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HomeMy WebLinkAboutDrainage Reports - 03/24/1993 (2)REVISED DRAINAGE & EROSION REPORT Submitted for Final Approval of LAURIE SUBDIVISION SECOND FILING 6.4 ACRES LOCATED IN THE NE 1/4, S31 T 6 N, R 69 W CITY OF FORT COLLINS, COUNTY OF LARIMER STATE OF COLORADO Prepared for Dr. William Musslewhite 5001 S. Shields Street Fort Collins, CO 80526 eer March 12, 1992 N0.1 - �D�Q�YL� MGANDE Jack Johnson Company 1910 Prospector Avenue Suite 200 Park City, Utah 84060 (801) 645-9000 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS I. DRAINAGE A. Scope and References . . . . . . . . . . . . . . 1 B. Zoning . . . . . . . . . . . . . . . . . . . . . 1 C. Historic Site Conditions . . . . . . . . . . . . 1 D. Proposed Site Conditions . . . . . . . . . . 2 E. Existing Topography . . . . . . . . . . . . . . . 2 F. Contributing Runoff from Upstream Areas . . . . 2 G. Continuity to Existing Drainages . . . . . . . 3 H. Hydrology Study . . . . . . . . . . . . . . . . 4 I. Street Encroachment . . . . . . . . . . . . . 6 J. Street Flow . . . . . .. . . . . . . . . . . 6 K. Rip Rap Length . . . . . . . . . . . . . . . .10 II. EROSION A. Wind and Rain Erosion Control . . . . . . . . .12 Erosion Control Sequence Plan . . . . . . . . . . .12 B. Erosion Hazard . . . . . . . ... . . . . . . .14 C. Erosion Control During Construction . . . . . .14 D. Revegetation Methodology . . . . . . . . . . . .14 i eer LIST OF TABLES AND FIGURES y N N0.13230 y i DOYLE E. TABLES CL PERGANDt 1. Hydrology Study - Existing Conditions C`� fe Of cok06 2. Hydrology Study - Post -Developed Conditions 3. Culvert Calculation Worksheet 4. Hydrologic and Channel Information 5. Entrance Loss Coefficients 6. Rainfall Performance Standard Evaluation 7. Effectiveness Calculations 8. Effectiveness Calculations 9. Effectiveness Calculations FIGURES 1. Vicinity Map 2. Rainfall Intensity Curves 3. Flow in Triangular Gutter 4. Reduction Factor for Allowable Gutter Capacity 5. Headwater Depth for Concrete Pipe Culverts with Inlet Control 6. Critical Depth Circular Pipe 7. Head for Concrete Pipe Culverts Flowing Full 8. Riprap Erosion Protection at Circular Conduit Outlet 9. Expansion Factor for Circular Conduits 10. Conduit Outlet Erosion Protection 11. Flow Path Diagram 12. Pavement and Disturbed Areas ii I ' I. DRAINAGE ' A. Scope and References This report references the Preliminary Drainage Report already ' completed by Foundation Engineering, Loveland Co., and submitted to the City of Fort Collins. A copy of the ' aforementioned report is attached. Amendments to this report are in response to Planning Department letters of July 17, and October 16, and the comments on the Revised Drainage & Erosion ' Report submitted by the Jack Johnson Company on August 5, 1991 which comments on the necessary revisions to be made for final ' approval. A revegetation methodology is also outlined. This preliminary drainage report and revegetation methodology along ' with the Erosion Control and Grading Plan and General Landscape Plan identify the erosion control methods to be used in establishing and maintaining a natural open space ' within the project site. ' B. zoning The property is currently zoned RE, Estate Residential ' District. The proposed 8 lot subdivision lots have a minimum size of 17,325 square feet. ' C. Historic Site Conditions ' The site is rectangular and contains approximately 8.19 acres. The Pleasant Valley and Lake Canal passes through the adjacent property to the north with a lateral of that ditch that ' flowing through the site. The lateral belonging to the Applewood Estates Irrigation Company. Also associated with ' the Canal is a ravine that has been created by the overflow discharge of the Canal. The overflow crosses the property near ' the center, flowing from North to South. East of the lateral the property slopes to the East and has either been native ' grasses and sagebrush or more recently irrigated pasture. The ' 1 I 1 t property to the West of the lateral has not been irrigated and remains native grasses and sagebrush. D. Proposed site Conditions The site when fully developed will have 10 homes, the extension of Wooded Creek Court, and a private drive to lots 5,6,7, and 8. The Applewood Estates irrigation ditch will be piped through the project and under Wooded Creek Court. As shown on the grading plan the slope of the 18 inch pipe is 1.5%, and with outlet control the pipe has a flow capacity of approximately 4.5 cfs thus providing adequate capacity. A block has been included on the master utility plan for Approval by the Applewood Estates Irrigation Company. The ravine created by the overflow from The Pleasant Valley and Lake Canal will be culverted under the private drive with the existing channel left undisturbed above the culvert and riprap will be added above and below the culvert. A second culvert will be added under the private drive to allow for historic off -site storm water to continue on to the ravine. E. Existing Topography See -the Landscape, Erosion Control, Master Utility Plan, or Figure 1 for the Existing Topography. F. Contributing Runoff From Upstream Areas As can be seen from Figure 1, runoff from upstream areas is not very extensive. The ridge line and slopes to the North and West of the site direct flows to either Shields Street or Fossil Creek.. Runoff from the areas above The Pleasant Valley and Lake Canal that would historically flow to the site 'are now diverted by that structure. By far the most significant flow from off- z 2 1 1 1 1 site areas is the flow possibly occurring from the overflow structure at the head of the ravine on The Pleasant Valley and Lake Canal. Attached to this report is a letter from that company certifying that the structure will allow 30 c.f.s. (cubic feet per minute) maximum to flow into the ravine. G. Continuity to Existing Drainages All off -site storm waters and/or irrigation water will be routed under the proposed street and private drive such that all flows will continue along the same existing drainage as prior to development. 191 • ` • \ / c _ . so `--�. '• , •• /�11 • : ��• �• , • i• ( •,•,imp `. � `� � Q / � •: - ,. 1-v �_ I ♦ � 135- • Is , ; —134 r sons' -� -o so�� i ( Mcdellan •� ., Vil/ )Ir7 Q \ all .y. _ Fossil: 5027 j (LLI 50 .� Crea. Of 10 \` 1 \` \� ,� \ �1�4.�� '\-- !.. \'t ram_ _, -/ • . NIZ 50 dr �/• 1 ' _ \ � 'lam/•— ' —•�' \ t` �� ' � \ � �/ � // / 1 '� � / O O , • • • • _ ' ••. �` `" 1 ♦ ` Jam' � ` -� C No Text m I 1 0.70 ACREsI I I I or----------- m I 2.11 ACRES / n I L------ IF 1 1 s • LAURIE SUBDIVISION SECOND FILING LB = AVERAGE FLOW PATH LENGTH 4/ L------J .07 ACRES 'e I 4s0.1 ?•- L I ----J I L-----J i I I OOSITE. ARE00%A OF OFESITE AREA 'A' FLOW REACHES SOUTH SHIELDS STREET r------------� I n I J �pl I 233 ACRES I L----' --� SCALE: 1" = 100' I d L B AVERAGE FLOW PATH LENGTH AREA OF DISTURBANCE PAVEMENT FMVPAT9.UV0 Figure 11 OFF-SfTE AREA C \ AR� 3^---� r PAVEMENT = 2670 SQA. I �� —DISTURBED AREA = 7090 1 { 1 G I � I %% 0.70 1 AREA 4 \ PAVEMENT = 4680 SQ.FT. DISTURBED AREA = 9600 SQ.FT. L--------- 1 LAURIE' SUBDIVISION SECOND FILING PAVEMENT AREAS & DISTURBED AREAS ' OFF -SITE AREA 0 ' AREA 2 PAVEMENT — 3850 SQ.FT. DISTURBED AREA = 10800 SQ.FT. ------ --- ----- -- 0.40 PA ENT = 470 SQ.FT. • { AREA 6— —_ — — — — DIS REED AR A - 9710 .9_FT. {PAVEMENT 5080 Sp.FT. i OFF -SITE AREA t • � i 7ES I � • I I I I � REED' AR�A_ 55 8 0 SQ.FT_ 233 ACRES J {UlLlUPQfaU A LA = 1J,bUU aW.r 4 \1.58 ACRES �J 1 .07 ACRES ` `.\ \ I N% I L---- �` 1 NOTE: • ADDITIONAL AREAS WILL BE DISTURBED DURING CONSTRUCTION OF INDIVIDUAL HOMES. ` THE AREAS BELOW REFLECT IMPERVIOUS SURFACES (ROOFS, WALKS, DRIVES) AND LAWNS AFTER ALL HOMES ARE CONSTRUCTED. POST DEVELOPED AREAS AREA OF DISTURBANCE PAVEMENT AREA PAVED AREA OTHER IMPERVIOUS AREAS (ROOFS, WALKS, DRIVES) TOTAL IMPERVIOUS LAWNS (2% TO 7%) LAWNS (STEEP > 7%) TOTAL UNIMPROVED TOTAL AREA 1 30,000 14,000 44,000 7000 500 50,100 101,600 2 3850 0 3,850 0 0 13,550 17;400 3 2670 6600 9,300 2000 500 18,700 301!500 4 4680 23,200 27,900 3000 4500 56,500 91,900 5 3470 0 3,500 0 0 43,100 46,600 6 5080 22800 27,900 3000 4500 33,400 68;800 TOTAL 356,800 FIGURE 12 PCSTARth"O I 1 H. Hydrology Study ' 1. Storm Frequency and Intensities For R-E Zoned property (Estate Residential) the City of -' Fort Collins Storm Drainage criteria call for an initial storm frequency of 2 years and a major storm frequency of ' 100 years. ' 2. Composite Runoff Coefficients The specified Rational Runoff Coefficients from the City of Fort Collins Storm Drainage Criteria by zoning ' classification are as follows: Unimproved areas (Sandy Soil)...............0.10 Unimproved areas (Heavy Soil)...............0.20 Unimproved Areas (Sandy Unimproved Areas (Heavy Soil) Soil) Slope > 7% Slope > 7% .. _0_..2-5- ' Residential: Estate Residential .... ......0.45 Composite analysis Runoff Coefficients for the 10 residential lots in post developed conditions are calculated as follows: 1 Area Impervious Lawns Lawns Unimproved Composite Total C = 0.95 C = 0.15`/ C = 0.20 C = 0.20 "C" Areas v (Roof s,Drives)(Aver 2 to 7%)(Steep > 7%) � Value Acres (sq. ft.) (sq.ft.) (sq.ft.) (sq.ft.)' ' 1 44000 000 500 50100 2 3850 0 0 13550 0.52 0.36 2.33 0.40 3 9300 2000 500 18700 0.42 0.70 4 27900 3000 4500 56500 0.43 2.11 5 3470 0 0 43100 6 27900 3000 4500 33400 0.25 0.50 1.07 1.58 Offsite Areas: All offsite areas soils are somewhat sandy. To be conservative, heavy soil runoff coefficients are used. ' Offsite Area Avg. Unimproved Composite Area Acres slope "C" . A 10.5 1.5% 8 2.5 6.1% 0.20 0.25 0.20 0.25 C 4.5 8.0% > `, '} . -0.25-,. 0:25 1 4 TIME OF CONCENTRATION ON -SITE AREAS Area Slope Composite Length Frequency Time of Time of of Basin "Cl, of Basin Adjustment Concentration Concentration Value feet Factor TC , 2 Year TC , 100 Year 1 0.87 0.52 450 1.0/1.25 24.1 min. 18.7 min. 2 10.8 0.36 250 1.0/1.25 9.9 min. 8.7 min. 3 19.3 0.42 140 1.0/1.25 5.6 min 4.7 min. 4 10.5 0.43 370 1.0/1.25 11.0 min. 9.2 min. 5 15.4 0.25 140 1.0/1.25 7.6 min. 7.0 min. 6 14.7 0.50 170 1.0/1.25 6.0 min. 4.7 min. Area Slope Composite of Basin "C" A 1.5 0.20 B 6.1 0.25 C 8.0 -01210. See pages 7 and 8 f OFF -SITE AREAS Length Frequency Time of Time of of Basin Adjustment Concentration Concentration 10 1.0/1.25 48.2 min 45.5 min. 4 1.0/1.25 17.9 min. 16.6 min. 5575 1.0/1.25 19.0 min. 17.6 min. Hydrology Calculations. 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Street Encroachment In accordance with Table 4-1 of the City of Fort Collins "Storm Drainage Design Criteria & Construction Standards", the initial storm runoff shall not top the curb for the 'Local' streets in the Laurie Subdivision. Theoretical Gutter Capacity: Q = 0. 56 Z S1/2 y8/3 n S = Channel Slope = 0.01 ft/ft Q = Theoretical Gutter capacity, cfs y = Depth of flow @ face of gutter, 4-3/4" = 0.396 ft n = Roughness coefficient, 0.016 Z = Reciprocal of Cross slope, 1/.02 = 50 ft/ft Q = 0.56 50 0.011/2 0.3968/3 = 14.8 cfs O.Ois- Using a reduction factor from Figure 4-2 for to slope = 0.8 Q = 14.8 * 0.8 = il.84 cfs Flow.for one gutter J. Street Flow Offsite area 'A' Onsite area '1i Total flow = All to Shields Street = 8.17 cfs = 8.17 cfs Total flow in both gutters = 8.17 cfs Encroachment is OK.2 ' 1See Figure 11 2The private drive has no gutters and the flow uphill from the ' road is in the ditch. See the hydrology report for offsite and onsite flow rates. 6 10000 9000 8000 7000 6000 5000 4000 1000 900 800 700 Mj 600 500 O 400 ~ Q 300 200 100 90 80 70 60 W, 40 30 Q01 In From BPR 2.O 10 06 .80 EXAMPLE ucc m(.(o,:nt,l 00 O5 .70 ort.: • om � ED 10 50 50 �4 L .04 F u' .GO .50 T - - Z , Z -.30 02 T s (n 20 W INSTRUCTIONS U( 1 ur OI . .....11 C/n ..rip ..1. ,<o•( nI Q 05 Z ' p11..1,1 (n(,( ,.n ,..(, . ,, c� 03 Q .007 005 0 u ...... +o.ocn..n Ooa CL 1�•°' 0 :003 o(,(..�.( �e , •o. .o .. o.x...0 �. 002 p (!I r Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1 965) F— Z O a F- io w a 08 w W .07 06 cr 0 —.05 O7 O� 04 V 03 Q 02 d F W 4jF m FIGURE 3. Flow in Triangular Gutters 7 IL .0 0 2 4 6 8 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 'TU ___,-IT I s-06°/ F_ ^8- 7 s F=0.5 0.4 I I BELow 4LLowABLE STREET MIN IImum GRADE FIGURE 4. Reduction Factor for Allowable Gutter Capacity OPEN CHANNEL FLOW MANNINGS z/3 ,/z EQUATION Q= 1.49 x R 'r. S x A where: n Q = Flow Rate, cfs R = Hydraulic radius, A/P S = Slope, feet/feet A 2 = Cross sectional flow area, feet n = Roughness coefficient TYPICAL CHANNEL CROSS SECTION iNote: Side slopes are shown and calculated .® 2:1 ?•� H L1 side slopes. From contours and site data the cross— section as shown approximates the open channel. 3 A=3H+2H2 R = AREA/WETTED SURFACE = 3H + 2H2/(3 + 4.47H) Note: Roughness coefficients are from the City of Fort Collins Storm Drainage Criteria and Construction Standards. OPEN -CHANNEL FLOW RATES FLOWRATE DEPTH SLOPE ROUGHNESS AREA VELOCITY LOCATION Q H S n A V. 51.07 cfs 1.55' 5.0% 0.060 9.547 sq.ft. 5.35 fps TOTAL LEAVING RAVINE 42.11 cfs 1.41' 5.0% 0.060 8.206 sq/ft. 5.13 fps ABOVE 48" CULVERT As shown above the velocity in the open channel is not supercritical. The use of 2:1 sideslopes is used due to the side slopes of the existing channel having slopes of 2:1 or greater. NOTE: Design Flow Rates through the 48" Culverts do not match Flow Rates on the Hydrology Report (Table 2) by approximately 5%. These changes I' are not reflected in the 48" culvert design due to the small change and the largely oversized 48" culvert. Culvert design data on the. plans "do" show these corrected Flow Rates. 48" RCP CULVERT RIPRAP CHANNEL FLOW (48" CULVERT) 2/J i/z MANNINGS EQUATION Q— 1.49 x R n x S x A where: Q = Flow Rate, cfs R = Hydraulic radius, A/P S = Slope, feet/feet A = Cross sectional flow area, feetz n = Roughness coefficient TYPICAL CHANNEL CROSS SECTION Note: Side slopes are shown and calculated ® 2:1 t�gH side slopes. From contours and site data the cross— section as shown approximates the open channel. 3 —�` A= 3H+2H7. R = AREA/WETTED SURFACE = 3H + 2H2/(3 + 4.47H) Note: Roughness coefficients are from the City of Fort Collins Storm Drainage Criteria and Construction Standards. RIPRAP LINED OPEN CHANNEL FLOW RATES (48- CULVERT) FLOWRATE DEPTH SLOPE ROUGHNESS AREA VELOCITY LOCATION Q H S `n A V 42.11 cfs 1.15' 5.0% 0.0395 6.095 sq.ft. 6.91 fps OUTLET OF 48" CULVERT AFTER STILLING POND GRASS LINED OPEN CHANNEL FLOW RATES (48" CULVERT) FLOWRATE DEPTH SLOPE ROUGHNESS AREA VELOCITY LOCATION Q H S n A V 42.11, cfs 1.4' 5.0% 0.060 8.12 sq.ft. 5.09 fps DOWNSTREAM OF CULVERT GRASS LINED RAVINE ' SUBCRITICAL FLOW i INV = 5046 \ H w = 34" SEE FIG. 5 LJ ROAD C.L. C.L. = 5062.15 DIA. RCP CULVERT S = 5.007 L = 100' HYDRAULIC JUMP SUPERCRITICAL FLOW SUBCRITICAL FLOW VEL = 18.8 cfs VEL = 6.91 fps 1.15' d = 9' 50 INV = 5041 DEPTH OF FLOW = 0.94' 48" CULVERT FLOW RATE (FLOWING PARTIALLY FULL) ' FLOWRATE DEPTH SLOPE ROUGHNESS AREA VELOCITY Q H S n A V 42.11 cfs 0.94' 5.0% 0.012 2.24 sq.ft. 18.8 fps EN ROCK DIA. ® STILLING POND = 12" MIN. LOCATION INSIDE 48" CULVER AT CULVERT OUTLET 11 1 0 �© V Jx ` oU v \ � W A110013A 1311f10 ' Z ww > Y ~ .N \\v \ z v`O� — / U V NI110tl1N00 V VVVV 0 W Y< (CVy} O p W Q An CO � �I 1> j � = I V 11 l W W U Z 1- F � Z J a x S J T 2 J W O H L y cA F � 0 3 � J V cr �I W z I I II Q O, Oi b O z z 3 U `n --A O _O Q oN ME ?a� > w J w 3 w CrO O W J J n 0 A z w p Y ` \1/�l J CrC� C LLJ v Z N N F F N Z = � z0 z Q Q u w o \ J� �< z Qz O N _ O p In w p U f O IY' I✓) o p Zcli j J W 7 O J ^�) O 11 11 r W � — N \Q O z >Q z a J p < D N U W = O � � �• ITABLE 3. Culvert Calculation Worksheet 18" CULVERT RIPRAP CHANNEL FLOW (18- CULVERT) 2/3 1/2 MANNINGS EQUATION Q= 1.49 x R x S x A n Q = Flow Rate, cfs R = Hydraulic radius, A/P S = Slope, feet/feet A = Cross sectional flow area, feet2 n = Roughness coefficient TYPICAL CHANNEL CROSS SECTION where: Note: Side slopes are shown and calculated ® 2:1 H side slopes. From contours and site data the cross— section as shown approximates the open channel. A= 3H+2H2 R = AREA/WETTED SURFACE = 3H + 2H2/(3 + 4.47H) Note: Roughness coefficients are from the City of Fort Collins Storm Drainage Criteria and Construction Standards. RIPRAP LINED OPEN CHANNEL FLOW RATES (18- CULVERT) FLOWRATE DEPTH SLOPE ROUGHNESS AREA VELOCITY LOCATION Q H S n A V 5.79 cfs 0.45' 10% 0.0395 1.08 sq.ft. 5.43 fps OUTLET OF 18" CULVERT AFTER STILLING POND GRASS LINED OPEN CHANNEL FLOW ,RATES (18- CULVERT) FLOWRATE DEPTH SLOPE ROUGHNESS AREA VELOCITY LOCATION Q H S n A V 5.79 cfs 0.55' 10% 0.060 1.43 sq.ft. 3.98 fps OUTLET OF 18" CULVERT AFTER RIP RAP SUBCRITICAL FLOW _ ... ' INV 5066 I ROAD C.L. -1- C.L. = 5072.41 S = 13.43% L = 67" HYDRAULIC JUMP SUPERCRITICAL FLOW SUBCRITICAL FLOW VEL = 16.4 fps VEL = 5.43 fps d _ 9� 0.45' 50 Hw = 17.1" SEE FIG. 5 DEPTH OF FLOW = 0.38' INV = 5057 18" CULVERT FLOW RATE (FLOWING PARTIALLY FULL) FLOWRATE DEPTH SLOPE ROUGHNESS AREA VELOCITY Q H S n A V 5.79 cfs 0.38' 13.43% 0.012 0.34 sq.ft. 16.4 fps 8" ROCK DIA. ® STILLING POND = 9" MIN. LOCATION INSIDE 18" CULVER AT CULVERT OUTLET I F— I N I 0 O V JI0 . F- 1V � 8 N O W I I 1110013A V 131100 X W _ .. U Z 0 > > F— A ~ ~ .M MI110111M00 \ r Z 1- M U U 3 \ ~ O O J W Q to to 1> W ~ S < Q b ^ J a a = U O I W tY W = Q N� N ; V V z . x V J a x W W a � ^ J 2 IO J rt• "i x II L N �9 + o a( a I- "O a. O = J Q W O 1-- +1(V I Z II II Q Z oU O Z Z 3 O O 00 w W O Q F- F-- Q Q � 7 O r h O W Ito p W J J n O Z W W 0 o O \ •!1 W W W tail Q �\ Z Q Q W Z w UU = N ` Jw OZ �n a cr _ < _' a a:J xlc Q Q N U In Z a Q N t W .O Z Y N O . C7 W W O F— O o U U W J �� ��• O If 11 _ N Z 1 O- fV 0 0 O CJ O �/ I- r (r W >' 0 CL _ W > _ c \, Q D N U W z W \ D �E TABLE 4. Hydrologic and Channel Information FIGURE 5 C HART 14ED 180 10.000 (3) 168 8,000 EXAMPLE 6. 156 6,000 0.42 inch. (5.5 feell - 6. 5. -5.000 144 - 6. S. -4.000 to A 132 - 0 feet, -5. 4. - -3,0010. (1) 6.6 -4. 120 (2) 2.1 7.4 - 2.000 (3) 2.2 7,7 4. 3. 108 3. 60 i. toot 96 1,000 3. 800 84 600 1500 2.—=Z. 2. 72 400 uj 300 1 1.5 1.5 z to tyj 1.5 - L, 60 Q w 200 1— z 54 - uj :,,-' w 100 uj 1 > 80 4 2 60 CL w 1.0 1.0 50 HW E 0 ENTRANCE 1.0 cr 36 j;- TYPE w 33 t < O OR w well. .8 .8 - 30 - 27 10 24 .7- 7 .7- To .*a s4dia (Z) of (3) 9141140 21 5 %arlsoffitally to ocale it), then offollft 1ocli.,41 line t11,041111 4 it en4 0, occaiss, w rt,orto *a 6 dimstrole'l. - 15 .5 Lo - Q HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS HEADWATER SCALES 2153 WITH INLET CONTROL REVISED MAY f964 SURE AV Or p,GlJC *0A0$ JAK 1943 FIGURE 5. FIGURE 6 OCHART 4 WN 2 WE=; I MISS Clow, 10 pw,ig- MEROMEM, M dlC CIANNOIT EXCEED TOPOFPIPE 0 t0 20 30 A% 50 60 70 so 90 too DISCHARGE-0-CFS 6. 5 4 3 2 14 12 10 8 6 7 l'- w 6 ui LL - L'i a -J 0 100 200 300 400 500 600 700 800 900 l000 DISCHARGE-0-CFS u L 0 1000 BUREAU OF PUBLIC ROADS JAN. 1964 CANNOT EXCEED TOP OF PIPE 2000 5000 DISCHARGE-0-CFS FIGURE 6. 4000 CRITICAL DEPTH CIRCULAR PIPE TABLE 5 ENTRANCE LOSS COEFFICIENTS Outlet Control, Full or Partly Full Entrance head loss H, = Ic, V3 2Q Type of Structure and Design of Entrance rocfficient k_ Pipe. Concrete Projecting from fill, socket end (groove -end) . . . . . . . . 0.2 Projecting from fill, sq. cut end . . . . . . . . . . . 0.5 Headwall or headwall and wingwalls Socket end of pipe (groove -end) . _ . . . . . . . . . 0.2 Square -edge . . . . . . . . . . . . . . . . . 0.5 Rounded (radius - 1 / 12D) . . . . . . . • • • • • • 0•2 Mitered to co forth to fill slope +: K•s .2 X4E �i'1 k�R. 0.7 �'nd=Section.• onforiniiig 0.2 Beveled edges, 33.70 or 45° bevels . . . • . Sidc-or slope -tapered inlet . . . . . . • • . • • • 0.2 piny or Pipe -Arch Corrugated Metal -e Projecting from fill (no headwall) . . . . . . . . . . . 0.9 Headwall or headwall and wingwalls square -edge . . . . . . . 0.5 Mitered to conform to fill slope, paved or unpaved slope 0.7 'End -Section conforming to fill slope . . . . . . . 0.5 Beveled edges, 33.70 or 45' bevels . . . . . . . . . 0.2 Side -or slope -tapered inlet : . . . . . . . . . . . 0.2 Headwall parallel to embankment (no wingwalls) Square -edged on 3'edges . . . . . . . . . . . . . 0.5 Rounded on 3 edges to radius of 1/12 barrel dimension, or beveled edges on 3 sides . . . . . . . 0.2 Wingwalls at 30° to 750 to barrel Square-cdged at crown . . . . . . . . . . . . . . 0.4 Crown edge rounded to radius of 1/12 barrel dimension, or beveled top edge . . . . . . . . . . 0.2 Wingwall at 101 to 251 to barrel Square -edged at crown . . . . . . . . . . . . . . O.S Wingwalls parallel (extension of sides) Squarc-cdged at crown . . . . . . . . . . . . . . 0.7 Side -or slope -tapered inlet . . . . . . . . . . . . 0.2 'Note: 'End Section conforming to fill slope,' made of either metal or concrete,m are the sections commonly available fromanufacturers. From limited hydrau- lic tests they arc equivalent in operation to a headwall in both j.nj-c[ and outlet control. Some end sections, incorporating do sed osed taper in their cd sign have a superior hydraulic performance. These latter sections can be TABLE 5. 6-b r- 2000 1000 ' BOO 120 600 OB S00 96 400 84 300 72 66 ZOO 60 N S 4 U N S t.S 4 W 100 Z i 4 c� �eoio Z iV36 N 60 33 W SO W 30 m 40 a 0 27 30 24 21 30 18 I, CIS 8 6 2 5 @u E•u a "Ic 0O.os J.«. M63 FIGURE 7 CHART6 5 I Nrl ? SUBMERGED OUTLET CULIE-T Tlpi«4 su _5 I b.. 6wc.16.. � �w. . .P Nv. /,•��Y r 1.0 o v E/h C r r� v_ i z - ..0.5 o 0 2° Z -. a :�: � •00 S00 6 •o • o 10 U 20 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL n = 0.012 FIGURE 7. ;1 I 1 I r I I I K. Rip Rap Length 4811 Dia. Culvert The rip rap length has been calculated using the Urban Storm Drainage Criteria Manual. Flow through the 48" culvert is super critical. D = Pipe Diameter = 4' Yt = Tail water depth = 1.5' Q = Flow rate = 40.30 CFS (See hydrology report) V =.Flow velocity = 5.5 fps (for erosive soils) Yn = Normal depth of super critical flow in the culvert = 0.94' Da = (Diameter for super critical flows)= 1/2(D + Yn) Da = 1/2(4+0.94) = 2.47 Yt/Da = 1.5/2.47 = 0.465 Q/Da1.5 = 40.3/2.471'5 = 10.38 From'Figure 5-7 type L Riprap is required. From Table 5-1 Type L Riprap d50 - 9 inches d50 = 911 Length = (1/(2 tan O) ) (At/Yt - W) (4811 Dia. Culvert) L = length of protection in feet. W = Diameter of culvert = 4 feet Yt/Da = 0.465 Q/D2.5 = 40.3/42.5 = 1.26 From Figure 5-9 1/(2 tan O) = 6.7 At = Q/V = 40.3/5.5 = 7.32 Length = (6.7)(7.32/1.5 -4) 5.89 feet NOTE: A minimum riprap length = 3d = 12 feet. Use 4d = 16 feet of riprap. 10 Rip Rap Length 1811 Dia. Culvert The rip rap length has been calculated using the Urban Storm Drainage Criteria Manual. Flow through the 18" culvert is ' super critical. D = Pipe Diameter = 1.5' Yt = Tail water depth = 0.45' Q = Flow rate = 5.79 CFS (See hydrology report) V = Flow velocity = 5.5 fps (for erosive soils) Yn = Normal depth of super critical flow in the culvert = ' 0.38' Da = (Diameter for super critical flows)= 1/2(D + Yn) Da = 1/2(1.5+0.38) = 0.94 Yt/Da = 0.45/0.94 = 0.479 Q/Da1.5 = 5.79/0.941.5 = 6.35 From Figure 5-7 type L Riprap is required. From Table 5-1 Type L Riprap d50 - 9 inches d50 = 9" Length = (1/(2 tan O))(At/Yt - W) (1811 Dia. Culvert) L = length of protection in feet. W = Diameter of culvert = 1.5 feet Yt/Da = 0.479 Q/D2.5 = 5.79/1.52.5 = 2.10 From Figure 5-9 1/(2 tan O) = 6.4 At = Q/V = 5.79/5.5 = 1.05 Length = (6.4)(1.05/0.45 - 1.5) = 5.3 feet NOTE: A minimum riprap length = 3d = 4.5 feet. ' Use 6d = 9 feet of riprap. 1 11 DRAINAGE CRITERIA MANUAL Mam z 4 Yi/D b-~— .0 \l] Usn Do instead of D whenever flow is supercritical in the barrel. **Dso Type L for o distance of ]D downs/ream FIGURE 8. Rjpr3p Erosion Protection at Circular Conduit Outlet DRAINAGE CRITERIA MANUAL E. I e = Expansion Angle P� MEN■ ■ ■ Ell .a FIGURE 11.11INM .1 .2 .3 .4 t) . (0 .0 TAILWATER DEPTH/ CON U I T HEIGHT, Yt/D 9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-19-82 DRAINAGE CRITERIA MANUAL .-7 rS = . 11 RIPRAP z 0 w 0 0: a- z 0 U) 0 cr_ w LLJ -i F- :D 0 D 0 z 0 U cD Q_ D (D LL- FIGURE 10. Conduit Outlet Erosion Protection. 11-15-82 1 II. EROSION ' A. Wind and Rain Erosion Control A Performance Standard has been calculated on the following in Table #5 through Table #8. The erosion control plan and the grading plan show the methods to control wind and rain erosion using hay bales and riprap. The landscape plan shows revegetation to control wind erosion and rain erosion utilizing a hydraulic mulch with a tacifier on all disturbed ' areas. The site has been divided .into ,6 subbasins (as in the hydrology report). A single family housing development is ' proposed with an estimate 3 year build -out. The site is currently rangeland grass with approx. 50% ground cover and ' irrigated'pasture land. No overlot grading will take place. Only the areas labeled ' as ."disturbed areas" in this report (see fig. 12) will be disturbed. This area encompasses the extension of Wooded Creek Court, the private drive and cul-de-sac, and the immediate area surrounding these roads. ' Additional erosion protection contributed by the hay bales has ' not been used in the calculations, but all 6 subbasins have performance factors greater than the required 84.45% I ' 12 TABLE 6 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: LAURIE SUBDIVISION COMPLETED BY: MATfHEW PRICE DEVELOPED ERODIBILITY Asb SUBBASIN ZONE ( ) 1 MODERATE 2.33 2 MODERATE 0.40 3 MODERATE 0.70 4 MODERATE 2.11 5 MODERATE 1.07 6 MODERATE 1.58 d.19 STANDARD FORM B DATE:10-30-91 Lsb Ssb - Lb Sb PS (- --------(feet)-- ----------(�,-- 450' 0.87% (See Fig. 10 for sb ) 250' 10.8% 140' 19.3% 370' 10.5% 140' 15.4% 170' 14.7% 298.61 1 9.98 1 84.4 LB = (450 x 2.33 + 250 x 0.40 + 140 x 0.70 + 370 x 2.11 + 140 x 1.07 + 1170 x 1.58)/8.19 = 298.61' SB = (0.87 x 2.33 + 16.8 x 0.40 +. 19.3 x 0.70 + 10.5. x 2.11 . + 15.4 x 1.07 + 14.7 x 1.58)/8.19 = 9.98 PS = USING TABLE 8-A (By interpolation) = 84.40 n TABLE 6. Rainfall Performance Standar4I Evaluation EFFECTIVENESS CALCULATIONS PROJECT COMPLETED BY: MATTHEW PRICE STANDARD FORM B DATE: 10-30-91 EROSION CONTROL C-FACTOR P-FACTOR METHOD ------------------------------------------------------------- VALUE VALUE COMMENT: ROADS/WALKS 0.01 1.00 WOOD FIBER MULCH 0.06 1.00 To be applied to all bare W/ TACKIFIER ground ® 2 tons/ acre. ESTABLISHED GRASS 0.08 1.00 ---- -- -- - - -- - - -- -------------------------------------------- MAJOR PS SUB AREA BASIN (%) BASIN (Ac) CALCULATIONS -- -- - - -- - - -- - - -- -------------------------------------------- A 84.40 1 2.33 PAVEMENT AREA = 30000 sq. ft. = 0.689 Ac. (see fig. 12) BARE GROUND = DISTURBED GROUND - PAVEMENT = 55800 sq. ft. - 30000 sq. ft. = 25800 sq. ft. = 0.592 Ac. (see fig. 12) AREA IN PREDEVELOPED GRASS (Undisturbed) = 2.33 ac.- 55800/43560 (Disturbed area) = 1.049 Ac. WEIGHTED C-FACTOR = (0.01 x 0.689 + 0.06 x 0.592 + 0.08 x 1.049)/2.33 = 0.0542 WEIGHTED P-FACTOR = (1 - 1 x 0.054) x 100 = 94.6% EROSION CONTROL C-FACTOR P-FACTOR - METHOD VALUE ------ VALUE ------------------ COMMENT: -- — ROADS/WALKS 0.01 1.00 ----------- WOOD FIBER MULCH 0.06 1.00 To be applied to all bare W/ TACKIFIER ground ® 2 tons/ acre. ESTABLISHED GRASS 0.08 1.00 MAJOR PS SUB - AREA -------------------------------------------- BASIN (%) BASIN (Ac) CALCULATIONS -- -- A - - -- 84.40 -- -- 2 - - -- 0.40 ------------ PAVEMENT AREA ------------------ = 3850 sq. ft. = 0.088 Ac. ---`----------- (see fig. 12) BARE GROUND = DISTURBED GROUND - PAVEMENT = 10800 sq. ft. - 3850 sq. ft. = 6950 sq. ft = 0.160 Ac. (see f1g. 12) AREA IN PREDEVELOPED GRASS (Undisturbed) = 0.40 Ac. - 10800/43560 (Disturbed area) = 0.152 Ac. WEIGHTED C-FACTOR = (0.01 x 0.088 + 0.06 x 0.160 + 0.08 x 0.152)/0.40 = 0.057 WEIGHTED P-FACTOR = (1 - 1 x 0.057) x 100 = 94.3% TABLE 7 I EFFECTIVENESS CALCULATIONS PROJECT COMPLETED BY: MATTHEW PRICE STANDARD FORM B DATE: 10-30-91 EROSION CONTROL C-FACTOR P-FACTOR METHOD ----- - --VALUE ----------- VALUE --------- COMMENT: --- ROADS/WALKS 0.01 1.00 WOOD FIBER MULCH 0.06 1.00 To be applied to all bare W TACKIFIER acre round ® 2 tons 9 / GRASS 0.08 1.00 ---ESTABLISHED dAJOR ---- PS SUB ---- AREA -------------------------------------------- CALCULATIONS BASIN (%) BASIN (Ac) ---- A ---- 84.40 ---- 3 ---- 0.70 -------------------------------------------- PAVEMENT AREA = 2670 sq. ft. = 0.061 Ac. (see fig. 12) BARE GROUND = DISTURBED GROUND - PAVEMENT = 7090 sq. ft. - 2670 sq. ft. = 4420 sq. ft. = 0.101 Ac. (see fig. 12) AREA IN PREDEVELOPED GRASS (Undisturbed) = 0.70 Ac. - 7090/43560 (Disturbed area) = 0.537 Ac. (see fig. 12) WEIGHTED C-FACTOR _ (0.01 x 0.061 + 0.06 x 0.101 + 0.08 x 0.537)/0.70 = 0.071 WEIGHTED P-FACTOR (1 1 x 0.071) x 100 92.9% EROSION CONTROL EROSION CONTROL EROSION CONTROL METHOD METHOD METHOD COMMENT: ROADS/WALKS 0.01 1.00 WOOD FIBER MULCH 0.06 1.00 To be applied to all bare W/'TACKIFIER ground ® 2 tons/acre ESTABLISHED GRASS 0,08 1.00 - - - MAJOR -- -- PS SUB - - -- AREA ------------ --------------- ----------------- BASIN (%) BASIN (Ac) CALCULATIONS -- -- A - - -- 84.40 -- -- 4 -- -- 2.11 ------------ PAVEMENT AREA = --------------- 4680 sq. ft. = 0.107 ------------ ----- Ac. (see fig. 12) BARE GROUND = DISTURBED GROUND - PAVEMENT = 9600 sq. ft. - 4680 sq. ft. = 4920 sq. ft. = 0.113 Ac. (see fig. 12) AREA IN PREDEVELOPED GRASS (Undisturbed) = 2.11 Ac. - 9600/43560 (Disturbed area) = 1.89 Ac. (see fig. 12) WEIGHTED C-FACTOR _ (0.01 x 0.107 + 0.06 x 0.113 + 0.08 x 1.89)/2.11 = 0.075 WEIGHTED P-FACTOR (1 - 1 x 0.075 x 100 92.4% J EFFECTIVENESS CALCULATIONS PROJECT COMPLETED BY: MATTHEW PRICE STANDARD FORM B DATE: 10-30-91 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT: ------------------------------------------------------------- ROADS/WALKS 0.01 1.00 WOOD FIBER MULCH 0.06 1.00 W/ TACKIFIER ESTABLISHED GRASS 0.08 1.00 ---- ---- ---- --- -------------------------------------------- v1AJOR PS SUB AREA BASIN (%) BASIN (Ac) CALCULATIONS - -- ---- ---- ---- -------------------------------------------- A 84.40 5 1.07 PAVEMENT AREA = 3470 sq. ft. = 0.080 Ac. (see fig. 12) BARE GROUND = DISTURBED GROUND - PAVEMENT = 9710 sq. ft. - 3470 sq.. ft. = 6240 sq. ft. = 0.143 Ac. (see fig. 12) AREA IN PREDEVELOPED GRASS (Undisturbed) = 1.07 Ac. - 9710/43560 (Disturbed area) = 0.847 Ac. (see fig. 12) WEIGHTED C-FACTOR _ (0.01 x 0.080 + 0.06 x 0.143 + 0.08 x 0.847)/1.07 = 0.072 WEIGHTED P-FACTOR _ (1 - 1 x 0.072) x 100 = 92.8% EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT: ----------------------------------------- ROADS/WALKS 0.01 1.00 WOOD FIBER MULCH 0.06 1.00 W/ TACKIFIER ESTABLISHED ..GRASS 0.08 1.00 ---- ---- ---- ---- -------------------------------------------- MAJOR PS SUB AREA CALCULATIONS BASIN (7) BASIN (Ac) ---- ---- ---- ---- -------------------------------------------- A 84.40 6 1.58 PAVEMENT AREA = 5080 sq. ft. = 0.117 Ac. (see fig. 12) BARE GROUND = DISTURBED GROUND - PAVEMENT = 13600 sq. ft. - 5080 sq. ft. = 8520 sq. ft. = 0.196 Ac. (see fig. 12) AREA IN PREDEVELOPED GRASS (Undisturbed) = 1.58 Ac. - 13600/43560 (Disturbed area) = 1.268 Ac. (see fig. 12) WEIGHTED C-FACTOR =(0.01 x0.117 + 0.06 x0.196 + 0.08 x 1.27)/1.58 0.072 WEIGHTED P-FACTOR _ (1 - 1 x 0.072) x 100 = 92.7% CONSTRUCTION SEQUENCE PROJECT Laurie Subdivision SEQUENCE. FOR 1992 ONLY. COMPLETED BY: Jack Johnson Company STANDARD FORM C DATE: 2-10-92 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitt-ng a new schedule for approval by the City Engineer. YEAR ------MONTH-� I Mar.[Apr.1May IJunelJulylAug.1SeptlOct.1 I ----------------------------------------------------------------' OVERLOT GRADING (NONE) --Disturbed Roadway Only WIND EROSION CONTROL Soil Roughing Perimeter Barrier I Additional Barriers•CM Vegetative Methods L Soil Sealant i Other i 4� i 0 O 4- S: a) RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters -)k- Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other N _0 b _P C e23 _P 3 U ra a) U a) i S_ i S:L 4� a) 4-ro � 3 C U) a) o a) v o Co S- m. N U U x v oa N U t U rp 4� O L _0 VEGETATIV.E:. v Permanent Seed Planting o 4_ �f Mulching/Sealant w/tacirier ¢ a Temporary Seed Planting) Sod Installation Nettinas/Mats/Blankets Other ------------------ =---------- ----------------------------------- STRUCTURES: INSTALLED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED HDI/SF-C:1989 MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON J NUA31991 13 DESIGN CRITERIA. i LAURIE SUBDIVISION SECOND FILING LB = AVERAGE FLOW PATH. LENGTH C I . ♦ I 0 0.70 ACRESI It I —�i ORES � I --- . L----J o rrl --- M I 0] J I 7-11 A L--_ — r IL�J APFSITE 100% OF OFFSITE AREA 'A' �. FLOW REACHES SOUTH SHIELDS STREET ( ----------- •. 250' -- — --------T----•--------- 77".- . •'-8. , i - i••�L •' • I '•'---"•'•'"•'• •' �t ,.�.�a :;v •.•.. < \ 2 33 ACRES I L--- ---- -- ---U �� • i I I 1.58 ^ ; (-----� --".: ..:.•:T::T: ; -.. .07 ACRES \ v I .i-.-,:-•-:-::-;-.-:---::-.-:•-•.-"•r_,_.,. -----— — — — — — — — — 4—`------------- "� SCALE: 1" = 100' I LB AVERAGE FLOW PATH LENGTH AREA OF DISTURBANCE PAVEMENT ,,,,PAr"wa Figure 11 L I 1 1 1 '1 Ll 11 ,1 I roru Dwc OFF-SRE AREA C \ AA 3---- PAVEMENT - 2870 SQA. DISTURBED AREA - 7090 S . 3 I 1 1 • 0.70 ACRES I L � PAVEMENT = 4680 SQ.FT. OISTURBED AREA - 9600 SQ.FT. L- - - - - - - - - .. . LAURIE SUBDIVISION SECOND FILING PAVEMENT AREAS & DISTURBED AREAS ' OFF-SrrE AREA 1 OFF -SITE AREA / i A a AREA 2 . PAVEMENT - 3850 SQ.FT. DISTURBED AREA = 10800 SQ.FT. 0.aLCRES — ..:......::.. ....... ... .: "`� -- AREA 1 PA ENT = 0,000 SQ.FL DIS REED AR4A = 55,800 SQFT 233 ACRES — J / 1 � 1 PJL---._-- A A S ENT a 470 SOFT. FARFA fi 19.FT. - - - OS REED AR A = 9710 1PAVEMENT SONO SQ.FT. l vgi.Nwtu n t^ = io,ouu JV.ri \1.58 ACRES 7 ACRES ` `•.�` \ \ ✓� i I `♦ ; L------ \ NOTE: • ADDITIONAL AREAS WILL BE DISTURBED ` DURING CONSTRUCTION INDIVIDUAL HOMES. THE AREAS ;?FLOW REFLECT IMPERVIOUS SURFACES (ROOFS, WALKS, DRIVES) AND LAWNS AFTER ALL HOMES %RE CONSTRUCTED. POST DEVELOPED AREAS AREA PAVED AREA OTHER IMPERVIOUS AREAS (ROOFS, WALKS, DRIVES) TOTAL IMPERVIOUS LAWNS (2% TO 7%) LAWNS (STEEP > 7% TOTAL UNIMPROVED TOTAL AREA 1 30,000 14,000 44,000 7000 500 50,100 101,600 2 3850 0 3,850 0 0 13,550 17,400 3 2670 6600 9,300 2000 500 18,700 30,500 4 4680 23,200 27,900 3000 4500 56.,500 91,900 5 3470 D 3,500 0 0 43,100 46,600 6 5080 22800 27,900 3000 - 4500 33,400 68,800 TOTAL 356,800 FIGURE 12 I B. Erosion Hazard The greatest erosion potential is within the existing ravine through the center of the project. The area which has the most active erosion will be stabilized by the placement of fill for the road across the ravine at this location. Prior to construction, erosion will be minimized along the ravine by pre -placement of straw bales near the ravine and the smaller drainage to. the east. (See, Erosion Control and Grading Plan) Other new possible erosion areas will be exposed by the cuts ' and fills of the private road which will be controlled by strategic placement of bales until revegetation and permanent ' erosion control takes place. C. Erosion Control During Construction As shown on the Erosion Control and Grading Plan straw bales will be placed to minimize erosion during construction. The 48" culvert placed in..the ravine should be constructed during a low flow -period to reduce erosion. Riprap will also be placed as shown on the Erosion Control and Grading Plan to reduce erosion at both the inlet and outlet of both the ' Culvert #1 and the Culvert #2. All construction will conform to The City of Fort Collins Erosion Control Criteria. D. Revegetation Methodology 1. General ' The area of the site that will be disturbed by the construction of the private drive and by other utility construction, i.e., culverts, will be revegetated. (See the General Landscape Plan for the extent of this area.) This revegetation will mitigate the visual impact of the disturbed areas and will provide erosion control. The revegetated plantings will have a natural appearance by 14 H 1 being placed in tree and shrub groupings scattered randomly ' throughout the disturbed area. Grasses will be utilized to cover the ground plane. This revegetation process will 1 use native plant material to fit with the existing plant material on the site. In addition to erosion control though plantings of native plant material, soil tackifiers will be used in the grass 1 seeding process to halt wind and water erosion. Also, erosion control blankets will be used as necessary on steep 1 slopes to ensure establishment of grass seeding. 1 2. Process a) Earthwork In the initial cutting of the road grade, all topsoil will be stripped and stockpiled to be used in the final grading as an over layer for planting. Placement of ' topsoil will be laid at a minimum depth of 4 inches. 1 b) Soil Stabilization Method Soil Tackifier 1 Soil tackifier should be placed on disturbed areas with the hydroseed grass mixture as recommended by the ' tackifier manufacturer. c) Bank Stabilization 1 The stream bank is to be stabilized at points of inlet and outlet of culverts. This stabilization is to be 1 accomplished by placing riprap at the inlet and outlet points of culverts. ' d) Revegetation 1 1) Plant Relocation Existing plant material identified as being in areas to be disturbed are to be tagged. of the trees and 1 1 15 h 1 shrubs tagged, those which are of a size and condition suited for transplanting are to be transplanted to a location identified on site by the 1 project landscape architect in coordination with City Forester. Trees too large to transplant will be 1 placed on site in the open space as deadfall for wildlife habitat. ' 2) Proposed Trees and Shrubs Existing plant material will be enhanced by proposed 1 tree and shrub plantings. The proposed plant material to be used is identified on the general 1 landscape plan. The proposed plant material will be native to the site and located in such a manner to ' create a natural appearance. 3) Grasses All areas disturbed by construction shall be seeded by a grass mixture as recommended by the City of Fort 1 Collins. The seed mixture shall be as specified on the General Landscape Plan. The method of seed planting shall be the Hydroseed Method. 3..Maintenance The maintenance of the areas of revegetation will be performed by the contractor during construction and until 1 accepted as complete by the owner and City officials. The contractor is to guarantee all planting for the period of 1 yearh after substantial completion. The contractor whenever notified by the owner vf-city official shall immediately place in satisfactory condition in every 1 instance any of such guaranteed work. After substantial 1 completion and acceptance, maintenance of the revegetated area shall be by the homeowner's association. i 1 16 APPENDIX PRELIMINARY DRAINAGE INVESTIGATION FOR 8 ACRES LOCATED IN THE NE1/4,S3,T6N,R69W, LARIMER COUNTY, CO. LAURIE SUBDIVISION SECOND FILING Prepared for Dr. Wiilliam Musslewhite 5001 S. Shields Street Fort Collins, CO 80526 July 2, 1990 Commission No. 1180-01-01-03 CONSULTING ENGINEERS FOUNDATION ENGINEERING, CONSULTING ENGINEERS, LTD. 320 N. Cleveland Loveland, CO 80537 TABLE OF CONTENTS Letter of Transmittal Table of Contents Scope Site Description Existing Conditions Proposed Development Conclusions and Recommendations EXHIBITS Vicinity Map Calculations Drainage Plan/Site Plan Exhibit A Exhibit B Exhibit C ii ' S C O P E The following report represents the results of a drainage investigation ' for a proposed development to be known as the Laurie Subdivision Second Filing, located on a parcel of land situated in the Northeast Quarter of Section 3, Township 6 North, Range 69 West of the 6th P.M., Larimer ' County, Colorado. The investigation was performed for Dr. William Musslewhite. The purpose of this investigation is to determine the effects of the proposed development on the areas existing drainage ' conditions and to determine the improvements, if any, and the appropriate sizing for proposed improvements so that it may be incorporated with the construction of the project. The conclusions and recommendations ' presented in this report are based upon the proposed site development plan and plat; proposed site development construction plans; on -site observations; and the available topographic information. The analysis was performed in accordance with the City of Fort Collins -"Storm Drainage ' Design Criteria and Construction Standards" manual. ' S I T E D E S C R I P T I 0 N., The site is generally rectangular in shape and contains approximately ' eight acres, however, the sites East-West dimension is approximately 1,150 feet and its North -South dimension varies from approximately 390 feet at the westerly boundary to approximately 280 feet at the easterly ' boundary,.. The site abuts the westerly right-of-way of South Shields Street at a point approximately one=half mile south of Harmony Road. The site is located "on the Burns Tributary of the Fossil Creek Drainage Basin. E X"I S T I N G C O N D I T I O N S The site is presently used as a large residential tract with the existing structures located at the southeast corner of the site near South Shields ' Street. The Pleasant Valley and Lake Canal passes through the adjacent property to the north with.a lateral of that ditch flowing through the site. Near the center of the site is a ravine that has been created by scouring action associated with an overflow discharge from the Canal as it flows across the site toward the South. According to the irrigation company's officials, the overflow to the ravine is designed to discharge a maximum flow of 30 c.f.s. (cubic feet per second). ' East of the lateral ditch passing through the site, the property slopes gently to the East toward South Shields Street at a slope of ' approximately 2%. The area below the ditch is irrigated and is used for pasture except for the residence and out -buildings at the southeast corner of the site. i� 11 I F L The portion of the site that lies West of the ravine is not irrigated and slopes rather steeply at approximately 15% toward the Burns Tributary of Fossil Creek. The area is sparsely vegetated with ground cover consisting mainly of native grasses and sage brush. The site abuts The Ridge Subdivsion at the West and South. The site receives run-off from the properties to the North and West. For the purposes of this investigation, the area above the Pleasant Valley and Lake Canal was not considered to effect the conditions onsite since the ditch flow is controlled to the extent that there is an existing overflow structure that directs excess flow to the ravine through the site, as previously stated. The area to the North consits of approximately 10.5 acres which drains easterly to South Shields Street and then southerly along the west side of South Shields Street through the site. An area of approximately 2.5 acres drains into the smaller side ravine that enters the site at mid -point. of the northern boundary. Approximately 4.5 acres drains directly into the major ravine before it enters the site near the northwest corner. P R O P O S E D D E V E L O P M E N T The proposed construction is to. consist of developing the remaining approximately 6.5 acres into approximately nine single family residential lots. Laurie Court is to be extended to the west to a circular turn- around located just to the west of the deep ravine which splits the site. C O N C L U S I O N S A N D R E C 0 M M E N D.A T I 0 N S 1. The proposed development will retain the existing drainage patterns however, 'a 48" RCP will need to be installed under Laurie Court. 2. A catch basin or other drainage facility will need to be installed at the low pint on Laurie Court to discharge gutter flow to the ravine. 3. The site is located in the fossil Creek Drainage Basin. The site is not located within the floodway or flood plain. 4. All development is to be performed in accordance with City of Fort Collins Standards and Specifications. 5. Onsite detention of stormwater is not recommended due to the sites proximity to the existing "Major" drainage course. 6. Additional runoff from the Laurie Subdivision Second Filing will travel to the ravine via overland flow and gutter flow in Laurie Court, then south to Fossil Creek. It is our opinion that the small amount of additional runoff from the site will not require enlargement of downstream facilities. 1 2 . .i. .\ 5059 TO 0 5� MCC ellan 3 CUI I >m.= •� ca 06 5050 91 ' h .'.. ;,� �-- `�1��_�•d ^p�� - ' w � can°—� s��i� � '- — 5000 1498 . RILB hob/��- - (� ' l > Icy �_� 1. I .�� \ jY1"--',. .0 ... �...• �9.�q. 10 / SoC>e c\ \ � VICINITY MAP EXHIBIT "A" ' Dr. Muss leshite-Laurie Subdivision Commission No. 1180-01-01-03 By: DRM Date: July 2, 1990 ' Calculations for Drainage Investigation for Laurie Subdivision located in the NE 1/4 of Section 3, Township 6 North, Range 69 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. Total Site Area = 6.5 acres +/- EXISTING CONDITIONS ' Rational "C" Factor = 0.20 for Offsite Irrigated Areas 11 = 0.25 for Offsite Steeper Non -irrigated Areas It = 0.25 for Onsite Irrigated Areas " = 0.30 for Onsite Steeper Non -irrigated Areas PROPOSED DEVELOPMENT FOR LAURIE SUBDIVISION SECOND FILING ' Rational "C" Factor = 0.45 (Estate residential district) Note: areas 3, 4, and 5 of the attached map to be developed, all other ' areas to remain in their existing condition. Onsite area 3 ' Q2 = 1 ac(.45)(2.5)=1.13 CFS Q100= 1 ac(.45)(7) =3.15 CFS Onsite area 4 ' Q2 = 1 ac(.45)(2.5)=1.13 CFS Q1OO= 1 ac(.45)(7) =3.15 CFS ' Onsite.area 5 Q2 = 1 ac(,45)(2.5)=1.13 CFS Q100= 1 ac(.45) (7) =3.15 US Increased runoff due to development ' Q2 = 1 ac(1.125-.75)(3)=1.13 CFS Q100= 1 ac(3.15-2.28)(3)=4.4 CFS Refer to following calculations for runoff quantity determination ' CULVERT SIZING ' 1. New culvert to be installed at cul de sac under Laurie Court at ravine. The culvert is considered to be at "Inlet Control". Based upon the runoff calculations the design flows at this point.are: Q100= 30 + 19.5 + 4.4 CFS = 53.9 CFS ' Using the Design Nomograph for Circular Pipe at Inlet Control: !d gain = 1 .n Anrl n = So z —4:, ,., noit A,- _.__ ,-- EROSION CONTROL The primary area of concern is the ravine running thru the site. This may require some type of "drop structures" along its course and inlet and outlet protection at the proposed culvert under the cul de sac street. Additional protection at the inlet and outlet ends of the culvert at Shields Street should also be provided. The City's Standard Erosion treatments for wind and storm -runoff should also be incorporated during the course of construction. 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SITUATE IN THE EAST HALF OF 5ECT1iN 3 TOWNSHIP 6 NORTH, RANCE 69 WEST OF THE 6UI PTT%C.PA.L FIRFLI r%.'I, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COL ORADO_ 26 FOOT qDE xpr-aCLU9YF EASEMENT FDA THE YI T PUR OF .ACCESS INtlY ACKSx ' I r!w1E J ES. DAYN.AGE. SERR to WATER. RpL 11 N 89ro00C' E 1 15. 41' Is — A - Yni IT DaI_moO r s -p 7 - }w 4Baw •mai+ . . } . 'Hal Mor, .... 'Bey 8j L1061 s0. ft OF 0.53 vines IN t 4 - 1.. 7/os o0 L .M• N, 1.M.. �s y.•� OPEN SPACEILUPA/NAGE FORMS SAIT FAM LSIRlM �ErR= «3C as / IF 31.233 t, VOJ2 acres o PITS.ATIALUT CI (TAUNYP SJLK /Sr DEDICATIONABU GCLA Cc PROTFY' Lf .. _.a. -AFT, I _ ID'yt� C µwUWMALL bMxBY N�ES sHIR qat tell 5119 the FILM* Brad PIWIII�. of Roves. 69 q Ap0 x•NeN CITYColn.of CARLYI of mMet HATERM Of NAT EVIL LOT 11 SINt by 3. A Statewhep _ 1{1� EAST rER cBY C ON S, mwK µ 0.SIL 69 S 0 We 329,41EA�r . �6q. rR6Rs'Al IWµBIEIIOIAx. ANDp RU SENt oo' 41' w WEST STYR FEET KC w DE EAST ME Of ME xCRTCAST WMnR Dr SAID WOMAN ; O ALS OF KK MOIN a0' A)OOI PV. D. fewJ 1/3' r6w IMo µ SAID ITO NJ Cl BEGINNING M SOu1F mc�T FIL,WL,MmIM IV ,L --Y \LE VMGA Do HEREev CFPnFY NAT All A REGISTERED VNK D 9URVOR Also NAT I HOLD CATII O. S PpE"JWD UNDER THE "R OF The STAFTE OF CagUDD.I FMNw ALI FIAT A SURVEY HAS MEN WADE OF OF YARD CHOWN CN THIS PUT ADD CASfArem NCMD, 1 CLRNEA KRKY NAT TO THE MST OF uY NHOMEDGS, THIS PLAT IS A CORRECT REPKm1TAT OF THE LAND H NRAYEO AND HAS MEN PMPM N CMFCY MN ME Y.N Wu SIµDARDS .HID MPMSYCN3 UN 11 01Es A qONLYFRONT1 EXQUARK 12 ONLY T YARD « B FOOT BA YARD B FOOT DDE YARD Onun SLOPE AN DRAINAGE EAS NT EASTS OVER ALL LOTS COLE35 MERMSE 9 Z. HOMES ON LOTS q ANTI B ME TD K EWRPED AIN AN S ESIENOK PRE LEA SYSTEM PRIM TO ANY CONSTRUCTION OF HMI A SOILS REPORT. By A WKMEO NQNEW MUST M COMPLETED fW I" L LOTS 06N ON OR5 PLAT. T THE n Of BXMMpp 66 YAPS MT IwOt Me AGmS Me WE 1 " �a'R""I�MYR TR' GIRD M2M11Et A ME R[POWRT EAOM LYED. E SEYENT UM SI1 C FE TO ACNK CUTS A PLIS FIELD LOCATED ONE SNOM MOLL S MmRO4UAM „ s B UNITED w :NTERRUP20 THE EKNT CE A TY M OTHER A EMERGENCY. 6.1 FROM PRIVATE FREE UM MM MRRIT of METER KE REOINRED FOR LOTS 36 ). D I AND ARE 1 KM, YEOVL CONDITIONS µ0 MSTMCTMS ARE SEgMI W ME SITE area AND LA HIµ FILM NAT APPLY TO S E OF TM LOTS B TRACTS'A' AM LIT ME TO BE TIMED AND MA TAINM BY ME HW EONNERS ASSOOATM 41 FEET N1 M SW M OV 41' W EAST 276.45 FEET Kg1G ME GSr ME a MF NptnrtµT g1µiER OF SAID SECTION 3 TO ME POINT OF KgI M Ca TA S: 356114 SORT m . w 819 ALL" Wal ON,6x,1g6 Fa.. ,w Nv di a to M w ° M xL, m µ,.l ", a Ynom We IAURS S OMMsM,, AL 110 m° Toon, of Wprcl nINC FOURFORT, [he Moveral nnw id "�wts on AM let and dahloo,ad ob MAY plot. eyyt1, ard be, al bA O t nli .e MankuAFFIR by AIR by .1 the IIII Of State dora not WC the 'TI WM A w by the RED I M A aRI ri li , ,••,• " Oa U 1 P •ar4•• e„eme° .I ay o ANG mohnima ,R , 1 • ' to the eeeOt t* 6 W at the CommewFuter CUWMRPl III ao TIN Aep] fly o2 FtC P.,Rrwtw ord proneem OR sabhoolcommort 11 Me W " or b Pbee~'ieM1Rn ra,w R •m 6half, Ili It May ee me w ty FORM. ATBADw the, . 9 9 Iwn dlm ma OWNER ._. 91 .. LOONII C ER M by UBAN (OWINMY I ,m wn,m, c 9 ,aue e I. -.. ALL." my FHI oap or. 1.01 r ek �STATE OF t, M G COUNTY a IV P .a„1! 6y em, 'flay.n . y e11_—, q V m,,.. `-9M IILOIE, Luadll�C/Mc` Itiot NAT. rc ".AT c1 _T.c r .RUNTY of MAT I .r,O,lwC 'LL"ON,. -1 � rc IBP FINNI My hand nli .I r INIPHIMMICY FILL., �l�i+z/Y5 Val t winT11 GR.APIIIC 5"ALH If �" IN Pti m15 50 It ATTORNEYS CERTIFICATE F CITY CLERK CERTIFICATION DIRECTOR OF ENGINEERING CITY PLANNING THIS IS TO CERTIFY THAT ON THE DAY OF 19_ 1 EXAMINED THE TITLE TO ACCEPTED BY THE CITY CLERK OF THE , TO THE PROPER-Y HEREON AND ESTABLISHED THAT CITY OF FORT COLLINS. STATE OF COLORgDQr N', - DIRECTOR THE OWNER(5) AND PROPRIETORS OF RECORD OF ON THIS $�_ DAY OF Pnr' l _ FORT Cj THE SAID PROPERTY AS CONSTRUED IN C.R.S. 197}, AD. 19u � / ., �'r ON THIS _ 31-23-111, ARE SHOWN HEREON AS OF SAID DATE. i \ E A L '- A.D. 19 �$ a AT1rwYO6 . //t/�� pCITYCF O r�LE SE _Pr 1:.Rv - rl-_'Ir tlYaa: �1Q) 1 ,) �J .TACK JOHNSON COMPANY I.n° P1mumns At,tib,µte CIAII eALMmM1y 1210 Ptmp"tor Am,SWb DAY Peru City, VLW 840M 3 TISLY, Tw° Dtlq LIMA, PetE. No, Ya,Y 12065 801-645-9000 FAX 801-649-1620 518- 383-5556 FAX 518-383.5559 I —`1q 17Tti