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Home My WebLink AboutDrainage Reports - 04/15/20021 i 1 1 1 C 1 1 1 1 1 1 ;6 Repot Drainage Report for Peak View Subdivision April 28, 2001 (revised: February 18, 2002) Id—pOORQR avid ofmociate6, qnc. W, ENGINF.F.RING DESIGN di RESEARCII CORPORATION 0 1'1 January 25, 2002 Mr. Wes Lamarque City of Fort Collins, Utilities Department 700 West Street Fort Collins, CO 80521 RE: Peak View - Drainage Report Dear Wes: . Engineering Design and Research Corporation (EDRC) in collaboration with Loonan and Associates, Inc. is pleased to present the attached Drainage Report for your review. The drainage report identifies on -site and tributary off -site historic and developed flow. Additionally, the report supports the design for conveying the developed flow through the site to the receiving waters, the Clearview channel system south of the site. Also included as part of the design is the construction phase Best Management Practices (BMPs) for modifying the water quality of storm water run-off. The methods outlined in the City of;Fort Collins, Storm Drainage Design Manual are used and their analysis methods will be presented in the Final Design, technical appendix of the report. Our team looks forward to working with you to finalize the design and complete a successful project from the City's standpoint. Thus, I urge you to call with questions and comments as they arise, so we may discuss solutions and thus expedite your review process. I may be reached at the telephone number at the bottom of the page. Sincerely, Y� EDRC Crag l Pr sident attachment 'I CCH/jab 0 P.E. 303-873-6603 • Fax — 303-873-6604 2280 South Xanadu Way • Suite 350 • Aurora, Colorado 80014- n TABLE OF CONTENTS. 1) Introduction ............................................................. 2) Purpose and Scope .....::................................................I 1 3)) Site Location ............................................................1 4) Site, Description .........................................................1 Existing Conditions ................................. ; ................ 2 ► Developed Conditions ...............................................2 ► Hydrology ........................................................3 ► HECRAS .................................................. ;.. ....... ► Sizing the Overflow Concrete Box ........................... I ........... 4 5) Erosion Control and Stormwater Quality ................................... 4 Erosion Control ....................................................... 4 • Stormwater. Quality ................................................ 6) Design Criteria ......... .......................... 5 ....................... 5 7) Variance .......................................... I ...................... 5 8) Conclusions and Recommendations ................................... 9) References .................... .......................................... : ....... 5 6 Appejadix A ..................................................... AppendixB ............................................................ Hydrology Hydraulics Appendix C ........... I ............................ PV&L Calculations and HECRAS AppendixD ............................................................ Appendix E .................................................... SWMM Reference Materials Appendix F ......................................................... Erosion Control Appendix G ....................... ............................. Offisite Easements Drainage and Erosion Control Plan ....................................... In Map Pocket Drainage Report Peak View Subdivision January 25, 2002 Introduction . The report describes how the City of Fort Collins, Colorado Drainage Criteria is applied to the drainage system design and documents the analysis of the drainage system presented. Purpose and Scope The report. outlines the historic and developed flows, and supports the drainage portion of the proposed design by providing detailed design analysis and calculations. Furthermore, the report addresses stormwater quality Best Management Practices (BMPs) for the construction period. A water quality outlet will be part of the permanent design features. r The narrative portions of the report are written to be approachable by a more general audience and describes the proposed drainage features. Appended to the report are several collections of documents that are the technical materials supporting the design and are provided for the City's and the irrigation companies' detailed review. It is anticipated that the Pleasant Valley and Lake Canal Irrigation Company will review the report with a view to the potential impacts, the proposed design features impart on their facilities. The scope of the report and supporting documentation are limited to the on -site features of the proposed project, conveying the flow to the Clearview Channel system and tributary hydrology impacting the size of the proposed site features. The project is in the Canal Importation Basin. Site Description iThe proposed Peak View Subdivision is South of West Elizabeth Street, in west Fort Collins. The site is 9.22 acres (+/-). The area analyzed for this report is slightly larger (9.38 acres) because a small portion of offsite area in the park is included: The proposed subdivision will consist of single-family condominiums and single-family detached lots. The site is not located within a designated federal_ jurisdiction floodplain. However, the City of Fort Collins has identified the PV&L canal as a major drainageway and a local floodplain. Currently, access to the site is along West Elizabeth Street, which runs along the north property boundary. Immediately east of the -Peak View site is The Siena PUD. Adjacent to the southern boundary is Clearview Park. The on -site drainage outfall location, the Clearview the runs through this park. The property West of the site is Lory Ann Estates PUD. t. r IExisting Conditions The Pleasant Valley and Lake Canal crosses the site in the southern 1/3 of the site. The proposed project will impact the canal owner_(please see, "Developed Site Conditions", below). The northern 2/3's (+/-) of the site is considered as having flat to moderate slopes, tending north to south. The slope of the land in this portion of the site in up to 3-percent. The land south of the 1 Canal is more steeply sloped with grades to 12-percent. Off -site tributary flow enters the site in the north portion of the site from flow in the east -bound lane of West Elizabeth Street. Adjacent to the site, and crossing the site is the Pleasant Valley and Lake Canal (PV&L). The maximum decreed flow in the and the figure used for design is 40 r- cfs. The PV&L also has tributary surcharge flood flows entering the canal upstream of the site. - The City of Fort Collins, Canal Importation Basin masterplan describes the flow as being immediately upstream of the site. Onsite flow from the northern 2/3's of the site contributes undetained flow to the PV&L Canal. The Southern 1/3 of the site carries water undetained into the City's park. Calculations estimate that the total undetained flow leaving the site is slightly less than 4 cfs, at the 2-year recurrence interval. Developed Conditions The proposed street network shown on the drainage plan shows one access points onto West MElizabeth Street and two connections to Pleasant Valley Road, in the southern part of the site. Generally, design discharge will be carried on the surface until gutter capacity is reached and then an appropriately sized underground pipe collection system will direct the flow to the detention pond (for the northern portion of the site). More specifically, the multi -family portion of the site will be over -detained in the proposed detention facility and released at the two year historic discharge. The area south of the canal will be release undetained. To alleviate the PV and L Canal over topping, an emergency overflow structure and sluice gate are designed at the "right angle bend" in the canal's alignment. These facilities will discharge to the Clearview Channel drainage system. A water surface model (HECRAS) is presented and used as a basis for setting the elevation of the 4-foot by 5-foot structure. Specifically, the top elevation is set at 5117.13 feet. This allows about 160 cfs to continue down the PV and L and 47 CFS ( this projects responsibility) to spill into the box and on to the ponds in Overland Park (Clearview Channel.) These numerical figures were discussed and provided but City staff. ,� -2- I I As stated above, the proposed drainage system will outfall to the Clearview Channel. Off -site improvements are planned to convey the allowable release and the emergency spill to be conveyed to the ponds on park property. These improvements include the construction of a pipeline to the western pond in Clearview Park and the reconstruction of a portion of the existing bike/pedestrian trail. Furthermore, buried rip rap is planned for the outfall location of the pipe. The final grading of the proposed onsite detention pond has a concrete masonry unit (CMU) face to approximate a vertical wall. The blocks will probably be Keystone interlocking blocks, or equal. The purposed of using the block wall is to maximize volume of the limited detention pond site. Type "R" catch basins are used for the streets. The private stormwater system will include the use of small area catch basins and one type-R inlet. The pipe used in the private system will meet the city's minimum diameter requirement of 15 inches. ' Steady-state flow UDSEWER models are provided in the Drainage Report. Hydrology Revisions are made to the S WMM to demonstrate that the proposed onsite pond and park pond ' "work" satisfactorily with the proposed conditions. Specifically, the changes are: 1) The addition of Detention Pond 967 2) Revision of the subbasin connectivity so Subbasin 67 goes directly to Pond 967 (new) then to pond 368 and not into the PV&L In summary, the onsite pond is being used to over detain the flow from the northern 2/3's of the site. The southern 1/3.of the site releases undetained flow to the pond in Clearview Park. The onsite pond also drains to the existing park pond (#368). The S WMM output shows that the routing from the new pond to the park pond falls within the existing rating curve. Therefore, no additional grading the park pond is needed to increase its capacity. Also, allowing the southern one 1 /3 of the site to release undetained flow provides no hazard because the site is immediately adjacent to the park (pond). HECRAS The City's PV&L Canal, HEC-2 model was converted to a HECRAS model for the convenience of plotting cross -sections and updating input data. The HECRAS model was checked for differences in WSEL with the HEC-2 model. Within the project limits, the HECRAS WSEL is ,� up to 0.12 feet higher in elevation. I i it 11 The proposed conditions model incorporates new cross -sections for the box culvert and the . revised cross sections for the study reach. The project proposes minor realignment of the �N^. existing PV&L. The realignment is proposed to change and existing "straight' feature to an alignment with a minor curvilinear alignment. Secondly, the proposed alignment changes are made to locate the new bridge at a point where the vertical road alignment can meet city criteria. Sizing the Overflow Concrete Box It is understood, from meetings with City staff that the Canal Importation Basin, developed . conditions model identifies a "down -canal" 100-yr discharge of 160 cfs. Thus, the excess 140 cfs is to be distributed over the length of the canal between the West Elizabeth Street bridge and the Overland Trail Road bridge. For the calculations provided herein, the portion of the canal from West Elizabeth Street to the west property boundary of the site is used for the calculations determining the box capacity. This canal reach is about M) the overall reach, thus the design flow is 47 cfs. The actual capacity of the box and pipe is an estimated 68 cfs. Erosion Control and Stormwater Quality Erosion Control Considered erosion control practices are considered in two parts: during construction and post - construction (permanent). Both during construction and post -construction BMPs are shown on the drainage plan provided as part of this report. ' Construction phase BMPs include: • Silt Fence Strawbale dikes • Temporary seeding and mulching • Vehicle Traction Control • Pavement scheduling • gravel filters Proposed post -construction phase BMPs are: • Water quality capture volume in detention pond (w/ water quality outlet) ' Permanent seeding • Pavement • Designed grass swales I I During individual lot construction, it will be the specific owners responsibility to manage erosion control. Please see the Erosion Control Appendix for additional information. Stormwater Quality The southern 1/3 of the site drains to the park. Water quality improvements for this part of the Lsite are direct overland flow through turf and water quality modification in the wet surface pond in the park. Calculations show that for the portion of the site above the PV&L Canal that 0.13 acre-feet of WQCV is needed and that 0.05 acre-feet of storage is needed for the portion of the �i site below the PV&L. WQCV for the northern portion of the site will be detained in the on -site detention pond. Design Criteria The design methodology used during the analysis portion (hydrology and hydraulics). of the proposed design is outlined in the City of Fort Collins Storm Water Management Manual. The water quality BMP design procedures and rip rap design procedures used are outlined in the City of Fort Collins Manual or the UDFCD manual. Variance A variance is requested from the typical on -site detention requirement. The Rational Method calculations show a release of approximately 20 cfs during the 100-year developed condition. �. The 2-year historic release is slightly less than 4 cfs. The southern 1/3 of the site cannot be detained on site due to site constraints. The release. is to the park pond thus there is a no hazard to private residential propert, and there are no negative impacts to the park pond. S WMM shows that the discharge from the site can safely be conveyed and stored in the park pond. Furthermore the total volume of the release is quite small, an estimated 0.1 acre-feet. It ' should also be noted that even if no release were made from the onsite detention pond the over . .detention requirement could not be met because no additional ponding area is available to the City's request of carrying through the east/west road low on the site. Because of the City's request of "carrying through" the road, the City's Parks and Recreation department agreed to provide storage in the park pond. Furthermore; a variance is requested for the WQCV of the southern portion of the site to be in the existing Clearview pond. The northern 2/3s of the site requires a WQCV of 0.13 ac-ft and the requirement for the wet pond in the park is 0.06 ac-ft. Conclusions and Recommendations 1) The proposed final drainage design will use the.existing drainage patterns, to the extent possible. 2) The site in not in a federally identified jurisdictional floodplain. -5- 3) One detention pond, north of the PV&L Canal, will be used to reduce flow and modify water quality. The outfall from this pond outfalls to the Clearview ponds as opposed to the PV&L canal, as under existing conditions. Additional detention is provided in pond in the park. The park pond provides additional stormwater quality modification. 4) WQCV requirements are 0.0) ac-ft and 0.06 ac-ft for the on site pond and park pond, respectively. 5) Hydrology and hydraulic design procedures and construction details, presented in this report and proposed for construction are outlined in the City of Fort Collins Storm Water Management Manual. References 1) City of Fort Collins Storm Water Management Manual 2) UDFCD, "Urban Storm Drainage Criteria Manual, Volumes I, II and III" 3) USDA, Larimer County, Colorado Soils Survey 4) American Concrete Pipe Association, Design Manual 5) Brater and King, Hydraulics Manual ', I �I r I 1 ri 1 I 1 I i I J 11 t HYDROLOGY I O O O O O O O O O 0 0 O 0 0 N N N N N N N N N N N N N N T 60 o L .f W N V N CO tnN��M�(DM V'fOMM `O (D r ri co. -� N � Lo (o LO r- eo ao r y O C� N or o- - M N 00 CO M(O O tO NN M N 00 Mm-•T Of.-0 V MCl) Cl) y 3 N T T N N r O L y C (D d Q. t i7 C N O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0.26 lN O(M OO M TT >1 M LO, N M W 1,- 0 . . . O T . . 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PIP ®.1$. ... .. ... ...... 7777 . . .. .24 140 LF.OF 24" PIPE ® . ... . : .. .. 3 1 70 .. ... Z LF OF 24 E' ®' 1 -. . . ... . . .. .. . ... ... .... ... .. ... . . .. . ............... 0. d N. n �. vM .. nLo _ .... rn; no . II F. b,ll, : N� ZO ... .. ... .. .. .. .. .: . Cr K p ^ II j .. . Z Z .. Z Z : J II - � Q .... ... . Z Z Z . Z' . STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER EDRC - CEntennial, Colorado ON DATA 04-28-2001 AT TIME 17:17:08 VERSION=09-13-1999 ' *** PROJECT TITLE :Storm Profile One - Peak View *** RETURN PERIOD OF FLOOD IS 2 YEARS RAINFALL INTENSITY FORMULA IS GIVEN *** SUMMARY OF SUB BASIN RUNOFF PREDICTIONS L ----------------- ----------------- TIME OF CONCENTRATION ------------------------ MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID•NUMBER AREA * C To (MIN) Tf (MIN) Tc ---------------------------------------------------------------------- (MIN) INCH/HR CFS 1.00 0.01 0.00 0.00 10.00 3.65 0.04 2.00 0.01 0.00 0.00 10.00 3.65 0.04 3.00 0.01 0.00 0.00 10.00 3.65 0.04 4.00 0.01 0.00 0.00 10.00 3.65 0.04 5.00 0.77 0..00 0.00 33.03 2.00 1.55 THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES FOR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES ' AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS *** SUMMARY OF HYDRAULICS AT MANHOLES ---------------------------------- =--------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND ----------- WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ------------------------------------------------------------------------------- MINUTES INCH/HR CFS FEET FEET 1.00 0.00 0.00 0.00 4.70 5118.20 5112.80 OK ' 2.00 0.80 5.00 5.84 4.70 5118.20 5112.84 OK 3.00 0.79 5.00 5.47 4.35 5118.07 5112.87 OK 4.00 0.78 33.74 1.97 1.55 5119.03 5113.66 OK 5.00 0.77 33.03 OK MEANS WATER. ELEVATION IS LOWER 2.00 1.55 5119.63 THAN GROUND ELEVATION 5114.46 OK *** SUMMARY OF SEWER HYDRAULICS NOTE: -THE GIVEN FLOW DEPTH -TO -SEWER ------- ------------------------------------------------------------------ SIZE RATIO= .8 SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM .SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH 1 ID NO. ------------------------------------------------------------------------------- ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 21.00 2.00 1.00 ROUND 13.32 18.00 24.00 0.00 32.00 3.00 2.00 ROUND 12.93 18.00 24.00 0.00 43.00 4.00 3.00 ROUND 8.78 18.00 24.00 0.00 54.00 5.00 4.00 ROUND 8.78 18.00 24.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, ' EXISITNG SIZE WAS USED ------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. --NUMBER CFS CFS FEET ------------------------------------------------ FPS FEET FPS FPS 21.0 4.7 22.7 0.62 5.69 0.80 4.04 1:50 1.50 V-OK 32.0 4.3 22.7 0.59 5.57 0.77 3.87 1.38 1.50 V-OK ' 43.0 1.5 22.7 0.35 4.13 0.46 2.83 0.49 1.50 V-OK 59.0 1.5 22.7 0.35 4.13 0.46 2.83 0.49 1.47 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM --------------------- % (FT) (FT) (FT) (FT) 21.00 7------------------------------------------------ 1.00 5110.10 5108.40 6.10 7.80 OK 32.00 1.00 5111.70 5110.30 4.37 5.90 OK 43.00 1.00 5113.20 5111.90 3.83 4.17 OK .54.00 1.00 5114.00 5113.40 3.63 3.63 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW IDNUMBERLENGTH -----------FEET LENGTH UPSTREAM ------FEET DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET 21.00 ------FEET 170.00 170.00 ------FEET 5112.10 ------------------------------ 5110.40 5112.84 5112.80 PRSS'ED 32.00 140.00 57.13 5113.70 5112.30 5112.87 5112.84 JUMP 43.00 130.00 0.00 5115.20 5113.90 5113.66 ' 5112.87 JUMP 54.00 60.00 0.00 5116.00 5115.40 5114.46 5113.66 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS --------------- -------- ------ ---------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND. BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV'FT FT ---- -------- -------- -------- K COEF LOSS FT K COEF LOSS FT ID FT 21.0 2.00 5112.87 0.07 -------- 0.26 -------- 0.00 -------- -------- ------- 0.00 0.00 1.00 5112.80 32.0 3.00 5112.90 0.02 0.26 0.01 0.00 0.00 2.00 5112.87 43.0 4.00 5113.79 0.88 0.26 0.00 0.00 0.00 3.00 5112.90 54.0 5.00 5114.59 0.80 0.26 0.00 0.00 0.00 4.00 5113.79 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE . NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 7CO- Uri kA 10 Z 0 U 1 Cr �� l � w r��-- 0 LF I. I G.� jar lPE OF 18. nc, N : . . . . . . . . '41 3. ..... 45.LF p . . ? Pr. 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ON DATA 04-28-2001 AT TIME 17:05:17 VERSION=09-13-1999 ' *** PROJECT TITLE :Storm Profile #2 - Peak View *** RETURN PERIOD OF FLOOD IS 2 YEARS RAINFALL INTENSITY FORMULA IS GIVEN *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ------------------------------------------------------------- TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I ID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/HR --------------------------------------------------- 1.00 0.01 0.00 0.00 10.00 3.65 2.00 0.01 0.00 0.00 10.00 3.65 3.00 0.01 0.00 0.00 10.00 3.65 4.00 0.01 0.00 0.00 10.00 3.65 5.00 0.01 0.00 0.00 10.00 3.65 6.00 0.01 0.00 0•.00 5.00 135.00 PEAK FLOW CFS 0.04 0.04 0.04 0.04 0.04 1'.35 ' THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES FOR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL. DESIGN GROUND ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION WATER ELEVATION COMMENTS MINUTES INCH/HR CFS FEET ------------------------------------------------------------------------------- FEET 1.00 0.00 0.00 0.00 5.80 5118.70 2.00 0.05 5.00 116.00 5.80 5118.70 3.00 0.04 5.00 163.75 6.55 5116.76 4.00 0.03 5.00 176.67 5.30 5118.86 5.00 0.02 5.00 206.50 4.13 5119.11 6.00 0.01 5.00 135.00 1.35 5119.63 OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 12.70 5113.63 5114.22 5115.09 5115.79 5116.25 OK OK OK OK OK OK ' *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) ID NO. ID NO. (IN) (FT) (IN) (FT) ------------------------------------------------------------------------------- 21.00 2.00 1.00 ROUND 12.65 18.00 32.00 3.00 2.00 ROUND 13.24 18.00 43.00 4.00 3.00 ROUND 12.23 18.00 54.00 5.00 4.00 ROUND 12.69 18.00 65.00 6.00 5.00 ROUND 8.34 18.00 EXISTING DIA(RISE) (IN) (FT) 18.00 18.00 18.00 18.00 18.00 WIDTH (FT) 0.00 0.00 0.00 0.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES 5 DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY HYDRAULIC CAPACITY. AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ---------------- ---------------- -------- ------------ -------- -------- ------- SEWER DESIGN FLOW NORMAL NORAAL-- CRITIC--CRITIC FULL-- ULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH. VLCITY VLCITY NO. --NUMBER CFS CFS FEET ------------------------------- FPS FEET FPS FPS 21.0 5.8 14.9 0.65 7.90 -------- -------- 0.93 5.06 -------- 3.28 1.98 ------- V-OK 32.0 6.6 14.9 0.70 8.16 0.99 5.31 3.71 1.96 V-OK 43.0 5.3 14.9 0.62 7.71 0.88 4.89 3.00 1.99 V-OK 54.0 4.1 10.5 0.65 5.60 0.79 4.39 2.34 1.40 V-OK 65.0 1.4 10.5 0.36 4.10 0.45 3.00 0.76 1.42 V-OK ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ----------------------------------=----------------------------------- SEWER ID NUMBER SLOPE INVERT ELEVATION UPSTREAM DNSTREAM UPSTREAM BURIED DEPTH DNSTREAM COMMENTS ---------------------------------------------------------------------- % (FT) (FTj (FT) (FT) 21.00 2.00 5112.70 5111.80 4.50 5.40 OK -,. 32.00 2.00 5113.20 5112.70 4.06 4.50 OK 43.00 2.00 5114.20 5113.20 3.16 4.06 OK 54.00 1.00 5115.00 5114.60 2.61 2.76 OK ' 65.00 1.00 5115.80 5115.40 2.33 2.21 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL.COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER ID NUMBER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION -------------------------------------------------------------------------------- FEET FEET FEET FEET FEET FEET 21.00 45.00 0.00 5114.20 5113.30 5113.63 12.70 JUMP ' 32.00 25.00 0.00 5114.70 5114.20 5114.22 5113.63 JUMP 43.00 50.00 0.00 5115.70 5114.70 5115.09 5114.22 JUMP 54.00 40.00 0.00 5116.50 5116.10 5115.79 5115.09 JUMP 65.00 40.00 0.00 5117.30 5116.90 5116.25• 5115.79 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT ------------------------------------------------------------------------------- FT K COEF LOSS FT K COEF LOSS FT ID FT 21.0 2.00 5114.02 5101.32 0.26 0.00 0.00 0.00 1.00 12.70 32.0 3.00 5114.43 0.35 0.26 0.06 0.00 0.00 2.00 5114.02- 43.0 4.00 5115.46 0.99 0.26 0.04 0.00 0.00 3.00 5114.43 54.0 5.00 5116.09 0:61 0.26 0.02 0.00 0.00 4.00 5115.46 ' 65.0 6.00 5116.39 0.30 0.26 0.00 0.00 0.00 5.00 5116.09 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL FRICTION LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. ' A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. No Text 'ln o Ln o_ Ln o_ 1n: 0= LC N: N: O: O: O: �; a ................•••---.............................................. ....:......... ........ ....... ....... o. ....... o Q ,n.. a' rn .. a. Q.. .. . .. :-Z'. 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Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study ' USER EDRC - Aurora, Colorado ..................... __________ ON DATA 01-15-2002 AT TIME 16:28:04 VERSION=09-13-1999 *** PROJECT TITLE *** RETURN PERIOD OF FLOOD IS 100 YEARS ' RAINFALL INTENSITY FORMULA IS GIVEN *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ------------------------- ---------------------------------------- TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/HR CFS 1.00 0.01 0.00 0.00 10.00 3 65 0.04 2.00 0.01 0.00 0.00 10.00 3.65 0.04 3.00 0.01 0.00 01.00 10.00 3.65 0.04 ' 4.00 0.01 0.00 0.00 10.00 3.65 0.04 5.00 0.01 0.00 0.00 10.00 3.65 0.04 6.00 0.01 0.00 0.00 10.00 3.65 0.04 7.00 I 0.01 0.00 0.00 5.00 215.00 2.15 THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES ' FOR RURAL AREA, BASIN TIME OF CONCENTRATION FOR URBAN AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES =>5 MINUTES AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS . ID NUMBER AREA.* C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR ------------------------------------------ ----CFS -----FEET------FEET ---------- 1.00 0.00 0.00 0.00 68.41 5097.00 5096.50 OK 2.00 0.06 5.00 1140.17 68.41 5103.o6 5100.26 OK 3.00 4.00 0.05 5.00 0.04 5.00 1368.20 1710.25 68.41 68.41 5107.00 5108.00 5103.83 5106.20 OK OK 5.00 0.03 5.00 1835.67 55.07 5109.00 5108.39 OK 6.00 0.02 5.00 2457.50 49.15 5116.00 5111.03 OK 7.00 0.01 5.00 215.00 2.15 5118.00 5112.59 OK ' OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: -------------=----------------------------------------------------------------- THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ' ------------------------------------------------------------------------------- ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 12.00 2.00 1.00 ROUND 27.77 30.00 30.00 0.00 23.00 3.00 2.00 ROUND -27.77 30.00 30.00 0.00 34.00 4.00 3.00 ROUND 27.77 30.00 30.00 0.00 45.00 5.00 4.00 ROUND 33.51 36.00 30.00 0.00 ' 56.00 6.00 5.00 ROUND 28.20 30.00 30.00 0.00 67.00 7.00 6.00 ROUND 8.69 18.00 18.00 0.00 ' DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE' IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO.. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------- 12.0 -------- ------- 68.4 84.3 1.71 --------- 19.13 ------- 2.40 ------------------------ 14.14 13.99 2.72 V-OK 23.0 68.4 84.3 1.71 19.13 2.40 14.14 13.94 2.72 V-OK 34.0 68.4 84.3 1.71 19.13 2.40 14.14 13.94 2.72 V-OK ' 45.0 55.1 41.1 2.50 11.22 2.31 11.61 11.22 0.00 V-OK 56.0 49.2 58.2 1.76 13.29 2.25 10.55 10.01 1.84 V-OK 67.0 2.2 15.0 0.38 6.04 0.58 3.38 1.22 2.04 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --------------------------------- SEWER --------------------- SLOPE INVERT ELEVATION BURIED ---------------- DEPTH COMMENTS ' ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ---------------------------------------------------------------------- % (FT) (FT) (FT) (FT) 12.00 4.20 95.20 84.91 4999.30 5009.59 OK ' 23.00 4.20 5099.57 5095.30 4.93 3.10 OK 34.00 4.20 5102.40 5099.94 3.10 4.56 OK 45.00 1.00 5103.21 5102.85 3.29 2.65 OK 56.00 2.00 5105.80 ' 5103.21 7.70 3.29 OK 67.00 2.04 5107.00 5106.00 9.50 8.50 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET 12.00 245.00 245.00 97.70 87.41 5100,26 5096.50 PRSS'ED 23.00 101.75 101.75 5102.07 5097.80 5103.83 5100.26 PRSS'ED 34.00 58.46 58.46 5104.90 5102.44 5106.20 5103.83 PRSS'ED 45.00 36.00 36.00 5105.71 5105.35 `5108.39 5106.20 PRSS'ED ' 56.00 129.25 129.25 5108.30 5105.71 5111.03 5108.39 PRSS'ED 67.00 49.00 49.00 5108.50 5107.50 5112.59 5111.03 PRSS'ED ' PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS --------------- - 'w% ------------------------------------------------ UPS MANHOE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHO ENERG FACTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ' ID NO ID N EL FT FT K COEF LOSS FT K COEF LOSS FT 12.0 2. 5103.28 6.78 ---- 0.28 ---- -------- 0.00 -------- -----ID------FT- 0.00 0.00 1.00 5096.50 23.0 3. 5106.84 2.81 0.25 0.75 0.00 0.00 2.00 5103.28 34.0 4. 5109.21 1.62 0.25 0.75 0.00 0.00 3.00 5106.84 45.0 5_.0 5110.35 0.65 0.25 0.49 0.00 0.00 4.00 5109.21 56.0 6.0 5112.58 1.85 0.25 0.39 0.00 0.00 5.00 5110.35 67.0 7.00 112.61 0.02 0.25 0.01 0.00 0.00 6.00 5112.58 F� ' BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS, LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. No Text No Text 1 I 1 1 1 1 1 i 1 a 1 � J_ 1 1 � 1 1 1 1 1 I ct . . . . . . . ,n Ir Cn fa \.................. I� 1" rrl C� um _ , . . .. .. . . . . . :.. . .: y p O —I :.:. .. _ .. Tl :. .:..1.:... D r rrt �t7: (4. .... b: Z �.... ...... .......: ... �:. �j... ... N �+ �. . . . . . . . . . . . . . . • . ........ . Cyl.... . - cyl O : CNll 4 SEWER DESIGN DEVELOPMENT � PROFILE CONSULTANTS w• STASHAK & ASS I ESTATES PDP 2627 REDWING ROAD, SUITE 350 ARCHITECTURE & PL FORT COLLINS, CO 80526 5 FOREST HILLS PHONE: 970-266-0585 FAX 970-282-7123COLLINS, CO E :umenl prepared b FORT COLLINS 80524 PHA. Y loonan and Aaaoclatea, Inc. as a instrument of service ehcli remain the % property of loonan and Aaeoelales, Inc. Loonon and ' Aseoclotes, Inc. 11 I STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER:Loonan and Associates -Ft Collins Colorado ............................... ON DATA 07-24-2001 AT TIME 14:33:28 VERSION=09-13-1999 *** PROJECT TITLE :C and D Profiles T;, I_ / 1 fJ +i as *** RETURN PERIOD OF FLOOD ISYEAS 100 4 RAINFALL INTENSITY FORMULA IS GIVEN *** SUMMARY SUBBAS UNOFF PREDICTIONS --------------------- --------------------- ------------- -- TIME 0 ONC TRATION MANHOL BASIN ERLAND GU R SIN RAIN I AK FLOW ID N ER A * To (MIN) (M (MIN) INCH CFS 1.0 0.0 0 0 0 0 0.00 3.65 0 2.00 0.01 0.00 0.00 1 3.65, . 4 3. . 1 0. 0.00 0.0 3.65 0.04 .00 0. 0.0 0.00 10.00 3.6 0.04 5:00 .01 .00 5.00 . 0 3. 6.00 0.01 00 .00 5.00 00. .00 THE SHOR T DESIG INFALL ION IS FIVE TES FOR RU L AR SIN TIME F CONCE TI =>10 MI FOR URBAN AR SIN T OF CONCENT ON =>5 MI ES AT THE DESIG NT, TC <=(1 OTAL NGTH 80) IN MI S WHEN IGHTED RU OEFF=> . , THE BASI IS CONSIDERED TO BANIZ D WHE TO+TF<>TC,, INDIC S SUPERCEDES COM ATIONS *** SUMMARY OF HYDRAULICS AT NHOLES --------------------------------------- -------------------------------------- MANHOLE * CN IN RAINFAL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER A E C DU N INTENSITY PEAK FLOW ELEVATION ELEVATION UTES H/HR CFS FEET FEET ---- -------------------------------------- 1.00 0. 0. 0.00 9.77 5125.00 5116.60 OK 2.00 .05 .00 19 .40 9.77 5119.80 5117.34 OK 3.00 0.03 5.00 3.33 2.50 5119.40 5117.85 OK 4.00 0 0 5.00 175.00 3.50 5120.00 5117.97 OK 5.00 0.01 5. 350 3.50 5119.20 5118.48 OK 6.00 0.01 .00 0.00 6.00 5119.40 5118.60 OK OK MEANS WATER GR UND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------ SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE), DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ---------------- --------------------------------------------------------------- 12.00 2.00 1.00 ROUND 13.98 18.00 18.00 0.00 23.00 3.00 2.00 ROUND 9.60 18.00 12.00 0.00 34.00 4.00 3.00 ROUND 10.39 18.00 12.00 0.00 45.00 5.00 4.00 ROUND 12.15 18.00 12.00 0.00 26.00 6.00 2.00 ROUND 13.42 18.00 12.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ----------------------------------------- SE------------------------------- WER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. --NUMBER - CFS CFS FEET ------------------------------------------------------ FPS FEET FPS FPS 12.0 9.8 19.2 0.76 10.93 1.20 6.43 5.53 2.50 V-OK 23.0 2.5 4.5 0.53 5.93 0.68 4.42 3.18 1.61 V-OK ' 34.0 3.5 5.2 0.60 7.06 0.80 5.21 4.46 -1.75 V-OK 45.0 3.5 3.4 1.00 4.46 0.80 5.21 4.46 0.00 V-OK 26.0 6.0 4.5 1.00 7.64 0.94 7.84 7.64 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER ID NUMBER SLOPE INVERT ELEVATION UPSTREAM DNSTREAM UPSTREAM BURIED DEPTH DNSTREAM COMMENTS ----_------------------------------------------------------------------ . % (FT) (FT) (FT) (FT) 12.00 3.87 5115.60 5110.90 2.70 12.60 OK �, 23.00 1.88 5116.16 5115.60 2.30 3.20 OK 34.00 2.42 5116.50 5116.10 2.50 2.30 OK 45.00 1.05 5116.90 5116.56 1.30 2.50 NO - 26.00 1.81 5116.40 5115.60 2.00 3.20 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET I*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ' SEWER ID NUMBER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION ---------------- FEET FEET FEET FEET FEET FEET 121.37 121.37 5117.10 5112.40 5117.34 5116.60 PRSS'ED 23.00 26.38 26.38 5117.10 5116.60 5117.85 5117.34 PRSS'ED 34.00 16.51 16.51 5117.50 5117.10 5117.97 5117.85.PRSS'ED t 45.00 26.00 38.28 44.13 38.28 5117.90 5117.50 5118.48 5117.97 44.13 5117.40 5116.60 5118.60 5117.34 PRSS'ED PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER MANHOLE ENERGY SEWER JUNCTURE LOSSES DOWNST FRCTION BEND BEND LATERAL LATERAL MANHOLE MANHOLE ENERGY ID NO ID NO. ELEV FT ------------------------------------------------------------------------------- FT K COEF LOSS FT. K COEF LOSS FT . ID FT 12.0 2.00 5117.81 1.21 0.28 0.00 0.00 0.00 1.00 5116.60 23.0 3.00 5118.00 0.15 0.28 0.04 0.00 0.00 2.00 5117.81 34.0 4.00 5118.27 0.18 0.28 0.09 0.00 0.00 3.00 5118.00 45.0 5.00 5118.79 0.43 0.28 0.09 0.00 0.00 4.00 5118.27 26.0 6.00 5119.51 1.44 0.28 0.25 0.00 0.00 2.00 5117.81 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.' A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. N • o CU a N r U N N c O 0 n 0 N c c o o m O O _p O U a o o c O O N U OU a.. Y U E E c o� >`1 o w N.0 a > E w o ccu S.S.S aaoi a N c N C 0 0 LO� CDO O - i U a oa �U-N 0 M(OCf) V mNO� FNa U 'OUN �Ow (O(( �mO c Z U � N N w m) �' UY j U :cu W co LO O V(O CO m N V ^co NMMa) N O aU C9 `" �(oN CNN CO N SON C (D Ua� U Y U (0 cm... NM'7 LO(O I��WO� 'N C N O O co o CL r ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------- ISER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............: ........ ON DATE 01-28-2002 AT TIME 12:00:39 rr j** PROJECT TITLE: DESIGN PT 1 lj I1" I I� 11, *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER.: 1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET, CROSS SLOPE (6) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = . 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.25 GUTTER FLOW DEPTH (ft) _ 0.43 FLOW VELOCITY ON STREET (fps)= 3.38 FLOW CROSS SECTION AREA (sq ft)= 2.45 GRATE CLOGGING FACTOR (o)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.08 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 8.30 / 8.30 `r 0.00 8.30 v. 8.30 --------------- ------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO................ IN DATE 01-28-2002 AT TIME 12:10:42 ** PROJECT TITLE: dsign pt3 *** CURB OPENING INLET HYDRAULICS AND SIZING: D P INLET ID NUMBER: 3 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 16.75 GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= 0.46 3.56 . FLOW CROSS SECTION AREA (sq,ft)= 2.93 GRATE CLOGGING FACTOR (%)= 50.00 CURS OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 22.65 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= I 10.36 1" 10.36- 0.00 10.36 10.36 0.00 -----------------------"------------- ----------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------,----------- --------------------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO........................ ... N DATE 01-28-2002 AT TIME 12:13:47 1 I I J ** PROJECT TITLE: design pt5 _ *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note:. The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE,(.) _ STREET CROSS SLOPE (.) _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) _ GUTTER FLOW DEPTH (ft) _ FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (.)_ CURB OPENNING CLOGGING FACTOR (.)= 10.00 6.00 0.00 2.00 0.00 depth to flow depth. 1.00 2.00 0.016 1.50 2.00 17.88 0.48/ 3.69 3.32 50.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 10.48 (cfs) _ (cfs) _ (cfs) _ (cfs) (cfs) _ (cfs) _ � osGks 8.941j P� 3.27" LG� 12.21 8.39 3.82 I ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------------- ts-E-R--: K-E-V- IN N DATE 01-28-2002 AT TIME 12:17:21 I** PROJECT TITLE: dp6 *** CURB OPENING INLET HYDRAULICS AND SIZING: IINLET ID NUMBER: 6 INLET HYDRAULICS:. IN A SUMP.. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF.DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.44 GUTTER FLOW DEPTH (ft) = 0.37 FLOW VELOCITY ON STREET (fps)= 3.04 FLOW CROSS SECTION AREA (sq ft)= 1.67 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 9.74 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.11 FLOW INTERCEPTED (cfs)= 5.11� CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.11 FLOW INTERCEPTED (cfs)= 5.11 CARRY-OVER FLOW (cfs)= 0.00 -`---------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO,.CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............. tN DATE 01-28-2002 AT TIME 12:21:14 I i !, 1 I 1 ** PROJECT TITLE: dp7 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION:. 100 "i Q GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.2.5 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 17.50 GUTTER FLOW DEPTH (ft) = 0.47 FLOW VELOCITY ON STREET (fps)= 3.65 FLOW CROSS SECTION AREA (sq ft)= 3.19 GRATE CLOGGING FACTOR `(%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 22.89 BY FAA HEC-12 METHOD: DESIGN FLOW. (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (cfs)= N 0 � �✓ ' V �r A 4 11.56 11.56 0.00 11.56 11.56 0.00 t----------------------------=------------ ------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD US--------------------------------------- --------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. DATE 01-28-2002 AT TIME 12:28:19 ** PROJECT TITLE: DP8 *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 8 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN.INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.0 REQUIRED CURB OPENING LENGTH (ft)= 10-16 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 0.94 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION. (inch) = 1.50 ,GUTTER WIDTH (ft) = 2.00 jSTREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 6.59 / GUTTER FLOW DEPTH (ft) = 0.26/ FLOW VELOCITY ON STREET (fps)= 2.42 FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (%)= 0.56 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: (S ,5 IDEAL INTERCEPTION CAPACITY (cfs)= 1.34 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.34 FLOW INTERCEPTED (cfs)= 1.26� CARRY-OVER FLOW (cfs)= 0.08 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1 FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 1. 7 0.2 1 f --------------------------------------- ------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ 'USER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.................. ON DATE 01-28-2002 AT TIME 12:24:36 l� I 11 I *** PROJECT TITLE: dp9 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 9 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION '(ft)= 2.00 SUMP DEPTH (ft)= 0.20 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 0- STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 9.69 `O rN GUTTER FLOW DEPTH (ft) = 0.32 N FLOW VELOCITY ON STREET (fps)= 2.72 bq FLOW CROSS SECTION AREA (sq ft)= 1.06 Q GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.39 BY: FAA HEC-12 METHOD: DESIGN FLOW (qfs)= 2.90 FLOW INTERCEPTED (cfs)= 2.90 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 2.90 FLOW INTERCEPTED (cfs)= 2.90 CARRY-OVER FLOW (cfs)= 0.00 ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------------- SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO .............................. tN DATE 01-28-2002 AT TIME 12:30:05 ** PROJECT TITLE: INLET DESIGN *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft) = 10.00'� REQUIRED CURB OPENING LENGTH (ft)= 9.50 ' IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 0.96 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 6.13 GUTTER FLOW DEPTH (ft) = 0.25 FLOW VELOCITY ON STREET (fps)= 2.38 FLOW CROSS SECTION AREA (sq ft)= 0.50 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.19 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.19� FLOW INTERCEPTED (cfs)= 1.15 CARRY-OVER FLOW (cfs)= 0.04/ BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.1 FLOW INTERCEPTED (cfs)= 0. CARRY-OVER FLOW (cfs)= 0 2 1 I i l/ � I s � Lw-Iz,�., • kez t i ts. = ZEE 0 C�s e Z� A, = Zo 1 T5 At, k- 0 T> D'X Ski Q = O•S Q= CA ZiZ =1- foz- LA Anti o � o � 0 H .r .� <Terv.T Y r' "W n�:51 Suu.�K°�A1.x+y �i!ISrtry •aY' 0 __ �.:.,o-. wm..�.0 -... �.,..y,yme.cs%'°�wzo�'v..m, nY..•.,n-�ru x e.^evm*w . f:.: .. � .:.-.e w,..m.. �+x"mrF.y. +n�.asw�•,<.,m,.r- aa� "�y +'R�'�^'��" ,-a ... I O U ❑ a «+ ❑, V to m W U > m U U^ ~ ^ r V O 0 v'• 4 r �' J U I. C L` •O ❑ O p U ° 3 7 U j U � V O 00 •C C o d' E-I C a m r � M I o W' � N � T � v a b �w w m I h O O IN L N U w s .� u I C o � G RAJ a w y a m 3 V V u w " CI e u O' O W U'O u r p o a Q i O m p N U w u o ^ ba a m m` c o. m � V W II r el c o� RI n .0 O y .p � u a c c k c 6�9 m m U o^ T a GO m 3 A Q7 > fe U p .0 •= m c F m '� >� V m U aJ ❑ '� O z OCO r .G cO: o _ ° w O 4L ❑ Ad bo m> c CO U .Ui y o1 ..] 1 — •;, � T m d a m u m TEE" a IE �i N .° C rn O m F •O O O O a1 •.. `C ,o N L � O 00 t, V❑' r m .O .� w � of U O .❑ � � � p y°-. � N 'D — e bomb °, eu a A ❑ y 0.,' F W r� C '� 6 T b � m o w > C� 'd °� �'� u •v }UBOIJJ303 o° c > �` a a 0'a6lnLPSIP }o .° .° TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION -t,/�p January -15=-2002�-��' _1-:sr��79� PROGRAM INPUT DATA DESCRIPTION VALUE Channel Bottom Slope(ft/ft)................................. 0.025 Manning's Roughness Coefficient (n-value)................... 0.018 Channel Left Side Slope (horizontal/vertical)............... 4.0 Channel Right Side Slope (horizontal/vertical).............. 4.0 0.53 1 Channel Bottom Width (ft).......... . 10.0 Minimum'Flow Depth(ft)..................................... 0.3 Maximum Flow Depth(ft)..................................... 2.0�� Incremental Head(ft)....................................... 0.05 ---------- ------------------- COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft), (ft) (sqft)(ft) ----------- 0.3 18.29 5.44 1.844 0.461 0.761 3.36 12.4 0.35 23.64 5.97 - 1.886 0.555 0.905 3.99 12.8 0.4 30.02 6.47 1:924 0.65 1.05 4.64 13.2 0.45 36.82 6.94 1.957 0.747 1.197 5.31 13.6 0.5 44.26 7.38 1.916 0.841 1.316 6.0 14.0 0.55 52.31 7.8. 2.013 0.945 1.495 6.71 14.4 0.6 60.99 8.2 2.038 1.044 1.644 7.44 14.8 0.65 70.29 8.58 2.061 1.145 1.795 8.19 15.2 Lt S C(� 0.7 80.22 8.95 2.083 1.246 1.946 8.96 15.6 1� 0.75 90.77 9.31 2.103 1.347 2.097 9.75 16.0 0.8 101.96 9.66 2.121 1,449 2.249 10,56 16.4 0.85 113.79 9.99 2.139 1.551 2.401 11.39 16.8 0.9 126.26 10.32 2.156 1.654 2.554 12.24 17.2 0.95 139.38 10.63 2.172 1.756 2.706 13.11 17.6 1.0 153.15 10*11 2.117 1.86 2.86 14.0 18.0 1.05 167.59 11.24 2.201 1.963 3.013 14.91 18.4- 1.1 182.69 11.53 2.215, 2.067 3.167 15.84 18.8 1.15 198.46 11.82 2.228 2,171 3.321 16.79 19.2 1.2 214.91 12.1 2.241 2.276 3.476 17.76 19.6 1.25 232.05 12.38 2.253 2.38 3.63 18.75 20.0 1.3 249.89 12.65 2.265 2.485 3.785 19.76 20.4 1.35 268.42 12.91 2.277 2.59 3.94 20.79 20.8 1.4 287.66 13.17 2.211 2,696 4,096 21.81 21.2 1.45 307.62 13.43 2.299 2.802 4.252 22.91 21.6 1.5 328.3 13.68 2.309 2.908 4.408 24.0 22.0 1.55 349.71 13.93 2.319 3.014 4.564 25.11 22.4 1.6 371.86 ' 14.17 2.329 3.121 4.721 26.24 22.8 ' 1.65 394.76 14.41 2.338 3.228 4.878 27.39 23.2 1.7 418.4 14.65 2.348 3.335 5.035 28.56 23.6 1.75 442.8 14.68 2.357 3.443 5.193 29.75 24.0 1.8, 467.97 15.12 2.366 3.551 5.351 30.96 24.4 1.85 493.92 15.34 2.374. 3.659 5.509 32.19 24.8 1.9 520.65 15.57 2.383 3.767 5.667 33.44 25.2 1.95 548.16 15.79 2.391 3.876 5.826 34.71 25.6 2.0 576.48 16.01 2.399 3.985 5,.985 36.0 26.0 ' HYDROCALC Hydraulics for Windows, Version 1.0 Copyright (c)1996 Dodson s Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. ' TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION T�,U. 51%h January 15, 2002 --- PROGRAM INPUT DATA ------------------------- DESCRIPTION VALUE --------- -------------------------------------- Channel Bottom Slope(ft/ft)................................ 0.01 Manning's Roughness Coefficient (n-value)................... 0.06 Channel Left Side Slope (horizontal/vertical)............... 6.0 Channel Right Side Slope (horizontal/vertical).............. 6.0 Channel Bottom Width (ft)........... .. 20.0 Minimum Flow Depth(ft)..................................... Maximum Flow Depth(ft)..................................... 0.5 2.2 Incremental Head(ft)....................................... 0.05 1 - -------------------------------- COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq ft) (ft) 0.5 2.05 2.1 2.15 16.5 ------------------- 1.43 0.38 0.55 19.46 1.52 0.386 0.6 22.64 1.6 0.391 0.65 26.03 1.68 0.395 0.7 29.65 1.75 0.399 0.75 33.47 1.82 0.403 0.8 37.52 1.89 0.407 0.85 41.78 1.96 0.411 0.9 46.26 2.02 0.414 0.95 50.96 2.09 0.417 1.0 55.87 -2.15 0.42 1.05 61.01 2.21 0.423 1.1 66.37 2.27 0.426 1.15 71.95 2.33 0.429 1.2 77.75 2.38 0.431 1.25 83.78 2.44 0.434 1.3 90.04 2.49 0.436 1.35 96.53 .2.54 0.438 1.4 103.25 2.6 0.44 1.45 110.19 2.65 0.443 1.5 117.38 2.7 0.445 1.55 124.8 2.75 0.447 1.6 132.45 2.8 0.449 1.65 140.35 2.84 0.45 1.7 148.48 2.89 0.452 1.75 156.86 2.94 0.454 1.8 165.48 2.98 0.456 1.85 174.35 3.03 0.458 1.9 183.47 3.08 0.459 1.95 192.84 3.12 0.461 2.0 202.46 3.16 0.462 212.33 3.21 0.464 222.46 3.25 0.465 232.85 3.29 0.467 0.032 0.532 - - 11.5 ------------- 26.0 0.036 0.586 12.82 26.6 0.04 0.64 14.16 27.2 0.044 0.694 .15.53 27.8 0.048 0.748 16.94 28.4 0.052 0.802 18.38 29.0 0.056 0.856 19.84 29.6 0.06 0.91 21.34 30.2 0.064 0.964 22.86 30.8 0.068 1.018 24.41 31.4 0.072 1.072 26.0 32.0 ' 0.076 1.126 27.61 32.6 0.08 1.18 29.26 33.2 0.084 1.234 30.93 33.8 0.088 1.288 32.64 34.4 0.092 1.342 34.38 35.0 0.096 1.396 36.14 35.6 . 0.101 1.451 37.93 36.2 0.105 1.505 39.76 36.8 0.109 1.559 41.62 37.4 0.113 1.613 43.5 38. 0.117 1.667 45.42 38.6 0.122 1.722 47.36 39.2 4LAg�C 0.126 1.776 49.33 39.8 0.13 0.134 1.83 1.884 51.34 53.38 40.4 41.0 ?c-yv�.J Fkerns p 0.138 0.143 1.938 1.993 55.49 57.54 41.6 92.2 1 _1 , 0.147 2.047 59.66 42.8 0.151 2.101 61.82 43.4 CpK L'AiL�t� 0.156 2.156 64.0 44.0 II 0.16 2.21 66.21 44.6 I / iS 0.164 2.264 68.46 45.2 1w tD �oy� 0.168 2.318 70.74 45.8 ti - C 2.2 243.5 3.33 0.468 0.173 2.373 73.04 46.4 - L 5 c ----------------------------------------------------------- HYDROCALC Hydraulics for Windows, Version 1.0 Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281) 440-3787, Fax: (281) 440-4742, Email:software@dodson-hydro.com All Rights Reserved. PV&L CALCULATIONS and HECRAS L AC * T1 PLEASANT VALLEY AND LAKE CANAL LIDSTONE AND AND ON, N . T2 EXISTING CONDITIONS JULY 1998 FIL :PVL.DAT T3 PV&L CANAL 40 CFS * * HYDRAULIC MODEL BASED ON APRIL 1998 SURVEY DATA COLLECTED BY * LIDSTONE AND ANDERSON, * INC. J1 2 0 0.00047 5105.49 ' J2 1 -.1 -1 J3 38 39 43 42 1 8 3 26 4 68 J5 -10 -10 QT 14 40 60 80 100 120 140 160 180 200 QT 220 240 260 280 300 NC .045 0.045 0.03 0.1 0.3 ' * X-SECTION #1 X1 0 6 4 30.3 0 0 0 GR5108.1 0 5107.69 4 5103.62 8.7 5103.82 16 5103.82 23.2 GR5107.8 30.3 * X-SECTION #2 ' X1 219 8 12 50 219 219 219 GR5109.2 0 5108.56 12 5104.69 20.8 5103.34 27 5103.19 35.1 GR 5104 39 5107.42 50 5107.96 * X-SECTION #3 (26 FT. DS OF SPRING CREEK 57.5 PED. BRIDGE) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT. OVERBANK SLOPE X1 329 8 5 35.5 110 110 110 GR5108.2 0 5107.78 5 5105.01 10.6 5103.62 17.7 5103.7 28 GR5107.5 35.5 5107.62 42 5107.90 57 * EXIT SECTION SPRING CREEK PED. BRIDGE (INTERPOLATED FROM 329) NC 0.3 0.5 ' * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xi 340 8 5 35.5 11 11 11 GR5108.2 0 5107.78 5 5105.01 10.6 5103.62 17.7 5103.7 28 GR5107.5 35.5 5107.62 42 5107.9 57 * DS FACE OF SPRING CREEK PED. BRIDGE NC 0.02 - 0.02 0.02 X1 355 5 0 10.31 15. 15 15 ' X3 10 GR5111.1 0 5103.61 0.01 5103.61 5 5103.61 10.3 5111.1 10.31 SC 1.015 0.5 3.0 6.0 10.5 24 8.1 5103.62 5103.61 * US FACE OF SPRING CREEK PED. BRIDGE X1 379 5 0 10.61 24 24 24 X2 2 5111.05 ' X3 10 BT - -9 0 5111.1 0.01 5111.05 10.6 5111.2 BT 10.61 5111.2. GR5111.1 0 5103.97 0.01 5103.56 5 5103.27 10.6 5111.2 10.61 * APPROACH SECTION SPRING CREEK PED. BRIDGE (INTERPOLATED FROM 560) NC 0.045 0.045 0.03 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 384 10 2.8 GR5109.1 0 5108.02 32.5 2.8 5 5105.26 5 5 8 5103.81 -.23 16 5103.51 23.5- GR5104.5 27.3 5106.09 32.5 5107.98 37 5108.18 43 5108.68 58 * X-SECTION #4 NC 0.1 0.3 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE I I I I I I [l X1 560 10 2.8 32.5 176 176 176 GR5109.1 0 5108.02 2.8 5105.26 8 5103.81 16 5103.51 23.5 GR5104.5 27.3 5106.09 32.5 5107.98 37 5108.18' 43 5108.68 58 * X-SECTION #5 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 800 9 6.6 34 240 240 240 GR5108.0 6.6 5104.66 11.5 5103.56 17 5103.64 23.5 5103.81 25.8 GR5105.7 30 5107.62 34 5107.85 38 5107.71 53 * X7SECTION #6 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 1094 B 7.5 41.5 294 294 294 GR5108.5 7.5 5105.14 13.3 5103.92 20 5103.75 27.6' 5105.5 33.6 GR5107.2 41.5 5107.67 48 5108.75 63 * EXIT SECTION OF BRIDGE (INTERPOLATED -FROM SECTION 1208) NC 0.3. 0.5 X1 118B 10 3.6 41.8 94 94 94 -.01 GR5109.2 0 5109.17 3.59 5107.71 3.6 5105.45 9.3 5104.22 14 GR5103.9 19.2 5104.14 25 5105.51 31.7 5108.18 41.8 5109.18 41.81 * DS FACE OF BRIDGE (REPLICATED FROM US FACE) X1 1198 10 3.6 41.8 10 10 10 X3 10 BT -10 0 5109.2 5109.2 3.59 5109.17 5109.17 3.6 5109.17 5108:64 BT 9.3 5109.59 5109.06 14 5109.9 5109.37 19.2 5110.08 5109.55 BT 25 5110.12 5109.59 31.7 5109.89 5109.36 41.8 5109.18 5108.65 BT - 41.81 5109.18 5109.18 GR5109.2 0 5109.17 3.59 5107.71 3.6 5105.45 9.3 5104.22 14 GR5103.9 19.2 5104.14 25 5105.51 31.7 5108.18 41.8 5109.18 41.81 * X-SECTION US FACE OF BRIDGE Xl 1208 10 3.6 41.8 10 10 10 BT -10 0 5109.2 5109.2 3.59 5109.17 5109.17 3.6 5109.17 5108.64 BT 9.3 5109.59 5109.06 14 5109.9 5109.37 19.2 5110.08 5109.55 BT 25 5110.12 5109.59 31.7 5109.89 5109.36 41.8 5109.18 5108.65 BT 41.81 5109.18 5109.18 GR5109.2 0 5109.17 3.59 5107.71 3.6 5105.45 9.3 5104.22 14 GR5103.9 19.2 5104.14 25 5105.51 31.7 5108.18 41.8 5109.18 41.81 * APPROACH SECTION TO BRIDGE (INTERPOLATED FROM SECTION 1208) X1 1213 10 3.6 41.8 5 5 5 O1 GR5109.2 0 5109.17 3.59 5107.71 3.6 5105.45 9.3 5104.22 14 GR5103.9 19.2 5104.14 25 5105.51 31.7 5108.18 41.8 5109.18 41.81 * X-SECTION #8 (100 FT. US OF.BRIDGE) NC 0.1 0.3 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 1308 8 5.2 29.3 95 95 95 GR5108.4 5.2 5104.33 11.7 5104.06 16.2 5104.47 22 5104.9 23.9 GR5107.5 29.3 5107.69 35 5108.18 50 * X-SECTION #9 X1 1518 8 5.5 47 210 210 210 GR5113.2 0 5113.01 5.5 5104.2 22.7 5103.83 29.4 5104.13 33.3 GR5106.0 38.7 5108.23 47 5109.7 59.5 * X-SECTION #10 Xl 1845 8 2.9 32.7 327 327 327 GR5109.3 0 5109.25 2.9 5105.68 11 5103.74 15.2 5103.45 26.5 GR5104.2 27.8 5108.58 32.7 5109.89 40 * X-SECTION #10A (DS END OF CONSTRUCTION ON CHANNEL AT FOX CREEK) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 2212 10 1.5 24.3 367 367 367 GR5109.6 0 5109.27 1.5 5104.46 8 5103.63 10.2 5103.22 12.3 c 11 I r LJ 11 1 FJ [J GR5103.2 16 5104.09 18.5 5108.44 24.3 5108.81 27 5110.87 42 * X-SECTION #10A (100 FT. DS OF MOORE STREET BRIDGE) * ADDITIONAL POINT ADDED TO RIGHT BANK 15'FEET FROM LAST POINT AT OVERBANK SLOPE X1 2400 8 3.2 26 188 188 188 GR5110.3 0 5109.29 3.2 5104.22 12 5103.77 19.3 5105.09 21 GRS'108.6 26 5108.72 28 5109.62 43 * EXIT SECTION FOR THE MOORE STREET BRIDGE (INTERPOLATED FROM SECTION #10A) NC 0.3 0.5 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 2485 8 3.2 26, 85 85 85 -0.24 GR5110.3 0 5109.29 3.2 5104.22 12 5103.77 19.3 5105.09 21 GR5108.6 26 5108.72 28 5109.62 43 * X-SECTION #10C (DS FACE OF MOORE STREET BRIDGE) NC 0.02 0.02 0.02 X1 2500 4 0 13.01 15 15 15 X3 10 GR 5110 0 5103.6 0.01 5103.49 13 5110.39 13.01 SC 1.015 0.5 3.0 5 13 58 8.1 -5103.5 5103.49 * X-SECTION #10D(US FACE OF MOORE STREET BRIDGE) X1 2558 4 0 13.01 58 58 58 X2 2 5109.8 X3 10 BT -4 0 5109.8 0.01' 5109.8 13 5109.86 BT 13.01 5109.86 GR5109.8 0 5103.5 0.01 5103.5 13 5109.86 13.01 * APPROACH SECTION FOR THE MOORE STREET BRIDGE (INTERPOLATED FROM SECTION 10E) NC 0.045 0.045 0.030 X1 2563 7 5.2 30.2 5 5 5 -0.20 GR5110.5 0 5109.66 5.2 5104.33 13.4 5103.71 17.3 5104.05 21 GR5106.9 25.7 5110.44 30.2 * X-SECTION #10E (100 FT. US OF MOORE STREET BRIDGE) NC 0.1 0.3 Xl 2658 7 5.2 30.2 95 95 95 GR5110.5 0 5109.66 5.2 5104.33 13.4 5103.71 17.3 5104.05 21 GR5106.9 25.7 5110.44 30.2 * X-SECTION #11 X1 3027 8 3 31.3 369 369 369 GR5108.7 0 5108.62 3 5105.76 8.8 5104.41 12.6 5104.7 22.3 GR5105.7 26.2 5106.64 31.3 5108.94 34 * X-SECTION #12 (27 FT..DS OF PRIVATE FOOT BRIDGE) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 3176 9 4.3 29.3 149 149 149 GR5108.6 0 5108.17 4.3 5105.39 9.5 5104.55 13.5 5104.84 19.9 GR5105.9 24.1 5108.16 29.3 5108.23 35 5108.41 50 * EXIT SECTION OF PRIVATE FOOT BRIDGE (INTERPOLATED FROM SECTION 3213.2) NC 0.3 0.5 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 3193 9 2.7 25.2 17 17 17 -.01 GR5108.6 0 5108.47 2.7 5107.4 4.5 5104.77 8.7 5104.63 13.4 GR5105.3 18.4 5108.19 25.2 5108.24 27.3 5108.60 42.3 * DS FACE OF PRIVATE FOOT BRIDGE (REPLICATED FROM US FACE) X1 3203 9 2.7 25.2 10 10 10 BT -6 0 5108.6 5108.6 2.7 5108.47 5108.47 4.5 5108.47 5107.4 BT 25.2'5109.26 5108.19 27.3 5109.33 5108.26 27.31 5109.33 5109.33 GR5108.6 0 5108.47 2.7 5107.4 4.5 5104.77 8.7 5104.63 13.4 GR5105.3 18.4 5108.19 25.2 5108.24 27.3 5109.33 27.31 * X-SECTION #13 (US FACE OF PRIVATE FOOT BRIDGE) 1 X1 3213 9 2.7 25.2 10 10 10 BT -6 0 5108.6 5108.6 2.7 5108.47 5108.47 4.5 5108.47 5107.4 BT 25.2 5109.26 5108.19 27.3 5109.33 5108.26 27.31 5109.33 5109.33 GR5108.6 0 5108.47 2.7 5107.4 4.5 5104.77 8.7 5104.63 13.4 GR5105.3 18.4 5108.19 25.2 5108.24 27.3 5109.33 27.31 * APPROACH SECTION OF PRIVATE FOOT BRIDGE (INTERPOLATED FROM SECTION 3213.2) ' * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 3218 9 2.7 25.2 5 5 5 .01 GR5108.6 0 5108.47 2.7 5107.4 4.5 5104.77 8.7 5104.63 13.4 GR5105.3 18.4 5108.19 25.2 5108.24 27.3.5108.60 42.3 ' * EXIT SECTION OF PRIVATE BRIDGE (REPLICATED FROM US FACE) Xl 3325 9 12.3 29.7 107 107 107 -.01 GR5107.9 0 5107.28 12.3 5106.36 12.'9 5104.7 16.8 5104.5 20.4 ' GR5105.4 27.1 5107.2 29.7 5107.5 31.7 5107.81 35.5 * DS FACE OF PRIVATE FOOT BRIDGE (REPLICATED FROM US FACE) Xl 3335 10 12.3 29.7 10 10 10 BT -6 0 5107.9 5107.9 12.29 5107.58 5107.58 12.3 5107.58 5107.28 BT - 29.7 5107.5 5107.2 31.7 5107.5 5107.5 35.5 5107.8 5107.8 GR5107.9 0 5107.58 12.29 5107.28 12.3 5106.36 12.9 5104.7 16.8 GR5104.5 20.4 5105.49 27.1 5107.2 29.7 5107.5 31.7 5107.81 35.5 ' * X-SECTION #14 (US FACE OF PRIVATE FOOT BRIDGE) X1 3340 10 12.3 29.7 5 5 5 BT -6 0 5107.9 5107.9 12.29 5107.58-5107.58 12.3 5107.58 5107.28 BT 29.7 5107.5 5107.2 31.7 _5107.5 5107.5 35.5 5107.8 5107.8 ' GR5107.9 0 5107.58 12.29 5107.28 12.3 5106.36 12.9 5104..7 16.8 GR5104.5 20.4 5105.49 27.1 5107.2 29.7 5107.5 31.7 5107.81 35.5 * APPROACH SECTION OF PRIVATE FOOT BRIDGE (REPLICATED FROM US FACE) X1 3345 9 12.3 29.7 5 5 5 .01 GR5107.9 0 5107.28 12.3 5106.36 12.9 5104.7 16.8 5104.5 20.4 GR5105.4 27.1 5107.2 29.7 5107.5 31.7 5107.81 35.5 ' * EXIT SECTION OF PRIVATE MOTOR VEHICLE BRIDGE * ADDITIONAL POINT ADDED TO RIGHT BANK 15 (REPLICATED FROM US, FACE) FEET FROM LAST POINT AT OVERBANK SLOPE X1 3430 8 4 18.3 85 85 85 -.01 GR5108.5 GR5107.2 0 5106.94 18.3 5108.04 4 23.4 5105.19 5110.51 7 5104.36 38.4 10.6 5105.31 17.2 * DS FACE OF PRIVATE MOTOR VEHICLE BRIDGE (REPLICATED FROM US FACE) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 3440 9 4 18.3 10 10 10 ' BT -5 0 5108.5 5108.5 1.55 5107.9 5107.9 4 5107.94 5106.99 BT 18.3 5108.2 5107.2 23.4 5108.04 5108.04 ' GR5108.5 GR5105.3- 0 5107.9 17.2 5107.2 1.55 18.3 5106.94 5108.04 4 5105.19 23.4 5110.51 7 38.4 5104.36 10.6 * X-SECTION #15 (US FACE OF PRIVATE MOTOR VEHICLE BRIDGE) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 3455 9 4 18.3 15 15 15 ' BT -5 0 5108.5 5108.5 1.55 5107.9 5107.9 4 5107.94 5106.94 BT 18.3 5108.2 5107.2 23.4 5108.04 5108.04 GR5108.5 0 5107.9 1.55 5106.94 4 5105.19 7 5104.36 10.6 GR5105.3 17.2 5107.2 18.3 5108.04 23.4 5110.51 38.4 * APPROACH SECTION PRIVATE MOTOR VEHICLE BRIDGE (REPLICATED FROM US FACE) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 3460 8 4 18.3 5 5 5 .01 GR5108.5 0 5106.94 4,5105.19 7 5104.36 10.6 5105.31 17.2 GR5107.2 18.3-5108.04 23.4 5110.51 38.4 * X-SECTION #16 (100 FT US OF BRIDGE) ' NC 0.1 0.3 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE u I 1 I 11 X1 3560 9 9.3 30.9 100 100 100 GR5109.7 0 5108.92 4.1 5107.02 9.3 5105.04 9.5 5104.7 15.6 GR5104.7 19.7 5106.31 23.8 5108.04 30.9 5111.69 45.9 * X-SECTION #17 (100 FT. DS OF DRAKE ROAD) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 3971 9 10 27' 411 411 411 GR 5110 0 5107.49 10 5105.8 13.3 5105.05 16.6 5104.82 20.1 GR5105.2 24.3 5108.24 27 5108.62 30 5110.52 45 * EXIT SECTION DRAKE ROAD (INTERPOLATED FROM SECTION 3934.1) NC 0.3 0.5 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 4056 9 10 27 85 85 85 0.20 GR 5110 0 5107.49 10 5105.8 13.3 5105.05 16.6 5104.82 20.1 GR5105.2 24.3 5108.24 27 5108.62 30 5110.52 45 * DS FACE OF DRAKE ROAD NC 0.02 0.02 0.02 X1 4071 7 0 27 15 15 15 BT -6 0 5110.19 5110.1 6.29 5110.19 5110.19 6.3 5110.19 5107.79 BT 22.4 5110.12 5107.72 22.41 5110.12 5110.1 27 5110.12 5110.12 GR5110.1 0 5110.19 6.29 5105.06 6.3 5105.38 13.9 5105.62 22.4 GR5110.1 22.41 5110.12 27 * X-SECTION #18 (US FACE OF DRAKE ROAD) Xl .4137 7 3 19.31 66 66 66 BT -6 0 5109.7 5109.7 3 5109.7 5109.05 3.01 5109.66 5107.96 BT 19.3 5109.63 5107.98 19.31 5109.7 5109.0 22.9 5109.7 5109.7 GR5109.7 0 5109.05 3 5105.86 3.01 5104.66 10.2 5105.58 19.3 GR5109.0 19.31 5109.7 22.9 * APPROACH SECTION DRAKE ROAD (INTERPOLATED FROM SECTION 4200) NC 0.045 0.045 0.03 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 4142 9 5 24.5 5 5 5 -0.24 GR5109.4 0 5108.85 5 5105.68 8.1 5104.65 10.9 5104.41 16.3 GR5106.3 18.7 5107.69 24.5 5108.05 28 5109.59 43 * X-SECTION #19 (100 FT. US OF DRAKE ROAD) NC 0.1 0.3 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 4237 9 5' 24.5 95 95 95 GR5109.4 0 5108.85 5 5105.68 8.1 5104.65 10.9 5104.41 16.3 GR5106.3 18.7 5107.69 24.5 5108.05 28 5109.59 43 * X-SECTION #20 * ADDITIONAL POINT ADDED TO RIGHT.BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 4593 9 3.9 23 356 356 356 GR5109.2 0 5108.7 3.9 5106.77 7.8 5105.39 9.4 5104.96 13.1 GR5105.2 17.3 5108.19 23 5108.57 26.2 5110.35 41.2 * X-SECTION #21 X1 5037 7 4.3 18.7 444 444 444 GR5108.6 0 5107.96 4.3 5104.89 7.5 5104.98 11 5105.41 14.2 GR5108.2 18.7 5108.61 21.6 * X-SECTION #22 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 5383 8 3.1 20.4 346 346 346 GR5109.7 0 5109.25 3.1 5105.43 8.6 5105.22 12 5105.52 16 GR5108.2 20.4 5108.82 24.4 5111.15 39.4 * X-SECTION #23 X1 5902 8 3.7 23.8 519 519 519 GR5109.6 0 5109.21 3.7 5105.62 9.1 5105.17 11.8 5105.49 15.1 GR5107.2 18.5109.77 23.8 5110.13 26.3 ' * X-SECTION #24 X1 6250 8 7.1 25.2 348 348 348 GR5110.1 0 5109.57 7.1 5105.77 12.9 5105.25 16.5 5105.56 19.5 GR5108.3 25.2 5109.85 36 5111.25 45 * X-SECTION #25 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE ' X1 6744 8 5.4 25.5 494 494 494 GR5110.5 0 5109.88 5.4 5106.26 12.5 5105.55 16.7 5105.98 21 GR5108.7 25.5 5108..93 28.2 5110.21 43.2 ' * X-SECTION #26 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 7227 8 5.5 24.3 483 483 483 GR 5110 0 5109.76 5.5 5106.74 8.7 5105.74 12.6 5106.11 15.6 ' GR5109.3 24.3 5109.45 27.5 5110.15 42.5 * X-SECTION #27 (75 FT. DS OF STUART STREET) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 7734 8 6 24.8 507 507 507 GR5111.9 0 5110.65 6 5107.23 10.7 5106.24 16.8 5106.8 2213 GR5109.9 24.8 5110.61 28.4 5113.57 43.4 * EXIT SECTION STUART STREET BRIDGE (INTERPOLATED FROM SECTION 7696.7) ' NC 0.3 0.5 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM. LAST POINT AT OVERBANK SLOPE X1 7794 8 1 6 24.8 60 60 60 0.15 GR5111.9 0 5110.65 6 5107.23 10.7 5106.24 16.8 5106.8 22.3 GR5109.9 24.8 5110.61 28.4 5113.57 43.4 * X-SECTION #28 (DS FACE OF STUART STREET BRIDGE**ELIPTICAL CULVERT**) NC 0.02 0.02 0.02 ' Xl 7809 7 0 33.2 15 15 15 X3 10 9.7.5112.75 22.4 5112.95 BT -7 0 5112.6 5112.6 9.7 5112.75 5106.66 13.2 5112.81 5109.36 BT 15.7 5112.85 5109.95 18.8 5112.89 5109.38 22.4 5112.95 5107 ' BT 33.2 5113.12 5113.12 GR5112.6 0 5106.66 9.7 5106.06 13.2 5106.05 15.7 5106.18 18.8 GR 5107 22.4 5113.12 33.2 ' * X-SECTION #29 (US FACE OF STUART STREET BRIDGE**ELIPTICAL CULVET**) X1 7891 7 0 30.1 82 82 82 X3 10 9.7 5112.78 23.6 5113.04 BT -7 0 5112.6 5112.6 9.7 5112.78 5107.23 14.3 5112.87 5110.45 ' BT 17 5112.92 5110.81 20.3 5112.98 5111.06 23.6 5113.04 5107.3 BT 30.1 5113.16 5113.16 GR5112.6 0 5107.23 9.7 5106.25 14.3 5105.96 17 5106.26 20.3 ' GR5107.3 23.6 5113.16 30.1 * APPROACH STUART STREET BRIDGE (INTERPOLATED FROM SECTION 7954.9) NC 0.045 0.045 0.03 X1. 7896 8 9.4 29.9 5 5 5 -0.43 ' GR5112.8 0 5110.97 9.4 5107.98, 11.8 5106.41 17.7 5106.48 22.2 GR 5108 25.6 5111.95 29.9 5112.7 34.8 * X-SECTION #30 (100 FT. US OF.STUART STREET BRIDGE) NC 0.1 0.3 X1 7992 8 9.4 29.9 96 96 96 GR5112.8 0 5110.97 9.4 5107.98 11.8 5106.41 17.7 5106.48 22.2 GR ,5108 25.6 5111.95 29.9 5112.7 34.8 * X-SECTION #31. X1 8296 8 8.4 28 304 304 304 GR5111.5 0 5109.17 8.4 5107.99 11.5 5106.61 17.3 5106.48 20.1 GR 5107 23.9 5109.77 28 5111.27 45 * X-SECTION #32 i X1 8537 8 6.6 38.7 241 241 241 GR5111.9 0 5110.78 6.6 5106.44 15.8 5106.05 18.3 5106.5 22.7 GR5109.1 26.8 5110.13 38.7 5113.05 85.3 * X-SECTION #33 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 8843 10 4.6 19.4 306 306 306 ' GR5110.7 0 5110.39 4.6 5107.94 7.1 5106.81 10.1 5106.48 13.5 GR5106.6 16 5107.33 18.5 5108.21 19.4 5109.91 27 5113.27 42 * X-SECTION #33A ' X1 9049 GR5111.7 5 0 0 5106.66 31.3 11 206 5106.44 206 17.2 206 5106.69 .22.5 5110.74 31.3 * X-SECTION #33B (100 FT. DS OF FAIRBROOK PEDESTRIAN BRIDGE) * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE ' X1 9208 6 0 60.5 159 159 159 GR5111.7 0 5106.9 11.8 5106.7 16.7 5107.05 22.3 5110.63 60.5 GR5112.0 75.5 ' * EXIT SECTION NC OF FAIRBROOK PEDESTRIAN 0.3 BRIDGE (REPLICATED 0.5 FROM US FACE) X1 9304 9 6.5 30.4 96 96 96 GR5111.6 0 5110.9 0.1 5109.49 6.5 5107.01 11.9 5106.73 17 ' GR5107.1 22 5110.3 30.4 5110.95 38.3 5111.6 38.4 * DS FACE OF FAIRBROOK PEDESTRIAN BRIDGE (REPLICATED FROM US FACE) X1 9314 9 6.5 30.4 10 10 10 ' X3 10 BT -9 0 5111.6 5111.6 0.1 5111.57 5111.22 6.5 5111.84 5111,49 BT 11.9 5111.96 5111.61 17 5111.98 5111.63 22 5112.01 5111.66 BT 30.4 5111.9 5111.55 38.3 5111.6 5111.25 38.4 5111.6 5111.6 ' GR5111.6 0 5110.9 0.1 5109.49 6.5 5107.01 11.9 5106.73 17 GR5107.1 22 5110.3 30.4 5110.95 38.3 5111.6 38.4 * US FACE OF FAIRBROOK PEDESTRIAN BRIDGE X1 9324 X3 10 9 6.5 30.4 10 10 10 BT -9 0 5111.6 5111.6 0.1 5111.57 5111,22 6.5 5111.84 5111.49 BT 11.9 5111.96 5111.61 17 5111.98 5111.63 22 5112.01 5111.66 ' BT 30.4 5111.9 5111.55 38.3 5111.6 5111.25 38.4 5111.6 5111.6 GR5111.6 0 5110.9 0.1 5109.49 6.5 5107.01 11.9 5106.73 17 GR5107.1 22 5110.3 30.4 5110.95 38.3' 5111.6 38.4 ' * APPROACH X1 9329 SECTION FAIRBROOK 9 6.5 PREDESTRIAN ,BRIDGE 30.4 5 (REPLICATED 5 FROM US FACE) 5 0.01 GR5111.6 0 5110.9 0.1 5109.49 6.5 5107.01 11.9 5106.73 17 GR5107.1 22 5110.3 30.4 5110.95 38.3 5111.6 38.4 ' * 100 FT US OF FAIRBROOK PEDESTRIAN BRIDGE (LEFT BANK REPRESENTS SPILLWAY) NC 0.1 0.3 X1 9426 5 0 3.0.5 97 97 97 ' GR5110.7 * X-SECTION 0 5107.12 13 IN FAIRBROOK HEIGHTS 5106.96 18.9 5107.09 22.9 5110.7 30.5 * ADDITIONAL POINT ADDED TO RIGHT BANK l5 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 9671 8 13.3 40 245 .245 245 ' GR5112.3 0 5111.52 13.3 5107.44 22 5107.36 26.8 5107.53 32.9 GR5111.2 40 5111.45 77.6 5111.84 92.6 * X-SECTION #34 ' * ADDITIONAL POINT ADDED TO RIGHT X1 9949 8 6.2 25.5 BANK 15 278 FEET FROM LAST POINT AT 278 278 OVERBANK SLOPE GR5112.3 0 5111.17 .6.2 5107.22 12 5106.99 14.6 5107.89 19.7 -, GR5110.4 25.5 5111.74 67 5112.22 82 * X-SECTION #35 X1 10280 8 5 25.2 331 331 331 GR5112.2 0 5112.14 5 5109.47 9.4 5107.42 11.3 5107.29 14.4 GR5107.6 17.4 5112.41 25.2 5112.69 28.7 ' * X-SECTION 36 X1 10602 5 11.2 47 322 322 322 GR5111.9 11.2 5107.72 17.3 5107.9 24.8 5108.59 33.1 5114.4 47 * X-SECTION #37 (100 FT.-DS OF SUMMERVILLE BRIDGE) ' X1 10749 8 17.6 32.9 147 147 147 GR5111.8 0 5110.87 9.3 5109.83 17.6 5108.18 21.3 5108.08 26 GR5108.1 30.6 5109.27 32.9 5113.38 45.4 ' * EXIT SECTION SUMMERVILLE BRIDGE (INTERPOLATED FROM SECTION 10712) NC 0.3 0.5 X1 10834 8 17.6 32.9 85 85 85 0.16 GR5111.8 0 5110.87 9.3 5109.83 17.6 5108.18 21.3 5108.08 26 GR5108.1 30.6 5109.27 32.9'5113.38 45.4 * X-SECTION #38 (DS FACE OF SUMMERVILLE BRIDGE) NC 0.02 0.02 0.02 ' X1 10849 X3 10 5 0 8.01 15 15 15 GR5114.1 0 5108.03 0.01 5108.23 4 5107.89 8 5114.12 8.01 SC 1.015 0.5 3.0 '#39 3.8 8.0 48.0 8.1 5108.08,5108.05 ' * X-SECTION (US FACE OF SUMMERVILLE BRIDGE) X1 10897 5 0 8.01 48 48 48 X2 2 5113.9 X3 10 BT -5 0 5113.9 0.01 5113.9 4 5113.9 BT 8 5113.9,1 8.01 5113.91 GR5113.9 0 5108.02 0.01 5107.93 4 5108.28 8 5113.91 8.01 * APPROACH SECTION SUMMERVILLE BRIDGE (INTERPOLATED FROM SECTION 10959) NC 0.045 0.045 0.030 X1 10902 8 20.3 36.1 5 5 5 -0.24 ' GR5114.2 GR5108.8 0 5113.2 31.8 5111.67 13 5111.37 36.1 5114.35 20.3 5108.8 54.5 24.5.5108.18 28.2 * X-SECTION #40 (100 FT. UPSTREAM OF SUMMERVILLE BRIDGE) NC 0.1 0.3 ' Xl 10997 _ 8 20.3 36.1 95 95 GR5114.2 0 5113.2 13 5111.37 .95 20.3 5108.8 24.5 5108.18 28.2 GR5108.8 31.8 5111.67 36.1 5114.35 54.5 * X-SECTION X1 11228 #41 9 12.4 27.1 231 231 231 GR5114.2 0 5114.03 7.6 5111.75 12.4 5109.22 15.6 5108.41 18.6 GR5108.9 22.3 5111.64 27.1 5112.18 40.4 5114.59 53 * X-SECTION #42 (100 FT. DS OF PROSPECT STREET BRIDGE) X1 11671 9 14.8 28 443 443 443 GR5113.8 0 5113.48 6.6 5110.98 14.8 5109.06 17.5 5108.76 20.7 ' GR 5.109 23.2 5111.6 28 5112.16 * EXIT SECTION PROSPECT STREET BRIDGE (INTERPOLATED 36.6 5114.26 50.4 FROM SECTION 11632) NC 0.3 0.5 X1 11756 9 14.8 28 85 85 85 GR5113.8 0 5113.48 6.6 5110.98 14.8 5109.06 17.5 5108.76 20.7 GR 5109 23.2 5111.6 28 5112.16 36.6 5114.26 50.4 * X-SECTION #43 (DS FACE OF PROSPECT STREET BRIDGE) ' NC 0.02 X1 11771 0.02 0.02 7 14.99 40.99 15 15 X3. 10 15 GR5112.8 2.7 5112.8 14.99 5106.71- 15 5107.35 21.1 5107.41 27.4 GR5113.2 40.99 5113.2 41 ' SC 1.015 0.5 3.0 3 12 52 8.1 5107.89 5107.16 ' * X-SECTION #44 (US FACE OF PROSPECT STREET BRIDGE) X1 11823 5 0 12.01 52 52 52 ' X2 X3 10 2 5113.4 BT -5 0 5113.4 0.01 5113.4 6 5113.4 BT 12 5113.45 12.01 5113.45 GR5113.4 0 5108.71 0.01 5107.88 6 5108.07 12 5113.45 12.01 * APPROACH SECTION PROSPECT STREET BRIDGE (INTERPOLATED FROM SECTION 11887) . NC 0.045 0.045 0.03 Xl 11828 GR5113.4 8 10.4 0 5112.07 30.3 10.4 5 5109.22 5 5 14.3 5108.35 16.7 -0.15 5108.04 18.8 GR5108.4 22.5 5109.48 27 5112.27 30.3 * X-SECTION #45 (100 FT. US OF PROSPECT STREET BRIDGE) NC 0.1 0.3 ' Xl 11924 8 10.4 30.3 96 96 96 GR5113.4 0 5112.07 10.4 5109.22 14.3 5108.35 16.7 5108.04 18.8 GR5108.4. 22.5 5109.48 27 5112.27 30.3 ' * X-SECTION #46 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE. X1 12070 9 6 23.5 146 146 146 GR5112.7 0 5111.67 6 5107.81 10.3 5107.77 16 5108.46 18.4 ' GR5109.1 20.8 5111.75 23.5 5111.84 30.5 5112.03 45.3 * X-SECTION #47 (100 FT. DS OF LAKE STREET BRIDGE) Xl 12315 8 10.5 21 245 245 245 GR5112.4 0 5110.44 10.5 5108.85 12.8 5108.62 15.6 5108:81 18.4 GR5110.2 21 5112.58 23.2 5112.89 39.5 * EXIT SECTION LAKE STREET BRIDGE (INTERPOLATED FROM SECTION 12277) . NC 0.3 0.5 X1 12400 8 10.5 21 85 85 85 GR5112.4 0 5110.44 10.5 5108.85 12.8 5108.62 15.6 5108.81 18.4 _ GR5110.2 21 5112.58 23.2 5112.89 39.5 ' * X-SECTION #48 (DS FACE OF LAKE STREET BRIDGE) NC 0.02 0.02 0.02 X1 12415 5 0 15.01 15 15 15 X3 10 ' GR5115.2 0 5109.17 0.01 5109.14 7.5 5109.3 15 5115.19 15.01 Sc 1.015 0.5 3.0 3.5 15 56 8.1 5109.52 5109.20 * X-SECTION #49 (US FACE OF LAKE STREET BRIDGE) ' X1 12471 5 0 15.01 56 56 5.6 X2 2 5115.3 X3 10 BT -5 0 5115.3 0.01 5115.3 7.5 5115:3 ' BT 15 5115.32 15.01 5115.32 GR5115.3 0 5109.98 0.01 5109.13 7.5 5109.44 15 5115.32 15.01 * APPROACH SECTION LAKE STREET BRIDGE (INTERPOLATED FROM SECTION 12537) NC 0.045 0.045 0.030 X1 12476. 8 5.4 30.5 5 5 5 GR5112.6 0 5112.02 5.4 5109.22 11 5108.58 16.7 5109.13 24 ` ' GR 5111 * X-SECTION 26.7,5112.34 100 FT. US OF 30.5 LAKE STREET 5112.61 35.4 BRIDGE NC 0.1 0.3 X1 12571 8 5.4 30.5 95 95 95 GR5112.6 0 5112.02 5.4 5109.22 11 5108.58 16.7 5109.13 24 GR 5111 26.7 5112.34 30.5 5112.61 35.4 * X-SECTION #50 ' X1 12937 GR5112.3 7 4 0 5111.3 21 4 366 5109.18 366 366 7.7 5108.42 11.4 5109.45 16.6 1 GR5111.9 -21 5112.13 34.6 * X-SECTION #51 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE ' X1 13265 8 6.4 20 328 328 328 . GR5113.3 0 5113.14 6.4 5109.59 8 5108.93 13 5109.69 17.6 GR5111.2 20 5112.5 26.8 5115.37 41.8 ' * X-SECTION #52 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 13587 8 3.5 18 322 322 322 GR5113.4 0 5112.72 3.5 5109.97 6. 5109.2 10 5109.41 14.4 GR 5111 18 5112.77 27 5115.72 42 * X-SECTION #53 X1 13963 7 17 32 376 376 376. ' GR5114.8 0 5114.13 8.8 5111.32 17 5109.58 19.9 5109.02 24 GR5109.7 27.5 5112.97 32 * X-SECTION #54 * ADDITIONAL POINT X1 14398 7 ADDED 5 TO RIGHT BANK 15 20 435 FEET FROM LAST 435 435 POINT AT OVERBANK SLOPE GR5113.8 5 5110.18 6.4 5109.72 11 5109.98 15.2 5111.3 20 GR5112.9 37 5114.31 52 * X-SECTION #55 ' X1 14599 8 4 27.5 201 201 201' GR5113.1 0 5112.6 4 5111.6 8.6 5110.04 11.3 5109.92 15 ' GR5110.3 * X-SECTION 19.1 #56 5113.11 (100 FT. 27.5 5113.67 31.5 DS OF OVERLAND TRAIL•BRIDGE) - X1 14991 8 6 27 392 392 392. GR 5115 0 5113.15 6 5110.64 11.5 5110.24 17 5110.55 21.1 GR5113.5 27 5114.05 34 5115.22 37 * EXIT SECTION OVERLAND TRAIL BRIDGE (INTERPOLATED FROM SECTION 14954) NC 0.3 0.5 X1 15076 GR 5115 8 0 6 5113.15 27 6 85 5110.64 85 11.5 85 5110.24 17 0.27 5110.55 21.1 GR5113.5 27 5114.05 34 5115.22 37 * DS FACE OF OVERLAND TRAIL BRIDGE NC 0.02 0.02 0.02 X1 15091 5 0 13.01 15 15 15 X3 10 GR5116.1 SC 1.015 0 0.5 5110.95 3.0 0.01 5110.76 3.5 6.5 13 5110.56 116 13 8.1 5116.16 13.01 5110.76 5110.56 * X-SECTION #57 (US FACE OF OVERLAND TRAIL BRIDGE) ' X1 15207 5 0. 13.01 116 116 116 X2 2 5116.52 X3 10 BT -5 0 5116.6 0.01 5116.6 6.5 5116.6 ' BT GR5116.6 13 0 5116.52 5110.86 0.01 13.01 5116.52 5110.81 6.5 5110.62 13 5116.52 13.01 * APPROACH SECTION OVERLAND TRAIL BRIDGE (INTERPOLATED FROM SECTION 15271) NC 0.045 0.045 0.03 X1 15212 6 9.8 36 5 5 5 -0.18 GR5115.8 0 5114.34 9.8 5110.81 18.1 5110.91 26.5 5114.33 36 GR5115.7 44 - ' * X-SECTION NC #58 (100 FT. US OF OVERLAND 0.1 TRAIL BRIDGE) 0.3 X1 15307 6 9.8 36 95 95 95 GR5115.8 0 5114.34 9.8.5110.81 18.1 5110.91 26.5 5114.33 36 GR5115.7 44 ' * X-SECTION #59 1 I 1 1 1 1 1 1 1 1 1 I 1 X1 15674 6 9 33.5 367 367 367 GR5115.2 0 5114.8 9 5111.26 16.7 5111.39 24.5 5114.94 33.5 GR 5116 41 * EXIT SECTION GOLDEN STREET BRIDGE (INTERPOLATED FROM SECTION 15637) NC 0.3 0.5 X1 15764 6 9 33.5 90 90 90 0.27 GR5115.2 0 5114.8 9 5111.26 16.7 5111.39 24.5 5114.94 33.5 GR 5116 41 * X-SECTION #60 (DS FACE OF GOLDEN STREET BRIDGE) NC 0.02 0.02 0.02 X1 15779 4 0 7.01 15 15 15 X3 10 GR5116.5 0 5111.57 0.01 5112.08 7 5116.69 7.01 SC 1.015 0.5 3.0 3.5 7. 57 8.1 5111.3 5111.3 * X-SECTION #61 (US FACE OF GOLDEN STREET BRIDGE). X1 15836 6 26.79 33.81 57 57 57 X2 2 5116.5 X3 10 BT -6 0 5116.5 26.79 5116.5 26.8 5116.5 BT 33.8 5116.6 33.81 5116.6 56 5116.6 GR5116.5 0 5116.5 26.79 5111.33 26.8 5111.27 33.8 5116.6 33.81 GR5116.6 56 * APPROACH SECTION GOLDEN STREET BRIDGE (INTERPOLATED FROM SECTION 15903) NC 0.045 0.045 0.03 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 15841 9 5.3 33.5 5 5 5 1 GR5115.2 0 5114.88 5.3 5111.94 12 5111.51 15.5 5111.2 22 GR 5112 24.5 5114.62 33.5 5114.78 38 5115.31 53 * X-SECTION #62 (100 FT. US OF GOLDEN STREET BRIDGE) NC 0.1 0.3 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 15936 9 5.3 33.5 95 95 95 GR5115.2 0 5114.88 5.3 5111.94 12 5111.51 15.5 5111.2 22 GR 5112 24.5 5114.62 33.5 5114.78 38 5115.31 53 * X-SECTION #63 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE Xl 16314 9 12 36 378 378 378 GR5116.3 0 5113.56 12 5112.28 20 5111.08 22 5110.71 28 GR5110.9 32 5114.43 36 5115.38 43 5117.42 58 * X-SECTION #64 * ADDITIONAL POINT ADDED TO RIGHT BANK 15 FEET FROM LAST POINT AT OVERBANK SLOPE X1 16626 10 9.5 21 312 312 312 GR5114.9 0 5114.35 4.5 5112.79 9.5 5111.38 12.1 5111.28 14.8 GR5111.3 19.8 5112.54 21 5114.26 27.5 5114.61 34 5115.42 49 * X-SECTION #65 Xl 16830 7 11.5 32 204 204 204 GR5115.5 0 5112.9 11.5 5111.39 14 5111.56 22.8 5112.23 23.7 GR5113.4 32 5116.45 37 * X-SECTION #66 (90 FT. DS OF OVERLAND TRAIL BRIDGE #2) X1 17214 9 14.3 30.3 384 384 384 GR5116.1 0 5115.67 5 5113.36 10.5 5112.95 14.3 5111.89 16.8 GR5111.6 23 5111.69 29 5113.53 30.3 5116 43 ' * EXIT SECTION OVERLAND TRAIL BRIDGE #2 (INTERPOLATED FROM SECTION 17177) NC 0.3 0.5 Xl 17289 9 14.3 30.3 75 75 75 GR5116.1 0 5115.67 5 5113.36 10.5 5112.95 14.3 5111.89 16.8 GR5111.6 23 5111.69 29 5113.53 30.3 5116 43 1 * X-SECTION #67 (DS FACE OF OVERLAND TRAIL BRIDGE #2) NC 0.02 0.02 0.02 X1 17304 5 0 X3 10 14.01 15 15 15 GR5115.7 0 5110.3 0.01 5109.68 7 5109.92 14 5115.9 14.01 SC 1.015 0.5 3.0 3.6 14 67 8.1 5111.51 5110.01 ' * X-SECTION #68 (US FACE OF OVERLAND TRAIL BRIDGE #2) X1 17371 4 0 14.01 67 67 67 X2 2 5116.5 X3 10 ' BT -4 0 5116.5 0.01 5116.5 14 5116.59 BT 14.01 .5116.59 GR5116.5 0 5111.5 0.01 5111.49 14 5116.59 14.01 * APPROACH SECTION OVERLAND TAIL BRIDGE #2 (INTERPOLATED FROM SECTION 17439)-� NC 0.045 0.045 0.03 X1 17376 6 0 31 5 5 5 -0.94 GR5116.7 0 5112.48 GR5116.9 63 8.2 5113.03 12 5113.56 22 5116.29 31 * X-SECTION #69 (100 FT. US OF OVERLAND TAIL BRIDGE #2) NC 0.1 0.3 X1 17471 6 0 .31 95 95 95 GR5116.7 0 5112.48 8.2 5113.03 12 5113.56 22 5116.29 31 GR5116.9 63 * X-SECTION #70 X1 17909 8 3.3 18.4 438 438 438 GR5116.0 0 5115.9 3.3 5112.25 8.5 5111.66 12.5.5111.96 15.6, GR5114.4 18.4 5115.48 45 5116.98 66.5 * X-SECTION #71 X1 18259 8 9 21.2 350 350 350 GR5116.5 0 5114.57 9 5112.27 11.8 5111.79 14 5112.4 17.8 ' GR5114.9 21.2 5116.07 * X-SECTION #72 40.7 5117.15 64 X1 18493 8 8 17.7 234 234 234 GR5116.6 0 5114.4 4.7 5114.47 8 5112.05 9.3 5112.14 15.6 GR5114.2 17.7 5114.8 26.2 5116.45 31 * X-SECTION #73 X1 18760 7 7.5 29 267 .267 267 GR5117.6 0 5115.05 GR5115.6 -29 5118.49 7.5 35 5112.92 14 5112.28 19 5112.93 24.4 . * X-SECTION #73A 1100' DS OF ELIZIBETH STREET) 19237 10 10.5 40.4 477 .477 477 5117.2 10.5 5116.38 LGRGR5112.6 13.8 5114.45 18.7 5113.89 21.1 5112.81 23:0 27.5 5112.88 32.4 5113.25 33.6 5114.77 36.4 5116.96 404 EJ ' T1 PLEASANT VALLEY AND T2 EXISTING CONDITIONS LAKE CANAL T3 PV&L CANAL 60 CFS 11 3.0 0 0.00047 5105.95 J2 2.0 -1 ' T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 80 CFS ' J1 4.0 0 0.00047 5106.34 J2 3.0 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 100 CFS 11 5.0 0 0.00047 5106.69 J2 4 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 120 CFS 11 6 0 0.00047 5107.00 J2 5 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 140 CFS 11 7 0 0.00047 5107.30 J2 6 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 160 CFS 11 8 0 0.00047 5107.57 J2 7 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 180 CFS 11 9 0 0.00047 5107.81 J2 8 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 200 CFS 11 10 0 0.00047 5108.01 J2 9 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 220 CFS 11 11 0 0.00047 5108.22 J2 10 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 240 CFS J1 12 0 0.00047 5108.42 J2 11 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 260 CFS J1 13 0 0.00047 5108.61 J2 12 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 280 CFS 11 14 0 0.00047 5108.80 J2 13 -1 T1 PLEASANT VALLEY AND LAKE CANAL T2 EXISTING CONDITIONS T3 PV&L CANAL 300 CFS J1 15 0 0.00047 5108.98 J2 15 -1 ER 11 I I I I I r NTmOIT OHO Or N O N N OO . 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O O O O 0 0 W .. ... I ' m 1 n m K O O O O N In r 0 1( W tMO m -- p W K MIS o 0 0 o m m m m m K M M M M M In M N N N N^ N N N N N In Yl N W N N m N 4() to m N W h N (Y1 IfJ m N N h 0 0 mo mo 0 0 w m m •- o 0 m I!] IA N YJ W I[1 W ,'u W P>, M K M n O O W m O M O O In O) tp N l N r K O N r O M O m N m M O O1 N m m W W In In N In M MIM n M K O K N p O W O1 W OI w m m m W M In M N IN NIA N N N In In I(J I() N I() _ N m N In 0 1() W In In 1A N W W In N —n In t!) 1() I(I W IA W 2i .. m mIM K N N r V Of In m r m r m n •- K m K W M m m m O N m p N r W T W W K M M M p V l ) c0 m 0 0 mcD 0 0 0 o n p a0 o r 0 1� 0 fD 0 aG 0 m 0 m 0 W n n n aD m r N n W (O M r T tD n <O n N r (o n l0 n t0 10 K 1p 0 o p o 0 0 0 o p o 0 0 o p o 0 0 0 N N N In N In In N In In In N In In In W In N N In In N In � In W N N'O O O OIO O y p OOOO OIO 0 0 0 O O p 0 OHO O O O OO OiO0I0 2H0� 0 0 0 000 0 0 006 o 00 000 0 0 0 00J UO rL m mwm m m oWm .- C '> n^, r K - O. I P. 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N'O O OI m P L Ci' M O O 1p O O O N N CI r O Q N N N N r Q' N Rl Ip Q r m m 0�D v1 � 0 0• O O Ot 1U nl ! o' F I m m P m m o 0 w m o m rn P o �n in O m in m m m n o o m M m N P M u> m M N m it: Q Of r m m m r r 4 t0 T OI m m Q.L r m mlm m r m m r m m m r o 0 0 0 0 rmm al �o�NmmmQoo ornrmM y O r N PN� N N t00 V V N r M T N N 0 0 0 Q M V Orl (mO QQi �mU N V� m r o O 1 0 O O O O N O N 0 Q 0 0 m,M 0 N 0 Mm 0 0 N 0 NI O N 0 N 0 N 0 N 0 N 0 0 r 0 OI 0 M 0 M 0 N 0 Q 0 (D ' OI O O O OO O O O O O O O O O O 0 0 0 0 n 0 0 0 0 0 0 0 oo 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 olo O O O r N N 1p Q m Ol r r r M M m N O N 1(] m P N Q M O m m m r r m N P M N N N N N N O O O] m r r r 1p m of of a00 aGa00 m m o ro m m o 0 m rOr 'Or WZF 0m 0m 0m Or c� ' I W N- NO O O O O O O l I O i t O h M m m O N N N 0 UO Ol mm m r m m O� OI r m 0 O O pp r r r m m m Yl Q M N O O UI r m m m m m O O O O O O O O O y' O O OBI 0 0 0 0 O O O 0 0 0 0 0 0 0 0 0 iU N- - N N— m w m m P r m tp m r r O N m P M m m 0 U. O W O Ol m W. m r m m �(1 m N r N N m N m Of N u r a n m Q Q ch ri ri o O o o 0 0 0 0 ri 0 0 2 M 0 0 0 of 0 Q 0 of 0 ri 0 ai 0 ri 0 m 0� m 0 0 0 ri 0 000101 of Q - M - - N N - 1p YY U O O O. O O O O C O O O o 0 0 0 0 0 a 0 -0-0 0 0 0 0 t 0 0 0 0 O Oi O O O O O O O a 0 0 0 0 0 0 0 0 0 at O O O O O O O a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Oi O O O a O O O G G O O 0 0 0 0 0 O N (0 m m m m m m f0 U O m m m m m I m m m m m m m m m m m V m m m m m U oiv mNIO' t d L L. LIL L LL r o J V U U U U LIL UI U LIL o, of L u L o L 0 L o L u S o LIL 0 0 L!L of o LIL o u L o L 0 L o L�L u u a m m m m ml wf m' m m a a, ala a a a ala m m a m a m a m a w a w-m a -a m a m-m a a m a m a m,wm as a w a w a da a:a D � 8 i o �c . a rn LL alai (u) U0118A913 0 0 0 0 N 0 0 0 9 x U c II II 1! Plan: Imported Pla River: RIVER-1 Reach Reach-1 Riv Sta. 19237 Profile: PF 1 E.G. Elev (ft) 5117.38 Element Wt nVal Reach Len (ft) Left OBI Channel - Right OB1 0.030 Val Head --___(ft) _.-.Y. W.S.Elev.(ft _) Cnt W S (ft) E.G Slope (fUft) --- 0.05 { _ 5113 7.3 477.00 477.00 477.00 Flow Area (sq ft) TT 90.04 0.00032I Area (sq ft) I 90.04 --- Q, Total (Cf5) --- - - - _ _ 160.00 Flow (cfs) 29.90 i To Width ft PP� O JI 1.78 A Vel. ft/s 4.73 hydr.Depth (ft) I _ 160.00 _ --- To Width ft p �O 29.90 el Total ptft1) Max Chi D th ft p ( ) Co- nv Totaf cfs I 1.78 3.01 8843.6 8843.E Conv. (cfs) _ 477.001 Wetted per. (ft) Length Wtd. (ft) 32.24 0.06 Min Ch El (ft) - 5112.60 i Shear (Ib/sq ft) 1.00'. Stream Power (lb/ft s) I 0.14 Cum Volume (acre ft) 2 88 0.00 Cum SA (acres) 2.181 Alpha 0.10 Fretn Loss (ft) C & E Loss (ft) i 34.61 6.90 9.18 5.74 Plan Imported Pla E.G EIeV (ft) - --- River RIVER-1 Reach Reach 1 Riv Sta: 5117.241 Element ---- -- 18760 Profile Left OB i PF 1 Channel 'I Right OB Val Head (ft) -------r-- 0.05 Wt. mVal. 0.045 0.030 0,045 ' W.S Elev (ft) 5117.19 Reach Len (ft) 267.00 267.00 26.00 Crit W.S. (ft) ! Flow Area (sq ft) ! 6.73 2.62 82.00 E.G Slope (ft/ft) -. _- Q Total (CfS) � Top Width (ft) 0.000263! Area (sq ft) --- 160.00 i Flow (cfs) 31.09_,Top width (ft) 6.73 i 3.64 6.29 2.62 82.00 155.24 1.12 21.50 3.30 !! Vel Total (fUs) 1.75 Avg, Vel (ft/s) 0.54 1.89 3.81 0.43 0.79 ' Max Chi Dpth (ft) Conv Total (cfs) 1 4.91 9872.2 ydr Depth ii O P _ Conv. (cts) i 1.07 224.3 9578.5 69.3 Length Wtd_(ft) Min Ch El (ft). -� Alpha _ !, FfCtn LOSS (ft) C & E Loss (ft) J _A 267.00 Wetted -Per (ft) __ ! 6.65 5112.28. Shear (lb/sq it) 0.02 1.14Stream Power (Ib/ft s) - - 0.01 OA7 Cum Volume (acre ft) 2.84 -a - 0.00 Cum SA (acres) 2.14 22.64 0.06 0.11 33.6i� 8.90! 3_66 0.01 0.01------------ 6.89 - 5.72 ' Plan Imported Pla River: RIVER-1 Reach.Reach-1 Riv Sta: 18493 Profile: PF 1 I Right II -- ) -- 0I lLHd(( I 23400 234.00 0WSE !I 234.00 51713 --- Grit W:i E.G Slope (ft/ft) f- -14.34- j 0 000283 -----_--- y^-- Flow Area (sq ft) Area (sq ft) 31.65 31.65 29.87 +r 46.87 46.87 91.78 - -- - 46.07 46.07 38.35 Q Total (cfs) - 160.00, Flow (cfs) Top Width-(ft)_,. 47.10 Top Width (it) ! - 13.10,. 9.70 24.30 Vel Total (fUs) 1 0.94 1.96 0.83 1,281 Avg. Val. (ft/s) ' Plan: Imported Pla River: RIVER-1 Reach:Reach l Riv Sta: 18493 Profile: PF 1 (Continued) I 1 Max Chi Dpth (ft) 5.08'Hydr'Depth (ft) 2.42� 4.83� r� 1.,90 Conv. Total (cfs) 9518.6 Conv. (cfs) - 1116 7' 5460.3 ----- 2281.6 Length Wtd (ft) 234.00 Wetted Per. (it)-- 14.28 12.991 25.08 Min Ch EI (ft) 5112.05 Shear (lb/sq ft) 0.04 0.06} 0.03 -AI pha 1.54'1 Stream Power (lb/ft s) 0.04 0.12 0.03 Frctn Loss (ft) Cum Volume "i C & E LOss (ft) (acre-f1) Cum SA (acres) 2.72 2.08 33.28 8.80 6.74 5.64 Plan: Imported Pla River: RIVER-1 Reach:Reach-1 Riv Sta: 18259 Profile: PF 1 E.G. (ft) - 5117.17 Element - - Left OB , T Channef - - Right O --Elev - - Vel Head (ft) 0.06 Wt. n-Val 0.045 1 350.00 14.18 14.18 10.60 0.0301 350.00 0.045 350.00 W S Elev (ft) Crit W.S. (ft) 5117.11 ! Reach Len. (ft) Flow Area (sq ft) 57.62 43.38 E.G. Slop2_(ft/ft) 0.000314 Area (sq ft) 57.62 43.38 Q Total (cfs) 160.00 Flow (cfs) 123.47 25.93 I_Top Width (ft) Vel Total (fUs) 1 63.15 Top Width (ft) 1.39 Avg. Vel. (ft/s) 5.32I Hydr. Depth (fl) - 90282 Conv: (cfs) 9.00 12.20 41.95 0.75 2.14 0.60 '.' Max Chi Dpth (ftf 1.58 4.72 1.03 Conv. Total (cfs) 598.3 ! 9.82 6966.7 1463.2 I Length Wtd. (ft) 350.00 Wetted Per. (ft) 15.11 42.01 :.Mln Ch EI (ft) _ 5111.7� _ 1.89 _ 0_09 - 0_01 Shear (Ib/sq It 0.03 Stream Power (Ib/tt s) -�_ - 0.02 Cum Volume (acre ft) 2:60 Cum'SA (acres) _ 1 2.02 0.07 0.02 LAlpha_ __ 0.16 0.01 FCCYn.LOSS(ft) T-{ 33.00 6.50 C & E LOSS (ft) 8.74 5.46 rPlan: Imported Pla River: RIVER-1 Reach: Reach-1 Riv Sta: 17909 Profile: PF 1 r F1 L I E.G Elev ft - _ - - Element 5117.071-_i- __-- Left OB Channel L Right 081 IVel -Head (ft) - j - 0.04 Wt. n Val. - - 5117.03 Reach Len (ft) _' 0.045 438.00 0.030 0.045 - 43&00 W S Elev (ft) 438.00 Crlt W.S. (ft) I Flow Area (sq ft) 0 000225 Area (sq it) 160.00 'Flow (cfs) 3.57 62.94 72.90 E.G. Slope (ft ft) _1 i 3.57 1.51 62.94 72.90 Total (cfs) 110.83 47.61 Top Width (ft) i 66.501 Top Width (ft) 3.30 15.10 48.10 t Vel Total (fUs) { {II 1.15I Avg Vel. (ft/s) 0.44 5.37 Hydr, Depth (ft)1.08 10654.91 Conv. (cfs) 1 33.7 438.00 I Wetted Per: (ft)-I 4.33 1.76 0.65 Max Chl Dpth (ft) 4.17 1.52 1 Conv. Total (cfs) 7380.4 3170.8 Length Wtd. (ft) 17.28 0.05 48.23 0.02 Min Ch El (ft) 5111.66' Shear (Il ft) !, 0.01 1.73 Stream -Power (lb/ft s) ! 0.01 - - - - - - -I --- 0.12 Cum Volume (acre ft) 2.53 0.00 ' Cum SA (acres) 1.97 Alpha -Alp - - - Frctn Loss (ft) C & E Loss (ft) 0.09 0.01 32.51 6.03 8.63 5.10 No Text M O r N C C (0 � a. aU) _2 C m a U o (1) m Y (D L J m 3 C m (0 Z � C C fU N (0 a c N v rn a m J � W U) C (� m N N N N N (4) uopen813 O N O Iq O � M D m rn I I I ' STORMWATER MANAGEMENT MODEL P I 1 1 n 1 I 1 I 1 a I 9 ` � `\ ...f • I a ,� �.'� '� 3. �' `�'—'�, r•! � .... jK nlb: .,J'ri, $� •"� Nj ,ry �, 1.✓! 1"'• \ \ `-1C )1 i� •j' # r �.� C iLr�N'(W ,I L� 7 �� % � 1 > ^�^ i 'ram,,,, ,., ; { !j I��• l Kr rar i'!� 1 C t'YM`� w , •, �Si � l � .' �,. ♦j ?i 4 {� �. �N T �i. `� , �'N: r'[.. 1 i� ~ yvt oa ' ��'--"',� i� �;• ' ��i � w ELIZABETH ST' 4 lj d'y.�t� r��'f}.,u '7 �� y �Y 14 ago It � �( U�• 1".- p :3 �i swir ply ~ �i M �•••y ��.. 4 Q' 1 _,r+ 9 vt r [YSJn, i V . er nt, rf (��N , f �� L- T_r^—. � ir{a i P�, \ ice- a..w �� •,d �W .(/'• ` V .'1[ �r I I 7274 afI y "4c . 4 Ln b ,. 68 ,..t.•7/:Y(; +.. �: T,jl , t � y. n,�� f•«.a,� µ �,i.. i` •\ti._r.t_9rt�Jr .�,,` j,+ +§{ ,}F F. .. 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On March 16, 1999, the Fort Collins City Council approved Ordinance 42.1999. (see attachment) This ordinance amended the City's design standard for rainfall, replacing the existing Figure 3-1 of the SDDC with a revised Figure 3-1. The 2- hour 100-year design storm was changed from 2.89" to 3.67", with a peak intensity of 9.95 in/hr. The 2-, 5-, 10-, 25-, and 50-year design storms were also changed. I You may be asking yourself how this change will impact projects currently under design or review. City Council did not want to apply this criteria to projects currently vested in the City's development review process. The ordinance states that the new criteria, ".. shall not apply to any land development for which an application for preliminary or final. subdivision plan approval, preliminary or final P.U.D. plan approval, or project development plan or final plan approval has been filed with the City prior to March 26, 1999.... Therefore, the projects impacted by this new criteria are project development plans submitted after this date. Attached is a copy of the revised Figure 3-1 to be used for designs using the Rational Method. Figures 3-1a, 3-1b and 3-1c are also attached. Figures 3-1a and 3-1b are tabular versions of Figure 3-1. Figure 3-1 c is a table of the new distributions of the design storms to be used when a SWMM analysis is required. The City Fort Collins has begun the process of updating the City's basin master plans to reflect the new design storms. The process may take several years -to have fully ' updated master plans. However, new hydrology of the basins is becoming available as we work on updating our models.- If you feel your project may be impacted by revised discharges from the master plans, such as projects in or adjacent to floodplains, please ' contact the City to check if updated information is available. The City of Fort Collins Js committed to ensuring this transition is carried outsmoothly. If 1 you have any questions concerning the ordinance. or would like to discuss how this change impacts your project, please call Glen Schlueter at 224-6065. 101Vood St. • P.O. Box 580 • Fort Collins, CO 80522-0580 • (970) 221-6700 • FAX (970) 221-6619 • FAX (970) 221-6591 TDD (970) 224-6003 e-mail: utilitiesC! ci.fort-collins.co.us • www.ci.fort-collins.co.us/UTILITIES No Text City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a ation utes) [;5.00 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 2.85 4.87 9.95 00 2.67 4.56 9.31 .00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63. 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1..53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 No Text I I 1 \te' WQG-V VfL C��IPr te cp, -50 CA, -D P- O-b --t�F W 6� L Ie,=- C�- ( A -t ' 0, = O • E;) �dlz- �� - Fl r la (La,�� 4 Wa W 2 3 c,o h--k o 012 1 1 1 ell 1 z 1 1 1 1 0 Fn F- Z N W0 F. 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MEDIATELY SEED UPON R41 FELL AND CORAPArEVU OVERLAND TRAIL FARMS PHASE II °$1 D.6D so IL/r r s,O6 _ Room TRACT BCB :err►�In�� gall oI IO ��BY N.1LM i 589'35'291 I RFSIrz TryPDRARr gMNLK [ANBENT noK Puns It xLc I OIL 100 A OPEN TREN H ALLOWED AT ONE TIME. rNLv L A BACK E I , E PIFEIATELY SEEDED AND V' (... •.. f MATERIAL TO HAW .'...RAFTER SLT FENCE._�'Iowz _ OVERLAND PARK TRAIT'C',OVERLAND TRAIL FARM CAI 56. I IT yL9 fol BBB IENA U.D. EASANT VALLEY JD LAKE CANAL 1 JN9 SEDIMENT TRAP D` a 6 ��- ECC, � yn � _•- y0 /r EMERGENCY �I SPILLWAY � CANAL MCI AN Naur w� To AT nor III, a MV To MmUm How Mr ETC Or M � " M Man N w.PIDIW Or MR t� MLI no �IRA troom (INECOU IV VIA M� AITCH IN WAY INC. ASTALVED wun. SS UMPAiCE o oAED AT CA „w..r.. TINTRIMI OR Mo."? ma WEN MIT[, WTI MI n AK I I AAr no M ow, 0010., To ANCIENTM...""'...L NOWEEwR w,.. Mr. Womme of No now . soW so, • ju unw /rry MNL N 04MR w My ,. rw UCUAUw WoWACEIo � �L CIA MMEW, MCH, Au- M No - , MEMO n CIS-1 CIS-2�um AREA=0.50 ACRES AREA=0.24 ACRES1 02= 1.08 CFS 02= 0.60 CFS N=o.oso F--Io � 5=zsx 0100= 3.52 CFS 0100= 1.94 CFS RA55 LINED 0=47 CFS SECTION 1-1 CHANNEL SUMMARY OF DRAINAGE DATA DRAINAGE BASINS AREA HISTORIC DEVELOPED 2-YR 0 100-YR 0 2-YR 0100-YR Q A 1.11 0.41 1,48 1 1.5E 1 03 a 0.01 0 0,02 0,03 Oil C 1.25 0.43 t56 2,82 10.36 D 1,44 0.51 1.69 248 12.21 E 0.52 0.25 0.9 117 5.11 F 1.61 0.63 2,31 2.67 14.42 C 0,81 0.35 12a 0.35 1,59 H 0.26 0.13 0,48 0.13 0.60 1 1106 0.53 1.9 23 10.02 J 0.62 031 1,13 134 5.86 N 0,22 ON 0.3 0.41 2.19 L 012 0.06 0.2 0.26 1.19 M 0.24 0.14 0.5 1 0.14 0.63 N 0.21 0,12 0.44 1 012 1 0.55 S=50% - 0=47 CFS D=1.01 FT. SECTION 2-2 ON -SITE DETENTION POND DATA ELEVATION CUM. VOL.mi (AC. FT.)(CFS) 0 ORIFICE (SO. FT.) DELTA HEAD 5102 00 0.1 0 5108 9B630,68 01 1 L09 192260.% 0.1 2 5110 295891.18 0.1 3 5111 39452136 0.1 4 5112 493151.52=110 5113 604231.62 S14 929251.80 511E 85377193 5116 97829204 5117 1102812 15 C�J' �r _ RELEASEc- 215 CFS Rcac:cu if = 5116.65' LEGEND PRDPOWD CUM BaNDu+.Al ueeAVN x.uLPROVIDED y BAVN LABEL 5JNSAEN ATu�EN ,�__0.55 __ FR/W _1 2 J 03 PROPOSED M51ON PcwT PRCPOS[D 1LpIL DR[C11CN PRCVOSEO RCP CVLeLR1 WM FES 1 W ttAP WATER SWfAEE LINES X- X- oITFI n JTW V[MELE M.EKnc roNma INLET PROIECIIM (TRAVEL FNRR) T MINE ® STRAW SAIE BA R RIPRAP ® PERM.VIENT NOTING CALL BEFORE YOU DIG CALL UTILITY NOTIFICATION CENTER OF COLORADO AT 1-800-922-1987 wwwuncc orq -N- GRAPHIC SCALE N 9 2s N In LM 1 NMI I MCA I a M PLEASANT VALLEY AND LAZE CANAL COMPANY REVIEWED By ME PLEASANT VALLEY AND LAKE CANAL xY ON IRS - Da AD _ HIS YRANMD HAS WIN SCART BY ME PLEASANT ALVMT NTAN IiAAPPROLSs THDWAVr. 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