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HomeMy WebLinkAboutDrainage Reports - 12/07/1995 (2)11 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1' l;I d FINAL DRAINAGE REPORT FOR WOODLAND PARK ESTATES I TST, INC. P.U.D. SUMMED TO CITY OF FORT COLLINS u AUGUST 1. 1995 FORT CONSULTONG ENGONEERS If OF LTTII MES ' August 7, 1995 ' Mr. Glen Schlueter City of Fort Collins ' Stormwater Utility Department 235 Mathews Street Fort Collins, CO 80524 Re: Woodland Park P. U.D. ' Project No. 10-788-001 Dear Mr. Schlueter: ' We are pleased to re -submit this Final Drainage and Erosion Control Report for the Woodland Park Estates, P.U.D. This report was prepared based on City of Fort Collins criteria and we believe satisfies all criteria for a final report. As you are aware from our earlier conversations, this report differs from the preliminary submittal in that the offsite flow from the West will now ' contribute runoff to our site. Also, a SWMM model was prepared by Lidstone and Anderson, Inc. and submitted under a separate cover. ' We look forward to your review and comment and will gladly answer any questions you may have. ' Sincerely, TST, INC. CONSULTING NGINEERS ' �0 REQj ' Michael B. Reeve, P.E. 030059 MBR/lg /ORI mLO ' Enclosure r TST INC.748 ! Whalers Way - BuildingD 102 Inverness Terrace Fast Consulting Engineers Fort Collins, CO 80525 (303) 226-0557 Suite 105 Englewood, CO 80112 Metro Denver (303) 595-9103 (303)792-0557 /\ Fax (303) 226-0204 Fax (303) 792-9489 TABLE OF CONTENTS 1.0 Introduction Page 1.1 Scope and Purpose ................................... 1 1.2 Project Location and Description .......................... 1 1.3 Previous Studies .................................... 2 2.0 Historic Conditions ....................................... 4 3.0 Developed Conditions Plan 3.1 Design Criteria ....................... ............ 5 3.2 Drainage Plan Development ............................. 6 3.3 Erosion Control Plan ................................. 6 Figures Figure 1 - Vicinity Map ........................................ 3 Tables Table 1 - Hydrologic Calculations Work Sheet Table 2 - Summary of Attenuated Runoff Table 3 - Summary of Street Capacity Analysis Table 4 - Summary of Inlet Analysis and Design Table 5 - Summary of Storm Sewer Design Table 6 - Summary of Channel Analysis and Design Table 7 - Summary of Riprap Analysis and Design Table 8 - Rainfall Performance Standard Evaluation Table 9 - Effectiveness Calculations Table 10 - Construction Sequence i ' Technical Appendix Appendix A - Rational Method Analysis Appendix B - Street Capacity Analysis Appendix C - Inlet Analysis Appendix D - Storm Sewer Design Appendix E - Channel Analysis and Design Appendix F - Riprap and Erosion Control Calculations Sheets Grading Plan .................................. Sheets 7, 8, & 9 of 27 Drainage Plan ...................................... Sheet 25 of 27 ' ii I 1 1 1 Introduction 1 1.1 Scope and Purpose 1 This report presents the results of a Final Drainage Evaluation for the Woodland Park P.U.D. A hydrologic analysis of the proposed development plan was completed to determine the location and magnitude of the storm runoff. Drainage facilities were evaluated during the hydraulic ' analysis to ensure that the structures could safely convey the runoff from the site in accordance with the City of Fort Collins Storm Drainage Design Criteria. 1 The purpose of this report is to evaluate the development and prepare a stormwater management plan that will address: (1) overall storm drainage planning and management, and (2) detention of flows exceeding allowable release rates, and (3) erosion control. 1 1.2 Project Location and Description 1 Woodland Park P.U.D. is a proposed residential site located in the West half of Section 33, Township 7 North, Range 68 West, of the 6th Principal Meridian, in Larimer County, Colorado. The site is roughly bounded by County Road 9 to the West, Fossil Creek Reservoir Inlet Ditch to the East, Horsetooth Road to the North, and Harmony Road to the South. See Figure 1. The proposed site falls within The Fox Meadows Drainage Basin. ' Woodland Park P.U.D. consists of 36.35 acres and is within an.RLP (Low Density Residential) Zoning District within the City of Fort Collins, Colorado. The development will have ' approximately 97 lots. All of the roadways within the development will be classified as local streets. i i 1 ' TST, Inc. 1 August 7, 1995 10-788-001 1 1.3 Previous Studies The "Fox Meadows Basin (Basin H) Drainage Master Plan" (Resource Consultants, Inc., February 25, 1981) was reviewed prior to commencement of this report. This Master Plan outlined several detention facilities to be located West of County Road 9 and discharges into a major swale conveyance located on the Hewlett Packard property. No new conveyance were proposed for the Woodland Park site. However, there is offsite flow which currently flows onto the proposed site that will not in the future. Per the Master Plan, 32 cfs from the West currently goes through our site and into Mr. Thomas' detention pond. We proposed to let this water onto our street system and collect the 32 cfs and pipe it into the Swale that goes to the Thomas' detention pond. TST, Inc. 10-788-001 2 August 7, 1995 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LX..... ----------- NNeln 1� 22 DD � XORSEi00iX HORSETO�TH ROAD ROAD NO PA ND PA K, K, P. U. P. U. D p s op Warren VnrrensLnke .Lake A a � ' ,� 104 �f t W Z W -•- .J i.. N � N 2 W m � F- ^ V � O � > ? � 1 r �/pX unamxr qdo HARMONY ROAD X n W J t, u 5 b i IL Nui C/VI�IVOGV II II Ymll�l- 3 � 2.0 1 ' Historic Conditions ' The existing site, which is currently a farm field, runoff sheet flows to the East to a concentrated swale offsite to the East and then to Thomas' detention pond. The runoff discharges into Fossil Creek Reservoir Inlet Ditch approximately 800 feet offsite to the East. There are no offsite ' flows which pass through the site currently; however, we are including in our calculations some flow from the West and some flow from the North. The flow from the West will be created when a new RCP is reinstalled where a crushed CMP is currently located (during the County ' Road 9 improvements). This flow will be routed as previously mentioned. The flow from the North will be from a proposed church (approximately 8.0 acres). Street runoff from County Road 9 is currently contained within existing roadside ditches. ' Most of the existing flow from this site drains to the East into the pond located on the Thomas property. There is 8.40 cfs which is the existing 2-year storm contribution from the site. We are proposing to allow some of the proposed lots to sheet flow onto the Thomas property and into the existing pond (historical drainage pattern). Our developed 100-year storm contribution will be 6.25 cfs (from Table 1, Basin A4), which is acceptable since it is less than the historical 2- year flow of 8.40 cfs. 1 TST, Inc. 4 August 7, 1995 ' 10-788-001 1 1 3.0 ' Developed Conditions Plan ' 3.1 Design Criteria ' The drainage system presented in this report has been developed in accordance with the guidelines established by the Fort Collins Storm Drainage Design Criteria and Construction Standards (S.D.D.C.), and the Denver Regional Council of Government Urban Storm Drainage ' Criteria Manual (USDCM). Developed condition storm facilities were evaluated based on the 100-year storm frequency. ' Since a Drainage Master Plan for the area has been completed, we followed the Master Plan's guidelines; therefore, historic runoff was not calculated (see Lidstone and Anderson, Inc. Detention Pond Design Section 2.1). Due to the limited size of the site, the Rational Method was selected to calculate runoff for street capacity analysis. The Rational Method utilizes the S.D.D.C..Manual Equation: Q=CfCIA t where Q is the flow in CFS, A is the total Area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour. The runoff coefficient, C, was selected to be 0.45 as taken from the S.D.D.C. Manual for RLP zoning. The frequency adjustment factor, Cf, is given on pages 3-5, Table 3-4 of the S.D.D.C. Manual and is 1.25 for the 100-year storm and 1.00 for the 2-year storm. The intensity (I) was taken from the City of Fort Collins rainfall intensity duration curve in the S.D.D.C. Manual. To obtain the rainfall intensity, the time of concentration had to be determined. The following equation was utilized to determine the time of concentration: ' t,=t;+tt where t, is the time of concentration in minutes, t; is the initial or overland flow time in minutes, and t. is the concentrated flow time (ditch, channel, or gutter) in minutes. The initial or overland flow time was calculated using the equation on pages 3-5, section 3.1.7 in the S.D.D.C. Manual: TST, Inc. 5 August 7, 1995 10-788-001 r I t; = 1.87 (1.1-CCfjW S% where t; is the initial time of concentration, D is the length of the overland flow in feet, S is the average basin overland slope in percent. This procedure for computing time of concentration allows for overland flow as well as travel time for runoff collected in streets, gutters, channels, pipes or ditches. The times of concentration calculated assumed only about 50 feet overland flow of the total travel length. The remainder of the flow was considered as channel flow (in street gutters). 3.2 Drainage Plan Development The proposed drainage plan consists of overland flow across lots which will be collected in the streets, then directed to a detention pond. The detention pond will then release the storm runoff at a reduced rate (10.9 cfs) as called for in the Fox Meadows Drainage Master Plan (see also the attachment prepared by Lidstone and Anderson, Inc. Section 2.1). Gutter flow in streets will be collected at low points and at points where streets are at capacity via curb inlets, and are then piped to the detention pond. Subbasins were delineated based on a proposed grading plan. The proposed grading is shown on the Drainage Plan. The results of the hydrologic analysis can be found in Table 1 (see Appendix A) with supporting calculations shown in Appendix A. Table 2 (see Appendix A) depicts the attenuated flows. Detention requirements can be found in the supplementary report prepared by Lidstone and Anderson, Inc. An analysis of street capacities to determine if curb inlets and storm sewers will be necessary at points further upstream than the low points was performed. It was necessary to add two inlets a little North of the low point and two inlets a little South of the low point to meet the street capacity criteria. Curb inlets, channels, culverts, and detention facilities were sized to intercept and convey runoff from the 100-year storm. Channels, roadside ditches, and detention facilities were designed to incorporate a minimum of V of freeboard and will have velocities that do not promote erosion. 3.3 Erosion Control Plan Erosion control calculations were performed and by utilizing inlet filters, revegetation, and silt fencing during construction, our effectiveness levels were very good. After construction when vegetation is in place, our effectiveness levels are also very good. We plan on using inlet filters at all the street inlets. We are also planning on installing a silt fence on the East side of our offsite detention pond. Please refer to Table 9 (see Appendix G) for effectiveness calculations. 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(Figure 3-1 of S.D.D.C.) A = subbasin area (Acres) Runoff Coefficient: Site has an RLP zoning classification, which yields an overall runoff coefficient of 0.45 (Table 3-2 of S.D.-D.C.). Storm Frequency Coefficient: The two-year and 100-year storms will be analyzed. Cf = 1.00 (2-year storm) Cf = 1.25 (100-year storm) Rainfall Intensity: Rainfall Intensity will be taken from the City of Fort Collins, Colorado Rainfall Intensity Duration Curve (Figure 3-1 of S.D.D.C.). Subbasin Area: Subbasins were delineated based on preliminary proposed grades. Subbasin areas were calculated using an AutoCADD.area routine. Overland Runoff: Length of overland flow was measured from the most remote point. The average slope was calculated to best represent the subbasin. Overland Travel Time (T). was based on the equation given in Section 3.1.7 of the S.D.D.C. TST, INC. 10-788-000 T; = 1.87 (1.1 - CCf) D"/S" where: D = Length of Basin (ft.) S = Slope of Basin (%) Gutter Flow: Local street, 36' FL to FL, rollover curb and gutter Gutter Travel Time (T) will be calculated as a function of theoretical gutter capacity when flowing full. I er A-5 3.75' .j /•42' j 1./7'j_ !fo•83� Flow area = A = Al + A2 + A3 1/2 (1.42)(0.39) + 0.39+0.28 (1.17) + 1/2(13.83)(0.28) 2 = 2.61 FTZ -- Hydraulic radius = R=A/P (where p is wetted perimeter) = 2.61 Fe/(1.47 + 1.17 + 13.83) = 0.16 Ft. F Q=VA Q = 1.486 OVA n V = 1.49 R"S" n TST, INC. 10-788-000 (manning's equation) Gutter Flow Velocity: Vstma = 1.486 (0.16)"' S'n 27.36*S'n Gutter Travel Time: Tt = UV*60 see (L = gutter flow length) min 4 l t 5 2 y. L 4 ) ` ) �.5 4 y.. A ,C. r . x i , 11., t ) , -1. Y ) ' Me -,, t 3 D , , , F 4 , Y h t : S = t l: a- , - , ,. ' o- M1 _ ,. ' ) \ x'i ,tt i C \ ' Lie 'S r p ,•1 ) } 1tA , ., r .", ,,.. r,. ,c s `y ; t r. Y ,. 5. ; • 7 7J •T" •' Il Y. - 1 1 1 � ` 4 3 S 1 j f -. Y N f. L �r 1 0 ..'. ^_ ,. it 1 " I L J r. 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I r. f { ' :Y - , Y: 1 I . x V Ewj CFJ o 0 (:D za: w o rn � 0 0 _ 06 N H a w 3 aV O N N o 00 ;z aao 0 0 0 0 0 a 0v C) N N m t% z a O O O O O O va , 6 06 6 0 p z o 0 0 a VJ 7 � a, N cm-O u w W v M e!, CA O N M a CN M wo E+. ar C n o _ ....� N �J 00 v z~ G9 z .� v N a r- TARANTO, STANTON & TAGGE Consulting Engineers -00 �0-788 CLIENT JOB NO_ PROJECT Wooiii, CALCULATIONS FOR MADE BY DATE CHECKED BY -DATE SHEET OF -!614 L! I J_ j I it _j L I L i T --7 -Lir ...... ..... 7 F T it -1, - -1-7 r it 7 i i.00" 1.0i I it j -7 lip I -H z- I fill 114! T, L 0e'' _ T`e_ ��.�i� Iri�i{f (rnJ �1/�Q Ste} . i717 IF ------ L L L 511Lpi; i 1 If I It I t i 1 1 i -4 ------- --- --- J-- 7 mr-1 . ... .. I I I I f A L 1-cr 4 S z&- . . . . . . .. . . . . -Al G050713 84 FoR O.P. 1-1 1 2.0 r L QUA ?.ON O. 0.36 IRS S'* " 10000 IT IS ROUGHNESS COEFFICIENT IN NANNING .10 ' 9000 FORMULA APPROPRIATE TO MATERIAL IN 8000 EOTTOY Of CHANNEL 7000 E IS RECIPROCAL OF CROSS SLOPE •08 1.0 ' 6000 5000 REFERENCE: M. A. S. PROCEEDINGS IS.S. PAGE 130. EQUATION II.1 07 .O6 .80 I 4000 I- .70OI(,EXAMPLE(SEE EXAMPLE O•sNEo LINES)LL .05 3000 GLEN. s . 0.03 100 .60 ' i 2. 70 N i/A • It00 so `.0 4 A • .04, .50 FIND G=.-- 03 .40 ' =0=1.0 71 Z ---- 1000 _—__ 3 Z -.30 oo z__ �. S�--_ 00 1600 �02 C 700 3 = -1 O V = _ .T s .. N 20 500 .. �7.3 � 0 400 Ld 2 Z INSTRUCTIONS (7 ,I J .ol Q 300 Er .07 Uj d Py EL. I. CONNECT ESA RATIO WITH SLOPE ISI Q .Os Z •MO CONNECT OISCMA.G[ IOI WITH 03 z .008 L 200 D[ITM I>1. TH[S[ TWO UNO MUST 02 Q 007 E'^ INTERSECT AT TURNING LINE FOR y/ V' 10 COMPLETE SOLUTION. 0 .01 P\ .006 ' V a. I T I w .08 2.104 SHALLOW _ _ .005 IOO 90 V-S..P(D CHANNEL > O L1.1 .07 80 AS SHOWN USE NOMOGRAPH r .004 .06 ' 70 wLTH i • T 60 a , O .05 50 3. TO OErERMINt _I W ri 0 J .003 . ' 40 D1S CMA RGC 0, IN I : D PORTION Or CHANNEL 1 ' 1=) — j_X N Cr-Q] ,04 30 M •YANG WIDTH A: U DETERMINE 0111M > 101 TOTAL DISC... GE IN .002 1 EMTIME SLCTIOM R. THEM USE NOMOGRAPH TO F_ .03 20 DETERMINE D' IN SECTION D FOR DEPTH Q i > ITS rj • TO D[T(RYIN[ DISCHARGE F- 02 IN COMPOSITE SECTION :" R R '+j- I OLLOW INSTRUCTION S 11: S.L UJI 1= .00IIO TO OITAIN DISCHARGE IN�R� E.j� SECTION O AT •SS UY(p OEPTM >; DETAIN 0 FOR ' From BPR !LOPE RATIO i AND DEPTH >' THEN 07 • 0 .0' Figure 4-1 .01 ' NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads,1965) ' Q �alr-er -('tern -Table I ° Htaraullc, Cd)cut4kohs Workshee+' Plul/ 3z A �,Dm o 11 offs�♦� iukcr��l-RFox Mcadowa (6as1'11 N) Dralna� ►v14s7 o- Plan" Q10,- 39•(05 MAY 1984 4-3 DESIGN CRITERIA No Text E> 7 — — C OYITIOM: 0 0.!{ (R) !7 J!! 10000 ^ It {OUOMMCS! COCI.ICICMT IN .,,,,NO 10 9000 FORMULA APPROPRIATE TO MATERIAL IN 8000 90TTOW Of CHANNEL ' 7000 E Is RECIPROCAL OF CROSS SLOPE .08 6000 REPENCACE: P R 0 PROCEEDINGS n.A. .07 5000 PAGE 1$0. EOUATION O41 06 a00o EXAMPLE Is[c D•sxcD uxcsl � ,OS 1�3000 .,IN: s . 0.03 10 N To .04 2000 I • 0.$E 30 LL 20 FIND: 0 • E.0 CF -- .03 --- - s ------- -_��- Z 2.0 1.0 80 70 deP+h= o. too 60 50 LL 40 Z 1000 ���— 3 ? 7.30 900. W _ --_ 2__ .02 T C \ Soo 700 — I -- _ 600 =_ .7 N 20 500 .3 O 400 W 2 Z INSTRUCTIONS C7 I J a 300 .01 a .07 W Ey SL 1. CONNECT [/C1 RATIO WITH SLOPE ISI Q ,OS z •FD CONNECT :ISCHARGE 101 WITH .03 Z .006 L 200 OEPTN III. IN C SC TWO LIMES YU$T .02 �/� INTERSECT AT TURNING LIFE PO. yI .007 V/ •1O' COMPLETE $DlVT10M. Q ,01 /\LLJ V .006 I T I �(L ••• 06 2.FOR SHALLOW _ _005 100 _ .•...... C. AREL I 0 LL% .07 90 80 AS SHONN USE MONOGRAPH r .004 .06 70 WcT« (, 7 W ir 60 CL .05 50 $. To DcrcRMIME rj 0 J .003 Cal nscH.RGE o, Cr.04 PORTION OF CHAFF[L _ G) M.YIFG WIDTH $: 30 VI DETERMINE DEATH J FOR TOTAL DISCHARGE IN .002 •O3 ENTIRE SECTION 0. INCH USE MONOGRAPH TO 20 DETERMINE 0, IN SECTION D FOR DEPTH Na j•]•W T i ., TO f I 1 DETERMINE DISCHARGE 'S .02 R IF COMPOSITE SECTION '• 0 FOLLOW IM ST RUCTION S ( I 1 La - 10 11 .001 Q TO OBTAIN DISCH.RGC IN I� R-- E j _ A SECTION G AT ASSUMED [, I]•II , DEPTH J 4 OBTAIN 0 FOR From BPR SLOPE RATIO [, AND DEPTH >' THEN OP • O, • 0, Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) Q t0.V-e-n TfOM Tabie- 2. EI summary of AHj1UGTo4 NJod h -For pes',S N pol•,i QI= 34.4(o c �s M MAY 1984 4-3 DESIGN CRITERIA No Text 10000 9000 8000 7000 6000 5000 4000 2000 1000 900 Boo 9 C 700 600 L t'1J � 500 a O 400 ' I [, EQUATION: a • 0.56 (fi) S1 Jfh n I! ROUGHNESS Cot IICICNT IN MANNING .10 FORMULA APPROPRIATE TO MATERIAL IN GOTTOM Of CHANNEL I IS RECIPROCAL OR CROSS SLOP[ .08 R[I[R[NCE: P. P.0 PPOC(EDINGS IS.A, .07 PAGE ISO. EOUATION (141 06 EXAMPLE LIEF GASPED LINES) .OS GIVENI S 0.05 100 vo 124 j a 2 4 ]n • .02 I/n . l:ao � so .04 > • 0.22 U 30 I'=• 20 ,.No, a 2.0 Cfs S Im 1.0 60 70 60 F; .50 LL .40 a _Z [30 .02 '1 (3 ) v T �. s N .. a - w INSTRUCTIONS (' .I ...j Q 300 .0T w .OI ly �L 1. CONNECT L/n RATIO WITH SLOPE IS) Q .05 Z AM0 CONNECT DISCHARGE 101 VITN 0a Z .008 200 DEPTH 1>) THESE Tv0 LINES MVST .02 QT y, INT14SECT AT TURNING LINE FOR i •007 COMPLETE SOLUTION. 0 .01 .006 [. I04 $HALLOW I T w 005 100 90 V-SHAPED CHANNEL J 0 9O AS SNONN USE NOMOGRAPH .004 70 WLt. t • r 60 n 50 !. To DE *E RMINE �. f i G ••• 0 A .003 40 DIS CHARGE 0A IN FOR TION of CHANNEL I 30 HAVING WIDTH R., I R DETLPNIN[ DEPTH J ION TOTAL DISCHARGE IN OO 2 ENTIRE SECTION O. THEN USE NOMOGRAPH TO 20 DETERMINE 0A IN SECTION AP 104 DEPTH i "• �T� A. TO DETERMINE DISCHARGE �J IN COMPOSITE SECTION._ J O FOLLOW INSTRUCTION ) i ^ R T(• I IO 10 CAPTAIN DISCn ARG[ IN I��A�- iA,'—� .001 ![CTIDN AP AT ASSUMED •lAIJ-) I DCPTM J I OAPT11M 0 FOR From BPR SLOPE RATIO EA AND DEFT. )' THEN 0, 0..0. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) /��,/ �IDD'is -jLa den Tn ��DF''[ -{able. L. Sum.na r� o� f.1•(-fenua%�/ n ,1 -f'Or Pes�� Fb�l+ Z �C10[�= 9.28 cis .20 H Z a (n .10 Li 0- 06 w ItJ .O7 06 .05 m Cr_ .04 n 0 .03 Q ~ .02, a w 0 ,a MAY 1984 4-3 DESIGN CRITERIA OP a Z rddoarpt 1.0 .9 .8 .7 .5 z L co z z 3 w a 0 .2 15 12 II 10 8 10 � 6 ILL 9 0 4 �D2� , u_ 8 w 3 �' / z a L 7 1� b w Q = 2.4� xo:00= 1.4ZcFyai. i> _ EX°�p\e z L Ex°mple_P°rt a -- 1•'0 z J z 5.5 a _ a. w cD .6 0 u. 5 = z_ 0 z z z .4 f- 4.5 z 0 3 _ w L _ 4 L 0 0 _ .2 0 z z 0 0 3.5 z z w w a J I 0 w 0 U. .08 3 H 0 .06 0 x 0LL z = x .04 � 2.5 a w 03 f- � a � 3 Q .02 ao a 2 a = v F- a o L w 0 0 --- -- Y0 1.5 - -- -- a< 4 3 2 �A'= Z•O Iw, 1.0 .9 .8 .7 .6 v .4 3 25 .2 15 w4Jk 9.28 cfs wlll need are open;Ag . I 1.2 w, ani of 9� 4.03' :. usE G' ;.,41 �• r! . Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA 10000 9000 8000 7000 6000 5000 4000 2000 1000 900 800 W C 700 600 = 500 z 400 r 2.0 E J i EQUATION: 0 • 0.36 A) S" n Is ROUGHNESS COEFFICIENT IN NANNING .10 FORMULA APPROPRIATE TO MATERIAL IN -BOTTOM OF CHANNEL L I! RECIPROCAL OF CROSS SLOPE .08 1.0 ACIEREw4u M A. B. PROCEEDINGS .9-4, .07 1 PAGE IIO, EQUATION II41 .BO 06 jep 70 EXAMPLE tscE DASHES LINES$ � 0 41NEN1 B 0.03 Poo .60 L•:.j N 70 n .ot 1 z/n • Itoo ~ '.04 J • 012E U 30 L z0 lL [.50 FIND 0 2.0 _-- 03 .40 ---._—_------ w 2 Z e 3 Z -.30 .02 i1 's (n .20 3 v INSTRUCTIONS w x Z Q300 � 07 w 01 d I. E/n RATIO Fy Y• CONNECT WITH SLOPE III Q ,OS z AND CON FLCT DISCHARGE 10) WITH 03 x .008 ZOO DEPTH I)I. THESE TWO LINES MUST ox Q 007 H INTERSECT IT TURNING LIFE FOR V7 = (n .10 COMPLETE SOLUTION. 0 .OI U .006 W T w 08 2.104 swuLo+ _ _ .005 100 90 N-SHAPED CHANNEL ) O Uj .0 7 so AS SHOWN USE HOMOGRAPH .004 70 WLTH I . r .06 60 a .05 50 I To DtTUNiwE A ri Q J ,003 G] 40 D�SCHAROE OA IN ; B ...�il N .04 PORTION OF CHANNEL 1 MNVIN4 OIOTN E: 30 D(TEAMINE DEPTH ) FOR TOTAL DISCHARGE IN \/I ENTIRE SECr10M D. THEN USE HOMOGRAPH TO •002 L .03 20 DETERMINE O IN SECTION O FOR DEPTH . Q i•J- Is� Z �) • TO DETERMINE DISCHARGE IN COMPOSITE SECTION �- I AE FOLLOW INSTRUCTION S I R { o- •02 IO ` •001 Q TO OBTAIN DISCHARGE IN �! !WIG" 0 AT ASSUMED • LP 1)•)'1 DEATH ); OBTAIN 0 FOR From BPR $LOR E RATIO , AND DEPTH J' THEN OT • OW • O, Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) Q t�Lken -Prorn Table 2 (ESummar� o� AHencx%W Runde" �or Design Po%�f 3 Qo ¢3.49 cis MAY 1984 4-3 DESIGN CRITERIA No Text DP'� 3 down sirt4� 10000 9000 6000 7000 6000 4000 ,3000 I E, T L EQUATION: G • 0.56 (A) 57 off It IS ROUGHNESS COEFFICIENT IN YARNING .I0 FORMULA APPROPRIATE TO MATERIAL IN BOTTOM Of CHANNEL - E 15 RECIPROCAL OF CROSS SLOPE .09 REFERENCE. H. R. I. PROCEEDINGS ISAS• - .07 FACE 150• EQUATION IIAI .06 f- 2.0 am .60 70 EXAMPLE (SEE DASHED LIMESI GIV(NI 5 . 0.03 100 LL.60 .05 o.fJ'i0 !J 7 N TOHIP i z. s0 n . .o[ i/n . Izoo LL .50 1 i-H a 0.12 20 LL FIND: Q 2.0 Grs — -- .03 .40 ------ — — F0, 7 Z Z -.30 1000 3 _ 900 .02 800 W _ C 700 600 500 a 0 400 ` .s (n .20 3 � W s Z INSTRUCTIONS< , QI 0 a 300 .OT t,.w a N SL I. CONNECT i/!1 RATIO WITH SLOP( ISI Q .OS AND CONNECT DISCHARGE 10) YITN OS .006 200 DEPTH Ia). THESE TWO LINES MUSTU 03 QT , INTERSECT AT TURNING LINE fON En .007 V^ / .10 COMPLETE SOLUTION. Q .04 y .006 W 0- I T I LLI oe i. FOR SHALLOW _ 1. .005 W 100 90 N-3HAPEO CHANNEL a LL 0 C3 .07 so AS SHOWN USE NOMOGRAPH .004 WITH i ' r W .06 60 0- 0 .05 50 3. TO DETERMINE , A ri 0 .003 40 DISCHARGE 0, IN i 0 . .. (n � .04 Pon TI ON Of CHANNEL N.VINa WIOTH S: 30 DETERMINE DEPTH a FOR TOTAL DISCHARGE IN 002 I •0 3 ENTIRE SECTION I. THEN USE NOMOGRAPH TO L rAQ 20 DETERMINE OP IN SECTION b FOR DEPTH i•a M A TO DETERMINE DISCHARGE IN COMPOSITE SECTION:- O FOLLOW INSTRUCTION ) i •, R """"• �. a W .02 10 TO 'I�R� .001 Q OBTAIN OISCHAROE IN EP!• SC CTION a AT ASSUMED •7P1)-)•I DEPTH al OBTAIN O FOR From BPR SLOPE RATIO iA AND DEPTH j THEN O, • Qf • G. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) Q4 '�s 4kt- 43 R9cfc -r- o -Ta 1o(� Z- ✓W l o C, 44, ZO ok we —am i n 4erceezt w; f-� 40 = 23.94 MAY 1984 4-3 DESIGN CRITERIA No Text D. R A-4 10000 9000 8000 7000 6006 5000 4000 2000 1000 900 800 `- 700 rw 600 S00 400 = 1a [OVATION: O • 0.5.(A) S1 J n 15 °OVGMNESS CO(ffIC1ENT IN YANNIND .10 FORMULA APPROPRIATE TO YATC°•AL IN BOTTOM OF CHANNEL 1 IS RECIPROCAL OF CROSS SLOPE •08 REFERENCE: H. R. B. PROCEEDINGS .9.0, .07 PACE ISO, [OVATION IIAI 06 EXAMPLE ISEE DASHEO LINES) LL Los S 0.03 70 TO \GIVEN, 30 .04 30 FIND I O • 2.0 If, 7 Z Z 3 2_ CY .7 i. a N .3 v .2 INSTRUCTIONS W 03 2.0 1.0 80 70 .60 .SO LL .40 Z .30 .02 T 20 Z Q300 W 01 M �y SL .07 I. CONNECT 1,D RATIO WITH SLOE ISI Q .OS Z nU ai AND CONNECT DISC ... Of 101 MITM •OO6 D3 Z L 200 DEPTH IJI. IN C SE TWO LNI(S MUST .007 r N IMF f ASECT AT TURNING LINE f0° N .10 COMPLETE SOLUTION. 0 006 w1.FOR xl_ w OB SHALLOW 005 1IOO 90♦S V-fN.PEO CHANNEL JW .07 80 SHOWN VS( NOMOGRAPH T .004 .06 70 .ETA [ . W cr 60 a- O .Os SO !. ro DL TERYIN( J—J O.003 J Ti �' AW 133 40 Oil CHA RG[ Ol IN ° a : V) Q' .04 ( PORTION OF CHANNEL HAVING WIDTH [: I—lr 30 DETERMINE DEPTH a FOR TOTAL DISCHARGE IN .002 1 •03 ENTIRE SECTION W. THEN USE NOMOGRAPH TO L r14 20 D(T(NMIN( O_ IN SECTION ° FOR DEPTH - Z °. TO DETERMINE OISLHARG( 1 Inn— IN COMPOSITE SEC TION �- R ° " FOLLOW INSt RVGTION ! I a. W •02 IO •OO1 Q TO OSTIIN OISCHARGE IN j P�� SECTION a AT ASSUMED •7�IJ-JI 0111. J; OBTAIN O 104 From BPR SLOPE RATIO 1A AND DEPTH J4 THEN 0t • O,. G' Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) Q is +Cl4tA-Pr01,1 *e- rema,^der of -1-kI {lows Pro. Tab(L 2 7;1 de-S; 58 96 IS; oiFrlb+ Qre.GL P..1, D,p( (aod 9(`o of +kciw.bvied are,, n� .4AP- A4---. Q. - • e pp P.P. SoGIGO Z,.. µ",rcoiey = (b•4ix 3.61XI Lr12� S 20.99 as .„ D•P• 3 • MAY 1984 4-3 DESIGN CRITERIA 7 IN .5 t•- w LL. .4 z s cD z z .3 w a 0 2 R 12 II 10 8 10 6 9 a 4 (2 2.40 as to- - H � tz 8 w 3 ��� z a - • (e��ci-+`on i4�r- 0•00 7 ?OVA b V Q= Z.yo(o go,= I.92 ��/F�. '0' Ex°m `e z L Exam I 1.0 ? 6 -_ P e_P°rt o_ J z -.8- _ _ _ w 5.5 0 - - - - a rn . 6 0 w c� u_ 5 = z 0 U z .4 F z w = 4.5 z. ao 3 w U. _ 4 0 0 _ '2 � z 0 0 3.5 z z �. w w a I o: 0 U. w3 U. 0 .08 .06 = 0 0 w z = o: .04 0: 2.5 a w 03 ►- � a 3 Q .02 0 a 2 a = U f" a .OI o L a 0 0 YO 1.5 - -- -- 4 3 2 1.5 1.0 .9 .8 .7 .6 .5 .4 .3 .25 .2 .15 W P/h = 2.0 vjjjI' 20.R9 Cis w;11 need an OPenlnq I 1.2 wl°rd 1.42 = 10.93 ,'. use- a Tnle+ Poem a: 8 a J (n' inlet por T9, Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2". Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA u r , - r ,'Y •�: Y -•\a r - tea. � �, .. _ t }� 4 J , 4 ) � r l.•Y� � .. y j • \ '. � J'r � f \ .11 • r: APPENDIX D T � T r Sfornt Sewer.Destgn 1 f t [ \ , !' y A F � r ) V � r , ` 5 , ) 1 1 t 1 1 1 1 1 1 n I V1 "O 11- � "t -n �! r. I N N N 1� 00 00 00 V1 17% �IOIO 1,2,1 C4 Oeq IO I L M �I 00 I�I00 Olrlb eq MIN�IaIa •rIn lln �l•� SIN 0 o on 00 SIN M N -- 1 tiN OI O O OI N NIN N M OI O N I .-i in � N1001�1 �--� �-+ I� -; C'i M N N on -It N N N N C I I^ I c I� C% CN O O O O N^ I 26 I O r 66CN 6 N N N N ON O I 00 p�n�nv�vnrn �h�� �� cn&n cn W � vFivFivFiy`n U — O ^' E.FFF ��F N ti en 'f � FFE F FF FF 00 F� F�F �� O .N-i .M-i W W W W W W W W cn rAih = w'¢oaUAw dMU ¢a, ¢m FFFF E-FFFF i� FF FF FF FFF- APO, FF TST, INC. Consulting Engineers CLIENT_ PROJECT MADE BY■ - DA JOB NO. CALCULATIONS FOR CHECKED BY DATE SHEETOF 4 J_ __11-7 7", 1 mince" I 1 or, 1' T r- —10.1 .1, 71 !if 1 1117, It rT0.I I FT-1 1 !I lI if !I-ij 1111 I 11111:1111 If i =t#H 11 fit" I If I I I if I 1 11 .1 1 1 1 - if —L. lilt I 7171 =1 If lilt I I :it t 1 ;11!1 i if I f11 it I I !it till till, fill 11 I lilt 71-7 1 1 it illit ram! ;Ill It if III f 7 It ji i li fit fill, lilt I fill ill I, !fill I i i it! if . . . . . . . . . . . . . . . . . . it T T If it I I I if fit lilt 7 it if I if till .]!it it r+1 7'l -I It it .-77 L 7 G050713 84 1 1� ♦ u Ab (' > 1, i S Y J ( ,f p !, S f >YI J t ,r \ f y r APPENDIX: E Channel Analysis"and,Descgn i . J f f < r ; Y 1 t^ 4'• y t � 1 Y 1 _ y > 1 tI S 1 \ ,•Y J , t I t� =a =w z_ E,; Z Ci F U W I TARANTO, STANTON & TAGGE Consulting Engineers CLIENT JOB NO. - - _ PROJECT CALCULATIONS FOR MADE BY OrK 61�7DATE CHECKED BY DATE- SHEET OF . .... ...... j ' r-7 ' L: --------- ........ . ............. ble 1`4`4", L re orl� I F --i 17, A1 14- 'T lf T- L I OJU 77- - L7 ... ... T7 7 4 L 1_ I -T r-7--,. r ----- -- L i i Ll i_! Lt Li I i i i T Ll FT t L! .......... 7 --------- ­7 ----- ----- F 1 T .7 . G050713 84 s ' Path: C:\UTILITY File: WOODC11 1,243 .a.. 6-30-95 7:55:04 am Page 1 ' WOODLAND PARK PUD SWALE FOR BASIN C1 /00 YcA, z s-M )EM INPUT DATA: DISCHARGE 2.020000 CFS BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 4.000000E-03 FT/FT SIDE SLOPE MANNINGS N 4.000000 1.700000E-02 Corie. PArJ RESULTS: NORMAL DEPTH = 4.884203E-01 FT FLOW VELOCITY = 2.116362 FPS HYDR. DEPTH 2.442743E-01 FT ' TOP WIDTH 3.907362 FT FROUDE NUMBER = 7.546110E-01 ' SPECIFIC ENERGY= 5.579697E-01 FT 67a91v1 INPUT DATA: DISCHARGE = 5.600000E-01 CFS BOTTOM WIDTH 0.000000E+00 FT BED SLOPE 4.000000E-03 FT/FT SIDE SLOPE = 4.000000 MANNINGS N = 1.700000E-02 dONC, pgrJ RESULTS: NORMAL DEPTH 3.019294E-01 FT FLOW VELOCITY 1.536693 FPS HYDR. DEPTH = _ 1.508709E-01 FT TOP WIDTH = FROUDE NUMBER = 2.415435 6.971985E-01 FT SPECIFIC ENERGY= 3.385975E-01 FT ' Path: C:\UTILITY File: WOODCI2 663 .a.. 6-30-95 7:58:32 am Page 1 ' WOODLAND PARK PUD 100YR WITH FREEBOARD FOR SWALE OF BASIN C1 INPUT DATA: DISCHARGE 2.690000 CFS BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 4.000000E-03 FT/FT SIDE SLOPE 4.000000 MANNINGS N 1.700000E-02 RESULTS: ' NORMAL DEPTH _ 5.438432E-01 FT FLOW VELOCITY = 2.274405 FPS HYDR. DEPTH 2.718447E-01 FT TOP WIDTH 4.350745 FT FROUDE NUMBER = 7.687399E-01 SPECIFIC ENERGY= 6.241680E-01 FT 1 1 Path: C:\UTILITY File: WOODC2 1,243 .a.. 6-30-95 7:56:40 am Page 1 WOODLAND PARK PUD SWALE FOR BASIN C2 /00 YCAA 15mgm INPUT DATA: DISCHARGE 2.810000 CFS ' BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 4.000000E-03 FT/FT ' SIDE SLOPE MANNINGS N 4.000000 1.700000E-02 coNe.. PdN RESULTS: NORMAL DEPTH = 5.527750E-01 FT FLOW VELOCITY = 2.298308 FPS HYDR. DEPTH 2.764774E-01 FT ' TOP WIDTH 4.422200 FT FROUDE NUMBER = 7.702833E-01 ' SPECIFIC ENERGY= 6.347971E-01 FT S YE -Af'- 45TORM INPUT DATA: DISCHARGE = 7.700000E-01 CFS BOTTOM WIDTH O.000000E+00 FT ' BED SLOPE 4.000000E-03 FT/FT SIDE SLOPE = 4.000000 MANNINGS N = 1.700000E-02 cow, pp,� ' RESULTS: NORMAL DEPTH 3.402179E-01 FT FLOW VELOCITY 1.663767 FPS HYDR. DEPTH = 1.700400E-01 FT ' TOP WIDTH = FROUDE NUMBER = 2.721744 7.110317E-01 FT SPECIFIC ENERGY= 3.832012E-01 FT ' Path: C:\UTILITY File: WOODC22 663 .a.. 6-30-95 7:59:38 am Page 1 WOODLAND PARK PUD 100YR WITH FREEBOARD FOR SWALE OF BASIN C2 INPUT DATA: DISCHARGE 3.750000 CFS ' BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 4.000000E-03 FT/FT SIDE SLOPE MANNINGS N 4.000000 1.700000E-02 RESULTS: NORMAL DEPTH = 6.159835E-01 FT FLOW VELOCITY = 2.471055 FPS HYDR. DEPTH = 3.079568E-01 FT ' TOP WIDTH = 4.927868 FT FROUDE NUMBER = 7.847106E-01 SPECIFIC ENERGY= 7.107989E-01 FT 1 1 4I1 �'1 �•- Yt 'A'i 'ti , 4 L .t'. J\ l .i 11 9 , - y b = tL t ,, 'c S r ( -• - Sr i lI. r \: / ) ;. .. 1 _ 1 S .�r .• f 1 Jl d L' L I I )' t f r tJ t. -k� : c 1 yt , !! 4 t• ' 1 II ' • '' 1 J, . C I . .• 1_ .1 } a V'L J r 71 {. �. ' .. I I r ` I t )' t 1+ " 1 i T: 4 1. r 1 s� R _ 1 I 'I.y 1 u j 1 i I v y • - • 1 .- r Y. .t 1 -I - 1 ,, t - ) - S ,' II �; AEPENDIX F , L •.Y, i 1 - .I... 1' 1. . - ..,. I. .... ... .'. .;. ." .. ' % RzpTp and E vszon :Control Calculations ' , ` , •: Y L V -.. f 1 t. / t`� 1 i ...1 - t .r 1 r a, , L L N( 1 V ,• 1 i. L s Yk t t v e n - I'. 1 li r i' L Y r K• 1 1 ` ! - , 1 r ,l / 4 't•+ .. L I f �I L �� r l .r t M �2 tl ° +:. v i t r •l l'II-/ I 1 i - f it _ T 1` I• 1 t I. 1.• `., r.. / i• 1 /, it 1 s k . 1 4 ♦k Ir i " I .. p t x; t 1 •t t t 1 Y.I♦ J i y. t ` t r' ar S 1 y. .. ° 11 1 4 5 L I •♦ `. i ' \v I I I S i f '.' " • .lt ,' , r . J _ 1. ,t - l i .,% I •Y i. I t f 1 Ir 1 y " f t i 1 .1 .' I t 1 ' •C • ♦ • 1)' z - - o U - z = o a j��.y7]y rdr N •Ni � ;U a a w' O � w O v N M M Vl M � M as W O U N Q V V TARANTO, STANTON & TAGGE Consulting Engineers CLIENT JOB NO. 10-7138-oo/ PROJECT MnQLAZID PALL' CALCULATIONS FOR. �Z DES14a N MADE BY M 13p- DATE �0�2-qL9T CHECKED BY -DATE SHEET OF 1-1 1 it I I I I-Lj I I I I 1 -IOuTlsET44- 1 1 1 i 1 1 f 1111 --T111 o fill Ill !if vc, tit! I I Ili I 1 17 0 I FI I fill 11 1 1 flit if I I I I I I I fit I -T-1 if Ll W-11 CA A I -1-17 -l' I if 11 1 If (23 I 1 .-11711 If ii-1111 0 ire I J-1 F F-I I I it -1 1 11 tit! Ill I I 1 1, -1 11 I I f ill L lift I lilt I-L I I I I- I I .4A -I-TF1irr i 1 9--LI if I I if i F-I 11 1 if fit IT, I I tt Iiiii it I I' H+1 Sewn! DesJ I it I 4- r-r-r 4 T* 11 1 LL i I I 1 1 1 if (Ij �T -I ill:,tillill Ifilli If it I I ill fill if lilt Ili if I I I I I I I I 11 it I I I I I I I iI I I i! I It tI I I if i I I I 1 1 f I I i' 1 t1 1 fffffff it if LIJIJ. I I I I I I I i I I I I I i 00 J ,4—�--L L I TT 00 :F. 510P Ilse 1, 'TT� T, 117 -4- 1 1 1 .1 It If f it ttit t I I I I I i I I I S.S 0, M-e- *Of '0 it Do L 4.5C -7 J, 1 T qW4 lilt) 11i 1111111 111111111 fill 1 if l i t I i,I i It 1 11 it if !1.11 if I Illi I I I 1 11 iiii if it t I I I I i A if It I III I! I I I ;I! Ill I !lilt 11 If I I I j 11 fit I I fit I I LU t ;-Flrc:H fill i I I I I If I I if I I j i .11, 1 1 1 1 -7-r V�T-iq)- 003), T 1-1-47 rf 10. col- -i- - i; L -4- III fill if -4 � 4 j 4-�--j+ If I I I t it 1 t; T-1 r 1 1, J 1 L T � 4-i J- -4- J i T 4- G050713-84 Table 8-1 lists several gradations of riprap. The minimum average size designation for loose riprap shall be 12 inches. Smaller sizes of riprap shall be either buried on slopes which can be easily maintained (4 to 1 minimum side slopes) or grouted if slopes are steeper. Grouted riprap should meet all the requirements for regular riprap except that the smallest rock traction (smaller than the 10 per- cent size) should be eliminated from the gradation. A reduction of riprap size by one size designation (from 18 inches to 12 inches or from 24 inches to 18 inches) is permitted for grouted riprap. g 71e Table 8-1 I CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP j' : of Total Weight Smaller than the Stone Size deot ' Rlprap Designation Given Size (in pounds) Cinches) 70-100 85 Class 6 tt 50-70 35 ' 35-50 10 6 2-10 <1 70-100 440 ' Class 12 50-70 275 35-50 85 12 2.10 3 100 1275 I' Class 18 50-70 655 35-50 275 18 2-10 10 ' 100 3500 Class 24 50-70 1700 35-50 655 24 2-10 35 I' t dso = Mean Particle Size. At least 50 percent of the mass shall be stones equal to or larger than this dimension. i t Bury on 4 to 1 side slopes or grout rock if slopes are steeper. Table 8.2 summarizes riprap requirements for a stable channel lining based on the following relationship: V S01 ' `0 = 5.8 . (dso) ' (Ss 1) in which, V = Mean channel velocity in feet per second S = Longitudinal channel slope in feet per foot Ss = Specific gravity of rock (minimum Ss = 2.50) d5o = Rock size in feet for which 50 percent of the riprap by weight is smaller. The rock sizing requirements in Table 8-2 are based on the rock having a specific gravity of 2.5 or more. Also, the rock size does not need to be increased for steeper channel side slopes, provided the side slopes are no steeper than 2h:1v. Rock lined side slopes steeper than 2h:1v are not recommended. Table 8-2 RIPRAP REQUIREMENTS FOR CHANNEL UNINGS tt ' 1 VS0•17!(S.-1)o.e6 t Rock Type tt 0 to 1.4 No Riprap Required 1.5 to 4.0 Class 6 Riprap 4.1 to 5.8 Class 12 Riprap 5.9 to 7.1 Class 18 Riprap 7.2 to 8.2 Class 24 Riprap t use S. = 2.5 unless the source of rock and its densities are known at the time of design. I' tt Table valid only for Froude number of 0.8 or less and side slopes no steeper than 2h:1 v. ' MAY 1984 8-2 f DESIGN CRITERIA ' The thickness of the riprap layer should be at least 1.75 times dso (at least 2.0 times dso in sandy soils) and should extend up the side slopes at least one foot above the design water surface. At the upstream and downstream termination of a riprap lining, the thickness should be increased 50 percent for at least ' 3 feet to prevent undercutting. Where only the channel sides are to be lined, the riprap blanket should extend at least three feet below the existing channel bed and the thickness of the riprap layer underneath the channel bed increased to at least three times dso to prevent under cutting. Riprap should be placed on either filter material (gravel bedding), a plastic filter cloth, or a combination of both to protect channel embankment materials from washing out through the riprap. Generalized filter material specifications are listed in Tables 8-3 and 8-4. The Type I filter in Table 8-3 is designed to be the lower layer in a two layer filter for protecting fine grained soils and has a gradation identical to Colorado Division of Highways concrete sand specification AASHTO M 6 (Section 703.01). The Type ' 11 filter, the upper layer in a two layer filter, is equivalent to Colorado Division of Highways Class A filter material (Section 703.09) except that it permits a slightly larger maximum rock fraction. For fine grained soils either a two layer filter (Type I topped by Type 11), or a single 12-inch layer of Type ' 11 filter is required. For coarse sand and gravel (50% or more by weight retained on the #40 sieve), only the Type 11 filter is required. Filter cloth is not a complete substitute for filter material. Recommenda- tions for its use are made in the Urban Storm Drainage Criterial Manual. ' Table 8-3 GRADATION FOR FILTER MATERIAL %by Weight passing Square Mesh Sieves Type, Typell (CDOH concrete sand specification (CDCHClass A, Sieve Size (AASHTO M6) Section 703.01) Section 703.09) ' 3' 90-100 1.1l2' l 3/4' ... 20-90 3/8' 100 ... #4 95-100 0.20 # 16 45-80 # 50 10-30 ... #100 2-10 # 200 0-2 0-3 1 _ Table 8-4 THICKNESS REQUIREMENTS FOR FILTER MATERIAL Minimum Thickness (Inches) ' Fine Grained Soils t Course Grained Sods tt Riprap Designation Type[ Type II Type II Gabions, slope mattresses, Class 6 and Class 12 riprap................................... 4 4 6 ' Class 18 and Class 24 riprap................................. 4 6 8 t May. substitute one 12 inch layer of Type II bedding. tt Fifty percent or more by weight retained on the .040 sieve. MAY 1984 8-3 DESIGN CRITERIA TABLE 8 RAINFALL PERFORMANCE STANDARD EVALUATION Project: Woodland Park P.U.D. Standard Form A Sequence For 1995 Only Completed By: KGS Date: August 11, 1995 DEVELOPED ERODIBILITY I Asb (ac) Lsb (ft) Ssb (%) Lb (ft) Sb PS (%) SUB -BASIN ZONE M Al Moderate 3.33 970 0.82 A2 Moderate 1.77 950 0.84 A3 Moderate 2.45 590 0.34 A4 Moderate 1.26 210 0.71 A5 Moderate 0.23 150 1.23 A6 Moderate 0.59 365 1.23 A7 Moderate 3.64 19200 1.00 A8 Moderate 2.00 185 1.00 TOTAL 760.28 0.82 75.5 (88.82) B 1 Moderate 1.90 990 1.00 B2 Moderate 2.57 1,300 1.28 B3 Moderate 3.86 1,100 1.23 B4 Moderate 2.89 920 1.28 B5 Moderate 4.06 950 1.23 B6 Moderate 0.85 275 1.23 TOTAL 1,005.43 1.22 78.8 (02.71) C1 Moderate 4.63 11050 0.70 TOTAL 1,050 0.70 73.2 (86.12) D 1 Moderate 11.14 800 3.30 TOTAL 800 3.30 82.5 (97.06) E1 Moderate 8.00 500 5.00 E2 Moderate 5.00 500 1.00 TOTAL 500 1 3.46 82.7 (97.29) F TABLE 9. EFFECTIVENESS CALCULATIONS u u I n t PROJECT: WOODLAND PARK P.U.D. STANDARD FORM B COMPLETE BY: KG.S. DATE: AUG. 14,1995 EROSION CONTROL METHOD C-FACTOR P-FACTOR COMMENT ARE GROUND 1.00 0.90 ROUGHENED RAVEL INLET FILTER 1.00 0.80 AVEAIENT 0.01 1.00 [ESTABLISHED VEGETATION 0.03 1.00 RESEED & MULCH 0.06 1.00 MAJOR SUB PS AREA CALCULATIONS BASIN BASIN (%) (AC) A Al 75.5 3.33 75% RESEED/MULCH (88.82) 25% BARE GROUND INLET FILTER WT. C-FACTOR = 0.30 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. = 77% (99%) A2 75.5 1.77 75%RESEED/MULCH (88.82) 25% BARE GROUND INLET FILTER WT. C-FACTOR = 0.30 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. = 77.0% (99%) A3 75.5 2.45 70% RESEED/MULCH (88.82) 30% BARE GROUND INLET FILTER WT. C-FACTOR = 0.34 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. = 74% (99%) A4 75.5 1.26 80% RESEED & MULCH (88.82) 20%BARE GROUND INLET FILTER WT. C-FACTOR = 0.25 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. = 80% (99%) TST Inc. Consulting () Values in parenthesis Engineers are Post Construction TABLE 9. EFFECTIVENESS CALCULATIONS ` I 1 u 1 1 1 AS 75.5 0.23 70% RESEED & MULCH (88.82) 30% BARE GROUND INLET FILTER WT. C-FACTOR = 0.34 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. =74% (99%) A6 75.5 0.59 70% RESEED & MULCH (88.82) 30% BARE GROUND INLET FILTER WT. C-FACTOR = 0.34 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. = 74% (99%) A7 75.5 3.64 100% RESEED & MULCH (88.82) WT. C-FACTOR = 0.06 (0.06) WT. P-FACTOR= 1.00 (1.00) EFF. = 94.0% (99%) A8 75.5 2.00 100% RESEED & MULCH (88.82) WT. C-FACTOR = 0.06 (0.01) WT. P-FACTOR = 1.00 (1.00) EFF. = 94% (99%) A 75.5 15.27 AREA WT. EFF. = 82.9%> 75.5%; (99%)> (88.82%) (88.82) B B 1 78.8 1.90 100% RESEED & MULCH (92.71) WT. C-FACTOR = 0.06 (0.06) WT. P-FACTOR = 1.00 (1.00) EFF. = 94.0% (99%) B2 78.8 2.57 70% RESEED & MULCH (92.71) 30% BARE GROUND INLET FILTER WT. C-FACTOR = 0.34 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. = 74% (99%) TST Inc. Consulting () Values in parenthesis Engineers are Post Construction TABLE 9. EFFECTIVENESS CALCULATIONS I 1 B3 78.8 3.86 80% RESEED & MULCH (92.71) 20% BARE GROUND INLET FILTER WT. C-FACTOR = 0.25 (0.06) WT. P-FACTOR = 0.78 (1.00) EFF. = 80% (99%) B4 78.8 2.89 80% RESEED & MULCH (92.71) 20% BARE GROUND INLET FILTER WT. C-FACTOR = 0.25 (0.06) WT. P-FACTOR = 0.78 (1.00) EFF. = 80% (99%) B5 (92.71) 4.06 80% RESEED & MULCH (90.6) 20% BARE GROUND INLET FILTER WT. C-FACTOR = 0.25 (0.01) WT. P-FACTOR = 0.78 (1.00) EFF. = 74% (99%) B6 78.8 0.85 50% RESEED & MULCH (92.71) 50% BARE GROUND INLET FILTER WT. C-FACTOR = 0.53 (0.06) WT. P-FACTOR = 0.76 (1.00) EFF. = 60% (99%) B 78.8 16.13 AREA WT. EFF. = 79.6%> 78.8; (99%)> (92.71%) (92.71) C C 1 73.2 4.63 100% RESEED & ESTABLISHED VEG. (86.12) WT. C-FACTOR = 0.06 (0.02) WT. P-FACTOR = 1.00 (1.00) EFF. = 94% (98%) C t - 73.2 4.63 AREA WT. EFF. = 94%> 73.2%; (98%)> (86.12%) (86.12) TST Inc. Consulting () Values in parenthesis Engineers are Post Construction TABLE 9. EFFECTIVENESS CALCULATIONS 1 1 I D DI 82.5 11.14 100% RESEED & ESTABLISHED VEG. (97.06) WT. C-FACTOR = 0.06 (0.02) WT. P-FACTOR = 1.00 (1.00) EFF. = 94.0% (98%) D 82.5 11.14 AREA WT. EFF. = 94%> 82.5%; (98%)> (97.06%) (97.06) E El 82.7 8.00 100% ESTABLISHED VEGETATION (97.29) WT. C-FACTOR = 0.025 (0.025) WT. P-FACTOR = 1.00 (1.00) EFF. = 97.5% (97.5%) E2 82.7 5.00 100% ESTABLISHED VEGETATION (97.29) WT. C-FACTOR = 0.025 (0.025) WT. P-FACTOR =1.00 (1.00) EFF. = 97.5% (97.5%) E 82.7 13.00 AREA WE EFF. = 97.5%> 82.7% ; (97.5%) > (97.29%) (97.29) TST Inc. Consulting () Values in parenthesis Engineers are Post Construction TABLE 10 CONSTRUCTION SEQUENCE Project: Woodland Park P.U.D. Standard Form C Sequence For 19955 Only Completed By: KGS Date: August 11, 1995 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 1995 MONTH SE P-r / 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 As r ecEssAzy Straw Barriers Silt Fence Barriers s >IECEssaRy Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/MatsBlankets Other Structures: Installed by: Contractor Date Submitted: Aki. I I 1945 Maintained by: Owner Approved by City of Fort Collins on: TST, INC. Consulting Engineers CONCEPTUAL OPINION OF COST ........ � . . .. FF.,. '. "" ... . .... ....... .... then ....... ...... ...... I � . . .2. . .�� I ......................... .... sx. � 1----- .... ...... .................. ......... ...... CHATEAU r e1j*8 BUILDERS, UILDERS.INC . .... ... ...... . . - - - ....... ... ........ .... ....... ............. .. .... ... ....... . . .... b :M _78& :0 Xl:.: ...... ...... .... ::.. : Date :... 8(11/95 .. . ................ ... .. .... Protect.. ...... ............................ ...... .... ................. ... ... .................. ........... .. .... - ....... .. ........ .. . ... ...... ............... .... ... By-KGS ... ...... .... ..... ............. . ........ ........ ........... ...... .. . . ............. ............. .. .... .... .. ..................... .......... ............ �.N .......... .. .... ................ Reim .,.*.-.�.�.......-..............-.: ::,. uafiti t ::. * .. ............... — . U ............ f. .......... OMM ents ...... .... EROSION CONTROL 1 Reseed/Mulch 36.35 AC. $650.00 $23,627.50 $0.0149/S.F. 2 Inlet Filter 6 EA. $400.00 $2,400.00 3 Silt Fence 1,594 L.F. $3.00 $4,782.00 4 Construction Cost $30,809.50 1.5 x Cost $46,214.25 Total Security $46,214.25 1 City Reseeding Cost 36.35 AC. $500.94 $18,209.17 $0.0115/S.F. 1.5 x Cost $27,313.75 Total Security $27,313.75 Security to be Used $46,214.25 I 1 1 1 1 1 1 1 1 u n t u 0 cl, 0000 o 44UnLnLn In qqqqq O mC1C101000000 O 4444ln U9 In In Ll In C g o q q q q q q q q O coCA0101C1C%C1cl, C%mC1C%000 . . . . . . . . . . . . . . . O C C C C C C C C C C C C l n l n U 1 t7 0 0 g q 0 q 0 0 q q q q q q 0 O r q q q 01 C1 C1 C1 cl C1 C1 C1 C1 (n 0) C1 C1 C1 C1 (n o v v a v v v C v v v vv• . v v v 444 vv C N co00=m0mgcogqqqqqqqqqq O 0 m v n %D 00 %D rrrrrrrrrrrrg0 w mco . . . . . . . . . . . . . . . . . • . . . . . • . . . 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AO- PROJECT WOoDL-""jC` PIQQ-4 PQ. D. CALCULATIONS FOR _ EFFEdyklz, E . MADE BY kas DATE 'i' ZI - 9S CHECKED BY DATE SHEET / OF ( j , t 5 -. • "1'T' '-r 1 .'.-t ; � t 1 ' 1 j '-•I- SJ8 13091 � <? �_ � � � i I' t � i j , `-t-`- + I I ! ' #• I I -I t � � ( . 901 B z �?oi-' 1 I 2s a I ; �..-.6..�. I j�_ f k E ' i k I-�i- -i- ��, "3` ' I �i✓t�T' Fr_rE2. I L 1_. i j - I I Y`�i�t`_l p I a I t-it?3.33% I �r ' I - lit � _•; I , $ }�(0l-I j I-3x0:q,YBP)�/3:33' if I I 1 1 2 i t t" I t If Sd015A5)0_.A , T, �L._ �1 ` t! '�--.I._:.-` ! Soo, li' , f 7 t i I if r� TT - t wt I C_ t A T �z. [0:75(•79�!D o�)_fD; 25/.;77,Y/o//. ?_7 _ ,—'=� - y__ FAc,rait L`O 75C/ 77YJ O.XO B)OZS -T I I I I� t I I !.: I I r tf ITT v—f—t- _ ` --r-=_ �� .�..? I i�l I.... Si�3aRs,i>j--I A' 3�-Ii y i I � �,�j -r17 I L, tt ._ .� � T-- �— - ;T' ! 1_ , I Z 1� i � , r � ,1 Imo_,.+ - Fi4�To2 0V� -. 5)(x&x, )f (03Y2,S�Sx0.9/(D,�% 2,�JS I'I r (. s . ! r 1 i G050713 84 TST, INC. Consulting Engineers CLIENT II JOB�D ` NO. 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FF-=24.4 F-F=24..F=23.0 _F= FF=22.6� �=2..F=22.5 23.5 23.a492.3- TOP OF LOPE (Ty FF=22.7 F=22.3 222 220 21.7 15 21.5 2.0 Z .- - - 2.5 4:1 SLOPE TYP. - - TOE SLOPE P. 20.0 492.1 21.4 21.0 20.8 20.fi -� 2 19.9 19.3 MOA. M=R K.D.A. GP-2 j ti Z fn Q � a (1) Z cc M Q (D W Q 0 9.6 0 18.6 m a w 1m m. r_w Jrt City of Ft. Collins, Colorado UTILITY PLAN APPROVAL TBT, ING ARVOWD mM we CHECKED By: pJO-lBB-COI 1eMe a <e,MeeM, VWIIr OeM CHECKED BY: e.. NJ -5 1 &emmtx UaYtf � WR YFr 1�-5' CHECKED BY: "ADCOSr J9. 1995 au 1Mb a ltecm CHECKED BY: m OSM CHECKED BY: EXIST. 18" RC1 NOTE' ALL Ma LOCATED WITHIN STREETS SHALL hM' INLET RZTERS INSTALLED PER THE CITY OF FORT COLLINS STANDARDS. ron. swau+nFrn scaaavn awwa+. — r— MTr $2.5 • vnr al Fn -� rmrosm sma« se,ex '� no+lw' cwlouT �� /%LYUSm tdvlon + nmr w FF--22.5 rwa n0 :Per. s r'nrwaaY • 107 ca Rs i 1scr+a MB.R MBF MIER. 7B DRM2 OP = z o CL CL j J r1 i� CC V) F W z O F- (1) z w O Y �5 ¢ O Q ¢ °- w 0 0 z z a o w N 0 z cc 0 m a w .ne w reer City of Ft. 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