Area-Capacity Rating Curve. Outflow Q: From HY-8 analysis. � 500 400 � 300 d �' � 200 � 100 30 25 20 � b �° 15 L� .� �a n ia 10 V 5 0 f�—� �--�-,—r—� �—� 0 5088 5090 5092 5094 5096 5098 5100 5102 5104 Stage (ft eq �-.-- Capedty -�— Discharge 17-Feb-98 � � . ���:''.� THE SEAR-BROWN GROUP �Pro)ect: W�s,-��s��� Pa2� %.S�r1--�A Pro)ect No. 56y -� I!, By: SA � Checked: Date: 8�Z-� �`�� Sheet� of SCi�iECA ST. CULvc'�T ' ��� SEw°'2 SCHt'YnAT7C � . . . . . . 2 s__- � k�= k� + kb kb=o,ZS k4 = 0. 70 kL = 0,95 �. I � oF �Gt3C 32 I�`�� or- 8'x�l� RC.6� (E.Fr-ec�:va 5��E _ �-.5 "x 4 � 21 __� � kb= i.ao ' CF1L Lt�LF1T/CN O� k{ Q^ _ 'l9 °!'o = p . 'I � (-�'ro.,� � rnfe r r.a n u-Fa c�x�r- -!�;� re � 3 15% �,c.oc�c�,►.rc� F�c-roe = 0.?9( I- o. �5) = �• �'7Z kt = l. 4 S- o. 4 S( o. 6'72> -(o. ��; >� = O. i� a :, � � � I � � STORM SEWER SYSTEM DESIGN US1NG UDSE4�ER MODEL Developed by Civil Eng. Dept, U. of Colorado et Dmver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study _�__�__�������______��ea=e==e===�as=s=n�o�==oe=e=o==e=asx=ea====�a=o��exvaa_e= ___�____���������_���_ USER:RDB-Fort Collins-Colorado ............................................... ON DATA 02-17-1998 AT TIME 16:15:04 VERSION=01-17-1997 *"" PROJECT TITLE :Seneca Street Culvert Design--MAXIMUM CULVERT DISCHARGE **• RETURN PERI00 OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEUER) **" SUMMARY OF NYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS � -ID NUMBER AREA * C DURATION INTENSiTY PEAK FL041 ELEVATION ELEVATION -__-____•--._____---MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------ 1.00 471.50 88.00 95.14 NO � 2.00 471.50 101.00 94.52 OK 3.00 471.50 101.00 98.17 OK OK MEANS WATER ELEVATION 1S LONER THAN GROUND ELEVATION � � �J i � L� IJ � i r � � r *** SUMMARY OF SEUER HYDRAULICS __NOTE: TME GIYEN FLON OEPTH-TO-SEYER S1ZE RAT10= t ----- -------------------------------------------------------------------- SE41ER MAMHOLE NUMBER SEL►ER REDUIRED SUGGESTED EX1STiMG 1D NUMBER UPSTREAM ONSTREAM SNAPE DIA(R1SE) DIA(RISE) D1A(R1SE) N1DTH ___ID N0. 1D N0. _---(IN) (FT) (IN) (FT) (IN) (FT) (FT) 21.00 2.00 1.00 e0x 3.63 4.00 4.00 7.50 32.00 3.00 2.00 BOX 3.63 4.00 4.00 7.50 DIMENSION UN1TS FOR ROUND AND ARCH SENER ARE IN INCHES DIMENSION UN1TS FOR BOX SEYER ARE 1N FEET RE�UIRED DIAMETER NAS DETERMINED BY SENER HYDRAULIC CAPACITY. SUGGESTED DIAMETER NAS DETERMINED BY COMMERCIALLY AVAILABLE SI2E. FOR A NEY SEYER, FLON WAS ANALY2ED BY THE SUGGESTED SEUER S12E; OTHERWISE, EXiSITNG 512E HAS USED ------------------------------------------------------------------------------- SEYER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FRWDE COMMENT 1D FLON 0 FULL a DEPTH VLCITY DEPTH VLCITY VLCITY N0. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 21.0 471.5 410.5 3.63 17.32 4.97 12.65 15.72 1.60 Y-OK 32.0 471.5 410.5 3.63 17.32 4.97 12.65 15.72 1.60 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLON OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTM COMMENTS iD NUMBER UPSTREAM ONSTREAM UPSTREAM DNSTREAM % (FT) (fT) (FT) (FT) __..___..__ 21.00 1.00 89.95 88.16 7.05 -4.16 NO 32.00 1.00 89.95 89.95 7.05 7.05 oK OK MEANS BURIED DEPTH 1S GREATER THAN REOUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SE41ER SURCHARGED CR01JN ELEVATION HATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM COND1T10N FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 21.00 179.00 179.00 93.95 92.16 94.52 95.14 PRSS'ED �� 3� # � � � � � � � � � � � � � � � � � � 1 � 32,00 0.10 0.10 93.95 93.95 98.17 94.52 PRSS'ED PRSS'ED=PRESSURED FLObI; JUMP=POSSIBLE NYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ----�------ ^ ^ ^ -------------------------------------------------------•------ UPST MANHOLE SENER JUNCTURE LOSSES DOLJNST MAHHOLE SELIER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY -_ID NO ID N0. ELEV FT FT K COEF LOSS FT K COEF LOSS FT 1D FT --------------------=------------------------------------------------------ 21.0 2.00 98.36 3.22 1.00 0.00 0.00 0.00 1.00 95.14 32.0 3.00 102.00 0.00 0.95 3.64 0.00 0.00 2.00 98.36 BEND LOSS =8EN0 K* FLOLIING FULL VHEAD IN SENER. LATERAL LOSS= OUTFLOtI FULL VNEAD-JCT LOSS K*INfL061 FULL VHEAD FR1CT10N IOSS=O MEANS 1T 1S NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION IOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLON CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD 8E INTRODUCED UNLESS LATERAL K=0. FRICTION LOSS WAS ESTIMATED BY BACKI,IATER CURVE COMPUTATIONS. � � � � � � �` � e==ecs�asae=eee===a=eeeee=====eeve====aoc _casaa==ax===�a=3=a=ce=====e==e==c STORM SENER SYSTEM DESIGN USING UDSENER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Co�mties 8 UDFCD Pool Fund Study 2��5������������������������������������������L�����3���C�����������������LC�3 USER:RDB-Fort Collins-Coloredo ............................................... ON DATA 02-17-1998 AT TIME 16:15:22 VERS10N=01-17-1997 *** PROJECT T1TLE :Senece Street Culvert Design--MAXIMUM TAILWATER ELEVATION � *** RETURN PERIOD OF FLOOD 1S 100 TEARS (Design flou hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES -------------------------------------------------------�----------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND NATER COMMENTS � 1D NUMBER AREA * C DURATION 1NTENSITY PEAK FLO61 ELEVATION ELEVATION -----------------------MINUTES 1NCH/HR CFS FEET FEET -------------------------------�----------------------- 1.00 124.10 88.00 99.75 NO � 2.00 124.10 101.00 99.65 OK 3.00 124.10 101.00 99.90 OK OK MEANS NATER ELEVATION IS LONER THAN GROUND ELEVATION � � � � r"7 l� ��] � i �� � � � *** SUMMARY OF SENER HYDRAULICS -----__NOTE: THE GIVEN FLON DEPTH-TO-SEWER SI2E RAT10= 1 ---------------------------------------------------------�----------- SENER MAMHOLE NUMBER SENER REOUIRED SUGGESTED EXISTING 1D NUMBER UPSTREAM DNSTREAM SHAPE D1A(R1SE) D1A(R1SE) DIA(R1SE) W1DTH 1D N0. ID N0�__--_-_-__-(IN) (FT) (IN) (FT) (1N) (FT) (FT) 21.00 2.00 1.00 BOx 1.42 1.50 4.00 7.50 32.00 3.00 2.00 BOX 1.42 1.50 4.00 7.50 DIMENSION UNITS FOR ROUND AND ARCH SENER ARE 1N 1NCHES DIMENSION UNITS FOR BOX SENER ARE 1N FEET REOUIRED DIAMETER WAS DETERMINED BY SENER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE S12E. FOR A NEW SEWER, FLObI WAS ANALYZED BY THE SUGGESTED SEWER SI2E; OTHERWISE, EXISITNG SIZE WAS USED --------------------------------------------�-------�-------------------------- SELIER DESIGN FL011 NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT 1D FL041 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY N0. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 21.0 124.1 410.5 1.42 11.62 2.04 8.11 4.14 1.72 V-OK 32.0 124.1 410.5 1.42 11.62 2.04 8.11 4.14 1.72 V-OK " FRWDE NUMBER=O INDiCATES THAT A PRESSURED FLON OCCURS SENER SLOPE 1NVERT ELEVATION BURIED DEPTH COMMENTS 1D NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM X (FT) (FT) (FT) (FT) ________________ 21.00 1.00 89.95 88.16 7.05 -4.16 NO 32.00 1.00 89.95 89.95 7.05 7.05 OK OK MEANS BURIED DEPTH 1S GREATER THAN REOUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -----------------------------------�------------•------------------------------ SEWER SEIJER SURCHARGED CROWN ELEVATION WATER ELEVATION FLON 1D NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 21.00 179.00 179.00 93.95 92.16 99.65 99.75 PRSS'ED � �% � � 32.00 0.10 0.10 93.95 93.95 99.90 99.65 PRSS�ED PRSS�ED=PRESSURED FLOW; JUMP=POSSIBLE HTDRAULIC JUMP; SUBCR=SUBCRITICAL FL041 � "** SUMMART OF ENERGY GRADIENT L1NE ALONG SEWERS ----------------------------------------------------=-------------------------- UPST MANHOLE SEYER JUNCTURE LOSSES DONNST MANHOLE �, -•SEUER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY 1D NO 1D N0. ELEV FT FT K COEF LOSS FT K COEF LOSS FT 1D FT --------------------------------------------------------------------------- 21.0 2.00 99.91 0.16 1.00 0.00 0.00 0.00 1.00 99.75 � 32.0 3.00 100.17 0.00 0.95 0.25 0.00 0.00 2.00 99.91 BEND LOSS =BEND K* FL0411NG FULL VHEAD 1N SELIER. LATERAL LOSS= OUTFLON FULL VHEAD-JCT LOSS K*1NFLOL� FULL VHEAD FR1CT10N LOSS=O MEANS 1T 1S NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. � FR1CT10N LOSS INCLUDES SELIER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITT HEAD OF FULL FLOLI CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT LlOULD BE INTRODUCED UNLESS LATERAL K=O. FR1CT10N LOSS LIAS ESTIMATED BT BACKLIATER CURVE COMPUTATIONS. i t � �� � � � � � � � i �� � 1 � 'T � The Sear-Brown Group Riprap Design Project: Westfield Park Designer. DKT Project #: 504-023 Dafe: 2/18/98 Locafion: Seneca Street Crossing Box width: 8 ft Tailwater. 4 ft Box height: 4 ft Max. V.• 5 ft/s Discharge: 471.5 cfs 1. Required riprap type: C1NVH^1.5 = 7.37 < 8—> use design charts H = 4.00 ft Yt/H = 1.00 Q/VVt-I^0.5 = 58.94 d50 = 12 in ---> Use Class 12 riprap 2. Expansion factor.� 1 / [2 tan(theta)] = 4.5 3. Riprap /engfh: At = QN = 94.3 ft2 L= 1/[2tan(theta)]*(At/Yt - V1n = 70 ft 4. Governing limits: L>3H= 12 ft <=70ft—>OK L< 10H = 40 ft decrease length to 40 ft 5. Maximum depth: Depth = 2d50 = 2(12 in / 12) = 2 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap widfh (minimum): Width=2H=2(8ft)= 16 ft � (Extertd riprap to minimum of culvert height or nortr�a! channe! depth.J Summary: Class 12 riprap Length = Depth = Width = 40 ft 2ft 16 ft � yl 18-Feb-98 � DRAINAGE CRITERIA MANUAL G � � 0 s 3 � 0 .. c ) Use Ha instead af H whenever cuive�t hes supercritical flow in ihe barrel. �'�Use Type L for a distance of 3H downsireom. FIGURE 5-8. RIPRAP EROSION PROTECTION AT RECTANGULAR CONDUIT OUTLET. 11-15-82 URBAN pRAiNAGE 8 FLOOD CONTROI DISTRICT RIPRAP N Yf/H . �� � . .`.', . DRAINAGE CRITERIA MANUAL RIPRAP'::i `... . . : �t � . ,'��...' 8 7 6 m c .- n � N5 � � 4 � Z 3 0 � z a x 2 W � �• 1 2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEI�HT—Yt/H .' .._.. � - r� � . . . .. .9 1 A .. �;�:.. ���: �i>_ , ' £: :;�. . :: . . FIGURE 5-10. EXPANSi4N FACTOR FOR RECTANGULAR CONDUITS 11-15-82 URBAN ORAINAGE 8 FL00� CONTROL OISTRICT � 6 = Expansion Anqle 44 L�J � STORM SEWER DESIGN r � � � � � .� � � � � � , �- � � . � � r INC Engineering Consultants �- �5 ���ENT __Wo�.� ra.--� ��a. � —oll PqOJECT �u� �f'-1 pI1�CUU►TIONSFOR � r1Y� clJrw 1� MADEBY�DATE�a'R-CHECKEOBY DATE aHEET OF � r + �_.. � . . : � ,� — � . _ /� � � F .. _. , . . -_ � ;-r � ..s. _ _' �+_.`1--� ' : �; � . � r_:_-- �_ __ - �--. _ -.- - _ .. - -- �-_ . �� � _ ' , ... 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T•rrf wu.� conat if�o•�) �a,1 c�,(u.{�c� . o-n . � _ � _ �. . ; � -------r-------- ' ! : �(law;;.q cl�uni-►e1 �.-Ei•� .; .. � . : . . ;v _ �. : : ' . : : � ( . . ; J ; - -.. . .. _ � . , . ; . .- � - - -. ;._. _ .. . ..._, � . _.. . _ _._....�. . , � _ _. . . . . . . _.►. . . � . . ._-- .-_ _: _ __-_ _= -- --. _._._ . - -��-_:_ ��_. _ . _� . �- - � ' � a --•------ - •- -- • -- --___.:. ____.._ _1 � -► Y . � . � ��_� � �he Sear-Brown Group Woodcraft Homes--Taff/Harmony Intersecti 434-013 Storm Drainage $ystem - Manholes Node Node Ground No. Type Elev. Discharge Notes � ��) ��) 0 Outlet 7.56 253.3 SWMM CE#47; starting WSEL 8.84 k 1 Manhole 18.50 253.3 2 Manhole 17.62 253.3 ` 3 Manhole 17.50 253.3 � 4 Manhole 21.80 198.6 SWMM CE#200 5 Manhole 29.00 198.6 ,.- 6 Manhole 33.30 198.6 7 Manhole 38.10 198.6 '� 8 Manhole 44.52 198.6 9 Manhole 51.50 198.6 ` 10 Manhole 51.16 198.6 � 11 Dummy 51.10 180.7 Q(#10) - Q(#13 8� #15) 12 U/S inlet 51.10 180.7 � 13 Dummy 50.70 13.6 14 Curb inlet 50.70 13.6 rationai Q �` 15 Cieanout 51.18 4.3 16 Dummy 50.32 4.3 �� 16.5 Curb inlet 50.32 4.3 rational Q w 17 Area inlet 19.50 42.0 rational Q 18 Curb inlet 21.15 36.9 rational Q r 19 Dummy 22.20 5.0 �. 20 Curb inlet 22.20 5.0 rational Q 25 Dummy 27.40 5.1 ,� 26 Area inlet 27.40 5.1 rational Q Notes: '� a.) Inflow values from SWMM unless otherwise noted. 4 b.) Runoff from smaller tributary areas (not explicity modeled by SWMM) was determined using rational method. Inlet or pipe capacities at inlets 18 and 20 limit •- storm drain inflow. � c.) Inflow at upstream entrance (inlet 12) determined by subtracting rational method flows at inlets 14 and 16 from total SWMM flow at conveyance element 200. 1 � r*' � ' , � O 1-Oct-97 �e Sear-Brown Group �Woodcraft Homes--Taft/Harmony Intersection 434-013 Storm Drainage $ystem - Pi�es Bend Lateral U/S D/S Reach Diameter MaYI Length Slope U/S Crown Loss Loss Invert invert Qfull # (in) (R) (%) (ft) Kb KI (ft) (ft) (cfs) 1 60 RCP 135.7 1.02% 13.59 1.00 - 8.59 7.21 262.5 2 60 RCP 229.8 1.02% 15.92 0.30 - 10.92 8.59 262.5 I� 3 60 RCP 14.5 1.02% 16.07 0.30 - 11.07 10.92 262.5 I� 4 54 RCP 207.8 1.46% 19.09 0.30 0.35 14.59 11.57 237.2 5 54 RCP 500 1.46% 26.37 0.05 - 21.87 14.59 237.2 ,_ 6 54 RCP 500 0.96% 31.17 0.05 0.25 26.67 21.87 192.7 7 54 RCP 500 0.96% 35.97 0.05 - 31.47 26.67 192.7 � 8 54 RCP 499.7 0.96% 40.77 0.05 - 36.27 31.47 192.7 9 54 RCP 357 1.44% 45.91 0.05 - 41.41 36.27 236.0 � 10 2x9 CIP RCB 41 0.50% 47.08 0.06 - 45.08 44.87 333.5 ,, 11 2x9 CIP RCB 82 0.5Q% 47.48 0.05 0.30 45.48 45.08 333.5 12 2x9 CIP RCB 0.1 0.50% 47.49 0.20 - 45.49 45.48 333.5 13 21 RCP 102 2.18% 49.30 1.02 - 47.55 45.33 23.4 � 14 21 RCP 0.1 2.18% 49.30 0.25 - 47.55 47.55 23.4 15 18 RCP 81 0.89% 47.80 0.72 - 46.30 45.58 9.9 16 18 RCP 7 0.89% 47.86 0.30 - 46.36 46.30 9.9 r 16.5 18 RCP 0.1 0.89% 47.86 0.25 - 46.36 46.36 9.9 L 17 36 RCP 68 3.03% 18.13 0.07 - 15.13 13.07 116.1 18 30 RCP 129 0.90% 19.29 0.05 -- 16.79 15.63 38.9 � 19 15 RCP 163 0.60% 20.27 0.05 _ 19.02 18.04 5.0 20 15 RCP 0.1 0.60% 20.27 0.25 19.02 19.02 5.0 25 18 RCP 33 0.40% 26.65 1.02 - 25.15 25.02 6.6 _ 26 18 RCP 0.1 0.40% 26.65 0.25 - 25.15 25.15 6.6 �Fi O1-Oct-97 : Contraction Losses: Junction of U/S box culvert and DIS pipe Head loss due to contraction: K �:= 0.5 sudden contraction V Z : =16.49• se D 2 ' = 54• in D � A2 �-�� 4 full velocity in pipe (D/S) D/S pipe diameter A 2= 15.9 •ft D/S flow area H:=2•ft W :=9•ft A1 :=H•W A1 =18•ftZ z 22 HL :=K�• 2 g • 1 - �Ail � HL=0.10•ft U/S box culvert height U/S box culvert width U/S flow area g :=32.2• ft2 stc Solve for equivalent bend loss coefficient: V 1:=10.36•Sft full velocity in box culvert (U/S) HL Kb := v z �28� K b = 0.06 equivalent bend loss coe�cient � � � � Cross Section Cross Section for Trapezoidal Channel . . ,...... . .... . ,. .,.,..,. ... ,.......... ..-�.,-� ., . „.�.,T .. ............� Worksheet Wesifield Park Channel ` Flow Element Trapezoidal Channel ■ Method Manning's Formula Solve For Channet Depth � ection ata ` annings oe cient 0.0 � Channel Slope 0.0195 ft/ft Depth 1.63 ft '4-- WS�-�-. _�'� � y � Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Bottom Width 30.00 ft � Discharge 253.30 cfs � J —, �J � , E� � r ' 1 r 10/01/97 , 01:21:41 PM ,� ����. :�� ,; �--� � ,.ss � 1 �_:� 1 30.00 ft V � H1 NTS The Sear-Brown Group, Inc. FlowMaster v5.12 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 �9 � � II � � Cross Section Cross Section fo� Trapezoidal Channel y 9.�/ Worksheet Channel below imperial Estates inflow � Flow Element Trapezoidal Channel � Method Manning's Formula Solve For Channel Depth r 4 F � F � . �. ' ' 1 , � � � , ' ' , � ection a a annmgs oe cient .035 Us�D Fo �2 Fc.oc� d E'PT'f� � Z� Channel Slope 0.019500 ft/ft �ivo G� T�/s .�?ESucT. Depth 1.71 ft ��e�.. Ne� PAGE� Left Side Slope 4.000000 H: V Right Side Slope 4.000000 H: V Bottom Width 30.00 ft Discharge 471.70 cfs ' OZ/17/98 ' 12:35:09 PM � 1.71 ft � _I � 30.00 ft V � H1 NTS The Sear-Brown Group, Inc. FlowMaster v5.12 Haestad Methods, Inc. 37 Brookside Road • Watefiury, CT 06708 (203) 755-1666 Page 1 of 1 � ' � � y9�2 Cross Section Cross Section for Trapezoidal Channel Worksheet Channel below Imperial Estates inflow � Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth � on a a � annings oe icient . USE1� FaR �Car.� vE"f'TH < Z� Channel Slope 0.019500 ft/ft ,�t�/D G�-7- Th�/S �6U�T , Depth 2.31 ft � Left Side Slope 4.000000 H: V CoNc�vsio.v :�cpul DEPTf,� � Right Side Slope 4.000000 H: V !S �P,eoy�im,5�-GY 2.0 � Bottom Width 30.00 ft ,- Discharge 471.70 cfs � , 1 ' � ' � ' � 1 02/17l98 , 12:35:39 PM � 2.31 ft �. _ I 1 30.00 ft V � H 1 NTS The Sear-Brown Group, Inc. FlowMaster v5.12 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' ' � � REPORT OF STORM SENER SYSTEM DESIGN UStNG UDSE4IER-MOOEL VERSION 4 � DEVELOPED BY JAMES C.Y. GUO ,PH�, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DEN4ER IN COOPERATION YITH URBAN DRAINAGE AND FL000 CONTROL DISTRICT DENVER, COLORADO � =mx=ssaa�:==�=aes===e=s===x:_ =r===_ =aa_ =a==s==:=xac=:sero:sx==asazas=�aa � � **• EXECUTED BY DENVER CITY/COUNTY USE ONLY ............................................. ON DATA 10-01-1997 AT TIME 15:23:09 r **• PROJECT TITLE : � Taft/Harmony (uoodridge) regional storm drain � *** RETURN PERIOD OF FLOOD IS 100 YEARS Y� (Design flow hydrology not calculeted using UDSEUER) ir '#* SUMMARY OF HYORAULICS AT MANHOLES �. 0 ------------------------------------------------------------------------------- , MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLON ELEVATION ELEVATION MINUTES 1NCH/NR CFS FEET FEET ------0------------------------------------------------------------------------ .01 253.30 7.21 8.84 N04-- A�S ���►G� Ir 1.00 253.30 18.50 12.98 OK ��p��.t ��, 2.00 253.30 17.62 15.31 OK 3.00 253.30 17.50 16.22 OK 4.00 198.60 21.80 20.79 OK � 5.00 198.60 29,00 25.85 OK 6.00 198.60 33.30 32.86 OK 7.00 198.60 38.10 38.05 OK 8.00 198.60 44,52 43.24 OK 9.00 198.60 51.50 45.39 OK 10.00 198.60 51.16 47.19 OK � 11.00 180.70 51.10 49.43 OK 12.00 180.70 51.10 49.82 OK 13.00 13.60 50.70 49.77 OK , 14.00 13.60 50.70 49.90 OK 15.00 4.30 51.18 49.19 OK 16.00 4.30 50.32 49.23 OK 16.50 4.30 50.32 49.26 OK , 17.00 42.00 19.50 18.56 OK 18.00 36.90 21.15 18.84 OK 19.00 5.00 22.20 20.37 OK 25.00 5.10 27.40 28.35 OKNO �/1Ca i y� (C�"' Vv f� a. l+G wa ��e, 26.00 5.10 27.40 28.38 NO% �� a( � � � -�j Z8, � -�-, 'y � ' ' OK MEANS 41ATER ELEVATION IS LOHER TlIAN GROUND ELEVATION ' *** SUMMARY OF SEWER HYORAULICS NOTE: THE GIVEN FLO61 DEPTH-TO-SEwER SIZE RATIO= 1 , --------------------------------------------------------------•---------------- �J li �_, ' SEWER MAMHOLE NUMBER SEWER RE�UIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE OIA(HIGH) DIA(H1GH? DiA(H1GH) W1DTH ID N0. ID N0. (1N) (FT) (IN) (FT) (IN) (FT) (FT) ■ ----------------------------------------------------------•-------------------- � 1.00 1.00 0.01 ROUND 59.17 60.00 60.00 0.00 � 2.00 2.00 1.00 ROUND 59.17 60.00 60.00 0.00 3.00 3.00 2.00 ROUND 59.17 60.00 60.00 0.00 , 4.00 4.00 3.00 ROUND 50.50 54.00 54.00 0.00 5.00 5.00 4.00 ROUND 50.50 54.00 54.00 0.00 6.00 6.00 5.00 ROUND 54.63 60.00 54.00 0.00 7.00 7.00 6.00 ROUNO 54.63 60.00 54.00 0.00 8.00 8.00 7.00 ROUND 54.63 60.00 54.00 0.00 9.00 9.00 8.00 RWND 50.63 54.00 54.00 0.00 10.00 10.00 9.00 BOX 2.13 2.50 2.00 9.00 � 11.00 11.00 10.00 BOX 1.99 2.00 2.00 9.00 12.00 12.00 11.00 BOX 1.99 2.00 Z.00 9.00 � 13.00 13.00 10.00 RIX1ND 17.14 18.00 21.00 0.00 14.00 14.00 13.00 ROUND 17.14 18.00 21.00 0.00 15.00 15.00 10.00 ROUND 13.16 15.00 18.00 0.00 16.00 16.00 15.00 ROUND 13.16 15.00 18.00 0.00 16.50 16.50 16.00 ROUND 13.16 15.00 ' 18.00 0.00 � 17.00 17.00 3.00 ROUND 24.59 27.00 36.00 0.00 18.00 18.00 17.00 ROUND 29.41 30.00 30.00 0.00 � 19.00 19.00 18.00 ROUND 15.00 15.00 15.00 0.00 Z0.00 20.00 19.00 ROUND 15.00 15.00 15.00 0.00 � 25.00 25.00 5.00 RWND 16.30 18.00 18.00 0.00 26.00 26.00 25.00 RWND 16.30 18.00 18.00 0.00 DIMENSION UNITS FOR ROUNO AND ARCH SEWER ARE IN [NCNES ' DIMENSION UNITS FOR BOX SEWER ARE IN FEET RECUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BT COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZEO BT THE SUGGESTEO SEWER SI2E; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN fLOW NORMAL NORAML CRITIC CRITIC FULL FRWDE COMMENT 1D FL041 C FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITT N0. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 1.0 253.3 263.7 3.93 15.29 4.39 13.86 12.90 1.34 V-OK � 2.0 253.3 263.7 3.93 15.29 4.39 13.86 12.90 1.34 V-OK 3.0 253.3 263.7 3.93 15.29 4.39 13.86 12.90 1.34 V-OK 4.0 198.6 238.3 3.14 16.77 3.98 17.03 12.49 1.75 V-OK 5.0 198.6 238.3 3.14 16.77 3.98 13.35 12.49 1.75 V-OK 6.0 198.6 193.2 4.50 12.49 3.98 13.35 12.49 0.00 V-OK 7.0 198.6 193.2 4.50 12.49 3.98 13.35 12.49 0.00 V-OK 8.0 198.6 193.2 4.50 12.49 3.98 13.35 12.49 0.00 V-OK - 9.0 198.6 236.6 3.16 16.67 3.98 13.35 12.49 1.73 V-OK 10.0 198.6 127.6 2.00 11.03 2.00 0.00 11.03 0.00 V-OK ' 11.0 180.7 127.6 1.99 10.07 2.32 8.65 10.04 1.26 V-OK 12.0 180.7 127.6 1.99 10.07 2.32 8.65 10.04 1.26 V-OK 13.0 13.6 23.5 0.96 10.11 1.37 89.36 5.65 2.03 V-OK 14.0 13.6 23.5 0.96 10.11 1.37 6.73 5.65 2.03 V-OK 15.0 4.3 9.9 0.69 5.42 0.80 14.15 2.43 1.31 v-OK ' 16.0 4.3 9.9 0.69 5.42 0.80 4.47 2.43 1.31 V-OK 16.5 4.3 9.9 0.69 5.42 0.80 4.47 2.43 1.31 V-OK 17.0 42.0 116.4 1.25 15.12 2.12 0.80 5.94 2.75 V-OK 18.0 36.9 39.0 1.94 9.04 2.05 9.75 7.52 1.14 V-OK ' 19.0 5.0 5.0 1.02 4.66 0.89 39.72 4.07 0.78 V-OK 20.0 5.0 5.0 1.02 4.66 0.89 5.38 4.07 0.78 V-OK 25.0 5.1 6.7 0.98 4.15 0.87 4.72 2.89 0.79 V-OK 26.0 5.1 b.l 0.98 4.15 0.87 4.81 2.89 0.79 V-0!C , FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------•-------------------------------------------...._ , SEWER SLOPE INVERT ELEVATION BURIEO DEPTH COh�IENTS SI � � ►� � ' r � ' 1 � � ' ' � r• M F � � , 1 ' , ' ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM X (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 1.00 1.02 8.59 7.21 4.91 -5.00 NO 2.00 1.02 10.92 8.58 1.70 4.92 NO 3.00 1.02 11.07 10.92 1.43 1.70 NO 4.00 1.46 14.59 11.56 2.71 1.44 NO 5.00 1.46 21.87 14.57 2.63 2.73 OK 6.00 0.96 26.67 21.87 2.13 2.63 OK 7.00 0.96 31.47 26.67 2.13 2.13 OK 8.00 0.96 36.27 31.47 3.75 2.13 OK 9.00 1.44 41.41 36.27 5.59 3.75 OK 10.00 0.50 45.08 44.88 4.08 4.63 OK 11.00 0.50 45.49 45.08 3.61 4.08 OK 12.00 0.50 45.49 45.49 3.61 3.61 OK 13.00 2,18 47.55 45.33 1.40 4.08 NO 14.00 2.18 47.55 47.55 1.40 1.40 NO 15.00 0.89 46.30 45.58 3.38 4.08 OK 16.00 0.89 46.36 46.30 2.46 3.38 OK 16.50 0.89 46.36 46.36 2.46 2.46 OK 17.00 3.03 15.13 13.07 1.37 1.43 NO 18.00 0.90 16.79 15.63 1.86 . 1.37 NO 19.00 0.60 19.02 18.04 1.93 1.86 NO 20.00 0.60 19.02 19.02 1.93 1.93 NO 25.00 0.40 25.15 25.02 0.75 2.48 NO 26.00 0.40 25.15 25.15 0.75 0.75 NO OK MEANS BURIED DEPTH IS GREATER THAN REGUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CR041N ELEVATION WATER ELEVATION FL041 ID NUMBER LENGTN LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET 1.00 135.70 0.00 13.59 12.21 12.98 8.84 JUMP 2.00 229.80 17.82 15.92 13.58 15.31 12.98 JUMP 3.00 14.50 14.50 16.07 15.92 16.22 15.31 PRSS'ED 4.00 207.80 191.38 19.09 16.06 20.T9 16.22 JUMP 5.00 500.00 126.19 26.37 19.07 25.85 20.79 JUMP 6.00 500.00 500.00 31.17 26.37 32.86 25.85 PRSS'ED 7.00 500.00 500.00 35.97 31.17 38.05 32.86 PRSS'ED 8.00 499.70 499.70 40.77 35.97 43.24 38.05 PRSS'ED 9.00 357.00 1T9.77 45.91 40.77 45.39 43.24 JUMP 10.00 41.00 0.00 47.08 46.88 47.19 45.39 PRSS'ED 11.00 82.00 82.00 47.49 47.08 49.43 47.19 PRSS'ED 12.00 0.10 0.10 47.49 47.49 49.82 49.43 PRSS'ED 13.00 102.00 92.53 49.30 47.08 49.77 47.19 JUMP 14.00 0.10 0.10 49.30 49.30 49.90 49.77 PRSS'ED 15.00 81.00 81.00 47.80 47.08 49.19 47.19 PRSS'ED 16.00 7.00 7.00 47.86 47.80 49.23 49.19 PRSS'ED 16.50 0.10 0.10 47.86 47.86 49.26 49.23 PRSS�ED 17.00 68.00 68.00 18.13 16.07 18.56 16.22 PRSS'ED 18.00 129.00 17.65 19.29 18.13 18.84 18.56 JUMP 19.00 163.00 30.20 20.27 19.29 20.37 18.84 SUBCR 20.00 0.10 O.10 20.2T 20.27 20.44 20.37 PRSS'ED 25.00 33.00 33.00 26.65 26.52 28.35 25.85 PRSS'ED 26.00 0.10 0.10 26.65 26.65 28.38 28.35 PRSS'ED PRSS'ED=PRESSURED FLO61; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLON *"* SUMMARY OF ENERGY GRADIENT L1NE ALONG SEWERS SZ � ' � � � 4 � � � ' ' , � � ' � , � ' ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOIJNST MANHOLE SEWER MANNOLE ENERGT FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY -_ID_NO_ ID N0. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT 1.0 1.00 15.57 4.14 1.00 2.58 0.00 0.00 0.01 8.84 2.0 2.00 17.90 1.55 0.30 0.78 0.00 0.00 1.00 15.57 3.0 3.00 18.81 0.14 0.30 0.78 0.00 0.00 2.00 17.90 4.0 4.00 23.21 1.94 0.30 0.73 0.35 1.74 3.00 18.81 5.0 5.00 28.27 4.93 0.05 0.12 0.00 0.00 4.00 23.21 6.0 6.00 35.28 5.07 0.05 0.12 0.25 1.82 5.00 28.27 7.0 7.00 40.47 5.07 0.05 0.12 0.00 0.00 6.00 35.28 8.0 8.00 45.66 5.07 0.05 0.12 0.00 0.00 7.00 40.47 9.0 9.00 47.81 2.03 0.05 0.12 0.00 0.00 8.00 45.66 10.0 10.00 49.08 1.16 0.06 0.11 0.00 0.00 9.00 47.81 11.0 11.00 50.99 0.41 0.05 0.08 0.30 1.42 10.00 49.08 12.0 12.00 �1.38� 0.00 0.25 0.39 0.00 0.00 11.00 50.49 13.0 13.00 50.27 0.68 1.02 0.51 0.00 0.00 10.00 49.08 14.0 14.00 50.39 0.00 0.25 0.12 0.00 0.00 13.00 50.27 15.0 15.00 49.28 0.13 0.72 0.07 0.00 0.00 10.00 49.08 16.0 16.00 49.32 0.01 0.30 0.03 0.00 0.00 15.00 49.28 16.5 16.50 49.35 0.00 0.25 0.02 0.00 0.00 16.00 49.32 17.0 17.00 19.10 0.27 0.05 0.03 0.00 0.00 3.00 18.81 18.0 18.00 19.72 0.55 0.07 0.06 0.00 0.00 17.00 19.10 19.0 19.00 20.63 0.90 0.05 0.01 0.00 0.00 18.00 14.72 20.0 20.00 20.69 0.00 0.25 0.06 0.00 0.00 19.00 20.63 25.0 25.00 28.48 0.08 1.02 0.13 0.00 0.00 5.00 28.27 26.0 26.00 28.51 0.00 0.25 0.03 0.00 0.00 25.00 28.48 BEND LOSS =BEND K* FLOHING FULL VHEAD IN SEWER. LATERAL LOSS= WTFLOb! FULL VHEAD-JCT LOSS K�INFLOH FULL VNEAD FRICTION LOSS=O MEANS IT 1S NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FR[CTION LOSS INCLUDES SEWER INVERT OROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITT HEAD OF FULL FLObI CONDITION, A MINIMUM JUCTION LOSS OF 0.05 FT IaOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BT BACICI,IATER CURVE COMPUTATIONS. 53 U/S �p n� i �/1�'G 5� � Ta�'-F- h'-� i( �Po.�,c( j r�crc r `f"�cc� ��P o St� /�'c � . G��,vn �Ic�a-��� � ►n a-fx 1�z5 exi sf; �_ q Gor, d,-� o,., . " RBD, Inc., Engineering Consuitants Riprap Design Project.• Taft/Harmony Outfali Designer. DKT Project #: 434-013 Date: 10/02/97 Location: Westfield Park Outlet Pipe dia.: 60 in Tailwater. 1.63 ft Discharge 253.3 cfs Max. V.- 5 ff/s 1. Required riprap type: Q/D^2.5 = 4.53 < 6—> use design charts D = 5.00 ft Yt/D = 0.33 Q/D^1.5 = 22.66 d50 = 24 in ---> Use Class 24 riprap 2. Expansion factor.• 1 / (2 tan(theta)] = 1.8 3. Riprap length: At = (1N = 50.66 ft2 L= 1/[2tan(theta)]"(At/Yt - D) = 47 ft 4. Goveming limits: L>3D= 15 ft <=47ft—>OK L<10D= 50 ft =>47ft—>OK 5. Maximum depti►: Depth = 2d50 = 2(24 in / 12) = 4 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Wdth = 3D = 3(60 in !12) = 15 ft Summary: Class 24 riprap Length = 47 ft Depth = 4 ft Width = 15 ft 02-Oct-97 s4 �I DRAINAGE CRITERIA MANUAL a 0 O Use Da insteod of D whenev�r flow is supercrifical in the barrel. �+� Use Type L for a distance oi 3D downstream . FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCUL�R � CONDUIT OUTLET. 11-15-s2 URB�N DRAINAGE 8 FLOOD CONTROL DISTRICT RIPRAP 0 SS '"O .2 .4 .6 .8 1.0 Yt/D � r� i � DRAINAGE CRtTERIA MANUAL 6 = Exponsion Angie � � � � ..- �� � � � � � � �, � � 0 c .- o N � O F- c� � z 0 � z a a x w RIPRAP � FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 UiiBAN DRAINAGE 8 FLOOD CONTROL DISTRICT 56 0 .1 .2 .3 .4 .5 .6 .7 .6 TAtLwaTER DEPTHI CONDUiT HEIGHT, Yt i D ' � , Synthetic Industries 4019 Industry Drive Chattanooga, TN 37416 Construction Products Division "Smart Solutions in Synthetics" Project Name: WESTFLD , Description: Taft/Harmony Outfall--Westfield Park ' Trial Name: U/S Description: Upper Portion of Channel with Taft/Harmony flows only 5� 12:50:21 �PUT PARAMETERS tDischarge, cubic feet per second: 253.3 Duration: 2.0 Hrs. Channel Longitudinal Slope: 0.01950 ' Bottom width, feet: 30.0 � Channel Side Slopes - Left: 4.00H:iV Right: 4.00H:1V Channel Bend? Y Bend Radius: 62.0 Ft. Outside Bend: L � t'_ � Geosynthetic lining for left side slope? Y Manning's "n": 0.0200 Geosynthetic lining for right side slope? Y Manning's "n": 0.0200 Geosynthetic lining for channel bottom?,Y Manning's "n": 0.0200 Vegetative Establishment? N � Required Factor of Safety: 1.00 Functional Longevityc 60 Monthe ' � ' � � � 10/03/97 ' Input Parameters Page 1 �te: The products with (TM) are pending trademarks and the products with (R) are registered trademarks. m � �- RE9IILT3 OF CHANNEL LINII�C� DE3IQN ANALY3ES �rerage flow depth = 0.864 Feet Average velocity = 8.759 ft/s � Left Side Slope Design Max. Perm. . Design Maximum Velocity Shear Shear Shear Velocity Permiss. Stability Stress Stress Stability ��.aterials Considered it/s Vel. ft/s Factor lb/sf lb/sf Factor ��?,MAT ( TM ) NDLOK(R) TRM 1060 LOK(R) TRM 1061 LANDLOK(R) ECRM 450 LYJUTE(R) DSTRAND(R) 0.20 STR.AND ( R) 0. 3 5 11.9 11.9 11.9 11.9 11.9 11.9 11.9 17.0 12.2 10.5 15.0 4.1 5.4 8.1 1.42 1.02 0.88 1.26 0.34 0.45 0.68 1.9 1.9 1.9 1.9 1.9 1.9 1.9 6.5 4.8 4.1 5.5 1.2 1.7 1.7 3.37 2.49 2.13 2.85 0.62 0.88 0.88 1�he following materials meet the required factor of safety and have sufficient longevity. Velocity Shear Required commended Stability Stability Functional Expected Materials Factor Factor Longevity, mo. Lifetime, mo. �TYRAMAT ( TM ) 1. 4 2 LANDLOK(R) TRM 1060 1.02 �LOK(R) ECRM 450 1.26 �� , , � � 3.37 2.49 2.85 CI ] � � Indefinite Indefinite Indefinite 1 From the listed acceptable products above, select the most appropriate nthetic Industries geosynthetic erosion control product that fits your dget. Access the "Specs" menu to obtain the appropriate product data sheet. /03/97 Results Page � 1 �te: The products with (TM) are pending trademarks and the products with (R) are registered trademarks. 59 � � R88ULT8 OF CAANNgL LIN'lNC3 D88I0N 11NALY3E3 �rerage flow depth = 0.864 Feet Average velocity = 8.759 ft/s , Right Side Slope Design Max. Perm. Design Maximum Velocity Shear Shear Shear Velocity Permiss. Stability Stress Stress Stability terials Considered it/s Vel. ft/s Factor lb/sf lb/sf Factor T ('1'M ) LOK (R) TRM 1060 LOK(R) TRM 1061 LANDLOK(R) ECRM 450 �LYJUTE(R) STR.AND ( R ) 0 . 2 0 S TR.AND ( R) 0. 3 5 Shear Required Stability Functional Factor Longevity, mo. 8.5 8.5 8.5 8.5 8.5 8.5 8.5 17.0 12.2 10.5 15.0 4.1 5.4 8.1 2.00 1.44 1.24 1.77 0.48 0.64 0.95 1.0 1.0 1.0 1.0 1.0 1.0 1.0 6.68 4.93 4.21 5.65 1.23 1.75 1.75 �.,he following materials meet the required factor of safety and have sufficient longevity. Velocity commended Stability Materials Factor fi 1'�RAMAT ( TM ) 2. 0 0 LANDLOK(R) TRM 1060 1.44 �,1�TDLOK ( R) TRM 10 61 1. 2 4 �.NDLOK (R) ECRM 450 1 . 77 � , , i ! 6.68 4.93 4.21 5.65 60 60 60 60 Indefinite Indefinite Indefinite Indefinite 1 From the listed acceptable products above, select the most appropriate �dthetic Industries geosynthetic erosion control product that fits your get. Access the "Specs" menu to obtain the appropriate product data sheet. 6.5 4.8 4.1 5.5 1.2 1.7 1.7 Expected Lifetime, mo. 10/03/97 Results Page 2 ' �te: The products with (TM) are pending trademarks and the products with (R) are registered trademarks. C� �- - RBSIILTB OF CHANNSL LII�TII�O DE3IQN ANALY3$S #erage flow depth = 0.864 Feet Average velocity = 8.759 ft/s � Channel Bottom Design Max. Perm. � Design Maximum Velocity Shear Shear Shear Velocity Permiss. Stability Stress Stress Stability terials Considered it/s Vel. ft/s Factor lb/sf lb/sf Factor T(TM) 12.4 17.0 1.37 2.1 6.5 3.12 DLOK(R) TRM 1060 12.4 12.2 0.98 2.1 4.8 2.30 LOK(R) TRM 1061 12.4 10.5 0.85 2.1 4.1 1.97 LANDLOK(R) ECRM 450 12.4 15.0 1.21 2.1 5.5 2.64 �LYJUTE(R) 12.4 4.1 0.33 2.1 1.2 0.58 STRAND(R) 0.20 12.4 5.4 0.43 2.1 1.7 0.82 STRAND(R) 0.35 12.4 8.1 0.65 2.1 1.7 0.82 �e following materials meet the required factor of safety and have sufficient longevity. Velocity Shear Required commended Stability Stability Functional Expected Materials Factor Factor Longevity, mo. Lifetime, mo. � �RAMAT ( TM ) I 1. 3 7 LANDLOK(R) ECRM 450 1.21 LJ � � � �� 3.12 2.64 .� Indefinite Indefinite � � From the listed acceptable products above, select the most appropriate thetic Industries geosynthetic erosion control product that fits your dget. Access the "Specs" menu to obtain the appropriate product data sheet. 10/03/97 Results Page ' 3 � � � 3 � , , _ ' ' � Ol Synthetic Industries 4019 Industry Drive Chattanooga, TN 37416 Construction Products Division "Smart Solutions in Synthetics" Project Name: WESTFLD Description: Taft/Harmony Outfall--Westfield Park Trial Name: D/S Description: Lower Portion of Channel including Imperial Estate flow 12:54:32 �NPUT PAR.AMETERS � Discharge, cubic feet per second: 471.7 Duration: 2.0 Hrs. Channel Longitudinal Slope: 0.01950 � Bottom width, feet: 30.0 � Channel Side Slopes - Left: 4.00H:lV Right: 4.00H:lV Channel Bend? Y Bend Radius: 81.5 Ft. Outside Bend: R Geosynthetic lining for left side slope? Y Manning's "n": 0.0200 Geosynthetic lining for right side slope? Y Manning's "n": 0.0200 Geosynthetic lining for channel bottom? Y Manning's "n": 0.0200 Vegetative Establishment? N Required Factor of Safety: 1.00 Functional Longevity: 60 Months �J f 1 1 � 10/03/97 � Input Parameters Page 1 �o �OZ �ote: The products with (TM) are pending trademarks and the products with (R) are registered trademarks. � RESUI,TS OF CHANNEL LIIdi'I�O DE3IC3N ANALY8E8 �Average flow depth = 1.245 Feet Average velocity = 10.827 ft/s � Left Side Slope Design Max. Perm. � Design Maximum Velocity Shear Shear Shear Velocity Permiss. Stability Stress Stress Stability aterials Considered it/s Vel. ft/s Factor lb/sf lb/sf Factor YRAMAT(TM) ���� LOK ( R) TRM 10 6 0 LOK(R) TRM 1061 LANDLOK(R) ECRM 450 OLYJUTE(R) STRAND ( R) 0. 2 0 STRAND ( R) 0. 3 5 10.6 10.6 10.6 10.6 10.6 10.6 10.6 17.0 12.2 10.5 15.0 4.1 5.4 8.1 1.61 1.15 0.99 1.42 0.39 0.51 0.77 1.4 1.4 1.4 1.4 1.4 1.4 1.4 6.5 4.8 4.1 5.5 1.2 1.7 1.7 4.63 3.42 2.92 3.92 0.86 1.21 1.21 �he following materials meet the required factor of safety and have sufficient longevity. Velocity Shear Required ecommended Stability Stability Functional Expected Materials Factor Factor Longevity, mo. Lifetime, mo. pYR.AMAT ( TM ) LANDLOK(R) TRM 1060 �DLOK(R) ECRM 450 � � � u � 1.61 1.15 1.42 4.63 3.42 3.92 � � � Indefinite Indefinite Indefinite � From the listed acceptable products above, select the most appropriate �ynthetic Industries geosynthetic erosion control product that fits your udget. Access the "Specs" menu to obtain the appropriate product data sheet. 0/03/97 Results Page 1 �3 �te: The products with (TM) are pending trademarks and the products with (R) are registered trademarks. � R88ULTS OF CIiANNBL LINING DRSIGiNN ANALYSSS �verage flow depth = 1.245 Feet Average velocity = 10.827 ft/s ' Right Side Slope Design Max. Perm. � Design Maximum Velocity Shear Shear Shear Velocity Permiss. Stability Stress Stress Stability terials Considered it/s Vel. ft/s Factor lb/sf lb/sf Factor RAMATiTM) ���LOK ( R) TRM 10 6 0 LOK ( R) TRM 10 61 LANDLOK(R) ECRM 450 ��JUTE ( R ) STRAND(R) 0.20 STRAND ( R) 0. 3 5 14.5 14.5 14.5 14.5 14.5 14.5 14.5 17.0 12.2 10.5 15.0 4.1 5.4 8.1 1.17 0.84 0.73 1.04 0.28 0.37 0.56 2.6 2.6 2.6 2.6 2.6 2.6 2.6 6.5 4.8 4.1 5.5 1.2 1.7 1.7 2.47 1.82 1.56 2.09 0.46 0.65 0.65 �e following materials meet the required factor of safety and have sufficient longevity. Velocity Shear Required commended Stability Stability Functional Expected Materials Factor Factor Longevity, mo. Lifetime, mo. '�'YRAMAT ( TM ) LANDLOK{R) ECRM 450 � � ' � � �I 1.17 1.04 2.47 2.09 �� Indefinite Indefinite � From the listed acceptable products above, select the most appropriate �thetic Industries geosynthetic erosion control product that fits your idget. Access the "Specs" menu to obtain the appropriate product data sheet. 10/03/97 Results Page 2 � ■ �y �te: The products with (TM) are pending trademarks and the products with (R) are registered trademarks. RSSULTS OF CHANNEL LINTNQ D'LrSIQN ANALY3E3 li�erage f low depth = � �terials Considered T (TM) LOK(R) TRM 1060 LOK(R) TRM 1061 LANDLOK(R) ECRM 450 �LYJUTE ( R ) I�NDSTRAND ( R) 0. 2 0 L�"'iDTDSTR.AND {R) 0 . 35 1.245 Feet Average velocity = 10.827 ft/s Chanael Bottom Design Max. Perm. Design Maximum Velocity Shear Shear Shear Velocity Permiss. Stability Stress Stress Stability ft/s Vel. ft/s Factor lb/sf lb/sf Factor 15.0 15.0 15.0 15.0 15.0 15.0 15.0 17.0 12.2 10.5 15.0 4.1 5.4 8.1 1.13 0.81 0.70 1.00 0.27 0.36 0.54 2.8 2.8 2.8 2.8 2.8 2.8 2.8 6.5 4.8 4.1 5.5 1.2 1.7 1.7 2.29 1.69 1.44 1.93 0.42 0.60 0.60 7�e following materials meet the required factor of safety and have sufficient longevity. Velocity Shear Required ommended - Stability Stability Functional Expected Materials Factor Factor Longevity, mo. Lifetime, mo. F�Y'R.P.MAT ( TM ) � � � � � � 1.13 2.29 C'��] Indefinite � From the listed acceptable products above, select the most appropriate �thetic Industries geosynthetic erosion control product that fits your get. Access the "Specs" menu to obtain the appropriate product data sheet. 10 03/97 Results Page 3 �� R, � �. w � Q 0 � z O � 5 w � OOOOO�G � z � TAF1 CANY( SCALE 1"=200' me �ao sw soo na m� m5 rw � � �o ��.��a �wp��� ~� �o���i� �g�o°��,� �z� � ������ �ma��� VF� Q Qe,�a �H O FOW�i� �wWm�a E�" � �vizo prn Zw r�+W a a GZ=''fi o�, P.i<�y, %^`K �Z�W�e�''�N�<NO W Uy� W S��gU�3�y2N��xF V] a Vw2 d � < FW��>�i F� ,��,, � U' '_ao��a?i�"lzi� � I� r U 2 U � a � � w � w z ¢ � � F-- W W � � o� o a� d Q 0 � < � � a � � � U a � � Z p ¢ �rn � yrn 0 _� � 0 oa m� o W � � �+- Q II � U. 0 � N � � � � O � M O � o � �M � � a � 1� � v��iz�� �� ���zW U Wd0 � ��� �" F N � ��/� � � � � O � �VJ� �wc�v°w� � C� � 0 G � W � � � �: � Q z � � 0 =GEND ioi 5 AC 301 301 301 SWMM SUB9ASIN IDENTIFICATION SUBBASIN AREA IN ACRES SWMM CONVEYANCE ELEMENT NUMBER SWMM CONVEYANCE NODE NUMBER SWMM DETENTION POND NUMBER � MASTER PLAN BASINS, FEB. 1990 77) UPDATED SWMM BASINS, 1996 � � a w 0 � � � O UW � � a � � JI Zli Q� �� QI Z Q ¢ 0 W F � OI H m S X W � u� 0 � � a o � � � � � F PROJECT N0. 434-014 DRANANG N0. 1 o f 1