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Home My WebLink About20151218.tiff St Vram Lakes Filing No . 1 Addendum 1 Final Drainage Report Prepared for: Brookfield Residential Properties 188 Inverness Drive West Suite 150 Englewood , CO 80112 (303) 706 .9451 voice Info .denver@brookfieldrp .com Contact: Mr. Marc Savela Prepared by: ftEDLAN Where Great Places Begin 8000 South Lincoln Street, #206 I Littleton, CO 80122 Office: (720) 283-6783 J www.redland.com June 16 , 2013 Project No . 08001 . 13 REND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 , ENGINEERS CERTIFICATION " I hereby certify that this report for the addendum 1 to the Final Drainage design of St Vrain Lakes Filing No . 1 was prepared by me (or under my direct supervision ) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Rick Rome , P . E . Registered Professional Engineer State of Colorado No . 35103 2 kEDLAND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No. 1 IF Table of Contents 3 General Location and Description 4 Site Location 4 Description of Property 5 Drainage Basins and Sub-Basins 5 Major Basin Description 5 Sub Basin Description 6 Drainage Design Criteria 8 Regulations 8 Development Criteria Reference and Constraint 9 Hydrological Criteria 9 Hydraulic Criteria 9 Drainage Facility Design 10 General Concept 10 Specific Details 10 Conclusion 11 Compliance with the Weld County CODE 11 Drainage Concept 11 References 12 3 ftEDLAND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 General Location and Descriptio INTRODUCTION This addendum 1 to the Final Drainage Report presents an analysis for the proposed drainage patterns and requirements for the St Vrain Lakes Filing No 1 . The modification to the analysis include the re-alignment of the project entrance road "Barefoot Lakes Parkway" , (previously known as Bayshore Drive), hereafter referred to as the Site . This site represents an approved and platted subdivision dated from 2007 addressing single family development. The purpose of this report is to document drainage impacts from the proposed road enhancements that include a meandering median , grade separation for each direction of traffic and upgrades for entrance monumentation . Site Location The overall St Vrain Lakes project is located in Sections 35 and 36 , Township 3 North Range 68 West of the 6th Principal Meridian , Weld County, Colorado . The area addressed with this addendum is more specifically located in the north half of the south east one quarter of section 35 . The approximate center of the Site is located at latitude 40°10'45"N and Longitude 104°58'00"W . The Site is situated more or less parallel to the platted alignment for Bayshore Drive between Weld County Road 9 % and the Platted alignment of Eagle River Road . The southerly limit of the site is the recently repaired lakes adjacent to the St Vrain River. The St Vrain River is located approximately 1000 lineal feet south of the road alignment. Existing stormwater detention facilities include ponds 104, 105 and 106 as described in the Final Drainage Report for St. Vrain Lakes Filing No . 1 . This addendum specifically addresses tributary flows to Pond 105 in the form of minor trunk system re-alignments and updated collection systems for the roadway direct tributary area . Elaboration on the proposed stormwater mitigation strategy is provided in Section IV (Drainage Facility Design ) of this report. The overall project is in unincorporated Weld County and bounded on the north and west limits by The Town of Mead . The St Acacius Subdivision is in the corporate limits of the Town of Mead and located West of County Road 9 %. The property includes platted lots that are not yet constructed for residential development. The Ritchie Brothers Auction Park Filing No . 1 Plat is in the corporate limits of the Town of Mead and located north and west of the site with current use as agricultural lands. The Westrian Ranch Annex is within the corporate limits of the Town of Mead and located north of the site with current use as agricultural lands. 4 REND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 Description of Property The existing filing 1 site encompasses approximately 469 acres and is currently undeveloped . The site has been partially over lot graded and stabilized with a native seed mix. The site generally drains to the southeast at slopes at about 1 % . The proposed site impacts approximately 13 .65 acres of the total site and will generally effect Basins A8 and All . Soil data for the site was obtained from the National Resource Conservation Service site map . Soil coverage for the property is predominantly a Tassel fine sandy loam . This soil is generally classified as Hydrologic Soil Group D with a WEG classification of 3 and a soil erosion factor ranging estimated at 0 .28 . The property is currently owned by Brookfield Residential Properties. There are portions of the road re-alignment area with existing sanitary sewer. These systems include inactive domestic lines based on the original access road design and trunk line systems for the existing 24" interceptor and the 36" interceptor which are located in the eastern regions of the re-aligned parkway. There are no major drainage channels on or immediately adjacent to the site . Existing stormwater runoff currently drains in a sheet flow pattern across the site with proposed storm sewer crossings at two locations . The first location includes a future storm sewer extension from the southern reaches of Cimarron River Road . The second location is at the extension of the Eagle River Road Intersection . Details related to capacity and size are described in Section IV (Drainage Facility Design ). Geotechnical borings have been identified from the Preliminary Geotechnical Report by Terracon May 26 , 2004 . There are five test holes identified in the region of the filing 2 project with groundwater depth measured generally between 14 and 20 feet deep . Draina • e Basins and Sub -Basins Major Basin Description References: Existing drainage studies used in the preparation of this report include the South Weld 1-25 Corridor Master Plan and the St. Vrain Lakes PUD Master Drainage Report and Stormwater Management Guide along with the St Vrain Lakes Filing No . 1 Final Drainage Report. This report was developed in compliance with the UDFCD Urban Drainage and Flood Control District Urban Storm Criteria Manual and the Weld County Engineering and Constriction Criteria . 5 REND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 Major Basin Characteristics: The St Vrain Lakes Subdivision has previously been evaluated for drainage patterns assuming three major drainage basins (A, B , C) correlating to their discharge points in detention ponds 105 , 104 and 106 as described in the Final Drainage Report For St. Vrain Lakes Filing No . 1 by Carroll & Lange, June 2006 . The road re-alignment area spans portions of Basin A in the southern region of the watershed as defined in the original report. The project area had been partially overlot graded and stabilized with prior work on the property. Generally the overall site drains to the south and east. This portion of the project area will be grades to direct flows generally to the south . The proposed Filing 2 area is located on FIRM panel 080266 0855C . The site is located outside the limits of the mapped 100 year floodway of the St Vrain River located approximately 1000 If south of the subject property. Storm Sewer Outfall : The proposed Cimarron River Road outfall drains tributary from from Basins A5 , A9 , Al and All through a proposed 36" RCP . This outfall will have local stormwater quality mitigation through a proprietary device constructed in line with the system . Major drainage event is designed to bypass the quality components and will discharge directly into pond 105 at a location generally in line with road extended to the north . Outlet protection at the daylight to Pond 105 will include a type ` M ' rip rap run down extending from the culvert outfall point to a minimum elevation of 4816 which is six feet below the proposed standing water surface elevation . The Cimarron River Road outfall is approximately 26' long by 15' wide. The proposed Eagle River Road outfall drains tributary flow from Basins Al thru A4 , A6 thru A8 , A16 and A24 through a proposed 48" RCP . This outfall will have local stormwater quality mitigation through a proprietary device constructed in line with the system . Major event runoff will bypass the quality components and will discharge directly into Pond 105 at a location generally in line with Eagle River Road extended to the north . Outlet protection at the daylight to Pond 105 will include a type ` M ' rip rap run down extending from the culvert outfall point to a minimum elevation of 4816 which is six feet below the proposed standing water surface elevation . The Eagle River Road outfall is approximately 50' long by 16' wide . Sub Basin Description Historic Drainage 6 REND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 This project had been previously overlot graded as pad of the initial development for the St. Vrain Lakes Subdivision . As such , the "historic" patterns for the project are largely described in the St. Vrain Lakes Filing No . 1 Final Drainage Report. Historic conditions for the Barefoot Lakes road alignment include two predominant flow paths. The first is represented by the Cimarron River Road Outfall where surface drainage flows the approximate flow path for the future road sections. The second is along the Eagle River Road alignment where surface grade generally direct runoff to the south . Offsite runoff is described in detail in the original St Vrain Lakes Filing 1 Final Drainage Report. This report does not propose deviations from that alignment. Barefoot Lakes Parkway: The proposed road alignment is evaluated based on localized low points and collection areas related to Basins A8 and A11 . Basin A11 is generally tributary to the Cimarron River Road Outfall and Basin A8 is generally tributary to the Eagle River Road Outfall . A more detailed description is provided as follows: Basin A11 . 1 includes approximately 2 .21 acres in the western area of the site . The basin consists of the north half of Barefoot Lakes Parkway between the entry road and weld county road 9 '/2. This basin will drain along a proposed road side swale to the east where a Type `d ' inlet collects surface runoff at design point 1 . This basin also includes tributary pipe flow from St Vrain lakes filing no 1 at Design Point 10 receiving a total of 61 . 0 cfs in the 100 year design event. Basin A11 .2 includes approximately 1 .74 acres in the central portion of the site. Runoff from basin A11 .2 will concentrate in a proposed roadside swale along the north side of the eastbound lanes of Barefoot Lakes Parkway. Flows concentrate at a proposed type `d ' inlet at design point 2 . Runoff from Basins A11 . 1 , A8 . 1 and St Vrain Lakes Design point 10 combine in a pipe and are discharged to the south . The first flush of this runoff will drain through a proposed bay saver unit for local water quality treatment in accordance with the original design intent. The location of the water quality unit is relocated from the previous location in order to accommodate site grade revisions and an efficient design . Basin A8 . 1 includes approximately 2 .02 acres in the north eastern portion of the site and consists the tributary area between basin A 11 . 1 and a graded high point west of Eagle River Road . Runoff from this basin concentrates in a local roadside swale parallel to the westbound lane for Barefoot Laks Parkway draining to design point 1 . These surface flows combine with runoff from Basin A 11 . 1 at the type 'd ' inlet and continue south as previously described . Basin A8 .2 includes approximately 1 . 29 acres in the median area bounded by a future park access road and the extension of Eagle River Road . Runoff from Basin A8 .2 concentrates in a proposed roadside swale located on the north side of the eastbound 7 ftEDLAND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 lanes for Barefoot Lakes Parkway. These flows drain generally to the west where a proposed type 'C' inlet will collect surface runoff and direct it to the proposed Cimarron River Road Trunk outfall . Basin A8 . 3 represents the area in the North West quadrant of the intersection of Barefoot Lakes Parkway and Eagle River road . This are is a locally tributary basin to the Eagle River Road Outfall . Runoff generally concentrates in a roadside swale adjacent to the westbound lanes of Barefoot Lakes Parkway draining to a proposed type 'C' inlet located at design point 4 . These flows combine in a pipe with tributary runoff from the Eagle River Road Outfall having a cumulative flow identified at design point 8 .2 and 8 . 3 from the St Vrain Lakes Filing 1 Drainage Study. The combined runoff is routed through a proposed Bay saver unit originally designed with the St Vrain Lakes subdivision . The location is modified slightly to take advantage of efficient geometric placement for the first flush treatment. Basin A8 .4 includes approximately 0 . 78 acres and represents a direct flow area to the Pond 105 limits . Runoff from this basin will sheet flow to the South as indicated at design point 6 . Basin Al2 . 1 includes 2 .21 acres and represents a direct flow area to Pond 105. runoff from this basin will sheet flow to the south from the road section to the proposed grassy embankment. Runoff along the slope embankment will provide a certain amount of infiltration and mitigation for first flush runoff before entering the Pond 105 area . Sediment deposition for runoff from this basin will occur in Pond 105 . Water Quality Mitigation: The combined runoff from Filing 1 and the revised Barefoot Lakes Parkway will be attenuated in a common water quality facility prior to discharge into Pond 105 as previously designed . Drainage Design Criteria Regulations This report has been prepared in accordance with the Weld County Engineering and Construction Criteria with supplemental criteria provided from the Urban Drainage and Flood Control District Criteria Manual. This Drainage Plan also references the Final Drainage Study for St. Vrain Lakes Filing No. 1 Final Drainage Report, prepared by Carroll and Lange dated June 2006. 8 REND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 Development Criteria Reference and Constraint This project was developed in compliance with the Weld County Engineering and Construction Criteria with supplemental information developed from the Urban Storm Drainage Criteria Manual developed by the Urban Drainage and Flood Control District. Hydrological Criteria The hydrologic design was computed using the Rational Method as defined by Urban Drainage & Flood Control District. The 5-year storm was used as the minor storm event, while the 100-year storm was used as the major event. The one-hour point rainfall depth used for the 5-year storm was 1 .46 inches, and 2 . 72 inches for the 100-year event. The Rational Method was used to analyze fully developed conditions. Cumulative flow calculations were performed using AutoCAD Storm and Sewer design and are attached in the appendices. Runoff was also computed using a spreadsheet to ensure that the values obtained from hydraulic model were reasonable and are attached to the appendices of this report. Rip-rap was sized according to Urban Drainage . Stormwater detention has been previously evaluated and approved in compliance with the St. Vrain Lakes Filing No . 1 Final Drainage Report. The original pond sizing was determined using the Colorado Urban Hydrograph Procedure along with the UD-SWMM to determine pond storage requirements for routed hydrographs. Hydraulic Criteria System hydraulics are evaluated using the AutoCAD Storm and Sewer modeling software . Design loads for hydraulic analysis were applied directly from the rational method calculation to the pipe network at user defined peak flows. This method generates combined pipe flows for evaluation of the hydraulic performance . Our evaluation of the system included comparison of routed flows at specific regions along the pipe network to confirm that the flow rates are added in a manner consistent with the Rational analysis perform manually on forms SF-2 and SF-3 Stormwater Attenuation The original stormwater facility design accounted for detention in a wet basin configuration in ponds 104 for basin B areas, 105 for basin A areas and 106 for basin C areas. The proposed design respects that design intent with minor variations in local high points adjacent to the outfall locations. For the purpose of this analysis, the stormwater attenuation plan is proposed as previously designed with St Vrain Lakes Filing 1 . 9 ftE LAND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 As part of this construction , the proposed pond outlet structure will be constructed . The outlet structure is proposed in conformance with the original design from the St Vrain Lakes Subdivision . The tributary area to Pond 105 was identified as CUHP Basin El consisting of approximately 206 . 8 acres. Original data from St Vrain Lakes Filing 1 Area Peak Q Pond Release Volume Basin C2 222 .4 ac 787 cfs 104 33 cfs 34. 5 ac-ft Basin El 206 .8 ac 783 cfs 105 43 cfs 35 . 5 ac-ft The outlet structure design evaluates a proposed standing water surface fluctuating between 4816 and 4819 . Excerpts from the original report are provided in appendix C for reference . rainage Facility Design General Concept This Addendum 1 Report identifies a minor change to the original concepts presented in the St Vrain Lakes Filing 1 Final Drainage Report. In the interest of providing an enhanced entrance corridor, the design of Bayshore drive has been modified to provide grade separation , oversized parkway medians, roadside ditch section and grade separation between travel lanes . The modifications in general terms will create additional localized sumps along the road alignment. Area inlets will be provided in the roadside ditch sections to collect and convey runoff generated from the road section . These storm laterals will be connected to the proposed trunk outfall systems that drain directly to Pond 105 . Specific Details This report includes a proposal to realign the local drainage patterns in Basins Al 1 and A8 . Stormwater attenuation and water quality mitigation is proposed in compliance with the original St Vrain Lakes Filing No . 1 Final Drainage Report. Modifications include additional inlet locations along the roadside section provided for the purpose of collection and conveyance of locally generated stormwater runoff. Supporting calculations are provided addressing inlet capacity, lateral sewer capacity and localize impacts to the propose outfall locations. There are currently no proposed modification to the upstream tributary areas. 10 ftEDLAND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 Conclusion Compliance with the Weld County CODE The presentation of design features in this report were developed in compliance with the requirements of the Weld County Engineering and construction Criteria , with supplemental information developed from the Urban Drainage and Flood Control District Storm Drainage Criteria Manuals. The approach in this report documents localized modifications to the Drainage Design of the Barefoot Lakes Parkway alignment and the required storm sewer collection system . This analysis demonstrates that the proposed facilities are developed in compliance with the appropriate criteria and constraints for the relevant development needs for the project. Drainage Concept The drainage facilities design with this report are provided to manage excess urban runoff with initial runoff addressing water quality needs, minor event runoff accommodating a 5 year probability event and major event runoff accommodating a 100 year probability event. Flows are conveyed through a series for surface and pipe drainage facilities with appropriate design capacity. The drainage systems identified in this report are generally compliant with the intent and capacity of previously design facilities serving the proposed region . 11 ftEDLAND Addendum 1 Final Drainage Report for St Vrain Lakes Filing No . 1 References REFERENCES 1 . Weld County Engineering and Construction Criteria 2. Urban Drainage and Flood Control District, Denver, Colorado, Urban Storm Drainage Criteria Manual, Volume 1 -3, latest online addition. 3 . Final Drainage Report for St Vrain Lakes Filing No . 1 , Carroll and Lange , Inc. March 6 , 2007 4. Preliminary Geotechnical Engineering Report, Proposed Mixed Use Development, Carma Weld County Site , Weld County Road 30 (Highway 66) and Interstate 25 , Terracon May 26 , 2004 12 Appendix A - Hydrologic Computations Vicinity Map Flood Insurance Rate Map Soil Survey Rainfall Maps Area Land Use Map Runoff Computations r MULLIGAN RESERVOIR SH 66 co co 0 1 0 < oc } } I— z Z Z D O FOSTER U U 0 ESERVOIR _1 w L H WELD COUNTY ROAD 28 \ ' _ / II -__ — _ P\ G�� p0 m. a0 \I� I 9x1 'ir:!!r a r •. ;ii;,,,3'r•d%.• - CI g:3 • 'r:� J: J bia y \ I .. :r _. _fri I '•J: T LOCATION iterlif_ _... CREEK ' ,T) fi I I BARBOUR PONDS • ZJ -..\9:: STATE t O RECREATION �� AREA_ D �`1•"/// p� `•, m WELD COUNTY I �, O D24.5 � � �O� O O a0 Q� PI O �C w TO CZ SH 119 , fil LONGMONT .. N O � Z W O VI CI NITY MAP H___ / • ° 3 H 1 _ L _ ... _.....,::\N ® I' I i _ z.e-. .__ - It { APPROXIMATE SCALE 10O0 0 F=-R-- , I r-- ra CI e... . ZONE C ill �•- —wr++.+*�a 0 G , 0 / NATIONAL FLOOD INSURANCE PROGRAM _ T. 3 N. 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INali Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov r_I+-sib.a_:,�a -riE;';. $i%;2�i'`k•..ra..s'£... ".r,c..Y?4'lnln..7's,'.'.•+tt.oift6< � : s . :�`.<S1xziz.- .. z z . in Si V 744 b 0O oO 0ST8b** 0L08444 066/_bizt, 016Lbbb 0EBLb*4 0SLLb*4 0L9L1*4 -4• ch M„Sb LS obOI -\ - I 8 M mast.LS obOT c) o t 4 ro \-, its - - •t t 8 ,. Iiiii mil 8�, ' f Sila - 'k Ti llk 1 - o may ,, p. :a,k o Ns. Si + l TES 'a /:-.41. .14 i ; it CO / E UJ A. R N = I . I , ••t' 1 E a o - cn ca to 0 3 — nn> /o Yow 0 til . , 4 N N 5:, CO IR .4 0/4/. . . . .0 O c CO CO O`� _ N M LL_ _ - O D 0 i � C/) I • O1 e� • tJJr,- +-% w • to N �1 2t 1! ••• - -,_ • . CV CNf �!- t• i .. — to _0N0 O U' - _ . 1/4„r, , . _ ...,..,,..,,,_ . • , , . ____....._ . • . , .. .• t .. it - IJ. • tO 03 112 : yrt • t71 O r-f-✓�LaM'_ - ��_ -...__ , ;. �L _ • 111 • - -. ___. �"'�� L. �., ' '"1 _ _ �•' . _ 1 r C o � Ta •� Ill C .� �__h ✓, '1 'tea,-ti ♦. 0 •• it 41. .'ji -.•.• . 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E CO 0 a a =v Q U H E co co coo O N H o ._ O C L a) 4O a) ''O^ �- /a^ V/ as 0) O 3 L >' •O CD O 0 a w a) O N to ≥ VY .o IO J [n o _ a = O co >.0 O O O 2 co v7 U a is: to° m >, >, • U C Co ca a ca 13 c co 6 aa)) O .c Coa c v a) _ cnv Ow cm :«. O I. a3 c coco Coca a3 O CU (0 < > cn w ra E co c it d Z •O a a, ,.., o N co co r2 i 0 (6 o — L (/) L o U O CO co > a co cO 3 in . O 2 . Q ci iii -a o ) 0 L. N V h- m W J to ac O s.. O a Q a > N C ao Co 0) 2a J d Ea w m m a) = = N a) »r CO = 0 a V C C C L) a Q 3 O O ° .s o m as ascas y a 3 a -O n- a — LE o a co C 0 >, N o o -- Q ca - = , ° o >, v°•) > > V Co o U a a) c > Y 0 la a Q co co co 'o mm U U0 U J J 2 2 a ce co co u) 'c7) cn co a a) c 73 o > cn Q in t cn m O O IX RI m O N co zc) 0 iti Soil Map—Weld County, Colorado, Southern Part Barefoot Lakes Parkway Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Aquolls and Aquents, gravelly 0.2 0.5% substratum 61 Tassel fine sandy loam, 5 to 20 32.2 73.4% percent slopes 85 Water 11 .4 26.0% b Totals for Area of Interest 43.9 100.0% USDA Natural Resources Web Soil Survey 6/11/2014 a Conservation Service National Cooperative Soil Survey Page 3 of 3 Z Si z V b .. 0 0O OST8�W OL0SItt 066Lbbb OT6Lbbb OE8Lbbb OSLLbbb OL9Lbbb M„St,LS obOT m t - � M«Sb LS obOT N O t 4 a) CL 1 ., ---. 'ill o g 8 40 Si Ln g— .!---- ' - . - - L CO Irk E3 6 E �- V as 4) .) •U >, •o >, c`a 0 w .� ^+ c '. = Va) • co U�j } Y U , r C° 4a c ^� O U 8 o oCD O o — N CO o LL a• NI U) ino p U_ o p 6 N p rn T w a)rsJ a)= o o o w N — npi 1n t7 E 00 0 . x N L"S" o �• o o. L % N. C I ea In L ' -8 O 0 c os o P a to s u_ Nr cu V N � ri 0 - in ° LW S— !et '" o O n u O m a' Z N . _ • .• \ v O M„6I ,85 ot'0T M..6T .85 obOT Q I O518W' OL08bbb 066Lbbb Oi6Lbbb OE8Lbbb 0SLLbbt. OL9Lbbb Si z z N 1n :- a o '- 4- r4- O O 0 •O a L O O c05 N (Ni O L co o d 'O n c 0 coO a na` ci) co c /O N a� W O L (� c6 L {� W p L li 3 c (0 O +- N U a) a) t -a O r U C a) cn r -o c co o °° co cosz, O = L a a.a a) O .� a) ci3c...) CO '~ E fn � a) "a E N V N = Y O -a O .- �- •t a) co — U a) aZ as co U Q U a) N a U = a N O .a O .- 00 a) O O c� �. ++ L cnEvart' a) 00 O c Z -p X O r ° Q 3 ! o o) E o a c = a a -O a)D ' Z � � '� -d o a�i O CAE oNw ° �, ° ° Q L 3 a) L } � •a0 U . �. cuco � oa oaS o • � 0 � ct Q co co a c� o L a co O C a c L co a) L ° m .. co a) o a) o ... D 0 cv o a) Q 7 - E L co a) a) _ O O (B a) ,0 o 3 coN = 3 U U � cLo .� nj (U6 O ° a) LL a) a) w o u) o c u0i 0 o c co .. •3 vai • >' Z (n .0 v 'cu .- t O 0a � � � ° a, � Eo O c a) ° E � O to Cl) Ce t _0 ° CO U •( ca o a) U .O co a O JD 0 >+ a >, -a c cm -c a) cn a) .a) Q LO -a -O '° w p N w o w co L 2 O V a) N L a Q0 co � L � � co � J aE � > a) 3 � � Y 2 m E o (0 > z n E Q OU N ca 0 cn a) 0 N O co aE a, a c a) L :4= }' ma E .o a) >. >, .c aim 0) a c) a, m ° O a) a�i c E o .a .C -° c a- 0 >. a) L-. al ass- oo N ° ° cU o .o — cca c O c co co - 3 a o .' -a Q ca '= -0 an = co a) ..: o a a) cn M" E - cca n c = c C. = a) c a) o — c� O a o a . a � ca -o c d o •c c E co a) N 0 c° D 0 o c co a s a <a) E N 0 a co c a) L (o O U o aim o n o a • 12 a) U co > cn a _ al -- N O 'a a) E a) a) r to - .Nava a) a) oTo coocn co :co oc oL ..t1 a)Horn - F- 5 W E a (n EE co > U 2 a 'v Q o HE CO co coo o N H o ._ o ° O co 6 >> V a) 9 a coo CD ) o U � >, •o m N u) •? • 0 _ 0 as L a)-o -I _ a TD) —O N n OO O .� To en I N co ci f0 O CO ca O v c 0) O L O «. O c _ cA .0 v - co U' -D co a) o o t Z E Y _ cn L. Cu ce to TO N U o O N .`� C .c a) co •@ U 45 o OOO Z 2 (n 6 Q' S D 2 J Q O Q r 2 Z D D ® O ` Y . Wiii C0 m W J a) a) a a as co u, Y oY O O C c a) y L L c O o � o -o a O a) a) y a) @ o L C � .o a) Q a, < O m m o o o z o < a m m o o o z o < 0 m m a) c C C a) O o ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ o 111 I ? � oo ® ■ ■ co 0'5cn co � m � OO Ce coo Z (.� 0 Hydrologic Soil Group—Weld County, Colorado, Southern Part Barefoot Lakes Parkway Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3 Aquolls and Aquents, D 0.2 0.5% gravelly substratum 61 Tassel fine sandy loam, 5 D 32.2 73.4% to 20 percent slopes 85 Water 11 .4 26.0% Totals for Area of Interest 43.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission . Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential , soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material . These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 6/11/2014 a Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Part Barefoot Lakes Parkway Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 6/11/2014 a Conservation Service National Cooperative Soil Survey Page 4 of 4 Z z in N V .--, b .-1 .ti 0 0O OS T814/1/ OLOSItt 066Lbbb 0T6Lbbb 0E8Lbbb OSLLbbb 0L9Lbbb ch r 4— M„St LS obOT T—`. ViLlifi _- I 8 M„Sb.LS obOT N O S M a) T •tf L CO C0CL iiit 8 _ 8 o o_ M LZ Si L ^Ca LL • C L a) 1 O ca cA • as s( :\;1 L co h N. = a) a \, '— a) O z to >O O CU vZ00 f �. O O N liii C all P - iv o LL r° z o I- 0 O O L.1-111: Y� O t U - N Co m LL N W Y a) L to +If _'i .i `T cri - �• pN In U' oLn • O O p 44 , ��' ,y, x N N v t0 C .- s_. o. Gi) o ti g N %-�X �'— _ jM Qo U .�ti..-,� rvrv�j p0 L 4 -8 O O C O OO Lg a to S V .O d n N M C CD L r ' . 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L O c a) (B to (n O L a To a O as o ca c c,) a cn -- a) C� O Q c c c°n vii c f' a) aa)) O o c ° J a) Q 3 v) oo a a � a at cut- ? °oO 3 EN o c w c_ as O W fv c N co Q c6 N O ° N a coaa3 E U . .� min O ocri a 30CUc a c o L _a a cA o ca. c 0 U c� c o c m �' 0 of `� p U co `a o Q -0 O L O O a) as N 0 3 co U =cu 0 O L_ N a 0 ca CD LL a) a) "J c O cp a) a) O 0c ET) 3 U) - Z n os a) c.h2 .� co on oc m a ocaE O co O a) �' cn U O p U .o a) cn .o A E � � fl � Ta � � o cno •2as -0a) -aL -a notoE C. o U — a o U , a) cn a) a o Q >, Qcaso oa) a •- O •.- > 0 3 0 ncn 0 cis E atw .n z � � EQ ° c my ai oaN) o ea ' m E a) I— Y >, � o c � a�°i � o � •ids � � co 0 CM 0 c c� o r o a • c • o cA c v Q p `n o o ca o CU .0 = t.0 ac) E o >, a) (pc c 0 = 0 = vo7i 0 m o o a o c° «_. fn o E 0 o c c o Q ao N c 15 c a3 c) c o -Gala) � = aa)) •° c oo0o o > > >, CD C) -t _ 0_ d 0 •E ET c c a E N N cn ` w T2 d .0 o 1,2 a) t cn c w a) E O ON oz. ca s N ct$ c '� C O U a) a) = no O a) 00 ca a .— cn -0 0 " 5 = 5 to a a) E co E a) s H Ili E — U cn � E co U 2 a a Q co I— o (0 v) co — Or II-- o0 ._ o 0 o a) a Oct C CU r U) a U L CU -c ° >, •o Cr) a, o c w a) as. o co Y O E N O a a ar (B U J asN Le ft o 0 CD t 42 us c Ic o o To U co m CI \ V . 0 o m Z O a) a) a a o cc ca O — — U Qas (6 > U_ W C C `0 0 -. 0 a W m .. m c J o..cu m it co N ti co O) co 5 d N to o co N- O 00 N N- CO 0) to p N ^ N N co. M d' U) 9 z cog O r. r. ' Cl Cl Cl M M d• d. 9. 9 z i C < It ca a t t t t 4 t • ® D D 0 0 0 0 0 0 0 . • E 0 u_ o m U) a a) a co O 0 Q w a) 0) C L a) a) c ° ' c O - o -o a) N o a) co o tiz Q o >, ff1 C Q c`s @ O L Y N 2 0. N to o to N- O CO N N- CO O) co p J N L.0 0 to c- o 2 < 0, O O ' ' ' Cl Cl Cl M M d' to t0 z 0, O O 7 r ' Cl d a) C C = f 48 co N o ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ® ❑ o 1 1 : ' z � '5 � cn o =1i K Factor, Whole Soil—Weld County, Colorado, Southern Part Barefoot Lakes Parkway K Factor, Whole Soil K Factor, Whole Soil— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3 Aquolls and Aquents, .24 0.2 0.5% gravelly substratum 61 Tassel fine sandy loam, 5 .28 32.2 73.4% to 20 percent slopes 85 Water 11 .4 26.0% Totals for Area of Interest 43.9 100.0% Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil . The estimates are modified by the presence of rock fragments. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) USDA Natural Resources Web Soil Survey 6/11/2014 a Conservation Service National Cooperative Soil Survey Page 3 of 3 Z z in N V .--, b ,-v ,ti 0 0O OST814W OLOSItt 066Lbbb OT6Lbbb 0E8Lt7t47 (SUM* OL9Lbbb 'cf. CI) M„St LS obOT T—,k, I 8 M„Sb.LS obOT N O _ O7 • -f • oo 8 41111 N 2 pliptwijs000. 4.0. E ^C0 t W = /j (IQ�Q �v- E13 § • I O `.. - O V' • cB Oilialt a U1 • r. N O I- O J • t ! . '� ti a) Q. O tin �CD O • +� f0 fl- co ' . ' ---`�= a) z c O f • .Mr O 2 v I -t N a+ (� o a) c *CI >, g— — oM i NN Z — L :13— o n- t Y3 W a) O1 C a) W a) O O in ry _-• U) r,j— oN T/) (9 o O 00 0 �y�y x N 1/40 2 a) VTJ , 1it a a o CCL QQ E �i {'tC" �i o U _ O 0 co OO . a' m a 0) d Nr o tpp c;`? 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(� U co as O O < 7 Li O — U L CO a) a) _ O o a) . o c N = 3 co O U 4-10 as a) c.. 0 0) O O LL a) a) � � no c 9 � a) a) oc � ca .. 3 � r —'' ea Z co 'cu .. t o a) a 2 a p 0 a) 22 E o O a 0 c N E ` O (n a) Ce t n a cn U •( ca o a) U .0 ca a N _a a) >'` ° �., -a cm -a a) cn a) .a) Q Lo 4a . -a 7) -a 2WOW i ca L 2 0 a) L a N 0 (0 Z • sl Q OU O O N 0 (a }' ca t a) >. > -c a0) co '5 ca as � co O a)D c as N c o �a2 -o cL .9-• La) > a) a• as cLo -- .0 o0 N E ° ° c� o .O c as ~ a O a ca co - O •,-,, -a Q ca •"= 0 c a -Q ® m ` O a a) . cn 2 E " co al c = co a) L- = a)a o -0 C 7 a) O r ca o Cr o -a . < a (0 -0 0 o .E o c E L a) N U "a C 0 ca a 7 >, (a h.t N t N N a • a) E ca = U m (a ca Jo `O a .� a) 0 to > (n a — coE w a) E m as n ca c -- C •a a) a) oa) o as2cnnca :E ) 00 oL (a0 ..CoE4- F- 5 W a (n EE co 5 0 2 a5 Q= o HE (A U) co o O c\t F- U ._ o 0 co 6 -aa m O o _ U >' 'o >7, AO a) u) w co L "a J a (n Q. O 4' (C .0 00 O ca:> (V > j a co . m CO a (a a m U -c Co O `. c ) N o 0 U m c6 m 0 ca w .. o O .C Z m o it X a a L a) y `? cc 0 To To -a - O N " C CO CO a) O 4) o r N co -4' d• to (0 Is- co Z 3 &5 �O L' S D 2 J ,0 Q . W ca (4et C z ■ o o o O O O ■ ■ o w as ttI . as (0 it m U.! J a) a) a a a -- a) a) Q co co 2 IS u, o 0 a) C C a) y L L m c o 0 � o a -a O a) (1) (1) a) Q o >. C2 a) N a (a O L L 'O ) 2 d J 0 J J 0 d a) Q CO r (N M �Y ,:t. t() co N- co Z a) r N CO V 't' to co I. co Z C) a) C C C d C 76 (o o ❑ ❑ ❑ ❑ ® p t t t t t t11 IL et 0 t a) a) N Q cn cn co Cl) m N O O te 63 co O Z 0 h Wind Erodibility Group—Weld County, Colorado, Southern Part Barefoot Lakes Parkway Wind Erodibility Group Wind Erodibility Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3 Aquolls and Aquents, 8 0.2 0.5% gravelly substratum 61 Tassel fine sandy loam, 5 3 32.2 73.4% to 20 percent slopes 85 Water 11 .4 26.0% Totals for Area of Interest 43.9 100.0% Description A wind erodibility group (WEG) consists of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion , and those assigned to group 8 are the least susceptible. 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A A py j 0 00 H D wT,;. . i,l Z Z w A o Pe N Al A . . endix B - Hydraulic Com . utations Storm Sewer Sizing Inlet and Street Capacity Swale Sizing Calculations Rip Rap Design Stormwater Detention and WQCV (from original report) Check Dams & Drop Structures (none) Unique Calculation Methods (none) SN Element Description From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap Lengthening Peak Time of Max Travel Design Max Flow / Max Total Max Reported ID Node Node Invert Invert Invert Invert Drop Slope Shape Diameter Width Roughness Losses Losses Losses Flow Gate Factor Flow Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Elevation Offset Elevation Offset or Height Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (ft) (ft) (ft) (ft) (ft) (ft) (.6 ) (inches) (inches) (cfs) (cfs) (days hh:mm) (ft/sec) (min) (cfs) (min) (ft) 1 PIPE 1 DP 10 64 247.01 4842.92 0.00 4834.28 6.69 8.65 3.5000 CIRCULAR 30.000 30.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 67.25 0 00:01 19.71 0.21 83.13 0.81 0.66 0.00 1.57 Calculated 2 PIPE 10 ERRTrib 64 144.03 4837.67 0.00 4833.34 0.44 4.32 3.0000 CIRCULAR 36.000 36.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 72.59 0 00:01 19.26 0.12 125.15 0.58 0.53 0.00 1.52 Calculated 3 PIPE 11 64 64 20.30 4832.90 0.00 4831.94 3.07 0.96 4.7200 CIRCULAR 42.000 42.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 77.33 0 00:01 22.03 0.02 236.89 0.33 0.39 0.00 1.29 Calculated 4 PIPE 14 64 Out-1PIPE 14 217.51 4828.88 0.00 4818.00 0.00 10.88 5.0000 CIRCULAR 42.000 42.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 71.68 0 00:01 22.78 0.16 243.72 0.29 0.38 0.00 1.27 Calculated 5 PIPE 2 64 64 28.46 4827.58 0.00 4826.19 0.24 1.39 4.8900 CIRCULAR 30.000 30.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 84.23 0 00:02 22.56 0.02 98.27 0.86 0.71 0.00 1.78 Calculated 6 PIPE 3 A8.2 A11.2 97.91 4831.06 0.00 4830.08 0.10 0.98 1.0000 CIRCULAR 18.000 18.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 4.62 0 00:01 6.32 0.26 11.38 0.41 0.43 0.00 0.63 Calculated 7 PIPE 4 A11.2 64 230.74 4829.98 0.00 4827.67 0.09 2.31 1.0000 CIRCULAR 24.000 24.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 24.92 0 00:01 9.07 0.42 24.51 1.02 0.82 0.00 1.60 > CAPACITY 8 PIPE 5 64 Out-1PIPE 5 175.18 4825.95 0.00 4815.89 0.00 10.05 5.7400 CIRCULAR 30.000 30.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 86.80 0 00:01 24.51 0.12 106.45 0.82 0.68 0.00 1.67 Calculated 9 PIPE 8 A11.1 A11.2 188.11 4832.50 0.00 4830.08 0.10 2.42 1.2900 CIRCULAR 24.000 24.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 14.48 0 00:01 9.05 0.35 27.80 0.52 0.51 0.00 1.00 Calculated 10 PIPE 9 A8.3 64 113.31 4837.00 0.00 4836.23 3.33 0.77 0.6800 CIRCULAR 24.000 24.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 1.00 4.62 0 00:01 5.26 0.36 20.18 0.23 0.32 0.00 0.64 Calculated SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum Peak Peak Maximum Maximum Maximum Minimum Average Average Time of Time of Total Total ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Inflow Lateral HGL HGL Surcharge Freeboard HGL HGL Maximum Peak Flooded Time Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Attained Attained Attained Occurrence Occurrence (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (inches) (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-inches) (minutes) 1 64 3149608.32 1309615.42 4827.58 4839.72 12.13 4827.58 0.00 4839.72 0.00 0.00 35.29 84.42 0.00 4835.98 8.40 0.00 3.74 4835.85 8.27 0 00:01 0 00:00 0.00 0.00 2 64 3149617.63 1309588.54 4825.95 4841.28 15.33 4825.95 0.00 4841.28 0.00 0.00 151.03 84.23 0.00 4827.97 2.02 0.00 13.30 4827.96 2.01 0 00:02 0 00:00 0.00 0.00 3 64 3150597.92 1309927.71 4832.90 4844.08 11.18 4832.90 0.00 4844.08 0.00 0.00 70.18 77.21 0.00 4836.88 3.98 0.00 7.20 4836.87 3.97 0 00:01 0 00:00 0.00 0.00 4 64 3150605.01 1309904.61 4828.88 4844.11 15.23 4828.88 0.00 4844.11 0.00 0.00 103.97 77.33 0.00 4833.32 4.44 0.00 10.79 4833.22 4.34 0 00:01 0 00:00 0.00 0.00 5 A11.1 3149843.78 1309845.16 4832.50 4840.53 8.03 4832.50 0.00 4840.53 0.00 0.00 72.41 14.00 14.00 4833.50 1.00 0.00 7.03 4833.50 1.00 0 00:00 0 00:00 0.00 0.00 6 A11.2 3149835.23 1309657.24 4829.98 4834.40 4.42 4829.98 0.00 4834.40 0.00 0.00 27.83 24.90 5.80 4834.40 4.42 0.00 0.00 4831.63 1.65 0 00:01 0 00:01 0.00 1.00 7 A8.2 3149931.00 1309677.62 4831.06 4835.50 4.44 4831.06 0.00 4835.50 0.00 0.00 35.23 4.20 4.20 4831.69 0.63 0.00 3.80 4831.69 0.63 0 00:00 0 00:00 0.00 0.00 8 A8.3 3150486.32 1309944.64 4837.00 4841.97 4.97 4837.00 0.00 4841.97 0.00 0.00 35.68 4.50 4.50 4837.64 0.64 0.00 4.33 4837.64 0.64 0 00:00 0 00:00 0.00 0.00 9 DP 10 3149474.54 1309823.07 4842.92 4853.00 10.08 4842.92 0.00 4853.00 0.00 0.00 90.98 60.00 60.00 4844.50 1.58 0.00 8.51 4844.50 1.58 0 00:00 0 00:00 0.00 0.00 10 ERRTrib 3150554.29 1310064.95 4837.67 4850.00 12.33 4837.67 0.00 0.00 -4850.00 0.00 112.02 63.70 63.70 4839.18 1.51 0.00 10.82 4839.18 1.51 0 00:00 0 00:00 0.00 0.00 E C O r-i O a) v Cr) L.D C a rn r-. ▪ > + 00 oo O cz a Q w t a+4 O z 4-• a) v M r\ E o° .- c r1 •x ro 4-1 CO _I Q 2 3 O O co a) o 4-a O O a) +� 0 0 co a �c 3 N oo O Co O u • 0 - a = N• 00 ▪ " C co +, cu CL CU 0 0 ▪ co z z a G) w w �- a- w w >, 1z CC w w O m C ^ o Cl O O v O DD .> ++ 00 Ln C CO Q) W C O 00 00 CU CU Cn CD M fo N 4 r-I O M CT) O O O M M N 7r O N o r-I N d• O OO M CO X C Ln � w a a O a 1Z rI W r-I p r-1 N Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD J Project: St Vrain Lakes Addendum 1 Inlet ID: I I Basin A11.1, A 8.1 { FLOW D 1 I 1 STREET v I ` FLOW OVERLAND ` I ic, .Qir---5 GUTTER FLOW~ .. ,. GUTTER PLUS CARRYOVER FLOW ra qua Show Details \ ROADWAY CENTERLINE Design Flow: ONLY it already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): UKnown = 6.5 4.0 cfs FILL IN THIS SECTION ' If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. OR... Geographic Information: (Enter data in the blue cells): FILL IN THE SECTIONS Subcatchment Area = Acres BELOW. Percent Imperviousness = % le Type: Flows Developed For:[Si NRCS Soil Type = A, B, C. or D CSite is Urban street Inlets Slope Sf/ft) Length (ft) Mite is Non-Urban ()Area Inlets in a Median Overland Flow = Channel Flow = rcainrau mrormation: intensity i (inciting = Li Pi r t t-2 + i c 1"V3 Minor Storm Major Storm Design Storm Return Period, T,= years Return Period One-Hour Precipitation, Pi = inches L:i = C2= C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Detined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb= 3.2 6.8 cfs Total Design Peak Flow, Q= 9.7 20.8 cfs Basin A11.1 UD-Inlet_v3.14, Q-Peak 6/13/2014, 8:16 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A11.1, A 8.1 TmAx Grass T .e Limitin. Manning's n T v I A 0.06 } B 0.04 C 0.033 z` d 'z d MAXD 0.03 � E 0.024 Hl — B -H Analysis of Trapezoidal Grass-Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below Channel Invert Slope So = 0.0300 ft/ft Bottom Width B = 1.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Check one of the following soil types: Choose One: Soil Type: Max. Velocity (V..) Max Froude No. (F..) C Xandy Sandy 5.0 fps 0.50 ®Non-Sandy Non-Sandy 7.0 fps 0.80 - - Minor Storm Major Storm Max. Allowable Top Width of Channel for Minor & Major Storm TMA(= 10.00 12.00 feet Max. Allowable Water Depth in Channel for Minor& Major Storm dMAx = 1.00 1.50 feet Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Max. Allowable Top Width TMA( = 10.00 12.00 ft Water Depth d = 1.13 1.38 ft Flow Area A = 6.19 8.94 sq ft Wetted Perimeter P = 10.28 12.34 ft Hydraulic Radius R = 0.60 0.72 ft Manning's n based on NRCS Vegetal Retardance n = 0.057 0.043 Flow Velocity V = 3.21 4.84 fps Velocity-Depth Product VR = 1.93 3.51 ft^2/s Hydraulic Depth D = 0.62 0.74 ft Froude Number Fr = 0.72 0.99 Max. Flow Based On Allowable Top Width QT= 19.84 43.28 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Max. Allowable Water Depth dMAx= 1.00 1.50 feet Top Width T = 9.00 13.00 feet Flow Area A= 5.00 10.50 square feet Wetted Perimeter P = 9.25 13.37 feet Hydraulic Radius R = 0.54 0.79 feet Manning's n based on NRCS Vegetal Retardance n = 0.075 0.041 Flow Velocity V = 2.28 5.32 fps Velocity-Depth Product VR = 1.23 4.18 ft^2/s Hydraulic Depth D = 0.56 0.81 feet Froude Number Fr= 0.54 1.04 Max. Flow Based On Allowable Water Depth Qd = 11.42 55.88 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Q,iio,,,, = 11.42 43.28 lcfs MAJOR STORM Allowable Capacity is based on Top Width Criterion daiio,,, = 1.00 1.38 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo = 9.70 20.80 cfs Water Depth d = 0.96 1.13 feet Top Width T = 8.68 10.08 feet Flow Area A = 4.64 6.29 square feet Wetted Perimeter P = 8.91 10.36 feet Hydraulic Radius R = 0.52 0.61 feet Manning's n based on NRCS Vegetal Retardance n = 0.080 0.056 Flow Velocity V = 2.09 3.31 fps Velocity-Depth Product VR = 1.09 2.01 ftA2/s Hydraulic Depth D = 0.54 0.62 feet Froude Number Fr= 0.50 0.74 Minor storm max. allowable capacity GOOD - greater than flow given on sheet '0-Peak' Major storm max. allowable capacity GOOD -greater than flow given on sheet 'Q-Peak' Basin A11.1 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:16 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A11.1, A 8.1 I I Inlet Design Information (Input/ Type of Inlet Inlet Type = CDOT TYPE D (Parallel & Depressed) Angle of Inclined Grate (must be a 30 degrees) 0 = 0.00 degrees Width of Grate W = 6.00 feet Length of Grate L = 3.00 feet Open Area Ratio ARATIO = 0.70 Height of Inclined Grate _ _ HB = 0.00 feet Clogging Factor x Ci = 0.38 Grate Discharge Coefficient i'° Ca = 0.68 Orifice Coefficient Co = 0.45 Weir Coefficient a. Cw = 1.46 F MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 1.96 2.13 Grate Capacity as a Weir Submerged Side Weir Length X = 3.00 3.00 feet Inclined Side Weir Flow Ows = 20.96 23.83 cfs Base Weir Flow Om) = 59.90 68.10 cfs Interception without Clogging Qw; = 101.83 115.77 cfs Interception with Clogging Owe = 63.64 72.35 cfs Grate Capacity as an Orifice Interception without Clogging Qa = 64.18 66.99 cfs Interception with Clogging Qoa = 40.12 41.87 cfs Total Inlet Interception Capacity (assumes clogged condition) Qa = 40.12 41.87 cfs Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb = 0.00 0.00 cfs Capture Percentage = QeJQ,= C% 100 100 Basin A11.1 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:16 AM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD J Project: St Vrain Lakes Addendum 1 Inlet ID: I I Basin A11.2 { FLOW D 1 I 1 STREET . I ` OW OVERLAND ` I ic, zi 5 GUTTER FLOW~ GUTTER ,. GUTTER PLUS CARRYOVER FLOW - �� u� Show Details \ ROADWAY CENTERLINE Design Flow: ONLY it already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): UKnown = 2.7 5.8 cfs FILL IN THIS SECTION ' If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. OR... Geographic Information: (Enter data in the blue cells): FILL IN THE SECTIONS Subcatchment Area = Acres BELOW. Percent Imperviousness = % le Type: Flows Developed For:[Si NRCS Soil Type = A, B, C. or D CSite is Urban street Inlets Slope Sf/ft) Length (ft) Mite is Non-Urban ()Area Inlets in a Median Overland Flow = Channel Flow = nainran mrormation: intensity i tincnmr) = Li Pi r l t-2 + i c 1"V3 Minor Storm Major Storm Design Storm Return Period, T,= years Return Period One-Hour Precipitation, Pi = inches L:i = C2= C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Detined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb= 0.0 0.0 cfs Total Design Peak Flow, Q= 2.7 5.8 cfs Basin A11.2 UD-Inlet_v3.14, Q-Peak 6/13/2014, 8:24 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A11.2 TmAx Grass T .e Limitin. Manning's n T v I A 0.06 B 0.04 i - , C 0.033 z d 2. d rn�x D 0.03 � E 0.024 Hl — B -H Analysis of Trapezoidal Grass-Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below Channel Invert Slope So = 0.0300 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Check one of the following soil types: Choose One: Soil Type: Max. Velocity (V..) Max Froude No. (F..) C Xandy Sandy 5.0 fps 0.50 ®Non-Sandy Non-Sandy 7.0 fps 0.80 - - Minor Storm Major Storm Max. Allowable Top Width of Channel for Minor & Major Storm TMA(= 8.00 8.00 feet Max. Allowable Water Depth in Channel for Minor& Major Storm dMAx = 1.00 1.00 feet Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Max. Allowable Top Width TMA( = 8.00 8.00 ft Water Depth d = 1.00 1.00 ft Flow Area A = 4.00 4.00 sq ft Wetted Perimeter P = 8.25 8.25 ft Hydraulic Radius R = 0.49 0.49 ft Manning's n based on NRCS Vegetal Retardance n = 0.095 0.095 Flow Velocity V = 1.68 1.68 fps Velocity-Depth Product VR = 0.82 0.82 ft^2/s Hydraulic Depth D = 0.50 0.50 ft Froude Number Fr = 0.42 0.42 Max. Flow Based On Allowable Top Width QT= 6.73 6.73 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Max. Allowable Water Depth dMAx= 1.00 1.00 feet Top Width T = 8.00 8.00 feet Flow Area A= 4.00 4.00 square feet Wetted Perimeter P = 8.25 8.25 feet Hydraulic Radius R = 0.49 0.49 feet Manning's n based on NRCS Vegetal Retardance n = 0.095 0.095 Flow Velocity V = 1.68 1.68 fps Velocity-Depth Product VR = 0.82 0.82 ft^2/s Hydraulic Depth D = 0.50 0.50 feet Froude Number Fr= 0.42 0.42 Max. Flow Based On Allowable Water Depth Qd = 6.73 6.73 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qaiiow = 6.73 I 6.73 Icfs MAJOR STORM Allowable Capacity is based on Depth Criterion dauow = 1.00 1.00 lft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo = 2.70 5.80 cfs Water Depth d = 0.87 0.99 feet Top Width T = 6.94 7.89 feet Flow Area A = 3.01 3.89 square feet Wetted Perimeter P = 7.16 8.13 feet Hydraulic Radius R = 0.42 0.48 feet Manning's n based on NRCS Vegetal Retardance n = 0.162 0.106 Flow Velocity V = 0.90 1.49 fps Velocity-Depth Product VR = 0.38 0.71 ftA2/s Hydraulic Depth D = 0.43 0.49 feet Froude Number Fr= 0.24 0.37 Minor storm max. allowable capacity GOOD - greater than flow given on sheet '0-Peak' Major storm max. allowable capacity GOOD -greater than flow given on sheet 'Q-Peak' Basin A11.2 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:24 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A11.2 I I Inlet Design Information (Input/ Type of Inlet Inlet Type = CDOT TYPE D (Parallel & Depressed) Angle of Inclined Grate (must be a 30 degrees) 0 = 0.00 degrees Width of Grate W = 6.00 feet Length of Grate L = 3.00 feet Open Area Ratio ARATIO = 0.70 Height of Inclined Grate _ HB = 0.00 feet _ _ Clogging Factor x Ci = 0.38 Grate Discharge Coefficient ° Ca = 0.68 Orifice Coefficient \ e 0 Co = 0.45 Weir Coefficient a. .7 1 Cw = 1.46 F MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 1.87 1.99 Grate Capacity as a Weir Submerged Side Weir Length X = 3.00 3.00 feet Inclined Side Weir Flow Ows = 19.51 21.39 cfs Base Weir Flow Om) = 55.74 61.12 cfs Interception without Clogging Q,,; = 94.76 103.90 cfs Interception with Clogging Owe = 59.22 64.94 cfs Grate Capacity as an Orifice Interception without Clogging Qo, = 62.66 64.62 cfs Interception with Clogging Q.e = 39.16 40.39 cfs Total Inlet Interception Capacity (assumes clogged condition) Qa = 39.16 40.39 cfs Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb = 0.00 0.00 cfs Capture Percentage = QJQ,= C% 100 100 Basin A11.2 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:24 AM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD J Project: St Vrain Lakes Addendum 1 Inlet ID: I I Basin A8.2 { FLOW D 1 I 1 STREET t I ` OW OVERLAND ` I ic, qa 5 �s uxii - —- _j� to Show Details GUTTER FLOW GUTTER PLUS CARRYOVER FLOW \ ROADWAY CENTERIJNE Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): "Known = 2.0 4.2 cfs FILL IN THIS SECTION ' If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. OR... Geographic Information: (Enter data in the blue cells): FILL IN THE SECTIONS Subcatchment Area = Acres BELOW. Percent Imperviousness = % e Type: Flows Developed For: -t : NRCS Soil Type = A, B, C. or D CSite is Urban street Inlets Ej Slope (f/ft) Length (ft) Mite is Non-Urban rea Inlets in a Median Overland Flow = Channel Flow = nainrall mrormation: intensity i tincnmr) = Li vi r t t-2 + i c 1"V3 Minor Storm Major Storm Design Storm Return Period, T,= years Return Period One-Hour Precipitation, Pi = inches C2= C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Detined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb= 0.0 0.0 cfs Total Design Peak Flow, Q= 2.0 4.2 cfs Basin A8.2 UD-Inlet_v3.14, Q-Peak 6/13/2014, 8:17 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A8.2 TmAx Grass T .e Limitin. Manning's n T v I A 0.06 } B 0.04 C 0.033 Z d =z I' d MAX D 0.03 � E 0.024 Hl — B -H Analysis of Trapezoidal Grass-Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below Channel Invert Slope So = 0.0300 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Check one of the following soil types: Choose One: Soil Type: Max. Velocity (V..) Max Froude No. (F..) C Xandy Sandy 5.0 fps 0.50 ®Non-Sandy Non-Sandy 7.0 fps 0.80 - - Minor Storm Major Storm Max. Allowable Top Width of Channel for Minor & Major Storm TMA(= 8.00 8.00 feet Max. Allowable Water Depth in Channel for Minor& Major Storm dMAx = 1.00 1.00 feet Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Max. Allowable Top Width TMA( = 8.00 8.00 ft Water Depth d = 1.00 1.00 ft Flow Area A = 4.00 4.00 sq ft Wetted Perimeter P = 8.25 8.25 ft Hydraulic Radius R = 0.49 0.49 ft Manning's n based on NRCS Vegetal Retardance n = 0.095 0.095 Flow Velocity V = 1.68 1.68 fps Velocity-Depth Product VR = 0.82 0.82 ft^2/s Hydraulic Depth D = 0.50 0.50 ft Froude Number Fr = 0.42 0.42 Max. Flow Based On Allowable Top Width QT= 6.73 6.73 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Max. Allowable Water Depth dMAx= 1.00 1.00 feet Top Width T = 8.00 8.00 feet Flow Area A= 4.00 4.00 square feet Wetted Perimeter P = 8.25 8.25 feet Hydraulic Radius R = 0.49 0.49 feet Manning's n based on NRCS Vegetal Retardance n = 0.095 0.095 Flow Velocity V = 1.68 1.68 fps Velocity-Depth Product VR = 0.82 0.82 ft^2/s Hydraulic Depth D = 0.50 0.50 feet Froude Number Fr= 0.42 0.42 Max. Flow Based On Allowable Water Depth Qd = 6.73 6.73 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qaiiow = 6.73 6.73 Icfs MAJOR STORM Allowable Capacity is based on Depth Criterion dauow = 1.00 I 1.00 lft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo = 2.00 4.20 cfs Water Depth d = 0.87 0.94 feet Top Width T = 6.94 7.53 feet Flow Area A = 3.01 3.55 square feet Wetted Perimeter P = 7.15 7.77 feet Hydraulic Radius R = 0.42 0.46 feet Manning's n based on NRCS Vegetal Retardance n = 0.218 0.129 Flow Velocity V = 0.66 1.18 fps Velocity-Depth Product VR = 0.28 0.54 ft^2/s Hydraulic Depth D = 0.43 0.47 feet Froude Number Fr= 0.18 0.30 Minor storm max. allowable capacity GOOD - greater than flow given on sheet '0-Peak' Major storm max. allowable capacity GOOD -greater than flow given on sheet 'Q-Peak' Basin A8.2 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:17 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A8.2 I Inlet Design Information (Input/ Type of Inlet Inlet Type = CDOT Type C Angle of Inclined Grate (must be a 30 degrees) 0 = 0.00 degrees Width of Grate W = 3.00 feet Length of Grate L = 3.00 feet Open Area Ratiovir ARATIO = 0.70 Height of Inclined Grate _ HB = 0.00 feet Clogging Factor x C1 = 0.50 Grate Discharge Coefficient i ° Cd = 0.96 Orifice Coefficient \ e I Co = 0.64 Weir Coefficient a_ i 1 Cw = 2.05 F 54014 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.87 0.94 Grate Capacity as a Weir Submerged Side Weir Length X = 3.00 3.00 feet Inclined Side Weir Flow Ows = 8.70 9.85 cfs Base Weir Flow Qwro = 12.43 14.07 cfs Interception without Clogging Qw; = 29.84 33.77 cfs Interception with Clogging Qwa = 14.92 16.89 cfs Grate Capacity as an Orifice Interception without Clogging Qo, = 30.11 31.38 cfs Interception with Clogging Q.., = 15.06 15.69 cfs Total Inlet Interception Capacity (assumes clogged condition) Qa = 14.92 15.69 cfs Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb = 0.00 0.00 cfs Capture Percentage = CVO,= C% 100 100 Basin A8.2 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:17 AM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD J Project: St Vrain Lakes Addendum 1 Inlet ID: I I Basin A8.3 { FLOW D 1 I 1 STREET . I ` OW OVERLAND ` I ic, qa 5 �s uxii - —- _j� to Show Details GUTTER FLOW GUTTER PLUS CARRYOVER FLOW \ ROADWAY CENTERIJNE Design Flow: ONLY it already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): "Known = 2.1 4.5 cfs FILL IN THIS SECTION ' If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. OR... Geographic Information: (Enter data in the blue cells): FILL IN THE SECTIONS Subcatchment Area = Acres BELOW. Percent Imperviousness = % le Type: Flows Developed For:[Si NRCS Soil Type = A, B, C. or D CSite is Urban street Inlets Slope Sf/ft) Length (ft) Mite is Non-Urban ()Area Inlets in a Median Overland Flow = Channel Flow = nainrau mrormation: intensity i tincnmr) = Li Pi r t t-2 + i c 1"V3 Minor Storm Major Storm Design Storm Return Period, T,= years Return Period One-Hour Precipitation, Pi = inches L1 = C2= C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Detined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb= 0.0 0.0 cfs Total Design Peak Flow, Q= 2.1 4.5 cfs Basin A8.3 UD-Inlet_v3.14, Q-Peak 6/13/2014, 8:20 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A8.3 TmAx Grass T .e Limitin. Manning's n T v I A 0.06 } B 0.04 C 0.033 Z d =z I' d MAX D 0.03 � E 0.024 Hl — B -H Analysis of Trapezoidal Grass-Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below Channel Invert Slope So = 0.0300 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Check one of the following soil types: Choose One: Soil Type: Max. Velocity (V..) Max Froude No. (F..) C Xandy Sandy 5.0 fps 0.50 ®Non-Sandy Non-Sandy 7.0 fps 0.80 - - Minor Storm Major Storm Max. Allowable Top Width of Channel for Minor & Major Storm TMA(= 8.00 8.00 feet Max. Allowable Water Depth in Channel for Minor& Major Storm dMAx = 1.00 1.00 feet Maximum Channel Capacity Based On Allowable Top Width Minor Storm Major Storm Max. Allowable Top Width TMA( = 8.00 8.00 ft Water Depth d = 1.00 1.00 ft Flow Area A = 4.00 4.00 sq ft Wetted Perimeter P = 8.25 8.25 ft Hydraulic Radius R = 0.49 0.49 ft Manning's n based on NRCS Vegetal Retardance n = 0.095 0.095 Flow Velocity V = 1.68 1.68 fps Velocity-Depth Product VR = 0.82 0.82 ft^2/s Hydraulic Depth D = 0.50 0.50 ft Froude Number Fr = 0.42 0.42 Max. Flow Based On Allowable Top Width QT= 6.73 6.73 cfs Maximum Channel Capacity Based On Allowable Water Depth Minor Storm Major Storm Max. Allowable Water Depth dMAx= 1.00 1.00 feet Top Width T = 8.00 8.00 feet Flow Area A= 4.00 4.00 square feet Wetted Perimeter P = 8.25 8.25 feet Hydraulic Radius R = 0.49 0.49 feet Manning's n based on NRCS Vegetal Retardance n = 0.095 0.095 Flow Velocity V = 1.68 1.68 fps Velocity-Depth Product VR = 0.82 0.82 ft^2/s Hydraulic Depth D = 0.50 0.50 feet Froude Number Fr= 0.42 0.42 Max. Flow Based On Allowable Water Depth Qd = 6.73 6.73 cfs Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qaiiow = 6.73 6.73 Icfs MAJOR STORM Allowable Capacity is based on Depth Criterion dauow = 1.00 I 1.00 lft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo = 2.10 4.50 cfs Water Depth d = 0.84 0.95 feet Top Width T = 6.69 7.63 feet Flow Area A = 2.79 3.64 square feet Wetted Perimeter P = 6.89 7.87 feet Hydraulic Radius R = 0.41 0.46 feet Manning's n based on NRCS Vegetal Retardance n = 0.188 0.125 Flow Velocity V = 0.75 1.24 fps Velocity-Depth Product VR = 0.30 0.57 ftA2/s Hydraulic Depth D = 0.42 0.48 feet Froude Number Fr= 0.20 0.32 Minor storm max. allowable capacity GOOD - greater than flow given on sheet '0-Peak' Major storm max. allowable capacity GOOD -greater than flow given on sheet 'Q-Peak' Basin A8.3 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:20 AM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL St Vrain Lakes Addendum 1 Basin A8.3 I Inlet Design Information (Input/ Type of Inlet Inlet Type = CDOT Type C Angle of Inclined Grate (must be a 30 degrees) 0 = 0.00 degrees Width of Grate W = 3.00 feet Length of Grate L = 3.00 feet Open Area Ratiovir ARATIO = 0.70 Height of Inclined Grate _ HB = 0.00 feet Clogging Factor x C1 = 0.50 Grate Discharge Coefficient i ° Cd = 0.96 Orifice Coefficient \ e I Co = 0.64 Weir Coefficient a. i 1 Cw = 2.05 F 514014 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.84 0.95 Grate Capacity as a Weir Submerged Side Weir Length X = 3.00 3.00 feet Inclined Side Weir Flow Ows = 8.24 10.04 cfs Base Weir Flow Qyro = 11.77 14.35 cfs Interception without Clogging Qw; = 28.24 34.43 cfs Interception with Clogging Qwa = 14.12 17.22 cfs Grate Capacity as an Orifice Interception without Clogging Qo, = 29.56 31.58 cfs Interception with Clogging Q.., = 14.78 15.79 cfs Total Inlet Interception Capacity (assumes clogged condition) Qa = 14.12 15.79 cfs Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb = 0.00 0.00 cfs Capture Percentage = CVO,= C% 100 100 Basin A8.3 UD-Inlet_v3.14, Area Inlet 6/13/2014, 8:20 AM Appendix C - Reference Documents O O r M W cn r-- r I I I I ai co 1 1 I I I I ! 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O IY o i Yo a) o to m o I � d N Z : Z , j I w N ~ I N w T ja i vg a a v ' v i v ' ! 0 O. v a) 0 O. v m a 'I c0 O H I- O 1 M I- I r` 1 a I n I- o 43 6 I- a 7 W S a IL in I in N ' M G N I O I M b O 0 r in O O W 1 I I i t I ❑ ! 1 CO r - ❑ N F M ❑ cn • _ C I : el i ' w E v ! !I I i � • i o I I • rr i j ; 2 ' I i 1 J ° 0) 00 1 I I i r I 0 I ta l i I i o ! I O a) r I I N I i N I ! 4 I I V I I v ! I I O � > i ! i i I ! l ! ! ! ! I i I T I I ; r ; T ~ o).-. ! I o I i I CO ! ! o ! M ! i M ! i ! 1 LT- � � i ! ! ! II I ! i CO f (0 ' I CON i i N I I z a J i I I I I I I I I I I ¢ Q f i i ! i 1 I I I I CC W I i N I I I O I O 1 I r 1 I O : i ' t 3 > ,n} o � 1 i o i ! I I ! i i j j r I I I o I ! co i i O O W IL -- I I r i I I I N I I N j 1 M 1 I I V I I co I cn co.- Wa I I i I I I i I i- ! ! I ! I 1 I I i 1 ! ! i I I I I 1 ix o_- i ! ! I ! I I ! i I i i o i I j I o i j o I i I m I- (0 ! ! d ! ! ! ! r: I I I r I ! ! ui I I i I ui i i 6 i I 1- g0 I lL W DZ t I i I I ! i I I I t —) Z(� y cocY cf O O M O v, r r- V co O O t. O v, CO O O) (n p a m Co O vcu N.: ! I rn ! co of I ui I u) r ' I cri ! o ! r ! ro ! v ! ! rn O of I rn 1 w p as Ow❑ co N ' r I ' co N I N M I N I N M N ' N I M. N I t ' M j i ~ CO N M I M p i i i i i i i I I 1 l i 2 U i 1 I I 1 j i 1 I 1 1 j I 1 S W 0 IIL — L N- N. N. i co n j 0 o 01 0) a o? ! CO ! co ! h j CO O j ! o 6 v, j v, i v, I c Iri ui ' ui I ' 6 ui . 6 6 I6 iv v 4 Iv ' 6 v I i6 v v ' v I v u) a z -, I I ! ! ! S i i i ! ! 1 1 i I r- > p 3 • r r I I r • r r I I 7 • r I CO co 1- j CO N V j et I W I M O In 1 U) I i O 1 0 N I I O r co I U) i In I O QO J Q 0 Q1 O r N N O r r lA O O CO Cr) V M 1- O , O O r ~ O U ¢ I r co I co 1 I ' ui I vi r •I vi i ui I r ui I vi j (0 j ri I r- i i ao I m i °) i rn i m Z 2 I— I I I I I I I I I I I I I 1 I I I a i I i ! i ! l ! ! ! ! i ! l ! ! i CCQ o yc Iw u) Icn i Ico cn Iv a Ia io Io o IM im i a 1M v I iN a 1 co ICO `° 1 p Z N E I- n r c0 N- N N N M CI) M M 10 r` in c0 (0 (O ti h N.:I r l ! r r I N N ! N I N N N I N i N I r i N N ! I r N 1 N I N ! N I 2 ° YID r ! ! ! I I ! ! ! ! ! ! l ! ! I 0 < I I I I I i ! i i i I i i i i 1•- CC j j I I i I j I I II I u) —' CO f.--(3- N. N O O u) O u') r- V In r- N t0 O C) t0 f•-- 0 t c0 O V ' in I ui i r I M 1 ai N I r I c(i a l M I r O) N I ap I I ❑ 5: r r . I I r I ! r r I r ' M 7I I N 7 1 i t I : W COE- < i 1 I I I I i I i I I w ! I i I i i i i I ! 1 i I -i i !` 3 Y I I I I I I 1 I I I t I ! J iu W — L (f) O co co «') ; co n I P-- I I a) M I I ca co i h i ! in I c.6 i ui I I I r i ui i ! u5 i j ui ! I U ¢O U "-" I ! I I I I I I i I I I I I I I I I I I i I I I I I t I I I ! I i i I v O r co h S O 0) r ' Cr) I I CO c¢va o u) I v, 1 j 0 ! I O I I v ! ! ! a, CO I i o i I j 0) ! 1 N S I r I N I I N I S I r O l j I C j I i N l S IL I I I I I I I I I I I I I I I I I I,- u_ _ I I I I O c , co I ' i co1 ! I m 1 I w I ! I v 4I i ! c i I I °' ! I D - E � r6 ! ° i I F i I crirn j co � 1 ! i I I j t- j I a I I I I I 1 I I 1 I I I I I I I— W I I i I I I I I 1 I 1 1 I ' cc Z w N c`°o i icv n I I M ! I v ! m INn j i ! ! coo i i 1 coo ! 1 w 0 D O O O Ci 1 O I 6 1 i 0 1 O O i i ! I O i I i O 1 i K 0I I I I I I I I I S i I i I I I I I I I f W Lac, Oct co co I I Io ! M IM r ! 1 I I ! , I ! ' - I ' a ¢ N N V I M I r— I I O I N I I I N.: I ! I V I I ¢ I i i i I I i i I I I I I I i a C1 I I I I r I I j I I I I I I wIX (n N N Q I Q I CO I I Q N I N co I 1 Q i I I C i Q W Q < I I Q Q I I I I 3 ZF I I i t (y I I I I i CO r ' al CO I r N I CO 1 I 1 0) U` Z N M r r Q I N N N I M CO M I ¢ •7 V et• cr d' I V' O (0 I 43 (0 I- I N- I- N: I- co I co I I E o � a a Q Q o i Q Qa a I Q Q a i o a Q a Q I Q a a ' a a Q I Q a a < Q i Q i • ❑ ❑ I ❑ IO 0 ❑ ❑ ❑ i o I I I I I ! I S ! N j Q ! ! ! ! ! ! I 0 I I I ! Z I o I I I I 11 1 i i l•-• I I co l i i ! ! ! I ❑ ! o ! I ! ! ! a ! ! I l ! I ¢ ! ! Z O I I I V 0 I I t I Ien . M N I I i I O 1 ! I I N N I I N M I I iin v I r i I ! ! al¢ l a N ! I � I 12 N ! Q ! ! i I c' Q ! ! Q i a ! ! i ch _- a I I I i ! Ncy I I ¢ lq ! a ! ! I ! Z a ! I ¢ a ! l I N rn 0 i I I N I Q M I ' 0 ( N V I ❑ I I 16 el /❑�� I I (O ❑ I I I 30 i I ' Q I Q I ! o) I ¢ N ' @ I ' I ¢ t0 ll i I ¢ M @ ' I i CO ! r) ! r ! iii Q i � I ! Q I v Q I N I 1 I v Q N ! ! ' i t N I i CO i co (") j ¢ a I 3 I v I 0 1 ¢ 0- o f j < a0 0 ! o j Q I a) l- N N r I ¢ ! I Q - ! r co • ! Q N .4 , ❑ O al (0 Q i �- w `Q Q Q i a ! I a '- IC < `- ! a I > ¢ r i ' ! ¢ 1 Q a r It= ! ¢ I r r I Q I 1 a 2 co w c z a) c I Z . 0 < . 0 c Q I ❑ i t C Q ' CO I C ' C ❑ I Q @� a' I c ! Q r @� 0 ' c 1 a Z cc co Q o co ' aI ! Q ' °r D ! oo co D 1 0 ' m ® E r I o I ( ' m o ! D m o' 1 m ' a) D a °r o ' m I D t 0 .4- (n co co cc co I c l CO l c co lx a co cal = lo co (n c : a i m i m C I N C a 1 co ' C to ❑ s a ' co l (n i ct a) 'c CCO N a) - W O O r M W m I I i I I i CO I ! i ! i ! ! ! I I ! I ! ! ! I ! ! ! ! I ! I 1 E I i i I i i i i ! i ! ( I i i i I i I I I z I I I ! I I I I ! I ! I I I I I $ I ! 1 I ! 1 1 ! I I I I 1 1 ! I I 1 ! i l l i I I I I N I ! ! i ! I I ! ! ! l I ! i ! rn I i I i 1 I L,-, ( i i CA I I f ! I I I I I 1 a I I I I I ! ! I I ! ! I I ! i I S ! i I ! I I ! a v m e! I to c0 ! ! I ! I I t I i ! v I I I I I E i ! C) :Jr Q I cc; I ! ° I ! I i a, Y i J o i o w o CO 1 I I I I o OA 1 C I i I I I I 0 W ! iu wo I I ! ! ! i o l I m W I i i I i 1 m iv a i be a I 1 I I I z z t o z A z l i c I i i v a> ct a I a� I i i I ! a. a. I t a I CO I I I ! z i z i I i i I > > I m m `o 2 i I E i I I I C = 1 C o i w 0 1 I I I I m Cl) m m ' en y i , E i I ft Et tr I v ! m I i i s to a w 1 a a I I I i i a a a a ern w i I m I U V 0 r I 0 r I I r > U > 1 c a. 1 t T I i c0 .. r F' I . I- I t F" F" r F' (0 2 1 I I i = r a- f o i ui N 1 .I i i v- v- r-. in I Q " I i "I I _ `C ! In 1 0 I I ! I0 to r 1 lr I I i i W E i o i r 1 I i I I o 10 ! 0 1 I O I I I I I 2 I ! I i - � (I iu> ! in I i I i o Ian I ! ° I i i I o j —aoi iv I v I i i Iv Id I I4 I Ir E ! I I 1 1 Z ! i I I I I ! ! ! ! ! ! I ! I I I I U a I r r 1 { 1 y r J F- i ! Ot o f ! I ! i ! : i i i LL C 1 el I I I t I N 1 N I i I I N Z Cc J ! I I I t I I I I I I t Q Q i I t I I t I I I 3 i i W > ,r,} _o N i o i I i 1 II ! I ! I E I I 1 ♦- 6-18) W w (.--'-= I O I r l I 1 I N I CNI i N I I M i t I I I I � r�r w I I I I I I I I I I I I I I I i I I I I I I cc 0 0.a ! o i o ! ! ! ! o ! o i l o ! I E I ! I I I I w� r° ' i o ! ! i i i i i i in i ! o i I 1 i i i 3 F co 1- ! ! I I I I C7 w w, z C_z9 y I ! o I a ^ 3 I Icy r I vt r . 1 0 1 0 r I ,n I r I ! I I o ! I i I o a m<n O v I i I rri v i I v c i ,ri N N 1 co co l o ! ch 3 I i ! o w Q' O W ! i I r r 1 i O N N N r r , N N CO I CO 1 ( I t I t r i i I O p o ago 1 I I I I w I I I I Ln w 0 LL — L I t CO I N rn ! j r CO co co i CO CO CO co ! r i . 't i I !1 I I I I N I ! i co co co to In Ir'i to ui ui In V I i t 1 ! r u) a_ z C=- I 1 I I I I I 3 I 1 I U) 0 I i r 1 I 3 r f i 4 i 3 I r I 1 1 1 0 i ! C4 rn N ! 0 0 0 r i r u, LO CD rn ' 3 i ! ! i I l o w O J Q U cp ; I co ; r r V rn ; rn co co co co p ; 1 0 N (7 H. I U Q 1 i O N N i I r 1 v v 14 (Ni i N 4 v rn In l r l 1 I I I I I I I O ico Z 2 I I i i E i i E r I i i i I i 1co Q I I l 1 I I I I l t I 1 I i i CCQ o c y I I v I v rn 1 Io lrn r lr r COi co CO co ! v Iro I I i I I I 1 0 , 0 Z (NIN E I ! i a ! I In mm1- m m o i ca co I o O I ! N I! I I ! I I I f • zl v r t i O < Y `° I I I I I ! I I I I I i I I i I I I I I CO ' to Ni0 co co rn or I i r I ! rn IC0 Iii ! I !' V t I • N r I I N oi M i I 7 rM r I I N r 6 1 6 I O 1 14 V W CO I , I , , 1 1 N I I r I 1 J 0 I i i it i l l I i I I I I I i I 3 „Y I I I I I I I I I I I i U W U - z ! ; n ; N II, r r ; v co 1 i co r 1 , J I--W C I 1O ! co e`l co 3 0 1 Icc; 0 1 to o ! i I Ir U QOU I ! i ! I ! I I I ! ! I I I I I I t ! I ! I I I I f I I I I I I I i t r r o co a I o) rn ' ! N I tm ! ao a r, t 1 n I ! I iN co i i I Ico U ¢ I i 0 i t c' I 1 o i r o f ! I ! ! i s o ! ! I i o i I w i w ! ; ; CO � E C. ! I � I . I ,gj I IN I of c'i I 3 ! lri c'i 'cf> 01 01 00 C0 I I • 10 D E I t i t i t I I r i r 1 r i I I I I I r i 1 I I r l I i I i i i i i i i i i i i i I I- o co I I 1 r 1 I 1 I I I I 1 1 i I w0ILL 1 N ! N I O E I O 1 0 1 0 ! I I 1 0 1 0 I 1 1 0 H0 CC Z W 10 1 I 1 CO I I COc° 1 I I I I m 1 '4 1 I I co o D• 0 ! O 1 o i 0 i ! O i O i O 1 ! ! ! ! O ! o ! ! 0 l I I I I I I i i 1 I ! I I Q W IN ! co ! co ! i lco i r I a) 1 I I I 1N 1 u, i °. CC IY Q I I- I CO ! ui I ! o ! c5 ! o I ! ! ! ! ! r; ! r• ' r I Q I I I I f I . I I I Q c� I ! c., ! d ,,, ! CO i r l r ' ! I I 3 ! 00 I I I I I I W N i r r r r 1 r N I I t 1 i i i - I I N I ! Q W I i Q Q Q 1 Q Q Q I I 1 I Q I Q I t ! Q i ' I I N Z I I I r I N I I I I I I 0 U Z I r, ' l c CO ! LO 6 r o O m c0 r r r t ! N COm co rn i rn ! o l o CO E 00 a a ¢ a Ia Q Q a Q Q a r a a Q I la IQ 1 la a a l ¢ I IQ iQ I 1 S I I i 1 I 1 I I I I N I I I I I I I I I I I C i I I I . N ! 1 i 3 ! 3 I �' Q I ! I I I I I I I I I ! ! Q I ! r 0 ! I a I I N i ! I I I I I! I I a i i l o f c., i ° l i Q i i i i i i I i i co t 1 ; > 'v I i Q I a Q ! ! a i I r i I I ! 1 I ,r, I I i i c`) __ 1 ! v i a i ! a i Q l a I N I o I I I i t I I I I cal 3 I I Q I am` ! ! @ 0 i o O i Q ! /�<,.1 i i i ! m i i i u_ 0 ' ! 0 ! V I r r ° © ! 0 V 1 EO I E ~ ! 3 I N ! InsQ NI Q N I ! � I I I I I � I I I > I- 1 1 co co ! NT 0 17n ¢ I M 0 l co :ED- i 0 rry I N 1 0 ! 1 co i rn i a� I I ocy i i 2 .m w I IQ Q IQ �- ! Q a ¢ G a > < c Q IQ ILL ! I IQ Q ! o i Q I E ag a> IY 1co w m 3 .0 C 1 w E In In 3 To O , I ;W 1 C 1 a% 1 c r N z I- 1 co o co o cu °' 3 o co °' w co 0 co o l 3 J J I 1 a, 1 2 I co 't l o m I i m a m a I m s 1 m a m = 0 m a m aim 1 z z I l m -E m 1 U s i i co I i i c' 4 ui 4 E o co C N CNI ii-- iii 8 r LL u) I I ! I I I ! ! I !c I I ? I ! ! I ! I ai I I I I I j k k Io k k ! m k k i i E z j j I I j j I j I� I j :X I j I j j I ! I I ! I j ! ! It i { a: I ! I I I co k i i i i i IT { { rn k i i i i , > o { : I d lccl ! a y ! ! i yE i { w i ! I ICE 1 Q I I V V I ! f N 0 V : w " i U.° 1 Cj i I i '- : t I Ica in ! •r R .0 LI-O . U I I > i I : I 'c I I .O O ! i N N I C N I O ! I > I ! . I CO I m i ! "' en ! I r r r 1 m Ti l in l ko i ! I Q I I a to I tia o l a j °: °' j i o tv a) to cn i (0 ' jai I k i I � : g C. G. > > > > O w w a w o I *hfo ! a $ ! 1 @ a a1 = r ! c ! != 1 1 c I 1 cr I d E ! ! i A CO { 3 { { I'3 I ! I a I I I � I � j m , j 1 m ° d : 0) Q i I- Q I j� I I I I I ! F—W I t { � i = { S. j i o = ci mN cc, O C.) km { ! ! ci w ! I I W j a a I ! a a l o a a 1 a ? io I ! I a I I H ! { 'a' I m j > > I m E > I c � D i D i la i i i ! _ I ! co i j co I z ! m 0 i z N m j c I I i� I i ! '3 i I 1 Ni y d m w � { E C W I W ? I I ! I I N- u. I I a i i I LL ! a a ? a a i i i 0 I .- c0 >a, >. I ; O >, >, . ,� t r r a) c : I I Z ci i y o ! in in ! a o bj I- Is > H t > ! I ! < N I ¢ 0 j r r .——I N { - r E IC U O b - C a I I m °' I I I I I I I w E ! I E I i I j I 2 i ! I 1 P t I J V co O I 1 1 I I ! I a >w v z z 1- c LL c' 0) Z : ! 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I U U l I 0 I i U U Z !ti II II Ii I I II i CI) (-9 Z I r M I I I co I N N. E, co 1 n coin- I 1. I I. o CD i in 1.0 ,n i 10 I c> @ o ° ! I i I " I � O I " 15 15 I5 15 " I " I " " " 15 U I i 'a I I I I I I I I I I O i l I I ! ! I I i C_ N I ! ! I IU ICO 1 U I z I I I i I I Ili I z r E z 01 E z ¢ i I 1 i i i I I .� 8 a ! in a oi < m I I I I iic °a° o m o U Em O I to 1 I I I N m w m w m ao I W a i o I a r- I a i I o a m a N U Ia o I I. .- IO r I `° O 1 I I °o M c -I O c m 0 w ! E co U U o N. U U o U co 5 5 E W W `- l W > l 0 CL o ! ro 0 o - 1 o m 1 o o f 10 0 r o m CO W I > > @1 > o i f 1 I o Z 1 > I i I Uili a2 0,1 z F I z ! z FEZ ! ¢ZiQ l 3 m E co ¢ ar <75 i m g IQ m I I Q co d 0 CO I D i D co I o I m I m ! a a l U m c coil () Ica 5 I f co � I m c v my COo C a CO r n 0 n � APPENDIX E Detention Pond 105 Hydraulic Calculations • Collection Capacity of Horizontal Orifice (Inlet Control) Project: St. Vrain Lakes Basin ID: 100-Year Release from Large Lake circular box opening area r////fir•/■/ /F opening, area • outlet and and structure perimeter Outlet Structure perimeter flow flay Culvert Cuhrert Design Information (input): Circular Opening: Diameter Dia. = ft. OR Rectangular Opening: Width W = 7.71 ft. Length L = 7.71 ft. Percentage of Open Area After Trash Rack Reduction % open = 100.00 % Orifice Coefficient Co = 0.67 Weir Coefficient Cw = m 3.00 Orifice Elevation Eo = 4819.00 ft. Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) A0 = . 59.44 sq. ft. Perimeter as Weir Length -Lw.- 30.84 ft.. t tE r ;,dater- K- ce elevations . g rr �a .�. in ascending order. Water Weir Orifice Collection Surface Flow Flow Capacity Elevation cfs cfs cfs ft -- — — -- - --- (input) (output) (output) (output) start 4819.00 0.00 . 0:00 . . 0.00 4819.05 1 .03.. .71 .47 1 .03 4819. 10 2.93 .. 101 .07 2.93 4819.15 5.37 123.79 5.37 4819.20 8.28. 1.42:94 8.28 4819.25 11 .57 159:81 11 .57 4819.30 15;20 175.06 15.20 4819.35 19.16 189.09 19. 16 4819.40 23.41 . 202.14 23.41 4819.45 . 27.93 214.40 27.93 4819.50 32.71 226.00 32.71 4819.55 37.74 .237.03 37.74 4819.60 43.00 247,57 43.00 UD-Detention FOR OUTLET SIZING.xls, Horizontal Or 2/2/2007, 3:46 PM Cross Section for 30" RCP Flow depth during Slide Gate Operation Pro ect;,Description • • - Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Section Data Roughness Coefficient: 0.013 - _._. ... _.• _ Channel Slope: 0.01020 ft/ft Normal Depth: 1 .00 ft Diameter: 2.50 ft Discharge: 14.00 ft'/s R A 0 ___ _ _ „ _ _. .w, ..5Crt i t ,00 ;t f H. 1 ten re re! P let' C;\ /MO --`/ c r-° St:' rYka'a - nef c.) f' le fte'er STAGE-DISCHARGE THROUGH SPILLWAY ''c/iA. Beta Version (This sheet only) an* i t angle Autivi- t'.v r Wek cagula):227 WEIR CRE,57 A. Design Information (input) 1 Bottom Width of Weir L= 220 ft • 2 Angle of Side Slope Weir Ang= 85 degree 3 Elev. for Weir Crest Ew= 4819.6 feet 3 Coof. for Rectangular Weir Cw= 2.63" 4 Coef. for Trapezoidal Weir Ct= 2.63 B. Calculation of Spillway Capacity (output) Water Rect. Triangle Total Surface Weir Weir Release Elevation Flowrate Flowrate feet cfs cfs cfs (input) (output) (output) (output) start 4819.60 0.00 :. 0.00 0.00 4819:80 51 .75 0 54 52.29:. 4820.60 146.38 . . ' 3,04 149 42' 4820.20 . 268.91 : 8:38 -: x.=: :.:: 277.29,. 4820.40 4.14.01 17.21:' :. ;:: 43:1_.22 4820.60 578.60 30.06 : . ' _ 608..66. 4820.80 760.59 47.42 :808.01, _4821.00 958.45 69:72' f 1028 1T: 4821 .20' 1171 .00 ' 97.35 1268:35 4821 .40 1397.29 130.68 1527:97.- 4821 .60 1636.53 • 170.06 1806.59' 4821 .70-- - - 4821 .70 --1/60.79 -- 192. 12 195131- - - 4821 .80 1888.05 215.81 2103.86 \ Z� �Y 4821 .90 2018.23 241 .18 •2259.41 0.00 0.00. • :0.00 • 0.00 0..00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 PI 6L1-)L J ' "C'et rr% R, uiy r- 11A I. 911 /de",e", Cur eft 5 a -717 c S acts An 7H reeft, , ' a1/4 h3 G & I `Wa 1 a s Ord\ DI Hi; :: (S < �'r c `'s Hi.)36tic_ `f7 c r 7" UD-Detention FOR OUTLET SiZ1NG.xls, Spillway out of large lake 2/1 /2007, 6:50 PM • LOW TAILWATER BASIN DESIGN st. Vrain Lakes 30" OUTLET FROM LARGE LAKE INTO ST. VRAIN RIVER 2/3/2007 Pipe Dia. (D) = 15 ft Pipe Slope= 0.013 ft/ft Q5 _ cfs d Design = 2.50 ft (normal depth) Pioo._ 43 cfs.: V Design = 9.57 ft/sec (velocity) . ()Design = 43. cfs A Design = 4.91 sq. ft. (area) Manning's n= 0.013 Yt <D/3 0.8333 ft (Tailwater Depth) Am/ = 4.9 sq. ft. Rful = 0.63 ft QfuII = 45.97 cfs V fuii = 9.37 ft/s Pd = (V2 + gd)1'1 Use Type M Riprap Pd = 13. 12 —=Do- 12 inches- T= 1 .75 ft. (riprap thickness) Length = 10.0 ft. Width = 10.0 ft. - - -- B = 3.0 ft. (c0-toff-Wall) • ape, -ec?.„!.„.4.. . ,..,,,4O c::::;;::•,,,F:::.... :..c.z....:;:„. .....,. Carroll 64. Lange g • . . :,.:.: 165 South Union Blvd., Suite 156 • Lakewood, Colorado 80228 303/980-0200 Fax: 303/980-0917 Job. No. 3o c Date / / PROJECT SiS -i �� Xi �a � In 1 V _ Sheet of Subject R,cpcy S tz , 4; sed ,4fsiri, By k Ai 3--... 2 t: ,fig r7 y 0s at hr,a Me ` i li ! .: -i ! ' , • r I i 1 I i1 q1 i. _ .. I . •L.. � . .�• . I• I I L. ' •I I 1 ? ! I I r ' { I '1 ! 1' . . ,. 11 , f • I ..1 a. Q• I 111 I I • ' rt ; ; • IS ' I f' I • I t _' i111 I. • '1 I � r i , , } I' r I 1 I .. L. M { i ; . I • I • . t I I I ,i ' I , g 1 I ' •• t 1 •..,,- .L ..; •_i -I _ . -..._ . t , i e. �. r ... i v.L • , i t. ..i'. f. - ;-t-- — - i. + l t 1 I , I ;.. .• ! i I d.. L.. y I• ••• f . i. ...-,... .....L .a. ...i.., .!-,. • 4$I at% VA I I I ' ' : el ; : ! : : Ili ; I I ! ILI ; 41 ea- ht---ki la- ....j.---i.......;..._r_,;...4......,.....„. .-e....-., . :..... .....i......H.r.,...... ...-....--...: :-4.-1 .. ,.... . ...._, ______,...r.4....:.../...A.L......, J..„--.....-Ta",...s...IL,,.. 101...._.......,....".ti.. t ri_r„5:-I H "÷.... . . , ... • • '•--,-•r..•....-4---,'•.�L- -t.... �._,r Lam, ..-wl_ ,�.. 4.:.5.--1- ..:._.. _ .-T_., .. r .... _. _��._,_V._..-.�- _ Hm I • i . : .....r,/ • . , .__.!:•..„,._4_••_; .• •.4_4 -I, ..(:.- ..; 2, .4: _ . 1.._,.....‘.. .t.. .i.V. 1.._?1..r.., it-4_ rc_:_ i ; . , . ,.. . .t , . ...... . . -........ ! .I-.4. --rage'. .r, i•:. 4._ , ‘.._i. r .i _ _� I _.. ...01..' al _✓A•! I , • • •wJl._....�,�...__....,-•...,.c... ' .. .. „ .�.! .., _ - •,. •-•1�s I } fr r�f� � ,J _'^ ` ' 1 .r "� ._. • ... _ +I ....k_.._..._ .. , .I. .__: � YI Wi 7 i—�rtt i:ZAi � " V' . �' 1_S _ i f1 ; _. • - 1 .' ill t at'1:-.-I r.• '''. tf .ifit.f.e...-we I I 1 . . ._i-.. . ..a. ...'n.• .-.I '. _./. .(� _....,.,.._tea .,Lr .., i M^ r {. • itiMil•�f _ '_ r � +',�: •t -� t- --T•)._._p...;.._. ...7....______. yin .i• _ig it/42 J3 1� _....._... lei.. ....,...... , 1 _._. _..; _f : .! ! I ; I i .._, . 5. ._ • _ . • _ --• •C• e-ir .,. -. - -: J- - - i ' . p ' 1 I V • • 41, /5 er (-7,7R Aitir r )e44) It y ' } • ` , ' I I i i Fr*, A J t • 3 • • • II • I s j I 1 • I - —1.--,—,--[--_4.....!......7.,...L...-1.__,....:.,....1„ - r 1 I I 1_ .ri i : i , I I i 4 ! • 1} I r r i ._•.� I i ` 1 } I fYJOillit 1 i. = C a 355 I • is,. _, to ,,� it- - - 1 `!:!_ °` • 4 , - t t` ; ' • • ' q S 691 _44 , '"a�i 6%. ! . knq. e"�. C. Stir ear . I ;.. . , ; _.. , • , _ 1 : . i I . i l • ' : • r I •• 1 I i I 1 .J r r` �•th�.tf / a STAGE-DISCHARGE THROUGH SPILLWAY Beta Version (This sheet only) t L rx: u+aY LS:1 , Ire!/ WEIR CREST , angle A. Design Information (input) 1 Bottom Width of Weir L= 160 ft • 2 Angie of Side Slope Weir An g~ 85 degree 3 Elev. for Weir Crest Ew= 4824 feet 3 Coef. for Rectangular Weir n Cw= 163rt 4 Coef. for Trapezoidal Weir Ct= 2.63 B. Calculation of Spillway Capacity (output) Water Rect. Triangle Total Surface Weir Weir Release Elevation Flowrate Flowrate feet cfs cfs cfs (input) (output) (output) (output) start I 4824.00! -. 0.00 : 0:00 0:00 I 4824.204 = 37.64.. 0554 , `38. 18 A 4824.40 .� I I :1.06.45 3 04 :.. 109.50 4824.60 195.57: .8138 . .7 203.95 I 4824.80f : 301 : 10c : 17 211: 318.31 4825.0042b.80 i I f ;- 30.06: 450.$6 : I 4825.20 .: 553;16 47.42 :. :: 600.58 11- ---4825:40 -- .. .697 06 69 72 766.77 --- .. ._.. . 4825.60 851 .64 97.35 . : 948.99 4825.80 :. 101621 " . 130.68 " 1146.89 4825.90 1102.06 _ 149.59 125.1 .65 4825.99 - 1181 :29 167:94 1349.23 0.0.0 . 0:00 0.00 0:00. 0.00 0.00 0.00_; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00: 0.00 i UD-Detention FOR OUTLET SIZING,xls, Spillway between two lakes 2/1 /2007, 6:51 PM Appendix D - Drainage Maps I1_,- ---117 � CATAMouN1 4�ai5 `7 4C. C 34 5 .111111111111 I / la111111111 111 " -- - - -] 1111 r `r ' , c0 • I I • � - - - - _ 1 Iii / E: �� •� OJ _111)1 , _i_ CC E A • S ftra �IIII CO� p 0 l - Rl • ��_; • I r9 ufnr p II I •1 " N a a R0 , y i. IL / b { . ' _ ? 26 0. 34or q - AC. 0. 52Cb VA 52:9 o i a A 5 /// I �' i . a"i IX o CO 41 ill - 9.70 0-34 ¢ \ ` • - -- - - - - iF -_ '� N N IA l r - 4. S� ' CO — AG. 0. 52 D; / r K- / Lu - / KEY MAP o ILup •9'5I � I � a�P a ¢ , 16 GP BENCHMARK: 3 1 /2" BRASS CAP IN CONCRETE STAMPED o ! - ST ACAT/US f _ C� ¢ I Q • q r 488 "P 329 1951 " AT NORTHEAST CORNER OF HIGHWAY 66 AND p Ct- SUBDIVISION I I v �' ^ J . q WELD COUNTY ROAD 11 , 34 FEET NORTH OF CENTERLINE o �, R/ o,, OF HIGHWAY 66 AND 3 FEET EAST OF POWER POLE. il MFR �' r ELEVATION = 4953.57 NAVD88. M O q e .: , � / N „-- ELK RIVER ROAD e 1 55 v /A ',It ,- _no it_r I O s9� , _� - - - / _ 33:71-31111331:1331131--3:--333 ELK RIo R ROAD A __ C I - --4 870 __ A Vim/ l� • • -- 5_,33, \ \ \ I � � _ _ \\\ \ I__ \ !: / • � !_:' '� . / / Imo '' - - / / � _T11_ , �T \_ I ,V \ �' I , • r 11 �i FILING ORIGINAL DESIGNATION 111-1. ,_ ,- - -76 so 1 __ _ / / O _ -_ 09 0.8 c CO — — = I / A20 BASIN DESIGNATION __ ___ „ _______:___:z.________, _______ 741880-�Bn86 A6 , � i + �� -_ -_ � ; / � � i _ � � // .04 0.39 _ _-2r8-75---A---=3-7-=-7--=-7— — - .I r »� • AREA sac. osa C 1 O 5 frF d �- � - - 1-11175 _ - - _ _ s I ,111 T1---iCI ce i _ 1- . - • o_ > / 4860_ _ g jji , I I 1d / DESIGN POINT I_ t �� 1 ,� 1 I IL -i - I _ - - ADDENDUM 1 DESIGNATION o g !� t I, TRACT G I _ - - -- - � � � � I > " 1 1 • - -, --- ---- -- � � �� - - _ Av� �• . / • -- BASIN Z ❑ ❑ W W A� 11 2 � o 5 AlA� 6 Y Q - - -- ---- - , I ! - — - _ _ J v I - - - _ C9 !J V �'� , - i � TRACT L ,. _ r, -- -- - C 5 g w K U 0 ton _ 48 •� I �� I COLORADO RIVER__R4AD � � AREA 174 0 1 ❑ III ' s �I — — al � > 4 G 0.44 0.54 �, 4 - \\ DESIGN POINT - Ac . 0.68 = I Ill l lli �� ! � A16 - -- - UR >, ____ / /// ' �% a , o _ , ` . may � , � . _ .. - --- - �. . . � � 00 7 . J , — Al A _ FILING 1 BASIN LINE III IIII � ! �� acr c • Z -,- -�� ' =__-_ ` ' SAD OUTFALL� a a ADDENDUM 1 BASIN LINE / �� TRACT c �� FLOW ARROW K I / I I I ? „ G r�� i o /_ Q 100 =63.7 CFS ��i. A8 .4 � y I I I II � � � �� / � � e , �� i , a � A8 . 3 !9 �. 1' � o.7s � �o — \ clt I I I I I J r i il •�_ o '� � � 11I1 � `. h • • . • � � �� / 23 0.40 4 �� T 060 LOT TO BE AH . 1 j � w _ I MARC, ' IVIEf� R '�AD OUTFACE _ . y 61 0 . . I �\ �/ A • "rU C�_ A� 11 0 00 = CFS� - ATTED 2.02 00.40 I.60 _/ -' �� '�►� _ _ - o 1 37 0, 82 C /I \ ,I � RE k 5 � ' — �� I � BAY AVE 2Lu � � AC. 0. 81 ___9-4_. 5, AA A ` , co ' 1 - C� � _ �I _ U I A \ 0"k \ \ \ 1 TRACT G / co l ! - i" % - • ---- - - 5' � � - __'�-\\ \ \/�1 I ! .. TRACT ♦ I \\ dr I - - - . /�� 6 I `a TRA I, A111 1 o 0.40 1 .29 0.40 - . ms - � a 4.38 1 % / 0• .60 � � N. � ' /" A 060 _ _�" � � ` �� o _ z / ' • Al °' % •.�* S / � ems.._— - i_ ,=' `- __' _ T G ii \ r-/ 3 \ . :�L, "/ � // �� _ ' i _ 1 2 2 „---- iays N / / �, / ,� A . -ate b Y - _ - Y i j - V_ 1 74 0.40 it u, j ti00 t _- .,_ i 07m ❑0 ill 6 1RA-- 'MAGI I / /AO j _ - -- - --C - Al2 . 1 ---_ ---- - - _ -- -- ° __ ; _ �=� . 1 j _ ' - :AYSAVER 1 4 5 l'; / `. -;---7- 1 v 2.21 p.g20 �— y lis0T a �_ ! H / / 2;44 i _ - POND 105 L7 I- 03 rn I I i , ... m � � �re � 1� mm MI EN an i,m � slr� m m � uo � e-nom � �la��-!�� O / 63 . .% k / N---. _ x J I7 t Iv , / ' / � , — - � � \� � I � � m ' m " TRACT R- ot � � / i�i� � / / ,. � ! — --- �� ma � � � } ., o _ _ - I �� III /o , . i ........ .---___1/4--"<-----. �i_ oll - / TRACT P i W .-- "- \ Y / < ii LLI I/ I 4 POND 905 ❑ ' \ LiJ N H T 5 0-1;2 --y / !/"/ / , I i , Q Z L / i i ann._ I- J x TRACT ,P y _ U W N m / . / i / / ' LU Ii O N / I . �� / , \ / / . / / O a�/� w � /G . . - , T 0 50 100 200 W <J IS DESIGN DESIGN AREA Q 5 Q 10 Q 100 ` o POINT BASIN (AC) (cfs) (cfs) (cfs) STRUCTURE SCALE: 1 " = 100' CO a) LL w Z) r I A 11. 1 4.38 6.5 9.0 14.0 Type D 2 A11 .2 1.74 2.7 3.8 5.8 Type �''. m U I A8.1. 2.02 3.2 4.4 6.8 Basin Al 1.1 m 3 A8.2 1 .29 2.0 2.7 4.2 Type 0 J '6 4 A8.3 1.23 2. 1 2.9 4.5 Type C - � _ SHEET 2 6 A8.4 0.78 1.3 1 .7 2.7 Direct Flow co 5 Al2.1 2.21 9.0 11 . 1 17.3 Direct Flow Know 'what's below. OO Call before you dig. coo Hello