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HomeMy WebLinkAboutDrainage Reports - 09/01/2006 (2)I 1 1 1 1 i 1 F 1 i 1 1 1 1 City of Ft. CoUl roveAJ24ans Approved By 0 - Date_ 51104 FINAL DRAINAGE AND EROSION CONTROLSTUDY PRESTON CENTER FIRST FILING LOT 2 HILTON GARDEN INN 1 FINAL DRAINAGE AND EROSION CONTROL STUDY PRESTON CENTER FIRST FILING LOT 2 HILTON GARDEN INN Prepared for: Mark Mucci Mind's Eye Architecture 1950 Abbott Street, Suite 605 Charlotte, North Carolina 28203 (704) 373-3101 Prepared by: North Star Design, Inc. 700 Automation Drive, Unit I Windsor, Colorado 80550 (970)686-6939 I August 18, 2006 Job Number 266-01 0 11 �1 North Star ®design, inc. August 18, 2006 Basil Hamdan City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage and Erosion Control Study for Preston Center First Filing, Lot 2, Hilton Garden Inn Dear Basil, I am pleased to submit for your review and approval, this Final Drainage and Erosion Control Study for Preston Center First Filing, Lot 2. I certify that this report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. ' I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Q ii 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone 0 970-686-1 1 88 Fax TABLE OF CONTENTS TABLEOF CONTENTS............................................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location...................................................................................................................1 1.2 Description of Property ............................................................................................I 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..........................................................................................1 .' 2.2 Sub -Basin Description.............................................................................................2 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations..............................................................................................................2 ' 3.2 Development Criteria Reference and Constraints....................................................2 3.3 Hydrologic Criteria................................................................................:.................2 3.4 Hydraulic Criteria....................................................................................................3 4. DRAINAGE FACILITY DESIGN 4.1. General Concept.......................................................................................................3 4.2 Specific Flow Routing.............................................................................................4 4.3 Drainage Summary ...................................................................................................5 5. EROSION CONTROL 5.1 General Concept......................................................................................................5 5.2 Specific Details........................................................................................................5 6. CONCLUSIONS 6.1 Compliance with Standards....................................................................................5 6.2 Drainage Concept.....................................................................................................5 7. REFERENCES....................................................................................................................7 APPENDICES A Vicinity Map B Hydrologic Computations C Hydraulic Calculations D Detention Pond Sizing E Erosion Control Calculations F Excerpts from Previous Reports I i 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Hilton Garden Inn site is located on Lot 2 of the Preston Center First Filing. This project is located in Section 5, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. See the location map in Appendix A. The project is located south of Harmony Road between Gifford Court and Corbett Drive. The project is bounded on the north by a Wells Fargo Bank, on the east by existing Gifford Court, on the west by anexisting office building and on the south by Timberwood Drive. - 1.2 Description of Property' The entire site consists of approximately 3.5 acres of land the southern portion of which L is encumbered by an existing detention pond. The land is currently undeveloped and falls to the southeast at slopes ranging from approximately 1% to 3%. Portions of the sites to the north and west drain through this site to an existing detention pond along the southern boundary of the site. This pond was modeled as Pond 302 by JR Engineering in conjunction with the drainage study for the overall Preston Center First Filing. This pond is being reconfigured with this development but the original volume per the model will be maintained. ' This project will include the development of a multi -story hotel building, parking, private drives and the reconfiguration of the existing detention pond. The site will continue to rdrain to the existing detention pond. 2. DRAINAGE BASINS AND SUB -BASINS 1 2.1 Major Basin Description The proposed development lies within the McClellands Drainage Basin. Preston Center First Filing, including this site, lies within McClellands Creek Master Drainage Plan. 1 I. r 2.2 Sub -basin Description This site (Lot 2) is included in the "Final Drainage and Erosion Control Study for Preston Center at Wildwood Business Park First Filing" by JR Engineering dated October 23, ' 1998. The SWM Model completed with this report includes the Hilton Garden Inn site in Basin 102. The on site detention pond is shown in this model as Pond 302. ' 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual' specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 1984, 'developed by the Denver Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to previous calculations completed with the Preston Center First Filing report. The model included in this report limits Basin 102 to a C-value of 0.75 and an imperviousness of 75%. The site as proposed has a C- Value of 0.62 and an imperviousness of 72% which are well under the values assumed in the overall drainage report for Preston Center First Filing: Based on these values, the detention pond provides adequate detention for the developed site as indicated in the SWM Model, therefore this model is not being updated with this development. Runoff from the onsite detention pond is released east under Gifford Court and enters ' Pond 304. From this point the runoff flows south under Timberwood Drive and enters Pond 305. This pond releases water into an existing storm system along the west side of County Road 9. 3.3 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm z 11 11 r t frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. Two ponds (301 and 302) accommodate all of the runoff from Preston Center First Filing. These ponds are connected with an existing storm pipe and are designed to act as a single pond because of the interconnectivity. No modifications are proposed to Pond 301 and no calculations were completed with this project for Pond 301. The detention pond stage storage curve for Pond 302 was recalculated based on the proposed grading. The proposed grading is shown to increase the 100 year water surface elevation from 4935.1 to 4935.21. The spillway for Pond 301 (the existing pond west of the Hilton site) was designed at 4936.1 and the spillway for Pond 302 was redesigned with this project at 4935.2. This modification to the spillway elevation will accommodate the slight increase in water surface elevation in the 100 year storm event. 3.4 Hydraulic Criteria All hydraulic calculations are included in Appendix C. The calculations include the storm system that will intercept flows from offsite as well as on site. These flows will be conveyed to the existing detention pond. 4. DRAINAGE FACILITY DESIGN ' 4.1 General Concept The runoff from this site will be collected in concrete pans and be conveyed to inlets on ' the east side of the site or be collected in private roof drain piping or flow in the parking lot and curbs. All runoff will be discharged into the pond in the southern portion of the site. Flows that enter the site from adjacent properties have been accommodated in all runoff calculations. Extended detention for water quality has been designed for all runoff to the pond. The existing outlet structure will be replaced to accommodate such design while 3 I I I 11 I maintaining previous 10-year and 100-year release rates. The extended water quality volume will be retained for 40 hours per City of Fort Collins criteria. 4.2 Specific Flow Routing A summary of the drainage _patterns within each basin is provided in the following paragraphs. Basin 1 encompasses Pond 302. All other basins listed below will convey runoff to this Basin and the detention pond. Basins 2 and 3 include the south half of the building, the parking lot on the south side of the building, walks and landscaping. Runoff from basin 2 flows south in the parking lot to an inlet located at the northwest comer of the detention ponds. Basin 3 collects runoff from the roof drains and the parking lot and routes it to an inlet at the northeast comer of, the detention pond. , ' Basins 5, 8 and 9 include the parking lot, walks and landscaping on the east side of the building. All runoff from these basins is collected in inlets to storm piping or roof drains leading to storm piping by which it is conveyed to the detention area. Basins 6 and 10 encompass the northwest portion of the site including a portion of the building, landscaping and parking lot. Runoff is collected from these basins in landscape drains and the private roof drain piping and is conveyed south into the detention pond by ' storm 2. ' Basin 4 and 7 include the north half of the building and the parking, walks and landscaping on the north side of the building. Runoff from these basins flows north into Basin 102 A or is collected in the private roof drain piping. All runoff will be conveyed east to storm 1 on the east side of the site via the private roof drains or an existing concrete pan in Basin 102 A. Basin 102 A is located to the north and west of Lot 2. Runoff from this basin surface flows in the existing parking lot to the east. At the northeast corner of Lot 2, this runoff is collected in a series of inlets and conveyed by storm 1 to the detention area. I 4 1 .1 4.3 Drainage Summary All runoff from this site and the adjacent sites will be safely conveyed in storm piping or via surface flow to the detention pond. The site will conform to the overall drainage report for this subdivision and will maintain the drainage patterns that currently exist on site. The City of Fort Collins will be responsible for maintenance of the existing storm drainage facilities located within the right-of-way. The drainage facilities located outside of the right of way (including the detention ponds and inlets) will be maintained by the Preston Center Association. Private roof drain piping will be maintained by the hotel owner. 5. EROSION CONTROL ' 5.1 General Concept This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. The potential exists for silt movement from the site and into the existing storm system during construction. Potential also exists for tracking of mud onto existing streets which could then wash into existing storm systems. To limit the amount of silt leaving the site several erosion control measures shall be implemented during construction. All inlets shall be protected with gravel filters, wattles will be used where appropriate, and the boundaries shall have silt fence installed. Vehicle ' tracking pads shall be used to control the mud being tracked onto the existing pavement. During overlot grading, disturbed areas are to be kept in a roughened condition and watered to reduce wind erosion. The required performance standard for the site is 74.6%. During construction and after final paving and building construction, the proposed erosion control plan provides an effectiveness of 73.2% which is slightly below the targeted performance standard. The Isite, as proposed, is being adequately protected with the erosion control measures shown 1 5 1 1 1 1 1 1 1 f 1 1 1 1 1 1 1 1 1 6. on the drainage plan. If, during construction, the City inspector believes additional measures are warranted, these measures will also be implemented. The erosion control escrow amount is $6,765. CONCLUSIONS 6.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual and the Final Drainage and Erosion Control Study for Preston Center at Wildwood Business Park First Filing. 6.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for conveyance of runoff to the detention areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. 6 0 q 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, 1992. 3. McClellands Creek Master Drainage Plan Update by ICON Engineering, Inc. dated November 30, 2000. 7 APPENDIX A VICINITY MAP rA No Text Ile — — — — — — — — — — — — — — — — — — 02-A\ 34 is 0 30 60 A - SCALE: 1 30' - - - - - - - - - - - - - - - - - -------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - 4 -7- X- 10 102 al M 7' MMMAM •--- - ---- .....�i 9=, Y AREA M I �A"` �T 7DatF-RWV0DDRW MADE M M EIR01.1411T M EI2YAMM PRIM M ---------------- — — — — — — — — — — — — — — — CONSTRUCTION SEOUFNCF a 00 box, "'K,mcnom MliW �'ONTOMi maOaEO I' EM11M V QM71XiM co,ira(ts a),imm �mm PM EMI)w mor AmsmaOYD E49f B0.W WY m 0MRAP z h M arAff&AM molar Alm YdYENT ODPITIbM COYliRIm " WES 6 Spt.. z 0.) 7h• — c-- .Prate .1 be —offal .1 1-1 to —fbbveYp ."tY Malgwt. en tM ..t. (1) A, 1- 01 . ..ii— f.111M M Mataa0 bilit 1b -Y Imp .-i velYitY (a Fw, abOWq. Irdin% aai AM r (4.) At 11— G.:oes be umfi, k 9 ft� �y ��tiy �t—f w biem Xi avab betl�i. wo.dom be [knitai W w -.0.) r• far = i; or 31 1. 0� my �c&rt� .�b, Mir,, ti— b, ropir, w a �t� MCI � .•Ralwo4 BMIN —b:0• I.vii .1 by dwam" "N' . raw thirty (30) ft, wba• A) is mPO by W oty/Cu w (y) W .e. W pet.W. M ten0ersy (.h.4) saabn cores mmvm Ma. tLt— (2) .raw and w"ifl�t sto— t r�mj a wawa iy� (b,) Rs-n M Pi— and —0b lM Of M tN anwNq ebbwbW a.m We w115—tfy gtmiffiiae as ewwninecl by 1ye s cwbcf n tbr. r•mewe w w t" Wb- " b=b bblybibfWY naRbe m ewsmW by W n.:ur w. 4,estw. t� . bm m. v :.—,a II.. �cbw b. �. f- d of W �-t ft— M inbmW w1b facillt. (a) iM ewhwts y:M up ewO fj, bfM "k i0b, I bf wa —bbg (0a) Ab -taina meenwm Poll Y -1 in e mmnw ere IemUm . . . k W . boy inte tMbt. t. 5 bbb tw (10) fM M h�L M W zfiockp� ti� ��tW f— � wk by v� -ughwm% wbt� � �tw ath� AntV." Ong thili, (M) dby. " w (1z) fy. ameat, a stwuol Per i M wfi a lit be c.ww wl wryMEu, a iy. "rk, � 0 maul. Iwo AM- — hoes -11b"tib— f at1w oi,/�ty . (HUN CL era: mairewler wt. �1.b, w �w w db�f 1,b*Mn w—L _Y z I-- z 0 0) — Of (14.) A Wb itibmi . M. 1. t. .1 Ob- a: z z LU 0 f0bf of the ibb—g �t/� b,bl Msft im� m �..w fwl dy Ztcft&ma by W arwlm wren mqash, (IMUMbs mama fifty bats ay). cm (b.) � a "tt. ft t. cc cc Z (b, at t. w I-- < 2 V) 1-00 0 (a) *Aw f—bfion.IM if mower t...e. z Of w z uj 0 0 DRAINAGE WMMARY TAME BASIN 019a AMA (Aamm 00 .1 LT00 Two (MI, TMm AOKI off, I (" May I (M) I am an an as UTI ('J's I Im 7 &1" aim, Ms' 10 all 655 i.w .0 111, am 1.00 as 5 am air- -735-, &0 ae (1415 mu 6 am --Fsl- cc— -I m —&0 "1 MIM! 7 M.M1 ma oar so an 1.74 a as, 183 irw &0 m am 1.90 I a" (1.811, 1.00 aD aB. a's Q42 to MMI M7. am U SA mw 13) 1111 1011 am 1.0 - :U.00 z w 0 z < City of Fort Collins. Colorado LLJ x UTILITY PLAN APPROVAL a. APPROVED: (fat. to CHECKED BY: SHEET & DETENTION POW SUIMIARY CHECKED BY: 5 T a," Z "all.0f CHECKED BY: 5 OF 9 woo. DISIDR1001 R.12M CHECKED BY. RAN ti a8 l 7,711c —E: - -MAX CHECKED BY: I APPENDIX B HYDROLOGIC COMPUTATIONS B O O 2 O�j O ma E w c L) j LO (D 04 O U N w N ca O C o a 0 o O_ O m v >1 h p Y C N m as N o c a d U J N w+ m U E w m 0 o � Z � � o n. m x O _ O Q O N a) U a C-4 W c d CD _ m U co C O CC o L] U c o f° C 7 O N w F E E A .. U p a) o a 0. U A c9 W F N 3 0 o y ^ W O Of w m m 0 C'J O 00 O 0. a O m V N 1. O! m b m 1. E LL N m O of Yf •' m 0 W O N A tD Z W U ry m m m a m a m m I. O 0 0 0 0 0 0 6 0 6 6 0 616 C U W a UIn (n0 m N m M QP n m 0 0 I. to m m m co I. Z Q N N C h I7 UN7 g I+- ¢ O o n o o v W m O it O W N fmD O i� 0 th O In Q Q m m aD m N W ¢Q It W m In a0 eh o Z Q N N N N N E Q1 N p O J a ¢ o In In N a N O m M O p 0 0 0 co 0 0 rn m Q V' 01 N 7-7 N a J .� W. v n N m mN 0 0 et O m m o O fpo Q . N N m M a(7 N m c0 N N IO J QW¢(J ^ N m- m to N N N R O l'n N O N In O I. 0 ¢ �' O O O O O O O O O O N Min � Z Z O N O U) a o a ¢ m Z 'N M V m m l• m M O m1 O LL Z O y J CO o a m ~o 0 W Q cc O E U v�i O 0 L N L Q N U a) a cl C CISO U `7 a) U U U a C w IA cc U O a) C U a3 rn 0 cL E 4U a) N g c CD � 3 c0 N N t 0 N >. a w o 0 w o m a) o U O o y co N It: N O cc y -0C m Z C p 2 N E .0+ O . Q II II II (D E_ U Q II c Q — Q U N W � II A) U U m U U N N O � N U m U W , N X O LL } O Z 0 H Q Z LU U Z O U_ LL O cW C f C s 0 O O %6 w r P. N 4:i n U Y a W 0: J 2� C m 0 0 0 0 0 0 0 0 10 LL � E IG IIN IA i(j uj In Ol Il) i(l fG 0 N N 10 U? W z N m'E � oc.-oc d �000 m IV v .. W Y U Z J w V m 0 N N i0 O Q N W m 0: F- u 7 m OR N O O N 10 W 3 C N Q m m m n n N m E N P m th O m m ocri odo�oco LL J W z m momvr��o Qmo Q O N E .- fV C! m U K c t o m m m m o b o m m O c c m o a o a o 0 o 0 o `o W 2 c o 6 0 o c d c o 6 W t, L m Qm0 _ m o o m m m r O m m o e Q o 0 0 0 o m o 99 G c J W O Ja mmoin In momQ n Q (J N t0 m A c Q m m n m W F� C G C) 0 O O O O C C G C Z H w o mrm'In N N O mmoQm O N O N rn O 0 c 0 C G G C a 0 0 0 O t� Z N rn o am �Nm Q In mnmrn O z vi m Z N m Q N l0 n m m O W W 4 im F co W a O J � 'E ZZ �c vi �ci vi �i vi m vi vi ui o IL « 0 m.-m c nnm o 0 vi minor m 2 E V 0 o c o c Q I I m " W W Q� G O� m N ry r1V N T m C n �I m maavl moo m a 3 � O J W _ in mm <era avm m S Cl C c w 8 m m m m m m g m m 0 0 0 0 `o C O C C C C O G G F ago W F L J m 7O. NN ��OO Y pp K 0 J 9 m 11�� C m� op 0 0 r N ppoo O 0 Omf my O 2 F, d U N {{pp N Y1 �� oopp O amf ry O N a Z N m a m m r m m o o 2 7 y 2 a 9z o o 100'a m W a U W U C .y a d c e � c J U U O � N ' Z C •E � p ~Q + m y all 11 II V m w W R 0 LL LL O Z M Y W IL Q' 04 W � v J a Z O P 1 A 0 x � P. NM14 h u U o z d o� z U UQ O O O a Q N !ti a w w rc 9 m m 0 N Q m m m Cl! m n (71 m F O O N O O O O O O O Q � N O_ EE Q Q ao U O w m m 0 N Q m m m P1 U N m N n N N m n m t mnnnnnln nnQ 2 t'lm mcommmmmQ �, cvdvvvvioda E co vi vi666 of 666 U vlm0Nw momQ n N m m m m m IT m m n m U c o 0 0 0 o c o 0 0 0 Q A O G O O O C C G C G fM LL o z„ o an .-Na1Qmwnwmo Z H F N V) W 0] Ix s c m •g .- N in Q u1 m n o a o_ 0 LL LL O z M Y a ow O� wCD v J Q z O Q 0 O � O h N O m aNrx� r u U E 0 y On d o O z� O U oa�Q 0 Y G o E E rC y N N S m fq S S tq LU K ❑F0-H12 HFFF Iu—F 0 N m N 7 N 7 m N n m LQ � Q F O 42 u � � O ° m w a a`o U O o '42 N O N Q N? W N n O N mNfp inmm�mv� t O V1 U'1 N N In N N N m od ai ai of of ai ao m of of as O O O O O G O O 1A U E m N N N W a) m wi M m U c�000mnoocn m m a0000n�noom o � O N O G O O 0000000 {h Q 0 A o �Nfh?v>mnmmo 7 .na Z ~ ~ a) m W z s c 'p CO m o W o a 0 0 0 0 LL ®m mm APPENDIX C HYDRAULIC CALCULATIONS Cal I 1 1 H Project = P es4nr HiltHftj Inlet ID Wp L wP Curb ) ^ g $ryr may`_ th of a Unit Inlet I Depression, if any (not part of upstream Composite Gutter) bar of Unit Inlets a Information h of a Unit Grate Opening Ratio for a Grate (typical values 0.60-0.90) Sing Factor for a Single Grate (typical value 0.50) a Orifice Coefficient (typical value 0.67) Weir Coefficient (typical value 3.00) i Opening Information nt of Curb Opening in Inches e of Throat (see USDCM Figure ST-5) Width for Depression Pan - ging Factor for a Single Curb Opening (typical value 0.10) Opening Orifice Coefficient (typical value 0,67) Opening Weir Coefficient (typical value 2.30-3.00) Design Discharge on the Street (from Street Hy) 'Water Depth for Design Condition Total Length of Combination Inlet s a Weir Capacity as a Weir without Clogging - ' logging Coefficient for Multiple Units Clogging Factor for Multiple Units Capacity as a Weir with Clogging s an Orifice Capacity as an Orifice without Clogging pacity as an Orifice with Clogging a Weir )acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice 3acity as an Orifice without Clogging oacity as an Onfice with Clogging is inne-ecttee while• Grate is :n weer flow.; Flow Direction L, 3aart abd=?;:::;;';:3s©a inches .. W. 2 0i1e It Ca (G) .. r€ ........r).ti3 E ....................... ........................ ....................... H = :' :: !............00... :': < fiz00 inches Theta 45 ©::degrees Wp 2 0©eft C.(C) ©4©i C«(C) 0. Ya = [:'t"i?>!'i(i':;':;4i inches L Cl. ........................ cfs Coef Clog=EE?i'4SA;E Q. =?i?iiid1? Ei`3'5i cis ........................ cfs Q� CIS cis Clog ....................... ........................ ......C. ................. cfs Cm=i'`GSiiE2''.``.Yi cfs eft cts Note: Unless additional ponding depth or spilling war the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet 1-1.xls, Combo-S - 5/31/2006, 6:41 AM ' OUS NAMN WORT lft A 5#JISII Project Presfoix Hiltan Inlet ID Inlet:2 >5tohn 1 L Wp Wp ' Flaw Direction Curb g • ClrtttJ �eslan Information ' Length of a Unitt Inlet Local Depression, if any (not part of upstream Composite Gutter) aya 2DD inches Number of Unit Inlets No Grate Information ' idth of a Unit Grate W. 2Df};ft rea Opening Ratio for a Grate (typical values 0,60-0.90) A =0.60 Clogging Factor for a Single Grate (typical value 0.50) 1 C (G) 0.5it Grate Orifice Coefficient (typical value 0.67) Ca (G) Grate Weir Coefficient (typical value 3.00) C. (G) Curb Opening Information Height of Curb Opening in Inches ....................... .................. H=:�>:<-:>'.6p43? 00: inches of Throat (see USDCM Figure ST-5) Theta degrees 'Angie Site Width for Depression Pan Wp =2pf}ft Clogging Factor for a Single Curb Opening (typical value 0.10) C. (C) -513!; Curb Opening Orifice Coefficient (typical value 0.67) Ca (C) .:?. .....Q 67 'Curb Opening Weir Coefficient (typical value 2.30-3.00) C„ (C) Design Discharge on the Street (from Street Hy) q. _��>`p�4': cfs Depth for Design Condition Ye . j,,.,..4„i inches 'Water Total Length of Combination Inlet L = Uft As a Weir Capacity as a Weir without Clogging ........................ cis Clogging Coefficient for Multiple Units Coef ' Clogging Factor for Multiple Units Clog 69Q� Capacity as a Weir with Clogging ....................... s an Orifice .. Capacity as an Orifice without Clogging .. Oa=!f??'? <"'!'i?"E?4' cfs Capacity as an Orifice with Clogging C. 6 %!; cfs Grate Canacitv forClaquin Q►ant. =':3?i`ti'a3i': i;i:i$i.'3.i'�$.'i cis Curb Ovenina InletC c Sump ' a Weir Capacity as a Weir without Clogging 4a cis logging Coefficient for Multiple Units ........................ Coef logging Factor for Multiple Units Clog ='wYti ' apacity as a Weir with Clogging Q„ an Orifice Capacity as an Orifice without Clogging ........... ........... Oct»"<3£3.: ................. .. ...... cfs Capacity as an Onfice with Clogging O.. _ q ds Curb Ouenino Caoacitv forwith Clogging D. cis (Curb C •porir-9 is inre'e ve •xn:la Grates ;r. weir flow.; Combination e Canacity with Clogging Q. =:>`33 cis ' Capture Percentage for theCombination e C%= % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture ' percentage of less than 100% in a sump may indicate the need for additional inlet units. ' Inlet 1-2.)is, Combos 513112006, 6:40 AM L] Project P[estpn•Hiltan - :,. . ' Inlet ID L WP Wp F1owDssEction Caafi H 1 41err q f�a - Design Information Length of a Unit Inlet 4 ? 3'p0zft Local Depression, if any (not part of upstream Composite Gutter) ab°r 2-,QFj: inches Number of Unit Inlets No 2 Grate Information Width of a Unit Grate W 2 002R Area Opening Ratio for a Grate (typical values 0.60-0.90) A Clogging Factor or a Single Grate (typical value 0.50) C. (G) 0 Spy. ' Grate Orifice Coefficient (typical value 0.67) Cd (G) Oil BP: Grate Weir Coefficient (typical value 3.00) C. (G) 3 00: Curb Opening Information Height of Curb Opening in Inches H 5 Q. Inches 'Angle of Throat (see USDCM Figure ST-5) Theta -05 0 degrees Side Width for Depression Pan W, 4 00<it Clogging Factor for a Single Curb Opening (typical value 0.10) C. (C) Curb Opening Orifice Coefficient (typical value 0.67) Cd (C) Curb Opening Weir Coefficient (typical value 2.30-3.00) Grate Inlet CapaciSumpC cu ated Design Discharge on the Street (from Street Hy) Q°I 'tfa d cfs �V1GIuL�GS Gti'P.lr'f (0\./ 'Water Depth for Design Condition Yd ,. $ inches (' _ ( n Total Length of Combination Inlet L=a<?sl;::t;pp;:ft As a Weir Capacity as a Weir without Clogging ........................ CL ' Clogging Coefficient for Multiple Units Coef 15k3? Clogging Factor far Multiple Units Clog = 9 Capacity as a Weir with Clogging D. _ [' i 1 > > j3 i;;%> 6 Ts oft s an Orifice Capacity as an Orifice without Clogging Da =E %.>s"` <':?°3?i 7<cis Capacity as an Orifice with Clogging O„ _::2 cfs Grate C es i C Q..w,a'i<s;?i<<�i% cis ' Curb Ooenina InletCa c As a Weir Capacity as a Weir without Clogging ....................... ........................ 0,,, cis Clogging Coefficient for Multiple Units ..................... Coef=�S.F:iz'�33i«':F£2'�i? ' Clogging Factor for Multiple Units Clog6 Capacity as a Weir with Clogging 0_;. 389icis As an Orifice Capacity as an Orifice without Clogging O,i = ? !3':'kti>8' cfs 'Capacity as an Orifice with Clogging Q. _ p cfs Curb Ooenina Caoacity fores C Q.taro=?: : �E: :�:%?: Q+Qicts (C peninc is inna^ective vrhilu Grata is :n w•::r flow.) . Combination Inle Cavacity with Clogging cfs Capture Percentaneo Combination e C%=izs�z3i"'t'':4CQiOR':°h ' Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of lass than 100% in a sump may Indicate the need for additional inlet units. ' Inlet 1-3.xls, Combo-S 5/31/2006, 6:39 AM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Inlet ID: Wp L WP Cuxb j ^ g �rtter �`�h of Grate h of a Single Unit Grate i of a Unit Grate (cannot be greater than W from Street Hy) ing Factor for a Single Unit Grate (typical value = 0.5) ling Factor for a Single Unit Curb Opening (typical value = 0.1) Depression, it any (not part of upstream Composite Gutter) Number of Units in the Combination Inlet in Discharge on the Street (from Street Hy) r Depth for Design Condition Length of Inlet Grate & Curb Opening of Grate Flow to Design Flow E, Velocity Vs (from Sheet Hy) i-over Velocity V,: Check Against Flow Velocity V, :rNo-Clogging Condition :eption Rate of Gutter Flow :eption Rate of Side Flow Rx (from Street Hy) :option Capacity :r Clogging Condition ling Coefficient for Multiple -unit Grate Inlet ling Factor for Multiple -unit Grate Inlet Live (unclogged) Length of Multiple -unit Grate Inlet :option Rate of Side Flow Rx (from Street Hy) al Interception Capacity f-Over Flow = Q,-Q° (to be applied to curb opening) ant Slope S. (based on grate carryover) id Length L to Have 100% Interception T P ig Coefficient ig Factor for Multiple -unit Curb Opening Inlet e (Unclogged) Length No -Clogging Condition a Length of Curb Opening Inlet (must be < LT) otion Capacity Clogging Condition Interception Capacity Over Flow = 4,,,e11, _ e Percentage = QJQ, _ Inlet 14.xls, Combo-G Flaw Direction Type =:::<z3'lap8tke L, 3 Wit W. 2 ., f7L1: It C, G ""..::..._T C. a _ Q inches No cfs — [hUk'k4es 04SiiG inches E. V. _ `»€`:'f"'>s<"'37k fps V, is: gia"Ita .v, ............................. cfs Coof Clog It R. a?R9 Q. cfs ....................... . LT .: a,33 ft Coal, = Clog =E>!>'>'::?:::>:>> 0 E0 L. ' > i i ' Z 70 it cis Q. _ '#d`s cfs Qb = :3?>;..k3:'[ cis ....................:......... 5131 /2006, 6:41 AM 1 1 1 1 1 1 1 i 1 1 1 1 1 E ti m m m n M 0 N i rf� 1:J 1 1 1 M I 11 I V O O C� O —COM M M Q E co �LOU? Cd M •M Q E J (n NvO ZOO �0)M — O CO Q N � J CO V a 0 N .- m O ov LOLO > N MM U °� `- W I$ \ w > > r Sri N O a ` O O O O O O O O Q � N� N �• ..•N • M M J�0Jj0ui (m M O V- ctz! O T-U-) O dN to M CO Q Cc •! O J (n LO L O LO (•7 N L M M V N N 7E'C•�� CLjjti >(ONO) (O N O O N QC� N� 0 F N J��J(ACA OO O U) a U) } MM U zD 0 M � m a. N NI- ONO > >(DNLO M O �� d 9 N O^ N N x L T1T+ U) O E It O. CO M U E S O Lo C �\ W a O C C00NO 1) oaf �� � O NO N _ �La J:D0 !j0 A °=N o c w C) E o' m O a ID0.90 0 d (D N F 0 I i U if F I I W O M O () T j ` O n (0 7 M M M M m mw c �� W � J o M CO O o rn m T N C O O) w co M M M M m m m v c C W � J E m (O m o R V N O m a 0 0 r co LO v M M M M � � c O T v O (O co CD M N O n m2 co (n IT m Cl) M m M 0_ T E a O (O O (O (n v o O 0 d M N M M 07 m D >>� c o —W 0 O LO O (O (O (O (O v C m� O M M M Cl) N j C > N c m p.— � W N N (O N O M ? (O N U N O n n n Q % o o (D 3 y a v rn N LL v O M M M N N N m m (O c0 � m W (D O M CO ` a.-. O O o O ao n n co L co (0 co LO co r J C O y V U U U Ncn C C C C N N N m N m m 0 cZ M N w m m o c c c p Wm m-0 y 0 a{ M N p.Z r N N N N c c c c m m J (O IT M 9 d a a a a r u I I I I I I 7, I I Lil 11, th of a Unit Inlet R Depression, if any (not part of upstream Composite Gutter) a� 2 OD inches ber of Unit Inlets No a Information i of a Unit Grate W. ...... .. . ... . ..... ft Opening Ratio for a Grate (typical values 0.60-0.90) A Sing Factor for a Single Grate (typical value 0.50) C. (G) 2.: 3 Orifice Coefficient (typical value 0.67) Ca (G) a Weir Coefficient (typical value 3.00) C, (G) Opening Information it of Curb Opening in Inches H inches e of Throat (see USDCM Figure ST-5) Theta j 4154. degrees Width for Depression Pan W, ft ging Factor for a Single Curb Opening (typical value 0.10) C. (C) Opening Orifice Coefficient (typical value 0.67) Ca (C) 7 Opening Weir Coefficient (typical value 2.30-3.00) C. (C) ;Ign Discharge an the Street (from Streef Hy) Q. cfs ter Depth for Design Condition inches 31 Length of Combination Inlet . ........ L ... ..DO.: ft a Weir )acity as a Weir without Clogging cis gging Coefficient for Multiple Units Coef gging Factor for Multiple Units clog )acity as a Weir with Clogging a. cis an Orifice )acity as an Orifice without Clogging Da 08 )acity, as an Orifice with Clogging .1.: cts As Capacity for Design with Clopoln Q,.g„y cis rb Openina Inlet Capacity a Weir oacity as a Weir without Clogging C" ..............9E cis gging Coefficient for Multiple Units Coef gging Factor for Multiple Units clog Dacity as a Weir with Clogging cis an Orifice pacity as an Orifice without Clogging Qj pacity as an Orifice with Clogging ci..=77":'7'71W'1,"cfs rb Opening Capacity for Design with Cloaciina V.: Cft mbination Inlet Capacky with Clovaing O. cis pture Percentage for the Combination Inlet C./. % Note: Unless additional poncling depth or spilling over the curb is acceptable, a capture percentage of less than 1 OOOA in a sump may indicate the need for additional inlet units. 11 Inlet 2-1.xis, Combo-S 5/31/2006, 6:38 AM 1 1 1 1 1 1 1 1 1 1 1 1 1 .1 1 N E d I u mew •� S o C N � m K O1 m � d SQ E w o a 0000 N � (Y V C:� N ' CV Ln N (D C:) N pCQ .. >>00Ln N ' C �N.cl O O O O -� Q_ ..d. O O O O �QC,._N„ • E dM• qt co co O J�OJ(DU) U N j NO r�n ate+ � m p o m ■ a`O No — N O O 09 ,^ Y vI O Q i O N m •�_ C ! O $ J-� co o O C O ,� � C'7 rM U O m 6 o ' ..co 5 C CO .LQ E �C�.NC'0 a J.(n JD QJ(�(� o� t0 N .O. CO t O CO N = m a O d m � ao d C io a m min . N F- C O I m (ad v c� c W ' J rn ro T m C Ol Cl) cn W J 0 0 my m m rri r�i N � L 3 ° o= m r V t0 � r r f'7 f7 � � C v N OD . T E N o mC m m y W j m L C ❑ > O C. w d N m N a C O O 0 O ma im ? y C v+ O C. o. — W u 'a M 4% c0 U m M /0 co Z Q3 E O EO O o m TLL O N 0 B m n r m o cn Z ` � of c rn — 0 L Lo ID ° v C N U U Ln A N m yZ O L 3 m " o c p m d'O N o aZ N z 2 d c c a W J N �- d a i E 0 to N N r A O N z I I ' Project Inlet ID I I I I I Wp L Wp CU,b FI g Q1Igo, th of a Unit Inlet Depression, if any (not part of upstream Composite Gutter) oer of Unit Inlets a Information i of a Unit Grate Opening Ratio for a Grate (typical values 0.60-0.90) ling Factor for a Single Grate (typical value 0.50) t Orifice Coefficient (typical value 0.67) Weir Coefficient (typical value 3.00) Opening Information it of Curb Opening in Inches a of Throat (see USDCM Figure STS) Width for Depression Pan ling Factor for a Single Curb Opening (typical value 0.10) Opening Orifice Coefficient (typical value 0.67) Opening Weir Coefficient (typical value 2.30-3:00) Design Discharge on the Street (from Street Hy) Water Depth for Design Condition Total Length of Combination Inlet s a Weir Capacity as a Weir without Clogging Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Capacity as a Weir with Clogging s an Orifice pacity as an Orifice without Clogging ' 'pacity as an Crifice with Clogging — u I I a Weir pacity as a Weir without Clogging egging Coefficient for Multiple Units egging Factor for Multiple Units pacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging Cpenicg i, innef!ectrve while Grata is :r. weir flow.) Flow Direction L, 3oart ai,N inches W, : 2 00 It A ....................... Ca (G) ....................... ........................ ....................... ........................ H30R: inches Theta degrees W, C, (C) C, (C) fi C. (C) ...::....... s po Ya inches L fit ....................... ........................ 71 oft Coef Clog=^'i' 1 ... cis O.cra°='v:gif cis CIA Coef Clog CZ cis Q.eue efs cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet 2-1.xis, Combos 5131/2006, 6:46 AM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t i M E Ln Ln n 0 N I I r W CO a. DE 9i? 1 Il O LP cu .o0 pc �0 O O d' M C7 C7 O � O � b O M m Q E rE VJ 4= 00 W M CO I cl—' c a _ O . > C�OM O NN Mco O co M(N'C, O C g4�0 O Q��- NN �Z)o.ajMU')" CO L i CN Iv -CM 01.NNA 0 N� 1 _ t V J cy) � .. 00 N N QC� E m N N n M O N i u I r r r .r 1 1 r U r r ,wcnM M n tm m m m z W J U i ago m vn m M E2 C C W J N O E m tm LO O m 'o Cc M m � O >` o tO m m V N M M O M W 'v Go T oco U) E n �r C q N N M M M N m N C C > W O 0 OD O CO ;mm N > C W �Ci� t 1= t0 V t0 H 0 Q � v n (m u, E to w N t0 N m O O co p ... O o N N N O T7 L M M v v n C to v m" J C O (U NCl) C C C t0 dm m C CZ N 3, N N O C C Q A m � CO nZ Cl) N - � m d C C C m a J C7 N 7 IL rL d E t0 N n M O N 4 APPENDIX D DETENTION CALCULATIONS 19 ! 3 / . \ k 0 ; 2c6 ! CL]�za / \ 0 r 0 a\E5Q uo>=w Sj cn ' Q )/\ ° E °§\(§\\\/){§ (I« u . > / 2 1 }� ) - 6 \\ °§))/\\§/)§j (2± 0 )@£ - 2<�.°§)\§\()\\// CD \\}\}\\(\\\\ / e § } \ \ ) \ 3 II II 'fl � 7 �a a; �3 d c Om C � � ❑ R d _ c O O O 0i L N ^� iq. m xZ00 cn � O 0 F A a F U ] a U UU m A a [� v h 0 0 0 0 0 0 -• -• ry N 7 U to . E � � 0 0 0 0 0 M• O N �> 0 U V] O O O O O O C O O C C y O O O O O N O N O-- 00 fN+1 M M M V e 3 o � d N r••+ m p O O G C 0 -•• ti 1 U m v E � a O � O � � M .--• N S m p tN+t wi eh U co 0 0 0 0 0 0 0 0 0 0 8.. Ma.v�v,v�ov�.wo o M-- N N y •r ^ ^ ry N N D N N N M C M cscor, M 17, M M M 7 7 of 'T V o V � o � N O o o > > c o ° U C C C88 N O N � m rEL� U II II Q M N ca ca 0) cc W N ° N Z Z m a O y a a 0 C N O � Q d N � r O C co N F O Q 3 ` °' O d A , C co �O t II Vo is -� O O N C �' � � O N a.Ni4.Zw •� � � 11 N r' c co —' ° c > cm rn zm € d a Mc; O�q o2-` oz¢W ' rU)= N O4 0 o a�i aa.UV) lL q �� M 0on W p m ✓9 a O LL C O E �• o N O `3 > . CO o C5 O j N o, Q 0 0 `o W co N 0) �- O O O �. w m a N E r e R r m F M `° Sri O Z 0 a C NC C v v o O O O 0 O >_ y 3 3 co E ° ° a •> a m c af9i w > " ° o c O N 4j a7 ik a d' C w o m@ 01 C Q Q U O o C! .. y Ll w Detention Pond Outlet Sizing ' (10 yr event) LOCATION: Preston Hilton ' PROJECT NO: 266-01 COMPUTATIONS BY: ROB SUBMITTED BY: North Star Design DATE: 8/29/2006 Submerged Orifice Outlet: ' release rate is described by the orifice equation, Q. = Ck sgrt( 2g(h-Eo)) ' where Q. = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s ' A. = effective area of the orifice (ft) E. = greater of geometric center elevation of the orifice or d/s HGL (ft) ' h = water surface elevation (ft) ' Qo = 2.40 cfs outlet pipe dia = D = 15.0 in Invert elev. = 4930.17 ft Eo = 4932.31 ft h = 4934.27 ft- 10 yr W SEL Co = 0.62 ' solve for effective area of orifice using the orifice equation ' k = 0.344 ftz 49.6 in2 orifice dia. = d = 7.94 in ' Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/D= 0.53 kinematic viscosity, u = 1.22E-05 ftZ/s Reynolds no. = Red = 4Q/(pdu) = 3.78E+05 ' C,, = (K in figure) = 0.62 check ' Use d = 8.0 in A o = 0.349 ft' = 50.27 in z Q m= = 2.43 cfs ' Detention Pond wo wallAs Detention Pond Outlet Sizing (100 yr event) LOCATION: Preston Hilton PROJECT NO: 266-01 COMPUTATIONS BY: ROB SUBMITTED BY: North Star Design DATE: 8/29/2006 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = COAO sgrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ft') Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 4.00 cfs outlet pipe dia = D = 18.0 in Invert elev. = 4930.17 ft Eo = 4930.52 ft h = . 4935.24 ft - 100 yr W SEL Co = 0.62 solve for effective area of orifice using the orifice equation Ao = 0.370 fC 53.3 in orifice dia. = d = 8.23 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d / D = 0.46 kinematic viscosity, u = 1.22E-05 ftz/s Reynolds no. = Red = 4Q/(pdu) = 6.08E+05 Co = (K in figure) = 0.62 check Use d = 8.300 in 140 = 0.376 ft' = 54.11 in z Q m= = 4.06. cfs Detention Pond wo wall.xls I Preston Hilton ' Emergency Overflow Spillway Sizing ' LOCATION: Preston Hilton PROJECT NO: 266-01 COMPUTATIONS BY: ROB SUBMITTED BY: North Star Design DATE: 8/29/2006 ' Equation for flow over weir top of berm Q = CLH32 H ' 4 spill elevation where C = weir coefficient = 3.1 L _� H = overflow height 100 yr WSEL ' L = length of the weir Spillways will be designed with 0.50 ft flow depth, thus H = 0.50 ft Size the spillway assuming that the pond outlet is completely clogged. Detention & Water Quality Pond 302 Q (100) = 41.81 cfs ' Spill elev = 4935.60 ft 100 yr WSEL = 4935.24 ft Min top of berm elev.= 4936.10 ft Design top of berm Weir length required: with freeboard = 4936.2 ft L = 38.15 ft ' Use L = 40.0 ft v = 1.90 ft/s I APPENDIX E EROSION CONTROL CALCULATIONS E I r I 1] 11 1 1 z O Q M J W O Q' C Z F y W U Z Q O U. W IL J J Q LL Z 4 N Ul a a a e a Qo aa o e 0 o z F F o a ^ � � rn rt N1 •^• O N O O t+1 � 0 0 0 0 0 0 0 •- 0 0 N Q _ h + h r+ N of N .• yOj N .-• N d „N„ N LO 0 0 0 1. 0 i. 0 m 0 n N OV N .yl N a00 .0a LO n co 0 LO co co 0 v co o LO N N 0 0 M N O N u� o 0 0 o c o 0 0 0 0 ri w o C p N O O O O O O O O O O ° A W a v Z V W Wcc N M V �l7 f0 I. 07 T F a 19:61 O ° rn U O > � •O y o R G p u c as O C y o � U �' o atdi � � R R U O O � •y a� C II y n 1 G and �^ 4z �. 0 0 `n > > R o 3 II II II II II �• W 0 North Star Design 700 Automation Dr. Unit I Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: Hilton Hotel STANDARD FORM B COMPLETED BY: PPK DATE: 29-Aug-06 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS/SOD 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF = (1-C*P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 1 0.55 BARE SOIL 0.00 Ac. ROADS/WALKS 0.00 Ac. SILT FENCE 0.20 Ac. ESTABLISHED GRASS/SOD 0.10 Ac. GRAVEL FILTERS 0.25 Ac. NET C-FACTOR 0.83 NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 66.7% 2 0.27 BARE SOIL 0.04 Ac. ROADS/WALKS 0.15 Ac. SILT FENCE 0.04 Ac. ESTABLISHED GRASS/SOD 0.00 Ac. GRAVEL FILTERS 0.04 Ac. NET C-FACTOR 0.45 NET P-FACTOR 0.40 EFF = (1-C*P)* 100 = 82.0% 3 0.56. BARE SOIL 0.01 Ac. ROADS/WALKS 0.25, Ac. SILT FENCE 0.00 Ac. ESTABLISHED GRASS/SOD 0.20 Ac. GRAVEL FILTERS 0.10 Ac. NET C-FACTOR 0.23 NET P-FACTOR 0.40 EFF = (1-C*P)* 100 = 90.8% 4 0.15 BARE SOIL 0.01 Ac. ROADS/WALKS 0.00 Ac. SILT FENCE 0.00 Ac. ESTABLISHED GRASS/SOD 0.14 Ac. GRAVEL FILTERS 0.00 Ac. NET C-FACTOR 0.14 NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 94.3% 5 0.05 BARE SOIL 0.01 Ac. ROADS/WALKS 0.05 Ac. 0.37 0.22 0.51 0.14 Erosion Control.xls 1 of 3 1 1 1 1 1 North Star Design 700 Automation Dr. Unit I Windsor, CO 80550 PROJECT: Hilton Hotel STANDARD FORM B COMPLETED BY: PPK DATE: 29-Aug-06 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS/SOD 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF = (1-C*P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) SILT FENCE 0.00 Ac. ROUGHENED GROUND 0.00 Ac. GRAVEL FILTERS 0.00 Ac. NET C-FACTOR 0.11 NET P-FACTOR 0.40 EFF = (1-C*P)* 100 = 95.6% 6 0.08 BARE SOIL 0.00 Ac. ROADS/WALKS 0.00 Ac. SILT FENCE 0.08 Ac. ROUGHENED GROUND 0.00 Ac. GRAVEL FILTERS 0.00 Ac. NET C-FACTOR 1.00 NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 60.0% 7 0.38 BARE SOIL 0.02 Ac. ROADS/WALKS 0.11 Ac. SILT FENCE 0.25 Ac. ROUGHENED GROUND 0.00 Ac. GRAVEL FILTERS 0.00 Ac. NET C-FACTOR 0.71 NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 71.5% 8 0.20 BARE SOIL 0.01 Ac. ROADSIWALKS 0.13 Ac. SILT FENCE 0.03 Ac. ROUGHENED GROUND 0.00 Ac. GRAVEL FILTERS 0.03 Ac. NET C-FACTOR 0.36 NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 85.7% 9 0.04 BARE SOIL 0.00 Ac. ROADSIWALKS 0.04 Ac. SILT FENCE 0.00 Ac. ROUGHENED GROUND 0.00 Ac. GRAVEL FILTERS 0.00 Ac. NET C-FACTOR 0.11 0.05 0.05 0.27 0.17 Erosion Control.xis 2of3 North Star Design 700 Automation Dr. Unit I Windsor, CO 80550 PROJECT: Hilton Hotel STANDARD FORM B COMPLETED BY: PPK DATE: 29-Aug-06 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS/SOD 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF = (1-C*P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 95.6% 10 0.28 BARE SOIL 0.02 Ac. ROADS/WALKS 0.01 Ac. SILT FENCE 0.00 Ac. ESTABLISHED GRASS/SOD 0.05 Ac. GRAVEL FILTERS 0.20 Ac. NET C-FACTOR 0.80 NET P-FACTOR 0.40 EFF = (1-C*P)*100 = 68.0% 0.04 0.19 Erosion Control.xls 3of3 CONSTRUCTION SEQUENCE IPROJECT: PRESTON HILTON HOTEL DATE: 6/28/06 Indicate by use of a bar line when construction will occur and when BMP's will be installed/removed in relation to the CONSTRUCTION phase. CONSTRUCTION PHASE (MONTH) 1 2 3 4 5 6 7 8 9 10 11 12 GRADING INCLUDES OVERLOT OVERLOT DETENTION WQ PONDS SWALES, DRAINAGE WAYS, STREAMS DITCHES PIPELINE INSTALLATION INCLUDES OFFSITE WATER SANITARY SEWER STORM.SEWER CONCRETE INSTALLATION INCLUDES OFFSITE AREA INLETS CURB INLETS POND OUTLET STRUCTURES CURB AND GUTTER BOX CULVERTS AND BRIDGES STREET INSTALLATION INCLUDES OFFSITE GRADING / BASE PAVEMENT MISCELLANEOUS INCLUDES OFFSITE DROP STRUCTURES OTHER (LIST) BEST MANAGEMENT PRACTICES STRUCTURAL SILT FENCE BARRIERS CONTOUR FURROWS RIPPING/DISKING) SEDIMENT TRAP FILTER VEHICLE TRACKING PADS FLOW BARRIERS BALES, WATTLES, ETC INLET FILTER SAND BAGS BARE SOIL PREPARATION TERRACING STREAM FLOW DIVERSION RIPRAP OTHER LIST VEGETATIVE TEMPORARY SEED PLANTING MULCHING SEALANT PERMANENT SEED PLANTING SOD INSTALLATION NETTING/BLANKETS/MATS OTHER LIST Cost Est 1 1 t 1 1 1 Project: Prepared by: EROSION CONTROL COST ESTIMATE Hilton Hotel PPK ITEM QUANTITY JUNIT COST/UNIT ITOTAL COST Silt Fence 920 LF $3 $2,760 Wattles 2 EA $150 $300 Inlet Protection 6 EA $150 $900 Construction Entrance 1 EA $550 $550 Subtotal Contingency (50%) Total $4,510 $2,255 $6,765 CITY RESEEDING COST Reseed/Mulch 2.9 ACRE $775 $2,248 Subtotal Contingency (50%) Total $2,248 $1,124 $3,371 EROSION CONTROL ESCROW AMOUNT $6,765 Page 5 APPENDIX F EXCERPTS FROM PREVIOUS REPORTS FINAL DRAINAGE AND EROSION CONTROL STUDY PRESTON CENTER AT WILD WOOD BUSINESS PARK FIRST FILING Prepared for: L.G.T. Real Estate Advisors, Inc. Stanford Plaza, Suite 100 3555 Stanford Road Fort Collins, Colorado 80521 Prepared by: JR ENGINEERING, LTD. 2620 E. Prospect Rd., Suite. 190 Fort Collins, Colorado 80525 (970) 491-9888 February 17, 1998 Revised April 23, 1998 Revised June 2, 1998 Revised August 13, 1998 Revised October 23, 1998 Job Number 9177.01 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 8525 LOCATION: PRESTON CENTER ITEM: COMPOSITE "C" CALCULATIONS COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. April 22, 1998 AREA DESIGNATION TOTAL AREA AREA OF ROAD/WALK RUNOFF COEFF. AREA OF BUILDING RUNOFF COEFF. AREA OF LANDSCAPE RUNOFF COEFF. COMPOSITE C VALUE 101-A 2.66 1.70 0.95 0.40 0.95 0.56 0.25 0.80 101-B 0.25 0.25 0.95 0.00 0.95 0.00 0.25 0.95 101 2.81 1.32 0.95 0.33 0.95 1.17 0.25 0.66 102-A 3.09 2.06 0.95 0.68 0.95 0.34 0.25 0.87 102 2.96 1.42 ' 0.95 0.70 0.95 0.84 0.25 0.75 103 0.43 0.43 0.95 0.00 0.95 0.00 0.25 0.95 104 0.43 0.43 0.95 0.00 0.95 0.00 0.25 0.95 105 1.83 0.17 0.95 0.00 0.95 1.66 0.25 0.32 0-1 1.73 1.73 0.95 0.00 0.95 0.00 0.25 _ 0.95 0-2 _ 1.68 1.68 0.95, 0.00 0.95 0.00 0.25 0.95 0-3 0.13 0.13 0.95 0.00 0.95 0.00 - 0.25 0.95 Composite values Sub basin Area C 101 5.73 ac. 0.74 102 6.05 ac. 0.81 0 9m01 FL2.xLS 1 of 1 �-I Y b b b b g W ¢ 2 Z Z Z J n y IA m N b P: h N CI �O Q' Yf Yl E m O b N b b b Y O b b b O Y CI {�1 fV IV O q ■D m G i� � b m b Q�a J 0 O N N N N n n $ m tQv C of W Q ? F U mm m� CW1 O p b n� N Ibp N r W N 0 b p 0 INp Orl 0 0 0 0 N� Y O G � � C C C � LL J W . m m W m 'Z a W iV P) H N {V 17 {V CI N Pl C1 l7 lV !! N CI N N N a - .. x PmbPPmbmmbbbbW-CeQ O C C G d G C G d G C G G C d G C C C fz b fJ VI v n W Q N m 0 0 o 0 m Y W pp Ol {b�l N N� o 0 W� 0 N 0 m 0 0 m N 0 N N n l N b by. v n W C C n J f Z N m O O W W 10 m O - E m m a m Q o Q r o o b a d d N Ol ■V YI CI fV FI M b m n 0 N N N A m 0 p 0 N C G Y J g "3 d d d d d d d d d C5,6 d d a, U W m b n m r m W W M m W W W oi C C h� 1■ S 0 ■D < O WN O P Y m N r b zF � z W a 0 a Z Q O Q N N � 17 b mi N l7 'O d d d = o 0 N a �o $-2 W d z O z W U O Q U c ZQ lL F O rn W F- Q F H � cN � Z o m Q C �% (� u z C z o Fil } z U � y Gz7 $ Y d m N z % ?C Id C F 5 a c W Q V a U H pa UU N d O m al p Y � C $ W it _Z J CR p C GOO OzS a m n O Yi N h m m Q O m m 1N O N O tV Cf N N v m m p Z N f _ m Imo{ O pp W U � F u 7 u + 1,4 � Ci m W y C'1 N Cm0 h n N N b N n A Q N N 1ND 1N0 N N m m O N N P f Q L N O C N G G G N C of vi G 1C N r h J O J LL m Q O " N P � m P � m m Zt7 N U a m m m m m m m m m m m m m m m m m m m m'm m m m m m m m K C C a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O � C U � Q G C C C C G O C C G G G C G C G G C O G C G C C G C G G m Rim n m 0 0 p m v m P m O N m O m •- 0 0 8 0 0 � C IOR lr IOR iq iq IR m W O m O O O m N p O m O m O O O O m p m O O P N m m m O m � c G J v F L Cl eV C G G 1G C .- p m n m P O Q n 0 0 O O O ue N m O O O m O h p C C P m J = p O m p p p p V O O O a, U W O p m 17 n m m N N m N U1 Y] W ... m m n m r m m m M m m m m � 2 m N 10 N m lV P Yf O A CI O Q G P O m � N G n 10 v t7 tG � C Z h 19 Z Q N C) P m m n m w a o ? Q O Q N O m Qm O O 4 O O f O O O 'o d N d Cf d = o 0 Q m Q N O 3 -3 m JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) LOCATION: PRESTON CENTER October 8, 1998 DESIGN STORM: 10-YEAR DEVELOPED COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. i =46.2/ (10+tc) °-"o n = rr_;e DIRECT RUNOFF REMARKS Des. Point Area Design. A (ac) C CCf Cf = 1.00 tc (min) i (in/hr) Q (cfs) 1 101-A 2.66 0.80 0.80 7.6 4.89 10.43 101 2.81 1 0.66 0.66 7.4 4.91 9.12 2 101 + 101-A 5.47 0.73 0.73 9.9 4.44 17.70 3 102-A 3.09 0.87 0.87 5.3 5.45 14.70 102 2.96 0.75 0.75 5.0 5.53 12.29 4 102 +, 102-A 6.05 0.81 0.81 7.2 4.96 24.41 5 103 0.43 0.95 0.95 5.0 5.53 2.26 6 104 0.43 0.95. 0.95 '5.0 5.53 2.26 7 105 1.83tO.3 0.32 12.8 3.98 2.29 8 101-5 0.25 0.95 5.0 5.53 1.34O1 1.73 0.95 14.9 3.71 6.10 0-2 1.68 0.95 15.3 3.67 5.86 0-.3 .0.13 0.95 5.0 5.53 0.68 0 917701FL2.xLS JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) LOCATION: PRESTON CENTER DESIGN STORM: 100-YEAR DEVELOPED COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. i =75/ (10+tc1 0.786 n = rr. in April 21,1998 DIRECT RUNOFF REMARKS Des. Point Area Design. A (ac) C CCf Cf = 1.25 tc (min) i (in/hr) Q (cfs) 1 101-A 2.66 .0.80 1.00 10.0 7.12 18.99 101 2.81 0.66 0.82 10.0 7.12 16.52 2 101 + 101-A 5.47 0.73 0.91 10.0 7.12 35.50 3 102-A 3.09 0.87 1.00 10.0 7.12 22.00 102 2.96 0.75 0.94 110.0 . 7.12 19.79 4 102 + 102-A 6.05 0,81 1.00 10.0 7.12 43.05 5 103 0.43 0.95 1.00 10.0 7.12 3.06 6 104 0.43 0.95 1 1.00 10.0 7.12 3.06' 7 105 1.83 0.32 0.39 12.2 6.57 4.74 8 101-6 0.25 0.95 1.00 10.0 7.12 1.81 0-1 1.73 0.95 1.00 14.4 6.09 10.53 0-2 1.68 0.95 1.00 14.8 6.02 10.11 0-3 1 0.13 0.95 1.00 10.0 7.12 0.93 917701 FL2.XLS 8-S H C LQ 7 0 U 7 O N C O CL c 0 c a� N o ❑ O � Cl 0 W O j 7 CL O F �- C O «O c o L.a ¢ C U U z m N CO O m � w a z z 7 E r m y > .F7• z r-N w m + -mp Cq 11 II II Q>aQ a ccn zr ° > L 3 o. o� z°z¢A OF-]� 0 a 0 cn L c O CL N O M a c 0 I1 m m E ccCV)0) oLncOvICIC4) O U O N N m '- r M 0 CO Orrr NN > m m E2 00007rv�no E> ca o c o 0 0 o r U m c m �. m E w E2 U O O O rmm O r O Cl) m 7(n O N ai N WOW > v U C C 0 0 0 0 0 C n ca no co Cl) cn. CO 7Qv OOOT00N MO�CO CD r r r N N N c o > m Oj m _ V' M _ Cn In Cf) .�.. a) m m CV co Cl) Cl) m c,j W W J m y m > c 3 3 a am >` T o 0 CD .gym^ 75 E OmMCAnrCDNCnn E 7 Cj O N N CO M O "T Cn w r E> ca O O O O c;r r r r N 7 U O c m CD E E 7 6 CO O M r to O o m w m `V 0 m CO O m m N m m 00 0606666666 L > v U C COj co c0 CU H r n M m r O CO CO n m In O m CO M In M m m jQvo�ocOnraormnr cn r r r r r N N m m C O >� LO —mMmM to Cr°j m pm m IMINIM co Ui w —! W m CD c ,c .m � m >. N O O r O r 0 � 0 LO T T O O m M II II M r II II W W C a°Q ELL ^� > m C O j N 7 H N CD E 75 49 CO W O (p (a C13 II w LO m d r Q cc ^,Qj do u II T T O O co t m d o CL E >1 o c a g m > a N > qj r Q CD E Z y > H T Cd a Cco C%j U O N Lf) co cm cn O O ((6 N m O m c.o ZZO•,� dv� a J 0. U m .- m o� m �p a CONmOO)NN07N � t� v 0 6 7 N O NNN644 m� 0 O N F.. N T m a m = r v m a m m o m _c rn � OLf N O a O ) ). Oa 0 O)ONm co 7 C C O m a m of O co mvinomv cm m 0 O) cmt� T W N N N o v J n co V N coO Lmm� r- naoaoo a 0, 000000 m m m m 0) m r�--r m m m m t G m O Ln m�nm IL) to f0 (o W NNao O O) W a 0 0 0 0 0 0 0 0 0 0 � m c ai Ot� Nnon NNM<O ' O 9 m m a rn w A a -It C N .- 10 ' Q L .� OI u'1 (o r N N m O C r N N N o O m E m m.. O �` 0 O N CD N i0 coLotovo �- O) O W N O OC OO.-� NNm � a C m Ol L M N m V N 0 t0 m o m m m m m m m m m N m W W m 3 3 a >. >+ a 0 00 U _ J 4 p zaa �p FG Za Z. c� z B W 7 1 aw m •uat w wrLa U" W-• rn 10 9194T11.IN Page 1 of 2 2 1 1 2 3 4 WATERSHED PRESTON CENTER MASTER SWMM, FILE: 9194T11.IN, revised 10/20/98 10-YEAR Rainfall Event 180 0 0 2. 1 1. 1 25 5. 0.48 0.60 0.72 0.96 2.16 3.12 5.64 2.28 1.12 0.84 0.72 0.60 0.60 0.48 0.36 0.24 0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.0 ' subcatchmet data 1 101 301 1745 5.73 62.3 .015 .016 .25 .1 .3 .51 0.5 0.6018 1 102 501 1386 6.05 75.8 .015 .016 .25 .1 .3 .51 0.5 0.0018 PfCStdY1fi� 1 103 203 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 SY 1 104 204 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 �,`�V gG,Q.IM� 1 105 224 929 3.20 65.0 .018 ..016 .25 .1 .3 .51 0.5 0.0018 1 115 504 2428 8.36 42.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 106 226 2439 1.73 99.5 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 107 227 2853 2.57 64.0 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 108 238 2339 8.59 57.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 ` ############################ END OF WATERSHED DATA ####################### i 0 0 ' The following SWMM lines simulate a direct connection (no routing) 1 301 302 0 3 ' The following SWMM lines simulate a direct connection (no routing) 1 501 302 0 3 * The following SWMM line is detention pond 302 - 9T*GB STORAGE - Dl3c�Iip`PEZ£ 0 302 202 11 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.06 0.88 0.23. 1.42 0.29 1.53 0.59 2.00 1.11 2.39 1.18 2.42 1.95 3.95 2.06 4.00 2.64 4.24 3.20 37.3 * Pond 302 outlet - 180 dia. pipe 1 202 502 0 2 1.50 74.92 0.003 0. 0. 0.016 1.50 ' West gutter of Gifford Court 1 203 502 0 4 1.0 500. 0.021 0. 50. 0.016 .5 18. 500. 0.021 0. 10. 0.020 2. ' East gutter of Gifford Court 1 204 502 0 4 1.0 500. 0.021 50. 0.. 0.016 .5 18. 500. 0.021 10. 0. 0.020 2. * The following SWMM lines simulate a direct connection (no routing) 1 502 205 0 3 * Pipe from Inlet in Gifford Court to inlets on south side of lots 1 205 224 0 2 2.00 190.0 0.003 0. 0. 0.016 * Pipe from Inlet on south side of lot to pond 304 1 224 504 0 5 4.00 293.5 0.003 0. 0. 0.016 6.00 293.5 0.003 4. 4. 0.035 * The following SWMM lines simulate a direct connection (no routing) 2.00 4.00 2.00 Fri-stoy► �St� - VU . ��,d i1 O N Q a` F H N ci r o - F p + w �d gagap� — V N FZO y E. z p rl W N m C @@, ab Vb b Vb V. m. b VVVdb db V. qz W F= .y0000.y00000.-io.a .�,ti000�oo.r p Cd .. a Da 0 pp❑ owm ru E IC3 N z 3 3 z 3 3 3 O m— O 0 0 0 0 0 0 0 w w [�. w w w w w w w 00 U U U U U U U U zzzzzzz0o w— a tAQ 4� p pCGpppp 4 ? y W a N .] W 4 U E. W `,L W O f� [� O bt b O O f� �+1HNN .i V1 �O .i rl �O f� �O 01 N .•1 W W H W U Van tit 01 rN rI.N GpN .dmI Tiff Nm a E- rn W a. a W E... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. [T�y i(1 V� ti N e'1 N N N rt rvt tit n1 Nt �n tit [Ui G. Z i O O O O N N N N N ttA1 V� 0 0 0 0 0 0 0 0 0 0 0 W . � U ff++a11