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Home My WebLink AboutDrainage Reports - 02/17/1994No Text 1 1 1 1 1 1 1 1 RCERA January 27, 1994 Mr. Basil Harridan Stormwater Utility City of Fort Collins 235 Mathews Street Fort Collins, Colorado 80524 1RCE CONSULTANTS & ENGINEERS, INC. Engineering Group Company Re: Huntington Hills Filing #2 (RCE Job Number 93-167) Dear Mr. Harridan: Enclosed is our revised Addendum to the Final Drainage and Erosion Control Report for Huntington Hills, Filing #2. We have addressed the concerns in your January 5, 1994, letter and incorporated the changes into this revision. To address your concerns, we refined the HEC-2 models and performed additional analyses. First, we confronted the conveyance change issues. In the original model, large changes in conveyance were noted just upstream of the sanitary sewer crossing structure (Section 250) and at the upstream end of the culvert passing under Colby Street (Section 9.2). An interpolated cross section was added halfway between Sections 200 and 250 (Section 225). The addition of this section provided sufficient modeling detail to eliminate the conveyance change problems at Section 250. Next, on review of the cross sections located at the ends of the culvert crossing under Colby Street (Section 16 at the downstream end and Section 9.2 at the upstream end), the effective flow areas were modified to reflect the portion of cross section capable of conveying water. The effective flow width at these sections was set approximately equal to the diameter of the culvert. Split flow option in the model was used to reflect discharge actually passing through the culvert (cfs). The analysis performed with these refinements, however, is still subject to a large conveyance change from Section 16 to Section 9.3. This is a result of the model limitations and is unavoidable. Examination of the detailed output indicates that the flow topwidths at Section 9.2 are identical, as are the shapes of the effective cross section areas. The conveyance change is a result of increased depth from Section 16 to Section 9.2, which is necessary to force the water through the culvert. Since HEC-2 has no mechanism for modifying the effective flow area in the vertical axis, it is impossible to further refine Section 9.2 to eliminate the large conveyance change noted there. Lastly, change between Sections 9.2 and 9.3 is due to the change in flow rate between these two cross sections. The flow rate increases 55 cfs, which is the amount which overflows the upstream side of Colby Street. The other point of concern in your review comments regarded the cautionary statements noting that critical depth was computed for several cross sections. Per recommendations in the HEC-2 manual, a supercritical HEC-2 deck was built from the downstream end of the culvert to the detention pond to examine the possibility that flow in the ditch is actually supercritical. The results of this analysis, indicate that the ditch is not supercritical. Cautionary statements are present at nearly every cross section, indicating that the model could not converge on a solution within 20 trials, and critical depth was assumed (as opposed to the 3665 JFK Parkway, Building 2, Suite 300 • P.O. Box 270460 • Fort Collins, CO 80527 (303) 223-5556 • Denver Metro (303) 572-1806 • FAX (303) 223-5578 Fort Collins, CO • Davis, CA • Laramie, WY I I 1 Mr. Basil Harridan 2 January 27, 1994 original model, in which convergence was obtained at critical depth). The supercritical model was given no further consideration. Using the subcritical model, the critical depth was computed at each cross section. Gose examination of the results attests to the fact that the ditch is flowing very near critical for much of its length. It is not surprising that some sections actually reach critical depth. It is noted that the hydraulic model is correctly computing critical depth for these sections; it is not assuming critical depth after failing to converge on a solution. Finally, the critical depth at Section 170 is reasonable, as this section is located at a sharp grade break where the ditch drops steeply (5 percent) into the detention pond. If you have further questions or comments, please call. ' PRB:sp Enclosures C:\DATA\WP51\HAMDAN1.LTR 1 1 Sincerely, REW RCE CONSULT NOINEERS, INC. Paul R. Barker, P.E. Vice President ' RCE 1 1 1 1 1 ADDENDUM TO FINAL DRAINAGE AND EROSION CONTROL REPORT FOR HUNTINGTON HILLS FILING 2 Prepared for MSP Companies 650 South Cherry Street, Suite 435 Denver, Colorado 80222 Resource Consultants & Engineers, Inc. 3666 JFK Parkway, Building 2, Suite 300 P.O. Box 270460 Fort Collins, Colorado 80527 Revised January 1994 RCE Job Number 93-167 1 1 1 1 TABLE OF CONTENTS Paw 1.1 SCOPE AND PURPOSE.................................................1 2.1 HYDRAULIC ANALYSIS OF EXISTING CHANNEL ............................... 1 3.1 PROPOSED CHANNEL IMPROVEMENTS....................................2 4.1 HYDRAULIC ANALYSIS OF PROPOSED CHANNEL .............................5 5.1 RECOMMENDATIONS..................................................8 6.1 REFERENCES........................................................9 LIST OF FIGURES Figure 1 Existing conditions of drainage channel along southern boundary of project........................................................3 Figure 2 Proposed plan of drainage channel along southern boundary of project ........ 4 Figure 3 Plan of sanitary sewer crossing structure ............................... 6 Figure 4 Cross section sanitary sewer corossing structure ......................... 7 LIST OF TABLES Table 1 Summary of Existing Drainage Channel Characteristics .................... 2 Table 2 Summary of Proposed Drainage Channel Characteristics ................... 8 i Resource Consultants & Engineers, Inc. I 1 1 1 1 1 1 1 1.1 SCOPE AND PURPOSE This report is an addendum to the approved "Final Drainage and Erosion Control Report for Huntington Hills Filing 2" prepared by TST, Inc. on June 1, 1992 (fST, 1992). The report summaries the results of drainage investigations of the drainage channel which crosses the southern portion of project The purpose of the study is to evaluate the proposed improvements of the drainage channel and determine if alternative construction techniques can be utilized. In addition an analysis of the sanitary sewer crossing structure required by the South Fort Collins Sanitation District was evaluated to determine the impacts of the structure to the floodplain elevations and velocities. 2.1 HYDRAULIC ANALYSIS OF EXISTING CHANNEL Detailed cross sections of the channel were surveyed from the existing detention pond to Colby Street. The existing drainage channel had two distinct reaches. The upper reach is characterized by a 2- to 10-foot-wide channel with sideslopes that range from 3 to 1 to 6 to 1. The channel has an average bed slope of 3.3 percent and is heavily overgrown with vegetation, including trees and shrubs. This reach extends from Colby Street to the stormdrain outfall at Brinn Court The Manning's n value for this reach is estimated at 0.080. The lower reach is characterized by a 7- to 10-foot wide channel with sideslopes that range from approximately 3 to 1 to 10 to 1. The channel has an average bed slope of 2.7 percent and is lined with a good stand of grasses. This reach extends from the stormdrain outfali structure at Brinn Court to the detention pond. The Manning's n value for this reach is estimated at 0.045. At the upstream limit of this channel, there is a 42-inch culvert which crosses under Colby Street The pipe is 69 feet long and has flared end sections at both ends. The topographic data collected from the field was reduced and used for input data to the U.S. Army Corp of Engineers HEC-2 step backwater curve analysis program (USCOE, 1982) to determine the flooding elevation and velocities in the existing drainage channel for the 100-year flood event Flow rates used in the HEC-2 program were directly from the TST report (TST, 1992). The starting water surface elevation was 4941 feet, the maximum water surface elevation in the detention pond. Table 1 summarizes the results of the HEC-2 run of the existing conditions and a copy of the HEC-2 output results is enclosed in Appendix A. The depth of flow ranged from 1.2 to 3.3 feet and the velocities ranged from 1.3 upstream of the Colby Street culvert to 6.6 feet per second (fps) at cross section 2. Not all of the drainage flow upstream of the Colby Street goes through the culvert The split flow option in the HEC-2 model was used to determine the amount of water flowing through the culvert and how much overflows the street. Approximately 101 cts goes through the culvert and the remainder overflows the culvert and flows down Colby Street to the south. It will overflow the east side of Colby Street near lot 108 and return to the drainage channel near cross section 7. Resource Consultants & Engineers, Inc. I 1 [J Table 1. Summary of Existing Drainage Channel Characteristics. 100 Year Cf 453ItSW8fo . .. Waker ire V� 5:................. cfs ... Su :.:.......... G 1 213 4941.0 3.4 2.3 2 213 4943.0 2.4 6.6 3 213 4945.6 2.5 4.9 4 160 4948.5 1.9 5.8 5 160 4951.5 1.5 5.2 6 156 4954.2 2.0 3.9 7 156 4957.2 2.2 3.5 8 101 4961.2 3.3 5.7 9 101 4965.8 2.6 5.1 9.1 101 4967.1 3.0 5.6 9.2 101 4971.4 5.3 5.5 9.3 156 4972.0 5.4 1.3 Figure 1 shows the location of the drainage channel, flooding limits, and locations of cross sections. As shown on the figure, the flooding limits extend onto lots 108, 122, and 123. 3.1 PROPOSED CHANNEL IMPROVEMENTS In the TST report (TST, 1992), the entire length of the drainage channel was proposed to be regraded. From the hydraulic analysis of the existing channel, the lower reach does not need regrading. The channel is in good condition with an established vegetation cover. Maximum velocity in this reach was 6.6 fps at cross section 2. This velocity is less than the maximum permissible velocity allowed of 7 fps for soils that are erosion -resistant soils having a slope of less than 5 percent. The remainder of the channel (upper reach) will require removal of the trees and shrubs and realignment to remove the floodplain from the platted lots. The channel proposed by TST (5-foot bottom width and 5 to 1 sideslopes) was used for the upper reach of drainage channel. The drainage channel was moved to south of lots 122 and 123 and moved to the north of lot 108 to keep the floodplain within Tract A (see Figure 2). 2 Resource Consultants & Engineers, Inc. r------------- I i 121 \ 122 \ (Z) \ \� \ I I i I I 1d I ss Section )dplain Limits Inage Channel ter Line 131 n / / \ Col" \/ S 123 / \ 129 / / 128 11 127 124 \ I / 139 \ —_� 126 / s M ewer a 140 / 125 \ \ 108 \\ \ ��\\ / 141 \ Floodplain 1 Limits \ / II 107 \ / \v/ / h L-------------- \ A I \ \ I \ � 106 \\ w Tract A.. I _ \ L— — — — — — — — — — — — — — — — — 1 ------------------ Sewer Main 142 c° / 145 /1 J � / 1 \ / \ 144 / I / 143 / 1 l 1. — — — — — — — ---J I --------- -- -- Detention Pond Figure 1. Existing conditions of drainage channel along southern boundary of project. N r--------- \ )rap i \\ \ 131 cture 121 \ / 130 / / 129 128 \ -- \ 122 123 / 1I 127 // 139 126 124 Place Fill as / \ Necessary to / y provide I' of / Sewer Main \ \ New Drainage \ \ / \ freeboard / 140 / \ Channel, see ^ \ / / �\ \ 125 Detail Below / \ � \\ / \\ /. Fill to / El, 4951.8 \ / :GETATE WITH .AND GRASSES 108 \\ \ \ \\ / 141 \ a' Fill to / T econstruct and Realign \ — \ \\ El. 4949.6 rainage Channel "am 50' Downstream \ f Brinn Court Outfall 142 tructure to Colby treet Culvert I \ \ / / Grose Back of Lots to Drain Floodplain \ /: ) CHANNEL I I 107 \\ Limits I /Fill to I \\ \ \ I. '4946.1 1 — - - - - - - - - - - - - I --A \, i I i \ d I I 106 \\ a Tract A"Section I I \ plain Limits I \ age Channel r Line Sewer Main o / 1/4 / 145 \ / � 144 / I / i 143 / Fill to / Fill to EI. 4 44 0 / / Fill to El. 4944.6 /X tO El. 4945.1 haq Sewer Crossing Structure x Detention Pond Figure 2. Proposed plan of drainage channel along southern boundary of project. I ' Due to elevation problems with the sanitary sewer and drainage channel the South Fort Collins Sanitation District required a special drainage channel crossing structure. The negotiated structure is ' shown in Figures 3 and 4. This structure is a basic 0.5-foot drop structure with a concrete cap over the sanitary sewer pipe. 1 Due to a location conflict with a 100-pair telephone cable at the Colby Street outlet structure, ' the culvert was extended 16 feet downstream. The outlet structure will be constructed at the end of the culvert as planned. ' 4.1 HYDRAULIC ANALYSIS OF PROPOSED CHANNEL 1 The input data for the HEC•2 program were revised for the channel improvements described above. Table 2 summarizes the results of the HEC-2 run of the proposed conditions and a copy of the HEC-2 output results is enclosed as Appendix B. The upper reach of channel flows near critical depth for most of the reach and has a depth of water less than 2 feet with velocities in the range of 6 fps. The ' flooding limits are contained within the channel. Again, a split flow analysis within the HEC-2 model was used to determine the amount of water flowing through the culvert and the amount which overflows ' Colby Street. The additional length of culvert at Colby Street did not affect the amount of flow through the culvert; 101 cfs still flows through the culvert. The restriction of flow through the culvert is due to the upstream entrance configuration. The overflow returns to the channel near cross section 12. In the lower reach of the drainage channel the floodplain elevation was increased near the sanitary sewer crossing structure (Figure 1). Velocities exceeded 7 fps only at the downstream limit of the drop ' structure. ' Figure 2 presents the location of the proposed drainage channel, floodplain limits, channel construction details, and location of cross sections. ' Due to the realignment of the upper reach of channel and the extension of the culvert 16 feet ' downstream, the radius of the bend in the channel downstream of the Colby Street outfall structure is less than previously prepared. The new radius will be approximately 75 feet. The superelevation of the water in the channel is 0.34 feet in this bend. Since this is a short radius bend the outside of the bend ' will be lined with riprap for a length of 30 feet. The minimum riprap size (D.� should be 9 inches. 1 1 5 Resource Consultants & Engineers, Inc. R m 9 3 i L. 43.9 GROUTED RIPRAP i EL. 43.9 I—► 7' I Sanitary Sewer Ce3 2-1 i M / EL. 43.9 6' 2:1 on5 EL. 40 9 10 Weep Holes co / 00) L. 40.4 76' la 7' Figure 3. Plan of sanitary sewer crossing structure. EL. 43.9 V Extend New FIII Upstream • 0.5X Slope (Approx. 25 Feet) 5' Reseed Disturbed Areas. 6' New FIII 050- V Grouted Riprop Existing Flowlins at S. Drainage Way P.E. Bond Breaker 4•r I 12, L 3' 3' 23' EL. 40.9 24' 1 3 1� �EL. 40.4 �I Compacted FIII Concrete Cap 8* Sever Pipe — Granular Bedding — Stabilization Material (if necessary) Figure 4. Cross section sanitary sewer crossing structure. Fabric Existing Flowlins of Drainage Way 1 1 1 1 5.1 RECOMMENDATIONS Considering the Investigations conducted the following recommendations are provided: 1. The upper reach of drainage channel, Colby Street to Brinn Court outfall, should be reconstructed to a grassed -lined channel with a 5-foot bottom width, maximum sideslopes of 5 to 1, and 3 feet depth (2-foot water depth, 1-foot freeboard.) In addition, the channel should be realigned to keep the channel totally contained in Tract A 2. The lower reach of the drainage channel should not be reconstructed, but left in its natural state. 8 Resource Consultants & Engineers, Inc. 1 1 1 1 1 1 1 3. Riprap should be placed In the bend downstream of the Colby Street outlet structure. The minimum riprap size (D.0 should be 9 inches and extend downstream at least 30 feet. 4. The sanitary sewer crossing structure will raise the floodplain in the area of the structure. Fill should be placed on the property line of the lots to keep the flooded water with 1 foot of freeboard contained in Tract A. 6.1 REFERENCES TST, Inc., 1992, "Final Drainage and Erosion Control Report for Huntington Hills Filing 2," Presented to the City of Fort Collins, June 1. U.S. Army Corp of Engineers, 1982. "HEC-2, Water Surface Profiles, Users Manual," Hydrologic Engineering Center, Water Resources Support Center, Davis, California. 9 Resource Consultants & Engineers, Inc. ' APPENDIX A Existing Channel HEC-2 Output 1 1 1 1 1 1 1 1 1 1 1 1 1 0 ARh*kRh*d*hk#ktA*AkAk*htAhh*kd**dh***kA**#** * NEC-2 WATER SURFACE PROFILES R p * Version 4.6.2; May 1991 h h * RUN DATE 26JAN94 TIME 18:04:02 #k***k##AAk**hh*hAh*hhdd*Ahdhh**hh#Ahhhh*Ahh x x XXXXXXX xxxxx xxxxx x x x x x x x x x x x x XXXXXKX xxxx x XXxxx )DODO( x x x x x x x x x x x x x xxxxxx ( xxxxx xxxxxxx *#*#to***#A*##**At*AAttt**#fA****##k * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 1 1 1 1 26JAN94 18:04:02 BEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 a*kAAAh*****AkAAR*#***kkkpp*p#***AAAb SPLIT FLOW BEING PERFORMED SF SPLIT FLOW -- OVERFLOW FROM CULVERT JC JP 0 0 0 1 0 TW WIER ALONG ROAD AND SOUTHERN PROPERTY WS 4 9.2 9.3 7 2.5 WC 100 4974.3 160 4971.1 180 4971.1 181 4975. PAGE 1 THIS RUN EXECUTED 26JAN94 18:04:02 26JAH94 18:04:02 PAGE 2 T1 HUNTINGTON HILLS FILING 2 T2 Resource Consultants and Engineers T3 SOUTH DRAINAGE CHANNEL ' T4 Original Ditch Conditions J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ ' 2 4941.0 JS **********ASSUMED DISCHARGES FOR SPLIT FLOW********** 40 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 ' QT 1 213 NC .060 .060 .045 .1 .3 X1 1 8 44.1 62.5 0 0 0 GR 4939.9 0 4939 44.1 4937.6 50.7 4937.6 60 4939.2 62.5 GR 4939.2 62.7 4941.4 72.5 4941.9 97 ' X1 2 12 45 73 92 92 92 -100 GR 5043.2 0 5044.2 35 5043.9 45 5041.6 53 5041.0 57 GR 5040.6 59 5041.1 64 5042.0 67 5042.6 70 5043.9 73 GR 5044.6 82 5042.7 116. X1 3 8 54 103.2 105 120 115 -100 GR 5046.3 53 5046.3 54 5044.2 71 5043.1 75.5 5043.4 78.3 ' GR 5043.5 81.4 5044.1 86.3 5047.7 103.2 QT 1 60 ' X1 4 10 4 10 30.8 86.9 140 145 141 -100 GR 5049.8 30 5049.8 30.8 5048.2 47.4 5046.6 56.7 5046.7 60.5 GR 5046.6 63.1 5047.7 66.1 5050.3 86.9 5049.7 126 5051.2 158.9 X1 5 9 38.9 72.3 118 109 115 -100 GR 5052.5 38 5052.5 38.9 5050 51.6 5050 59.4 5050 64.7 ' GR 5051.7 72.3 5053.5 92.2 5052.4 110.7 5054 152.1 QT 1 156 NC 0.065 0.065 0.080 ' X1 6 8 49.6 113.6 90 95 92 -100 GR 5054.4 0 5054.8 49.6 5053.5 62.7 5052.3 70 5052.2 74 GR 5052.2 77.4 5053.3 84.4 5058.5 113.6 ' X1 7 9 51.6 95 104 111 110 -100 GR 5057.9 51 5057.9 51.6 5057 60.9 5055.1 67.5 5055 74.7 ' GR 5055.1 79.9 5058.6 95 5060.3 125 5063.1 144.5 26JAN94 18:04:02 X1 8 8 61.9 66.1 120 104 111 GR 5062.4 39 5062.4 39.7 5060.6 55.3 5060.1 ' GR 5058 64.2 5060.7 66.1 5062.2 100 X1 9 6 24.4 37.4 88 85 87 ' GR GR 5069.9 5067.4 0 52.3 5066 24.4 5063.2 27.3 5063.5 NC .3 .5 X1 9.1 6 105 111.1 27 27 27 X3 30 0 0 105 111.1 OR 4966 100 4964.9 105 4964.1 105.1 4964.1 ' GR 4966 116 SC 1.013 0.10 2.6 10 3.5 0 69 X1 9.2 4 100 145 69 69 69 X2 2 4969.6 4978 0 ' X3 10 131 134.5 GR 4972 100 4956.1 130 4966.1 136 4972 ' X1 9.3 4 100 145 20 20 20 X3 10 111 155 GR 4972.5 100 4966.6 130 4966.6 136 4972.5 PAGE 3 -100 61.9 5057.9 62.5 -100 31.6 5065.9 37.4 111 4964.9 111.1 1.2 4966.1 4964.1 145 145 I ' 26JAN94 18:04:02 ' SECNO DEPTH CWSEL CRIWS WSELK EG BV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOE ACH ARDS VOL TWA R-HANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA ' SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 ' CCHV= .100 CEHV= .300 *SECNO 1.000 3280 CROSS SECTION 1.00 EXTENDED 1.10 FEET ' 1.000 3.40 4941.00 .00 4941.00 4941.06 .06 .00 .00 4939.00 213.0 76.6 130.3 6.1 68.4 55.9 7.6 .0 .0 4939.20 .00 1,12 2.33 .10 .060 .045 .160 .010 4131*60 .001180 0. 0. 0. 0 0 0 .00 70.72 .00 70.72 *SECNO 2.000 3265 DIVIDED FLOW ' 3280 CROSS SECTION 2.00 EXTENDED .31 FEET 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY ' 3720 CRITICAL DEPTH ASSUMED 2.000 2.41 4943.01 4943.01 .00 4943.68 .67 .29 .18 4943.90 ' 213.0 .0 212.0 .00 .00 6.57 1.0 1.11 .0 .000 32.3 .045 .9 .060 .2 .000 .1 4940.60 4943,90 48.08 .025808 92. 92.- 92. 20 19 0 .00 28.47 116.00 ' *SECNO 3.000 3.000 2.49 4945.59 .00 .00 4945.96 .36 2.25 .03 4946.30 213.0 .0 213.0 .0 .0 44.0 .0 .3 .2 4947.70 t .01 .00 4.85 .00 .000 .045 .000 .000 4943.10 59.69 .015329 105. 115. 120. 2 0 0 .00 33.64 93.33 ' *SECNO 4.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED ' 4.000 1.85 4948.45 4948.45 .00 4948.97 .52 2.82 .05 4949.80 160.0 .0 160.0 .0 .0 27.7 .0 .4 .3 4950.30 .02 .00 5.78 .00 .000 .045 .000 .000 4946.60 44.83 .030535 140. 141. 145. 3 19 0 .00 27.25 72.08 PAGE 4 1 26JAN94 18:04:02 ' SECNO DEPTH CWSEL CRIWS WSELK EG Q QLOB QCH QROB ALOE ACE TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC ' *SECNO 5.000 5.000 1.51 4951.51 .oc 160.0 .0 160.0 .0 .02 .00 5.22 .oc .021972 118. 115. 109. *SECNO 6.000 ' 6.000 2.04 4954.24 .00 156.0 .0 156.0 .0 .03 .035352 .00 90. 3.86 92. .01 95. ' *SECNO 7.000 7.000 2.24 4957.24 .00 156.0 .0 156.0 .0 .04 .00 3.45 .00 ' .021026 104. 110. 111. *SECNO 8.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 8.000 3.33 4961.23 4961.23 100.8 33.6 60.1 7.1 .05 4.49 5.74 2.27 .058874 120. 111. 104. *SECNO 9.000 ' 9.000 2.56 4965.76 .00 100.8 .0 100.8 .0 .05 .00 5.06 .00 ' .046066 88. 87. 85. CCHV- .300 CEHV= ' *SECNO 9.100 .500 3280 CROSS SECTION 9.10 EXTENDED 1 .00 4951.93 .0 30.6 000 .045 4 0 .00 4954.47 .0 40.4 000 .080 3 0 .00 4957.43 .0 45.3 000 .080 3 0 .00 4961.64 7.5 10.5 065 .080 5 8 .00 4966.16 .0 19.9 000 .080 4 0 1.04 FEET HV HL OLOSS L-HANK ELEV AROB .VOL TWA R-BANK ELEV XNR WTN ELMIN SSTA ICONT CORAR TOPWID ENDST .42 2.96 .01 4952.50 .0 .5 .4 4951.70 000 .000 4950.00 43.93 0 .00 27.51 71.45 .23 2.52 .02 4954.80 .0 .5 .4 4958.50 000 .000 4952.20 55.22 0 .00 34.46 89.69 .18 2.95 .00 4957.90 .0 .7 .5 4958.60 000 .000 4955.00 58.39 0 .00 30.75 89.14 .42 3.33 .07 4960.10 3.1 .7 .6 4960.70 065 .000 4957.90 49.88 0 .00 28.10 77.97 .40 4.52 .00 4966.00 .0 .8 .6 4965.90 000 .000 4963.20 24.65 0 .00 12.40 37.06 3470 ENCROACHMENT STATIONS= 105.0 111.1 TYPE= 1 TARGET= 6.100 1 1 PAGE 5 ' 26JAN94 18:04:02 tSECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA- 4964.90 ELREA= 100000.00 9.100 2.95 4967.05 .00 .00 4967.54 .49 1.33 .05 4964.90 ' 100.8 .0 100.8 .0 .0 17.9 .0 .8 .6 100000.00 .05 .00 5.64 .00 .000 .080 .000 .000 4964.10 105.00 .052952 27. 27. 27. 2 0 0 .00 6.10 111.10 ' SPECIAL CULVERT SC CUNO CUNV ENTLC COFQ RDLEN RISE SPAN CULVLN CHRT SCL 1 .013 .10 2.60 10.00 3.50 .00 69.00 1 2 ' CHART 1 - CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE SCALE 2 - GROOVE END ENTRANCE WITH HEADWALL ' *SECNO 9.200 SPECIAL CULVERT INLET CONTROL ' EGIC = 4971.842 EGOC = 4971.337 PCWSE= 4967.047 ELTRD= 4978.000 SPECIAL CULVERT ' EGIC EGOC H4 QWEIR QCULV VCH ACULV ELTRD WEIRLN 4971.84 4971.34 4.30 0. 101. 5.447 9.6 4978.00 0. 3470 ENCROACHMENT STATIONS= 131.0 134.5 TYPE= 1 TARGET= 3.500 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 100000.00 ELREA= 100000.00 9.200 5.28 4971.38 .00 .00 4971.84 .46 4.30 .00 100000.00 ' 100.8 .0 100.8 .0 .0 18.5 .0 .8 .6 100000.00 .05 .00 5.45 .00 .000 .080 .000 .000 4966.10 131.00 ' .059727 69, 69, 69. 2 0 0 .00 3,50 134.50 *SECNO 9.300 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 12.12 3470 ENCROACHMENT STATIONS= 111.0 155.0 TYPE= 1 TARGET= 44.000 PAGE 6 ELCHU ELCED 4966.10 4964.10 1 ' 26JAN94 18:04:02 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-HANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3495 OVERBANK AREA ASSUMED NONEFFECTIVE, ELLEA- 100000.00 ELREA- 9.300 5.39 4971.99 .00 .00 4972.02 .03 ' 156.0 .0 156.0 .0 .0 121.5 .0 .06 .00 1.28 .00 .000 .080 .000 .000975 20. 20. 20. 2 0 0 1 4972.50 .05 .13 100000.00 .9 .6 4972.50 .000 4966.60 111.00 .00 33.22 144.22 PAGE 7 26JAN94 18:04:02 TW WIER ALONG ROAD AND SOUTHERN PROPERTY ASQ QCOMP ERRAC TASQ TCQ TABER NITER DSWS USWS DSSNO USSNO 55.24 55.25 .01 55.24 55.25 .01 10 4971.842 4972.018 9.200 9.300 PAGE 8 ' PROFILE FOR STREAM SOUTH DRAINAGE CHANNEL ' PLOTTED POINTS (BY PRIORITY) E-ENERGY,W-WATER SURFACE, I -INVERT, C-CRITICAL W.S.,L-LEFT BANK,R-RIGHT BANK,M-LOWER END STA 1 ELEVATION 4938. 4943. 4948. 4953. 4958. 4963. 4968. 4973. 4978. 4983. ' SECNO CUMDIS 1.00 0. I L M E , 10. CI LM E ' 20. CI LME , 30. C I L WE. 40. C I L E. , 50. C I LWE ' 60. C I MWE . 70. C I MWE ' 0. 90. C C I MWE I MWE . 2.00 100. I MWEL 110. C I .W E 120. C I .MWER 130. C I WELR . 140. C I WER 150. C I WELR _ ' 160. C I. WE R • . 170. C I. WELR 180. C I. WEL R ' 190. C I WE R. 200. C I WEL R. 3.00 210. C .I WE R ' 220. C .I WEL .R 230. C I WE .R . 240. C Z WEL.R ". 250. C I EL. R ' 260. C I WEL R 270. C I WEL R 280. C I WEL R ' 290. C I WEL R 300. C I WEL R 310. C I WEL R 320. C I WE LR ' 330. C I .WEL R . 340. C I .WE LR ' 4.00 350. 360. C I . WELR I. WE LR 370. C I. WELR 380. C I WE L ' 390. C I WEL 400. C .I WE L 410. C I WEL 420. C I WERL ' 430. C I WEL . . 440. C I WERL. 40. C I WEL. ' 460. C I E L . 5.00 470. C I WEL I 1 1 1 1 1 1 1 1 1 u 480. C I WEL , 490. C I WEL , 500. C I EL R 510. C I WEL R 520. C I .EL R 530. C I .WEL R 540. C I WE R. 550. C I. EL R 6.00 560. C I. WE R , 570. C I EL R , 580. C I WEL R , 590. C .I EL R 600. C ,I WEL R , 610. C I EL R 620. C I EL R , 630. C I WE R 640. C I EL. R 650. C I WE. R 660. C I EL R , 7.00 670. C I WELR 680. C I ELR 690. C I .EMR , 700. C I .WEB , 710. C I WER 720. C I ER 730. C I LEM 740. C I LWEM 750. C I. LWEM 760. C I LRE M . 770. C I LWEM . 8.00 780. .I LRWEM. 790. C I LRWEM , 800. C I LWE M , 810. C I LWE M 820. C I LWE M , 830. C I WE M 840. C I LE M 850. C I. LE M , 860. C I E M. , 9.00 870. C .I WE M 880. C I LWEM. 9.10 890. C -. I L M WE 900. C I MWE 910. C I MWE , 920. C I MWE , 930. C I WE , 940. C I WE 950. C I WE 9.20 960. C I EM. 970. C I WE, 9.30 980. C I ER R R L L L L L L L L L ' 26JAN94 18:04:02 1 ' Addb*h*hhhkddk*hkxd**bbhhh*xhkxb***b* HEC-2 WATER SURFACE PROFILES ' Version 4.6.2; May 1991 *hhwx*xxx*hh**kdxk*Ahh**AhhA#hhhhh*x* PAGE 9 THIS RUN EXECUTED 26JAN94 18:04:05 NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ' SOUTH DRAINAGE CHANNEL SUMMARY PRINTOUT TABLE 150 1 * 1 A * 1 1 d 1 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS 1.000 .00 .00 .00 4937.60 213.00 4941.00 .00 4941.06 11.80 2.000 92.00 .00 .00 4940.60 213.00 4943.01 4943.01 4943.68 258.08 3.000 115.00 .00 .00 4943.10 213.00 4945.59 .00 4945.96 153.29 4.000 141.00 .00 .00 4946.60 160.00 4948.45 4948.45 4948.97 305.35 5.000 115.00 .00 .00 4950.00 160.00 4951.51 .00 4951.93 219.72 6.000 92.00 .00 .00 4952.20 156.00 4954.24 .00 4954.47 353.52 7.000 110.00 .00 .00 4955.00 156.00 4957.24 .00 4957.43 210.26 8.000 111.00 .00 .00 4957.90 100.76 4961.23 4961.23 4961.64 588.74 9.000 87.00 .00 .00 4963.20 100.76 4965.76 .00 4966.16 460.66 9.100 27.00 .00 .00 4964.10 100.76 4967.05 .00 4967.54 529.52 9.200 69.00 4978.00 4969.60 4966.10 100.76 4971.38 .00 4971.84 597.27 9.300 20.00 .00 .00 4966.60 156.00 4971.99 .00 4972.02 9.75 VCH AREA .01 2.33 131.87 62. 6.57 33.17 13. 4.85 43.96 17. 5.78 27.69 9. 5.22 30.65 10. 3.86 40.41 B. 3.45 45.27 10. 5.74 21.06 4. 5.06 19.89 4. 5.64 17.87 4. 5.45 18.50 4. 1.28 121.46 49. ' 26JAN94 18:04:02 ' SOUTH DRAINAGE CHANNEL SUM ARY PRINTOUT TABLE 150 1 w 1 n 1 SECNO Q CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH 1.000 213.00 4941.00 .00 .00 .00 70.72 .00 2.000 213.00 4943.01 .00 2.01 .00 28.47 92.00 3.000 213.00 4945.59 .00 2.58 .00 33.64 115.00 4.000 160.00 4948.45 .00 2.85 .00 27.25 141.00 5.000 160.00 4951.51 .00 3.06 .00 27.51 115.00 6.000 156.00 4954.24 .00 2.73 .00 34.46 92.00 7.000 156.00 4957.24 .00 3.00 .00 30.75 110.00 8.000 100.76 4961.23 .00 3.98 .00 28.10 111.00 9.000 100.76 4965.76 .00 4.54 .00 12.40 87.00 9.100 100.76 4967.05 .00 1.28 .00 6.10 27.00 9.200 100.76 4971.38 .00 4.33 .00 3.50 69.00 9.300 156.00 4971.99 .00 .61 .00 33.22 20.00 PAGE 10 ' 26JAN94 18:04:02 1 SUMMARY OF ERRORS AND SPECIAL NOTES CAUTION SECNO= CAUTION SECNO= CAUTION SECNO= CAUTION SECNO= ' CAUTION SECNO= CAUTION SECNO= ' CAUTION SECNO= WARNING SECNO= 1 1 1 1 1 1 1 1 2.000 PROFILE= 1 CRITICAL DEPTH ASSUMED 2.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY 2.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL 4.000 PROFILE= 1 CRITICAL DEPTH ASSUMED 4.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY 8.000 PROFILE= 1 CRITICAL DEPTH ASSUMED 8.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY 9.300 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 11 APPENDIX B Proposed Channel HEC-2 Output ' Note: Cross section label numbers 3 through 16 were multiplied by 100 and 9.1 through 9.3 were multiplied by 1,000 to provide Increasing cross section numbers. This is required in the HEC-2 model when the split ' flow option is used. 1 1 1 1 1 pwhphppk*Ahhh*fih##kh**fipkfihfihfifiphrt#A##kh#hnp * HEC-2 WATER SURFACE PROFILES k p * Version 4.6.2; May 1991 w p * RUN DATE 26JAN94 TIME 16:19:34 *bdfi*##hhdAfirth##hh*hh**fid##wh###hhh#phhhdhhh x x xxxxm xxxxx X)O= x x x x x x x x x x x x xxxxxxx xxxx x xxxxx xxm x x x x x x x x x x x x x xxxxm xxxxx xxxxxxx *#hhpkkwhM1M1prtM1kh#AAfiAAApkhk#Ahp***** * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 fih*h*#*hhh#hhd*bh#bhfi *hhAh#kwAAAhAAw 1 26JAN94 16:19:35 THIS RUN EXECUTED 26JAN94 #A*k#*#A*hk*kkAAM1##k#kh*hAh#*b*#bh#bh HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 *****A*AA*A#A*kbhA#*h**Akk#k*Ak*#**#A SPLIT FLOW BEING PERFORMED SF SPLIT FLOW -- OVERFLOW FROM CULVERT JC JP 0 0 0 1 0 TW WIER ALONG ROAD AND SOUTHERN PROPERTY WS 4 9200 9300 1200 2.5 WC 100 4974.3 160 4971.1 180 4971.1 181 4975. PAGE 1 16:19:35 ' 26JAN94 16:19:35 ' T1 HUNTINGTON HILLS T2 Resource Consultants and Engineers T3 South Drainage Channel ' T4 Upstream Channel Improvement and Drop Structure at Sanitary Sewer J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q ' 2 JS **********ASSUMED DISCHARGES FOR SPLIT FLOW********** ' 40 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW -1 -1 -1 QT 1 213 NC 0.06 0.06 0.045 0.1 0.3 X1 1 8 44.1 62.5 0 0 0 GR 5039.9 0 5039 44.1 5037.6 50.7 5037.6 ' GR 5039.2 62.7 5041.4 72.5 5041.9 97 ' X1 GR 170 5044.4 11 34 54.2 5044.4 82.1 35 60 5043.9 60 54.2 60 5041.6 GR 5040.6 68.5 5041.1 73.1 5042 75.9 5042.6 GR 5044.6 91 , X1 180 7 58 76 5 5 5 GR 5043.8 38 5043.4 58 5040.4 64 5040.4 GR 5043.5 81 5045 84 ' X1 190 7 58 76 5 5 5 GR 5043.8 38 5043.4 58 5040.4 64 5040.4 GR 5043.5 81 5045 84 1 X1 195 9 58 76 3 3 3 GR 5043.8 38 5043.4 58 5041.4 62 5040.9 ' GR 5041.4 72 5043.4 76 5043.6 80 5045 'X1 200 9 58 76 5 5 5 GR 5043.8 38 5043.4 58 5041.4 62 5040.9 GR 5041.4 72 5043.4 76 5043.6 80 5045 PAGE 2 WSEL FQ 4941.0 CHNIM ITRACE -100 60 5039.2 62.5 -100 62 5041 65.6 78.8 5043.9 82.1 -100 70 5043.4 76 -100 70 5043.4 76 -100 63 5040.9 71 84 -100 63 5040.9 71 84 ' 26JAN94 16:19:35 PAGE 3 ' XL 225 9 56 76 11 11 11 -100 GR 5044.0 38 5043.6 56 5041.6 60 5041.1 61 5041.1 71 ' GR 5041.6 72 5043.6 76 5043.6 80 5045.2 84 X1 250 11 54.2 82.1 12 12 12 \ -100 ' GR 5044.4 34 5044.4 35 5043.9 54.2 5041.6 62 5041.4 63.5 GR 5041.4 69.2 5041.4 74.3 5042 75.9 5042.6 78.8 5043.9 82.1 GR 5044.6 91 QT 1 160 X1 300 8 71 86.3 87 97 92 -100 ' GR 5046.3 53 5046.3 54 5044.2 71 5043.1 75.5 5043.4 78.3 GR 5043.5 81.4 5044.1 86.3 5047.7 103.2 QT 1 160 X1 400 10 30.8 86.9 140 145 141 -100 GR 5049.8 30 5049.8 30.8 5048.2 47.4 5046.6 56.7 5046.7 60.5 GR 5046.6 63.1 5047.7 66.1 5050.3 86.9 5049.7 126 5051.2 158.9 X1 1000 4 100 139.5 82 82 82 -100 GR 5051.6 100 5049.1 119.5 5049.1 124.5 5052.4 139.5 ' QT 1 156 X1 1100 4 100 135.0 100 100 100 -100 GR 5055.0 100 5052 115.0 5052 120.0 5055.0 135.0 ' X1 1200 0 100 100 100 2.8 X1 1300 0 100 100 100 2.9 1 X1 1400 4 100 147 100 100 100 -100 ' GR 5066.4 100 5060.5 121.8 5060.5 126.8 5064.5 147 ' XL GR 1510 5064 4 100 100 5060.9 123 109 20 5060.9 20 114 20 5064 123 -100 ' NC .3 .5 X1 1600 6 105 111.1 5.2 5.2 5.2 X3 10 0 0 107 110.5 GR 4966 100 4964.5 105 4963.5 105.1 4963.5 111 4964.5 111.1 GR 4966 116 ' 26JAN94 16:19:35 ' SC 1.013 X1 9200 ' X2 X3 10 GR 4972 ' X1 930 1 X3 10 GR 4972.5 t 1 0.10 2.6 10 3.5 0 85 4 100 145 85 85 85 2 4969.6 4978 0 131 134.5 100 4966.1 130 4966.1 136 4972 4 100 145 20 20 20 111 155 100 4966.6 130 4966.6 136 4972.5 PAGE 4 1.2 4966.1 4963.5 145 145 26JAN94 16:19:35 SECNO DEPTH CWSEL CRIWS WSELK EG Q QLOB QCH QROB ALOB ACH TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC ' *PROF 1 CRITICAL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS CCHV- .100 CEHV= .300 ' *SECNO 1.000 3280 CROSS SECTION 1.00 EXTENDED 1.10 FEET ' 1,000 3,40 4941,00 4939,71 4941,00 1141,06 213.0 76.6 130.3 6.1 68.4 55.9 .00 1.12 2.33 .80 .060 .045 .001180 0. 0. 0. 0 10 *SECNO 170.000 ' 3301 HV CHANGED MORE THAN HVINS ' 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 170.000 2.37 4942.97 4942.97 .00 4943.69 213.0 .0 213.0 .0 .0 31.4 .00 .00 6.79 .00 .000 .045 .027879 60. 60. 60. 0 19 ' *SECNO 180.000 180.000 2.66 4943.06 4942.95 .00 4943.83 213.0 .0 213.0 .0 .0 30.1 ' .00 .00 7.07 .00 .000 .045 .022923 5. 5. 5. 2 8 *SECNO 190.000 190.000 3.00 4943.40 4942.95 .00 4943.94 ' 213.0 .0 213.0 .0 .0 35.9 .00 .00 5.93 .00 .000 .045 .014206 5. 5. 5. 4 8 ' *SECNO 195.000 195.000 2.42 4943.32 4943.19 .00 4944.05 ' 213.0 .0 213.0 .0 .0 31.1 .00 .00 6.85 .00 .000 .045 .022037 3. 3. 3. 3 11 HV HL OLOSS L-BANK ELEV AROB VOL TWA R-HANK ELEV XNR WIN ELMIN SSTA ICONT CORAR TOPWID ENDST .06 .00 .00 4939.00 7.6 .0 .0 4939.20 O60 .000 4937.60 .00 0 .00 70.72 70.72 .72 .19 .20 4943.90 .0 .1 .1 4943.90 000 .000 4940.60 57.35 0 .00 22.40 79.74 .78 .13 .02 4943.40 .0 .1 .1 4943.40 000 .000 4940.40 58.68 0 .00 16.54 75.32 .55 .09 .02 4943.40 .0 .1 .1 4943.40 000 .000 4940.40 58.01 0 .00 17.98 75.99 .73 .05 .05 4943.40 .0 .1 .1 4943.40 000 .000 4940.90 58.16 0 .00 17.69 75.84 PAGE 5 1 26JAN94 16:19:35 ' SECNO DEPTH CWSEL CRIWS Q QLOB QCH QROB TIME VLOB VCH VROB ' SLOPE XLOBL XLCH XLOBR *SECNO 200.000 ' 200.000 2.75 4943.65 4943.19 213.0 1.1 211.4 .5 .00 .69 5.71 .78 ' .012450 5. 5. 5. *SECNO 225.000 ' 225.000 2.83 4943.93 4943.18 213.0 1.6 209.9 1.5 ' .00 .007807 ,66 11. 4,76 11. 1,01 11. *SECNO 250.000 250.000 2.75 4944.15 4943.21 213.0 .5 212.3 .2 .00 .44 3.74 .44 ' .005136 12. 12. 12. ' *SECNO 300.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 300.000 1.99 4945.09 4945.09 ' 160.0 6.8 147.9 5.2 .01 2.14 6.43 2.28 ' .022375 87. 92. 97. *SECNO 400.000 ' 400.000 1.95 4948.55 4948.44 160.0 .0 160.0 .0 .02 .00 5.24 .00 .024014 140. 141. 145. ' *SECNO 1000,000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1000.000 1.74 4950.84 4950.84 160.0 .0 160.0 .0 .02 .00 5.85 .00 .030470 82. 82. 82. WSELK EG BV HL OLOSS L-BANK ELEV ALOB ACH AROB VOL TWA R-BANK ELEV XNL XNCH XNR WIN ELMIN SSTA ITRIAL IDC ICONT CORAR TOPWID ENDST .00 4944.15 .50 .08 .02 4943.40 1.6 37.0 .6 .1 .1 4943.40 O60 .045 .060 .000 4940.90 45.45 4 11 0 .00 34.70 80.15 .00 4944.28 .35 .11 .02 4943.60 2.5 44.1 1.5 .1 .1 4943.60 O60 .045 .060 .000 4941.10 41.12 2 15 0 .00 39.71 80.83 .00 4944.37 .22 .08 .01 4943.90 1.2 56.8 .4 .2 .1 4943.90 O60 _ .045 .060 .000 4941.40 44.62 2 14 0 .00 40.65 85.27 .00 4945.69 .60 .78 .12 4944.20 3.2 23.0 2.3 .2 .2 4944.10 O60 .045 .060 .000 4943.10 63.81 0 19 0 .00 27.12 90.94 .00 4948.97 .43 3.27 .02 4949.80 .0 30.6 .0 .3 .3 4950.30 .000 .045 .000 .000 4946.60 43.78 2 11 0 .00 29.12 72.89 .00 4951.37 .53 2.21 .03 4951.60 .0 27.4 .0 .4 .3 4952.40 .000 .045 .000 .000 4949.10 105.94 0 11 0 .00 26.47 132.40 PAGE 6 26JAN94 16:19:35 ' SECNO DEPTH CWSEL CRIWS Q QLOB QCH QROB TIME VLOB VCH VROB ' SLOPE XLOBL XLCH XLOBR ' *SECNO 1100.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1100.000 1.83 4953.83 4953.83 ' 156.0 .0 156.0 .0 .02 .00 6.04 .00 .029753 100. 100. 100. *SECNO 1200.000 1210,000 1.88 4956.68 4156.63 155.0 .0 156.0 .0 .03 .00 5.78 .00 .026340 100. 100. 100. *SECNO 1300.000 ' 1300.000 1.60 4959.30 4959.18 101.1 .0 101.1 .0 .04 .00 4.83 .00 ' .121982 100. 100. 100. *SECNO 1400.000 ' 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1400.000 1.54 4962.04 4962.04 ' 101.1 .0 101.1 .0 .04 .00 5.62 .00 .030744 100. 100. 100. 1 *SECNO 1500.000 1500.000 1.69 4962.59 4962.59 ' 101.1 .0 101.1 .0 .04 .00 6.00 .00 .029396 20. 20. 20. CCHV= .300 CEHV= .500 *SECNO 1600.000 3280 CROSS SECTION 1600.00 EXTENDED 1 WSELK EG HV HL OLOSS L-HANK ELEV ALOB ACH AROB VOL TWA R-BANK ELEV XNL XNCH XNR WIN ELMIN SSTA ITRIAL IDC ICONT CORAR TOPWID ENDST .00 4954.39 .57 3.01 .01 4955.00 .0 25.8 .0 .5 .4 4955.00 000 .045 .000 .000 4952.00 105.87 0 8 0 .00 23.27 129.13 .00 4957.20 .52 2.80 .00 4957.80 .0 27.0 .0 .5 .4 4957.80 000 .045 .000 .000 4954.80 105.61 2 5 0 .00 23.77 129.39 .00 4959.66 .36 2.45 .02 4960.70 .0 20.9 .0 .6 .5 4960.70 000 .045 .000 .000 4957.70 106.97 2 15 0 .00 21.07 128.03 .00 4962.53 .49 2.58 .04 4966.40 .0 18.0 .0 .6 .5 4964.50 000 .045 .000 .000 4960.50 116.13 0 8 0 .00 18.42 134.55 .00 4963.15 .56 .60 .02 4964.00 .0 16.8 .0 .6 .5 4964.00 000 .045 .000 .000 4960.90 104.07 1 8 0 .00 14.85 118.93 45 FEET PAGE 7 26JAN94 16:19:35 PAGE 8 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV EL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA ' SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3301 HV CHANGED MORE THAN HVINS 7185 MINIMUM SPECIFIC ENERGY ' 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS- 107.0 110.5 TYPE= 1 TARGET- 3.500 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 100000.00 ELREA= 100000.00 1600,000 2,95 4966,45 4966,45 .00 101.1 .0 101.1 .0 .0 4967,94 10.3 1,41 .0 .23 .6 .46 100000.00 .5 100000.00 .04 .00 9.79 .00 .000 .045 .000 .000 4963.50 107.00 .077553 5. 5. 5. 0 14 0 .00 3.50 110.50 SPECIAL CULVERT SC CUNO CUNV ENTLC COFQ RDLEN RISE SPAN CULVLN CHRT SCL ELCHU ELCHD 1 .013 .10 2.60 10.00 3.50 .00 85.00 1 2 4966.10 4963.50 CHART 1 - CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE SCALE 2 - GROOVE END ENTRANCE WITH HEADWALL ' *SECNO 9200.000 ' SPECIAL CULVERT INLET CONTROL EGIC - 4971.863 EGOC = 4971.353 PCWSE= 4966.452 ELTRD= 4978.000 ' 3301 HV CHANGED MORE THAN HVINS ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.03 SPECIAL CULVERT ' EGIC EGOC H4 QWEIR QCULV VCH ACULV ELTRD WEIRLN 4971.86 4971.35 3.92 0. 101. 5.446 9.6 4978.00 0. 1 3470 ENCROACHMENT STATIONS= 131.0 134.5 TYPE= 1 TARGET- 3.500 ' 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 100000.00 ELREA= 100000.00 9200.000 5.30 4971.40 .00 .00 4971.86 .46 3.92 .00 100000.00. 101.1 .0 101.1 .0 .0 18.6 .0 .7 .5 100000.00 .05 .00 5.45 .00 .000 .045 .000 .000 4966.10 131.00 018861 85. 85. 85. 2 0 0 .00 3.50 134.50 I 26JAN94 16:19:35 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL Q QLOB QCH QROB ALOB ACH AROB VOL TIME VLOB VCH VROB XNL XNCH XNR WTN ' SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR *SECNO 9111,000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 12.02 OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST 3470 ENCROACHMENT STATIONS= 111.0 155.0 TYPE- 1 TARGET= 44.000 ' 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 100000.00 ELREA= 4972.50 9300.000 5.38 4971.98 4968.54 .00 4972.01 .03 .01 .13 100000.00 156.0 .0 156.0 .0 .0 121.1 .0 .7 4972.50 ' .05 .00 1.29 .00 .000 .045 .000 .000 4966.60 .5 111.00 .000311 20. 20. 20. 2 22 0 .00 33.21 144.21 PAGE 9 26JAN94 16:19:35 TW WIER ALONG ROAD AND SOUTHERN PROPERTY ASQ QCOMP ERRAC TASQ TCQ TABER NITER DSWS USWS DSSNO USSNO 54.86 54.89 , .05 54.86 54.89 .05 10 4971.863 4972.008 9200.000 9300.000 PAGE 10 I ' 26JAN94 16:19:35 PAGE 11 THIS RUN EXECUTED 26JAN94 16:19:40 k**k*A#A#A**x#hA#k#Aka**hkh##hkhh#hhh HEC-2 WATER SURFACE PROFILES ' Version 4.6.2; May 1991 A**kk#axkabxxa#k*#a*x#k**xxkk#*#Ahfr*A NOTE- ASTERISK (*) AT LEFT OF CROSS-S ' South Drainage Channel SUMMARY PRINTOUT TABLE 150 tSECNO XLCH ELTRD E ' 1.000 .00 .00 * 170.000 60.00 .00 ' 180.000 5.00 .00 ' 190.000 5.00 .00 195.000 3.00 .00 ' 200.000 5.00 .00 225.000 11.00 .00 ' 250.000 12.00 .00 * 300.000 92.00 .00 400.000 141.00 .00 ' * 1000.000 82.00 .00 * 1100.000 100.00 .00 1200.000 100.00 .00 1300.000 100.00 .00 ' * 1400.000 100.00 .00 ' 1500.000 20.00 .00 * 1600.000 5.20 .00 ECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST LLC ELMIN Q CWSEL CRIWS EG 10*KS .00 4937.60 213.00 4941.00 4939.71 4941.06 11.80 .00 4940.60 213.00 4942.97 4942.97 4943.69 278.79 .00 4940.40 213.00 4943.06 4942.95 4943.83 229.23 .00 4940.40 213.00 4943.40 4942.95 4943.94 142.06 .00 4940.90 213.00 4943.32 4943.19 4944.05 220.37 .00 4940.90 213.00 4943.65 4943.19 4944.15 124.50 .00 4941.10 213.00 4943.93 4943.18 4944.28 78.07 .00 4941.40 213.00 4944.15 4943.21 4944.37 51.36 .00 4943.10 160.00 4945.09 4945.09 4945.69 223.76 .00 4946.60 160.00 4948.55 4948.44 4948.97 240.14 .00 4949.10 .160.00 4950.84 4950.84 4951.37 304.70 .00 4952.00 156.00 4953.83 4953.83 4954.39 297.53 .00 4954.80 156.00 4956.68 4956.63 4957.20 263.40 .00 4957.70 101.14 4959.30 4959.18 4959.66 219.82 4960.50 101.14 4962.04 4962.04 4962.53 307.44 .00 .00 4960.90 101.14 4962.59 4962.59 4963.15 293.96 .00 4963.50 101.14 4966.45 4966.45 4967.94 775.53 VCH AREA .01 2.33 131.87 62. 6.79 31.38 12. 7.07 30.11 14. 5.93 35.89 17. 6.85 31.10 14. 5.71 39.20 19. 4.76 48.03 24. 3.74 58.43 29. 6.43 28.48 10. 5.24 30.56 10. 5.85 27.36 9. 6.04 25.82 9. 5.78 27.01 9. 4.83 20.95 6. 5.62 17.98 5. 6.00 16.84 5. 9.79 10.33 3. 1 ' 26JAN94 SECNO * 9200.000 ' * 9300.000 1 1 1 1 1 1 16:19:35 PAGE 12 XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01 85.00 4978.00 4969.60 4966.10 101.14 4971.40 .00 4971.86 188.61 5.45 18.57 7. 20.00 .00 .00 4966.60 156.00 4971.98 4968.54 4972.01 3.11 1.29 121.14 88. ' 26JAN94 16:19:35 PAGE 13 ' South Drainage Channel SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH ' 1.000 213.00 4941.00 .00 .00 .00 70.72 .00 * 170.000 213.00 4942.97 .00 1.97 .00 22.40 60.00 180.000 213.00 4943.06 .00 .08 .00 16.64 5.00 ' 190.000 213.00 4943.40 .00 .34 .00 17.98 5.00 195.000 213.00 4943.32 .00 -.07 .00 17.69 3.00 ' 200.000 213.00 4943.65 .00 .33 .00 34.70 5.00 225.000 213.00 4943.93 .00 .28 .00 39.71 11.00 250.000 213.00 4944.15 .00 .22 .00 40.55 12.00 * 300.000 160.00 4945.09 .00 .94 .00 27.12 92.00 400.000 160.00 4948.55 .00 3.46 .00 29.12 141.00 ' * 1000.000 160.00 4950.84 .00 2.29 .00 26.47 82.00 * 1100.000 156.00 4953.83 .00 2.99 .00 23.27 100.00 ' 1200.000 156.00 4956.68 2.85 23.77 100.00 .00 .00 ' 1300.000 101.14 4959.30 .00 2.62 .00 21.07 100.00 * 1400.000 101.14 4962.04 .00 2.74 .00 18.42 100.00 ' 1500.000 101.14 4962.59 .00 .55 .00 14.85 20.00 * 1600.000 101.14 4966.45 .00 3.85 .00 3.50 5.20 ' * 9200.000 101.14 4971.40 4.95 3.50 85.00 .00 .00 ' * 9300.000 156.00 4971.98 .00 .58 .00 33.21 20.00 1 1 26JAN94 16:19:35 PAGE 14 SUMMARY OF ERRORS AND SPECIAL NOTES CAUTION SECNO= 170.000 PROFILE- 1 CRITICAL DEPTH ASSUMED ' CAUTION SECNO= 170*110 PROFILE- 1 MINIMUM SPECIFIC ENERGY CAUTION SECNO= 300.000 PROFILE- 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 300.000 PROFILE- 1 MINIMUM SPECIFIC ENERGY ' CAUTION SECNO= 1000.000 PROFILE- 1 CRITICAL DEPTH ASSUMED CAUTION SECNO- 1000.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY ' CAUTION SECNO= 1100.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1100.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY ' CAUTION SECNO= 1400.000 PROFILE=. 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1400.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY ' CAUTION SECNO= 1600.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1600.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 9200.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 9300.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 t 1