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HomeMy WebLinkAboutDrainage Reports - 05/21/1999€nal r,v-ed Report pages z� ADDENDUM TO: FINAL DRAINAGE AND EROSION CONTROL REPORT WATERGLEN, P.U.D. I 1 1 1 1 1 1 1 ADDENDUM TO: FINAL DRAINAGE AND EROSION CONTROL REPORT WATERGLEN, P.U.D. Prepared for: P. B. Roche Development 361 71" Avenue Greeley, Colorado 80632 Prepared by: JR ENGINEERING, LTD. 2620 E. Prospect Rd., Suite. 190 Fort Collins, Colorado 80525 (970)491-9888 May 18, 1999 Job Number 9145.00 No Text � � f z 0 a L� ■� �z LLk §S LL 90 �LU 2 § § / \ _ 22 § <»u= &gBmG i b \» o= drQ §/� § \ \\ §S§ ono§< ƒ �4 U Cl za § 7ƒ CR �7$cli 2/i= �N 02u k7/«/ � , — i �{/ 2 LL 2 § / 7 7 § - ° § £e § cl CO Q � kaR � k c #D offCL ` $te k ® tE� CD § u 01jo ato k■ _e co CD Z#r / E \ 0 \ % cW LuZ� 2az §cc /+ iU. 2 dk � .. � �- ul � \ / *� � 8 ? k k It - S. LL � LLk 0� — 20 . Lu 6 \ ° k� �mmEo y»u33 : »gamy , kk § 77r ) 2Z< E — § ow\[ 7 » <°_—.. <e�2� 2 u 0 co o 2§EQA 2 cb l` cb§lwn) . ;moo � I � A m § 2 f / § 0 LL CL } � 2 = ' 0 % ca co / - # \\ )ca � S 0 &2� n g a \ + /Li r. E k §/\; f ) 4 / JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (10-YEAR) LOCATION: WATERGLEN, PUD PROJECT NO: 9145.00 COMPUTATIONS BY: DJC SUBMITTED BY: JR ENGINEERING, LTD. DATE: 5/18/99 10 yrstorm, Cf= 1,00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) C Cf tc (min) I (iNhr) Q (10) (cfs) from Design Point Q (10) (cfs) 0(10)tot (cfs) O-3REV 0.3REV 6.53 0.35 23.8 2.96 6.76 6.76 Q=CtCiA Q = peak discharge (cfs) C = runoff coefficient CI = frequency adjustment factor I = rainfall intensity (in/hr) from IDF curve I = 46.7 / (10+tc)07" A = drainage area (acres) pdpFLOW.XLS JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 1 RATIONAL METHOD PEAK RUNOFF (100-YEAR) LOCATION: WATERGLEN, PUD PROJECT NO: 9145.00 COMPUTATIONS BY: DJC SUBMITTED BY: JR ENGINEERING, LTD. DATE: 5/ 18/99 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER ITOTAL REMARKS Des. Point Area Design. A (ac) C Cf to (min) 1 (in/hr) O (100) (cfs) from Design Point O (100) (cfs) 0(100)tot (cfs) O-3REV O-3REV 6.53 0.44 23.8 4.72 16.85 16.9 pdpFLOW.XLS Q=CiA Q = peak discharge (cfs) C = runoff coefficient I = rainfall intensity (in/hr) from IDF curve A = drainage area (acres) I = 75 / (10+ tc)o.m $ § 2 \ ©£ /}o/i! m /[k / 2a� e)j 0 _ co 0, \k \\\ k� � @ q ci 0 K o co -- J u O ¢'a WU Z E w9 n N N C W U N .O a ro n co 0 N W Z) 7 0 0 O ^w r'1 U vn J N ■ � � >co C > d 0.0 C o C Q W N Ra � N Y O m n 07 / O C N D O L UI m N N N E �J cc N W N .}� a 0 d 04 s Na 0 O q7 y N N (h ON O g W C W C pp 3 " f. 'O0 O c. d Q S7 tMD O 7o N R w N Up lo W c o U a 1 N I C m c w U N O a ro m N 10 r Cl) O N Q N 7 O n m 0 H U va J d o, 3 v0 c W CC N 2 a '7 O O m Cl) c C 0 O N I m I 0 i E N A O) > 0 a O Y D o CO O M _N co N 20 3m C C dp 3 N vo I O m J L O [_1 1 [] 1 I 4� yam.. T LO0 NLO 0 r m ,l w E JEr(n 0 0) V / (o 0 cz.E �:31 ' IrVI I^ S� 0 W W 000000000 OLf)OLC)Ol omo MNNrr0000 LO LO 000000000 N + T" 4- 1 4- 0 4—4— T- qt LO LO T��QO C 1 {„� 0) .— �_ > >-CN FDSS -- czQCa)N JD0J(n ¢'a wQ wV z € z o w U) cr c M c w N �O a m m 1N n 0 N OD 0 rl U v a J N OI j C > m aD c m c Q w ro S D � N Y O m CO E N co cm 5/18/99 [1 LOCATION: WATERGLEN, P.U.D. ITEM: RIPRAP CALCULATIONS FOR CONDUIT OUTLETS COMPUTATIONS BY: DJC SUBMITTED BY: JR ENGINEERING, LTD. From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Yt = tailwater depth, ft At= required area of flow at allowable velocity, ff V = allowable non -eroding velocity in the downstream channel, Ws = 7.0 ft/s for erosion resistant soils = 5.5 Ws for erosive soils Pipe X outlet From pan on east side of Berm 24" ADS Q = 16.9 cfs D= 24 in = 2 ft Yt = 2.36 ft V = 5.5 fUs Q/D1.5 = 6.0 Yt/ D = 1.2 From Figure 5-7, use Type L for a distance 3D downstream, L = 6 ft From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 6 ft Q/D2.5 = 3.0 From Fig. 5-9, Expansion factor, 1/(2 tan 6) = 6.7 At = QN = 3.07 ft2 L = (1/(2 tan 9))*(At/Yt - W) _ -4.68 ft Use L=3D= 6 ft RIPRAP5.18.99.XLS Page 8 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap Designation % Smaller Than Given Intermediate Rock d* 50 Size Dimension By Weight (Inches) (Inches) Type VL 70-100 12 50-70 g 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 g 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 g *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 DRAINAGE CRITERIA MANUAL J 1 1 RIPRAP 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT 1 1 1 1 DRAINAGE CRITERIA MANUAL RIPRAP Yt/D - I Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream . FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 ' URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT 1 1 1 1 1 1 i 1 1 1 1 i 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL G = Expansion Angle RIPRAP 0 MEMO M no 0 WA FAA m E A IN m ml MIA 1941, MEN m mom No m P!% EMMM .1 .c .0 .w .5 .b .1 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT 1,6 I.�