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HomeMy WebLinkAboutUSF Bestwayow ■1 CARLETON W. LOCKWOOD, JR. CIVIL ENGINEER, RCE 45935 110 LAND SURVEYOR, LS 7378 rr MAILING ADDRESS: P.O.BOX 396 RIALTO, CA 92377-0396 TEL(909)875-5015 FAX (909) 875-4627 LOCKWOOD ENGINEERING COMPANY 380 WEST FOOTHILL BOULEVARD, SUITE F Rialto, Califomia HYDROLOGY AND DETENTION BASIN STUDY FOR USF BESTWAY MOTOR FREIGHT TERMINAL IN THE CITY OF FONTANA, CALIFORNIA MARCH 14, 2001 4935 v5291-024omj;A E�a a 3114jo t M MLOCKWOOD ENGINEERING FOR THE EXCLUSIVE USE OF: COMPANY USF BESTWAY MOTOR FREIGHT TERMINAL Sheet 1 x"'380 W. FooTmLL BLVD., STE F Date 3/15/01 Rialto, California 92376 By CWL Jr. DESCRIPTION: HYDROLOGY AND DETENTION BASIN STUDY iYr INTRODUCTION AND ASSUMPTIONS am This Drainage Study analyzes the storm water runoff for the proposed development of the �. USF Bestway Motor Freight Terminal, on the east side of Etiwanda Avenue, south of Slover Avenue. The USF Bestway Motor Freight Terminal is a proposed freight forwarding terminal, consisting of a large parking lot, loading/unloading dock, office building, and shop building. The onsite storm runoff will be collected from the asphalt in concrete gutters, and conveyed to a detention basin at the southwest comer of the project. Attached is the USGS Quad sheet indicating the location of the property. The property is generally flat with on-site elevations ranging from about 960 to about 950 feet above sea level. Drainage is from the northeast to the southwest. A detention basin is proposed to reduce the developed runoff flowrate to at least 50 % of the undeveloped runoff flowrate, *- per City of Fontana Engineering Department request. Presently the site is vacant, in a disturbed state, with vegetation consisting of weeds and brush. The tributary area upstream is an existing industrial plant. The Geotechnical Engineering Investigation reports the top soils consist primarily of fine to medium grained, silty sand, underlain by undisturbed alluvial soil consisting of fine to medium grained sand. This type of soil permeates storm water runoff extremely well. The Soil Percolation Study reports the design rate for percolation into the soil is between 1.5 to 2.0 minutes/inch. This high percolation rate will eliminate standing water from remaining in the detention basin. A field investigation was performed to determine the tributary areas to the subject property. Current drainage courses and routes were located, plotted, and historically .. compared to the contours shown on the quad sheet for this region. The current courses, routes, and ultimate collection points were found to agree with the quad sheet. Drainage basin areas for this study are delineated on a Hydrology Map enclosed herein. ,. The 100 -yr flow rate in Etiwanda Avenue at the southerly terminus of the subject property was calculated to be approximately 132CFS, with the limits of the water surface 8.5 feet behind the curb line. The 100 -yr flow is contained within the street right-of-way. W 0 0 rr LOCKWOOD ENGINEERING & SURVEYING COMPANY, INC. 380 W. FOOTHILL BLVD., STE F W Rialto, California 92376 FOR THE EXCLUSIVE USE OF: USF BESTWAY MOTOR FREIGHT TERMINAL DESCRIPTION: HYDROLOGY AND DETENTION BASIN STUDY M sm INTRODUCTION AND ASSUMPTIONS (continued) Sheet 2 Date 3/14/01 By CWL Jr. •. The affect of the detention basin will reduce the undeveloped runoff flow rate from approximately 89 CFS to approximately 16 CFS. ow SUMMARY The proposed development will cause an increase in the storm water runoff flowrate, but the detention basin will mitigate the incremental increase to less than the undeveloped runoff flow rate. Development of this property can be accomplished without significant adverse effects to improvements downstream of the site. WW w., METHODS This Hydrology Report is prepared in accordance with the San Bernardino County Hydrology Manual dated August, 1986 , using CIVILCADD/CIVILDESIGN SOFTWARE, (c) 1989-2000. The Rational Method for estimating Peak Flow Rates is utilized as outlined in Section D of the Manual. M. RATIONAL METHOD EQUATION: Q = 0.9(I-Fm)A The following assumptions apply to this report: Soils Group "A" See Fig. C-14 iia = 0.88 in/hr See Fig. B-3 �• i,. = 1.25 in/hr See Fig. B-4 Fm = 0.08 in/hr (Industrial) Log/Log Slope = 0.6 for Valley Areas •• This Detention Basin Study is prepared with the Haestad Methods PondPack Version 7.5 Detention Basin Modeling Software. 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HYDROLOGY CALCULATIONS w- ow aw w r San Bernardino County Rational Hydrology Program .� (Hydrology Manual Date - August 1986) WW CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2000 ^„ Version 6.3 Rational Hydrology Study Date: 03/15/01 ,,,r ------------------------------------------------------------------ .. USF Bestway Motor Freight Terminal Hydrology Calculatelculations aw Upstream Tributary Areas Slover and E Etiwanda Avenues Lockwood Engineering Co. File Name: BestwayOffsitel Date: ■* March 15, 2001 r "" Lockwood Engineering, Rialto, California - SIN 856 ------------------------------------------------------------------ rr ********* Hydrology Study Control Information ********** W .. Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.250 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station +W 102.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 rr Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 990.000(Ft.) Bottom (of initial area) elevation = 982.000(Ft.) .w. Difference in elevation = 8.000(Ft.) Slope = 0.00800 s(%)= 0.80 as TC = k(0.304)*((length^3)/(elevation change) ]^0.2 Initial area time of concentration = 12.655 min. Rainfall intensity = 3.180(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 �r Subarea runoff = 27.915(CFS) Total initial stream area = 10.000(Ac.) we. Pervious area fraction = 0.100 err rrr @M rrr on do Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ err ++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 0 .. Top of street segment elevation = 982.000(Ft.) End of street segment elevation = 976.000(Ft.) +r+ Length of street segment = 2000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) +� Width of half street (curb to crown) = 47.000(Ft.) Distance from crown to crossfall grade break = 45.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) "w Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) PM Gutter hike from flowline = 0.150(In.) i. Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 77.882(CFS) Depth of flow = 0.938(Ft.), Average velocity = 3.148(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.86(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 47.000(Ft.) ,.� Flow velocity = 3.15(Ft/s) Travel time = 10.59 min. TC = 23.24 min. +� Adding area flow to street COMMERCIAL subarea type *- Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 '® Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.208(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 59.866(CFS) for 35.800(Ac.) r Total runoff = 87.780(CFS) Effective area this stream = 45.80(Ac.) Total Study Area (Main Stream No. 1) = 45.80(Ac.). Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 87.780(CFS) Half street flow at end of street = 87.780(CFS) Depth of flow = 0.973(Ft.), Average velocity = 3.276(Ft/s) Warning: depth of flow exceeds top of curb rr Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 12.26(Ft.) ■. Flow width (from curb towards crown)= 47.000(Ft.) M 4W ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ww Top of street segment elevation = 976.000(Ft.) „., End of street segment elevation = 971.000(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 47.000(Ft.) .- Distance from crown to crossfall grade break = 45.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 .r Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street *'^ Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 0.150(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 90.464(CFS) Depth of flow = 0.765(Ft.), Average velocity = 5.699(Ft/s) two Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.94(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 39.632(Ft.) Flow velocity = 5.70(Ft/s) Travel time = 1.17 min. TC = 24.41 min. Adding area flow to street UNDEVELOPED (average cover) subarea �.. Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 •— Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 2.144(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.856 Subarea runoff = 1.419(CFS) for 2.800(Ac.) Total runoff = 89.199(CFS) Effective area this stream = 48.60(Ac.) Total Study Area (Main Stream No. 1) = 48.60(Ac.) Area averaged Fm value = 0.105(In/Hr) Street flow at end of street = 89.199(CFS) .. Half street flow at end of street = 89.199(CFS) Depth of flow = 0.761(Ft.), Average velocity = 5.686(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.77(Ft.) Flow width (from curb towards crown)= 39.419(Ft.) 0 ,W -ft+++++++++++++ -4-+++++++++++++++++++++++++++++++++++++++++++++++++++ a wr an Process from Point/Station 104.000 to Point/Station 105.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Irr Top of street segment elevation = 971.000(Ft.) End of street segment elevation = 952.000(Ft.) Length of street segment = 1500.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 47.000(Ft.) �.. Distance from crown to crossfall grade break = 45.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) ,., Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) ... Gutter hike from flowline = 0.150(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 117.464(CFS) Depth of flow = 0.843(Ft.), Average velocity = 6.006(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.07(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 43.542(Ft.) Flow velocity = 6.01(Ft/s) Travel time = 4.16 min. TC = 28.58 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 1.951(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified �+ rational method)(Q=KCIA) is C = 0.856 Subarea runoff = 43.446(CFS) for 30.800(Ac.) «. Total runoff = 132.645(CFS) Effective area this stream = 79.40(Ac.) �r Total Study Area (Main Stream No. 1) = 79.40(Ac.) Area averaged Fm value = 0.095(In/Hr) ■. Street flow at end of street = 132.645(CFS) Half street flow at end of street = 132.645(CFS) Depth of flow = 0.882(Ft.), Average velocity = 6.151(Ft/s) Warning: depth of flow exceeds top of curb r '•' Distance that curb overflow reaches into property = 8.60(Ft.) Flow width (from curb towards crown)= 45.461(Ft.) End of computations, Total Study Area = 79.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. 40 M M Area averaged pervious area fraction(Ap) = 0.132 +r+ Area averaged SCS curve number = 32.6 OM Ow "M Ow p- aw 0 eiw ww ■rr 0 0 DETENTION BASIN MODELING am aw .w p— .m Ow pa No an to m do d r.. 4, ar Job File: C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Rain Dir: C:\HAESTAD\PPKW\RAINFALL\ USF BESTWAY MOTOR FREIGHT TERMINAL DETENTION BASIN MODEL HAESTAD METHODS PONDPACK VERSION 7.5 Detention Pond and Watershed Modeling Software Registration Number 321EOlA06A8F By: LOCKWOOD ENGINEERING COMPANY 380 W. Foothill Boulevard, Suite F Rialto, CA 92376 (909) 875-5015 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 r w (A. Table of Contents Table of Contents i ********************** MASTER SUMMARY ********************** Watershed....... Mod. Rational Grand Summary ........ 1.01 Master Network Summary ............. 1.02 *************** NETWORK SUMMARIES (DETAILED) *************** ****************** DESIGN STORMS SUMMARY ******************* rr SanBernardino... Rational Storms .................... 3.01 w ********************** RAINFALL DATA *********************** No SBCo 100yr....... Dev 100 I -D -F Table ........................ 4.01 S/N: 321EO1A06A8F Lockwood Engineering ■w PondPack Ver: 7.5 (765) Compute Time: Date: err Watershed....... Dev..2 •- Executive Summary (Nodes) .......... 2.01 Executive Summary (Links) .......... 2.02 aw Watershed....... Dev..5 Executive Summary (Nodes) .......... 2.03 +�+ Executive Summary (Links) .......... 2.04 Watershed....... Dev.10 Executive Summary (Nodes) .......... 2.05 Executive Summary (Links) .......... 2.06 Watershed....... Dev.25 ftw Executive Summary odes 2.07 Executive Summary (Links) .......... 2.08 oft aw Watershed....... Dev100 Executive Summary (Nodes) .......... 2.09 Executive Summary (Links) .......... 2.10 Network Calcs Sequence ............. 2.11 ****************** DESIGN STORMS SUMMARY ******************* rr SanBernardino... Rational Storms .................... 3.01 w ********************** RAINFALL DATA *********************** No SBCo 100yr....... Dev 100 I -D -F Table ........................ 4.01 S/N: 321EO1A06A8F Lockwood Engineering ■w PondPack Ver: 7.5 (765) Compute Time: Date: err oft r.r r ■,r om wo sm ■. am r MM aw A .. Table of Contents Table of Contents (continued) SBColOyr........ Dev.10 6.01 I -D -F Table ........................ 4.02 SBCo25yr........ Dev.25 I -D -F Table ........................ 4.03 SBCo2yr......... Dev..2 OUT Dev..5 I -D -F Table ........................ 4.04 SBCo5yr......... Dev..5 6.03 I -D -F Table ........................ 4.05 ******************** OUTLET STRUCTURES ********************* OUTLET .......... Outlet Input Data .................. 5.01 Composite Rating Curve ............. 5.05 *********************** POND ROUTING *********************** POND ............ Pond E -V -Q Table ................... 6.01 POND OUT Dev..2 Pond Routing Summary ............... 6.02 POND OUT Dev..5 Pond Routing Summary ............... 6.03 POND OUT Dev.10 Pond Routing Summary ............... 6.04 POND OUT Dev.25 Pond Routing Summary ............... 6.05 POND OUT Dev100 Pond Routing Summary ............... 6.06 ****************** RATIONAL METHOD CALCS ******************* DEVELOPED....... Dev..2 Rational Predev. Peak Q ............ 7.01 w- aw Table of Contents iii Table of Contents (continued) Mod. Rational Graph ................ 7.02 Mod. Rational Storm Calcs .......... 7.03 DEVELOPED....... Dev..5 Rational Predev. Peak Q ............ 7.04 Mod. Rational Graph ................ 7.05 Mod. Rational Storm Calcs .......... 7.06 DEVELOPED....... Dev.10 Rational Predev. Peak Q ............ 7.07 Mod. Rational Graph ................ 7.08 Mod. Rational Storm Calcs .......... 7.09 DEVELOPED....... Dev.25 Rational Predev. Peak Q ............ 7.10 Mod. Rational Graph ................ 7.11 Mod. Rational Storm Calcs .......... 7.12 DEVELOPED....... Dev100 Rational Predev. Peak Q ............ 7.13 Mod. Rational Graph ................ 7.14 Mod. Rational Storm Calcs .......... 7.15 DEVELOPED CA.... C and Area ......................... 7.16 PRE -DEVELOPED CA C and Area ......................... 7.17 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: Date: 4. Type.... Mod. Rational Grand Summary Page 1.01 Name.... Watershed .. File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW r ************************************************************************ * * * MODIFIED RATIONAL METHOD "" * ---- Grand Summary For All Storm Frequencies ---- * ************************************************************************ Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ww so .w. �w OM 110 err ow err .. 00 Area = 30.800 acres Tc =.2100 hrs .. ......................................................... VOLUMES ,■. Freq. Adjusted Duration I Qpeak Allowable) Inflow Storage years 'C' hrs in/hr cfs cfs I ac -ft ac -ft ------------------------------------------------------I--------------------- 2 .879 .2833 1.7042 46.50 44.06 1 1.089 .191 `r 5 .879 .2667 2.2500 61.39 56.52 1 1.353 .240 10 .879 .2667 2.6583 72.54 66.92 1.599 .281 �•• 25 .879 .2500 3.1875 86.98 77.49 1.797 .324 ew 100 .879 .2667 3.5500 96.87 89.34 2.135 .375 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 ww so .w. �w OM 110 err ow err .. 00 w w Type.... Master Network Summary Name.... Watershed w File.... C:\HAESTAD\PPKW\SAMPLE\ WW w op. w +00 a - w 0 - NO r 0, No am so .. w r ,u. ar Page 1.02 MASTER DESIGN STORM SUMMARY Default Network Design Storm File, ID BESTWAY3.IDQ SanBernardino MASTER NETWORK SUMMARY Modified Rational Method Network (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank --None; L=Left; R=Rt; LR=Left&Rt) Rainfall Max Return Event Type IDF File IDF ID ------------ Dev..2 --------------- -------- I -D -F Table ---------------- SBSTORMS SBCo2yr Dev..5 I -D -F Table SBSTORMS SBCo5yr Dev.10 I -D -F Table SBSTORMS SBColOyr Dev.25 I -D -F Table SBSTORMS SBCo25yr Dev100 I -D -F Table SBSTORMS SBCol00yr MASTER NETWORK SUMMARY Modified Rational Method Network (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank --None; L=Left; R=Rt; LR=Left&Rt) t Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac -ft Trun hrs cfs ft ac -ft -------- ------------ ----------------- ---- ---------------- DEVELOPED AREA 2 -- --------- 1.089 -------- .2100 46.50 DEVELOPED AREA 5 1.353 .2100 61.39 DEVELOPED AREA 10 1.599 .2100 72.54 DEVELOPED AREA 25 1.797 .2100 86.98 DEVELOPED AREA 100 2.135 .2100 96.87 *OUTFALL JCT 2 .892 .4500 10.17 *OUTFALL JCT 5 1.157 .4300 12.86 *OUTFALL JCT 10 1.402 .4300 14.88 *OUTFALL JCT 25 1.601 .4200 15.37 *OUTFALL JCT 100 1.938 .4400 16.14 POND IN POND 2 1.089 .2100 46.50 POND IN POND 5 1.353 .2100 61.39 POND IN POND 10 1.599 .2100 72.54 POND IN POND 25 1.797 .2100 86.98 POND IN POND 100 2.135 .2100 96.87 POND OUT POND 2 .892 .4500 10.17 51.10 .911 POND OUT POND 5 1.157 .4300 12.86 51.33 1.126 t ■r am w POND OUT POND 10 1.402 .4300 14.88 51.55 1.326 POND OUT POND 25 1.601 .4200 15.37 51.73 1.504 AM POND OUT POND 100 1.938 .4400 16.14 52.03 1.798 "" S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 aw A— W. so - W0 .. Wo 0 am am e wr am ow am aur Type.... Executive Summary (Nodes) Page 2.0 Name.... Watershed Event: 2 yr File.... C:\IIAESTAD\PPKW\SAMPLE\ Storm... SBCo2yr Tag: Dev..2 NETWORK SUMMARY -- NODES r (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) .., DEFAULT Design Storm File,ID = ur d w r err am w Storm Tag Name = .w -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in "" Duration Multiplier = 0 Resulting Duration = .0000 hrs ,o Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs an HYG Vol Qpeak Qpeak Max WSEL No Node ID Type ac -ft Trun. hrs cfs ft --------- ----------------- -------------- -- --------- -------- DEVELOPED AREA 1.089 .2100 46.50 ur Outfall OUTFALL JCT .892 .4500 10.17 POND IN POND 1.089 .2100 46.50 ** POND OUT POND .892 .4500 10.17 51.10 S/N: 321EO1A06A8F Lockwood Engineering No PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 d w r err am w wo we .rr .r p w WW am wr 4W W on +rr aw Type.... Executive Summary (Links) Page 2.02 Name.... Watershed Event: 2 yr File.... C:\HAESTAD\PPKW\SAMPLE\ Storm... SBCo2yr Tag: Dev..2 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (True.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac -ft Trun. hrs cfs End Points ---------------- --------------- ------------------ ---------------- ADD ADD UN 1.089 .2100 46.50 DEVELOPED DL 1.089 .2100 46.50 DN 1.089 .2100 46.50 POND IN OUTLET PONDrt UN 1.089 .2100 46.50 POND IN OUTLET .892 .4500 10.17 POND OUT DL .892 .4500 10.17 DN .892 .4500 10.17 OUTFALL S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 Type.... Executive Summary (Nodes) Page 2.03 Name.... Watershed Event: 5 yr File.... C:\HAESTAD\PPKW\SAMPLE\ Storm... SBCo5yr Tag: Dev..5 NETWORK SUMMARY -- NODES (True.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID Storm Tag Name = -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration =.0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac -ft Trun. hrs cfs ft ----------------- -------------- -- --------- -------- --------- DEVELOPED AREA 1.353 .2100 61.39 Outfall OUTFALL JCT 1.157 .4300 12.86 POND IN POND 1.353 .2100 61.39 POND OUT POND 1.157 .4300 12.86 51.33 SIN: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 Type.... Executive Summary (Links) Page 2.04 Name.... Watershed Event: 5 yr File.... C:\HAESTAD\PPKW\SAMPLE\ Storm... SBCo5yr Tag: Dev..5 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac -ft Trun. hrs cfs End Points ---------------- --------------- ------------------ ---------------- ADD ADD UN 1.353 .2100 61.39 DEVELOPED DL 1.353 .2100 61.39 DN 1.353 .2100 61.39 POND IN OUTLET PONDrt UN 1.353 .2100 61.39 POND IN OUTLET 1.157 .4300 12.86 POND OUT DL 1.157 .4300 12.86 DN 1.157 .4300 12.86 OUTFALL S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 d Type.... Executive Summary (Nodes) Page 2.05 Name.... Watershed Event: 10 yr File.... C:\HAESTAD\PPKW\SAMPLE\ Storm... SBColOyr Tag: Dev.10 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID Storm Tag Name = -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac -ft Trun. hrs cfs ft --------- ----------------- -------------- -- --------- -------- DEVELOPED AREA 1.599 .2100 72.54 Outfall OUTFALL JCT 1.402 .4300 14.88 POND IN POND 1.599 .2100 72.54 POND OUT POND 1.402 .4300 14.88 51.55 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 wir r w no aw .® M Type.... Executive Summary (Links) Page 2.06 Name.... Watershed Event: 10 yr File.... C:\HAESTAD\PPKW\SAMPLE\ Storm... SBCo 10yr Tag: Dev.10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac -ft Trun. hrs cfs End Points ---------------- --------------- ------------------ ---------------- ADD ADD UN 1.599 .2100 72.54 DEVELOPED DL 1.599 .2100 72.54 DN 1.599 .2100 72.54 POND IN OUTLET PONDrt UN 1.599 .2100 72.54 POND IN OUTLET 1.402 .4300 14.88 POND OUT DL 1.402 .4300 14.88 DN 1.402 .4300 14.88 OUTFALL SIN: 321E01A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 fm No orr Type.... Executive Summary (Nodes) Page 2.07 Name.... Watershed Event: 25 yr File.... C:\HAESTAD\PPKW\SAMPLE\ �* Storm... SBCo25yr Tag: Dev.25 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = MW om go M im I Storm Tag Name = .. -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs �. Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac -ft Trun. hrs cfs ft ----------------- -------------- -- --------- -------- --------- DEVELOPED AREA 1.797 .2100 86.98 ,■,. Outfall OUTFALL JCT 1.601 .4200 15.37 POND IN POND 1.797 .2100 86.98 s-- POND OUT POND 1.601 .4200 15.37 51.73 S/N: 321EO1A06A8F Lockwood Engineering ow PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 w MW om go M im I on to nw No Type.... Executive Summary (Links) Page 2.08 Name.... Watershed Event: 25 yr File.... C:\HAESTAD\PPKW\SAMPLE\ Storm... SBCo25yr Tag: Dev.25 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (True.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = -------------------------------------------------------------------- Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac -ft Trun. hrs cfs End Points ---------------- --------------- --- ------- -------- ---------------- ADD ADD UN 1.797 .2100 86.98 DEVELOPED DL 1.797 .2100 86.98 DN 1.797 .2100 86.98 POND IN OUTLET PONDrt UN 1.797 .2100 86.98 POND IN OUTLET 1.601 .4200 15.37 POND OUT DL 1.601 .4200 15.37 DN 1.601 .4200 15.37 OUTFALL S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 am r wr .r wr am r .. wr 4M rr 4n M r Type.... Executive Summary (Nodes) Page 2.09 Name.... Watershed Event: 100 yr File.... C:\HAESTAD\PPKW\SAMPLE\ Storm... SBCol00yr Tag: Dev100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = -------------------------------------------------------------------- Data Type; File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac -ft Trun. hrs cfs ft ----------------- -------------- -- --------- -------- --------- DEVELOPED AREA 2.135 .2100 96.87 Outfall OUTFALL JCT 1.938 .4400 16.14 POND IN POND 2.135 .2100 96.87 POND OUT POND 1.938 .4400 16.14 52.03 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 wr Type.... Executive Summary (Links) Page 2.10 Name.... Watershed Event: 100 yr File.... C:\HAESTAD\PPKW\SAMPLE\ ar Storm... SBCo100yr Tag: Dev100 am NETWORK SUMMARY -- LINKS aw (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) a. DEFAULT Design Storm File,ID = no Storm Tag Name = --------------------------- S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 rrr 0• rr an 60 Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 W. Resulting Duration = .0000 hrs ,.. Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q ,... Link ID Type ac -ft Trun. hrs cfs End Points a. ---------------- --------------- ------------------ ---------------- ADD ADD UN 2.135 .2100 96.87 DEVELOPED DL 2.135 .2100 96.87 ^— DN 2.135 .2100 96.87 POND IN OUTLET PONDrt UN 2.135 .2100 96.87 POND IN OUTLET 1.938 .4400 16.14 POND OUT DL 1.938 .4400 16.14 �+ DN 1.938 .4400 16.14 OUTFALL S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 rrr 0• rr an 60 0 "M No Type.... Network Calcs Sequence Page 2.11 Name.... Watershed Event: 100 yr File.... C:\HAESTAD\PPKVASAMPLE\BESTWAY.PPW Storm... SBCol00yr Tag: Dev100 NETWORK RUNOFF NODE SEQUENCE �* Runoff Data Apply to Node Receiving Link Mod.Rat Developed Subarea DEVELOPED Add Hyd DEVELOPED S/N: 321EO1A06A8F Lockwood Engineering �+ PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 ,.. 40 �. Type.... Network Calcs Sequence Page 2.12 Name.... Watershed Event: 100 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW .. Storm... SBCo 100yr Tag: Dev 100 NETWORK ROUTING SEQUENCE .. Link Operation UPstream Node DNstream Node Add Hyd ADD Subarea DEVELOPED Pond POND IN POND ROUTE TOTAL OUTFLOW... .. Total Pond Outflow Pond POND IN Outflow POND OUT " SET POND ROUTING LINK TO TOTAL POND OUTFLOW... w Outlet OUTLET Outflow POND OUT Jct OUTFALL 0— S/N: 321EO1A06A8F Lockwood Engineering .. PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 0— am W w am .r Type.... Rational Storms Page 3.01 Name.... SanBernardino File.... C:UIIAESTAD\PPKW\RAINFALL\BESTWAY3.IDQ Title... JOB TITLE NOT SPECIFIED Click Project Summary on the File Menu to enter title I -D -F DESIGN STORM SUMMARY Storm Queue File,ID = BESTWAY3.IDQ SanBernardino Storm Tag Name = Dev..2 ---------------------------------------------------------------------- File: Type, ID = SBSTORMS.IDF: I -D -F Storm... SBCo2yr Storm Frequ. = 2 yr Storm Tag Name = Dev..5 ---------------------------------------------------------------------- File: Type, ID = SBSTORMS.IDF: I -D -F Storm... SBCo5yr Storm Frequ. = 5 yr Storm Tag Name = Dev.10 ---------------------------------------------------------------------- File: Type, ID = SBSTORMS.IDF: I -D -F Storm... SBColOyr Storm Frequ. = 10 yr Storm Tag Name = Dev.25 ---------------------------------------------------------------------- File: Type, ID = SBSTORMS.IDF: I -D -F Storm... SBCo25yr Storm Frequ. = 25 yr Storm Tag Name = Dev100 File: Type, ID = SBSTORMS.IDF: I -D -F Storm... SBCol00yr Storm Frequ. =I 00 yr S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 0 ww wr Type.... I -D -F Table Page 4.01 Am Name.... SBCol00yr Tag: Dev100 Event: 100 yr File.... C:\HAESTAD\PPKW\RAINFALL\SBSTORMS.IDF OW Storm... SBCo 100yr Tag: Dev 100 ,�. Rainfall -Intensity -Duration Curve N- Time, hrs Intens., in/hr ----------- .1000 ----------- 4.8000 .5000 1.8000 1.0000 1.2000 1.5000 1.0000 2.0000 .9000 3.0000 .7300 4.0000 .6500 w�. 5.0000 .5800 .. 6.0000 .5200 8.0000 .4600 10.0000 .4200 12.0000 .3800 18.0000 .3300 ... 24.0000 .2800 "- S/N: 321EO1A06A8F Lockwood Engineering go PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 0 - am 0 8 e sm Ma Type.... I -D -F Table Page 4.02 .M Name.... SBColOyr Tag: Dev.10 Event: 10 yr File.... C:\IiAESTAD\PPKW\RAINFALL\SBSTORMS.IDF WO Storm... SBCoIOyr Tag: Dev.10 w. Rainfall -Intensity -Duration Curve •- S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 0 F- r. r - P 8 no im ew Time, hrs Intens., in/hr "" ----------- .1000 ----------- 3.6000 .5000 1.3400 1.0000 .8800 r,. 1.5000 .6700 2.0000 .6000 3.0000 .4700 4.0000 .3800 5.0000 .3400 6.0000 .3000 8.0000 .2500 r. 10.0000 .2200 12.0000 .1900 18.0000 .1600 24.0000 .1300 •- S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 0 F- r. r - P 8 no im ew 0 MM i. e 4.03 Type.... I -D -F Table Page .. Name.... SBCo25yr Tag: Dev.25 Event: 25 yr File.... C:\HAESTAD\PPKW\RAINFALL\SBSTORMS.IDF sm Storm... SBCo25yr Tag: Dev.25 OM MW on so 0 on IN Rainfall -Intensity -Duration Curve w. .� Time, hrs Intens., in/hr "' ---------------------- .1000 4.2000 .5000 1.5000 �. 1.0000 1.0000 �. 1.5000 .7700 2.0000 .6500 ^ 3.0000 .5000 4.0000 .4300 W. 5.0000 .3600 6.0000 .3200 8.0000 .2700 10.0000 .2300 12.0000 .2100 18.0000 .1600 24.0000 .1300 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 OM MW on so 0 on IN OM No MM arra Type.... I -D -F Table Page 4.04 Name.... SBCo2yr Tag: Dev..2 Event: 2 yr File.... C:\HAESTAD\PPKW\RAINFALL\SBSTORMS.IDF +Y+ Storm... SBCo2yr Tag: Dev..2 fto Rainfall -Intensity -Duration Curve OM Time, hrs Intens., in/hr "' ----------- .1000 ----------- 2.3000 .5000 1.0000 1.0000 .6500 r... 1.5000 .5300 2.0000 .4500 3.0000 .3500 4.0000 .3000 ar 5.0000 .2600 �,. 6.0000 .2400 8.0000 .2000 10.0000 .1800 12.0000 .1600 .. 18.0000 .1300 r 24.0000 .1100 S/N: 321EO1A06A8F Lockwood Engineering aar PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 r 0 raw No am Type.... I -D -F Table Page 4.05 .. Name.... SBCo5yr Tag: Dev..5 Event: 5 yr File.... C:\HAESTAD\PPKW\RAINFALL\SBSTORMS.IDF OW Storm... SBCo5yr Tag: Dev..5 Rainfall -Intensity -Duration Curve am S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 .W 00 am so trrr OR gr 0 Time, hrs Intens., in/hr aw ----------- .1000 ----------- 3.0000 .5000 1.2000 "- 1.0000 .7500 ,.. 1.5000 .6000 2.0000 .5000 �- 3.0000 .4000 4.0000 .3300 5.0000 .2800 6.0000 .2500 8.0000 .2100 r. 10.0000 .1900 12.0000 .1700 18.0000 .1300 24.0000 .1100 am S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 .W 00 am so trrr OR gr 0 p- aw W. OW rrr Type.... Outlet Input Data Page 5.01 Name.... OUTLET File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 50.00 ft Increment = .50 ft Max. Elev.= 52.34 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ---- ------- --------- --------- Stand Pipe SP ---> CV 51.500 52.340 Orifice -Area OR ---> CV 50.250 52.340 Orifice -Area OR ---> CV 50.600 52.340 Orifice -Area OR ---> CV 51.000 52.340 Culvert -Box CV ---> TW 48.520 52.340 TW SETUP, DS Channel S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 arr SM to rr �r on M 10 an as an ar Type.... Outlet Input Data Page 5.02 Name.... OUTLET File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW OUTLET STRUCTURE INPUT DATA Structure ID = SP Structure Type = Stand Pipe # of Openings = 1 Invert Elev. = 51.50 ft Diameter = 3.0000 ft Orifice Area = 7.0686 sq.ft Orifice Coeff. _ .600 Weir Length = 9.42 ft Weir Coeff. = 3.000 K, Submerged = .000 K, Reverse = 1.000 Kb,Barrel = .000000 (per ft of full flow) Barrel Length = .00 ft Mannings n = .0000 Structure ID = OR Structure Type = Orifice -Area # of Openings = 3 Invert Elev. = 50.25 ft Area = .4200 sq.ft Top of Orifice = .00 ft Datum Elev. = 50.25 ft Orifice Coeff. _ .600 Structure ID = OR Structure Type = Orifice -Area ------------------------------------ # of Openings = 3 Invert Elev. = 50.60 ft Area = .4200 sq.ft Top of Orifice = .00 ft Datum Elev. = 50.60 ft Orifice Coeff. _ .600 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 w w. w. Wo «r MW 0- aw M on 40 Type.... Outlet Input Data Page 5.03 Name.... OUTLET File.... C:\HAESTAD\PPK)VASAMPLE\BESTWAY.PPW OUTLET STRUCTURE INPUT DATA Structure ID = OR Structure Type = Orifice -Area ------------------------------------ # of Openings = 3 Invert Elev. = 51.00 ft Area = .4200 sq.ft Top of Orifice = .00 ft Datum Elev. = 51.00 ft Orifice Coef£ _ .600 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 am No Type.... Outlet Input Data Page 5.04 Name.... OUTLET as File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW "" OUTLET STRUCTURE INPUT DATA lo. Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED �w Structure ID = CV "" Structure Type = Culvert -Box ------------------------------------ No. Barrels = 1 .� Barrel Height = .50 ft Barrel Width = 4.00 ft Upstream Invert = 48.52 ft Dnstream Invert = 48.29 ft .w Horiz. Length = 46.50 ft .. Barrel Length = 46.50 ft r Barrel Slope = .00495 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .5000 (forward entrance loss) Kb = .036592 (per ft of full flow) •� Kr = .5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA... Equation form = 1 r.. Inlet Control K = .0260 Inlet Control M = 1.0000 Inlet Control c = .03850 Inlet Control Y = .8100 Tl ratio (HW/D) = 1.176 ,,.. T2 ratio (HW/D) = 1.424 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. .. Use submerged inlet control Form 1 equ. above T2 elev. No In transition zone between unsubmerged and submerged inlet control, 0* interpolate between flows at Tl & T2... At Tl Elev = 49.11 ft ---> Flow= 4.95 cfs At T2 Elev = 49.23 ft ---> Flow= 5.66 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED �w ... CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft w� Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance= .10 cfs Max. Q tolerance= .10 cfs A.. S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 low ns� IWW sAw aw OM aw aw 0 am aw an 4W am err mob ar a, Type.... Composite Rating Curve Page 5.05 Name.... OUTLET wr File.... C:q-iAESTAD\PPKW\SAMPLE\BESTWAY.PPW AM COMPOSITE OUTFLOW SUMMARY **** 7 W. 0- W. P- aw an Mfr 0 rr WS Elev, Total Q Notes ow ------------------------ Converge ------------------------- Elev. Q TW Elev Error w.. ft cfs ft +/-ft Contributing Structures u.+ -------- 50.00 ------- -------- ----- -------------------------- .00 Free Outfall (no Q: SP,OR,OR,OR,CV) 50.25 .00 Free Outfall (no Q: SP,OR,OR,OR,CV) 50.50 3.03 Free Outfall OR,CV (no Q: SP,OR,OR) W. 50.60 3.59 Free Outfall OR,CV (no Q: SP,OR,OR) ._ 51.00 9.09 Free Outfall OR,OR,CV (no Q: SP,OR) 51.50 14.76 Free Outfall OR,OR,OR,CV (no Q: SP) "° 52.00 16.06 Free Outfall SP,CV (no Q: OR,OR,OR) 52.34 16.90 Free Outfall SP,CV (no Q: OR,OR,OR) MW S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 7 W. 0- W. P- aw an Mfr 0 rr p.. Type.... Pond E -V -Q Table Page 6.01 Name.... POND File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW LEVEL POOL ROUTING DATA HYG Dir = C:\HAESTAD\PPKW\SAMPLE\ Inflow HYG file = BESTWAY3.HYG - POND IN Dev..2 Outflow HYG file = BESTWAY3.HYG - POND OUT Dev..2 Pond Node Data = POND Pond Volume Data = POND Pond Outlet Data = OUTLET No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 50.00 ft Starting Volume = .000 ac -ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs Elevation Outflow Storage Area Infilt. Q Total 2S/t + O ft cfs ac -ft acres cfs cfs cfs ------------------------------------------------------------------------------ 50.00 .00 .000 .7713 .00 .00 .00 50.25 .00 .196 .7984 .00 .00 474.82 50.50 3.03 .399 .8259 .00 3.03 969.19 50.60 3.59 .482 .8370 .00 3.59 1170.96 51.00 9.09 .826 .8823 .00 9.09 2008.54 51.50 14.76 1.282 .9403 .00 14.76 3116.73 52.00 16.06 1.767 1.0002 .00 16.06 4291.84 52.34 16.90 2.114 1.0419 .00 16.90 5132.71 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 �.. MASS BALANCE (ac -ft) -------------------------- + Initial Vol = .000 rr + HYG Vol IN = 1.089 Type.... Pond Routing Summary Page 6.02 ,�. Name.... POND OUT Tag: Dev..2 Event: 2 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo2yr Tag: Dev..2 LEVEL POOL ROUTING SUMMARY �w HYG Dir = C:\HAESTAD\PPKW\SAMPLE\ ,�. Inflow HYG file = BESTWAY3.HYG - POND IN Dev..2 rrr Outflow HYG file = BESTWAY3.HYG - POND OUT Dev..2 w Pond Node Data = POND Pond Volume Data = POND Pond Outlet Data = OUTLET No Infiltration INITIAL CONDITIONS — ---------------------------------- Starting WS Elev = 50.00 ft Starting Volume = .000 ac -ft a.. Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs �. Starting Total Qout= .00 cfs a.. Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 46.50 cfs at .2100 hrs r" Peak Outflow = 10.17 cfs at .4500 hrs ----------------------------------------------------- Peak Elevation = 51.10 ft Peak Storage = .911 ac -ft �.. MASS BALANCE (ac -ft) -------------------------- + Initial Vol = .000 rr + HYG Vol IN = 1.089 - Infiltration = .000 - HYG Vol OUT = .892 - Retained Vol = .196 Unrouted Vol = -.000 ac -ft (.000% of Inflow Volume) �w S/N: 321EO1A06A8F Lockwood Engineering rrr PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 d kbw No MW U0 Type.... Pond Routing Summary Page 6.03 Name.... POND OUT Tag: Dev..5 Event: 5 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo5yr Tag: Dev..5 Peak Storage = LEVEL POOL ROUTING SUMMARY HYG Dir = C:\HAESTAD\PPKW\SAMPLE\ Inflow HYG file = BESTWAY3.HYG - POND IN Dev..5 Outflow HYG file = BESTWAY3.HYG - POND OUT Dev..5 Pond Node Data = POND Pond Volume Data = POND Pond Outlet Data = OUTLET No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 50.00 ft Starting Volume = .000 ac -ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 61.39 cfs at .2100 hrs Peak Outflow = 12.86 cfs at .4300 hrs ----------------------------------------------------- Peak Elevation = 51.33 ft Peak Storage = 1.126 ac -ft MASS BALANCE (ac -ft) + Initial Vol = .000 + HYG Vol IN = 1.353 - Infiltration = .000 - HYG Vol OUT = 1.157 - Retained Vol = .196 Unrouted Vol = -.000 ac -ft (.000% of Inflow Volume) S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 MASS BALANCE (ac -ft) .. -------------------------- + Initial Vol = .000 .�r Type.... Pond Routing Summary Page 6.04 Name.... POND OUT Tag: Dev.10 Event: 10 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCoIOyr Tag: Dev.10 ow LEVEL POOL ROUTING SUMMARY HYG Dir = C:\HAESTAD\PPKW\SAMPLE\ �+• Inflow HYG file = BESTWAY3.HYG - POND IN Dev.10 Outflow HYG file = BESTWAY3.HYG - POND OUT Dev.10 wr S/N: 321EO1A06A8F Lockwood Engineering W Pond Node Data = POND �. Pond Volume Data = POND a Pond Outlet Data = OUTLET °" No Infiltration .. INITIAL CONDITIONS ,.. ---------------------------------- Starting WS Elev = 50.00 ft Starting Volume = .000 ac -ft Starting Outflow = .00 cfs .. Starting Infiltr. _ .00 cfs .. Starting Total Qout= .00 cfs Time Increment = .0100 hrs ow INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 72.54 cfs at .2100 hrs Peak Outflow = 14.88 cfs at .4300 his "�' ------------ ----------------------------------------- Peak Elevation = 51.55 ft Peak Storage = 1.326 ac -ft MASS BALANCE (ac -ft) .. -------------------------- + Initial Vol = .000 rr + HYG Vol IN = 1.599 - Infiltration = .000 - HYG Vol OUT = 1.402 - Retained Vol = .196 ow Unrouted Vol = -.000 ac -ft (.000% of Inflow Volume) S/N: 321EO1A06A8F Lockwood Engineering W PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 Type.... Pond Routing Summary Page 6.05 Name.... POND OUT Tag: Dev.25 Event: 25 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo25yr Tag: Dev.25 Peak Storage = LEVEL POOL ROUTING SUMMARY HYG Dir = C:\HAESTAD\PPKW\SAMPLE\ Inflow HYG file = BESTWAY3.HYG - POND IN Dev.25 Outflow HYG file = BESTWAY3.HYG - POND OUT Dev.25 Pond Node Data = POND Pond Volume Data = POND Pond Outlet Data = OUTLET No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 50.00 ft Starting Volume = .000 ac -ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 86.98 cfs at .2100 hrs Peak Outflow = 15.37 cfs at .4200 hrs --- ------------------------------------------------- Peak Elevation = 51.73 ft Peak Storage = 1.504 ac -ft MASS BALANCE (ac -ft) + Initial Vol = .000 + HYG Vol IN = 1.797 - Infiltration = .000 - HYG Vol OUT = 1.601 - Retained Vol = .196 Unrouted Vol = -.000 ac -ft (.000% of Inflow Volume S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 t AM aw we ,r an W 4M to w. Type.... Pond Routing Summary Page 6.06 Name.... POND OUT Tag: Dev 100 Event: 100 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo 100yr Tag: Dev 100 Peak Storage = LEVEL POOL ROUTING SUMMARY HYG Dir = C:\HAESTAD\PPKW\SAMPLE\ Inflow HYG file = BESTWAY3.HYG - POND IN Dev100 Outflow HYG file = BESTWAY3.HYG - POND OUT Dev100 Pond Node Data = POND Pond Volume Data = POND Pond Outlet Data = OUTLET No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 50.00 ft Starting Volume = .000 ac -ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 96.87 cfs at .2100 hrs Peak Outflow = 16.14 cfs at .4400 hrs ----------------------------------------------------- Peak Elevation = 52.03 ft Peak Storage = 1.798 ac -ft MASS BALANCE (ac -ft) + Initial Vol = .000 + HYG Vol IN = 2.135 - Infiltration = .000 - HYG Vol OUT = 1.938 - Retained Vol = .196 Unrouted Vol = -.000 ac -ft (.000% of Inflow Volume) S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 aw it 4W No .. p- ow 0, aw fm low 4W wr 0, .. Type.... Rational Predev. Peak Q Page 7.01 Name.... DEVELOPED Event: 2 yr File.... C:UUESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo2yr Tag: Dev..2 SUMMARY OF RATIONAL METHOD PEAK DISCHARGES --- PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Tag Freq File IDF Curve ----- ------------------ ---------------- Dev..2 2 SBSTORMS.IDF SBCo2yr Tc =.2500 hrs ------------------------------- Tag -----------------------------.Tag Freq C C adj I C I Area I Peak Q (years) factor final in/hr acres cfs ----- ------ ----- -----------------------------------I---------- Dev..2 2 .783 1.000 1 .783 1.8125 30.8001 44.06 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 w ar no w MW a.. aw an rr Type.... Mod. Rational Graph Page 7.02 Name.... DEVELOPED Tag: Dev..2 Event: 2 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo2yr Tag: Dev..2 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) * RETURN FREQUENCY: 2 yr Allowable Outflow: 44.06 cfs * 'C' Adjustment: 1.000 1 Required Storage: .191 ac -ft *-------------------------------------------- ------------------------* * Peak Inflow: 46.50 cfs * .HYG File: Dev..2 ********************************************************************** Q I Td =.2833 hrs I Return Freq: 2 yr /------- Approx. Duration for Max. Storage ------/ C adj.factor:1.000 Tc= .2100 hrs I = 1.9425 in/hr Area= 30.800 acres Q = 53.00 cfs Weighted C =.879 �. I Adjusted C = .879 Required Storage .--.191 ac -ft I Td= .2833 hrs I= 1.7042 in/hr xxxxxxxIxxxxxxxxxxx Q=46.50cfs I x x o Q = 44.06 cfs X o Ix (Allow.Outflow) I x o 1 1 . x o NOT TO SCALE x J.x o 10 1 x -----------------------------------------------------I------------ .2943 hrs T S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 On wr N Type.... Mod. Rational Storm Calcs Page 7.03 ^*• Name.... DEVELOPED Tag: Dev..2 Event: 2 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo2yr Tag: Dev..2 MODIFIED RATIONAL METHOD aw ---- Summary for Single Storm Frequency ---- am Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 2 yr ' C' Adjustment = 1.00OAllowable Q = 44.06 cfs ------------------- 7-------------------------------------------------------- ir Im Hydrograph Storm Duration, Td =.2833 hrs Tc =.2100 hrs Hydrograph File: Dev..2 No....................................................................... VOLUMES sm Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'Cl 'C' hrs in/hr acres cfs I ac -ft ac -ft ------------------------------------------------------ I--------------------- ,.., .879 .879 .2100 1.9425 30.800 53.00 .920 .155 .879 .879 .2500 1.8125 30.800 49.46 1.022 .184 ************************************************************ Storage Maximum .., .879 .879 .2833 1.7042 30.800 46.50 1.089 .191 **************************************************************************** 1°- .879 .879 .3333 1.5417 30.800 42.071 Qpeak < Qallow .. S/N: 321EO1A06A8F Lockwood Engineering am PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 to an aw OR am err M to E w 4 wo ow Type.... Rational Predev. Peak Q Page 7.04 Name.... DEVELOPED Event: 5 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo5yr Tag: Dev..5 SUMMARY OF RATIONAL METHOD PEAK DISCHARGES --- PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Tag Freq File IDF Curve ----- ------------------ ---------------- Dev..2 2 SBSTORMS.IDF SBCo2yr Dev..5 5 SBSTORMS.IDF SBCo5yr Tc =.2500 hrs .-----------------------------. Tag Freq C C adj I C I Area I Peak Q (years) factor final in/hr acres cfs ----- ------ ----- -----------------------------------I---------- Dev..2 2 .783 1.000 1 .879 1.9425 30.8001 53.00 Dev..5 5 .783 1.000 1 .783 2.3250 30.8001 56.52 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 ow aw am go dw aw aw am wr an go Oft am am 60 4" ow 4M aw M 4r Type.... Mod. Rational Graph Page 7.05 Name.... DEVELOPED Tag: Dev..5 Event: 5 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo5yr Tag: Dev..5 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 5 yr I Allowable Outflow: 56.52 cfs * 'C' Adjustment: 1.000 1 Required Storage: .240 ac-ft *--------------------------------------------------------------------* * Peak Inflow: 61.39 cfs * .HYG File: Dev..5 ********************************************************************** Td =.2667 hrs I Return Freq: 5 yr Approx. Duration for Max. Storage ------/ C adj.factor:1.000 Tc= .2100 hrs I = 2.5050 in/hr I Area= 30.800 acres Q = 68.35 cfs I Weighted C =.879 �. I Adjusted C = .879 Required Storage -- .240 ac -ft I Td= .2667 hrs I= 2.2500 in/hr xxxxxxxIxxxxxxxxxxx Q=61.39cfs x x o Q = 56.52 cfs X o Ix (Allow.Outflow) . x o 1 X o NOT TO SCALE I x J.x o 1 10 1 x ----------------------------------------------------- I------------ .2833 hrs T S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 Type.... Mod. Rational Storm Calcs Page 7.06 Name.... DEVELOPED Tag: Dev..5 Event: 5 yr File.... C:\I-UESTAD\PPKWASAMPLE\BESTWAY.PPW ow Storm... SBCo5yr Tag: Dev..5 MODIFIED RATIONAL METHOD �+ ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) .- RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.00OAllowable Q = 56.52 cfs ---------------------------------------------------------------------------- UW `r S/N: 321EO1A06A8F Lockwood Engineering *„t PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 MW M rr 4= ar s to so r "M r o• aw Hydrograph Storm Duration, Td = .2667 hrs Tc =.2100 hrs Hydrograph File: Dev..5 ........................................................................... VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'Cl 'C' hrs in/hr acres cfs I ac -ft ac -ft .. I--------------------- ------------------------------------------------------ .2100 2.5050 30.800 68.35 1 1.186 .205 ,,., .879 .879 .879 .879 .2500 2.3250 30.800 63.44 1 1.311 .236 r. ************************************************************ Storage Maximum op" .879 .879 .2667 2.2500 30.800 61.39 1 1.353 .240 �- .879 .879 .3333 1.9500 30.800 53.211 Qpeak < Qallow `r S/N: 321EO1A06A8F Lockwood Engineering *„t PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 MW M rr 4= ar s to so r "M r o• aw Now Type.... Rational Predev. Peak Q Page 7.07 Name.... DEVELOPED Event: 10 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBColOyr Tag: Dev.10 SUMMARY OF RATIONAL METHOD PEAK DISCHARGES --- PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Tag Freq File IDF Curve Dev..2 2 SBSTORMS.IDF SBCo2yr Dev..5 5 SBSTORMS.IDF SBC05yr Dev.10 10 SBSTORMS.IDF SBColOyr Tc =.2500 hrs Tag Freq .-----------------------------. C C adj I C I Area I Peak Q (years) factor final in/hr acres cfs ---------- ----- ------ ----- Dev..2 2 -----------------------------------I .783 1.000 .879 1.9425 30.8001 53.00 Dev..5 5 .783 1.000 .879 2.5050 30.8001 68.35 Dev.10 10 .783 1.000 .783 2.7525 30.8001 66.92 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 NW Type.... Mod. Rational Graph Page 7.08 Name.... DEVELOPED Tag: Dev.10 Event: 10 yr File.... C:U-IAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBColOyr Tag: Dev.10 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 10 yr I Allowable Outflow: 66.92 cfs * 'C' Adjustment: 1.000 1 Required Storage: .281 ac-ft *--------------------------------------------------------------------* * Peak Inflow: 72.54 cfs * .HYG File: Dev.10 ********************************************************************** Td =.2667 hrs I Return Freq: 10 yr Approx. Duration for Max. Storage ------/ C adj.factor:1.000 I I Tc= .2100 hrs 1 I = 2.9785 in/hr I Area= 30.800 acres Q = 81.27 cfs I Weighted C=.879 I. I Adjusted C = .879 .i. I 1 . Required Storage I .--.281 ac -ft I Td= .2667 hrs I I I I= 2.6583 in/hr xxxxxxxlxxxxxxxxxxx Q=72.54cfs I x x o Q = 66.92 cfs x o Ix (Allow -Outflow) 1 . x 0 1 . x o NOT TO SCALE I x I.x o I 10 1 x ----------------------------------------------------- I ------------ .2829 hrs T S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 t rr Type.... Mod. Rational Storm Calcs Page 7.09 go Name.... DEVELOPED Tag: Dev.10 Event: 10 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW +wr Storm... SBColOyr Tag: Dev.10 am MODIFIED RATIONAL METHOD No ---- Summary for Single Storm Frequency ---- w. a.. Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000Allowable Q = 66.92 cfs W. ----------- ----------------------------------------------------------------- Hydrograph Storm Duration, Td =.2667 hrs Tc =.2100 hrs �. Hydrograph File: Dev.10 ....................................................................... VOLUMES '^ Wtd. Adjusted Duration Intens. Area Qpeak l Inflow Storage 'Cl 'C' hrs in/hr acres cfs I ac -ft ac -ft rr ------------------------------------------------------I--------------------- „�, .879 .879 .2100 2.9785 30.800 81.27 1 1.411 .249 .879 .879 .2500 2.7525 30.800 75.111 1.552 .280 wr ************************************************************ Storage Maximum .879 .879 .2667 2.6583 30.800 72.54 1 1.599 .281 i.r **************************************************************************** am .879 .879 .3333 2.2817 30.800 62.261 Qpeak < Qallow am S/N: 321EO1A06A8F Lockwood Engineering f„ PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 aw "M two OR r M go am U0 err rr rrr 0" im .n dw trr iw w.. w aw no aw rrr rrr wr ■r Type.... Rational Predev. Peak Q Page 7.10 Name.... DEVELOPED Event: 25 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo25yr Tag: Dev.25 SUMMARY OF RATIONAL METHOD PEAK DISCHARGES --- PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Tag Freq File IDF Curve ----- ------------------ Dev..2 2 ---------------- SBSTORMS.IDF SBCo2yr Dev..5 5 SBSTORMS.IDF SBCo5yr Dev.10 10 SBSTORMS.IDF SBColOyr Dev.25 25 SBSTORMS.IDF SBCo25yr Tc =.2500 hrs Tag Freq -----------------------------. C C adj I C I Area I Peak Q (years) factor final in/hr acres cfs ---------- ----- ----- Dev..2 2 -----------------------------------I .783 1.000 1 .879 1.9425 30.8001 53.00 Dev..5 5 .783 1.000 1 .879 2.5050 30.8001 68.35 Dev.10 10 .783 1.000 1 .879 2.9785 30.8001 81.27 Dev.25 25 .783 1.000 1 .783 3.1875 30.8001 77.49 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 t W" Ib Type.... Mod. Rational Graph Page 7.11 .,., Name.... DEVELOPED Tag: Dev.25 Event: 25 yr File.... C:UIIAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo25yr Tag: Dev.25 MM am MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- am Method I aw Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) u. ********************************************************************** * RETURN FREQUENCY: 25 yr Allowable Outflow: 77.49 cfs 'C' Adjustment: 1.000 1 Required Storage: .324 ac-ft *--------------------------------------------------------------------* •- * Peak Inflow: 86.98 cfs * .HYG File: Dev.25 S/N: 321EO1A06A8F Lockwood Engineering �w PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 ■r Q1 Td = .2500 hrs I Return Freq: 25 yr /------- Approx. Duration for Max. Storage ------/ C adj.factor: 1 .000 ,.., Tc= .2100 hrs I = 3.4575 in/hr Area= 30.800 acres Q = 94.34 cfs Weighted C =.879 �. I Adjusted C = .879 Required Storage .--.324 ac -ft I Td= .2500 hrs .-I I I= 3.1875 in/hr xxxxxxxIxxxxxxxxxxx Q=86.98cfs w x x o Q = 77.49 cfs x o Ix (Allow.Outflow) X o I x o NOT TO SCALE I x J.x o 1 10 1 x ..------------------------------------------------------ I------------ .2729 hrs T S/N: 321EO1A06A8F Lockwood Engineering �w PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 ■r r.. am Type.... Mod. Rational Storm Calcs Page 7.12 Name.... DEVELOPED Tag: Dev.25 Event: 25 yr File.... C:UUESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo25yr Tag: Dev.25 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.00OAllowable Q = 77.49 cfs Hydrograph Storm Duration, Td =.2500 hrs Tc =.2100 hrs Hydrograph File: Dev.25 ............................................................................ ............................................................................ VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'Cl 'C' hrs in/hr acres cfs I ac -ft ac -ft ------------------------------------------------------ I --------------------- .879 .879 .2100 3.4575 30.800 94.34 1.637 .292 ************************************************************ Storage Maximum .879 .879 .2500 3.1875 30.800 86.98 1.797 .324 **************************************************************************** .879 .879 .3333 2.6250 30.800 71.63 1 Qpeak < Qallow S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 t "M so am Type.... Rational Predev. Peak Q Page 7.13 ,..� Name.... DEVELOPED Event: 100 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW �. Storm... SBCo100yr Tag: Dev100 WW p— .. p- p— ow - No go an rr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES --- PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Tag Freq File IDF Curve Dev..2 2 SBSTORMS.IDF SBCo2yr Dev..5 5 SBSTORMS.IDF SBCo5yr Dev.10 10 SBSTORMS.IDF SBColOyr Dev.25 25 SBSTORMS.IDF SBCo25yr Dev100 100 SBSTORMS.IDF SBCo100yr Tc =.2500 hrs Tag Freq -----------------------------. C C adj I C I Area I Peak Q (years) factor final in/hr acres I cfs ---------- ----- ------ Dev..2 ----- 2 -----------------------------------I .783 1.000 .879 1.9425 30.8001 53.00 Dev..5 5 .783 1.000 .879 2.5050 30.8001 68.35 Dev.10 10 .783 1.000 .879 2.9785 30.8001 81.27 Dev.25 25 .783 1.000 .879 3.4575 30.8001 94.34 Dev100 100 .783 1.000 1 .783 3.6750 30.8001 89.34 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 MW r. N w Type.... Mod. Rational Graph Page 7.14 Name.... DEVELOPED Tag: Dev100 Event: 100 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo 100yr Tag: Dev 100 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 100 yr I Allowable Outflow: 89.34 cfs * 'C' Adjustment: 1.000 1 Required Storage: .375 ac -ft ---------------------------------------------- * Peak Inflow: 96.87 cfs * .HYG File: Dev100 ********************************************************************** Q1 Td = .2667 hrs I Return Freq: 100 yr /------- Approx. Duration for Max. Storage ------/ C adj.factor:1.000 I I � 1 1 Tc= .2100 hrs I I = 3.9750 in/hr I Area= 30.800 acres 1 Q = 108.46 cfs I Weighted C =.879 1. I Adjusted C=.879 1 Required Storage I 1 .--.375 ac -ft I Td= .2667 hrs i I I I I= 3.5500 in/hr 1 xxxxxxxlxxxxxxxxxxx Q=96.87cfs I I x x o Q = 89.34 cfs x o Ix (Allow.Outflow) I x 0 1 1. x o NOT TO SCALE I x 1.x o 1 10 1 x ----------------------------------------------------- - ----------- .2830 hrs T S/N: 321EO1AO6A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 t Yrr on Irr .• aw r an so rrr Type.... Mod. Rational Storm Calcs Page 7.15 Name.... DEVELOPED Tag: Dev100 Event: 100 yr File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW Storm... SBCo100yr Tag: Dev100 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.00OAllowable Q = 89.34 cfs Hydrograph Storm Duration, Td =.2667 hrs Tc =.2100 hrs Hydrograph File: Dev100 ............................................................................ ............................................................................ VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'Cl 'C' hrs in/hr acres cfs I ac -ft ac -ft ------------------------------------------------------ I--------------------- .879 .879 .2100 3.9750 30.800 108.46 1 1.882 .332 .879 .879 .2500 3.6750 30.800 100.281 2.072 .374 ************************************************************ Storage Maximum .879 .879 .2667 3.5500 30.800 96.87 1 2.135 .375 **************************************************************************** .879 .879 .3333 3.0500 30.800 83.22 1 Qpeak < Qallow S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 +r. err w rr. a.. MW w- ow r MW .- r rr an rr r Type.... C and Area Page 7.16 Name.... DEVELOPED CA File.... C:\HAESTAD\PPKW\SAMPLE\BESTWAY.PPW RATIONAL C COEFFICIENT DATA Soil/Surface Description ------------------------------ Upstream Bestway Site Area C x Area C acres acres -------- ---------- ---------- .8810 5.800 5.110 .8780 25.000 21.950 WEIGHTED C & TOTAL AREA ---> .8786 30.800 27.060 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 am r am IM 0, IM Type.... C and Area Page 7.17 Name.... PRE -DEVELOPED CA File.... C:\HAESTAD\PPKW\SAWLE\BESTWAY.PPW RATIONAL C COEFFICIENT DATA ......................................................................... ......................................................................... Area C x Area Soil/Surface Description C acres acres ------------------------------------------------------------ Upstream .8810 5.800 5.110 Pre -Bestway Site .7600 25.000 19.000 WEIGHTED C & TOTAL AREA ---> .7828 30.800 24.110 ......................................................................... ......................................................................... S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: 13:40:13 Date: 03-14-2001 no w 0— w w qM as Appendix A A-1 Index of Starting Page Numbers for ID Names ----- D ----- DEVELOPED Dev..2... 7.01, 7.02, 7.03, 7.04, 7.05, 7.06, 7.07, 7.08, 7.09, 7.10, 7.11, 7.12, 7.13, 7.14, 7.15 DEVELOPED CA... 7.16 ----- O ----- OUTLET... 5.01, 5.05 ----- P ----- POND... 6.01 POND OUT Dev..2... 6.02, 6.03, 6.04, 6.05, 6.06 PRE -DEVELOPED CA... 7.17 ----- S ----- SanBernardino... 3.01 SBCo100yr Dev100... 4.01 SBCoIOyr Dev.10... 4.02 SBCo25yr Dev.25... 4.03 SBCo2yr Dev..2... 4.04 SBCo5yr Dev..5... 4.05 ----- W ----- Watershed... 1.01, 1.02, 2.01, 2.02, 2.03, 2.04, 2.05, 2.06, 2.07, 2.08, 2.09, 2.10, 2.11 S/N: 321EO1A06A8F Lockwood Engineering PondPack Ver: 7.5 (765) Compute Time: Date: www ww. ■o so r w 4w me am aw am aw n■ r aw MM irr 0, aw ow aw wr +m� +wi rrr tow Type.... Vol: Trapezoidal Name.... POND File.... C:\NAESTAD\PPKW\SAMPLE\PROJECTI.PPW POND VOLUME CALCULATION FOR TRAPEZOIDAL BASIN Length --Top---- B ----------- W I I i I ------- b2-------- I d A bl I C t I '----Bottom----' h I I ---------- D -----------' Diagram Not to ScaleW Top Elev. = 52.80 ft Top Length = 313.00 ft (A to C) 'Top Width = 145.00 ft (B to D) Bottom Elev. = 50.00 ft Bottom Length = 287.00 ft Bottom Width = 120.00 ft Width Offset = 20.00 ft (B to b2) Length Offset = 20.00 ft (A to bl) Vertical Incr.= 1.00 ft Computed Side Slopes: Page 1.01 Side A: 7.143:1 (horizontal : vertical) Side B: 7.143 " Side C: 2.143 " Side D: 1.786 " Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac -ft) (ac -ft) ------------------------------------------------------------------------ 50.00 ----- .7906 .0000 .000 .000 51.00 ----- .8769 2.5002 .833 .833 52.80 ----- 1.0419 2.8747 1.725 2.558 S/N: 321E01A06A8F PondPack Ver. 7.5 (765) Compute Time: 10:22:52 Date: 03/13/2001 APPENDIX TABLE C.2. Fm (in/hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE Ap(1) A B C D NATURAL: Barren Row Crops (good) Grass (fair) Orchards (fair) Woodland (fair) URBAN: Residential (1 DU/AC) Residential (2 DU/AC) Residential (4 DU/AC) Residential (10 DU/AC) Condominium Mobile Home Park Apartments Commercial/Industrial 1.0 0.41 0.27 0.18 0.14 1.0 0.59 0.41 0.29 0.22 1.0 0.82 0.56 0.40 0.31 1.0 0.88 0.62 0.43 0.34 1.0 0.95 0.69 0.50 0.40 0.80 0.78 0.60 0.45 0.37 0.70 0.68 0.53 0.39 0.32 0.60 0.58 0.45 0.34 0.28 0.40 0.39 0.30 0.22 0.18 0.35 0.34 0.26 0.20 0.16 0.25 0.24 0.19 0.14 0.12 0.20 0.19 0.15 0.11 0.09 0.10 0.10 0.08 0.06 0.05 NOTES: (1) Recommended a values from Figure C-4 (2) AMC II assumed for all Fm values (3) CN values obtained from Figure C-3 (4) DU/AC=dwelling unit per acre C-16 MIL -IND n. �m�ow ��� ■///1 MII HI INTI //�///11N INHIIM MM■Y nlq/ Ini IIHJ 1111Y11 Bongo 11111H I/1H NIH 11111M11nj11HIIIINHIHIIMN Gt@e1IUINNNI jumm1■/1111NHINWNI pM11f1NIMN /nn BE 19 IN AND Y�=. :�i.• ���+rl�����.i« Fi.-Sm�w �w :rte..' qNl.\��YwfMnN♦NA■■■N■NM A�eA`h�:�►:.■N■1�� Yjy�j■■ ■NM...f.■■twi■iwi■■■N ql Si ■��`.A.\��.1 NI w.■r.�s�o■■nn ■NNS ���finw� «M� 1N�N1I 11■�gr�11 rowf w1 ��.'.N1 "Mma ■.M■ BOB" ur•n�ns;�.Z.:-.'�R111MI�mn ■m���nuuuno 411 n:nnm"' �__ nnfmgtwlle q ■44�����������11 n Id���lllllll�llll�flw Inu ■■11\���UQw�INMKINI■/NIIIYMOI■w■U■V■INIIII►N�1..� 'trw■.■■.. ��r.: •---- -_fir.» _ w?iw��w iiia wits- --nsiiu weir l7�Ow'1 \'�AIINIIIY loan loan YAl I01 WINwntf*p ���•� 'I'm inntemnm1�fn wMumumww.��_ •atemnrn YIA ernmunuumim. neummuuIsHim naiuun�unnunuu�i�w_ -nwsnmusum 'IND saw tiNs no Iffil 1 N I 0 ... a. 0 0 0 4.. m N r om am I D-7 CIr w n_7 t11I.I. ::::::iiiiiii iiiiiiiiiitiOWCUM I:INN11:1:11:08U W:IIIN 1111a.Z'II��"�""'i11111111i11L..11111111111 uu■■■ ■ 1Ca■ ■■noon■ 11 11 uu nul 1 nu 1 ,111 r� mo N■■,/ ��tlr■ ■■■■e:,I�11,,,1:■■e, ne,nl,I : 1.841CIIIIII Mom ON: C"SCOU1111118, Snell 6111111911MR401111 11111 ■ ���■ •■11lIrn „ al..u\uu,ul,l.lruo.■ ..- o.. ■i11:niii�ii:::::iiiii iiiii:::::i::ii:ilii:::::::i iii::::ii ■ 111 1 ■II■■■■ HNNI1 III■■11■.:/H11I111l11 ■■11/1 YH■■ ■■■1 ■ ■ ■■\■■■■1f///11111111■■■■/:/IIIIIIII■■�■■■/1--Hfl■1•■■■1 iIIonUi00amIN iiiii111,11111"UH:11i1iliiiiiiiiiiI!nono onoIi 11 1i lESSEEH":zz: HEi:: =°851, ?ii '� =l=e ee s z= L -E-H-5 ::::.s_::: ■_i■■.. 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"'. — � 6,0 rII ter- - I L .steOIINE.O • � I— + —i � I RIS OF 1 � � k - IT Es •nr Ii Fpy/�� I l I I I [ + lu �Iy�. • + nINE I 1j — � I{ 8•r — �.d . _ � by � : S < _ � •~'\--A, .r4I\��j. � J v, �� T r,—I I I tT Vi — `.� I \/ I ` I ___ I _ wik'.I .. �' � ,� � . [i}•,��, •.. .oM 1• T y _ _- -_ - IT1LE yMT,. 1 I � � • 7n; •`5 I ���• uPLND I :� r1 4 •�I i +.[ I_ C 0 1 3-c STft RIAL r - • + - _._ FONTANA� 1 t — I — - F •s , I I COLT 1 WAR103;' •K[ WIEDLA •• �' d I °40.' +uNUFr a. Ot z ..,." �,. Tc�cE : . i '. CHINO • — — E� — — —I— I ) — / I — - - !. 1 -+ _ -* — — r r RIVER — 3.0 Ar zA I SAN sERNARallo COUNTY +4 FLOOD CONTROL Q11TRICT rt- I N G VALLEY AREA - - ,'' `DOcaF[T.a -1 — I I I Z-1 LES 130HYETALS X2 - 2 YEAR 24 HOUR 1 IF aAsm ow asac. ■oww rows :. sws _ —4 _ 7 X04- 1 1_ IPITATION (INCNES) oae seats FU •n saw s1a I I _C T L 1 tss't recta slla-1 2.12 .1I! R I I R7 R6W I 8-10 FIGURE 8-2 fee rw I I R I I Rl i R5W I 4W 11,•30'*�� sl-T + )I rw. w MET{ I ! I r t CV LO aa� • • hREQ,f,� \ a 9 i .O 1 1 I 12 ELI- I / y f• T - R-- i- f I "`5 1• 1 N• I .s L14 s I n I z +��zl j zz I• �•'" y 1. ! I� "' `, d Lei I _ I �� !� ••" 1 !4 - - a ��— —( ` –'I �– .� �\ � �^' � � \ � iia ' —' • • • 4 r– \`� � _ }� ' •,,. a l ' • • ; L ARROWHEAD4y tea, l a.r .. 14 " f� — � •t h � � C11tf ' 1•�/{.R �r ~_ - /i'—i, ' I >F NEW 1 .� i ! , i of 4 • l_.P ��} ar L5 -S GREEK SLI - ^-\ :,LE w,„ —y� el - - .wr - � • i � r - ..�-,�f«ww - z \J,.Ay.�.,,Mr, - a - - y _ ', I ,`� .r` � — A' -C I-YF •-Ta.wt• `� alt,\,VIA :I • •• :�.. _ I aO UP NO ✓`° • i r E� N rad 1' �, r RIALTO_ 1 ' • -- .�ONTAN - - aha w,s� . REDL NDS I � t 1 4• • t I_ :..• �uNuna = . �tI . � • I - SAN BERNARDINO COUNTY FLOOD CONTROL i J SER•• 5 I NG VALLEY AREA 1 I Ntp. ' c ISOHYETALS �� , ,+'•• Ya - 10 YEAR 1 HOUR SASM ON Usoc, KOAA.au►s 2, W3 MAI -.1 - - - R 5V ArwlovEc wCONTIIOL`„', I FL RECIPITATION (INCHES) "TE tCA�E iNE Np pN1Yq Np • • • 'tea } 19e2 i$Ill l.; FIGURE. . .RTW .- - - .;�•. - -R6- _._ � � .. � • r, �D ism we 11 EWAMMM ON IFOOMIlt ins - � mpmo"m l�Il1�►�i ,FIA w F too=04 im-Elm1li v fall IMA i VALLEY AREA ..-. .. .. - I HOUR m= ON USOP r ®®7s k5W 4 — 4W R I -- —I— T- -r 1. z t -4 ou Wt I I 0 It 12 7 I 16 IS la 1 I 22 6.0 SAN m r -T 4 �Jl CUCAVIOW.A A- 6- 0 A 574.5 -7 5.0 4N AA -:.tom. ED L Mq­ IT, icok N L 31 PL ND: A 1 0 - R I'A 0 ANA *A 2.5 1 I -4 OLT —,.REDLAND§ L& 34-00 IT INO 4mm— — 4— SAN KRNARDINO C%INTY FLOOO CONTROL DISTRICT 'J"'AWING VALLEY AREA r MILES ISONYETALS X3 -100 YEAR HOUR a- - lZiPITATiON (i"QMI FLOOD DAM WALE N& swL "m vm-f 0 of Ht —13- FIGURE B-5 low "SIN T f —3- 1.70 R6W RT R 4 5 7 c ml 7�w rR 4.5 5.0 — r 6_. 9 .0 12 o —3 T 29 1,34 Ij �4 ow"EA AIR 0 LIT. ...... f CREITume K waftc V, 4-�fp JF 44 - -0 ks % V J2.0 r/T IcLo :`V-1 T.� IUJPA AL A La L ND: RALT �Y . 7�� 1 11 : �N' z FONTANA- 6.0 j Z 0!TON• ! ,QN TA R 10 TO REDLAMMS --6i OMNI Tilt 0,000"- u UN 40 - SAN I KM Mt ounty 6• Go 11 41 SAN BERNARDINO COUNTY P FLOOD CONTROL DISIR 4- _T os� MING VALLEY AREA ISOMYETALS IFI ow co%TooLj RILES X. —100 YEAR, 24 HOUR 3 ON uSlkj:.. KaAAJL ALAS 2. W. Applam By C A.130 9CIP4TATI0W (INCHES) om WALE F" fla 011N4 N0 -R6W 1962 CoM SAW MAW MW 0 rr YAW 80110 Im SAN BERNARDINO COUNTY HYDROLOGY MANUAL n -A r figure u -i Tc' LIMITATIONS= L 100 1. Maximum length x 1000 Feet TC 1000 90 2. Maximum area x 10 Acres 5 .. (m1N 900 80 0. a. 70 bH 6 a 800 .. u 500 Y a $ 400 0 v 300 700 60 c > =� 200 cday 7 n .. 0 N ECc 100 a 600 a 50 '�- ... e0 Oil 8 a 0 0 o 0 m m a: 3 > m a o v 20 9 m 500 f I) m o o 0 35 o a m 18 1 6v 10 E W 30 K P14 f I) 3 I I c 400 w Undeveloped 0 2 12 a Good Cover w N m 350 °' c 25 Undeveloped c 1.0 0 13 v Fair Cover .6 14— app E _ Undeveloped .3 Zl 15 c C 20 19 Poor Cover b c zo '2 16 c c -; 18 Single Family b IT E 250 (5-7 DU/AC) 18-5 J ., c 16 15 C Pa ed)al �� 19 14 u KEY 20 v 200 c c 13 i L -H -TC -K -TC' co J � 12 u 11 Cc u 0 10 P1 Development 3 150 E 9 80- Apartment o 75- Mobile Home 30—a e 65- Condominium 2 iE 60 - Single Family - 5,000 ft Lot 7 40 - Single Family -1 /4 Acre Lot 35 20- Single Family - I Acre Lot 6 10 - Single Family -21/2 Acre Lot 100 40 a EXAMPLE 5 x (1) L= 550, H=5.0', K= Single Family (5-7 DU/AC) Development, Tc=12.6 min. (2) L= 550, H= 5.011 K= Commercial 4 Development, Tc=9.7 min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL n -A r figure u -i ..�i. .'Y4 'x .���`-{�•... �" ��`,1'..0 N •-A`.''C -tt' b- *i}'`y,-.f:-' iF. r"Q. `'F ��=r A � i; r '.:�,. , ..'��_ � r - .- ;�.. � ' .,�E:. Echis-' :"`^v • ; e 8 � • 4 S �' : ~\'' �~ �('f � S� • }' �. - -'F• :;F•••rF .� `' V -CaSt.:', ,'�:,y ''' .v ` • - N",� J"W 1/ - ��' � fi ;rg� ,y ,'��`�.F^ � � '• F�1�4� .�,� r:.T , y iii.••• " . i,� ,BbOgC✓):i�E0�40Y' MAP � --��� s 497f 9",SURYEM: ik =AMA' • `_--- , - -- `• ter_ , - "--- — -- _ i'- _ � � 1=,�' � •:�. �. �.: - _ _ _ w. •+, _ --- - =.rte -� .--� .. - � .. _ •� - 'll ,_file e�. __/. a . Lit A J '1 i. _ , :rh • D •• I - /',' -� _ -4 j tet' i j . j, O� j {_ 'r •:_.�' I 'I - .' __ - � - --ice"1. 1 ' k _ - .� _. r I � _ .. ow• ;ROU�OUNDARY ;ROUP DESIGNATION __ - SCALE 1:48,000 ARY GMNOICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA 1-7 119�� �"�' � � ::��.. Z f � - 7'i ,y>F 4a l- � f T �' y. ' £n f . 2Y! � r �a, 'Itir¢ .. , t�t �". k �` � .,.y. `i'"�'9" •� k �Tcry m: _� j '*."t*,�R., ♦ SIC 4 \ °`"'' r �, '� x �� � � ,��� .v, � ' pt, ��,• � a„s-ti �? �+ r�i? �'i.r - Pf��v}Yg% •1 �•t irs� ^"�fQr i\E'��i� Y'F'k '4"5 1.• 1`�'F' •j�'�W �'��\ d i t a�"� �/•,�. t� � •2,yr ;�. J.•i "t . , '--�` E .1�6 jJ'{7 � t � ,' +A !tl tl, Y�'� � ; -'t _ "1�-�.; _ �, �,e�r 4. ,�, a�' J�� t�yQ.• a"'�ff��� - !`,�-' l�• ♦"S' rTp::�F: ��+n„_ 1 / 1 1 ..�i. .'Y4 'x .���`-{�•... �" ��`,1'..0 N •-A`.''C -tt' b- *i}'`y,-.f:-' iF. r"Q. `'F ��=r A � i; r '.:�,. , ..'��_ � r - .- ;�.. � ' .,�E:. Echis-' :"`^v • ; e 8 � • 4 S �' : ~\'' �~ �('f � S� • }' �. - -'F• :;F•••rF .� `' V -CaSt.:', ,'�:,y ''' .v ` • - N",� J"W 1/ - ��' � fi ;rg� ,y ,'��`�.F^ � � '• F�1�4� .�,� r:.T , y iii.••• " . i,� ,BbOgC✓):i�E0�40Y' MAP � --��� s 497f 9",SURYEM: ik =AMA' • `_--- , - -- `• ter_ , - "--- — -- _ i'- _ � � 1=,�' � •:�. �. �.: - _ _ _ w. •+, _ --- - =.rte -� .--� .. - � .. _ •� - 'll ,_file e�. __/. a . Lit A J '1 i. _ , :rh • D •• I - /',' -� _ -4 j tet' i j . j, O� j {_ 'r •:_.�' I 'I - .' __ - � - --ice"1. 1 ' k _ - .� _. r I � _ .. ow• ;ROU�OUNDARY ;ROUP DESIGNATION __ - SCALE 1:48,000 ARY GMNOICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA 1-7 VALLEY 1016.5 96.3 I I 22.0 0 1029.0 1022.5 20 1030.5 G17P Ak SIGN , _ /00 - X. � I I is 995.5- - stole HWy. ! - - - 1.5 , 8 '', '' �� Mon. O 993 . r 8 � .� ,i �/ ' 980 O L J I I o B 6. 0 J J °�` /000 L° i o� i ° .1000 5.0 %� r-- — — ' I ern -y, -y 00 PAR K/N6 9�•p PIOL .•' I r I j l �' 1 I rA ' \w11 I! I I \ 993.5 D -o Bo,14 CHEM/CA L PLANT x x x :I — i \ 993-0 9931-0- ' lid SO_UTHER�II PA�TF/ 986-0 60 -�- -C}- -O' -x -- '_----�- o i s / riwa i s e r Mon II Mon. LOAD/N6 DOCK11 x I II I 965.51 10 CRANE 985.0 srocK 985.0 I I �jI :1a r i I 965.0 Ili 1 L ' I liI' vy STOCK I I STOCK I / r _ J 9B4.s 981 .5 -- — 10� • \ CRANE CRANE 9 0 to A^- D •I I I I 1 "� \ 5. I .. V-132 I PAR 9/N6 1\r Nail 1 980 E1.980. I I X x 0 ,, �76 7.5 x x x / I I I I x x V-131 ' I I F.C.D. Mon. Mdn I I I I Nail aTin I I' i t I O E1.979.75 --- -- - -- -- 977.5 . -- _ � I OR 9. R' I II II III' ••I'1t r 4 i STOCK PILES I' 7 F II II ,� I P A R K/ N 6 / I 96-9.0 ! I Ih C3 l — I x x - -X ---- • - - ---- II I I 1 l i E::3 II II x � I I PARK/N 6 \ STOCK P/LES \ I STOCK PILES I� I I I I 960 I ---------------------- I II I I I Ir � II I STOCK PILES II I�' I► IJ II ;I NIEYARDI I I I x x II II ' If II I I I I I I II�C, X STOCK PILES II II II 997.5 II II� II � -44- I f �-•�- I -� I' �- I I I I I II II II I II I• IIS II� II I II II I �' � I I I I f I I I I I �' I• I I I I I I II II. I �I I I I II I � I I fI II If I II II• I II II ►I II I II i.I II II I _� �• I I I I I I I II- V/ N I '{ Y iA R D II I I II II I II � I Ij� h II II II If _II II II I li• II II Imo. � II II FiF0' „fes -•�.� _ ---� L-----� I------ _—f------- L� I --I — --- --- -- ' ..H-17 Fd. N a T I.E1.943.64 II II II � I II �I Ii I I I I �• I I I -_ I I I �; :l II II I II II II II II I II � I II II II � HYDROLOGY MAQ USF 13ESTWA'? IAOTOR FiZEt6 TERMI W Alom I N O t C AT�E,5 S AS I N S O 0 NTDA-Qy U-11 I NIC T 5 A 1ZEA (Ac) o r- TMIROTAR-Y I Nv 1 CAT- 5 TZ LO W, p I \ZtGT101-0 LOC'KiN00V SNGINS`MRWCAM"" SC.�t- " -- 2 1