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Old Smoky Hill River Channel Study I I I I I I I I i I I I I I I I I I I I ~//J~ OLD SMOKY HILL RIVER CHANNEL STUDY , FOR THE CITY OF SALINA, KANSAS 4' 3f V<\ .. ,*~i," ~" 11. . " ~r' . >> .... ~ ""4,"< .alii" i". " 4$;'- tlLSON COMPANY ENGINEERS ARCHITECTS t ------------------- . 'I I I II I I I I I I . I I I I I I . ,) OLD SMOKY -Hill RIVER CHANNEL STUDY PREPARED FOR THE CITY OF SALINA, KANSAS CITY COMMISSION ... -A.. JACK P. WEISGERBER - MAYOR KEITH G. DUCKERS DAN S. GElS KAREN M. GRAVES GERALD F. SIMPSON_ ~ CITY OFFICIALS NORRIS D. OLSON - CITY MANAGER DEAN L. BOYER - CITY ENGINEER PREPARED BY " \NILSON e: COMPANY ENGINEERS a: ARCHITECTS TABLE OF CONTENTS Section 1 - Introduction Figure 1.01 Old Smoky Hill River. Channel, Iron Avenue Cutoff, Inlet and Outlet Structures, etc. Section 2 - Historical Background Figure 2.01 Scenes on the Smoky Hill River in the early 1900's Figure 2.02 Scenes of the Old River Channel in its Present Silted Condition In accordance with the authorization of the Governing Body of the City of Salina, Wilson & Company, Engineers & Archi- tects, has prepared and herewith submits the Old Smoky Hill River Channel Study Report. Wilson & Company gratefully acknowledges the assistance of. the City Staff and the Kansas City District Corps of Engineers in the preparation of this study. We shall be pleased to serve you further in any way we may be able, whether to assist in. the execution of the recommended plan, or to assist in other endeavors. Section 3 - Recommended Plan Figure 3.01 Plan of Sedimentation Basin Figure 3.02 Diagramatic Concept of Sedi- mentation Basin Figures 3.03 through 3.10 Recommended Plan Figures 3.11 through 3.16 Recommended Plan Profile Sheets Figure 3.17 Recommended Parkway System Section 4 - Engineering Studies A. Introduction 1. General 2. Problems Figure 4.01 Photographs of Existing Channel Figure 4.02 Typical Constrictions in Channel 3. Purpose and Scope B. Hydrologic Analysis of Interior Drainage 1. General 2. Hydrology Table 4.01 Summary of Larger Drainage Areas 3. Rainfall Figure 4.03 Rainfall - Duration Curves Figure 4.04 Intensity - Duration Curves C. Hydraulic Analysis 1. General Table 4.02 Roughness Coefficients 2. Critical Velocity 3. Flood Protection Figure 4.05 Drainage Area Map ~ ,....~"O.S'~;;:~,.. ,.,\~, .............<"4:'- ."q,;." ...~'~ :~:" RALPH B \~-;. ~~ f IllCKLEFS. JR.Jg:~ ~"" \" 2 /.....l '~ <1'.... "",-'~ ,,' 0, ~;J:"........~<:!J'.. . .......f; OF ....~....... .'......11... """"'''''''''' .....""tN J. AI...... ....'=>'\ ...........("l';.~ l ...\.\CE.N".(o",o\ g :" ~ ~ :: : 7821 : :: \11\1- /tt;j \~......,Nst>-:...~l .... ,s.s: ......... (j.*' ,,0 .......lONAL '(..~...... ..,............. @~14t<, ~1 follows follows follows follows follows follows follows follows follows follows follows follows follows IC' '., I Page No. I 1.01 1.01 I 2.01 I 2.01 2.01 I 3.01 3.01 I 3.01 3.01 I 3.01 3.02 I 4.01 4.01 4.01 4.01 I 4.01 I 4.01 4.02 I 4.02 4.02 4.02 4.03 4.02 4.02 4.02 4.03 4.03 4.03 4.03 4.04 4.04 I I 1 I. I} I~ , Section 5 - Beautification and Recreation Enhancement A. Design Concept 1. Beautification 2. Recreation Enhancement Planning and Development Policies 1. Statement of Objectives 2. Policy on Environmental Quality 3. Policy on Recreational Use C. Construction Sequence Figure 5.01 Construction Sequence Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 D. Preliminary Development Plans Figure 5.02 Stations 100+00 to 130+00 Figure 5.03 Stations 130+00 to 180+00 Figure 5.04 Stations 180+00 to 235+00 Figure 5.05 Stations 235+00 to 280+00 Figure 5.06 Stations 280+00 to 305+00 Figure 5.07 Stations 305+00 to 355+00 Figure 5.08 Stations 355+00 to 395+00 Figure 5.09 Stations 395+00 to 460+00 Figure 510 Stations 480+00 to 510+00 I I I D. Alternative Concepts Plan 1 Figure 4.06 Plan View Figure 4.07 Profile Plan 2 Figure 4.08 Plan View Figure 4.09 Profile Plan 3 Figure 4.10 Plan View Figure 4.11 Profile Plan 4 Figure 4.12 Plan View Figure 4.13 Profile Plan 5 Plan 6 Figure 4.14 Plan View Plan 7 Figure 4.15 Plan View Unreasonable Alternative Concepts Table 4.03 Summary of Alternative Plans E. Financing F. Summary and Conclusions G. References I I I I I I I I B. I I I I I I I I follows follows follows follows follows follows follows follows follows follows follows follows follows follows follows follows follows follows follows follows follows Page No. 4.04 4.04 4.04 4.04 4.06 4.06 4.06 4.06 4.06 4.06 4.07 4.07 4.07 4.08 4.08 4.08 4.09 4.09 4.09 4.09 4.09 4.10 4.11 E. Special Details Figure 5.11 Special Details: Rest Areas, Wood Bridge Figure 5.12 Special Details: Typical Sections, Elevations, Wood Retaining Wall, Culvert Crossing Figure 5.13 Westbend Rest Area Figure 5.14 Oakdale Park Rest Area Figure 5.15 Riverside Park Rest Area Figure 5.16 Lakewood Park Rest Area Figure 5.17 Indian Rock Park Rest Area 1. Rest Areas 2. Bridges 3. Contiguous Hiking and Bicycle Paths 4. Separate Hiking and Bicycle Paths 5. Wood Retaining Walls 6. Fencing 7. Culvert Crossing 8. Lighting 9. Path Bollarding D. Maintenance E. Funding follows follows follows follows follows follows follows Section 6 A. - Cost Estimates Water Treatment Facilities and Water Feature Enhancement Cost Breakdown Parkway System Development Total Cost Summary for the Recommended Alternative 5.01 5.01 5.01 5.02 5.03 5.03 5.03 5.04 5.04 5.04 5.04 5.04 5.04 5.04 5.04 5.04 5.05 5.05 5.05 5.05 5.06 5.06 5.07 5.07 5.07 B. C. Appendix - Review of Previous Studies, Reports, Recommendations, Etc. A. Salina Board of Realtors B. Public Meeting, Old Smoky Hill River Channel Project Figure A-I through A-5 Concepts A through E follows C. Section 216 Feasibility Study, Kansas City District Corps of Engineers, May 1977 D. Salina Area Chamber of Commerce Page No. 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.08 5.08 5.08 5.08 5.09 5.09 5.09 5.09 5.09 5.09 5.10 6.01 6.01 6.03 6.06 A A B C C D v~ ,- - - ... ... - - - - - - - - - - - - - - I I SECTION 1 - INTRODUCTION I I During January 1978, the City of Salina authorized Wilson & Company to proceed with a study of the old Smoky Hill River channel. The objective of the study is to evaluate concepts for beautification, recreation enhancement, stabilization of the channel and banks, alternative concepts for dealing with the problem of progressive siltation and aggradation of the old channel and the maintenance of the water supply to the raw water intake at the municipal water treatment plant. The slope of the old channel flowline is relatively flat. The inlet pipe located above Ohio Street is only 4 inches higher than the crest of the old mill dam. This dam has formed a pool of slow moving water upstream, causing the heavier sediment to settle out, resulting in a very shallow stream. Below the old mill dam, the quality of water is somewhat improved and considerably less sediment has been deposited. I I I Figure 1.01 shows the Old Smoky Hill River channel, Iron Avenue cutoff, inlet and outlet structures, etc. The design and construction of the Smoky Hill River flood protection, completed in 1961, included an inlet structure located at the south end of Indiana Avenue, where Indiana turns west into Arlington Drive. This inlet structure was designed to admit a maximum inflow of water equal to 100 cubic feet per second (c.f.s.) to the old river channel. The municipal water treatment plant uses up to 40 c.f.s. of this water, while the remainder flows downstream and out through the outlet works located east of Lakewood Park. As part of this study, the amount of silt deposited in the old river channel, the total capacity of the channel above the Western Star Mill dam and the amount of silt deposited to this date were calculated. From these data, it was determined the old channel above the dam would be completely full of silt sometime between 1983 and 1984, terminating the supply of water to the raw water intake. I I I Ecological changes that have occurred in the old channel, mostly above the old mill dam, are similar to those commonly associated with isolated oxbows created by meandering streams. Reduced flows in the channel do not provide sufficient scouring action to keep it cleaned out. I I As a result of the Iron Avenue 'cutOff, extensive sedimentation in the old channel, especially in the reach~s above the old Western Star Mill dam, has occurred. In the slow moving upstream reach, conditions now more nearly resemble a wetland than a free flowing stream. Vegetation characteristic of marshes has become established in the old flowline. Woody plant materials normally associated with river bottom land are able to encroach further down the banks than was possible prior to construction of the project. I The extensive sediment deposits in the old channel originate from two primary sources: I I A. The water heavily laden with silt, flowing in from the river, estimated at 130,000 cubic yards per year at maximum inflow. A considerable difference of opinion exists regarding the desirability of this new growth. Private landowners along the old channel make individual decisions about\the management of adjacent banks. The City promotes a selectively thinned and renovated timber and a mowed appearance consistent with park maintenance in those reaches adjacent to the parks; some local conservationists prefer to allow the riverbanks and old channel to undergo a process of natural succession. I B. Storm runoff from the urban area, although this source contributes approximately 3 percent of the total quantity. I I I 1.01 ------------------- I I I I I I I I I I I I I I I I I I I -. ,., STATE ST. V,Wl + VICINITY MAP NOT TO SCALE W-& C-E 1'LS 0 N COMPANY ENGIN EE.R.S ARCHITE.CTS t ~ "30 '000 'Goo SCAL" ".., FEET FIGURE 1.01 OLD SMOKY HILL RIVER CHANNEL, IRON AVENUE CUTOFF, INLET AND OUTLET STRUCTURES, ETC. ------------------- I I SECTION 2 - HISTORICAL BACKGROUND C. Partial encirclement of the City with a levee north of Euclid' I Street. I Scenes of the Smoky Hill River, as it meandered through the City of Salina during the early 1900's, are shown by Figure 2.01. D. Modification of the river channel with a 1-1/4 mile cutoff channel constructed on the east side of the City near Iron Avenue to bypass the loop of the river passing through the City. I Before completion of the flood protection project in 1961, the Smoky Hill River was one of Salina's principal recreation resources, serving boating, fishing and other water-oriented sports. It was also considered a valuable aesthetic asset to the City, especially through the scenic reaches contigu- ous with Kenwood and Oakdale Parks. At the same time, flooding of the Smoky Hill River constituted Salina's greatest single water resource problem. E. Construction of two storm water pumping plants, one located east of Lakewood Park near the levee and the other on Dry Creek northwest of the City. I I The project was completed in 1961. I Between 1895 and 1951, Salina experienced six major damaging floods and numerous minor floods. Details pertaining to the 1895 flood are not avail- able, however, the major floods occurring in 1903, 1927, 1938, 1941 and 1951 were caused by overflows from both the Smoky Hill River and Dry Creek. Torrential rains fell between October 18 and 22, 1941, over an area 100 square miles south of Salina. Much of the City was flooded when both the Smoky Hill River and Dry Creek overflowed. Rainfall over this 96 hour period averaged 11.5 inches. Kanopolis Lake, a Corps of Engineers project con- . structed on the Smoky Hill about 25 miles southwest of Salina, was completed in 1948 to provide flood control along the Smoky Hill and Kansas Rivers. The storm of July 9 to 13, 1951 occurred in an area between Kanopolis Lake and Salina producing more than 12'inches of rain. About half of the residen- tial part of the City was inundated. Affected businesses did not return to normal activity for more than three weeks. Over the past 16 years, the newly created stream environment has been slowly stabilizing. Reduced inflow and large quantities of silt carried through the inlet have combined to reduce gradually the depth and width of the original river channel. Figure 2.02 shows scenes of the old river channel in its present silted condition. I I I In 1971, the Salina Board of Realtors adopted the improvement of the old river channel as its project in a program sponsored by the National Associ- ation of Real Estate Boards to "Make America Better." Local interests requested the Corps of Engineers to study the continuing sediment deposition in the channel. These early studies are abstracted in the Appendix. I I I B. Realignment of Mulberry and Dry Creeks west of Salina. A study of the sediment deposition in the old channel was instituted by the Corps in 1974. The study was concluded with a report by the Corps entitled SECTION 216, FEASIBILITY STUDY, MAY 1977. The report verified that the flood control project continues to function satisfactorily in the manner for which it was designed. Because the flood control project continues to meet its functional design requirements, and because the Corps has no authority to participate in recreational enhancement work involving the old channel, it was further concluded that the Corps need not modify the project for flood control purposes and that the Corps cannot participate in any improvement measures relative to the old river channel. I Construction of Salina's flood protection project began in 1957. Major features of this project recommended by the Corps included the: I I A. Construction of a diversion channel and levee south of Mentor., Kansas, to transport flows from Dry Creek into the Smoky Hill River. I I 2.01 en C") m Z m en o -IZ ::1:-1 m::l: mm::!! >en~ :g"",,,,, r-""m -<0", ...~= 10-<- 0::1: 0_ -r- "'r- :g < m :g Z - - - - - - - - - - '" ;r . " ~ ~ ~ r;; ,>, ~" - - - - - - - - - ~~/ - -~l . - - - - - - - - - Z ...J WZ ZO Z..... < ::1:0 t-'Z a:0 Wt-' g:>0 .-W Na:..... ~O:::! :::l...Jen c:l0 - ..... "'WZ ::I:W ..... en LLW Oa: c... en en w..... Z- W t-' en - - - - - - - - - ------------------- I I I I I I I I I I I I I I I I I I I SECTION 3 - RECOMMENDED PLAN During the course of this study, all alternative solutions to the problems associated with the old river channel, including that of doing nothing, were investigated. These alternative solutions are outlined in detail in Section 4 of this report. The alternative recommended to the City, as being the most reasonable solution, corresponds to Plan 3 in Section 4E. It contains these major elements: Included in the advantages provided by the recommended alternatives are: A. The plan would provide a beneficial addition to the water treatment plant, allowing for expansion by increasing the river water intake. B. The plan provides for utilization of the existing channel to convey water to the treatment plant without silt buildup. A. A sedimentation basin, as shown by Figures 3.01 and 3.02, would be constructed near the inlet structure with a design gravity inflow of 50 cubic feet per second into the basin. The silt would be pumped out to below the scour key dam in the cutoff channel. This disposal process is subject to regulatory approval as defined in Section 4Al of this report. An alternative disposal measure would pump the silt to the sludge pipeline from the water treatment plant. C. It would restore the old channel to an appearance similar to its original character. D. It would provide a predictable and manageable program for the recrea- tional use of the old channel, including fishing, boating and other water related activities. B. The old channel between the sedimentation basin and the Western Star Mill dam would be dredged and sloped. The recommended alternative plans and profiles are shown by Figures 3.03 through 3.16. E. It would provide an aesthetically pleasing water feature for the parkway system. C. The gates of the Western Star Mill dam would be closed in order to increase the water level in the upper reaches of the old channel. Restoration of the old channel can be accomplished in stages beginning with the construction of the sedimentation basin. The dredging and sloping of the upper channel, the cleaning and stripping of the lower channel and the construction of the upper and lower weir dams would be accomplished in phases to correspond to the construction phases of the parkway systems, as described in Section 5. Right-of-way for the parkway system could be used for haul roads for disposal of the silt and for stockpile areas for the silt. Dredging in the upper channel would be minimal, except in those areas adjacent to Kenwood, Oakdale and Founder's Parks where the ful~ bottom width would be dredged to a depth of 4 to 5 feet, as shown by the cross sections on Figures 3.11 through 3.13. D. The old channel below the Western Star Mill dam and above the outlet structure would be cleaned of debris and stripped of aquatic vegetation to minimize decomposition. E. A parkway system would be established on either side of the renovated river channel as shown by Figure 3.17. The parkway would link Indian Rock, Kenwood, Oakdale, Founder's, Riverside and Lakewood Parks into one continu- ous system. The parkway system would include hiking and bicycle trails, rest areas, neighborhood picnic and playground areas, selective thinning and renovation of existing timber and additional landscape planting. 3m ~ OI2:E.CTlON OF- R.OTA',-\ON t e.LADE:S RAKE. ,\VICE PER tZ:EVOLUTIOt-J ~ ______------- ----7-" CHECKE-RE:D PLA'TI:- \VAL':''VAV '; :-- -.;:" @ REACTlOt..J Wc-LL ~ UPP~R 'e,LUDGE- ~ MIDDLE ":>L\.JDGf: CD e.OTTOM 'e>LUOGe= 5.E.-'=' DE:"TAIL "y" ~. Nu""e,E;R O~ RADIAL LA.UI>JOE~~ V,A.J2Y "-'ITH ME:CHA).J\~M 51"2.= ~~ OF- IAL '51"Z.F: "'Ou..... D ~Q.u....~.. ..,.""'...,..:;. ,....."-1>0:. ME.CHAt-JI'5t-'\ 5IZE~ ).J~ 2:0 \HRU N~ 2.4, ~E:QUIRE T\VO OUTLE.T RADIALS. ME.CHA\>.JI'5Vo SI"Z.E to..I.~ \~ R.E:QUlRE'S Ot-JE.- OUiLET ~AO\Al.. (SEE- TAC3LE) I GiAXIMUM - \VATeR LENEL &..~ -.=- I" I 'TOP OF- e.^~I"'" .....AI...L I I E.....eR:.GoE:t.Jcv OVER:.F\..O\V \vell:! , (OPTIO~""'L) OloJ TANK \VALL- L.f:;:t.JGTH OF- \V&l~ A~ REQU\RtD ,0 HAt-..IDLE: ~PEC\F1EO OVERFL.OW R:A'Te: 0 4" \-\E.....O. OR:,\e-).JT TO 'SUI, I I I I ~AMPL'E: P\PI~c:!o (1) I PLAt--J OUTLET POC.KeT EI-JLARC;ED ~HE.)..J T'WO QUTLEi RADIAL'5 ARE- USED (ORIEI-JT To e.UIT) I '''' ~o ~I ZZ Z~ <4 ". 18 zo < I Z4 Z' '" '4 ~,pe HA."-l.OtZA\L '''' 20 20 24 ~4 ,," T\JRe.It-..l~ prz'VE: MOTO~ 4;, VAR.\ATIO"-l ...--CHE-MICAL FEED P\PI~G (':5E:E- NOTE:) ~I'I '" -~-l-//j-- /1 / -~- "'~-"',,: ~-~-~/ - r 7'- co'- OVeRALL HEIGl-lT ~l =--_.uIl4,.!.._ I n": ____1 ~ --rt -- -G;~;-~RE:EeoARD INCLUOe:'50 OlJTLET RADIAL(S) T +--t + r~-t-I ~~ -<r--r-~-~-I -t- ~""t ::,.-..,..'~~-;- r OuTLE-T LA.U\.JDE:~ , ''42.. OUTLIE.T INLE:T ( UNDf,;t2. \VALK\VAY) I i LJD~ 'NcH p,p, ---- --~~~ -:=:::- - , ......Cd 5UPPOR,~ -1"'LE;l" PIPE- I~ OF-F-5ET TO HE:~ I ". i, \~j~_ J-- __ ~:-=-=~n ___ ,,:/ _I<.;~~;~~'~~~;-~~~~~- ~ ~^GE:~ '1~,,~f~~~~J~t;'~~ D~U,", J ~~"'!fSJfJ~'~' / ' ---==-----_ -- -- -- ------ --- 'I -, -----."'.OIAll"-lG D. lZUM~.. .~~~ '''''. !, . - r RA.'t::.E:- A-R.l1 ___ !U II u-V -------- , --===~;~.;--=--------- ~ 1 \ ~ _~=~~::x:::.--=--. ~ ~ ~i~;U~"[i,.,.,1~1't:/7'1S<1~~ " ~r'=- ' "C"OG' ,",," L---->-=----:O-_~J" .~;/'-J.\..:0.( \\11 ,,', ~\ 0..::-.1~~-~_ ..--=-__-----=-_==-- (PROVIDE: 'SUl"iAeLE: I' 'l7z- - -----=~l?-~i.- ~- - - -- -;~~ c_ --=-- - ORA-It--.)) -~;:~:;;~;;~l9~j/~1 ~.:, '1 -SWOG' SUMP se","PEQ: . lk'----f---~~~ _-S~CjD.:'""'__:'P'" ~~~L~U"'TRAT'~~-~-:-C~'O>J - -~= 7 ! OPTIOI<JAL BLC\V- BA.CiC. ~-~ ~ .1JJ~~JjT=---- DE. -5lUUG.It.JG VALVE. _ Pt-JEUMATIC OPEf<:A"TE:D, TlME:R COl-J,r<:OLLEO I .....OTE: I CHE.......ICAL P'PI.....G ~HO.....N 1'5 FO~ ILLU'5T~"nvE: PLlIC:PO:>E::. Ot.!Ly' PIPllo..lG F-uR:).JI'SoI..U:[) 'W\LL ~E: eUITED To .Joe. DUT'(.. @ @ I COAGULANT ALK.ALI FOR: pH COt-J'T~OL. @ LIME or.: 'SODA ASH F-O~ 50F"TEt.Jlt.JG. I @ COAGULAI>J'T A\O. NO'Z."""AL FLCN RAt.JGE FOR THe~& MECHAWI'SM'5 "'7",00 TI-n.::w C:~OOO GPM - TAt.Jk:. 1iCA\JG1: 100'.0" THti::U 21?'.O. ~OUt-.1D OR. '5Q.U"'~IC-. I 02.IE:l..ITA,1'lO.... O~ 'VALKWAY ""'\T,", '....LE:T PIPE: Ut-JOE-Rt.JE.ATH, QUTLE-'T, ~LUDGE-, ....."'-10 S....t""IP'-E PIPE.:!> ""0 ~UrT ,Joe. 2E:Q.UIR..Et_M&"'-I"'S. I I FIGURE 3.01 PLAN OF SEDIMENTATION BASIN I I (If' , \ I I ,r '" iL I. ~ ~ ...~~!,,:, , ~~~ '\, '*ll ." 'iii 'I if' f" " :::;: <l: Cl UJ f- UJ 0: t) Z o t) ~ ~ft ~1 ~ ~A'7/} ~d:i j ~ i I J t) , rJ) s, ~. . 1 l~ n \~Il I'., ~ r{l ,.I!'l <l "~, , I'i ~ rr I \. , r .'1 ~ '\\JrIWiB " ti LL. Oz ..... - o...cn w< UlXl ",zz <=!oo ""u_ w .. ..... a::~< ::>-..... "''''''z U::<w ~~ <- a:o c:=:lw 5cn o r I .~ z Ui <l: co Z o f- <l: f- Z UJ :::;: Cl UJ rJ) ,~ , '" rt ~ ",It II er" iii 1} '" .. ..to d; tl .1 , ,~~ C! ~ C\I C\I ~ 0 z cD 0 C\I f- C\I <l: ~ > z UJ ...J 0 UJ f= <l: > UJ ...J UJ ~ r ~l~lr. .~ II) ."" ....l1li II rP II Q II ------------------- -, D '" III ,. !'I i~' ] I r-~ .... / ~ ..l i III r_ . -~ . ------------------- I il";f "''1 Ie':~' I I I " '" b~' 14~ , "....j .. I I B.M. '35~ CAP BEHIND ELMHURST A~~RB CORNER El. 1225.24 OHIO, !:! I I I I I' 1.,' 'l I I I I I I f! '" 1', Ir F: If; i! I I *,~ ",,' 5TA. 117+00 , lS" CMP r D.A.-S AC. FLJOUT-1219:5 . J ell I .I, . 11LS 0 N COMPANY ENGINEE.RS ! ARCHITE.CTS I ~ SCREEN PLANTING AREA TO BE CLEARED & SDREDGED. HAPED FIGURE 3 03 RECOMMENDED PLAN I -.----------------- ~ , f ~ ~'J;.- , '" ' T.B.M.-WCal5~- ~\ , <::. 4L,.: X 0 ;;1:, " ';'@'4"\ ~'W. c m W ADDITION , , I I I I I I I I I I I I I I I I ...... I 11 LS 0 N COMPANY I ENGINEERS ARCHITE.CTS t IA ..CALC'''' ......T [ ~ ,- - '$ pLAT NO. 52 SURVEYOR WES eNO ~ '~I,J;:I;"~.. ~I~ '~.if .'.'~'~;'I;' ,....~..'. ,~.......~;.~";. :.&"..;/ ~\\ ".~ \~ ".~ . '. ;' ..H '" F"',' ;.;.~" ~'r-'i~,. ;~.V ~J;."t. '.' ",', .tJ! '1,',;;. _Tm_~___''HW.~ ~_ ,;",_....."v@",/nz. "'~'" T B M -WC-2, "M" IN MUEllER ON T.B.M.-WC,15"M" IN MUELLER ON FiRE HYDRANT NORTH SIDE YMCA FIRE 'HYDRANT CORNER ELMHURST BUILDING, EL 1229.30 \AND WEST8END.E~: 1225.24 '.'Ii ~ ~ 'Ag '.$ ;: WESTCHESTER DRIVE ~~* .' . " . ~, ;:',J.>#A t ~ i\ ,Xl \.,.,,::'<1 ~k AREA TO BE DREDGED. CLEARED & SHAPED FIGURE 3.04 RECOMMENDED PLAN ..----------------- I::::: ._ I ! , I I I I I I I I I I I I I I I I I 11 LS 0 N COMPANY ENGINEERS ARCHITECTS t AREA TO BE DREDGED. CLEARED & SHAPED FIGURE 3.05 RECOMMENDED PLAN I ------------------- I I I I I I I I I I I I I I I I I 11 LS 0 N I COMPANY ENGINEERS ARC HlTECTS t I ,., ..c....... '''' .....tT AREA TO BE DREDGED. CLEARED & SHAPED FIGURE 3.06 RECOMMENDED PLAN ------------------- I y;r ." ,~ ... I .-. "" I I I I I I I I ~,' ~~ ~~ ~ I I I I VICINITY MAP I I I I, I: I! I" I I I I I I 11LSON COMPANY ENGINE.ERS ARCHITECTS 1 AREA TO BE DREDGED. CLEARED & SHAPED AREA TO BE CLEARED AND STRIPPED OF DECOMPOSABLE MATERIAL (1 FT.-2FT.! FIGURE 3.07 RECOMMENDED PLAN I ~(I -.. - - - - - - - - - - - - - - - - - - - I I: ...~'> I I I I I r 'I I , IIr STA. 34~0 I ii. ( 18" CM" hi" f ~~ D.A. -S A 1~ .->FL. OUT- 10:4~~r'. '{t I;J !:s1 - 1 ~ "I " STA. 348-S0 . t ~.~f2rif2'i1~r4"'RCBC ','~ ~ .. o _~ FL IN-119S.S II ~ "~FL OUT-1195.5 o - N9TE: RCBC IS PARTIALLY PLUGGED (APPROX. 2') ill 11 ;iT I I I ~ STAt 351+00 lS""'cMP .~ FL,ri1209.0 't .t{\ II\; 8,M. 131 . CAP BEHIND WEST ,CURB ELM AND OHIO ST., t ~. 1211.92 V'I-& c,~ I I I I ______~~~~_~AP_ I I I 11 LS 0 N COMPANY ENGINE.ERS ARCHITECTS t AREA TO BE DREDGED, CLEARED & SHAPED ~ AREA TO BE CLEARED AND STRIPPED OF DECOMPOSABLE MATERIAL (lFT.-2FT.l FIGURE 3.08 RECOMMENDED PLAN I I . ------------------- I - I ;q: &; ~~;f/h{A; ~,~ B.M.-WC-'lO"O" CUT IN TOP OF RS w. Sloe PARKING AREA,' s. e LAKE WOOD PARK, El. 1218.38 ;;t' q',. QlS~ fi' ,t,~ I r.: --;).. ,- -,,~ ~ , if3 ~ I vI!li ~~ ,y",/ ~,. ,,', . ~.j ~ '~.,'.. ~","'w '~,~~ f'+i~ ~ I ~ i!\I ~ D~ ' !iI ",'ill '1\ ~, -Ik ~ '# 'Fe. I " I!:i ~ l!l I ~ I I I I I I I I I I +'LS 0 N COMPANY - -EMG'NEERS-l--- ARCHITECTS -I- I - ..C"...L"""'......T """"'" AREA TO BE CLEARED AND STRIPPED OF DECOMPOSABLE MATERIAL (lFT,-2FT,) FIGURE 3.09 RECOMMENDED PLAN ------------------- I T.B.M.-WC-12 RAILROAD SPIKE IN' WEST FACE OF OIL WELL SERVI POLE, EL. 1216.15 . 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'LEV~E ,- - ---- " - ~- .. -- -- '-'- 1 -C- -===1=- ___ m_ m_. -r ---- -:r ..1.:---:- -- --==:::=t -- .-'--j- : ._u.--m-- .--. -..- .-.-- --'- .. ,- _Co!_ "j .____1 m'_ --I- ,- ....l.:-.-- i- ,--- '1:= :- -,-- -. t- I , -- .---"-, - ..0.. -- ~- --- - =t= n --- .-. -- .n. ---+-----'t:::~~___I- , ' '; I ' . , -- -~---- -~~ -. -- - - - - - - - - - I I I I Restoration of the old channel utilizing the recommended alternative has a total construction cost of $1,745,900. Annual pumping costs for silt removal will increase by 10 percent and the annual water softening cost will increase by 2 percent, however, these increases will probably be offset by the use of less chemicals in the pre-sedimentation process at the water treatment plant and the more extensive use of the lower-cost river water in lieu of well water. I I I I Construction cost of the parkway system is $2,999,000 making the total project cost $4,744,900. Of this amount, $1,753,000 in Federal funding would be available in the form of Land and Water Conservation Funds and Community Development Funds, reducing the project cost to $2,991,900. I I The recommended construction sequence, project costs and time schedule for the project are: I I I I .T~ I iLa \ I ~" I .---' -,,,,P~ ~"'-- .,.,'" I ,,' I I r""',<"'-> ~,;-.~. -'~:.~. ....-.,.-- Construction Item A. Construct Sedimentation Basin B. Restore Upper Reaches of Channel Phase 1. Parkway System Federal Funds C. Restore Lower Reaches of Channel Phase 2. Parkway System Federal Funds D. Phase 3. Parkway System Federal Funds E. Phase 4. Parkway System Federal Funds F. Phase 5. Parkway System Federal Funds TOTAL '~'----- .'~ " Time in Cost Years $1,000,700 2 $ 515,700 1,033,000 $1,548,700 516,500 $1,032,200 2 $ 229,500 507,000 $ 736,500 507,000 $ 229,500 2 $ 532,000 266,000 $ 266,000 2 $ 492,000 246,000 $ 246,000 2 $ 435,000 217,500 $ 217,500 2 $2,991,900 12 3.02 ~ ------------------- I I I I I I I I I I I I I I I I I I I ~~ ~~~\.'~;' .': ~4" ~-'~ .k '~"~"d;;;i 'r ".. "" "it" ~:i ,~< . ~J .. mmi . ~ ,., STATE ST. ~,\~ ~ EXISTING CITY PARKS PROPOSED PARKWAY SYSTEM PROPOSED REST AREAS ADDITIONAL PICNIC AND PLAYGROUND AREAS ~ -j-. VICI N ITY MAP NOT TO SCALE f' LS 0 N W-1. C-E COMPANY ENGINEERS i ARCHITECTS I "30 .000 2000 ac....L..E IN FEET FIGURE 3.17 RECOMMENDED PARKWAY SYSTEM ------------------- I I The Corps of Engineers conducted a feasibility study (see Appendix) that evaluated the operation of that portion of Salina's flood control system allowing water to flow into the old Smoky Hill River channel. Measures to renovate the old channel were examined. Corps of Engineers' data, hydro- logic results and hydraulic calculations proved to be a valuable check of Wilson & Company's calculations. The Corps looked at several alternatives and recommended a plan to the City (see Section 4E, Plan 4). Since the Corps' study was general and schematic in concept, Wilson & Company was retained by the City to study the hydrologic and hydraulic aspects of the old channel in detail, recommend certain other physical improvements and recommend a plan for beautification and recreation enhancement. SECTION 4 - ENGINEERING STUDIES I A. Introduction. I 1. General. This part of the study deals with the engineering aspects of the problem of progressive siltation and aggradation of the old channel and the evaluation of different alternative concepts to solve this problem taking into account interior storm drainage, water to the Water Treatment Plant and aesthetics of the old channel. From past reports and public meetings, it appears that public opinion is in favor of restoring the old channel. I I I I The existing flood protection system for the East side of Salina consists of a levee along the Smoky Hill River and a 1-1/4 mile cutoff channel con- structed near Iron Avenue. This system prevents a design flood flow of 50,000 c.f.s. (cubic feet per second) from entering the loop of the river passing through the City. To maintain a water supply to the municipal Water Treatment Plant, a 54-inch conduit was placed through the levee and a scour key dam was constructed in the cutoff channel to allow enough head to provide a maximum inflow of 100 c.f.s. into the abandoned river loop. A storm water pumping plant is located east of Lakewood Park near the levee to pump storm water from interior drainage over the levee in times of high flows in the Smoky Hill River. This pumping plant with the available storage in the old river channel and Lakewood Park provides a high degree of flood protection in the area draining into the old river channel. The construction of obstructions, dredging and discharging effluent in a natural water course with a flow of over 5 c.f.s. are subject to both Federal Regulation and Kansas Statute. A Section 404 permit (40 CFR 230.1) must be issued by the U.S. Army Corps of Engineers, and a state permit from the Chief Engineer, Division of Water Resources, as defined in KSA 82a-30l et. seq., must be obtained. In addition, a letter of water quality certifi- cation from the Kansas Department of Health and Environment must be obtained. I I I From preliminary discussion, with the proper authorities, there should be no problem obtaining these permits with proper project design and construction. The law requires that these permits be obtained before any construction can proceed. I I I b. to provide interior storm water drainage and flood protection; 2. Problems. The existing Smoky Hill River Channel through the city is used as a water supply to the Water Treatment Plant and a natural waterway for the storage and moving of the interior storm drainage. The channel is progressively transforming from a riverine to a wetlands environment as a result of the high inflow of silt and the low water velocities in the old channel to move this silt. Without a costly maintenance program by the City to keep this channel open, the inlet and channel to the Water Treatment Plant will eventually become completely clogged forcing the City to continuous cleaning of the old channel, or to find another supply line to the Water Treatment Plant (which obtains 60 to 70 percent of its water supply from the intake at the old channel and 30 to 40 percent from wells). Besides I The old Smoky Hill River channel serves three functions: I a. To convey river water from the cutoff channel to the Water Treatment Plant; and I I c. to act as a desilting pond for the Water Treatment Plant. About 70% of the total sediment load in the old channel settles out between the inlet and the Water Treatment Plant. I 4.01 ~ TYPICAL PICTURES SHOWING SILTATION AND AGGRADATION OF THE OLD SMOKY HILL RIVER CHANNEL INTAKE STRUCTURE AT WATER TREATMENT PLANT 1D'x1D' R.C.B.C. ELM STREET TYPICAL OUTlET FOR INTERIOR STORMWATER DRAIN 84" C.M.P. YMCA DRIVE FIGURE 4.01 PHOTOGRAPHS OF EXISTING CHANNEL I I I I I I I I I I I I I I I I I I I 12'x12' R.C.B.C. N. OHIO STREET 96" C.M.P. ACCESS RD. OFF E. NORTH STREET FIGURE 4.02 TYPICAL CONSTRICTIONS IN CHANNEL I I blocking most of the water supply for the City of Salina, this wetland with its mud bars and aquatic weed growth is aesthetically displeasing and prevents public access to water as a recreation resource (See Figures B. Hydrologic Analysis of Interior Drainage. I I 4.01-4.02). 1. General. The water surface elevations were determined by apply- ing synthetic storms to the drainage areas under consideration and comput- ing the rate of runoff produced by the storm at the drainage area collection points along the old channel. The design procedures and techniques, which are described below, are based on accepted and proven engineering principles. I Present conditions for flood protection from interior storm drainage cause no problems. . This flood protection may become critical and should be evaluated in the case any of the following occur: I I d. Additions of drainage system not presently draining to the 2. Hydrology. The Rational Method, the hydrograph synthesis method of the Soil Conservation Servicel, the U.S. Bureau of Public Roads2 and the Corps of Engineers3 methods were compared for different sizes of drainage areas to determine an acceptable method for computing runoff. Results of the Rational Method and the Soil Conservation Service hydro graph method produced the most reasonable.range of runoff rates and volumes, and their results were comparable except for large drainage areas (over 500 acres) where the Rational Method was smaller. The Soil Conservation Service hydro graph method was used throughout the study because it gives a hydro graph for each drainage area. The runoff curve numbers (CN values shown in table 4.01) were estimated for each drainage area. The time parameters were estimated from slopes and approximate times to fill detention storage. Inasmuch as the drainage systems could not convey the design flow, the time of concentration was adjusted to allow time for detention storage and overland flow. Hydrographs were routed through the old channel by the "Tabular Method" described in "Urban Hydrology for Small Watersheds - Technical Release No. 55,,1 by the Soil Conservation Service. When constric- tions in the channel reduced the flow, such as the 84-inch CMP (Corrugated Metal Pipe) at the YMCA Drive crossing, the channel was treated as a reservoir and the channel storage was taken into account as described in "Design of 15 Small Watersheds" by U.S. Bureau of Reclamation. I a. The addition of constrictions in the channel (such as the pipe at YMCA Drive). I b. Development of areas draining into the channel increasing runoff. I c. The upgrading of existing drainage system draining into the old channel, such as the slough draining into the old channel from the south of Second Street. I old channel. I e. The addition of high protection (100 year design storm protection) buildings such as the YMCA and Bicentennial Center near the channel. I I 3. Purpose and Scope. The engineering study described herein was conducted to analyze the existing drainage system described in Section 1 with regard to the siltation process and the interior storm drainage; and to evaluate reasonable alternative concepts for stabilization of the old channel and water supply to the Water Treatment Plant. Each alternative takes into account flood control, siltation and aggradation of the old channel, technical feasibility~ construction cost estimates, maintenance cost estimates, operation cost estimates, water supply to the Water Treat- ment Plant and land acquisition to construct and maintain the project. 3. Rainfall. Rainfall data used in this study were taken from 4 Technical Paper No. 40, U.S. Weather Bureau. Rainfall - Duration curves for designated recurrence intervals are shown by Figure No. 4.03. Intensity - Duration curves for designated recurrence intervals are shown by Figure No. 4.04. A 24-hour, Type II storm was used in- the Soil Conserva- tion Service hydrograph method. I I I I I 4.02 8.0 FREOUENCY-INTENSITY-DURATION CURVES 7.0 FOR SALINA, KANSAS RA INFALL-FREOUENCV-oURATlOH CURVE DATA FROM T.P. H~O FOR SALlNA,KANSAS 7.0 DATA FROM T.P. N~O 8.0 8.0 5.0 '&0 '1\1.. 5.0 ~.O llj'll. . ~ = ~ - z ~ \0 'f", ~.O ~ c .. ~ !:: ~ S'l\l.. ~ c 3.0 z ~ '" .... ~ 1'1\1.. 3.0 2.0 IYR. 2.0 1.0 1.0 0 2 3 ~ 5 6 12 2~ DURATI ON (NOURS) DURA nON ( OURS) 0 2 3 ~ 5 8 12 2~ FIGURE 4.03 RAINFALL - DURATION CURVES FIGURE 4.04 INTENSITY - DURATION CURVES I I I I I I I I I I I I I I I I I I I I I I I The recurrence interval indicates the intensity of storm that has been exceeded on an average of once per number of years shown. There is no implication that these storms come at regular intervals. The recurrence intervals used were: 100-year for residential and public buildings needing high protection (YMCA and Bicentennial Center); 25-year for major thorough- fares; and IO-year for minor streets. TABLE 4.02 Roughness Coefficients Type of Channel Manning "n" I TABLE 4.01 Summary of Larger Drainage Areas into Old Smoky Hill River Channel Approx. Peak Rates of Runoff (cfs) Drainage Pipe Size Capacity CN (1.8") (3") (4.3") Area Area (Ac.) @ Channel of Pipe(cfs) Value 5 yr. 25 yr. 100 yr. 1 216 42" RCP 70 75 232 387 555 2 900 72" CP(brick) 250 75 740 1,233 1,767 3 249 66" RCP 300 75 697 1,161 1,664 4 66 21t1 CI 20 82 158 280 392 5 69 24" RCP 20 82 109 196 271 6 57 60" RCP 110 82 181 325 450 7 305 54" RCP 70 75 524 873 1,251 8 117 54" RCP 120 75 320 534 765 9 116 48" RCP 60 75 266 444 636 10 27 30" CMP 70 75 58 96 138 11 20 30" CMP 30 75 54 90 129 12 28 3011 RCP 25 75 90 150 215 13 23 24" RCP 10 75 58 96 138 14 30 42" RCP 30 75 68 114 169 15 35 36" RCP 60 75 72 120 172 16 45 36" CMP 73 75 124 207 297 Concrete Box Concrete Pipe Cast Iron Pipe Corrugated Metal Pipe Grassed Channel (Excavated) Natural Channel 0.013 0.013 0.013 0.022 0.030 0.050 I I Head loss and flow conditions at the street crossings were determined by the "WSPIN" computer program. The appropriate entrance and exit coeffici- ents were determined through research of available literature.6-8 I The side drain flow capacities and conditions were determined with use of 6-8 appropriate culvert nomographs, charts and hydraulic formulas. I I C. Hydraulic Analysis. 2. Critical Velocity. (To move sediment through channel) The silt load carried by the Smoky Hill River was estimated from samples taken by the Corps of Engineers, January 1974, and samples taken by Wilson Labora- !ories, January 1978. It was estimated, assuming a constant inflow of 100 c.f.s., that 130,000 cu. yds. of sediment would be drawn into the old river channel annually. Sediment samples collected in the old channel by the Corps of Engineers13 indicated that 93 to 100 percent of this inflowing sediment was deposited in the channel. Of the total sediment load, about 90 percent precipitates above the old Western Star Mill dam. Thirty to sixty percent of the sediment is classified as fine to medium sands while the remaining particles are silts and clays. From the samples at the inlet, a settling curve was made to estimate detention time to size a " I I I I I 1. General. Water surface profiles and hydraulic data for the old Smoky Hill River Channel are shown in Figures 3.11 through 3.16. The water surface profiles were determined by the Soil Conservation Service computer program "WSPIN,,5 which uses the Standard Step Method for backwater computa- tion. Coefficients for use in the Manning equation are listed in the computer printout and shown in Table 4.02. sedimentation basin. The fall velocity estimated from the section on IISediment of the sediment particles was 9 Transport", Advanced Hydrology and I the required velocity in the channel to move the sediment was estimated. I I I 4.03 I 3. Flood Protection. The old Smoky Hill River Channel drains 3,000 I 1"1 ..,,~~--~~ OUTlET acres of residential, commercial, recreational and agricultural areas (see Figure 4.05). The existing channel, without any constrictions, allows a flow of 1,200! c.f.s. at bankfull. The predominate hydraulic feature of the old channel is its considerable amount of storage; the channel below th~ Western Star Mill dam and the outlet plus Lakewood Park storage can hold all the present runoff from a 100-year storm at an elevation of 1,214! (see profile Figures 3.11 to 3.16). However, the potential problems with flood protection occur when the water is routed from the upper rkaches to the Lakewood Park area, where most of the storage is available. This is principally due to constrictions in the channel and the increase in peak discharge from drainage areas. I OEPllt OF WATER AT INLET CRITICAL VELOCITY OF CHANNEL . r= -------~, I w = FALL VELOCITY I INLET I DIAGRAM SHOWING CRITICAL VELOCITY I In order to transport most of the material analyzed at a 100 percent effec- tive capability would require a velocity of 4.0! feet per second. Over 90 percent of the sediment can be transported through the outlet with a velocity of 2.0! feet per second. In conclusion, a velocity of at least 2 feet per second is required to move the sediment coming in at the inlet effectively through the old channel on through the outlet. The existing channel presently contains a 100-year storm without overflowing its banks, so that storms of lesser recurrence intervals were not considered. Should any major revisions be made to alter the amount of inflow into the old channel an analysis should be made to determine their effects on flood protection in the old channel. I I I D. Alternative Concepts. I The critical slope required to obtain the critical velocity (2 ft/sec.) with the existing inlet (max. inflow 100 c.f.s.) would be between 0.00067 to 0.00072 ft/ft. The existing slope is much less than the critical slope as can be seen in Figures 4.11 to 4.16 (0.00001 ft/ft. to 0.0004 ft/ft.). The minimum flow required to obtain critical velocity using only the inlet and outlet flow lines assuming all the constructions in the channel are removed is estimated at 1,000 c.f.s. (the average flow in the Smoky Hill ,River is 463 c.f.s.). Therefore, a periodic flood is required to flush the sediment downstream. Plan 1. General Description. The flow into the old channel would be increased and all constrictions in the old channel would be removed (at North and South Ohio Streets, YMCA Drive, the Western Star Mill Dam, Ash Street, Elm Street and the access road off East North Street). Utilizing the existing slope, a, flow of 1,000! c.f.s would be required to obtain the critical velocity of 2 f.p.s. Since the average flow in the Smoky Hill River is presently around 500 c.f.s.10 it becomes obvious that some change must be made to the old channel to increase the flow required to obtain the critical velocity of 2 f.p.s. (see Figure 4.06). I I I I Sediment introduced to the old channel from interior storm water runoff proved to be a small percentage (!3%) of the'sediment normally carried by the old channel. No provisions were taken to remove or limit this sediment carried into the old channel. Due to this inflow of sediment it is possible that dredging be required in the future, especially around the weir dams. For this alternative to be effective, the inlet structure would be removed and replaced with a double 6'x6' reinforced concrete box culvert with control gates. The outlet structure would be replaced with the same struc- ture. 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I I VICINITY MAP NOT TO SCALE I I 11LS 0 N I W-" C-E COM PANY ENGINEERS ARCHITECTS t I 0 000 1000 ,...00 I ~ :2000 SCALE 'N FEeT I FIGURE 4.06 I PLAN 1 - PLAN VIEW I - '- '"tI r- )> Z"T1 c; ....c:: :>:l m '"tI.... ::l:l . CO 'TI.... r- m - 1- ,- ,''' 10 , , i ! ? -----------1------------1---- ..--.. g I ! , . , , I ' i i 1 I L__ .. ..nT' ---- -+----. ! ! i - -f-~\ I : J I \ 1---1--------- --- i__ I I , - -. __no N o o + o o I I-- I I gi + 01 0, I I <= o o e o I i .~ , t ... .. ..- r'." ...- j I, . I I : I / I ~ UI~ I I '" I , 2S I I __J____I-.,;_~--S .--+1._.___--.- ' " 1 ' I r i -'" d': all. ,,:..on S. OHIO STREET - - - - - - 1- iN .0 .0 :~ '", ,<.0 '''' i I I I I I I I z o -< IT> ~ " i I I I , I , I ~s~ o c 0 ~ ~: <:> ~.-- ~ g~; C '" ~ - ?; ~ ~ ~ I I ~/ ~~~( ,.. '" - IT> Z V> C> '" '" ,.. ,.. IT> Z <:> IT> - .-- I ,.. z <:> . , ~ 11 '~' ~ '''fo .0 " 5~ I I ~ I i j .,1. J I .0 " 5~ - - - - - - - - - - - N 'N - 0 .'" , , ,- )~ I 5~. RCP INLET STRUCTURE I - ... --or I ! , , I .,- ---.-.----... 1- -------',--1- i I I !~ o '- l N '" 0 i ! I --.. ! , i , , , . . i . ----- - , I I I "'1<> I .0 " I ~ I n I ~ ~ I I , I rz. (; 8~. CMP I YMCA DRIYE ~ GREELEY AYENUE BRiDGE ~ ~ROPOSED RCBC Tltj MIDWAY ~ OAKOALE AVENUE BRIOOE f -=====:::-/ I I ,,1 .0', " I ~i ~I ~I I I J r- --_::> I~ _. I I - ~. ~~ !~ :" ~ MULBERRy STlEET BRIDGE I ~ WAUlUT STREET BRIDOE ;v ~ ROIl STREET BR OOE ~ WESTERN STAR MILL DAM ~ 12xl2 RCBC ASH STREET I ~ 10xl0 RCBC ELM STREET -l - - ~ I'xl' "" N. OHIO STREET E2l5I t 'BRIOGE LAKiWOOO OR. \ ~mr- ~ 96" tNP ACCESS ROAO ?FF E. RORTlt STREET _ I ~ 78" RCP OUTUT STRUCTURE 1 _I I the channel would be cleared of all debris and fallen trees, and then I depending on the width of the channel. The equalizer pipe of 2-3 f.p.s. (48-inch CMP) 4) Excavation (dredging of silt) 161,000 c.y. x $6/c.y. = 966,000 I shaped to adjust to a slope of 0.04% cient of 0.03. A flow of 500 c.f.s. (see Figure 4.07) and a Manning coeffi- would have a velocity between Lakewood Park and the channel would need to be increased to a 6'x6' reinforced concrete box culvert due to the shortening of the travel time for interior drainage to proceed downstream. 5) Clearing, grubbing, stripping and sh~ping of channel $500/ac. x 80 ac. I = 40,000 Costs for Plan 1 6) 6x6x70 RCBC Equalizer between Lakewood Park & Channel' I = $ 12,500 I A) Metal Pipes: S. Ohio St., YMCA Dr., Access Rd. off E. North Total Engr. Admin. & Legal Other Costs 2,333,700 350,000 466,700 I 1) Removal of Structures: 1) 400 L.F. @ $7/L.F. 2) Excavation 6,000 c.y. @ 1.50/c.y. 3) Pavement removal 50 s.y. @ $4/s.y. = $ 2,800 = 9,000 = 200 I $3,150,000 Total Construction Costs I Total $12,000 Annual Cost B) Reinforced Concrete Structures: Ash St., Elm St., N. Ohio St. Total Costs o $3,150,000 I I 1) Concrete Removal 714 c.y. @ $7/c.y. 2) Excavation 8,600 c.y. @ $1.50/c.y. 3) Pavement Removal 1,800 S.y. @ $4/s.y. 4) Western Star Mill dam 500 C.y. @ $7/c.y. 5) Other costs = $ 5,000 = 12,900 = 7,200 = 3,500 = 5,600 $34,200 Advantages. This alternative would restore the old channel to its original character and average flow depth. No desilting device or maintenance would be required. There would be no annual cost or dependence on power for this alternative to work. I Total I 2) Bridges: S. Ohio YMCA Midway 'Ash Elm N. Ohio Access Rd. off E. North Street 100'xlOO'x$25js.f. 50'x100'x$25js.f. 50'xlOO'x$25js.f. 70'xlOO'x$25js.f. 60'x100'x$25js.f. 70'xlOO'x$25js.f. = = 250,000 125,000 125,000 175,000 150,000 175,000 I 3D'xlOO'x$25js.f. 75,000 Disadvantages. This alternative has a high initial expense. It reduces the amount of storage for flood protection because it requires 5 hours to drain the old channel making the flood storage susceptible to human error which could result in serious flooding. The excavating in the channel would require a dredging machine to be mounted on the banks every 75-100' . This excavation would require an access road for trucks and a clearing of trees of approximately IS' to allow equipment to the channel. Due to the unstable nature of the silt in the channel, heavy equipment can move upon it only with difficulty. There are possible problems with access on privately-owned land, conservation of trees to be cleared to get equipment into the site, and the removing and disposing of the excavated silt. I = = = = = I 3) 2-6x6@ Inlet & Outlet 450 L.F. 770 c.y. x $200jc.y. = $154,000 plus gates $10,000 each = 194,000 I I 4.05 I Plan 2. General Description. River inflow would be reduced to 50 c.f.s. and pumped up into a sedimentation basin at the inlet. The effluent would flow by gravity to the old channel and the silt would flow by gravity to some point below the scour key dam in the cutoff channel. A weir dam would be installed in Oakdale Park above the Water Treatment Plant inlet and the gates at the Western Star Mill dam closed to raise water depth to between 3 to 4 feet over the entire bottom of the old channel. (see Figures I I I I I 4.08 and 4.09). I Costs for Plan 2 I Sedimentation Basin (includes the basin, internal pumps, pipes, feeder lines, landscaping, fencing, lights, etc.) $ Weir Dam in Oakdale Park Stripping & Clearing 1-2' of Vegetative Cover in Upper Reaches Stripping & Clearing 1-2' of Vegetative Cover in Lower Reac~es I I Total Othet, Cos ts Admin., Engr., Legal Construction Cost Annual Cost $38,000 (assume the cost will double in 10 yrs. to get average) Present Worth Factor for 20 yrs. @ 6% = $11.47 76,000 (11.47) Total I Total I I Disadvantages. This alternative increases the annual pumping cost for the Water Treatment Plant by 27 percent ($27,000 in 1978). The sedimentation basin is basically in a residential area, however with proper care in engineering, landscaping and construction the basin could be aesthetically pleasing and relatively noise free (see Figure 3.01). Plan 3. General Description. This is the recommended plan described in detail in Section 3. The inlet river flow would be reduced to 50 c.f.s. and would flow by gravity into a sedimentation basin at the inlet. The effluent would flow by gravity to the old channel and the silt would be pumped to the cutoff channel below the scour key dam. The plan requires that the City excavate or dredge the silt from the old channel to lower the ! water surface elevation at the sediment~tion basin and to assure a depth of . ! , 3 to 4 feet. The gates at the old Wes~ern Star Mill dam would be closed to increase water depth (see Figures 4.10 and 4.11). 884,400 20,000 100,000 170,000 1,174,400 102,200 176,200 1,452,800 Costs for Plan 3 Sedimentation Basin (includes basin, internal pumps, pipes, feeder lines, landscaping, fencing, lights, etc.) Excavation (dredging) minimum = 63,000 c.y. x $6/c.y. Remove and Reset 84" CMP at YMCA Dr. Stripping & Clearing 1-2' of Vegetative Cover'in Lower Reaches 871 ,600 $ 2,324,400 Total Other Costs Admin., Engr., Legal Advantages. This plan has a reasonably low initial cost. This would be a highly'predictable method of determining the intake and controlling the water surface elevation. The problems with silt removal, as explained in Plan 1, would not be encountered. The stripping and clearing of the channel could be phased with the beautification and recreation enhancement plans in this report. I I I I I I I Total Construction Cost Annual Cost $21,300 (assume the cost will double in 10 yrs. to get average) Present worth factor for 20 yrs. at 6% = 11.47 42,600 (11.47) Total $ 833,900 378,000 4,000 170,000 1,385,900 152,100 207,900 1,745,900 488,600 $2,234,500 4.06 '~"'.~'l.' . ...4 ~'R ~f :mm~::: AREA TO BE CLEARED AND ~l~:~J~~ ?iF~~2CF~~POSABLE I ~ ~ " . ;;; ,., STATE ST. ~_\~ SI<<)<<IH'LLRIIER MOllTHSTREET COlllITty CLUD RD. STUDY AREA CUWFORDSTREET -J. VICINITY MAP NOT TO SCALE W-I. C-E 11 LS 0 N COMPANY ENGINEERS ARCHITECTS t ~ ''''00 2000 , SCA....", ON FEET FIGURE 4.08 PLAN 2 - PLAN VIEW I I I I I I I I I I I I I I I I I I I --_--:- - ~ r- :I> z::!! N~ , ::lO m ~... ;:g. 00 :!!'" r- m ----- - - - o o + o o i ~I ~ r---~-- - - - =~I~ ~ 18 I <<> o +---- --- f------- -f---------T L ~ I , I ! I I '" I 0 0 + 0 i 0 , I I "" o o + o o , ! J I \ I I~', I i i : I I i I i \ ! \ \ \ \ : ~ , I I 1 I I I I I I I , I I I I I I I I / I I I I I I I \ -r- , /-' I I I - --- ~- -------- I I I / .....--1..... , , , ' ,~--~ I ' / I / i / / / I I / --~,y I I i ~ ! I i ! I I i ! i I : ! , I I I 1 I , - - - - - - - - - - - I..., o '" ~--,..::- -----u---T::.-------' I'.) iN 1~ (5 I;; ;0 I I , I -_l t 50- RCP "~ET STRUCTURE ." , I 1- ..., ..., '" ..., '" , 0 , ~Io " " i<: I _ __-.I It Sq" CMP I S. OKlO STREET I I i --~~ , \ \ I I i I I ----'------- -- ~ 80- CNP YMCA DRIVE ----- ------ i I --,---_._-- I -.._---- ---'1------- --- I , I I I I -- ______ __1_ ------- ---+ - ---.. -. --- I ! F -- _n _n =- E4- ~ PROPOSED Rcec I I TlIE MIDWAY I I ! I .1 : : !, io ill " " \li I I I t GREELEY AVEJUE 8R1DGE I I!: ~~ ------!-------- ---- I i I I I , -+-~ OA'DALE AVEIIUE _____ I BRIDGE I I I -; I ---- --- , I , i I i 0~ ! ~- ~< em n~ 2_ ~z .0 m);!. II :-:~ g~ "10 I ~ WAutUT STREET 8R1DGE I ---- ( IRON STREET 8R1DGE i ! I , I ~ /r4JLBERRY STREET 8R1DGE I ( 'OxlO RC8C I ELM STREET i ~ WESTERN STAR MILL DAM t-----i . I I I I I I i I It 12xl2x HeBe i I ASH STREET ] I 1 , ------ ! I i , I I i I I , <> " _.. __.. - - __ ,_______ ~_ --t" ____ __~___:--_-- ___'0.__' I I , ! It 12xl2 ReBe I I N. OHIO STREET I I i I I I I ! I I I I I i I --- -----!----_._---_._~---_._~~---' I I - I ' I : I I r:zo>--~ 8RiDGE LA'EWOOD DR. I i "-..t.".. 1-- ---. ! i I I I I is 'I< ------ - - - i) iT L-_~__ l--- I I , i !---..----.---- ________ --I , - - -- - ~ , , , , -- ----- ----+-- -_.~ -.---.- '---~._.~- I I , I ~ 96 - CNP ACCESS ROAD I OFF E. HORTl! STREET ! -(~~ -;: J~T ST~U:TUREI I I u__ -----r u_ ---t---- .. I I m__ ~~~;mm~ ,., STlTEST. ~,\'IP ~ INDICATES AREAS TO BE EXCA V A TED AND SHAPED. (SEE PROFilE) I I I I I I I I I I I I I I I I I I I AREA TO BE CLEARED AND STRIPPED OF DECOMPOSABLE MATERIAL (1FT.-2FTJ -. \,11) KORTH STREET COUlITlYClUDRD. STUDY AREA CRAWFORD STREET + NAGKOllAROAD VICINITY MAP NOT TO SCALE W-I. C-E tllS 0 N COMPANY EN GIN E ERS ARCHITECTS t '600 2000 FIGURE 4.10 PLAN 3 - PLAN VIEW - - -g ~ > Z "T1 ~ C5 c: '" m -g ... :I:l ~ 0 ~ ::!! ~ m - - o o + 8 N o o b o - -.- - - - - - - N o '" N o - 'tto I~ 1 t Sq- ~CP INlEJ ~TR~C"!:lJRE_ I I I , I I I ~ 8~' Cl4P I s. OH 10 STREET l~ 1~ 0 , ---- ....___j._.__ moo -.--- , I i : I ! I : I , ; I i~ "Ie ~Ie o 11-- ~ o 'I\" ~ 8~' Cl4P Yl4CA DRIYE (Q o I.. o o ,- ';9 ~ ~~ ,6;,_ ~ --- ---- ~. '!! ;;! I---H - - ~ GREELEY AYENUE 8RIDGE "f' --1---- ~ PROPOSED RC8C THE MIDWAY "10 o " o ""! 0~ -<- ~< C~ n~ 2_ ~z ~-< ~ Cz . ~ :-' :" ~ OAKDALE AYENUE BRIDGE ~ IIJL8ERRY STllEET 8RIDGE I ~ WAutUT STREET 8RIDGE . '" 'II< , I .- ~ WESTERN STAR ,,- /- MILL DAM " / '" ,,- - 0 1'2"2 RC8C 0 .- + ASH STREET 0 0 I I t ~,~ it 10"0 RC8C , IEut STREET f , J 1 I J I \ \ c5 o b o (Q '" r----- - - I I I t-n-n- .u_ ._ I I I I ---+--- ----- i I I I i I I I 1---- n I I I +--- ~ ~ ~ ----r- ---- -< i I .----- ---I I / , ---- -------+----- 1'\- i \ I~\I I I ! f ----+- , I I I I I I I J I I i I I ; i I! ---+--4+ , I I I i I I I I _ ----+----___._----I-___'__._~____ ------- I I I I --LL-~--- \ / , I I I ~,'l ~ 1__________ ~~ ~~~~ ~ j~ ~ ~ ~ ~~~~ , ~y _u ___ ______._ 12xl2 RCBC N. OHIO STREET .-- ~ ~ " lB 1!'Z9--~ 8RIDGE LAKEWOOD OR - - - I ___n_ .- ------ I ROM STllEET RIDGE ~___ ____~+-u-- _______ ______ _____ ! ~ 96' Cl4P ACCESS ROAD Off E. NORTH STREET 1---- ~ 78' RCP OUTLET STllUCTURE _n ------- .-- .------- -- __ ju____ --.-- ------ - ---- ------------------- Advantages. This plan would eliminate the silting process in the old channel and would provide a manageable program for water supply and recrea- tional use of the old channel. The annual cost would be at a minimum because of gravity flow and low maintenance. Disadvantages. This plan would provide a very slow moving (almost stagnant) flow in the channel. Except for the channel around Oakdale, Kenwood and Founder's Park, the channel would appear much as it does now with the cattails, mud bars and small stream flow. This plan would limit the water feature aspect of beautification and recreation to the Oakdale-Kenwood Park area. The excavation of the silt problems described in Plan 1 and Plan 2 would pertain to this Plan except to a lesser degree. With the use of a pipeline to transport water from the cutoff channel to the Water Treatment Plant, the siltation process experienced in the channel would not occur. Therefore, the sediment load would~settle in the sedimentation basin at the Water Treatment Plant. With this extra sediment load and the increasing demand for water, an additional sedimentation basin may be required at the Water Treatment plant. This plan limits the expansion of river intake at the Water Treatment Plant to the capacity of the pipeline. I I Costs for Plan 4 Advantages. This plan would eliminate the silting process in the old channel and would provide a relatively clear running river. The annual cost would be at a minimum because of the gravity inflow and low mainten- ance. The dredging could be done in phases with the beautification and recreation phasing of this study. With the excavation of the old channel, additional flood protection would be provided. I Sedimentation basin (includes basin, internal pumps, etc.) Weir dams 3 @ 20,000 each Excavation (dredging) of old channel Pipeline to Water Treatment Plant (includes pipe, excavation, sheeting, channel crossings, pavement removal, etc.) Stripping & Clearing 1-2' of Vegetative Cover in Lower Reaches Total Other Costs Admin., Engr., Legal I I Disadvantages. This plan depends on the excavation and shaping of the old channel to control the water surface elevation (see Figure 4.22 for estimated profile). As described in Plan 1, many problems in construction, land easements or acquisition for construction and disposal of silt would occur. These problems were reflected in the estimated. cost, however they are subject to uncertainties. Pressure may develop from local interest groups due to the clearing of trees to move equipment, installation of haul roads to move silt out, and locations to dispose of the silt. The sedimentation basin would be in a residential area, but as in Plan 2 any adverse impacts could be minimized with proper engineering, landscaping and construction. Total I Total Construction Costs Annual costs $2,400fyr. (assume it doubles in 10 yrs. to get average) Present worth factor 20 years at 6% = 11.47 4,800 x 11.47 I I I I Plan 4. General Description. The inlet flow would be reduced 5 'c.f.s. and allowed to flow by gravity into a sedimentation basin at the inlet. The effluent would flow by gravity to the old channel and the silt would be pumped to the cutoff channel below the scour key dam. A weir dam would be installed around the periphery of Oakdale and Kenwood Park and the gates closed at the Western Star Mill dam to increase water depth. The City would excavate and strip the channel to get 3 to 4 feet of water depth to limit aquatic weed growth and extend the inlet to the Water Treatment Plant by pipeline to provide water for the Treatment Plant (see Figures 4.12 and 4.13). I I I I I I I I I $ 350,000 60,000 300,000 620,000 170,000 1,500,000 300,000 255,000 2,025,000 55,000 2,089,000 4n7 INDICATES AREAS TO EXCAVATE BE (SEE PROF~E~ND SHAPED. =,=,==,:::::%',:,':,.:.:-:.... :m::m:~ AREA TO BE STRIPPED CLEARED AND MATERIAL ?:F~~;F~~POSABLE . -. " ~ . ,-, STATE ST. "{.;\\lP SIIOKYHllLRIYER HOllTHSTREET COUlITllYCLUIlRD. STUDY AREA CU.WFORD$TREET -}-. VICI N ITY MAP NOT TO SCALE W-I. C-E TILSON COM PANY ENGINEE.RS ! ARCHITECTS ~ 000 SCALE IN FEET ''''00 2000 FIGURE 4.12 PLAN 4 - PLAN VIEW I I I I I I I I I I I I I I I I I I I 7 - - ""C r- ):> z.." .j>oc; , c:: "" ""Cm ~... 0:'" "TIc..> r- m ------- ------- - -- - .. ~ .. - - - u; .. .. .. .. '" 8 - .. .. Co> 0 '" '" 0 '" 0 '" 0 0 0 It 5"- RCP INLET STRUClURE 8 , , , , I ~I~ I I <> I " , , ~ I - ---"" It 8~' CMP -- -- " S. OHIO STREET \ \ I I I lit 8RIDGE UKEliOOD DR. I ' I I , ( I J--H--- -~~- -~ In ! i I I , I I I I I : / I I i I I ! I -1--- '-T T~-, I ! I, I " . I It 96' CMP ACCESS ROAD ' i ) !/- C:":J_.-r--1 - ~ __ I I I I u_+ u~-l;----- --l ! - 1 I , i I I : I' I I i i i! It 8~' CMP YNCA DR I VE .. o o 8 It PROPOSEO llCBC THE MIDWAY - .- I " ~ Co> 8 + 8 A , ~ I ) / -" -- / -- /" ( I I 1'-' " I I I I I \ \ \ I \ I '- I I I I : I <> I " I ~ I "10 I <> " ~ 'if' I ~ I '$:>~'-~ ~ I ! 0~ ;1:< em "~ 2_ ~z m-< . ..~ . m <> -< ~-:-I "~ lit WESTERN STAR! iMILL DAM . 4; 12)(12 ReBC i ASH STREET , , i It 10xl0 RC8C ! ELM STREET i i I I I I , I I I I I I I lit 12xl2 RCBC J I M. OHIO STREETI i , I , i ' I .., o o + o o --1---'--- 1---- I , It GREELEY AVENUE I BRIDGE ! It OAKDALE AVa UE I BRIOGE It MULBERRY STREET BRIDGE I It WALNUT STREEr BRIDGE I It- IRON STREET BRIDGE - I -~---------~ -I ! -- - ------ 1 I Plan 5. General Description. This plan is the same as Plan 4, except the inflow would be closed and the channel allowed to drain dry. The channel would be used only for interior drainage and a pipeline would transport the water supply to the Water Treatment Plant. I I I Costs for Plans 5 Costs for Plan 6 Total Costs $ 620,000 124,000 93,000 837,000 0 $ 837,000 It The Pipeline to Water Treatment Plant (includes pipe, excavation, sheeting, channel crossings, pavement removal, etc.) $ Pipeline from outlet to inlet to recirculate water (includes pipe, excavation, pumps, intake structure, etc.) Weir dam in Oakdale Park Stripping and clearing 1-2' of Vegetative Cover in Upper Reaches Stripping and Clearing 1-2' of Vegetative cover in Lower Reaches I Pipeline to Water Treatment Plant (includes pipe, excavation, . sheeting, channel crossings, pavement removal, etc.) Other costs Admin., Engr., Legal 620,000 I Total Construction Costs Annual costs 468,900 20,000 100,000 I 170,000 I Advantages. This plan has a low initial cost and no annual costs. provides a reliable supply of water to the Water Treatment Plant. siltation of the existing channel would be discontinued. Total Other Cost Admin., Engr., Legal 1,378,900 275,800 206,800 I Disadvantages. This Plan replaces an existing natural waterway with a pipeline to supply water to the Water Treatment Plant. No provisions would be allowed for the water aspect of beautification and recreation of the old channel. The existing mud bars, cattails and debris in the bottom of the old channel would remain as is. With increased sediment load and demand, an additional sediment basin may be required at the Water Treatment Plant as described in Plan 4. Total Construction Cost $1,861,500 Annual costs $16,000 (assume doubles in 10 yrs. to get average) Present worth factor for 20 years @ 6% = 11.47 32,000 (11.47) 367,000 I I I Total $2,228,500 Plan 6. General Description. This Plan would use a pipeline to the Water Treatment Plant as a water supply. The inlet and outlet (except during periods of rainfall) would be closed and the water would be recircu- lated by a pump and pipeline from the outlet to the inlet (10 million gallons per day). Clear water would be added to the channel from the Water Treatment Plant as needed to get required water depth. The construction of a weir dam in Oakdale Park and the closing of the gates at the Western Star Mill dam would increase the water depth. (see Figure 4.14). Advantages. This plan would introduce no more silt than is already in the channel. A reliable supply of water would be furnished the Water Treatment Plant. I I Disadvantages. The Plan would take continuous supervision to control water depth and interior runoff. Implementation of this plan would result in the same problem as Plan 4 with the increased sediment load on the existing sediment basin at the Water Treatment Plant. I I I I 4.08 I ~ I .'.'..,'.'.....w...-...... INDICA TES AREAS TO BE EXCA V A TED AND SHAPED. (SEE PROFilE) I AREA TO BE CLEARED AND ~~~~:::~:~: STRIPPED OF DECOMPOSABLE MATERIAL (lFT.-2FTJ I I I I I I -. ,-, I MDRTKSTREET STATE ST. COUlfTRY CLIID RD. ~_\>lP STUDY AREA I CRAWfORD STREET -{ MAGMOllARO.I.D I VICINITY MAP NOT TO SCALE I I I 11 LS 0 N W-L c-, COMPANY ENGINEERS ARCHITECTS t I I 0 000 '000 2000 1""1 .J SCAL.E IN FEET I I FIGURE 4.14 I PLAN 6 - PLAN VIEW I Plan 7. General Description. This plan transports water from the inlet to the Water Treatment Plant by pipeline. The sediment from the water is removed by using the sedimentation basin at the Water Treatment Plant. A weir dam would be placed below the outlet from the Water Treatment Plant to increase water depth through the park area. The Plan requires that 5 c.f.s ! be pumped from the outlet at the Water Treatment Plant to the inlet of the old channel to provide minimum movement of water in old channel. The Western Star Mill dam would be closed to provide water depth. Clearing and stripping 1 to 2 feet of vegetated areas in old channel bottom would be accomplished to prevent decomposition (see Figure 4.15). Disadvantages. The water flowing in the old channel depends on the excess from the Water Treatment Plant. In periods of high demand (summer months) the water flowing in the channel would be reduced making the water almost motionless. This Plan resembles Plan 4 with the increased sediment load on the existing sedimentation basin. The water in the old channel would have a very slow velocity, becoming almost stagnant. I I I Other alternatives considered that proved to be unreasonable were: I 1) Plans have been proposed suggesting that the City use existing maximum I $ 620,000 flow of 100 c.f.s., open the Western Star Mill dam gates and regrade, line and straighten the channel. This plan would be effective from the inlet to the Western Star Mill dam, but below the dam the absence of slope would cause the suspended silt to precipitate. This plan would serve only to move the silting process from the upper reaches of the channel to the lower reaches of the channel. I Costs Pipeline to Water Treatment Plant (includes pipe, excavation, sheeting, pavement removal, etc.) Pipeline from outlet to inlet to recirculate water Weir dam below Water Treatment Plant Clearing and Stripping channel in Upper Reaches Pipeline from W.T.P. to inlet (includes pump, pipe, excavation, intake structure, etc.) Clearing and Stripping Channel in Lower Reaches I 20,000 100,000 I 304,000 170,000 2) Plans have been proposed suggesting that the City construct a skimming weir riverward of the levee, in the vicinity of the diversion ditch to the old channel. In addition, a dike riverward of the levee would be constructed to prevent water from entering the diversion ditch in periods of high flow. A sedimentation basin would be constructed inside the levee to remove the remaining silt. This plan would allow the clearer water in the cutoff channel into the diversion ditch to the old channel if the flow is tranquil. However, if the water were turbulent, as generally occurs during periods of high flow, the top portion of the cutoff channel would carry the same sediment load as 'the bottom portion. Therefore, the sediment basin would have to be designed for the same sediment load as the basin in Plans 2 and 3, resulting in no savings. The skimming weir would be extra cost with little effective result in sediment removal. I Total Other cost . Admin., Engr., Legal $1,214,000 242,800 $ 182,100 I Total Construction Costs $1,638,900 Annual Cost $6,000fyr. (assume it doubles in 10 years to get average) Present worth factor 20 yrs. @ 6% = 11.47 12,000 x 11.47 138,000 Total $1,776,900 I I I I Advantages. This plan would provide a reliable source of water for the Water Treatment Plant. The old channel would have a water depth of 3 to 4 feet above the Western Star Mill dam. E. Financing. I It is anticipated that the necessary funds for water supply and water treatment will be provided by issuance of general obligation bonds which will then be retired by general tax revenue. This would include the sedi- mentation basin and its appurtenances. The dredging, bank stabilization I I 4.69 I I I I I I I I I I I I I I I I I I I ,I .............:,.:. ~::~::::::::.:.:.:...... .. ~~~~~:~~DA~~~S STH~:~D. (SEE PROFILE) CLEARED AND AREA TO BEF DECOMPOSABLE STRIPPED 0 MATERIAL (1FT.-2FT.l ~ ~ ~ I " . . '.1 5Nl1KYKILLRIYER KllRTHSTREET COUMUVCLUDRO. STUOYARfA CRAWFORD STREET STAlEST. ,oJ> ,. -j.. IlAGMDlIAROAO VICINITY MAP NOT TO SCALE w-.. C-E tl LS 0 N COMPANY ENGINEERS ARCHITECTS t ~ ""30 ""00 SCALE IN FEET FIGURE 4.15 PLAN 7 - PLAN VIEW ($1,000) I I I ANNUA L PRESENT WORTH CONSTRUCTI ON COSTS ANNUAL COST 20 YR. TOTA L COST PLAN OESCR I PTI ON AOVANTAGES 01 SADVANTAGES COST (1978) 6% INTEREST (20 YRS., 6%) I REMOVE ALL CONSTRICTIONS IN CHANNEL: RESTORES CHANNEL TO PAST BEAUTY; HIGH COST: REDUCES FLOOD PROTECTION: INCREASE INFLOW: INCREASE SLOPE. NO ANNUAL COSTS. EXCAVATION AND DISPOSAL PROBLEMS 3,150 - - 3,150 WITH SILT . 2 PUMP 50 CFS INTO SEDIMENTATION BASIN AT REDUCES THE SEDIMENT LOAD AT THE W.T.P. INCREASES ANNUAL PUMPING COST FOR W.T.P. INLET: PLACE WEIR DAM IN OAKDALE PARK ALLOWING POSSIBLE EXPANSION OF RIVER " BY 27% I ,~52.8 38 871.6 , 2.32~.~ TO INCREASE WATER DEPTH. PARTIALLY CLOSE INTAKE: NO EXCAVATION OF SILT IS REOUIRED OUTLET STRUCTURE TO INCREASE WATER DEPTH. PROVIDES 3-~' WATER DEPTH IN CHANNEL . /' 3 GRAVITY FLOW 50 CFS INTO SEDIMENTATION BASIN REDUCES THE SEDIMENT LOAD AT THE W.T.P. PROBLEMS IN EXCAVATING LAND ACQUISITION AT INLET: EXCAVATE CHANNEL TO LOWER WATER ALLOWING. POSSIBLE EXPANSION OF RIVER AND DISPOSAL OF SILT FROM OLD CHANNEL I,H5.9 21 .3 ~88.6 2.23~.5 SURFACE ELEVATION AT THE OUTLET OF INTAKE; REDUCES ANNUAL COSTS TO A MINIMUM SEDIMENTATION BASIN AND TO GET 3-~' WATER (10% INCREASE IN W.T.P. PUMPING COST): DEPTH. PARTIALLY CLOSE OUTLET STRUCTURE PROVIDES 3-~' WATER OEPTH IN CHANNEL: TO INCREASE WATER DEPTH. INCREASES STORM WATER STORAGE ~ PIPE WATER FROM CUTOFF CHANNEL TO W.T.P.; PROVIDES A MANAGEABLE PROGRAM FOR WATER PROVIDES A VERY SLOW MOVING (ALMOST GRAVITY FLOW 5 CFS INTO SEDIMENTATION BASIN SUPPLY AND RECREATIONAL USE OF THE OLD STAGNANTi FLOW IN THE CHANNEL; ONLY AT INLET; PLACE WEIR DAMS AND EXCAVATE TO CHANNEL: THE ANNUAL COST WOULD BE MINIMUM; GIVES WA ER DEPTH IN OAKDALE-KENWOOD GET WATER DEPTH. PARTIALLY CLOSE OUTLET PROVIDES 3-~' WATER DEPTH IN CHANNEL. PARK AND FOUNDERS PARK AREAS, THE OTHER 2,025. 2.~ 55 2,080. STRUCTURE TO INCREASE WATER DEPTH. AREAS WILL BE AS THEY ARE NOW; INCREASED SILT LOAD TO THE W.T.P. / 5 PIPE WATER FROM CUTOFF CHANNEL TO W.T.P.; LOWEST COSTS; PROVIDES A RELIABLE SUPPLY NO WATER FEATURE TO THE BEAUTIFICATION CLOSE I NLET AND LET CHANNEL GO DRY. OF WATER TO THE W.T.P. ANO RECREATIONAL ENHANCEMENT OF THE OLD 837 - - 837 CHANNEL, INCREASED SILT LOAD TO THE W.T.P. -" 6 PIPE WATER FROM CUTOFF CHANNEL TO W.T.P. PROVIOES RELIABLE SOURCES OF WATFR FOR REDUCED FLOOD STORAGE; INCREASED SILT CLOSE INLET AND OUTLET; PIPE WATER FROM THE W.T.P.; 3 - ~, WATER DEPTH I N CHANNEL. LOAD TO THE W.T.P. 1,861.5 16 367 2,228.5 OUTLET TO RECIRCULATE WATER; PLACE WEIR DAMS TO GET WATER DEPTH. PARTI ALLY CLOSE OUTLET STRUCTURE TO INCREASE WATER DEpTH. . \ 7. PIPE WATER FROM CUTOFF CHANNEL TO W.T.P. PROVIDES RELIABLE SOURCE OF WATER FOR INCREASED SILT LOAD TO W.T.P.; DEPENDS DUMP EXCESS WATER INTO CHANNEL; PIPE WATER THE W.T.P.; 3 - ~, WATER DEPTH IN CHANNEL. ON EXCESS FROM W.T.P. AS SOURCE OF WATER 1,638.9 6 138 1,776.9 FROM W.T.P. TO INLET TO RECIRCULATE; PLACE WEIR DAM BELOW W.T.P. TO INCREASE WATER DEPTH IN LOWER SECTION. PARTI ALLY CLOSE OUTLET STRUCTURE TO INCREASE WATER DEPTH. I I I I I I I I I I I I I I TABLE 4.03 SUMMARY OF ALTERNATIVE PLANS I I~ I I I and shaping of the channel would be phased with the Beautification and Recreation Enhancement Section of this Report, Section 5, and would be accomplished as the funds became available through General Revenue, Community Development Funds, Revenue Sharing Funds or funds from contribu- tions from interested groups and individuals. The study investigated two means of transporting water to the Water Treat- ment Plant: 1) by pipeline from the inlet, and, 2) by the old channel with a sedimentation basin at the inlet. The pipeline from the inlet was the most economical but it had the following disadvantages: I I F. Summary and Conclusion. 1) The silt that usually settles in the upper reaches of the old channel would have to be removed by the sedimentation basin at the Water Treatment Plant. This extra load on the existing sedimentation basin could cause overloading as the demand for water increases. I The purpose of this section of the study was to examine the problems of progressive siltation and aggradation of the old channel and their effect __on the water supply to the Water Treatment Plant. Without alterations to the existing system, the old channel will become completely clogged in the near future. Therefore, the alternative concepts consider a method for conveying water to the Water Treatment Plant, taking into account beautifica- tion, recreation enhancement, interior storm water flood protection and technical feasibility. The cost of each alternative concept has been developed into costs for water supply and costs for beautification and recreation enhancement. The costs for water supply must be financed locally, but the costs for beautification and recreation enhancement would be eligiable for federal funding in part. Several alternative concepts have been evaluated in subsection 4E and a plan was recommended in Section 3. 2) The increased sediment load would increase water softening chemical costs and would increase the amount of sludge to be piped to the Sewage Treatment Plant. The Pipeline solution tends to be unpredictable and limiting to future expansion, while construction of the sedimentation basin and the use of the old channel would be predictable and would allow other possibilities for use of the upper reaches of the channel up to the raw water intake. The sedimentation basin and use of the old channel appear to be the best means of transporting water to the Water Treatment Plant. I I I I I The old channel drains 3,000 acres of residential land, commercial land, agricultural land and recreation areas inside the dike system. It is an integral part of the City's drainage system. The predominate hydraulic feature of the channel is its flood storage. However, the constrictions placed in the upper reaches of the channel may become potential problems as the systems and areas draining into the channel are upgraded. The sedimentation basin can be sited in two ways" 1) at a higher elevation so the inflow would be pumped in and the silt would flow by gravity to the cutoff channel, or, 2) at a lower elevation so the water would flow by gravity into the basin and the silt would be pumped out. The pumped inflow basin would require no dredging of silt in the old channel, however, it would have a higher annual pumping cost. The gravity inflow basin would have a lower annual pumping cost but would require the dredging of the old channel to lower the water elevation at the outlet for the basin to operate at maximum efficiency. I I I I The minimal slope (.0003 ft/ft.) of the channel and the high sediment load of the Smoky Hill River water cause the problem of siltation and aggrada- tion of the old channel. In order to get the velocity required to cause the scouring necessary to move the silt on through the old channel, a flood flow is needed. Therefore, methods of removing the silt from the intake and increasing the slope were investigated. Problems with dredging the old channel would be: 1) the clearing of trees and the altering of the banks to provide access for machinery; 2) construc- tion easements on or acquisition of private land for haul roads, stockpiling and equipment storage; 3) the disposal of the silt after removal. I I I I 4.10 I With the use of the trailways for the parkway system described in the Beautification and Recreation Enhancement section of this study as haul roads and using proper planning in construction, the problems in removing the silt can be minimized. I I I In both the basin configurations, the silt would be disposed into the cutoff channel below the scour key dam. This method of disposal would require the necessary regulatory permits, described in subsection 4B1, paragraph 2. ......~----- ~ I I I I .-_~'n__ I I REFERENCES 1 "Urban Hydrology for Small Watersheds." 2"Peak Rates of Runoff from Small Watersheds." 9"Principles of Hydrology" Water Information Center, Port Washington, N.Y., 1970. I 3 "Study of Runoff from Bottom Land and Hillside Terrain." 4"Rainfall Frequency Atlas of the United States." S"Water Surface Profile "WSPIN", SCS." 6 "Elements of Drainage and Culvert Design" Kansas Dept of Transportation, 1976. 7"Handbook of Concrete Culvert Pipe Hydraulics" Portland Cement Association, 1964. 8"Water Resources Engineering" Linsley and Franyini, McGraw-Hill, Inc., 1964. 10 "Water Resources Data for Kansas, Part 1, Surface Water Records" U.S. Dept. of the Interior Geological Survey, 1973. 11"1977 Heavy Construction Cast Tile" Van Nostrand Reinhold Company, 1977. 12 "Salina Water Study" Wilson & Company Engineers & Architects, 1968. 13"Flood Protection Project - Smoky Hill River Basin - Salina, Kansas" Department of the Army, K.C. District, Corps of Engineers; May, 1977. 14 "Water Treatment Plant Improvements for Salina, Kansas" Wilson & Company, Engineers & Architects, 1970. lS"Design of Small Dams" U.S. Dept. of Interior, Bureau of Reclamation, 1973. I I I I I I I 4.11 I I I SECTION 5 - BEAUTIFICATION AND RECREATION ENHANCEMENT a. Recreational Stand Improvement. The term, recreational stand improvement, refers to those practices in developing woodlands for recreational use. The objectives of recreational stand improvement are as follows: I A. Design Concept. I The basic design concept for the beautification and recreation enhancement of the old Smoky Hill River channel is to establish a recreation corridor linking Indian Rock, Kenwood, Oakdale, Founder's, Riverside and Lakewood Parks into one continuous parkway system. This concept is shown on Figure 3.17. The design concept for the improvement of parkway system is divided into t~vJ principal elements: beautification and recreation enhancement. (1) Open the stand sufficiently to provide the optimum recreational benefit. I I (2) Maintain the density of the stand for optimum growth and vigor. I 1. Beautification. Principal items in the beautification include the articulation of space to provide an interesting, flowing pattern, screening of private property and objectionable views, a gradual unfolding and enframement of desirable views, control of light intrusion and erosion through the use of sculptured land forms and plant material. It is also proposed that more detailed landscape plantings be accomplished in areas adjacent to the pedestrian and bicycle paths, creating a linear arboretum which would add interest to the user. (3) Maintain a natural appearance. I (4) Leave cover and a source of food for small game and songbirds. I (5) Prevent exposing the stand to wind damage and sunscald. This may require the stand to be opened in stages over a period of years. I I Further beautification can be achieved by maintenance and renovation of the existing woodlands and individual trees and shrubs associated with the old river channel. In some cases within the proposed parkway system, these objectives may conflict with one another, depending on the composition and density of the stand. The health of the stand should take priority over other objectives, because without a healthy stand, the other benefits will be short-lived. I I The woodlands and individual trees and shrubs associated with the old river channel have the potential of providing greater satisfaction to the user of the existing parks and proposed parkway system than the best man-made planting. They have the additional advantage of being avail~ble for use at a relatively small cost for development. The recreation value of these woodlands and individual trees and shrubs is incalculable when one considers I I the replacement cost and the number of years required for introduced plants to reach maturity. With proper cultural practices, these can be maintained in a near natural condition and still provide a highly desirable environment for recreational purposes. b. Selection of Trees to be Retained. Selection of trees to be retained should be on the basis of site adaptability, vigor, form, foliage, longevity, susceptibility to adverse conditions and recreational purpose. Dead trees or trees that have been severely injured by storms, drought, insects, diseases or others that represent a hazard to life and property should be removed regardless of recreational requirements. American or English Elms infected with Dutch Elm Disease should be removed as soon as the disease,is detected in order to reduce the rate of spread of the fatal disease to healthy trees. I I I c. Removing Cull Trees and Shrubs. The cull trees and shrubs should be removed with hand tools. Experience shows that in performing recreational stand improvement with a bulldozer, even the most conscientious ~I 5.01 I The cull trees and shrubs should be severed no higher than two inches above ground level. Live stumps should be painted with an appropriate herbicide to prevent sprouting. Where access is available, a stump chipper should be used to remove the stump to below ground level. Branches, trunks and other debris can be disposed of with the use of a portable chipper. The chips resulting from either operation make excellent mulching material for newly planted trees and shrubs. Wherever possible, the banks sloping to the newly established water level should be shaped to a 3:1 or less steep slope. It will not be possible to achieve this criterion in all areas throughout the parkway system, however, it should be accomplished in all possible cases. In addition it should be accomplished with minimal removal of desirable species of trees and shrubs. I operator will seriously injure many of the trees and shrubs designated to remain. Injuries, such as debarked trees, exposed roots and broken limbs are always present in bulldozer operations. I I As soon as possible following the shaping of the river banks a perennial groundcover, such as crownvetch or honeysuckle should be installed to provide bank stabilization on slopes of 3:1 or steeper. On slopes less steep than 3:1, a perennial grass species or grass mixture, capable of being maintained by mowing, should be installed as soon as possible follow- ing bank shaping. I I I d. Pruning. Pruning is usually required to remove dead, diseased, broken, interfering and weak branches that are subject to wind breakage and are a hazard to life and property; and to achieve the recreational function of the tree. Pruning should be conducted in accordance with guidelines set forth in the Kansas State University Cooperative Extension Service Bulletin No. C-550, All About Pruning Deciduous and Evergreen Trees, Shrubs, Vines and Groundcovers, January 1977. 2. Recreation Enhancement. Pedestrian and bicycle paths are to be the primary recreational improvement to be included in the proposed parkway system. These will run the entire length of the project. I I e. Repairing Wounds. All pruning and mechanical wounds over one inch in diameter should be treated with a tree dressing to hasten the healing process and to prevent wood destroying fungi from entering the exposed wood. Old wounds require special attention since fungus may have already become established. After shaping the old wounds, as much of the discolored tissue should be removed as is practical. A tree wound dressing should be placed on the wounds to provide protection against insects and diseases. Wounds should be inspected annually and the dressing replaced when necessary. Five rest areas will be provided as shown on Figure 3.17. Facilities provided in each rest area include permanent benches, a drinking fountain and facilities for parking and locking bicycles. With one exception, i.e., the rest area located near station 140+00 in the Westbend Addition, all rest areas are located in close proximity to public restroom facilities. A restroom is proposed to be constructed near the rest area located near station 140+00. I I I f. Replacing Critical Plants. In woodland recreational areas, a few trees and shrubs die periodically due to natural or man-made causes. In order to perpetuate the woodland, it may become necessary to interplant with young trees and shrubs as soon as the native plant materials show signs of rapid deterioration. Where possible, two separate paths will be constructed: a nine foot wide bituminous surfaced bicycle path and a five foot wide concrete pedestrian walkway. The two paths will be combined only where right-of-way is limited or where they would come together to cross under a structure or cross ,a street. Even at these locations, some physical separation will be provided in the form of a curb, a variation of surface texture or other effective methods. A concerted effort will be made to take advantages of all avail- able public right-of-way, existing physical features and views to make the use of the paths as eventful as possible. I I I I I I 5m .' I I I I I I I I I I I I I I I I I I I Other active recreational development within the parkway system will include three neighborhood playground and picnic areas located as shown on Figure 3.17 . 2. Policy on Environmental Quality. A lighting system will be included in the design concept. Benefits of lighting include longer daily trail use, improved security and path delineation. a. Desirable trees, shrubs and green areas presently within the parkway system should be preserved, renovated and enhanced to the greatest extent practicable. b. The adverse visual effect of overhead utility lines and substations that cross or parallel the parkway system should be minimized. B. Planning and Development Policies. Recognizing the potential social, economic and environmental impacts the proposed channel improvements and parkway system can have on the City of Salina, the following policy statements, if followed, will give assurance that the impacts will be positive in nature. The following policy state- ments have been formulated recognizing the following objectives: c. Landscape plantings, earth sculpture and landforms should be introduced into the parkway system so that: (1) The parkway system takes on the character of a greenway and open space link between Indian Rock, Kenwood, Oakdale, Founder's, Riverside and Lakewood Parks. 1. Statement of Objectives. (2) The seasonal changes which occur locally are fully reflected in a variety of plant materials. a. The proposed parkway system is to be part of the overall City open space system and hiking and picycle trail system. (3) Recreational facilities, such as trails, rest areas, playground and picnic areas, incorporated into the parkway system will have a park-like setting. b. Development and aesthetic treatment of the old Smoky Hill River channel and the proposed parkway system will be important to Salina's image for residents and visitors alike. (4) Adjacent eyesores are screened from view. c. Policies which guide the changes in the proposed parkway system will affect the manner in which people will continue to live, especially in the areas of pedestrian and bicycle circulation and recrea- tion patterns. (5) Privacy can be given to residential property through fencing and landscape screening. (6) Pedestrian and bicycle movement is guided and informed by significant placement of plant masses. d. Extensive coordination between the local, state and federal agencies with aid from private citizens will be required if the parkway system is to be appropriately developed and maintained. e. Pictorial signs or symbols should be used along the hiking and bicycle trails to relay information to the pedestrians and cyclists. f. The park furniture to be incorporated into the rest areas, playground, picnic areas and trail system should be durable and of a coordin- ated design. 5.03 I g. Paved surfaces should give scale and interest appropriate to their function. For example" the surfaces of paths, rest areas and parking areas should be differentiated and should not appear as a continuation of one another. C. Construction Sequence. I I The parkway system construction can be divided into five construction phases as shown on Figure 5.01. These phases, listed in the order of their construction priority are: I h. All lighting fixtures should be selected on both functional and aesthetic qualities. i. The direction and intensity of lighting should be controlled, so as not to adversely affect adjacent land uses. Phase 1. Beginning at the YMCA Drive and Kenwood Park Drive intersec- tion, through Kenwood and Oakdale Park and terminating at trail access point in Founder's Park. I I 3. Policy on Recreational Use. Phase 2. Beginning at the trail access point in Founder's Park, through'the City Maintenance yards on Ash Street, through Riverside Park, along the Riverside Drive right-of-way and terminating at the intersection of Riverside Drive and North Ohio Street. I I I a. The three neighborhood playgrounds and picnic areas should be designed to meet the recreational needs of nearby residents. b. Passive as well as active recreation facilities should be provided in these areas. Phase 3. Beginning at trail access point in Indian Rock Park near the inlet structure, south along the cutoff channel right-of-way to a signalized crossing on South Ohio Street, around the bend behind the YMCA building and terminating at the intersection of Kenwood Park Drive and YMCA Drive. I c. Following the improvement of the old channel and the desilta- tion of the water in it, an adequate stocking and management plan should be implemented to re-establish the fisheries resource in the old channel. d. All facilities provided as part of the parkway system should complement the existing public and private recreational facilities. Phase 4. Beginning at a signalized trail crossing at the intersection of North Ohio Street and Riverside Drive, southeast to Lakewood Park, through Lakewood Park and terminating at the outlet structure east of Lakewood Park. I I e. The Salina Park and Police Departments should maintain and police the various facilities to be included in the parkway system. Phase 5. Beginning at the outlet structure east of Lakewood Park, south behind the Board of Trade Building, through Indian Rock Park and terminating near the inlet structure in Indian Rock Park. I f. Where appropriate, under-bridge crossings, plantings, architectural barriers, fencing and other devices should be used to separate vehicular circulation and private property from the parkway system. D. Preliminary Development Plans. I I g. Connecting or branch hiking and bicycle trails should be planned to connect other areas of the City to the parkway system. In order to facilitate the review of the preliminary plans, they are presented in a consecutive order, beginning at the public access point station 102+00 near the inlet structure in Indian Rock Park, following the old river downstream through Kenwood, Oakdale, Founder's, Riverside and Lakewood Parks and returning along the Iron Avenue cutoff channel, through Indian Rock Park to the point of beginning. I I ~~ I I 0 0 0 , w u Z >-- Z z VI::.' 0 w '" '" " "' 0 0 :l 4 . u ! w w w w w W W ~ w" 0 (f) (f) (f) (f) (f) "- Ul ~ ~ 1: , W <( <( <( <( <( <(w -'0 o u , ~ CI) :I: :I: :I: :I: :I: ::;;~ , <=> "- "- "- "- "- _ z. , U ~:: uJ< "" >-'" 1 Z 1-0 , W 0 -~ a:: z~ , r'l n r' I.'j I . ::> ~ ""'" (30 0 ,", _Z c:l U . ~. "" > , u: '.. ",' :l ,'. '''' - 0 , ' "', Stl"1 0 a:: , ~ ~ CI) " :. Z " 0 ;: u , - - - - - - - - - - - - - - - - - - - I .As indicated on Figure 5.02, Stations 100+00 to 130+00, the separated hiking and bicycle trails continue from Phase 5 into Phase 3 on the left bank of the river channel. A public access point is located where Indiana Avenue turns into Arlington Drive. The trails continue to be separated until they nearly reach Ohio Street where they merge into a contiguous path in order to effect the South Ohio Street crossing where a pedestrian accuated signal will be used. A neighborhood picnic and playground area will be provided in the open space adjacent to where Elmhurst Boulevard turns into Delaware Drive. Fencing will be provided behind the dwellings located along Delaware Drive and behind the dwellings, retail and service business located in the Wilbre Addition. The area behind the dwellings located along Delaware Drive and across Elmhurst Boulevard will be extensively landscaped. The timber behind the Wilbre Addition and in the vicinity of the Four Square Church will be selectively thinned and renovated. be installed in order to provide the necessary space for the trails. No landscape planting is anticipated for this reach of the parkway system, however, an extensive amount of native timber selective thinning and renova- tion and bank sloping and stabilization will be required. I I I Figure 5.03 shows the parkway system from stations 130+00 to 130+00. The City has acquired recreation easements behind the Dental Clinic, Kenwood View Nursing Home, a vacant tract of land in Westbend Addition and the YMCA. The private property on the left bank from South Ohio Street to Prescott Avenue, and on the right bank from YMCA Drive to Greeley Avenue, should be acquired. The hiking and bicycle trails remain contiguous for a short distance beyond the South Ohio Street crossing. They remain separated until they merge into a contiguous trail in order to cross YMCA Drive, where the trail is raised to provide a speed bump. The trails ~eparate again a short distance past the crossing. No crossing signal will be provided at this point. Public access will be provided at the South Ohio Street crossing, the YMCA Drive crossing and at the rest area near the point where YMCA Drive turns into Westbend Avenue. Schematic drawings of this rest area are shown by Figures 5.11 and 5.13. A neighborhood picnic and playground area will also be provided near this rest area. Fencing will be installed behind the retail and service businesses and residentail uses on the left bank from South Ohio Street to Prescott Avenue and between the timber and vacant land on the right bank from YMCA Drive to Greeley Avenue. Because of right-of-way constrictions in the vicinity of the South Ohio Street crossing and the YMCA Drive crossi~g, wood retaining walls or cribbing must Preliminary development plans for the parkway system from stations 180+00 to 235+00 are shown by Figure 5.04. Land to be acquired includes the private residential property on the right bank between Greeley Avenue and The Midway, between the Midway and Kansas Avenue and between Penn Avenue extended and Oakdale Drive extended. The hiking and bicycle trails remain on the left bank in Kenwood Park until they cross the old river channel between stations 229+00 and 230+00 on a wood bridge crossing into Oakdale Park. The trails merge near the at-grade street crossings of Greeley Avenue and The Midway, wUere speed bump crossings will be provided. The trails merge again where they cross Oakdale Avenue under the bridge and again at the bridge crossing into Oakdale Park. Fencing between private property, as described earlier, and parkway land will be provided. Since the trails remain in Kenwood and Oakdale Parks throughout this segment, public access is continuous. Wood retaining walls or cribbing must be provided in certain areas in Kenwood Park where available usable space for the installation of trails is constructed. Landscape planting will be provided throughout most of the parkway reach through both Kenwood and Oakdale Park. Timber, mostly on the right bank, will be selectively thinned and renovated. River banks will be sloped and seeded to appropriate grasses or groundcover materials. I I I I I I I I I Preliminary plans for parkway development between stations 235+00 and 280+00 are shown on Figure 5.05. Private property must be acquired on the left bank between Kenwood Park and the City Water Treatment Plant property, between South Street extended and Third Street, between Third Street and Second Street and between Second Street and Front Street. Private property must be acquired on both banks between Front Street and Second Street and Second Street and Third Street. The trails continue on the right bank through Oakdale Park, on public right-of-way from Oakdale Park to Walnut Street and on acquired land from Walnut Street to Third Street. The trails merge and make at-grade street crossings ~ear the footbridge between Kenwood I I I I I ~~ I I I I I I I I I I I I I I I I I I I I r ~ i1 I JIll It f' , v ,v .I ;.' 11 LS 0 N COMPANY ENGINEERS 1 ARCHITECTS , 0" WIDE) BICYCLE TRAIL (9 - B - '-0" WIDE) , .. WIDE) H - HIKING TRAIL (5 HIKING TRAIL (14-0 CLE AND - COMBINED BICY B&H SED FENCING - PROPO FIGURE 5'~~MENT PLANS PRELIMINARY DEVEio TO 130+00 STATIONS 100+ .00 ------------------- I I I I I I I I I I I I I I I I I I I .~,~ ,~D:'{,t": ,~,-,r r\' w~ ' NO. 52 EyOR'S pLAT SURV 't':"" "~ t.t " ~ '. _ >, \ ',' :,,, _t:: , 11 LS 0 N COMPANY ENGII'lEERS ARCHITECTS t B - BICYCLE TRAIL (9'-0" WIDE) H - HIKING TRAIL (5'-0" WIDE) B&H - COMBINED BICYCLE AND HIKING TRAIL (14'-0" WIDE) - PROPOSED FENCING ISW,'i;::i REQUIRED LAND AQUISTION 'h~.~ ~'J~1~,' 'i" ,\'1~;t\1 " Jl;!~ \\l\ "~:B+ m %'4 '~,'&'~~'\ ~ lld" I , . -.' ,~. "', ..'~' ",',' r" , ._ . ~r: , , 'll , a::. " " 1-,' ---'- VICINITY MAP FIGURE 5.03 PRELIMINARY DEVELOPMENT PLANS STATIONS 130+00 TO 180+00 ------------------- I I I I I I I I I I I I I I I I I ~. ',i:-?~ ~~ , B ""':'~~, ~ lJ!.. ,"I"" H = I I 11LSON COMPANY ENGINE.ERS ARCHITECTS t B - BICYCLE TRAIL (g'-O" WIDE) H - HIKING TRAIL (5'-0" WIDE) B&H - COMBINED BICYCLE AND HIKING TRAIL (14'-0" WIDE) - PROPOSED FENCING 1'2!i';;>1 REQUIRED LAND AQUISTION FIGURE 5.04 PRELIMINARY DEVELOPMENT PLANS STATIONS 180+00 TO 235+00 - ------------------- I I I I I I I I I I I I I I I I I, i: II I' I I I I I 11LSON COMPANY ENGINEERS ARC H1TECTS t B - BICYCLE TRAIL (9'-0" WIDE) H - HIKING TRAIL (5'-0" WIDE) B&H - COMBINED BICYCLE AND HIKING TRAIL (14'-0" WIDE) - PROPOSED FENCING I,'.::,!;}" I REQUIRED LAND AQUISTION FIGURE 5.05 PRELIMINARY DEVELOPMENT PLANS STATIONS 235+00 TO 280+00 ~ I and Oakdale Parks. Speed bumps will be provided at these crossings. The trails merge again to pass under the footbridge between South Street and Oakdale Park and to make street crossings under the bridges at Mulberry and Walnut Streets. They remain merged after crossing under the Walnut Street Bridge. Public access is continuous throughout Oakdale Park and public right-of-way to Walnut Street. Past that point public access is limited to Second and Third Streets rights-of-way. A rest area with a drinking fountain, benches and wood bollard bicycle racks will be provided near the restrooms in Oakdale Park located at the north end of the footbridge between Oakdale and Kenwood Parks. Schematic drawings of this rest area are shown by Figures 5.11 and 5.14. Fencing will be installed between the parkway system and all private property described earlier in this reach of the parkway. Wood retaining walls or cribbing will be necessary where the trails change grades in order to pass under the Mulberry and Walnut Street bridges and between Front and Third Streets where available space becomes constricted. Landscape plantings will be utilized along the trails through- out Oakdale Park and the public right-of-way extending to the Walnut Street Bridge. Selective thinning and renovation of existing timber, along with bank sloping and stabilization, will occur behind the private property and the left bank from Kenwood Park downstream to Front Street and on both banks from Walnut to Third Streets. parkway system the trail system remains merged except for a small segment in the City maintenance yard and the segment between Ash and Elm Streets. Public access is available at South Third Street, in Founder's Park and the municipal park lot east of the Park and at Ash and Elm Streets. Fencing will be installed between all acquired lands and the adjacent private property. Fencing would also be installed between the parkway system and the City Maintenance yards. Wood retaining walls or cribbing will be utilized from Third Street to Iron Avenue and for a small segment immedi- ately north of Ash Street where the right-of-way available for trail installation is constricted. Very little landscaping will be required for, this reach of the parkway system, however, considerable selective thinning and renovation of the existing timber will be required. Banks on either side of the old channel will be sloped, shaped and stabilized with either grass or groundcover. I I I I I I I Figure 5.06 shows the preliminary development plans for the parkway system from stations 280+00 to 305+00. Privately owned land on the right bank of the old channel would have to be acquired between Third Street and the public alley immediately west of Third Street, between the public alley immediately west of Second Street and Second Street and between Second and Front Street. Privately owned land on the left bank would have to be acquired between Third and Fourth Streets. Privately owned land on'both sides of the old channel would have to be acquired between Ash and Elm Streets. The trail system would cross Iron Street under the Iron Street Bridge and proceed into Founder's Park. From there, it would proceed through the municipal parking lot east of Founder's Park, cross the old channel below the Western Star Mill dam on a wood bridge, through the City Maintenance Yards, cross Ash Street at a pedestrian actuated signal and on the acquired land on the left bank to Elm Street. During this reach of the Preliminary development plans for the parkway system from stations 305+00 to 355+00 are shown by Figure 5.07. Privately owned land on both sides of the old river channel from Ash to Elm Streets must be acquired for parkway right-of-way. On the left bank of the old channel private land to be acquired for parkway right-of-way consists of industrial tracts extending from station 332+75 to 336+70, from station 338+80 to 346+50 and station 349+10 to 355+00. The trail system crosses Elm Street from the left bank of the old channel by way of a pedestrian actuated signal into Riverside Park on the right bank and follows the public right-of-way of Riverside Boulevard to North Ohio Street. Here the trail system crosses North Ohio Street by way of a pedestrian actuated signal to the left bank. The trails are merged only at the Elm and Ohio Street crossings. Public access is available to the area south of Elm Street at Elm Street. Public access is available from Elm to Ohio Streets on public park and right-of-way lands. Access to the area east of Ohio Street is available at Ohio Street. A rest area, with a drinking fountain, benches and bollard bicycle racks, is located near a severely vandalized restroom building. Schematic drawings of this rest area are shown by Figures 5.11 and 5.15. A playground and picnic area are located on the Riverside Boulevard right-of-way between Kansas and Des Moines Avenues extended. Fencing will be installed between acquired and land the City presently owns and privately owned and Urban I I I I I I I 5,06 / , I I I I I I I I I I I I I I I I I I I #: " i1lfl ,~ ~ ~ ;jl~ 11LSON COMPANY ENGINEERS ARCHITECTS t B - BICYCLE TRAIL (9'-0" WIDE) H - HIKING TRAIL (5'-0" WIDE) B&H - COMBINED BICYCLE AND HIKING TRAIL (14'-0" WIDE) - PROPOSED FENCING kiXii REQUIRED LAND AQUISTlON FIGURE 5.06 PRELIMINARY DEVELOPMENT PLANS STATIONS 280+00 TO 305+00 ------------------- I I I I I I I I II I I I I I I I I I I IP " (l iii III If! W~& C-E TILSON COMPANY ENGINE.ERS ARCHITECTS t B - BICYCLE TRAIL (9'-0" WIDE) H - HIKING TRAIL (5'-0" WIDE) B&H - COMBINED BICYCLE AND HIKING TRAIL (14'-0" WIDE) - PROPOSED FENCING i"/?X::>I REQUIRED LAND AQUISTION FIGURE 5.07 PRELIMINARY DEVELOPMENT PLANS STATIONS 305 + 00 TO 355 + 00 ~ Renewal land. Some wood retaining wall or cribbing, will be required immediately west of the North Ohio Street crossing where right-of-way available for trail installation becomes constricted. Landscape plantings will be fairly extensive in Riverside Park and along the Riverside Boule- vard right-of-way. The existing timber on both sides of the old channel will be selectively thinned and renovated. The banks will be sloped, shaped and stabilized with grass or groundcover. remain separated until they are merged to cross the narrow strip of land at the east end of the lake. They remain merged to cross the old channel to the right bank On a culvert crossing. They proceed merged, except for two small segments, to the top of the flood control levee. Public access is continuous throughout Lakewood Park. Access is again available at the access road from East North Street and on the flood control levee. Fencing will be installed between the acquired land and remaining private property. Some landscape plantings will be required in the reach of the parkway system immediately west of the flood control levee. The existing native timber on both sides of the old channel will be selectively thinned and renovated. Banks will be sloped and shaped and stabilized with groundcover or grass. Figure 5.08 shows the preliminary development plans for the parkway system from stations 355+00 to 395+00. Private land on the left bank of the old river channel must be acquired from station 355+00 to Lakewood Drive. Private land on the right bank of the old channel must be acquired from station 366+30 to Lakewood Drive and from Lakewood Drive to station 395+00. The hiking and bicycle trails remain separated except where they merge to cross Lakewood Drive on a speed bump. Public access to the trail system is available on acquired land on the left bank from station 355+00 to Lakewood Drive. Public"access to the trail system is continuous throughout Lakewood Park. A rest area, shown in detail by Figures 5.11 and 5.16, with a drinking fountain, benches and bollard bicycle racks, is located near a severely vandalized restroom building. A playground and picnic area is located on the Riverside Boulevard right-of-way between Kansas and Des Moines Avenue extended. Fencing will be installed between acquired land and the privately owned land described above. A wood retaining wall or cribbing will be required near the inlet/outlet structure from the old river channel to the lake where trail right-of-way becomes constricted. Landscape plantings will be limited to' the parkway system through Lakewood Park. Existing timber on both sides of the 'old channel will be selectively thinned and renovated. Banks of .the old channel will be sloped, shaped and stabilized with grass or groundcover. Figure 5.10 shows preliminary development plans for the parkway system from stations 480+00 to 510+00. The parkway system from stations 460+00 to 480+00 is not illustrated. No land acquisition is required for this reach of the parkway system. The trails are contiguous, except for a small segment south of the Board of Trade Building, until they reach the north boundary of Indian Rock Park. The trails follow the top of the flood control levee, cross East Iron Avenue under the East Iron cutoff bridge, proceed behind the Board of Trade Building to Indian Rock Park. They proceed through the Park to the point of beginning. Public access will be provided at Iron Avenue and will be continuous throughout Indian Rock Park. A rest area will be located near the crest of Indian Rock Hill, near station 520+00. Details of this rest area are shown by Figures 5.11 and 5.17. Facilities will include benches, a drinking fountain and bollard bicycle racks. No fencing will be required, and wood retaining walls or cribbing will be necessary only where grade is changed to pass the trails under the East Iron cutoff bridge. Landscape planting will be required south of the Board of Trade Building and throughout Indian Rock Park. No existing timber selective thinning and renovation will be required. Preliminary development plans for the parkway system from stations 395+00 to 460+00 are shown by Figure 5.09. Private land acquisition must occur on the right bank of the old channel from stations 395+00 to 441+35.. Acquisi- tion of privately owned land on the left bank of the old channel must be made from the east boundary of Lakewood Park to station 430+30 and from stations 437+85 to 442+20. The hiking trail and bicycle trail continue to E. Special Details. Figures 5.11 through 5.17 cover a range of special details relating to special features on the parkway system. These details will be followed during the preparation of the final constuction plans. 5.07 I I I I I I I I I I I I I I I I I I I 1 l I I I I I I I I I I I I I I I I I I I !liD -, :0~ 1'2f""r:;r-"' - -- - r '" ,J!)~ 01 p> - ij'-'~" ',-" .- F~ , I f III') "~ . CONTINUE PHASE 4 ~^ fjff ~ 'II . l'l Ii! iIi iii ~ ., ".I ;r; .. ~~~ rim tj i^. KEWOOD ,;" il;'~ .~ '11 i\ " :ti.l~ PARK n n III ?t :I ~ CI "' _.."IJf! .'" ~ 1.I ~;,e "y~ i!i VICINITY MAP l' LS 0 N COMPANY ENGINEERS ARCHITECTS t B - BICYCLE TRAIL (9'-0" WIDE) H - HIKING TRAIL (5'-0" WIDE) B&H - COMBINED BICYCLE AND HIKING TRAIL (14'-0" WIDE) - PROPOSED FENCING I;YI;;;''1 REQUIRED LAND AQUISTION FIGURE 5.08 PRELIMINARY DEVELOPMENT PLANS STATIONS 355+00 TO 395+00 ------------------- I I I I I I I I I I I I I I I I I I I ,~~ t ~ .~~ ~ ~'1I .. ff:,~ ~,." 11 LS 0 N COMPANY ENGINEERS ARC HITECTS t ~';jjJ'.' .~.- 'Pi "if.... 0. Mi ~ M L """"- t k~ "EXISTING ':EN.,gE ~ ~.t,~ .. \ . ..-.,.~~! l:...s;'~" ,~ , NOlir,..,.1;,; if*'~ ~~~T' ~.. ":An ~.~~ ,flI ~ t ~ 'l: r /' r': ~~, 4, ~j ,....1 I I I, I: I' I' I I I I I B - BICYCLE TRAIL (9'-0" WIDE) H - HIKING TRAIL (5'-0" WIDE) B&H - COMBINED BICYCLE AND HIKING TRAIL (14'-0" WIDE) PROPOSED FENCING bR.'iij,i! REQUIRED LAND AQUISTION FIGURE 5.09 PRELIMINARY DEVELOPMENT PLANS STATIONS 395+00 TO 460+00 ------------------- 11 ~ mil ~3P " ~ 1\1 4ft RI" . " J ~ ti IV IIIl'Iil ~ B ~" l l, \, .. . ~ I .! ~I~ ~ L'r< f " ,sV"" ':, CI.l Z CCI:) .....1:) A-+ ....1:) z.... wit) :!Eo oA-.... '":01:) "'.....1:) w W + a:> =>WI:) "'ceo U::>""" a:CI.l ccz zl:) :!Ei= _CC ..... .... wCI.l a: A- w c :l: " , ;. :: ...J < a: I- (!l Z W S< r c w c == c z 0 :l: <( w (!l , " z iE ...J , () (3 ...J 19 >- z < () W ...J iii u. a: < c I- a: c I- W W W II) ...J (!l Z 0 ~ z iii 0- S< ::; 0 () 0 a: iii r () 0- :I: m :I: .. m z >---; z . c o 4 ~:il "- We U) ~ ~ ;: = 0 ~ ~ :s U uJ<i bd . ------------------- ------------------- I I I PRDPOSEDORINKINGFOUNTAIN I I I I WESTBEND REST AREA APPROX. STA. 1~5.00 I I PROPOSED DRINKING FOUNHIM I PROPOSED8ENCH I I I I J I I RIVERSIDE PARK REST AREA APPROX.STA.317.00 I I I OAKDALE PARK REST AREA APPROX-STA.239+00 LAKEWOOD PARK REST AREA APPROX.STA..379+00 REST AREA SCHEMATICS NOT TO SCAlf r-~9''''II~"ill"l' I II"" PILING PROPOSED WATER LEVEL }--'-cc'""""'i SILT l(J tr -ry v WOOD BRIDGE SCHEMATIC SCALE: IN". 1'.0" f1ROPOSEDSHRUBS PROPOSEO REUININGWALL PROPOSED BICYCLE RACK EXISTING TREES AND ROCk OUTCROPPING INDIAN APPROX. STA. 506+00 FIGURE 5.11 SPECIAL DETAILS: REST AREAS, WOOD BRIDGE ------------------- I I \000""'''"'''' llGKTflXTURE I I I I (ID .~ .--SI6MS I REST;? AREA[] I 9'-0' BlTUMlllOUS BICYCLE PATH I ,'~ !;'.O"r.nNClIFTF HIKINGI'ATH o TYPICAL ELEVATION SEPARATED HIKING AND BICYCLE PATHS I I I I I I I I I I \LIGIITFIXTURE (]J SIGNS 9'BITUHINOUSBICYCLEl'ATH ~COMI'ACTED EARTH flLLj CULVERT CROSSING 5'-0" -SLOPE AT a/S"/FT. TYPICAL SECTION CONCRETE HIKING PATH 9'-0" ..'0' TYPICAL SECTION ~s:I~:::~US BITUMINOUS BICYCLE PATH '-,' I 1 I I I 0~~ ~ %'& ::q::l .-'-T I I I I , ) v 96" CORRUIlATED IoIETHI'IPE STAHDARDEHOSECTIOH ------ ------7 FLl1<<L1HEOF EXISTIHGCHAHNEL . ;;: SINIlUSIlNO.lRO/ LIGHT FIXTURE '''"'~[~) OAkOALE PARK 9'_0' BITUMINOUS BICYCLE PATH 5'-0" CONCRETE HIKIIlGI'Al" " '...,;;..;. ','-.,,:.. ',..'" ;:'--'.-.' iP~~ :w-<\~ ~ :0,~ WA~;::0\ 3'ROlLEoCURB ~-0'';'" ,"" ~ TYPICAL ELEVATION CONTIGUOUS HIKING a BICYCLE PATHS GUARORAll I ( I \ I r ~ - -=;:.r- -.-+-r I I U m~a::~~ ~,~~~ -tt:r- T+r I I l,~) -r+-T I I l,:) WOOD RETAINING WALL OR CRIBBING FIGURE 5.12 SPECIAL DETAILS: TYPICAL SECTIONS, ELEVATIONS, WOOD RETAINING WALL, CULVERT CROSSING ------------------- < w cr < ."...--,: ./ ',I- / " en ____ __:-_.J \ ~ \ 0 I~ J ~ / ~ / a. ./ ..... c:..___ j --------, I , , I I I , I , I I I I I J I J / I I I / / / / / / / -.- ~ f f--s 1:.0 ~ lol "',.'~ .. .~ ~ ~ ':l! 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'!""I" '" -,,4!i':'~ 'L $I .';t. '9':", ..~~,~ . , - ) I .,. ! " ~') <!:l ~ (,) Z W I..L. o W en o f!'- ~\ 1 · I . 'f#' ~ .'~ . 1# ;.~ J III , ~ U tt ~ r .. , Ell '!f':.-A .:t; ~ !Ii...." Iff ~.. ~ ! EI " 'lc , ~. ------------------- ------------------- ~ ., L t; r \ .. '3-0 '-M ~\ \ \\ ~ f-.,,\ , , I I l ~:.. f/ . .It, . ~ [ , ~ ~ o I ~ 'Ot ... ! -I - <C ex: I- '~\~ -w (/) o a. o ,;'5- F; n ~IP c. '" .. t 'I " " I I ..j f\ I lU9 III I' l ~, .' ;J/' ~ll ~ SJ:\\aJ C~ """,11.1 t,. - ~ - ~. ~ ~ iii ~~ I:l' ~ . '" n Ql CO a f:} , ~ . III - .(1 <C w t:C <C I- eI) ....w o-:t:C on w~ a::t:C =><C C> a.. U:W ...J <C c ~ <C o ....!!:!I .... -i l ~ I( r h# - , ~~...'!' 1 ~ ~ \ '\ . " ""l! #, I[j ~\ ~\ " ~ EI ~ " ~ \ n-"'tt<'" \ 11 '\ a ~ _ .:_b. i " ,. II 15 ] i:l . . It, . 'K" -- C' c , . ~. \ ~.~;~ 7-b,7- ~ L1 ------------------- c~~.. ~a J lJ I:J ;"L,_ t'\'" I.i r.' I:l .:J I:) " .0 ~" !"! <'t,; IC, a d' \ l (/) :2 o o ex: I- _~ ~ ~.t; ~- I'" (!) ,~ ~ ~zf rr.,,~ '; f!! I' ~ 'I \ \. .. ~ ~ (!) z - C/) C/) o · ex: , i- 0 -I ~ !(lex: I- a ~w "- II< ~ "" t , \~' a. "iJj o 'T' ex: o.(l~"M ; 'If( , ~ 1.. ~ i b - W glb ~ L; . ~~ 0 ex: " <C 0> .... I- -I '~"{,\.. ~~6tl 't 8" o~!IO. , a. >-:L" ~, ,~" I:f a.' " a ~ '1< ..\~. t 0.\' ~ 10 '.~ \ ~ \.'{ \ ~] \. ~ rl tv ~,'" :!) ~ ;I"" ~ ~ .L. \ .....,J ~ J " l, LA ~r;;::,. ::;. j.~ ~ 'I: i \, \I,r '-:-_ ::~':. J 'j' \{ . ~. '-' _I, ':t ., _ t:.\, '- '. 1:!\?" ~ '"' '" .', "/ 1f'lIh~'~~,l" "Ill ~l '~.4 ~ " ~ I r,' -"'\ il ~I a III it II ,~ f' H " '" \; \ L .. ~ 4 , I 1~ ln~ ~. I p [;- .~ ~ ::: ~ Ii ~ - t ~' iIlt,~ ------------------- I I I I I I I I I I I I I I I I I I I ~ - - ~v- ",",-".-- ~ ) ~f "~ ~ !'JI / ... I I of }I' .. 1 o~ I ~ ~ " ~<, ~ ~ l" I III a ~ II" i .. .. ". i "'" . " . \ I 1 'I ." ,. , - -- ]" 9 , , (j) , ~ ~~ 'b 1 III , ~ &. J a ill \ II ~t. '" PROPOSED REST AREA \: .. II t\ "0\* '" <,jl""l,:\ ., ~ "6'~ "'h" 1 OQt:1 ~~IP ll. J. ~ III Ill! '" ~ 'Ii.. t"" <,jl~' r' "IS' ~ .0 o ... " :ll .1 111 """"J. ,.r .) f .11 l.-_ - 'Ej \ \: ) 'Q ~ \ , -- ",. - ...l..... .'" --..-- --- ".., - - - - -- .. 7: - .: · ~.R."", ~\ U' u --J 1iI_ "Ct J ~ ~ ~- ~f Q f r; """ ~ l~ ~:-'- ~, . ~). I'. . '~\ ,",--+\4- ~ ,_ I.~. T PROP?\,:~ED BICYCLE TRAIL (\Z~:'D~' L..';-: 'J ., PROPOSED HIKIN~RA'~ ~t~.~'DE: ::; . gl' ;;J'1J"r,... ~ d\ c::.. ~_!lD' _ D .:r" " I, l ] , \ L 'l e ~ ~ 11 LS 0 N COMPANY ENGINEERS ARCHITECTS t o 50 jloj---~ ---- SCALE IN FEET 1," ,,lI - "'L~ 1fW- -- ~ J1 t' ~ ~ ~ 1" \l 1 c',:' ~ r .'.. ( ~:- ' , -;: ' .......f_ *' ~ I \ l.,(.. ; 1 \. \1: p... ~ ~ __ I; I --. 1 }: ~ ~ ~ ~ J - IgD W-& C-E f d" "zl_ ., ,...I; ,.~~ p ~ , L !""'" I!""M a -II '" IP l, D " ( . l\ ~f r;U ~( G ~1~~"\. ;; 11\ ell l1li II i=3 l t,')F'" ,~o, \, '" "1 A , ~r--4I , fe" ~ _'~ 1 ~ ':trTi ~ ~ tl -- 100 I FIGURE 5.15 RIVERSIDE PARK REST AREA ------------------- I I I I I I I I I I I I I I I I I I I ~ -~-1F~\\~~l'~r~ :tI (1' I ~ . 1 1 ) o ~" . ~V -~ _._---~~:""" ." "' ~:"., i-4 ~ !! .,,;. ~ '. $< .; it ; ~ , ~ I , w-& IC-E~' lit,' . Jo e~ ~ "'x EXISTING RESTROOM ~1' ~ < fi " " If'""', r iJ ..... 4, \:I - - - ~.1M 1 ~ II;: g <I I!I I!:' , , . n ~., ~ "'" ~ ~1 j L Ill\. :II ... ~" , :w 9-~t' ~ Ljl ~ m PROPOSED BICYCLE TRAIL (9'-0")~E\. ~ " ,. Il >< !f1' ~ " PROPOSED PARKING LOT ,1 . ,. ~li L /' ,. /// V ') :Ji l. ~ 00 10" ~1 I L 1:1 ..I. ~ ~ ~ ~ ) . r:. '. ~~ ~"".\ ~ ill I fq DI P.'I f" J~ 382:.60'~.1 < ;!,~.... II III' "\ ~;8 '\ ..30 fl. .:'I i.Id ~ , J . ~ JD 1:1 380+00 , - 1 ] ,. n ~ [l III . r ~ "'" , PROpOSED FENCING II " ~ a o~ 1,,0 ,:?>1 r \~;:P~N~ ENGINEERS o 60 100 IW___.... I ~---I!!!! I SCALE IN FEET FIGURE 5.16 LAKEWOOD PARK REST AREA ~ r- C"" l .JI - ------------------- I I I I I I I I I I I I I I I I I I I [1 iili . t:-; I - ~II'JJ "" '" --_: --'''',. ., "- Q: - 7i~TJ ''ll . ".., ~ " . ~~ ..: ,""""" I:l 7l'1 ....u.", "'" < - LJ ... - '1:1 ~ ' '*' I.. tJ I::i II If ~ ,3'1 I ioiIIi ~ 1 'ti Iii\ ~ ~ ~ ~ 1Il 4'" t;;, -, """ ~~.......Jtt- ,..:, "i> 'I r;- ((, ,. " ~ ~ It,;!o.,' JF IJi 1:., II ~ ~ II".T ~1 ,'Ii , "" til dI C.:;,; ~ ~ I:l ;.;,; iJ ~' "" \!O' '1!1 .. III III <, ....0 '" ~"'-"" '~ ,?~ r: 'j' '~ ... 6..41.7 [:l f"\>JCl I 1<- ,~ II .. II f3 ' < ~ 'r't"S ill ... II ~~ ,~ '!:If!! 1'- '1 ~ .. ~ JrI 1'Je; r f' .') ~'J.~ ',,:' "y;,e .. c 87:f:lJ I .,..,!:C' 1; !l! rI r ,..""" !"'1\t~iI .,. ~ .,tt! 'oi "rt. ~ ~;,,,. !.~, ~ I r"'" N .... "I -'I' l; . ~/ (~~j; "'''f~~'' :~)~, . ~p;': . t'l'd' - !,~:f~'" .... ~ II "'" ,~1I'''J:I ""--..' ~ rJ X \I ~~ t3 ~ Ill< l'I .f~':"\,:: ::~<, ~ liP, III :!L ':"\~... I'l ~+~ ti ''Ii: \. ~:: ~) ~S,;" rI . .. PROPOS ED REST AREA ~'" , /I " - \~/ -~ / rJ , t I' 5.06+0 ' J,' "I ./ -- ~ '11' ~ i: ii, ~ Il,~' r-,11 . I!, J l ~. ~- - ~ ~ \oM ,~ ,~ :t'"" ~~ 'Ii> ~';t, '" ~- ~ bI.P" !!!' " ~ ~ .---- iI. - " "" '" ~'" " "" ~ ~' >>." .:::';'.'" ',;'~ ",..'j(. , ,Ji' ~ ~~ I - :- ~ .... ~ , . iBiI .. .. .. )< "" PROPOSED BICYCLE TRAil (9'-0"WIDE) 't rr '~. , :<( PROPOSED HIKING TRAil (5'-0" WIDE) .... [Ji ~ . ~ -~J ]ILSON COMPANY ENGINE.ERS ARCHITECTS t C> 5C> 1-1---;..1 ---- .c>c> I FIGURE 5.17 INDIAN ROCK PARK REST AREA SCALE IN FEET I a. Benches. Benches are proposed to provide a place for people to sit, relax, converse, etc., while engaged in the activities offered by the parkway system. Basic construction of the benches is to be wooden slat/spacer construction bolted together. Benches will be free standing and supported by metal posts and support brackets. 2. Bridges. See Figure 5.11. Two wood bridges will be constructed to provide trail crossings over the old river channel. One bridge will be located where the trails cross from Kenwood into Oakdale Park. The other is located immediately below the Western Star Mill dam where the trails .cross from the parking lot east of Founder's Park to the City maintenance yards on east Ash Street. Construction will be of treated lumber in a rugged and simple manner. I 1. Rest Areas. See Figures 5.11 and 5.13 through 5.17. Rest areas have been located at five different locations throughout the parkway system. All are located on presently City-owned land. All rest areas are provided with toilet facilities or will be near existing toilet facilities. Among other facilities provided at the rest areas are the following: I I I c. Trash Enclosures. One trash enclosure will be located in each of the five rest areas in order to provide an attractive, maintenance free enclosure in which individual trash receptacles can be placed and be readily accessible for use and service. Trash enclosures will be con- structed of wooden timbers placed vertically and bolted together to form a solid rectangular enclosure. Letters and graphic signing will be routed i into the structures' vertical sides. 3. Contiguous Hiking and Bicycle Paths. See Figure 5.12. In certain areas where the parkway corridor is so narrow as to prohibit separate meandering paths, the separate paths become adjacent and contiguous to one another. The problem presented by this situation is one of separating the different uses of hiking and bicycling. To separate these two different activities, a three inch rolled curb is proposed to elevate and separate the hiking path from the bicycle path, thereby reducing the number of voluntary crossovers by cyclists onto the hiking path. As a matter of safety, a rolled curb has been chosen over the use of a more vertical element, since there is less chance of a cyclist being injured in the event of a bicycle or pedestrian accident. Another problem encountered with contiguous paths is providing a smooth, yet distinct, transition where the two paths separate or merge. Design elements used to control this transition include a change in grade in the form of a three inch rolled curb, a change in path widths, change in path colors and textures, use of signing and lighting and careful placement of plant material. I I b. Water Fountain. One water fountain will be located in each of the five rest areas in order to provide a source of drinking water that is attractive, while being sturdy and generally maintenance free. Fountains will be stock manufactured items with all plumbing enclosed within an exposed aggregate shell and with a concrete stepping block for small children. The fountain assembly is to be freeze-proof. I I I I I 4. Separate Hiking and Bicycle Paths. See Figure 5.12. I d. Wood Bollard Bicycle Racks. Wood bollard bicycle racks will be located in each of the five rest areas in order to provide a structure for the short term storage of bicycles in the same character and theme as the other pieces of outdoor furniture found along the parkway system. Bicycle racks are to be constructed of vertical wood timbers set in concrete. Each .timber will be provided with a heavy duty eye bolt installed horizon- tally through the timber in order that bicycles may be locked. a. Concrete Hiking Path. The use of portland cement concrete for the hiking path was established to assist in delineation of the two pathways for their respective users. The path will be given a textured finish to provide an abrasive surface desirable for exterior walkways. I I I b. Bituminous Bicycle Path. The bicycle path was established at nine feet to accommodate use by maintenance vehicles and permit machine placement of bituminous materials. This width will also be sufficient to carry two-way bicycle traffic. I I 5.08 I I I I 5. Wood Retaining Walls. See Figure 5.12. In certain areas, where the trail system must change grade to cross the old river channel, cross under a bridge or where the pa~kway corridor is too narrow to permit the trail system to occupy the high bank, wood retaining walls will be used. Construction will be of treated wood and accomplished in a simple and , rugged manner in the same character and theme as that of the bridges. Illumination of the paths will average approximately two foot-candles with higher intensity levels occurring directly under a lumina ire and diminishing to a relatively low level between standards. Where possible, standards will illuminate both the bicycle path and the hiking trail simultaneously. However, where the paths diverge, separate standards will be utilized. I I I 6. Fencing. All right-of-way land, existing or acquired, abutting private property will be fenced with a four foot high woven wire fence with wood posts. Construction will be similar to that outlined in the Kansas Department of Transportation's Current Design Standard No. 670, Woven Wire Type A Fence. Selection of luminaires will be made to minimize objectionable spill light into adjacent residental property. The standards will be manufactured using materials primarily designed to resist vandalism. Lenses for the luminaires will be either tempered glass or high impact plastic. I I 7. Culvert Crossing. Where the trail system crosses the old river channel from the east boundary of Lakewood Park into the. acquired land to the east of Lakewood Park, the installation of a 96-inch corrugated metal pipe culvert with standard end sections will permit the trail system to cross on a fill. A culvert will be permitted below the Lakewood Park Lake inlet/outlet since it will not become an obstruction to the flow into ponding areas, as any obstruction above that point would become. The luminaires will be installed at an elevation not to exceed 16 feet above the surface of the paths. Lamps in luminaires shall be 175 watt, deluxe white mercury and will operate from ballasts energized at 240 volts. I I 8. Lighting. The proposed lighting system for the parkway system has been developed to provide safety and path delineation. The project will utilize standard luminaires, standard luminaires with double units, bridge mounted units and special lighting units. All control of luminaires will be automatic, utilizing magnetic contactors energized by astronomically compensated time switches. 9. Path Bollarding. Bollarding will be placed in the bicycle trail at periodic intervals to prevent small automobiles and, to some degree, motorcycles, from encroaching on the path. Bollards will be made of six inch minimum diameter treated poles with rounded tops. Thirty inches will be set in concrete, with thirty inches remaining above the surface of the path. Bollards will be set three feet apart. I I D. Maintenance. I I The entire project will be supplied electrically from power sources outside the project by transformers furnished by Kansas Power and Light Co., the local utility. Wherever possible, the transformers will be pole top mounted with underground secondary service supplied at a distribution and control point within parkway system boundaries. The system will be 240-volt, single-phase. All distribution will be underground with direct buried conductors. Maintenance responsibility of the parkway system, including the existing Western Star Mill dam and the proposed weir dams, will be that of the City of Salina Park Department. This department is directly responsible to the Director of Services. Since a portion of the parkway system will occupy lands presently the responsibility of the Flood Works and Levee Department, close cooperation should be maintained between this Department and the Park Department. This cooperative effort should be a simple task, since both Departments are directly responsible to the Director of Services. I I I I I 5.09 ~ I I I I I I I I I I I I I I I I I I I In addition, close cooperation must be maintained between the Park Depart- ment and the Water Department, since the latter will be responsible for the operation and maintenance of the desilting facility, the raw water intake and the Water Treatment Plant. The Salina Water Department is directly responsible to the Director of Utilities. E. Funding All recreational aspects of the parkway system, including land acquisition, planning and construction of physical facilities, are eligible for 50 percent funding by the Heritage Conservation and Recreation Services' Land and Water Conservation Fund. This fund in the State of Kansas is administered by the Park and Resources Authority. A surcharge of 5.3 percent (in fiscal year 1978) is made by this agency for the cost of administration. Phase 2 of the parkway system would be eligible for up to 100 percent funding through the Department of Housing and Urban Developments Community Development Block Grant Program, since this phase of the parkway system, more or less, encompasses a neighborhood of low to moderate income persons. 5.10 I I I SECTION 6 - COST ESTIMATES A. Water Treatment and Water Feature Enhancement Cost Breakdown. Preliminary estimates of costs for water treatment facility alternates, water feature enhancement alternates and the parkway system development have been prepared as a guide for the City of Salina to assist in the evaluation and programming of the proposed improvements. Cost estimates were based on unit costs applicable to the Salina area for similar categor- ies of work during the construction season of 1977. Clarifier Basin Clarifier Internals Clarifier Erection Force Main Polymer Feeder Cyclone Fence Lights Landscaping Seeding Building Low Water Dam Sand Blast & Paint Cathodic Protection Electrical Intake Structure & Screen Sludge Pump Station Sludge Pumps Sludge Draw Piping GRAVITY SYSTEM SEDIMENTATION BASIN (Included in Plan 3) I Description I I Cost estimates for the parkway system development have been subdivided into phases corresponding to those outlined in Section 5, paragraph C. I I Preliminary estimates of annual operation and maintenance costs have also been prepared and are included in this section. Operation and maintenance costs for the parkway system development have been subdivided into phases corresponding to the construction sequence described above. I I It is recognized that substantial maintenance costs can result from acts of vandalism in the parkway system and such costs should be reflected in the preliminary estimates. Actually, little specific data are available on costs due to vandalism on similar projects. In developing the preliminary design of the improvements, special effort was made to select materials and configurations which would be durable and not subject to functional damage. It is anticipated that damage due to vandalism will still occur. however, and an allowance has been made for this item in the maintenance cost estimate. I I I I I I I I I' ESTIMATE OF COST Total Engineering, Adminis- trative & Legal Other Costs Total Costs Costs $283,200 280,000 54,000 23,000 20,000 6,600 10,000 30,000 2,100 8,000 10,500 19,000 17,000 13,000 10,000 37,000 8,000 2,500 833,900 125,100 41,700 $ 1,000,700 6.01 PUMPED SYSTEM SEDEMENTATION BASIN (Included in Plan 2) ESTIMATE OF COST Description Clarifier Basin Clarifier Internals Clarifier Erection Polymer Feeder Building Fence Lights Landscaping Seeding Low Water Dam Sandblast & Paint Cathodic Protection Electrical Water Pump Station Water Pumps Gravity Sludge Line Total Engineering, Admini- strative and Legal Other Costs Total Costs COST FOR PIPELINE FROM RIVER TO W.T.P. (Included in Plan 4 - 7) Description 6400' 42" RCP $40/LF Exc. ($40/LF for avg. depth 16') Trenching M.H. 2 @ $1,250/Ea. Wetwell @ 5,000 3 river crossing Pavement removal & replacing 2,000 soy. @ $14/soyo Intake @ river = = = = = = Total Engineering, Admini- strative & Legal Other Costs Total Costs 6002 Costs = $ 36,000 = 14,000 = 307,400 = 12,000 = 5,000 = 94,500 468,900 70,300 93,800 367,000 $1,000,000 I I I I I I I I I I I I I I I I I COST OF PIPELINE TO RECIRCULATE WATER FROM OUTLET TO INLET (Included in Plan 6) Description Costs 10 MGD pumps 3 @ 12,000 Intake Structures & Pumping House Pipeline (30" CI) ($58/LF) (5 ,300) Gravity Pipeline (S = .8%) 24" RCP Vel = 3 fps $12/LF (1,000') Manhole Excavation (avg. 7' deep shale) ($15/LF) $230,500 280,000 54,000 20',000 8,000 6,600 10,000 30,000 2,100 10,500 19,000 17 , 000 23,500 92,200 50,000 31,000 Total Engineering Admini- strative & Legal Other Costs Pumping Cost $16,OOO/yr. Present Worth (20 yr, 6%) 32 ,000 x 11. 47 Total Costs 884,400 COST SYSTEM TO PUMP WATER FROM W. T . P. TO INLET (Included in Plan 7) 132,700 44,200 $1,061,300 Description 2,250 GPM (3.2 MGD) 16" CI Total head = 28' Pump Size 8, 20 hp Intake structure (includes shed, gauges, structure) 7,150' 16" CI @ $32/LF Excavation @ $3/LF Pavement removal & replacing Costs 256,000 300,000 5,000 5,000 10,000 Total 28,000 16,000 Engineering, Admini- strative & Legal Other Costs Annual Cost 6,000/yr. Present Worth (20 yr. 6%) 12,000 x 11.47 $620,000 Total Costs 93,000 124,000 $837,000 Costs = $ 10,000 = 15,000 = 228,800 = 22,000 = 28,000 $ 303,800 45,600 60,800 137 ,600 $ 547,800 I I I I I I I I I I I I I I I I I I I I I B. Parkway System Development. 1. Construction and Land Acquisition. Phase 1 - Stations 172+00 to 287+75 1. Bicycle trail, 4" asphalt, 9' wide, 10,925 l.f. @ $5.10 2. Hiking trail, 4" concrete,S' wide, 10,975 l.f. @ $7.50 3. Wood retaining walls, 10' sections, 14' deep 323 sections @ $650.00 4. Woven wire fencing,S' high 10,250 l.f. @ $2.50 5. Periodic trail bollarding, 18 locations @ $95.00 6. Trail crossing, speed bumps,S locations @ $25.00 7. Under bridge crossings 2 each @ $750.00 8. Wood bridges 1 each @ $24,000.00 9. Trail lighting 10,950 l.f. @ $15.00 10. Trail clearing & parkway cleanup 33.52 acres @ $4,000.00 11. Landscape planting l.s. 12. Seeding, K-31 fescue & Crownvetch 33.52 acres @ $1,200.00 13. Rest area, concrete surface, drinking fountain, wood benches, bicycle rack, trash receptacle, l.s. Total Construction Cost Other Costs Engineering, Administrative & Legal Costs Land acquisition, 8.19 acres @ $1,000 Total Phase 1 Say Phase 2 - Stations 287+75 to 348+00 1. Bicycle trail, 4" asphalt, 9' wide 5,650 l.f. @ $5.10 $ 55,718.00 2. Hiking trail, 4" concrete,S' wide 5,750 l.f. @ $7.50 82,313.00 3. Wood retaining walls, 10' sections, 14' deep, 63 sections @ $650.00 209,950.00 4. Woven wire fencing,S' high 6,050 l.f. @ $2.50 25,625.00 5. Periodic trail bollarding 10 locations @ $95.00 1,710.00 6. Pedestrian activated trail crossing signal 2 each @ $9,000.00 7. Wood bridges 1 each @ $24,000.00 125.00 1,500.00 8. Trail light+ng 5,900 l.f. $15.00 9. Trail clearing and parkway cleanup 13.83 acres @ $4,000 24,000.00 164,250.00 10. Landscape planting l.s. 134,080.00 11. Seeding, K-31 fescue and crownvetch 13.83 acres @ $1,200 .15,000.00 12. Rest area, concrete surface, drinking fountain, wood benches, bicycle racks, trash receptacle, l.s. 40,224.00 13. Picnic and playground area, l.s. 4,431.00 $ 758,926.00 113,839.00 151,785.00 14. Restroom renovation, l.s. Total construction cost Other costs Engineering, Administrative & Legal Costs Land acquisition 6.14 acres @ $1,200 8,190.00 $1,032,740.00 Total Phase 2 $1,033,000.00 Say $ 28,815.00 43,125.00 40,950.00 15,125.00 950.00 18,000.00 24,000.00 88,500.00 55,320.00 15,000.00 16,596.00 10,501. 00 8,000.00 5,500.00 $370,382.00 55,557.00 74,076.00 7,368.00 $507,383.00 $507,500.00 6.03 Phase 3 - Stations 102+00 to 172+00 1. Bicycle trail, 4" asphalt, 9' wide 6,800 l.f. @ $5.10 2. Hiking trail, 4" concrete, 5' wide 7,050 1.f. @ $7.50 3. Wood retaining walls, 10' sections, 14' deep 60 sections @ $650.00 4. Woven wire fence, 5' high 6,125 l.f. @ $2.50 5. Periodic trail bollarding 8 locations @ $95.00 6. Pedestrian activated trail crossing signal, 1 each @ $9,000.00 7. Trail lighting, 6,950 l.f. @ $15.00 8. Trail clearing and parkway cleanup 14.23 acres @ $4,000.00 9. Landscape planting, l.s. 10. Seeding, K-31 fescue and crownvetch 14.23 acres @ $1,200.00 11. Rest area, concrete surfacing, drinking fountain, wood benches, bicycle rack, trash receptacle, l.s. 12. Picnic and playground area, 2 each 13. Restroom facility, l.s. Total construction cost Other costs Engineering, Administrative and Legal Costs Land acquisition, 2.87 acres @ $2,000.00 Total Phase 3 Say 6.04 , Phase 4 - Stations 348+00 to 419+00 $ 34,680.00 52,875.00 39,000.00 15,313.00 760.00 9,000.00 104,250.00 56,920.00 15,000.00 17,076.00 1. Bicycle trail, 4" asphalt, 9' wide 6,975 1.f. @ $5.10 2. Hiking trail, 4" concrete, 5' wide 7,200 l.f. @ $7.50 3. Wood retaining walls, 10' sections, 14' deep, 15 sections @ $650.00 4. Woven wire fencing, 5' high 7,300 l.f. @ $2.50 5. Periodic trail bollarding, 7 locations @ $95.00 6. Pedestrian activated trail crossing signal, 1 each @ $9,000.00 7. Trail crossing speed bump, 1 each @ $25.00 8. Trail lighting, 7,087 l.f. @ $15.00 9. Trail clearing and parkway cleanup 15.84 acres @ $4,000.00 10. Landscape planting, 1.s. 11. Seeding, K-31 fescue and crownvetch 15.84 acres @ $1,200.00 4,585.00 12. Rest area, concrete surface, drinking fountain, wood benches, bicycle rack, trash receptacle, l.s. 16,000.00 24,000.00 $ 389,459.00 58,419.00 77,892.00 5,740.00 $ 531,510.00 Total construction cost Other costs Engineering, Administrative and Legal Costs Land acquisition, 13.02 acres @ $3,000.00 Total Phase 4 I Say $ 532,000.00 I I I $ 35,573.00 54,000.00 9,750.00 18,250.00 665.00 9,000.00 25.00 106,305.00 63,360.00 15,000.00 19,008.00 I I I I I I I I I I I I I I 4,606.00 $ 335,542.00 50,331. 00 67,108.00 39,060.00 $ 492,041. 00 $ 492,000.00 I I I I I I I I I I I I I I I I I I I I I Phase 5 - Stations 419+00 to 510+00 1. Bicycle trail, 4" asphalt, 9' wide 8,550 l.f. @ $5.10 2. Hiking trail, 4" concrete, 5' wide 8,000 l.f. @ $7.50 3. Wood retaining walls, 10' sections, 14' deep, 20 sections @ $650.00 4. Woven wire fencing, 5' high 5,000 l.f. @ $2.50 5. Periodic trail bollarding, 16 locations @ $95.00 6. Under bridge crossing, 1 each @ $2,200.00 7. Trail lighting, 8,500 l.f. @ $15.00 8. Trail clearing and parkway cleanup 4.36 acres @ $4,000.00 9. Landscape planting, l.s. 10. Seeding, K-31 fescue and crownvetch 4.36 acres @ $1,200.00 11. Rest area, concrete surface, drinking fountain, wood benches, bicycle racks, trash receptacle, l.s. 12. Culvert Crossing, 1 each Total Construction Costs Other Costs Engineering, Administrative and Legal Costs Land acquisition, 5.58 acres @ $2,000.00 Total Phase 5 Say SUMMARY TABLE PRELIMINARY ESTIMATES $ 43,605.00 Phase 60,000.00 1 2 3 4 5 13 ,000. 00 Bicycle Trail $ 55,718 $ 28,815 $ 34,680 $ 35,573 $ 43,605 Hiking trail 82,313 43,125 52,875 54,000 60,000 Wood retaining walls 209,950 40,950 39,000 9,750 13 , 000 12,500.00 Woven Wire Fence 25,625 15,125 15,313 18,250 12,500 Periodic trail bollarding 1,710 950 760 665 1,520 Pedestrian activated signals 18,000 9,000 9,000 1,520.00 Trail crossing speed bumps 125 25 Under bridge crossings 1,500 2,200 2,200.00 Wood bridges 24,000 24,000 Trail lighting 164,250 88,500 104,250 106,305 127,500 127,500.00 Trail clearing & parkway cleanup 134,080 55,320 56,920 63,360 17,440 Landscape planting 15,000 15,000 15,000 15,000 15,000 Seeding 40,224 16,596 17,076 19,008 5,232 17,440.00 Rest areas 4,431 10,501 4,585 4,606 4,889 Picnic & playground areas 8,000 16,000 15,000.00 Restroom renovation 5,500 Restroom facility 24,000 Culvert crossing 11 ,000 5,232.00 Total Construction Cost $758,926 $370,382 $389,459 $335,542 $313 ,886 Other costs 113,839 55,557 58,419 50,331 47,083 Eng., Admin. & Legal Costs 151,785 74,076 77 ,892 67,108 62,777 4,889.00 Land acquisition 8,190 7,368 5,740 39,060 11,160 11 ,000 . 00 Total $1,032,740 $507,383 $531,510 $492,041 $434,000 $ 313,886.00 Say $1,033,000 $507,000 $532,000 $492,000 $435,000 47,083.00 62,777 .00 Total Parkway System Cost $2,999,000 11 , 160 . 00 $ 434,906.00 $ 435,000.00 6.05 In the State of Kansas, the Land and Water Conservation Funds are administered by the State Park and Resources Authority. 2. Annual Maintenance Phase 1 2 3 4 5 Personal Services $ 9,745 $ 5, U5 $ 5,845 $ 5,845 $ 8,040 Contractual Services 3,700 2,040 2,310 2,310 3,025 Materials and Supplies 1,070 560 645 645 885 Other Expenditures 50 25 30 30 35 Capital Outlay 870 455 520 520 720 Vandalism 270 165 190 190 180 Total $ 15,705 $ 8,360 $ 9,540 $ 9,540 $ 12,885 3. Proposed Methods of Funding. The development of the parkway system as a public recreation facility is eligible for Federal funding, as follows: TOTAL PARKWAY DEVELOPMENT PROJECT. H.C. and R.S. Land and Water Conservation Fund H.D.D. Community Development Fund City Funding C. Total Cost Summary for the Recommended Alternative. Water Supply and Water Feature Enhancement, Plan 3, Construction Costs Beautification and Recreation Enhancement, Parkway System Total L. & W.C. Funding and C.D. Funding Total Costs Phase 1. $1,033,000.00 H.C. and R.S.* Land and Water Conservation Fund (50%) $ 516,500.00 ~ City Funding (50%) $ 516,500.00 Phase 2. $ 507,000.00 H.C. and R.S. Land and Water Conservation Fund $ 253,500.00 H.D.D. Community Development Funds $ 253,500.00 Phase 3. $ 532,000.00 H.C. and R.S. Land and Water Conservation Fund $ 266,000.00 City Funding $ 266,000.00 Phase 4. $ 492,000.00 H.C. and R.S. Land and Water Conservation Fund $ 246,000.00 City Funding $ 246,000.00 Phase 5. $ 435,000.00 H.C. and R.S. Land and Water Conservation Fund $ 217,500.00 City Funding $ 217,500.00 *Heritage Conservation and Recreation Service, U.S. Department of Interior. 6.06 $2,999,000.00 I I I I I I I I I I I I I I I I I $1,499,500.00 $ 253,000.00 $1,246,500.00 $1,745,900.00 2,999,000.00 $4,744,900.00 1,753,000.00 $2,991,900.00 I I I I APPENDIX - REVIEW OF PREVIOUS STUDIES, REPORTS, RECOMMENDATIONS, ETC. e. The inlet structure near Indian Rock Park should be replaced with a structure that would allow a flow of water comparable to the normal volume prior to the construction of the flood protection system. The new inlet structure should be designed to be capable of regulating the flow during times of discharge from Lake Kanopolis. I I A. Salina Board of Realtors. This organization prepared two reports regarding the old Smoky Hill River Channel: I 1. Recommendations to the were made to the Corps following see Item B of this section. Corps of Engineers. These recommendations the public meeting held on April 30, 1974, f. The old mill dam should be designed to allow periodic flush- ing of the river channel. I I a. The City should acquire all present privately owned property along the old river channel between the inlet structure near Indian Rock Park and the outlet structure east of Lakewood Park. The City should obtain the necessary temporary construction easements for access to the bank areas and should obtain disposal areas for trash and debris and excess excavated material. g. Grouted rip rap outfalls should be constructed at all storm drains emptying into the river. If necessary, riprap protection should be provided at all bridges. I I h. The city should enact an ordinance making it unlawful for any person or persons to throw trash or refuse into the old river channel. The City should prohibit the water department from disposing lime sludge or silt into the old river channel. I b. The gates at the inlet structure should be closed and the gates at the old mill dam should be opened to allow the channel to be drained and dried. This would permit construction to be accomplished in a dry situation which would expedite construction with a subsequent lowering of cost. 2. Recommendations to the Salina City Commissioners. This report was formulated as part of the Salina Board of Realtors' participation in the National Association of Real Estate Boards' program entitled "Make America Better." The old Smoky Hill channel beautification was chosen as the Salina Board's local project. Their original plan was to sponsor a one-day clean-up campaign during October of 1970, using volunteer workers, city employees and city equipment to remove debris from the river banks and the channel bed itself. Many civic and service groups, college and high school students, and individuals expressed interest in helping with the project. The clean-up campaign was postponed first because of inclement weather and later in favor of achieving a permanent solution. I I c. The banks should be cleared of all brush and trees and sloped to at least a 2:1 slope. All trees landward of the top of the new slope should be preserved. The channel bottom should be cleared of all trash and debris and excavated to a uniform width and graded to a flowline to permit the desired rate of flow. I I I I d. The culverts at North and South Ohio Streets'and at Ash and Elm Streets should be replaced with bridges similar to those at Oakdale Drive and Walnut Street. The Salina Board recommended the City undertake three basic plans of action directed toward solving the problems associated with the old. Smoky Hill River channel. These were stated: I I a. Removal of Pollution (lime deposit) being put in the river at that time so the river will support marine life. I A I b. Return the normal flow of water in the old channel, clean up the old channel, install landscape plantings and ground cover, and develop recreational areas. A general presentation of the current study underway and the problems currently associated with the old river channel was given by Corps person- nel. Five solution or partial solution concepts were presented, as follows: I I c. Establish the City's permanent maintenance responsibility. C. of E. Concept A. See Figure A-I. This concept would retain an open channel through the City. From the inlet structure to the Ash Street crossing, the banks would be shaped as illustrated. The reach below the Ash Street crossing would remain essentially as it is at the present time. Water would be de"silted near the site of the inlet structure, and the flow would be increased. A recreation parkway would be established from the inlet to the Ash Street crossing. Concept A would be the least expensive of all concepts. I B. Public Meeting, Old Smoky Hill River Channel Project. The Kansas City District Corps of Engineers, conducted a public meeting reg~rding the old Smoky Hill River channel at the Salina Community Theatre on April 30, 1974. The meeting was conducted as part of a study by the Corps which was requested by local interests. The study was to have addressed methods to reduce and control the accumulation of silt existing in the old river channel. Results of the study were to have provided the following: I I I 1. Data relative to methods for reducing sediment buildup. 2. A maintenance program for keeping the channel cleared. 3. Recommendations for developing the channel to improve its func- tional operation and promoting its aesthetic potential. C. of E. Concept B. See Figure A-2. An open channel all through the City is also used in this concept, however, the banks would be shaped into low-flow and high-flow levels which would extend the entire reach of the old channel. The water would be de-silted and decreased in flow. Recrea- tion activities for this concept are about the same as that of A. Concept B would cost about the same as A, but maintenance costs would be increased. I I I Among the topics discussed at the public meeting were the following: The overall plan along the flowage easement of the channel. C. of E. Concept C. See Figure A-3. The banks would be shaped as shown. The water would be de-silted. In order to increase the flow of water, the dam in the cutoff channel would have to be raised. Increased flow would require the modification of the inlet and outlet structures as well as at least four street crossing structures. The recreation potential of this concept would be better than that of A or B. The cost of this concept would be about one and a half. times the cost of A, but the maintenance costs would be at least twice as much as A. I 1. The amount of water that should be allowed to flow through the old channel. I 2. I 3. The kind and location of recreation facilities to be provided along the old channel. I 4. Retention or elimination of the old Western Star Mill dam. C. of E. Concept D. See Figure A-4. This concept would be similar to the\ treatment of Brush Creek in Kansas City with a small paved pilot channel down the center and the banks paved approximately 100 feet on either side --- to provide a flood channel. The recreation potential of this concept would be about the same as B. The cost would be three to four and a half times that of A. Maintenance costs would be about the same as A. Water flow I 5. The promotion of more cooperation and responsibility among individuals toward keeping the channel and banks clean in the future. I I I B I J I I would be lessened, and it would be of pipeline to take water from the plant. necessary to lay about a mile and a half A. Smoky Hill River into the water treatment "Since completion of the project, silt deposited in the old channel from inflowing water has altered the physical character- istics and biological environment from a riverine to a small stream drainageway. Local interests prevailed upon the Corps to investiga~ solutions for renovating the old channel and to determine whether it could participate in funding a remedial plan through a cost sharing agreement. I I I C. of E. Concept E. See Figure A-5. This concept would also provide water to the treatment plant through a pipeline similar to Concept D. All the storm sewers and trunk storm sewers would drain into a concrete box buried in the old river channel to pick up all the storm runoff. No inlet structures would be required, since no flow could come in. The non-water oriented recreation potential for this concept would be excellent. Construc- tion costs for this concept would be nearly prohibitive, approximately 15 times that of Concept A. "Consideration was given initially to prepare the 207 of the Flood Control Act of 1962. However, because the attainment of funding for such study under this authority ata completed pro- ject would have required a congressional study. resolution, the ensuing evaluation of the old channel operation was included within the scope of the Section 216 provision. Recent policy changes regarding Federal participation in nonlake recreation preclude the Corps of Engineers from participating in any of the old channel enhancement work which was studied. I I I General public reaction and response reflected the desire to see the old river channel restored to the same condition as it was prior to the flood control project completion as nearly as could be possible. I I C. Section 216. Feasibility Study, Kansas City District, Corps of Engineers. May 1977. The following is a copy of the synopsis of this study: I "The adequacy of the Smoky Hill River flood control project completed in 1961 to protect Salina, Kansas has been evaluated under provisions of Section 216 of the Flood Control Act of 1970. "It is apparent that the old river channel can never be transformed to its original flow characteristics without sacrificing the flood control capabilities of the project. Water oriented recreation facilities of limited scale could be developed in the channel to augment the city's existing park system. Since the Corps has no means to provide monetary assistance, the burden of funding the channel development would revert to the city or other governmental entity." I I "Results of this study reveal that the project continues to operate up to its designed capabilities. This urban levee protects the city from a river discharge of 50,000 c.f.s. with a 3 foot freeboard. Although statements made by the public at the public meeting held on April 1974 indicated a local desire for greater flows in the channel, the Corps recommended the following development plan: I I "The water supply requirements set forth by the local interests are met by a diversion system which was endorsed by the city when the project was planned. This system utilizes that portion of the river channel bypassed by the project to convey water to the municipal treatment plant. 1. First, the amount of water passing through the inlet should be reduced to that minimum which would provide a flowing stream after allowance for losses due to evapotranspiration and infiltration. An inflow approach- ing 51 c.f.s. may be sufficient to fulfill these requirements. This would decrease sediment deposition to about 6,500 cubic yards annually in lieu of I I I I c --, , ~ :.~~'~ :~~:.;::.~~- .~ llPIlJlil ~Nt$I'!~ . .CONNEl'l"lIffl) TRlJNif _,r. -...., -'""_ ..... I I I I I I I I I I I I I I I I I . .' v ." {) -, CONCRETE PAVI I VARIES [-- PLANtiNG AREA: - '4 VARIES VARIES _~_ 10/ IS! 12d TO 2401 VARIES VARIES J _~R!1S_____ i 5' .6' 12cT TO 24d VARIES' ~IEs J-I CHANNEL CAPACITY lS APPROXIMATELY I 10 C F S WITH ABOUT L5 FtET Of FREEBOARD AT lESS THAN 2 FOOJT DEPTH " . _m ~___~_ NOTE: FIGURE A-4 CONCEPT 0 NOTE: CHANNEL CAPACITY IS APPROXIMATELY 120 C. f. S. WITH 1 FOOT OF fREEBOARD AT A DE?T OF 5 FEET. CONCEPT A CONCEPT 0 FIGURE A-1 CONCEPT A L_____ 12dTO 240' NOTE: CHANNEL CAPACITY IS APf'RQXIMATt1Y., 50 C. F. S. WITH 1.5 fEET OF FREEBOARD AT A DEPTH OF 3 FEEf. CONCEPT B 0"________ CONeJfT E FIGURE A-2 CONCEPT B FIGURE A-5 CONCEPT E " L iloltO 24U " -."j :'~ING.G:OE:~~T=~O A~_:~~" ~~ " . I I . KANSAS CITY D1SrRICT CORPS OF ENGINEERS SMOKY HILL RIVER CHANNEL CONCEPTS APRIL 1974 I I -.---!!""".... - FIGURE A-3 CONCEPT C 'i~ t;~ ,. CONCEPT C ---.-------., ,- I I I the present deposition of many times this quantity. A comparatively small settling basin or series of basins could be constructed between the inlet and Ohio Street to trap the major volume of silt. These basins would require a dedicated annual maintenance program for cleanout and disposal. Mud bars and aquatic weed growth, by products of this evolution, are aesthetically displeasing and prevent public access to water. Without a maintenance program to keep the channel open, the inlet will eventually become completely clogged. I I 2. Impoundments of water about the periphery of Oakdale Park could be developed using small dams or weirs. The channel could be cleaned out in these areas to form ponds of sufficient depth to limit aquatic weed growth. An additional ponding area could be created by retention of the old mill dam and removal of the sediment upstream. Another possible alter- native for providing water in these ponds while alleviating sediment collection would involve pumping water from a well placed into the river alluvium. The Corps observes in this report that the City could provide both a pleas- ing addition to its park system and an efficient method for withdrawal and transportation of water supply through adoption of a development plan similar to that outlined above. I I 3. Water to meet the requirements of the water treatment plant would be conveyed by a pipeline from the river. The initial expense of laying the pipeline and installation of the intake and pumping facilities would be substantial. However, this expense prorated over a period of years would afford an efficient means to acquire water while helping to create a more manageable program for recreational use of the channel. Because the flood control project continues to meet its functional design requirements, and because the Corps has no authority to participate in recreational enhancement work involving the old channel, it was concluded that the Corps need not modify the project for flood control purposes and that the Corps cannot participate in any improvement measures regarding the old river channel. I I I I The initial basis for conducting this study was to resolve whether the flood protection project continued to meet the designed capabilities. As a result of an inspection held in 1970, there was doubt whether the levee above the Iron Avenue cutoff provided sufficient freeboard during flooding. Prompted by the request from City officials for the Corps to analyze pro- blems associated with the old channel, it was decided to include this analysis as part of the study authorized under Section 216 of the Flood Control Act of 1970. The current study verifies that the flood control project continues to function satisfactorily in the manner for which it was designed. Operation of the old channel as a conveyor of water to the City's raw water intake to meet the water rights existing at the time of project completion continued in a comparatively efficient manner through 1970. However, with the annual admission of an estimated 80,000 to 130,000 cubic yards of sediment since project completion, the channel now exhibits ongoing transformation from a river environment to a small drainage way. C. Salina Area Chamber of Commerce. In a letter dated August 2, 1977, the Chamber recommended to the Salina City Commission that a study be prepared by a competent engineering firm to address the problems of the old Smoky Hill River channel as it flows through Salina. The objective of this study is that of making the old channel a more attractive and usable stream which would beautify and enhance the recreational use of the old channel without decreasing the degree of flood protection provided by the present system. I I I The scope of this study should include a consideration of two plans, each plan describing the general features, engineering requirements, advantages and disadvantages and estimates of cost for each plan. Technical feasibil- ity and effects on the flood control system should be described for each plan. Both plans should be based on a review of the present river flow and configuration, with presentation of the hydraulic conditions presently existing under low, average and maximum river volume conditions. The requirement for water supply to the Salina Municipal Water Treatment Plant should be considered in each plan. I I I ] I D -~----------------- ,I I 1 Plan A shall be developed on the premise that the flow should be increased by some factor which would maintain a greater volume of flow with sufficient velocity to maintain a stable channel. The plan shall develop the proper gradients, consider stream volumes, channel stability, deposi- tion of silt and flow control. Consideration of silt removal, possible recirculation and construction of additional gatewells at the inlet struc- ture shall be included. State of Kansas. . . ROBERT F. BENNETT, Governor I I DWIGHT F. METZLER, Secretary Topeka, Kansas 66620 [ID~[FJ&OOlT[Ij]~ IT [IDl? DG~&[LlTDG &[)i][ID ~[)i]\VJ~OO[ID[)i][Ij]~[)i]lT 1 Plan B shall be based on the premise that the flow of water will be maintained at some relatively constant volume with a reduction of velocity and increase in water volume. The water in the old channel will be ponded over a larger area and depth. The water will be clarified and the old river channel stabilized into a series of pools by damming or otherwise containing the flow. Additional pool vo~ume will be maintained to assure adequate internal drainage within the flood protection levees of the City. Construction of desilting facilities near the intake structure shall be considered. Mr. Robert P. Selm. Partner Wilson and Company P. O. Box 1648 Salina. Kansas 67401 23 May 1978 I Re: Smoky Hill River Study WCEA File 77-179 I Dear Mr. Selm: I This is in response to your letter of 27 March 1978 in -which you requested conceptual approval for development of a settling basin at the gatewell en- trance of the Smoky Hill River. with silt and 0.1 mg/l of an approved potable wa-ter cationic polymer being discharged back to the main stem Smoky Hill River and the clarified water being discharged to the cut-off channel going through the city of Salina. 1 The study should be presented as a printed volume showing river profiles,. maps, stage levels and other illustrations, description of each plan, estimates of cost and engineering information. The engineer's recommenda- tions should also be presented in the report. We can find no objections to the concept of your proposal subject to the following considerations: I 1. Final plans and specifications must be submitted for approval through this office. An NPDES discharge permit will be required. I 2. It should be understood that silt sludge discharges back to the main channel will have to be of a continuous nature and "slug" discharges will riot be permitted. I 3. Corps of Engineers permits must be pursued through their normal course of action for the intake and discharge structures to the river. I If you have further questions or wish to discuss other matters concerning this project please let us know. Sincerely yours, I NJB:ht cc: Herman A. Janzen livi. 'ronmenl , J k Burris~~~ector u au of Wa ter Supply I I I I E 1 \ ------------------- ; . f