Volume 2-05, Chapter 3 - City of Wichita
Volume 2-05, Chapter 3 - City of Wichita Volume 2-05, Chapter 3 - City of Wichita
Section 3.2.3 - Vegetative Filter Strip 3.2.3.5 Example Schematic Figure 3-19 Schematic of Filter Strip (with optional Berm) (Claytor & Schueler, 1996) Page 3 - 58 Volume 2, Technical Guidance
Section 3.2.3 - Vegetative Filter Strip 3.2.3.6 Design Example Basic Data Small commercial lot 150 feet length x 100 feet wide located • Drainage area treated by filter (A) = 0.2 acres • Runoff coefficient (R v ) = 0.70 • Slope (S) = 4% • Depth (Y) = 0.5 inches • Manning’s n = 0.25 • Time of Concentration (t c ) = 8 minutes Calculate Maximum Discharge Loading Per Foot of Filter Strip Width Using Manning’s equation again: 0.00237 q = * 006 cfs 0.25 5 1 ( 0.5) 3 * ( 4) 2 = 0. ft Calculate the Water Quality Peak Flow Compute the WQ V in inches over the drainage area (thus expressed as Q wv ) using equation 4- 25: Qwv = P * Rv = 1.2*0.7 = 0. 84inches Compute modified CN for 1.2-inch rainfall (P=1.2); using Q wv (in inches) for Q: CN = 1000 ⎡ ⎢10 + 5P + 10Q −10 ⎢⎣ ( Q 2 + 1.25QP) 1 2 ⎤ ⎥ ⎥⎦ 1000 CN = = 96.3 (Use CN = 96) ⎡ 1 10 ( 5*1.2) ( 10 * 0.84) 10 * ( 0.84 2 1.25* 0.84 *1.2) 2 ⎤ ⎢ + + − + ⎥ ⎢⎣ ⎥⎦ For CN = 96 and an estimated time of concentration (T c ) of 8 minutes (0.13 hours), compute the Q wq for a 1.2-inch storm. 0. 083 From Table 4-9, I a = 0.083, therefore = = 0. 07 P 1. 2 I a Volume 2, Technical Guidance Page 3 - 59
- Page 13 and 14: Section 3.1 - Stormwater Management
- Page 15 and 16: Section 3.1 - Stormwater Management
- Page 17 and 18: Section 3.1 - Stormwater Management
- Page 19 and 20: Section 3.1 - Stormwater Management
- Page 21 and 22: Section 3.1 - Stormwater Management
- Page 23 and 24: Section 3.1 - Stormwater Management
- Page 25 and 26: Section 3.1 - Stormwater Management
- Page 27 and 28: Section 3.1 - Stormwater Management
- Page 29 and 30: Section 3.1 - Stormwater Management
- Page 31 and 32: Section 3.2.1 - Stormwater Pond 3.2
- Page 33 and 34: Section 3.2.1 - Stormwater Pond Fig
- Page 35 and 36: Section 3.2.1 - Stormwater Pond For
- Page 37 and 38: Section 3.2.1 - Stormwater Pond •
- Page 39 and 40: Section 3.2.1 - Stormwater Pond 1'
- Page 41 and 42: Section 3.2.1 - Stormwater Pond •
- Page 43 and 44: Section 3.2.1 - Stormwater Pond •
- Page 45 and 46: Section 3.2.1 - Stormwater Pond 3.2
- Page 47 and 48: Section 3.2.1 - Stormwater Pond Ste
- Page 49 and 50: Section 3.2.1 - Stormwater Pond Fig
- Page 51 and 52: Section 3.2.1 - Stormwater Pond Fig
- Page 53 and 54: Section 3.2.2 - Extended Dry Detent
- Page 55 and 56: Section 3.2.2 - Extended Dry Detent
- Page 57 and 58: Section 3.2.2 - Extended Dry Detent
- Page 59 and 60: Section 3.2.3 - Vegetative Filter S
- Page 61 and 62: Section 3.2.3 - Vegetative Filter S
- Page 63: Section 3.2.3 - Vegetative Filter S
- Page 67 and 68: Section 3.2.4 - Grassed Channel 3.2
- Page 69 and 70: Section 3.2.4 - Grassed Channel 3.2
- Page 71 and 72: Section 3.2.4 - Grassed Channel 3.2
- Page 73 and 74: Section 3.2.4 - Grassed Channel max
- Page 75 and 76: Section 3.2.5 - Enhanced Swale 3.2.
- Page 77 and 78: Section 3.2.5 - Enhanced Swale Chan
- Page 79 and 80: Section 3.2.5 - Enhanced Swale B. G
- Page 81 and 82: Section 3.2.5 - Enhanced Swale High
- Page 83 and 84: Section 3.2.5 - Enhanced Swale Side
- Page 85 and 86: Section 3.2.5 - Enhanced Swale 3.2.
- Page 87 and 88: Section 3.2.6 - Infiltration Trench
- Page 89 and 90: Section 3.2.6 - Infiltration Trench
- Page 91 and 92: Section 3.2.6 - Infiltration Trench
- Page 93 and 94: Section 3.2.6 - Infiltration Trench
- Page 95 and 96: Section 3.2.6 - Infiltration Trench
- Page 97 and 98: Section 3.2.6 - Infiltration Trench
- Page 99 and 100: Section 3.2.7 - Soakage Trench 3.2.
- Page 101 and 102: Section 3.2.7 - Soakage Trench •
- Page 103 and 104: Section 3.2.8 - Surface Sand Filter
- Page 105 and 106: Section 3.2.8 - Surface Sand Filter
- Page 107 and 108: Section 3.2.8 - Surface Sand Filter
- Page 109 and 110: Section 3.2.8 - Surface Sand Filter
- Page 111 and 112: Section 3.2.8 - Surface Sand Filter
- Page 113 and 114: Section 3.2.8 - Surface Sand Filter
Section 3.2.3 - Vegetative Filter Strip<br />
3.2.3.6 Design Example<br />
Basic Data<br />
Small commercial lot 150 feet length x 100 feet wide located<br />
• Drainage area treated by filter (A) = 0.2 acres<br />
• Run<strong>of</strong>f coefficient (R v ) = 0.70<br />
• Slope (S) = 4%<br />
• Depth (Y) = 0.5 inches<br />
• Manning’s n = 0.25<br />
• Time <strong>of</strong> Concentration (t c ) = 8 minutes<br />
Calculate Maximum Discharge Loading Per Foot <strong>of</strong> Filter Strip Width<br />
Using Manning’s equation again:<br />
0.00237<br />
q = *<br />
006<br />
cfs<br />
0.25<br />
5 1<br />
( 0.5) 3 * ( 4) 2 = 0.<br />
ft<br />
Calculate the Water Quality Peak Flow<br />
Compute the WQ V in inches over the drainage area (thus expressed as Q wv ) using equation 4-<br />
25:<br />
Qwv = P * Rv<br />
= 1.2*0.7 = 0. 84inches<br />
Compute modified CN for 1.2-inch rainfall (P=1.2); using Q wv (in inches) for Q:<br />
CN<br />
=<br />
1000<br />
⎡<br />
⎢10<br />
+ 5P<br />
+ 10Q<br />
−10<br />
⎢⎣<br />
( Q<br />
2<br />
+ 1.25QP)<br />
1<br />
2<br />
⎤<br />
⎥<br />
⎥⎦<br />
1000<br />
CN =<br />
= 96.3 (Use CN = 96)<br />
⎡<br />
1<br />
10 ( 5*1.2) ( 10 * 0.84) 10 * ( 0.84<br />
2<br />
1.25* 0.84 *1.2)<br />
2<br />
⎤<br />
⎢ + + − +<br />
⎥<br />
⎢⎣<br />
⎥⎦<br />
For CN = 96 and an estimated time <strong>of</strong> concentration (T c ) <strong>of</strong> 8 minutes (0.13 hours), compute<br />
the Q wq for a 1.2-inch storm.<br />
0.<br />
083<br />
From Table 4-9, I a = 0.083, therefore = = 0.<br />
07<br />
P 1.<br />
2<br />
I a<br />
<strong>Volume</strong> 2, Technical Guidance Page 3 - 59
Change language