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HomeMy WebLinkAboutDrainage Reports - 10/24/1994L r-- 1 1 1 1 FINAL DRAINAGE 6 EROSION CONTROL REPORT FOR LEMAY PLAZA P.U.D AT CONIFER AND LEMAY 5TORWWATER MVfeW COPY PLEASE RETURN WfTH REBUBMITTAL 71211?y 2e-'-J� AUGUST 10, 1994 REVISED SEPTEMBER 21 1994 PREPARED FOR DON ECRLES 1136 E. STUART FORT COLLINS, COLORADO 80525 PREPARED BY: PARSONS AND ASSOCIATES, INC. CONSULTING ENGINEERS 432 LINK LANE PLAZA FORT COLLINS, COLORADO 80524 (303) 221-2400 I PROJECT NUMBER: 94.03CON TABLE OF CONTENTS Introduction Site Description Hydrologic Analysis Erosion Control Wind Erosion Water Erosion Conclusions and Recommendations Figure 1 Table 1 Table 2 Figure 2 Appendix A Appendix B Appendix C Vicinity Map Construction Sequence Erosion Control Methods Drainage Exhibit Variance Request letters Developed Drainage Calculations Erosion Control Calculations 1 2 3 4 4 4 5 Back pocket h ' FINAL DRAINAGE AND EROSION CONTROL REPORT FOR ' LEMAY PLAZA P.U.D. AT CONIFER AND LEMAY 1 The purpose of this study is to provide drainage information ' for the development of a 1.8 acre commercial site which will ' include a gas station, convenience store and a future retail center site on North Lemay Ave. at Conifer Street. This report was ' prepared to provide drainage and erosion information for on and off -site drainage. All design specifications are prepared in ' accordance with the City of Fort Collins Drainage Design and ' Construction Standards. ' This site was originally approved for development in October 1987 but, was not developed at that time. The project has just ' recently been reproposed for development. Final design details ' have necessitated a re -submittal of the Final Drainage report along with Erosion Control Calculations. -1- r J?OJECT SITE N.l.AJ. , FIGURE 1 ' SITE DESCRIPTION The site is located in the East onehalf of Section 1, Township ' 7 North, Range 69 West of the Sixth Principal Meridian, City of ' Fort Collins County of Larimer, State of Colorado. The Lemay Plaza P.U.D. consists of approximately 1.8± acres. The project is bounded on the North by Conifer Street, on the East by Lemay Avenue, on the South by Lake Canal and on the West by a detention ' pond (referenced to as "Detention Pond 105" in Evergreen Park ' Basin Major Storm Drainage Study, dated February 1981, by Engineering Professionals Inc.). The site historically drains farm East to West with the ' natural drainage flowing towards Dry Creek. ' The proposed development of this site is commercial. All asphalt and curb and gutter will be constructed with this project. The building pad for the future office space will be planted to ' native grasses for interim stabilization. 1 -2- I 1 1 1 1 HYDROLOGIC ANALYSIS The Rational Method has been used to calculate the stormwater runoff for the 10-year and 100-year return period storms for the Lemay Plaza P.U.D. The enclosed Drainage Exhibit defines Sub - Basins A through E. and summarizes the results of the hydrologic analysis of these sub -basins. The historic runoff flows were not considered for this development, because of its location adjacent to "Detention Pond 105". The Evergreen Park Basin Major Storm Drainage Study, dated February 1981, indicates that Detention Pond 105 has been sized to accommodate the developed runoff from the surrounding area, of which Lemay Plaza P.U.D. is a portion of. A 65F wide easement runs parallel with the Southerly property line on Lemay Plaza P.U.D. This easement will be used to transport the major storm runoff from the Detention Pond 105, as well as other areas and detention ponds located within the Greenbriar/Evergreen Park Drainage Basin. This runoff will be directed into a proposed storm sewer inlet located at the Southeasterly property corner of the Lemay Plaza P.U.D. The combined 100-year runoff = 55 c.f.s. Nuisance flow and any runoff from the minor storms will be transported from the Westerly property line of Lemay Plaza P.U.D. and conveyed to the existing Pond #105. -3 I 11 1 1 t EROSION CONTROL This project is located within an area of moderate wind erosion and high rainfall erosion according to the City of Fort Collins wind and rainfall erodibility maps. WIND EROSION Wind erosion protection will be provided by silt fencing on the northern and western perimeter of the project. Asphalt paving of the parking area and seeding and mulching (or landscaping) of all disturbed areas will provide final stabilization upon completion of this project. Please reference back pocket exhibit and Table 2 for proposed mitigation measures. WATER EROSION Net effectiveness calculations included in Appendix C of this report show that methods proposed (See Table 2) for this development will be adequate at minimizing the erosion potential of rainfall events. As stated above, final stabilization will occur with completion of paving and landscaping features. The area occupied by the future retail center will receive native grass seed and mulch and will be graded to establish positive flow to adjacent paved areas. All erosion control calculations and cost estimates are included in Appendix B of this report. -4- TABLE I CONSTRUCTION SEQUENCE PROJECT: TOTAL PETROLEUM @ RAINTREE P.U.D. STANDARD FORM C SEQUENCE FOR 19 94 ONLY COMPLETED BY: RVU DATE: 8124194 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 MONTH 1994 NOV. DEC. 1995 JAN. FEB. MAR. OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/ Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/ Sealant Temporary Seed Planting Sod Installation Nettings/ Mats/ Blankets Other TABLE 2 EROSION CONTROL METHODS EROSION CONTROL METHOD C—FACTOR VALUE P—FACTOR VALUE COMMENTS Af STRAW BALE DIKE 1.0 0.80 AT OUTLET TO BURGER KING SITE CONC./ASPHALT PAVEMENT 0.01 1.00 ALL ROADWAYS SEED/ STRAW MULCH 0.06 1.00 ALL DISTURBED AREAS (2 TONS/ ACRE) k SOD 0.01 1.00 LANDSCAPED AREAS GJ 4d CONCLUSIONS AND RECOMMENDATIONS After reviewing the existing drainage information and site conditions, the following conclusions can be made. 1) Runoff from the site will collect to central pans at inverted crowns of the project. Minor storm flows will. be conveyed overland to a concentration point and spill to Pond #105 through a shallow channel. 2) Major storm (100-year) events will surcharge the pond to elevation 4955.0 and spill to an area inlet at the southeasterly corner of the project. This inlet serves as the main outfall for the Greenbrier/Evergreen Park storm drain system. 3) offsite drainage not collecting to the detention pond (Subbasin B) will require a Variance from stormwater utility. Variance requests will be included as part of approval for this project. -5- I I I I I I 0 I VARIANCE REQUEST LETTERS 11 0 11 0 r r 1 1 i August 10, 1994 Mr. Basil Hamdan City of Fort Collins Stormwater Utility P.O. Box 580 Fort Collins, CO. 80522 RE: Erosion Control Costs Variance for Lemay Plaza P.U.D. Dear Basil This request is a variance to Stormwater's required security for projects greater than 10,000 square feet in size, as stated in Section 2.5 of the Erosion Control Reference Manual (Page 11). This section requires the security to be 1.5 times the amount of the approved erosion control measures, or 1.5 times the cost to vegetate the disturbed land to dryland grasses. The Criteria calls for the greater of these two costs to be held by bond, cash escrow or a letter of credit. Due to the nature of commercial site development projects, the cost of approved erosion control measures is far greater that the alternate of seeding all disturbed areas. The city is not required to install the approved measure if the site is disturbed; however, funds will be available to the city to seed and mulch the entire area if the project is abandoned by the developer. As stated above, this letter is a request for a variance to the above referenced project. If you have any questions, please do not hesitate to call. Sincerely, PARSONS & ASSOCIATES, INC. Gary A. Odehnal, P.E. Project Engineer GAO/jd 0 August 10, 1994 Mr. Basil Hamdan City of Fort Collins Stormwater Utility P.O. Box 580 Fort Collins, CO. 80522 RE: Variance for offsite storm discharge, North Lemay Plaza P.U.D. Dear Basil: This is a variance to Stormwater's requirement for all areas within a Masterplan to conform to Detention Storage, as stated in Section 9.2 of Storm Drainage Criteria Manual (Page 9.1). This section requires on -site detention of all storm flows collected in a Master Drainage Plan area. ' Due to grade restrictions on Lemay Ave. and the proposed extension of the Box Culvert for the Lake Canal, storm flows will be conveyed to the South. Historically water has flowed from the centerline of ' Lemay Ave. and collected to the shallow channel that will accept flows from Basin B. Maximum (Q100) flows from the area will be 1 cfs and should pose no hazard to properties or lots fronting Lemay ' Ave. in this area. Future expansion of Lemay will require the installation of curb and gutter that will effectively eliminate this situation. ' As stated above, this letter is a request for a variance to the above referenced project. If you have any questions, please do not hesitate to call. ' Sincerely, Parsons & Assoc. Inc. Gary A, Odehnal, P.E. ' Project Engineer l APPENDIX B DEVELOPED DRAINAGE CALCULATIONS PARSONS & r% ASSOCIATES CONSULTING ENGINEERS R. C*Pm Cobra& 8057A CUENT JOB NO. PROJECT :`Jiltifl�,rwJQ Glued. CALCULATIONS FOR vU!"T%l?': fC • C y IC MADE BY Cam GAO DATE v CHECKED DATE / SHEET I OF No Text I u O C : ' C coE co M R 'A L." C rA y R L L A C ' CD W co m � O '} s.r A � m 1� o 'Y Cd 3� m 3 LL P S C R ' 0 O � C 1 C C E c c c a a ..:r: U O y^ m C N w W in m U N O O O N O Q C C co c7 f7 c7 Ol C ICI In In l[) Vir C C O O Co O O O O c0 E m C O U >CD E C c7 O N O C7 r E of o ai O N (0 Cl) Cl) I� m r O r CL O O O O O O v O O O O O CO O O O O O L C N O CD O O m CO N J ID Fc_ rn Cl) ro r Ln E O N Ci M v CCD 0 O. O N O O N O N O N N O a5 -- 0 0 0 0 0 J v c O U Ln In 0 N co cl m U 0 c 0 0 0 O U r c0 O m m (D m Q O O Oto O c `m rt E ¢ m U [] LL m = Z c C OOm d r N Cl) In c0 J w O m E w Sf N -m C C U m ~ U rt II � c m m U m OI � m m U ro o c m m U m > m C m U G t° 00 o E , m E m O c R — V H V F o m o + 9 rn m LL C LL OI r II O O LL ri H o E c U c O O Ym m E m E m E m )_ ` O` m 3 w o m o 3 U 'y ° o m N v m E c .� c E � — c m to `m r c U O 12 OmC w W F O Z 311, y�i� I 1 1 0 1 C LL C N IQ c !q L AW c m } 1 L�O d {r Am V 4. O CD � 3p m 3 LL c 0 m 1 i F 0 O O m C m O O O cm<t U O l0 p ¢ L r- ao ao ao ao cu Q c C O O m C O O O O O E m E Lf) Lf) N N 1- O C O U > E c7 o N o c7 p E ri 0 of U U m O\ O O I. M 11 Cl) N n n Cl) O r O O O O CL O O O O O O 65 O O O O O OC1 r- N OD O O 0 O N J m Fc co rn n in IT m E 0 0 of cv 0 N O O N CD CL O !A N 0 O 0 N O N C O O xn Coto m vi Ln J c U O O aD N q m U 0 0 0 U O r r (0 N O 9 m y m m Q C) r O O O O c `m E ,my E ¢ m U p LL CO 3 Z m CCD C p p N N 10 f0 o a p J N F O Z NORTH LEMAY PLAZA 08-Aug-94 Velocity and Depth Calculations Formulas based on Open Channel Hydraulics by V.T. Chow, Table 2-1 Cross Section B "V" Bottom, 4:1 side slopes Area = [(y)(4)]y = 4y ^ 2 WP = 2y(1+4 ^ 2) ^ 1/2 = 2y(17) ^ 1/2 Radius = Area/WP = 4y ^ 2/2y(17) ^ 1/2 Froude # = F = V/(gy)^ 1/2 North Lemay Plaza MAJOR STORM (100 Year) Velocity and Depth Calculations Channel A: channel west from end of parldng area to pond #105 Q100 = 9 cfs plus 33% extra capacity (12 cfs) S = 0.02 Q•n/1.486•S^ 1/2 = 1.998552 Q = 12 n = 0.035 Q'n/1.486"S ^ 1/2 Depth WP Area 1.998552 OS 4.12 1.00 1.998552 0.6 4.95 1.44 1.998552 0.7 5.77 1.96 1.998552 0.9 7.42 3.24 1.998552 0.92 7.59 339 Top Width: 7.36 Channel B : channel outfall from Basin B to the south along Lemay 0100 = 1 cfs plus 33% extra capacity (1.5 cfs) S = 0.011 Q•n/1.486•S ^ 1/2 = 0336856 Q = 1.5 n = 0.035 08-Aug-94 Cross Section B AR ^ 2/3 Velocity 0.3888 0.6323 0.9538 1.8645 1.9770 3.54 fps Froude # 0.65 Cross Section B Q•n/1.486•S ^ 1/2 Depth WP Area AR ^ 2/3 Velocity 0.336856 0.2 1.65 0.16 0.0338 0336856 0.4 3.30 0.64 0.2144 0336856 0.7 5.77 1.96 0.9538 0.336856 OS 4.12 1.00 0.3888 0336856 0.48 3.96 0.92 0.3487 1.63 fps Top Width: 3.84 Froude # 0.41 5�� 0.7 1- u- 0.6 1'j z 0.5 w > 0.4 0 x a 0.3 w 0 Q z 0.2 0 z 0 a- 0.1 EXAMPLE G_/1 I GAO 8/5114 0.011111111111111111111111111111111111111111111111110 0 I 2 3 4 5 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) F;4 I^.<_ f . A4 l�es� r, ai� �1, -o f 2. 1-2 5 C SDb CL eAo PtY )G _ c C 2,3 +0 lPU.75 lU 1 Z 1 l e v flow C-0A, �I uns ) - 3 fsol = y . 33 F� - OK iT 3 -,I MAY 1984-_...--- DESIG N CRITERIA RIA r .. PARSONSAS & CUEHr J08 NO. a ASSOCL41 a.S PROJ P/, 'r" �•i� �f CALCULATIONS FOR(214jM A<A { t� Or - CONSULTING ENGINEERS � /� MADE BYJIISLI_DATECHECKED BY OATF S EET_ ` 10F FL Come. Ca -do BOS24 V t L- :ol • --�-Qlofl � , �' 4=�_._ 1 i I - j _.L�_ 1' 0 � l � � r -.._ I i i , 1 -- -4$ - 1 1 , 1 Alf I� i IRIR _hx _ I I I V ;_,moo Alaw m00% rt3r-ce�o.. -I z4 I 1- 1 ! '-A 1 , 1 NPARSONSTC& CLIENT JOB NO. ^ 1 ASSOCLA l LS � PROJECT CALCULATIONS FOR ��4 �`k- "uy115 CONSULTING ENGINEERS � /'� MADE BY DATE CHECKED BY- DATE SHEET_LIL—OF So FL Cam. COW&& 805U M 11 11 11 11 11 10000 9000 8000 I „ r — EOY TION: 0 • O.SG(A) 11 J•-1 n Is OOUONMEsS COEFfIC1ENT IN NfNNINp 10 f C.MULA APPROPRIATE E0 MATERIAL IN BOTTOM of CHANNEL 7000 1 Is RECIPROCAL Or CAOSS SLOPE .08 6000 REfaENCE: H. R. R. PROCCEDINGs ISAG, .07 5000 PACE ISO. EQUATION 1441 06 4000 EXAMPLE 1SEE GASHED LINES) oIJ 4 " 3000 GIMENI s • 0.03 100 TO \ 1 EA 1/n • 12ooLL- so .04 2000 n • .oz > • 0.22 V 30LL 20 11.01 0 E.0 CIS — _------- to 900 -- 2__ .02 800 W C 700 600 .. mi i 'T s (n 500 i 400 All F 200 100 90 80 70 60 40 30 M R From BPR .3 2 W IN$TRUG lUliS \ U[ J .01 ct .0T W 1. CONNECT [/n RATIO MnN SLOPE%E Q .OS ANO CONNECT 0.11....1 1.1 MIT. .008 03 0CPlH 1)1. TH[SE Tv0 LINES NYST 02 Q 007 INTERSECT At TURNING LINE 'OR COMPLETE SOLUTION.I,006 �\ :.row SNLLLpw 1 _ t _ 1 .005 V-SHARED CHANNEL > LL AS SHOWN USE NOMOGRAPH 0 METH E . T .004 ! W OL 3. TO DETERMINE _ rJ 0 .003 MSCHAI Or IN PAPA. R...... J PORTION Of C.IMMEL N' !T, M AVING WIDTH S: I�—R—� DETERMINE DEPTH J fON TOTAL DISCHARGE IN .0 0 2 ENTIRE SECTION o. THEN USE NOMOGRAPH TO DETERMINE GR IN SEC710M N fON DEPTH E A. ro D[r[RMrwE olsc.ucE r� IN COMPOS.T S[G TION •- I 0 0 FOLLOW INSTRUCTION S. . ' - •FFF ,OOP TO GRTAIN DISCHARGE I. I 'I��R�- = j SECTION* AT ASSUMED •ERA>-J'1 DEPTH J ; OGTAIM O TOR SLOPE RATIO i• AND A DEPTH )' THEN Or • OR . GA - 2.0 80 70 60 .50 lL 7. 40 Z -.30 T_ 3 Z d U) .10 W CL 08 W W .07 .06 0 .05 m •t..04 J U .03 Q ~ [.02 1L W 0 No Text 11 �? PARSONS & CLIENT I t ASSOCL4TES PROJECT ' t r' r ` I -/ CALCULATIONS FOR. CONSULTING ENGINEERS MADEBY CA0 DATE b/zA M CHECKED BY -OAT' Ft. Cow. Colorado80524 4 .. ......... .... .... -4 -T --- 4--j A A.- ---------- C' 1 1 APPENDIX C EROSION CONTROL CALCULATIONS 1 1 i 1 1 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: Qor-- Lotitw �d'I.d STANDARD FORM A COMPLETED BY: ���' DATE: 8 S DEVELOPED SUBBAgIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb M Lb (feet) Sb ($) PS M 325 ,ate I . (v8 3(v� O.52� 7'L • � IIS I i 5 O.�o� 0 'la•�I G HIS 0. gr2 71.�2 C� H14 pil o c MARCrq 1991 a - :. i 8-14 .. _ DESIGN CRITERIA—.;.- EFFECTIVENESS CALCULATIONS PROJECT: NO(Z71-t 1.��lv���( �l.p�„p STANDARD FORM B COMPLETED BY: DATE: 8 S Erosion Control C-Factor P-Factor Method Value Value Comment ? SILT 1,00 0,50 ✓5T(76\v BL S 1,00 0. 80 0drL-� - D POND a.66:7 1,cx �ITiJr ��rxt• Pd� 4c) �►Z MAJOR PS SUB I AREA BASIN (%) BASIN (Ac) CALCULATIONS 70,.E I �>/f:� • �g o 3� a� D • OP /-��i'� W?p G FaGTr� I.tna . o.7 S ' MARCH Q 991 8-15 DESIGN CRITERIA''--:-! _I 1 1 PROJECT:�a� STANDARD FORM B ' COMPLETED BY: �2�/�l, DATE: 8 ' Erosion Control C-Factor P-Factor Method Value Value Comment ' �oD O• ell 1, WZ� ' sl t,T � I , u� o• So No ��" MAJOR PS SUB AREA BASIN (%) BASIN (Ac) CALCULATIONS o OOP �� �►� �12o�Nb ' O•� I ac-�'z.l; �c� =(D.O���c2OI� t �D•O 0.02��I,GL'�) Lal� [� - Co.5)Co, ►q)] �m = III 7o oK - 90 > 70,9 % MARCH 11991 EFFECTIVENESS CALCULATIONS 8-15 -- - DESIGN CRITERIA -`° EFFECTIVENESS CALCULATIONS 1 MARCH,1991 a- is DESIGN CRITERIA: PROJECT: N cr---�TH STANDARD FORM B I + COMPLETED BY: �-,/Ll DATE: Erosion Control C-Factor P-Factor Method Value Value Comment SDI �n MAJOR PS SUB AREA BASIN (%) BASIN (Ac) CALCULATIONS f7 I � N�tj I.kT►� G ��TOi'Z O-� P �7 5 % > -7 1, 5 s 4- o� 4- EFFECTIVENESS CALCULATIONS PROJECT: N O TZJ(� pY Lp� STANDARD FORM B COMPLETED BY: LI DATE: Erosion Control C-Factor P-Factor Method Value Value Comment QLMr j c MAJOR PS SUB AREA BASIN (%) BASIN (Ac) CALCULATIONS Z34,q O o 1c� o,p� Sow 0.034- p 1 MARCH 1991 DESIGN CRrrERIA 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 u i 1 ENGINEER'S COST ESTIMATE Page: FINAL 1 OF 1 Project Number: Project Title: Date: 94.03-CON NORTH LEMAY PLAZA 09-Aug-94 Estimator: R. VAN UFFELEN File: CON-CSTE.WQ Item #1: ALTERNATE #1 #2: ALTERNATE #2 Numbe Description of Item Unit Cost* Unit erosion control as designs all disturbed areas seeded Quantity Item Cost Quantity Item Cost A EROSION CONTROL Native Seeding w/ 2 Tons of Straw Mulch (Crimped) $1,300.00 AC 0.37 $481.00 $0.00 Straw Bale Units (5 bales/unit) $50.00 EA 1 $50.00 $0.00 Silt Fence $3.00 LF 535 $1,605.00 $0.00 Nativa_c rli r / ores -of 0 C 1.8 $1,170.00 Straw Mutch-(Erimped) $2,136.00 FSUBTOTALI 1 $1,170.00 MULTIPLIER 1.5 1.5 $3,204.00 $1,755.00 TOTAL DEPOSIT TOTAL SECURITY REQ'D. $3,204.00 * Unit costs are installed costs. 1 m wi�e. Age 1 1 I { 1 rrI L_` I' I I L I I I I Y I I I - Wee I \ 1 1 I ) I I I I 1 I H fF50.DD 4,_ l l 1 AT 1 \� I CONVENIENCE 1 I.'1 1 I MFST 90Ef 1 e (1 - STORE 0.64 AC 1 ` 11 p a I I ae u I 1{ O Y 1 L AND D IE/AISI ND PI 1 { ) .1. E%05 PER { I II '1 I FUTURE ANC BARN I I 1 I k I RETAIL CENTER I j MMPULSE .oz 1 1 E I PS -(Sam) 1 I PDINoo = sco 11IzzAREA Tour myss 1 a .04 AC IIWebb IT whom I Of WIL CON R esseA.,Ns i'aDO I wins r�F1f1AM AOF 2 ii i 8 ) W I I I -0I r_TYW % / i : Iva i , MY I .. xD aWe xLrE III -IB.53 5 _ N EOTUNE SE --- ". POND WTFILL _ (BY OMFRs) - L- __ W�►� -� D 54-7 _ ED BA 1 1 PARSONS & ASSOCIATES, INC. 432 Link Lane Plaza CONSULTING ENGINEERS eL Cowns, Colorado 80524 (303) 221-2400 Mee 11 I I 1 I I I I II I I' � I r I I T I 1 � Aikki W I I Z \ C `W .26 AC Q I } i I I � / I I � / W / J i WH'w / IEL-S.S2 IHV � SO.6 / SEED MIX (Au 0457URED AREAS) RECOMMENDED UDED POUNDS OF PERCENT POUNDS M SPECIES PLUS/ACRE OF MIX PLS/ CGE PUIHL M WNEATgA55 ITS IS OH SMOOTH BF ILI S5 SS SMOAM fAµA lag 20 RO TOTAL IN 17.6 SEEM MIXTURES FOR SETS M1H SSnNCxYE g}L PROBLEMS (Ea. AUKAJNTY SIDNEY IOU HIGH WATER TAWO SHOULD BE DANED BY A TRAINED) SPECI.WST. MULCH (ALL DEFORMED AREAS) M1f OR MCM OF THE ECLLOMNO MULCHES SHALL Y U90 WITH A PE IAL GORMAND MASS SEED MOTORS, ACCEPTABLE MUCH DATES OF, USE APPUGnax RATE SMAW DO HAY Aµ. 01 - DEa 31 2 TWs/ACRE HYDRAULIC ROSON ((WEB) OR PPAPER) MM. 15 - MAY 15 2 MINS/ADS (MATS OR EXAMINES) Jµ. 01 - DEC. 31 I NOT APPLCPB15 HAY OR STRAW MULCH SAL BE FREE OF NOXIOUS REEDS AND AT LAST bOa OF 74E rF IN LENGTH. WHIEN WITH NATIVE FOUGRASSES. HAY FROM AWALL BE 1INCHESrnNAT`h ETRADS IS A SUGGESTSED EEDING MULWINC MATERIAL, IF AVAILABLE. FERTILIZER REQUIREMENTS (ALL LvmRBED AREAS) 1, WITS MLL BE FUJ ISED ACCROMO M LABRA} AAL µKM µD REC MENDATW. 1 E APPROl4O er TIE nry Cf ERr cawx$ Ix A N M OTA BOLL AWALYSS, A nNIMUM CE AO vax0s OE AVAnA% IrWNN AND AS FRANCS OF AVAILABLE PHOSPHORUS WILL RE APPLIED PEA ARE, LEGEND --------- ENDING I' - -STND 5' CCH1aA "OPENED V QN1d.W AREA IMJNDATED BY 1L••A"N"R"n"�� OE PEI/I ountow FROM MTENTpI POND PRWOHEU RETAINME WALL MAW BALE OWE © MLT PROTECT" EMmNO I5 SARTAIN' REMER .____LL_I E'ASTHC STORM DRNN PIPE RaouD STRN DRAIN pHVE F� PANNED INFNL CURB N P-ETER Pw FLOW ARROW BASH BOUNDARY CBASIN DESIRAPON 0 26 AC AND AREA OF HAS" AC zL W 'J BASN CONCENTRATION POINT 1 �e p2la;�a�� Gn\ned7E'� 1 I Rape, I HIM 4� TABLE 1 CONSTRUCTION �MU&ICR PRRWECT: UNIDO`P/IL ➢.VA STAMINUM FOAM C WFN E FAR IS N ONLY IXyPIER➢ ST. ➢HE DATE i M Inalmle ny aee W n pv mcal" symbe, wo,1WI l" :neae,:res " ne B:s aw. Map, mMMaanme m al epP,,,,.a .eneaHM may n " cm M" o M, exxaule an- appawl by the Chr Enghw.. YEAR NORTH EvrnLOT DEATHS MNB OPOSON CONI Sall RPI ^armeler Bonlw afI III V 1a�ilw MCINow, OUner RyxEALL ERNLCN CCNTRM STRUCIDRAL: SMlmwt TPp/ Bash Intel glare Here, SPnlers Do Fence eaml.,e Hand BODe Owe SOUR Prpamllon Ccnlwr Fumble Tw Nth Apntll/ Cmcele Paying AM Meer IE¢TAnvE P Saba Planting nlnenl n[ imc/ Seao PorPry Seed Planing HIM] lnetollatlm NeRFpe/ Mote/ BIDDI Meer TABLE 2 EROSION CONTROL Im'L'BOD3 I•L. ROMR IVYIM0. MET1wA C-FARR )MILKVN22 P- ACTR A0 Y eY" LgRIBf1S H Fula.. I.0 .Sp A/W. ft 1.0 am Au PIAM129 M MQLCI SGl6 KC! fRlp� 1.0 am N1 M(14 T PAWIOTI am 1.00 ALL. ROMM15 (2 STLP.W MAIM am 1.00 .ML 06SM5G) NSAS Aars»PS 0.0 I'm EWSRIp(p MN4[8 alo� .dl IWO auI < sIWL� IUUY" � UU aSMKp ARLq ro Y TRA1E0 MM HAIW RA53 YU AS SHOW ANp wLTnlm WITH S1Mw/TMr AT g TORS/AOILL AS STORMWATER SUMMARY TABLE BASIN CONCENTRATION POINTI 010 1 0100 A 1 5.2 9.0 B 2 0.6 1.0 C 3 0.9 1.8 0 5 0.1 0.2 F 6 2.5 5.4 CHANNEL SUMMARY TABLE CNµHEL MA15EA CMNWEl $CnGH A. 4CME MAX 0 (01%) I NGblµ 10,1111 I TCP MIDTN MAXIMUM VELOCITY o-IN ro.) 2 B I.I%1 I.S I I, I 3M' 1.53 MOM ALL WONES PRESENTED IBME REPRESENT MOR MAL DEPTH FEW AN ADDITIONAL 33% CAPACITY OF PRm CHANNELS - ME REPRT FEW MORE OETAIIFD cualunRs N lose4-... - I d - see a:onM .FnnvY ik1 T c REND E%P „EXIHTYN HFAOWALLi STEEL T {ro NE RELLELED 1 11 AND nE T 11 T1PIcu RAN«¢ I PRNPCEn (NEcnR e) mExnR. S ALIc I 1 Y.PER "oSMENr , I 1 I 1 I 1 � I \J I I I I j GRAPHIC SCALE I I m I p 10 I m We I I I I IbPS-mM1 I i I I i CONCRETE COLLAR ALL AROUND fe.3750 psi (MIN. CONNECTOR PIPE GROUT AND SHAPE OPENING ALL AROUND CONNECTOR PIPE WITH NON -SHRINK GROUT (ASTM C-02]) STORM SEWER MAIN �^ a' �COMI BACKEILLL 2- /g RIND BARS \/ ? ENO Oi PIPE SXA I NOT EXTEND PAST INSIDE WALL > OF STORM SEVER MAIN—/ - NTQ AIN (STORM SEWER NSTALLA ON ONLY SEWER O SCALE LEMA Y PLAZA P. U.D. DRAINAGE & EROSION CONTROL PLAN • 9TORVNATF1111EVIEw c:. PlFi1KRflURN -CLASS 'B' VIITN IEtlMRMTTAL SEP 13 19% 7 eeG