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HomeMy WebLinkAbout2001-10-11 Metro Land Surveying Ltr to Barr EngineeringOctober 11, 2001 Mr. John I-Ianson. Barr Engineerin 4700 �- West Street , Minneapolis, MN 55435 Dear Mr. Hanson: r •, Branch Watershed District Permit. Application, :for 4] Re.. Valley p Oak Park. Station . subdivision and S &: C Bank Site plan''`;:: This application is to ' subdivide the existing .4 •lot s of.t .e previously approved K.Frns .and Kerns dev na] ' . • ntd Mots with a e drive Wand begin elopmen of the 1 ; parcel for S & C Enelose 2�, subd��v�s�on � P d F are the following items:` • • . F i . � , 9� for $4,§004Q0, Appi cation form and fee check no.. 9 . • r • i ; , • - .. fA L; `• S. •r Y „:r ,' A ' t � r .3 Prel plat exhi : .W : • {; ,:_ • nt Plan Grading Plan); Exhibit contains exist I�.unoff.•'�ater Manag�me � g existing an proposcontours,,,.. • � e d ` ,a • ::_.:l; is :f == r • r Predevelopm_ ent runff areas ° -:� Post development runoff areas• Erosion .control details, `� D aina e*calculation for` Z,.yyea •. year,. 100: ,year,•.10; } days 100 y• pelt and .the• 2 5 , inch :runoff for: the'N U . ear snow • `Y y . !r . ..: ..s; • `p .�•,_ �' 't r'f � k. �' ly�Tt ,•�'. .� .lA� �` r l s � ti� . ^ r y .. ' F:! . �,. T - } a r. _ 5� -- ,. !�' . ., ..- ,.• �!, - Sp .for site ang } -' : . � - ..�� , y � • ^'' f, • .I tf {. S tormwater ; vo lume rche_ cklis o f L �•�/ Y �k � • ., .l � { • . • �.. �" � '] r.ivat i fr "i= rz.``}!y y. r ���_ f� '-� .r •n'.+ �� �� �'�., i r � . r' .:r• '.f_ -' r, �,1- � .. .. • i r f . . • -hi` The downstream•,vvaterbody is Cloverdale Lake ,; which is a Categor • a• it is ro o sed to: modi and enlarge the i ts'�dra .na e . criteri ' 'To meet the ��ty •of Oak Park He g � .� , p Y . ; • .. • " • t =so of the'Oak�Par Stationj project The 5 stn and, and'draina]j(.�J�je ditch loca.tp4 to uth; , ject area. . r p , • ex � � .. •Z r i • • • • 1'F - ;r. L: •a � fiandleall. • ` q the and be of the increased ` fit En sneer for �a��Par�-I�e�ght� requires p . ' . �•, City � � ti . , .t , , .... • ..� .•!•.. , r • � , , ,n • r • � ff that ' s f resultin fro the .ost deveio - ment conditions less the predevelopment runo i runoff g ..rn p� ,� �;: � , ,., ., handled . b the Ocistipg The . City, En +furnished .the' predevelopment; runoff curve r- �• � • , • . ,. • .., '' • , ` the qtryq.,number used in their runoff rnodel. � , . �, . f . number to be used : for -the design of : ;,,}his s th o ercer t• ini p ervious surfaces, wh ' t . urrent zonin classification of B 3 allows .up. to p p • , hic • .:-The'N U R' }P o nd� volume ` •increase . is calculated . s ac r e quates "t� ' curve number OK , � , : .. p � �', .� 4 : a .. -{ � > l event with {07 ad- e ded in the.:revised_} ond.:= :The._ 1 Odayw l r.. year snowme t e :�. ■■ itA i� � •V / 5 aM �, bV�n� � rovi .. r• •\ ',� •s,� i' ��. i'r. • r�jS �. + • �f-� -: a. . ,�. •�� �'� �� +� ..+i•. .. '4 L, :F . w •. -� . f -• , r. `•' • 1 +�• ri •. s f , : .[= Ti i' 'i t 7'.' 3 k; r ' r + li l+ a tir y! !�. :v r v Y y •' Z i • S 3; • r... � 3' ,� = t �4 -_ e4� � • y •� [ • .•`.'�. + ~ .. �, Z cr' LAND SURVEYING & ENGINEERING fn• • .� • � Y waterbod :'• • t • } • [ . • • I^ r pond. requires 3.0,61 ac-ft of additional flood age , with ! 3.13 6 ac -ft beg provided rovided in the revised ' • , .1 cerely yours;: r • ohn Cardohn , Pe Director of Engineering Brad Coats Browns. Creek. Watershed Distr City of Oak Park Heights MnDot r S • only one p of the parcels .is proposed for final site development, at this time.' The proposed p p ff water management plan will be• u dated•.as .proposed:users : o.f ,the parcels are identified. • runo g p p. - , . . , ,... - ` '� S� I' �]U .1'' k , f.•, •l.. , - '',.- '.- t i• .r f } - 4 , � � •;.. ! •, , r .:� ! f ;a • • �ssible ive�Z tlae city' incorporate as many. runoff mans ement' ractices:asp g y We have Warta �ncorp Y g ,. p . • , - . I • r s client needs 'and' ` existin site constraints.'1�=j design requirement , ..., ! g f . , .. t , � ' f • 1 .� -' :r � y Y- ',l * �'l ir ' � i . •. .,r •.'�t i L t �[ r f [ ' If yoy haye,,any qu' estions;please cont my.self • • , , . • r t., . tin. _ ... f ,�r.'. t _� or Pgy .offices i 1r •�,. , .f. .. ., ;., Litterer in our a ; ' ft ' ^. . ' is C t -S [ • r �I • r f _ 1 a ,,: •. R, . .' r a' l .•..i . ► f { � a " .i.i:l • _ . Twin City T Little MN' 551171 : Phone: (651) f • • D 412 East Coun Road D 766- 0112,..Fax; (651) 766 -0612 M &ail: survey@metrols.com Pine `� ice: t N 5 ' r• P ho� 3267 . Taxi 20) 4 (3.29 -4176. ' ' metrol . rn, . • `Pine C' Office: Rnutet� Box 205' L Pure City; M 5[�6,3.� �• e: {320 629- ' ,. s co , • • • • permit, unless waived by the Board of Managers (Governmental Bodies are not An escrow deposit shall accompany this pe � e . , and � a a fee). Applicant acknowledges familiarity with the Rules an Regulations of the Valley Branch required to pay } p p Watershed District. Send Permit Applications to: Valley Branch watershed District do Barr Engineering Co. 4700 West 77th Street Minneapolis, MN 55435 -4803 , JERDEN, LL • Address 3021 HARBOR LANE 1i29± PLYMOUTH MN 55447 t Applicant pplicant GOLD RIDOE GROUP, INC attn: BRAD COATS ' i Addr; s 3021 HARBOR LANE 1206 4 Property Owner Si•nat' A• : /!Can Valley Branch Watershed District Permit Application for Approval of a Project Phone Phone Date 1 6 r Note: The applicant assumes all responsibility for compliance with permit conditions. OAK PARK STATION • Project Name Address 'l14 Section 6 Township Legal � ► °�W . _ -..- -.°�. Nearest major street intersection STATE HIGHWAY 5 & STATE HIGHWAY 36 in the municipality or Township of OAK PARK HEIGHTS Purpose of Project COMMERCIAL DEVELOPMENT Attached are plans for supporting documents for: 'Lund Development x Runoff Water Quality X Site Drainage x Erosion Control Floodplain Development w .. ^ uI . • . ...... -. Use and/or Appropriation of Public Water To be comp lete d by • of Application Fee . : Agenda • a r •s Re ceived i + • , 763 -557 -9445 763-557-9445 Bridge & Culvert Construction Wetland Alteration • P Riparian Improvement-Shoreline Setback p R Private Drainage System Other: Explain \ 2 3' _ : ` Start of Project: 0 •1 Estimated Completion Time • impact statement being prepared for this project ,��. NO _ • Is an environmental assessment or environmental imp . • +• Permit No. Range 20 • Received Cash Surety - H for Conditions of Approval or Reasons for Denial See Reverse f pP .. r . • t. Permission is granted to do the work proposed in accordance with the Rules and Regulations and Water Management Plan of the District; subject to the following provisions: Valley Branch Watershed District Permit No. f_ -- The Board reserves the right to review and revise these special provisions as circumstances may require. Approved 20 . 45 797 Title Signature Valley Branch Watershed District Note: The grant of this permit in no way purports to permit acts which may be prohibited by other governmental agencies. ----- Et t . et— — • 11 • 1 • 1 110.04 • kJ. p. 14 't" , ••• s5453 44,, vt-u- ......, . ,b • ,,,, , -,...,„ ,r .,,..(,..:-.... .. , ....;,,. '.....,.;::: '''''' . .. a ' '',, 'Y.,: ,• '- g 7 ----- -4 :4 . .4, 4,, ..“,..0.4.......,......,A....... ' . , `t: ;,•,.; •,,' ' " , .. ,•• ,r • , 4 - . , r . .. l,, ,11 1 M .;• „ c:, * \•;;.,, I. :1': ''..:' ':':'. '. ''''' '' ' 1 * % ‘-% .; 1 „.1:.„.;.4:4 . , 1 .,,,, _ &, , r . i Ilri ......,... _... 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I;. 3 4' ~~ w p , W 67 I'd :6,, 'g Pci.1', a N r_ ° z w ¢ � 4U dlwi ¢ q F" 6 � ixxJ� a D� ZN D w a cSw m e;" l 4 t „,,. li '''' N QW d aU� � l�2 t [�b U my� w� Id � W � 2 Q O W [� U ii p 4 t 5 O U W U L7 q 4 �mJ iw. W w I r t-. ° 43” l � pew x g!" W 6-i LC N� LWi. il 6 � 2 _ �OC�~ �p �U1 ��� su ci NVI .9 0 0 nr §E 4 ' • L jI I j 1N3.5 cvnlia dio —------------- / 1, 11 FF I „ / 1111 ill fi I ! c ,g -41111111%.:: .0 ht TIV140, i i 1 I 1 LF 1 d ■ a lb r\ 760002-Oak Park Station; uyr Pre Dev Prepared by Metro Land Surveying and Engineering HydroCAD® 6.00 sin 001304 © 1986-2001 Applied Microcomputer Systems rype II 24-hr Rainfall=4.20" Page 1 '10/10/2001 Time span=0.00-24.00 hrs, dt=0.50 hrs, 49 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=4.20" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IS: Westerly Pre Dev Drainage Area Tc=38.7 min CN=66 Area=8.174 ac Runoff= 5.51 cfs 0.816 af Subcatchment 2S: Easterly Area Tc=37.1 min CN=66 Area=5.670 ac Runoff= 3.84 cfs 0.566 af Pond 1 P: Existing Pond Peak Storage= 2.848 af Inflow= 9.35 cfs 1.382 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.844 ac Volume = 1.382 af Average Depth = 1.20" ° 760002 -oak Park Station; •loyr Pre Dev Prepared by Metro Land Surveying and Engineering H d roCAM 6.90 s/n 001304 © 1986-2001 A • 'lied Microcorn Subcatchment 1 S: Westerly Pre Dev Drainage Area [49] Hint: Tc <2dt may require smaller dt Runoff = 5.51 cfs @ 12.52 hrs, Volume= 0.816 of Runoff by SOS TR -20 method, UH=SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type II 24 -hr Rainfall =4.20" Area (ac) ON Description Tc Length Slope (min) (feet) (ft/ft) 24.3 300 0.0025 4.8 145 0.0025 0.5 9.6 38.7 8.174 66 ON From BRA 10 -4 -01 559 0.0042 1,004 Total Velocity Capacity Description (ft/sec) (cfs) 0.2 1.0 uter S stems Sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated Nearly Bare & Untilled Kv= 10.0 fps Shallow Concentrated Flow, Ditch to Pond Grassed Waterwa Kv= 15.0 f Subcatchment 'IS: Westerly Pre Dev Drainage Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type 11 24-hr Rainfall =4.20" Page 2 10110/2001 0 Runoff 760002 -Oak Park Station; 10yr Pre Deg Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 001304 © 1986-2001 A. 'lied Microcom • uter S stems Subcatchment 2S: Easterly Area [49] Hint: Tc <2dt may require smaller dt Runoff = 3.84 cfs @ 12.51 hrs, Volume= 0.566 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type if 24 -hr Rainfall= 4.20" Area ac CN Descri .tion 5.670 66 ON from BRA 10 -4 -01 Tc Length Slope Velocity Capacity Description min feet ftJft ftlsec cfs 17.0 196 0.0026 0.2 sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" 2.8 219 0.0077 1.3 Shallow concentrated How, Ditch Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Ditch Grassed Waterwa Kv= 15.0 f • s 17.3 986 0.0040 37.1 1,401 Total Subcatchment 2S: Easterly Area Hyd rog raph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type 11 24-hr Rainfall= 4.20" Page 3 10/1012001 0 Runoff 760002 Oak Park Station; 1 uyr Pre Dev Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 s/n 001304 © 1986 A • • lied Microcom * uter S stems Outflow 10 9 8 7 4 o o LI 4 3 2 1 11.Q CfS = 0.00 cfs @ 0.00 hrs, Volume= Pond 1P: Existing Pond Routing by Stor -Ind method, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Starting Elev= 928.60' Storage= 1.475 af Peak Elev= 929.15' Storage= 2.848 af 1.373 af above starting storage Flood Elev= 934.00' Storage= 18.543 af (17.158 af above starting storage t Plug -Flow detention time= (not calculate Storage and wetted areas determined by Irregular sections 0.000 af, Atten= 100 %, Lag= 0.0 min Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 928.00 2.362 1,351.0 0.000 0.000 2.362 929.00 2.556 1,544.0 2.458 2.458 3.383 930.00 2.786 2,359.0 2.670 5.129 9.195 931.00 3.017 2,549.0 2.901 8.029 10.899 932.00 3.293 2,852.0 3.154 11.183 13.889 933.00 3.644 3,262.0 3.467 14.650 18.469 934.00 4.351 4,614.0 3.992 18.643 37.922 935.00 4.864 4,615.0 4.605 23.248 38.030 Pond 1 P: Existing Pond Hydrograph Plot 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) r ype II 24 -hr Rainfall =4.20" Page 4 10/1012001 Inflow 0 Outflow 760002-Oak Park Station; - 10yr Post Deg Prepared by Metro Land Surveying and Engineering Hyd roCAD® 6.00 sin 001304 © 1986-2001 Applied Microcomputer Systems Type II 24 -hr Rainfall =4.2O" Page 1 1 0/10 /2001 Time span =0.00 -24.00 hrs, dt =0.50 hrs, 49 points Runoff by SCS TR -20 method, UH =SCS, Type II 24 -hr Rainfall =4.20" Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment I Sa Westerly Area Subcatchment 2S: Easterly Area Pond 1P: Enlarged Pond Tc =15.3 min CN =90 Area= 10.500 ac Runoff= 25.50 cfs 2.745 of Tc =25.5 min CN=90 Area =3.235 ac Runoff= 5.94 cfs 0.836 af Peak Storage= 5.289 af Inflow= 31.29 cfs 3.581 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.835 ac Volume = 3.581 af Average Depth = 3.11" 760002 -oak Park Station; -i t)yr Post Dev Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 s/n 001304 © 1 986 -2001 A • s lied Microcom • ufer S stems Subcatchment 'IS: Westerly Area [49] Hint: Tc<2dt may require smaller dt Runoff = 25.50 cfs @ 12.03 hrs, Volume= 2.745 of Runoff by SOS TR -20 method, UH =SOS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type II 24 -hr Rainfall =4.20" Area (ac) ON Description 1 0.600 90 80% Impervious Tc Length Slope Velocity Capacity Description JJfeet)Jft) (ft/sec) (cfs) 3.4 232 0.0100 1.1 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" 12.9 16.3 1,047 Total 28 26 24 22 20 18 4 16 0 0 1Z / 14 12 10 8 6 4 2 0 0 1 815 0.0049 1.1 Subcatchment IS: Westerly Area Hydrograph Plot Type II 24 -hr Rainfall =4.20" Page 2 10/10/2001 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff 760002 -oak Park Station; . 10yr Post Dev Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 s/n 00 1304 © 1986-2001 A • • lied M icrocom • uter S stems Subcatchment 2S: Easterly Area [49] Hint: Tc <2dt may require smaller dt Runoff = 5.94 cfs @ 12.16 hrs, Volume= 0.836 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type 11 24 -hr Rainfall =4.20" Area ac CN Descri tion 3.235 90 80% Impervious Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 2.2 6.0 17.3 137 0.0100 470 0.0077 986 0.0040 25.5 1,593 Total U) 0 LE 1.0 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" 1.3 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway icy= 15.0 fps _ __ Subcatchment 2S: Easterly Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type II 24-hr Rain fall= 4.20" Page 3 10110/2001 0 Runoff 700002 -oak Park Station; . 10yr Post [rev Prepared by Metro Land Surveying and Engineering HydroCAD® 6.00 sin 001304 © 1986 -2001 Applied Microcomputer Systems Outflow 34 32 30 28 26 24 22 20 18 0 16 u° 14 12 10 8 6 Pond 1P: Enlarged Pond Inflow = 31.29 cfs • 12.05 hrs, Volume= 3.581 af cfs a@ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by Stor -ind method, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Starting Elev= 928.60' Storage= 1.720 af Peak Elev= 929.77' Storage= 5.289 of ( • ..f .. •ve startin • stora • e Flood Elev= 934.00' Storage= 22.024 af 20.304 af above starting storage Plug -Flow detention time= (not calculated Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 928.00 2.719 1,711.0 0.000 0.000 2.719 929.00 3.016 2,003.0 2.866 2.866 4.701 930.00 3.292 2,601.0 3.153 6.019 9.731 931.00 3.571 3,151.0 3.431 9.450 15.510 932.00 3.908 3,487.0 3.738 13.188 19.586 933.00 4.346 3,460.0 4.125 17.313 19.937 934.00 5.085 4,993.0 4.711 22.024 43.611 935.00 5.624 5,049.0 5.352 27.376 44.645 Pond IP: Enlarged Pond Hydrograph Plot ' ��. .:.� � _ "r f ..f H[• �! 55,x, !C Y✓ � �flk . • � xj :N• "e:oreire Type II 24-hr Rainfa11 =4.20►► Page 4 10/10/2001 inflow 0 Outflow 0 7 2 3 4 5 6 7 8 9 10 1 1 12 13 14 15 16 77 18 19 20 21 22 23 8 9 1 0 1 1 1 2 1 3 1 4 1 56 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 � Time (hours) -7 i__ '� b 3.581 AF - ) . z 7,897{F au4 939 KLST�ti� "R) Alt q 9 3‘f '4> I - 2. I bg A� zo or-e- 1716 4F ZI997(Q 100 Lot 760002-Oak Park Station; o0yr Pre Dev Prepared by Metro Land Surveying and Engineering HydroCAD® 6.00 sin 001304 © 1986-2001 Applied Microcomputer Systems Time span=0.00-24.00 hrs, dt=0.50 hrs, 49 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=5.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-ind method Subcatchment Westerly Pre Dev Drainage Area Tc=38.7 min CN=66 Area=8.174 ac Runoff= 11.42 cfs 1.600 af Subcatchment 2S: Easterly Area Tc=37.1 min CN=66 Area=5.670 ac Runoff= 7.91 cfs 1.111 af Pond I P: Existing Pond Peak Storage= 4.172 af Inflow= 19.33 cfs 2.711 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.844 ac Volume = 2.711 af Average Depth = 2.35" Type II 24-hr Rainfall=5.90" Page 1 10/10/2001 700002 -oak Park Station; . 1 v0yr Pre Dev Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 stn 001304 © 1986-2001 A. sf ied Microcom. uter S stems Subcatchment 'IS: Westerly Pre Dev Drainage Area [ 49] Hint: Tc<2dt may require smaller dt Runoff = 11.42 cfs a( 12.50 hrs, Volume= 1.600 of Runoff by SOS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type II 24 -hr Rainfall =5.90" Area (ac) ON Description 38.7 12 11 10 9 8 o 7 o 6 5 4 3 2 1 0 8.174 66 ON From BRA 10 -4 -01 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 300 0.0025 0.2 Sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" 4.8 145 0.0025 0.5 Shallow Concentrated Flow, shallow Concentrated Nearly Bare &Untitled Kv= 10.0 fps 9.6 559 0.0042 1.0 Shallow Concentrated Flow, Ditch to Pond Grassed Waterway Kv= 15.0 fps 1,004 Total Subcatchment - IS: Westerly Pre Dev Drainage Area Hydrograph Plot 11.42 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type II 24 -hr Rainfall =5.90" Page 2 10/10/2001 0 Runoff 760002 -oak Park Station; 'Ayr Pre Deg Prepared by Metro Land Surveying and Engineering HydroCAD® 6.00 s/n 001304 © 1986-2001 Applied Microcomputer Systems Subcatchment 2S: Easterly Area [49] Hint: Tc<2dt may require smaller dt Runoff = 7.91 cfs a@ 12.49 hrs, Volume= 1.111 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type II 24 -hr Rainfall =5.90" Area ac CN Description ................ 5.670 66 CN from BRA 10 -4 -01 To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 17.0 2.8 17.3 L) 0 u.. 196 0.0026 219 0.0077 986 0.0040 37.1 1,401 Total 0.2 Sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" 1.3 Shallow Concentrated Flow, Ditch Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Ditch Grassed Waterwa Kv= 15.0 f p s Subcatchment 25: Easterly Area Hydrograph Plot Type ll 24-hr Rainfall =5.90" Page 3 10/10/2001 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff 760002 -oak Park Station; 100yr Pre Deg Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 001304 © 1986 A. •lied Microcom. uter S stems Outflow 21 20 19 18 17 16 15 14 Pond 1P: Existing Pond = 0.00 cfs a@ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by Stor -ind method, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Starting Elev= 928.60' Storage= 1.475 af Peak Elev= 929.64' Storage= 4.172 af (2.697 af above startin ■ storage) Flood Elev = 934.00' Storage= 18.643 af Plug -Flow detention time= (not calculated Storage and wetted areas determined by Irregular sections (17.168 af above starting storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 928.00 2.362 1,351.0 0.000 0.000 2.362 929.00 2.556 1,544.0 2.458 2.458 3.383 930.00 2.786 2,359.0 2.670 5.129 9.195 931.00 3.017 2,549.0 2.901 8.029 10.899 932.00 3.293 2,852.0 3.154 11.183 13.889 933.00 3.644 3,262.0 3.467 14.650 18.469 934.00 4.351 4,614.0 3.992 18.643 37.922 935.00 4.864 4,615.0 4.605 23.248 38.030 Pond 1 P: Existing Pond Hydrograph Plot � C#5 e . :,�::. ‘ ei�,, : `;� 13 45 12 ` 11 0 1 0 U 9 8 7 6 5 4 3 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type II 24 -hr Rainfall =5.90" Page 4 10/10/2001 inflow ❑ Outflow 760002 -oak Park Station; - iUOyr Post Dev Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 001304 © 1986 - 2001 A • • lied M icrocom. uter S stems Time span =0.00 -24.00 hrs, dt =0.50 hrs, 49 points Runoff by SCS TR -20 method, UH =SCS, Type II 24 -hr Rainfall =5.90" Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 'IS: Westerly Area Subcatchment 2S: Easterly Area Pond 1P: Enlarged Pond Type II 24 -hr Rainfall =5.90" Page 1 1011012001 Tc =16.3 min CN =90 Area = 10.600 ac Runoff= 38.45 cfs 4.192 of Tc =25.5 min CN=90 Area =3.235 ac Runoff= 8.99 cfs 1.277 of Peak Storage= 7.172 af Inflow= 47.22 cfs 5.469 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.835 ac Volume = 5.469 af Average Depth = 4.74" 760002 -oak Park Station; 100yr Post Dev Prepared by Metro Land Surveying and Engineering H d roCAD® 6.00 sin 001304 © 1986-2001 A. • lied M icrocom • uter S stems Subcatchment IS: Westerly Area [49] Hint: Tc <2dt may require smaller dt Runoff = 38.45 cfs @ 12.03 hrs, Volume= 4.192 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type 11 24-hr Rainfall =5.90" Area ac CN Descri tion 10.600 90 80% Impervious Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 232 0.0100 1.1 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f 12.9 42 40 38 36 34 32 30 28 26 i 24 22 0 20 L- 18 16 14 12 10 8 6 4 2 0 0 815 0.0049 16.3 1,047 Total 1.1 Subcatchment 'IS: Westerly Area Hydrograph Plot Type 1124-hr Rainfall =5.90" Page 2 10/10/2001 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff 760002-Oak Park Station; 1U0yr Post 0ev Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 s/n 001304 © 1986-2 001 A • +lied M icrocom • uter S stems Subcatchment 2S: Easterly Area [49] Hint: Tc <2dt may require smaller dt Runoff = 8.99 cfs @ 12.15 hrs, Volume= 1.277 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type II 24 -hr Rainfall =5.90" Area (ac) ON Description Tc Length Slope Velocity Capacity min feet ft/ft ft/sec cfs 2.2 137 0.0100 6.0 470 0.0077 17.3 986 0.0040 25.5 1,593 Total 10 9 8 7 4 3 2 1 3.235 90 80% Impervious Description 1.0 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" 1.3 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 Subcatchment 25: Easterly Area Hydrograph Plot Type II 24 -hr Rainfall =5.90" Page 3 10110/2001 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff 760002 -oak Park Station; 100yr Post Dev Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 001304 © 1986 -2001 A • .lied M icrocom • uter S stems Pond IP: Enlarged Pond ?Inflow = 47.22 cfs • 12.05 hrs Volume= 5.469 of Outflow -- 0.00 cfs a 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by Stor -ind method, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Starting Elev= 928.60' Storage= 1.720 . f Peak Elev= 930.34' Storage= 7.172 af , 5.452 af above startin ■ stora • e Flood Elev= 934.00' Storage= 22.024 af (20.304 af above starting storage Plug -Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet acres feet acre -feet acre -feet acres 928.00 2.719 1,711.0 0.000 0.000 2.719 929.00 3.016 2,003.0 2.866 2.866 4.701 930.00 3.292 2,601.0 3.153 6.019 9.731 931.00 3.571 3,151.0 3.431 9.450 15.510 932.00 3.908 3,487.0 3.738 13.188 19.586 933.00 4.346 3,460.0 4.125 17.313 19.937 934.00 5.085 4,993.0 4.711 22.024 43.611 935.00 5.624 5,049.0 5.352 27.376 44.645 50 45 40 35 30 25 20 15 10 Pond 1P: Enlarged Pond Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Type II 24 -hr Rainfall =5.90" Page 4 1 0/1012001 Inflow 0 Outflow T ime (hours) PM Dgv - ev 469 /9F - 2.7If lif 2,95s A-F EAR,066-1)eR e 93q -z &: c (sT7 ,1j( Thtu @ &Teli: 934 17. 68 � Zo l7 -168 _ ,1 A-F �K- 760002-Oak Park Static , 100yr '10 day Snow Melt PrelAt. iy 1-day 10-day Rainfall=7.20" Prepared by Metro Land Surveying and Engineering Page 1 H droCADO 6.00 sin 001304 © 1986 A. 'lied Microcom uter S stems 10/10/2001 Time span=0.00-240.00 hrs, dt=0.50 hrs, 481 points Runoff by SOS TR-20 method, UH=SCS, Spillway 1-day 10-day Rainfail=7.20" Reach routing by Stor-lnd+Trans method - Pond routing by Stor-Ind method Subcatchment 'IS: Westerly Pre Dev Drainage Area Tc=38.7 min CN=66 Area=8.174 ac Runoff= 2.02 cfs 2.290 af Subcatchment 2S: Easterly Area Tc=37.1 min CN=66 Area=5.670 ac Runoff= 1.40 cfs 1.589 af Pond IP: Existing Pond Peak Storage= 5.354 af Inflow= 3.42 cfs 3.879 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.844 ac Volume = 3.879 af Average Depth = 3,36" 760002 -Oak Park Statlt , 100yr'10 day Snow Melt Pre Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 001304 0 1986 -2001 A. 'lied Microcom • uter S stems [49] Hint: Tc<2dt may require smaller dt Runoff = 2.02 cfs @ 121.90 hrs, Volume= 2.290 of Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00 - 240.00 hrs, dt= 0.50 hrs Spillway 1 -day 10 -day Rainfall=7.20" Area ac CN Description ........................................................................................... ............................... 8.174 66 CN From BRA 10 -4 -01 Tc Length Slope Velocity Capacity Description __(_minL__ feet ftlft ftlsec cfs 24.3 300 0.0025 0.2 Sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" 4.8 145 0.0025 0.5 Shallow Concentrated Flow, Shallow Concentrated Nearly Bare & Unfilled Kv= 10.0 fps 9.6 559 0.0042 1.0 Shallow Concentrated Flow, Ditch to Pond Grassed Waterwa Kv= 15.0 f • s .... ............................... . ........................... .............. ........................... . 38.7 1,004 Total 7) o 0 Li Subcatchment 'IS: Westerly Pre Dev Drainage Area Subcatchment 'IS: Westerly Pre Dev Drainage Area Hydrograph Plot ay 1 -day 10 -day Rainfall=7.20" Page 2 10110/2001 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 Time (hours) 760002 -oak Park Static. ' DOyr 10 day Snow Melt Pre Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 001304 © 1986 -2001 A • • lied Microcom • uter S stems Subcatchment 2S: Easterly Area [49] Hint: Tc <2dt may require smaller dt Runoff = 1.40 cfs @ 121.94 hrs, Volume= 1.589 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 - 240.00 hrs, dt= 0.50 hrs Spillway 1 -day 10 -day Rainfall =7.20" Area ac CN Descri•tion 5.670 66 CN from BRA Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 17.0 2.8 17.3 196 0.0026 219 0.0077 986 0.0040 37.1 1,401 Total U) U 0.2 Sheet Flow, Sheet Flow Fallow n= 0.050 P2 2.75" 1.3 Shallow Concentrated Flow, Ditch Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Ditch Grassed Waterwa Kv= 15.0 f • s Subcatchment 2S: Easterly Area Hyd rog raph Plot I y 1-day 10 -day Rainfall= 7.20" Page 3 10/10/2001 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 Time (hours) 0 Runoff 760002 -oak Park Static, 100yr 10 day Snow Melt Pre Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 s/n 001304 © 1986-2001 A • • lied M icrocom • uter S stems Inflow 3.42 cfs a�7 121,95 hrs, Volume= 3.879 a Outflow = 0.00 cfs a@ 0.00 hrs, Volume= 9.DDQ af, Atten= 100 %, Lag= 0.0 min Routing by Stor-ind method, Time Span= 0.00 - 240.00 hrs, dt= 0.50 hrs Starting Elev= 928.60' Storage= 1.475 af Peak Elev= 930.08' Storage= 5.354 af (3.879. af abovestartin• stora•e Flood Elev= 934.00' Storage= 18.643 af (17.168 af above starting storage Plug -Flow detention time= (not calculated Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre-feet) (acres), 928.00 2.362 1,351.0 0.000 0.000 2.362 929.00 2.556 1,544.0 2.458 2.458 3.383 930.00 2.786 2,359.0 2.670 5.129 9.195 931.00 3.017 2,549.0 2.901 8.029 10.899 932.00 3.293 2,852.0 3.154 11.183 13.889 933.00 3.644 3,262.0 3.467 14.650 18.469 934.00 4.351 4,614.0 3.992 18.643 37.922 935.00 4.864 4,615.0 4.605 23.248 38.030 Pond 1P: Existing Pond Pond 1P: Existing Pond Hydrograph Plot 3.42 cfs" 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170180 190 200 210 220 230 240 Time (hours) y y 1 -day 10-day Rainfall =7.20" Page 4 '10/10/2001 760002 -oak Park Stalk , 100yr 10 day Snow Melt Pose .ay 1 - day 10 - day Rainfall =7.20" Prepared by Metro Land Surveying and Engineering Page 1 p H droCAD® 6.00 s/n 001304 © 1986 - 2001 A • 'lied M icrocon� uter S ste ms 1011012001 Time span= 0.00 - 240.00 hrs, dt=0.50 hrs, 481 points Runoff by SCS TR -20 method, UH =SCS, Spillway 1 -day 10 -day Rainfall =7.20" Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 'IS: Westerly Area Subcatchment 2S: Easterly Area Pond 1P: Enlarged Pond Tc =16.3 min CN =90 Area= 10.600 ac Runoff= 4.61 cfs 5.317 af Tc =25.5 min CN =90 Area =3.235 ac Runoff= 1.39 cfs 1.623 of Peak Storage= 8.659 af Inflow= 6.00 cfs 6.940 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.835 ac Volume = 6.940 af Average Depth = 6.02" 760002 -oak Park Static 100yr 10 day Snow Melt Posh .iy I - day 10 - day Rainfa11 =7.20'► Prepared by Metro Land Surveying and Engineering Page 2 H droCAD® 6.00 s/n 001304 © 1986-2001 A•.lied Microcom•uter S stems 1 0/10/2001 Subcatchment 1S: Westerly Area [49] Hint: Tc <2dt may require smaller dt Runoff = 4.61 cfs @ 121.51 hrs, Volume= 5.317 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 - 240.00 hrs, dt= 0.50 hrs Spillway 1 -day 10 -day Rainfall =7.20" Area ac CN Descri•tion 1 0.600 90 80% Impervious To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 3.4 232 0.0100 1.1 12.9 815 0.0049 1.1 16.3 1, 047 Total Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps Subcatchment 15: Westerly Area Hydrograph Plot 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 Time (hours) 0 Runoff 700002 -Oak Park Static , 100yr 10 day Snow Melt Post. ray 1 10 - day Rainfall Prepared by Metro Land Surveying and Engineering Page 3 H droCAD® 6.00 s/n 001304 © 1986-2001 A. 'lied Microcom. uter S stems 10/10/2001 Subcatchment 2S: Easterly Area [49] Hint: Tc <2dt may require smaller dt Runoff = 1.39 cfs @ 121.62 hrs, Volume= 1.623 of Runoff by SOS TR -20 method, UH =SCS, Time Span= 0.00 - 240.00 hrs, dt= 0.50 hrs Spillway 1 -day 10-day Rainfall= 7.20" Area ac CN Descri tion 3.235 90 80% Impervious 1°c Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 17.3 25.5 1,593 Total U 0 EC 2.2 137 0.0100 6.0 470 0.0077 986 0.0040 1.0 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" 1.3 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f• s Subcatchment 2S: Easterly Area Hydrograph Plot 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 Time (hours) 760002 -oak Park Static. 100yr 10 day Snow Melt Posit iy 1 - day 10 Rainfall =7.20" Y Prepared by Metro Land Surveying and Engineering Page 4 p HydroCAD® 6.00 stn 001304 © 1986 - 2001 Applied Microcomputer Systems 1 0//012001 linflow Outflow = 0.00 cfs @ 0.00 hrs, Volume= 6.00 cfs a@ 121.53 hrs, Volume= Pond 1P: Enlarged Pond Pond IP: Enlarged Pond Hydrograph Plot 6.940 afi 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 0.00 - 240.00 hrs, dt= 0.50 hrs Starting Elev= 928.60' Storage= 1.720 af Peak Elev= 930.77' Storage= 8.659 af 6.940 af above starting storage) Flood Elev= 934.00' Storage= 22.024 afj(20.304 af above starting storage) Plug -Flow detention time= (not calculated Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 928.00 2.719 1,711.0 0.000 0.000 2.719 929.00 3.016 2,003.0 2.866 2.866 4.701 930.00 3.292 2,601.0 3.153 6.019 9.731 931.00 3.571 3,151.0 3.431 9.450 15.510 932.00 3.908 3,487.0 3.738 13.188 19.586 933.00 4.346 3,460.0 4.125 17.313 19.937 934.00 5.085 4,993.0 4.711 22.024 43.611 935.00 5.624 5,049.0 5.352 27.376 44.645 Inflow 0 Outflow 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 Time (hours) itc_pr F(35T-r.61/ ?Re . 4c--F 3. 07/ 3,06 FAA_A-de6d) P0A4,6 Li 204. 30 Li FT EP. 51- ifti& Potue 93q ': 7 I Ac 2o 30 lets ./e„----F c3.06 /1-c 014 ‘6t( 760002-Oak Park Station; in. Storage on Ex. Pond Prepared by Metro Land Surveying and Engineering HydroCAD® 6.00 sin 001304 © 1986-2001 Applied Microcomputer Systems iype II 24-hr Rainfall=2.50" Page 1 10/10/2001 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type Ii 24-hr Rainfall=2.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment Westerly Area Subcatchment 2S: Easterly Area Pond IP: Existing Pond Tc=16.3 min CN=90 Area=10.600 ac Runoff= 19.94 cfs 1.252 af Tc=25.5 min CN=90 Area=3.235 ac Runoff= 4.75 cfs 0.381 af Runoff Area = 13.835 ac Volume = 1.633 af Average Depth = 1.42" Peak Storage= 1.639 af Inflow= 23.99 cfs 1.633 af Outflow= 0.00 cfs 0.000 af • 760002 -Oak Park Station; ...6 in. Storage on Ex. Pond Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 001304 CD 1986 A • •lied M icrocom• uter S stems Runoff = 19.94 cfs @ 12.08 hrs, Volume= Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type It 24 -hr Rainfall =2.50" Area ac ON Description 10.600 90 80% Impervious Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 3.4 12.9 16.3 1,047 Total 22 21 20 19 18 17 16 15 14 13 ` t3 r 12 11 0 10 9 8 7 6 5 4 3 2 1 0 232 0.0100 815 0.0049 Subcatchment IS: Westerly Area 1.1 1.1 1.252 of Type 1124 -hr Rainfall 2.50" Page 2 10/10/2001 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f. s Subcatchment *IS: Westerly Area Hydrograph Plot 4v f it fr' ' ......:..................f.... F/Wx~x 74////,./,/m/1//,/ 5 6 7 8 9 10 11 12 13 14 Time (hours) 15 16 17 18 19 20 Runoff 760002 -oak Park Station; 'Le.) in. Storage on Ex. Pond Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 sin 00 1304 © 1985 -2001 A. 'lied Microcom. uter S stems Subcatchment 2S: Easterly Area Runoff 4.75 cfs a@ 12.19 hrs, Volume= 0.381 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11 24 -hr Rainfall= 2.50" Area ac CN Description 3.235 90 80% impervious Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 2.2 6.0 17.3 137 0.0100 470 0.0077 986 0.0040 25.5 1,593 Total 0 1.0 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" 1.3 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f • s Subcatchment 2S: Easterly Area Hydrograph Plot 6 7 8 9 10 11 12 13 14 Time (hours) 15 16 17 type II 24-hr Rainfall =2.50" Page 3 10/10/2001 18 19 20 760002 -Oak Park Station; 4.0 in. Storage on Ex. Pond Prepared by Metro Land Surveying and Engineering H droCAD® 6.00 s/n 001304 © 1986 - 2001 A. • lied Microcom • uter S stems Inflow = 23.99 cfs a@ 12.10 hrs, Volume= Outflow = 0.00 cfs a 5.00 hrs, Volume= Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 925.51' Storage= 0.007 af Peak Eiev= 926.61' Stora. e= 1.639 af 1.632 af above startin stora• e Flood Eiev= 928.60' Storage= 6.238 af (6.231 af above startin • storage) ug- ow •e ention time not ca cu ate Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. feet acres feet 925.50 0.000 0.0 926.00 2.061 1,272.0 927.00 2.209 1,311.0 928.00 2.362 1,351.0 929.00 2.556 1,544.0 0 26 24 22 20 18 16 14 12 10 8 6 / "Fl/ ice W,/ fV/ /, 6 7 8 9 10 Pond 1P: Existing Pond 1.633 af 0.000 af, Atten= 100 %, Lag= 0.0 min Inc.Store Cum.Store Wet.Area acre -feet) (acre -feet) (acres) 0.000 0.000 0.000 0.343 0.343 2.956 2.135 2.478 3.142 2.285 4.763 3.339 2.458 7.222 4.360 Pond 1P: Existing Pond Hydrograph Plot 1 1 , 77 11 12 Time (hours) 13 14 15 16 17 18 Type II 24 -hr Rainfall =2.50" Page 4 1 0/10/2001 19 20 Inflow 0 Outflow 760002 -Oak Park Station; c.,) in. Storage on Enlarged Ex. Pok 1t'pe /124 - hr Rainfall =2.50" Prepared by Metro Land Surveying and Engineering Page 1 p Y HydroCAD® 6.00 s/n 001304 © 1986 - 2001 Applied Microcomputer Syste ms 10/10/2001 Time span=5.00-20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, U H =SCS, Type 11 24 -hr Rainfail =2.50" Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment IS: Westerly Area Subcatchment 2S: Easterly Area Pond 1P: Enlarged Pond Tc =16.3 min CN =90 Area= 10,600 ac Runoff= 19.94 cfs 1.252 of Tc =25.5 min CN =90 Area =3.235 ac Runoff= 4.75 cfs 0.381 af Peak Storage= 1.633 af Inflow= 23.99 cfs 1.633 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.835 ac Volume = 1.633 af Average Depth = 1.42" 760002 -Oak Park Station; sc.o in. Storage on Enlarged Ex. Po11Jype 11 - hr Rainfall - 2.50" Prepared by Metro Land Surveying and Engineering Page 2 H droCAD® 6.00 s/n 00 1304 © 1986 - 2001 A. 'lied M icrocom • uter S stems 10/10/2001 Runoff = 19.94 cfs @ 12.08 hrs, Volume= Runoff by SOS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfal1=2.50" Area ac ON Description 10.600 90 80% Impervious Tc Length Slope Velocity Capacity Amin) (feet) (ft/ft) (ft/sec) (cfs 3.4 232 0.0100 1.1 12.9 815 0.0049 16.3 1,047 Total 22 21 20 19 18 17 16 15 , 14 • 13 C) 12 11 O 10 L. 9 8 7 6 5 4 � 3 2 1 0 5 Subcatchment 1S: Westerly Area 1.1 Description 1.252 of Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f Subcatchment 1S: Westerly Area Hydrograph Plot • 6 7 8 9 10 11 12 13 14 Time (hours) 15 16 17 18 19 20 p Runoff 760002 -oak Park Station; '2.4 in. Storage on Enlarged Ex. Pok itlpe II 24 - hr Rainfall =2.54►► Prepared by Metro Land Surveying and Engineering Page 3 H droCAD® 6.00 s/n 001304 © 1986 A • • lied M icrocom • uter S stems 10/10/2001 Runoff 4.75 cfs @ 12.19 hrs, volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr Rainfall =2.50" Area ac CN Descri•tion 3.235 90 80% Impervious Subcatchment 2S: Easterly Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.381 of 2.2 6.0 17.3 137 0.0100 470 0.0077 986 0.0040 25.5 1,593 Total 1.0 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" 1.3 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps 0.9 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f• s Subcatchment 2S: Easterly Area Hydrograph Plot 2 .. 6 7 8 9 10 11 12 13 14 Time (hours) 15 10 17 18 19 20 0 Runoff 760002-Oak Park Station; 2.5 in. Storage on Enlarged Ex. Pon:Type 11 24 hr Rainfall =2.50" Prepared by Metro Land Surveying and Engineering Page 4 p y H droCAD® 6.00 sin 001304 © 1 986 - 200 1 A ■ • lied M icrocom uter S stems 10/10/2001 inflow = 23.99 cfs * 12.10 hrs, Volume= 1.633 of Outflow = 0.00 cfs a@ 5.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by star -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 923.51' Storage= 0.000 af Peak Elev= 926.17' Storage= 1.633 af (1.632 af above starting storage) , Flood Elev= 928.60' Stora • e= 7.913 af (7.912 af above starting storage) Plug -Flow detention time= (not calculate • ) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. lnc.Store Cum.Store Wet.Area feet acres feet acre -feet acre -feet acres 923.50 0.000 0.0 0.000 0.000 0.000 924.00 0.132 450.0 0.022 0.022 0.370 925.00 0.177 514.0 0.154 0.176 0.483 926.00 2.304 1,457.0 1.040 1.216 3.879 927.00 2.467 1,533.0 2.385 3.601 4.295 928.00 2.719 1,711.0 2.592 6.193 5.351 929.00 3.016 2,003.0 2.866 9.059 7.332 26 24 22 20 18 16 14 3 v 12 10 8 Pond 1P: Enlarged Pond Pond 'iP: Enlarged Pond Hydrograph Plot 6 / 0.00 cfs n . Inflow ❑ Outflow 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 Eit1114 E)CtS 774)6 r F6Ajh - 2.9/3 AF -6, 2364-F > /633 AC-Fr OK DESCRIPTION SITEWORK REQUIREMENTS This work shall consist of clearing and grubbing, temporary erosion control, protection and restoration of vegetation, and turf establishment. Work under this project shall be in accordance with the following sections of the MnDOT Standard Specification except as herein modified: MATERIALS 1712 Protection and Restoration of Property and Landscape 2101 Clearing and Grubbing 2105 Excavation and Embankment 2573 Temporary Erosion Control 2575 Turf Establishment All materials required for this work shall be new, conforming to requirements of the referenced specifications for the class, kind, type, size and grade of material as specified below and other details indicated in the Contract. The Contractor shall furnish and use only materials manufactured in the United States in executing the Contract, in conformance with Minnesota Statues 16b.101, Preference for American Made Materials, except for cement manufactured in Canada and petroleum products which are exempt. Manufactured in United States, means manufactured in whole or in substantial part within the United States or that more than 50 percent of the components parts were manufactured in whole or in substantial part within the United States. The Contractor may request in writing to the Engineer for the use of materials which are not manufactured in the United States if the materials are not reasonably available, the price is unreasonably excessive in the United States, or the quality is substantially less in the United States. Approval of materials not manufactured in the United States is at the Engineer's discretion. At the request of the Engineer, the Contractor shall submit, in writing, a list of materials and suppliers for approval. 1. Temporary Rock Construction Entrance Temporary rock construction entrance shall consist of 1 to 2 inch size rock such as coarse aggregate in accordance with MnDOT 3137 CA -1 or CA -2. 2. Silt Fence Silt fence shall be in accordance with MnDOT 3886, Preassembled for general use and Heavy Duty to protect critical areas and bodies of water. 3. Bale Checks Bale Checks shall be straw bales in accordance with MnDOT 3 882 for Type 1 Mulch, securely anchored into the ground with two '/2 inch reinforcement bar metal post or 2 x 2 inch wood stakes. 4. Catchbasin Sediment Barriers Catchbasin sediment barriers shall consist of a minimum of 4 x 5 foot piece of wire mesh with '/4 to '/2 inch openings. The mesh shall be 1 foot oversized on all sides of the standard 2 x 3 foot catchbasin. The washed gravel shall be 1 to 3 inches in size. 5. Topsoil 6. Fertilizer Fertilizer shall be in accordance with MnDOT 3881, for non - native seed mixtures, type I0/20/20, at a rate of 450 lbs /acre. 7. Seed Seed shall be a non - native seed mixture 600 in accordance with MnDOT 3 876, at a rate of 85 lbs/acre. 8. Mulch Topsoil shall be salvaged stripping or borrow topsoil. Topsoil, salvage or borrow, shall be in accordance with MnDOT 3877. Mulch shall be in accordance with MnDOT 3882, and shall be as follows: Location fype Rate Slopes of 3:1 or less 1 2 tons/acre Slopes of 3:1 to 2:1 1 & 5 2 tons/acre Slopes steeper than 2:1 Use wood fiber blanket 9. Wood Fiber Blanket Wood fiber blanket shall be in accordance with MnDOT 3885, and shall be as follows: Location Type Slopes and where water flow is spread out Regular Water flow is concentrated, less than 6 fps Moderate Velocity Areas to be mowed Rapid Degradable CONSTRUCTION REQUIREMENTS 1. Protection of Property The Contractor shall be responsible for the preservation of all public and private property of any character and shall preserve all land corner monuments. The Contractor shall also be fully responsible for the protection and preservation from damage or destruction of all trees, shrubs, and natural scenic elements. Any tree, shrub, or scenic elements within specified area to be protected that is destroyed or disfigured by the Contractor's operation shall be removed and replaced by the Contractor at the Contractor's expense or damages shall be assessed when so directed by the Engineer. 2. Clearing and Grubbing Clearing and grubbing shall be in accordance with MnDOT 2101. The Contractor shall notify the Engineer 48 hours, 2 working days, before clearing and grubbing is to start in order to evaluate and mark trees. 3. Disposal All materials not designated for salvage and all debris from the removal and demolition operations shall be disposed of by the Contractor. Suitable disposal sites shall be arranged for and secured by the Contractor. The Contractor shall provide proof of proper disposal in accordance with the law, upon request by the Owner and Engineer. All timber, stumps, roots, and other debris or byproducts resulting from the clearing and grubbing operations shall be disposed of by the Contractor in accordance with MnDOT 2104.30. No wood material over 6 inches in diameter shall be destroyed by burning or burying without first having been offered to the public for use as firewood in accordance with the intent of Minnesota Statute 1 16F.30. All elm wood that is not disposed of by burning or burying shall be disposed of according to Minnesota Rules 1505.0230, 1505.0240, and 1505.0250. All oak wilt infested trees shall be disposed of according to 1505.0320 and 1505.0340. 4. Temporary Erosion Control Temporary erosion control shall be in accordance with MnDOT 2573. When an MPCA General Construction Storm Water permit is required for the project, the Contractor shall also provide erosion control in accordance with the permit's guidelines. 5. Temporary Rock Construction Entrances Temporary rock construction entrances shall be located at points where the construction vehicles leave the construction site. The rock entrance shall be at least 50 feet long. Geotextile filter fabric shall be placed below the aggregate when necessary to prevent the migration of the underlying muddy soil from contaminating the aggregate. The aggregate shall be placed in a layer at least 6 inches thick. The width of the rock entrance shall be at least 2 feet wider than the widest vehicle leaving the site and of adequate width for turning movements. The rock entrance shall be constructed to permit the truck tires to sink in slightly which helps remove mud from the tires as the truck passes over the pad. The Contractor shall maintain the rock entrance during the course of the project. As the rock voids become clogged with mud and are not effectively trapping sediment, the Contractor shall replace the rock, construct a new rock entrance, or add additional rock to the top of the rock entrance. 6. Silt Fence Silt fence shall be installed as shown on the plans and in locations to prevent sediment settling in undisturbed areas, ditches, bodies of water, or storm sewer systems. The preassembled silt fence shall be constructed with 1 inch square, 4 foot long wood support post which shall be spaced at 7V feet or less and shall be driven at least 2 feet into the ground. The fabric shall be attached to the wood post with 1 /2 inch long gun staples. The fabric shall be anchored in a trench dug on the upsiope side of the posts. The trench shall be at least 6 inches deep and 6 inches wide. The fabric shall be laid in the trench which is then backfilled and compacted. The Contractor is responsible to maintain the silt fence and shall inspect it immediately after each runoff event and at least daily during the construction. Any required repairs shall be made immediately. When sediment deposits reach approximately half the height of the silt fence, the sediment shall be removed or a second silt fence installed. After restoration work has been completed and the turf has been established, it shall be the Contractor's responsibility to remove and dispose of the silt fence. SW-4 7. Bale Checks Bale checks shall be installed as shown on the plans and as directed by the Engineer in areas where flowing water is a concern. Bale checks shall be installed at catchbasins and storm sewer inlets to prevent undesirable infiltration prior to the installation of concrete curb and gutter, pavement, or permanent restoration. When directed by the Engineer, bale checks shall be placed behind the curb to prevent runoff into the storm sewer system. Bales shall be trenched into the ground 4 inches deep and shall be securely anchored using two steel posts or wood stakes per bale. If wood stakes do not securely anchor the bales, steel posts shall be required. The stakes shall be angled toward the previously laid bale and driven into the ground a minimum of 2 feet. Soil shall be compacted on the upslope side of the bales. The bales shall be set back from the inlet 12 to 24 inches. The bales shall surround the storm water inlet to create a rectangular shape with the bale ends tightly abutted, perpendicular or parallel to each other. The Contractor is responsible to maintain the bale checks and shall inspect them immediately after each runoff event and at least daily during the construction. The Contractor shall make any required repairs immediately. Sediment deposits shall be removed from behind the barriers as needed. When sediment deposits reach approximately half the height of the bales, the sediment shall be removed or additional bales installed. Deteriorated, damaged, or rotted bales shall be replaced immediately. 8. Catchbasin Sediment Barriers Catchbasin sediment barriers shall be installed over storm inlets after the concrete curb and gutter or pavement is installed for the project Catchbasin sediment barriers are necessary to keep sediment from entering the storm sewer system and shall be left in place and maintained until the drainage area is stabilized. Wire mesh shall be placed over the grate of the storm inlet with at least on foot of the mesh extending beyond all sides of the grate. The washed gravel shall be at least 12 inches deep over the grate and extend at least 18 inches beyond the grate on all sides. Geotextile shall not be placed over the wire mesh prior to the gravel, since it may become clogged and not provide adequate opening area to allow the water to pass freely. 9. Turf Establishment Turf establishment covers soil preparation, fertilizing, seeding, mulching, and sodding, and shall be in accordance with MnDOT 2575 and as follows: Turf establishment shall proceed as soon as possible after the graded areas have been topsoiled and finish graded, without unnecessary delay before undesirable week growth or soil erosion occurs. A minimum topsoil depth of 4 inches shall be established from onsite salvage and borrow operations. The underlying soil and topsoil shall be graded in the vicinity of the seeding, to provide a well matched and continuous cross slope at the match point with undisturbed areas. The cross slope shall show a generally curved profile, with an angular discontinuity of no more than 5 degrees between restored and undisturbed areas. Failure to meet a well matched cross slope in accordance with these requirements shall be reason to reject the restoration, without payment, and require its replacement in accordance with these requirements. The seeding Contractor shall be responsible for the proper preparation of the soils, either b y his own forces or by others. Seeding shall not be preformed on inadequately prepared soils. The Contractor shall notify the Engineer at least 48 hours, 2 working days, prior to seeding so that proper inspection can be scheduled for the days when application of fertilizer, seed, and mulch occur. Type 1 mulch shall be anchored with a disk, clod buster, or other approved equipment. Seeding shall be inspected for acceptance at least 30 growing days after acceptable planting. Areas with no sign of or insufficient growth as determined by the Engineer shall be reseeded and remulched by the Contractor at his expense. Dormant seeding may be allowed in certain cases with special written permission of the Engineer. Dormant seeding may require additional work the following spring prior to acceptance, at the Contractor's expense. 10. Wood Fiber Blanket Wood fiber blanket shall be in accordance with MnDOT 2575 and installed around all aprons of culverts and storm sewer pipe, in ditch bottoms to be seeded, and on slopes which are 2 :1 or greater. The upgrade end of wood fiber blanket shall be buried at least 6 inches in a vertical slot in the soil, with the soil being pressed firmly against the embedded blanket. 11. Excavation and Embankment All site grading and street excavation and embankment shall be in accordance with MnDOT 2105 with the following modifications: 11.1 All excavation shall be common excavation unless separate items are provided on the bid. 11.2 Area of excavation or embankment shall be met for all areas of construction under this contract. 11.3 The following compaction requirements shall be met for all areas of construction under this contract. 11.3.1 Areas Outside Street Right-of-Way Area outside of the street right -of -way shall be compacted to 95 percent of Standard Proctor Maximum Dry density (T -99 or ASTM D -698). 11.3.2 Areas Within Street Right -of -Way Areas with street right-of-way shall meet the following compaction requirements relative to subgrade: 11.3.2.1 Below Upper 3 Feet 11.3.2.2 Upper 3 Feet 11.3.3 Building Pads 11.3.3.1 The zone from 3 feet below the finished subgrade shall be compacted to 95 percent of Standard Proctor Maximum Dry Density (T -99 or ASTM D -698). The zone from finished grade to 3 feet below finished grade, or to the top of the finished subgrade, whichever is greater, shall be compacted to 100 percent of Standard Proctor Maximum Dry Density (T -99 or ASTM D -698). All backfill inside building perimeter shall be compacted to a minimum 98% of the Standard Proctor Density (T -99) ASTM D -1557. Compaction shall be in a zone starting at the pad perimeter and extending down and away from the pad at 1:1 to the intersection with existing ground. 11.3.3.2 All fill material placed for building pads with the 98% zone of compaction shall be clean granular material. 11.3.3.3 Prior to any filling operation within the building lines, exposed subgrade shall be scarified to a depth of six inches and compacted to a minimum 98% of the Standard Proctor Density (T -99) ASTM: D698. 11.3.4 Where shown on the plans, areas of fill construction shall comply with requirements of the F.H.A. 79G program. METHOD OF MEASUREMENT 1. Temporary Rock Construction Entrance Temporary rock construction entrance shall be measured on a square yard basis. 2. Clearing and Grubbing Clearing and grubbing shall be measured on an acre basis in accordance with the guidelines in MnDOT 2101.4A. 3. Silt Fence Silt fence shall be measured on a linear foot basis. 4. Bale Check Bale checks shall be measured per bale, on an each basis. 5. Catchbasin Sediment Barrier Catchbasin sediment barrier shall be measured on a each basis. 6. Topsoil Salvage topsoil or topsoil borrow shall be measured per computed cubic yard as indicated on the bid. The computed quantity has been based on 4 inches of topsoil restoration over the project area. 7. Seed and Mulch Seed and mulch shall be measured on an acre basis for each type used at the specified rates. 8. Wood Fiber Blanket Wood fiber blanket shall be measured on a square yard basis for the area covered for each type. SW -8 9. Common Excavation Common excavation shall be measured per compute cubic yards of excavated material in accordance with MnDOT 2105.4A. The plan quantity on the bid schedule shall be considered the uantit for payment unless the scope of the work changes, in which case q y the changed areas will be computed for payment also. BASIS OF PAYMENT 1. Temporary Rock Construction Entrance Temporary rock construction entrance shall be paid for at the contract unit price per yard square and which includes all material, labor and equipment to install and maintain the q temporary rock construction entrance. There shall be no additional compensation for p y additional rock or replacing of the temporary rock construction entrance. 2. clearing and Grubbing Clearing and grubbing shall be paid for at the contract unit price per acre, in accordance with the guidelines in MnDOT 2101.4, which includes all material, labor, and equipment to clear, grub, remove and properly dispose of the trees. 3. Silt Fence Silt fence shall be p aid for a the contract unit price per linear foot which includes all material, labor and equipment to install and maintain the silt fence and to remove it after q turf establishment is complete. There shall be no additional compensation for silt fence which needs to be replaced. 4. Bale Check Bale checks shall be paid for at the contract unit price per each bale which includes all material, labor, and equipment to install and maintain the bale checks. There shall be no additional compensation for bales which need to be replaces. 5. Catchbasin Sediment Barrier Catchbasin sediment barrier shall be paid for at the contract unit price per each which includes all material, labor, and equipment to install and maintain the catchbasin sediment barrier. There shall be no additional compensation for maintenance, additional rock, or replacing the catchbasin sediment barrier. 6. Topsoil Salvage topsoil or topsoil borrow shall be paid for at the contract unit price calculated per cubic y ard. Payment shall include all labor and equipment to strip, excavate, stockpile, haul, respread, and shape to grade the topsoil during the restoration. 7. Seed and Mulch Seed and mulch shall be paid for at the contract unit price per acre, which includes all material, labor and equipment to prepare the soil, apply the fertilizer, sow the seed, and apply the mulch, and to maintain it during the growing period until accepted. 8. wood Fiber Blanket Wood fiber blanket shall be paid for at the contract unit price per square yard for each type, which includes all material, labor, and equipment to install and maintain the wood fiber blanket. 9. Common Excavation Common excavation shall be paid for at the contract unit price per cubic yard which includes all types of excavated materials, unless there are separate bid items provided. Payment shall include all labor and equipment to strip, excavate, stockpile, place as embankment, compact, and shape to grade. DESCRIPTION This work shall consist of the construction of storm drainage systems utilizing plant fabricated p p appurtenant e and other a urtenant materials installed for conveyance of storm water. The work includes construction of manholes, catchbasins, culverts and other related items in accordance with the Plans and these Specifications. All work shall comply with the requirements of the Minnesota Pollution Control Agency and all applicable codes and ordinances. All manufactured roducts shall conform in detail to such standard design drawings as may be p referenced or furnished in the contract documents. The Owner may require advance approval of material suppliers, product design, or other unspecified details as deemed necessary to ensure conformance to the contract documents. Where specific manufactured products are referenced it is to indicate a roduct preference of the Owner. Other manufactured products of an p p tYp "equivalent" kind, type, and quality may be used if approved in writing by the Engineer. Product q information, sho p drawings or other information to describe the product shall be submitted to the Engineer in a timely manner such that their review does not delay the project. MATERIAL STORM DRAINAGE REQUIREMENTS All materials required for this work shall be new, conforming to requirements of the referenced specifications for the class, kind, type, size and grade of material as specified below and other details indicated in the Contract. The Contractor shall furnish and use only materials manufactured in the United States in executin g the Contract, in conformance with Minnesota Statues 16b.101, Preference for American Made Materials, except for cement manufactured in Canada and petroleum products which are exempt. Manufactured in United States, means manufactured in whole or in substantial part within the United States or that more than 50 percent of the components parts were manufactured in whole or in substantial part within the United States. The Contractor may request in writing to the Engineer for the use of materials which are not manufactured in the United States if the materials are not reasonably available, the price is unreasonabl y excessive in the United States, or the quality is substantially less in the United States. Approval of materials not manufactured in the United States is at the Engineer's discretion. At the request of the Engineer, the Contractor shall submit, in writing, a list of materials and q g suppliers for approval. 1. Reinforced Concrete Pipe and Fittings All branch fittings such as tee and wye sections shall be cast as an integral part of the pipe conformin g to the same strength class as the pipe to which it is attached. Reinforced SD -1 concrete pipe, fittings and special appurtenances shall conform to the following specifications: 1.1 Reinforced Circular Pipe Reinforced circular pipe shall conform to ASTM C 76 for wall B pipe. 1.1.1 Confined Rubber 0 -Ring Gasket Joint Unless otherwise specified, the confined rubber 0 -ring gasket joint shall conform to the Bureau of Reclamation R -4 joint specification. 1.1.2 Rubber Gasket Joint The alternate rubber gasket joint, when specified, shall conform to ASTM C 361. 1.1.3 Reinforced Concrete D -Load Pipe 1.2 Trash Guard 2.1 Concrete Sections Reinforced concrete D -load pipe shall conform to the requirements of ASTM C 655 and shall be furnished when the D -load is shown on the plans or when the D -load exceeds the D -load for Class V pipe as described in ASTM C 76. Trash guard shall be in accordance with Cretex Plate 11551 Heavy Design, hot dip galvanized in accordance with MnDOT 3392, and securely bolted to the apron section. 1.3 Concrete Pipe Ties Concrete pipe ties shall be in accordance with MnDOT Plate 3145E. 2. Precast Concrete Manholes and Catchbasins Precast concrete manholes and catchbasins shall be in accordance with MnDOT 3622, and MnDOT Plates 4005L, 4006L, 4010H, 4018A, 4020G, Cretex Plate 11550, detail plates, and the following requirements. Manhole barrel, base, slab top, cone, rings, and special precast sections shall conform to ASTM C 478. Base sections shall be cast integrally with the bottom manhole section, unless the manhole is constructed over an existing line or other SD -2 constraints require block or separate slab/barrel construction. Concrete shall be air - entrained, 5 to 7 percent. 2.2 Joints Joints between concrete sections shall be confined "0" ring conforming to ASTM C 361 and C 443, and shall be Cretex CX 2. 2.3 Iron Casting Iron castings for manhole frames and cover shall conform to ASTM A 48 and the following requirements: 2.4 Steps 2.3.1 Casting dimensions, details, weights, and class shall be as indicated in the detailed drawings for the design designation specified. Unless otherwise specified, the castings shall be Class 30 or better. 2.3.2 Lid -to -frame surfaces on round casting assemblies shall be machine milled to provide true bearing around the entire circumference. 2.3.3 Casting weight shall be not less than 95 percent of theoretical weight for a unit cast to exact dimensions, based on 442 pounds per cubic foot. 2.3.4 The words "STORM SEWER" shall be cast on the top of each manhole casting in 2 inch letters. 2.3.5 Castings shall be Neenah or approved equal as listed below: Tyke Diameter Casting and Grate Manhole 27 inch, solid R-1733 (7 inch standard) Manhole 27 inch, grate R- 1733 -C grate Manhole 24 inch x 36 inch R -3 067 -V Catchbasin 24 inch x 36 inch R -3 067 -V Catchbasin 24 inch x 36 inch R- 3290 -A (in driveway) Stool Grate R -4342 Beehive R- 2561 -A Steps shall be 'A inch diameter grade 60 steel reinforcing rod encapsulated in copolymer polypropylene, PS-I or PS -1 -PF as manufactured by M.A. Industries, or equal. 4. Mortar 2.5 Concrete Adjusting Rings Concrete rings for adjusting the bottom of the casting shall be reinforced concrete in accordance with MnDOT Plate 4010H. Rings shall be 0.2, 0.3 and 0.5 feet in height. Mortar for use in masonry construction shall be an air - entrained mixture of one part Portland cement and three parts mortar sand, with sufficient water added to produce proper consistency, and with sufficient air - entraining agent added to maintain an air content within a range of 7 to 10 percent. Mortar shall meet the requirements of ASTM C 270. Plaster shall be Portland cement grout. 5. Concrete Concrete for cast -in -place construction and grouting riprap shall be in accordance with MnDOT 2461, mix 3A32 for hand placing. A portion of the 2461 requirements are as follows: 6. Granular Materials I 3 inch Type 3 air - entrained concrete 28 day compressive strength of 3900 psi 2 inch to 3 inch slump, hand placing Granular materials furnished for foundation, bedding, encasement, backfill or other purposes as may be specified shall consist of any natural or synthetic mineral aggregate such as sand, gravel, crushed rock, crushed stone, or slag, that shall be so graded as to meet the gradation requirements specified herein for each particular use. 6.1 Granular Material Gradation Classifications Granular materials furnished for use in Foundation, Bedding, Encasement, and Backfill construction shall be in accordance with MnDOT 3149 as listed below: Material Use Designation and Percent Passing Sieve Sieve Size Foundation* Coarse Filter Aggregate 3149.H Bedding Aggregate Bedding 3149.G Encasement Aggregate Bedding 3149.0 Backfill Aggregate Backfill 3149.E SD -4 2 inch 1 inch 3 /4 inch 3/8 inch No. 4 No. 10 No. 40 No. 200 100 85 -100 30-60 0 -10 3/4 inch to 1 - inch material may be used in lieu of Foundation specified. 6.2 Granular Material Use Designations Granular material provided for Foundation, Bedding, Encasement, or Backfill use as required by the plans, specifications, and special provisions, either as part of the pipe item work unit or as a separate contract item, shall be classified as to use in accordance with the following: Material Use Designation Granular Foundation Granular Bedding Granular Encasement Granular Backfill 100 90 -100 50 -90 35 -80 20 -65 10 -35 3 -10 100 90-100 50 -90 35-80 20 -65 10-35 3 -10 100 35 -100 20 -70 10 -35 3 -10 Zone Designation Placed below the bottom of pipe grade as replacement for unsuitable or unstable soils, to achieve better foundation support. Placed below the pipe midpoint, prior to pipe installation, to facilitate proper shape and to achieve uniform pipe support Placed below an elevation one foot above the top of pipe, after pipe installation, for protection of the pipe and to assure proper filling of voids or thorough consolidation of backfill. Placed below the surface base course, if any, as the second stage of backfill, to minimize trench settlement and provide support for surface improvements. In each case above, unless otherwise indicated, the lower limits of any particular zone shall be the top surface of the next lower course as constructed. The upper limits of each zone are established to define variable needs for material gradation and compaction or void content, taking into consideration the sequence of construction and other conditions. The material use and zone designations described above shall only serve to fulfill the objectives and shall not be construed to restrict the use of any particular material in other zones where the gradation requirements are met. SD -5 7. Piling 8. Riprap Piling shall be constructed in accordance with the provisions of MnDOT 2452. Piles for pipelines shall be Treated Timber, in accordance with MnDOT 3471. Riprap and geotextile filter material shall be in accordance with MnDOT 2511 and 3733. Type III geotextile shall be used with Class I and II random riprap and Type IV geotextile shall be used with Class III and IV random riprap. The type of riprap shall be random unless indicated otherwise, to be hand - placed or quarry -run. If the riprap is indicated to be grouted, Type 3A-grout shall be used. 9. Insulation Main insulation shall be extruded rigid board material having a thermal conductivity of 0.23 BTU/hour /square foot/degree Fahrenheit/per inch thickness, maximum, at 40 F mean, a comprehensive strength of 35 psi minimum, and water absorption of 0.25 percent by volume maximum. Unless otherwise specified in the plans, specifications, and special provisions, board dimensions shall measure 8 feet long, 4 feet wide, and 1 -V2 inches thick. 10. Drain Pipe Perforated pipe drain and fittings for subsurface drains in accordance with MnDOT 2502 shall be Thermoplastic (TP) per MnDOT 3245 for open cut installation and Corrugated Polyethylene Drainage Tubing (PE) per MnDOT 3278 for trencher installation. CONSTRUCTION REQUIREMENTS 1. Maintenance Maintenance of the project site and any other area affected by construction, shall be in accordance with MnDOT specifications including Sections: 1404 Maintenance of Traffic 1514 Maintenance During Construction 1515 Control of Haul Roads 1701 Public Convenience and Safety Chapter 6 Minnesota Manual of Uniform Traffic Control Devices Neither road closures nor detours shall be permitted unless specified in the Special Provisions or authorized by the Engineer. Where road closures or detours are permitted SD -6 by the Engineer, the Contractor shall determine the appropriate agencies, boards, or departments that must be notify, with proper advance notice, prior to taking the action. Such agencies to be notified shall included, but not limited to, the police department, the fire department, municipal bus service, school bus service, and ambulance service. The Contractor shall kee p the required agencies informed of changing traffic patterns and detour situations. 2. Establishing Line and Grade The rim line and grade shall be established by the Engineer. Line and grade stakes p � shall be set p arallel to the proposed roadway at an appropriate offset and interval as to serve the Contractor's operations wherever practical. The Contractor shall arrange operations to avoid unnecessary interference with the establishment of the primary line and grade stake; and shall render whatever assistance shall be required by the Engineer in accomplishing the staking. The Contractor shall be responsible for preservation of the primary stakes and, if negligent in providing necessary protection, shall bear the full cost of any restaking. The Contractor shall be solely responsible for the correct transfer of the primary line and grade to all working points and as established by the Engineer. Unless otherwise specified in the Plans, Specifications, and Special Provisions, the watermain shall generally be placed with 7 - feet of cover. However, a slightly greater may depth be required to clear storm and sanitary sewer and sewer services, and no � y additional compensation shall be provided for such adjustments. In certain locations where the watermain is in direct conflict with storm or sanitary sewer, the watermain shall be constructed under the sewer. Where it is necessary to use vertical bends to avoid sewer mains, no extra compensation shall be made for this construction. However, fittings shall be a unit or measurement and payment. No deviation shall be made from the required line or grade except with the consent of the Engineer. In locations where the watermain shall cross a sanitary sewer, sanitary service or storm sewer, a separation of at least 18 inches shall be maintained between the bottom of the watermain and the top of the sewer. When local conditions prevent a vertical separation as described, the following construction shall be used: 2.1 Sewers assing over or under watermains shall be constructed of materials equal p to watermain standards of construction for distance of at least 9 feet on either side of the watermain. 2.2 Watermain passing under sewers shall, in addition, be protected by providing: 2.2.1 Adequate structural support for the sewers to prevent excessive deflection of joints and settling on and breaking of the watermain. 2.2.2 that the length of water pipe be centered at the point of crossing so that the joints shall be equidistant and as far as possible from the sewer. Watermain shall be laid at least 10 feet horizontally from any sanitary sewer, or storm sewer, whenever possible. When local conditions prevent a horizontal separation of 10 feet the watermain may be laid closer to a sanitary or storm sewer provided that: 2.3 The bottom of the watermain is at least 18 inches above the top of the sewer. 2.4 Where this vertical separation cannot be obtained, the sewer shall be constructed of materials and with joints that are equivalent to watermain standards of construction and shall be pressure tested to assure watertightness prior to backfilling. 3. Protection of Surface Structures All surface structures and features located outside the permissible excavation limits for underground installations, together with those within the construction areas which are indicated in the plans as being saved, shall be properly protected against damage and shall not be disturbed or removed without approval of the Engineer. Within the construction limits, as required, the removal of improvements such as paving, curbing, walks, turf, etc., shall be subject to acceptable replacement after completion of underground work, with all expense of removal and replacement being borne by the Contractor to the extent that separate compensation is not specifically provided for in the Contract. Obstructions such as street signs, guard posts, small culverts, and other items of prefabrication construction may be temporarily removed during construction provided that essential service is maintained in a relocated setting as approved by the Engineer and that nonessential items are properly stored for the duration of construction. Upon completion of the underground work, all such items shall be replaced in their proper setting at the sole expense of the Contractor. In the event of damage to any surface improvements, either privately or publicly owned, in the absence of construction necessity, the Contractor shall be required to replace or repair the damaged property to the satisfaction of the Engineer and without cost to the Owner. 4. Interference of Underground Structures SD -S When any underground structure interferes with the planned placement of the pipeline or appurtenances to such an extent that alterations in the work are necessary to eliminate the conflict or avoid endangering effects on either the existing or proposed facilities, the Contractor shall immediately notify the Engineer and the Owner of the affected structure. When any existing facilities are endangered by the Contractor's operations, the Contractor shall cease work at the site and take such precautions as may be necessary to protect the inplace structures until a decision is made as to how the conflict shall be resolved. Without specific authorization from the Engineer, no essential utility service shall be disrupted, nor shall any change be made in either the existing structures or the planned installations to overcome the interference. Alterations in existing facilities unavoidably and then only when the encroachment or relocation will satisfy all applicable regulations and conditions. Wherever alterations are required as a result of unforeseen underground interference not due to any fault or negligence of the Contractor, the Engineer shall issue a written order covering any additional or extra work involved and specifying the revised basis of payment, if any. Any alterations made strictly for the convenience of the Contractor, shall be subject to prior approval and shall be at the Contractor's expense. No extra compensation shall be allowed for delays caused by the interference of underground structures. 5. Removal of Surface Improvements Removal of surface improvements in connection with trench excavation shall be limited to actual needs for installation of the pipeline and appurtenances, based on the allowable trench widths and any other controls imposed in connection with the work. Removal operations shall be coordinated effectively with the excavation and installation operations as will cause the least practical disruption of traffic or inconvenience to the public. The debris resulting from removals shall become the property of the Contractor and shall be disposed of by the Contractor. Removal debris shall not be deposited at locations that will block access to fire hydrants, private driveways, or other essential services areas, nor obstruct surface drainage. Removal and final disposal of debris shall be accomplished as a single operation wherever possible and the debris shall be removed from the site before starting the excavating operations. Removal of concrete or bituminous structures shall be by methods producing clean -out breakage to prescored lines as will preserve the remaining structure without damage. Removal equipment shall not be operated in a manner that will cause damage to the remaining or adjoining property. Where not removed to an existing joint, concrete SD -9 structure shall be sawed along the break lines to a minimum depth of 1/3 of the structure depth. Any reusable materials generated during the work, such as aggregate, sod, topsoil, shall be segregated from other waste materials and be stockpiled so as to maintain suitability and permit proper reuse. 6. Excavation and Preparation of Trench Excavation operations shall proceed only so far in advance of pipe laying as will satisfy the needs for coordination of work and permit advance verification of unobstructed line and grade as planned. Where interference with existing structures is possible or in any way indicated, and where necessary to establish elevation or direction for connections to inpiace structures, the excavating shall be done at those locations in advance of the main operation so actual conditions shall be exposed in sufficient time to make adjustments without resorting to extra work or unnecessary delay. All installation shall be accomplished by open trench construction except for short tunnel sections approved by the Engineer and with the exception that boring and jacking or tunnel construction methods shall be employed where so specifically required by the Plans, Specifications, or Special Provisions. Surface structures must be properly supported and the backfill restored to the satisfaction of the Engineer. The excavating operations shall be conducted so as to carefully expose all inplace underground structures without damage. Wherever the excavation extends under or approaches so close to an existing structure as to endanger it in any way, precautions and protective measures shall be taken as necessary to preserve the structure and provide temporary support. Hand methods of excavating shall be utilized to probe for and expose such critical or hazardous installations as gas pipe and power or telephone cables. 6.1 Classification and Disposition of Materials All materials encountered in the excavations, with exception of items classified for payment as structure removals, shall be considered as Unclassified Excavation. Unclassified materials shall include muck, rubble, wood debris, boulder stone, masonry or concrete fragments less than I cubic yard in volume, together with other miscellaneous matter that can be removed effectively with power operated excavators. Excavated materials shall be classified for reuse as being either Suitable or Unsuitable for backfill or other specified use, subject to selective controls. All suitable materials shall be reserved for backfill to the extent needed, and any surplus remaining shall be utilized for other construction on the project as may be specified or ordered by the Engineer. To the extent practical, granular materials SD-10 and topsoil shall be segregated from other materials during the excavating and stockpiling operations so as to permit best use of the available materials at the time of backfilling. All excavated materials reserved for backfill or other use on the project shall be stored at locations approved by the Engineer that shall cause a minimum of nuisance or inconvenience to public travel, adjacent properties, and other special interests. The material shall not be deposited so close to the edge of the excavations as would create hazardous conditions, nor shall any materials be placed so as to block the access to emergency services. All materials considered unsuitable by the Engineer, for any use on the project, shall be immediately removed from the project and be disposed of as arranged for by the Contractor. If contaminated soils are encountered during the excavation process the Contractor shall notify the Engineer and the MPCA to determine what actions are necessary to properly handle the removal of the contaminated soils and replace them with suitable materials. 6.2 Sheeting and Bracing Excavations All excavation shall be sheeted, shored, and braced as will meet all requirements of the applicable safety codes and regulations; comply with any specific requirements of the Contract; and prevent disturbance or settlement of adjacent surfaces, foundations, structures, utilities, and other properties. Any damage to the work under contract or to adjacent structures or property caused by settlement, water or earth pressures, slides, cave-ins, or other causes due to failure or lack of sheeting, shoring, or bracing or through negligence or fault of the Contractor in any manner shall be repaired at the Contractor's expense and without delay. Where conditions warrant extreme care, the Contractor shall excursive special precautions to protect life or property, or the Engineer may order the installation of sheet piling of the interlocking type or direct that other safety measures be taken as deemed necessary. Failure of the Engineer to order correction of improper or inadequate sheeting, shoring or bracing shall not relieve the Contractor's responsibilities for protection of life, property, and the work. Sheeting, shoring and bracing materials shall be removed only when and in such manner as will assure adequate protection of the inplace structures and prevent displacement of supported grounds. Sheeting and bracing shall be left in place only as required by the Plans or ordered by the Engineer. Otherwise, sheeting and bracing may be removed as the backfilling reaches the level of respective support. Wherever sheeting and bracing is left in place, the upper portions shall be cut and removed to an elevation of three feet or more below the established surface grade as the Engineer may direct. SD-11. All costs of furnishing, placing and removing sheeting, shoring, and bracing materials, including the value of materials left in place as required by the Contract, shall be included in the prices bid for pipe installation and shall not be compensated for separately. When any sheeting, shoring, or bracing materials are left in place by written order of the Engineer, in the absence of specific requirements of the Contract to do so, payment shall be made for those materials as an Extra Work item, including waste material resulting from upper cut -off requirements. 6.3 Preparation and Maintenance of Foundations Foundation preparations shall be conducted as necessary to produce a stable foundation and provide continuous and uniform pipe bearing between bell holes. Where Class C bedding is specified, the initial excavating or backfilling operations shall produce a subgrade level slightly above finished grade by trimming of high spots and without the need for filling of low spots to grade. In excavations made below grade to remove rock or unstable materials, the backfilling to grade shall be made with available suitable materials is specified and provided for or is ordered by the Engineer as an Extra Work item. Placement of the backfill shall be in relatively uniform layers not exceeding 8 inches in loose thickness. Each layer of backfill shall be compacted thoroughly, by hand or by means of approved mechanical compaction equipment, as shall produce uniform pipe support throughout the full pipe length and facilitate proper shaping of the pipe bed. Where the foundation soil is found to consist of materials that the Engineer considers to be so unstable as to preclude removal and replacement to a reasonable depth to achieve solid support, a suitable foundation shall be constructed as the Engineer directs in the absence of special requirements therefor in the Plans, Specifications, and Special Provisions. The Contractor may be required to furnish and drive piling and construct concrete or timber bearing supports or other work as may be provided for in an Extra Work order. Care shall be taken during final subgrade shaping to prevent any over - excavation. Should any low spots develop, they shall only be filled with approved material, which shall have optimum moisture content and be compacted thoroughly without additional compensation to the Contractor. The finished subgrade shall be maintained free of water and shall not be disturbed during pipe lowering operations except as necessary to remove pipe slings. The discharge of trench dewatering pumps shall be directed to natural drainage channels or storm water drains. Draining trench water into sanitary sewers or combined sewers shall not be permitted. SD -12 The Contractor shall install and operate a dewatering system of wells or points to maintain p i p e trenches free of water wherever necessary or as directed by the Engineer to meet the intent of these specifications. Unless otherwise specified in g the Plans, Specifications, and Special Provisions, such work shall be considered incidental with no additional compensation provided therefore. The Contractor shall be responsible for evaluating any existing well situations and the impact his dewatering operation may have on them. Any damage or corrective p action needed as a result of the dewatering operation shall be the Contractor's responsibility. If as a result of dewatering operation anyone is without potable water the Contractor shall make provisions for a temporary water supply to those properties. Dewatering wells, as of August 1994 must be in accordance with the Minnesota Department of Health, Well Management Newsletter, Volume 14, No. 3, September 1994, and Minnesota Rules, Chapter 4725, regarding dewatering wells greater than 25 feet deep. Construction is required by a licensed dewatering well or well contractor and a Notification Form and fee is required. All cost of excavating below grade and placing foundation or bedding aggregate as required shall be included in the bid prices for pipe items to the extent that the need for such work is indicated in the Contract provisions and the Proposal does not provide for payment therefore under separate Contract Items. Any excavation below grade and any foundation or bedding aggregates required by order of the Engineer in the absence of Contract requirements therefore shall be compensated for separately as Extra Work items. If examination by the Engineer reveals that the need for placement of foundation aggregate was caused by the Contractor's manipulation of the soils in the presence of excessive moisture or lack of proper dewatering, the cost of the corrective measures shall be borne by the Contractor. 7. Install of Pi e and Fittings Inspection, handling, and all aspects of the installation of pipe, services, and appurtenances shall be in accordance with the applicable sections of the AWWA specifications, the manufacturer's recommendations, and as supplemented as follows: 7.1 Inspection and Handling Proper and adequate implements, tools, and facilities satisfactory to the Engineer p shall be provided and used by the Contractor for the safe and convenient prosecution of the work. During the process of unloading, all pipe and accessories p shall be inspected by the Contractor for damage. The Contractor shall notify the Engineer of all material found to have cracks, flaws or other defects. The SD -13 Engineer shall inspect the damaged material and have the right to reject any materials found to be unsatisfactory. The Contractor shall promptly remove all rejected material from the site. All materials shall be handled carefully, as shall prevent damage to protective coatings, linings, and joint fittings; preclude contamination of interior areas; and avoid jolting contact, dropping, or dumping. While suspended and before being lowered into laying position, each pipe section and appurtenant unit shall be inspected by the Contractor to detect damage or unsound conditions that may need corrective action or be cause for rejection. The Contractor shall inform the Engineer of any defects discovered and the Engineer shall prescribe the required corrective actions or order rejection. Immediately before placement, the joint surfaces of each pipe section and fitting shall be inspected for the presence of foreign matter, coating blisters, rough edges or projections, and any imperfections so detected shall be corrected by cleaning, trimming, or repair as needed. 7.2 Pipe Laying Operations Trench excavation and bedding preparations shall proceed ahead of pipe placement as shall permit proper placement and joining of the pipe and fittings at the prescribed grade and alignment without unnecessary hindrance. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before they are lowered into position in the trench, and they shall be kept clean by approved means during and after laying. The watermain materials shall be carefully lowered into laying position by the use of suitable restraining devices. Under no circumstances shall the pipe be dropped or dumped into the trench. At the time of pipe placement, the bedding conditions shall be such as to provide uniform and continuous- support for the pipe between bell holes. Bell holes shall be excavated as necessary to make the joint connections, but they shall be no larger than would be adequate to support the pipe throughout its length. No pipe material shall be laid in water nor when the trench or bedding conditions are otherwise unsuitable or improper. When placement or handling precautions prove inadequate, in the Engineer's opinion, the Contractor shall provide and install suitable plugs or caps effectively closing the open ends of each pipe section before it is lowered into laying position, and they shall remain so covered until removal is necessary for connection of an adjoining unit. Unless otherwise permitted by the Engineer, bell and spigot pipe shall be laid with the bell ends facing upgrade and the laying shall start on the downgrade end and SD -14 : • proceed upgrade. As each length of bell and spigot pipe is placed in laying position, the spigot end shall be centered in the bell and the pipe forced home and brought to correct line and grade. The pipe shall be secured in place with approved backfill material, which shall be thoroughly compacted by tamping around the pipe and out to the trench wall. Connection of pipe to existing lines or previously constructed manholes or catch basins shall be accomplished as shown in the Plans and as otherwise approved by the Engineer. Entrance of foreign matter into pipeline openings shall be prevented at all times to the extent that suitable plugs or covering can be kept in place over the openings without interfering with the installation operations. Unless otherwise noted in the Specific Requirements, pipe bedding shall be Class C which requires the depth of bedding below the pipe to be as follows: 7.3 Drain Pipe Installation Min. Depth Pipe Size 3 Inches 12 - 27 Inch 4 Inches 30 .. 60 Inch 6 Inches 66 Inch - Greater Concrete pipe joints shall be tied a minimum on the last 3 joints at aprons, on all joints on culverts, as required by the jurisdiction of right-of-way, and according to permit requirements. Subsurface drain installation shall be in accordance with MnDOT 2502. Rigid material with bends shall be used in open cut situations and corrugated material shall only be allowed in trenched installations or as approved by the Engineer in locations where rigid material with bends cannot conform to the plan. When corrugated material is utilized in an open cut installation, the Contractor shall be responsible to use extreme care to bed and backfill the pipe and to maintain its structural integrity. The contractor shall remove and replace any unacceptable materials. The minimum trench width shall be 4 inches greater than the pipe diameter. All perforated pipe shall be wrapped with geotextile. All perforated pipe drains shall be bedded on Fine Filter Aggregate, a minimum of 2 inches below the bottom of the pipe and extending upwards under the haunches, and backfilled with Fine Filter Aggregate to a minimum of 6 inches above the top of the pipe. Where a drain connects into a manhole or catchbasin a suitable secure connection shall be made through a preformed opening in the wall of the structure. 8. Manhole and Catchbasin Structures Manholes, catchbasins and other special access structures shall be constructed at designated locations as required by the plans and in accordance with the detail plates. Unless otherwise specified or approved, manholes and catchbasins shall be constructed of precast concrete sections, integral base and barrel, riser sections, eccentric cone or flat top, and adjusting rings. All units shall be properly fitted and sealed to form a completely watertight structure. Barrel and cone height shall be such as to permit placement of at least tow and not more than five standard 0.2 foot precast concrete adjusting rings, for a maximum height of 1.0 foot, immediately below the casting assembly set in a full mortar bed, '/4 to '/2 inches thick without the use of shims or blocking. Rings shall be plastered on the exterior to form a watertight seal. When placing the precast base, the bedding shall be solid and compacted to the grade necessary prior to setting the base. Manipulation of the base to achieve the proper grade shall not be allowed. If the base is low and needs fill to level it or is high and material must be removed, the base shall be removed, bedding corrected, and the base reset to proper grade. Unless otherwise specified or approved, manholes shall have an inside barrel diameter of 48 inches minimum, and the inside diameter at the top of the cone section and of adjusting rings shall be 27 inches. Catchbasins shall be 24 x 36 inches in the curb and gutter. Catchbasin frame elevations shall be set according to the drawing details to provide a sump area at the inlet. Concrete cast -in -place base shall be poured on undisturbed or firmly compacted foundation material which shall be trimmed to proper elevation. The bottom riser sections shall be set in fresh concrete or mortar and all other riser section joints of the tongue and groove design shall be sealed with rubber 0 -rings gaskets. Wherever special designs so require or permit, the structure may be constructed with solid concrete sewer brick or block units or cast -in -place concrete. Any combination of cast -in -place concrete and concrete brick or solid concrete block mortar construction shall be allowed and may be required where it is impossible to complete the construction with standard precast manhole sections. When concrete brick or solid concrete block are used, the exterior must be completely plastered to form a water tight seal. The exterior plaster must cure at least 24 hours, to prevent damage during backfilling. All annular wall space surrounding the inplace pipes shall be completely filled with mortar or concrete, and the inside bottom of each structure shall be shaped with concrete to provide free flow through invert channels. Invert channels shall extend to the pipe centerline and side floors slope upward to the structure walls. Steps shall be spaced 16 inches on center, to top step shall be not greater than 27 inches from the top of the casting, the bottom step shall be no greater than 16 inches from the SD-16 structure floor, offsetting of the bottom step from the step row may be necessary due to the outlet pipe location. Manholes installed outside the paved roadway shall be marked with a four foot high sign post with a 4 x 8 inches reflectorized marker with an MH labeling on it. The marker post shall be installed adjacent to and facing the manhole casting. Connections to existing storm sewer manholes or catchbasins shall be made at existing plugged openings when they exist. When no plugged opening exists the connection shall be made using care in breaking into the existing structure and forming a water tight connection. Connections to existing storm sewer pipe stubs shall be made at an existing bell or spigot joint using the appropriate gasket material to form a water tight connection. Connections to existing storm sewer pipe may require the construction of a new manhole over an existing storm sewer pipe. In this case a new manhole slab shall be slid under the existing pipe, a new manhole structure constructed over and above the pipe, the top portion of the existing pipe removed, and the inverts grouted. 9. Placement of Insulation Rigid insulation board shall be placed within the pipe encasement zone, 6 inches above the pipe. Prior to placement of the insulation, encasement material shall be compacted until there is no further visual evidence of increased consolidation or the density of the compacted layer conforms to the density requirements specified in the , then leveled and lightly scarified to a depth of 1 /2 inch. Encasement zone material placed below the insulation shall be free of rock or stone fragments measuring 1 -1/4 inches or greater. Insulation board shall be placed on the scarified material with the long dimension parallel to the centerline of the pipe. Boards placed in a single layer shall be overlapped at least 6 inches on all sides to eliminate continuous joints for the full depth of the insulation. If two or more layers of insulation boards are used, each layer shall be placed to cover the joints of the layer immediately below with an overlap of at least 6 inches. The Contractor shall exercise caution to insure that all joints between boards are tight during placement and backfilling with only extruded ends placed end to end or edge to edge. Broken or damaged material shall be removed and replaced. The first layer of material placed over the insulation shall be 12 inches in depth, free of rock or stone fragments measuring 1 V2 inches or greater. The material shall be placed in such a manner that construction equipment does not operate directly on the insulation and shall be compacted with equipment which exerts a contact pressure of less than 80 psi. The first layer shall be compacted until there is no further visual evidence of increased SD -17 10. Pipeline Backfilling Operations 11. Riprap consolidation or the density of the compacted layer conforms to the density requirements specified. All pipelines excavations shall be backfilled to restore pre-existing conditions at the minimum requirement, and fulfill all supplementary requirements indicated in the Plans and Specifications. The backfilling operations shall be started as soon as conditions will permit on each section of pipeline, so as to provide continuity in subsequent operations. All operations shall be pursued diligently, with proper and adequate equipment, as will assure acceptable results. Backfilling shall be accomplished with the use of Suitable Materials selected from the excavated materials to the extent available and practical. Suitable Material shall be defined as a mineral soil reasonably free of foreign materials (rubbish, debris, etc.), frozen clumps, organic matter, stone, rock, concrete, or bituminous chunks larger than 4 inches, and other unsuitable materials that may damage the pipe installation or prevent thorough compaction, taking into consideration particular needs of different backfill zones. Unsuitable materials shall only be utilized where and to the extent there will be no detrimental effects and with the approval of the Engineer. Backfill materials shall be carefully placed in relatively uniform depth layers spread over the full width and length of the trench section to provide simultaneous support on both sides of the pipeline. Each layer shall be compacted effectively, by approved mechanical methods before placing material for a succeeding layer thereon. Within the pipe bedding zone compaction shall be in a minimum of three lifts: invert to spring line, spring line to top of pipe, and top of pipe to 1.0 foot over top of pipe. Maximum thickness of any lift shall be 8 inches compacted thickness. Compaction requirements are 95% Standard Proctor maximum dry density from the pipe zone to within 3 feet of the ground surface, and 100% Standard Proctor maximum dry density in the final 3 feet. All surplus or waste materials remaining after completion of the backfilling operations shall be disposed of in an acceptable manner after completing the backfilling work. Disposal at any location within the project shall be as specified, or as approved in writing by the Engineer; otherwise, disposal shall be accomplished outside the project limits at the Contractor's own dump site. Riprap shall be installed in accordance with MnDOT 2511. Geotextile filter shall be used under Random riprap and granular filter shall be used under Hand placed or Grouted riprap. 12. Operational Inspection SD -t8 At the completion of the construction, as part of the punch list preparation, there shall be an operational inspection conducted by the Contractor, in the presence of the Engineer and City, to ascertain that the entire facility is in good working order. Specific items to be inspected are that services are marked, off street valves are marked, valve boxes are centered on the valve, valves can be keyed, valves operate smoothly, valves are in the open position, hydrants operate and drain properly, curb stops operate easily, curb boxes are set plumb, and valves boxes and curb boxes are set to proper grade. 13. Maintenance and Final Cleanup TESTING All subgrade surfaces shall be maintained acceptably until the start of surface construction or restoration work. Additional materials shall be provided and placed as needed to compensate for trench settlement and to serve until completion of the final surface improvements. Final disposal of debris, waste materials, and other remains or consequences of construction, shall be accomplished prior to final acceptance of all work. Final acceptance of each BID item can only be made when the cleanup associated with each item is completed. The Engineer may withhold partial payments until such work is satisfactorily pursued or he may deduct the estimated cost of its performance from the partial estimate value. 1. Construction Testing Testing for work done in this contract shall be done by an independent testing company to assure quality of materials and/or workmanship. Testing shall be at the expense of the Contractor with direct compensation only for items specified as a bid item and all other testing shall be incidental to the construction. Testing, which includes obtaining the samples, shall be preformed and certified by an independent testing laboratory except for the production of the bituminous, which includes the testing of asphalt content gradation, maximum specific gravity (rice test), percent air voids (3 marshals), and extraction gradation for 32/42 in accordance with MnDOT Certified Plant. The Contractor shall be compensated for the inplace density and inplace air void testing performed by an independent testing company when bid items are provided. The Contractor shall coordinate and order the tests to be performed. The Contractor shall notify the Inspector as to the testing time schedule, so that the Inspector can be present to indicate test locations and observe the testing. SD -19 • daily basis in a timely manner with the progress of the The testing shall be done on a da y Y 'on workmanship. work to ensure acceptable construct . Subsequent work shall not proceed p without acceptable test results of the previous work. Testing of embankment or backfill placement and compaction. shall occur at the time of plat action. Coming back later to perform p testing is unacceptable. Copies of all test results, eith er passing or failing, shall be provided to the Engineer. Two p g • sent to the Engineer, one copy for the file and on copy to be copies of test reports shall be sen g forwarded to the Inspector for pay ment approval of associated items. Lack of acceptable ation is justification to delay payment. Non compliant tests test results and document results require corrective action , whether directed by the Engineer or not. Failing test for the testing, results shall receive no payment f g, if so itemized on the bid, and may result in no payment ment or reduced payment for the associated item. Test report shall include the following: • Project Name • Location/Client • Location of test • Depth below finish grade and/or elevation • Results of tests performed p • Comparison of the test results to the project specifications • Conclusion of the test results to the project specifications. • Conclusion n as to meeting or failing to meet the project specifications. • If failing, retest results to confirm compliance with the project specifications. • If failing, recommendations for corrective action Certification on b a MnDOT certified tester or registered professional engineer. � The following minimum testing shall be performed: Trench B ackfi ll Standard Proctor In -place Density and Moisture Granular Material Gradation 1/2000 TON Standard Proctor One minimum In -p lace Density and Moisture 1/500 LF METHOD OF MEASUREMENT 1. Connect to Existing Storm Sewer SD - 20 One minimum Upper 3 feet, 1 per 6" lift per 1000 LF Below 3 feet, 1 per 12" lift per 1000 LF 2. Reinforced Concrete Pipe 3. Aprons Concrete aprons shall be measured separately on a unit basis for each type and size. 4. Trashguard 5. Manhole 6. Manhole Extra Depth 8. Riprap Connect to existing storm sewer shall be measured separately on a unit basis for each type of connection. Reinforced concrete pipe of each type and size shall be measured separately in linear feet. Measurements shall be made in the horizontal plane along the pipe centerline, from center to center of manholes and/or catchbasins, but shall not include the apron sections. Galvanized trashguards shall be measured separately on a unit basis for each type and size. Manholes shall be measured on a unit basis per structure size. Each unit shall include the manhole base, invert, barrel sections, cone or flat slab, adjusting rings, frame and cover /grate casting required to construct a total manhole depth of up to 8 feet, from the lowest invert to the top of the casting. Manhole extra depth for each size shall be measured in linear feet for the additional manhole build in excess of the initial 8 foot build. 7. Catchbasin Catchbasin shall be measured on a unit basis for each type and size. Each unit shall include the catchbasin base, invert, structure section, adjusting rings, and frame and grate casting required to construct the catchbasin. Riprap shall be measured in tons based on weight tickets collected at the project site by the Inspector on the date of delivery. Measurement shall be computed on the basis of the dimensions shown of the plans, detail plates, and as staked in the field. The conversion factor for riprap shall be 1.4 TN /CY. Geotextile filter material shall be incidental to the riprap. 9. Insulation SD -21 Insulation shall be measured in square feet for the specified thickness. 10. Granular Material Granular material used as specified shall be measured in tons based on weight tickets. Weight tickets shall contain the following information: Failure to comply with weight ticket requirements may be considered unacceptable and unauthorized work and subject to the Engineer's determination by the calculated section constructed and/or the material hauled as to the method of measurement and quantity of material used. 11. Drain Pipe Drain pipe of each type and size shall be measured separately in linear feet. Measurement shall be made along the pipe centerline. Fittings and geotextile wrap shall be considered incidental. 12. Testing Testing shall be measured on a unit basis for each type of test as provided for on the bid schedule. Testing which in not itemized on the bid schedule shall be considered incidental. Only tests which indicated that the materials and workmanship meet or exceed the specified requirements shall be considered for payment. BASIS OF PAYMENT Project name Leave time Project location Gross weight Truck number Tare weight Date Net weight 1. Connect to Existing Storm Sewer Connect to existing storm sewer shall be paid for at the contract unit price per each for each type of connection. Payment shall include all material, labor, and equipment to remove a plug from a pipe, remove a plug from a manhole, construct an opening in a manhole, or as indicated on the plans, to connect to a storm sewer. 2. Reinforced Concrete Pipe 3. Apron 8. Riprap Reinforced concrete pipe shall be paid for a the contract unit price per linear foot for each type and size. Payment shall include all material, labor, and equipment to excavate the trench, install the pipe, and backfill the trench. Concrete aprons shall be paid for at the contract unit price per each for each type and size. Payment shall include all material, labor, and equipment to install the apron. Concrete pipe ties shall be considered incidental. 4. Trashguard Galvanized trashguards shall be paid for at the contract unit price per each for each type and size. Payment shall include all material, labor, and equipment to install the trashguard. 5. Manhole Manholes shall be paid for at the contract unit price per each for each structure size. Payment shall include all material, labor, and equipment to construct the manhole. 6. Manhole Extra Depth Manhole extra depth in excess of 8 feet per unit, from the invert to top of frame, shall be paid for at the contract unit price per linear foot, per each size. Payment shall include all material, labor, and equipment to construct the manhole extra depth. 7. Catchbasin Catchbasin shall be paid for at the contract unit price per each. Payment shall include all material, labor, and equipment to construct the catchbasin. Riprap shall be paid for at the contract unit price per ton. Payment shall include all material, labor, and equipment to excavate and install the geotextile filter and riprap. 9. Insulation Insulation shall be paid for at the contract unit price per square foot. Payment shall include all material, labor, and equipment to prepare the trench, install the insulation, and to backfill the insulation without damaging it. I 0. Granular Material SD -23 12. Testing Granular material used as specified shall be paid for at the contract unit price per ton. Payment shall include all material, labor, and equipment to haul, place, compact, shape it, . and any necessary water for compaction. 11. Drain Pipe Drain pipe shall be paid for at the contract unit price per linear foot for each type and size. Payment shall include all material: pipe, geotextile, and filter aggregate; labor, and equipment to excavate the trench, install the drain pipe, and backfill the pipe and trench. Testing shall be paid for at the contract unit price per each type of test as provided for on the bid schedule. 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