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Hydrological Report Oct. 7, 2008
�317� HYDROLOGY STUDY For #2708 -01 TEMECULA WALMART EXPANSION 32225 Temecula Parkway Temecula, CA 92592 Prepared by: Nasland Engineering 4740 Ruffner Street San Diego, CA 92111 Phone 858 -292 -7770 Fax 858 -571 -3241 October 07, 2008 Page l of 7 NE Job No.: 306 - 035.13 I 1 [, I [1 DESCRIPTION The project proposes to expand the existing Wal -Mart building from the current 149,723 square feet to 221,537 square feet. In addition to expanding the store, the project proposes a new 4 bay truck dock, 31 parking stalls, an infiltration basin, landscaping areas, and a Bale and Pallet Recycling Area. The developed property is irregular in shape and encompasses approximately 19.09 acres. The site is located on the southwest corner of Temecula Parkway and Apis Road in the City of Temecula area of the County of Riverside, California (see Vicinity Map). The majority of the site is predominately level with no major changes in grade. Existing drainage from the site flows southwestward into Temecula Creek. The area of the proposed building expansion is unpaved and graded to drain to an existing RSD D -14 graded inlet. The inlet is connected to an existing 18" RCP storm drain and discharged to an existing 36" RCP storm drain. Drainage from the 36" RCP connects to a 42' RCP pipe before it is discharged just southeast of the property to the existing Temecula Creek Channel. No modifications to the main storm drain system are proposed. The proposed building expansion will be constructed at the unpaved portion of the property. Asphalt and PCC concrete will be constructed at the remaining unpaved area to add additional parking for the proposed building expansion. This area was originally graded and designed for this proposed building expansion; therefore, no significant changes in grade will be necessary for storm drain discharge. The original hydrology report approved by the County of Riverside for this project is part of the Plot Plan 16535 which was used as reference for existing conditions data. The original basin at the proposed expansion site will need to be divided into smaller sub basins (as shown on the proposed basin map) to accompany the proposed building expansion and parking. October 07, 2008 Page 2 of 7 NE Job No.: 306 - 035.13 1 1 0 O VICINITY MAP October 07. 2008 611 L LUUA I IVN MAID NOT TO SCALE Page 3 of 7 NE Job No.: 306 - 035.13 I The 2 -year, 10 -year and 100 -year storm runoffs were calculated using the Rational Formula Method, per the Riverside County Hydrology Manual. The peak flow rate formula (Q = CIA) was used to calculate the runoffs. Q = Peak flow rate in cubic feet per second. C = Runoff coefficient expressed as a percentage of rainfall which becomes runoff. I = Average rainfall intensity in inches per hour for a storm duration equal to the time of concentration of the contributing drainage area. Tc = Time of concentration — Assumed 5 minute minimum. ' A = Area of basin in acres. QBMP = Calculated per Riverside County Stormwater Quality Best Management 1 Practice Design Handbook. CALCULATIONS Site Characteristics and Assumptions: • Hydrologic Soil Group B - See Geotechnical Report in the Water Quality 1 Management Plan. • Percent Impervious = Approximately 90% • See Attached Hydrology Maps for Basin Location and properties. 1 • Assume Tc = 5.00 minutes minimum if T, is less than 5.00 minutes. Calculation: Proposed Basin 1 tFrom County of Riverside Hydrology Manual Plate D -3 Time of Concentration, T, =8.9 minutes 1 From County of Riverside Hydrology Manual Rainfall Isopluvials: ' 100 Year Rainfall Event - 24 hour precipitation, P,4= 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 & D -4.7 with T,, I, =1.60 inches/hour I10=2.45 inches/hour I100 =3.90 inches/hour From County of Riverside Hydrology Manual Plate D -5.3, ' C =0.87, C16 =0.88, ClW =0.89 Q =CIA Q2= (0.87) (1.60 inches/hour) (0.59 Acres) =0.82 ft3A Q10= (0.88) (2.45 inches /hour) (0.59 Acres) =1.27 ft3 /s Qim= (0.89) (3.90 inches/hour) (0.59 Acres) =2.05 ft3A 1 October 07, 2008 Page 4 of 7 NE Job No.: 306- 035.13 e Calculation: Proposed Basin 2 From County of Riverside Hydrology Manual Plate D -3 Time of Concentration, Tc =8.50 minutes AFrom County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P,4 = 4.5 in/hr a100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 & D -4.7 with T, I,=1.65 inches/hour 8 I10 =2.50 inches /hour I100 =3.95 inches/hour 8 From County of Riverside Hydrology Manual Plate D -5.3, QFrom C,=0.87, C10 =0.88, C100 =0.89 Q =CIA QBMP= 0.28 ft3 /s (See Appendix F in Water Quality Management Plan) Q,= (0.87) (1.65 inches /hour) (1.57 Acres) =2.25 ft3 /s 1 Q10= (0.88) (2.50 inches/hour) (1.57 Acres) =3.45 ft3 /s Q1oo= (0.89) (3.95 inches/hour) (1.57 Acres) =5.52 ft3 /s Calculation: Proposed Basin 3 From County of Riverside Hydrology Manual Plate D -3 Time of Concentration, Tc=4.0 minutes - Use 5.0 minutes 0 I I Q =CIA QBMP= 0.02 ft3A (See Appendix F in Water Quality Management Plan) Q2 _ (0.87) (2.15 inches /hour) (0.11 Acres) =0.21 ft3 /s Q1o= (0.88) (3.40 inches /hour) (0.11 Acres) =0.33 ft3 /s Q1oo= (0.89) (5.10 inches/hour) (0.11 Acres) =0.50 ft3 /s October 07, 2008 Page 5 of 7 NE Job No.: 306- 035.13 From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P,4 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1. & D -4.7 with T,, I, = 2.15 inches/hour I10 =3.40 inches /hour 1100 =5.10 inches/hour QFrom County of Riverside Hydrology Manual Plate D -5.3, C, =0.87, C10 =0.88, C1oo--0.89 0 I I Q =CIA QBMP= 0.02 ft3A (See Appendix F in Water Quality Management Plan) Q2 _ (0.87) (2.15 inches /hour) (0.11 Acres) =0.21 ft3 /s Q1o= (0.88) (3.40 inches /hour) (0.11 Acres) =0.33 ft3 /s Q1oo= (0.89) (5.10 inches/hour) (0.11 Acres) =0.50 ft3 /s October 07, 2008 Page 5 of 7 NE Job No.: 306- 035.13 Calculation: Proposed Basin 5 From County of Riverside Hydrology Manual Plate D -3 Time of Concentration, T, =5.1 minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P�4 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 & D -4.7 with T,, I, =2.12 inches/hour I10=3.30 inches/hour 1100=5. 10 inches/hour From County of Riverside Hydrology Manual Plate D -5.3, C,=0.87, Cio =0.88, Cioo -0.89 Q =CIA QBMP= 0.04 ft3 /s (See Appendix F in Water Quality Management Plan) Q2= (0.87) (2.12 inches/hour) (0.24 Acres) =0.44 ft3A Qlo= (0.88) (3.30 inches /hour) (0.24 Acres) =0.70 ft3A Qioo= (0.89) (5.10 inches/hour) (0.24 Acres) =1.09 ft3A Calculation: Proposed Basin 6 From County of Riverside Hydrology Manual Plate D -3 Time of Concentration, T, =7.0 minutes ' From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P,4 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr ' From County of Riverside Hydrology Manual D -4.1 & D -4.7 with T,, I, =1.95 inches/hour ' I10=3.00 inches/hour Iioo =4.70 inches/hour ' From County of Riverside Hydrology Manual Plate D -5.3, C2 =0.87, Clo =0.88, Cioo=O.89 ' Q =CIA VBMp= 706 ft2 /s (See Appendix F in Water Quality Management Plan) ' Q,= (0.87) (1.85 inches/hour) (1.09 Acres) =1.75 ft3 /s Qlo= (0.88) (3.00 inches /hour) (1.09 Acres) =2.88 ft3 /s Qioo= (0.89) (4.70 inches/hour) (1.09 Acres) =4.56 ft3 /s L� October 07, 2008 Page 6 of 7 NE Job No.: 306- 035.13 SUMMARY OF RESULTS FOR EXISTING CONDITIONS (City of Temecula Plot Plan 16535) Q,= 17.45 ft-'Is Q i o= 22.26 ft' /s Qioo= 33.13 ft' /s "Note: Q2 data was not provided on City of Temecula Plot Plan 16535. The Q, data is an approximate quantity only and is shown for reference only. SUMMARY OF RESULTS FOR PROPOSED CONDITIONS Q,= 19.05 ft3 /s QIo= 25.76 ft3 /s Qioo= 39.19 ft' /s October 07, 2008 Page 7 of 7 NE Job No.: 306 - 035.13 [1 1 [1 I I I I I I Attachments Riverside Hydrology Manual References I I I ■■r �r r r r �s r r r r r r �e r r r r r r 127- < A X17 � 0 < 1p b n D r 'O r m m v A A 0 01 RAINFALL INTENSITY - INCHES PER HOUR MIRA LOMA MURRIETA 6 RANCHO - TEMECULA CALIFORNIA NORCO PALM SPRINGS PERRIS VALLEY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 100 10 100 10 100 10 100 YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2.84 4.48 5 3.45 5.10 5 2.77 4.16 5 4.23 6.76 5 2.64 3.18 6 2.56 4.07 6 3.12 4.61 6 2.53 3.79 6 3.80 6.08 6 2.41 3.46 7 2.37 3.75 7 2.87 4.24 7 2.34 3.51 1 3.48 5.56 1 2.24 3.21 6 2.21 3.49 G 2.67 3.94 8 Z.19 3.29 B 3.22 5.15 8 2.09 3.01 9 2.08 3.28 9 2.50 3.69 9 2.07 3.10 9 3.01 4.81 9 1.98 2.84 10 1.96 3.10 10 Z.36 3.49 10 1.96 2.94 10 2.83 4.52 10 1.86 2.69 11 1.87 2.95 11 2.24 3.30 11 1.87 2.80 _ 11 2.67 4.28 11 1.79 Z.57 12 1.78 2.82 12 2.13 3.15 12 1.79 2.68 12 2.54 4.07 12 1.72 2.46 13 1.11 2.70 13 2.04 3.01 13 1.72 2.58 13 2.43 3.88 13 1.65 2.37 14 1.64 2.60 14 1.96 2.89 14 1.66 2.48 14 2.33 3.72 14 1.59 2.29 IS 1.58 2.50 IS 1.89 2.79 15 1.60 2.40 ]5 2.23 3.58 15 1.54 2.21 16 1.53 2.42 16 1.82 2.69 16 1.55 2.32 16 2.15 3.44 16 1.49 2.14 17 1.48 2.34 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.45 2.08 IB 1.44 2.27 18 1.71 2.52 18 1.46 2.19 18 2.01 3.22 18 1.41 2.02 19 1.40 2.21 19 1.66 2.45 19 1.42 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 20 1.34 1.92 22 1.29 2.04 22 1.53 2.26 22 1.32 1.98 22 1.79 2.86 22 1.28 1.83 24 1.24 1.95 24 1.46 2.15 24 1.26 1.90 24 1.70' 2.72 24 1.22 1.75 26 1.18 1.87 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69 28 1.14 1.80 29 1.34 1.98 28 1.17 1.16 28 1.56 2.49 28 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1.10 1.57 32 1.06 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 32 1.06 1.52 34 1.03 1.62 34 1.20 1.78 34 1.06 1.59 34 1.39 2.22 34 1.03 1.48 36 1.00 1.57 36 1.17 1.72 36 1.03 1.55 36 1.34 2.15 36 1.00 1.44 38 .97 1.53 38 1.13 1.67 38 1.01 1.51 38 1.30 2.09 38 .98 1.40 40 .94 1.49 40 1.10 1.62 40 .98 1.47 40 1.27 2.02 40 .95 1.37 45 .09 1.40 45 1.03 1.52 45 .92 1.39 45 1.18 1.89 45 .90 1.29 50 .84 1.32 50 .97 1.44 50 .88 1.31 50 1.11 1.78 50 as 1.22 55 .80 1.26 55 .92 1.36 55 .84 1.25 55 1.05 1.68 55 .81 1.17 60 .76 1.20 60 .88 1.30 60 .80 1.20 60 1.00 1.60 60 .78 1.12 65 .73 1.15 65 .84 1.24 65 .77 1.15 65 .95 1.53 65 .75 1.08 70 .70 1.11 70 .81 1.19 70 .74 1.11 70 .91 1.46 70 .72 1.04 75 .68 1.07 75 .78 1.15 75 .72 1.07 75 .88 1.41 75 .70 1.00 80 .65 1.03 80 .75 1.11 80 .69 1.04 80 as 1.35 80 .68 .97 85 .63 1.00 85 .73 1.07 85 .67 1.01 85 .82 1.31 85 .66 .94 SLOPE u .530 SLOPE = .550 SLOPE .500 SLOPE _ .580 SLOPE _ .490 _ 'fit: —ol ��„p �rf,et -rincr C� ?Aw -s.o�1 I 3.5 3.5 3 3 V) W 2.5 2.5 U Z Z = 2 2 I— a W 17 J Q 1.5 1.5 Z i 1.33 Q / I I .5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods pbt 2-year and 100 -year one hour values from maps,then connect points and read value for desired return period. For example given 2 -yea one hour =.50" and 100 - year one hour = 1.60 ",25 -year one hour =1.18" Reference: NOAH Atlas 2,Volume 21:- Colifornia, 1973, RAINFALL DEPTH VERSUS R C FC 81 W C C RETURN PERIOD FOR T)YDROLOGY 1\/)ANUAL PARTIAL DURATION SERIES PLATE D -4.5 Tc' L 100 1000 90 900 80 800 70 700 60 `c 600 a 50 0 LIMITATIONS: 0 4Q 500 2. Maximum area = 10 Acres 0 Q v m 35 °a w H U 400 0 30 c Y M c °0 —3-50--- -25 o � c 200 o E 300 a 100 = 20 19 0 ^ 18 E 250 17 p 16 = 20 15 = � 0 14 P 0 ~ 200 P 13 J K 12 c 8 II w 0 Undeveloped 150 0 E_ w ~ 8 0 ,S T LIMITATIONS: 0 20 I. Maximum length =1000' 2. Maximum area = 10 Acres Q v C 0 H U U 400 Y M c °0 400 300 P > 200 c N a 100 o. 0 0 50 E P o a 0 p = 20 o = � _ o o e 6 K AL m Undeveloped 0 Good C w �- Undeveloped 0 ,S 1.0 Fair Cover ,6S Undeveloped 0 3 Poor Cover 0 2 o / Single Family (1/4 Acre) � y/ - d (Pave.d'T d d 6 — 100 5 4 RCFC A WCD HYDROLOGY MANUAL KEY L-H Tc -K -Tc' TC 5-1 13 7 c m 8 0 m 9 0 10 E II U- 0 f 14 15 h d 16 17 E TZE 19 0 20 Cc 0 30 EXAMPLE: E i= (1)L =550', H =S.O,K =Single Family(1 /4Ac.) 35 Development, Tc = 12.6 min. (2) L = 550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min Reference: Bibliography item No. 35. qny= O.SA acn» L-= 640 n- -,•• "ri - 1.a PLATE D -3 C= 8A min. 0 `c 25 v C 0 U 0 30 EXAMPLE: E i= (1)L =550', H =S.O,K =Single Family(1 /4Ac.) 35 Development, Tc = 12.6 min. (2) L = 550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min Reference: Bibliography item No. 35. qny= O.SA acn» L-= 640 n- -,•• "ri - 1.a PLATE D -3 C= 8A min. I L 1000 900 800 700 600 500 `o s 400 w-350 a 300 250 J More, 150 a� Tc' L LIMITATIONS: 100 I I. Maximum l length = = 1000' 90 2 2. Maximum a area= 10 Acres 80 a a 70 c c H H ... U U 5 500 Y « « 0 0 4 400 60 o c c b b 3 300 200 ` N C o Y o_ 100 E 5 50 0 o c 0 4 c o o 0 c c Y 40 o> E E o o « « 3 0 O $ $ c c 2 Y 20 s 35 0 0` o o s Q, 3 3 6 6 K a - 3 30 U a Undeveloped 5 16 (1/4 Acre) 0 15 Commercia o 'Q 14 (Pov `c 13 o 12 8 w ° KEY E L-H Tc -K -Tc' i- 8 7 6 100 5 1 `- 4 RCFC 8 WCD 1 HYDROLOGY MANUAL l a' 8.5- mtn. Tc 5-1 M I ri c m 8 0 m 9 0 10 �.E / A12 14 « 15 0 16 17 E Is —s 19-- 20 ~ c 0 c 25 v c 0 U 0 30- 0 EXAMPLE: E (1)L =550', H= 5.0,K= Single Family (1 /4Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min Reference: Bibliography item No. 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA PLATE D -3 8 7 6 100 5 1 `- 4 RCFC 8 WCD 1 HYDROLOGY MANUAL l a' 8.5- mtn. Tc 5-1 M I ri c m 8 0 m 9 0 10 �.E / A12 14 « 15 0 16 17 E Is —s 19-- 20 ~ c 0 c 25 v c 0 U 0 30- 0 EXAMPLE: E (1)L =550', H= 5.0,K= Single Family (1 /4Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min Reference: Bibliography item No. 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA PLATE D -3 1 1 1 1 t 1 1 1 1 1 1 1 Tc' L 100 1000 90 900 80 800 70 700 60 600 a 50 0 LIMITATIONS I. Maximum length =1000' 0 500 • o 0 — 35 e w U CL 800 Y 400 S 30 .c 0 300 m 350 0 25 v` • � c c 300 E 100 20 s 19 0 18 v 250 12 L 17 J m 16 15 L 0 14`a 0 200 13 J 12 o O LIMITATIONS I. Maximum length =1000' 2. Maximum area = 10 Acres a • o H — U 800 Y ,, o° 400 0 300 ° c > 200 O • N °' '' `- 100 so s 0 ss4pp E ° ° 30 $ m zo �• 0 e 10 K AL a Undeveloped 0 Good Cover ` 2 Undeveloped 0 ,E Fair Cover • 6 Undeveloped 0 3 � 3 Poor Cover .2 finale Famllr m O C 'm KEY L-i Tc -K -Tc -r-,w TC 5 6 Q 7 c m e g m 9 0 10 E II U- m 12 c° r 4o 14 15 2 16 � i 17 E 18 19 U 20 ~ 25 30 EXAMPLE: (1) L =550', H =5.0, K = Single Family(1 /4 Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K= Commercial 40 Development , Tc = 9.7 min 1a s,4.0 min. 7 Use Reference: Bibliography item No. 35. PLATE D -3 C 0 c `c • U 0 O U 0 • E H 1 1 1 1 1 1 1 1 1 1 1 1 Tc' L 100 1000 90 900 80 800 70 700 60 C 600 0. 50 0 150 ,� g / E ~ 8 7 6 100 LIMITATIONS I. Maximum length = 1000' 2. Maximum area = 10 Acres Single Family O (J4 Acre) i 500 o 0 H m f U $ 35 s e° c ✓i 300 P _ 200 C 0 400 5 30 N .9 - 350 ° 25 o m � c 0 58 40 o 300 E 30 $ c 20 20 o 19 9 ^ I8 6 K 250 17 a 16 0 Good Cover 15 0 f L Undeveloped 0 14 1. P ,`, 200 r 13 J x 12 yl w 0 150 ,� g / E ~ 8 7 6 100 LIMITATIONS I. Maximum length = 1000' 2. Maximum area = 10 Acres Single Family a (J4 Acre) i Commercial o 0 H m f U 500 c ✓i 300 P _ 200 C 0 Z 0. O N .9 - 90 so o F m 0 0 58 40 c P o M v 30 $ c °1 20 o � 9 ; 6 K L a Undeveloped 0 Good Cover 0 f Undeveloped 0 1. Fair Cover r 6 x Poor Cover c Single Family (J4 Acre) i Commercial 0.m (Povw m f 5 4 RCFC A WCD HYDROLOGY MANUAL / p KEY L-H Tc -K -Tc' 5 .2 n� / Tc 6 tg u` a 7 � c m B c O 9 0 10 �U- 12 1 20F 0 14-4` N 15 m 16 17 E 16—s 19 , 20—t c 0 0 c 25 v c 0 0 30 m EXAMPLE: E i= (1)L =550', H= 5.O,K= Single Family(1 /4Ac.) 35 Development , To = 12.6 min. (2) L =550', H =5.0, K= Commercial 40 Development , Tc = 9.7 min. Aea,.= 0.2A ones L= )IV' H= loan. }o - 1oQA.(,t, 1.08 Reference: Bibliography item No. 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA PLATE D -3 1 1 c Z E x 3 / 300 ndeveloped c 19 Poor Cover 0 0 3 19 ' 0 250 J L / P d 200 J 150 me] "' 16 0 15 14 E 13 c 0 0 E H RCFC e& WCD HYDROLOGY MANUAL Single Family (1/4 Acre) Commercial ° (Pav C ° w KEY L-H Tc -K -Tc' Tc 6 u Q v 7 C ° 8 a 0 u 9 0° T 10 E 0 II ° 12 `0 14 15 d 16 � fi 17 E Is —s 19 F 20 - C 0 .o `c 25 v c 0 U 0 30 ° EXAMPLE: E F (1)L =550', H= 5.O,K= Single Family(1 /4Ac.) 35 Development , Tc = 12.6 min. (2) L = 550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min Aceo.= 1.09 L.= ass H= toi�.�ap'- loio.00 a l.vo Reference: Bibliography item No. 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA PLATE D -3 Td LIMITATIONS'. L 100 I. Maximum length =1000' 1000 90 2. Maximum area = 10 Acres 900 80 a 70 ° c H 800 540000 V r ° 60 0 ' b 300 700 200 o C O ^� „ E O '� 100 50 c 600 0. - . 60 0 0 0 50 -- > V E O M 30 -_ c a v 500 9� —_y fl) S d zo °_ u 35 c m 10 9 ° w n ° K AL o # 6 c - 400 30 Jndeveloped 0 a Good Cover ° e 350 25 Undeveloped 0 c_ 1.0 c Fair Cover 6 c Z E x 3 / 300 ndeveloped c 19 Poor Cover 0 0 3 19 ' 0 250 J L / P d 200 J 150 me] "' 16 0 15 14 E 13 c 0 0 E H RCFC e& WCD HYDROLOGY MANUAL Single Family (1/4 Acre) Commercial ° (Pav C ° w KEY L-H Tc -K -Tc' Tc 6 u Q v 7 C ° 8 a 0 u 9 0° T 10 E 0 II ° 12 `0 14 15 d 16 � fi 17 E Is —s 19 F 20 - C 0 .o `c 25 v c 0 U 0 30 ° EXAMPLE: E F (1)L =550', H= 5.O,K= Single Family(1 /4Ac.) 35 Development , Tc = 12.6 min. (2) L = 550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min Aceo.= 1.09 L.= ass H= toi�.�ap'- loio.00 a l.vo Reference: Bibliography item No. 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA PLATE D -3 I I I I I 1 1 1. Water Quality Management Plan References i 1 i 1 1 I I L L L I 1 Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: Company: rJb , E Date: 0q -03 -o Project: #z9o8 —o —gnek, Location: 2.7-2S T¢ GA tq'L 1. Determine Impervious Percentage a. Determine total tributary area At°„i = O. t t acres (1) b. Determine Impervious % i = /00 % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient C. = (3) b. B Soil Runoff Coefficient Cb = 0.010 (4) c. C Soil Runoff Coefficient C° _ (5) d D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ab = 1.00 (8) c. Area of C Soil / (1) = k _ (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C = 0.10 (11) 04 (o.go)(1.00)+ Oro = o. qO 5. Determine BMP Design flow a a.QBMP= CxlxA= (11)XO.2x(1) QBMP- O.oZ s (12) (0.90)(0.2.)(0. it) 10 i [1 1 ii a 5) Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: Company: v-10 1 E Date: —o Project: v Taal -t Sri Location: 3z2i5 T� wta o< T . emu, 04 1. Determine Impervious Percentage a. Determine total tributary area At.w, = p.2q acres (1) b. Determine Impervious % i= 90 % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = O. S2 (4) c. C Soil Runoff Coefficient Cc _ (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ab = . 00 (8) c. Area of C Soil / (1) = k _ (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C = O. 82 (11) 0+(0.82) <t.00) +oho 5. Determine BMP Design flow a. QBMP = C x I x A= (11) x 0.2 x (1) QBMP = O S (12) (0.82) (0.'2� (o .2y] 1 10 [] 11 Worksheet 1 Design Procedure for BMP Design Volume 85`h percentile runoff event Designer: Company: Na .r = ° Date: Project: E5- w, Location: CA Rz 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and T8S &R2.r.1 Section). Section (1) b. Slope value from the Design Volume Curve in Appendix A. Slope (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line form this point to Is this graph Yes No❑ the origin, to create the graph attached? 2. Determine Runoff Coefficient a. Determine total impervious area AMP.e ous - acres (5) b. Determine total tributary area Amwi = 1.O9 acres (6) c. Determine Impervious fraction 1= (5)/(6) i= 0.12 (7) d. Use (7) in Fiure 1 to find Runoff OR C = .85819 - .78iz + .774i + .04 C = 0.12 (8) 3. Determine 85% Unit Storage Volume a. Use (8) in Figure 2 Draw a Vertical line from (8) to the graph, then a Horizontal line to the in -acre desired V„ value. VU = O.1$ acre (9) 4. Determine Design Storage Volume a. VBMP = (9) x (6) [in- acres] VBMP = p O. 19 in -acre (10) b. VBMP = (10) / 12 [ft- acres] VBMP = O. ol(p ft-acre (11) c. VBMP = (11) x 43560 [ft3] VBMP = _VrO(o ft' (12) Notes: 7 I I I I Pipes Design & Calculations (Hydraflow Storm Sewers 2005) (Existing Conditions — 2 year storm approximate and for reference only) [] Hydraflow Plan View a fal- Project File: Existing 2 year Storm Event.stm No. Lines: 16 10 -08 -2008 Hydraflaw Storm Sewers 2005 1 1 Storm Sewer Summary Report Page , Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (a/o) (ft) (ft) (ft) (ft) No. 1 Tem. Creek 0.00 42 c 80.0 1054.00 1058.00 5.000 1057.50 1059.76 n/a 1059.761 End 2 Hex. 1 0.00 36 c 23.9 1058.00 1058.14 0.586 1060.15 106021 n/a 1060.84 1 3 Hex.2 0.00 36 c 17.4 1058.14 1058.22 0.461 1061.16 1061.20 n/a 1061.49 2 4 Hex. 3 0.00 36 c 93.3 1058.22 105869 0.504 1061.59' 1061.77' n/a 1061.80 3 5 Hex. 4 0.00 36 c 12.7 1058.69 1058.75 0 475 1061.80' 1061.82' n/a 1061.86 4 6 Hex.5 0.00 36 c 264.8 1058.75 1060.07 0.499 1061 86 1062.32 n/a 1062.57 5 7 Hex. 8 0.00 36 c 73.9 1060.07 1060.44 0.501 106257 1062.67 n/a 1062.89 6 8 Hex. 9 0.00 36 c 143.0 1060.44 1061 16 0.504 1063.01 106321 n/a 1063.52 7 9 Hex.9 0.00 36 c 237.2 1061.16 1062.34 0.497 1063.78 1064.06 n/a 1064.32 8 10 Hex. 10 0.00 36 c 33.7 1062.34 106251 0.505 1064.38 1064.41 n/a 1064.61 9 11 Hex. 11 0.00 24 c 1254 1062.53 1063.16 0.503 1064.61' 1065.90' n/a 1066.19 10 12 Hex. 12 0.00 24 c 20.8 1063.16 1063.26 0.481 106619" 1066.41' n/a 1066.98 11 13 Hex. 13 0.00 24 c 43 1063.26 1063.49 5 361 1066.98' 1067.02' n/a 1067.64 12 14 Hex. 17 0.00 18 c 7.2 1058.94 1060.49 21.649 106145 1061.44 n/a 1061.48 2 15 Roof Drains 0.00 12 c 50.0 1059.29 1064.29 10.000 1061.49 1065.24 n/a 1065.24 3 16 Hex. 14 & 15 0.00 18 c 50.0 1061 93 1063.17 2.480 1063.74 1064.09 n/a 1064.09 / 8 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Run Date: 10-08 -2008 NOTES c = cir; e = ellip; b = box; Return period = 100 Yrs. ,'Surcharged (HGL above crown). ; j - Line contains hyd jump. Hydrarlow Storm Sewers 2005 Page 1 Line Size Q Downstream Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Depth Area Val Val EGL Sf Invert HGL Depth Area Val Val EGL Sf Ave Enrgy head elev elev elev head elev Sf loss (in) lets) T(4 (ft) (soft) (ftls) (ft) (ft) M (ft) (ff) (ff) (ft) (soft) (ff/s) (ff) (ft) M) M (ft) (K) (ft) (1) (2) (3) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 42 0.00 1054.00 1057.50 0.00 0.00 0.00 0.00 1057.50 0.000 80.0 1058.00 1059.76 0.00" 0.00 0.00 0.00 1059.76 0.000 0.000 0.000 0.15 n/a 2 36 0.00 1058.00 1060.15 0.00 0.00 0.00 0.00 1060.15 0.000 23.9 1058.14 1060.21 0.00" 0.00 0.00 0.00 1060.21 0.000 0.000 0.000 100 n/a 3 36 0.00 1058.14 1061.16 0.00 0.00 0.00 0.00 1061.16 0.000 17.4 1058.22 1061 20 0.00" 0.00 0.00 0.00 1061.20 0.000 0 000 0.000 092 n/a 4 36 0.00 1058.22 1061.59 0.00 0.00 0.00 0.00 1061.59 0.000 93.3 1058.69 106177 0.00" 0.00 0.00 0.00 106177 0.000 0.000 0.000 0.15 n/a 5 36 0.00 1058.69 1061.80 0.00 0.00 0.00 0.00 1061 80 0.000 12.7 1058.75 1061.82 0.00" 0.00 0.00 0.00 1061.82 0.000 0.000 0 000 0.15 n/a 6 36 0.00 1058.75 1061.86 0.00 0.00 0.00 0.00 1061 86 0.000 265 1060.07 1062.32 0.00" 0.00 0.00 0.00 1062.32 0 000 0.000 0.000 0.80 n/a 7 36 0.00 106007 1062.57 0.00 0.00 0.00 0.00 1062.57 0.000 73.9 1060.44 1062.67 0.00° 0.00 0.00 0.00 1062.67 0.000 0.000 0.000 0.69 n/a 8 36 0.00 106044 1063.01 0.00 0.00 0.00 0.00 1063.01 0.000 143 1061.16 1063.21 0 00" 0.00 0.00 0.00 1063.21 0.000 0.000 0.000 0.80 n/a 9 36 0.00 1061.16 1063.78 0.00 0.00 0.00 0.00 1063.78 0.000 237 1062.34 1064.06 0.00'" 0.00 0.00 0.00 1064.06 0.000 0.000 0.000 0.75 n/a 10 36 0.00 1062.34 1064.38 0.00 0.00 0.00 0.00 1064.38 0.000 33.7 1062.51 1064.41 0.00" 0.00 000 0.00 1064.41 0.000 0.000 0.000 0.75 n/a 11 24 0.00 1062.53 1064.61 0.00 0.00 0.00 0.00 1064.61 0.000 125 1063.16 1065.90 0.00" 0.00 0.00 0.00 1065.90 0.000 0.000 0.000 048 n/a 12 24 0.00 1063.16 1066.19 0.00 0.00 0.00 0.00 1066.19 0.000 20.8 1063.26 1066.41 0.00" 000 0.00 0.00 1066.41 0.000 0.000 0.000 0.92 n/a 13 24 0.00 1063.26 1066.98 000 0.00 0.00 0.00 106698 0.000 4.3 1063.49 1067.02 0.00" 0.00 0.00 0.00 1067.02 0.000 0.000 0.000 1.00 n/a 14 18 0.00 1058.94 1061.45 0.00 0.00 0.00 0.00 1061.45 0.000 7.2 1060.49 1061.44 0.00° 0.00 0.00 0.00 1061.44 0.000 0.000 0.000 1.00 n/a 15 12 0.00 1059.29 1061.49 0.00 0.00 0.00 0.00 1061.49 0.000 50.0 1064.29 1065.24 0.00" 0.00 0.00 0.00 1065.24 0 000 0.000 0.000 1 00 n/a 16 18 0.00 1061.93 1063.74 0.00 0.00 0.00 0.00 1063.74 0.000 50.0 1063.17 1064.09 0.00" 0.00 0.00 0.00 1064.09 0.000 0.000 0.000 1.00 We Project File: Existing 2 year Storm Event.stm Number of lines: 16 Run Date: 10 -08-2008 Notes: ; " Critical depth.; j -Line contains hyd. jump. Ir,. -..-111..o..o,..,,.,.. M M M M r M M M M M M M M M M M M M M Hydraflow HGL Computation Procedure Pagel General Procedure' Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non - circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross - sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Deft Depth Depth DnStm Dmg Easting EGL EGL EGL Energy No. Dn Up Ln No CI C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sgft) (sgft) (C) (C) (C) (cis) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 1 000 0.00 n/a 020 0.50 0.90 0.00 0.00 .... .... .... -20.0 0.00 0.00" Outfall 0.00 259.60 0.00 0.00 0.00 0.000 2 0.00 0.00 1 0.20 0.50 0.90 0.00 0.00 .... .... .... 0.0 0.00 0.00" 1 0.00 282.06 0.00 0.00 0.00 0.000 3 0.00 0.00 2 0.20 0.50 0.90 0.00 0.00 .... .... .... 20.0 0.00 0.00" 2 0.00 299.42 0.00 0.00 0.00 0.000 4 0.00 0.00 3 0.20 0.50 0.90 0.00 0.00 .... .... .... 0.0 0.00 0.00" 3 0.00 392.70 0.00 0.00 000 0.000 5 0.00 0.00 4 020 0.50 0.90 0.00 0.00 .... .... .... 0.0 0.00 0.00" 4 0.00 405.35 0.00 0.00 0.00 0.000 6 0.00 0.00 5 0.20 0.50 0.90 0.00 0.00 .... .... .... 0.0 0.00 0.00" 5 0.00 67013 0.00 0.00 0.00 0.000 7 0.00 0.00 6 0.20 0.50 0.90 0.00 0.00 .. .... .... -50.0 0.00 0.00" 6 0.00 717.62 0.00 000 0.00 0.000 8 0.00 0.00 7 0.20 0.50 090 0.00 0.00 .. .... .... -40.0 0.00 0.00" 7 0.00 717.62 0.00 000 0.00 0.000 9 0.00 0.00 8 0.20 0.50 090 0.00 0.00 .. .... .... 0.0 0.00 0.00" 8 0.00 717.62 0.00 0.00 0.00 0.000 10 0.00 0.00 9 0.20 0.50 0.90 0.00 0.00 ... ... .... -45.0 0.00 0.00" 9 0.00 693.82 0.00 0.00 0.00 0.000 11 0.00 0.00 10 0.20 0.50 090 0.00 0.00 .... .... .... -45.0 0.00 0.00" 10 0.00 568.47 0.00 0.00 0.00 0.000 12 0.00 0.00 11 0.20 0.50 0.90 0.00 0.00 .. .... .... 25.0 0.00 0.00" 11 0.00 54962 0.00 0.00 0.00 0 000 13 000 0.00 12 0.20 0.50 0.90 0.00 0.00 0.080 0.050 6.00 65.0 0.00 0.00" 12 0.00 549.62 0.00 0.00 0.00 0.000 14 000 0.00 2 0.20 0.50 0.90 000 0.00 0.080 0.050 ... -90.0 0.00 0.00" 2 0.00 279.61 0.00 0.00 0.00 0.000 15 0.00 0.00 3 0.20 0.50 0.90 0.00 0.00 ... ... .... -65.0 000 0.00" 3 0.00 320.55 0.00 0.00 0.00 0.000 16 0.00 0.00 8 0.20 0.50 0.90 0.00 000 0.080 0.050 .. -50.0 0.00 0.00" 8 000 679.32 0.00 0.00 0.00 0.000 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: " Critical depth Hydranow Storm Sewers 2005 MyReport Page 2 Flow Sf Sf Grate Grate Grate Gnd /Rim Gnd /Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (ft/ft) (tt/ft) (59ft) (ft) (ft) (ft) (ft) (ft) (ff/tt) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) M) 0.00 0.000 0.000 .... .... .... 1067.00 1070.50 .... .... .... .... 1057.50 1059.76 i 105976 1057.47 1056.31 0.00 0.00 ... .... 0.00 0.000 0.000 .... .... .... 1070.50 1070.50 .... .... 1060.15 1060.21 1060.84 ... 0.00 0.00 000 0.000 0.000 .... .... .... 1070.50 1070.50 .... ... .... .... 1061.16 1061.20 1061.49 .... 0.00 0.00 0.00 0.000 0.000 .... .... .... 1070.50 1071.20 ... .... .... ... 1061.59 1061.77 1061.80 .... 0.00 0.00 0.00 0 000 0.000 ... ... .... 1071.20 1071.50 .... .... .... ... 1061.80 1061.82 1061.86 .... 0.00 0.00 0.00 0.000 0.000 .... .... ... 1071.50 1070.50 .... .... .... ... 1061.86 1062.32 1062.57 .... .... 0.00 0.00 ... .... 000 0.000 0.000 .... .... .... 1070.50 1070.00 .... ... .... .... 1062.57 1062.67 106289 .... 0.00 0.00 0.00 0.000 0.000 .... .... .... 1070.00 1070.20 .... .... .... .... 1063.01 1063.21 1063.52 .... 0.00 0.00 0.00 0 000 0.000 .... .... .... 1070.20 1072.40 .... .... .... .... 1063.78 1064.06 1064.32 ... 0.00 0.00 0.00 0 000 0.000 ... .... .... 1072.40 1072.26 .... .... .... .... 1064.38 1064.41 1064.61 ... 0.00 0.00 0.00 0 000 0.000 ... .... .... 1072.26 1070.84 .... ... .... .... 1064.61 1065.90 1066.19 ... 0.00 0.00 0.00 0 000 0.000 ... .... .... 1070.84 1070.134 .... ... .... .... 106619 1066.41 1066.98 .... 0.00 0.00 0.00 0 000 0.000 ... .... .... 1070.84 107067 0.77 Sag 14.27 2.00 106698 1067.02 1067.64 .... .... 0.00 0.00 0.00 0 0.00 0.000 0.000 2.00 4.00 2.00 1070.50 106944 0.10 Sag 6.16 2.00 1061.45 1061.44 1061.48 .... .... 0.00 0.00 0.00 0 0.00 0.000 0.000 .... ... .... 1070.50 1071.50 ... .... .... .... 1061.49 1065.24 j 1065.24 1061.12 1061.21 0.00 0.00 .... .... 0.00 0.000 0.000 2.00 4.00 2.00 1070.20 1067.75 0.23 Sag 11.11 2.00 1063.74 1064.09 j 1064.09 1063.23 1062.85 0.00 0.00 0.00 0 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: "Critical depth Hydaflow Storm Sewers 2005 MyReport Page 3 Inlet Inlet Inlet i i Invert Invert Jump Jump Val Hd all Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len mp D mp U Coeff Type Q RCP CMP ID Length Size Slope (ft) (min) (in /hr) (in /hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (E) (E) (S) (ft) (in) M Sag ... 0.0 0.00 0.00 1054.00 1058.00 16.00 13.36 0.12 2.43 0.15 None 17.45 7,770 6,993 Tem. Creek 80.00 42 5.00 Sag .... 0.0 0.00 0.00 105800 1058.14 .... .... 0.00 0.00 1.00 None 17.45 2,332 2,099 Hex. 1 23.90 36 0.59 Sag .... 0.0 0.00 0.00 1058.14 1058.22 ... .... 0.00 0.00 0.92 None 16.69 1,734 1,561 Hex.2 17.36 36 046 Sag .... 0.0 0.00 0.00 1058.22 1058.69 .... .... 0.00 0.00 0.15 None 13.68 8,726 7,853 Hex.3 93.28 36 0.50 Sag .... 0.0 0.00 0.00 1058.69 1058.75 ... .... 0.00 0.00 0.15 None 1368 1,320 1,188 Hex.4 12.65 36 0.47 Sag .... 0.0 0.00 000 1058.75 1060.07 .. .... 000 000 0.80 None 1368 23,062 20,756 Hex. 5 264.78 36 0.50 Sag .. 0.0 0.00 0.00 1060.07 1060.44 .... .... 0.00 000 0.69 None 13.68 6,028 5,425 Hex. 8 73.89 36 0.50 Sag .. 0.0 0.00 0.00 1060.44 1061.16 .... .... 0.00 0.00 0.80 MH 13.68 11,018 9,916 Hex.9 143.01 36 0.50 Sag ... 0.0 0.00 0.00 106116 1062.34 .... .... 0.00 0.00 0.75 None 10.57 18,284 16,456 Hex.9 237.23 36 0.50 Sag .... 0.0 000 0.00 1062.34 1062.51 .... .... 0.00 0.00 0.75 MH 10.57 2,748 2,473 Hex 10 33.66 36 051 Sag .... 0.0 0.00 0.00 1062.53 1063.16 .... .... 0.00 0.00 0.48 None 10.57 8,168 7,351 Hex. 11 125.35 24 050 Sag .... 0.0 0.00 0.00 1063.16 1063.26 .... ... 0.00 0.00 0.92 None 10.57 1,370 1,233 Hex. 12 20.80 24 0.48 Sag 0.00 0.0 0.00 0.00 1063.26 1063.49 .... .... 0.00 0.00 1.00 Curb 10.57 380 342 Hex. 13 4.29 24 5.36 Sag 0.00 0.0 0.00 0.00 1058.94 1060.49 .... .... 0.00 0.00 1.00 Dp -Grate 076 555 500 Hex. 17 7.16 18 21.65 Sag ... 0.0 0.00 0.00 1059.29 1064.29 10.00 4.13 0.46 1.40 1.00 MH 3.01 2,415 2,174 Roof Drains 50.00 12 10.00 Sag 0.00 0.0 0.00 0.00 1061.93 1063.17 10.00 5.24 0.14 072 1.00 Dp -Grate 3.11 2,550 2,295 Hex. 14 8 15 50.00 18 2.48 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: Intensity= 28.56 /(inlet time + 0.20) " 0.65 - Return period = 100 Yrs. ; " Cntical depth Hydrafl Storm Ua MLWS MyReport Page 4 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Total Vel Vel Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA Runoff Ave Hd Dn (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ay (cfs) (ft/S) kDn (ft) Cir ... .... 0.015 n/a 192 26 0.00 .... .... .... 42 0.00 42 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 200.44 0.00 .... .... .... 36 0.00 36 0.00 0 00 0.00 0.0 .... 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 200.44 000 .... .... ... 36 0.00 36 0.00 0.00 000 0.0 .. 0.00 0.00 0.00 000 0.00 0.00 Cir .... .... 0.015 n/a 200.44 000 .... .... .... 36 0.00 36 0.00 0.00 0.00 0.0 .... 0.00 000 0.00 0.00 0.00 000 Cir .... .... 0.015 n/a 200.44 0.00 .... .... .... 36 0.00 36 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 200.44 0.00 .... .... ... 36 0.00 36 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 257.04 0.00 .... .... .... 36 0.00 36 0.00 0.00 0.00 0.0 .. 0.00 0.00 000 0.00 0.00 0.00 Cir .... .... 0.015 n/a 400.05 0.00 ... .... .... 36 0.00 36 0.00 0.00 000 0.0 .. 0.00 0.00 000 0.00 0.00 0.00 Cir .... .... 0.015 n/a 637.28 0.00 ... .... .... 36 0.00 36 0.00 0.00 000 0.0 .... 0.00 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 661.08 0.00 ... .... .... 36 0.00 36 000 0.00 0.00 0.0 ... 0.00 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 661.08 0.00 .... .... .... 24 0.00 24 0.00 0.00 0.00 0.0 ... 0.00 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 669.87 0.00 .... .... .... 24 0.00 24 0.00 0.00 0.00 0.0 .... 0.00 0.00 000 0.00 0.00 0.00 Cir 200 .. 0.015 n/a 674.16 0.00 0.00 0.00 0.00 24 0.00 24 0.00 000 0.00 0.0 6.0 000 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 n/a 207.16 0.00 0.00 0.00 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 0.00 0.00 000 Cir .... .... 0.015 n/a 245.75 0.00 ... .... .... 12 0.00 12 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 0.00 0.00 0.00 Cir .... .... 0.015 We 432.19 0.00 0.00 0.00 0.00 18 0.00 18 0.00 0.00 0.00 0.0 ... 0.00 0.00 0.00 0.00 0.00 0.00 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Date: 10 -08 -2008 NOTES: -Critical depth Hydre. Storm Sewers 2005 MyReport Page 5 Val Val Cover Cover Storage Hd Up Up Dn Up (ft) (ftls) (ft) (ft) (cft) 0.00 0.00 9.50 9.00 565.68 0.00 0.00 9.50 9.36 104.14 0.00 0.00 9.36 9.28 103.36 0.00 0.00 9.28 9.51 544.38 0.00 0.00 9.51 975 66.85 0.00 0.00 9.75 7.43 1142.88 0.00 0.00 7.43 6.56 289.63 0.00 0.00 6.56 6.04 613.49 0.00 0.00 6.04 7.06 964.89 0.00 0.00 7.06 6.75 124.38 0.00 0.00 7.73 5.68 338.98 0.00 0.00 5.68 5.58 61.99 0.00 0.00 5.58 5.18 13.43 0.00 0.00 10.06 7.45 9.26 0.00 0.00 10.21 6.21 38.50 0.00 0.00 6.77 3.08 64.81 Project File Existing 2 year Storm Event.stm Number of lines: 16 Date: 10 -08 -2008 NOTES: "Critical depth Hydraflow Storm Sewers 2005 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Tem. Creek 1745 42 c 80.0 1054.00 1058.00 5.000 1057.50 1059.28 n/a 1059 28 j End 2 Hex. 1 1745 36 c 23.9 1058.00 1058.14 0.586 1059.65 1059.65 0.37 106002 1 3 Hex.2 16.69 36 c 17.4 1058.14 1058.22 0.461 1060.22 1060.22 0.16 1060.38 2 4 Hex. 3 13.68 36 c 93.3 1058.22 1058.69 0.504 1060.38 1060.41 002 1060.44 3 5 Hex. 4 13.68 36 c 12.7 1058.69 1058.75 0.475 1060.44 1060.44 0.03 106047 4 6 Hex. 5 13.68 36 c 264.8 1058.75 106007 0.499 1060.58 1061 25 n/a 1061.25I 5 7 Hex. 8 13.68 36 c 739 1060.07 1060.44 0 501 1061.63 1061.70 0.25 1061.95 6 8 Hex. 9 13.68 36 c 143.0 106044 1061.16 0.504 1062.26 1062.42 0.29 1062.71 7 9 Hex. 9 10.57 36 c 237.2 1061.16 1062.34 0 497 1063.05 1063.41 026 1063.66 8 10 Hex. 10 10.57 36 c 33.7 1062.34 1062.51 0.505 1063.79 1063.79 0.16 106395 9 11 Hex. 11 10.57 24 c 1254 1062.53 1063.16 0.503 1063.98 1064.46 0.18 1064.64 10 12 Hex. 12 10.57 24 c 20.8 1063.16 1063.26 0.481 106471 1064.76 0.25 1065.01 11 13 Hex. 13 10.57 24 c 4.3 1063.26 1063.49 5.361 106501 1064.94 0.29 1065.23 12 14 Hex. 17 0.76 18 c 7.2 1058.94 1060.49 21.649 1060.39 1060.82 0.11 1060.82 2 15 Roof Drains 3.01 12 c 50.0 1059.29 106429 10.000 1060.38 106503 n/a 1065.03 j 3 16 Hex. 14 & 15 3.11 18 c 50.0 1061.93 1063.17 2.480 1063.03 1063.84 n/a 1063.84I 8 Project File, Existing 2 year Storm Event.stm Number of lines: 16 Run Date: 10 -08 -2008 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. j - Line contains hyd. jump. Hydratlow Storm Sewers 2005 M w M M M M = M M M� M M M M M Hydraulic Grade Line Computations M M M Page 7 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert elev HGL elev Depth Area Vel Vel head EGL elev Sf Invert elev HGL elev Depth Area Val Vel head EGL elev Sf Ave Sf Enrgy loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M ( %) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (18) (20) (21) (22) (23) (24) 1 42 17.45 1054.00 105750 3.50 9.62 1.81 0.05 1057.55 0.040 80.0 1058.00 1059.28 1.28" 3.18 5.48 0.47 1059.75 0.493 0.266 n/a 0.15 n/a 2 36 17.45 1058.00 1059.65 1.65 3.99 4.37 0.30 1059.95 0.265 23.9 105814 1059.65 1.51 3.57 4.89 0.37 1060.02 0.356 0 310 0.074 1.00 0.37 3 36 16.69 1058.14 1060.22 2.08 5.22 3.20 0.16 1060.38 0 122 17.4 105822 1060.22 2.00 5.02 3.33 0.17 1060.40 0.135 0 129 0.022 0.92 016 4 36 13.68 1058.22 1060.38 2.16 5.45 2.51 0.10 1060.48 0.074 93.3 1058.69 1060.41 1.72 420 3.26 016 1060.58 0.142 0.108 0.101 0.15 0.02 5 36 13.68 1058.69 1060.44 1.75 4.27 3.20 0.16 1060.60 0.136 12.7 1058.75 1060.44 1.69 4.11 3.33 0.17 1060.62 0.150 0.143 0.018 015 003 6 36 13.68 1058.75 1060.58 1.83 4.52 3.02 0.14 1060.73 0.117 265 1060.07 1061.25 1.18" 2.58 5.31 0.44 1061.69 0.526 0.322 n/a 0.80 0.35 7 36 13.68 1060.07 1061.63 1.56 3.71 3.69 0.21 1061.84 0.197 73.9 1060.44 1061.70 1.26 2.82 4.86 0.37 1062.07 0 413 0.305 0.225 0.69 0.25 8 36 13.68 1060.44 1062.26 1 82 4.49 3.05 0.14 1062.41 0.120 143 1061.16 1062.42 1.26 2.82 4.86 0.37 1062.79 0 413 0.266 0.381 0.80 0.29 9 36 10.57 1061.16 1063.05 1 89 4.68 2.26 0.08 1063.13 0.064 237 1062.34 1063.41 1.06 2.25 4.70 0.34 1063.75 0.459 0.262 0.621 075 0.26 10 36 10.57 1062.34 1063.79 1.45 3.38 3.13 0.15 1063.94 0.151 33.7 1062.51 1063.79 1.28 2.89 3.66 0.21 1064.00 0.230 0.191 0.064 0.75 0.16 11 24 10.57 1062.53 1063.98 1.45 2.44 4.33 0.29 1064.27 0.378 125 1063.16 1064.46 1.30 2.16 4.90 0.37 1064.83 0.511 0 444 0.557 0.48 0.18 12 24 10.57 1063.16 106471 1.55 2.61 4.05 025 1064.97 0.325 20.8 1063.26 1064.76 1.50 2.53 4.17 0.27 1065.03 0.348 0.336 0.070 0.92 0.25 13 24 1057 1063.26 1065.01 1.75 2.92 3.62 0.20 1065.22 0.263 4.3 1063.49 1064.94 145 2.43 4.35 0.29 1065.23 0.382 0.323 0.014 1.00 0.29 14 18 0.76 1058.94 1060.39 1.45 1.75 0.43 0.00 1060.40 0.006 7.2 1060.49 1060.82 0.33" 0.29 2.61 0.11 1060.93 0.599 0.303 n/a 1.00 0.11 15 12 3.01 1059.29 1060.38 1.00 0.79 3.83 0.23 1060.61 0.952 50.0 1064.29 1065.03 0.74" 0.62 4.86 0.37 1065.39 1.197 1.074 n/a 1.00 0.37 16 18 3.11 1061.93 1063.03 1.10 1.39 224 0.08 1063 11 0.148 500 1063.17 1063.84 0.67" 0.77 4.05 0.25 1064.10 0.680 0.414 n/a 1.00 n/a Project File: Existing 2 year Storm Event.stm Number of lines: 16 Run Date: 10 -08 -2008 Notes: ; " Critical depth., j -Line contains hyd. jump. General Procedure- Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col 2 The line size. In the case of non - circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross - sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g) Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K) Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). Hydraflow HGL Computation Procedure Page General Procedure- Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col 2 The line size. In the case of non - circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross - sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g) Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K) Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). IM m M m MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Deg Depth Depth DnStm Dmg Easting EGL EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) ( ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 1 9.62 3.18 n/a 0.20 0.50 0.90 194.97 1.28 .... .... .... -20.0 3.50 1.28" Outfall 0.00 259.60 1057.55 1059.75 1059.75 0.213 2 3.99 3.57 1 0.20 0.50 0.90 44.24 1.33 .... .... .... 0.0 1.65 1.51 1 0.00 282.06 1059.95 1060.02 1060.40 0.074 3 5.22 5.02 2 0.20 0.50 0.90 39.23 1.30 .... .... .... 20.0 2.08 200 2 0.00 299.42 1060.38 106040 106055 0.022 4 5.45 420 3 020 0.50 0.90 41.03 1.18 .... .... .... 0.0 2.16 1.72 3 0.00 392.70 1060.48 1060.58 1060.60 0.101 5 4.27 411 4 020 0.50 0.90 39.83 1.18 .... .... ... 0.0 1.75 1.69 4 0.00 405.35 1060.60 1060.62 1060.64 0.018 6 4.52 2.58 5 0.20 0.50 0.90 40.81 1.18 .... .... .... 0.0 1.83 118" 5 0.00 670.13 1060.73 1061.69 1061.69 0.852 7 3.71 2.82 6 0.20 0.50 0.90 40.90 1.18 .... .... .... -50.0 1.56 1.26 6 0.00 717.62 1061.84 1062.07 1062.32 0.225 8 4.49 2.82 7 0.20 0.50 0.90 41.02 1.18 .... .... .... -40.0 1.82 1.26 7 0.00 717.62 1062.41 1062.79 1063.08 0.381 9 4.68 225 8 0.20 0.50 0.90 40.76 1.04 .... .... .... 00 1.89 1.06 8 0.00 717.62 1063.13 1063.75 1064.01 0.621 10 3.38 2.89 9 0.20 0.50 0.90 41.08 1.04 .... .... .... -45.0 1.45 1.28 9 0.00 693.82 1063.94 1064.00 1064.16 0.064 11 2.44 2.16 10 0.20 0.50 0.90 1390 1.15 .... .... .... -45.0 145 1.30 10 0.00 568.47 1064.27 1064.83 1065.01 0.557 12 2.61 2.53 11 0.20 0.50 0.90 13.59 1.15 .... ... .... 25.0 1 55 1.50 11 0.00 549.62 1064.97 1065.03 106528 0.070 13 2.92 2.43 12 0.20 050 0.90 45.39 1.15 0.080 0.050 600 65.0 1.75 1.45 12 000 549.62 1065.22 1065.23 106552 0.014 14 1.75 0.29 2 0.20 050 0.90 42.35 0.33 0.080 0.050 ... -90.0 1.45 0.33" 2 000 279.61 1060.40 1060.93 106093 0.022 15 0.79 0.62 3 0.20 0.50 0.90 9.76 0.74 .... .... ... -65.0 1.00 0.74" 3 0.00 320.55 1060.61 1065.39 1065.39 0.537 16 1.39 0.77 8 0.20 0.50 0.90 14.33 0.67 0.080 0.050 .. -50.0 1.10 0.67" 8 0.00 679.32 1063.11 1064.10 1064.10 0.207 Project File: Existing 2 year Storm Event.stm Number of lines 16 Date: 10-08 -2008 NOTES: " Critical depth Hydraflow Storm Sewers 2005 MyReport Page 2 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd1Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (ft/ft) (fVft) (sqft) (ft) (ft) (ft) (ft) (ft) (Rift) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) ( %) 17.45 0.266 0.040 .... .... .... 1067.00 1070.50 .... ... .... .... 1057.50 1059.28 j 1059.28 1057.46 1056.50 0.00 17.45 .... .... 17.45 0 310 0.265 .... .... .... 1070.50 1070.50 .... .... .... .... 1059.65 1059.65 1060.02 .... 0.00 17.45 16.69 0.129 0.122 .... ... .... 1070.50 1070.50 ... .... ... 1060.22 r 106022 106038 ... 0.00 1669 13.68 0.108 0.074 .... .... ... 1070.50 1071.20 .... .... ... 1060.38 1060.41 1060.44 .... 0.00 13.68 13.68 0.143 0.136 .... .... .... 1071.20 1071.50 .... .... .... ... 1060.44 1060.44 1060.47 ... 0.00 13.68 13.68 0.322 0.117 .. ... .... 1071.50 107050 .... ... .... .... 1060.58 1061.25 j 1061.25 1061.00 1061.01 0.00 13.68 .... .. . 13.68 0.305 0.197 .... ... .... 1070.50 1070.00 .... ... .... .... 1061.63 106170 1061.95 .... 0.00 13.68 13.68 0.266 0.120 ... ... .... 1070.00 1070.20 .... .... .... .... 1062.26 1062.42 1062.71 .... 0.00 13.68 10.57 0.262 0.064 .... ... .... 1070.20 1072.40 .... .... .... .... 1063.05 1063.41 1063.66 .... 0.00 10.57 10.57 0.191 0.151 .... ... .... 1072.40 1072.26 .... .... .... .... 1063.79 1063.79 1063.95 .... 0.00 10.57 10.57 0.444 0.378 .... .... .. 1072.26 1070.84 .... .... ... .... 1063.98 1064.46 1064.64 .... .... 0.00 10.57 10.57 0.336 0.325 .... .... .... 1070.84 1070.84 .... .... .... .... 1064.71 1064.76 106501 .... .... 0.00 10.57 10.57 0.323 0.263 .... .... .... 1070.84 1070.67 0.67 Sag 12.21 2.00 1065.01 1064.94 1065.23 .... .... 0.00 10.57 0.78 100 0.76 0.303 0.006 200 4.00 2.00 1070.50 1069.44 0.08 Sag 5.05 200 1060.39 1060.82 1060.82 .... .... 0.00 0.76 0.08 100 3.01 1.074 0.952 .... ... .... 1070.50 1071.50 .... .... .... ... 1060.38 1065.03 j 1065.03 1060.53 1060.65 0.00 3.01 .... .... 3.11 0.414 0.148 200 4.00 2.00 1070.20 1067.75 0.20 Sag 9.81 2.00 1063.03 1063.84 j 1063.84 1063.01 1062.65 0.00 3.11 0.20 100 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: -Critical depth Hydrafbx Storm Se m 2005 MyReport Page 3 Inlet Inlet Inlet i i Invert Invert Jump Jump Val Hd Val Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len JmpDrJmpUr Coeff Type Q RCP CMP ID Length Size Slope (k) (min) (in/hr) (inlhr) (k) (k) (k) (k) (k) (k) (cfs) (E) (S) (E) (k) (in) ( %) Sag .. 0.0 0.00 0.00 1054.00 1058.00 24.00 11.27 0.11 2.16 0.15 None 17.45 7,770 6,993 Tem. Creek 80.00 42 5.00 Sag .... 0.0 0.00 0.00 1058.00 1058.14 .... .... 0.00 0.00 1.00 None 17.45 2,332 2,099 Hex.1 23.90 36 0.59 Sag .... 0.0 0.00 0.00 1058.14 1058.22 .... .... 0.00 0.00 0.92 None 16.69 1,734 1,561 Hex.2 17.36 36 0.46 Sag .... 0.0 0.00 000 1058.22 1058.69 .... .... 0.00 0.00 0.15 None 13.68 8,726 7,853 Hex. 3 93.28 36 050 Sag .. 0.0 0.00 0.00 1058.69 1058.75 .. ... 0.00 0.00 0.15 None 13.68 1,320 1,188 Hex.4 12.65 36 0.47 Sag ... 00 0.00 0.00 1058.75 1060.07 211.82 5.97 0.42 0.45 0.80 None 13.68 23,062 20,756 Hex. 5 264.78 36 0.50 Sag .... 0.0 000 0.00 1060.07 1060.44 .... ... 0.00 0.00 0.69 None 13.68 6,028 5,425 Hex. 8 73.89 36 0.50 Sag .... 0.0 000 0.00. 1060.44 106116 .... .. 0.00 000 0.80 MH 13.68 11,018 9,916 Hex.9 143.01 36 0.50 Sag .... 0.0 0.00 0.00 1061.16 1062.34 .... .... 0.00 0.00 0.75 None 10.57 18,284 16,456 Hex. 9 237.23 36 050 Sag .. 0.0 0.00 0.00 1062.34 1062.51 .... .... 0.00 0.00 0.75 MH 10.57 2,748 2,473 Hex. 10 33.66 36 0.51 Sag .... 0.0 0.00 000 1062.53 1063.16 .... .... 0.00 0.00 0.48 None 10.57 8,168 7,351 Hex. 11 12535 24 050 Sag .... 0.0 0.00 000 1063.16 106326 .... .. 0.00 0.00 0.92 None 10.57 1,370 1,233 Hex. 12 20.80 24 048 Sag 12.21 0.0 0.00 0.00 1063.26 106349 ... .. 0.00 0.00 1.00 Curb 10.57 380 342 Hex. 13 4.29 24 5.36 Sag 5.05 0.0 0.00 0.00 1058.94 1060.49 .... .... 0.00 0.00 1.00 Dp -Grate 0.76 555 500 Hex. 17 7.16 18 21.65 Sag ... 0.0 0.00 0.00 105929 1064.29 5.00 3.68 0.37 0.98 1.00 MH 3.01 2,415 2,174 Roof Drains 50.00 12 10.00 Sag 9.81 0.0 0.00 0.00 1061.93 1063.17 5.00 4.79 0.11 0.64 1.00 Dp -Grate 3.11 2,550 2,295 Hex. 14 8 15 50.00 18 2.48 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Date: 10 -08 -2008 NOTES: Intensity = 28.56 / (Inlet time + 0.20) " 0.65 - Return period = 100 Yrs. " Critical depth Hydraflo Storm b"ers LWb MyReport Page 4 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Total Val Val Val Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA Runoff Ave Dn Hd Din (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) (cfs) (TVs) (ft/s) (ft) Cir .. .... 0.015 n/a 192.26 0.74 .... .... ... 42 000 42 0.00 0.00 0.00 9.1 .... 0.00 0.00 0.00 3.65 1.81 0.05 Cir ... ... 0.015 0.37 200.44 0.16 .... ... .. 36 0.00 36 0.00 0.00 0.00 8.9 .... 0.00 0.00 0.00 4.63 4.37 0.30 Cir .... .... 0.015 0.16 200.44 0.12 .... .... .... 36 0.00 36 0.00 0.00 0.00 8.8 .... 0.00 0.00 000 126 3.20 016 Cir ... .... 0.015 0.02 200.44 0.80 .... .... .... 36 0.00 36 0.00 0.00 0.00 8.0 ... 0.00 0.00 0.00 2.88 2.51 0.10 Cir ... .. 0.015 0.03 200.44 0.11 .... .... .... 36 0.00 36 0.00 0.00 0.00 7.9 .... 0.00 0.00 0.00 3.26 3.20 0.16 Cir .... .... 0.015 n/a 200.44 2.28 .... .... ... 36 0.00 36 0.00 000 0.00 5.6 .... 0.00 0.00 0.00 4.16 3.02 0.14 Cir .... .... 0.015 0.25 257.04 0.64 ... .... .... 36 0.00 36 0.00 000 0.00 5.0 .... 0.00 000 0.00 4.27 3.69 0.21 Cir .... .... 0.015 0.29 400.05 1.23 .... .... .... 36 0.00 36 0.00 0.00 0.00 3.8 .... 0.00 0.00 0.00 3.95 3.05 0.14 Cir .... .... 0.015 0.26 637.28 2.64 .... .... .... 36 0.00 36 0.00 0.00 0.00 1.1 .... 0.00 0.00 0.00 3.48 2.26 0.08 Cir ... .... 0.015 0.16 661 08 0.38 ... ... .... 36 0.00 36 0.00 0.00 000 0.7 ... 0.00 0.00 0.00 3.39 3.13 0.15 Cir .... ... 0.015 0.18 661.08 0.62 .... ... .... 24 0.00 24 0.00 0.00 0.00 0.1 .. 0.00 0.00 0.00 4.61 4 33 0.29 Cir .... ... 0.015 0.25 669.87 0.10 .... ... .... 24 0.00 24 0.00 0.00 0.00 0.0 ... 0.00 0.00 0.00 4.11 405 0.25 Cir 2.00 .. 0.015 0.29 674.16 0.02 0.00 10.57 0.00 24 0.00 24 0.00 0.00 0.00 0.0 6.0 0.00 0.00 0.00 3.98 3.62 0.20 Cir .... ... 0.015 0.11 207.16 0.28 0.00 0.76 0.00 18 0.00 18 0.00 0.00 000 0.0 .... 0.00 0.00 0.00 1.52 0.43 0.00 Cir ... .... 0.015 n/a 245.75 0.22 .... ... .... 12 0.00 12 0.00 0.00 0.00 0.0 ... 0.00 0.00 0.00 4.35 3 83 0.23 Cir ... ... 0.015 n/a 432.19 0.47 0.00 3.11 0.00 18 0.00 18 0.00 0.00 0.00 0.0 ... 0.00 0.00 0.00 3.14 224 0.08 Project File: Existing 2 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: " Critical depth Hydraf m Slorm Sewers 2005 MyReport Page 5 Vel Vel Cover Cover Storage Hd Up Up Dn Up (ft) MIS) (ft) (ft) (cft) 0.47 5.48 9.50 9.00 543.92 037 4.89 9.50 9.36 90.29 017 3.33 936 928 8888 0.16 3.26 9.28 9.51 451.27 0.17 3.33 9.51 9.75 53.05 0.44 5.31 975 743 940.46 0.37 4.86 7.43 6.56 241.05 0.37 4.86 6.56 6.04 522.71 0.34 4.70 6.04 7.06 820.82 0.21 3.66 7.06 6.75 105.41 0.37 490 7.73 568 288.54 0.27 4.17 5.68 5.58 53.52 0.29 4.35 5.58 5.18 11.53 0.11 2.61 10.06 7.45 7.67 0.37 4.86 10.21 6.21 36.79 0.25 4.05 6.77 3.08 54.27 Project File: Existing 2 year Storm Event stm Number of lines i 5 Date: 10 -08 -2008 NOTES: " Critical depth Hydrafim Storm Sewers 2005 M M M M M eiifi = M M ea ea siifii viii. M Me M ea M M Line Profile (Line 1) - Tem. Creek Pagel oft Up (ft) 1.28 1.28 1057.50 1059.28j 1059.28 Bev (ft) 1074.00 IN II I. - II 1054.00 104900 Line 1 -Tem. Cmek fififiit iiiiiifiii�si •e>•e>•ea•e>•ea•e>•iii,fi•ea•f, fi•e>• iti ti ti if,e>•��e>•��e>•�i,e>•�itititii ��i, fi• iiiii iitf,fiififiwe>�����ltr =���� si• ��■esititisii iii it���esiti,ei,��siiti�esititi�� siiiiiiti siiiiiti titer ti �ti tlti tltltiti• tltlti ttttttt� tttttttt� �_ MINES on Lei, �fl� ��lT17 ����_�iis'!• �flti�s���f,���fi• �� r tii fi• fi• fi• fi• e� fi• ea• ea• ei, ea• ei fi• fi• iifiiiii iifiiiii f, f, iiitiiii iiiiti, ti iiti, siiiiiti siiiiiti tltlttlti■ ttltitititi f, ti ti NINE' 1 1 1 IMS , � MINE ffi, iififi 1074.00 I.• 11 ME i- I r 1049.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 1 17.45 1054.00 1058.00 3.50 Project File: Depth of Flaw Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 1.28 1.28 1057.50 1059.28j 1059.28 1.81 5.48 9.50 9.00 No. Lines: 16 Run Date: 10-08 -2008 HOM-m Sm s.wn 2005 Bev (ft) 1074.00 =10i' l �A 1062.00 Line 2 - Hex. 1 illYLK 1 1070.00 1058.00 I I I ITJII 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Line Profile (Line 2) - Hex. 1 Page 1 of 1 Hw Dn Up Jnct Dn Up Bev (ft) 1074.00 =10i' l �A 1062.00 Line 2 - Hex. 1 illYLK 1 1070.00 1058.00 I I I ITJII 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) Ms) (ft/s) (ft) (ft) 2 17.45 1058.00 1058.14 1.65 1.51 1.88 1059.65 1059.65 1060.02 4.37 4.89 9.50 9.36 Project File: No. Lines: 16 Run Date: 10 -08 -2008 Hyaratbw Slam Sm zoos Elev (ft) 1074.00 1070.00 1062.00 1058.00 Line 3 - Hex. 2 F J7 - -- — 1074.00 1070.00 1066.00 47 1058.00 1054.00 1054 00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) r m r m m r m m m = m m m m m m m m m Line Profile (Line 3) - Hex. 2 Page 1 of 1 Elev (ft) 1074.00 1070.00 1062.00 1058.00 Line 3 - Hex. 2 F J7 - -- — 1074.00 1070.00 1066.00 47 1058.00 1054.00 1054 00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q ( ) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (ftts) Dn (ft) Up (ft) 3 16.69 1058.14 1058.22 2.08 2.00 2.16 1060.22 1060.22 1060.38 3.20 3.33 9.36 9.28 Project File: No. Lines: 16 Run Date: 10- 08-2008 RAmIux Sloan Ss 2005 Bev (ft) 1074.00 1070.00 1066A0 1062.00 1058.00 105400 Lies 4 - Hex. 3 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line Profile (Line 4) - Hex. 3 Pagel of Up (ft) Hw (ft) Dn (ft) Up (ft) Bev (ft) 1074.00 1070.00 1066A0 1062.00 1058.00 105400 Lies 4 - Hex. 3 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn M/S) Up (ftfs) Dn (ft) Up (ft) 4 13.68 1058.22 1058.69 2.16 1.72 1.75 1060.38 1060.41 1060.44 2.51 3.26 9.28 9.51 Project File: No. Lines: 16 Run Date: 10 -08 -2008 Elev (ft) m m m m m m ! m m m m m = m = m m m m Line Profile (Line 5) - Hex. 4 pap of Elev (ft) Line 5 - Hex. 4 1074.00 None Norse 1074.00 1070.00 1070.00 1066.00 1066.00 1082.00 1062.00 1058.00 1058.00 ,e 4 1054.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover Line Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (8/s) (ft) (ft) 5 13.68 1058.69 1058.75 1.75 1.69 1.72 1060.44 1060.44 1060.47 3.20 3.33 9.51 9.75 Project File: No. Lines: 18 Run Date: 10-08-2008 Hynaiw.Sm seen: el• m m Depth of Flow m= m m m m m ee>r e>• m e>•e e>• m INS e>• m Line Profile (Line 6) Up (ft) - Hex. 5 Pagel of Elev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 Line 6 - Hex. 5 @@NONE R MEMO am�ommimmm ====moons 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft(s) Dn (ft) Up (ft) 6 13.68 1058.75 1060.07 1.83 1.18 1.18 1060.58 1061.25 j 1061.25 3.02 5.31 9.75 7.43 Project File: No. Lines: 16 Run Date: 10-08 -2008 HO M slam s..er.2M m m m m IME = m m eMS m m Line Profile (Line 7) - Hex. 8 Page 1 of 1 Elev (ft) 1072.00 W. q.57 1063.00 1060.00 Line 7 - Hex. 8 1072.00 1063.00 1057.00 1 1 T- 1 t 1 f f f ' ' ' ' ' ' ' 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Line# Q (cfs) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ft/s) Dn (ft) Up (ft) 7 13.68 1060.07 1060.44 1.56 1.26 1.51 1081.63 1061.70 1061.95 3.69 4.86 7.43 6.56 Project File: No. Lines: 18 Run Date: 1008 2008 HOWIVP SWM Seas 2005 E& (ft) 1072.00 c -- i � 1060.00 1057 00 Line 8 - Hex. 9 \I L 1072.00 r&Ti 1 0y. i i 1060.00 1057.00 0 10 20 30 40 50 50 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) MEN m MEN e>• e>• e>• MEN e>. e>• e>• e>• e>• MM e>• = m = e>• e>• Line Profile (Line 8) - Hex. 9 Page 1 of 7 E& (ft) 1072.00 c -- i � 1060.00 1057 00 Line 8 - Hex. 9 \I L 1072.00 r&Ti 1 0y. i i 1060.00 1057.00 0 10 20 30 40 50 50 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) KAMM swm sawn sac Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn ON Up (ft/s) Dn (ft) Up (ft) 8 13.68 1060.44 1061.16 1.82 1.26 1.55 1062.26 1062.42 1062.71 3.05 4.86 6.56 6.04 Project File: No. Lines: 16 Run Date: 10-08 -2008 KAMM swm sawn sac Eiev (ft) 1077.00 1073.00 1069.00 1065.00 1061.00 1057 00 Line 9 - Hex. 9 1077.00 1073.00 1069.00 1065.00 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) eee ee l Depth of Flow WIN ene IMIN MEN NOW eta eee MISS m ene m ett• eta m e ettta m Line Profile (Line 9) - Hex. 9 Pagel oft Up Jnct Dn Up Dn Eiev (ft) 1077.00 1073.00 1069.00 1065.00 1061.00 1057 00 Line 9 - Hex. 9 1077.00 1073.00 1069.00 1065.00 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (S) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 9 10.57 1061.16 1062.34 1.89 1.06 1.32 1063.05 1063.41 1063.88 2.26 4.70 8.04 7.06 Project File: No. Lines: 16 Run Date: 10- 08-2008 HyMaROw Sturm S. 2005 Line Profile (Line 101 - Hex. 10 Pagel of Elev (ft) 1074.00 1071.00 1068.00 1065.00 1062.00 1059.00 0 Line 10 - Hex. 10 5 10 15 20 25 30 35 40 1074.00 1071.00 1068.00 1065.00 1062.00 1059.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fps) Up OVS) Dn (ft) Up (ft) 10 10.57 1062.34 1062.51 1.45 1.28 1.44 1063.79 1063.79 1083.95 3.13 3.66 7.06 6.75 Project File: No. Lines: 16 Run Date: 10-08 -2008 Hy&at Sloan Sewers 2005 Line Profile (Line 11) - Hex. 11 pa" I a, Elev (ft) Line 11 - Hex. 11 1074.00 1071.00 1068.00 1065.00 1062.00 1059 00 1074.00 1071.00 1068.00 1065.00 1062.00 1059.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Val oaty Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ft/S) Dn (ft) Up (ft) 11 10.57 1062.53 1063.16 1.45 1.30 1.48 1063.98 1064.46 1064.64 4.33 4.90 7.73 5.68 Project File: No. Lines: 16 Run Date: 10- 08-2008 WAr w. Sw S. 2005 Line Profile (Line 12) - Hex. 12 Pagel ofd Elev (ft) Line 12 - Hex. 12 1075.00 1075.00 1072.00 1072.00 1069.00 - — 1069.00 1066.00 1066.00 1063.00 1063.00 1060.00 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cis) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) MIS) (ft/s) (ft) (ft) 12 10.57 1063.16 1063.28 1.55 1.50 1.75 1064.71 1064.76 1085.01 4.05 4.17 5.68 5.58 Project File: No, Lines: 18 Run Date: 10 -08 -2008 Hyarw Sw S. 2006 e>• m e>• m m m m e>• e>• e>• = ei• e>• enie e>• ei• m m Line Profile (Line 13) - Hex. 13 Pagel of Elev (ft) 1075.00 1072.00 -1- e � 1063.00 1060.00 0 Line 13 - Hex. 13 5 10 15 20 25 30 35 40 1075.00 E l! _101 ,!.c !i 1060.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cis) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up Ws) Dn (ft) Up (ft) 13 10.57 1063.26 1063.49 1.75 1.45 1.74 1065.01 1064.94 1065.23 3.62 4.35 5.58 5.18 Project File: No. Lines: 18 Run Date: 10-08 -2008 ROW. storm Se zoos m r = m m == m m m= m m m m m m Line Profile (Line 14) - Hex. 17 Page I of I Elev (ft) r,, 1� Line 14 - Hex. 17 Mr ZW.T: Hyb.ovn Slw S. zoos i� m m 1m m Line Profile (Line 15) - Roof Drains Paget oft Elev (ft) Line 15 - Roof Drains 1074.00 1074.00 1070.00 _ 1070.00 1066.00 1066.00 1062.00 — 1062.00 1058.00 1058.00 ne 3 1054.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn fts) Up (ftls) Dn (ft) Up (ft) 15 3.01 1059.29 1064.29 1.00 0.74 0.74 1060.38 1065.03 j 1085.03 3.83 4.86 10.21 6.21 Project File: No. Lines: 16 Run Date: 10-08 -2008 HyRilo. %" S. 2 t. r r r r ■� r r r lr r� �■■ r �r r r r Line Profile (Line 16l - HeY_ 1d K 15 Page +a1 Elev (ft) 1073.00 1070.00 W.- 1r 1061.00 �' ��tttttt�i won n�—m��m mile MMM Ys•��1l� r 1073.00 MOWN [K-Yirr 1061.00 1058.00 1 1 1 1 1 1 1 1058.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Romnw Sv s.Y.-. 2a Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # D (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ff/s) Dn (ft) Up (ft) 16 3.11 1061.93 1063.17 1.10 0.67 0.67 1063.03 1063.84j 1063.84 2.24 4.05 6.77 3.08 Project File: No. Lines: 16 Run Date: 10-08 -2008 Romnw Sv s.Y.-. 2a I 1 I 1 I ' Pipes Design & Calculations (Hydraflow Storm Sewers 2005) (Existing Conditions —10 year storm provided by Riverside County Plot Plan 16535) 1 I 1 m m m r m m r m m m m m m m m m m m Hydraflow Plan View 13 12 1 10 9 �16 8 1$ 21RIA 4 5 6 Project File: Existing 10 year Storm Eve .1 No. Lines: 16 10 -08 -2008 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Din EL Up slope down up loss Junct line (cfs) (In) (ft) (ft) (ft) ( %) (ft) (ft) (ft) (ft) No. 1 Tem. Creek 22.26 42 c 800 1054.00 105800 5.000 1057 50 1059.45 We 1059.451 End 2 Hex. 1 22.26 36 c 23.9 1058.00 1058.14 0.586 1059.84 1059.85 044 1060.30 1 3 Hex.2 21.05 36 c 17.4 1058.14 1058.22 0.461 1060.53 1060.54 0.18 1060.73 2 4 Hex.3 17.26 36 c 93.3 1058.22 1058.69 0.504 1060.74 1060.79 0.02 1060.82 3 5 Hex. 4 1726 36 c 12.7 1058.69 1058.75 0.475 1060.82 1060.82 0.03 106085 4 6 Hex. 5 17.26 36 c 264.8 1058.75 106007 0.499 1060.93 1061.42 0.39 1061.81 5 7 Hex.8 17.26 36 c 73.9 1060.07 1060.44 0.501 1061.85 1061.92 0.26 1062.19 6 8 Hex. 9 17.26 36 c 143.0 1060.44 1061.16 0 504 1062.48 1062.63 0.31 1062.94 7 9 Hex. 9 13.34 36 c 2372 1061.16 1062.34 0 497 1063.28 1063.59 0.27 1063.66 8 10 Hex. 10 13.34 36 c 33.7 1062.34 1062.51 0.505 1063.97 1063.99 0.17 1064.16 9 11 Hex. 11 13.34 24 c 125.4 1062.53 1063.16 0.503 106416 1064.74 0.19 106493 10 12 Hex 12 13.34 24 c 20.8 1063.16 1063.26 0 481 1064.97 1065.05 0.29 1065.34 11 13 Hex. 13 13.34 24 c 4.3 106126 1063.49 5.361 1065.37 1065.38 0.29 106567 12 14 Hex. 17 1.21 18 c 7.2 1058.94 106049 21.649 1060.73 1060.91 We 1060.91 2 15 Roof Drains 3.79 12 c 50.0 1059.29 1064.29 10.000 1060.73 1065.12 n/a 1065.12 3 16 Hex. 14 & 15 3.92 18 c 50.0 1061.93 1063.17 2.480 106326 1063.93 n/a 1063.93 j 8 Project File: Existing 10 year Storm Event.stm Number of lines, 16 Run D" 8-2008 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; j - Line contains hyd. jump. Hydrafi w Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HG Depth Area Vel Val EGL Sf Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev head elev Sf loss (in) (cfs) (k) (ft) (ft) (sqft) (tUs) (ft) (k) ( %) (k) Tve (ft) (sqft) (tt/s) (ft) (ft) ( %) ( %) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 42 22.26 105400 1057.50 3.50 9.62 2.31 0.08 1057.58 0.065 80.0 1058.00 1059.45 1.44" 3.75 5.94 0.55 1059.99 0.512 0.289 n/a 0.15 0.08 2 36 22.26 1058.00 1059.84 1.84 4.54 4.90 0.37 1060.21 0.308 23.9 1058.14 1059.85 1.71 4.17 5.34 0.44 1060.30 0.383 0.346 0.083 1.00 0.44 3 36 21.05 1058.14 1060.53 2.39 6.04 3.49 0.19 1060.72 0.140 17.4 1058.22 1060.54 2.32 5.87 3.59 0.20 1060.74 0.149 0.144 0.025 0.92 0.18 4 36 17.26 1058.22 1060.74 2.52 6.35 2.72 0.12 1060.86 0.085 93.3 1058.69 1060.79 2.10 5.29 3.26 017 1060.96 0.127 0.106 0.099 0.15 0.02 5 36 17.26 105869 1060.82 2.13 5.36 3.22 016 1060.98 0.123 12.7 1058.75 1060.82 2.07 5.21 3.31 0.17 1060.99 0.131 0.127 0.016 0.15 0.03 6 36 17.26 1058.75 1060.93 2.18 5.49 3.14 0.15 1061.08 0.116 265 1060.07 1061.42 1.35 3.10 5.57 0.48 1061.91 0.509 0.312 0.827 0.80 0.39 7 36 17.26 1060.07 1061.85 1.78 4.36 3.96 0.24 1062.09 0.206 73.9 1060.44 1061.92 1.48 3.48 4.96 0.38 1062.30 0.372 0.289 0.214 0.69 0.26 8 36 17.26 1060.44 1062.48 2.04 511 3.38 0.18 1062.65 0.138 143 1061.16 1062.63 1.47 3.46 4.99 0.39 1063.02 0.379 0.258 0.370 0.80 0.31 9 36 13.34 1061.16 1063.28 2.12 5.33 2.50 0.10 1063.37 0.074 237 1062.34 1063.59 1.24 2.77 4.81 0.36 1063.95 0.410 0.242 0.575 0.75 0.27 10 36 13.34 1062.34 1063.97 1.63 3.93 140 0.18 1064.15 0161 33.7 1062.51 1063.99 1.48 3.46 3.85 0.23 1064.22 0.225 0.193 0.065 0.75 0.17 11 24 13.34 1062.53 1064.16 1.63 2.74 487 0.37 1064.53 0.468 125 1063.16 1064.74 1.58 2.67 5.00 0.39 1065.13 0.495 0.482 0.604 0.48 0.19 12 24 13.34 1063.16 1064.97 1.81 2.99 4.46 0.31 1065.28 0.406 20.8 1063.26 1065.05 1.79 2.97 4.50 0.31 1065.37 0 409 0.407 0.085 0.92 0.29 13 24 13.34 1063.26 106537 2.00 3.14 4.25 0.28 1065.66 0.463 4.3 1063.49 1065.38 1.89 3.07 4.34 0.29 1065.67 0.401 0.432 0.019 1.00 0.29 14 18 1 21 1058.94 1060.73 1.50 1.77 0.68 0.01 1060.74 0.018 7.2 1060.49 106091 0.42" 0.40 2.99 0.14 1061.05 0.604 0.311 n/a 1.00 n/a 15 12 379 1059.29 1060.73 1.00 0.79 4.83 036 1061.09 1.509 500 1064.29 1065.12 0.83" 0.69 5.46 0.46 1065.58 1.488 1.498 n/a 1.00 0.46 16 18 3.92 1061.93 1063.26 1.33 1.65 2.37 0.09 1063.34 0.166 50.0 1063.17 1063.93 0.76" 0.89 4.39 0.30 1064.23 0.723 0.445 n/a 1.00 0.30 Project File: Existing 10 year Storm Event.stm Number of lines: 16 Run Date: 10 -08 -2008 Notes: ; " Critical depth.; j -Line contains hyd. jump. Hydmflo Storm Sewers 2005 M M M M M M= M = M M E= r M Hydraflow HGL Computation Procedure Pagel General Procedure- Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 31 Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross - sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Dmg Easting EGL EGL EGL Energy No. Dn Up Ln No C7 C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sgft) (sgft) (C) (C) (C) (cfs) (ft) (ft/ft) (ff/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 1 9.62 3.75 n/a 020 0.50 0.90 194.97 1.44 .... .... .... -20.0 3.50 1.44" Outfall 0.00 259.60 1057.58 1059.99 1059.99 0.231 2 4.54 4.17 1 020 0.50 0.90 44.24 1.50 .... .... .... 0.0 1.84 1.71 1 0.00 282.06 1060.21 1050.30 1060.74 0.083 3 6.04 5.87 2 020 0.50 0.90 3923 1.46 .... .. .... 20.0 2.39 2.32 2 0.00 299.42 1060.72 106034 1060.93 0 025 4 6.35 5.29 3 0.20 0.50 0.90 41.03 1.32 .... .... .... 0.0 2.52 2.10 3 0.00 392.70 1060.86 1060.96 1060.98 0.099 5 5.36 5.21 4 0.20 0.50 0.90 39.83 1.32 .... .... .... 0.0 2.13 207 4 0.00 405.35 1060.98 1060.99 1061.02 0.016 6 5.49 3.10 5 0.20 0.50 0.90 40.81 1.32 .... .... ... 0.0 2.18 135 5 0.00 670.13 1061.08 106191 1062.29 0.827 7 4.36 3.48 6 020 0.50 0.90 40.90 1.32 ... .... .... -50.0 1.78 1.48 6 0.00 717.62 1062.09 1062.30 106257 0.214 8 5.11 3.46 7 020 0.50 0.90 41.02 1.32 .... .... -40.0 2.04 1.47 7 0.00 717.62 1062.65 1063.02 1063.33 0.370 9 5.33 2.77 8 0.20 0.50 0.90 40.76 1.16 .... .... .... 0.0 2.12 1.24 8 0.00 717.62 1063.37 1063.95 1064.21 0.575 10 3.93 3.46 9 0.20 0.50 0.90 41.08 1.16 .... .... .... -45.0 1.63 1.48 9 0.00 693.82 1064.15 1064.22 1064.39 0.065 11 2.74 2.67 10 0.20 0.50 0.90 1390 1.29 .... .... .... -45.0 1.63 1.58 10 0.00 568.47 1064.53 1065.13 1065.32 0.604 12 2.99 2.97 11 0.20 0.50 0.90 1359 1.29 .... .... .. 25.0 1.81 1 79 11 0.00 549.62 1065.28 106537 1065.66 0 085 13 3.14 3.07 12 0.20 0.50 0.90 45.39 1.29 0.080 0.050 6.00 65.0 2.00 1.89 12 0.00 549.62 1065.66 106567 1065.97 0.019 14 1.77 0.40 2 0.20 0.50 0.90 42.35 042 0.080 0.050 ... -90.0 1.50 0.42" 2 0.00 279.61 1060.74 1061.05 1061.05 0.022 15 0.79 0.69 3 0.20 0.50 0.90 9.76 083 .... .... ... -65.0 1.00 0 83" 3 0.00 320.55 1061.09 1065.58 1065.58 0.749 16 1.65 0.89 8 0.20 0.50 0.90 1433 076 0.080 0.050 .. -50.0 1.33 076- 8 0.00 679.32 1063.34 1064.23 1064.23 0.222 Project File: Existing 10 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: "Critical depth Mydreflow Stom Sewers 2005 MyReport Page 2 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (Poft) (ft/ft) (soft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cam) (ft) M 22.26 0.289 0.065 .... .... .... 1067.00 1070.50 .... .... .... .... 1057.50 1059.45 j 1059.45 1057.47 1056.31 0.00 22.26 ... .... 22.26 0.346 0.308 .... .... .... 1070.50 1070.50 .... .... .. .... 1059.84 1059.85 1060.30 .... .... 0.00 22.26 .... .... 21.05 0.144 0.140 .... .... .... 1070.50 1070.50 ... ... .. .... 1060.53 1060.54 1060.73 .... .... 0.00 21.05 .... .... 17.26 0.106 0.085 .... .... .. 107050 1071 20 .... .... ... 1060.74 1060.79 1060.82 .... 0.00 17.26 17.26 0.127 0.123 .... .... .... 1071.20 1071.50 .... .... .... 1060.82 1060.82 1060.85 .... 0.00 17.26 17.26 0.312 0.116 .... .... .... 107150 1070.50 .... .... .... 1060.93 1061.42 1061.81 .... 0.00 17.26 17.26 0.289 0.206 .... .... .... 1070.50 1070.00 .... .... .... 1061.85 1061.92 1062.19 .... 0.00 17.26 1726 0.258 0.138 .... .... .... 1070.00 107020 .... .... ... 1062.48 1062.63 1062.94 .... 0.00 17.26 1334 0 242 0.074 .... ... .... 1070.20 1072.40 .... .... ... 1063.28 1063.59 1063.86 ... 0.00 13.34 13.34 0193 0.161 .... ... .. 1072.40 1072.26 .... .... .... ... 1063.97 1063.99 1064.16 .. 0.00 13.34 13.34 0.482 0.468 .... ... .. 1072.26 1070.84 ... .... .... .... 1064.16 1064.74 1064.93 .... 0.00 13.34 13.34 0.407 0.406 .... .... .... 1070.84 1070.84 .... .... .... .... 1064.97 1065.05 1065.34 ... 0.00 13.34 13.34 0.432 0.463 .... .... .... 1070.84 1070.67 0.77 Sag 14.27 2.00 1065.37 1065.38 1065.67 .... ... 000 13.34 0.88 100 1.21 0.311 0.018 2.00 4.00 2.00 1070.50 1069.44 0.10 Sag 6.16 2.00 1060.73 1060.91 1060.91 ... ... 0.00 1.21 0.10 100 3.79 1.498 1.509 .... .... .... 1070.50 1071.50 .... ... .... .... 1060.73 1065.12 j 1065.12 1061.12 1061.21 0.00 3.79 .... .. . 3.92 0.445 0.166 2.00 4.00 2.00 1070.20 1067.75 0.23 Sag 11.11 2.00 106326 1063.93 j 106393 1063.23 1062.85 0.00 3.92 023 100 Project File: Existing 10 year Storm Event stm Number of lines: 16 Date: 10 -08 -2008 NOTES: "Critical depth Hydrafbw Storm Sewers 2005 MyReport Page 3 Inlet Inlet Inlet i i Invert Invert Jump Jump Vol Hd Val Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len Jmp DrJmp Up Coeff Type Q RCP CMP ID Length Size Slope (ft) (min) (in /hr) (in/hr) (ff) (ft) (ff) (ft) (ft) (ft) (cfs) M (5) (S) (ft) (in) M Sag ... 0.0 0.00 0.00 1054.00 1058.00 16.00 13.36 0.12 2.43 0.15 None 22.26 7,770 6,993 Tem. Creek 80.00 42 5.00 Sag ... 0.0 0.00 0.00 1058.00 1058.14 .. .... 0.00 0.00 1.00 None 22.26 2,332 2,099 Hex 1 23.90 36 0.59 Sag .. 0.0 0.00 0.00 1058.14 1058.22 ... .. 0.00 0.00 0.92 None 21.05 1,734 1,561 Hex.2 17.36 36 0.46 Sag .... 0.0 0.00 0.00 1058.22 1058.69 .... ... 0.00 0.00 0.15 None 17.26 8,726 7,853 Hex.3 93.28 36 0.50 Sag .... 0.0 0.00 0.00 1058.69 1058.75 .... .... 0.00 0.00 0.15 None 17.26 1,320 1,188 Hex.4 12.65 36 0.47 Sag ... 0.0 0.00 0.00 1058.75 1060.07 .... .... 0.00 0.00 0.80 None 17.26 23,062 20,756 Hex.5 264.78 36 0.50 Sag .... 0.0 0.00 0.00 1060.07 1060.44 ... .... 0.00 0.00 0.69 None 17.26 6,028 5,425 Hex 8 73.89 36 0.50 Sag .... 0.0 0.00 0.00 1060.44 1061.16 ... .... 0.00 0.00 0.80 MH 17.26 11,018 9,916 Hex.9 14101 36 050 Sag .... 0.0 0.00 0.00 1061.16 1062.34 ... .... 0.00 0.00 0.75 None 13.34 18,284 16,456 Hex. 9 23723 36 0.50 Sag .... 0.0 0.00 0.00 1062.34 1062.51 ... .... 0.00 0.00 0.75 MH 13.34 2,748 2,473 Hex. 10 3366 36 0.51 Sag .... 0.0 0.00 0.00 1062.53 1063.16 .... .... 0.00 0.00 0.48 None 13.34 8,168 7,351 Hex. 11 125.35 24 0.50 Sag ... 00 0.00 0.00 1063.16 1063.26 .... .... 0.00 0.00 0.92 None 1334 1,370 1,233 Hex 12 20.80 24 0.48 Sag 1427 00 000 0.00 1063.26 1063.49 .... .... 0.00 000 1.00 Curb 13.34 380 342 Hex 13 4.29 24 5.36 Sag 616 00 0.00 0.00 1058.94 1060.49 .... .... 000 0.00 1.00 Dp -Grate 1.21 555 500 Hex. 17 7.16 18 21.65 Sag ... 00 0.00 0.00 1059.29 1064.29 10.00 4.13 0.46 1.40 1.00 MH 3.79 2,415 2,174 Roof Drains 5000 12 10.00 Sag 11.11 0.0 0.00 0.00 1061.93 1063.17 10.00 5.24 0.14 0.72 1.00 Dp -Grate 3.92 2,550 2,295 Hex. 14 & 15 5000 18 2.48 Project File: Existing 10 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: Intensity = 28.56 / (Inlet time + 0.20) ^ 0.65 - Return period = 100 Yrs. ; " Critical depth Hydr.11. Storm Sewers 2005 MyReport Page 4 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Throat Total Total Total Vel Vel Val Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 TaTc) Ht Area CxA Runoff Ave Dn Hd Dn (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (cfs) MIS) (ft/s) (ft) Cir .... .... 0.015 n/a 192.26 0.58 .... .... .... 42 000 42 0.00 0.00 0.00 7.2 .... 0.00 000 0.00 4.13 2.31 0.08 Cir .... .... 0.015 0.44 200.44 0.13 .... ... .... 36 000 36 0.00 0.00 000 7.1 .... 0.00 000 0.00 5.12 4.90 0.37 Cir .... .... 0.015 0.18 200.44 010 .... .... .... 36 0.00 36 0.00 0.00 000 7.0 .... 0.00 000 0.00 354 3.49 0.19 Cir .. .... 0.015 0.02 200.44 0.64 .... ... .... 36 0.00 36 0.00 0.00 0.00 6.4 ... 0.00 0.00 000 2.99 272 0.12 Cir .... .... 0.015 0.03 200.44 0.09 .... ... ... 36 0.00 36 0.00 0.00 0.00 6.3 .... 0.00 0.00 0.00 3.27 322 0.16 Cir ... .... 0.015 0.39 200.44 1.81 .... .... .... 36 0.00 36 0.00 0.00 0.00 4.5 .. 0.00 0.00 0.00 4.36 3.14 0.15 Cir .. ... 0.015 026 257.04 050 .... .... .... 36 0.00 36 0.00 0.00 0.00 4.0 ... 0.00 0.00 0.00 4.46 3.96 0.24 Cir .. .. 0.015 031 400.05 098 .... .... .... 36 0.00 36 0.00 000 0.00 3.0 .... 0.00 0.00 0.00 4.19 3.38 0.18 Cir .. ... 0.015 027 637.28 2 10 .... .... .... 36 0.00 36 0.00 0.00 000 0.9 .... 0.00 0.00 0.00 3.66 2.50 0.10 Cir .... .... 0.015 0.17 661.08 030 .... .... .... 36 0.00 36 0.00 0.00 000 0.6 .... 0.00 0.00 0.00 3.62 3.40 0.18 Cir .... .... 0.015 0.19 661.08 0.49 ... .... .... 24 0.00 24 0.00 0.00 000 0.1 .... 0.00 0.00 0.00 4.93 4.87 0.37 Cir .... .... 0.015 0.29 669.87 0.08 .. .... .... 24 0.00 24 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 4.48 4.46 0.31 Cir 2.00 .... 0.015 0.29 674.16 0.02 0.00 13.34 0.00 24 000 24 0.00 0.00 0.00 0.0 6.0 0.00 0.00 0.00 4.29 4.25 028 Cir .... .... 0.015 n/a 207.16 0.17 000 1 21 0.00 18 000 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 1.84 0.68 0.01 Cir .... .... 0.015 n/a 245.75 0.17 .. .... 12 0.00 12 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 5.15 4.83 036 Cir ... .... 0.015 n/a 432.19 0.38 0.00 392 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 3.38 2.37 0.09 Project File Existing 10 year Storm Event.stm Number of lines: 16 Date: 10 -08 -2008 NOTES: "Criticaldepth Hydrafbw Storm Sewers 2005 MyReport Page 5 Vel Vel Cover Cover Storage Hd Up Up Dn Up (ft) (ft/s) (ft) (ft) (cft) 0.55 5.94 9.50 9.00 565.68 0.44 5.34 9.50 9.36 104.14 0.20 3.59 9.36 9.28 103.36 0.17 3.26 9.28 9.51 544.38 0.17 3.31 951 9.75 66.85 048 557 9.75 7.43 1142.88 0.38 4.96 7.43 6.56 289.63 0.39 4.99 6.56 6.04 613.49 0.36 4.81 6.04 7.06 964.89 0.23 3.85 7.06 675 124.38 0.39 5.00 7.73 568 338.98 0.31 4.50 568 5.58 61.99 0.29 4.34 5.58 5.18 13.43 0.14 2.99 10.06 7.45 9.26 046 5.46 10.21 6.21 38.50 0.30 4.39 6.77 3.08 64.81 Project File: Existing 10 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: "Cntical depth Hydrafim Storm Sewers 2005 Elev (ft) 1074.00 1069.00 1064.00 1059.00 1054.00 1049.00 0 5 Line 1 -Tem. Creek 1074.00 1 , I I I I I I I I I ' 1049.00 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Line Profile (Line 1) - Tem. Creek Page r of 1 Elev (ft) 1074.00 1069.00 1064.00 1059.00 1054.00 1049.00 0 5 Line 1 -Tem. Creek 1074.00 1 , I I I I I I I I I ' 1049.00 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) "pa.nw Swm scans M5 Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftfs) Up 011s) Dn (ft) Up (ft) 1 22.26 1054.00 1058.00 3.50 1.44 1.44 1057.50 1059.45j 1059.45 2.31 5.94 9.50 9.00 Project File: No. Lines: 16 Run Date: 10-08-2008 "pa.nw Swm scans M5 Elev (ft) 1074.00 1070.00 1. 11 1058.00 1 11 Line 2 - Hex. 1 IIJUI IV ffhe , "10 1 5 10 15 20 25 30 35 40 1074.00 r i rl 17 11 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line Profile (Line 2) - Hex. 1 Page 1 of 1 Elev (ft) 1074.00 1070.00 1. 11 1058.00 1 11 Line 2 - Hex. 1 IIJUI IV ffhe , "10 1 5 10 15 20 25 30 35 40 1074.00 r i rl 17 11 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up MIS) Dn (ft) Up (ft) 2 22.26 1058.00 1058.14 1.84 1.71 2.16 1059.84 1059.85 1060.30 4.90 5.34 9.50 9.36 Project File: No. Lines: 16 Run Date: 10 -08 -2008 Horaly. sw.. s.... zoos et• m m Depth of IF e111111 = m m m IMS MIN m I• m m m e1• m m INS Line Profile (Line 3) - Hex. 2 Page 1 of 1 Elev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 Line 3 - Hex. 2 Lf - 36" @b T - inr 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 105400 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of IF Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/5) Dn (ft) Up (ft) 3 21.05 1058.14 1058.22 2.39 2.32 2.51 1060.53 1060.54 1060.73 3.49 3.59 9.36 9.28 Project File: No. Lines: 18 Run Date: 10 -08 -2008 Hy&arw Sw S.... 2M m ei m 011111111 ea ear = m m IMS = m Line Profile (Line 41 - Hex. 3 �+aI Elev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 105400 Line 4 - Hex. 3 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (Cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (Ns) Up MIS) Dn (ft) Up (ft) 4 17.26 1058.22 1058.69 2.52 2.10 2.13 1060.74 1060.79 1060.82 2.72 3.26 9.28 9.51 Project File: No. Lines: 16 Run Date: 10 -08 -2008 H010 -m Sm S. zoos e>.e IMIS m m Depth of Flow mMEN m m ee, m 1111111110 m m m m m m m m Line Profile (Line 5) - Hex. 4 P"Oldl Elev (ft) 1074.00 1070.00 r,:- 11 1062.00 1058.00 1054.00 0 Line 5 - Hex. 4 5 10 15 20 25 30 35 40 1074.00 1070.00 11C.4-0 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Vell i I Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fUs) Up MIS) Dn (ft) Up (ft) 5 17.26 1056.69 1058.75 2.13 2.07 2.10 1060.82 1060.82 1060.85 3.22 3.31 9.51 9.75 Project File: No. Lines: 18 Run Date: 10-08-2008 Hyara. s� zoos r ■� r r r r r �r r r r r r r r r r r r Line Profile (Line 6) - Hex. 5 Page 1 of Bev (ft) Line 6 . Hex. 5 1074.00 1070.00 1066.00 1 062.00 1058.00 105400 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) Invert Elevation Depth of IF Hydraulic Grade Line V 1111 Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up Mis) Dn (ft) Up (ft) 6 17.26 1058.75 1060.07 2.18 1.35 1.74 1060.93 1061.42 1061.81 3.14 5.57 9.75 7.43 Project File: No. Lines: 18 Run Date: 10 -08 -2008 Hyamww Slam swwees 20 m m m MEN Depth of Flow RON m m Sell m SM ! O m WIND m m m Line # m Line Profile (Line 7) - Hex. 8 Paget oft Bev (ft) 1072.00 1066.00 1 -11 Line 7 - Hex. 8 1072.00 IM-7"T17, lffi m 1057.00 ' ' ' ' ' ' ' ' ' ' ' ' 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Ws) Up (ft/s) Dn (ft) Up (ft) 7 17.26 1060.07 1060.44 1.78 1.48 1.75 1061.85 1061.92 1062.19 3.96 4.96 7.43 6.56 Project File: No. Lines: 16 Run Date: 10-08 -2008 Ha.. Sm s...z 2005 ■� ear m ea• m a n e es m m m m m IM ea• IM == Line Profile (Line 8) - Hex. 9 Pagel of Bev (8) 1072.00 �tT:l�i i 106100 I.II I-I 105700 Line 8 - Hex. 9 �e�ets>•�����tsts>•�����■I�' � � s�e� ts>• rs� ts� e� � � e>_ ets>• eri s>_ � � � t i � � � aaaaa� � aaaaaan n-r� rs•�e � ■..aw■ ■� aaaaaa� aaaa� ■aaaa� � � �I� r�ti[i �I:�Aall ■tom •)■:• +JUf�•:�1.• �� � t�i� ts>•t�ti����t t�r�3i��� ' � tatrsst�el..ra � ����ts>•et�i�r�� 1072.00 1057.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (6) Up (ft) Dn (ft) Up (ft) Hw M Dn (ft) Up (ft) Jnct M Dn (mss) Up (Is) Dn (ft) Up (ft) 8 17.26 1060.44 1061.16 2.04 1.47 1.78 1062.48 1082.63 1062.94 3.38 4.99 6.56 6.04 Project File: No. Lines: 16 Run Date: 10-08-2008 ryarw. Sw s..e• mos Bev (ft) 1077.00 1073.00 1061.00 1057 00 Line 9 - Hex. 9 1077.00 1073.00 ,..,, 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Line Profile (Line 9) - Hex. 9 Pape 1 of 1 Up (ft) Dn (ft) Up (ft) Hw (ft) Bev (ft) 1077.00 1073.00 1061.00 1057 00 Line 9 - Hex. 9 1077.00 1073.00 ,..,, 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Mts) Up (ft/s) Dn (ft) Up (ft) 9 13.34 1061.16 1062.34 2.12 1.24 1.51 1063.28 1063.59 1063.86 2.50 4.81 6.04 7.06 Project File: No. Lines: 16 Run Date: 10-08 -2008 HydVIOW Sl Se 2M _ _ = _ = = = = _ = m m m = m m Line Profile (Line 10) - Hex. 10 Pop IofI Rj& M Shims. 2 MINIM NMI 1 all Rj& M Shims. 2 m e>• eta = e>. e>• = SM IMM m m e>• m e>• e>• SM m Line Profile (Line 11) - Hex. 11 Page oft Elev (ft) 1074.00 1071.00 1068.00 1065.00 1062.00 105900 Line 11 - Hex. 11 1074.00 1071.00 1068.00 1065.00 1062.00 1059.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn 011s) Up INS) Dn (ft) Up (ft) 11 13.34 1062.53 1063.16 1.63 1.58 1.77 1064.16 1064.74 1064.93 4.87 5.00 7.73 5.68 Project File: No. Lines: 16 Run Date: 10-08 -2008 /yerw. SWM s..-. zoos Line Profile (Line 12) - Hex. 12 Pagel oil RAmRm S� S� 2005 r � m m m = m = = m = = = = IM I• = m Line Pmfiln (Line 131 - HAY_ 13 Page o11 Bev M 1075.00 i:. �i 1060.00 0 Line 13 - Hex. 13 5 10 15 20 25 30 35 40 1075.00 1072.00 1069.00 ix m 1060.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up MIS) Dn (ft) Up (ft) 13 13.34 1063.26 1063.49 2.00 1.89 2.18 1065.37 1065.38 1065.67 4.25 4.34 5.58 5.18 Project File: No. Lines: 16 2008 Run Date: 10-W2008 m m IM I• m == m= m= m Line Profile (Line 14) - Hex. 17 Pop IofI Elev (ft) 1074.00 sillyillf l)■ 1058.00 Line 14 - Hex. 17 Di operate 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 1 1 1 1 1 1 1 1 1 105400 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line N G (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/8) Up MIS) Dn (ft) Up (ft) 14 1.21 1058.94 1060.49 1.50 0.42 0.42 1060.73 1060.91 1060.91 0.68 2.99 10.06 7.45 Project File: No. Lines: 16 Run Date: 10-08 -2008 Hy*r SWM 5w 2M m m m sus IM sssl m s1 m sas = = = = m = IM = sss) Line Profile (Line 15) - Roof Drains Pagel oft Elev (ft) 1074.00 1066.00 fiI1I7j1- 11 1. 1i Line 15 - Roof Drains 5 10 15 20 25 30 35 40 45 50 1074.00 illli,11 11 1066.00 1062.00 1058.00 1054.00 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a Ids) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ft/S) Dn (ft) Up (ft) 15 3.79 1059.29 1064.29 1.00 0.83 0.83 1060.73 1065.12 j 1065.12 4.83 5.46 10.21 6.21 Project File: No. Lines: 16 Run Date: 10-08-2008 "Om� S�m s.... 2005 m m I♦ m m m m m = r m = m m Line Profile (Line 16) - Hex. 14 & 15 Pagel oft Elev (ft) 1073.00 1070.00 1061.00 i . 11 Line 16 - Hex. 14 & 15 5 10 15 20 25 30 35 40 45 50 1073.00 1070.00 1067.00 1064.00 1061.00 1058.00 55 60 Reach (ft) Mprw. Sbm 5.wm. 2005 Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a Ws) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Mis) Up MIS) Dn (ft) Up (ft) 16 3.92 1061.93 1063.17 1.33 0.76 0.76 1063.26 1063.93j 1063.93 2.37 4.39 6.77 3.08 Project File: No. Lines: 16 Run Date: 10-08-2008 Mprw. Sbm 5.wm. 2005 I 1 h Pipes Design & Calculations (Hydraflow Storm Sewers 2005) ' (Existing Conditions — 100 year storm provided by Riverside County Plot Plan 16535) Hydraflow Plan View 4 5 12 7 10 16 8 Project File: Existing 100 year Storm Eved -sfm No. Lines: 16 110 -08 -2008 nyarmi w worm weavers <mo I Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Din EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (°70) (ft) (ft) (ft) (ft) No. 1 Tem. Creek 3313 42 c 80.0 1054.00 1058.00 5.000 105750 1059.76 n/a 1059.76 j End 2 Hex. 1 33.13 36 c 23.9 105800 1058.14 0.586 1060 15 1060.21 0.63 1060.84 1 3 Hex.2 31 29 36 c 17.4 1058.14 1058.22 0.461 1061 16 1061.20 0.28 1061.49 2 4 Hex. 3 25.65 36 c 93.3 1058.22 1058.69 0.504 1061.59' 1061.77' 003 1061.80 3 5 Hex.4 25.65 36 c 12.7 1058.69 1058.75 0.475 1061.80' 1061.82' 0.03 1061.86 4 6 Hex. 5 25.65 36 c 264.8 1058.75 1060.07 0.499 1061.86 1062.32 0.25 1062.57 5 ` 7 Hex. 8 25.65 36 c 73.9 1060.07 106044 0.501 1062.57 1062.67 0.22 1062.89 6 8 Hex. 9 25.65 36 c 1430 1060.44 1061.16 0.504 1063.01 1063.21 0.31 1063.52 7 9 Hex. 9 1983 36 c 237.2 1061.16 1062.34 0.497 1063.78 1064.06 0.26 1064.32 8 10 Hex. 10 19.83 36 c 33.7 1062.34 106251 0.505 1064.38 1064.41 0.21 1064.61 9 11 Hex. 11 19.83 24 c 125.4 1062.53 1063.16 0.503 1064.61' 1065.90' 0.30 1066.19 10 12 Hex. 12 19.83 24 c 20.8 1063.16 1063.26 0.481 1066.19' 1066.41' 0.57 1066.98 11 13 Hex. 13 19.83 24 c 43 1063.26 1063.49 5.361 1066.98' 1067.02' 0.62 1067.64 12 14 Hex. 17 1.84 18 c 7.2 1058.94 1060.49 21.649 1061.45 1061.44 0.04 1061.48 2 15 Roof Drains 5.64 12 c 50.0 1059.29 106429 10.000 1061.49 1065.24 n/a 1065.24 j 3 16 Hex. 14 & 15 5.82 18 c 50.0 1061.93 1063.17 2.480 1063.74 1064.09 n/a 1064.09 j 8 Project File: Existing 100 year Storm Event.stm Number of lines. 16 Run Date: 10 -08 -2008 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; 'Surcharged (HGL above crown). ; j - Line contains hyd. jump. Hydratlow Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Depth Area Val Val EGL Sf InveR HGL Depth Area Val Val EGL Sf Ave Enrgy head elev elev elev head elev Sf loss (in) (cI's T(45 (ft) (sqft) (ftls) (ft) (ft) M (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) M ( %) (ft) (K) (ft) (1) (2) (3) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 42 33.13 1054.00 1057.50 3.50 9.62 344 0.18 1057.68 0.144 800 1058.00 1059.76 1.76" 4.85 6.82 0.72 1060.49 0.564 0.354 n/a 0.15 0.11 2 36 33.13 1058.00 1060.15 2.15 5.41 6.13 0.58 1060.73 0.444 23.9 1058.14 1060.21 2.07 5.20 6.37 0.63 1060.84 0.487 0.465 0.111 1.00 0.63 3 36 31.29 1058.14 1061.16 3.00 7.07 4.43 0.30 1061.46 0.293 17.4 1058.22 1061.20 2.98 7.06 4.43 0.31 1061.51 0.276 0.284 0.049 0.92 0.28 4 36 2565 1058.22 1061.59 3.00 7.07 363 0.20 1061.79 0.197 93.3 1058.69 1061 77 3.00 7.07 3.63 0.20 1061.97 0.197 0.197 0.184 0.15 0.03 5 36 2565 1058.69 1061.80 3.00 7.07 3.63 0.20 1062.00 0.197 12.7 1058.75 1061.82 3.00 7.07 3.63 0.20 1062.03 0.197 0.197 0.025 0.15 0.03 6 36 25.65 1058.75 1061.86 3.00 7.07 3.63 0.20 1062.06 0.197 265 1060.07 1062.32 2.25 5.68 4.52 0.32 1062.63 0.238 0.217 0.575 0.80 0.25 7 36 25.65 1060.07 1062.57 2.50 6.30 4.07 0.26 1062.83 0.191 73.9 1060.44 1062.67 2.23 5.63 4.56 0.32 1062.99 0.242 0.217 0.160 0.69 0.22 8 36 25.65 1060.44 106101 2.57 6.44 3.98 0.25 1063.26 0.184 143 1061.16 1063.21 2.05 5.15 4.98 0.39 106360 0.299 0.241 0.345 0.80 0.31 9 36 19.83 1061.16 106378 2.62 6.55 3.03 0.14 1063.93 0.107 237 1062.34 1064 06 1.72 4.19 474 0.35 1064.41 0.301 0.204 0.484 0.75 0.26 10 36 19.83 1062.34 106438 2.04 5.11 3.88 0.23 1064.61 0.182 337 1062.51 106441 1.89 4.70 422 0.28 1064.68 0.224 0.203 0.068 0.75 0.21 11 24 19.83 1062.53 1064.61 2.00 3.14 6.31 0.62 1065.23 1.024 125 1063.16 1065.90 2.00 3.14 6.31 0.62 1066.52 1.023 1.024 1.283 0.48 0.30 12 24 19.83 1063.16 1066.19 2.00 3.14 6.31 0.62 1066.81 1.024 20.8 1063.26 1066.41 200 3.14 6.31 0.62 1067.03 1.023 1.024 0.213 0.92 0.57 13 24 1983 1063.26 1066.98 2.00 3.14 6.31 0.62 1067.60 1.024 4.3 1063.49 1067.02 2.00 3.14 6.31 0.62 1067.64 1.023 1.024 0.044 1.00 0.62 14 18 1.84 1058.94 1061.45 1.50 1.77 1 04 0.02 1061.47 0.041 7.2 1060.49 1061.44 0.95 1.17 1.57 0.04 1061.48 0.078 0.059 0 004 1.00 0.04 15 12 5.64 1059.29 1061.49 1.00 0.77 718 0.80 1062.29 3.341 50.0 1064.29 1065.24 0.95" 0.77 7.34 0.84 1066.07 2.888 3.114 n/a 1.00 0.84 16 18 5.82 1061.93 1063.74 1.50 1.77 3.29 0.17 1063.91 0.409 50.0 1063.17 1064.09 0.92' 1.14 5.12 0.41 1064.50 0.845 0.627 n/a 1.00 n/a Project File Existing 100 year Storm Event stet Number of lines: 16 Run Date: 10 -08 -2008 Notes: ; " Critical depth., j -Line contains hyd jump. m,arwim.roan. -v ew- IM r 1W M M r M IM 1W M M M M r M Ml Hydraflow HGL Computation Procedure Pagel General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum pnnciples. Cal. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream Col. 2 The line size. In the case of non - circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 31 Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross - sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s) MyReport Page 1 Line Area Area Byp Cceff Cceff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Dmg Easting EGL EGL EGL Energy No. Dn Up Ln No CI C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sgft) (sgft) (C) (C) (C) (cis) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 1 9.62 4.85 n/a 0.20 0.50 0.90 194.97 1.76 ... .... .... -20.0 3.50 1.76" Outfall 0.00 259.60 1057.68 1060.49 1060.49 0.283 2 5.41 5.20 1 020 0.50 0.90 44.24 1.83 .... .... .... 00 2.15 2.07 1 000 282.06 1060.73 1060.84 1061.47 0.111 3 7.07 7.06 2 0.20 0.50 0.90 3923 1.78 ... ... .... 200 3.00 2.98 2 000 299.42 1061.46 1061.51 1061.79 0.049 4 7.07 7.07 3 020 0.50 0.90 41.03 1 61 .... .... .... 0.0 3.00 3.00 3 0.00 392.70 1061 79 1061.97 106200 0.184 5 707 7.07 4 020 0.50 0.90 39.83 1 61 .... .... .... 0.0 3.00 3.00 4 0.00 405.35 1062.00 1062.03 1062.06 0.025 6 707 5.68 5 0.20 0.50 0.90 40.81 1.61 .... .... .... 0.0 3.00 2.25 5 0.00 670.13 1062.06 1062.63 1062.89 0.575 7 6.30 5.63 6 0.20 0.50 0.90 40.90 1 61 .... .... .... -50.0 2.50 223 6 0.00 717.62 1062.83 1062.99 1063.21 0.160 8 6.44 5.15 7 0.20 0.50 090 41.02 1.61 .... .... .... 400 2.57 2.05 7 0.00 717.62 1063.26 1063.60 1063.91 0.345 9 6.55 4.19 8 0.20 0.50 090 40.76 1.42 ... .... .... 00 2.62 1.72 8 0.00 71762 1063.93 106441 1064.67 0 484 10 5.11 4.70 9 0.20 0.50 0.90 4108 1.42 .... .... .... 45.0 2.04 1.89 9 0.00 693.82 1064.61 1064.68 1064.89 0.068 11 3.14 3.14 10 0.20 0.50 0.90 1390 1.58 .... ... .... 45.0 200 2.00 10 0.00 568.47 1065.23 1066.52 1066.81 1.283 12 3.14 3.14 11 0.20 0.50 0.90 1359 1.58 .... .... .. 25.0 2.00 2.00 11 000 549.62 1066.81 1067.03 1067.60 0.213 13 3.14 3.14 12 0.20 0.50 0.90 4539 1.58 0.080 0.050 6.00 65.0 2.00 2.00 12 0.00 549.62 1067.60 1067.64 1068.26 0.044 14 1.77 1.17 2 0.20 0.50 0.90 42.35 0.52 0.080 0.050 ... -90.0 1.50 0.95 2 0.00 279.61 1061.47 1061.48 1061.51 0.004 15 0.77 0.77 3 0.20 0.50 0.90 9.76 0.95 .... ... .... -65.0 1.00 0.95" 3 0.00 320.55 1062.29 1066.07 1066.07 1.557 16 1.77 1.14 8 0.20 050 0.90 14.33 092 0.080 0.050 ... -50.0 1.50 0.92° 8 0.00 679.32 1063.91 1064.50 1064.50 0.314 Project File Existing 100 year Storm Event.stm Number of lines: 16 Date: 10 -08 -2008 NOTES: "Critical depth Hydraflm Storm Sewers 2005 MyReport Page 2 Flow Sf Sf Grate Grate Grate GndlRim GndlRim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (ftlft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (f /ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (Cfs) (ft) M) 3313 0.354 0.144 .... .... ... 1067.00 1070.50 .... .... .... .... 1057.50 1059.761 1059.76 1057.42 1056.50 0.00 3313 .... 33.13 0.465 0.444 ... ... .... 1070.50 1070.50 .... .... .... .... 1060.15 1060.21 1060.84 .... 0.00 33.13 31.29 0.284 0.293 .... ... .... 107050 107050 .. .... ... 1061.16 1061.20 1061.49 .... 0.00 31.29 25.65 0.197 0.197 .... .... .... 1070.50 1071.20 .... .... .... 1061.59 1061.77 1061.80 .... 0.00 25.65 2565 0.197 0.197 .... .... .... 1071.20 1071.50 .... .... .... 1061.80 1061.82 1061.86 .... 000 25.65 25.65 0.217 0 197 .... .... .... 1071.50 1070.50 .... .... .... .... 1061.86 1062.32 106257 .... 0.00 25.65 25.65 0.217 0.191 ... .... .... 1070.50 1070.00 .... .... ... .... 1062.57 1062.67 106289 .... 0.00 25.65 25.65 0.241 0.184 .. ... .... 1070.00 1070.20 .... .... .... .... 1063.01 1063.21 1063.52 .... 0.00 25.65 19.83 0.204 0.107 ... .. .... 1070.20 1072.40 .... .... .... ... 1063.78 1064.06 1064.32 .... 0.00 19.83 19.83 0.203 0.182 .... .... .... 1072.40 1072.26 .. .... .... ... 1064.38 1064.41 1064.61 .... 0.00 19.83 19.83 1.024 1.024 .... .... .... 1072.26 1070.64 .... .... .... .... 1064.61 1065.90 1066.19 .... 0.00 19.83 19.83 1.024 1 024 .... .... .... 1070.84 1070.84 .... .. .... .... 106619 1066.41 1066.98 .... 0.00 19.83 19.83 1.024 1.024 .... .... .... 1070.84 1070.67 1.08 Sag 20.36 2.00 1066.98 1067.02 1067.64 .... ... 0.00 19.83 1.18 100 1.84 0.059 0.041 2.00 4.00 2.00 1070.50 1069.44 0.14 Sag 7.50 2.00 1061.45 1061.44 1061.48 ... 0.00 1.84 0.14 100 5.64 3.114 3 341 .... .... .... 1070.50 1071.50 .... .... .... .... 1061.49 1065.24 j 1065.24 1061.29 1061.35 0.00 5.64 .... ... 5.82 0.627 0 409 2.00 4.00 2.00 1070.20 1067.75 0.30 Sag 13.86 2.00 1063.74 1064.09 j 1064.09 1063.79 1063.40 0.00 5.82 0.30 100 Project File: Existing 100 year Storm Event.stm Number of lines: 16 Date: 10-08 -2008 NOTES: "Critical depth Hydraflaw Storm Sewers 2005 M M i M M MyReport Page 3 Inlet Inlet Inlet i i Invert Invert Jump Jump Val Hd Val Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len mp Din Jmp Ur Coeff Type Q RCP CMP ID Length Size Slope (ft) (min) (in /hr) (in /hr) (ft) (ff) (ft) (ft) (ft) (R) (cfs) (5) (8) (S) (ft) (in) ( %) Sag ... 0.0 0.00 0.00 1054.00 1058.00 16.00 13.11 0.29 2.95 0.15 None 33.13 7,770 6,993 Tem. Creek 8000 42 5.00 Sag .... 0.0 0.00 0.00 1058.00 1058.14 .... .... 0.00 0.00 1.00 None 33.13 2,332 2,099 Hex. t 23.90 36 0.59 Sag .... 0.0 0.00 0.00 1058.14 1058.22 ... .... 0.00 0.00 0.92 None 31.29 1,734 1,561 Hex.2 17.36 36 0.46 Sag .... 0.0 0.00 0.00 1058.22 1058.69 .... .... 0.00 0.00 0.15 None 25.65 8,726 7,853 Hex 3 93.28 36 0.50 Sag .... 0.0 0.00 0.00 1058.69 1058.75 .... .... 0.00 0.00 0.15 None 2565 1,320 1,188 Hex.4 12.65 36 0.47 Sag .... 0.0 0.00 0.00 1058.75 1060.07 .... .... 0.00 0.00 0.80 None 2565 23,062 20,756 Hex. 5 264.78 36 0.50 Sag .... 0.0 0.00 0.00 1060.07 1060.44 .... .... 0.00 0.00 0.69 None 25.65 6,028 5,425 Hex. 8 7389 36 0.50 Sag ... 0.0 0.00 0.00 1060.44 1061.16 .. .... 0.00 0.00 0.80 MH 25.65 11,018 9,916 Hex.9 143.01 36 0.50 Sag .... 0.0 0.00 0.00 1061.16 1062.34 ... .... 0.00 0.00 0.75 None 19.83 18,284 16,456 Hex.9 237.23 36 0.50 Sag .... 0.0 0.00 0.00 1062.34 1062.51 ... .... 0.00 0.00 0.75 MH 19.83 2,748 2,473 Hex. 10 33.66 36 0.51 Sag .... 0.0 0.00 000 1062.53 1063.16 .... .. 0.00 0.00 0.48 None 19.83 8,168 7,351 Hex 11 125.35 24 0.50 Sag .... 0.0 0.00 0.00 1063.16 1063.26 .... .... 0.00 0.00 0.92 None 19.83 1,370 1,233 Hex. 12 20.80 24 0.48 Sag 20.36 0.0 0.00 0.00 1063.26 106349 .... .... 0.00 0.00 1.00 Curb 19.83 380 342 Hex. 13 4.29 24 5.36 Sag 7.50 0.0 0.00 0.00 1058.94 1060.49 .... .... 0.00 0.00 1.00 Dp -Grate 1.84 555 500 Hex. 17 7.16 18 21.65 Sag ... 0.0 0.00 0.00 1059.29 106429 10.00 5.00 0.80 2.42 1.00 MH 5.64 2,415 2,174 Roof Drains 50.00 12 10.00 Sag 13.86 0.0 0.00 0.00 1061.93 1063.17 25.00 6.19 0.22 0.83 1.00 Dp -Grate 5.82 2,550 2,295 Hex. 14 & 15 50.00 18 2.48 Project File: Existing 100 year Storm Event stm Number of lines: 16 Date: 10 -08 -2008 NOTES: Intensity = 28.56 / (Inlet time + 0.20) " 0.65- Return period = 100 Yrs. ; **Critical depth HydrOm Stm 5. 2005 MyReport Page 4 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line rea Area Tc Throat Total Total Total Val Val Vet Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span 7(AA2 A3 Ht Area CxA Runoff Ave Dn Hd Dn (in) (ft) (ft) (min) (cis) (cfs) (cfs) (in) (C) (in) ac) (ac) (min) (in) (ac) (cfs) MIS) (ft/s) (ft) Cir .... .... 0.015 n/a 192.26 0.39 .... .... .... 42 0.00 42 0.00 0.00 0.00 4.9 ... 0.00 0.00 0.00 5.13 344 0.18 Cir .... .... 0.015 0.63 200.44 0.08 .... .... ... 36 0.00 36 0.00 0.00 0.00 4.8 ... 0.00 0.00 000 6.25 6.13 0.58 Cir .... .... 0.015 0.28 200.44 0.07 .... .... 36 0.00 36 0.00 0.00 0.00 4.7 .... 0.00 0.00 0.00 443 4.43 0.30 Cir .... .... 0.015 0.03 200.44 0.43 .... .... ... 36 0.00 36 0.00 0.00 0.00 4.3 .... 0.00 0.00 0.00 3.63 3.63 0.20 Cir .... .... 0.015 0.03 200.44 0.06 .... .... .. 36 0.00 36 0.00 0.00 0.00 4.2 .... 0.00 0.00 0.00 3.63 3.63 0.20 Cir .. .... 0.015 0.25 200.44 1.22 .... .... ... 36 0.00 36 0.00 0.00 0.00 3.0 .... 0.00 0.00 0.00 4.07 3.63 0.20 Cir .... .... 0.015 0.22 257.04 0.34 .... .... .... 36 0.00 36 0.00 0.00 0.00 2.7 .... 0.00 0.00 000 4.32 4.07 026 Cir .... .... 0.015 0.31 400.05 0.66 .... .... .... 36 0.00 36 0.00 0.00 000 2.0 .... 0.00 0.00 000 4.48 3.98 025 Cir .. ... 0.015 0.26 637.28 1.41 .... ... .... 36 0.00 36 0.00 0.00 0.00 0.6 ... 000 0.00 0.00 3 88 3.03 0.14 Cir .... ... 0.015 0.21 661.08 0.20 .... .... ... 36 0.00 36 0.00 0.00 0.00 0.4 .... 0.00 0.00 0.00 4.05 3 88 0.23 Cir .... .... 0.015 0.30 661.08 0.33 .... .... .... 24 0.00 24 0.00 0.00 0.00 0.1 .... 0.00 0.00 0.00 6.31 6 31 0.62 Cir ... .... 0.015 0.57 669.87 0.05 .... .... .. 24 0.00 24 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 6.31 6.31 0.62 Cir 2.00 .... 0.015 0.62 674.16 0.01 0.00 19.83 0.00 24 0.00 24 0.00 0.00 0.00 0.0 6.0 0.00 0.00 0.00 6 31 6.31 0.62 Cir ... .... 0.015 0.04 207.16 0.11 0.00 1.84 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 130 1.04 0.02 Cir .... .... 0.015 n/a 245.75 0.12 .... ... .. 12 0.00 12 0.00 0.00 0.00 0.0 .... 000 0.00 0.00 7.26 7.18 0.80 Cir .... .... 0.015 n/a 432.19 0.25 0.00 5.82 0.00 18 0.00 18 000 0.00 0.00 0.0 .... 0.00 0.00 0.00 4.21 3.29 0.17 Project File: Existing 100 year Storm Event.stm Number of lines. 16 Date: 10-08 -2008 NOTES: " Critical depth Hydrefbw Storm Sewers 2005 MyReport Page 5 Vel Vel Cover Cover Storage Hd Up Up Din Up (ft) MIS) (ft) (ft) (cft) 0.72 6.82 9.50 9.00 606.80 0.63 6.37 9.50 9.36 126.81 0.31 4.43 9.36 9.28 122.69 0.20 163 9.28 9.51 659.23 0.20 3.63 951 9.75 8940 0.32 4.52 9.75 7.43 1737.51 0.32 4.56 7.43 6.56 441.16 0.39 4.98 6.56 6.04 833.06 0.35 4.74 6.04 7.06 1291.00 0.28 4.22 7.06 6.75 165.14 0.62 6.31 7.73 5.68 39372 0.62 6.31 5.68 5.58 6533 062 6.31 5.58 5.18 13.47 004 1.57 10.06 7.45 11.94 0.84 7.34 10.21 6.21 39.12 041 5.12 6.77 3.08 80.44 Project File: Existing 100 year Storm Event stm Number of lines: 16 Date: 10-08 -2008 NOTES: -Critical depth Mydralm storm sewers 2005 Line Profile (Line 1) Tem. Creek Page l of I Myb•OOY.fpm S!W!• 2 ��-Il���iii� i • ii MOM = = = = == SEE =EE == loll " -I• /'• Hydraulic Grade Line nouns man MMMMMMMMMM mom Myb•OOY.fpm S!W!• 2 Line Profile (Line 2) - Hex. 1 pw +of + Elev (ft) 1074.00 1070.00 j(i : 41' I] Line 2 - Hex. 1 F- INUI w inr 1 1074.00 1070.00 DOM(1] 1058.00 1054.00 1054 00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) HyOVWv Sb S. A Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q WS) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn ps) Up (ftfs) Dn (ft) Up (ft) 2 33.13 1058.00 1058.14 2.15 2.07 2.70 1060.15 1060.21 1060.84 6.13 6.37 9.50 9.36 Project File: No. Lines: 16 Run Date: 10-08 -2008 HyOVWv Sb S. A Elev (ft) 1074.00 - -- - 17 31m- 36" 0.46°f 1054.00 0 Line 3 - Hex. 2 5 10 15 20 25 30 35 40 1074.00 1070.00 iIC 11)] 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line Profile (Line 3) - Hex. 2 Page 1 of 1 Elev (ft) 1074.00 - -- - 17 31m- 36" 0.46°f 1054.00 0 Line 3 - Hex. 2 5 10 15 20 25 30 35 40 1074.00 1070.00 iIC 11)] 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn M/s) Up Mis) Dn (ft) Up (ft) 3 31.29 1058.14 1058.22 3.00 2.98 3.26 1061.16 1061.20 1061.49 4.43 4.43 9.36 9.28 Project File: No. Lines: 16 Run Date: 10-08-2008 H,erw., sew. S. zms m OWN m m m m = MEN m MEN m el♦ e1♦ el♦ el• el• m eee Line Profile (Line 4) - Hex. 3 Pagel oft Dn (ft) Up (ft) Hw (ft) Elev (ft) 1074.00 1070.00 1066.00 M-1 1054 00 Line 4 - Hex. 3 1074.00 1070.00 MI -4111 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Veloaty Cover Line # Q WS) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Vus) Up (ft/s) Dn (ft) Up (ft) 4 25.65 1058.22 1058.69 3.00 3.00 3.11 1061.59 1061.77 1061.80 3.63 3.63 9.28 9.51 Project File: No. Lines: 16 Run Date: 10-08 -2008 R,e wr Stain S. zoos Line Profile (Line 5) - Hex. 4 Page 1 of Elev (ft) Line 5 - Hex. 4 1074.00 None 1074.00 1070.00 1070.00 1066.00 1066.00 1 1062.00 1062.00 1058.00 Ail 12.65Lf 36" @ 0. % 1058.00 1054.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up WS) Dn (ft) Up (ft) 5 25.65 1058.69 1058.75 3.00 3.00 3.11 1061.80 1061.82 1061.86 3.63 3.63 9.51 9.75 Project File: No. Lines: 16 Run Date: 10-08 -2008 HOMIM Sm S. zoos Elev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 105400 Line 6 - Hex. 5 L. I MINI EMEMENEEN=MMENEEN miss sell on won I� 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) Invert Elevation Depth of Flow Line Profile (Line 6) - Hex. 5 Paget oft Q (cfs) Dn (ft) Up (ft) Elev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 105400 Line 6 - Hex. 5 L. I MINI EMEMENEEN=MMENEEN miss sell on won I� 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fps) Up (fvs) Dn (ft) Up (ft) 6 25.65 1058.75 1060.07 3.00 2.25 2.50 1081.86 1062.32 1062.57 3.63 4.52 9.75 7.43 Project File: No. Lines: 16 Run Date: 10-08 -2008 HytlMOM Slam sews, 2005 Eley (ft) 1072.00 1.i 1i Line 7 - Hex. 8 1072.00 1063.00 1060.00 1057.00 1 t t 1 1 1 1 ' ' ' ' ' ' ' ' 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) m NOW m r m r m MIND m e>• MM e>• IM e>• e>• e>• m New m Line Profile (Line 7) Up (ft) - Hex. 8 Pagel oft Eley (ft) 1072.00 1.i 1i Line 7 - Hex. 8 1072.00 1063.00 1060.00 1057.00 1 t t 1 1 1 1 ' ' ' ' ' ' ' ' 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Hy&a Storm s...B 4 Invert Elevation Depth of Flow Hydraulic Grade Line Veloaty Cover Line # Q WS) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (Ws) Up 01:18) Dn (ft) Up (ft) 7 25.65 1060.07 1060.44 2.50 2.23 2.45 1062.57 1062.67 1062.89 4.07 4.56 7.43 6.56 Project File: No. Lines: 16 Run Date: 10 -08 -2008 Hy&a Storm s...B 4 Line Profile (Line 8) - Hex. 9 Pape 1 of 1 eev (ft) Line 8 - Hex. 9 1072.00 1069.00 1066.00 1063.00 1060.00 1057 00 1072.00 1069.00 1066.00 1063.00 1060.00 1057.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (Cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 8 25.65 1060.44 1061.18 2.57 2.05 2.36 1063.01 1063.21 1063.52 3.98 4.98 6.56 6.04 Project File: No. Lines: 18 Run Date: 10 -08 -2008 Homftw S� S. 2M m m m m m r = m m m = m = m = = = m m Line Profile (Line 9) - Hex. 9 Pop of Ekw (ft) 1077.00 1073.00 ,. 1065.00 1061.00 1057 00 Line 9 - Hex. 9 suffilk"k f DYNIQ ,. 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (mss) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftis) Up VIVO Dn (ft) Up (ft) 9 19.83 1061.16 1062.34 2.62 1.72 1.98 1063.76 1064.06 1064.32 3.03 4.74 6.04 7.06 Project File: No. Lines: 16 Run Date: 10-08-2008 HO seam Sa 2M r m m m m m = m m m = m m m m m m = m Line Profile (Line 10) - Hex. 10 P.e, &, Elev (ft) Line 10 - Hex. 10 SWM S� 20M e>• r r r= r= r r r r r r r r er e>tt■ m Line Profile (Line 11) - Hex. 11 Pagel oft Elw (ft) 1074.00 1071.00 1068.00 1065.00 1062.00 105900 Line 11- Hex. 11 i ti titti t` +aa>• IMENIIIIIIIIIIIII WOMEN ttltitifi+Tii =tta i i titti �tititititti ttit� tti titer ttittti i� ta ��������� � •��iSiMINE MENEM ��=�� 1074.00 1071.00 1065.00 1062.00 1059.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 11 19.83 1062.53 1063.16 2.00 2.00 3.03 1064.61 1065.90 1066.19 6.31 6.31 7.73 5.68 Project File: No. Lines: 16 Run Date: 10-08 -2008 Hyaaflw, Stain sas• zoos m m m m m m m M m = m m m m See Line Profile (Line 12) - Hex. 12 Page , of 1 Bev (ft) 1075.00 1072.00 1063.00 1060.00 0 Line 12 - Hex. 12 5 10 15 20 25 30 35 40 1075.00 1072.00 1063.00 1060.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q MIS) Dn (ft) Up (ft) Dn (ft) Up (tt) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn WS) Up MIS) Dn (ft) Up (ft) 12 19.83 1063.16 1063.26 2.00 2.00 3.72 1088.19 1066.41 1066.98 6.31 6.31 5.88 5.58 --FNo. File: Lines: 16 Run Date: 10-M2006 lty n Sm S.... 2M Line Profile (Line 13) - Hex. 13 Page 1 of Elev (ft) 1075.00 1072.00 t(.. ii 1063.00 M- 0 i ENNEN ME a�_. I Ii LTI 1 1072.00 1069.00 1066.00 1063.00 1060.00 1 1 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (it) KAmfw Sw S. 2a Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover ine * Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fvs) Dn (ft) Up (ft) 13 19.83 1083.26 1063.49 2.00 2.00 4.15 1066.98 1067.02 1067.64 6.31 6.31 5.58 5.18 Project File: No. Lines: 16 Run Date: 10-08 -2008 KAmfw Sw S. 2a Line Profile (Line 14) - Hex. 17 Pagel of Bey (ft) 1074.00 1070.00 t. iin 1 1058.00 Line 14 - Hex. 17 -- - — D opGrate Ll np 2 1074.00 1070.00 1066.00 M11,;JF4111 1058.00 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Veloaly Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/5) Up (ft/s) Dn (ft) Up (ft) 14 1.84 1058.94 1080.49 1.50 0.95 0.98 1081.45 1081.44 1081.48 1.04 1.57 10.08 7.45 Project File: No. Lines: 18 Run Date: 10-08 -2008 xwrw. Sm s.....2= Line Profile (Line 15) - Roof Drains Pagel of Bev (ft) 1074.00 1066.00 1054.00 0 Line 15 - Roof Drains 5 10 15 20 25 30 35 40 45 1074.00 M7-T-7 I -k 1054.00 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 15 5.64 1059.29 1084.29 1.00 0.95 0.95 1061.49 1065.24j 1065.24 7.18 7.34 10.21 6.21 Project File: No. Lines: 16 Run Date: 10-08 -2008 moo- Sam s....mm m = m r r m m m m m m m r m m m r m m Line Profile (Line 16) - Hex. 14 & 15 Pape t 0t7 Bev (ft) 1073.00 HIM11<1 1064.00 1061.00 1058.00 0 Line 16 - Hex. 14 815 5 10 15 20 25 30 35 40 45 50 9IM7, 1067.00 1064.00 1061.00 1058.00 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line M Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ftls) Dn (ft) Up (ft) 16 5.82 1061.93 1063.17 1.50 0.92 0.92 1063.74 1064.09 j 1064.09 3.29 5.12 6.77 3.08 Project File: 71N; Lines: 16 Run Date: 10-08 -2008 HO Slam S. 2005 Pipes Design & Calculations (Hydraflow Storm Sewers 2005) ' (Proposed Conditions — 2 year storm) M M M M r M M M M M M M M M M M i M M Hydraflow Plan View OLdfal - Project File: Proposed 2 year Storm Event.stm No. Lines: 24 10 -08 -2008 Hydmnmv Sto m Sewers 2006 I Storm Sewer Summary Report Page Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Din EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) ( %) (ft) (ft) (ft) (ft) No. 24 Prop. Roof Drain 1.13 12 c 5.0 1068.70 1068.80 2002 1069.21 1069.25 n/a 1069.25 j 22 23 Prop. Roof Drain 1.13 12 c 5.0 1066.97 1067.07 2.000 1067.65 1067.63 0.10 1067.72 21 22 Prop 18 PVC 1.13 18 c 80.2 1066.97 106870 2.157 1067.74 1069.11 n/a 1069.11 21 21 Prop. 18 PVC 2.25 18 c 59.4 1063.00 106697 6.683 1063.31 1067.54 n/a 1067.54 20 20 Contech Vault 2.25 18 c 25.2 1060.10 1062.17 8 231 1060.86 1062.74 We 1062.74 j 4 19 1 Cart. Contech 021 18 c 99.0 1062.00 1063.87 1.890 1062.36 1064.05 n/a 1064.05 j 7 18 Filterra 4'X 6.5' 0.44 18 c 23.5 1062.00 1066.15 17.667 1062.36 1066.40 n/a 1066.40 j 7 17 Infiltration Basin 1.75 18 c 73.8 1063.17 1065.50 3.157 1063.83 106601 n/a 1066.01 l 16 16 Hex. 14 & 15 1.75 18 c 52.8 1061.93 1063 17 2.350 1062.94 1063.68 n/a 1063.68 j 8 15 Roof Drains 3.01 12 c 50.0 1059.29 1064.29 10.000 1060.50 1065.03 n/a 1065.03 j 3 14 Hex. 17 0.82 18 c 7.2 1058.94 1060.49 21.649 1060.51 1060.84 n/a 1060.84 2 13 Hex. 13 10.57 24 c 4.3 1063.26 1063.49 5.361 1065.01 1064.94 0.29 1065.23 12 12 Hex. 12 10.57 24 c 208 1063.16 1063.26 0.481 1064.71 106476 0.25 1065.01 11 11 Hex. 11 1057 24 c 125.4 1062.51 1063 16 0.519 1063.97 1064.44 0.19 1064.62 10 10 Hex. 10 10.57 36 c 33.7 1062.34 1062.51 0.505 106371 1063.72 0.18 1063.90 9 9 Hex.9 10.57 36 c 237.2 1061.16 1062.34 0.497 1062.92 1063.38 n/a 1063.38 8 8 Hex.9 12.32 36 c 143.0 1060.44 1061.16 0.504 1062.31 1062.43 0.24 1062.66 7 7 Hex 8 12.97 36 c 73.9 1060.07 1060.44 0.501 1061.90 1061.93 0.21 1062.14 6 6 Hex. 5 12.97 36 c 265.0 1058.75 1060.07 0 498 1060.85 1061 26 0.31 1061.57 5 5 Hex. 4 12.97 36 c 127 1058.69 1058.75 0.475 1060.78 1060.78 0.02 1060.80 4 4 Hex. 3 15.22 36 c 93.3 1058.22 105869 0.504 1060.50 1060.54 0.17 1060.72 3 3 Hex. 2 1823 36 c 17.4 1058.14 1058.22 0.461 1060.32 1060.34 0.17 1060.50 2 2 Hex. 1 19.05 36 c 23.9 1058.00 1058.14 0.586 105972 1059.72 0.40 1060.12 1 1 Tem. Creek 1905 42 c 80.0 1054.00 1058.00 5.000 1057.50 1059.34 n/a 1059.34 End Project File. Proposed 2 year Storm Event.stm Number of lines: 24 Run Date 10 -08 -2008 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; j - Line contains hyd. jump. Hydraflow Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Val Val EGL Sf Invert HGL Depth Area Val Val EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) ( %) (ft) (ft) (ft) (ft) (sgft) (ftfs) (ft) (ft) (°6) M (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 24 12 1.13 1068.70 1069.21 0.51 0.40 2.83 0.12 1069.33 0.512 50 1068.80 1069.25 0.45" 0.34 3.29 0.17 106942 0 768 0.640 n/a 1.00 n/a 23 12 1.13 1066.97 1067.65 0.68 0.57 199 0.06 1067.71 0.208 5.0 106707 1067.63 0.56 0.45 2.52 0.10 1067.72 0.378 0.293 0 015 1.00 0.10 22 18 1.13 1066.97 1067.74 0.77 0.92 1.23 0.02 1067.77 0.056 80.2 106870 1069.11 0.41" 0.39 2.93 0.13 1069.24 0.602 0.329 We 1 00 0.13 21 18 2.25 1063.00 1063.31 0.31' 0.27 8.40 1.10 1064.41 6.676 59.4 106697 1067.54 0.57" 0.62 3.63 0.20 1067.75 0.640 3.658 n/a 1.00 n/a 20 18 2.25 1060.10 1060.86 0.76 0.90 2.50 0.10 1060.96 0.233 25.2 1062.17 1062.74 0.57" 0.62 3.63 0.20 1062.95 0.640 0.436 n/a 1.00 n/a 19 18 0.21 1062.00 1062.36 0.36 0.32 0.66 0.01 1062.36 0.035 99.0 106387 1064.05 0.17" 0.12 1.82 0.05 1064.10 0.642 0.339 n/a 1.00 0.05 18 18 0.44 1062.00 1062.36 0.35 0.32 1.38 0.03 1062.38 0.155 23.5 1066.15 1066.40 0.25" 0.20 2.23 0.08 1066.48 0.609 0.382 n/a 1.00 n/a 17 18 1.75 1063.17 1063.83 0.66 0.75 2.32 0.08 106192 0.226 73.8 1065.50 1066.01 0.50" 0.52 335 0.17 1066.18 0.620 0.423 n/a 1.00 n/a 16 18 1.75 1061.93 1062.94 1.01 1.26 1.38 0.03 106297 0.059 52.8 1063.17 1063.68 0.50" 0.52 3.35 0.17 1063.85 0.620 0.339 n/a 056 n/a 15 12 3.01 1059.29 1060.50 1.00 0.79 3.83 023 1060.73 0.715 50.0 1064.29 1065.03 0.74" 0.62 4.86 0.37 1065.39 0.899 0.807 n/a 1 00 0.37 14 18 082 1058.94 1060.51 1 50 1.77 0.46 0.00 106051 0.008 7.2 1060.49 1060.84 0.35" 0.31 2.66 0.11 1060.95 0.599 0.304 n/a 1 00 n/a 13 24 10.57 1063.26 1065.01 175 2.92 3.62 0.20 1065.22 0.263 4.3 1063.49 1064.94 1.45 2.43 4.35 0.29 1065.23 0.382 0.323 0.014 100 0.29 12 24 10.57 1063.16 1064.71 1.55 2.61 4.05 0.25 1064.97 0.325 20.8 1063.26 1064.76 1.50 2.53 4.17 0.27 1065.03 0.348 0.336 0.070 0.92 0.25 11 24 10.57 1062.51 1063.97 1.46 2.46 4.30 0.29 1064.26 0.373 125 1063.16 1064.44 1.28 2.12 4.99 0.39 1064.83 0.533 0.453 0.568 0.48 0.19 10 36 10.57 1062.34 1063.71 1.37 3.15 3.36 0.18 1063.89 0.182 33.7 1062.51 1063.72 1.21 2.67 3.96 0.24 1063.96 0.285 0.234 0.079 0.75 0.18 9 36 10.57 1061.16 1062.92 1.76 4.31 2.45 0.09 1063.01 0.079 237 1062.34 1063.38 1.04" 217 4.88 0.37 106375 0.508 0.294 n/a 0.75 n/a 8 36 12.32 1060.44 1062.31 1 87 4.63 2.66 0.11 1062.42 0.090 143 1061.16 1062.43 1.27 2.83 4.35 0.29 1062.72 0.330 0.210 0 300 080 0.24 7 36 12.97 1060.07 1061.90 1.83 4.51 2.88 0.13 1062.03 0.107 73.9 1060.44 1061.93 1.49 3.50 3.70 0.21 1062.14 0.206 0.156 0116 1.00 0.21 6 36 12.97 1058.75 1060.85 2.10 5.27 2.46 0.09 1060.94 0.072 265 1060.07 1061.26 119 2.62 4.96 0.38 1061.54 0.455 0.263 0.698 0.80 0.31 5 36 12.97 1058.69 1060.78 2.09 5.25 2.47 0.10 1060.87 0.073 12.7 1058.75 1060.78 203 5.10 2.54 0.10 1060.88 0.078 0.076 0.010 0.15 0.02 4 36 15.22 1058.22 1060.50 2.28 5.77 2.64 0.11 1060.61 0.081 93.3 1058.69 1060.54 185 4.59 3.32 017 1060.72 0.140 0.111 0.103 1.00 0.17 Project File Proposed 2 year Storm Event.stm Number of lines 24 Run Date: 10 -08 -2008 Notes: ' Normal depth assumed.; " Critical depth.; j -Line contains hyd. jump. Hydreffow Storm Sewers 2005 M M M I• ! M = = M = M = M = = = M = M Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf elev elev head elev elev elev head elev tCheck (in) (cfs) (ft) (ft) (ft) (sgft) (f /s) (ft) (ft) M (ft) (ft) (k) (ft) (sqft) (ft1s) (ft) (ft) M (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (23) (24) 3 36 18.23 1058.14 1060.32 2.18 5.50 3.31 0.17 1060.49 0 129 17.4 1058.22 1060.34 2.11 5.33 3.42 018 1060.52 0.139 0.134 0.023 092 0.17 2 36 19.05 1058.00 1059.72 1.72 4.19 4.55 0.32 1060.04 0 278 23.9 1058.14 1059.72 1.58 3.77 5.05 0.40 1060.12 0.366 0.322 0.077 1.00 0.40 1 42 19.05 1054.00 105750 3.50 9.62 1.98 0.06 1057.56 0 048 80.0 1058.00 1059.34 1.34" 3.38 5.64 0.49 1059.83 0.499 0.273 n/a 0.15 0.07 Project File: Proposed 2 year Storm Event.stm Number of lines: 24 Run Date: 10 -08 -2008 Notes ' Normal depth assumed.; " Critical depth.; j -Line contains hyd. jump. Hydraflm Storrs Sewers 2005 M w M M M M M M Ml 1=11 M M M M M M M M M Hydraflow HGL Computation Procedure Pagel General Procedure: Hydraflow computes the HGL using the Bemoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream Col. 2 The line size. In the case of non - circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross - sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). m m m m MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth SI, Sw St. Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sgft) (sgft) (C) (C) (C) (cfs) (ft) (ft/ft) (ftfft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 24 0.40 0.34 22 0.20 0.50 0.90 4.37 0.45 .... .... .... -900 0.51 0.45" 22 0.00 532.30 1069.33 1069.42 1069.42 0.032 23 0.57 0.45 21 0.20 0.50 090 4.36 0.45 .... .... ... -90.0 0.68 0.56 21 0.00 452.10 1067.71 1067.72 1067.82 0.015 22 0.92 0.39 21 0.20 0.50 0.90 1337 0.41 ... .... .... 0.0 0.77 0.41" 21 0.00 532.30 106777 1069.24 106924 0.264 21 0.27 0.62 20 0.20 0.50 0.90 2353 0.57 .... .... .... 90.0 0.31 0.57" 20 0.00 452.10 1064.41 1067.75 1067.75 2.173 20 0.90 0.62 4 0.20 0.50 0.90 26.11 0.57 .... .... ... -90.0 0.76 0.57" 4 0.00 392.70 1060.96 1062.95 1062.95 0.110 19 0.32 0.12 7 0.20 0.50 0.90 12.51 0.17 0.080 0.050 ... -110.0 0.36 0.17" 7 0.00 624.86 1062.36 1064.10 1064.10 0.335 18 0.32 0.20 7 0.20 0.50 0.90 38.25 0.25 0.080 0.050 6.00 40.0 0.35 0.25" 7 0.00 740.98 1062.38 1066.48 1066.48 0.090 17 0.75 0.52 16 0.20 0.50 0.90 16.17 0.50 0.080 0.050 ... 300 0.66 0.50" 16 0.00 652.18 106392 1066.18 1066.18 0.312 16 1.26 0.52 8 0.20 0.50 0.90 13.95 0.50 .. .... .... -50.0 1.01 0.50" 8 0.00 677.43 1062.97 1063.85 1063.85 0.179 15 0.79 0.62 3 0.20 0.50 0.90 11.26 0.74 .... .... -650 1.00 0.74" 3 0.00 320.55 106073 1065.39 1065.39 0 403 14 1.77 0.31 2 0.20 0.50 0.90 42.35 0.35 0.080 0.050 ... -900 1.50 0.35" 2 0.00 279.61 1060.51 1060.95 1060.95 0.022 13 2.92 2.43 12 0.20 0.50 0.90 45.39 1.15 0.080 0.050 6.00 65.0 1.75 1.45 12 0.00 549.84 1065.22 1065.23 1065.52 0.014 12 2.61 2.53 11 0.20 0.50 0.90 13.59 1.15 .... .... .... 25.0 155 1.50 11 0.00 549.84 1064.97 1065.03 1065.28 0.070 11 2.46 2.12 10 0.20 0.50 0.90 14.12 1.15 .... .... .... -45.0 146 1.28 10 0.00 568.69 1064.26 1064.83 1065.01 0.568 10 3.15 2.67 9 0.20 0.50 0.90 41.08 1.04 ... .... .... -45.0 1.37 1.21 9 0.00 694.04 106389 1063.96 106415 0.079 9 4.31 2.17 8 0.20 0.50 0.90 40.76 1.04 .... .... .... 0.0 1.76 1.04" 8 0.00 717.84 106301 1063.75 1063.75 0 697 8 4.63 2.83 7 0.20 0.50 0.90 41.02 1 12 .... .... ... -40.0 1.87 1.27 7 0.00 71784 1062.42 1062.72 106295 0.300 7 4.51 3.50 6 0.20 0.50 0.90 40.90 1.15 .. .... .... -500 1.83 1.49 6 0.00 717.84 1062.03 1062.14 1062.36 0.116 6 5.27 2.62 5 0.20 050 0.90 40.79 1.15 .... .... .... 00 2.10 1.19 5 0.00 670.35 1060.94 1061.64 1061.95 0.698 5 525 5.10 4 0.20 0.50 0.90 39.83 1.15 .... .... .... 00 2.09 2.03 4 0.00 405.35 1060.87 1060.88 1060.90 0.010 4 5.77 4.59 3 0.20 0.50 0.90 41.03 1.24 .... .... ... 0.0 2.28 1.85 3 0.00 392.70 1060.61 1060.72 1060.89 0.103 Project File: Proposed 2 year Storm Event stm Number of lines 24 Date: 10 -08 -2008 NOTES' "Cntiral depth Hydraflov Storm Sewers 2005 MyReport Page 2 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Dmg Easting EGL EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sgft) (sgft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 3 550 5.33 2 0.20 0.50 0.90 39.23 1 36 .. .. .. 20.0 2.18 2.11 2 0.00 299.42 1060.49 1060.52 1060.68 0.023 2 4.19 3.77 1 0.20 0.50 0.90 44.24 1.39 .. ... .... 0.0 1.72 1.58 1 0.00 282.06 1060.04 1060.12 1060.51 0.077 1 9.62 3.38 n/a 0.20 0.50 0.90 194.97 1.34 .... .... .... -20.0 3.50 1.34'• Outfall 0.00 259.60 1057.56 1059.83 1059.83 0.219 Project File: Proposed 2 year Storm Event.stm Number of lines. 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydre0m Storm Sewers 2005 MyReport Page 3 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Lt Depth Eff ID (cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) M) 1.13 0.640 0.512 .... .... .... 1071.34 1071.82 .... .... ... .... 1069.21 1069.25 j 1069.25 1069.17 1069.16 0.00 1.13 .... .. . 1.13 0.293 0.208 .... .... .... 1071.21 1071.82 ... .... .... ... 1067.65 1067.63 1067.72 .... .... 0.00 1.13 1 13 0.329 0.056 .... .. ... 1071.21 1071.34 .... ... .... .... 1067.74 1069.11 j 1069.11 1067.72 1067.50 0.00 1.13 .... 225 3.658 6.676 .... 1071.47 1071.21 .... 1063.31 1067.54 1067.54 .... 0.00 2.25 .... .... 2.25 0.436 0.233 .... .... .... 1071.20 1071.47 .... .... .... .... 1060.86 1062.74 j 1062.74 1060.88 106095 0.00 2.25 .... .. 0.21 0.339 0.035 2.00 4.00 2.00 1070.00 1067.17 0.03 Sag 3.29 2.00 1062.36 1064.05 j 1064.05 1062.36 1062.33 0.00 0.21 0.03 100 0.44 0.382 0.155 .... .... .... 1070.00 1070.45 0.13 Sag 1.66 2.00 106236 1066.40 j 1066.40 1062.67 1062.77 0.00 0.44 0.13 100 1.75 0.423 0.226 2.00 4.00 2.00 1069.54 1069.00 0.13 Sag 7.32 2.00 106383 1066.01 j 1066.01 1063.91 1063.84 0.00 1.75 0.13 100 1.75 0.339 0.059 .... .... .... 1070.20 1069.54 .. .... .... .... 1062.94 1063.68 j 1063.68 1062.92 1062.63 0.00 1.75 .. .... 3.01 0.807 0.715 .... .... .... 1070.50 1071.82 .... .... .... .... 1060.50 1065.03 j 1065.03 1060.53 1060.64 0.00 3.01 .. ... 0.82 0.304 0.008 2.00 4.00 2.00 1070.50 1069.44 0.08 Sag 5.21 2.00 1060.51 1060.84 1060.84 .. .. 0.00 0.82 0.08 100 10.57 0.323 0.263 .... .... .... 1070.84 1070.67 0.67 Sag 12.21 2.00 1065.01 1064.94 1065.23 ... .... 0.00 10.57 0.78 100 10.57 0 336 0.325 .... .... .... 1070.84 1070.84 .... .... .... .... 1064.71 1064.76 1065.01 .... 0.00 10.57 .... 10.57 0.453 0.373 .... .... .... 1072.01 1070.84 .... .... .... .... 1063.97 1064.44 1064.62 .... 0.00 10.57 .... .... 10.57 0.234 0.182 .... .... .... 1072.40 1072.01 .... .... .... .... 1063.71 1063.72 1063.90 ... 0.00 10.57 .... .... 10.57 0 294 0.079 .... ... .... 1070.20 1072.40 .... ... .... .... 1062.92 1063.38 1063.38 .. 0.00 10.57 .... 12.32 0.210 0.090 .... .... .... 1070.00 1070.20 .... .... .... .... 106231 1062.43 1062.66 .... .... 0.00 12.32 .... .... 12.97 0.156 0.107 ... .... .... 1070.50 1070.00 .... .... .... .... 1061.90 1061.93 1062.14 ... 0.00 12.97 .... 12.97 0.263 0.072 .... .. .... 1071.50 1070.50 .... .... .... .... 1060.85 1061.26 1061.57 ... 0.00 12.97 12.97 0.076 0.073 .... ... 1071.20 1071.50 .... .. .. .... 1060.78 1060.78 1060.80 .... 0.00 12.97 .... 1522 0.111 0.081 .... .... .... 1070.50 1071 20 .... .... ... 1060.50 1060.54 1060.72 ... 0.00 15.22 Project File: Proposed 2 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydrafl w storm Sewers 2005 MyReport Page 4 Flow Sf Sf Grate Grate Grate Gnd /Rim Gnd /Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL [nor Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (ft/ft) (tt/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) M 18.23 0.134 0.129 .... ... 1070.50 1070.50 ... .... .... .... 1060.32 1060.34 1060.50 .... .... 0.00 18.23 .. ... 19.05 0.322 0.278 .... ... 1070.50 1070.50 .... .... .... .... 1059.72 1059.72 1060.12 .... ... 0.00 19.05 .... .... 19.05 0.273 0.048 .... .... .... 1067.00 1070.50 .... .. ... ... 1057.50 1059.34 j 1059.34 1057.44 1056.53 0.00 1905 .... .... Project File: Proposed 2 year Storm Event.stm Number of lines: 24 Date. 10 -08 -2008 NOTES: "Critical depth Hydraflow Storm Sewers 200.5 MyReport Page 5 Inlet Inlet Inlet i i Invert Invert Jump Jump Val Hd Val Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len Jmp Dr Jmp Up Coeff Type Q RCP CMP ID Length Size Slope (ft) (min) (in/hr) (in/hr) (ft) (fit) (ft) (ft) (ft) (ft) (cfs) (E) M (EI (ft) (in) ( %) Sag ... 0.0 0.00 0.00 1068.70 1068.80 1.00 2.00 0.17 0.23 1.00 MH 1.13 270 243 Prop Roof Drain 5.00 12 2.00 Sag ... 0.0 0.00 0.00 1066.97 1067.07 .... .... 0.00 0.00 1.00 MH 1.13 305 275 Prop Roof Drain 5.00 12 2.00 Sag ... 0.0 0.00 0.00 1066.97 1068.70 8.02 2.91 0.05 0.33 1.00 MH 1.13 3,380 3,042 Prop. 18 PVC 80.20 18 2.16 Sag .... 0.0 0.00 0.00 1063.00 1066.97 .... .... 0.00 0.00 1.00 MH 2.25 2,990 2,691 Prop. 18 PVC 59.40 18 6.68 Sag ... 0.0 0.00 0.00 1060.10 1062.17 2.52 2.86 0.20 0.54 1.00 MH 2.25 1,600 1,440 Contech Vault 25.15 18 8.23 Sag 3.29 0.0 0.00 0.00 1062.00 1063.87 9.90 0.89 0.05 0.13 1.00 Dp -Grate 0.21 4,690 4,221 1 Cart. Contech 98.95 18 1.89 Sag 1.66 0.0 0.00 0.00 1062.00 1066.15 2.35 1.27 0.08 0.51 1.00 Curb 0.44 1,228 1,105 Filters 4'X 6.5' 23.49 18 17.67 Sag 7.32 0.0 0.00 0.00 1063.17 1065.50 7.38 2.52 0.17 0.45 1.00 Dp -Grate 1 75 3,410 3,069 Infiltration Basin 73.81 18 3.16 Sag ... 0.0 0.00 0.00 1061.93 1063.17 10.55 3.70 0.06 0.45 0.56 MH 1 75 2,800 2,520 Hex. 14 & 15 5276 18 2.35 Sag ... 0.0 0.00 0.00 1059.29 1064.29 5.00 3.68 0.37 1.02 1.00 MH 3.01 2,438 2,194 Roof Drains 50.00 12 1000 Sag 5.21 0.0 0.00 0.00 1058.94 106049 .... .... 0.00 0.00 1.00 Dip-Grate 0.82 555 500 Hex. 17 7.16 18 21.65 Sag 12.21 0.0 0.00 0.00 1063.26 1063.49 .... .... 0.00 0.00 1.00 Curb 10.57 380 342 Hex. 13 4.29 24 5.36 Sag .... 0.0 0.00 0.00 1063.16 1063.26 .... .... 0.00 0.00 0.92 None 10.57 1,370 1,233 Hex. 12 20.80 24 048 Sag .... 0.0 0.00 0.00 1062.51 1063.16 .... .... 0.00 0.00 0.48 None 10.57 8,155 7,340 Hex. 11 125.35 24 0.52 Sag .... 0.0 0.00 0.00 1062.34 1062.51 .... .... 0.00 0.00 0.75 MH 10.57 2,724 2,452 Hex. 10 3166 36 0.51 Sag .... 0.0 0.00 0.00 1061.16 1062.34 .... .... 0.00 0.00 0.75 None 10.57 18,284 16,456 Hex.9 237.23 36 0.50 Sag .... 00 0.00 0.00 1060.44 1061.16 .... .... 0.00 0.00 0.80 MH 12.32 11,018 9,916 Hex. 9 143.01 36 0.50 Sag .... 0.0 0.00 0.00 1060.07 106044 .... .... 0.00 0.00 1 00 None 12.97 6,028 5,425 Hex. 8 73.89 36 050 Sag .... 0.0 0.00 0.00 1058.75 1060.07 ... .... 0.00 0.00 080 None 12.97 23,104 20,794 Hex.5 265.00 36 0.50 Sag .... 0.0 0.00 0.00 1058.69 1058.75 ... .... 0.00 0.00 0.15 None 12.97 1,320 1,188 Hex.4 12.65 36 0.47 Sag .... 0.0 000 000 1058.22 1058.69 .... .. 0.00 0.00 1.00 None 15.22 8,726 7,853 Hex.3 93.28 36 0.50 Project File: Proposed 2 year Storm Event.stm Number of lines: 24 Date 10-08 -2008 NOTES. Intensity = 28.56 / (Inlet time + 0.20) ^ 0.65 - Return penod = 100 Ys. ; " Critical depth Hydranaw storm sewers 2W5 MyReport Page 6 Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vol Hd J -Loss Junct Hyd.flm storm Sewers 2005 Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len top D mp U oeff Type Tnown CMP ID Length Size Slope (ff) (min) (in/hr) (in /hr) (ft) (ft) (ff) (ff) (k) (ft) (8) (S) (ft) (in) M Sag .... 0.0 000 0.00 1058.14 1058.22 ... .... 0.00 0.00 0.92 None 18.23 1,734 1,561 Hex 2 17.36 36 0.46 Sag .... 0.0 0.00 0.00 1058.00 1058.14 .... .... 0.00 0.00 1.00 None 19.05 2,332 2,099 Hex.1 23.90 36 0.59 Sag .. 0.0 0.00 000 1054.00 1058.00 24.00 11.18 0.13 2.25 0.15 None 19.05 7,770 6,993 Tem. Creek 8000 42 500 Project File Proposed 2 year Storm Event.stm Number of lines: 24 Date: 10-08 -2008 NOTES: Intensity = 28.56 / (Inlet time + 0.20) ^ 0.65 - Return period = 100 Yrs. ; ° Critical depth Hyd.flm storm Sewers 2005 MyReport Page 7 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Total Val Val Vel Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA Runoff Ave Dn Hd Dn (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) (cfs) (ft/s) MIS) (ft) Cir .... 0 015 n/a 230.59 0.06 .... .... 12 0.00 12 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 306 2.83 0.12 Cir .... ... 0.015 0.10 230.59 0.06 .... .... 12 0.00 12 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 226 1.99 0.06 Cir ... .... 0.015 n/a 225.59 2.09 .... 18 000 18 0.00 0.00 000 0.1 .... 0.00 0.00 0.00 208 1.23 0.02 Cir .... ... 0.015 n/a 225.59 0.78 .... .... .... 18 000 18 0.00 0.00 0.00 2.1 .... 0.00 0.00 0.00 6.01 8.40 1.10 Cir .... .. 0.015 n/a 225.59 0.33 .... .... .... 18 0.00 18 0.00 0.00 0.00 2.9 .... 0.00 0.00 0.00 3.06 2.50 0.10 Cir .. ... 0.015 n/a 290.88 13.88 0.00 0.21 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 1.24 0.66 0.01 Cir 0.00 .... 0.015 n/a 261.12 157 0.00 0.44 0.00 18 0.00 18 0.00 0.00 0.00 0.0 6.0 0.00 0.00 0.00 1.80 1.38 0.03 Cir .... .... 0.015 n/a 503.32 1 24 0.00 1.75 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 2.83 2.32 008 Cir .... .... 0.015 n/a 433.96 0.89 ... .... ... 18 000 18 0.00 0.00 0.00 1.2 .... 0.00 0.00 0.00 2.37 1 38 0.03 Cir .. .... 0.013 n/a 245.75 0.22 .. .. ... 12 0.00 12 0.00 0.00 0.00 0.0 .... 0.00 0.00 000 4.35 3.83 0.23 Cir .... .... 0.015 n/a 207.16 0.26 0.00 0.82 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 000 1.56 046 0.00 Cir 2.00 ... 0.015 0.29 674.16 0.02 0.00 10.57 0.00 24 0.00 24 0.00 0.00 0.00 0.0 6.0 0.00 0.00 000 3.98 3.62 0.20 Cir .... 0 015 0.25 669.87 0.10 .... .... .... 24 0.00 24 0.00 000 000 0.0 .... 0.00 0.00 000 4.11 4.05 0.25 Cir ... .. 0.015 0.19 661.08 0.62 .... .... .... 24 0.00 24 0.00 000 000 0.1 .... 0.00 0.00 000 4.64 4.30 0.29 Cir ... .... 0.015 0.18 661.08 0.38 .... .... .... 36 0.00 36 0.00 0.00 000 0.7 .... 0.00 0.00 0.00 3.66 3.36 0.18 Cir ... .... 0.015 n/a 637.28 2.64 .... .... .... 36 0.00 36 0.00 0.00 0.00 1.1 .... 0.00 0.00 0.00 3.67 2.45 0.09 Cir .... .... 0.015 024 40005 1 37 .... .... .. 36 0.00 36 0.00 0.00 0.00 3.8 .... 0.00 000 0.00 350 2.66 0.11 Cir ... 0.015 0.21 257.04 0.67 .... .... .... 36 0.00 36 0.00 0.00 000 13.9 .... 0.00 0.00 0.00 329 2.88 0.13 Cir .. .. 0.015 0.31 200.44 2.41 .... .... .... 36 0.00 36 0.00 0.00 0.00 14.5 .... 0.00 0.00 0.00 3.71 2.46 009 Cir ... .... 0.015 0.02 200.44 0.11 .... .... .... 36 0.00 36 0.00 0.00 000 17.0 .... 0.00 000 0.00 2.51 2.47 0.10 Cir .... .... 0.015 0.17 200.44 0.72 .... .... .... 36 0.00 36 0.00 0.00 000 17.1 .... 0.00 0.00 0.00 2.98 2.64 011 Project File: Proposed 2 year Storm Event stm Number of lines: 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydre m Storm Sewers 2005 MyReport Page 8 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Total Val Val Val Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA Runoff Ave Din Hd Din (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) (cfs) MIS) Otis) (ft) Cir ... 0.015 0.17 200.44 0.11 .... .... ... 36 0.00 36 000 0.00 000 17.8 .... 0.00 0.00 000 3.37 3.31 0.17 Cir .... 0.015 040 200.44 0.15 .... .... .... 36 0.00 36 000 0.00 0.00 17.9 .... 0.00 0.00 0.00 4.80 4.55 0.32 Cir .... .... 0.015 n/a 192.26 0.67 .... ... .... 42 0.00 42 0.00 0.00 0.00 18.1 .. 0.00 0.00 0.00 181 1.98 0.06 Project File: Proposed 2 year Storm Event stm Number of lines: 24 Date: 10-08 -2008 NOTES: " Critical depth Hydretlaw Storm Sewers 2005 MyReport Page 9 Vel Vel Cover Cover Storage Hd Up Up Dn Up (ft) (fits) (ft) (ft) Wit) 0.17 3.29 164 2.02 1.86 0.10 2.52 3.24 3.75 2.54 0.13 2.93 274 1.14 51.77 0.20 3.63 6.97 2.74 26.06 0.20 3.63 960 7.80 19.10 0.05 1.82 6.50 180 21.08 0.08 2.23 6.50 280 6.04 0.17 3.35 487 200 47.07 0.17 3.35 6.77 4.87 47.16 037 4.86 10.21 6.53 37.70 011 2.66 10.06 7.45 8.16 0.29 4.35 5.58 5.18 11.53 0.27 417 5.68 5.58 53.52 0.39 4.99 7.50 568 287.23 0.24 3.96 7.06 650 97.94 0.37 4.88 6.04 706 766.56 0.29 4.35 6.56 6.04 533.97 0.21 3.70 7.43 6.56 296.11 0.38 4.96 9.75 7.43 1049.07 0.10 2.54 9.51 9.75 65.43 0.17 3.32 9.28 9.51 484.14 Project File: Proposed 2 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydaflvw Storm Sewers 2005 M M M M M MyReport Page 10 Vel Val Cover Cover Storage Hd Up Up Dn Up (ft) MIS) (ft) (ft) (cft) 0.18 3.42 9.36 9.28 94.00 040 5.05 9.50 9.36 95.09 0.49 5.64 9.50 9.00 551.46 Project File: Proposed 2 year Storm Event.stm Number of lines: 24 Date: 10-08 -2008 NOTES: " Critical depth Hydrerlow Sloes sewers 2005 M WE WE ME WE ME ME M WE ME Line Profile (Line 1) - Tem. Creek Pap Iat HOWOW s,� S. 2005 MENNEN MOM ME MEN MENNEN MEN MEN iii MEN MEN Mak ME SEE 011111011w wMM MEN 5NOMMEMMEN M �■ Mme_ MEN MEN MENNEN MEN MENOMONEE �����■T■MENNEN MENOMONEE HOWOW s,� S. 2005 Elev (ft) 1074.00 1070.00 � 1058.00 Line 2 - Hex. 1 Nul it 1074.00 1070.00 1066.00 1054.00 105400 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Line # m o m r m m m m m m m m m m r Line Profile (Line 2) - Hex. 1 Pagel oft Up (ft) Hw (ft) Dn (ft) Elev (ft) 1074.00 1070.00 � 1058.00 Line 2 - Hex. 1 Nul it 1074.00 1070.00 1066.00 1054.00 105400 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Line # Q (�) Invert Elevation Depth of Flow Hydraulic Grade Line Valoaty Cover Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftfs) Up (fps) Dn (ft) Up (ft) 2 19.05 1058.00 1058.14 1.72 1.58 1.98 1059.72 1059.72 1060.12 4.55 5.05 9.50 9.36 Project File: No. Lines: 24 Run Date: 10-08 -2008 HOmf .S�s..«.� m m es M ear m m m ear eOM ea m es m WO 111111110 ea• eM Line Profile (Line 31 - Hex. 2 Pap oft Elev (ft) 1074.00 1070.00 iG_ 10A 1062.00 1058.00 Une 3 - Hex. 2 F= 1074.00 1070.00 1062.00 1 11 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (mss) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) Mis) ON (ft) (ft) 3 18.23 1058.14 1058.22 2.18 2.11 2.28 1060.32 1060.34 1060.50 3.31 3.42 9.36 9.28 Project File: No. Lines: 24 Run Date: 10 -08 -2008 FWdit« Sro 5«w. 2005 Bev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 Line 4 - Hex. 3 Invert Elevation Depth of Flow Hydraulic Grade Line Vebaly Line Profile (Line 4) - Hex. 3 Page t of t Bev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 Line 4 - Hex. 3 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Vebaly Cover Line # Q ids) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (Ms) Dn (ft) Up (ft) 4 15.22 1058.22 1058.89 2.28 1.85 2.03 1080.50 1080.54 1080.72 2.84 3.32 9.28 9.51 Project File: No. Lines: 24 Run Date: 10-08-2008 roaaa. S m s..«.2= ® - i Ci.e 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Vebaly Cover Line # Q ids) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (Ms) Dn (ft) Up (ft) 4 15.22 1058.22 1058.89 2.28 1.85 2.03 1080.50 1080.54 1080.72 2.84 3.32 9.28 9.51 Project File: No. Lines: 24 Run Date: 10-08-2008 roaaa. S m s..«.2= m= r m m = == m= m= m= m m m m Line Profile (Line 5) - Hex. 4 P"810fl Bev (ft) Line 5 - Hex. 4 "Wsft� sue. S. 2M Eiev (ft) Line 6 . Hex. 5 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) m MISS m m m el• eee m eOM m VER IMS ee� Line Profile (Line 6) - Hex. 5 Page 1 of 1 Eiev (ft) Line 6 . Hex. 5 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftS) Up (rt/s) Dn (ft) Up (ft) 6 12.97 1058.75 1060.07 2.10 1.19 1.50 1060.85 1061.26 1061.57 2.46 4.96 9.75 7.43 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hyman.SWrmS. soon &V (ft) 1072.00 rx �� 1060.00 Line 7 - Hex. 8 1072.00 ' �.• �� 1066.00 MO-511-11 1060.00 1057.00 r 1 —"77 —i 1 1 L- T I I ' ' ' ' ' ' ' '1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) eM0 m m m m m m m m m MM !• MEN m m m !• IND eO Line Profile (Line 7) - Hex. 8 Pagel of Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/8) &V (ft) 1072.00 rx �� 1060.00 Line 7 - Hex. 8 1072.00 ' �.• �� 1066.00 MO-511-11 1060.00 1057.00 r 1 —"77 —i 1 1 L- T I I ' ' ' ' ' ' ' '1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (�) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/8) Dn (ft) Up (ft) 7 12.97 1060.07 1060.44 1.83 1.49 1.70 1061.90 1061.93 1062.14 2.88 3.70 7.43 6.56 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hydrdlew $tam $.were 2005 Bev (ft) 1072.00 1.• 11 I.G 11 105700 Line 8 - Hex. 9 rWi " t��t�t�l�t�t�tt��ftitl •hl��-I.C— - - - - - -- _ -- ------- - -- - ti i ti � aa� aaa� i _ +n • i � - �• •!• • m,e•.v , � aaaaaa� aaaaaa� aaaaaa� �����ttl•�ti���t��aa��� 1072.00 1.• 11 uf. 11, 1060.00 1057.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) r m m r m e1• e1• m m e1• m 1111111110 m m ONE m Line Profile (Line 8) - Hex. 9 Pagel oft Bev (ft) 1072.00 1.• 11 I.G 11 105700 Line 8 - Hex. 9 rWi " t��t�t�l�t�t�tt��ftitl •hl��-I.C— - - - - - -- _ -- ------- - -- - ti i ti � aa� aaa� i _ +n • i � - �• •!• • m,e•.v , � aaaaaa� aaaaaa� aaaaaa� �����ttl•�ti���t��aa��� 1072.00 1.• 11 uf. 11, 1060.00 1057.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) Homo. shams.. mm Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover Line # D WS) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ft/s) Dn (ft) Up (ft) 8 12.32 1060.44 1061.16 1.87 1.27 1.50 1062.31 1062.43 1062.66 2.66 4.35 6.56 6.04 Project File: No, Lines: 24 Run Date: 10-08 -2008 Homo. shams.. mm r m r r r m r r r r r r r r r r r r r Line Profile (Line 9) - Hex. 9 Page I of 1 Elev (ft) 1077.00 1073.00 �. U 1061.00 1057 00 Line 9 - Hex. 9 AIL k k 1073.00 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) �I Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ft/3) Dn (ft) Up (ft) 9 10.57 1061.16 1062.34 1.76 1.04 1.04 p�t 1063.38 1063.38 2.45 4.88 6.04 7.06 Project File: No Lines: 24 Run Date: 10 -08 -2008 Hya- m Sm seen zoos AIL k k 1073.00 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ft/3) Dn (ft) Up (ft) 9 10.57 1061.16 1062.34 1.76 1.04 1.04 1062.92 1063.38 1063.38 2.45 4.88 6.04 7.06 Project File: No Lines: 24 Run Date: 10 -08 -2008 Hya- m Sm seen zoos �■ m r mINS m mSMS IM m mINIM m mINS IMM Line Profile (Line 10) - Hex. 10 Pagel oft Bev (ft) 1074.00 1071.00 1068.00 1065.00 1062.00 1059.00 0 Line 10 - Hex. 10 AI - -- 5 10 15 20 25 30 35 40 1074.00 1071.00 1065.00 1062.00 1059.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ft/s) Dn (ft) Up (ft) 10 10.57 1062.34 1062.51 1.37 1.21 1.39 1063.71 1063.72 1063.90 3.36 3.96 7.06 6.50 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hydra? . St m S. zoos r NOW r r r e>,e r r r r r r m er m er r m r Line Profile (Line 11) - Hex. 11 Page 1 of 1 Elev (ft) 1074.00 HIM 111-1 is F1 1065.00 1 . 1_I 105900 Line 11- Hex. 11 � t_ t_ � t_ t• � t_ t• filltl1 1 1071.00 1065.00 1062.00 1059.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 11 10.57 1062.51 1063.16 1.46 Project File: Depth of Flow Hydraulic Grade Line velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (NS) Dn (ft) Up (ft) 1.28 1.46 1063.97 1064.44 1064.62 4.30 4.99 7.50 5.68 No. Lines: 24 Run Date: 10 -08 -2008 Hy&aWw Sloan Sexes 2005 Line Profile (Line 12) - Hex. 12 Pape, a, Elev (ft) 1075.00 1072.00 1:. II E i. O MIMS 1075.00 1072.00 1069.00 mom �:.. 1063.00 1060.00 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Val oaty Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/8) Up (ft/s) Dn (ft) Up (ft) 12 10.57 1063.16 1063.26 1.55 1.50 1.75 1064.71 1084.76 1065.01 4.05 4.17 5.68 5.58 Project File: No Lines: 24 Run Date: 10- 08-2008 rparw,. Sa e.... 2M m r m i i m m m m m m m m m m r m m m Line Profile (Line 13) - Hex. 13 Page t of 1 Bev (ft) 1075.00 1072.00 1069.00 1066.00 1063.00 1060.00 Mimi SM 1075.00 1072.00 1069.00 1066.00 1063.00 loll 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn OVS) Up (ftis) Dn (ft) Up (ft) 13 10.57 1063.26 1063.49 1.75 1.45 1.74 1065.01 1064.94 1065.23 3.62 4.35 5.58 5.18 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hye.no«Sl m seW 2005 Line Profile (Line 14) - Hex. 17 Page 1 of 1 Elev (ft) 1074.00 1070.00 1066.00 iGlfii �) I 1054.00 0 Line 14 - Hex. 17 5 10 15 20 25 30 35 40 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # o (Cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up 0118) Dn (ft) Up (ft) 14 0.82 1058.94 1060.49 1.50 0.35 0.35 1080.51 1060.84 1080.84 0.46 2.88 10.06 7.45 Project File: No. Lines: 24 Run Date: 10 -08 -2008 H""ft. Sro s.. Me m m m m m m m m m m m m m m m m i m m Line Profile (Line 15) - Roof Drains Page 1 of 1 Elev (ft) 1074.00 1070.00 MIMM 1058.00 1054.00 0 Line 15 - Roof Drains ..- -. - -I- 5 10 15 20 25 30 35 40 45 50 1074.00 1062.00 1058.00 1054.00 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (Ns) Up (ft/s) Dn (ft) Up (ft) 15 3.01 1059.29 1064.29 1.00 0.74 0.74 1060.50 1065.03j 1065.03 3.83 4.86 10.21 6.53 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hya.nw St. s..ers 2005 Line Profile (Line 16) - Hex. 14 & 15 page I of t 6ev (it) 1073.00 1070.00 1067.00 1064.00 1061.00 1058.00 0 5 Line 16 - Hex. 14 & 15 1073.00 1070.00 1067.00 1064.00 1061.00 1058.00 10 15 20 25 30 35 40 45 50 55 60 65 Reach (ft) Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 16 1.75 1061.93 1063.17 1.01 Project File: Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnd (ft) Dn Ws) Up (ft/8) Dn (ft) Up (ft) 0.50 0.50 1062.94 1063.68 j 1063.68 1.38 3.35 6.77 4.87 No. Lines: 24 Run Date: 10-08 -2008 Dario. SW. Ss 2M Elev (ft) 1070.00 ill Alill 1064.00 1062.00 1070.00 1064.00 1062.00 1060.00 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 1060.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Line Profile (Line 17) - Infiltration Basin Pagel oft Elev (ft) 1070.00 ill Alill 1064.00 1062.00 1070.00 1064.00 1062.00 1060.00 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 1060.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (tf/s) Dn (ft) Up (ft) 17 1.75 1063.17 1065.50 0.66 0.50 0.50 1063.83 1088.01 j 1088.01 2.32 3.35 4.87 2.00 Project File: No. Lines: 24 Run Date: 10-08 -2008 ryftn SWm s...., zoos Line Profile (Line 18) - Filterra 4'X 6.5' Pagel of Elev (ft) 1072.00 �.• �� w1*11- 1] 16*1 ir] 1057.00 0 Line 18 - Filterra 4' X 6.5' 5 10 15 20 25 30 35 40 I r 1063.00 1060.00 1057.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (CIS) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Mis) Up (ftts) Dn (ft) Up (ft) 18 0.44 1062.00 1066.15 0.35 0.25 0.25 1062.36 1066.40 j 1088.40 1.38 2.23 6.50 2.80 Project File: No Lines: 24 Run Date: 10-08-2008 Ryarm. eam Sw 2M M M E= MMEN M M M M M M M M eM M M M Line Profile (Line 19) - 1 Cart. Contech Page 1ofI Bey (ft) 1072.00 I:: 1-1 IM Ii 1.1 11 1057 00 Line 19 A Cart. Contech min milli 1072.00 1069.00 1066!00 1063.00 1060.00 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fus) Dn (ft) Up (ft) 19 0.21 1062.00 1 1063.87 0.36 0.17 0.17 1062.36 1064.05 j 1064.05 0.88 1.82 6.50 1.80 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hrera., sm� s..... zoos � a� a� a� a� I� � a� ■� a� a� a� a� a� r• a� a� a� a>• Line Profile (Line 20) - Contech Vault Pagel of Eley (ft) 1074.00 m � 1054.00 0 Line 20 - Contech Vault 5 10 15 20 25 30 35 40 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Mis) Up (fus) Dn (ft) Up (ft) 20 2.25 1060.10 1062.17 0.76 0.57 0.57 1060.86 1062.74 j 1062.74 2.50 3.63 9.60 7.80 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hy*r worm Se 2005 Elev (ft) 1074.00 1071.00 1059.00 0 Line 21 - Prop. 18 PVC 5 10 15 20 25 Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 21 2.25 1063.00 1066.97 0.31 Project File: 1074.00 fi[IM9 r) It -101 1062.00 1059.00 30 3S 40 45 50 55 60 65 70 Reach (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Line Profile (Line 21) - Prop. 18 PVC Paget oft Elev (ft) 1074.00 1071.00 1059.00 0 Line 21 - Prop. 18 PVC 5 10 15 20 25 Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 21 2.25 1063.00 1066.97 0.31 Project File: 1074.00 fi[IM9 r) It -101 1062.00 1059.00 30 3S 40 45 50 55 60 65 70 Reach (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ftfs) Dn (ft) Up (ft) 0.57 0.57 1063.31 1067.54 1067.54 8.40 3.63 6.97 2.74 No. Lines: 24 Run Date: 10-08 -2008 Hyenas. Sb S. 3(105 Bev (ft) 1074.00 MYNKI 1 TIT, 1 117. 1_I 106400 Line 22 - Prop. 18 PVC 1074.00 1072.00 i 1 it 1066.00 1064.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Reach (ft) Invert Elevation Depth of IF Line Profile (Line 22) - Prop. 18 PVC Pagel of Bev (ft) 1074.00 MYNKI 1 TIT, 1 117. 1_I 106400 Line 22 - Prop. 18 PVC 1074.00 1072.00 i 1 it 1066.00 1064.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Reach (ft) Invert Elevation Depth of IF Hydraulic Grade Line Velocity Cover Line # Q WS) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up I (ft) Jnct (ft) Dn fts) Up Ws) Dn (ft) Up (ft) 22 1.13 1066.97 1068.70 0.77 0.41 0.41 1067.74 1069.11j 1069.11 1.23 2.93 2.74 1.14 Project File: No. Lines: 24 Run Date: 10 -08 -2008 HYd.00w' Sm Sm 2005 Line Profile (Line 24) - Prop. Roof Drain Pagel oft Bev (ft) 1076.00 1074.00 1072.00 m 1 1 11 1.: 11 Line 24 - Prop. Roof Drain Manh e —Mal IhC r 1076.00 1074.00 1072.00 1 1 11 !aa !! I 5 10 15 0 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up MIS) Dn (ft) Up (ft) 24 1.13 1068.70 1068.80 0.51 0.45 0.45 108921 1069.25 j 1069.25 2.83 3.29 1.64 2.02 Project File: No. Lines: 24 Run Date: 10-08 -2008 "A rw amp S. zoos Line Profile (Line 23) - Prop. Roof Drain Pagel oft Bey (ft) 1074.00 1072.00 f f ff 1066.00 0 1074.00 1072.00 1070.00 1066.00 1064.00 1064.00 0 5 10 15 20 2S 30 3S 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (ds) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftis) Up (ft/s) Dn (ft) Up (ft) 23 1.13 1088.97 1067.07 0.68 0.56 0.65 1067.65 1067.63 1067.72 1.99 2.52 3.24 3.75 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Nytrrb. Smim S. Zoos 11 [1, 1 1 Pipes Design & Calculations (Hydraflow Storm Sewers 2005) (Proposed Conditions — 10 year storm) 11 1 u 1 Hydraflow Plan View 20 6 12 17 19 9 1 Project File: Proposed 10 year Storm Fve stm No. Lines: 24 10 -08 -2008 Hydratlow Storm Sewers zwo Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) M) (ft) (ft) (ft) (ft) No. 24 Prop. Roof Drain 1.73 12 c 50 1068.70 1068.80 2.002 1069.30 106936 rue 1069.36 j 22 23 Prop. Roof Drain 1.73 12 c 5.0 106697 1067.07 2.000 1067.83 1067.82 012 106794 21 22 Prop. 18 PVC 1.73 18 c 80.2 1066.97 1068.70 2 157 1067.94 1069.20 n/a 1069.20 j 21 21 Prop. 18 PVC 345 18 c 59.4 1063.00 1066.97 6.683 1063.39 1067.68 0.27 1067.68 20 20 Contech Vault 3.45 18 c 25.2 1060.10 1062.17 8.231 1061.38 1062.88 n/a 1062.88j 4 19 1 Cart. Contech 0.33 18 c 99.0 1062.00 1063.87 1.890 1052.69 1064.09 n/a 1064.09 j 7 18 Filterra 4' X 6 5' 0.70 18 c 23.5 1062.00 1066.15 17.667 1062.69 1066.47 n/a 1066.47 j 7 17 Infiltration Basin 2.88 18 c 73.8 1063.17 1065.50 3.157 1064.02 1066.15 n/a 1066.15] 16 16 Hex 14 & 15 2.88 18 c 528 1061 93 1063.17 2.350 1063.21 1063.82 nits 1063.82 j 8 15 Roof Drains 3.79 12 c 50.0 1059.29 106429 10.000 1060.97 1065.12 n/a 1065.12 j 3 14 Hex. 17 1.27 18 c 72 1058.94 1060.49 21.649 1060.97 1060.92 0.14 1060.92 2 13 Hex. 13 1334 24 c 4.3 1063.26 1063.49 5 361 1065.37 1065.38 0.29 1065.67 12 12 Hex. 12 13.34 24 c 20.8 1063.16 1063.26 0.481 1064.97 1065.05 0.29 106534 11 11 Hex. 11 13.34 24 c 125.4 1062.51 1063.16 0.519 1064.17 1064.73 0.19 1064.92 10 10 Hex. 10 13.34 36 c 337 1062.34 1062.51 0.505 1063.99 1064.00 0.17 1064.17 9 9 Hex. 9 13.34 36 c 237.2 1061 16 1062.34 0.497 1063.20 1063.56 029 1063.84 8 8 Hex.9 16.22 36 c 143.0 1060.44 1061.16 0.504 1062.61 1062.72 0.24 1062.96 7 7 Hex. 8 17.25 36 c 73.9 1060.07 1060.44 0.501 1062.14 1062.19 0.25 106244 6 6 Hex. 5 17.25 36 c 265.0 1058.75 1060.07 0 498 1061.36 1061.65 0.26 1061.91 5 5 Hex.4 17.25 36 c 12.7 1058.69 1058.75 0.475 1061.32 1061.32 0.02 1061.34 4 4 Hex.3 20.70 36 c 93.3 1058.22 1058.69 0.504 1061.00 1061.07 0.18 1061.25 3 3 Hex.2 24.49 36 c 17.4 1058.14 1058.22 0.461 1060.74 1060.76 0.21 1060.97 2 2 Hex. 1 25.76 36 c 23.9 1058.00 1058.14 0.586 1059.95 1059.98 0.50 1060.48 1 1 Tem. Creek 2576 42 c 80.0 105400 105800 5.000 1057.50 1059.55 n/a 1059.55 End Project File: Proposed 10 year Storm Event.stm Number of lines: 24 Run Date: 10 -08 -2008 NOTES: c = cir, e = ellip; b = box; Return period = 100 Yrs. ; j - Line contains hyd. jump. Hydraflow Storm Sewers 2005 M r M M M M= r M M M M M M M M M M M Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Depth Area Val Val EGL Sf Invert HGL Depth Area Val Val EGL Sf nrg head elev elev elev head elev ss (in) (cfs) T(4)5 (ft) (sgft) (fUs) (ft) (ft) M (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) M) 7(222)y ft) (K) (ft) (1) (2) (3) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (23) (24) 24 12 1.73 1068.70 1069.30 0.60 0.49 3.52 0.19 1069.49 0.697 5.0 1068.80 1069.36 0.56" 0.45 384 0.23 1069.59 0.875 0.786 n/a 1.00 0.23 23 12 1.73 1066.97 1067.83 086 0.72 2.41 009 1067.92 0.291 5.0 1067.07 1067.82 0.75 0.63 2.74 0.12 1067.94 0.379 0.335 0.017 1.00 0.12 22 18 1.73 1066.97 1067.94 097 1.21 1.43 003 1067.97 0.064 80.2 106870 1069.20 0.50" 0.52 3.34 0.17 1069.38 0.619 0.342 n/a 1.00 0.17 21 18 3.45 1063.00 1063.39 0.39' 036 9.51 141 1064.79 6.674 59.4 106697 1067.68 0.71" 0.82 4.20 0.27 1067.95 0.697 3.686 n/a 1.00 0.27 20 18 3.45 1060.10 1061.38 1.28 1.61 2.15 0.07 1061.45 0.135 25.2 1062.17 1062.88 0.71" 0.82 4.20 0.27 1063.15 0 697 0.416 n/a 1.00 0.27 19 18 0.33 1062.00 1062.69 0.69 0.80 0.41 0.00 1062.70 0.007 99.0 106387 1064.09 0.22" 0.16 2.06 0.07 1064.16 0 620 0.313 n/a 1.00 n/a 18 18 0.70 1062.00 1062.69 0.69 080 0.88 0.01 1062.70 0.031 23.5 1066.15 1066.47 0.32" 0.28 2.54 0.10 1066.57 0.600 0.315 n/a 1 00 n/a 17 18 2.88 1063.17 1064.02 0.85 1.03 2.80 0.12 1064.14 0.267 73.8 1065.50 1066.15 0.65" 073 3.94 0.24 1066.39 0.668 0.468 n/a 1.00 n/a 16 18 2.88 1061.93 1063.21 1.28 1.61 1.79 0.05 1063.26 0.094 52.8 1063.17 1063.82 0.65" 0.73 3.94 0.24 1064.06 0.668 0.381 n/a 0.56 n/a 15 12 3.79 1059.29 1060.97 1.00 0.79 4.83 0.36 106133 1.133 50.0 1064.29 1065.12 0.83" 0.69 5.46 0.46 1065.58 1.118 1.125 n/a 1.00 0.46 14 18 1.27 1058.94 1060.97 1.50 1.77 0.72 0.01 106098 0.019 7.2 1060.49 1060.92 0.43" 0.42 3.03 0.14 1061.06 0.605 0.312 n/a 1.00 0.14 13 24 13.34 1063.26 1065.37 2.00 3.14 4.25 0.28 106565 0.463 4.3 1063.49 1065.38 1.89 3.07 4.34 0.29 1065.67 0.400 0.432 0.019 1.00 0.29 12 24 13.34 1063.16 1064.97 1.81 2.99 4.46 0.31 106528 0.406 20.8 1063.26 1065.05 1.79 2.96 4.50 0.31 1065.36 0.410 0.408 0.085 0.92 0.29 11 24 13.34 1062.51 1064.17 1.66 2.79 4.79 0.36 106453 0.453 125 1063.16 1064.73 1.57 2.65 5.04 0.39 1065.13 0.503 0.478 0.599 0.48 0.19 10 36 13.34 1062.34 1063.99 1.65 3.97 3.36 0.18 1064.16 0.156 337 1062.51 1064.00 1.49 3.51 3.80 0.22 1064.23 0.217 0.187 0.063 0.75 0.17 9 36 13.34 1061.16 1063.20 2.04 5.11 2.61 0.11 1063.30 0.082 237 1062.34 1063.56 1.22 2.69 4.97 0.38 1063.94 0.448 0.265 0.628 0.75 0.29 8 36 16.22 1060.44 1062.61 2.17 5.48 2.96 0.14 1062.75 0.103 143 1061.16 1062.72 1.56 3.72 4.37 0.30 1063.02 0.276 0.189 0.271 0.80 0.24 7 36 17.25 1060.07 1062.14 2.07 5.21 3.31 0.17 1062.31 0.132 73.9 1060.44 1062.19 1.75 4.28 4.03 0.25 1062.44 0.215 0.174 0.128 1.00 0.25 6 36 17.25 1058.75 1061.36 261 6.53 264 0.11 1061.47 0.081 265 1060.07 1061.65 1.58 3.77 4.58 0.33 1061.97 0.300 0.191 0.506 0.80 0.26 5 36 17.25 1058.69 1061.32 2.63 6.56 2.63 0.11 1061.43 0.081 12.7 1058.75 1061.32 2.57 6.45 2.67 0.11 1061.43 0.083 0.082 1 0.010 0.15 0.02 4 36 20.70 1058.22 1061.00 2.78 6.83 3.03 0.14 1061.14 0.111 93.3 1058.69 1061.07 2.38 6.01 3.44 0.18 1061.25 0.136 0.124 0.115 1.00 0.18 Project File: Proposed 10 year Storm Event.stm Number of lines 24 Run Date: 10-08 -2008 Notes: ' Normal depth assumed.; " Critical depth.; j -Line contains hyd. jump. Hydraf ow Storrs Sewers 2005 M M r M M M M M M M M M M M M M M M M Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Depth Area Vol Vel EGL Sf Invert HGL Depth Area Vol Val EGL Sf Ave Enrgy head elev elev elev head elev Sf loss (in) (cam) T(45 (ft) (soft) (ftfs) (ft) (ft) ( i°1 (ft) (ft) (ft) (ft) (eQff) (tt s) (ft) (ft) M ( %) (ft) (K) (ft) (1) (2) (3) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 3 36 24.49 1058.14 1060.74 2.60 651 3.76 0.22 1060.96 0.165 174 1058.22 1060.76 2.54 6.38 3.84 0.23 1060.99 0.170 0.167 0.029 0.92 021 2 36 25.76 105800 1059.95 1.95 4.87 5.29 043 1060.39 0.345 23.9 1058.14 1059.98 1.84 4.55 567 0.50 1060.48 0.412 0.379 0.090 1 00 0.50 1 42 25.76 1054.00 1057.50 3.50 9.62 2.68 011 1057.61 0.087 80.0 1058.00 1059.55 1.55" 413 624 0.61 1060.16 0.527 0.307 n/a 0.15 n/a Project File: Proposed 10 year Storm Event.stm Number of lines: 24 Run Date: 10 -08 -2008 Notes' Normal depth assumed.; "Critical depth.; j -Line contains hyd. jump. Hydrafim Storm Se m 2005 s M ■r M M M M1=1 M M Ml Ml ■r M Hydraflow HGL Computation Procedure Pagel General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercntical flow exists and critical depth is temporarily assumed at the upstream end. A supercntical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non - circular pipes, the line rise is printed above the span Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 31 Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Crass - sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x CoL 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Dmg Easting EGL EGL EGL Energy No. Dn Up Ln No CI C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (Sgft) (sgft) (C) (C) (C) (cfs) (ft) (ft/ft) (ftlft) (ft) (Deg) (ft) (ff) (ac) (ft) (ff) (ft) (ft) (ft) 24 0.49 0.45 22 0.20 0.50 0.90 4.37 0.56 ... .... .... -90.0 0.60 0.56" 22 0.00 532.30 106949 1069.59 1069.59 0.039 23 0.72 0.63 21 020 0.50 0.90 4.36 0.56 .... .... .... -90.0 0.86 0.75 21 0.00 452.10 106792 1067.94 1068.05 0.017 22 1.21 0.52 21 0.20 0.50 0.90 13.37 0.50 .... .... .... 0.0 0.97 0.50" 21 0.00 532.30 1067.97 1069.38 1069.38 0.274 21 0.36 0.82 20 0.20 0.50 0.90 23.53 0.71 .... ... .... 90.0 0.39 0.71** 20 0.00 452.10 1064.79 1067.95 1067.95 2.189 20 1.61 0.82 4 0.20 0.50 0.90 26.11 0.71 .... .... .... -90.0 1.28 0 71** 4 0.00 392.70 1061.45 1063.15 1063.15 0.105 19 0.80 016 7 020 0.50 0.90 12.51 0.22 0.080 0.050 ... -110.0 0.69 0 22•' 7 0.00 62486 1062.70 1064.16 1064.16 0.310 18 0.80 028 7 020 0.50 0.90 38.25 0.32 0.080 0.050 6.00 40.0 0.69 032- 7 0.00 740.98 1062.70 1066.57 1066.57 0.074 17 1.03 073 16 0.20 0.50 0.90 16.17 0.65 0.080 0.050 ... 30.0 0.85 0.65" 16 0.00 652.18 1064.14 1066.39 1066.39 0.345 16 1.61 073 8 0.20 0.50 0.90 13.95 0.65 .... .... .... -50.0 1.28 0.65" 8 0.00 677.43 1063.26 1064.06 1064.06 0.201 15 0.79 069 3 0.20 0.50 0.90 11.26 0.83 .... .... .... -65.0 1.00 0.83" 3 0.00 320.55 1061 33 106558 1065.58 0.563 14 1.77 0.42 2 0.20 0.50 0.90 42.35 0.43 0.080 0.050 ... -90.0 1.50 0.43" 2 0.00 279.61 106098 1061 06 1061.06 0.022 13 3.14 3.07 12 0.20 0.50 0.90 4539 1.29 0.080 0.050 6.00 65.0 2.00 1.89 12 0.00 549.84 106565 1065.67 1065.96 0.019 12 2.99 2.96 11 0.20 0.50 0.90 1359 1.29 .... .... .... 25.0 1.81 1.79 11 0.00 549.84 1065.28 1065.36 1065.65 0.085 11 2.79 2.65 10 0.20 0.50 0.90 14.12 1.29 .... .... .... 45.0 1.66 1.57 10 0.00 568.69 1064.53 1065.13 1065.32 0.599 10 3.97 3.51 9 0.20 0.50 0.90 41.08 1.16 .... .... .... 45.0 1.65 1.49 9 0.00 694.04 1064.16 1064.23 1064.40 0.063 9 5.11 2.69 8 0.20 0.50 0.90 40.76 1.16 .... .... .... 0.0 2.04 1.22 8 0.00 717.84 1063.30 1063.94 1064.23 0.628 8 5.48 3.72 7 0.20 0.50 0.90 41.02 1.28 .... .... .... 40.0 2.17 1.56 7 0.00 717.84 1062.75 1063.02 1063.25 0.271 7 5.21 4.28 6 0.20 0.50 0.90 40.90 1.32 .... .... .... -50.0 2.07 1.75 6 0.00 717.84 106231 1062.44 1062.70 0.128 6 6.53 3.77 5 0.20 0.50 0.90 40.79 1.32 .... .... .... 00 2.61 1.58 5 0.00 670.35 1061.47 1061.97 1062.23 0.506 5 656 6.45 4 0.20 0.50 0.90 39.83 1.32 .... .... .... 00 2.63 2.57 4 0.00 405.35 1061.43 1061.43 1061.45 0.010 4 6.83 6.01 3 0.20 0.50 0.90 41.03 1.45 .. .... .... 0.0 2.78 2.38 3 0.00 392.70 1061.14 1061.25 1061.44 0.115 Project File: Proposed 10 year Storm Event.stm Number of lines: 24 Date: 10-08 -2008 NOTES: "Critical depth Hydra0aw Storm Sewers 2005 MyReport Page 2 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Deg Depth Depth DnStm Drng Easting EGL EGL EGL Energy No. Din Up Ln No C1 C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Din Up Jnct Loss (sqft) (sgft) (C) (C) (C) (cfs) (ft) (it/ft) (ftt t) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 3 6.51 6.38 2 0.20 0.50 0.90 39.23 1.58 .. ... .... 20.0 260 2.54 2 0.00 299.42 1060.96 1060.99 1061.20 0.029 2 4.87 4.55 1 0.20 0.50 0.90 44.24 1.62 .... ... .... 0.0 195 1.84 1 0.00 282.06 1060.39 1060.48 1060.98 0.090 1 9.62 4.13 n/a 0.20 0.50 0.90 194.97 1.55 .. .. .. -20.0 3.50 1.55" Outfall 0.00 259.60 1057.61 1060.16 1060.16 0.246 Project File: Proposed 10 year Storm Event.stm Number of lines 24 Date: 10 -08 -2008 NOTES. "Critical depth Hydmflow Sloop sewers 2005 MyReport Page 3 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CzA Q Depth Eff ID (cfs) (ft/ft) (ft/ft) (Sgft) (ft) (tt) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) ( %) 1.73 0.786 0.697 .... ... .... 107134 1071.82 .... .... .... .... 1069.30 1069.36 j 1069.36 1069.27 1069.28 000 1.73 .... .... 1.73 0.335 0.291 .... .... .... 1071.21 1071.82 .... 1067.83 1067.82 1067.94 .... 0.00 1.73 1.73 0 342 0.064 .... .... .... 1071.21 1071.34 .... .... .... 1067.94 1069.201 1069.20 1067.93 1067.59 0.00 1.73 .... 3.45 3.686 6.674 .... .... .... 1071.47 1071.21 .... .... 1063.39 1067.68 1067.68 .... 0.00 3.45 3.45 0.416 0.135 .... .... .... 1071.20 107147 ... .... .... .... 1061.38 1062.88 j 1062.88 1061.23 1061.28 0.00 3.45 .... 0.33 0.313 0.007 2.00 4.00 2.00 1070.00 1067.17 004 Sag 3.75 2.00 1062.69 1064.09 j 106409 1062.68 1062.57 0.00 0.33 0.04 100 0.70 0.315 0.031 .... .... .... 1070.00 1070.45 016 Sag 1.99 2.00 1062.69 1066.47 j 106647 1062.73 1062.87 0.00 0.70 0.16 100 2.88 0.468 0.267 2.00 4.00 2.00 1069.54 1069.00 0.19 Sag 9.42 2.00 1064.02 1066.15 j 106615 1064.05 1063.99 000 288 0.19 100 2.88 0.381 0.094 .... .... .... 1070.20 1069.54 .. .... .... .... 1063.21 1063.82 j 1063.82 1063.20 1062.76 0.00 288 .... .... 3.79 1.125 1.133 .... .... .... 1070.50 1071.82 ... ... .... .... 1060.97 1065.12 j 1065.12 1060.79 1060.70 0.00 379 .... .... 1.27 0.312 0.019 2.00 4.00 2.00 1070.50 1069.44 0.11 Sag 6.30 2.00 1060.97 1060.92 1060.92 .. ... 0.00 127 0.11 100 13.34 0.432 0.463 ... ... .. 1070.84 1070.67 0.77 Sag 14.27 2.00 1065.37 1065.38 1065.67 ... .... 0.00 13.34 0.88 100 13.34 0.408 0.406 .... .... .... 107084 1070.84 .... .... .... 1064.97 1065.05 1065.34 .... 0.00 13.34 13.34 0.478 0.453 .... .... .... 107201 107084 .... .... .... 1064.17 106473 1064.92 .... 0.00 13.34 13.34 0.187 0.156 .... .... .... 107240 1072.01 .... .... .... 1063.99 1064.00 1064.17 ... 0.00 13.34 13.34 0.265 0.082 .... .... .... 1070.20 1072.40 .... .... .... 1063.20 1063.56 106384 .... 000 13.34 16.22 0.189 0 103 .... .... ... 1070.00 1070.20 .... .... .... .... 1062.61 1062.72 1062.96 .... 0.00 1622 17.25 0.174 0.132 .... .... .... 1070.50 1070.00 .... .... .... 1062.14 1062.19 1062.44 .... 0.00 17.25 17.25 0.191 0.081 .... .... .... 1071.50 1070.50 .... .... ... 1061.36 1061.65 1061.91 .... 0.00 17.25 17.25 0.082 0.081 .... .... .... 1071.20 1071.50 .... .... .... 1061.32 106132 1061.34 .... 0.00 17.25 20.70 0.124 0.111 ... .... .... 1070.50 1071.20 ... .... .... 1061 00 1061.07 1061 25 ... 0.00 2070 Project File: Proposed 10 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES: -Critical depth Hydra0" St. Sewers 2005 MyReport Page 4 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (ft/ft) (wft) (sgft) (ft) (ft) (ft) (ft) (ft) (ftfft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) lei ) 24.49 0.167 0.165 .... 1070 50 1070.50 .... 1060.74 1060 76 1060.97 .... .... 0.00 24.49 ... .... 25.76 0.379 0.345 .... ... ... 1070 50 1070.50 .... .... .... .... 1059.95 1059 98 1060.48 ... .... 0.00 25.76 ... .... 25.76 0.307 0.087 .... .... .... 1067.00 1070.50 .... .... ... ... 1057.50 1059.55 j 1059.55 1057.45 1056.37 0.00 25.76 .... Project File: Proposed 10 year Storm Event stm Number of lines: 24 Date: 10 -08-2008 NOTES: " Critical depth Hydre0ow Storm Sewers 2005 MyReport Page 5 Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Do Up Loc Len mp D mp U Cceff Type Q RCP CMP ID Length Size Slope (ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (S) (5) (E) (ft) (in) (°7,) Sag ... 0.0 0.00 0.00 1068.70 1068.80 0.50 2.50 0.23 0.27 1.00 MH 1.73 270 243 Prop. Roof Drain 5.00 12 2.00 Sag .... 0.0 0.00 0.00 1066.97 1067.07 .... .... 0.00 0.00 1.00 MH 1.73 305 275 Prop. Roof Drain 5.00 12 2.00 Sag ... 0.0 0.00 0.00 1066.97 1068.70 8.02 3.91 0.05 0.41 1.00 MH 1.73 3,380 3,042 Prop. 18 PVC 8020 18 2.16 Sag ... 0.0 0.00 0.00 1063.00 1066.97 .... .... 0.00 0.00 1.00 MH 3.45 2,990 2,691 Prop. 18 PVC 59.40 18 6.68 Sag ... 0.0 0.00 0.00 1060.10 1062.17 5.03 3.56 0.27 0.82 1.00 MH 3.45 1,600 1,440 Contech Vault 25.15 18 8.23 Sag 3.75 0.0 0.00 0.00 1062.00 1063.87 19.79 1.55 0.02 0.15 1.00 Dp -Grate 0.33 4,690 4,221 1 Cart. Contech 98.95 18 1.89 Sag 1.99 0.0 0.00 0.00 1062.00 1066.15 2.35 1.60 0.10 0.56 1.00 Curb 0.70 1,228 1,105 Filterra 4'X 65 23.49 18 17.67 Sag 9.42 0.0 0.00 0.00 1063.17 1065.50 7.38 3.24 0.24 0.54 1.00 Dp -Grate 2.88 3,410 3,069 Infiltration Basin 73.81 18 3.16 Sag ... 0.0 0.00 0.00 1061.93 1063.17 10.55 5.10 0.08 0.59 0.56 MH 2.88 2,800 2,520 Hex. 14 & 15 52.76 18 2.35 Sag 0.0 0.00 0.00 1059.29 1064.29 5.00 5.00 0.36 2.43 1.00 MH 3.79 2,438 2,194 Roof Drains 5000 12 10.00 Sag 6.30 0.0 0.00 0.00 1058.94 1060.49 .... .... 0.00 0.00 1.00 Dp -Grate 1.27 555 500 Hex. 17 7.16 18 21.65 Sag 14.27 0.0 0.00 0.00 1063.26 1063.49 .... .... 0.00 0.00 1.00 Curb 13.34 380 342 Hex. 13 4.29 24 5.36 Sag .... 0.0 0.00 0.00 1063.16 1063.26 .... .... 0.00 0.00 0.92 None 13.34 1,370 1,233 Hex. 12 20.80 24 0.48 Sag .... 0.0 0.00 0.00 1062.51 1063.16 .... .... 0.00 0.00 0.48 None 13.34 8,155 7,340 Hex. 11 125.35 24 0.52 Sag .... 0.0 0.00 0.00 1062.34 1062.51 .... .. 0.00 0.00 0.75 MH 13.34 2,724 2,452 Hex. 10 33.66 36 0.51 Sag .... 0.0 0.00 0.00 1061.16 1062.34 .... ... 0.00 0.00 0.75 None 13.34 18,284 16,456 Hex.9 237.23 36 0.50 Sag ... 0.0 0.00 0.00 1060.44 1061.16 .... .... 0.00 0.00 0.80 MH 16.22 11,018 9,916 Hex 9 143.01 36 050 Sag .... 0.0 0.00 0.00 1060.07 106044 .... .... 0.00 0.00 1.00 None 17.25 6,028 5,425 Hex. 8 7389 36 0.50 Sag .... 0.0 0.00 0.00 1058.75 106007 .... .... 0.00 0.00 0.80 None 17.25 23,104 20,794 Hex.5 265.00 36 0.50 Sag .... 0.0 0.00 0.00 1058.69 105875 .... .... 0.00 0.00 0.15 None 17.25 1,320 1,188 Hex.4 12.65 36 0.47 Sag .. 0.0 0.00 0.00 1058.22 1058.69 .. .. 0.00 0.00 1.00 None 20.70 8,726 7,853 Hex.3 93.28 36 0.50 Project File: Proposed 10 year Storm Event.stm Number of lines 24 Date: 10 -08 -2008 NOTES: Intensity = 28.56 / (Inlet time + 0.20) " 0.65 - Return period = 100 Yrs. ; " Critical depth Hydrafl. Storm Sewers 2005 MyReport Page 6 Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len Jmp Dr Jmp Ur Coeff Type Q RCP CMP ID Length Size Slope (ft) (min) ( in/hr) (in/hr) (ft) M (ff) (ft) (ft) (ft) (cfs) (5) (E) (S) (ft) (in) ( %) Sag .... 0.0 0.00 0.00 1058.14 105822 .. .... 0.00 0.00 0.92 None 24.49 1,734 1,561 Hex.2 17.36 36 0.46 Sag .... 0.0 0.00 0.00 1058.00 1058.14 ... .... 0.00 0.00 1.00 None 25.76 2,332 2,099 Hex.1 23.90 36 0.59 Sag ... 0.0 0.00 0.00 1054.00 1058.00 16.00 13.27 0.17 2.68 0.15 None 25.76 7,770 6,993 Tem. Creek 8000 42 5.00 Project File Proposed 10 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES: Intensity = 28.56 / (Inlet time + 0.20) ^ 0.65 - Return period = 100 Yrs. ; " Critical depth Hydrallm Storm Sewers 2005 MyReport Page 7 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Total Vel Vel Vel Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA Runoff Ave Dn Hd Dn (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) (cfs) (ft's) (ft/s) (ft) Cir .... .... 0.015 n/a 230.59 0.04 .... .... .... 12 0.00 12 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 3.68 3.52 0.19 Cir .... .... 0.015 0.12 230.59 0.04 .... .... .... 12 0.00 12 0.00 0.00 0.00 0.0 ... 000 0.00 0.00 2.58 2.41 0.09 Cir .... ... 0.015 n/a 225.59 1.37 .... .... .... 18 0.00 18 0.00 000 0.00 0.0 ... 0.00 0.00 0.00 2.39 143 003 Cir ... ... 0.015 0.27 225.59 0.51 .... .... ... 18 0.00 18 0.00 0.00 0.00 1.4 ... 0.00 0.00 000 6.85 9.51 1.41 Cir .. ... 0.015 n/a 225.59 0.21 .... .... .. 18 0.00 18 0.00 0.00 0.00 1.9 .... 0.00 000 0.00 3.17 2.15 0.07 Cir .... .... 0.015 n/a 290.88 8.83 0.00 0.33 0.00 18 0.00 18 000 0.00 0.00 0.0 .... 0.00 0.00 0.00 1.24 0.41 0.00 Cir 0.00 ... 0.015 n/a 261.12 0.99 0.00 0.70 0.00 18 0.00 18 000 0.00 0.00 0.0 6.0 0.00 0.00 0.00 1.71 0.88 0.01 Cir .... .... 0.015 n/a 503.32 0.75 0.00 2.88 0.00 18 0.00 18 000 0.00 0.00 0.0 ... 0.00 0.00 0.00 3.37 2.80 0.12 Cir .... .... 0.015 n/a 433.96 0.54 .... .... .... 18 0.00 18 0.00 0.00 0.00 0.8 .... 0.00 0.00 0.00 2.87 1.79 005 Cir .. ... 0.013 n/a 245.75 0.17 ... .... .... 12 0.00 12 0.00 000 0.00 0.0 .... 0.00 0.00 0.00 5.15 4.83 0.36 Cir .... .... 0.015 0.14 207.16 0.17 0.00 127 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 1.88 0.72 0.01 Cir 2.00 .... 0.015 0.29 674.16 0.02 0.00 13.34 0.00 24 0.00 24 0.00 0.00 000 0.0 6.0 0.00 000 0.00 4.29 4.25 0.28 Cir .... .... 0.015 0.29 669.87 0.08 .... .... .... 24 0.00 24 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 4.48 4.46 0.31 Cir .... .... 0.015 0.19 661.08 0.49 .... .... ... 24 0.00 24 0.00 0.00 0.00 0.1 .... 0.00 0.00 0.00 4.91 4.79 0.36 Cir .... .... 0.015 0.17 661.08 0.30 .... .... ... 36 0.00 36 000 0.00 0.00 06 .... 0.00 0.00 0.00 3.58 3.36 0.18 Cir .... .... 0.015 0.29 63728 2.10 .... .... .... 36 0.00 36 0.00 0.00 0.00 0.9 .... 0.00 0.00 0.00 3.79 2.61 0.11 Cir .... .... 0.015 0.24 400.05 1.04 .... .... .... 36 0.00 36 0.00 0.00 0.00 3.0 ... 0.00 0.00 0.00 3.66 2.96 0.14 Cir .... .... 0.015 0.25 257.04 0.50 .... .... .... 36 0.00 36 0.00 0.00 0.00 8.8 .... 0.00 0.00 0.00 367 3.31 017 Cir .... .... 0.015 0.26 200.44 1.81 .... .... .... 36 0.00 36 0.00 0.00 0.00 9.3 .... 000 0.00 0.00 3.61 2.64 0.11 Cir .... .... 0.015 0.02 200.44 0.09 .... .... .... 36 0.00 36 0.00 0.00 0.00 11.1 .... 0.00 0.00 000 2.65 263 0.11 Cir ... .... 0.015 0.18 200.44 0.53 .... .... .... 36 0.00 36 0.00 0.00 0.00 11.2 .... 0.00 0.00 0.00 3.24 3.03 0.14 Project File: Proposed 10 year Storm Event.stm Number of lines: 24 Date 10 -08 -2008 NOTES: -Critical depth Hydrafim Storm Sewers 2005 MyReport Page 8 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Total Val Val Vel Type Depr Gutter Pipe Loss Y Travel gyp Capt Carry Rise Coeff Span All A2 A3 Ht Area CxA Runoff Ave Din Hd Din (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) (cfs) (ft/s) (fUs) (ft) Cir .... .... 0.015 0.21 200.44 0.08 .... .... .... 36 0.00 36 0.00 000 0.00 11.8 .... 0.00 0.00 000 3.80 3.76 0.22 Cir .... .... 0.015 0.50 20044 0 11 .... .... .... 36 000 36 0.00 0.00 0.00 11.8 .... 0.00 0.00 000 5.48 5.29 0.43 Cir .... ... 0.015 n/a 192.26 0.50 .... .... .... 42 0.00 42 0.00 0.00 0.00 12.0 .... 0.00 0.00 0.00 446 268 0.11 Project File: Proposed 10 year Storm Event stm Number of lines: 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydraf m Storm Sewers 2W5 MyReport Page 9 Val Vet Cover Cover Storage Hd Up Up Dn Up (ft) (ft/s) (ft) (ft) (cft) 0.23 3.84 1.64 2.02 2.36 0.12 2.74 3.24 3.75 3.38 0.17 3.34 2.74 1.14 69.08 0.27 4.20 6.97 2.74 3491 0.27 4.20 9.60 780 31 01 0.07 2.06 6.50 1.80 4586 0.10 254 6.50 2.80 12.40 0.24 3.94 4.87 2.00 64.98 0.24 3.94 6.77 4.87 62.84 0.46 5.46 10.21 6.53 38.50 0.14 3.03 10.06 7.45 10.01 0.29 4.34 5.58 5.18 13.43 031 4.50 5.68 5.58 61.91 039 5.04 7.50 5.68 340.77 022 3.80 7.06 6.50 125.91 038 4.97 6.04 7.06 927.48 0.30 4.37 6.56 6.04 660.02 0.25 403 7.43 6.56 350.87 0.33 4.58 9.75 7.43 1385.17 0.11 2.67 9.51 9.75 82.34 0.18 3.44 9.28 9.51 601.48 Project File: Proposed 10 year Storm Event.stm Number of lines: 24 Date. 10 -08 -2008 NOTES: " Critical depth Hydrail. Stain Sewers 2005 MyReport Page 10 Vel Vel Cover Cover Storage Hd Up Up Din Up (ft) (ft/s) (ft) (ft) (Cft) 0.23 3.84 9.36 928 111.88 0.50 5.67 9.50 936 112.56 0.61 6.24 9.50 9.00 579.96 Project File: Proposed 10 year Storm Event.stm Number of lines: 24 Date. 10 -08 -2008 NOTES: "Critical depth Hydre0aw Storm Sewers 2005 =11 11M IM =11 11M I1M =11 =11 IM IM =1 1MI Line Profile (Line 1) - Tem. Creek Page 1 of t Bev (ft) 1074.00 1069.00 1064.00 1059.00 1054.00 Uns 1- Tem. Crook 1049.00 1 T .. 1 1 1 1 1 1049.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Invert Elevation Line # a Dn Up Dn (cfs) (ft) (ft) (ft) 1 25.76 1054.00 1058.00 3.50 Project File Depth of Flow P 1.q55 U ( HO snm 5....2005 Hydraulic Grade Line Velocity Cover Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftis) Up (ft/s) Dn (ft) Up (ft) 1.55 1057.50 1059.55 j 1059.55 2.68 6.24 9.50 9.00 No Lines: 24 Run Date: 10 -08 -2008 HO snm 5....2005 Elev (ft) 1074.00 Line 2 - Hex. 1 Hui ir- F Nul It o 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 1054 00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) = m ! r = m m m m m r 111=11 m m = = m m Line Profile (Line 2) - Hex. 1 Page I of I Elev (ft) 1074.00 Line 2 - Hex. 1 Hui ir- F Nul It o 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 1054 00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Mks) Up (ft1s) Dn (ft) Up (ft) 2 25.78 1058.00 1058.14 1.95 1.84 2.34 1059.95 1059.98 1080.48 5.29 5.87 9.50 9.38 Project File: No. Lines: 24 Run Date: 10-08 -2008 "AmRmSI sew. 2005 Bev (n) Linn 3 - Hex. 2 1074.00 _ 1074.00 Amg- 1070.00 1070.00 1066.00 Line Profile (Line 3) - Hex. 2 Pagel oft Bev (n) Linn 3 - Hex. 2 1074.00 _ 1074.00 Amg- 1070.00 1070.00 1066.00 1066.00 1062.00 1062.00 1058.00 1054.00 1058.00 1054.00 -9. If - 36" @D 0.46° — ins 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft1s) Up MIS) Dn (ft) Up (ft) 3 24.49 1058.14 1058.22 2.60 2.54 2.75 1080.74 1060.76 1060.97 3.76 3.84 9.36 9.28 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hydrellor Sro S...r. zoos Elev (ft) Line 4 - Hex. 3 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) m m m m m m m w m m m m m m m m IM m m Line Profile (Line 4) - Hex. 3 Pepe 1 of 1 Elev (ft) Line 4 - Hex. 3 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/8) Up (ftfs) Dn (ft) Up (ft) 4 20.70 1058.22 1058.69 2.78 2.38 2.56 1061.00 1061.07 1061.25 3.03 3.44 9.28 9.51 Project File: No. Lines: 24 Run Date: 10-08 -2008 "A.1m 5�m 5....2005 Elev (ft) 1074.00 1070.00 `I*41r] 1054.00 0 Line 5 - Hex. 4 5 10 15 20 25 30 35 40 iGfal- r] 1070.00 1066.00 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Line Profile (Line 5) - Hex. 4 Page IM1 Elev (ft) 1074.00 1070.00 `I*41r] 1054.00 0 Line 5 - Hex. 4 5 10 15 20 25 30 35 40 iGfal- r] 1070.00 1066.00 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) 1061.32 (ft UEUnje Dn (N/s) Up (ft/s) Dn (ft) Up (ft) 5 17.25 1056.69 1058.75 2.63 2.57 2.59 1064 2.63 2.67 9.51 9.75 Project File: No 4 Run Date: 10-08-2008 HO.- l Sw Se zoos 6ev (ft) Line 6 - Hex. 5 Line Profile (Line 6) - Hex. 5 Pagel of 6ev (ft) Line 6 - Hex. 5 None 1074.00 1074.00 1070.00 - 1070.00 1066.00 1066.00 1062.00 1062.00 1058.00 1058.00 1054.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 290 300 320 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) OUS) (ft1s) (ft) (ft) 6 17.25 1058.75 1060.07 2.61 1.58 1.84 1061.36 1061.65 1061.91 2.64 4.58 9.75 7.43 Project File: No. Lines: 24 Run Date: 10-08 -2008 IMM eMI e>• m m = m m m m m IM eEM eMS m Line Profile (Line 7) - Hex. 8 Papal oft Bev (ft) 1072.o0 WI WI] Line 7 - Hex. 8 1072.00 ID ,:5 i 1] 1057.00 0 5 10 15 20 25 30 3S 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Jnct (ft) Dn (ft's) Up (ft's) Dn (ft) Up (ft) 7 17.25 1060.07 1080.44 2.07 1.75 2.00 1062.14 L1062.19 1062.44 3.31 4.03 7.43 6.56 Project File: Lines: 24 Run Date: 10 -06 -2008 Rfd r s� s..,.. soon e>• m VIEW m m eOM ONE eON Me Me m ee m !, eM eOM eOM ee Line Profile (Line 8) - Hex. 9 Pagel of Bev (ft) 1072.00 Line S . Hex. 9 AA --L.. 1072.00 1069.00 1063.00 1060.00 1057.00 1 ' ' ' ' ' ' ' ' 1057.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) Hy&. Starr S. 20 Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft1s) Up (fps) Dn (ft) Up (ft) 8 16.22 1060.44 1061.16 2.17 1.56 1.80 1062.81 1062.72 1062.96 2.96 4.37 6.56 6.04 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hy&. Starr S. 20 See MINE See m m m m mIME m m011111111 Line Profile (Line 9) - Hex. 9 Page 1 of 1 Elev (ft) 1077.00 b NG11i 1 1.• i1 1065.00 1061.00 105700 Line 9 . Hex. 9 1077.00 1073.00 1069.00 1065.00 1061.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Ms) Up Mis) Dn (ft) Up (ft) 9 13.34 1061.16 1062.34 2.04 1.22 1.50 1063.20 1063.56 1063.84 2.61 4.97 6.04 7.06 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hydr.no.. Sm Sw 2005 Line Profile (Line 10) - Hex. 10 Pagel oft Bev (ft) •1 - -- Line 10 - Hex. 10 !,raft.sWrmS. zoos Line Profile (Line 11) - Hex. 11 Page 1 of, Bev (ft) 1074.00 1071.00 1068.00 1085.00 1062.00 1059 00 Line 11 - Hex. 11 NEESE ME ■ � � .. � i ��r. a�rssa esYT! _ f [q!1!rT,1 fill � ti � fiiti 1074.00 1071.00 1065.00 1062.00 1059.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftls) Up (fus) Dn (ft) Up (ft) 11 13.34 1062.51 1063.16 1.66 1.57 1.76 1064.17 1064.73 1064.92 4.79 5.04 7.50 5.68 Project File: No. Lines: 24 Run Date: 10-08 -2008 ayes.Sa S. 2M m r m m r m m m m m m IM m Line Profile (Line 12) - Hex. 12 Popp of Elw (ft) 1075.00 1072.00 1063.00 1060.00 0 Line 12 - Hex. 12 5 10 15 20 25 30 35 40 1075.00 1072.00 1069.00 1066.00 1063.00 1060.00 45 50 Reach (ft) Fy"m Stain sellers 0 Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fus) Dn (ft) Up (ft) 12 13.34 1063.16 1063.26 1.81 1.79 2.08 1064.97 1065.05 1065.34 4.46 4.50 5.68 5.58 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Fy"m Stain sellers 0 Line Profile (Line 13) - Hex. 13 Pop 1 Oft BOY (ft) 1075.00 1072.00 1. 11 1063.00 Line 13 - Hex. 13 C MENEM m 1.1 11 5 10 15 20 25 30 35 40 1075.00 1072.00 1.• 11 1063.00 1060.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (f /s) Up (f /S) Dn (ft) Up (ft) 13 13.34 1063.26 1063.49 2.00 1.89 2.18 1065.37 1065.38 1065.67 4.25 4.34 5.58 5.18 Project File: No. Lines: 24 Run Date: 10-08 -2008 RA w slam sworn 2005 IIIIMII IIIIIMI IIIIINIIIII = = m = m = m = = m m Iti m Line Profile (Line 14) - Hex. 17 Pagel oft Elev (ft) 1074.00 1070.00 1066.00 i. ii 1058.00 FT perate ne L Line 14 - Hex. 17 � 1074.00 1070.00 1058.00 1054.00 105400 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft1s) Up Ws) Dn (ft) Up (ft) 14 1.27 1058.94 1060.49 1.50 0.43 0.43 1080.97 1060.92 1060.92 0.72 3.03 10.06 7.45 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hyaanm. Stain sewers 2005 Elev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 Line 15 - Roof Drains 1074.00 `llyb iI l KIT _. F b 1062.00 1058.00 1054.00 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) ss� ss� sssil sssil s• s• s� s� s• s� � s• s� s• sssit sss� sss� a>• s� Line Profile (Line 15) - Roof Drains Pagel oft Hw (ft) Dn (ft) Up (ft) Jnct (ft) Elev (ft) 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 Line 15 - Roof Drains 1074.00 `llyb iI l KIT _. F b 1062.00 1058.00 1054.00 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cls) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn OUs) Up MIS) Dn (ft) Up (ft) 15 3.79 105929 1064.29 1.00 0.83 0.83 1060.97 1065.12 j 1065.12 4.83 5.46 10.21 6.53 Project File: No. Lines: 24 Run Date: 10-08-2008 KOWe SWMx. 2005 Line Profile (Line 16) - Hex. 14 & 15 Pagel of Bev (ft) 1073.00 1070.00 1067.00 1064.00 1061.00 1058.00 0 5 Line 16 - Hex. 14 i 15 1073.00 1070.00 1064.00 1061.00 1058.00 10 15 M Z 30 35 40 45 50 55 60 65 Reach (ft) Invert Elevation Line # Q Dn Up Dn (cis) (ft) (ft) (ft) 16 2.88 1061.93 1063.17 1.28 Project File: Depth of Flow Hydraulic Grade Line velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Ws) Up Ws) Dn (ft) Up (ft) 0.65 0.65 1063.21 1063.82 j 1063.82 1.79 3.94 6.77 4.87 No. Lines: 24 Run Date: 10 -08 -2008 Hytrelww slam s..er. 2005 Line Profile (Line 17) - Infiltration Basin Page t of I Bev (n) 1070.00 1066.00 1064.00 1062.00 1070.00 1068.00 1064.00 1062.00 1060.00 ' ' ' ' ' ' ' ' 1060.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Une# Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn MIS) Up (ftts) Dn (ft) Up (ft) 17 2.88 1063.17 1085.50 0.85 0.85 0.65 1064.02 1066.15j 1066.15 2.80 3.94 4.87 2.00 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hya.now SM Sc an 2005 Line Profile (Line 18) - Filterra 4'X 6.5' Page 1 of 1 Be' (ft) Line 18 - Fiiteffs V X 665'' 1072.00 None 1072.00 1069.00 1069.00 1066.00 1066.00 _ 1063.00 1063.00 r _ 1060.00 1060.00 7 1057.00 1057.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/5) (ft/s) (ft) (ft) 18 0.70 1062.00 1086.15 0.69 0.32 0.32 1062.69 1066.47j 1066.47 0.88 2.54 6.50 2.80 Project File: No. Lines: 24 Run Date: 10 -08 2008 Bev (ft) 1072.00 1111 A I... Line 19 -1 Cart. Contech 1060.00 1057.00' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Vebcity Line Profile (Line 19) - 1 Cart. Contech Page 1 of 1 Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Bev (ft) 1072.00 1111 A I... Line 19 -1 Cart. Contech 1060.00 1057.00' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Vebcity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fUs) Dn (ft) Up (ft) 19 0.33 1062.00 1063.87 0.69 0.22 0.22 1062.69 1064.09 j 1064.09 0.41 2.06 6.50 1.80 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hyarw Sm se.er. 2005 m m m m Ili m = = == m m m m m Line Profile (Line 20) - Contech Vault Pagel oft Elev (ft) 1074.00 1070.00 H(T ,11.11 1058.00 1054.00 0 Lin@ 20 - Contech Vault 5 10 15 20 25 30 35 40 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn fts) Up (ftfs) Dn (ft) Up (ft) 20 3.45 1060.10 1062.17 1.28 0.71 0.71 1061.38 1062.88 j 1062.88 2.15 4.20 9.60 7.80 Project File: No. Unes: 24 Run Date: 10-08 -2008 MyOn Sm S. zoos Ekw (ft) 1074.00 1071.00 ill-4:11-11 I. 11 %e 11 Line 21 - Prop. 18 PVC 5 10 15 20 25 30 35 40 45 50 55 Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 21 3.45 1063.00 1066.97 0.39 Project File: 1074.00 1071.00 1065.00 1062.00 1059.00 60 65 70 Reach (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Line Profile (Line 21) - Prop. 18 PVC Page I d1 Ekw (ft) 1074.00 1071.00 ill-4:11-11 I. 11 %e 11 Line 21 - Prop. 18 PVC 5 10 15 20 25 30 35 40 45 50 55 Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 21 3.45 1063.00 1066.97 0.39 Project File: 1074.00 1071.00 1065.00 1062.00 1059.00 60 65 70 Reach (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up M/S) Dn (ft) Up (ft) 0.71 0.71 1063.39 1067.68 1067.68 9.51 4.20 6.97 2.74 No. Lines: 24 Run Date: 10 -08 -2008 HrR.lb. swim Sa 20 Line Profile (Line 22) - Prop. 18 PVC Pagel oft her (ft) 1074.00 1072.00 1070.00 1066.00 1064 00 Line 22 - Prop. 18 PVC Emmm mimmmmmmmm= ON I SUM ��.rlt•� ■_ ■_■ ■_ ■_ ■ ■ ■_ ■_ 1074.00 1072.00 1070.00 1066.00 1064.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Reach (ft) Line # Q (cfs) Invert Elevation Cover Dn (ft) Up (ft) Dn (ft) 22 1.73 1066.97 1068.70 0.97 Project File: Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ftfs) Dn (ft) Up (ft) 0.50 0.50 1067.94 1069.20j 1069.20 1.43 3.34 2.74 1.14 No. Lines: 24 Run Date: 10 -08 -2008 Ho Sb Sews. 2" Bev (ft) 1076.00 1074.00 1072.00 METI—IDIT1�1z 1.: 1i Line 24 - Prop. Roof Drain - -�- i ='Mi•iti♦i• 5 10 15 20 25 30 35 40 1076.00 1074.00 1072.00 1070.00 �.: iri, 1066.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line Profile (Line 24) - Prop. Roof Drain Pagel of Up (ft) Hw (ft) Dn (ft) Up (ft) Bev (ft) 1076.00 1074.00 1072.00 METI—IDIT1�1z 1.: 1i Line 24 - Prop. Roof Drain - -�- i ='Mi•iti♦i• 5 10 15 20 25 30 35 40 1076.00 1074.00 1072.00 1070.00 �.: iri, 1066.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (Cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fUs) Dn (ft) Up (ft) 24 1.73 1088.70 1068.80 0.60 0.56 0.56 1069.30 1069.36 j 1069.36 3.52 3.84 1.64 2.02 Project File: No. Lines: 24 Run Date: 10 08 2008 Hyarww s..s. zoos Bev (ft) 1074.00 1072.00 i_ *: XI, .. rr� 1074.00 1072.00 1070.00 1068.00 1066.00 I.' 11 I•' I 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Fbw Hydraulic Grade Line Velocity I Cover Line Profile (Line 23) Up (ft) - Prop. Roof Drain Pagel oft Bev (ft) 1074.00 1072.00 i_ *: XI, .. rr� 1074.00 1072.00 1070.00 1068.00 1066.00 I.' 11 I•' I 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Fbw Hydraulic Grade Line Velocity I Cover Line # Q (mss) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftfs) Up Ws) Dn (ft) Up (ft) 23 1.73 1066.97 1067.07 0.86 0.75 0.87 1067.83 1067.82 1067.94 2.41 2.74 3.24 3.75 Project File: No. Lines: 24 Run Date: 10 -08 -2008 HOMMO v Sb se.ei. zoos Pipes Design & Calculations (Hydraflow Storm Sewers 2005) ' (Proposed Conditions — 100 year storm) Hydraflow Plan View oafam - Project File: Proposed 100 year Storm Event.stm No. Lines: 24 10 -08 -2008 Hydrafl w Storm Sewers 2005 11 1 [1 1 1 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dr s No. rate size length EL Din EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 24 Prop. Roof Drain 276 12 c 5.0 1068.70 1068.80 2.002 1069.38 1069.51 0.34 1069.84 22 23 Prop. Roof Drain 2.76 12 c 5.0 1066.97 1067.07 2000 1068.05 1068.07 0.19 1068.26 21 22 Prop. 18 PVC 2.76 18 c 802 1066.97 1068.70 2.157 1068.22 1069.33 n/a 1069.33 j 21 21 Prop. 18 PVC 5.52 18 c 59.4 106300 106697 6.683 1063.50 106787 We 1067.87 20 20 Contech Vault 552 18 c 25.2 1060 10 1062.17 8.231 1062.77 1063.07 n/a 1063.07 j 4 19 1 Cart. Contech 050 18 c 99.0 106200 106387 1.890 1064.04 1064.17 0.06 1064.23 7 18 Filterra 4' X 6.5' 1.09 18 c 23.5 1062.00 1066.15 17 667 1064.04 1066.55 We 1066.55 j 7 17 Infiltration Basin 4.56 18 c 73.8 1063.17 1065.50 3.157 1064.53 1066.32 n/a 1066.32 16 16 Hex. 14 & 15 4.56 18 c 52.8 1061.93 1063.17 2.350 1064.33 1064.44 0.07 1064.51 8 15 Roof Drains 5.64 12 c 50.0 105929 106429 10.000 1061.91 1065.24 We 1065.24 3 14 Hex. 17 2.05 18 c 7.2 1058.94 1060.49 21.649 1061.85 1061.85 0.02 1061.88 2 13 Hex. 13 1983 24 c 4.3 1063.26 1063.49 5 361 1067.24' 1067.28" 062 1067.90 12 12 Hex. 12 19.83 24 c 20.8 1063.16 1063.26 0.481 1066.45' 1066.67' 0.57 1067.24 11 11 Hex. 11 19.83 24 c 125.4 1062.51 1063.16 0.519 1064.87' 1066.15' 0.30 1066.45 10 10 Hex. 10 19.83 36 c 33.7 1062.34 1062.51 0.505 1064.70 1064.72 0.15 1064.87 9 9 Hex.9 19.83 36 c 237.2 1061.16 1062.34 0.497 1064.31 1064.55 0.15 1064.70 8 8 Hex. 9 24.39 36 c 143.0 1060.44 1061.16 0 504 1063.86 1064.10 0.15 1064.25 7 7 Hex.8 25.98 36 c 73.9 1060.07 1060.44 0.501 1063.48' 1063.63' 0.21 1063.84 6 6 Hex. 5 2598 36 c 265.0 1058.75 1060.07 0.498 1062.77' 1063.31' 0.17 1063.48 5 5 Hex. 4 25.98 36 c 127 1058.69 1058.75 0.475 1062.72' 1062.74* 0.03 106277 4 4 Hex 3 31.50 36 c 93.3 1058.22 105869 0 504 1062.03' 1062.31' 0.31 1062.62 3 3 Hex. 2 37.14 36 c 17.4 105814 105822 0.461 1061.44' 1061.52' 0.39 1061.91 2 2 Hex. 1 39.19 36 c 23.9 1058.00 1058.14 0.586 1060.26 1060.37 075 1061.12 1 1 Tem. Creek 39.19 42 c 80.0 1054.00 1058.00 5.000 1057.50 105992 n1a 1059.92 End Project File: Proposed 100 year Storm Event stm Number of lines: 24 Run Date' 10 -08 -2008 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; 'Surcharged (HGL above crown). ; j - Line contains hyd jump. Hydratlow Slom Sewers 2035 M r M Hydraulic M M r M M M M M M M M M M M M M Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Val Val EGL Sf HG pth Area Val Val EGL Sf Ave Enrgy elev elev head elev , el head elev, Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ftls) (ft) (ft) M (ft) ff801 ft) (sgft) (ft/s) (ft) (ft) M) (e7o) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) 5) (16) (17) (18) (19) (20) (21) (22) (23) (24) 24 12 2.76 1068.70 1069.38 0.68 0.57 4.88 0.37 1069.75 1.249 5.0 71" 0.59 4.65 0.34 1069.84 1.112 1.180 0.059 1.00 0.3 4 23 12 2.76 1066.97 1068.05 1.00 0.79 3.51 019 1068.25 0.800 5.0 1067.07 1068.07 1.00 0.79 3.51 0.19 1068.26 0.795 0.797 0.040 1.00 0.19 22 18 2.76 1066.97 1068.22 1.25 1.57 1.76 005 1068.27 0.090 80.2 1068.70 1069.33 0.63" 0.71 3.88 0.23 1069.57 0.663 0.376 n/a 1.00 0.23 21 18 5.52 1063.00 1063.50 0.49' 0.51 10.86 1.83 1065.33 6.665 59.4 1066.97 1067.87 0.90" 110 5.01 0.39 1068.26 0.824 3.745 We 1.00 n/a 20 18 5.52 1060.10 1062.77 1.50 1.77 3.12 0.15 1062.93 0.368 25.2 1062.17 1063.07 0.90" 1.10 5.01 0.39 1063.46 0.824 0.596 n/a 1.00 n/a 19 18 0.50 1062.00 1064.04 1.50 1.77 0.28 0.00 1064.05 0.003 99.0 1063.87 1064.17 0.30 0.25 197 0.06 1064.23 0.382 0.192 0.190 1.00 0.06 18 18 1.09 1062.00 1064.04 1.50 1.77 0.62 0.01 1064.05 0.014 23.5 1066.15 1066.55 0.40" 0.38 2.90 0.13 1066.68 0.602 0.308 n/a 1.00 We 17 18 4.56 1063.17 1064.53 1 36 1.69 2.70 0.11 1064.65 0.219 73.8 106550 1066.32 0.82" 0.98 4.65 0.34 1066.65 0.761 0.490 n/a 1 00 0.34 16 18 4.56 1061.93 1064.33 1 50 1.77 2.58 0.10 1064.44 0.251 52.8 1063 17 1064.44 1.27 1.59 2.86 0.13 1064.57 0 238 0.245 0.129 0.56 0.07 15 12 5.64 1059.29 1061.91 1.00 0.77 7.18 0.80 1062.71 2.509 50.0 1064.29 1065.24 0.95" 0.77 7.34 0.84 1066.07 2.169 2.339 We 1.00 0.84 14 18 2.05 1058.94 1061.85 1.50 1.77 116 0.02 1061.87 0.051 7.2 1060.49 1061.85 1.36 1.69 1.22 0.02 1061.88 0.044 0.048 0.003 1.00 0.02 13 24 19.83 1063.26 1067.24 2.00 3.14 631 0.62 1067.85 1.024 4.3 1063.49 1067.28 2.00 3.14 6.31 0.62 1067.90 1.023 1.024 0.044 1.00 0.62 12 24 19.83 1063.16 1066.45 2.00 3.14 6.31 0.62 1067.07 1.024 20.8 1063.26 1066.67 2.00 3.14 631 0.62 1067.28 1.023 1.024 0.213 0.92 0.57 11 24 19.83 1062.51 1064.87 2.00 3.14 6.31 0.62 1065.49 1.024 125 1063.16 1066.15 200 3.14 6.31 0.62 1066.77 1 023 1.024 1.283 048 0.30 10 36 19.83 1062.34 1064.70 236 5.97 3.32 0.17 1064.87 0.127 33.7 1062.51 1064.72 2.21 5.59 3.55 0.20 1064.92 0.147 0.137 0.046 0.75 0.15 9 36 19.83 1061.16 1064.31 3.00 707 2.81 0.12 106444 0.118 237 1062.34 1064.55 2.21 5.59 3.55 0.20 1064.75 0.147 0.132 0 314 0.75 015 8 36 24.39 1060.44 1063.86 3.00 707 3.45 0.19 1064.05 0.178 143 1061.16 1064.10 2.94 7.03 3.47 0.19 1064.29 0.159 0.169 0.241 0.80 0.15 7 36 25.98 1060.07 1063.48 3.00 7.07 3.68 0.21 1063.69 0.202 73.9 1060.44 1063.63 3.00 7.07 3.68 0.21 106384 0.202 0.202 0.149 1.00 0.21 6 36 25.98 1058.75 1062.77 3.00 7.07 3.68 0.21 1062.98 0.202 265 1060.07 1063.31 3.00 7.07 368 0.21 1063.52 0.202 0.202 0.535 0.80 0.17 5 36 25.98 1058.69 106272 3.00 7.07 3.68 0.21 1062.93 0.202 12.7 1058.75 1062.74 3.00 7.07 3.68 0.21 1062.95 0.202 0.202 0 026 0.15 003 4 36 31.50 1058.22 1062.03 3.00 7.07 4.46 0.31 1062.34 0.297 93.3 1058.69 1062.31 3.00 7.07 4.46 0.31 1062.62 0 297 0.297 0 277 1.00 0.31 Project File: Proposed 100 year Storm Event.stm Number of lines: 24 Run Date 10-08 -2008 Notes: ' Normal depth assumed.; " Critical depth.; j -Line contains hyd. jump. Hydrenow Sroim Sewers 2005 M M M Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Depth Area Vel Vel EGL Sf Invert HGL Depth Area Val Val EGL Sf Ave Enrgy head elev elev elev head elev Sf loss (in) (cis) T(45 (ft) (sgft) (ftfs) (ft) (ft) ( %) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) M (ft) (K) (ft) (1) (2) (3) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 3 36 37.14 1058.14 1061.44 3.00 7.07 5.26 0.43 1061.87 0.413 17.4 1058.22 1061.52 3.00 7.07 5.25 0.43 1061.94 0.413 0.413 0.072 0.92 0.39 2 36 39.19 1058.00 1060.26 2.26 5.71 6.86 0.73 1060.99 0.547 23.9 1058.14 1060.37 2.23 5.65 6.94 075 1061.12 0.562 0.555 0.133 1.00 0.75 1 42 39.19 1054.00 1057.50 3.50 9.62 4.07 0.26 1057.76 0.202 80.0 1058.00 1059.92 1.92" 5.39 7.27 0.82 1060.74 0.597 0.399 n/a 0.15 n/a Project File Proposed 100 year Storm Event.stm Number of lines: 24 Run Date: 10 -08 -2008 Notes' ' Normal depth assumed.; " Critical depth.; I -Line contains hyd. jump. Hydrall. Sloan Sewers 2005 M M M M i 1=1 1=1 M M M i S 1=1 M 1=1 M M M M Hydraflow HGL Computation Procedure Page General Procedure- Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non - circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross - sectional area of the flow at the upstream end Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16) Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Dell Depth Depth DnStm Drng Easting EGL EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sgft) (sgft) (C) (C) (C) (cfs) (k) (ft/ft) (ft/k) (ft) (Deg) (ft) (ft) (ac) (k) (ft) (ft) (ft) (k) 24 0.57 0.59 22 0.20 0.50 090 437 070 .... .... .... -90.0 0.68 0.71" 22 0.00 532.30 1069.75 1069.84 1070.18 0.059 23 0.79 0.79 21 0.20 0.50 0.90 4.36 0.70 .... .... .... -90.0 1.00 1.00 21 0.00 452.10 1068.25 1068.26 1068.45 0.040 22 1.57 071 21 0.20 0.50 090 13.37 0.63 ... .... .... 0.0 1.25 0.63•• 21 0.00 532.30 1068.27 1069.57 1069.57 0.302 21 0.51 1.10 20 0.20 0.50 0.90 2353 0.90 .... .... .... 90.0 0.49 0.90" 20 0.00 452.10 1065.33 1068.26 1068.26 2.224 20 1.77 1.10 4 0.20 0.50 0.90 26.11 0.90 .... .... .... -90.0 1.50 0.90" 4 0.00 392.70 1062.93 1063.46 1063.46 0.150 19 1.77 025 7 0.20 0.50 0.90 12.51 0.27 0.080 0.050 ... -1100 1 50 0.30 7 0.00 624.86 1064.05 1064.23 1064.29 0.190 18 1.77 0.38 7 0.20 0.50 0.90 38.25 0.40 0.080 0.050 6.00 40.0 1.50 0.40" 7 0.00 740.98 106405 1066.68 1066.68 0.072 17 1.69 0.98 16 0.20 0.50 0.90 16.17 0.82 0.080 0.050 ... 30.0 1.36 0.82" 16 000 652.18 1064.65 106665 1066.65 0.362 16 1.77 1.59 8 0.20 0.50 090 13.95 0.82 .... ... ... -50.0 1.50 1.27 8 000 677.43 1064.44 106457 1064.64 0.129 15 0.77 0.77 3 0.20 0.50 0.90 11.26 0.95 .... ... ... -65.0 1.00 0.95" 3 0.00 320.55 1062.71 1066.07 1066.07 1.170 14 1.77 1.69 2 0.20 0.50 0.90 4235 0.55 0.080 0.050 .. -90.0 1.50 1 36 2 0.00 279.61 1061.87 1061.88 1061.90 0.003 13 314 3.14 12 0.20 0.50 0.90 4539 1.58 0.080 0.050 6.00 65.0 2.00 200 12 0.00 549.84 1067.85 1067.90 1068.52 0.044 12 314 3.14 11 0.20 0.50 0.90 1359 1.58 .... .... ... 25.0 2.00 2.00 11 0.00 549.84 1067.07 1067.28 1067.85 0 213 11 3.14 3.14 10 0.20 0.50 0.90 1412 158 .... .... ... -45.0 2.00 2.00 10 0.00 568.69 1065.49 1066.77 1067.07 1.283 10 597 559 9 0.20 0.50 0.90 4108 1.42 .... .... ... -45.0 2.36 2.21 9 0.00 69404 1064.87 1064.92 1065.07 0.046 9 707 5.59 8 0.20 0.50 0.90 40.76 142 .... .... .... 0.0 3.00 2.21 8 0.00 717.84 1064.44 1064.75 1064.90 0.314 8 7.07 7.03 7 0.20 0.50 0.90 41.02 1.57 ... .... .... -40.0 3.00 2.94 7 0.00 717.84 1064.05 1064.29 106444 0.241 7 7.07 7.07 6 0.20 0.50 0.90 40.90 1.62 .... .... .... -50.0 3.00 3.00 6 0.00 717.84 1063.69 1063.84 1064.05 0.149 6 707 7.07 5 0.20 0.50 0.90 40.79 1.62 .... ... .... 0.0 3.00 3.00 5 0.00 670.35 1062.98 1063.52 1063.69 0.535 5 7.07 707 4 0.20 0.50 0.90 3983 1.62 .... .... ... 0.0 3.00 3.00 4 000 405.35 1062.93 1062.95 1062.98 0.026 4 707 7.07 3 0.20 050 0.90 41.03 1.79 ... .... .... 00 100 3.00 3 0.00 392.70 1062.34 1062.62 1062.93 0.277 Project File: Proposed 100 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES: "Critical depth Hyd,afl. Storm Sewers 2005 MyReport Page 2 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Deft Depth Depth DnStm Dmg Easting EGL EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth SI, Sw SI, Sx Len Ang Dn Up Ln No Area X Dn Up Jnct Loss (sgft) (sgft) (C) (C) (C) (cfs) (ft) (ftlft) (fttft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) (ft) 3 7.07 7.07 2 0.20 0.50 0.90 39.23 1.94 .... ... .... 200 3.00 3.00 2 0.00 29942 1061.87 1061 94 1062.34 0.072 2 5.71 5.65 1 0.20 0.50 0.90 44.24 2.00 .... ... .... 00 2.26 2.23 1 0.00 28206 1060.99 1061.12 1061.87 0.133 1 9.62 5.39 n/a 0.20 0.50 0.90 19497 1.92 .... .. .... -20.0 3.50 1.92" Outfall 0.00 259.60 1057.76 1060.74 1060.74 0.320 Project File: Proposed 100 year Storm Event stm Number of lines: 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydmflw seam suers zoos MyReport Page 3 Flow Sf Sf Grate Grate Grate Gnd /Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (fttft) (ftfft) (salt) (ft) (ft) (ft) (ft) (ft) (fttft) (tt) (ft) (ft) (ft) (n) (ft) (ft) (cfs) (ft) M) 2.76 1 180 1.249 .... .... .... 1071.34 1071.82 ... 1069.38 1069.51 1069.84 .... 000 2.76 2.76 0 797 0.800 .... .... .... 1071.21 1071.82 .... .... 1068.05 1068.07 1068.26 .... 0.00 276 2.76 0.376 0.090 ... .. ... 1071.21 1071.34 .... ... .... .... 1068.22 1069.33 j 106933 1068.18 1067.87 0.00 2.76 .... ... 5.52 3.745 6.665 .... ... 1071.47 1071.21 .... .... 1063.50 1067.87 1067.87 ... 0.00 5.52 5.52 0 596 0.368 .... ... ... 1071.20 1071.47 ... .. .... .... 106277 1063.07 j 106307 106283 1062.52 000 5.52 .... .... 0.50 0 192 0.003 200 4.00 2.00 1070.00 1067.17 0.06 Sag 4.31 2.00 1064.04 1064.17 1064.23 .. ... 0.00 0.50 0.06 100 1.09 0.308 0.014 .... .... ... 1070.00 1070.45 0.19 Sag 2.66 2.00 1064.04 1066.551 1066.55 1064.03 1064.11 0.00 1.09 0.19 100 4.56 0.490 0.219 2.00 4.00 2.00 1069.54 1069.00 0.25 Sag 1208 2.00 1064.53 1066 32 j 1066.32 1064.45 106435 0.00 4.56 0.25 100 4.56 0.245 0.251 .... .... .... 1070.20 1069.54 .... .... .... 1064.33 1064.44 1064.51 .... 0.00 4.56 5.64 2.339 2.509 .... .... .... 1070.50 1071.82 .... .... ... .... 1061.91 1065.24 j 1065.24 1061.79 1061.82 0.00 5.64 ... .... 2.05 0.048 0.051 2.00 4.00 2.00 1070.50 1069.44 0.15 Sag 7.91 200 1061.85 1061.85 1061.88 ... 0.00 2.05 0.15 100 1983 1.024 1.024 .... .... .... 1070.84 1070.67 1.08 Sag 20.36 2.00 1067.24 1067.28 1067.90 .... .... 0.00 19.83 1.18 100 1983 1.024 1.024 .... .... .... 1070.84 1070.84 .... .... ... 1066.45 1066.67 1067.24 .... 0.00 19.83 19.83 1.024 1.024 .... .... .... 1072.01 1070.84 .... .... ... 1064.87 1066.15 1066.45 .... 0.00 19.83 19.83 0.137 0.127 .... .... .... 1072.40 1072.01 .... .... .... 1064.70 1064.72 1064.87 .... 0.00 1983 19.83 0.132 0.118 .... .... .... 1070.20 1072.40 .... .... .... 1064.31 1064.55 1064.70 ... 0.00 19.83 24.39 0.169 0.178 .... .... .... 1070.00 1070.20 .... .... .... .... 1063.86 1064.10 1064.25 ... .... 0.00 24.39 .... ... 2598 0.202 0.202 .... .... .... 1070.50 1070.00 .... .... .... 1063.48 106363 1063.84 .... 0.00 25.98 25.98 0.202 0.202 .... .... .... 1071.50 1070.50 .... .... .... 1062.77 106331 1063.48 .... 000 25.98 25.98 0.202 0.202 .... .... .... 1071.20 1071.50 .... .... .... 1062.72 1062.74 1062.77 .... 0.00 25.98 31 50 0.297 0.297 .... ... ... 1070.50 1071.20 .... .... .... ... 1062.03 1062.31 1062.62 .... 000 31.50 Project File: Proposed 100 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES '" Critical depth Hydrallaw St.. Sewers 2005 MyReport Page 4 Flow Sf Sf Grate Grate Grate Gnd /Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff ID (cfs) (ft/ft) (ft/ft) (sgft) (ft) (ft) (ft) (ft) (ft) (f ift) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) ( %) 37.14 0.413 0.413 ... ... ... 107050 107050 .... .... 1061.44 1061.52 1061.91 .... 0.00 37.14 39.19 0.555 0.547 .... ... .... 1070.50 1070.50 .... .... 1060.26 1060.37 1061.12 .... 0.00 39.19 39.19 0.399 0.202 .. ... ... 1067.00 1070.50 .. .... .... ... 1057.50 1059.92 j 1059.92 1057.38 1056.59 000 39.19 .... ... Project File: Proposed 100 year Storm Event stm Number of lines 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydmflow Storm Sewers 2005 M � M M M MyReport Page 5 Inlet Inlet Inlet i i Invert Invert Jump Jump Val Hd Vol Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len JmpDrJmp Up Coeff Type Q RCP CMP ID Length Size Slope (ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ff) (cfs) (S) (S) (S) (tt) (in) M Sag .... 0.0 0.00 0.00 1068.70 1068.80 .... .... 0.00 0.00 1.00 MH 2.76 270 243 Prop. Roof Drain 5.00 12 2.00 Sag .... 0.0 0.00 0.00 1066.97 1067.07 .... ... 0.00 0.00 1.00 MH 2.76 305 275 Prop. Roof Drain 500 12 2.00 Sag ... 0.0 0.00 0.00 106697 1068.70 1604 4.33 0.11 0.55 1.00 MH 2.76 3,380 3,042 Prop. 18 PVC 8020 18 2.16 Sag ... 0.0 0.00 0.00 1063.00 1066.97 .... ... 0.00 0.00 1.00 MH 5.52 2,990 2,691 Prop. 18 PVC 59.40 18 668 Sag ... 0.0 0.00 0.00 1060.10 1062.17 15.09 743 0.15 1.28 1.00 MH 552 1,600 1,440 Contech Vault 25.15 18 8.23 Sag 4.31 0.0 0.00 0.00 1062.00 1063.87 .... .... 0.00 0.00 1.00 Dp -Grate 0.50 4,690 4,221 1 Cart. Contech 98.95 18 1.89 Sag 2.66 0.0 0.00 0.00 1062.00 1066.15 7.05 3.91 0.02 1.36 1.00 Curb 1.09 1,228 1,105 Filterra 4'X 6.5' 23.49 18 17.67 Sag 1208 00 000 0.00 1063.17 1065.50 14.76 4.08 0.34 078 1.00 Dp -Grate 4.56 3,410 3,069 Infiltration Basin 73.81 18 3.16 Sag ... 00 000 0.00 1061.93 1063 17 .... .... 0.00 0.00 0.56 MH 4.56 2,800 2,520 Hex 14 & 15 52.76 18 235 Sag .. 00 000 000 1059.29 106429 15.00 5.00 0.80 2.74 1.00 MH 5.64 2,438 2,194 Roof Drains 50.00 12 1000 Sag 7.91 0.0 000 0.00 1058.94 106049 .... .... 0.00 0.00 1.00 Op -Grate 2.05 555 500 Hex. 17 7.16 18 21.65 Sag 20.36 0.0 0.00 000 1063.26 106349 .... .... 0.00 000 1.00 Curb 19.83 380 342 Hex. 13 4.29 24 5.36 Sag ... 0.0 000 0.00 106116 1063.26 .... .... 0.00 0.00 0.92 None 19.83 1,370 1,233 Hex. 12 20.80 24 0.48 Sag ... 0.0 0.00 000 1062.51 106316 .... .... 0.00 0.00 0.48 None 19.83 8,155 7,340 Hex. 11 125.35 24 0.52 Sag .... 0.0 0.00 000 1062.34 106251 .... .... 0.00 0.00 0.75 MH 19.83 2,724 2,452 Hex 10 33.66 36 0.51 Sag .... 0.0 0.00 0.00 1061.16 1062.34 ... .... 0.00 0.00 0.75 None 19.83 18,284 16,456 Hex.9 237.23 36 0.50 Sag .... 0.0 0.00 0.00 1060.44 1061.16 .... .... 000 0.00 0.80 MH 2439 11,018 9,916 Hex. 9 143.01 36 0.50 Sag .. 0.0 0.00 0.00 1060.07 1060.44 .... .... 0.00 0.00 1.00 None 25.98 6,028 5,425 Hex.8 73.89 36 0.50 Sag .. 0.0 0.00 0.00 1058.75 1060.07 .... .... 0.00 0.00 0.80 None 25.98 23,104 20,794 Hex.5 265.00 36 0.50 Sag .... 0.0 0.00 0.00 1058.69 1058.75 .... .... 0.00 0.00 0.15 None 25.98 1,320 1,188 Hex.4 12.65 36 0.47 Sag ... 0.0 0.00 0.00 1058.22 1058.69 ... ... 0.00 0.00 1.00 None 31.50 8,726 7,853 Hex.3 93.28 36 0.50 Project File: Proposed 100 year Storm Event stm Number of lines: 24 Date: 10 -08 -2008 NOTES: Intensity = 28.56 I (Inlet time + 0.20) " 0.65 - Return period = 100 Yrs. " Critical depth Hydretlow Storm Severs 2005 MyReport Page 6 Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Val Hd J -Loss Junct Known Cost Cost Line Line Line Line Loc Spread Time Sys Inlet Dn Up Loc Len JmpDrJmpUr Coeff Type Lt RCP CMP ID Length Size Slope (ft) (min) (iNhr) (In/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (E) (S) (S) (ft) (in) ( %) Sag .. 0.0 0.00 0.00 1058.14 1058.22 .... ... 000 0.00 0.92 None 37.14 1,734 1,561 Hex. 2 17.36 36 0.46 Sag .... 0.0 0.00 0.00 1058.00 1058.14 .... .. 0.00 0.00 1.00 None 39.19 2,332 2,099 Hex 1 2390 36 0.59 Sag ... 0.0 0.00 0.00 1054.00 1058.00 16.00 1287 0.41 3.16 0.15 None 3919 7,770 6,993 Tern Creek 8000 42 500 Project File Proposed 100 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES: Intensity = 28.56 / (Inlet time + 0.20) ^ 0 65 — Return period = 100 Yrs. ; ° Critical depth Hydrefim Storm Sewers 2005 M M M= M M MyReport Page 7 Line Local n -val n -val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Total Vel Vel Val Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA Runoff Ave Dn Hd Dn (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) (cfs) MIS) Otis) (ft) Cir .... ... 0.015 0.34 230.59 0.02 .... .... 12 0.00 12 0.00 0.00 0.00 0.0 ... 0.00 0.00 0.00 4.76 4.88 0.37 Cir .... .... 0.015 0.19 23059 0.02 .... .... .... 12 0.00 12 0.00 0.00 0.00 0.0 ... 0.00 0.00 0.00 3.51 3.51 0.19 Cir .... .... 0.015 n/a 22559 0.86 .... .. 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 2.82 1.76 0.05 Cir .. .... 0.015 n/a 225.59 0.32 .... .... 18 0.00 18 0.00 0.00 0.00 0.9 .... 000 0.00 0.00 793 10.86 1.83 Cir ... .... 0.015 n/a 225.59 0.13 .... .... 18 0.00 18 0.00 0.00 0.00 1.2 .... 0.00 0.00 0.00 4.07 3.12 0.15 Cir .... .... 0.015 0.06 290.88 5.83 0.00 0.50 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 1.12 0.28 0.00 Cir 0.00 .... 0.015 n/a 261.12 0.63 0.00 1.09 0.00 18 0.00 18 0.00 0.00 0.00 0.0 6.0 0.00 0.00 0.00 1.76 0.62 0.01 Cir .... .... 0.015 n/a 503.32 0.48 0.00 4.56 0.00 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 000 3.68 2.70 0.11 Cir .... .... 0.015 0.07 433.96 0.34 .... ... .... 18 0.00 18 0.00 0.00 0.00 0.5 .... 0.00 0.00 0.00 2.72 2.58 0.10 Cir .... .... 0.013 n/a 245.75 0.12 ... ... .... 12 0.00 12 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 7.26 7.18 0.80 Cir ... .... 0.015 0.02 207.16 0.10 0.00 2.05 000 18 0.00 18 000 0.00 0.00 0.0 .... 0.00 0.00 0.00 1.19 1.16 0.02 Cir 2.00 ... 0.015 0.62 674.16 0.01 0.00 19.83 0.00 24 0.00 24 0.00 0.00 0.00 00 6.0 0.00 0.00 0.00 6.31 6.31 0.62 Cir .... .... 0.015 057 66987 0.05 .... .... .... 24 0.00 24 0.00 0.00 0.00 0.0 .... 0.00 0.00 0.00 6.31 6.31 0.62 Cir .... .... 0.015 0.30 661.08 033 .... .... .... 24 0.00 24 0.00 000 0.00 0.1 ... 0.00 0.00 0.00 6.31 6.31 0.62 Cu .... .... 0.015 0.15 661.08 0.20 .... .... .... 36 0.00 36 0.00 0.00 0.00 0.4 .... 0.00 0.00 0.00 3.43 3.32 0.17 Cir .... .... 0.015 0.15 637.28 1.41 .... .... .... 36 0.00 36 0.00 0.00 000 0.6 ... 0.00 0.00 0.00 3.18 2.81 0.12 Cir ... .... 0.015 0.15 400.05 0.69 .... .... 36 0.00 36 0.00 0.00 0.00 2.0 .... 0.00 0.00 0.00 3.46 3.45 0.19 Cir ... ... 0.015 0.21 25704 0.34 .... .... ... 36 0.00 36 0.00 0.00 0.00 5.8 .... 0.00 0.00 0.00 3.68 3.68 0.21 Cir .... .... 0.015 0.17 200.44 1.20 .... .... .... 36 0.00 36 0.00 0.00 0.00 6.2 ... 0.00 0.00 000 3.68 368 0.21 Cir .... .... 0.015 0.03 200.44 0.06 .... .... .... 36 000 36 0.00 0.00 0.00 7.4 .. 0.00 0.00 0.00 3.68 3.68 0.21 Cir .... ... 0.015 0.31 200.44 0.35 .... .... .... 36 0.00 36 0.00 0.00 0.00 7.4 .... 0.00 0.00 0.00 4.46 4.46 0.31 Project File: Proposed 100 year Storm Event.stm Number of lines: 24 Date: 10-08 -2008 NOTES: "Critical depth Hydm low Storm Sewers 2005 MyReport Page 8 Line Type Local Depr (in) n -val Gutter n -val Pipe Minor Loss (ft) Northing Y (ft) Pipe Travel (min) Q Byp (cfs) Q Capt (cfs) Q Carry (cfs) Line Rise (in) Runoff Cceff TLineArea Area A2 (ac) Area A3 (ac) Tc (min) Throat Ht (in) Total Area (ac) Total CxA Total Runoff (cfs) Vel Ave (Ws) Vel Dn MIS) Val Hd Dn (ft) (C) Cir Cir Cu .... ... ... .... ... .... 0.015 0.015 0.015 0.39 0.75 n/a 200.44 200.44 192.26 0.06 0.07 0.33 .... .... .... ... .. .... 36 36 42 0.00 0.00 0.00 36 36 42 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 78 78 7.9 .... ... ... 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 5.25 6.90 5.67 5.26 6.86 407 0.43 0.73 0.26 Project File: Proposed 100 year Storm Event.stm Number of lines: 24 Date: 10 -08 -2008 NOTES: " Critical depth Hydranow storm sewers 2W5 MyReport Page 9 Val Val Cover Cover Storage Hd Up Up Dn Up (ft) (tt/s) (ft) (ft) (cft) 0.34 4.65 1.64 2.02 290 0.19 3.51 124 3.75 3.93 0.23 3.88 2.74 1.14 92.93 0.39 5.01 6.97 2.74 47.71 0.39 5.01 9.60 7.80 41.65 0.06 1.97 6.50 1.80 131.14 0.13 2.90 6.50 2.80 32.48 0.34 4.65 4.87 2.00 100.44 0.13 2.86 6.77 4.87 91.69 084 7.34 10.21 6.53 39.12 002 1.22 10.06 7.45 12.55 062 6.31 5.58 5.18 13.47 0.62 631 5.68 558 65.33 062 6.31 7.50 568 393.72 0.20 355 7.06 650 194.62 0.20 3.55 604 7.06 1555.51 0.19 3.47 6.56 6.04 1009.85 0.21 3.68 7.43 6.56 522.19 0.21 3.68 9.75 7.43 1872.81 0.21 3.68 9.51 9.75 89.40 0.31 4.46 9.28 9.51 659.23 Project File, Proposed 100 year Storm Event.stm Number of lines: 24 Date: 10-08 -2008 NOTES: " Critical depth Hydr.fl. Storm S.. 2005 MyReport Page 10 Vel Vel Cover Cover Storage Hill Up Up Dn Up (ft) (Ws) (ft) (ft) (cft) 0.43 5.25 9.36 9.28 122.69 0.75 6.94 950 9.36 13572 0.82 727 9.50 9.00 62624 Project File: Proposed 100 year Storm Event.stm Number of lines: 24 Date. 10-08 -2008 NOTES. "Critical depth Hydrafi w Storm Sewers 2005 Elev (ft) 1074.00 1:L' 11 1064.00 1059.00 1054.00 Line 1- Tem. Creek 1074.00 - 11 1064.00 1059.00 �- 11 1049.00 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' ' ' 1049.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Invert Elevation Line # Q Dn Up Dn (CIS) (ft) (ft) (ft) 1 39.19 1054.00 1058.00 3.50 Project File: Depth of Flow el• r Cover M el• m e>• el• el• e)• M IM M M Line Profile (Line 1) - Tem. Creek Page IofI Elev (ft) 1074.00 1:L' 11 1064.00 1059.00 1054.00 Line 1- Tem. Creek 1074.00 - 11 1064.00 1059.00 �- 11 1049.00 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' ' ' 1049.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Invert Elevation Line # Q Dn Up Dn (CIS) (ft) (ft) (ft) 1 39.19 1054.00 1058.00 3.50 Project File: Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (ft/s) Dn (ft) Up (ft) 1.92 1.92 1057.50 1059.92j 1059.92 4.07 7.27 9.50 9.00 No. Lines: 24 Run Date: 10 -08 -2008 e>• MIND ee, eli m m m elm ■le e■e m MINE m e>• e>• m m m = Line Profile (Line 2) - Hex. 1 Pagel oft Bev (ft) 1074.00 1070.00 1058.00 1054.00 Line 2 - Hex.1 .9L_ " @059% 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) H,*. Sb S. loos Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Ws) Up OVS) Dn (ft) Up (ft) 2 39.19 1058.00 1058.14 2.26 2.23 2.98 1060.26 1060.37 1061.12 6.86 6.94 9.50 9.36 Project File: No. Lines: 24 Run Date: 10-08-2008 H,*. Sb S. loos m r m r r r r er r m m m er m r r IMI r m Line Profile (Line 3) - Hex. 2 Page 1 of f Dn (ft) Up (ft) Hw (ft) Dn (ft) Bev (ft) 1074.00 1070.00 l:. Oi 1062.00 1058.00 1054.00 0 Line 3 - Hex. 2 5 10 15 20 25 30 35 40 1074.00 1070.00 1066.00 1 062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cis) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ftls) Dn (ft) Up (ft) 3 37.14 1058.14 1058.22 3.00 3.00 3.69 1061.44 1061.52 1061.91 5.26 5.25 9.36 9.28 Project File: No. Lines: 24 Run Date: 10- 08-2008 Komrw Sw s..a.zms Bev (ft) 1074.00 1070.00 1066.00 iI.m 1_1 1058.00 1054 00 Line 4 - Hex. 3 1074.00 1070.00 1066.00 saw- 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) e11111111 m m NOW m WIN m IM Me e1 m m m1111111 m m m m m Line Profile (Line 4) - Hex. 3 PaPI&I Bev (ft) 1074.00 1070.00 1066.00 iI.m 1_1 1058.00 1054 00 Line 4 - Hex. 3 1074.00 1070.00 1066.00 saw- 1062.00 1058.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of IF Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftls) Up (ft/s) Dn (ft) Up (ft) 4 31.50 1058.22 1058.69 3.00 3.00 3.93 1062.03 1062.31 1062.62 4.46 4.48 9.28 9.51 Project File: No, Lines: 24 Run Date: 10-08 -2008 lyarenor Sb S. 2005 m m m m m m m m m m m m m m m m m m r Line Profile (Line 5) - Hex. 4 Page 1 of 1 Bey (ft) Line 5 - Hex. 4 Rv � S�ffl s.... zoos m m e>• m et• Invert Elevation ewe et• m et• m = m = = et• e>. eM Line Profile (Line 6) - Hex. 5 Pagel of Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Bev (it) 1074.00 1070.00 1066.00 1062.00 1058.00 1054 00 Line 6 - Hex. 5 hi --- 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (IS) Up MIS) Dn (ft) Up (ft) 8 25.98 1058.75 1080.07 3.00 3.00 3.41 1062.77 1063.31 1063.48 3.88 3.88 9.75 7.43 Project File: No. Lines: 24 Run Date: 10-08 -2008 HrarawSOms..-.2W Bey (ft) 1072.00 * 1,1 1066.00 1060.00 Line 7 - Hex. 8 itl ie I r - irk 1063.00 I I -1 1I 1057.00 i ' i ' I ' ' ' ' ' ' ' ' ' ' ' ' 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Vebcaty Line Profile (Line 7) Dn (ft) - Hex. 8 Pagel of Bey (ft) 1072.00 * 1,1 1066.00 1060.00 Line 7 - Hex. 8 itl ie I r - irk 1063.00 I I -1 1I 1057.00 i ' i ' I ' ' ' ' ' ' ' ' ' ' ' ' 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) `yarw.Sm S. 2m Invert Elevation Depth of Flow Hydraulic Grade Line Vebcaty Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ttts) Up (tt/s) Dn (ft) Up (ft) 7 25.98 1060.07 1060.44 3.00 3.00 3.40 1063.48 1063.63 1063.84 3.68 3.68 7.43 6.56 Project File: No. Lines: 24 Run Date: 10 -08 -2008 `yarw.Sm S. 2m Il. c i i X.W O 105700 Line 8 - Hex. 9 ��. ME N! mm �_ _� _ �_ kum i�lli� iiliss>• iiisita i� �. � i I■ Q� Ut '�fllililililil�lililililiffi■ I ■� �� std lliifiifiifir eel _ lily ifs lilililililif■ ilili� lf� ifs lf� NEW! lfiffiffiffi� l� lilf� ifs Illlililili� lillllililifi■ lilililililif■ I� Ififfiffiffi■ lllllllll� llililililifi■ lililililil� liiillll� liililililifi■ lilililiffiff■ Illlllli� illlilililifi■ i� i�i.T■lililililili�lilist• i� lip isss� il� i� =lilllililili� iiiiiiiiiii� ii�l� 1072.00 1069.00 1066.00 1063.00 1060.00 1057.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 U0 150 160 170 Reach (ft) e>, e>, m m m m m e>, m e>, SOON e>, m m m m m m ee, Line Profile (Line 8) - Hex. 9 Page 1 oft Il. c i i X.W O 105700 Line 8 - Hex. 9 ��. ME N! mm �_ _� _ �_ kum i�lli� iiliss>• iiisita i� �. � i I■ Q� Ut '�fllililililil�lililililiffi■ I ■� �� std lliifiifiifir eel _ lily ifs lilililililif■ ilili� lf� ifs lf� NEW! lfiffiffiffi� l� lilf� ifs Illlililili� lillllililifi■ lilililililif■ I� Ififfiffiffi■ lllllllll� llililililifi■ lililililil� liiillll� liililililifi■ lilililiffiff■ Illlllli� illlilililifi■ i� i�i.T■lililililili�lilist• i� lip isss� il� i� =lilllililili� iiiiiiiiiii� ii�l� 1072.00 1069.00 1066.00 1063.00 1060.00 1057.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 U0 150 160 170 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Vebaty Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn 011s) Up (ft/s) Dn (ft) Up (ft) 8 24.39 1060.44 1061.16 3.00 2.94 3.09 1063.86 1064.10 1064.25 3.45 3.47 6.56 6.04 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hyariow Se ew...2am Elev (ft) m See r e>• m m m m e>• IMIN MEN e>• m e>• eEM e>• SM e>• m Line Profile (Line 9) - Hex. 9 Paget oft Elev (ft) Line 9 - Hex. 9 1077.00 1077.00 1073.00 A4an rtr _ 1073.00 1069.00 1069.00 1065.00 1065.00 7. 3 - �? .50 °f° - 1061.00 1061.00 - ine c. 1057.00 1057.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (S) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) MIS) WS) (ft) (ft) 9 19.83 1061.16 1062.34 3.00 2.21 2.36 1064.31 1064.55 1064.70 2.81 3.55 6.04 1 7.06 Project File: No. Lines: 24 Run Date: 10-08 -2008 iyoawv Se S. 2 Line Profile (Line 10) - Hex. 10 Page 1 of 1 1 I I 1 - Run Date: 10-08-2008 I ,d WI . SW. S..-. 2005 Line Profile (Line 11) - Hex. 11 Page 1 of 1 RAmrov Seam S.... llp� lIIIIIIIIlmI 01111111111 IIIIIIIIlmI MOEN 1I0_Itt��_�_�_�LT.L�7*7�7T *T.rS OEM==J �� ■ ■ 1. i 1 tiltl` � �1������~��t��efi�� ei r ttttttt■ � � � � � � � � � tttttt� � Itttttl� ttttttt� � ttttttt� � � 1. I 1 � 1 1 - - -- - - - -- 1 . 11 .... Hydraulic Grade Line . ammummusm an mmummommummmom Run .. te: 10-08-2008 RAmrov Seam S.... Line Profile (Line 12) - Hex. 12 Paget of Bev (ft) Line 12 - Hex. 12 1075.00 1075.00 ld� Inc Ncri __- 1072.00 — - 1072.00 1069.00 1069.00 1066.00 1066.00 1063.00 i 1063.00 � _ ne 1060.00 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) ON (f /s) (ft) (ft) 12 19.83 1063.16 1063.26 2.00 2.00 3.97 1066.45 1066.67 1067.24 6.31 6.31 5.68 5.58 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hyasw S1. S. 2005 e11111 m m m = m = em = m Line Profile (Line 13) - Hex. 13 Pagel of Bev (ft) AA9 M Line 13 - Hex. 13 FF.WJ.Td NomfloM Str S. 2005 Line Profile (Line 14) - Hex. 17 Pagel oft Elev (ft) 1074.00 1070.00 1062.00 1058.00 Line 14 - Hex. 17 I—DiopGrate 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 105400 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn Ws) Up (ft/s) Dn (ft) Up (ft) 14 2.05 1058.94 1060.49 1.50 1.36 1.39 1061.85 1061.85 1061.88 1.16 1.22 10.06 7.45 Project File: No. Lines: 24 Run Date: 10 -08 -2008 Hy&sf .51« S. zoos Line Profile (Line 151 - Roof Drains Pagel oft Elev (ft) 1074.00 =-I 1054.00 0 Line 15 - Roof Drains 5 10 15 20 25 30 35 40 45 50 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 55 60 Reach (ft) Invert Elevation Depth of IF Hydraulic Grade Line Velocity Cover Line # Q (mss) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fus) Dn (ft) Up (ft) 15 5.84 1059.29 1064.29 1.00 0.95 0.95 1061.91 1065.24 j 1065.24 7.18 7.34 10.21 6.53 Project File: No. Lines: 24 Run Date: 10-08 -2008 Nra Swim ss•ss tom Line Profile (Line 16) - Hex. 14 & 15 Page 1 of 1 R ----- -_ -_ -_ loll Invert Elevation-, m m m m IM m m = == m =11 I=11 r lm im = m Line Profile (Line 171 - Infiltration Basin Pagel of, Elev (ft) 1070.00 1064.00 1062.00 1070.00 1068.00 1066.00 1064.00 1062.00 1060.00 1 ' 1 1 1 1 1 ' ' ' ' ' ' ' ' ' ' ' 1060.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (R) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftls) Up (ft/s) Dn (ft) Up (ft) 17 4.56 1063.17 1065.50 1.36 0.82 0.82 1064.53 1088.32j 1088.32 2.70 4.65 4.87 2.00 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hytrrww Sl � sewer. zaps =1111 m m e, = m= Is Im m m m =11 i m m m= m Line Profile (Line 181 - Filterra 4'X 6.5' Pop +a+ Bev (ft) 1072.00 'i c �i i>i iI i. 11 Line 18 - Filterra 4'X 6.5' 5 10 15 20 25 30 35 40 M �� 1063.00 1060.00 1057.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) On (ft) Up (ft) On (ft) Up (ft) Hw (ft) On (ft) Up (ft) Jnct (ft) On (ft/s) Up (ft/s) Dn (ft) 18 1.09 1062.00 1088.15 1.50 0.40 0.40 1064.04 1066.55j 1066.55 0.62 2.90 6.50 E2,80 Project File: No. Lines: 24 Run Date: 10-08 -2008 RAWIM&mm S. zoos m m e)• m ! ems■ I• i e>• ewe e)• m m i = e)• m Line Profile (Line 19) -1 Cart. Contech Paget of Bev (ft) 1072.00 �� rr 11A 1060.00 105700 Line 19 A Cart. Contech �.• rr 1060.00 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn M/S) Up (fus) Dn (ft) Up (ft) 19 0.50 1062.00 1063.87 1.50 0.30 0.36 1064.04 1064.17 1064.23 0.28 1.97 6.50 1.80 Project File: No. Lines: 24 Run Date: 10-08-2008 6 yarm Sbwm s�2005 Elev (ft) 1074.00 1070.00 �lI 1058.00 1054.00 0 Line 20 - Contech Vault 5 10 15 20 25 30 35 40 1074.00 1070.00 1 062.00 1058.00 1054.00 45 50 Reach (ft) m m III 0111111111 m m M m m m m m m m Line Profile (Line 20) - Contech Vault Pagel oft Elev (ft) 1074.00 1070.00 �lI 1058.00 1054.00 0 Line 20 - Contech Vault 5 10 15 20 25 30 35 40 1074.00 1070.00 1 062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up MIS) Dn (ft) Up (ft) 20 5.52 1060.10 1062.17 1.50 0.90 0.90 1062.77 1063.07 j 1063.07 3.12 5.01 9.60 7.80 Project File: No. Lines: 24 Run Date: 10-08-2008 Hy*~ sbm S. 2000 Bev (ft) 1074.00 1071.00 i[i :MIi 11 1062.00 I • 11 Lino 21 - Prop. 18 PVC 5 10 15 20 25 30 35 40 45 50 55 1074.00 1071.00 M .,: 1 II 1059.00 60 65 70 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Line Profile (Line 21) - Prop. 18 PVC Page, of I Bev (ft) 1074.00 1071.00 i[i :MIi 11 1062.00 I • 11 Lino 21 - Prop. 18 PVC 5 10 15 20 25 30 35 40 45 50 55 1074.00 1071.00 M .,: 1 II 1059.00 60 65 70 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line# Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn ON Up (ftts) Dn (ft) Up (ft) 21 5.52 1063.00 1066.97 0.49 0.90 0.90 1063.50 1067.87 1067.87 10.86 5.01 6.97 2.74 Project File: No. Lines: 24 Run Date: 10-0&2008 HAmrw Sm S. soon Elev (ft) 1074.00 1070.00 1066.00 106400 Line 22 - Prop. 18 PVC 1074.00 1072.00 1070.00 1066.00 1064.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Reach (ft) Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 22 2.76 1066.97 1068.70 1.25 Project File: Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Line Profile (Line 22) - Prop. 18 PVC Paget oft Dn (ft) Up (ft) 0.63 Elev (ft) 1074.00 1070.00 1066.00 106400 Line 22 - Prop. 18 PVC 1074.00 1072.00 1070.00 1066.00 1064.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Reach (ft) Invert Elevation Line # Q Dn Up Dn (cfs) (ft) (ft) (ft) 22 2.76 1066.97 1068.70 1.25 Project File: Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftls) Up (ft1s) Dn (ft) Up (ft) 0.63 0.63 1068.22 1069.33 j 1069.33 1.76 3.88 2.74 1.14 No. Lines: 24 Run Date: 10-08 -2008 *1 r Sm s..w. zoos Elev (ft) 1076.00 1074.00 1070.00 MENEM= 1076.00 1074.00 1072.00 1070.00 1068.00 1066.00 106600 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Line Profile (Line 24) Cover - Prop. Roof Drain Papal Of Elev (ft) 1076.00 1074.00 1070.00 MENEM= 1076.00 1074.00 1072.00 1070.00 1068.00 1066.00 106600 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Hptilw smr . Se zoos Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # G (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft1s) Up (fus) Dn (ft) Up (ft) 24 2.76 1068.70 1068.80 0.68 0.71 1.04 1069.38 1069.51 1069.84 4.88 4.65 1.64 2.02 Project File: No. Lines: 24 Run Date: 10-08 -2008 Hptilw smr . Se zoos Elev (ft) Line 23 - Prop. Roof Drain 1074.00 1074.00 Man Ce 1072.00 1072.00 Line Profile (Line 23) - Prop. Roof Drain Papal dl Elev (ft) Line 23 - Prop. Roof Drain 1074.00 1074.00 Man Ce 1072.00 1072.00 1070.00 1070.00 - - - 1068.00 1068.00 1066.00 1066.00 1064.00 1064.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (S) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ftrs) Up M/S) Dn (ft) Up (ft) 23 2.76 1066.97 1067.07 1.00 1.00 1.19 1068.05 1068.07 1068.26 3.51 3.51 3.24 3.75 Project File: No. Lines: 24 R -08 un Date: 10 2008 iyerw. sam 9..w. awa Drawings 11 T1T%7%7��1 A A ' a yz a 19 kid7l. 41-074,60' 1. 074 60' . n • n V, kj'o74.2x�j07t.41 n• 26 1 010.99 1 :g g0.�fl .k . r EXISTING WAL- MART FF-1071.86 BASIN 3 ADCA_AG1 Ar+ �- I - -J�X�� - MECULA CREEK CHANNEL WATER OUTFLOW QY �7•� CFS - STORM ROWS DIRECTLY MO O=22.26 CFS TB.ECULA CREEK CHANNEL p 4 =33.13 CFS m l r LEGEND PATH OF TRAVEL BASIN BOUNDARY mm . . . 0 0 40 :0 120 16t - «avgMw SCALE 1 ,0 � t HYDROLOGY MAP EXISTING CONDITIONS / xi071.�6 x 1070 .77 x i 070: -1 x1070.57 xi( EXISTING WAL -MART FF= 1071.86 BASIN 1 AREA-0.59 AC Q =0.82 CFS z OUTFLOW Q =19.05 CFS P Q =25.76 CFS p Q =39.19 CFS (0-2 3.01 CFS) rn-tl 70 reel 0 BASIN 6 AREA400.7. AC 0 =1.75 CFS 0 =2.88 CFS A Q =4.56 CFS BASIN 5 AREA-0.24 AC 0 =0.44 CFS 02 =070 CFS 0 =1.09 CFS vo an 1 I' AREA =0.32 AC 0 aQi 1 106e,38 x 69.32 x iQ69.45 10 f LEGEND PATH OF TRAVEL a a BASIN BOUNDARY PROPOSED EXPANSION AREA b.