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HomeMy WebLinkAboutDrainage Reports - 07/27/1993 (2)-Storm vu fef L'oo ,sew Koye oP�ojao FINAL DRAINAGE & EROSION CONTROL REPORTS FOR GREENSTONE P.U.D. ASE T FORT LORADO PREPARED FOR: MR. JAY STONER 605 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO 80524 FEBRUARY 26, 1993 (REVISED JUNE 14, 1993) PREPARED BY: PARSONS & ASSOCIATES CONSULTING ENGINEERS 432 LINK LANE PLAZA FORT COLLINS, COLORADO 80524 (303) 221-2400 PROJECT NUMBER: 92.18 GRN 04 TABLE OF CONTENTS Introduction Site Description Historic Drainage Design Criteria Drainage Under Developed Conditions Erosion Control Conclusions and Recommendations Grading and Drainage Plan Appendix A - Historic Flows Appendix B - Developed Flows Appendix C - Erosion Control Calculations Figure 1 Vicinity Map Back Pocket Drainage & Erosion Control Plan - Phase II Grading Plan - Phase II 1 1 3 5 6 10 11 Pocket 1 2 FINAL DRAINAGE & EROSION CONTROL REPORT FOR GREENSTONE P.U.D. PHASE TWO FORT COLLINS, COLORADO Introduction This final drainage and erosion control report has been prepared in conjunction with final engineering drawings to provide information for the development of 42 single family low density residential lots on the north side of County Road 32 east of South Lemay Avenue and west of the Union Pacific Railroad crossing. This report was prepared in conformance with the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" and the "Fossil Creek Drainage Basin -Master Drainageway Planning Study" (SLA, August, 1982). Site Descriution The first three phases of Greenstone P.U.D. is a 140 acre parcel of land located north ' of County Road 32 (See Figure 1), west of the Union Pacific Railroad. More specifically the -1- No Text 1, property is located in the southwest quarter and .the southeast quarter of Section 18, ' Township 6 North, Range 68 West of the 6th Principal Meridian within the city limits of the City of Fort Collins, County of Larimer, State of Colorado. t ' The site has been used as irrigated farm land broken by a central north -south ridgeline, as shown on Figure 1. Grades vary from 2% on the central ridge to 12% on the west facing ' slopes of Stanton Creek. The area surrounding the site is cultivated farm land or open unimproved ground along drainage channels and floodways. Currently, no significant infrastructure improvements have been constructed in this area. A 3" galvanized water main connects the small farm house on the top of the ridge to the water main on South Lemay ' (County Road 13). Sanitary sewer collectors follow the approximate alignment of Fossil Creek and Stanton Creek, allowing Greenstone P.U.D. a minimum of two points of connection to the Fort Collins/Loveland Sewer collection system. 1 ' Historic Drainaae ' This site is within the Fossil Creek Drainage Basin. As outlined above, flows are divided by the central ridge line and currently sheet flow west or northwesterly to the Stanton Creek drainage and east along County Road 32 to the Union Pacific Railroad (UPRR) crossing ' or northeast to a low area and culvert crossing below the UPRR embankment. An existing 1 -3- n 7 l 1 1 1 culvert currently crosses below the embankment at this location. The existing embankment culvert is a 36" steel conduit in good condition. The existing area was divided into four main basins. Basin A drains to Stanton Creek, the historic (2-year) flow was calculated to be 13.2 cfs. Basins B and C drain to the low area west of the UPRR, historic flows were determined to be 29.6 cfs. The historic 100-year event for basins B and C was calculated to be 113.2 cfs. The existing culvert at the UPRR embankment has a full flow capacity of 85 cfs, the 100-year event would require 2.3 acre feet of detention storage within the railroad right-of-way. Please refer to the Final Drainage Report for Phase I for detention storage calculations. Basin D drains to the intersection of County Road 32 and the UPRR, historic flows were calculated at 2.2 cfs. All calculations for historic flow can be found in Appendix A of this report. Much of the land within the site and adjacent property has been under cultivation. An irrigation ditch and laterals cross the site at the top of the ridge and flow north to a field on the north end of the project. This ditch will be abandoned as part of Phase I of this project. The current land owner of the site under development holds all irrigation rights to this parcel and adjacent land. An irrigation lateral running east through the site will be intercepted and diverted to the irrigation pond at the northeast corner of County Road 32 and Greenstone Trail. This pond will serve as retention storage and water features for greenbelt areas within ' the P.U.D. -4- I A master drainage plan entitled "Fossil Creek Drainage Basin -Master Drainageway ' Planning Study," was completed by Simons, Li and Associates for the City of Fort Collins in August 1982. Improvements identified as alternative 3 were ultimately selected and approved ' by the Storm Drainage Board. This alternative identified structural methods of improving ' Fossil Creek and identified a number of "on-line" detention areas which could substantially reduce or eliminate the need for detention on some sites. All areas developed under Greenstone Overall Development Plan require no on -site detention attenuation as per the ' Master Plan. Design Criteria tThe rational formula as identified in "The City of Fort Collins Storm Drainage Design Criteria" will be used to calculate runoff from this site. The rational formula is a widely ' accepted predictor of flows from drainage basins less than two hundred (200) acres. Manning's equation will be used to identify the capacity of channels and gutters. All coefficients, nomographs and design values used in this report were provided by the "Fort ' Collins Storm Drainage Design Criteria" and "Urban Storm Drainage Criteria Manual" Volume t1 1 1 -5- t Drainage Under Develooed Conditions The development of forty-two residential lots for Phase II of Greenstone P.U.D. with drainage improvements will substantially reduce the damaging effects of runoff historically expected in this area. Street sections developed for this project are standard 28' flowline to flowline sections (P.U.D.) without roadside ditches for short cul-de-sacs. The collector streets, Streamside Drive and Silver Moon Lane, will be 36' flowline to flowline sections with 54' right-of-ways. Some overlot grading can be anticipated, as seen on the grading plan in back of this report. A complete drainage and erosion control plan is available in this report's Back Pocket, please refer to these sheets for the following discussion. Basin A Drainage improvements to basin A will begin with the removal of the irrigation ditch and re-routing of the ditch to a pond at the northeast corner of Greenstone Trail. This irrigation ditch forms a high point on the north -south ridgeline. The flow going west drain into Stanton Creek. Storm runoff from Phase I will sheet flow down to Streamside Drive where it will concentrate at two sumps. These sumps are labeled as concentration point 4 and 5. From 0 i these concentration points, the flow will run down to Tracts 'C' and 'D', respectively, ' which empty into Stanton Creek. The runoff from basin A-1 will collect at concentration point (3), and flow into a 18" RCP culvert under Streamside Drive. A ' natural swale will convey this flow to the open channel of Tract 'C'. Streamside Drive has two sumps which drain into open channels that ' eventually drain into Stanton Creek. It was necessary to run a 12' pan across ' the road to convey flows from the sump into downstream swales. At concentration point 4, a 12' pan will transfer flow from the eastern gutter into ' a 4' sidewalk culvert and empty into a grass lined swale. Accumulated flows will collect in the open channel designated at Tract 'C'. Flow capacity ' calculations for road overtopping were performed using Manning's equation. ' The Fort Collins Drainage criteria for overtopping a road is a maximum depth of 6" for the 2-year event and 18" for the 100-year event. These calculations are ' shown in Appendix B. At concentration point 5, a 12' pan will transfer the flow from the eastern gutter into a 4' sidewalk culvert. The accumulated storm flows will exit the culvert and flow into the open channel designated as Tract ' "D". Culvert and inlet sizing calculations are shown in Appendix B. Street capacities are adequate for the 2 and 100-year events with supporting calculations in Appendix B of this report. 1 -7- 1 The stormwater runoff from Basins A-4 through A-6 will overland flow into Stanton Creek. Basin A-7-is composed of the western curb and gutter of Streamside and Silver Moon Drive. The runoff from this basin flows to concentration point 6 which outlets into an open channel. This open channel is designated as Tract 'E' which flows down to Stanton Creek. Basin B For Phase II, basin B consists of two subbasins, B-3 and B-9. From the collection points, temporary channels will be used (with easements) to transfer flows to the existing low point on the west side of the UPRR embankment where flows are conveyed under the embankment by an existing 36" steel pipe. A temporary detention pond will be used to attenuate major storm flows for the 100-year event. This pond has a required volume of 2.3 acre-feet. Calculations for the detention pond volume and accumulated runoff as shown in Appendix B. -8- TABLE. 1 CONSTRUCTION SEQUENCE PROJECT: 0R rNSTDNB —PHASE'. Il STANDARD FORM. C SEQUENCE FOR • 19 93 ONLY COMPLETED BY; D.�� DATE:_ 2/26/99' 'bar Indicate b use of b line or y symbols when erosion control measures will be installed. ' - Major modifications: to an approved schedule may require' submitting a new schedule for ` '. approval by the City Engineer... YEAR fs9s MONTH ✓Wz ✓mr .lDC� SBPT. 'r. OVERLOT GRADING Ponds & Utility WIND . EROSION. CONTROL _ ' Soil Roughirig i x Perimeter -Barrier r Additional Barriers . ' Vegetative. Methods Soil Sealant_ Other . RAINFALL EROSION _ CONTROL STRUCTURAL: r= Sediment Trap/ .Basin r Inlet Filters , . Straw Barriers = Silt- Fence -Barriers: Sand Bags Bare Soil Preparation Contour Furrows Terracin Concrete ' Asphaltf Paving Other VEGETATIVE: Permanent; Seed, Planting` Mulching/ Sealant ' Temporary Seed 'Planting}` - -Sod-Installation — -- _ Nettings/ Mats/:' Blankets Other . DATE SUBMITTED' 2123198 TABLE 2 EROSION CONTROL METHODS EROSION CONTROL METHOD '. C—FACTOR ; VALUE-' P—FACTOR VALUE COMMENTS STRAW BALE DIKE 1.0 0.80 ALL CHANNELS IN PROJECT GRAVEL INLET FILTER 1.0 0.80 ALL INLETS ASPHALT PAVEMENT 0.01 1.00 ALL ROADWAYS SEED/ STRAW MULCH 0.06 1.00 ALL DISTURBED AREAS (2 TONS/ ACRE) ROADS/ OVERLOT 1 Erosion Control Wind Erosion This site is located ,in an area designated as having moderate wind erosion potential. The existing natural grasses provide adequate ground cover for the site in its natural state and the existing erosion from wind appears to be minimal. Since this site is being developed with low density tract, no or minimal overlot grading is anticipated. Areas that are disturbed (Grading Plan in Back Pocket) will be treated with native seed and straw mulch. Only building and street areas are being disturbed and permanent improvement will be ' completed in these areas within two months after they are exposed. See Table ' 1 for the proposed construction sequence. Native grasses and hay mulch will be applied at a rate of 2 tons/acre immediately after paving and curb and gutter ' operations are completed, no additional wind erosion measures are proposed. Water Erosion This site is located in an area designated as having high erosion potential from storm water runoff. Examples of this can be seen in existing drainage channels on the site. Runoff from the ridgeline to the east will be directed "oil 1 11 1 1 1 1 through drainage swales into a temporary detention pond at the UPRR embankment. Since the erosion control measures on this site are significant for reducing or eliminating erosion, the pond will not be required to act as a sediment basin. Erosion control structures (straw bales) will also be placed in the drainage swales to insure that potential erosion from high flow velocities are minimized. All areas disturbed by construction will be paved or seeded. Other exposed ground will be seeded and mulched at 2 tons/acre as per the construction. sequence shown in Table 1. All erosion control calculations are available in Appendix C. Conclusions and Recommendations After reviewing the existing drainage information available in this area and reviewing the existing site conditions, the following recommendations are being made. 1. The existing 36" culvert under the Union Pacific Railroad embankment will be used as an outfall for the temporary detention pond which will attenuate the peak flow. An open channel downstream will be improved to convey flows safely to Fossil Creek. See Phase I grading and drainage plan for flow calculations and the cross section (C) indicated downstream of the embankment. -11- 2. Street sections, inlets, culverts and backyard swales will be used to convey runoff to existing channels. Erosion control measures will be used to mitigate the impact of construction on the site. 3. Very little overlot grading is anticipated. The only grading will be to construct the roads and drainage swales, grading of lots adjacent to Streamside Drive will occur in isolated locations. 4. No on -site detention is necessary, based on Fossil Creek Basin Master Drainage Plan. 5. Depth and velocity calculations are shown on pages 6 and 7 of Appendix B for all drainage channels. since the velocities are less than 5 feet per second no energy dissipation or permanent erosion protection is needed. 6. Excess sandstone and topsoil will be stockpiled in the Phase III area. The sandstone will be crushed and used as road base course. The topsoil will be used as fill & landscape material for County Road 32. -12- 1 2. 3 4. REFERENCES Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, May 1984. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, March 1969. Topography, Southwest Quarter Section 18 Township 6 North, Range 69 West, Arix, April 23, 1981. Fossil Creek Drainage Basin - Master Drainageway Plannina Study. Simons, Li & Associates Inc., August 1982. "Final Drainage & Erosion Control Report for Greenstone P.U.D. Phase One", Parsons & Associates Consulting Engineers, February 1993. -13- I 1 LJ n t C APPENDIX A HISTORIC FLOWS �7Te;/�$�Ortit- r ULV - �`h'2J 1miM.Ty 1./YAl,.ygR. GAO lag Tmlre_ _ 2YY, 'I)s�UY'IL Flows rLVM Lk)\ C311� ✓ von - Uir- n�'1 k�Jln / l.l,44d— • UrID,, Dm, t , -ati `soh 0 �, I )rnc_ 0� ����ii�✓1 1 a"'�L 2vr �,-ri, C_%�.i�le. 3-J►; (,(,-ba•, iJra���`�) ©, 2-0 Gall L�tSins� J �f 1.00 . C�I�v GKnI� 1 iSll� 'C bws 40 Po ny /A1eh (A4 Av. 5 OL t �a✓ �Yw� 1 LIT sz 1 3 4L U,14.41 ): 4,1�- 27, 8Z1 ' . 2 S 2�coo D �it? .Z n d Cam. Zok 3 Z I''G�'�vn.�rt � �jr 1.1:L<tn .r'1 L }lrs� S�l ) � _ � f !•1 cC C < � � SLt�I 5 3 (14,6�) 3 from wc. 9 1 - ►e>r• �; 580 o� IJwir� (u3 e 5 u•e: 3 - Z � ��3 / Q 560 f CoOV c0., Y IC 22.67 + 9.7. _ 3Z.-3 Min���e5 •• 13151h . 1 f. 1 �.n(r.i- cc�) t7Z _ 5 3 - (41.7)�13 3-9 't CCOv 60 ( 1.50 �' � l Z� . m' L-4c5 _ .3. J mr s. UGIi)nS ��� C2�Y �T / 1 IC = Ti } LIO. (� � {�c�S�n „� L (10u r r cn/7 t: t � ) CC�lA 1.36'y;,r�(117.82,1�)= � f C C -10'y�-� (67. 1 J �Y gQsl�� BIL SOB C ��1 ' (����.�,0�(5.20 (61) ` 1 f z cf 7.1 \ I G►-C . 4L..rc- 1 � Yor 1 1 1 1 1 1 1 1 C-,AO lyy/-7y 5Ld 315 Fir .}� �.. ;,•; zz 10' ((,ls; l v 3 z) . 2-1 ZzLo z) Gov _ - 52.9: (o. •28 q 52.� A'evJ IfL�erMinf� QZ �JY J.�SJ�1 I�G.SI n Qz i-Al) l/ l . iOZ �C.) ` 2 • C-YS 5 �u 40 1 1 1 . Z1 23 3.5t -7?© 25 1.3 = Czo)(1.0)6,�a)(sco.�� j LP I 1 1 1 1 1 1 1 1 1 i 1 1 1 1 DRAINAGE CRITERIA MANUAL 51 3( t- 2 ( z w U Cr w M 1C w D- Cola' O: 5 N.z w cc 3 O U 2 w F- a `:- 1 RUNOFF �J oil����� 11iAN �����IIIIII�II �//IIIII/ • i ►A■■MEN ME INN ,��■■�� AI��II0 �I.M�AWA I�����■■MAE� %COI■% l ==�= Z 3 5 1 �L152{s 3 5. 10 20 VELOCITY IN FEET I$ER .SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER . REGION. REFERENCE: "Urban Hydrolo9 For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. r 5 -1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT No Text I 1 1 APPENDIX B DEVELOPED FLOWS C LL T 6 n •a C C R t A C LL re O Of COON N0)vr 0000 v�Or COwe O1 N rM�A tl'i 04 COS rM� Of ODhN C'9 CV v co 0� W'ulL �qwIV 00 Nrr N N •f0.m..� vwCMM OODOI(Opt0O Mw coO VO cMC9M riNCVN NNN rrrr NN r r C -CD C O w w CO 0) 0) C) CD N N CO 10 )O r U1 er � 0) M N f� E w ri ri 6 ri •' ri ri c ri ri o Oi v v N Ul) v of r r r r r r N r N N r r N N C O U 9 C E N)O fV N �r NN Ono C9 CV rll C'Mrl� r O1O �C N 0 CO )O 1-- CO I. 00 O � M CO O O r 0) M h O N r ►� CO O� CO O m M M N N N N M N N r N N m OO )OO 0)co t0 0 OO O a O N 00 M N O r O r O r O g o r o r O CO O O fA 00 00 00 000 00 0 L r TIC; O0F000��Jjt 0 v V w N h N r r O 0 C �w r� r �! 1O r M O C0 O rr pjC r COCOA ow N a) C O) M M ul) O OIV )O M M N N Q. 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S- E N •r i to Ncv i N S- L 4- S. ro O ro 4- N 4. S. • C N ro E ro N N N r ro to w 0_ N ro ro toao- ro� N •r rr tT r- • ro •r N W C 4J to (0 •r =) L L S% 4- (0-0 O LU 0 Z ' G3tSeNSTJNc 2. Iq, 43 e o//cp,, o 541,ep4 cay •. Co04n� ro//0vewrb ' 1:�rWe- 4-1 ' C6Iloc4oS IIPP4— IDE Dm1V£ 6 Ae 4L _ CL s y' 1.43 1-0 f•sgyt, 'gs 3 Rex,1, 11Ave sbpoS .,6� IH-i-�u.� ' Slope' I•q�/1.6% u�,= 0.16-1 yam= '/3- g;-o.—' n=ns0 x/„=25oo f-TS = 14 (I.4fb) = q.s Z.g �&4 ' 4110 o��e Q 0•�()4\ = 11.2c(SC,.4%] 12,.) 13.66YS;de -D- re co., cr,..� I1,Z *o IZ,( cFS �4.Q, recelros glop 9•�tic:Q� have cyeoP �lopo,{ ,��,c� CO,n Clly pry 'for 1-"'�2 Z^f� Cho,-1- 2 J�eris>�ST C�kk4n1'j cr� -��o�.., ; S - ct�p''o``!i.•w'�-e Q+,(ea C4$ UJkiL� IS V WQ.II wvder �2 I,�.,�Nl•�.�r.. 4 Cvir`•!11 .2.,. Qt PO,�� �I PI.Z C� ...— v � ' L.oC.AL SiRskT S I L�l+✓Q aiooN T��,v6 2fl I +� a n - 0.01 I� Alice Sl—� Ca�oc, (cfS� �QCTo- (4.2) o. • S cis o S 3. S c{ s I , S 14. 1 .4 c-� ' 2.15 10.0 C+S o.7S s 14. z 5 cfs e nlox;.emu, Iov) efppc L a�o q S;)vef JV`OG✓ TJr�e vwf(k 4kL9,�kSrola D.v1vt In.sSc1 °r 5 5 +0 6 cis . r lo --- - - — _. - e C.) ro Clip q c .'�'r.� i� S c.t1\ � c I B n"� 41 S; or 'Nola PARSONS & CUFMT �AV S'taus'v- JOB ND. 92•18 62N OS Irk ASSOCIATES PROJECT 9�use 6rreeers4sm\g— CALCUunOPMFDw ��reo+ 6Q1?+yc• CCUSULTM EKXUNEERs R CoRm Color*do MM MADE BY i �� S /t 93 DATE CHECKED DATE SHEET 4 OF ► b PARSONS & CUEW -"A -�!-°Nsrt doBNO. 92.18 I*OS Irk ASSOCIATES PROJECT 'PAose 6rrae4s one, noNsFon_CAQmA#1 CaD4e. CONSULTMOENWNEERS DLS r7-• 4 3 FL C*Rr^ Cebrodo 90594 MADE BY -DATE CHECKED DATE SHEET OF PARSONS & CWEP+T TAY STO►1"�iZ JoeWX 92.15 GwJctS r1— ASSOCIATES PRojEcT l'ms o 11 .— GTee„c+o a cxCUL^TK S FOR n o„•el c COPISULrWO ra&80=4 RUDE By 0�'G DA 5 23 CHECKED DATE SHEET OF FL CeOn, Cel>do B057A [1 11 1 �II �/b Greenstone PUD Cross Section A 1 ' Cross Section B 1 June 6, 1993 Velocity and Depth Calculations w= 8y+2 Area ,= 2y+y[1/2(w-2)] = 2y + y[1/2(8y+2-21 = 2y +4y"2 = 2y(2y+1) WP = 2+2[y"2+4y"2]"1/2= 2+2[17y^2]^1/2 = 2+zrlTy Radius = Area/WP = (4y42+2y)/(2+247 y) AR"2/3 = [(4y"2+2y)/(2+2 17 y) ]"2/3*(4y"2+2y) Fyac,� j�o . w=8y Area=1/2yw=4y^2 WP = 2(y^2+1/2w"2)^1/2 = 2[y"2 +(4y)12]^1/2 = 2(y"2+16y"2)"1/2 = 2ffy = 8.246y Radius = Area/WP = 4y"2/2My = 2y/ 17 = 0.4851 y AR"2/3 = 4Y AM = 2.46937y"8/3 --ra6L 2- (2 + LY) z+2� ,fez (v-r cle,..) ' Greenstone Phase 11 June 5, 1993 Velocity and Depth Calculations Tract 'C' Cross Section A t S = 0.022 Q'n/1.486•SA12 = 12.16826 Q = 44.7 ' n = 0.06 Q'N1.486'SA1/2 Depth WPC_ 12.16826 1 1025 6.00 ' 1Z16826 2 18.49 20.00 1Z16826 1.5 14.37 12.00 1Z16826 1.6 15.19 13.44 ' 1Z 16826 1.588 15.095 13.263 ' Tract 'D' Crow Section A S = 0.04 Q`n/1.486'SA12 = 4.885599 ' Q = 24.2 n = 0.06 Q'n/1.486'SA12 Depth WP Area 4.885599 1 10.25 6.00 ' 4.885599 1.25 1 Z 31 8.75 4.885599 1.1 11.07 7.04 4.885599 1.075 10.86 6.77 ' 4.885599 1.07 10.823 6.720 ' Tract 'E' Cross Section A S = 0.067 Qhd1.486*WI/2 a 1.637889 Q = 10.5 ' n = 0.06 Q'n/1.486'SA1/2 Depth WP Area ' 1.637889 1 10.25 6.00 1.637889 0.5 6.12 2.00 1.637889 0.75 8.18 3.75 1.637889 0.6 6.95 Z64 ' 1.637889 0.65 7.360 Z990 ' Downstream Culvert of under Streamside Drive at CP #5 Cross Section B ' S = 0.02 Q = 11 Q'n/1.486'SA12 = 3.140582 n = 0.06 Q'n/1.486"SA12 Depth WP Area ' 3.140582 1 8.2^5-4.00 3.140582 1.5 12.37 9.00 ' 3.140582 3.140582 1.1 1.08 9.07 8.91 4.84 4.67 1140582 1.094 9.02 4.79 1 ARA2/3 Velocity 4.1921 21.0782 10.6353 12.3796 1Z1617 3.37 fps Froude # 0.47 AR1,2/3 Velocity 4.1921 6.9620 5.1981 4.9342 4.8825 3.60 fps Froude # 0.61 ARA2/3 Velocitv 4.1921 0.9450 2.2229 1.3805 1.6352 3.51 fps Froude # 0.77 ARA213 Velocilvv 2.4694 7.2815 3.1841 3.0320 3.1379 230 fps Froude # 0.39 No Text PARSONS & CUEHT STOIca. JOB NO. az. i it Irk ASSOCIATES PACT 6nEi44Cto,4F pH CALVVUTONSFO. 0-ii,60 e✓E4-l"'o✓ CONSULTING ENGINEERS R. Cam. Cn6r"6 80-4 MADE BY /A P DATE 5 EHECKED DATE SHEET OFF 1/0 Ca&CITY ee C v RZ o AttiI,v 4- 3 (12e, e TS .S �eTp, b�of- �• l'i (� = 0..48 �C2f 32.z)• / 0.33�eL Y �,dPwu /k (f u /vo, n ` 0, 65 (z �l �)L Z �3Z.z) (0.6(7,��2 _ Pj. L "rS P. %3 �G a 3 y3 I(A I 16 1 I I 1 DRAINAGE CRITERIA MANUAL INLETS 9 CULVERTS H -+a W �a � I ... I Y r lO.i C J A � I W A117017A (IT1711fl0 . a' W M Y 2 Y } ~ N Z t~/ W~ "(xtI I1lOr1M0o W Q N �' °I� >> a 2 N I O O n u t W W u 2 O: )f N ul 2 2 W d'I I �i i s r J x �R J 1 W p tO ` F + x cip'. O d ; u J � o }� a O — il� W p (� II 11 ` z O z H O Z 2 3 u O_ _ p 1- v � 0 � F- f" o 0 W J p x n WW o 14 14 W Q R Z+ ql Y o Ix cc 'I' tai H Y O ?p FW - N Z D 2 8 = N N G < 3 3 a = nn`` J J t W tip l t) VQ Fa-~ ux _N U N O _ Qp p N in �_ W . � z O O p cn W V O W 2 - W W O It 11 Y N (a C F r O O v W L t`•• }� Ir } d IC J t) U W = rram WIN FIGURE 4-4. DESIGN COMPUTATION FORM FOR CULVERTS II-1'.5-68 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL 46 INLETS 9 CULVERTS ISO 10,000 LE Iss e,000 EXAMPLE 6' Iss 0.49 ledt 43.9 to") 6. 5. s' o•l:a o. 144 '000 4 000 Ije Hr 'ji' 6' 5' 132 3,000 feet 5' 4. (1) 2.5 9.0 4. 120 R1 2.1 7.4 2,000 (Za 9.1 7.7 — 3. 1 Oe 40 is foot 3. 96 1,000 3. am --�— S4 600 2• p- // 500 72 400 300 / 3 Z 1.3 I.5 zp A+� to \ 60 p 200 1.5 z z / W o s4 �W 100 z > 46 / SO = 1.0 p o 60 Q. 1.0 C 42 o SO Hw ENTRANCE W o 40 SCALE 0 TYPE W IO 1- 36 30. (1 spas so" with i 9 9 heeeeell 3 0 .9 33 20 (23 whew and will W 0 30 "*a"$$ s 8 8 (3) orooaa and • S Y7 Nslwtug 10 s .7 7- 24 .7 e To wa oesb (s) or (3) poleet Y I 5 sorlsoafolq to Isola (1), tees . 4 au straight leell000 lies tMeage 0 and o seeks, or reams sI .6 6 3 illustrated. 6 . Is 2 Is 5 Lo For design, use charts and nomographs 12 in chapter 10. CNAP- Z FIGURE'4-2 INLET CONTROL_ NOMOGRAPH EXAMPLE" i IL-15-68 2000 800 120 600 108 500 96 400 84 300 72 66 200 i - 54 A - 48 u 100 z E 42 " 80 35 60 33 50 a0 27 30 24 20 ' z — 18 10 15 8 6 12 5 4 Hp' -H -ho — Sol 0.4 0.5 0.6 0.8 1.0 i c 2.0 k, a 0.2 yp h� 3.0 p� 4.0 1 5.0 .rr 6.0' � f • p • O ff • O?� 8.0 •O It 10.0 If HW! ;TW eho 20.0 Submerged outlet Pressure line _ /t H % Di Q�� / i Cs...� ! Unsubmerged outlet o CC;rY.(I cLr 91EN �+�7 1 V 1 _8 Typical nomograph for culverts under outlet control. (From Handbook of Concrete Culvert Pipe Hydraulics, Portland Cement Association, 1964.) Head for concrete pipe culverts flowing full; n = 0.012. Adapted from Bureau of Public Roads chart 1051.1. Equation: H= r2.5204(1+k,) 466.18n=L1( lL D' + DWt—10J `IOJ H = head in ft. =0, r��! a S17WP`��°c%-vk,=entrance loss coefficient D —diameter of pipe in ft. Jr (00 fi n =Kutter's roughnessQ — 1 coefficient ow V'r',""/ L =length of culvert in ft. Q Gt/c r Q = design discharge in cfs. / 1 10 0 1 1 L" j J-c- 4L n'�AJC ♦ v01 �/T � �r-�1flOr:.I t/ OQU'\4Iun For'j- C4 4L c, IF)ZZ 51,,rt , evn4 u n,l j) pe.ss r��;�.G*� ,,..._i%.o:� � ,�(�.,.•�.. tt�.�e�,naw�ia✓� . �� z�c�s;;% 3Cs�� s-��-� al,w�.� �jLirP Ivan a U�O,<-&j of C,.0, of at Lk C-L-1vo-Y ' Gl. , Z 4 +L C4A = lQ•-OXI1 2-5)C87.10 = 22.,107 /00.Yr t� x �L• A<.CL&PNL Cc-t�&� /lVolwl.,L. ODI ^105. 0) t (LI. 2-0) �,. I�/ � ^^) J.J' I )(3. 06 0 0 J �00 Ci 00 1z00 11300 1400 3Co ov T. 5-� 5 I `{D,) 36 Rce) 96 ?A3, 531 301 � 6? ' �Co5Cs) 25� 50v 5�,00v Z(o 500 10z) 000 15,3)000 z55, OX 5q) 075 oil 136 99, (0-�qa 101,831 93, i57 -7 1) 9G5 �%- j. for 837 �� I DO.( v Eve-4 L(>E--- -- -_ 2L A - ' c 1 (� i -J����m--� /..r_'LTc^v11nFr -7.� lt�Lixt�(v_�u.M �/_Q6_u►+'•C.. �_ 9� �L{il't��u • �_ I - � � ^,cO ny'°Z O f �,gl,Orj �Qr�� e.�•h'� _ -_ __ _.._ - -- ass d, d , .f � 1 ♦. , j. it s .-�: r., 1 � ', _ —_ rr 1 —_T- 1 k7 7 z-i - '--Jr_j_� 3:1t + to rn • I , 51 I = i t— — — -- / L • —� SCo4I f� �� 4�•) c_zr5 moo F t z� z{r . 2 �5 2- 1o - � lee 100 �305 ZCeCI 30 __ �Cc{ . ,C �8�0 ✓Zp� �l�l0 53 o Q _CIO 9b2 7: 1 20'i, �np Za1,952 _.. 197- 42, 30c0, Ooo -- 15G, Ike:_ ...- 160- _ �I`iZ �I 1 _... �zcac� - _ .. >.5.i C, SCQO - ..colz oop_ t►5o. _ (_� 1) (i. is) �q�o _ 5W Sao -_ _ __. 'I� `M w�Cf•bS� IDS mF rod 5. 0 AL � f [1 APPENDIX C EROSION CONTROL CALCULATIONS 1 1 I�4 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: G�LfJSTos* 'P4�1MV— Z STANDARD FORM A COMPLETED BY: -DLJE DATE: 5' ZS'93 DEVELOPED ERODIBILITY Asb (ac) Lsb (ft) Ssb M Lb (feet) Sb M PS M SUBBA§IN ZONE RIO ,,.z I.01 <qo 3,9 Al " 0.11- 5.73 (goo 9.9 A2 u 0.0y 3.�2 515 6.3 A4 1200 S 4-� A5 I o 11,003 �30 •4 lie " `' 10 33 1220 1.6 0,0:5' �.60 1425 1 c6 A2) VA o.0'1 2.9q S 117 6.0 �3 q H,G1+ 5.ss 575 2.2 TAQW 8 1.33 S`15 2.4� 814 I I AAA. W-u 1yy1 8-14 DESIGN CRITERIA 1 H n 0 L EFFECTIVENESS CALCULATIONS PROJECT: GgpeljCTOA1-G -rt .Aelt 2 STANDARD FORM B COMPLETED BY: -VAIJ 1-,VAkU DL6 DATE: Erosion Control C-Factor P-Factor Method Value Value Comment Sko� �.le ;kps 1.6 a. 4,0 WI S-„ kes uJ/.N�r�ec4 1 . 0 40 /, Cover � F 3• S' I �* �i5pbu�� �ave�.ent 0 0l 1. C) Air Seed S+yaw 1�•lulcl.�o°�a`wgyy,S 0• 06 1.o .1 Ulk DTc- C2 T..K I Aozs ] uri,eJ 'G.eus MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS A Q3.2�% fa I , 07 wo ��o s�u(�jed Areck iO O W c,,',V ft( (UTD) -P- -(:QG404. . V 5FF �� — . 0. 0.G 1I_10 0 03.4 Al 5 Z3. -70% _g acie *firs bnp C = O .vD CO.J 1) � O.'.Jia (0. O (oY _ s C= O.ogrj iilrp ` P � _ � . 6 • MARCH 1991 8-15 . DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: ' gm"Sroue STANDARD FORM B COMPLETED BY: inn ., 5 b CE DATE: Erosion Control C-Factor P-Factor Method Value Value Comment S�rnww--u.e. -L7.kos 1.0 O•cb all Swot,*S 1E-X ,5+; A` (Sr -A Q: 1 \ J , O 40 �/o Co jer IavPne«� 0,0( S 0,0G 1 , O t L2 Tom / A --tw MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS /� A Q .) D3•4/0 pp A-3 Q 3,pl �� j�onJs co..«+ed os d�s'�.p jPd c�Pc. o.ob u2o%c' 0.4o (o.o(,) + 0.60(0,11) = 0,09 831}% A'A It;Oq soy, 1:5,i4ofloed Arec, ;'3g1 ac G=o:o.6 '70 %o U.,4"s uAoej ' Areo, = ?,g2- C- G.I I 0.3 (0.06) =- W'0 `'�' c O. 4r C I.o \ _ O. p •2i — G'"{�cu,+ �.�. �•iaS�', . A, G (00 qo uhd�_� udb ad '�2�1 c 4,007 C=O. 0 i `NTn C-='O'.'40(0,06� 1. 0•6�0111 - O.pq 0 . (b( i I A- 6 10•33' o.eCa.oq��Ito— 35% �cs��•�ed lltec� . c= d&oro '934%d 6S % Are&- c= o. 11 W'ffl. c- = D .35 (o o 6) '+' o (o$(o.1 )� _ 1/7 roll- .ef MARCH 199 8 ;15 DESIGN CRITERIA I h/7 I - EFFECTIVENESS CALCULATIONS PROJECT: �x���tJSTdW� '?Aksie Z STANDARD FORM B COMPLETED BY: Dam EV"s D(rc DATE: S 25 q3 Erosion Control C-Factor P-Factor Method Value Value Comment S-�rq,,, 'gale+ Dy1ke. 1.0 .Q 0 CI�unNQ�S D-h •O Gao55 Cove - 40%a ( uAI zv.�,�bod leoQaw Q�S Seed 3 11u1c���� p.o(o 1•p /ail -9s a AteckIG- uC MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS ht b3.4 AG 10-33 WrtD API = D.00 sk�a,,Fakes ;�Trac+ �Gi EFL = CI - 0.4,(0.043) = G2 Io 53.4 Al 1 •6o Ioo %o -1:;;);s4 )foes Arec� 0.06 i 1.0 = C► - I(o.o6)], (oo = 4 o 6 $3.4 A$ 2.41 ►o'/o -7!):s4,►iW. Xrcy 0.30 a� wrp G C = 0.10(11•01e) -t 0•go(o.11.) = O-loj ��, � o.a L11 = � � s+��W �.� �/S � cal✓,+ L 91.6 % 83.4 5X, C l I 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: G1¢QE-„STd0e +V4.Q L STANDARD FORM B COMPLETED BY: -P+w TcvAWs At DATE: S • zS •93 Erosion Control C-Factor P-Factor Method Value value Comment sk4,, -We 'D IG. I.o o. all c6%wke4S aoo/1 (wa':S+u,-W) Seed 3 Ma4cl� 0.0ro i o All MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS �Qeti � ae.nsS A g3•gb EFF _ C(94.o • 1.o�� 4 (9o.5,. 5,23)+ (9o-o, 3.82)+ (92.4* 11,Oq+ ( 97's. I-lb3) + ( 7.(, ° 10.33}+ (94 , 1.(oo) + (91.(0* Z..49/ 43.96 $ 61,S B • 3 .1.-19, AO'jo v:s44ek Arai = ©- -71 4c•e3 (DO'/0 LXAa.5Eu,L,,L = 1.0-7 aces �-rn `c' . = 0.4 (0.016) 4 0.6(0,11) t;. p.05 W TD EFr- = L� - I (0-09) * ioo = Ro__o B q 5.55 20 0.20 (0.06) = v. 10 g �i.f o 'roTq� '1 33 GFF,,,«= [90.0(1.1`3) t Gz•�(,5$55,/-1.33 Gll Qroion Cocicu1 m[�54ro ,e IP CONSTRUCTION SEQUENCE PROJECT: &45e V7oNE _ Arm Z STANDARD FORM C r5EQUENCE. FOR 19 43 ONLY COMPLETED BY: _DLE DATE: 57• 23 4q3 ' Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. ' YEAR 143 II I MONTH ----�i=wl------------------------=---------------------------------- ' OVERLOT GRADING{;fit{;ems I I WIND EROSION CONTROL I I Soil Roughing I I ' Perimeter Barrier l I Additional Barriers Vegetative Methods I I ' Soil Sealant Other 1 l I RAINFALL EROSION CONTROL I STRUCTURAL: l I Sediment Trap/Basin l I ' Inlet Filters I I C Straw Barriers I I ' Silt Fence Barriers �� I Sand Bags I Bare Soil Preparation Contour Furrows I I ' Terracing i I Asphalt/Concrete Paving) I Other VEGETATIVE: ' Permanent Seed Plantingl I Mulching/Sealant l: I Temporary Seed Plantingl I. Sod Installation I ' Nettings/Mats/Blankets Other I I 1 ---------------------------------------- ---------------------------------------- ------- 1 STRUCTURES: INSTALLED BY MAINTAINED BY ' VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON ' HDI/SF-C:1989 1 1 1 1 1 1 a PARSONS & wENT C�Oro' Joe No. 1?2'iS GR1✓ tr ASSOCIATES PROJECT C�Pp.S{e • �•St MC CALCULATIONSFOR 25r 1=71-4rF CONSULTING ENGINEERS FL Celluti C Lando 80524 MADE BY VLE DATE S-2S-9s CHECKED AC DATE SHEET OF--q— ' PARSONS & CUENT �¢� S-TtlN82 ioBNo, 92.180d Cr�►J 1!� ASSOCIATES PRaECrr DV�csa 7t G�oers*o� �Z- CJU.CULA"nONS FOR ' CONSULTING ENGINEERS \ FL CAA Calera& 80514 MADE BY V LA DATE 51215 13 CHECKED DATE SHEET OF__Cj_ 1 1 1 1 u n q/4 48 NOTE 5000 The ripiap should be composed of a well graded mixture but most of the stones should be of the size indicated by the curve. Riprap should 4000 be placed over a filter blanket or 42 bedding of graded gravel in a layer 35M 1.5 times (or more) as thick as the _ I .- largest stone diameter. 3000 F O O 2500 j U 36 i Co 20000 5S• fn 1500 Z 0 30 a W I S ♦ LOU) Q 1000 — 5 S 900 (a z_ 800 " 700 0 24 H 600 W Q 2S 2F 500 a 400 - � •IF 3F W W 300 Z O 18 250 N NOTES t— N I. Curve shows minimum size 200 stones necessary to J Q resist movement.. 150 U 2•Curve is tentative and W 3S *5F •4 subject to change as a 100 LU = 12 result of further tests 75 a- V) 4S ♦ or operating experiences. 50 <L 3. F points are prototype O riprop installations f 25 which failed. = C� .S points are Solis— Lfactory W •6F installations. 10 3 5 0 10 15 20 0 0 5 6,,L 25 BOTTOM VELOCITY IN FEET/SECOND Figure 8.4.3.1-1 RIPRAP SIZING (From : Peterka, 1974) - 8.4 --- 8 i A-1 AC D-2 — IY AC 138.33t ACRES- S ,A c3R. Sfcr T 6 N, R68W S�TAOON, CREEK GRAPHIC SCALE "' °" °° PARSONS & ASSOCIATES "°" - , 92.18-GRN PRELIMINARY GREENSTONE P. U.D. 192 k LI"L""" Denis: Y = 1pp' Ft. Collins.`°'°'°do '° 8R52C °°"°""' °"° `""`'° °" GRADING &DRAINAGE PLAN Man CONSULTING ENGINEERS (303)221-24 00 pr"tt"m"": RP, LC Prepared: Jan. 6. 1993 SM1aet 9 S1°0 No Text SIMTON aDIX AN,ER ARM III I II I I w' �I 8 Z A� p0 RTRANS N9"D / ITT xK > I Rc H iii } I cQ \ G___ ___. .. P. ° II >09° EAErsox AaEs I-y _49 (ux w WEv) -WA ID aE IF wslw PAR) VICINITY MAP PHASE 2 1 C �J >E NIS T` Ht .5A ` a. PHASE 1 IF wwNDtnWA PROJEC VOTES m'EUENR 10 BE DESIGNED AT 11E TIMEOF EVE.EANTSw WIIID RE ID" RM xADMITTED EARMN SME w'RCJNL THE 50B.ECT SY"1GQ 2D AL FAI��xEAOE„Eo- E9DM.JN«S VRWMEM�RITE TOUIM A'EOUCnW IN Cm STANDARDS. COM 3. WILLAON ODC A AWED IF F WANT MEI6 ASSOCIATION. COMMON OF OPEN SPACE M yWE DRIBLI L' BEIS PBN"AD ae>•eax OF EXIST INT)" A nE OAWISH NWR. SE NTER PS ME TO RE SUBMITTED EW D EON TERM CO IN NuuWITH FITTEST I DEVELOPMENT PANG 9, aErNn 0 s ImDPoS SE lO M A IUSE 01 N.T XMBIWRESIBPTW. RECREATIONALRECREATIONALMD aIEI �NG VITAL THIS _AMC MIX RIRRE- �YoILNTEaISIPFO ='Eso"IwaaEGT aan DESuAAT THIS TIME.MwCCR IN- TO FBIPDME RSIxEn4Mpa THE w16MdNAWNO E FAO m IAQRW ME RETIE THE D IMIFEECRCOMMICOMMIT 2KaW A IEDIWaNFa ] THAT IMPROVE) InwE aawS ITT IE�EN - COO'EXACT MIST MAINTAIN THE OWNED MEDY BEou/ANY PROPOSED "LORE CHANCES TO ANN TRACH WEST MAINTAIN THE BASEBALL ODTYS OF 3NTHEM EM THE DOURE SON II I I PHASE 3 < B� LOW —DENS,_•. PESIOU. (SIM E-.no n7.7, 2 CU: xxl UN Tn -._ - — cm 1RAE ACCESS TO RE )Ei M L xna.xE+T UNTIL B NER— OPEN SPACE I fxoeERwxo Lwrlt OIwnNR N55.6 AC or FOSSIL CREEK SIN WETIANV��� - \ _ W W SAND (MPRDN W� FW�RIXIa�'a I O I i PLANNING & ZONING APPROVAL IEwwrtvm n 11[ X ,1 zaw.5 MY a lllc an Ocat9a. maIAm. W 1FAs vIN_ , I G. YCMfMr BE THE P..WNING AND ZONING rylp Sol�eSl�N, / T FI WSfO LAND ES _ PNOUSMD ON ONES PARCEL AREA IANDUSE DENSITY YIELD MAIL OFTWO""BFTD"°"Pu°"`°COMETT"`x°- �. OWNER'S CERTIFICATION _ HE THESE o USES.DESIGNORDENSITIES'T""E RA Du/A a oE. csE e BEFTER MASS a wi firMhv wcwroiNE 10n[N. As OF _ m^WHIT N/p5 THE 0X"NmWEOY LAND UROCESES. AND CRIRRN OF THE PVMRG AOR bil' reuEm (LOGS) REGULATIONS. REFORM, GR OFFER A 18.7 LOW-DENSIN RESIDENML 0.4 WA ] UNITS A RELEvwI Cm wucrts AND S1Mrvnos. I ova w B. BUEaxG HDu"z wu 1mGLLv H W " uulWu, UxtESS A B I]] LOW-OENSILY RESIDENML 1.2 DW 21 UNITS wluN (MPAPd I% VNWCE IS GRAnED R ME R Awk AND zwI MARCH D W.5 LOW DENSM RESIDENTIAL 1.1 DW W UNITS Nw/IIRI Do(P ryyrl 9, RE9CGIDi MISS ME REP ZwW W/ I•.V.O. CCxanOH. XONG D 26.J IOW-DENSrtY RESIDENML 0.9 DW 2J TRIM WyPd MEN A ` CaIaIXM TONI POUNDS nlawS OR las MAR 1 DUANE ® I AS IJOAO AS 10 THE iwRN 1 oMSE a DATE ECM � B NOT E 5.2 LON-OENSITY RESIDENML I.J OW ] UNIS fff% Wm.wO dSILAtAeLF vE THE UmR wu WE 0111 D E 25.1 LOW -DENSITY RESIDEMNL 0.4 pW 11 UNITS SM!I ce 3 10 M RISEN A INVOLVE OVERALL IIMOR TO "" ACCORDANCERINAO P.U.D. WR'AT WEAR Ca'RFm w5n G 5.2 NOD -DENSITY RESIDENML 8 WA 31 UNITS PNumF / S t. EFIRRA BAR AN EXISTEDACROSS THIS PREVENTED. { 11.9 WH-DENrtRESIDEM4LL 19.4 WA 194 UN TERMS At CONDITIONS OF WORTH AEIAx IN EXISTED. axuI SMPI H, RUN PAT IS BUT An CIw1Df IN JOINT 9.0 NN_DENSITY RSIDEI 10.. DW 1,D UNS `usAENEED O PROVIDED TO Aren IN WREDNODEVELOPMENT of 2. nu ARTERIAL STREETS IWm [ I.wvtwan "EOS CaeISUNG OF d 11.2 HKX-OENSIIT RESIDENTIAL 1&4 q1A 1w UNITS 9-Fom mgT¢15GpE W/Ix PUDUG R.C.N. ro 4 -1urt BAEwc Et x, 3.0 NEgIBONIpOD CONV. STARER ,2_5DN OSI P LA N ax uzTs mRDDnIA InEs uclw Winn. wm Jx .0 Aso RE eulTrmn FURTHER BY A 2 FWEFT EOIESHRM TRIAL FISEYDn. OPEN n.] 0PE19 SPICE — — KEY 4` 13. WETLANDS BOOSTED NONEREIosImmRD mcA 0141 IllmsOM OTH SPACE MATUREcRRE WE TO MESOCOAT X CONTENDMP.EMAgNNDFEAAN ENDED aNSETAATM1E INwLL �m OF '�� eCONDUCTED wRIN CONNECTIONS I wPwT.i. TOLVS flE51OLNILLL: 3.8 DW OVERrLLL 820 UNITS (Nu) 14. WEETILANT) aSNImwCE wu RE MOMEN OR AND WE IN ACCORDANCE DBx (al 16I4 C) ENummms wAW� N eRWEWws HE - 40 IT �P A® PARSONS AND ASSOCIATES MAX. BUILDING HIDG QQ'' 49 uMwR IMN A (Rw BS 222E fMD F \ K P2w..0 EAawL� YIE - LOW —DENSITY REST E MEIAL (,'a -A R_' 4c PHASE 1 126. AC v\ 9 A \a i.3 UN $ I I SMO W SIBE E / r:: / - 01 F LOW -DENS, RESIDENTIAL; PHASE 3 SAXPE-OAILID .a 0,4 A \ 11 DNDIrts PROJECT STATISTICS DOW UWK L / — — — _ 1. • I _ __ � _,4•'�� / o usul \v EMERSVE ACRES -- (UNDEVELOPED) SWM r SAI \ "�R 4E FASEWENT unL1EWES III EAS ENT �`� u \�, _ . < /�m�AEL�� o Up1 OE ; Qx --� �re.Ksode 2 A-1 r— \ \ WiSW SN)POUST I; AD \ NenAxos �-\ vAnw/ _ Iaa feu m \ � �IEA91EAr 1 EW 3 UNITS }m_ \ 138.33t I - \ — — 6 r ACRES —b� pDomm(RENN �,- ,STANTON, e / Q - ram PASENE.\ - \\ lrWaLNANNa __—� � � REEK'. mw \ \ LMIL` ESEI@AT l EASEMFNI \ A' NEB ` O _ 65� oT„E 5- 19 A V R NIPS C . S0 s' onu„ SIl' SES,PTM U 1 _ 68 67_ .. 68 / vO 18 1 eFA5FYp1�-i./ \�\ �. • 11.0 AC 4_ —/ � - E 411d1 n _ \ 5' IIM4 L UNIT EI4IYNI \ 6Y. / ESEYp1I ) N/WEN natams: .\\ _ ,E 62 `1 / / 9 / a' (mutt g�oj\ is 6.31AL (LOWER ✓ \ TmIcaCONTINUED \ \ 90, \ // { e NTD„ p\ \ EASENENT _ 4�j-_� A /TYNCXL \ £1P1 am •�i(vj•A� GRAPHIC SCALE As 1(�. Iowa. ESp n ZONE MIX ORA55 COWrY ROAD 31 rWYCAL SE07/aV NereauaNe earn — Anr ro swP ,•A9WN/LW3lT e- e•Acevea]eeAYcw,vsL vc'avarrrt rMCAL SWEr SEC0V DREENSR4VE MAIL CX'EEKSYDE ROAD. G S IL WR ASOCIV LANE. Ir zx=m'. u�u.r IA• 7 ,-ASAbkE :M ONW-01491 CIMS jiSI � e•Acurec.a eAsr cwrNse CUL—DE—SAC 7ra1CAL 57REE7 aFC77aV NV/ ro.cur COJN„ ROAD 33 s"Be' PRELIMINARY PARSONS G EENSTONE P. U. D. By: � 10 ART d, 199 GR ING & DRAINAGE PLAN 5naets & ASSOCIATES project::92.18—CRN 432 Link Lane Plata 5cele: 10 -1DN. Ft. Collins. Colorado 80524 D.eipaer: Ito Chocked CONSULTING ENGINEERS (303)221-2400 Drettamen: 1fF. 1/C papantl; L E M Ate' A V'E N T IT II 11 \ EMERSON ACRES� �4 (UNDEVELOPED) ` 11 SCUfII i I ` A 1 I . �rtnxos \ t I A-1 A - 1 ,., { --.44 \ 2Rd S 'r II AS II \ II ,L We50 IT 11 60'DEDmAMoN N;! ��- A-2 i A"-rAC LEGEND FLMI IARON A-2 SIB-BASN AND AREA le) AC O . 2r0.a FONT OF CONCENTRATION A CHA L SECTION - 2E--1 WE THI MIL SHUT STRAW BALE D1WE- g ALL OPEN MANNETS (100Oc TYPICA) M,,m, WWASx 9OMDMY <<<<I ONANBL 1 47 EA SIDE _ L• 'D A �1 'o N 10i'M1EE/ - EASEEIRIAN� - —_ Y�Y,EN \. tWin 1, ROOD UNE48 \\ IP ' T �V ,L, A ` O _IS tomes Tw- 29 49tLI 51 � y• T E 1�� 17 LEGEND 1lYlS P WElLAN05 i1pRNMV FRAON eIWEw INan — r CMTWR 1p'M(IWR -x—v- SEB mNEE EAasLwT . yy WALKWAI AEAT 52 1( \ \ 4 3T- '192�� V\ 24 CONCENTRATION POINT 02 0100 1 5.2 15.0 2 2.1 44J 3 4.8 24.2 4 5 6 387 41.6 NOTES: 1. X Nx SHIED RCgS SHALL BE Mi AT I. Cf SZ FOR TIE FIRST IN AWAY fRtlI ME EWNOATW. STMM FLOWS MLL MEN FOLLOW ME NATURAL ROFRNY LNRR PRESERVE Oas AND MINIMIZE UNNECESSARY FLOW MAx 3. ALL DRAINAGE EASEMENTS INTERIOR TO PHASE 2 ARE SHOWN FOR ME USE M LOT ONIERS BVHRET MANAGE EASEMEXNMALL. ENCOMPASS All 00NIEnMENT LOTS. SHALL HAW ME CVTCM LO UTILIZE ME DEDICATION 9A u EASEMENT TO ELIMINATE LOT DISTURBANCE M CUT SHALLOW SWAES ALONG SIDE LOT EASNENTS TO DIRECT FLOWS AWAY MOM AIMCENi LOTS, 3. ALL OSMI AREAS M WE TREATED NM NATIVE MASS MIX AS SHOWN AND MULCHED NM STRAW/ HAY T 2 TANS/ACRE AS NOTE, A ME INTENT 0' ME EROSION wiFER UNITS IS TO PREMCT ME UNITS O FUTON STREAM EROSION. IF EROSON OCCURS EN Mai PROPERTY. ME MY OF FORT COLLINS IS NOr RES'WSIRE FOR REPLACEMENT O AND/ OTA9uz.AnON O THE CREERBEO OR In 'i PA NS AND\ \� Nr 4. I/ `.7 ACA 5611 �N `�3A[T FC.vcQ. GRAPHIC SCALE 1mm-IOOM1 -----f"-------------1"------ r------1 ------- r--- --I----1-----I F-- -I- WT4w,Lai-+---+---1----I----�----I E =-----------I-------� RYA---�---�---I---�---� ---I—--��� -- ---�- L--�I-- J---� ZDN c--is'I---�---i ---E: IORIIWE WeBo ---r-- —I----1---t —t Y1TON wI10E— w —1 — L— —I------I---L---Lam- ---j CROSS SRMON 1 RNE: 1'. W Kcri 1' . lY VW1. C 7 1 1 _ —r I — _—+ t — r---I_ 1---1 --r -I-- -- €rt -r- L---I---,---J -F-- -I- -I-- all — W—I—=Exo xln�N—� 1t --� i «Ac-- -- Y _�wAD ww —�— —I--- Meant, .ts -T--- --Y--—I---i,BA ea 0 b ,CO ,Y 200 YA wo .}MI mic Aso IS a MP RAP CROSS SECHON 2 r CEPM 10TAV AREA TYNE R KTEA MATERIAL CULVERT PROFILL SG1L ,' _ N/ Nvtr.• 1'. 1C M. I Ile s r r IV r� s• A i.I CHANNEL SECTION nCHANNEL SECTION \ L% (NOl ro sGV£) Ll Mor to sGLET Dae•d_.INN Ore 2i_It VT Ow RW. 128 eM1 Dye 0.t-22&, I - IL.TP %"APPRGVAI N,T L Wnlr b W Uti..Y L m - Nan 0111ty M1 F 1 M« In PARSONS & ASSOCIATES 432 sLane FL Collins, Colorado do 80624 CONSULTING ENGINEERS (30303)T21-T400 sne L °¢ GREEN TONE P. U.D. PHASE 2 GRADING, DRAINAG & EROSION CONTROL PLAN (SHEET 1 of z) se� 6!/-tees \I 22 �. PHASE nCHAN EL SECTION U (NOT NO SGLI) OM, B the. 74 HNe 0MF W 0%- ne AN 54 2 '/ Srcr FEUCE.�S� / � A )D 7.81 AC . 0 251 28 26 \ 1U1J' L 9TMIPI L. _ _ 1�iwP�wHCG�27so, I 7N 3 i b-4 r e•unurr / 1 EA9OMIIT I TYNGL SEED MIX (ALL DISTURBED AREAS) RHL•OMIIOZD® NIXED SOUNDS OP PNRGBNT mms OF SPECIES PLS/ACRE OF MIX PIS/A PUBESCENT MNEATGRASS 21.8 65 9.8 SMOOTH BROME 15.1 15 5.6 SIDEOATS GRAMA 10.9 20 2.2 TOTAL 100 17.6 SEED MIXTURES MR BITES MAIM DISTINCTIVE SOIL PROBLEMS (E.G., ALKALINITY• SALINITY OR HIGH WATER TABLE) SHOULD BE DEVELOPED BY A TRAINED SPECIALIST. MULCH (ALL DISTURBED AREAS) ONE OR MORE OF THE FOLLOWING NULCMES SHALL BE USED WITH A PERENNIAL ORYLAND CHASE SEED MIXTURE. ACCEPf E MULCH DATES OF USE APPLICATIONRATE STRAW OR HAY SAN. 01 - DEC. 11 Z TONS/ACRE HYDRAULIC (WOOD OR PAPER) FROM. 15 - MY 15 2 TONS/ACRE EROSION CONTROL (MATS OR EUNNETS) .TAN. 01 - DEC. 11 NOT APPLICABLE HAY OR STRAN MULCH SMALL BE FREE OF NOXIOUS WEEDS AND AT LEAST 50% OF THE FIBER SHALL BE 10 INCHES OR MORE IN LENGTH. "HEN FEEDING WITH NATIVE GRASSES, MY FROM A NATIVE GM55 IS A SUGGESTED MULCHING MATERIAL, IF AVAILABLE. FERTILIZER REQUIREMENTS (ALL DISTURBED AREAS) 1. SITES WILL BE FERTILIZED ACCORDING TO LABORATORY SOIL ANALYSIS AND RECOMMENDATION. 2. IF APPROVED BY THE CITY OF FORT COLLINS, IN ABSENCE OF A SOIL ANALYSIS, A HIMIMUN OF e0 M M05 OF AVAILABLE NITROGEN AND AO POUNDS OF AVAILABLE PHOSPHORUS HILL BE APPLIED PER ACRE. 9O 100 vFM 0.aC0 PLAN _ MALTSOF STANTON \ CREEK \ ` ZG \ '•• NBzp• _ MOM use 4910 ' I _A.-A4. bL\.�' IDDYEAE \A 1 1 iA x . ' '� ]pp'' D \ - -/ I } HOOD IiAII - 2 jso lE�TAGE I� `-- 1 / 11I -� PO-„ 64 I -- I N' v�/� "ouUTY �s M T GE �6• OF A ICY a A n CA 26F HIS 7 \ VA UTILITY 70 \ lawn l \ A NOTES: 1. NN9NI91m R$ FLOO$HALL BE GRADED AT A NUM OF $x FDA ME MST IV AWAY FROM ME FOUNDATION, STORM FLOM HILL THEM FOLLOW ME NATURAL TCPCpAFHr IN MOM O PRESERA EXISTING ROW PATTERNS AND MINIMIZE UNNECESSARY 97 OTAONA 2. ALL DRAINAM EASEMENTS INTINKIR TO PHASE 2 ARE SIpNN FOR ME USE OF LOT OWNERS. EMMET DRAMACE EASEMENT 91All ENCOMPASS ALL DOVMCAALNDIT LOTS. OWNERS SHALL NAYS ME anal TO USUZE ME CENCATloN BLANKET EASEMENT TO SERRATE LOT DSMRBANCE OR CUT SHALLOW SMALES ALONG SOE LOT EASEMENTS T) MELT FLOW$ AWAY FROM ADJACENT LOTS. 1 ALL DISTURBED AREAS TO BE TREATED MM NAIVE ARABS NN AS SHOWN AND MULCHED MAIM STRAW/ HAY T 2 TWS/ACRE AS NOTED A ME INTENT OF ME EMMON BUFFER LIMITS IS n PREDICT IRE LIMOS OF NNRE STREAM EROSION. IF FAOSM OCCURS M PRIVATE PROPERTY, ME (MY C( FORT COLLINS IS NOT RESPgl9BLE FOR RV{UATWENT OF µDIOR STABWEARM OF ME CNEEKBED WH ITS FUTURE BARNS, CONCENTRATION-rW 022 [Uric -- 1 5.2 15.0 2 12.1 44.7 3 4.8 24.2 4 3.6 10.5 5 2.9 11.0 6 38_7 141.E --- --- — 69 68 �` 1 — -- - BOW eAmCNT EASE MALL BE COVERED 67 -- --66 A LWKET EASEMENT, Ex0.DMG fj 11 ASSOGG STRUCTURES. ii 1\ \ WAm SMU Ri At I II Il r _ _ Tr ''dF EWm2lobr I I. II I r DASgJyi DHNIIFMCY ACTLV C (I I - FA9rD11 ]FACT I --HA Lc— ` z7 © Or- S7 WMr SIN2JW aHWIEL ro MER ROK ro 2_ O,- 39] D-- ra.e p SIG PHASE0@6aTRL�I"M BF ABAVOMm NTME %VA: M OI' ISIRHICIKM GRAPHIC ILA-INRU 9 TABLE I CONSTRUCTION SLOUSNCB PROJECT: 4VlNS1YJNl - FBL1T O VMOA FORM C SEGUFNCE FOR 19 AS ONLY CWPlF20 in.. B.LUf SATE: dhll Indicate by use of o Bar Una or pmmLvls Ihm erosion control marrium NII or InMlbd. Major moctfiations t0 an appro+M so:edub may repuln submlMln9 0 near schedule for approval by the CRy Engineer. YEAR MOHN JNv}.RRI IHI OVERLOT GRADING Ponds h UNINy WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Borrom Vegelalive Methods Am Sall Sealant Other RAINFALL EROSION CONTROL STRUCTURAL Sediment Trap/ Spain Not Fltem $lnw Barrie" Sh Fence Barriers Sand Bags Bon Soil pce"wallon Contour Furrows Terroclny NphoN/ ConarN Paving Other VEGEIATTVL Permar:ent Sped Planting NuIchIq/ Sealant Temparory Seed Planting, SW Installation nge/ Maps/ BlonNeU p TABLE 2 XROSION CONTROL AELTNOAS MOWN CONTROL REINED C-FACTOR VALUE I P-EACIOR VALUE COMMENTS SILT FENCE "WRIER 1.0 om AROUND STOCKPILES SINEW BLLE DINE La O.m ALL CHNNNELS IN PROJECT Elllrnxc LROUND 0.11 1.0 Wx CONEG ASPHALT FAVEREM 041 IGO ALL ROADWAYS SEED/ SINEW MULCH am 1.00 NL C6EMBED AREAS (2 TONS/ ACRE) Ryp9/ avroorr LLPGmw .• _ W13ORWERAMIS •••• FIMU PLANl ER09WlllE j LEGEND FLOW APRM A— SIB-MRN AND AREA Z87 AC O • PONT CF CDHCFNIRATM -DIOD A puxNEt sEnlw- �� sED THs sIMFr SWAN BA DMM- ALL ORM SVNNBS (ISO 0.0 MIgL) 916RIN BDMUMY < ««« OD m Ow2.tm of EnprwednE D.re CHECKED BY: Waa Lwe—aeW—.rer UNi,7" pMe CHECKED SY: ..— ShormWAHr 1-1. :in Doze CHECKED S1•: __.. Perks It it,, Dow CHECKED BY: DAY CHE'✓,I ,IF PARSONS & ASSOCIATES ) `E°'•Gt 92.1a.o4—GRill Sheet 432 Link Lane Plaza J Ba•I•- I- — IBB• GREENS ONE P. U.D. PHASE 2 Fri CONSULTING ENGINEERS FL Collins, )2211-2400 80624 m.ftern.n: RP. ➢CO vnD..E:Ns 3/O-IB89 GRADING, DRAINAGE & EROSION CONTROL PLAN (SHEET 2 of 2) ysa