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Home My WebLink AboutPD 2020-0008; CHURCH RESIDENCE; DRAINAGE STUDY; 2020-08-18... .. I .. .. -... .. .. .. ... ,,. ... ,. ... .... ... ... .... ... ... ..... -... DRAINAGE STUDY FOR CHURCH RESIDENCE RECEI Er> SEP O 2 20 ADAMS STREET DWG 524-6A GR2020-015 PD2020-008 LAND DEVELO MENT ~ ENGlNEERI G .':!J_ APN: 206-200-04 PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC. CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE, STE 103, CARDIFF, CA 92007 (760) 436-8500 18-045 8/18/20 0 .. .. ,.. .. ,.. .. .. -.. Ill - ... .. - SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 DRAINAGE STUDY FOR: JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 1 THE WESTERLY 75 FEET OF THE EASTERLY 225 FEET OF LOT 6 IN BLOCK 'D' OF BELLA VISTA, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA. ACCORDING TO MAP THEREOF NO. 2152 . APN: 206-200-04 CRITERIA: 1. USE SAN DIEGO COUNTY HYDROLOGY MANUAL-RATIONAL METHOD 2. DESIGN FOR 100-YEAR STORM USING THE COUNTY'S ISOPLUVIAL CHARTS AND INTENSITY-DURATION FORMULA TO DETERMINE INTENSITIES (1100). SEE ATTACHED 3. USE FIGURE 3-1 TO DETERMINE THE ADJUSTED 6-HOUR STORM RAINFALL AMOUNT 4. RUNOFF COEFFICIENT BASED ON SOIL TYPE 'B' ACCORDING TO THE USDA WEB SOIL SURVEY WEBSITE AND TABLE 3-1. RUNOFF COEFFICIENTS ARE WEIGHTED BASED ON THE AREAS OF THE INDIVIDUAL SURFACES. SEE ATTACHED 5. USE OVERLAND TIME OF FLOW FORMULA FROM FIGURE 3-3 OR NATURAL WATERSHED NOMOGRAPH FROM FIGURE 3-4 TO DETERMINE TIMES OF CONCENTRATION {Tc). SEE ATTACHED 6. REFER TO THE ENCLOSED DRAINAGE MAPS FOR BASIN LOCATIONS AND AREAS .-SITE SPECIFICS: .. .. 1111111 .... .. ... .. .. ... ,,, .... 1. THE SITE IS A 0.45 ACRE RESIDENTIAL LOT LOCATED IN CARLSBAD, SOUTH OF ADAMS STREET AND EXTENDS INTO AGUA HEDIONDA LAGOON TO THE SOUTH. 2. THE SITE IS CURRENTLY VACANT AND IS BORDERED BY VACANT LOTS TO THE NORTH. THE LOTTO THE WEST IS A PROPOSED SINGLE FAMILY RESIDENCE AND THERE IS AN EXISTING SINGLE FAMILY RESIDENCE TO THE EAST. 3. THE ENTIRE SITE CURRENTLY DRAINS SOUTHERNLY TO THE LAGOON WITH NOMINAL OFFSITE DRAINAGE FROM THE WEST. THERE IS NO CROSS-LOT DRAINAGE TO THE LOT TO THE EAST DUE TO A WALL AT THE COMMON PROPERTY LINE . 4. A SINGLE FAMILY RESIDENCE WILL BE BUILT ON THE SITE AND BIOFILTRATION BASINS WILL BE INCLUDED FOR WATER TREATMENT. AN UNDERGROUND VAULT PROVIDES MITIGATION OF THE FLOW FROM THE BIOFILTRATION BASINS . 5. A PORTION OF THE SITE WILL DRAIN NORTHEASTERLY AFTER DEVELOPMENT, DUE TO CITY REQUIREMENTS TO WIDEN ADAMS STREET AND ADD A SIDEWALK. THE BALANCE OF THE LOT WILL CONTINUE TO DRAIN SOUTHERLY TO THE LAGOON AFTER PROPOSED STORM WATER TREATMENT WITH DEVELOPMENT OF THE SITE . .. .. .. .... ,,,,. .. .. - SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Pre-Development Hydrology Basin A: Area : 19,660 ft2 ➔ 0.451 ac Runoff Coefficient Soil Type 'B' , C = 0.25 Area 19,660 ft2 ,.. C =I 0.25 I: Weighted Runoff Coefficient .. ... ... ... ... Ti= Initial Time of Concentration (min) 1.8(1.1 -C)-JD Ti = ------VS D =I 100 I: flow length (ft) s = 27.50 : slope(%) 1.1 -0.25 ) v 100 3-.J 27.5 Ti= 5.07 min Tt = Travel Time (min) JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 2 .... L =1173.431 : flow length (ft) ➔ 0.033 miles t.E = 33.0 : flow length (ft) Elev1: ~ .... Ill'" -... ;,,,. ( 11.9 X 0.033 3 ) Tt = 33 0.385 Tt = 0.013 hrs ➔ 0. 78 min Tc= Time of Concentration (min) .._ Tc = Ti+ Tt = 5.07 + 0.78 = 5.85 min -1100 = Rainfall Intensity (in/hr) ... p6 =I 2.so 1100 = = 7.44 X 2.50 X 5.85 -0.645 ... ,., 0 100 = Peak Discharge (cfs) .. .. Q100 = C X 1100 X A = 0.25 x 5.95 x 0.45 0100 = 0.672 cfs D = 5.85 min ... ... ,.. - ,. .. ... .. ,,.. ... ,,. ... ,... ,.. .. SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Post-Development Hydrology Basin 1: Area = I 1,493 I ft2 ➔ 0.034 ac Runoff Coefficient Soil Type 'B' I C= 0.25 721 Impervious Surfaces , C= 0.90 772 C =I 0.59 I: Weighted Runoff Coefficient Tc= Time of Concentration (min) 0 By inspection, Tc< 5 min :. 1100 = Rainfall Intensity (in/hr) p6 =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 0 100 = Peak Discharge (cfs) Q100 = C X /100 X A = 0.59 x 6.59 x 0.03 0100 = 0.13 cfs ft2 ft2 D = 5.00 min JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 3 This Basin drains northeasterly to Adams Street, then easterly along the northerly flowline of Adams Street ,.. !,... SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JIii ... Basin 2: Area : I 1,420 I ft2 ➔ 0.033 ac Runoff Coefficient Soil Type 'B' , C = 0.25 185 ft2 Impervious Surfaces , C = 0.90 1,235 ft2 .. -.. C =I 0.82 I: Weighted Runoff Coefficient -ii. Tc= Time of Concentration (min) 0 By inspection, Tc< 5 min : . ..... ,... 1100 = Rainfall Intensity (in/hr) ... ,,,. ... 1100 = 7.44 X 2.5 X 5.00 0100 = Peak Discharge (cfs) -0.645 p6 =I 2.50 Q100 = C X f 100 X A = 0.82 x 6.59 x 0.03 ..., 0100 = 0.18 cfs ► D = 5.00 min JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 4 ,,. This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for flow mitigation, then sheet flows to the Agua Hedionda Lagoon ,. .... ... -• - ... ... ... --,. SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Basin 3: Area : I 4,714 I ft2 ➔ 0.108 ac Runoff Coefficient Soil Type 'B' , C = 0.25 780 ft2 Impervious Surfaces , C = 0.90 3,934 ft2 C =I 0.79 I: Weighted Runoff Coefficient Ill Tc = Time of Concentration (min) -.... ,,,. ... 0 By inspection, Tc< 5 min : . 1100 = Rainfall Intensity (in/hr) P5 =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 0 100 = Peak Discharge (cfs) Q100 = C X 1100 X A = 0.79 x 6.59 x 0.11 _,. 0100 = 0.56 cfs • D = 5.00 JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 5 This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for ,_ ... ... ... ,.. .. ,.. .. ... flow mitigation, then sheet flows to the Agua Hedionda Lagoon ... ... ,. .. .. -.. .. .. SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Basin 4: Area : I 551 I ft2 ➔ 0.013 ac Runoff Coefficient Soil Type 'B' , C = 0.25 Impervious Surfaces , C = 0.90 C =I 0.90 I: Weighted Runoff Coefficient 0 551 • Tc= Time of Concentration (min) --- ... -- 0 By inspection, Tc< 5 min :. 1100 = Rainfall Intensity (in/hr) PG =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 0 100 = Peak Discharge (cfs) w Q100 = C X 1100 X A = 0.90 x 6.59 x 0.01 lllll 0100 = 0.07 cfs D = 5.00 JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 6 This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for flow mitigation, then sheet flows to the Agua Hedionda Lagoon - l ... .., ,.. ... ,.. ... - --- -.. -... .. .... SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Basin 5: Area : I 789 I ft2 ➔ 0.018 ac Runoff Coefficient Soil Type 'B' , C = 0.25 Impervious Surfaces , C = 0.90 36 753 C =I 0.87 I: Weighted Runoff Coefficient Tc= Time of Concentration (min) 0 By inspection, Tc< 5 min :. 1100 = Rainfall Intensity (in/hr) P5 =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 ft2 ft2 D = 5.00 min JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 7 ,... 1100 = 6.59 in/hr .... .. .... ... ... .. -.. 111111 0 100 = Peak Discharge (cfs) Q100 = C X f 100 X A = 0.87 x 6.59 x 0.02 0100 = 0.10 cfs This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for flow mitigation, then sheet flows to the Agua Hedionda Lagoon -... -.. --.. .. .., - SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Basin 6: Area : I 1,419 I ft2 ➔ 0.033 ac Runoff Coefficient Soil Type 'B' , C = 0.25 42 ft2 Impervious Surfaces , C = 0.90 1,377 ft2 C =I 0.88 I: Weighted Runoff Coefficient Tc = Time of Concentration (min) 0 By inspection, Tc< 5 min : . 1100 = Rainfall Intensity (in/hr) p6 =I 2.so 1100 = 7.44 X 2.5 X 5.00 -0.645 D = 5.00 min JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 8 ,,_ 1100= 6.59 in/hr ... -.. --,,. .. ... 0 100 = Peak Discharge (cfs) Q100 = C X 1100 X A = 0.88 x 6.59 x 0.03 0100 = 0.19 cfs This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for flow mitigation, then sheet flows to the Agua Hedionda Lagoon ... - .. .. SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Basin 7: Area : I 303 I ft2 ➔ 0.007 ac Runoff Coefficient Soil Type 'B' , C = 0.25 Impervious Surfaces , C = 0.90 C =I 0.87 I: Weighted Runoff Coefficient Tc= Time of Concentration (min) 0 By inspection, Tc< 5 min : . 15 288 ft2 ft2 JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 9 ..,. 1100 = Rainfall Intensity (in/hr) .. -... ... .... ... ... .. ... .. ... ... ... p6 =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 0 100 = Peak Discharge (cfs) Q100 = C X f 100 X A = 0.87 x 6.59 x 0.01 0100 = 0.04 cfs D = 5.00 min This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for flow mitigation, then sheet flows to the Agua Hedionda Lagoon .. .. ,. SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 10 .. Basin 8: Area : I 380 I ft 2 ➔ 0.009 ac .. .. .... - -- ,,,. Runoff Coefficient Soil Type 'B' , C = 0.25 Impervious Surfaces , C = 0.90 0 380 C =I 0.90 I: Weighted Runoff Coefficient Tc= Time of Concentration (min) 0 By inspection, Tc< 5 min :. 1100 = Rainfall Intensity (in/hr) p6 =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 ft2 ft2 D = 5.00 min ... 1100 = 6.59 in/hr .... ... ... ... -... ... .. .. ... .... 0 100 = Peak Discharge (cfs) Q100 = C X f 100 X A = 0.90 x 6.59 x 0.01 0100 = 0.05 cfs This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for flow mitigation, then sheet flows to the Agua Hedionda Lagoon ... .. -.. ... ... ... .. .... .. ... .... SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Basin 9: Area : I 416 I ft2 ➔ 0.010 ac Runoff Coefficient Soil Type 'B' , C = 0.25 Impervious Surfaces , C = 0.90 44 372 C =I 0.83 I: Weighted Runoff Coefficient Tc= Time of Concentration (min) 0 By inspection, Tc< 5 min : . 1100 = Rainfall Intensity (in/hr) p6 =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 ,-1100 = 6.59 in/hr .... ... .. ... 0100 = Peak Discharge (cfs) Q100 = C X f 100 X A = 0.83 x 6.59 x 0.01 0100 = 0.05 cfs ft2 ft2 D = 5.00 min JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 11 .,.. This Basin drains to Bioretention Basins where runoff is treated before being piped to an underground vault for ._ flow mitigation, then sheet flows to the Agua Hedionda Lagoon ... ,.. .. ... .., - ... --... --.. -.. -..., -.. ... ... ... - SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Basin 10: Area : I 8,021 I ft2 ➔ 0.184 ac Runoff Coefficient Soil Type 'B' , C = 0.25 8,088 ft2 Impervious Surfaces , C = 0.90 0 ft2 C =I 0.25 I: Weighted Runoff Coefficient Tc= Time of Concentration (min) 0 By inspection, Tc< 5 min : . 1100 = Rainfall Intensity (in/hr) PG =I 2.50 1100 = 7.44 X 2.5 X 5.00 -0.645 ,,. 1100 = 6.59 in /hr .. .. ... ... ... ... .. ... ... .. .... ... ... ... .. 0 100 = Peak Discharge (cfs) Q100 = C X f 100 X A = 0.25 x 6.59 x 0.18 0100 = 0.30 cfs This Basin sheet flows to the Agua Hedionda Lagoon D = 5.00 min JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 12 ------ SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Junction 1: Basins 2 & 3 Junction Analysis JOB: 15-010 LANG TENTATIVE PARCEL MAP DATE: 8/18/2020 SHEET: 13 -0100 = 0.18 + 0.56 = 0.74 cfs .... ... Junction 2: JCT 1 & Basins 4, 5, 6, 7 & 9 0 100 = 0.74 + 0.07 + 0.10 + 0.19 + 0.04 + 0.05 = 1.20 cfs -.. .... Junction 3: JCT 2 & Basins 10 Per Sheet 15 ,,. .... -(11.9L3)o.3ss T13 -llE L =I 104 : flow length (ft) ➔ 0.020 miles ~E = 14.75 : flow length (ft) .... ..... ( 11.9 X 0.020 3 ) TH= 14.8 0.385 .-TH= 0.010 hrs ➔ 0.59 min ... - ,.. ... ... -... ... .... ,,.. ... .. .. -... TH = 5.00 + 0.59 = 5.59 1100 = Rainfall Intensity (in/hr) 1100 = 7.44P6D-o.645 1100 = 7.44 X 2.5 X 5.59 -0.645 1100= 6.13 in/ hr Oi2 = Peak Discharge (cfs) OJ2 = 1.20 cfs T1 Basin 10: 0100 = 0.30 cfs T2 Junction 2: 0100 = 1.20 cfs PG =I 2.50 D = 5.59 1100= 6.59 in/ hr Tc= 5.00 min 1100= 6.13 in/ hr Tc= 5.59 min --,. - SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 5.00 On = 0.30 + --1.20 = 1.38 5.59 6.13 .. QT2 = --0.30 + 1.20 = 1.48 6.59 ... -- .... ... .... .... ... ,,.. .... ... ... ,., .. .. .. .. Cl_i3 = 1.48 cfs Tc= 5.59 min JOB: 15-010 LANG TENTATIVE PARCEL MAP DATE: 8/18/2020 SHEET: 14 -SOWARDS AND BROWN ENGINEERING JOB: 18-045 CHURCH RESIDENCE -2187 NEWCASTLE AVENUE, STE 103 DATE: 8/18/2020 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET: 15 --H~drolog~ Summar[ --Pre-Development Hydrology -Basin Area (ac) Tc (min) 1100 (in/hr) C QlOO (cfs) -A 0.451 5.85 5.95 0.25 0.67 ,,,,,, -Post-Development HydroloRV .. Basin Area (ac) Tc (min) 1100 t"/hr) C QlOO (cfs) -,.. 1 0.034 5.00 6.59 0.59 0.13 """ 2 0.033 5.00 6.59 0.82 0.18 -3 0.108 5.00 6.59 0.79 0.56 ... ,,,. 4 0.013 5.00 6.59 0.90 0.07 .... 5 0.018 5.00 6.59 0.87 0.10 .... 6 0.033 5.00 6.59 0.88 0.19 -7 0.007 5.00 6.59 0.87 0.04 ... .... 8 0.009 5.00 6.59 0.90 0.05 ,.. 9 0.010 5.00 6.59 0.83 0.05 ... 10 0.184 5.00 6.59 0.25 0.30 --... Junction 1 0.065 5.00 6.59 0.85 0.74 ,,. Junction 2 0.221 5.00 6.59 0.83 1.20 .. Junction 3 0.405 5.59 6.13 0.56 1.48 ,.. ... -... ,.. _, .. .... -... -... ,. ... ,. .. .. -,,. -... ... ... ... .. -.. .... ... ... ... ,,. .. ,.. .... ... ... ,.. - .. .. SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Pre-Development Hydrology Hydraulics Summary 0100 = 0.67 cfs Tc= 5.85 min Post-Development Hydrology Basin 1: 0100 = 0.13 cfs Junction 3: 0 100 = 1.48 cfs Tc= 5.00 min Tc= 5.59 min Junction 1 & 2 are used for pipe sizing and are not included NOTES: JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 16 1. Basin 1 is a portion of the pre-development flow that is re-directed to the street as a result of street widening. :. 0.13 cfs is being re-directed . 2. Since the existing lot is undeveloped, there is an increase in impervious area and flow. Junction 3 represents the total sheet flow into the lagoon. The increase in flow is: 1.48 -0.67 = 0.810 cfs 3. Increased flow will be mitigated by an underground vault to meet hydromodificiation requirements. Tory R . Walker Engineering will compute and size the underground vault upon obtaining initial City review of proposed development. The current vault was sized based on vault sizing of previous projects. O Attention (i.e. Detention Analysis) is not required due to no risk of flooding the adjacent lagoon . ,,. .., .. ,.,. -,.. 11111 ... -... .. .. ---.. ... ... ,.. ... ,. .... ,,. ... ... ,.. ,.. .. .. SOWARDS AND BROWN ENGINEERING 2187 NEWCASTLE AVENUE, STE 103 CARDIFF BY THE SEA, CALIFORNIA 92007 Junction 1: 0100 = 0.74 cfs 0 Use 6" @ 1.5% min. 0 Per sheet 19 , ~Ax = 0.81 cfs Junction 2: 0100= 1.20 cfs 0 Use 6" @ 3.5% min. 0 Per sheet 20,, OMAx = 1.24 cfs Basin 4: 0100= 0.07 cfs 0 Use 6" @ 1.0% min. 0 Per sheet 13,, OMAx = 0.66 cfs Basin 5: 0100 = 0.10 cfs 0 Use 6" @ 1.0% min. 0 Per sheet 13,, OMAx = 0.66 cfs Basin 6: 0100= 0.19 cfs 0 Use 6" @ 1.0% min. 0 Per sheet 13,, OMAx = 0.66 cfs Basin 7: 0100 = 0.04 cfs 0 Use 6" @ 1.0% min. 0 Per sheet 13,, QMAx = 0.66 cfs Basin 9: 0100 = 0.05 cfs 0 Use 6" @ 1.0% min. 0 Per sheet 13,, OMAx = 0.66 cfs Hydraulics Summary ✓ ✓ ✓ ✓ ✓ ✓ ✓ JOB: 18-045 CHURCH RESIDENCE DATE: 8/18/2020 SHEET: 17 --- ... - Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: Church ... .., Comment: 6" PVC@ 1% ,.. Solve For Full Flow Capacity --... -... ... .... ... .. ... .... ... - ... .... ... ... ... ... ... , ... .. Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity ..... Full Flow Depth ........ Velocity .......... Flow Area ......... Critical Depth .... Critical Slope .... Percent Full ...... Full Capacity ..... QMAX @. 94D ........ Froude Number ..... a.so ft 0.0100 ft/ft 0.011 0.66 cfs 0.66 cfs 0.50 ft 3.38 fps 0.20 sf 0.41 ft 0.0099 ft/ft 100.00 % 0.66 cfs 0.71 cfs FULL Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 .. --Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow worksheet Name: ... • Comment: 6" PVC@ 1.5% -Solve For Full Flow Capacity ... ... -- ,,,. .. - ,. ... .. - -.... Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . computed Results: Full Flow Capacity ..... Full Flow Depth ........ Velocity .......... Flow Area ......... Critical Depth .... Critical Slope .... Percent Full. ..... Full Capacity ..... QMAX @. 94D ........ Froude Number ..... 0.50 ft 0.0150 ft/ft 0.011 0.81 cfs 0.81 cfs 0.50 ft 4.14 fps 0.20 sf 0.45 ft 0.0133 ft/ft 100.00 % 0.81 cfs 0.87 cfs FULL ... Open Channel Flow Module, Version 3.21 (c) 1990 ... .... -... Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 ... - .. ... ... Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: • Comment: 6" PVC@ 3.5t ,.. Solve For Full Flow Capacity .. ... - ,,. ... ,,,,.. .... .. -.... -.... ... ,,,. .. ... -... ,,,. ... ,,,. ,,. .. Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity ..... Full Flow Depth ........ Velocity .......... Flow Area ......... Critical Depth .... Critical Slope .... Percent Full ...... ?ull Capacity ..... QMAX @. 94D ........ Froude Number ..... a.so ft 0.0350 ft/ft 0.011 l. 24 cfs l. 24 cfs 0.50 ft 6.32 fps 0.20 sf 0 .49 ft 0. 0311 ft/ft 100.00 'Ir 1.24 cfs 1.33 cfs FULL Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. • 37 Brookside Rd* Waterbury, Ct 06708 -... ... -,. ... ... Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name, .,, Comment : 6 " PVC ~ 4 . 5 % ..,. Solve For Full Flow Capacity - ... ,.. ---.... ,,.. .... -.... ,... ... ,.. ... ,.. ... ,.. .... ... ... ,,. Given Input Data, Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity ..... Full Flow Depth ........ Velocity .......... Flow Area ......... Critical Depth .... Critical Slope .... Percent Full ...... Full Capacity ..... QMAX @. 94D ........ Froude Number ..... 0.50 ft 0.0450 ft/ft 0.011 1. 41 cfs 1.41 cfs 0.50 ft 7.16 fps 0.20 sf 0.49 ft 0.0408 ft/ft 100.00 % 1. 41 cfs 1. 51 cfs FULL Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 3: ~ !!: Hydrologic Soil Group-San Diego County Area, California 33" 8'54"N 33" 8'32"N 3 i ~ ~--I I I i 3: ~ !!: 3 N A 4613200 4613300 469400 469500 469600 4613700 4613200 4613300 469400 469500 469600 4613700 Map Scale: 1:4,740 (printed on A landscape (11" X 8.5") sheet ---====------======Metes 0 so 100 200 300 ---===-------=======Feet 0 200 400 800 1200 Map J:rojection: 'Neb Mercatir Corre-coordinates: WGS84 Edge ocs: UTM Zone llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey ,_ Conservation Service 469800 469800 469900 470000 469900 470000 470100 470100 3: !:l !!: 3 i i i ~ ~ i i 1/23/2014 Page 1 of 4 33" 8' 54" N 33" 8'32"N Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons D A D AID DB BID D C 0 C/D D D D Not rated or not available Soil Rating Lines -A AID - B -BID C CJD -D .. , Not rated or not available Soil Rating Points ■ A ■ AID ■ B ■ BID USDA Natural Resources -iii Conservation Service D C ■ CID ■ D □ Not rated or not available Water Features Streams and Canals Transportation +++ Rails -Interstate Highways -US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 7, Nov 15, 2013 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: May 3, 2010-Jun 19, 2010 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 1/23/2014 Page 2 of 4 ,.. 1111 Hydrologic Soil Group-San Diego County Area, California ... Ill ... ... ,.. -... ... ... ,,... ,.. ... ... - ... ... ,.. .. ... ""' -... ... ... - Hydrologic Soil Group Hydrologlc Soll Group-Summary by Map Unit-San Diego County Area, California (CA638) Map unit symbol Map unit name Rating CbC Carlsbad gravelly loamy B sand, 5 to 9 percent slopes CbD Carlsbad gravelly loamy B sand, 9 to 15 percent slopes GaF Gaviota fine sandy loam, D 30 to 50 percent slopes LfC Las Flores-Urban land D ' complex, 2 to 9 I percent slopes ! ~ Lagoon water 1 LvF3 Loamy alluvial land-D Huerhuero complex, 9 to 50 percent slopes, severely eroded MIE Marina loamy coarse B sand, 9 to 30 percent i slopes Totals for Area of Interest USDA Natural Resources :iiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey AcreslnAOI 5.7 7.41 11.e I 18.6 30.4 4.3 27.3 105.2 j Percent of AOI 5.4% 7.0% 11.0% 17.6% 28.9% 4.1% 26.0% 100.0% I 1/23/2014 Page 3 of 4 ... • Hydrologic Soil Group-San Diego County Area, California ... .. ... ... ... -... ... ... ... ... ,.. .... ... ... ... ... ... -... ... ... 111111 ... ... ... ... - -- Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms . The soils in the United States are assigned to four groups (A, 8, C, and D) and three dual classes (AID, 8/0, and C/0). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission . Group 8. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission . Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission . If a soil is assigned to a dual hydrologic group (AID, 8/0, or C/0), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources :iiiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 1/23/2014 Page 4 of 4 I 1 f I r I r I r I I I San Diego County Hydrology Manual Date: June 2003 I I r I 11111111 fl fl r 1 Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I Runoff Coefficient "C" Soil Type NRCS Elements Count Elements % IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/ A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/ A or less 30 0.41 0.45 Medium Density Residential (MOR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 ' 1 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 r I f 1 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/ A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 r 1 g i:.. .... ~ i.. ? ,._ .... "' ':' ~ ~ ~ ~ ~ I 33•30• -------,-I I 1-. , Orange F .-··· 1.P<:,!' ---. I ------IIRiv_e_r:;ide Coun; \ 'c::::--... ···..... _ .. u County ; : /:J!>:::>' t \ . : ~~~~:,( . : \ \-:~;,' .· ·. < l :<i~;:;) / /, . ·:•.: ' ·• .. r.c. ~ !?\."·· \. \ : ·. J~ ./\.·; ...... ·. '~~ I :'l.;, 7 . . . ' ,; \. .· 33'1S • -0 I)) ('I .-· -· ..... i;.~--i ___ .... __ . .'.½.~·-., ·······~:6-····-·· 1·· ... \ ····• ...... __ . I .. .-. .s .._,... ·t···· (:: I 33•00 ·. ~ v.-•. r---' : . (( _Jn . . -.....M-1 , I. I I: .~J ~ --·--·--· -3 33'00' I C'I SOlANABEACH ·: ;, --··· .. "O 0 ('I ~---····1 ~ I)) -:, (D __ .. q;.1"s··· i () 0 C: ~ .,S~'< , 32•45• I m~~--------3~-~--·--;-· i __ •. \.~,-) ··-·:: ...... _.: \ --.....J 32•45• 32'30' ~ :::: ~ i:.. ~ ,._ _,_.,_ .. .:::,__ Mex "' ~ g ~ ------~ ~ 32'30' County of San Diego Hydrology Manual • Rainfall Isopluvials 100 Ye!r _Rainfall Event -6 Hours lsopluvial (inches) DPW ..gGJS S~GIS "--"'Jll;Ma ...... ----\X\:: H,h..: "4n I~, Cc,\"(r.:J! N NIW,■'""'7<,IICIEOWfTWOVTWAflflWINO,Nf'flQNO,ffll-Vtn,MU 4 O'IMPIJEO N:UIOING.IUTNOTI..IMITlOTO, ™lM'\JUl'#NllltNfflES 0,-MEN:WrHTANJTY ~FfflrESS FOIII A~~ ~s.os---~ n.pa1.,m_,......,.........,......., .. &liNCWl~ s E ~~.....,.es,u•~,._,. -~-SA.IO'IG 0.ll'OIM'..,.lllllllliill~""""' ... _,..._..., .,..,.,.._,..-"',._.,_._. 3 0 3 Miles ~ 0 ii, fl ~ ~ ~ ~ ii, :' ~ g ~ ~ (0 ::: 33•30 ....,, 011yo rt===r· : rc$.z I I I I I 33•30' r'n1 1nh, . . .. ~ :-~ ··:, / ::•::":~~ · .. ;~:_ .. /#///_,.. :~ ~;~~-~~i~:;~~u~~Y, ____ ···-~-c:-:.--:--::-: "· ... · -.::· ·•-cc• --~·:,;::---1, \':.: ~ ·· ....... c:-.c• ! •. ·., ···•,:;;• .. :•.... ··... ··.. " .. , .. :--. ··.. \; ··•·· ...... ~-•r·· \ • ........ [ ··•>;: .. ··· 't .·&: .>;\ ':;< ;;,:•~~;;t;~~>;i::;i~}~\ \>:i.\J~:::)·········••: ~ ' 33'00' 32'30' 0 <") i.. --0 ~ () ----· () 0 ('I ~ ~ -:, ...-··;,p , .. <::::.·.-:;::::::_·· .. •m••· ... ;;,·-~· I r.-.. .' :; .• : t,,' /LL::f·~~M e X ,.,....~.,...._ ~ < ' :----+ ii, g ii, ( ~ i.. ? '::( ;~~:;-, .... : :' -I -g ~ ~ .. · .. · i :' _: 33'00' .... :-3 'Cl (l) ---, iii' () 0 C: ::, '< r··:'··-·' .. >·· .. >•-... ii, 32"30' ~ County of San Diego Hydrology Manual • Rainfall lsopluvials 100 Year Rainfall Event-24 Hours lsopluvial (inches) DPW ~GIS "-'-•~--~,...._~ N TMSWl'ISPfOIIIOEOWIT10JfWAJI/II.NfTYO,Nl'(KN) CTKll:£XJl!tESS + Olt-.-0.ltCLUONl._,,NOTI.MnOtO.TI-EM'UEOWAM.NmEI Oii l,IQl()WITAIUTV N<C>f'l'TW'S8 J(lllt A PIUtT'CU.M Nlll"CeE. ~s.,,Ol$#"9Jtlf"-'-I s lNtJIIOO,O-,~Ho,n,no,,.._ ... S,llfrOIIQ_.,.... E ~~-.Nd!--~...,..,. .....,pon,oilllbt,,$l,H[W, '"'p,m,d..., ..... ~wt.$-... ...,..,.,., .. ..,.......,...,.,"-...... ._,. 3 0 3 Miles ~ 10.0 9.0 8.0 7.0 -.::-::, ~ Q) ~ 6.0 5.0 4.0 3.0 2.0 -~ 1.0 -;o.9 ·~o.a ~ .E 0.7 0.6 0.5 0.4 0.3 0.2 Q1 ' ......... i-... ..... ""' ... ' ..... .... ........... :r--I'-.. ...... ......... ....... ......... I"', ... ~ ... ,._ ' , , "r... "r-,. ""i-.. i.. .. I'-..... ,..... ... ... "'" .... , .... ,. "I'-,, ... .. "' ...... .. ,. .. ~,. -""' ..... .. """" i.., ' .... r... """' I"', "' "' ' ..... ' 'r--""' .. ,. .. ~,. ... ~ .... .... , I' ""i... "' "' I'-"i-,. ..... ~,. . ..... "r-... ... ,.. "'" .... ,r-,. :-,,,. "' ..... """"' "' .... ,. ...... ~,. ,, .. ,. .. "i-,. .... , "' "' ' ...... ,,._ .. ,. 'i-.. ~,. ""r-. ""r-..... "' "'"' ~ ~ i ~ ~ 1b 15 20 30 Minutes .. .. ,. .... .... .. ,. .. .. "' .... "' .. "' .... .... "r-""' .... ""' 40 50 Duration EQUATION I = 7.44 Ps D-0.645 I = Intensity (in/hr) Ps = 6-Hour Precipitation (in) D = Duration (min) r..., .. r... .... ......... ..... ..... ... ""'i... ...... 1, .... I• ... ... ..... ......... I", ...... :-, I" I• ...... .... :, ..... r-,1", ...... :-, .. ,. .......... 'r... ...... ... .... , . "' ~ "I'-,, ... I" "' I"" ... ........ :-,, ... "' I• 'r... ..... "'"' I", ... ..... ..,. .. "'"' r-,. I" I•._ ...... .......... ... 'r--.. ,.,. "' 2 3 4 Hours 5 6 en ± 0 !:; "O ~ 6.0 -g; 5.5 !!!. 5.0 ~r 4.5 "§' 0 4.0 iif 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Appllcatlon: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Appllcatlon Form: (a) Selected frequency J_QQ_ year (b) Ps = -1:L in., P24 = ~ .:6 = 56 %(2) 24 (c) Adjusted p6<2l = -1:L in. (d) tx = ~ min. (e) I= 6.59 in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 j 1 I \5 2 ' 2.5_j_ 3 3.5 4 Duration I I I I I I -,-I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54, 11.86113.17r14.49115.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 i:-68 ·2.53 3.37 4.21 5.05 5.90 15 1.30 1.95 2.59 3.24 3.89 4.54 20 1.08 1.62 2.15 2.69 3.23 25 0.9311.40 1.87 2.33 2.80 30 0.83 1.24 1.66 ·2.07 2.49 40 ~100 1.38 1.72 2.07 2.41 50 0.60 0.90 1.19 1.49 1.79 2.09 60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 120 0.34 0.51 0.68 0.85 1.02 1.19 1.36 150 0.29 0.44 0.59 0.73 , ... 1.03 1.18J 1.32 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 ~ 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0. 75 FIGURE ~ r w w u. z w 0 z <( r Cl) a w Cl) ex: ::::> 0 0 ex: w r <( ~ I 22~% slope7T//// 100 1-5 I . ~ § § >'I ..,-,: 130 en w r ::::> z 0 20 ~ z -w ~ j::: ~ 0 ....J u. 0 z ~ ex: w > 0 ~ 0 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes T= 1.8(1.1-C)VD 3\fs SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGURE Rational Formula -Overland Time of Flow Nomograph 3-3 ~E Feet 5000 4000 Tc Tc L ~E = = = = EQUATION (1~t)°·385 Time of concentration (hours) Watercourse Distance (miles) Change in elevation along effective slope line (See Figure 3-5)(feet) 3000 2000 400 300 30 20 10 5 SOURCE: California Division of Highways (1941) and Kirpich (1940) L MIies Feet 4000 . 3000 0.5 ' 2000 1800 1600 1400 1200 1000 900 800 700 600 500 400 300 200 L ' Nomograph for Determination of ' ' Tc Hours Minutes 4 3 2 ' ' ' Tc 50 40 30 20 18 16 14 12 10 9 8 7 6 5 4 3 Time of Concentration (Tc) or Travel Time (Tt) for Natural watersheds FIGURE ~ I I I ' • I Ii I I I I • I • I • I ..f, I I • I • I I i I ~ w I I a <c ? ' I :: 1, !! I \ !i ' I ir ,, i 1~ ~ \ I /! l L \1 ;// 1cl I\ ~{ ~/,! ! '\ i I l\ I \ I I \ - I I ,r. \ I \ I I l I \, I l1 \ / \ i I l \ I \ I I l ~ \ i/1 /\\ \ \ I l : \ \ ii l I \, \ 1I/ I I I I I I ~ ! \ * I \ \ 11t i \\ \ I ~ I i I i I I l\ I r I \ I 1 k ·, I I l \ / ' L ,, J r '11 I t /\ /}?, I I \ I I X I ~ /I t I ~\ i I I \ ; I I I ·1 i I • I , I I I I I I I I I I i ~ \ I \ \ ~ \ i \ \ I \ \ \ \ \ \ I I I ' \ \ \ \ \ \ \ I \ \ \ \ I \ \ \ \ \ \ ' \ \ \ \ I \ \ \ \ ' ' \ ' \ ' \ ' PRE-DEVELOPMENT DRAINAGE MAP \ \ \ \ ' \ i ' \ I \ \ \ ... "' \ \ \ \ I \ \ \ \ I I I ' i \ u \ ' ' "' "' \ \ \ \ i "" "' \ SIN~ I ' <O "' \ \ .... "' \ \ I Al,,= 19, 6'f; 0 SF C2 = 0.25\ -'; o.45 ~c \,, \ \ ', IN l100 = 5.95\ IHR 0100 = 0. 63\ CFS i \ I I I I !I it l 1: I ' I , I -I ---- / I I I I I I I I I I I I \ / ' I \1 A I \ I . I I I "' I "' I , I \ I ¥ I\ I \ I \ I I I I I I I I I I I I \ I I I I \ / \ I / \ \ /' I • I • I ,// Q) // ' / /,/J/11 -=====:::::>= z =-.... __ ..,.< SCALE: 1"=10' I /2 // i' 1! /j I ------/ - ------ / ' I I I I I 7, II ! I I ) /J j /1 I I i I / I j I I i I I / I I i I I /j / j p~~-F-,c-/ ;-~ ·. urt. ,':1V t /1 /j /j ii j! !/ jj I I I J 1\ ,/ // 1-i-./EAN 1-!fGfi T!DZ L!1VE AS OF JUNE 25, 2018 / / ELEVA T!ON ;;:; 2.25 I ... ,/ , / /,·-------)~-~ FLOOD PLAIN BOUNDARY PER ,/-i FEMA MAP 06073C0764G , ,,.,_,! I I I / r-I I I I I I I I I I I I I I I I I I I I I I I I I I ~~-r::--r / I I \ \ \ \ I , I I ; I I I I ' ,, ' ' ' ' ' ' ' i ' I ' '1 J \ I / /1 J i \ .,,, # .,,, § I I / ; I I / I r------------J // ------/ I PRE-DEVELOPMENT DRAINAGE JOB NO. 18-045 8/18/20 SOWARDS & BROWN ENGINEERING CONSUL TING ENGINEERS 21 S7 NEWCASTLE AVENUE SUITE 103 CARDIFF BY THE SEA, CA., 92007 TEL '780/436-8600 FAX 780/436-8603 G~~~'!'!'!!!~~~~'!!!'!'!"~~~~~~~------------------------------------------------------------------------------------------------------------------------.. D:\DRAWING FJLES\TI1LE SHEETS\GRADING TITLE SHEffDWG REVlSED:02/15/17 ------------------------- BAS/ 1 I ' I I I I I I I I I I I I I I I BASIN 3 POST-DEVELOPMENT DRAINAGE MAP A3 = 4,714 SF C3 = 0.79 1100 = 6.59 INIHR 0100 0. 56 CFS ' 0.108 AC l7rtMi:9M01JOIJf JUNCTION 1 0100 = 0. 74 CFS : o:/ ' j .. I i , I ,, . . , r--7~;--1~--;--~~·1'l_..-\-~:'."!:!/_:, .. I ~[~ ,J ';:] f/.. -_j_ 1!l!!!i!L 7a. """- BASIN 2 I I ~ I ., 1 I , I , ' , ' I BASIN 6 I i BASIN 4 A4 = 551 SF = 0.013 AC C4 = 0.90 1100 = 6.59 INIHR 0100 = 0.07 CFS \ \ ) ' '° ...., •, I \ :-1 . ' \ ' \ I "" ...., C, ...., BASIN 5 A5 = 789 SF = 0.018 AC Cs = 0.87 l100 = 6.59 INIHR 0 100 0.10 CFS . i !/ ! 1 i i 1 Ii f /I I ! i 1' / lf '' 1· 1 / ',, , ,, ' i ; !! , , ! ' • J •r \ . ERGROUND VAULT OM 19.30 \ .JO ' VT 24.50 \ J I \I ',-,--+-,-_ ,! =1,-=~-==-t-:=-=i, --+--+--Li L -~,, -' DE MIN/MUS A == 69 SF = 0.002 'AC I I I -· -c-- 1 A2 = 1,420 SF = 0.033 AC C2 = 0.82 A6 = 1,419 SF = 0.033 AC Ce = 0.88 ' ' ' 1100 = 6.59 INIHR 0100 = 0.18 CFS 1100 = 6.59 INIHR 0100 = 0.19 CFS BASIN 7 78.35' FROM \ \ / > / / I DP[RTY MONUt[NT TO /01!1UFF[R LIN[ ____ _,/~< I I / \ I \ -=::::::::::::::=Z =.__ _ _,.< SCALE: !''=JO' ~ ~ c:§ ~ 2§ c.5 "Z" I ---I I I I I I I I I I I I I I I I I I I I I I \-MEAN HIGH TIDE ~/NE AS OF JUNE 25, 2018 I I I . El F'\lA T!ON = 2.25 / ' I I I I __ ,, I I I I -,/' __________ _ -------- / / 1/ I/ POST-DEVELOPMENT DRAINAGE JOB NO. 18-045 8/18/20 SOWARDS & BROWN ENGINEERING CONSULTING ENGINEERS 2187 NEWCASTLE. AVENUE: SUITE 1 03 CARDIFF BY THE SEA, CA, 92007 TEL. 780/«3&-8500 FAX 780/436-8803 G ~D:\~o.:,.,:N~G:Fll.E:S~\TI:::"11.E~S:HEE:'rs:\:GR:AD:IN~GTI:11.E~SH:EE~T.D~WG~R~E'1~SED~,~D2~/1~5/~17-------------------------------------------------------------------------------------------------------------------------------· --------------------------------~~-----------