The URL can be used to link to this page

33597 (2)3357 04 IE 3357 P Fb W& AM CO Page 1 of 1 t =LArZ ( Fi UrTic J Paul Goble From: Paul Goble Sent: Wednesday, April 01, 2009 8:51 AM To: Tim Jonasson; Ed Wimmer Subject: RE: Travertine's construction of Madison Street Gentlemen, Yes, Malaga catch basin CB -19, to be located at Madison Street (just south of the Madison /60th intersection), is designed to accommodate the western Madison 1/2 street storm flow (Q100 = 8.4 cfs) to the top of CVWD Dike 4. The CB -19 flow by basin width is sized at 21 ft to accept this flow. EA'se .q As a point of clarification, the Malaga retention basin is not currently sized to accommodate the related volume, but could easilYadjuOe*e acMcF gt e�if a mutual agreement was executed between Malaga and Travertine. The final agre r�1'i ent e X �I"a'ga and Travertine was always contemplated but as time has progressed, has been difficult to finaize. Malaga (Mr. Hughes) has requested some Travertine contribution to the costs and maintenance of the storm water system with reported requested compensation ranging from $250,000 to $800,000. The eastern Madison 1/2 street storm flow could also be accommodated at Malaga by use of an under street storm drain pipe, if desired, or could be routed to Trilogy with some undefined additional storm drain work and a separate Trilogy /Travertine agreement. Please advise if you need any further information. Paul Goble, PE TE Public Works Senior Engineer City of La Quinta (760) 777 -7087 pgoble @la - quinta.org From: Tim Jonasson Sent: Tuesday, March 31, 2009 3:29 PM To: Ed Wimmer; Paul Goble Subject: Travertine's construction of Madison Street I just spoke with Jim Hildenbrand and gave him the news that he has no easement for stormwater acceptance on the west side of the street from the Malaga development. He understood that the basins have not been designed for all of the street runoff but can they handle half the street width? Let me know if that is a problem since he is going to see if Trilogy will accept the other half of the drainage onto the golf course. Tim Jonasson, PE Public Works Director /City Engineer City of La Quinta (760) 777 -7042 tjonasson @1a- quinta.org 4/1/2009 TRACT 33597 MALAGA HYDROLOGY Sl HYDRAULICS REPORT Prepared date: December 18, 2007 Revised date: February 11, 2008 Revised date: March 6, 2008 PREPARED BY: 78 -900 Avenue 47 . M 0 R S E Suite 208 Ce Lo Quinto, CA 92253 S C H U t T Z Voice: 760- 771 -4013 FAX: 760.771 -4073 PLANNERS ENGINEERS SURVEYORS i .1 Geotechnical Report Proposed Coral Mountain Estates La Quinta, California Prepared for: RT. Hughes Co., LLC 78 -900 Ave. 47, Suite 200 La Quinta, CA 92253 r1 .u, �'�ii��, {,..,�if.7" °ta x `t�•t:.. t,f 't t �� a' �^[i `j�t . } 3^t 4�f r'� �rt• �+S,y�' !t'� .w.+ Y� i��, �♦ ,.�.1�yyAR tf+: r y . l ;, •fir .:1' '. l +9,{ �1 41, s! .iii. • } k ! . .,.; ! a ••+ � � � - � *:, Y I MM •`as k a Fit+S? `j.f'•J � ({ilt- k�'+ c:��rL` {r�}fMw�:Y .+ . +a i rn, t orWtS, 1tc ti F t +�v 4/w i; e�} S�iF",4�• r�t�jrfY!"t!�•� P� 't1t.5a�ii�y � � v�,� '}U +y!' 1 } at;C�� !atF .%" yr5it `i�'+'S/" t• f�'�•la + 7�J y. +�� +fie t+l'y..l.., r G i'" !'. - { , �•_►ri�t .�. {43"y:i_k+lrfar�!✓ iii ✓,j 1i.�,'�i,% 4��, y�'� ' T ,}.. f�1 :ri; I �:� W +. ±�l� fF 6 ! M r YClt � I� I w `1�y? � �7 i'.f {,aS�. i y. /��f •�'1N� {y+�',y6� V�i 1i i \i fri+ {�i.y f Cb' "trf i, •'�X � 4 .,• �y t P�tRjr� ., �;�fipt'a��a �: �i� •J�'F' •1, �s l4,/L �" r � lax• NE w� r i � t{ 1 �4G 0 ZU02 Aerial Photograph Courtesy of USGS Repared by: LANflMARK Landmark Consultants, Inc. 77 -948 Wildcat Drive • • ' ' • • • • • P1 Palm Desert, CA 92211 3C O - O S,2 a DBE /MBE /SBE Company (760) 360 -0665 / May 2005 1 I .Geo.- Engineers and - :Geologists DBFIMBEISBE Company Vtay 27, 2005 Mr. Jerry Green 2T. Hughes Co. LLC 78 -900 Avenue 47, Suite 200 La Quinta, CA 92253 Geotechnical Investigation Proposed Coral Mountain Estates SWC of Avenue 60 and Madison Street La Quinta. California LCI Report No. LP05098 Dear Mr. Green: 730 N, 41h Street El Centro. CA 92243 (760) 370.3000 (760) 337.8900 fa% 77 -943 Wildcat Dr'va Palm Desert, CA 92211 (760) 360.0665 (7601 360.052 ) fax This geotechnical report is provided for design and construction of the proposed Coral Mountain Estates residential development located near the southwest corner of Avenue 60 and Madison Street south of La Quinta, California. Our geotechnical investigation was conducted in response to your request for our services. The enclosed report describes our soil engineering investigation and presents our professional opinions regarding geotechnical conditions at the site to be considered in. the design and construction of the project. The findings of this study indicate the site is underlain by interbedded silty sands and sandy silts. The subsurface soils are medium dense to dense in nature. Groundwater was not encountered in the borings during the time of field exploration. Elevated sulfate and Chloride levels were not encountered in the soil samples tested for this study. However the soil. is severely corrosive to metal. We recommend a minimum of 2,500 psi concrete of Type II Portland Cement with a maximum water /cement ratio of 0.60 (by weight) should be used for concrete placed in contact with native soils of this project. We did not encounter soil conditions that would preclude implementation of the proposed project provided the recommendations contained in this report are implemented in the design and construction of this project. Our findings, recommendations, and application options are related only through reading the full report, and are best evaluated with the active participation of the engineer of record who developed them. Proposed Coral Nlountain Estates— La Quints CA LCI Report No L1105098 We appreciate the opporhuiity to provide our findings and professional opinions regarding geotechnical conditions at the site. If you have any questions or comments.regarding our findings, please call our office at (760). 360 -0665. Respectfully Submitted, Landmark Consultants, Inc. tl y T. Nordmeyer Staff Geologist 'Iv t C andra, PE Prir cipal gineer Distribution: Client (4) - hafiqul Alam �FESS /p�� Staff Engineer v No. C 344 32 EXPIRES 09 -30.05 cim I T Proposed Coral IMountain Estates — La Quinta, CA LCI Report No. LP05098 TABLE OF CONTENTS Page Section1 ............................................................................................................ ..............................1 INTRODUCTION........................................................................................ ............................... I 1.1 Project Description ............... 1.2 Purpose and Scope of Work .................:............................................. ..............................1 1.3 Authorization ...................................................................................... ..............................2 Section2 ............................................................................................................ ..............................3 METHODS OF INVESTIGATION .............................................................. ..............................3 2.1 Field Exploration ................................................................................ ..............................3 2.2 Laboratory Testing .............................................................................. ..............................4 Section3 ............................................................................................................ ..............................5 DISCUSSION................................................................................................ ..............................5 3.1 Site Conditions ................................................................................... ..............................5 3.2 Geologic Setting ................................................................................. ..............................5 3.3 Seismicity and Faulting ...................................................................... ..............................6 3.4 Site Acceleration and CBC Seismic Coefficients ............................... ..............................7 3.5 Subsurface Soil ................................................................................... ..............................8 3.6 Groundwater ....................................................................................... ..............................8 3.7 Hydroconsolidation .............................................................................. ..............................8 3.8 Soil Infiltration Rate ........................................................................... ..............................9 Section4 ........................................................................................................... .............................10 RECOMMENDATIONS.............................................................................. .............................10 4.1 Site Preparation .................................................................................. .............................10 4.2 Foundations and Settlements ............................................................. .............................12 4.3 Slabs -On -Grade ................................................................................. .............................13 4.4 Concrete Mixes and Corrosivity ........................................................ .............................14 4.5 Excavations ........................................................................................ .............................15 4.6 Lateral Earth Pressures ...................................................................... .............................15 4.7 Seismic Design .................................................................................. .............................16 4.8 Pavements ........................................................................................ 16 ............................... Section5 ........................................................................................................... .............................18 LIMITATIONS AND ADDITIONAL SERVICES ....................................... ............................1.8 5.1 Limitations ......................................................................................... .............................18 5.2 Additional Ser vices ............................................................................ .............................19 APPENDIX A: Vicinity and Site Maps APPENDIX B: Subsurface Soil Logs and Soil Key APPENDIX C: Laboratory Test Results APPENDIX D: Summary of Infiltration Testing APPENDIX E: References U Proposed Coral N- lountain Estates — La Quinta. CA LC1 Report No LP05098 Section I IN'CRODUCTION 1.1 Project Description This report presents the findings of our geotechnical investigation for the proposed Coral Mountain Estates residential development located on southwest corner of Avenue 60 and Madison Street south of La Quinta, California (See Vicinity Map, Plate A -1). The proposed development will, consist of several one to two story single family residential homes on approximately 23- acres. A site plan for the proposed development was provided by RT. Hughes Co., LLC of La Quinta, California. The structures are planned to consist of continuous footing with slabs -on -grade and wood -frame construction. Footing loads at exterior bearing walls are estimated at 1 to 3 kips per lineal foot. Column loads are estimated to range from 5 to 15 kips. Tfstructural loads exceed those stated above, we should be notified so we may evaluate their impact on foundation settlement and bearing capacity. Site development will include building pad preparation, underground utility installation, street construction, and concrete driveway and sidewalk placement. 1.2 Purpose and Scope of Work The purpose of this geotechnical study was to investigate the upper 51 .5 feet of subsurface soil at selected locations within the site for evaluation of physical /engineering properties. From the subsequent field and laboratory data, professional opinions were developed and are provided in this report regarding geotechnical conditions at this site and the effect on design and construction. The scope of our services consisted of the following: Field exploration and in -situ testing of the site soils at selected locations and depths. Laboratory testing for physical and /or chemical properties of selected samples. Review of the available literature and publications pertaining to local geology, faulting, and seismicity. Engineering analysis and evaluation of the data collected. Preparation of this report presenting our findings, professional opinions, and recommendations for the geotechnical aspects of project design and construction. ► In -situ testing of soil infiltration for stormwater retention basin. Landmark Consultants, Inc. Page I Proposed Coral Mountain. Estates — La Quetta. CA LCI Report No LP05098 This report addresses the following geotechnical issues: Subsurface soil and groundwater conditions Site geology, regional faulting and seismicity, near source factors, and site seismic accelerations Aggressive soil conditions to metals and concrete Soil infiltration rates of the native soil for stormwater retention basins Professional opinions with regard to the above issues are presented for the following: Site grading and earthwork Building pad and foundation subgrade preparation Allowable soil bearing pressures and expected settlements Concrete slabs -on -grade Lateral earth pressures Excavation conditions and buried utility installations Mitigation of the potential effects of salt concentrations in native soil to concrete mixes and steel reinforcement Seismic design parameters Pavement structural sections Our scope of work for this report did not include an evaluation of the site for the presence of environmentally hazardous materials or conditions. 1.3 Authorization Mr. Jerry Green of RT. Hughes Co. LLC provided authorization by written agreement to proceed With our work on April 13, 2005. We conducted our work according to our written proposal dated April 13, 2005 Landmark Consultants, Inc. Page Proposed Coral \Mountain Estates — La QUlnta. CA LCl Report No L1'05099 Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration Subsurface exploration was performed on April 22, 2005 using Williams Drilling of Indio, California to advance three (3) borings to depths of 14.0 to 51.5 feet below existing ground surface. The borings were advanced with a truck- mounted, CME 55 drill rig using 8 -inch diameter, hollow -stem, continuous - flight augers. The approximate boring locations were established in the field and plotted on the site map by sighting to discernable site features. The boring locations are shown on the Site and Exploration Plan (Plate A -2). A staff geologist observed the drilling operations and maintained a log of the soil encountered and sampling depths, visually classified the soil encountered during drilling in accordance with the Unified Soil Classification System, and obtained drive tube and bulk samples of the subsurface materials at selected intervals. Relatively undisturbed soil samples were retrieved using a 2 -inch outside diameter (OD) split -spoon sampler or a 3 -inch OD Modified California Split - Barrel (ring) sampler. The samples were obtained by driving the sampler ahead of the auger tip at selected depths. The drill rig was equipped with a 140 -pound CME automatic hammer for conducting Standard Penetration Tests (SPT). The.number of blows required to drive the samplers the last 12 inches of an 18 inch drive length into the soil is recorded on the boring logs as "blows per foot ". Blow counts (N values) reported on the boring logs represent the field blow counts. No corrections have been applied for effects of overburden pressure, automatic hammer thrive energy, drill rod lengths, liners, . and sampler diameter. After logging and sampling the soil, the exploratory borings were backfilled with the excavated material. The backfill was loosely placed and was not compacted to the requirements specified for engineered fill. The subsurface logs are presented on Plates B -I through B -3 in Appendix B. A key to the log symbols is presented on Plate B -4. The stratification lines shown on the subsurface logs represent the approximate boundaries between the various strata. However, the transition fi•oim one stratum to another may be gradual over some range of depth. Landmark Consultants, Inc. Page 3 Proposed Coral Mountain Estates — La Quinta. CA LCI Report yo LP05098 2.2 Laboratory Testing Laboratory tests were conducted on selected bulk and relatively undisturbed soil samples to aid in classification and evaluation of selected engineering properties of the site soils. The tests were conducted in general conformance to the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. The laboratory testing program consisted of the following tests: Particle Size Analyses (ASTM D422) — used for soil classification and liquefaction evaluation. Unit Dry .Densities (ASTIV1 D2937) and Moisture Contents (ASTM D2216) — used for insitu soil parameters. ► Collapse Potential (ASTM D5333) — used for hydroconsolidation potential. evaluation. b. Moisture-Density Relationship (ASTM D 1557) — used for soil compaction determinations. Chemical Analyses (soluble sulfates & chlorides, pII, and resistivity) (Caltrans Methods) — used for concrete mix evaluations and corrosion protection requirements. The laboratory test results are presented on the subsurface logs and on Plates C- I tlu•ough C -4 in Appendix C. Landmark C011SUIU111tS, I.nc. Page 4 Praposed Coral NIOLIntain Estates — La Quinta. CA LC I Report No. LP05098 Section 3 WSCUSSION 3.1. Site Conditions The 23 -acre project site is relatively flat- lying, triangular in shape and is currently vacant desert land. Thick vegetation, consisting of mesquite, desert flowers, tall grasses and other large bushes cover the site. The All American Canal, approximately 30 feet above the surrounding area, is located along the western boundary of the site. The site is bounded to the north by Avenue 60, a rural dirt road. Adjacent properties are flat -lying and are approximately at the same elevation with this site. A single family residence and vacant desert land are located across Avenue 60 to the north. To the east is a single family residential community currently under development. The project site lies at an elevation of approximately 30 feet below mean sea level (MSL) in the Coachella Valley region of the California low desert. Annual rainfall in this.arid region is less than 4 inches per year with. four months of average summertime temperatures above 100 °F. Winter temperatures are mild, seldom reaching freezing. 3.2 Geologic Setting The project site is located in the Coachella Valley portion of the Salton Trough physiographic province. The Salton Trough is a geologic structural depression resulting from large scale regional faulting. The trough is bounded on the northeast by the San Andreas Fault and Chocolate Mountains and the southwest by the Peninsular Range and faults of the San Jacinto Fault Zone. The Salton Trough represents the northward extension of the Gulf of California, containing both marine and non- marine sediments since the Miocene Epoch. Tectonic activity that formed the trough continues at a high rate as evidenced by deformed young sedimentary deposits and high levels of seismicity. Figure 1 shows the location of the site in relation to regional faults and physiographic features. The surrounding regional geology includes the Peninsular Ranges (Santa Rosa and San Jacinto Mountains) to the south and west, the Salton Basin to the southeast, and the Transverse Ranges Landmark Consultants, Inc. Page 5 Proposed Coral rIVIountain Estates — La Quinta, CA I Cl Report No LP05098 (Little San Bernardino and Orocopia Mountains) to the north and east. Hundreds of feet to several thousand feet of Quaternary fluvial, lacustrine, and aeolian soil deposits underlay the Coachella Valley. The southeastern part of the Coachella Valley lies below sea level. In the geologic past, the ancient Lake Cahuilla submerged the area. Calcareous tufa deposits may be observed along the ancient shoreline as high as elevation 45 to 50 feet MSL along the Santa .Rosa Mountains from La Quinta southward. Lacustrine (lake bed) deposits comprise the subsurface soils over much. of the eastern Coachella Valley with alluvial outwash along the flanks of the valley. 3.3 Seismicity and Faulting Faulting and Seismic Sources: We have performed a computer -aided search of known faults or seismic zones that lie within a 62 mile (100 kilometers) radius of the project site as shown on Figure 1 and Table 1. The search identifies known faults within this distance and computes deterministic ground accelerations at the site based on the maximum credible earthquake expected on each of tile faults and the distance from the fault to the site. The Maximum Magnitude Earthquake (Mmax) listed was taken from published geologic information available for each fault (CDtvIG OFR 96 -08 and Jennings, 1994). Seismic Risk: The project site is located in the seismically active Coachella Valley of southern California and is considered Likely to be subjected to moderate to strong ground motion from earthquakes in the region. The proposed site structures should be designed in. accordance with the California Building Code for near source factors derived from a'`Design Basis Earthquake" (DBE). The DBE is defined as the motion having a 10 percent probability of being exceeded in 50 years. Seismic Hazards. ► Groundshaking. The primary seismic hazard at the project site is the potential for strong groundshaking during earthquakes along the San Andreas Fault. A further discussion of groundshaking follows in Section 3.4. ► Surface Rupture. The project site does not lie within a State of California, Alquist- Priolo Earthquake Fault Zone. Surface fault rupture is considered to be unlikely at the project site because of the well- delineated fault lines through the Coachella Valley as sho\vm on USGS and CDMG maps. Landmark ConsUltarltS, Inc. Page 6 Proposed Coral IVlauntain Estates - La Quinta, CA L CI Report No LP05098 34.75 34.50 34.25 34.00 33.75 39.50 33.25 MAP OF REGIONAL FAULTS AND SEISMICITY NF 0 S NF- —� _..Bi9Aear__._ L 6.4 A (92) Highland Redlands Q 6.2 , --Her? © M5.5+ Li ® M 5.9 -6.4 %M6.5 -6.9 (� M 7.0+ Legends to Faults: BC: Blue Cut BM: Borrego Mountain BSZ: Brawley Seismic Zone CC : Coyote Creek CN: Calico- Newberry EL: Elmore Ranch _ ELS: Elsinore EM -C: Emerson- Copper Mtn. L D EP: Eureka Peak ' H: Hetendale HS-13 Hot Springs -Buck Ridge JV: Johnson Valley \ Imperial M: M: Morongo E C,' ML: Mesquite Lake _ NF: North Frontal Zone OWS: Old Woman Springs 7.3 (92) 'P-B: Pisgah - Bullion 'PM Pinto Mtn Josh a T, I SA: San Andreas 'SG-8: San Gorgonio- Banning i SH: Superslillion Hills 9 y SJ: San Jacinto 07 zopgs i 6A (92) 6.5 <) (48) BC Palm -_ pangs RIVERSIDE CO. G. Palm Desert S_A�� Ind id� Ca Quinta A "I \Project Site Mega Noon .Shore BR... -- - -- -- -- _ Desert. Sh res ® 11690) - s. p (69) Salton 162 p(� Saltori_Ci Sea '_r - 117.25 - 117,00 - 116.75 - 116.50 •116;25 - 116.00 - 115.75 Copyright 1997 by Shelton L. Stringer, GE Faults and Seismic Zones from Jennings (1994), Earthquakes modified from Ellsworth (1990) catalog. Figure 1. Map of Regional Faults and Seismicity Landmark Consultants. I.11C. Proposed Coral Mountain Estates - La Quinta, CA LCI Report No LI'05098 Fault Name or ii Seismic Zone rence San Andreas Fault System Table 1 FAULT PARAMETERS & DETERMINISTIC STIMATES OF PEAK GROUND ACCELERATION Distance I ' I Maximum i Avg Avg i (ml) & Fault Fault Magnitude; Slip ` Return Direction I Type Length I Mmax i Rate I Period { - Coachella Valley i 8.9 NE A i A; San Gorgonio - Banning 12 N t A I A I San Bernardino Mtn 31 NW ` A A. Whole S. Calif. Zone :8.9 NE A j A San Jacinto Fault System 1992 0.09 jf Burnt Mtn 24 - Hot Spgs -Buck Ridge 13 SSW B A - Anza Segment 16 SSW A! A: - Coyote Creek 19 SW B'A' j- Borrego Mtn a 29 S B A i l- San Jacinto Valley j 39 W i B i A - Elmore Ranch 1 4 3 ESE B I A j� - Superstition Mtn. 146 SSE B y A j - Superstition Hills i 47 SE B I A - Whole Zone 18 WSW! A A , Mo)ave Faults ! 38 N B C i Date of Largest Est. Last j Historic ! Site Rupture j Event PGA I 95 1 7.4 25 220 ; 1690+/-1 6.5 1 19481 0.32 98 i 7.4 10 - -- 11690+/-1 6.2 1986 0.26 107 , 7.3 i 24 i 433 l 1812 1 6.5 1812 0.12 345 '1 7.9 ; - -- - -- 1857 7.8 1857 j 0.41 70 90 40 29 42 29 23 22 245 6.5 7.2 6.8 6.6 6.9 6.6 6.6 6.6 7.5 2 12 4 4 12 1 5 4 354 250 1918 175 1968 175 83 ` 225 1987 500 11440+/- 250 1987 j 6.3 6.8 ' 6.5 16.5 6.8 15.9 19371 1918 1 1968 1942 1899 19871 6.5 1987 0.16 0.19 0.14 0.09 0.08 0.06 0.06 0.06 0.20 li Blue Cut 20 N $ B C 30 6.8 1 762 I 0.13 !� Eureka Peak 24 N C C 19 ! 6.4 i 0.6 5,000 1992 ! 6.1 1992 0.09 jf Burnt Mtn 24 NNW I B i C i 20 6.4 0.6 5,000 1992 7.3 1992 0.09 Morongo 35 NW C ? C P 23 6.5 0.6 1,172 5.5 1947 ! 0.07 Pinto Mountain ! 36 NNW I B: B 73 ! 7.0 2.5 499 0.09 j Bullion Mtn - Mesquite Lk, i 37 NNE i B C q 88 7.0 0.6 5,000 0.09 i; S. Emerson - Copper Mtn. ! 38 N B C 54 6.9 j 0.6 i 5,000 j I 0.08 °) Landers 39 NNW j B C 83 7.3 f 0.6 5,000 1992 7.3 1992 i 0.10 N. Johnson Valley " 49 NNW 1 B ( C i 36 6.7 j 0.6 ( 5,000 j ! 0.06 North Frontal Fault Z. E ,; O ° 50 NNW 1 B " C .` 27 ' 6.7 0.5 1,727 ' i 0.07 i Notes: - 1. Jennings (1994) and CDMG (1996) 2. CDMG (1996), where Type A faults -- slip rate >5 mm /yr and well constrained paleoseismic data Type B faults -- all other faults. 3. WGCEP (1995) 4. CDMG (1996) based on Wells & Coppersmith (1994) 5. Ellsworth Catalog in USGS PP 1515 (1990) and USBR (1976), Mw = moment magnitude, 6. The deterministic estimates of the Site PGA are based on the attenuation relationship of: Boore, Joyner, Fumal (1997) Landmark Consultants, Inc. Proposed Coral i i'lountain Estates — La Quinta. CA LCI Report yo LP05098 However, because of the high tectonic activity and deep alluvium of the region, we cannot preclude the potential for surface rupture on undiscovered or new faults that may underlie the site. ► Liquefaction. Liquefaction is unlikely to be a potential hazard at the site since the groundwater is deeper than 50 feet (the maximum depth that liquefaction is known to occur). Other Secondaiy Hazards. P. Landsliding. The hazard of landsliding is unlikely due to the regional planar topography. No ancient landslides are shown on geologic maps of the region and no indications of landslides were observed during our site investigation. ► Volcanic hazards. The site is not located in proximity to any known volcanically active area.and the risk of volcanic hazards is considered very low. ► Tsunamis, seiches, and flooding. The site does not lie near any large bodies of water, so the . threat of tsunami, seiches, or other seismically- induced flooding is unlikely. The site is located down gradient from the All American Canal. If rupture of the canal were to occur due to seismic events, flooding of the site is possible. 3.4 Site Acceleration and CBC Seismic Coefficients Site Acceleration: Deterministic horizontal peak. ground accelerations (PGA) from maximum . probable earthquakes on regional faults have been estimated and are included in Table 1. Ground' motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Accelerations also are dependent upon attenuation by rock and soil deposits, direction of rupture and type of fault; therefore, ground motions may vary considerably in the same general area. We have used the computer program FRISKSP (Blake, 2000) to provide a probabilistic estimate of the site PGA using the attenuation relationship of Boore, Joyner, and Fumal (1997) Soil Q 10). The PGA estimate for the project site having a l0% probability of occurrence in 50 years (return period of 475 years) is 0.55g. CBC Seismic Coefficients: The CBC seismic response coefficients are calculated from the near - source factors for Seismic Zone 4. The near - source factors are based on the distance.from the fault Landmark Consultants, Inc. page 7 Proposed Coral tMountain Estates — La Quinta. CA LCI Report No. L.P05098 and the seismic source type. The following table lists seismic and site coefficients (near source factors) detennined by Chapter 16 of the 2001 CBC. This site lies within 14.3 kin of a Type A fault overlping S„ ( stiffi soil. CBC Seismic Coefficients for Chapter 16 Seismic Provisions 3.5 Subsurface Soil Subsurface soils encountered during the field exploration conducted on April 22, 2005 consist of medium dense to dense interbedded silty sands and sandy silts. The subsurface logs (Plates B -1' through B -3) depict the stratigraphic relationships of the various soil types. 3.6 Groundwater Groundwater was not encountered in the borings during the time of exploration and is deeper than 50 feet below ground surface at this site. There is uncertainty in the accuracy of short -term water level measurements, particularly in fine- grained soil. Groundwater levels may fluctuate with precipitation, irrigation of adjacent properties, drainage, and sitegrading. The groundwater level noted should not be interpreted to represent an accurate or permanent condition. 3.7 Hydroconsolidation In arid climatic regions, granular soils have a potential to collapse upon wetting. This collapse (hydroconsolidation) phenomenon is the result of the lubrication of soluble cements (carbonates) in the soil matrix causing the soil to densify from its loose configuration during deposition. Landmark Consultants, Inc. Page 8 Seismic Distance to Near Source Factors Seismic Coefficients CBC Code Soil Profile Edition Type Source Critical Type Source Na Nv Ca Cv 2001 So (stiff soil) A < 14.3 km 1.00 1.03 0.44 0.66 Ref. Table 16 -J 16 -U - -- 3.5 Subsurface Soil Subsurface soils encountered during the field exploration conducted on April 22, 2005 consist of medium dense to dense interbedded silty sands and sandy silts. The subsurface logs (Plates B -1' through B -3) depict the stratigraphic relationships of the various soil types. 3.6 Groundwater Groundwater was not encountered in the borings during the time of exploration and is deeper than 50 feet below ground surface at this site. There is uncertainty in the accuracy of short -term water level measurements, particularly in fine- grained soil. Groundwater levels may fluctuate with precipitation, irrigation of adjacent properties, drainage, and sitegrading. The groundwater level noted should not be interpreted to represent an accurate or permanent condition. 3.7 Hydroconsolidation In arid climatic regions, granular soils have a potential to collapse upon wetting. This collapse (hydroconsolidation) phenomenon is the result of the lubrication of soluble cements (carbonates) in the soil matrix causing the soil to densify from its loose configuration during deposition. Landmark Consultants, Inc. Page 8 Proposed Coral Mountain Estates— La Quinta. CA LCI Report No LP05098 Collapse potential test indicated a slight risk of collapse Ripon inundation indicating at the project site. Therefore, building foundations are not required to include provisions for mitigating the hydroconsolidation caused by soil saturation from landscape irrigation or broken utility lines. 3.8 Soil Infiltration Rate A total of two (2) infiltration tests were conducted on May 24, 2005 at the proposed location for the stormwater retention basin as shown on the Site and Exploration Plan (Plate A -2). The tests were performed using pipes inside 6 -inch diameter hand auger boreholes made to depths of approximately 3 feet below the existing ground surface, corresponding to the anticipated bottom depth of the stormwater retention basin. The pipes were presoaked and tilled with water and successive readings of drop in water levels were made for a total elapsed time of 360 minutes, until a stabilization drop was recorded. A soil infiltration rate of 3 -5 gallons per hour per square foot of bottom area may be used for infiltration design. An oil /water separator should be installed at inlets to the stormwater retention basin to prevent sealing of the basin bottom with silt and oil residues. We recommend additional testing should be performed after the completion of rough grading . operations, to verify the soil infiltration rate. Landmark Consultants, Inc. Page 9 Proposed Coral Mountain Estates — La Quinta. CA LCi Report No. L1305098 Section 4 RECOMMENDATIONS 4.1 Site Preparation Clearing and Grubbing_: All surface improvements, debris or vegetation including grass, trees, and weeds on the site at the time of construction should be removed fi•om the construction area. Root balls should be completely excavated. Organic strippings should be hauled from the site and not used as fill. Any trash, construction debris, concrete slabs, old pavement, landfill, and buried obstructions such as old foundations and utility lines exposed during rough grading should be traced to the limits of the foreign material by the grading contractor and removed under our supervision. Any excavations resulting from site clearing should be dish - shaped to the lowest depth of: disturbance and backfilled under the observation of the geotech.nical engineer's representative. Building; Pad Preparation: The existing surface soil within the building pad areas should be removed to 36 inches below the existing grade or 18 inches below the lowest foundation grade (whichever is lower) extending five feet beyond all exterior wall /column lines (including adjacent concreted areas). Exposed subgrade should be scarified to a depth of 12 inches, uniformly moisture conditioned to f 2% and recompacted to a minimum of 90% of the maximum density determined in accordance with ASTM D 1.557 Methods. The native soil is suitable for use as engineered till provided it is free from concentrations of organic matter or other deleterious material. The fill soil should be uniformly moisture conditioned by discing and watering to the limits specified above, placed in maximum 8 -inch lifts (loose), and compacted to the limits specified above. Imported fill soil (if required) should be similar to onsite soil or non - expansive, granular soil sleeting the USCS classifications of SNNI, SP -SM, or SW -SM with a maximum rock size of 3 inches. The geotechnical engineer should approve imported fill soil sources before hauling material to the site. Imported granular fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to a minimum of 90% of ASTM D 1557 maximum dry density at optimum moisture ±2 %. In areas other than the building pad which are to receive area concrete slabs, the ground surface should be scarified to 12 inches, moisture conditioned to at optimum moisture t2% and recompacted to a minimum of 90% of ASTM D 1557 maximum density just prior to concrete placement. Landmark Consultants, Inc. Page 10 Proposed Coral 1\110untain Estates La Quinta. CA LCI Report No I P05098 Trench Backfill: On -site soil free of debris, vegetation, and other deleterious matter may be suitable for use as utility trench backfill. Backfill soil within roadways should be placed in layers not more than 6 inches in thickness and mechanically compacted to a minimum of 90% of the ASTM D.l 557 .maximum dry density except for the top 12 inches of the trench which shall be compacted to at least 90 %. Native backfill should only be placed and compacted after encapsulating buried pipes with suitable bedding and pipe envelope material. Pipe envelope /bedding should either be clean sand (Sand Equivalent SE >30) or crushed rock. when encountering groundwater. A geotextile filter fabric (Mirafi 140N or equivalent) should be used to encapsulate the crushed rock to reduce the potential for in- washing of fines into the gravel void space. Precautions should be taken in the compaction of the backfill to avoid damage to the pipes and structures. iyloisture Control and Drainage: The moisture condition of the building pad should be maintained during trenching and utility installation until concrete is placed or should be rewetted before initiating delayed construction. Adequate site drainage is essential to future performance of the project. Infiltration of excess irrigation water and storm waters can adversely affect the performance of the subsurface soil at the site. Positive drainage should be maintained away from all structures (5% for 5 feet minimum across unpaved areas) to prevent ponding and subsequent saturation of the native clay soil. Gutters and downspouts may be considered as a means to convey water away from foundations. If landscape irrigation is allowed next to the building, drip irrigation systems or lined planter boxes should be used. The subgrade soil should be maintained in a moist, but not saturated state, and not allowed to dry out. Drainage should be maintained without ponding. Observation and Density Testing: All site preparation and fill placement should be continuously observed and tested by a representative of a qualified geoteclinical engineering firm. Pull -time observation services during the excavation and scarification process is necessary to detect undesirable materials or conditions and soft areas that may be encountered in the construction area. The geotecimical firm that provides observation and testing during construction shall assume the responsibility of "geolechnicai engineer gfrecord" and, as such, shall perform additional tests and investigation as necessary to satisfy themselves as to the site conditions and the reconnnendations for site development. Landmark Consultants, Inc. Page 1 I Proposed Coral iNlountain Estates — La Quinta. CA LCI Report No. I PO5098 Auxiliary Structures Foundation Preparation• Auxiliary structures such as free standing or retaining walls should have the existing soil beneath the structure foundation prepared in the manner recommended for the building pad except the preparation needed only to extend 18 inches below and beyond the footing. 4.2 Foundations and Settlements Shallow spread footings and continuous wall footings are suitable to support the structures provided they are structurally tied with grade -beams to resist differential movement. Footings shall be founded on a layer of properly prepared and compacted soil as described in Section 4.1. The foundations may be designed using an allowable soil bearing pressure of 1,500 psf. The allowable soil pressure may be increased by 20% for each foot of embedment depth in excess of 18 inches and by one -third for short term loads induced by winds or seismic events. The maximum allowable soi:1 pressure at increased embedment depths shall not exceed 2,500 psf All exterior and interior foundations should be embedded a minimum of 18 inches below the building support pad or lowest adjacent final grade; whichever is deeper. Interior footings may be 12 inches deep. Continuous wall footings should have a minimum width of 12 inches. Spread footings should have a minimum dimension of 24 inches. Recommended concrete reinforcement and sizing for all footings should be provided by the structural engineer. Resistance to horizontal loads will be developed by passive earth pressure on the sides of footings and frictional resistance developed along the bases of footings and concrete slabs. Passive resistance to lateral earth pressure may be calculated using an equivalent fluid pressure of 300 pcf for sands to resist lateral loadings. The top one foot of embedment should not be considered in computing passive resistance unless the adjacent area is confined by a slab or pavement. An allowable friction. coefficient of 0.35 for sands may also be used at the base of the footings to resist lateral loading. Foundation movement under the estimated static (non - seismic) loadings and static site conditions are estimated to not exceed' /.i inch with differential movement. of about two - thirds of total movement for the loading assumptions stated above when the subgrade preparation guidelines given above are followed. Landmark Consultants, Inc. Nwe 12 Proposed Coral iNlountain Estates — La Quinta. CA i CI Report No L P05098 4.3 Slabs -On -Grade Concrete slabs and flatwork should be a minimum of 4 inches thick. Concrete floor slabs may either be monolithically placed with the foundation or dowelled after footing placement. The concrete slabs may be placed on granular subgrade that has been compacted at least 90% relative compaction (ASTVI D1557) and moistened to near optimum moisture just before the concrete placement To provide protection against vapor or water transmission through the slabs, we recommend that the slabs -on -grade be underlain by a layer of clean concrete sand at least 4 inches thick. To provide additional protection against water vapor transmission through the slab in areas where vinyl or other moisture- sensitive floor covering is planned, we recommend that a 10 -mil thick impermeable plastic membrane (visqueen) be placed at mid- height within the sand layer. The vapor inhibitor should be installed in accordance with the manu'facturer's instructions. We recommend that at least a 2 -foot lap be provided at the membrane edges or that the edges be sealed. Concrete slab and flatwork reinforcement should consist of chaired rebar slab reinforcement (minimum of No. 4 bars at 18-inch centers, both horizontal directions) placed at slab mid- height to resist potential swell forces and cracking. Slab thickness and steel reinforcement are minimums only and should be verified by the structural engineer /designer knowing the actual project loadings. All steel components of the foundation system should be protected from corrosion by maintaining a 3- inch minimum concrete cover of densely consolidated concrete at footings (by use of a vibrator). The construction joint between the foundation and any mowstrips /sidewalks placed adjacent to foundations should be sealed with a polyurethane based non - hardening sealant to prevent moisture migration between the joint. Epoxy coated embedded steel components or permanent waterproofing membranes placed at the exterior footing sidewall may also be used to mitigate the corrosion potential of concrete placed in contact with native soil. Control joints should be provided in all concrete slabs -on -grade at a maximum spacing (in feet) of to 3 times the slab thickness (in inches) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce randomly oriented contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or sawcut (' /a of slab depth) within 6 to 8 hours of concrete placement. Construction (cold) joints in foundations and area flatwork should either be thickened butt - joints with dowels or a thickened keyed -joint designed to resist vertical deflection at the joint. All joints in flatwork should be sealed Landmark Consultants, Inc. Paoe 13 Proposed Coral Mountain Estates — La Quinta. CA I Ci Report No i P05098 to prevent moisture, vermin, or foreign material intrusion. Precautions should be taken to prevent curling of slabs in this arid desert region (refer to AC[ guidelines). All independent flatwork (sidewalks, driveways, patios) should be underlain by 2 inches of concrete sand or aggregate base, dowelled to the perimeter foundations where adjacent to the building and sloped 2% or more away from the building. A minimum of 24 inches of moisture conditioned (2% minimum above optimum) and compacted subgrade (90 %) and a 10 -mil (minimum) polyethylene separation should underlie the flahvork containing steel reinforcing (except wire mesh). All tlat"vork should be jointed in square patterns and at irregularities in shape at a maximum spacing of 10 feet or the least width of the sidewalk. Driveway slabs should have a thickened edge extending a minimum of inches below a 4 -inch sand or aggregate base course which should be compacted to a minimum of 90% ol'ASTNI D1557 maximum density. 4.4 Concrete Mixes and Corrosivity Selected chemical analyses for corrosivity were conducted on bulk samples of the near surfke soil from the project site (Plate C -4). The native soils have low level of sulfate ion concentration (212 ppm). Sulfate ions in high concentrations can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. A minimum of 2,500 psi concrete of Type It Portland Cement with a maximurn water /cement ratio of 0.60 (by weight) should be used for concrete placed in contact with native soil on this project (sitework including sheets, sidewalks, driveways, patios, and foundations). The native soil has moderate level of chloride ion concentration (260 ppm). Chloride ions can cause corrosion of reinforcing steel, anchor bolts and other buried metallic conduits. Resistivity determinations on the soil indicate severe potential for metal loss because of electrochemical corrosion processes. Mitigation of the corrosion of steel can be achieved by using steel pipes coated with epoxy corrosion inhibitors, asphaltic and epoxy coatings, cathodic protection or by encapsulating the portion of the pipe lying above groundwater with a minimum of 3 inches of densely consolidated concrete. No metallic pipes or conduits should be placer/ belowfoundations. Landmark Consultants, Inc. Page 14 Proposed Coral Nlountain Estates La Quinta• CA LCI Report No. LP05098 Foundation designs shall provide a minimum concrete cover of three (3) inches around steel reinforcing or embedded components (anchor bolts, hold- downs, etc.) exposed to native soil or landscape water (to 18 inches above grade). If the 3 -inch concrete edge distance cannot be achieved, all embedded steel components (anchor bolts, hold - downs, etc.) shall be epoxy dipped for corrosion protection or a corrosion inhibitor and a permanent waterproofing membrane shall be placed along the exterior face of the exterior footings. Additionally, the concrete should be thoroughly vibrated at footings during placement to decrease the permeability of the concrete. 4.5 Excavations All site excavations should conform to CalOSHA requirements for Type C soil. The contractor is solely responsible for the safety of workers entering trenches. Temporary excavations with depths of 4 feet or less may be cut nearly vertical for short duration. Temporary slopes should be no steeper than 1.5:1 (horizontal:vertical). Sandy soil slopes should be kept moist, but not saturated, to reduce the potential of raveling or sloughing. Excavations deeper than 4 feet will require shoring or slope inclinations in conformance to CAUOSHA regulations for Type C soil. Surcharge loans ofstockpiled.soil or construction materials Should be set back from the top of the slope a minimum distance equal to the height of the slope. All permanent slopes should not be steeper than 3:1 to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:l . However, maintenance with motorized equipment may not be possible at this inclination. 4.6 Lateral Earth Pressures Earth retaining structures, such as retaining walls, should be designed to resist the soil pressure imposed by the retained soil mass. Walls with granular drained backfill may be designed for an assumed static earth pressure equivalent to that exerted by a fluid weighing 35 pcf for unrestrained (active) conditions (able to rotate 0.1 % of wall height), and 55 pcf for restrained (at -rest) conditions. These values should be verified at the actual wall locations during construction. Landmark Consultants, Inc. Page 15 trl Proposed Coral iblountain Estates — La Quinta. CA LC l Report No L P05098 When applicable seismic earth pressure on walls may be assumed to exert a uniform pressure distribution of 7.5H psf against the back of the wall, where H is the height of the backtill. The total seismic load is assumed to act as a point load at 0.61-1 above the base of the wall. Surcharge loads should be considered if loads are applied within a zone between the face of the wall and a plane projected behind the wall 45 degrees upward from the base of the wall. The increase in lateral earth pressure acting uniformly against the back of the wall should be taken as 50% of the surcharge load within this zone. Areas of the retaining wall subjected to traffic loads should be designed for a uniform surcharge load equivalent to two feet of native soil. Walls should be provided with backdrains to reduce the potential for the buildup of hydrostatic pressure. The drainage system should consist of a composite HDPE drainage panel or a 2-foot wide zone of tree draining crushed rock placed adjacent to the wall and extending 2/3 the height of the wall. The gravel should be completely enclosed in an approved filter fabric to separate the gravel and backtill soil. A perforated pipe should be placed perforations down at the base of the permeable material at least six inches below finished floor elevations. The pipe should be sloped to drain to an appropriate outlet that is protected against erosion. Walls should be properly waterproofed. The project geotech.nical engineer should approve any alternative drain system. 4.7 Seismic Design This site is located in the seismically active southern California area and the site structures are subject to strong ground shaking due to potential fault movements along the San Andreas Fault. Engineered design and earthquake - resistant construction are the common solutions to increase safety and development of seismic areas. Designs should comply with the latest edition of the CBC For Seismic Zone 4 using the seismic coefficients given in Section 3.4 of this report. This site lies ivithin 14.3 kin of a Type A fuult overl},ing S„ (stifJ) soil. 4.8 Pavements Pavements should be designed according to CALTRANS or other acceptable methods. Traffic indices were not provided by the project engineer or owner; therefore, we have provided structural Landmark Consultants, Inc. Page 16 Proposed Coral i�,,lountain Estates — La Qurnta. CA i CI Report No L P05098 sections for several traffic indices for comparative evaluation. The public agency or design engineer Should decide the appropriate traffic index for the site. Maintenance of proper drainage is necessary to prolong the service life of the pavements. Based on the current State of California CALTRANS method, an estimated R -value of 40 for the subgrade soil and assumed traffic indices, the following table provides our estimates for asphaltic concrete (AC) pavement sections. RECOMMENDED PAVEMENTS SECTIONS R -Value of Sub rade Soil - 40 (estimated) Desi n Method - CAI TRANS 1990 Traffic Flexible Pavements Asphaltic As p Aggregate index Concrete Base (assumed) Thickness Thickness (in.) (in.) 5.0 3.0 4.5 6.0 3.5 6.0 7.0 4.5 6.5 8.0 5.0 8.5 Notes: I) Asphaltic concrete shall be Caltrans, Type B, 1/4 inch maximum medium grading, ('/2 inch for parking areas) compacted to a minimum of 95% of the 50 -blow Marshall density (ASTivi D 1559). 2) Aggregate base shall conform to Caltrans Class 2 (% in. maximum), compacted to a minimum of 95% of ASTM D 1557 maximum dry density. 3) Place pavements on 8 inches of moisture conditioned (minimum 4% above optimum) native soil compacted to a minimum of 90% of the maximun dry density determined by ASTM D 1557. Final recommended section may need to be based on sampling and R -Value testing during grading operations when actual subgrade soils will be exposed. Landmark Consultants, Inc. page 17 Proposed Coral i\-`lountain Estates — La Quinta. CA LCI Report No 1-1'305098 Section 5 LIMITATIONS AND ADDITIONAL SERVICES 5.1 Limitations The recommendations and conclusions within this report are based on current information regarding the proposed Coral Mountain Estates residential development located near the southwest corner of Avenue 60 and Madison Street south of La Quinta, California. The conclusions and recommendations of this report are invalid if. Structural loads change from those stated or the structures are relocated. The Additional Services section of this report is not followed. This report is used for adjacent or other property. Changes of grade or groundwater occur between the issuance of this report and construction other than those anticipated in this report. Any other change that materially alters the project from that proposed at the time this report was prepared. Findings and recommendations in this report are based on selected points of field exploration, geologic literature, laboratoiy testing, and our understanding of the proposed project. Our analysis of data and recommendations presented herein are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil conditions can exist between and beyond the exploration points or groundwater elevations may change. If detected, these conditions may require additional studies, consultation, and possible design revisions. This report contains information that Wray be usefntl in the preparation of contract specifications. However, the report is trot worded is such a manner that we recommend its use as a construction specification docuttnetit ivitliout proper »nodifncatiotn. The use of information contained in this repot for bidding purposes should be done at the contractor's option and risk. This report was prepared according to the generally accepted geotechnical engineering stam-lardv of practice that existed in Riverside County at the time the report was prepared. No express or implied warranties are made in connection with our services. This report should be considered invalid for periods after two years from the report date without a review of the validity of the findings and recommendations by our firm, because of potential changes in the Geotechnical Engineering Standards of Practice. Landmark Consultants, Inc. Page 18 Proposed Coral N- IOUntain Estates — La Quinta. CA L.CI Report No. LP05098 The client has responsibility to see that all parties to the project including, designer, contractor, and subcontractor are made aware of this entire report. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. 5.2 Additional Services We recommend that Landmark Consultants, Inc. be retained as the geotechnical consultant to provide the tests and observations services during construction. IfLandmark Consultants does not provide such services then the geotechrrical errgitaeering. firma proi,iciiiig such tests (1174 observations shall become the geolechnical engineer of r-ecord and assume respa7sibilily for the project. The recommendations presented in this report are based on the assumption that: Consultation during development of design and construction documents to check that the geotechnical recommendations are appropriate for the proposed project and that the geotechnical recommendations are properly interpreted and incorporated into the documents. Landmark Consultants will have the opportunity to review and comment on the plans and specifications for the project prior to the issuance of such for bidding. Continuous observation, inspection, and testing by the geoteclinical consultant of record'. during site clearing, grading, excavation, placement of .fills, building pad and subgrade preparation, and backfilling of utility trenches. Observation of foundation excavations and reinforcing steel before concrete placement. Other consultation as necessary during design and construction. We emphasize our review of the project plans and specifications to check for compatibility with our recommendations and conclusions. Additional information concerning the scope and cost of these services can be obtained from our office. Landmark Consultants, Inc. Pace 19 r r y Alp �' ts � } Uzi 7 I,CL lel r3. ` • ; � 1V ; ��ert i - - -\ Rro, ectJSI e.- -OW �' _. !/ 1 L1 'i? elf ' 1 ' 3, f r_. -• -. +, `, ��' '• to 3 � , ' \•} � ;'• �' LANDMARK Plate Project No.: LP05098 Vicinity Map A -1 ' r -= .. .'. _._ .m.T�T., • "•s _ _ max-`' W '-::`..s- ..:...a _'�� :la+. en"ct�_. • :`'" •'4:.1.,, ~� >s.- :�••ifC\ `�� `cam,.•• C � q.. c %• Project Site Le end -- Approximate Boring Location (typ) • Approximate Infiltration Test Location (typ) LANDMARK i DMM ESOE C—pt ry Project No.: LP05098 Site and Exploration Plan Plate A -2 R u CCC LANDMARK W-I'Irll. .V8&u6&5"C—V-V Project No.: LP05098 USDA Soil Conservation Soil Service Mat) OT sl Plate A-3 SOIL SURVEY OF m a Riverside- County, California, Coaqhefla VaHey, Ar,ea <r =.1. /, e 1 r` : s '• «,mot ,., r �� ' 4 �j- Y�?'kl, r , y � ;[ 'P". � ` �7dt1 &. ��,'.,, •`� {+l�f -`�i .,1;"''�`��gtF � ( iia_• � ,� y "'y g+E��c� 't .1 rat ; ttS�� (c +¢, •, Irk, {�.5�� A� . $- y-]u�� ry. .�. ��1� :;' .3!�i•1��`r, �.i � f� }"a�'a.. {f�S,f �- �Ya�#�,t '�c:i r��r .' •ui�lt�� ^ �* 4v` '�•� r�.I,; =c�' ;�l' �•1 . ✓ T`:S' 1� r = tir 4•� / i1 ,1 a . ?.r'M' "+.�, t.` 1 `' i*fr` _. •o � ... { • �3d � t `� r y ��, :. a .��'• y�T��rc71 �cS.�a �,t,�s�',F,y��.r. �•��7s rT `i',t,,x�a�,� � 6 i ' 4yAi`.�r..1`�'.f?w� ":l.i '.�. �a .;�� SY, __ . W..W djw`9 G t United States Department of Agriculture Soil Conservation Service in roi�peration with University of California Agricultural Experiment Station f mm Kkill:ind; 13A. 111111 T,-ail R l 1. c(c. CdC, Cd F, c 1:1C C IC", C :t Fl:iv- SIMI. SMOT.) , TABL' 9 ... ... [Th,; Symbol invati.,; vrontov L11.1ij. "Ift"d A 21 A A A _:4 A A A 2, A A. A I A A i MI.. (,I.. 11 60 I valid SM, •il ;Z.• N1 :�M, S11 SM sil, III Ve- 10 60 VC!, If I Y o 1,I I :t- - ;:t I I I I :i I'! ::l' -sm 60 filavril v Sold 11 fill I "'Wily <Nl 0 I'. I \rr" •:,,••iic r: tall !.i'• 1• fi;;,� v.-tv "y .H.v fil., 'aillY njid. voi-. j•ohj)j-. cw sl" cw' -;\v 12 fill'. :I 'id. ", lo•lim V,•r-v gri•"Il• fitlo I (;M, (11' 11M fini ,,andv b.;llli, V. loilln \%-rY S;md, 1;1% SI.. t; \\ :•.w I l 141{ ':lii,I, f"'o. -:old i . kwtlliv �:tlid. 1,,muv fi;w :4 Von:04" A 21 A A A _:4 A A A 2, A A. A I A A 11(1111 ii,ll�'S I 1'i "p", 2.1 '10 15 30 21) 30 1!l 2111 IN N Poo N P N P Nil Nil N 1, NP N P N r N1, N I' N I' Nil N I, NP Nil N N P RIVERSIDE, COUN*TY, fold "Inssijicot;ml,� All.�oiw,• of :I;; i-:tlry u• :ins d:tkt vvero r.eg > itl At 90, 1041 to 10; W !Ili I (a) 71) !Ili 1',() 95 ail So 10 70 Nil loo i I tit) 1 .0 i ii lou WIMI Nil lj�ll tit III Go :,*.-, 'm I 3.1 i 11 till loo r NI I Pill 10 PI i tit it) 90 at , 21 All 0 -1 U10 20 0 to too 15 ton hi Q1 Owl It's V) 41 60 Pat 0 100 j .!1 100 j G." 0 sit II list) 1 11(1111 ii,ll�'S I 1'i "p", 2.1 '10 15 30 21) 30 1!l 2111 IN N Poo N P N P Nil Nil N 1, NP N P N r N1, N I' N I' Nil N I, NP Nil N N P I 'I R '4t,id IlAtliv :11141 j I wrap sylilil') , G i I [fill it; G 18 G bA, G b R, 6,.A.... . GdA ..... 6 c,-\, G IA.... Gr"iv'•] pity And dulllp C.P. 11111wrinl. I c,'\, I W .......... ,MCI GO: Imp-rini linft, Gulliril owl part. 111(liw Ip, It.... Is, It. h1hi-- L R Roel, oliti•rolp part. Mycolln: WHL SUISTY Icxtim: I.onmy hill, lillid ....... 41:itifivil loamy snail Fil.e.'andy IoAlll .. S' liu 611•.Itifi:•Il loalllY .'Alld to silty Ony lollill. 1) S Fill,., rAlldv 1.'Alll . . -. I I S --ill i :41 rat ifii-d -mAitj - .10 fill clay IIIA111*_ NOW MMUN• WnMy sold to Alty toy LAM. I :;0 Silly .1ay. i it 10 Vill" Ill IHt V"v Wtv mww V-•:y fill,• -Amfy IoAfsi, lit Gu V,,iry fill-, ::alldy llimit, gil! loalll, - h1• *alld Owl I-I bedrock. Iola 0, A•a D, I'Ac B_ Nihod: T 21 SMA, :.7)_C'O :' :'Illy v .I:k v 23 ' '1 60 Silty vlay__ Oillmtott: 0 ;nD.-.. 0 10 W we wifts! WVA!)ji•v,d 1-f,:,lroek Gi-fiv•il-• fille s;llltiv Wall). linck mo,,r.,li part. RA. 16,wk mocriq. ITO P r lletvk fait, rip pall. Room owl: RU Z)4 ..... ... . 1 11 1 MOSAII(IN-li'Aill. 9 fit) CIAN. -ilt': hy, ?illy .•hy loam 11 -1 AS A 0 4 SAI;'I. S•II•1, Ilm• !Z:Ind 110 in e cri? 111 pro p Or its AASHTO SN I AA A NI 1. :1.4 N I I., SN I A_ .1 M 1. A•I r•M. \1 1. A 'I M 11 A I (A. Al, A. .N 11. A - 1 T1 1. A _1 SNL Nil, T1 I. \11. N11, NI, SP XNi ! S.N I si, 4sl sal, SP Nl N1 _s(; '11, (J. 14 cl. 11, U. A•7 A-7 A A A-• A• AQ t. 3. A 2 :I, A 7 A -1 A I 1 A :I 1), A 7 I;, A •7 vid > RIVERSIDE' COUNTY, CALIFORNIA . . .. .. 200 1n 40 Pa I N) 100 70-A0 :,'5 -50 HY) 0.rl -- I no go- I ly) 6 1 O() 9.5 -100 10 .45 .10 I (W) 05- 1 Of) M• I no 50-0) Inn 100 71) -S5 -to 55 100 100 80 -100 no - qI A 100 100 05 -1 Oil RS -0r, 0 Iml tv, -I N.) 00 -IOU) n 1110 05- 1 (h) 90-10(1 50 W) (1 100 lix) too 90 95 0 100 too 101) 00 -wl 0 95_100 95- 1 lit) 701 $ .5 o I.I.r, -I o o r 0.i -100 so••100 5(1 70 0 !).r' - I I.H 1 9.5-1 W) 8F., 9."i 50.65 0 fir, ..100 $o-loo 50-70 n 50 -1 CK) 501-80 5• 115 100 $o-loo 135 -80 A I - I fit) 7!) 95 5 0 lou I Of 1 05 100 00 05 V-100 W C.5 5_15 to() "M • I00 "K.) r0;, 100 1 Of) 60-70 30-50 7 S5 n5 -7:i 55 -71.) 2.5-40 ,ill- I IM 00 ti0 00 7l1 's!) Of) (if, 100 Of, I I 100 0.5•-100 (y). , I W 90 100 wm$ 5 05 95 75 •05 Liquid hinil IM71 7.1..45 20-3o 50•70 50 -71) 1:, -3n _30 30 15-30 4.5 -N) 15 -25 35- 60 35 _60 69 N P N P 10.20 N V -.5 N P 25-•5 2.5-•5 NT 11 -5 N I l-5 NP NV Nil 25-45 Nil 2-5-4-5 N I'll '15-35 '2:i - 35 To KIM.: 5-11. I s H 1-� I 7RV EY N P i.i 'This 111:1111-mi" 11 111) of I%,.*,- If' Ill"re d'.111iml III kind;( (if soil. St plilliv 11111E otill jw�;it ilill 1•)I:tvior of till, whol., 111:1111-ing -,wit. nlfli<:Wry density, lilt w)-.iknival : I I I I i I Illid limit :IfId plaslicity Inillem"istill. GI I .01111INCti,ill Lest, :1 s:m1lilt- oI the "()if IllilleriA i.-. I-( Ili ipactod:.Iwvnil limits w i I I I ;I ctimp;11-tivi. 1.1hil't . v;l•ll 11 ilm' ;1! :1 ,,iit'CtVSi\ Illp 111'1' w,jIstllro rtill•-I.A. 'I 1111 lilt fi.11 1) ri. 4,0111 1 ' I I t i ti- until tit(' t if I( : I I I I 1111 1-011141111 Is ro;tchi•d. Afler ilml thr, dvnAty 11-jtjj it, I-Iloi:olin, ci,l](1-10. Th'• IJ;dwet llojl�ity (110.1int"I ill III$• Ct011p'ti-tion to"I i; 11trill."I "Ill;1xilt-o1111 dellily." d:&I are ir!portml! in const I-111.1illij. for I-, a rills, op! imolli i= fdfl;til:vd it* illy' <oil is; III,' 111:1.61111111 illy fioll�ify wholl it i.� Af Il• I'plillmill Physir(d mid clivroi•itt proyorlies •aIlle I I "holy; JJ ifluttod v;dlw�: I"ir stivol ;t: ;():I ior ilf Tilt'Sf, Imimmix on, Own fill. each lwlior It(•iyllll. f11 f!ll dol"Ills ilolic.lhid. ill Ih,•- lypicill pt•-Iml ill* I.;wh Thr :HV 11,0'Wd )it Co•Id oII::I,n-:tIiiIIlx :111(l ch dat:1 Cor :Illd . ifililal, of kro"vil I.(- Iv S, - I I :,, r'. I I, I !'I i) r - d.06111 fit' 111:0 OH0111-11(•i. Hit- 1I1SwIl\v:iIA mo\c. M(Illf tit V':1:411, ill 011, :;Ili!. Thf, :,.re I'll', vorli•al Illov('11111,W Whl"! !fit- :Iid! i:: s:dktral,eil. Nol (-Oil sidorl.d ill 011, i:` I:Oor:11 Ill' tr:Im;iI.II1 si•P fi;d"A - as phMIM"S nol SMO1C0 •rIMIS. I'vi'llwabilAy 1,I' if,(, 1,- ;:11 illiplirlin, 1,:Ictor I's ho Ill phnijil '.. .11111 sys• lilt, plit'lAbil of r''ils for Sollit. ill-, !, di -fill, ;11 ill lvlall.v ollit'l, ;I of 1 =til1i llsl' :1111 J r(l ibi fit, 1.111 f I. r,, pit rit it is I I I c. I of! I I kv Ims-is of :oil cim 1.:I(. I v ri. I ik-s (I :a! i it Q tit, licit Ll ii. ill Ii I i t v of the tit t hold 11';111`1• ;lit I on I is ;I ]:I I III, lo philt.z. IfIllsorkillf it ;11,41 coutom of f o it it- limt- h-r. ,r,;1 loxtuiv wd wdl strut Ini• Sliallomro(ded 111:1 litA art. no! lillil.i.• t(i I••1. tit.- ;t• :IP;tIlI(- w;11or froill I docp'•r .;oil I.,-Il Av:IiI:IhlI, watt'r C-:111:1•ily is all Ilw •ht,icf, of phillts or crojv to lie do-tip-11 111, irrip'-mi011 Still i:' •Xpreswd ;I ill 1111 valll(�. Till' ill Id 1 of )i,tl imill i, lm.-(,icl on Ill: ny 114111 I the ...!Ile:: hnv� 114 on verified fly S,(Ii! ro:•titw, i? imporli-Illt, ill slilf-clill}f II• IiI*!.AlIIi1III;I! p:;tlik. ,Ir olhi.l. 1i1:111k I•, !• gr. Iii I•\' :1111 :11111 :! :-.,)if allil'Il(I- molit'. I'm. fori ility 'tild im: ; :11)(I In ovahmling he ity Id, sl.HS. k.. ..... satumNif oximm it millnul w I"• malimiler C. W I*11j1r1i4cn1:Iti.v,- of (hli •hl, 4:lhlli;.v of illdividll:d imp' -:0e) liw ;11,11ity lilt irrig;Ifioll waer mid In Ill(: (it' v.,:ktor H•m", Ili(' ::dIWy -4 Mh AW WhIs can dUNr gnwHy I'mm Ow vitl1w ",-;vvII in I;lh�t I1. of ftvl� (ill' ;thillty •)l ;I 1-61 I"j) t'ri'll priallic!iwl, ik, si;ihilik- :I;, a vl,;I° °Irll•tiwl Irl:IIa,ri;tI, :lilt! its 11,111-11ti.d Ill 11)(14, 111 rt: I I anti 1 I I I( ° re! I-. S h I'i i f k -S - i ' I ?I I f 0 1 1 1 0 1 *0 ! (11'1 1411 ill 1 fll;lilfl\- Ll I I I ( 11 the Ill 10 and k i:lil of, A-h• Ill I hi- s. I .;t 1 111 rn!o ry li'll IS ,.f till, It Il;f (•f 1111141 isl 11 rhi-11 t. !m], 1.11' 111: Ily so i Is F, Ir ether', I Ill- 4v,-vIIi I),,! ml.; 11 iA : I" I M 1 110 1 )A:,i1; C t 1a' }1'1 1!(1 ;Uo I :011oll !it tit* CIM* t i i In I. :f51! <. Tho ,iizo of, I. ho ( - I I ; (! i11 A \•11111 In to 13 1 S\1 Op \ .."y 31,•I. V, :y , 13 n0mv Omit ,•t \• t.-wd, %•ry iv , wd. v, ry I.P. S11 SP OM, miIl A I (I fill sm .\ _., \ I N P i.i 'This 111:1111-mi" 11 111) of I%,.*,- If' Ill"re d'.111iml III kind;( (if soil. St plilliv 11111E otill jw�;it ilill 1•)I:tvior of till, whol., 111:1111-ing -,wit. nlfli<:Wry density, lilt w)-.iknival : I I I I i I Illid limit :IfId plaslicity Inillem"istill. GI I .01111INCti,ill Lest, :1 s:m1lilt- oI the "()if IllilleriA i.-. I-( Ili ipactod:.Iwvnil limits w i I I I ;I ctimp;11-tivi. 1.1hil't . v;l•ll 11 ilm' ;1! :1 ,,iit'CtVSi\ Illp 111'1' w,jIstllro rtill•-I.A. 'I 1111 lilt fi.11 1) ri. 4,0111 1 ' I I t i ti- until tit(' t if I( : I I I I 1111 1-011141111 Is ro;tchi•d. Afler ilml thr, dvnAty 11-jtjj it, I-Iloi:olin, ci,l](1-10. Th'• IJ;dwet llojl�ity (110.1int"I ill III$• Ct011p'ti-tion to"I i; 11trill."I "Ill;1xilt-o1111 dellily." d:&I are ir!portml! in const I-111.1illij. for I-, a rills, op! imolli i= fdfl;til:vd it* illy' <oil is; III,' 111:1.61111111 illy fioll�ify wholl it i.� Af Il• I'plillmill Physir(d mid clivroi•itt proyorlies •aIlle I I "holy; JJ ifluttod v;dlw�: I"ir stivol ;t: ;():I ior ilf Tilt'Sf, Imimmix on, Own fill. each lwlior It(•iyllll. f11 f!ll dol"Ills ilolic.lhid. ill Ih,•- lypicill pt•-Iml ill* I.;wh Thr :HV 11,0'Wd )it Co•Id oII::I,n-:tIiiIIlx :111(l ch dat:1 Cor :Illd . ifililal, of kro"vil I.(- Iv S, - I I :,, r'. I I, I !'I i) r - d.06111 fit' 111:0 OH0111-11(•i. Hit- 1I1SwIl\v:iIA mo\c. M(Illf tit V':1:411, ill 011, :;Ili!. Thf, :,.re I'll', vorli•al Illov('11111,W Whl"! !fit- :Iid! i:: s:dktral,eil. Nol (-Oil sidorl.d ill 011, i:` I:Oor:11 Ill' tr:Im;iI.II1 si•P fi;d"A - as phMIM"S nol SMO1C0 •rIMIS. I'vi'llwabilAy 1,I' if,(, 1,- ;:11 illiplirlin, 1,:Ictor I's ho Ill phnijil '.. .11111 sys• lilt, plit'lAbil of r''ils for Sollit. ill-, !, di -fill, ;11 ill lvlall.v ollit'l, ;I of 1 =til1i llsl' :1111 J r(l ibi fit, 1.111 f I. r,, pit rit it is I I I c. I of! I I kv Ims-is of :oil cim 1.:I(. I v ri. I ik-s (I :a! i it Q tit, licit Ll ii. ill Ii I i t v of the tit t hold 11';111`1• ;lit I on I is ;I ]:I I III, lo philt.z. IfIllsorkillf it ;11,41 coutom of f o it it- limt- h-r. ,r,;1 loxtuiv wd wdl strut Ini• Sliallomro(ded 111:1 litA art. no! lillil.i.• t(i I••1. tit.- ;t• :IP;tIlI(- w;11or froill I docp'•r .;oil I.,-Il Av:IiI:IhlI, watt'r C-:111:1•ily is all Ilw •ht,icf, of phillts or crojv to lie do-tip-11 111, irrip'-mi011 Still i:' •Xpreswd ;I ill 1111 valll(�. Till' ill Id 1 of )i,tl imill i, lm.-(,icl on Ill: ny 114111 I the ...!Ile:: hnv� 114 on verified fly S,(Ii! ro:•titw, i? imporli-Illt, ill slilf-clill}f II• IiI*!.AlIIi1III;I! p:;tlik. ,Ir olhi.l. 1i1:111k I•, !• gr. Iii I•\' :1111 :11111 :! :-.,)if allil'Il(I- molit'. I'm. fori ility 'tild im: ; :11)(I In ovahmling he ity Id, sl.HS. k.. ..... satumNif oximm it millnul w I"• malimiler C. W I*11j1r1i4cn1:Iti.v,- of (hli •hl, 4:lhlli;.v of illdividll:d imp' -:0e) liw ;11,11ity lilt irrig;Ifioll waer mid In Ill(: (it' v.,:ktor H•m", Ili(' ::dIWy -4 Mh AW WhIs can dUNr gnwHy I'mm Ow vitl1w ",-;vvII in I;lh�t I1. of ftvl� (ill' ;thillty •)l ;I 1-61 I"j) t'ri'll priallic!iwl, ik, si;ihilik- :I;, a vl,;I° °Irll•tiwl Irl:IIa,ri;tI, :lilt! its 11,111-11ti.d Ill 11)(14, 111 rt: I I anti 1 I I I( ° re! I-. S h I'i i f k -S - i ' I ?I I f 0 1 1 1 0 1 *0 ! (11'1 1411 ill 1 fll;lilfl\- Ll I I I ( 11 the Ill 10 and k i:lil of, A-h• Ill I hi- s. I .;t 1 111 rn!o ry li'll IS ,.f till, It Il;f (•f 1111141 isl 11 rhi-11 t. !m], 1.11' 111: Ily so i Is F, Ir ether', I Ill- 4v,-vIIi I),,! ml.; 11 iA : I" I M 1 110 1 )A:,i1; C t 1a' }1'1 1!(1 ;Uo I :011oll !it tit* CIM* t i i In I. :f51! <. Tho ,iizo of, I. ho ( - I I ; (! i11 Per 1: • Go I(1 tin .1n fin 90-100 70 90 CkWNTY, I"AMFORN'lA 3o _1 2.1 7 ;r. - I I I( I 5 1 • 75 7.) x,)11 1 1 1 1 1 i ; I i I 1•I' , : - ( I I I I ; . : I t : 1 1 s I! i I I ( I I I , I I I - t, , I he S v., I - I I i I I j , I I f Soils. shinkifil�, all-i ,Zlv•llhl,,, o ,Ono, Soils can cnosc dm"mgv in ImNing I'mMah"s, Inamnirf" wab, roach. and oilljor tilt oss spocial Al't' llsfld, and adldt'd Ill! 1-tiquil-I'd if file 11,5!l of C i I: 11 A.";,sk Ili . tm licrtains ii, potonlial soiki"dured r!'.onilk-al artif)n ill' %•vot l k"I I 5; WWWOod cor)-k—ioll of lini-alod Plal wridity, Ami XdHad onVulivity of the 'Zilil maii-ri;iI. T)le rN:., Of Ili' 4"IOICI,I.',W is lia-od mainly (-,!I Ll:,- coott.-ni, toxl.liro, and acid- Pri-locti.-t �ilr swcl or jllorC. l!1,. !r Ic; av''Al (0- Inillimiz'! dianlai"I. from IN mmiximn. MWed AM intQr- or :�oil horiv•,Il" is Moro slis- thnn a.1 thni i.,� or %yithim uni, soil WWII" I!1;Ild (it Ill'-?ditt the 0-odibi!iI.-v of ;I soil and its to oro,,iifm if! rf,'Iatirjll trt -ijwcifiv liiiiik c.if laml use anti Ir•nknent. 1111,1 •,Oli .. crodil"ility fa,.lor I KI i.,, a Im!asoro of tit!' 1 S1 tlle' :;oil to vrosioll !'y %valer, Soik ka" tlki, highf,>, vailfl•S. Nalm's I•ang(: fl,"N if (.lilt c,01nate :ImIll;d moi: por acr(- ..,4. i I ; � I I,, (I I I i I i I, I- I It:' . 11 v r A r u p I i v p 1 A I n g plant rtivi,r. :11111 of migoine [it ;Imd chlll:do. Tho IT) i, I;,I• 111,!,iilllulll rato !f soil from rainf:lil -.I. ::oil that c:111 (1'-cur \vidwut vlop III-lidul•ii'm of- em-i ronnic"ll (ill clualily. 1;." - � ." viol I.I(Illill I VkNlivit-y limit l i I I i I -.,c Yet I H N P Ill Nil Nil 11 111 :It) :ill N P NP NP 71 Thi7'! 1;111, is ill ioll•. of soil loss 11101, MIT 1)(11' YQ; 1 1'. Wind i-•odith;Ii!g aco Illadc up (If' ',oils (Ilat ltnk.-k• similar prolli,)-lit's !!)at aft'vC1 thoil. to tioil hlo%vin-r it• oldti\%ilod. '1111, 1'OIiJ1K 711'C1 ll:;C(1 1,U prodict till' sll>(-("IlLibility of oil f.ct blrm,ing, and Llict nmoun! A Sol W ;ts a re.,-11111 of blov.•ing', are gpmped airiminhug Ill IN DMOng disWwHonx: Sand, amrso snrldn Viol, Ramls� =1 vol- Holy smnds. soil,- are vNil-1:111ely ol-odillio, so is diflic!'W tr, oslahli::11. They art, f(!Iwrally (lilt :;Ilitahk, for cro•,-.. luniniv minds, kiaim• fint• ands. and loamy \-ery I'mil Thr-sc. nro •o-ry highly erodibl(.. hilt ! ;:ill ho -rimm if lined. loa:ns, roar:4o s"Inirk- loall)S, Illic tialvly lomm-;. and vvr• hm! sandy lonnis. soils nri., hig,1ily 4,,rod- ibll_'_ hol, crIjIsi, (:all ho' y"ro vjj i:* mcasurc.s to oml roi ";oil hlov•-OII[ al'!• lisc.d. lo;urly •;oils th-,:t, clay all"I 11IM", than I'lli, filloly divided c':1161111-1 I'al'hilll:!to. *1 6m. Jim An: c"PlAw Q UyqW can W "fl,OWn if' iotv!ltivo at, "Sad, :;ih%• cla,vs. cia.%- and i;ilty clay I'larm iIII-re lh:ill :1�:i jwr1 'l-jjl i'la , Tho'so soils aris I"'rodillic. 111.11, rrop�; calt ho if nlea.- �IYPQ, Control aro msod, I't'anly s?.iI5 Illat m•e les:: 1,11:111 1" " prrcltut- clay 1,111d hss than A jWnTW Wly dividoll ca!Cium cal-hollati, and chily iwlm-s and S.-mily that aro ks.s than :" perct!nI !iI1vI.%- dividi-d ralcinill cal-holinto. crodilill... ljl:l (%ko he A.�,rokvll if opntrol ioil ICQd. LII;1111�, :00S, that, arl• IS III :-;,:, pol-rcilt clay ling less CLIENT: RT. Hughes Co., LLC METHOD OF DRILLING: CME 55 w /autohammer PROJECT: Proposed Coral Mountain Estates - La Quinta, CA DATE OBSERVED: 04/22/05 - OCATION: See Site and Exploration Plan LOGGED BY' TB LOG OF BORING B -1 I j W i a j ir g i w SHEET 1 OF 1 ;'e 1t tr' ,o Q �_ )Z LL LL t W k LL F W /- I z y E F (a ! Y DESCRIPTION OF MATERIAL 5 z,z _ p a y N Iz LL U .g ° I io° SURFACE ELEV. +!- g °v i o a v g o �) SILTY SAND (SM): Brown, humid, fine grained. 23 rl 15 ! medium dense 1.8 1 92.9 WE U! 17 ,I 15 ..:.. j 24 L f 20- 19 25 17 111111110MM SANDY SILT (ML): Brown, medium dense, damp. 3.2 90.4 j I I SILTY SAND /SANDY SILT (SM /ML): Brown, medium 1 1.0 98.2 dense, humid, fine grained. ? ! 17 1 j SANDY SILT (ML): Olive brown, medium dense, damp 35 �I24 '1 40 N122 45 11711 32 50-1 SILTY SAND (SM): Brown, medium dense, damp, fine grained. SANDY SILT (ML): Brown, dense, moist. i 5 C- e- C za? End of Boring at 51.5 ft I 55 i No Groundwater Encountered } " Blows not corrected for overburden pressure, sampler ! I P P I j 1 size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05098 - -- • • - B -1 x OBEWD&E SBE C..%.."y 34 SILTY SAND (SM): Brown, dense, moist, fine grained. I End of Boring at 51.5 ft I 55 i No Groundwater Encountered } " Blows not corrected for overburden pressure, sampler ! I P P I j 1 size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05098 - -- • • - B -1 x OBEWD&E SBE C..%.."y CLIENT: RT. Hughes Co., LLC METHOD OF DRILLING: CME 55 w /autohammer PROJECT: Proposed Coral Mountain Estates - La Quinta, CA DATE OBSERVED: 04/22/05 LOCATION: See Site and Exploration Plan LOGGED BY: TB I o , V) LOG OF BORING B -2 W. F v I Z o a SHEET 1 OF 1 o y Ifs o V jjijj DESCRIPTION OF MATERIAL j �Z I W - _ Q i u E m O ° f 111 SURFACE ELEV. +/_ i Z 1 Y j 20 f o I� A N � n 5� N a - - Ws SILTY SAND (SM): Brown, damp, fine grained, trace z I � i of gravel. i 17 � � medium dense 13 I -10- -15- _ I I 20- i I -25 i I I i -30 f � I -35_ � ( ( f 40 I # i i I End of Boring at 14.0 ft i I No Groundwater Encountered # # "Blows not corrected for overburden pressure, sampler i I i I size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05098 =. - ... B -2 DBEIAWE/SB£ C-p-y CLIENT: RT. Hughes Co., LLC METHOD OF DRILLING: CME 55 w /autohammer PROJECT: Proposed Coral Mountain Estates - La Quinta, CA DATE OBSERVED: 04/22/05 LOCATION: See Site and Exploration Plan LOGGED BY: TB _ I Z LOG OF BORING B -3 I- W WO F ° 0 y Z SHEET 1 OF 1 w` Z W 3 iLz W _ $ tt v 0. c 0 O m 9 U SURFACE ELEV. Z v Z 0! 00- U i Z u I 7 5 Z 0 a SILTY SAND (SM): Brown, damp, fine grained. I I 13' I i medium dense, humid 1.2 1111.9 5 17! 1.1 I ;103.3 � I l I -10- 18 -15- ' ! ! 15 I I 20 : f i i ! i -25 I ! 1 -30- f I } I -35- -40 I End of Boring at 16.5 ft No Groundwater Encountered _ I "Blows not corrected for overburden pressure, sampler I i size or increase drive energy for automatic hammers. j Project No: LANDMARK Plate LP05098 RiM - - - • • • a B -3 a OBE/M9flSOE Company DEFINITION OF TERMS �I ( PRIMARY DIVISIONS Loose II SYMBOLSiI SECONDARY DIVISIONS II 10.30 E Gravels ` More Ihan half; Clean gravels (less than; oo< o, -0 1 GW _ I ?' "r— (I Well graded gravels, gravel -sand mixtures, little or no fines Stiff i of I o 5/o rings) • I GP I ':,I II Poorly graded gravels, or gravel -sand mixtures, little or no fines 9 rained soils,) I coarse fraction)�! is j, Gravel I GM I Silty gravels, gravel - sand -sill mixtures, non - plastic fines (Coarse i More than half of �Ilarger than No.li 4 sieve with fines jl GC I Clayey gravels, gravel - sand -clay mixtures, plastic fines I material is larger 9 than No. 200 sieve ! 'l Sands �f More than half Clean sands (less Ihan 5% fines) :'$'L {:1 sw • +` {; SP �I� j� Well graded sands, gravelly sands, little or no fines I Poorly graded sands or gravelly sands, little or no fines ! of coarse fraction -1 s i ?^ SMI III(.."" {I�( Silty sands, sand -silt mixtures, non - plastic fines SC ; I Clayey sands. sand -clay mixtures, plastic fines is smaller than No . 4 sieve Lwiith es 'I_IIIIIII�( ML Inorganic silts, clayey silts with slight plasticity II I I Fine grained soils Silts and clays y s Liquid limit isI CL I Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays I More than half of less than 50% II I L OL I Organic silts and organic clays of low plasticity r material is smaller f Sills and clays MH I� Inorganic sills, micaceous or diatomaceous silty soils, elastic silts ;I I than No. 200 sieve ! Liquid limit is ! CH i Inorganic clays of high plasticity, fat clays j f more than 50 %' OH Organic clays of medium to high plasticity, organic silts Highly organic soils �I w PT Peat and other highly organic soils I GRAIN SIZES (i jl Silts and Clays I Sand I Gravel ! Cobbles i Boulders jl t Fine Medium Coarse; Fine ? Coarse 200 4 10 4 US Standard Series Sieve (Sands Gravels. etcT Blows /ft ' Very Loose � I 0.4 I Loose 4 -10 I Medium Dense I 10.30 Dense 30 -50 Ve Dense Over 50 3/4" Y 12" Clear Square Openings Clays & Plastic Sills .I Strenplh " I Blows /ft. ' I Very Soft 0.0.25 0 Soft 0.25.0.5 i 2.4 i Firm 0.5.1.0 i 4 -8 Stiff i 1.0 -2.0 1 8 -16 { Very Stiff ! Hard li 2.0 -4.0 Over 4.0 i� 16.32) Over 32 i( Number of blows of 140 lb. hammer falling 30 inches to drive a 2 inch O.D. (1 3/8 in. I.D.) split spoon (ASTM 01586). Unconfined compressive strength in tons /s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM Di 586). Pocket Penetrometer. Torvane, or visual observation. Type of Samples: aRing Sample N Standard Penetration Test I Shelby Tube i Bulk (Bag) Sample Drilling Notes: 1. Sampling and Blow Counts Ring Sampler - Number of blows per foot of a 140 lb. hammer falling 30 inches. Standard Penetration Test - Number of blows per fool Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed. 2. P. P. = Pocket Penetrometer (tons /s.l.). 3. NR =No recovery. 4. GWT= = Ground Water Table observed @ specified lime. LANDMARK Ox-m n OBE/MBE /SBE Cmnp —V Plate Project No: LP05098 Key to Logs B -4 SIEVE ANALYSIS HYDROMETER ANALYSIS Gravel Sand Silt and Clay Fraction Coarse Fine Coarse Medium Fine 100 90 80 70 60 50 CL 40 30 20 10 0 100 10 1 0.1 0.01 0.001 Particle Size (mm) LANDMARK wiffsTrin. - - I I. . .. a DOCIMBEISSE Company Plate Project No.: LP05098 Grain Size Analysis C-1 ;COLLAPSE POTENTIAL TEST (ASTM D5333)1 2 1 - P0 0 -1 - -2 -3 - o, 4 A geed•-- -• - - -r Potent al = 0.5% (Slight) m _ -5 - .c m rn m r U -7 U N -8 - -9 -10 - -11 - -12 Silty Sand (SM) B -1 @ 5.0 ft -13 -14 4 0.1 1 10 100 Pressure (ksf) Results of Test: Initial Final _ Dry Density, pcf: 92.9 99.2 Water Content, %: 1.8 25.3 Void Ratio, e: 0.782 0.670 Saturation, %: 6 100 LANDMARK e DBE/MBE/SBE Co ... 1 —y Collapse Potential Plate Project No: LP05098 Test Results C -2 145 140 135 130 125 a T .N C O p 120 115 110 105 Client: RT Hughes Co., LLC Project: Proposed Coral Mountain Estates Project No: LP05098 Date: 05/25/05 SUMMARY OF TEST RESULTS Description: Silty Sand (SM) Sample Location: B -1@ 0 -5 ft. Test Method: ASTM D1557A Maximum Dry Density (pcf): 121.5 Optimum Moisture A\ Content ( %): _ _ 10.5 Curves of 100% saturation for specific gravity equal to: 2.75 2.70 2.65 i 100 I , i i i i i I f l i l i i i i \ \\" i i i 0 5 10 15 20 25 30 Moisture Content ( %) LANDMARK a OQE 171"E Company Plate Project No: LP05098 Moisture Density Relationship C -3 LANDMARK "CONS U LTANTS, INC. CLIENT: RT Hughes Co, LLC PROJECT: Coral Mountain Estates, La Quinta, CA JOB NO: LP05098 DATE: 05/26/05 CHEMICAL ANALYSES Boring: B-2 CalTrans Sample Depth, ft: 0-5 Method pH: 6.82 643 Resistivity (ohm-cm): 1,500 643 Chloride (CI), ppm: 260 422 Sulfate (SO4), ppm: 212 417 General Guidelines for Soil Corrosivity Material Chemical Amount in Degree of Affected -8g!Etftt-- —3D1(pam -C-Q—rFQSJkAy Concrete Soluble 0-1000 Low Sulfates 1000-2000 Moderate 2000-20000 Severe > 20000 Very Severe Normal Soluble 0-200 Low Grade Chlorides 200-700 Moderate Steel 700-1500 Severe > 1500 Very Severe Normal Resistivity 1-1000 Very Severe Grade 1000-2000 Severe Steel 2000-10,000 Moderate 10,000+ Low LAND MARK .1 -Geo-Engineers and Geologists OBE /MBE /SHE cc paily Project No: LP05098 Selected Chemical Analyses Results Plate C-4 SUMMARY OF INFILTRATION TESTIN Client: RT. Hughes Co, LLC. Project: Proposed Coral Mountain Estates Job No.: LP05098 Date: 05/24/05 Test Hole No.: I -1 Date Ex avated: 04/22/05 Te hnician: iB ocation: See Site and Exploration Plan S it Type: Silly Sand (SM) Total Depth of T Total Initial Final Fall Reading ; 9 Time Elapsed j Water Water ; in Water Stabilized I Rate E� No. i Time Interval 1 Time Level Level Level Drop min min I in. in. (in.) min /in gal /hr /sft II 1 I 15 15 0.00 1.00 1.00 2 15 30 0.00 1.50 1.50 I� 3 15 I 45 ! 0.00 I 1.00 1.00 II 4 ' 15 r 60 0.00 1.50 I 1.50 5 i 30 90 0.00 ( 3.00 3.00 I I 6 I 120 i 0.00 3.50 3.50 30 7 60 180 0.00 5.00 5.00 i i i 8 i i 60 ! 240 0.00 4.75 ' 4.75 j 9 60 ; 300 0.00 I 4.75 4.75 10 f 60 , 360 ! 0.00 4.75 4.75 12.47 ( 3.00 SUMMARY OF INFILTRATION TESTING Client: RT. Hughes CuLUC. Project: Proposed Coral Mountain Estates Job No.: LP05088 Date: 05/24/05 Test Hole Ncz: 1'2 Date Excavated: 04122/05 Technician: JB Location: See Site and Exploration Plan Soil Type: Silty Sand VSM> Total Depth of Test Hole: 3ft. Total Initial Final Fall Reading Time Elapsed Water Water in Water Stabilized Rate NO. Time Interval Time Level Level Level Drop 4 60 9 60 300 0.00 11 8.50 8.50 10 60 360 0.00 8.00 REFERENCES Arango I., 1996, Magnitude Scaling Factors for Soil Liquefaction Evaluations: ASCE Geotech -dcal Journal, Vol. 122, No. 11. Bartlett; Steven F. and Youd, T. Leslie, 1995, Empirical Prediction of Liquefaction - Induced Lateral Spread: ASCE Geotechnical Journal, Vol. 121, No. 4. Blake, T. F., 1989 -1996, FRISKSP - A computer program for the probabilistic estimation . of seismic hazard using faults as earthquake sources. Bolt, B. A., 1974, Duration of Strong Motion: Proceedings 5th World Conference on Earthquake Engineering, Rome, Italy, June 1974. Boore, D. M., Joyner, W. B., and Fumal, T. E., 1994, Estimation of response spectra and peak accelerations from westefn North American earthquakes: U.S. Geological Survey Open File Reports 94 -127 and 93 -509. Building Seismic Safety Council (BSSC), 1991, NEHRP recommended provisions for the development of seismic regulations of new buildings, Parts 1, 2 and Maps: FEMA 222, January 1992 California Division of Mines and Geology (CDMG), 1996, California Fault Parameters: available at http: / /www.consrv.ca.gov /dmg/shezp /fltindex.html. Ellsworth, W. L., 1990, Earthquake History, 1769 -1989 in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. International Conference of Building Officials (ICBO), 1994, Uniform Building Code, 1994 Edition. International Conference of Building Officials. (ICBO), 1997, Uniform Building Code, 1997 Edition, Jennings, C. W., 1994, Fault activity map of California and Adjacent Areas: California Division of Mines and Geology, DMG Geologic Map No. 6. Jones, L. and Hauksson, E., 1994, Review of potential earthquake sources in Southern California: Applied Technology Council, Proceedings of ATC 35 -1. Joyner, W. B. and Boore, D. M., 1988,'Measurements, characterization, and prediction of strong ground motion: ASCE Geotechriical Special Pub. No. 20, Mualchin, L. and Jones, A. L., 1992, Peak acceleration from maximum credible earthquakes • in California (Rock and Stiff Soil Sites): California Division of Mines and Geology, DMG Open File Report 92 -01. Naeiffi, F. and Anderson, J. C., 1993, Classification and evaluation of earthquake records for design: Earthquake Engineering Research Institute, NEHRP Report. National Research Council, Committee of Earthquake Engineering, 1985, Liquefaction of Soils during Earthquakes: National Academy Press, Washington, D.C. Porcella, R. L., Matthiesen, R.. B., and Maley, R. P., 1982, Strong- motion data recorded in the United States: U.S. Geological Survey Professional Paper 1254, p. 289- 318. Robertson, P.. K., 1996, Soil Liquefaction and its evaluation based on SPT and CPT: in unpublished paper presented at 1996 NCEER Liquefaction Workshop Seed, Harry B., Idriss, I. M., and Arango I., 1983, Evaluation of liquefaction potential using field performance data: ASCE Geotechnical Journal, Vol. 109, No. 3. Seed, Harry B., et al, 1985, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations: ASCE Geotechnical Journal, Vol. 113, No. 8. Sharp, R. V., 1989, Personal communication, USGS; Menlo Park, CA. Stringer,, S. L., 1996, EQFAULT.WK4, A computer .program for the estimation of detenninistic site acceleration. Stringer; S. L. 1996, LIQUEFY.WK4, A computer program for the Empirical Prediction of Earthquake - Induced Liquefaction Potential. Structural Engineers Association of California (SEAOC), 1990, Recommended lateral force requirements and commentary. Tokimatsu, K. and Seed H. B., 1987, Evaluation of settlements in sands due to earthquake shaking: ASCE Geotechnical Journal, v. 113, no. 8. U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, Professional Paper 1515. U.S. Geological Survey (USGS), 1996, National Seismic Hazard Maps: available at http: / /gldage,cr.usgs.gov Wallace, R. E., 1990,. The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Working Group on California Earthquake Probabilities (WGCEP), 1988, Probabilities of large earthquakes occurring in California on the San Andreas Fault: U.S. Geological Survey Open -File Report 88 -398. Working Group on California Earthquake Probabilities (WGCEP), 1992, Future seismic hazards in southern California, Phase I Report: California IDivision.of Mines and Geology. Working Group on California Earthquake Probabilities (WGCEP), 1995, Seismic hazards in southern California, Probable Earthquakes, 1994 -2014, Phase II Report: Southern California Earthquake Center. Ydud,. T. Leslie and Garris, C. T., 1995, Liquefaction induced ground surface disruption: ASCE Geotdchnical Journal, Vol. 121, No. 11. b, A February 1. 1, 2008 Mr. Patrick O'Dowd R.T. Hughes Company, LLC 78 -900 Avenue 47, Ste. 200 La Quinta, CA 92253 I Rrs I � Geo-Enginee and Geologists 780 N. 4th Street O Centro, CA 92243 (760) 370.3000 (760) 337 -8900 fax 77 -948 Wildcat Drive kaIm Desert. CA 92211 (760) 360-0665 (760) 360-0521 fax Subject: Malaga Estates @ Coral Mountain Avenue 601h & Madison La Quinta, California LCI Report No.: LP05098 i References: Geotechnical Investigation Report for the subject project, prepared by LandMark. Consultants, Inc., dated May 27, 2005 Update Letter for the subject Project, prepared by Landmark Consultants, Inc., dated August l 5, 2007 Rough Grading Completion Report for the subject project, prepared by LandMatk Consultants, Inc., dated October 12, 2007 Dear Mr. Dowd; As per your request, Landmark Consultants is providing the following update to the . referenced geotechnical investigation and rough grading completion reports for the proposed Malaga Estates at Coral Mountain, residential development located near the southwest corner of Avenue 60 and Madison Street south of La Quinta, California. The field investigation was conducted on April 22, 2005 and the report was issued, on May 27, 2005. The rough ,grading operation was conducted during the period of August l3 through September 18, 2007, and was reported on October 12, 2007. Our site visit on February 8, 2008 found that the site conditions was essentially the same as September 2007. Based on our field observation and the same intend for residential development (as reported in October 2007), it is our opinion that the findings, recommendations and conclusions in the referenced geotechnical investigation and rough. grading completion reports are still applicable.. We have prepared this letter for your exclusive use in substantial accordance with the generally accepted geotechnical engineering practice as it existed in the site area at the tune of our study. No warranty is expressed or implied. It should be noted that the submitted plans were not review for conformance with other clients, governmental or consultant requirements. Malaga Estates, @ Coral Mountain ------------------------------------------ -------------------- -------------------------- ---_----------------- We appreciate tbe� opportuniity t8 provide our findings. and professional opinions regarding geotechnical conditions a1 the site. If you have any questions drc.00lotents regarding our finding§, please. call our office at (760) 3 60-0665.. Respectfully Submitted, ' LandMark;Consultants, . age 2 LANDMARK August 15, 2007 a MBECorrmpany Mr. Jerry Green R.T. Hughes Company, LLC 78 -900 Avenue 47, Ste. 200 La Quinta, CA 92253 Subject: Coral Mountain Estates Avenue 60th & Madison La Quinta, California LCI Report Now LP05098 780 N. 4th Street O Centro, CA 92243 (160) 3743000 (760) 337 -8900 fax 77 -948 Wildcat Drive Palm Desert. CA 92211 (160) 3600665 (760) 3600521 fax Reference: Geotechnical Investigation Report for the subject project, prepared by Landmark Consultants, Inc., dated May 27, 2005 Dear Mr. Green; As per your request, Landmark Consultants is providing the following update to the referenced geotechnical investigation report for the proposed Coral. Mountain Estates residential development located near the southwest corner of Avenue 60 and Madison Street south of La Quinta; California. The field investigation was conducted on April 22, 2005 and the report was issued on May 27, 2005. Groundwater Groundwater was not encountered in the borings during the time of exploration. According to Coachella Valley Water District (CVWD) readings of groundwater levels from nearby wells, groundwater is located between a depth of approximately 202 and 270 feet below the ground .surface in the vicinity of the project site. There is uncertainty in the accuracy of short -term water level measurements, particularly in fine- grained soil. Groundwater levels may fluctuate with precipitation, irrigation of adjacent properties, drainage, and site :grading. The groundwater level noted should not be interpreted to represent an accurate or permanent condition. Historic groundwater records in the vicinity of the project site indicate that groundwater has fluctuated between 15 to 100 feet below the ground surface over the last 60 years according to a report "Coachella Valley Investigation" conducted by the Department of Water Resources, published July 1964. Liquefaction: Liquefaction occurs when granular soil below the water table is subjected to vibratory motions, such. as produced by earthquakes. With strong ground shaking, an increase in pore water pressure develops as the soil tends to reduce in volume. If the increase in pore water pressure is sufficient to reduce the vertical. effective stress (suspending the soil particles in water), the soil strength. decreases and the soil behaves as a liquid (sirnilar to quicksand). Liquefaction. can produce excessive settlement, ground rupture; lateral spreading, or failure of shallow bearing foundations. ,,: ; - • Four conditions are generally required for liquefaction to occur: (1) the soil must be saturated (relatively shallow groundwater); (2) the soil must be loosely packed (low to medium relative density); (3) the soil must be relatively cohesionless (not clayey); and (4) groundshaking of sufficient intensity must occur to function as a trigger mechanism. All of these conditions exist to some degree at this site. Methods of Analysis: Liquefaction potential at the project site was evaluated using the 1997 NCEER Liquefaction Workshop methods that are based on the Seed, et. al. 1985 and Robertson and Campanella (1.985) methods. The 1997 NCEER methods utilize direct SPT blow counts or CPT cone readings from site exploration and earthquake magnitude/PGA estimates from the seismic hazard analysis. The resistance to liquefaction is plotted on a chart of cyclic shear . stress ratio (CSR) versus a coffected blow count N1(60) or QCIN. A ground acceleration of 0.55g was used in the analysis with. a 15- foot- historical groundwater depth. Liquefaction induced settlements have been estimated using the 1987 Tokimatsu and Seed method. Fines content of liquefiable sands and silt increase the liquefaction: resistance in that more cycles of ground motions are required to fully develop pore pressures. The SPT blow counts were adjusted to an equivalent clean sand blow count, Ni(60) prior to .calculating settlements using .Robertson and Wri.de (1997) adjustments. A computed factor of safety .less than. 1.5 indicates a liquefiable condition. Due to the dense nature of the subsurface soils, liquefaction is not expected to occur at the project site. No mitigation for liquefaction is required at this site. We have prepared this letter for your exclusive use in substantial accordance with the generally accepted geotechnical engineering practice as it existed in the site area at the time of our study. No warranty is expressed or implied. It should be noted that the submitted plans were not review for conformance with other clients, governmental or consultant requirements. We appreciate the opportunity to provide our findings and professional opinions regarding geotechnical. conditions at the site. If you have any .questions or comments regarding our findings, please call our office at (760) 360 - 0665. illy Submitted, k Consultants, Inc. �`�� P.E. No. C 34432 D(F11�E5 09 -30 -07 L J 6 PREPARED BY: TRACT- 33597 MALAGA HYDROLOGY L11 HYDRAULICS REPORT Prepared. date: December 18, 2007 Revised date: February 11, 2008 Revised date: March 6, 2008 78 -900 Avenue 47 M O R S E Suite 208 Ce Lo Quints, CA 92253 S C H U L T Z Voice: 760. 771 -4013 FAX: 760- 771 -4073 PLANNERS ENGINEERS SURVEYORS I*'-- • • n U Hydrology Hydraulics Report For Tract No. 33597 Malaga City of La Quinta, State of California M O R S E 78 -900 Avenue 47 . Suite 208 Lo Quinlo, CA 92253 D 0 K I C H Voice: 760 - 771 -4013 FAX: 760 - 771 -4073 S C H U L T Z mdslaquinta@mdsconsulting.nel P L A N N E R S E N G I N E E R S S U R V E Y O R S R. C. E. 20596 Expires 9/30/09 Submittal: March 6, 2008 C. ,�I\ 1g No. 205M EXIL 9-30-09 civil. r• N !� 1 rn it eu-m -e 0 TRACT 33597 Hydrology & Hydraulics Report Contents: . Project Location • Project Discussion • Summary of Results • Appendices Appendix A: Rational Method Hydrology Calculation 1. Q1oo 2. Qjo Appendix B: Retention Basin Flood Routing & UH Calculation 3. Q100 / 1 hr duration storm 4. 5. Q100 / 3 hr duration storm Q100 / 6 hr duration storm 6. Q100 / 24 hr duration storm 7. Retention Basin a. Storage / Depth / Outflow relationship b. Retention Basin Storage Volume c. Soil Infiltration Rate (Soil. Report) d. Proposed Retention Basin — Figure 1 Appendix C: Street Capacity Calculations 8. All Streets Appendix D: Catch Basin Size Calculations 9. Catch Basin Index Map 9. Catch basin Summary 9. Catch Basin Calculations 9. 4' Wide Drainage Channel Calculation Appendix E: 100 Year Hydraulic Calculations 10. Storm Drain Index Map 10. Line "A" & Laterals "A -1" to "A -9" and Line "A -1" 10. Line "B" & Laterals "B -1" to "B -5" 10. Lines "B -1 ", "B -2" & Laterals "B -1 A ", "B -1 B ", "B -2A ", "B -213" 10. Line "D" & Lateral "D -1" • Appendix F: References 11. Precipitation 11.Intensity- Duration Curves Data 11. Runoff Index Numbers 11. Precipitation Table from the following chart: a. RCFC & WCD 2 year /1 hour b. RCFC & WCD 2 year /3hour c. RCFC & WCD 2 year /6hour d. RCFC & WCD 2 year /24hour e. RCFC & WCD 100 year /1 hour f. RCFC & WCD 100 year /3hour g. RCFC & WCD 100 year /6hour h. RCFC & WCD 100 year /24hour Appendix G: Pocket Map Exhibits 12. Plate 1 — Rational Method Hydrology Map 12. Plate 2 — Unit Hydrograph Method Hydrology Map 0 I: \73500 \HYDR0\VICINITY- MAP.dwg 12/16/07 HIG WAY 111 . � w w � N w 0 z 0 z 86 Ln 0 Q AIRPORT BOULEVARD ' w PROJECT SITE a TRACT 33597 z AVENUE 60 0 Of Q AVENUE 61 = AVENUE 62 VICNTY MAP N.T.S. I: \73500 \HYDR0\VICINITY- MAP.dwg 12/16/07 6 MALAGA SUBDIVISION PROJECT DISCUSSION The proposed project is a single family detached subdivision consisting of fifty seven homes on approximately 27.1 acres in the City of La Quinta. The 27.1 Acres encompasses all the lots as shown on the proposed final map and the area of the half street for Avenue 60 and Madison Street. Other off -site areas pass water thru the site. The off-site area between the existing levee 4he n osed lots are iicludQd in the. rational method calculations. This off -site is�iiot required �o �eFncrO in Ke project retention capacity, therefore this report does not quantify retention for this area. The property is now vacant. The project is bounded on the north by avenue 60, on the west and south by the existing bureau of reclamation levee and on the east by the future extension of Madison Street. The project drains storm water to the northeast where a retention basin will be constructed to protect the property from the City of La Quinta required 100 -year storm event. Conditions require that the storm water falling on -site during the 100year storm shall be retained within the development. The design storm analysis is the 1- hour, 3 -hour, 6 -hour and 24 -hour event. The storm producing the greatest total runoff is used to size the retention basin. There are no rainfall charts in the Riverside County Flood Control Hydrology Manual that include the area of development on the participating maps. We have used the rainfall intensities as outlined in section 13 of the City of La Quinta Engineering Bulletin #06 -16. Storm water quantities falling on the site during the 100 -year storm for the 1 -hour, 3- hour, 6 -hour and 24 -hour event have been calculated for the retention basin to be constructed with this development. Calculations indicate the 3 -hour event produces the highest total runoff for the retention basin and the quantity derived was used to size the basin. The soils report for the property indicates the soil on this site consists of silty sands and sandy silts. The Riverside County Flood Control Hydrology Manual does not include this site location on any of their Hydrology Soils Group Maps. For the purpose of our calculations, we used Type "C" soil. The proposed development has less than 50% impervious improvement. Plate D 5.2 RUNOFF COEFFICIENT CURVES, 50% for lots and 90% per hour for the Runoff Index of 69. Infiltration rates were derived using the Riverside County Flood Control Hydrology Manual. Plate E -6.1 for Urban Covers — Residential — Soils Group "C" and shows a Runoff Index of 69. Plate E -6.2 shows an Infiltration rate for pervious areas of 0.37 inches per hour for the Runoff Index of 69. Our calculations indicate that the 10 -year and the 100 -year storm will be accommodated by the proposed retention basin. • Transmitted herewith are our calculations. MDS Consulting 17320 Redhill Avenue, Suite 350 Phone (949) 251 -8821 Fax (949) 251 -0516 HYDROGRAPH AND ROUTING SUMMARY DEVELOPED CONDITIONS TRACT NO. 33597 Irvine, CA 92614 Email :mdsirvine @mdsconsulting.net DEVELOPED CONDITION TRACT 33597 RETENTION BASIN 3/5/2008 CITY OF LA QUINTA [ FILE: C:\ WSPG1 \33597\HYDROGRAPH- SUMMARY.xls Appendix A -1 RATIONAL METHOD CALCULATIONS 100 - YEAR STORM 78.900 Avenue 47 PENGINEERS M O R S E Suite 208 La Qulnta, CA 92253 S C H U L 7 2 Voice: 760- 771 -4013 FAX: 760. 771.4073 PLANNE SURVEYORS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33597 • PROPOSED HYDROLOGY • Q100 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 --------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \33597 \33597.100 TIME /DATE OF STUDY: 08:40 02/11/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------'-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) _ 4.520 100- YEAR'STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.900 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.4836910 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.900 SLOPE OF INTENSITY DURATION CURVE = 0.4837 RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- 1 18.0 13.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 - - - - - -- - - - - - -- 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 3 16.5 11.5 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 --------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 490.90 DOWNSTREAM ELEVATION(FEET) = 487.60 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 390.00 * *3) /( 3.30)] * *.2 = 11.089 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.300 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8450 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< --------------- - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.300 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8450 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 6.54 TC(MIN.) = 11.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 31 -------------------------------------------------------------=-------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< di- ->> >>> USING - COMPUTER- ESTIMATED- PIPESIZE- (NON - PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 478.00 DOWNSTREAM(FEET) = 476.50 FLOW LENGTH(FEET) = 217.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.54 PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 11.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 607.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.77 RAINFALL INTENSITY(INCH /HR) = 4.18 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 335.00 UPSTREAM ELEVATION(FEET) = 489.30 DOWNSTREAM ELEVATION(FEET) = 486.20 ELEVATION DIFFERENCE(FEET) = 3.10 TC = 0.393 *(( 335.00 * *3) /( 3.10)] * *.2 = 10 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.466 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) 250 8468 2.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00.IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO.MAINLINE PEAK FLOW<< <<< ------------------------------ - - - - -- -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.466 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8468 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.29 TC(MIN.) = 10.25 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.99 10.25 4.466 2 11.49 11.77 4.177 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.49 Tc(MIN.) = 11.77 TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 607.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 ----------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE .= 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 4.47 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.54 11.77 4.177 1.80 2 5.29 10.25 4.466 1.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.99 10.25 4.466 2 11.49 11.77 4.177 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.49 Tc(MIN.) = 11.77 TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 607.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 ----------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< ELEVATION DATA: UPSTREAM(FEET) = 476.50 DOWNSTREAM(FEET) = 476.00 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.05 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.49 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 679.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.97 RAINFALL INTENSITY(INCH /HR) = 4.14 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 658.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 491.00 ELEVATION DIFFERENCE(FEET) = 34.50 TC = 0.709 *[( 658.00 * *3) /( 34.50)] * *.2 = 17.150 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.482 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7679 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 484.00 DOWNSTREAM(FEET) = 476.00 FLOW LENGTH(FEET) = 147.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.28 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 17.39 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.39 • RAINFALL INTENSITY(INCH /HR) = 3.46 INTENSITY TOTAL STREAM AREA(ACRES) = 1.60 (INCH /HOUR) PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 1 14.44 11.97 ** CONFLUENCE DATA ** 2 13.87 17.39 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.49 11.97 4.144 3.20 2 4.28 17.39 3.459 1.60 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.28 RAINFALL INTENSITY(INCH /HR) = 4.09 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.44 11.97 4.144 2 13.87 17.39 3.459 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.44 Tc(MIN.) = 11.97 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE.PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< --------------- ELEVATION DATA: UPSTREAM(FEET) - - - - -- = 476.00 DOWNSTREAM(FEET) = 472.00 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.44 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) .= 12.28 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 987.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.28 RAINFALL INTENSITY(INCH /HR) = 4.09 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ib TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 398.00 UPSTREAM ELEVATION(FEET) = 488.10 DOWNSTREAM ELEVATION(FEET) = 482.70 ELEVATION DIFFERENCE(FEET) = 5.40 TC = 0.393 *[( 398.00 * *3) /( 5.40)] * *.2 = 10.172 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.483 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8470 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.56 TOTAL AREA(ACRES) 1.20 TOTAL RUNOFF(CFS) = 4.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.483 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8470 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 7.21 TC(MIN.) = 10.17 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 --------------------------------------------------------------------7------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>> AND COMPUTE VARIOUS CONFLUENCED- STREAM VALUES<< «<------------------- 4.483 - - - - - TOTAL NUMBER OF STREAMS = - 2 4.093 •' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PEAK FLOW RATE(CFS) = 21.02 Tc(MIN.) = 12.28 TIME OF CONCENTRATION(MIN.) = 10.17 RAINFALL INTENSITY(INCH /HR) = 4.48 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.44 12.28 4.093 4.80 2 7.21 10.17 4.483 1.90 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 19.17 10.17 4.483 2 21.02 12.28 4.093 •' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.02 Tc(MIN.) = 12.28 TOTAL AREA(ACRES) = 6.70 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 987.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 13.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<< ------------_---------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 472.00 DOWNSTREAM(FEET) = 462.50 FLOW LENGTH(FEET) = 572.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.02 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 13.24 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 13.00 = 1559.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.24 RAINFALL INTENSITY(INCH /HR) = 3.95 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ----- ----- ----- ---------- --- ----- ---------- --- ----- -- ---- ---------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 850.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 485.30 ELEVATION DIFFERENCE(FEET) = 40.20 TC = 0.709 *[( 850.00 * *3) /( 40.20)] * *.2 = 19.395 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.281 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7610 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 8.49 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 8.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< » »> (STREET TABLE SECTION #[ 1 USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 485.30 DOWNSTREAM ELEVATION(FEET) = 473.80 STREET LENGTH(FEET) = 695.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.72 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 22.51 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.053 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8852 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 10.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET /SEC.) = 3.81 DEPTH *VELOCITY(FT *FT /SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1545.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 467.00 DOWNSTREAM(FEET) = 462.50 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.11 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 22.55 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.55 RAINFALL INTENSITY(INCH /HR) = 3.05 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 21.02 13.24 3.946 6.70 2 10.11 22.55 3.050 4.00 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 26.96 13.24 3.946 2 26.36 22.55 3.050 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.96 Tc(MIN.) = 13.24 TOTAL AREA(ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.50 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.96 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1684.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< toTOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH /HR) = 3.91 TOTAL STREAM AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.96- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 484.00 UPSTREAM ELEVATION(FEET) = 481.90 DOWNSTREAM ELEVATION(FEET) = 477.70 ELEVATION DIFFERENCE(FEET) = 4.20 TC = 0.393 *[( 484.00 * *3) /( 4.20)] * *.2 = 12.028 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.134 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8430 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 9.06 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 9.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.06 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 12.22 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 629.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.22 RAINFALL INTENSITY(INCH /HR) = 4.10 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 562.00 UPSTREAM ELEVATION(FEET) = 480.70 DOWNSTREAM ELEVATION(FEET) = 474.00 ELEVATION DIFFERENCE(FEET) = 6.70 TC = 0.393 *[( 562.00 * *3) /( 6.70)] * *.2 = 11.983 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.141 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8431 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.19 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - ------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8886 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 5.66 TC(MIN.) = 11.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.98 RAINFALL INTENSITY(INCH /HR) = 4.14 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.66 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 38.52 11.98 4.141 2 39.12 12.22 4.102 3 40.95 13.47 3.913 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.95 Tc(MIN.) = 13.47 TOTAL AREA(ACRES) = 14.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1684.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 17.00 -TO- NODE - - - -- 18.00 -IS- CODE-=-- 31---- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 296.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 40.95 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 391.00 UPSTREAM ELEVATION(FEET) = 525.50 . DOWNSTREAM ELEVATION(FEET) = 480.00 ELEVATION DIFFERENCE(FEET) = 45.50 TC = 0.709 *[( 391.00 * *3) /( 45.50)] * *.2 = 11.874 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.160 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7867 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 26.96 13.47 3.913 10.70 2 9.06 12.22 4.102 2.60 3 5.66 11.98 4.141 1.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 38.52 11.98 4.141 2 39.12 12.22 4.102 3 40.95 13.47 3.913 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.95 Tc(MIN.) = 13.47 TOTAL AREA(ACRES) = 14.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1684.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 17.00 -TO- NODE - - - -- 18.00 -IS- CODE-=-- 31---- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 296.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 40.95 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 391.00 UPSTREAM ELEVATION(FEET) = 525.50 . DOWNSTREAM ELEVATION(FEET) = 480.00 ELEVATION DIFFERENCE(FEET) = 45.50 TC = 0.709 *[( 391.00 * *3) /( 45.50)] * *.2 = 11.874 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.160 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7867 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 6.22 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 6.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 480.00 DOWNSTREAM(FEET) = 476.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1 8.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.22 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 12.42 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 631.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.42 16 RAINFALL INTENSITY(INCH /HR) = 4.07 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 348.00 UPSTREAM ELEVATION(FEET) = 491.00 DOWNSTREAM ELEVATION(FEET) = 487.70 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 348.00 * *3) /( 3.30)] * *.2 = 10.356 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.444 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8465 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.444 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8465 SOIL CLASSIFICATION IS "C" • SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 6.02 TC(MIN.) = 10.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 16, -- FLOW - PROCESS- FROM - NODE - - - -- 23_00 -TO -NODE 25.00 IS CODE = 31 ---------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 480.00 DOWNSTREAM(FEET) = 476.00 FLOW LENGTH(FEET) = 263.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = .7.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.02 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 10.98 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 25.00 = 611.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.98 RAINFALL INTENSITY(INCH /HR) = 4.32 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 ----- ----- ----- ---------- --- ----- ---------- --- ----- -- ---- ---------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 494.00 UPSTREAM ELEVATION(FEET) = 491.00 DOWNSTREAM ELEVATION(FEET) = 485.30 ELEVATION DIFFERENCE(FEET) = 5.70 TC = 0.393 *[( 494.00 * *3) /( 5.70)] * *.2 = 11.455 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.232 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8442 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.65 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH /HR) = 4.23 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.65 • ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.22 12.42 4.071 1.90 2 6.02 10.98' 4.321 1.60 3 4.65 11.46 4.232 1.30 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 15.97 10.98 4.321 2 16.28 11.46 4.232 3 16.36 12.42 4.071 COMPUTED CONFLUENCE ESTIMATES'ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.36 Tc(MIN.) = 12.42 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 631.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------ ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 475.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.25 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- .FLOW(CFS) = 16.36 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 661.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.47 RAINFALL INTENSITY(INCH /HR) = 4.06 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 448.00 •' UPSTREAM ELEVATION(FEET) = 490.30 DOWNSTREAM ELEVATION(FEET) = 484.70 ELEVATION DIFFERENCE(FEET) = 5.60 TC = 0.393 *[( 448.00 * *3) /( 5.60)] * *.2 = 10.841 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.347 SINGLE- FAMILY(1 /4 ACRE LOT) SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 1. RUNOFF COEFFICIENT = .8455 6.62 80 TOTAL RUNOFF(CFS) = 6.62 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.84 RAINFALL INTENSITY(INCH /HR) = 4.35 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.62 ** CONFLUENCE DATA ** CONCENTRATION RATIO STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.36 12.47 4.062 4.80 2 6.62 10.84 4.347 1.80 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 20.83 10.84 4.347 2 22.54 12.47 4.062 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.54 Tc(MIN.) = 12.47 TOTAL-AREA(ACRES) = 6.60 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 661.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< -------------------------------------=-------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 475.50 DOWNSTREAM(FEET) = 473.50 FLOW LENGTH(FEET) = 286.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.18 ESTIMATED PIPE DIAMETER(INCH) = 27.00 , NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.54 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 13.14 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 29.00 = 947.00 FEET. • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 416.00 UPSTREAM ELEVATION(FEET) = 486.50 DOWNSTREAM ELEVATION(FEET) = 481.20 ELEVATION DIFFERENCE(FEET) = 5.30 TC = 0.393 *[( 416.00 * *3) /( 5.30)] * *.2 = 10.485 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.418 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8463 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.418 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8463 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.86 TC(MIN.) = 10.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 RAINFALL INTENSITY(INCH /HR) = 4.42 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 22.54 13.14 3.961 6.60 2 4.86 10.48 4.418 1.30 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 6 0 • CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 22.85 10.48 4.418 2 26.90 13.14 3.961 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.90 Tc(MIN.) _ TOTAL AREA(ACRES) = 7.90 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.14 29.00 = 947.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------'------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 473.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.98 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.90 PIPE TRAVEL TIME(MIN.) =. 0.08 Tc(MIN.) = 13.22 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 992.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS -FROM NODE -- 30_00 -TO- NODE - - - -- 30_00 -IS -CODE = 81 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.949 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8407 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 29.88 TC (MIN. ) = 13.22 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.949 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8407 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 9.40 TOTAL RUNOFF(CFS) = 31.88 TC(MIN.) = 13.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 473.00 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 184.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.05 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.88 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 13.45 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 31.00 = 1176.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.916 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7806 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 10.80 TOTAL RUNOFF(CFS) = 36.16 TC(MIN.) = 13.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.79 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 36.16 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.53 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 18.00 = 1268.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 36.16 13.53 3.905 10.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 18.00 = 1268.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 40.95 14.09 3.829 14.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1980.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 75.47 13.53 3.905 2 76.40 14.09 3.829 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 76.40 Tc(MIN.) = 14.09 TOTAL AREA(ACRES) = 25.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK ## 1 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.829 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7782 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 6.56 TOTAL AREA(ACRES) = 27.90 TOTAL RUNOFF(CFS) = 82.95 TC(MIN.) = 14.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 756.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 498.10 ELEVATION DIFFERENCE(FEET) = 27.40 TC = 0.303 *[( 756.00 * *3) /( 27.40)] * *.2 = 8.340 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.935 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8903 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 4.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 62 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< » »> (STREET TABLE SECTION ## 2 USED) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 498.10 DOWNSTREAM ELEVATION(FEET) = 468.20 STREET LENGTH(FEET) = 643.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 • Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 61 STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.13 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 10.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.429 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8893 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 8.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.87 FLOW VELOCITY(FEET /SEC.) = 5.39 DEPTH *VELOCITY(FT *FT /SEC.) = 1.90 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 1399.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 461.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.38 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.51 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1443.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.51 RAINFALL INTENSITY(INCH /HR) = 4.41 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 43.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 546.00 UPSTREAM ELEVATION(FEET) = 473.80 DOWNSTREAM ELEVATION(FEET) = 467.50 ELEVATION DIFFERENCE(FEET) = 6.30 TC = 0.303 *[( 546.00 * *3) /( 6.30)] * *.2 = 9.205 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.705 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.32 RAINFALL INTENSITY(INCH /HR) = 4.68 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 FLOW PROCESS- FROM NODE 4300 NODE 44.00 CODE = 31 ** -- - - - - - -- >> >>> COMPUTE PIPE -FLOW TRAVEL -TO- -IS- - - - -- - -- ---- - - - - -- TIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< INTENSITY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 461.00 NUMBER (CFS) FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 (ACRE) ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 10.51 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.43 4.677 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.51 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.32 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 44.00 = 590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.32 RAINFALL INTENSITY(INCH /HR) = 4.68 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.94 9.32 4.677 2 10.75 10.51 4.412 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.75 Tc(MIN.) = 10.51 TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1443.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE- (NON - PRESSURE- FLOW)<< «<----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 461.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 16 NUMBER (CFS) (MIN.). (INCH /HOUR) (ACRE) 1 8.38 10.51 4.412 2.00 2 2.51 9.32 4.677 0.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.94 9.32 4.677 2 10.75 10.51 4.412 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.75 Tc(MIN.) = 10.51 TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1443.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE- (NON - PRESSURE- FLOW)<< «<----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 461.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.75 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.55 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 18.00 = 1468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.75 10.55 4.405 2.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 18.00 = 1468.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.50 TC(MIN.) = 14.09 PEAK FLOW RATE(CFS) = 92.30 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 82.95 14.09 3.829 27.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1980.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 72.85 10.55 4.405 2 92.30 14.09 3.829 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 92.30 Tc(MIN.) = 14.09 TOTAL AREA(ACRES) = 30.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.50 TC(MIN.) = 14.09 PEAK FLOW RATE(CFS) = 92.30 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Appendix A -2 RATIONAL METHOD CALCULATIONS 10 - YEAR STORM 78.900 Avenue 47 l M 0 ¢ S 8 Suite 208 La Quinta, CA 92253 S c H u L i Z Voice: 760. 771.4013 FAR: 760. 771.4073 PPLNNERS ENGINEERS SURVEYORS •********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 33597 * PROPOSED HYDROLOGY * Q10 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \33597 \33597.10 TIME /DATE OF STUDY: 08:42 02/11/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 to 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.900 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.4836910 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.5799 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - - - -- --- - - - - -- -------- - - - - -- 1 18.0 13.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 3 16.5 11.5 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 490.90 DOWNSTREAM ELEVATION(FEET) = 487.60 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 390.00 * *3) /( 3.30)] * *.2 = 11.089 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8166 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< -------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8166 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.87 TC(MIN.) = 11.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 478.00 DOWNSTREAM(FEET) = 476.50 FLOW LENGTH(FEET) = 217.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.87 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 11.86 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 607.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.86 RAINFALL INTENSITY(INCH /HR) = 2.53 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 335.00 UPSTREAM ELEVATION(FEET) = 489.30 DOWNSTREAM ELEVATION(FEET) = 486.20• ELEVATION DIFFERENCE(FEET) = 3.10 TC = 0.393 *(( 335.00 * *3) /( 3.10)] * *.2 = 10.250 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.758 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8197 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.758 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8197 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.17 TC(MIN.) = 10.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.51 10.25 2.758 2 6.78 11.86 2.535 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.78 Tc(MIN.) = 11.86 TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 607.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 ----------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 1 RAINFALL INTENSITY(INCH /HR) = 2.76 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.87 11.86 2.535 1.80 2 3.17 10.25 2.758 1.40 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.51 10.25 2.758 2 6.78 11.86 2.535 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.78 Tc(MIN.) = 11.86 TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 607.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 ----------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 476.50 DOWNSTREAM(FEET) = 476.00 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.78 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 12.08 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 679.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.08 RAINFALL INTENSITY(INCH /HR) = 2.51 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 658.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 491.00 ELEVATION DIFFERENCE(FEET) = 34.50 TC = 0.709 *[( 658.00 * *3) /( 34.50)] * *.2 = 17.150 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.046 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6962 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 2.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 484.00 DOWNSTREAM(FEET) = 476.00 FLOW LENGTH(FEET) = 147.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 17.44 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.36 12.08 2.507 2 7.76 17.44 2.027 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.36 Tc(MIN.) = 12.08 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 472.00 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.36 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 987.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH /HR) = 2.47 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.36 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.44 RAINFALL INTENSITY(INCH /HR) = 2.03 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.78 12.08 2.507 3.20 2 2.28 17.44 2.027 1.60 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.36 12.08 2.507 2 7.76 17.44 2.027 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.36 Tc(MIN.) = 12.08 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 472.00 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.36 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 987.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH /HR) = 2.47 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.36 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 398.00 UPSTREAM ELEVATION(FEET) = 488.10 DOWNSTREAM ELEVATION(FEET) = 482.70 ELEVATION DIFFERENCE(FEET) = 5.40 TC = 0.393 *[( 398.00 * *3) /( 5.40)] * *.2 = 10.172 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.770 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.770 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.32 TC(MIN.) = 10.17 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.16 10.17 2.770 2 12.20 12.43 2.467 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.20 Tc(MIN.) = 12.43 TOTAL AREA(ACRES) = 6.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 \ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.17 RAINFALL INTENSITY(INCH /HR) = 2.77 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.32 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.36 12.43 2.467 4.80 2 4.32 10.17 2.770 1.90 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.16 10.17 2.770 2 12.20 12.43 2.467 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.20 Tc(MIN.) = 12.43 TOTAL AREA(ACRES) = 6.70 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 987.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 472.00 DOWNSTREAM(FEET) = 462.50 FLOW LENGTH(FEET) = 572.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.20 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 13.55 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 13.00 = 1559.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.55 RAINFALL INTENSITY(INCH /HR) = 2.35 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 850.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 485.30 ELEVATION DIFFERENCE(FEET) = 40.20 TC = 0.709 *[( 850.00 * *3) /( 40.20)] * *.2 = 19.395 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.905 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6847 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.44 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 4.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< » » >( STREET TABLE SECTION # 1 USED) « «< ----------------------------------------- UPSTREAM ELEVATION(FEET) = 485.30 DOWNSTREAM ELEVATION(FEET) = 473.80 STREET LENGTH(FEET) = ,695.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 3.61 Tc(MIN.) = 23.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.726 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8768 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 5.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.19 FLOW VELOCITY(FEET /SEC.) = 3.27 DEPTH *VELOCITY(FT *FT /SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1545.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 467.00 DOWNSTREAM(FEET) = 462.50 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.34 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 23.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.06 RAINFALL INTENSITY(INCH /HR) = 1.72 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.20 13.55 2.346 6.70 2 5.34 23.06 1.723 4.00 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED • ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. . 6 0 • ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 15.34 13.55 2.346 2 14.31 23.06 1.723 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.34 Tc(MIN.) _ TOTAL AREA(ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.55 13.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 462.50 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.83 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.34 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 13.82 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1684.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.82 RAINFALL INTENSITY(INCH /HR) = 2.32 TOTAL STREAM AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA.UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 484.00 UPSTREAM ELEVATION(FEET) = 481.90 DOWNSTREAM ELEVATION(FEET) = 477.70 ELEVATION DIFFERENCE(FEET) = 4.20 TC = 0.393 *[( 484.00 * *3) /( 4.20)] * *.2 = 12.028' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.514 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8134 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 5.32 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.93 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.32 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 12.25 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 629.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.25 RAINFALL INTENSITY(INCH /HR) = 2.49 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 562.00 UPSTREAM ELEVATION(FEET) = 480.70 DOWNSTREAM ELEVATION(FEET) = 474.00 ELEVATION DIFFERENCE(FEET) = 6.70 TC = 0.393 *[( 562.00 * *3) /( 6.70)] * *.2 = 11.983 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.519 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8135 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.519 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8827 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.35 TC (MIN. ) = 11.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< • TOTAL NUMBER OF STREAMS = - = =3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.98 RAINFALL INTENSITY(INCH /HR) = 2.52 TOTAL STREAM AREA(ACRES) = 1.60 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 15.34 13.82 2.319 10.70 2 5.32 12.25 2.487 2.60 3 3.35 11.98 2.519 1.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE) ) * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 391.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 480.00 ELEVATION DIFFERENCE(FEET) = 45.50 TC = 0.709 *[( 391.00 * *3) /( 45.50)] * *.2 = 11.874 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 21.85 11.98 2.519 2 22.22 12.25 2.487 3 23.38 13.82 2.319 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.38 Tc(MIN.) = 13.82 TOTAL AREA(ACRES) = 14.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1684.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 296.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.75 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.38 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 14.55 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE) ) * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 391.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 480.00 ELEVATION DIFFERENCE(FEET) = 45.50 TC = 0.709 *[( 391.00 * *3) /( 45.50)] * *.2 = 11.874 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.532 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7278 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 480.00 DOWNSTREAM(FEET) = 476.00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.50 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 12.51 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 631.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.51 RAINFALL INTENSITY(INCH /HR) = 2.46 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 348.00 UPSTREAM ELEVATION(FEET) = 491.00 DOWNSTREAM ELEVATION(FEET) = 487.70 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 348.00 * *3) /( 3.30)] * *.2 = 10.356 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.742 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8193 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------------- - - - - -- - • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.742 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8193 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.59 TC(MIN.) = 10.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 480.00 DOWNSTREAM(FEET) _ ,476.00 FLOW LENGTH(FEET) = 263.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.59 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 25.00 = 611.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.07 RAINFALL INTENSITY(INCH /HR) = 2.64 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.59 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 494.00 UPSTREAM ELEVATION(FEET) = 491.00 DOWNSTREAM ELEVATION(FEET) = 485.30 ELEVATION DIFFERENCE(FEET) = 5.70 TC = 0.393 *[( 494.00 * *3) /( 5.70)] * *.2 = 11.455 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.586 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8154 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.74 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH /HR) = 2.59 0 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.50 12.51 2.457 1.90 2 3.59 11.07 2.638 1.60 3 2.74 11.46 2.586 1.30 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.34 11.07 2.638 2 9.47 11.46 2.586 3 9.45 12.51 2.457 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.34 Tc(MIN.) = 11.07 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 631.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 27.00 IS CODE = 31 -------- = ------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - ->> >>> USING - COMPUTER - ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< « <-- _- __ -_ -'- ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 475.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.34 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.13 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 661.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.13 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 448.00 UPSTREAM ELEVATION(FEET) = 490.30 DOWNSTREAM ELEVATION(FEET) = 484.70 ELEVATION DIFFERENCE(FEET) = 5.60 TC = 0.393 *[( 448.00 * *3) /( 5.60)] * *.2 = 10.841 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.670 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8175 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.84 RAINFALL INTENSITY(INCH /HR) = 2.67 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.34 11.13 2.629 4.80 2 3.93 10.84 2.670 1.80 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED _ ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 13.03 10.84 2.670 2 13.21 11.13 2.629 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.21 Tc(MIN.) = 11.13 TOTAL AREA(ACRES) = 6.60 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 661.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA UPSTREAM(FEET) = 475.50 DOWNSTREAM(FEET) = 473.50 FLOW LENGTH(FEET) = 286.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.38 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.21 • PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 11.88 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 29.00 = 947.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.88 RAINFALL INTENSITY(INCH /HR) = 2.53 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 416.00 UPSTREAM ELEVATION(FEET) = 486.50 DOWNSTREAM ELEVATION(FEET) = 481.20 ELEVATION DIFFERENCE(FEET) = 5.30 TC = 0.393 *[( 416.00 * *3) /( 5.30)] * *.2 = 10.485 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.722 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8188 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.23 TOTAL,AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 ---------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.722 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8188 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.90 TC(MIN.) = 10.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 RAINFALL INTENSITY(INCH /HR) = 2.72 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.21 11.88 2.532 6.60 2 2.90 10.48 2.722 1.30 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 7� RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.56 10.48 2.722 2 15.91 11.88 2.532 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.91 Tc(MIN.) = 11.88 TOTAL AREA(ACRES) = 7.90 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 29.00 = 947.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 473.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.91 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 992.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.520 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8136 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 17.75 TC(MIN.) = 11.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.520 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8136 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 9.40 TOTAL RUNOFF(CFS) = 18.98 TC(MIN.) = 11.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< • - ->> >>> USING - COMPUTER - ESTIMATED- PIPESIZE- (NON - PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 473.00 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 184.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.60 ESTIMATED PIPE DIAMETER(INCH) i PIPE- FLOW(CFS) = 18.98 PIPE TRAVEL TIME(MIN.) = 0. LONGEST FLOWPATH FROM NODE = 21.00 NUMBER OF PIPES = 1 26 Tc(MIN.) = 12.24 20.00 TO NODE 31.00 = 1176.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.488 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7254 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 10.80 TOTAL RUNOFF(CFS) = 21.51 TC(MIN.) = 12.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.51 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.32 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 18.00 = 1268.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 21.51 12.32 2.479 10.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 18.00 = 1268.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 23.38 14.55 2.251 14.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1980.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) • 1 41.31 12.32 2.479 2 42.92 14.55 2.251 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.92 Tc(MIN.) = 14.55 �\ TOTAL AREA(ACRES) = 25.70 FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK ## 1 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.251 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7108 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.52 TOTAL AREA(ACRES) = 27.90 TOTAL RUNOFF(CFS) = 46.44 TC(MIN.) = 14.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 756.00 UPSTREAM ELEVATION(FEET) = 525.50 DOWNSTREAM ELEVATION(FEET) = 498.10 ELEVATION DIFFERENCE(FEET) = 27.40 TC = 0.303 *[( 756.00 * *3) /( 27.40)] * *.2 = 8.340 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.108 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 62 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>( STREET TABLE SECTION # 2 USED)<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 498.10 DOWNSTREAM ELEVATION(FEET) = 468.20 STREET LENGTH(FEET) = 643.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 10.66 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.696 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8836 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.64 FLOW VELOCITY(FEET /SEC.) = 4.80 DEPTH *VELOCITY(FT *FT /SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 1399.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 31 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ------------------------------------------------------------------=--------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 461.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.17 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 10.75 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1443.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.75 RAINFALL INTENSITY(INCH /HR) = 2.68 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 43.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 546.00 UPSTREAM ELEVATION(FEET) = 473.80 DOWNSTREAM ELEVATION(FEET) = 467.50 ELEVATION DIFFERENCE(FEET) = 6.30 TC = 0.303 *[( 546.00 * *3) /( 6.30)] * *.2 = 9.205 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.935 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8847 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 31 -----------------------------------------------=---------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 461.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.56 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.34 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 44.00 = 590.00 FEET. FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.34 RAINFALL INTENSITY(INCH /HR) = 2.91 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.17 10.75 2.683 2.00 2 1.56 9.34 2.911 0.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.05 9.34 2.911 2 6.61 10.75 2.683 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.61 Tc(MIN.) = 10.75 TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1443.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 18.00 IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 461.00 DOWNSTREAM(FEET) = 460.20 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 6 :7 PIPE- FLOW(CFS) = 6.61 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.80 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 18.00 = 1468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 11 ----------------------------------------=----------------------------------- >> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.61 10.80 2.676 2.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 18.00 = 1468.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 46.44 14.55 2.251 27.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1980.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 41.06 10.80 2.676 2 51.99 14.55 2.251 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.99 Tc(MIN.) = 14.55 TOTAL AREA(ACRES) = 30.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.50 TC(MIN.) = 14.55 PEAK FLOW RATE(CFS) = 51.99 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Appendix _ 1 PROPOSED CONDITION RETENTION BASIN ROUTING & UNIT HYDROGRAPH CALCULATIONS 100 - YEAR STORM / 1 HR 78.900 Avenue 47 M O R S E Suite 208 . to Quinta, CA 92253 S C H U L i 2 Voice: 760. 771 -4013 FAIL• 760- 771.4073 PLANNERS ENGINEERS SURVEYORS 1 •FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 03/05/08 TRACT 33597 BASIN ROUTING Q100 / 1HR STORM [FILE:97DRO1100] -------------------------------------------------------------- - - - - -- Program License Serial Number 4027 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 97DUH11001100.rte r****** * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * *** * * * * * ** * * * * * * * * *** * ** Number of intervals = 31 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 88.345 (CFS) Total volume = 3.934 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 18.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 31 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.285 0.670 0.283 0.28.7 2.000 0.844 0.693 0.842 0.846 3.000 • 1.448 0.717 1.446 1.450 4.000 2.102 0.742 2.099 2.105 5.000 2.804 0.767 2.801 2.807 6.000 3.558 0.793 3.555 3:561 7.000 4.363 0.819 4.360 4.366 Hydrograph Detention Basin Routing --------------------------------------------------------------- - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 22.1 44.17 66.26 88.35 (Ft.) 0.083 0.85 0.01 0.003 0 I 0.01 0.167 4.56 0.05 0.021 OI I I 0.07 0.250 10.37 0.17 0.072 O I I 0.25 0.333 14.68 0.37 0.156 0 I I I I 0.55 0.417 17.45 0.62 0.264 0 I I I I 0.93 0.500 19.91 0.67 0.388 0 II I I 1.18 0.583 22.77 0.68 0.530 0 I I 1.44 0.667 26.52 0.69 0.695 0 1.73 0.750 32.90 0.70 0.895 0 I I I 2.08 0.833 49.92 0.71 1.175 O I I I 2.55 0.917 79.25 0.72 1.615 0 I I 3.26 1.000 88.35 0.75 2.187 O I 4.12 1.083 61.51 0.76 2.698 O I I I I I 4.85 1.167 37.47 0.77 3.034 0 I I I I 5.30 1.250 24.19 0.78 3.241 O I I I I 5.58 1.333 17.23 0.79 3.378 O I I I I I 5.76 1.417 13.09 0.79 3.477 O I I I I 5.89 1.500 10.40 0.79 3.552 0 I 5.99 1.583 8.22 0.79 3.611 O I I I 6.07 1.667 6.60 0.80 3.657 O I I I I 6.12 1.750 5.58 0.80 3.693 O I I I I 6.17 1.833 4.58 0.80 3.722 OI I I 6.20 1.917 3.71 0.80 3.745 OI I I I 6.23 2.000 3.01 0.80 3.763 OI I I 6.25 2.083 2.38 0.80 3.776 O I I 6.27 2.167 1.87 0.80 3.785 O I I 6.28 2.250 1.59 0.80 3.792 O I I 6.29 2.333 1.30 0.80 3.796 O I 6.30 2.417 0.71 0.80 3.798 0 I I 6.30 2.500 0.17 0.80 3.795 O I 6.29 2.583 0.04 0.80 3.790 O I I 6.29 2.667 0.00 0.80 3.785 0 I I 6.28 2.750 0.00 0.80 3.779 0 I I I 6.28 2.833 0.00 0.80 3.774 O I I I 6.27 2.917 0.00 0.80 3.768 0 I I 6.26 3.000 0.00 0.80 3.763 0 I I I 6.25 3.083 0.00 0.80 3.757 0 I I I I 6.25 3.167 0.00 0.80 3.752 0 I I I 6.24. 3.250 0.00 0.80 3.746 0 I I 6.23 3.333 0.00 0.80 3.741 0 I I I I 6.23 3.417 0.00 0'.80 3.735 0 I I I 6.22 3.500 0.00 0.80 3.730 0 I I I I 6.21 3.583 0.00 0.80 3.724 0 I I I I 6.21 3.667 0.00 0.80 3.719 0 I I I I 6.20 3.750 0.00 0.80 3.713 0 I I I I 6.19 3.833 0.00 0.80 3.708 0 I 6.19 3.917 0.00 0.80 3.702 0 I I 6.18 4.000 0.00 0.80 3.697 O I I I 6.17 4.083 0.00 0.80 3.691 0 I I I 6.17 4.167 0.00 0.80 3.686 O I I 6.16 4.250 0.00 0.80 3.680 0 I I I I 6.15 .' 4.333 0.00 0.80 3.675 0 I i 6.15 4.417 0.00 0.80 3.669 O I I I 6.14 4.500 0.00 0.80 3.664 0 I I I I 6.13 4.583 0.00 0.80 3.658 0 I I I I 6.12 4.667 0.00 0.80 3.653 0 I I 6.12 4.750 0.00 0.80 3.647 0 4.833 0.00 0.80 3.642 0 I I I I 6.10 4.917 0.00 0.80 3.637 0 I I I I 6.10 5.000 0.00 0.80 3.631 0 I I I I 6.09 5.083 0.00 0.80 3.626 0 I I I I 6.08 5.167 0.00 0.80 3.620 0 I ( I I 6.08 5.250 0.00 0.79 3.615 0 I 6.07 5.333 0.00 0.79 3.609 0 6.06 5.417 0.00 0.79 3.604 0 I I 6.06 5.500 0.00 0.79 3.598 0 i I I 6.05 5.583 0.00 0.79 3.593 0 I I I I 6.04 5.667 0.00 0.79 3.587 0 I I I 6.04 5.750 0.00 0.79 3.582 0 I I I I 6.03 5.833 0.00 0.79 3.576 0 5.917 0.00 0.79 3.571 O I I I I 6.02 6.000 0.00 0.79 3.565 0 I I I 6.01 6.083 0.00 0.79 3.560 0 6.167 0.00 0.79 3.554 O I I I I 6.00 6.250 0.00 0.79 3.549 0 5.99 6.333 0.00 0.79 3.544 0 I I. 5.98 6.417 0.00 0.79 3.538 0 I I 5.97 6.500 0.00 0.79 3.533 0 6.583 0.00 0.79 3.527 O I I I ( 5.96 6.667 0.00 0.79 3.522 0 I I 5.95 6.750 0.00 0.79 3.516 0 I I 5.94 6.833 0.00 0.79 3.511 0 5.94 6.917 0.00 0.79 3.505 0 I I I 5.93 7.000 0.00 0.79 3.500 0 I I I 5,92 7.083 0.00 0.79 3.495 0 I I 5.92 7.167 0.00 0.79 3.489 O 7.250 0.00 0.79 3.484 0 I I I I 5.90 7.333 0.00 0.79 3.478 0 I 7.417 0.00 0.79 3.473 O I I I 5.89 7.500 0.00 0.79 3.467 0 I ' 5,88 7.583 0.00 0.79 3.462 0 I I I I 5.87 7.667 0.00 0.79 3.456 0 I I I I 5,87 7.750 0.00 0.79 3.451 0 I I I 5.86 7.833 0.00 0.79 3.446 0 7.917 0.00 0.79 3.440 O i 5.84 8.000 0.00 0.79 3.435 0 I I I 5.84 8.083 0.00 0.79 3.429 0 I I 5.83 8.167 0.00 0.79 3.424 0 I I 5,82 8.250 0.00 0.79 3.418 0 I I 5.81 8.333 0.00 0.79 3.413 0. 5.81 8.417 0.00 0.79 3.408 0 I I I I 5.80 8.500 0.00 0.79 3.402 0 I I I 5,79 8.583 0.00 0.79 3.397 0 I I I I 5.79 8.667 0.00 0.79 3.391 0 I I I 5.78 8.750 0.00 0.79 3.386 0 I I I I 5,77 8.833 0.00 0.79 3.380 0 I I I 5.76 8.917 0.00 0.79 3.375 0 I I I 5.76 9.000 0.00 0.79 3.370 0 I I I I 5.75 9.083 0.00 0.79 3.364 0 I I 5.74 9.167 0.00 0.79 3.359 0 I I 5.74 9.250 0.00 0.79 3.353 0 I I 5.73 9.333 0.00 0.79 3.348 0 I I I 5.72 9.417 0.00 0.79 3.343 0 ( I I 5.71 9.500 0.00 0.79 3.337 0 I 5.71 9.583 0.00 0.79 3.332 0 I I I I 5.70 9.667 0.00 0.79 3.326 0 I I I 5.69 9.750 0.00 0.78 3.321 0 I I I 5.69 9.833 0.00 0.78 3.315 0 I I I 5.68 9.917 0.00 0.78 3.310 0 I I I I 5.67 10.000 0.00 0.78 3.305 0 I I 5.66 10.083 0.00 0.78 3.299 O • 10.167 0.00 0.78 3.294 0 I I I 5.65 10.250 0.00 0.78 3.288 0 I 5.64 10.333 0.00 0.78 3.283 0 I I I 5.64 10.417 0.00 0.78 3.278 0 I 5.63 10.500 0.00 0.78 3.272 0 I 5.62 10.583 0.00 0.78 3.267 0 I I 5.61 10.667 0.00 0.78 3.262 0 10.750 0.00 0.78 3.256 0 I I I I 5.60 10.833 0.00 0.78 3.251 0 I I I 5.59 10.917 0.00 0.78 3.245 0 I I I I 5.59 11.000 0.00 0.78 3.240 0 I 11.083 0.00 0.78 3.235 O i i i 5.58 11.167 0.00 0.78 3.229 0 I I 5.56 11.250 0.00 0.78 3.224 0 11.333 0.00 0.78 3.218 0 I I I 5.55 11.417 0.00 0.78 3.213 0 I 11.500 0.00 0.78 3.208 O I I I 5.54 11.583 0.00 0.78 3.202 O I I + 5.53 11.667 0.00 0.78 3.197 0 I 11.750 0.00 0.78 3.192 O i i i 5.51 11.833 0.00 0.78 3.186 0 11.917 0.00 0.78 3.181 0 I I 5.50 12.000 0.00 0.78 3.175 0 I 12.083 0.00 0.78 3.170 O I I I 5.49 12.167 0.00 0.78 3.165 0 I I I 5.48 12.250 0.00 0.78 3.159 0 I I I 5.47 12.333 0.00 0.78 3.154 0 I I I 5.46 12.417 0.00 0.78 3.149 0 I 12.500 0.00 0.78 3.143 O i i i 5.45 12.583 0.00 0.78 3.138 0 I ' I 5.44 12..667 0.00 0.78 3.132 0 12.750 0.00 0.78 3.127 O i I I I 5.43 12.833 0.00 0.78 3.122 0 ( I I I 5.42 12.917 0.00 0.78 3.116 0 I I I 5.41 13.000 0.00 0.78 3.111 O I I I 5.41 13.083 0.00 0.78 3.106 0 I I I 5.40 13.167 0.00 0.78 3.100 0 I I I 5.39 13.250 0.00 0.78 3.095 O 13.333 0.00 0.78 3.090 0 I I I 5.38 13.417 0.00 0.78 3.084 0 13.500 0.00 0.78 3.079 0 I I I I 5.36 13.583 0.00 0.78 3.074 0 I 5.36 13.667 0.00 0.78 3.068 O 13.750 0.00 0.78 3.063 0 I I I 5.34 13.833 0.00 0.78 3.058 0 I I I 5.34 13.917 0.00 0.78 3.052 0 I I I 5.33 14.000 0.00 0.78 3.047 0 I I I I 5.32 14.083 0.00 0.78 3.042 0 I I I I 5.32 14.167 0.00 0.78 3.036 0 I I I 1 5.31 14.250 0.00 0.77 3.031 0 I I I I 5.30 14.333 0.00 0.77 3.026 0 I I I I 5,29 14.417 0.00 0.77 3.020 0 I I I I 5.29 14.500 '0.00 0.77 3.015 0 I I I I 5.28 14.583 0.00 0.77 3.010 0 I I I I 5,27 14.667 0.00 0.77 3.004 0 I I I I 5,27 14.750 0.00 0.77 2.999 0 I I I I 5.26 14.833 0.00 0.77 2.994 0 I I I I 5.25 14.917 0.00 0.77 2.988 0 I I I 5.24 .. 15.000 0.00 0.77 2.983 0 I I I I 5.24 15.083 0.00 0.77 2.978 0 I I I I 5.23 15.167 0.00 0.77 2.972 0 I I I I 5.22 15.250 0.00 0.77 2.967 0 I I I I 5.22 15.333 0.00 0.77 2.962 0 I I I I 5.21 15.417 0.00 0.77 2.956 0 I I 5.20 15.500 0.00 0.77 2.951 0 I I I 5.19 15.583 0.00 0.77 2.946 0 I I I 5.19 15.667 0.00 0.77 2.940 0 I I I I 5.18. 15.750 0.00 0.77 2.935 0 I I I I 5.17 15.833 0.00 0.77 2.930 0 I I I I 5.17 15.917 0.00 0.77 2.924 0 I I I 5.16 16.000 0.00 0.77 2.919 0 I I I I 5.15 16.083 0.00 0.77 2.914 0 I I 5.15 16.167 0.00 0.77 2.908 0 I I I I 5.14 16.250 0.00 0.77 2.903 0 I I I 5.13 16.333 0.00 0.77 2.898 0 I I I 5.12 16.417 0.00 0.77 2.893 0 I I I I 5.12 16.500 0.00 0.77 2.887 0 I I I I 5.11 16.583 0.00 0.77 2.882 0 I 5.10 16.667 0.00 0.77 2.877 0 I I 5.10 16.750 0.00 0.77 2.871 0 I I 5.09 16.833 0.00 0.77 2.866 0 I I 5.08 16.917 0.00 0.77 2.861 0 I I I I 5.08 17.000 0.00 0.77 2.855 0 I I 5.07 17.083 0.00 0.77 2.850 0 I I 5.06 17.167 0.00 0.77 2.845 0 I I I 5.05 17.250 0.00 0.77 2.840 0 I 5.05 17.333 0.00 0.77 2.834 0 I I I 5.04 17.417 0.00 0.77 2.829 0 I I I 5.03 17.500 0.00 0.77 2.824 0 I I 5.03 17.583 0.00 0.77 2.818 0 I I I 5.02 17.667 0.00 0.77 2.813 0 I 5.01 17.750 0.00 0.77 2.808 0 I I 5.01 17.833 0.00 0.77 2.803 0 I 5.00 17.917 0.00 0.77 2.797 0 I I I 4.99 18.000 0.00 0.77 2.792 0 I I 4.98 18.083 0.00 0.77 2.787 0 I 4.98 18.167 0.00 0.77 2.781 0 I I I 4.97 18.250 0-.00 0.77 2.776 0 I I I I 4.96 18.333 0.00 0.77 2.771 0 I I I I 4.95 18.417 0.00 0.77 2.766 0 I I I 4.95 18.500 0.00 0.77 2.760 0 I I I I 4.94 18.583 0.00 0.77 2.755 0 I I 4.93 18.667 0.00 0.77 2.750 0 I I I 4.92 18.750 0.00 0.76 2.745 0 I 4.92 18.833 0.00 0.76 2.739 0 I I 4.91 18.917 0.00 0.76 2.734 0 I I 4.90 19.000 0.00 0.76 2.729 0 I 4.89 19.083 0.00 0.76 2.723 0 I I I 4.89 19.167 0.00 0.76 2.718 0 I I 4.88 19.250 0.00 0.76 2.713 0 i 4.87 19.333 0.00 0.76 2.708 0 I I I I 4.86 19.417 0.00 0.76 2.702 0 4.86 19.500 0.00 0.76 2.697 0 I I I 4.85 19.583 0.00 10.76 2.692 0 I I I 4.84 19.667 0.00 0.76 2.687 0 I I I I 4.83 19.750 0.00 0.76 2.681 0 I I I 4.83 19.833 0.00 0.76 2.676 0 I 4.82 19.917 0.00 0.76 2.671 0 I I 4.81 20.000 0.00 0.76 2.666 0 I I 4.80 20.083 0.00 0.76 2.660 0 I 4.80 20.167 0.00 0.76 2.655 0 I 4.79 20.250 0.00 0.76 2.650 0 I I I 4.78 •: 20.333 0.00 0.76 2.645. 0 I I I 4.77 20.417 0.00 0.76 2.639 0 I I I 4.77 20.500 0.00 0.76 2.634 0 I I I 4.76 20.583 0.00 0.76 2.629 0 I 4.75 20.667 0.00 0.76 2.624 0 I 4.74 20.750 0.00 0.76 2.618 0 I I 4.74 20.833 0.00 0.76 2.613 0 I I I 4.73 20.917 0.00 0.76 2.608 0 I I I 4.72 21.000 0.00 0.76 2.603 0 I I I I 4.71 21.083 0.00 0.76 2.598 0 I I 4.71 21.167 0.00 0.76 2.592 0 I I 4.70 21.250 0.00 0.76 2.587 0 I I I 4.69 21.333 0.00 0.76 2.582 0 I I I 4.68 21.417 0.00 0.76 2.577 0 I I I I 4.68 21.500 0.00 0.76 2.571 0 I I I 4.67 21.583 0.00 0.76 2.566 O I I I 4.66 21.667 0.00 0.76 2.561 0 I I I 4.65 21.750 0.00 0.76 2.556 0 I I I 4.65 21.833 0.00 0.76 2.551 0 I I I 4.64 21.917 0.00 0.76 2.545 0 I I I I 4.63 22.000 0.00 0.76 2.540 0 I I I I 4.62 22.083 0.00 0.76 2.535 0 I I I I 4.62 22.167 0.00 0.76 2.530 0 I I 4.61 22.250 0.00 0.76 2.524 0 I 4.60 22.333 0.00 0.76 2.519 0 I I 4.59 22.417 0.00 0.76 2.514 0 I I 4.59 22.500 0.00 0.76 2.509 0 I I I 4.58 22.583 0.00 0.76 2.504 0 I I I I 4.57 22.667 0.00 0.76 2.498 0 I I 4.56 22.750 0.00 0.76 2.493 0 I I I I 4.56 22.833 0.00 0.76 2.488 0 I I 4.55 22.917 0.00 0.76 2.483 0 I I 4.54 23.000 0.00 0.76 2.478 0 I I 4.53 23.083 0.00 0.76 2.472 0 i 4.53 23.167 0.00 0.76 2.467 0 I I I 4.52 23.250 0.00 0.75 2.462 0 I I I I 4.51 23.333 0.00 0.75 2.457 0 I I I 4.51 23.417 0.00 0.75 2.452 0 I I I I 4.50 23.500 0.00 0.75 2.446 0 I I I 4.49 23.583 0.00 0.75 2.441 0 I I i 4.48 23.667 0.00 0.75 2.436 0 4.48 23.750 0.00 0.75 2.431 0 I I 4.47 23.833 0.00 0.75 2.426 0 I I 4.46 23.917 0.00 0.75 2.420 0 I I 4.45 24.000 0.00 0.75 2.415 0 I I I I 4.45 24.083 0.00 0.75 2.410 0 I I I 4.44 24.167 0.00 0.75 2.405 0 I 4.43 24.250 0.00 0.75 2.400 O I ' 4.42 24.333 0.00 0.75 2.394 0 I 4.42 24.417 0.00 0.75 2.389 0 I I I 4.41 24.500 0.00 0.75 2.384 0 I I 4.40 24.583 0.00 0.75 2.379 0 I I 4.39 24.667 0.00 0.75 2.374 0 I I 4.39 24.750 0.00 0.75 2.369 0 I I I 4.38 24.833 0.00 0.75 2.363 0 I I 4.37 24.917 0.00 0.75 2.358 0 I I I I 4.37 25.000 0.00 0.75 2.353 0 I I I I 4.36 25.083 0.00 0.75 2.348 0 f I I 4.35 25.167 0.00 0.75 2.343 0 ( I I 4.34 25.250 0.00 0.75 2.338 0 I I 4.34 25.333 0.00 0.75 2.332 0 I I I 4.33 25.417 0.00 0.75 2.327 0 I I I 4.32 25.500 0.00 0.75 2.322 0 I I I I 4.31 25.583 0.00 0.75 2.317 0 I I I 4.31 • 25.667 0.00 0.75 2.312 0' I I 4.30 25.750 0.00 0.75 2.307 0 I I I 4.29 25.833 0.00 0.75 2.301 0 I 4.28 25.917 0.00 0.75 2.296 0 I 4.28 26.000 0.00 0.75 2.291 0 I 4.27 26.083 0.00 0.75 2.286 0 I I I I 4.26 •�`• 26.167 0.00 0.75 2.281 0 I I I 4.25 26.250 0.00 0.75 2.276 0 I I 4.25 26.333 0.00 0.75 2.270 0 4.24 26.417 0.00 0.75 2.265 0 4.23 26.500 0.00 0.75 2.260 0 I 4.23 26.583 0.00 0.75 2.255 0 I I I 4.22 26.667 0.00 0.75 2.250 0 I I I 4.21 26.750 0.00 0.75 2.245 0 I I I 4.20 26.833 0.00 0.75 2.240 0 I I 4.20 26.917 0.00 0.75 2.234 0 I I I 4.19 27.000 0.00 0.75 2.229 0 I I 4.18 27.083 0.00 0.75 2.224 0 I I I 4.17 27.167 0.00 0.75 2.219 0 I I I I 4.17 27.250 0.00 0.75 2.214 0 I I I 4.16 27.333 0.00 0.75 2.209 0 I I 4.15 27.417 0.00 0.75 2.204 0 I I I I 4.14 27.500 0.00 0.75 2.198 0 I 4.14 27.583 0.00 0.75 2.193 0 I I 4.13 27.667 0.00 0.75 2.188 0 I I I 4.12 27.750 0.00 0.74 2.183 0 i I 4.12 27.833 0.00 0.74 2.178 0 I I 4.11 27.917 0.00 0.74 2.173 0 I I I I 4.10 28.000 0.00 0.74 2.168 0 I I 4.09 28.083 0.00 0.74 2.163 0 I I I 4.09 28.167 0.00 0.74 2.157 0 I I I I 4.08 28.250 0.00 0.74 2.152 0 I I I I 4.07 28.333 0.00 0.74 2.147 0 I I I I 4.06 28.417 0.00 0.74 2.142 0 j I + I 4.06 28.500 0.00 0.74 2.137 0 I I I 4.05 28.583 0.00 0.74 2.132 0 I I 4.04 28.667 0.00 0.74 2.127 0 I I I I 4.04 .28.750 0.00 0.74 2.122 0 I I I 4.03 28.833 0.00 0.74 2.117 0 I I I 4.02 28.917 0.00 0.74 2.111 0 I I I I 4.01 29.000 0.00 0.74 2.106 0 I I I I 4.01 29.083 0.00 0.74 2.101 0 I I I 4.00 29.167 0.00 0.74 2.096 0 I I I I 3.99 29.250 0.00 0.74 2.091 0 I I I I 3.98 29.333 0.00 0.74 2.086 0 I I I 3.98 29.417 0.00 0.74 2.081 0 I I I 3.97 29.500 0.00 0.74 2.076 0 I I I I 3.96 29.583 0.00 0.74 2.071 0 I I I I 3.95 29.667 0.00 0.74 2.065 0 I I I 3.94 29.750 0.00 0.74 2.060 0 I I I I 3.94 29.833 0.00 0.74 2.055 0 I I I I 3.93 29.917 0.00 0.74 2.050 0 I I I I 3.92 30.000 0.00 0.74 2.045 0 I I f I 3.91 30.083 0.00 0.74 2.040 0 I I I 3.91 30.167 0.00 0.74 2.035 0 I I 3.90 30.250 0.00 0.74 2.030 0 I I I I 3.89 30.333 0.00 0.74 2.025 0 I I I 3.88 30.417 0.00 0.74 2.020 0 I I I 3.87 30.500 0.00 0.74 2.015 0 I I I 3.87 30.583 0.00 0.74 2.009 0 I I I I 3.86 30.667 0.00 0.74 2.004 0 I I I 3.85 30.750 0.00 0.74 1.999 0 I I I 3.84 30.833 0.00 0.74 1.994 0 I I I 3.84 30.917 0.00 0.74 1:989 O 3.83 • 31.000 0.00 0.74 1.984 0 ( I 3.82 31.083 0.00 0.74 1.979 0 I I 3.81 31.167 0.00 0.74 1.974 0 I I I 3.80 31.250 0.00 0.74 1.969 0 I I I I 3.80 31.333 0.00 0.74 1.964 0 I 3.79 31.417 0.00 0.74 1.959 O •/~ 31.500 0.00 0.74 1.954 0 I I I 3.78 31.583 0.00 0.74 1.948 0 I I I I 3.77 31.667 0.00 0.74 1.943 0 I I I 3.76 31.750 0.00 0.74 1.938 0 I I I 3.75 31.833 0.00 0.74 1.933 0 I I 3.74 31.917 0.00 0.74 1.928 0 32.000 0.00 0.74 1.923 O i I ( I 3.73 32.083 0.00 0.73 1.918 0 I I I 3.72 32.167 0.00 0.73 1.913 O 32.250 0.00 0.73 1.908 0 I I 3.70 32.333 0.00 0.73 1.903 0 32.417 0.00 0.73 1.898 O i I I I 3.69 32.500 0.00 0.73 1.893 0 32.583 0.00 0.73 1.888 0 3.68 32.667 0.00 0.73 1.883 O 32.750 0.00 0.73 1.878 0 I I 3.66 32.833 0.00 0.73 1.873 O 32.917 0.00 0.73 1.868 0 I I 3.64 33.000 0.00 0.73 1.862 0 33.083 0.00 0.73 1.857 0 I I 3.63 33.167 0.00 0.73 1.852 0 3.62 33.250 0.00 0.73 1.847 O 33.333 0.00 0.73 1.842 0 I ' 3.60 33.417 0.00 0.73 1.837 0 33.500 0.00 0.73 1.832 0 I I I 3.59 33.583 0.00 0.73 1.827 0 3.58 33.667 0.00 0.73 1.822 O i I I I 33.750 0.00 0.73 1.817 0 I 33.833 0.00 0.73 1.812 O I I I 3.56 33.917. 0.00 0.73 1.807 0 I I 3.55 34.000 0.00 0.73 1.802 0 I 3.54 34.083 0.00 0.73 1.797 0 I I I 3.53 34.167 0.00 0.73 1.792 O '34.250 0.00 0.73 1.787 0 I I I 3.52 34.333 0.00 0.73 1.782 0 34.417 0.00 0.73 1.777 0 I I I I 3.50 34.500 0.00 0.73 1.772 O 34.583 0.00 0.73 1.767 0 I I I 3.49 34.667 0.00 0.73 1.762 O 34.750 0.00 0.73 1.757 0 I I I 3.47 34.833 0.00 0.73 1.752 0 34.917 0.00 0.73 1.747 O I I I I 3.46 35.000 0.00 0.73 1.742 0 I I I I 3.45 35.083 0.00 0.73 1.737 O f 35.167 0.00 0.73 1.732 0 I I I 3.43 35.250 0.00 0.73 1.727 O 35.333 0.00 0.73 1.722 0 I I I 3.42 35.417 0.00 0.73 1.717 O 35.500 0.00 0.73 1.712 0 I I I I 3.40 35.583 0.00 0.73 1.707 0 I I I I 3.40 35.667 0.00 0.73 1.702 0 I I I I 3.39 35.750 0.00 0.73 1.697 0 I I I I 3.38 35.833 0.00 0.73 1.692 0 35.917 0.00 0.73 1.687 O I I I I 3.36 36.000 0.00 0.73 1.682 O 36.083 0.00 0.73 1.677 0 I I I 3.35 36.167 0.00 0.73 1.672 O 36.250 0.00 0.73 1.667 0 I I I I 3.33 • 36.333 0.00 0.73 1.662 0 I I I I 3.33 36.417 0.00 0.72 1.657 0 I I I I 3.32 36.500 0.00 0.72 1.652 0 I I I I 3.31 36.583 0.00 0.72 1.647 0 I I I 3.30 36.667 0.00 0.72 1.642 0 I I I 3.30 36.750 0.00 0.72 1.637 0 I I I 3.29 36.833 0.00 0.72 1.632 0 I I I 3.28 36.917 0.00 0.72 1.627 0 I I I I 3.27 37.000 0.00 0.72 1.622 0 I I I 3.27 37.083 0.00 0.72 1.617 0 I 3.26 37.167 0.00 0.72 1.612 0 I I 3.25 37.250 0.00 0.72 1.607 0 I 3.24 37.333 0.00 0.72 1.602 0 I I 3.24 37.417 0.00 0.72 1.597 0 I I 3.23 37.500 0.00 0.72 1.592 0 I I 3.22 37.583 0.00 0.72 1.587 0 I I I I 3.21 37.667 0.00 0.72 1.582 0 I I I 3.20 37.750 0.00 0.72 1.577 0 I I I I 3.20 37.833 0.00 0.72 1.572 0 I I I I 3.19 37.917 0.00 0.72 1.567 0 I I I I 3.18 38.000 0.00 0.72 1.562 0 38.083 0.00 0.72 1.557 0 I I I I 3.17 38.167 0.00 0.72 1.552 0 I 3.16 38.250 0.00 0.72 1.547 0 I 3.15 38.333 0.00 0.72 1.542 0 I 3.14 38.417 0.00 0.72 1.537 0 I I 3.14 38.500 0.00 0.72 1.532 0 I 3.13 38.583 0.00 0.72 1.527 0 3.12 38.667 0.00 0.72 1.522 O I I I I 3.11 38.750 0.00 0.72 1.517 0 I I 3.11 38.833 0.00 0.72 1.512 0 3.10 38.917 0.00 0.72 1.507 0 I 39.000 0.00 0.72 1.503 O I I I 3.08 39.083 0.00 0.72 1.498 0 j I I I 3.08 39.167 0.00 0.72 1.493 0 39.250 0.00 0.72 1.488 O I I I I 3.06 39.333 0.00 0.72 1.483 0 I I I I 3.05 39.417 0.00 0.72 1.478 0 I I I I 3.05 39.500 0.00 0.72 1.473 0 I I I 3,.04 39.583 0.00 0.72 1.468 0 I I I I 3.03 39.667 0.00 0.72 1.463 O I I 3.02 39.750 0.00 0.72 1.458 0 3.02 39.833 0.00 0.72 1.453 O I 3.01 39.917 0.00 0.72 1.448 O I I 3.00 40.000 0.00 0.72 1.443 0 2.99 40.083 0.00 0.72 1.438 0 I 2.98 40.167 0.00 0.72 1.433 0 I I I I 2.98 40.250 0.00 0.72 1.428 0 I I I 2.97 40.333 0.00 0.72 1.423 0 I ' 2.96 40.417 0.00 0.72 1.419 0 I I 2.95 40.500 0.00 0.72 1.414 0 I I I I 2.94 40.583 0.00 0.72 1.409 0 I I I I 2.93 40.667 0.00 0.72 1.404 0 I I I 2.93 40.750 0.00 0.72 1.399 0 I I I I 2.92 40.833 0.00 0.71 1.394 0 I I I 2.91 40.917 0.00 0.71 1.389 O. I I 2.90 41.000 0.00 0.71 1.384 0 I I I I 2.89 41.083 0.00 0.71 1.379 0 I I I 2.89 41.167 0.00 0.71 1.374 0 I I I 2.88 41.250 0.00 0.71 1.369' O ( I I 2.87 41.333 0.00 0.71 1.364 0 I I I 2.86 41.417 0.00 0.71 1.359 0 I 2.85 41.500 0.00 0.71 1.355 0 I ( I 2.85 41.583 0.00 0.71 1.350 0 I I I 2.84 • 41.667 0.00 0.71 1.345 0 I 2.83 41.750 0.00 0.71 1.340 0 I I 2.82 41.833 0.00 0.71 1.335 0 I 2.81 41.917 0.00 0.71 1.330 0 I I 2.80 42.000 0.00 0.71 1.325 0 I I I 2.80 42.083 0.00 0.71 1.320 0 I I 2.79 42.167 0.00 0.71 1.315 0 I I I 2.78 42.250 0.00 0.71 1.310 0 I I I I 2.77 42.333 0.00 0.71 1.305 0 I I 2.76 42.417 0.00 0.71 1.301 0 I I I I 2.76 42.500 0.00 0.71 1.296 0 I 2.75 42.583 0.00 0.71 1.291 0 I ( I 2.74 42.667 0.00 0.71 1.286 0 I 2.73 42.750 0.00 0.71 1.281 0 I 2.72 42.833 0.00 0.71 1.276 0 I I I 2,72 42.917 0.00 0.71 1.271 0 I I I 2.71 43.000 0.00 0.71 1.266 0 I I 2.70 43.083 0.00 0.71 1.261 0 I I I 2.69 43.167 0.00 0.71 1.257 0 I I I 2.68 43.250 0.00 0.71 1.252 0 I I I I 2.67 43.333 0.00 0.71 1.247 0 I I I I 2.67 43.417 0.00 0.71 1.242 0 I I I I 2.66 43.500 0.00 0.71 1.237 0 I I I I 2.65 43.583 0.00 0.71 1.232 0 I I I I 2.64 43.667 0.00 0.71 1.227 0 I I I I 2.63 43.750 0.00 0.71 1.222 0 I I I I 2.63 43.833 0.00 0.71 1.218 0 I I I 2.62 43.917 0.00 0.71 1.213 0 I I I I 2.61 44.000 0.00 0.71 1.208 0 I I I 2.60 44.083 0.00 0.71 1.203 0 I I I I 2.59 44.167 0.00 0.71 1.198 0 I 2.59 44.250 0.00 0.71 1.193 0 I I I I 2.58 44.333 0.00 0.71 1.188 0 I I I I 2.57 44.417 0.00 0.71 1.183 O I I I 2.56 44.500 0.00 0.71 1.179 0 I I I 2.55 44.583 0.00 0.71 1.174 0 I I I I 2.55 44.667 0.00 0.71 1.169 0 I I I I 2.54 44.750 0.00 0.71 1.164 0 I I I I 2.53 44.833 0.00 0.71 1.159 0 I I I 2.52 44.917 0.00 0.71 1.154 0 I I I I 2.51 45.000 0.00 0.71 1.149 0 I I I I 2.51 45.083 0.00 0.70 1.145 0 I I 2.50 45.167 0.00 0.70 1.140 O I I I I 2.49 45.250 0.00 0.70 1.135 0 I I I 2.48 45.333 0.00 0.70 1.130 0 I I 2.47 45.417 0.00 0.70 1.125 0 I I I 2.47 45.500 0.00 0.70 1.120 0 I I 2.46 45.583 0.00 0.70 1.115 0 I I I 2.45 45.667 0.00 0.70 1.111 0 I I 2.44 45.750 0.00 0.70 1.106 0 I I I 2.43 45.833 0.00 0.70 1.101 0 I I I 2.43 45.917 0.00 0.70 1.096 0 I I I 2.42 46.000 0.00 0.70 1.091 0 I I I 2.41 46.083 0.00 0.70 1.086 0 I I 2.40 46.167 0.00 0.70 1.082 0 I I I 2.39 46.250 0.00 0.70 1.077 0 I I I 2.39 46.333 0.00 0.70 1.072 0 I I I I 2.38 46.417 0.00 0.70 1.067 0 I I 2.37 46.500 0.00 0.70 1.062 0 I I I 2.36 46.583 0.00 0.70 1.057 0 I I I 2.35 46.667 0.00 0.70 1.053 0 I I I I 2.35 46.750 0.00 0.70 1.048 0 I I I I 2.34 46.833 0.00 0.70 1.043 0 I I I I 2.33 46.917 0.00 0.70 1.038 0 I I I 2.32 • 47.000 0.00 0.70 1.033 0 I I I 2.31 47.083 0.00 0.70 1.028 0 I I I 2.31 47.167 0.00 0.70 1.024 0 I I 2:30 47.250 0.00 0.70 1.019 0 I 2.29 47.333 0.00 0.70 1.014 0 I I 2.28 47.417 0.00 0.70 1.009 0 • 47.500 0.00 0.70 1.004 O I I I 2.27 47.583 0.00 0.70 0.999 0 2.26 47.667 0.00 0.70 0.995 0 I 2.25 47.750 0.00 0.70 0.990 0 47.833 0.00 0.70 0.985 0 I I I I 2.23 47.917 0.00 0.70 0.980 0 I I I I 2.23 48.000 0.00 0.70 0.975 O I I I I 2.22 48.083 0.00 0.70 0.971 O 48.167 0.00 0.70 0.966 0 I I I I 2.20 48.250 0.00 0.70 0.961 0 I 2.19 48.333 0.00 0.70 0.956 0 I I I I 2.19 48.417 0.00 0.70 0.951 0 I I I 2.18 48.500 0.00 0.70 0.947 0 I I I I 2.17 48.583 0.00 0.70 0.942 0 I 2.16 48.667 0.00 0.70 0.937 0 I I I I 2.15 48.750 0.00 0.70 0.932 O i 2.15 48.833 0.00 0.70 0.927 0 2.14 48.917 0.00 0.70 0.923 0 I I I I 2.13 49.000 0.00 0.70 0.918 0 I I I 2.12 49.083 0.00 0.70 0.913 0 I I ( I 2.11 49.167 0.00 0.70 0.908 0 I I I I 2.11 49.250 0.00 0.70 0.903 0 I I I 2.10 49.333 0.00 0.70 0.899 0 49.417 0.00 0.69 0.894 O I I I I 2.08 49.500 0.00 0.69 0.889 0 I I I I 2.07 49.583 0.00 0.69 0.884 0 I I I I 2.07 49.667 0.00 0.69 0.880 0 I I 2.06 49.750 0.00 0.69 0.875 0 i j 2.05 49.833 0.00 0.69 0.870 0 I I 2.04 49.917 0.00 0.69 0.865 0 I I I 2.04 50.000 0.00 0.69 0.860 0 I I I I 2.03 50.083 0.00 0.69 0.856 0 I 2.02 50.167 0.00 0.69 0.851 0 I I I 2.01 50.250 0.00 0.69 0.846 0 I I I I 2.00 50.333 0.00 0.69 0.841 0 I I I I 2.00 50.417 0.00 0.69 0.837 0 50.500 0.00 0.69 0.832 O i 1.98 50.583 0.00 0.69 0.827 0 I I 1.97 50.667 0.00 0.69 0.822 0 I 1.96 50.750 0.00 0.69 0.817 0 I I 1.95 50.833 0.00 0.69 0.813 0 50.917 0.00 0.69 0.808 O I I I I 1.94 51.000 0.00 0.69 0.803 0 1.93 51.083 0.00 0.69 0.798 0 I I I I 1.92 51.167 0.00 0.69 0.794 O 51.250 0.00 0.69 0.789 0 I I 1.90 51.333 0.00 0.69 0.784 0 I I I I 1.89 51.417 0.00 0.69 0.779 0 I I I I 1.88 51.500 0.00 0.69 0.775 0 I 1.88 51.583 0.00 0.69 0.770 0 I I 1.87 51.667 0.00 0.69 0.765 0 I I 1.86 51.750 0.00 0.69 0.760 0 I I 1.85 51.833 0.00 0.69 0.756 0 I I 1.84 51.917 0.00 0.69 0.751 0 I I 1.83 52.000 0.00 0.69 0.746 0 I I I 1.82 52.083 0.00 0.69 0.741 0 I I I 1.82 52.167 0.00 0.69 0.737 0 I I I 1.81 52.250 0.00 0.69 0.732 0 I I I I 1.80 • 52.333 0.00 0.69 0.727 0 I I I I 1.79 52.417 0.00 0.69 0.722 0 I I I I 1.78 52.500 0.00 0.69 0.718 0 I I I 1.77 52.583 0.00 0.69 0.713 0 I I I 1.77 52.667 0.00 0.69 0.708 0 I I I I 1.76 52.750 0.00 0.69 0.703 0 I I I I 1.75 52.833 0.00 0.69 0.699 0 I I I I 1.74 52.917 0.00 0.69 0.694 0 I I 1.73 53.000 0.00 0.69 0.689 0 I I I 1.72 53.083 0.00 0.69 0.685 0 I I I I 1.71 53.167 0.00 0.69 0.680 0 I I 1.71 53.250 0.00 0.69 0.675 0 I I I 1.70 53.333 0.00 0.69 0.670 0 I I I I 1.69 53.417 0.00 0.69 0.666 0 I I 1.68 53.500 0.00 0.69 0.661 0 I 1.67 53.583 0.00 0.69 0.656 0 I I 1.66 53.667 0.00 0.69 0.652 0 I 1.66 53.750 0.00 0.68 0.647 0 I 1.65 53.833 0.00 0.68 0.642 0 I I 1.64 53.917 0.00 0.68 0.637 0 I 1.63 54.000 0.00 0.68 0.633 0 1.62 54.083 0.00 0.68 0.628 0 ( I 1.61 54.167 0.00 0.68 0.623 0 I 1.61 54.250 0.00 0.68 0.619 0 I 1.60 54.333 0.00 0.68 0.614 0 1.59 54.417 0.00 0.68 0.609 0 I I 1.58 54.500 0.00 0.68 0.604 0 I I I 1.57 54.583 0.00 0.68 0.600 0 I I I 1.56 54.667 0.00 0.68 0.595 0 I I I 1.55 54.750 0.00 0.68 0.590 0 I I 1.55 54.833 0.00 0.68 0.586 0 I 1.54 54.917 0.00 0.68 0.581 0 I I 1.53 55.000 0.00 0.68 0.576 0 I I I I 1.52 55.083 0.00 0.68 0.571 O I j ( 1.51 55.167 0.00 0.68 0.567 O 55.250 0.00 0.68 0.562 0 I I 1.50 55.333 0.00 0.68 0.557 0 I I I 1.49 55.417 0.00 0.68 0.553 0 I I 1.48 55.500 0.00 0.68 0.548 0 I I I 1.47 55.583 0.00 0.68 0.543 0 I I 1.46 55.667 0.00 0.68 0.539 0 I I I 1.45 55.750 0.00 0.68 0.534 0 I I 1.45 55.833 0.00 0.68 0.529 0 I I 1.44 55.917 0.00 0.68 0.525 0 1.43 56.000 0.00 0.68 0.520 0 I I I I 1.42 56.083 0.00 0.68 0.515 0 I 1.41 56.167 0.00 0.68 0.511 0 I I I I 1.40 56.250 0.00 0.68 0.506 0 I I I 1.40 56.333 0.00 0.68 0.501 0 I I I 1.39 56.417 0.00 0.68 0.497 0 I I I 1.38 56.500 0.00 0.68 0.492 0 I I I 1.37 56.583 0.00 0.68 0.487 0 I I 1.36 56.667 0.00 0.68 0.483 0 ' I I 1.35 56.750 0.00 0.68 0.478 0 I I I 1.34 56.833 0.00 0.68 0.473 0 I I I 1.34 56.917 0.00 0.68 0.469 0 I I I 1.33 57.000 0.00 0.68 0.464 0 I I I 1.32 57.083 0.00 0.68 0.459 0 I I I I 1.31 57.167 0.00 0.68 0.455 0 I I I I 1.30 57.250 0.00 0.68 0.450 0 I I I I 1.29 57.333 0.00 0.68 0.445 0 I I I 1.29 57.417 0.00 0.68 0.441 0 I I I I 1.28 57.500 0.00 0.68 0.436 0 I I I 1.27 57.583 0.00 0.68 0.431 0 I I I I 1.26 • 57.667 0.00 0.68 0.427 0 I I I 1.25 57.750 0.00 0.68 0.422 0 I I I I 1.24 57.833 0.00 0.68 0.417 0 I I 1.24 57.917 0.00 0.68 0.413 0 I I I I 1.23 58.000 0.00 0.68 0.408 0 1.22 1 58.083 0.00 0.67 0.403 0 I I 1.21 58.167 0.00 0.67 0.399 0 I I I I 1.20 58.250 0.00 0.67 0.394 0 I I I I 1.20 58.333 0.00 0.67 0.389 0 I I 1.19 58.417 0.00 0.67 0.385 0 I I I 1.18 58.500 0.00 0.67 0.380 0 I I 1.17 58.583 0.00 0.67 0.375 0 I I 1.16 58.667 0.00 0.67 0.371 O 58.750 0.00 0.67 0.366 0 I I I 1.15 58.833 0.00 0.67 0.362 0 I I I I 1.14 58.917 0.00 0.67 0.357 0 I I I 1.13 59.000 0.00 0.67 0.352 0 I I I 1.12 59.083 0.00 0.67 0.348 0 I I I 1.11 59.167 0.00 0.67 0.343 0 I I I 1.10 59.250 0.00 0.67 0.338 0 I I I 1.10 59.333 0.00 0.67 0.334 0 I I I 1.09 59.417 0.00 0.67 0.329 0 I I I 1.08 59.500 0.00 0.67 0.324 0 I I I 1.07 59.583 0.00 0.67 0.320 0 I I I 1.06 59.667 0.00 0.67 0.315 0 I I I 1.05 59.750 0.00 0.67 0.311 0 I I I 1.05 59.833 0.00 0.67 0.306 0 I I I I 1.04 59.917 0.00 0.67 0.301 0 I I 1.03 60.000 0.00 0.67 0.297 0 I 1.02 60.083 0.00 0.67 0.292 0 I I 1.01 60.167 0.00 0.67 0.288 0 I I I 1.00 60.250 0.00 0.67 0.283 0 I I 0.99 60.333 0.00 0.65 0.278 0 I I I 0.98 60.417 0.00 0.64 0.274 0 j I I 0.96 ` 60.500 0.00 0.63 0.270 0 0.95 60.583 0.00 0.62 0.265 0 ( I I 0.93 60.667 0.00 0.61 0.261 0 I I I 0.92 60.750 0.00 0.60 0.257 0 0.90 60.833 0.00 0.59 0.253 0 I I I I 0.89 60.917 0.00 0.58 0.249 0 61.000 0.00 0.57 0.245 O I I I ' 0.86 61.083 0.00 0.57 0.241 0 I I I 0.84 61.167 0.00 0.56 0.237 0 I I I 0.83 61.250 0.00 0.55 0.233 0 61.333 0.00 0.54 0.229 0 I I I I 0.80 61.417 0.00 0.53 0.226 0 I I I 0.79 61.500 0.00 0.52 0.222 0 I I 0.78 61.583 0.00 0.51 0.218 0 I I 0.77 61.667 0.00 0.51 0.215 0 I 0.75 61.750 0.00 0.50 0.211 0 I 0.74 61.833 0.00 0.49 0.208 0 I 0.73 61.917 0.00 0.48 0.205 0 ( 0.72 62.000 0.00 0.47 0.201 0 I I 0.71 62.083 0.00 0.47 0.198 0 I 0.70 62.167 0.00 0.46 0.195 0 I I I I 0.68 62.250 0.00 0.45 0.192 0 I I I I 0.67 62.333 0.00 0.44 0.189 0 I I I I 0.66 62.417 0.00 0.44 0.186 0 I I I I 0.65 62.500 0.00 0.43 0.183 0 I I I I 0.64 62.583 0.00 0.42 0.180 0 I I I 0.63 62.667 0.00 0.42 0.177 0 I I I 0.62 62.750 0.00 0.41 0.174 0 I I I I 0.61 62.833 0.00 0.40 0.171 0 I I 0.60 62.917 0.00 0.40 0.169 0 I I I I 0.59 • 63.000 0.00 0.39 0.166 0 I I I I 0.58 63.083 0.00 0.38 0.163 0 I I I 0.57 63.167 0.00 0.38 0.161 0 I I I I 0.56 63.250 0.00 0.37 0.158 0 I I I 0.55 63.333 0.00 0.37 0.155 0 I I 0.55 63.417 0.00 0.36 0.153 0 I I I 0.54 16 63.500 0.00 0.35 0.150 0 I I I I 0.53 63.583 0.00 0.35 0.148 0 I I I I 0.52 63.667 0.00 0.34 0.146 0 I I I I 0.51 63.750 0.00 0.34 0.143 0 I I I I 0.50 63.833 0.00 0.33 0.141 0 I I I I 0.49 63.917 0.00 0.33 0.139 0 I I I I 0.49 64.000 0.00 0.32 0.137 0 I I I I 0.48 64.083 0.00 0.32 0.134 0 I I I I 0.47 64.167 0.00 0.31 0.132 0 I I I 0.46 64.250 0.00 0.31 0.130 0 I I I I 0.46 64.333 0.00 0.30 0.128 0 I I I 0.45 64.417 0.00 0.30 0.126 0 I I I I 0.44 64.500 0.00 0.29 0.124 0 I I. I 0.43 64.583 0.00 0.29 0.122 0 I I I 0.43 64.667 0.00 0.28 0.120 0 I I 0.42 64.750 0.00 0.28 0.118 0 I I I 0.41 64.833 0.00 0.27 0.116 0 I I 0.41 64.917 0.00 0.27 0.114 0 I 0.40 65.000 0.00 0.26 0.112 0 I I 0.39 65.083 0.00 0.26 0.111 0 I I 0.39 65.167 0.00 0.26 0.109 0 I I 0.38 65.250 0.00 0.25 0.107 0 I I 0.38 65.333 0.00 0.25 0.105 0 ( I I 0.37 65.417 0.00 0.24 0.104 0 I I I I 0.36 65.500 0.00 0.24 0.102 0 I 0.36 65.583 0.00 0.24 0.100 0 I 0.35 65.667 0.00 0.23 0.099 0 I I 0.35 65.750 00.00 0.23 0.097 0 I j ( 0.34 65.833 0.00 0.22 0.096 0 I I I 0.34 - 65.917 0.00 0.22 0.094 0 I I I I 0.33 66.000 0.00 0.22 0.093 0 0.32 66.083 0.00 0.21 0.091 0 I 0.32 66.167 0.00 0.21 0.090 0 I I I 0.31 66.250 0.00 0.21 0.088 0 I I 0.31 66.333 0.00 0.20 0.087 0 I I 0.30 66.417 0.00 0.20 0.085 0 I I I I 0.30 66.500 0.00 0.20 0.084 0 I I I I 0.29 66.583 0.00 0.19 0.083 0 I I I 0.29 66.667 0.00 0.19 0.081 0 I I I 0.29 66.750 0.00 0.19 0.080 0 I I I I 0.28 66.833 0.00 0.19 0.079 0 I I I I 0.28 66.917 0.00 0.18 0.077 0 0.27 67.000 0.00 0.18 0.076 0 0.27 67.083 0.00 0.18 0.075 0 I I I I 0.26 67.167 0.00 0.17 0.074 0 I I I I 0.26 67.250 0.00 0.17 0.073 0 I I I I 0.25 67.333 0.00 0.17 0.071 0 I I I I 0.25 67.417 0.00 0.17• 0.070 0 I I I I 0.25 67.500 0.00 0.16 0.069 0 I I I I 0.24 67.583 0.00 0.16 0.068 0 I I I 0.24 67.667 0.00 0.16 0.067 0 I I I 0.23 67.750 0.00 0.15 0.066 0 I I I I 0.23 67.833 0.00 0.15 0.065 0 I I I 0.23 67.917 0.00 0.15 0.064 0 I I I I 0.22 68.000 0.00 0.15 0.063 0 I I I I 0.22 68.083 0.00 0.15 0.062 0 I I I I 0.22 68.167 0.00 0.14 0.061 0 I I I 0.21 68.250 0.00 0.14 0.060 0 I I I 0.21 • 68.333 0.00 0.14 0.059 0 I I I 0.21 68.417 0.00 0.14 0.058 0 I I I 0.20 68.500 0.00 0.13 0.057 0 I I I I 0.20 68.583 0.00 0.13 0.056 0 I I I I 0.20 68.667 0.00 0.13 0.055 0 I I I 0.19 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 841 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.801 (CFS) Total volume = 3.892 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (.CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • 68.750 0.00 0.13 0.054 0 I I 0.19 :4 68.833 0.00 0.13 0.053 0 I I 0.19 68.917 0.00 0.12 0.053 0 I 0.18 69.000 0.00 0.12 0.052 0 I I 0.18 69.083 0.00 0.12 0.051 0 I I 0.18 69.167 0.00 0.12 0.050 0 I I I 0.18 69.250 0.00 0.12 0.049 0 69.333 0.00 0.11 0.048 0 I I I I 0.17 69.417 0.00 0.11 0.048 0 I I I I 0.17 69.500 0.00 0.11 0.047 O I I I I 0.16 69.583 0.00 0.11 0.046 0 I I I 0.16 69.667 0.00 0.11 0.045 0 I I I 0.16 69.750 0.00 0.11 0.045 0 I I 0.16 69.833 0.00 0.10 0.044 0 I I I 0.15 69.917 0.00 0.10 0.043 0 I 0.15 70.000 0.00 0.10 0.043 O I I I 0.15 70.083 0.00 0.10 0.042 O 0.15 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 841 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.801 (CFS) Total volume = 3.892 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (.CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • 6' J 6 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/03/08 File: 97DUH11001100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33597 PROPOSED CONDITION Q100 / 1HR STORM [FILE:97DUH1100] Drainage Area = 27.10(Ac.) = 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.10(Ac.) _ Sq. Mi. Length along longest watercourse = 1950.00(Ft.) Length along longest watercourse measured to centroid = 975.00(Ft.) Length along longest watercourse = 0.369 Mi. Length along longest watercourse measured to centroid = 0.185 Mi. Difference in elevation = 65.50(Ft.) Slope along watercourse = 177.3538 Ft. /Mi. Average Manning's 'N' = 0.061 Lag time = 0.198 Hr. Lag time = 11.90 Min. 25% of lag time = 2.97 Min. 40% of lag time = 4.76 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 27.10 0.50 13.55 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In).[2] Weighting [1 *2] • 27.10 1.90 51.49 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.900(In) 0.042 Point rain (area averaged) = 1.900(In) 16 Areal adjustment factor = 99.98 % Adjusted average point rain = 1.900(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious t H y d r o g r a p h 4.900 91.00 0.000 VALLEY S -Curve 16.400 69.00 0.500 Hydrograph Data 3.600 69.00 0.900 Distribution Unit Hydrograph 2.200 69.00 1.000 (CFS) Total Area Entered = 27.10(Ac.) 4.695 1.282 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 91.0 91.0 0.117 0.000 0.117 0.181 0.021 69.0 69.0 0.373 0.500 0.205 0.605 0.124 69.0 69.0 0.373 0.900 0.071 0.133 0.009 69.0 69.0 0.373 1.000 0.037 0.081 0.003 8 0.667 336.267 Sum (F) = 0.158 Area averaged mean soil loss (F) (In /Hr) = 0.158 2.374 0.648 Minimum soil loss rate ((In /Hr)) = 0.079 420.333 1.826 (for 24 hour storm duration) 0.917 462.366 1.409 Soil low loss rate (decimal) = 0.497 504.400 1.280 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 42.033 4.695 1.282 2 0.167 84.067 19.508 5.328 3 0.250 126.100 27.717 7.570 4 0.333 168.133 16.433 4.488 5 0.417 210.167 7.993 2.183 6 0.500 252.200 5.218 1.425 7 0.583 294.233 3.907 1.067 8 0.667 336.267 2.938 0.802 9 0.750 378.300 2.374 0.648 10 0.833 420.333 1.826 0.499 11 0.917 462.366 1.409 0.385 12 1.000 504.400 1.280 0.350 13 1.083 546.433 1.060 0.289 14 1.167 588.466 0.854 0.233 15 1.250 630.500 0.713 0.195 16 1.333 672.533 0.571 0.156 17 1.417 714.566 0.438 0.120 18 1.500 756.600 0.420 0.115 19 1.583 798.633 0.420 0.115 20 1.667 840.666 0.224 0.061 ----------------------------------------------------------------------- Sum = 100.000 Sum= 27.312 • Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.821 0.158 - -- 0.66 2 0.17 4.20 0.957 0.158 - -- 0.80 3 0.25 4.40 1.003 0.158 - -- 0.85 4 0.33 4.60 1.049 0.158 - -- 0.89 5 0.42 5.00 1.140 0.158 - -- 0.98 6 0.50 5.60 1.276 0.158 - -- 1.12 7 0.58 6.40 1.459 0.158 - -- 1.30 8 0.67 8.10 1.846 0.158 - -- 1.69 9 0.75 13.10 2.986 0.158 - -- 2.83 10 0.83 34.50 7.864 0.158 - -- 7.71 11 0.92 6.70 1.527 0.158 - -- 1.37 12 1.00 3.80 0.866 0.158 - -- 0.71 Sum = 100.0 Sum = 20.9 Flood volume = Effective rainfall 1.74(In) times area 27.1(Ac.) /[(In) /(Ft.)] = 3.9(Ac.Ft) Total soil loss = 0.16(In) Total soil loss = 0.356(Ac.Ft) Total rainfall = 1.90(In) Flood volume = 171351.9 Cubic Feet Total soil loss = 15510.9 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 88.345(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 22.5 45.0 67.5 90.0 0+ 5 0.0059 0.85 Q 0 +10 0.0373 4.56 V Q 0 +15 0.1087 10.37 IV Q 0 +20 0.2098 14.68 I V Q I 0 +25 0.3300 17.45 I V Q I 0 +30 0.4671 19.91 I V Q I 0 +35 0.6239 22.77 I V Q 0 +40 0.8065 26.52 I V IQ 0 +45 1.0331 32.90 I V Q 0 +50 1.3769 49.92 I I V I Q 0 +55 1.9227 79.25 I I VI I Q I 1+ 0 2.5311 88.35 I I I V I QI 1+ 5 2.9547 61.51 I I Q V 1 +10 3.2128 37.47 I I Q I I V 1 +15 3.3794 24.19 I Q I I V 1 +20 3.4981 17.23 I Q I I I V 1 +25 3.5882 13.09 I Q I I I V 1 +30 3.6599 10.40 I Q I I I V 1 +35 3.7165 8.22 I Q I I I V 1 +40 3.7619 6.60 I Q I I I V I' 1 +45 3.8004 5.58 I Q I I I V 1 +50 3.8319 4.58 I Q I I I V 1 +55 3.8574 3.71 IQ I I I VI 2+ 0 3.8782 3.01 IQ I I I VI 2+ 5 3.8946 2.38 I.Q I I I VI 2 +10 3.9075 1.87 Q I I I VI 2 +15 3.9184 1.59 Q I I I VI 2 +20 3.9274 1.30 Q I I I VI 2 +25 3.9323 0.71 Q I I I VI •, 2 +30 3.9334 0.17 Q I I I VI 2 +35 ----------------------------------------------------------------- 3.9337 0.04 Q I I I - - - - -- V FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 03/05/08 TRACT 33597 BASIN ROUTING Q100 / 3HR STORM [FILE:97DRO3100] -------------------------------------------------------------- - - - - -- Program License Serial Number 4027 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 97DUH31003100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 55 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 46.010 (CFS) Total volume = 4.577 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 18.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 55 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.285 0.670 0.283 0.287 2.000 0.844 0.693 0.842 0.846 3.000 1.448 0.717 1.446 1.450 4.000 2.102 0.742 2.099 2.105 5.000 2.804 0.767 2.801 2.807 6.000 3.558 0.793 3.555 3.561 7.000 4.363 0.819 4.360 4.366 - - - - - - -- - Hydrograph Detention Basin Routing ----------------------------------------- - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 11.5 23.01 34.51 46.01 (Ft.) 0.083 0.30 0.00 0.001 O I I I I 0.00 0.167 1.54 0.02 0.007 OI I I I 0.03 0.250 3.22 0.05 0.023 0 I I I 0.08 0.333 4.10 0.11 0.048 0 I I I I I 0.17 0.417 4.79 0.18 0.078 0 I I I I I 0.27 0.500 5.87 0.27 0.113 O I I I I I 0.40 0.583 6.89 0.36 0.155 O I I I I 0.54 0.667 7.57 0.47 0.202 O I I I I I 0.71 0.750 8.03 0.59 0.252 0 I I I I 0.88 0.833 8.59 0.67 0.304 0 I I I 1.03 0.917 8.63 0.67 0.359 0 I I I I I 1.13 1.000 8.48 0.68 0.413 O I I I I I 1.23 1.083 8.98 0.68 0.469 O I I I I 1.33 1.167 10.18 0.68 0.530 O II I I I 1.44 1.250 11.42 0.68 0.600 0 II I 1.56 1.333 12.07 0.69 0.676 0 I 1.70 1.417 12.37 0.69 0.756 O I I 1.84 1.500 13.19 0.69 0.839 O II I 1.99 1.583 14.54 0.70 0.929 O I I I 2.14 1.667 15.24 0.70 1.027 O I I I 2.30 1.750 15.82 0.70 1.129 O I I 2.47 1.833 17.33 0.71 1.239 0 I I 2.65 1.917 18.77 0.71 1.358 O I I I I I 2.85 2.000 19.11 0.72 1.484 O I I I I 3.05 2.083 19.16 0.72 1.610 0 I I 3.25 2.167 19.98 0.73 1.740 O I I I 3.45 2.250 22.49 0.73 1.881 O II I I 3.66 2.333 25.98 0.74 2.043 0 I 3.91 2.417 28.34 0.75 2.225 0 I I I I I 4.18 2.500 32.34 0.75 2.429 0 I I I I 4.47 2.583 40.07 0.76 2.673 O I I I I 4.81 2.667 46.01 0.77 2.964 0 I I I Il 5.21 2.750 45.66 0.78 3.274 O I I I II 5.62 2.833 37.05 0.79 3.554 O I I II I 5.99 2.917 26.64 0.80 3.768 0 I I I I 6.26 3.000 20.29 0.80 3.924 0 I I I I 6.45 3.083 15.59 0.81 4.042 0 I I I I 6.60 3.167 11.04 0.81 4.128 0 II 1 I 6.71 3.250 8.01 0.81 4.188 0 I I I 6.78 3.333 6.21 0.81 4.231 0 I I I I I 6.84 3.417 4.93 0.82 4.264 O I I I 6.88 3.500 3.99 0.82 4.289 O I I I 6.91 3.583 3.26 0.82 4.308 O I I ( I I 6.93 3.667 2.64 0.82 4.323 OI I I I 6.95 3.750 2.11 0.82 4.334 OI I I I 6.96 3.833 1.67 0.82 4.341 OI I 6.97 3.917 1.33 0.82 4.346 0 I 6.98 4.000 1.05 0.82 4.348 0 I I 6.98 4.083 0.77 0.82 4.349 0 I I 6.98 4.167 0.49 0.82 4.348 0 I I I 6.98 4.250 0.24 0.82 4.345 0 I I I I 6.98 •: 4.333 0.12 0.82 4.340 O I I I 6.97 4.417 0.07 0.82 4.335 O I I I 6.97 4.500 0.03 0.82 4.330 0 I I I 6.96 4.583 0.00 0.82 4.324 0 I I 6.95 4.667 0.00 0.82 4.319 0 I 6.94 4.750 0.00 0.82 4.313 0 I I I I 6.94 CO. 4.833 0.00 0.82 4.307 0 I I 6.93 4.917 0.00 0.82 4.302 0 I I I I 6.92 5.000 0.00 0.82 4.296 0 I I 6.92 5.083 0.00 0.82 4.291 0 I I I 6.91 5.167 0.00 0.82 4.285 .0 I I I 6.90 5.250 0.00 0.82 4.279 0 I 6.90 5.333 0.00 0.82 4.274 0 I I 6.89 5.417 0.00 0.82 4.268 0 I I I I 6.88 5.500 0.00 0.82 4.262 0 I I I I 6.88 5.583 0.00 0.82 4.257 0 I I I 6.87 5.667 0.00 0.82 4.251 0 I 6.86 5.750 0.00 0.82 4.246 0 I I I I 6.85 5.833 0.00 0.82 4.240 0 6.85 5.917 0.00 0.81 4.234 0 I I 6.84 6.000 0.00 0.81 4.229 0 I I 6.83 6.083 0.00 0.81 4.223 0 6.83 6.167 0.00 0.81 4.218 0 I I 6' 82 6.250 0.00 0.81 4.212 O 6.333 0.00 0.81 4.206 0 I I I 6.81 6.417 0.00 0.81 4.201 0 I I I 6.80 6.500 0.00 0.81 4.195 0 I I I I 6.79 6.583 0.00 0.81 4.189 O I I I 6.78 6.667 0.00 0.81 4.184 0 I I 6.78 6.750 0.00 0.81 4.178 0 I I 6.77 6.833 0.00 0.81 4.173 0 I I I 6.76 6.917 0.00 0.81 4.167 0 I I I 6.76 7.000 0.00 0.81 4.162 0 I 6.75 7.083 0.00 0.81 4.156 0 6.74 7.167 0.00 0.81 4.150 O 7.250 0.00 0.81 4.145 0 I I 6.73 7.333 0.00 0.81 4.139 0 I 6.72 7.417 0.00 0.81 4.134 0 6.71 7.500 0.00 0.81 4.128 O 6.71 7.583 0.00 0.81 4.122 0 I I 6.70 7.667 0.00 .0.81 4.117 0 7.750 0.00 0.81 4.111 0 I I 6.69 7.833 0.00 0.81 4.106 0 I I I 6.68 7.917 0.00 0.81 4.100 0 6.67 8.000 0.00 0.81 4.094 0 I 6.67 8.083 0.00 0.81 4.089 0 I 6.66 8.167 0.00 0.81 4.083 0 I I 6.65 8.250 0.00 0.81 4.078 0 I 6.65 8.333 0.00 0.81 4.072 0 6.64 8.417 0.00 0.81 4.067 0 I I I 6.63 8.500 0.00 0.81 4.061 0 I I 6.62 8.583 0.00 0.81 4.055 0 ( 6.62 8.667 0.00 0.81 4.050 0 I I I I 6.61 8.750 0.00 0.81 4.044 0 ( I I I 6.60 8.833 0.00 0.81 4.039 0 6.60 8.917 0.00 0.81 4.033 0 I I 6.59 9.000 0.00 0.81 4.028 0 I I I 6.58 9.083 0.00 0.81 4.022 0 ( I I 6.58 9.167 0.00 0.81 4.016 0 6.57 9.250 0.00 0.81 4.011 0 I I 6.56 9.333 0.00 0.81 4.005 0 I I I 6.56 9.417 0.00 0.81 4.000 0 I I I I 6.55 9.500 0.00 0.81 3.994 0 I I I 6.54 9.583 0.00 0.81 3.989 0 I I I I 6.53 • 9.667 0.00 0.81 3.983 0 I I I 6.53 9.750 0.00 0.81 3.978 0 I I I 6.52 9.833 0.00 0.81 3.972 0 6.51 9.917 0.00 0.81 3.966 0 I I I 6.51 10.000 0.00 0.81 3.961 0 I I I 6.50 10.083 0.00 0.81 3.955 0 I I I 6.49 10.167 0.00 0.81 3.950 0 I I 6.49 10.250 0.00 0.81 3.944 0 I 6.48 10.333 0.00 0.81 3.939 0 I I I 6.47 10.417 0.00 0.81 3.933 0 I I I I 6.47 10.500 0.00 0.80 3.928 0 I I I 6.46 10.583 0.00 0.80 3.922 0 I I I I 6.45 10.667 0.00 0.80 3.916 0 I 6.45 10.750 0.00 0.80 3.911 0 I I I 6.44 10.833 0.00 0.80 3.905 0 6.43 10.917 0.00 0.80 3.900 0 I I I I 6.42 11.000 0.00 0.80 3.894 0 I I I I 6.42 11.083 0.00 0.80 3.889 0 I I I I 6.41 11.167 0.00 0.80 3.883 O I I I I 6.40 11.250 0.00 0.80 3.878 0 I I I 6.40 11.333 0.00 0.80 3.872 0 I I I I 6.39 11.417 0.00 0.80 3.867 0 I I I I 6.38 11.500 0.00 0.80 3.861 0 I I I I 6.38 11.583 0.00 0.80 3.856 0 I I 6.37 11.667 0.00 0.80 3.850 0 I I I 6.36 11.750 0.00 0.80 3.845 0 I I I I 6.36 11.833 0.00 0.80 3.839 0 I I 6.35 11.917 0.00 0.80 3.834 0 I I I I 6.34 12.000 0.00 0.80 3.828 0 I I I I 6.34 12.083 0.00 0.80 3.822 0 I I I I 6.33 12.167 0.00 0.80 3.817 0 I I 6.32 12.250 0.00 0.80 3.811 0 I I I 6.31 12.333 0.00 0.80 3.806 0 I I I I 6.31 12.417 0.00 0.80 3.800 0 I I I I 6.30 12.500 0.00 0.80 3.795 0 12.583 0.00 0.80 3.789, 0 I I I I 6.29 12.667 0.00 0.80 3.784 0 I 6.28 12.750 0.00 0.80 3.778 0 I I I I 6.27 12.833 0.00 0.80 3.773 0 I I I I 6.27 12.917 0.00 0.80 3.767 0 I I I I 6.26 13.000 0.00 0.80 3.762 0 I I I I 6.25 13.083 0.00 0.80 3.756 0 I 13.167 0.00 0.80 3.751 O I I I 6.24 13.250 0.00 0.80 3.745 0 I I 6.23 13.333 0.00 0.80 3.740 0 I I I I 6.23 13.417 0.00 0.80 3.734 0 I I I I 6.22 13.500 0.00 0.80 3.729 0 I I I I 6.21 13.583 0.00 0.80 3.723 0 I I I I 6.21 13.667 0.00 0.80 3.718 0 I I I I 6.20 13.750 0.00 0.80 3.712 0 I I I I 6.19 13.833 0.00 0.80 3.707 0 I I I 6.18 13.917 0.00 0.80 3.701 0 I 14.000 0.00 0.80 3.696 0 I I I i 6.1 8 14.083 0.00 0.80 3.690 0 I I I 6.16 14.167 0.00 0.80 3.685 0 I I I I 6:16 14.250 0.00 0.80 3.679 0 I I I 6.15 14.333 0.00 0.80 3.674 0 I I 6.14 14.417 0.00 0.80 3.668 0 I I I I 6.14 14.500 0.00 0.80 3.663 0 I I I I 6.13 14.583 0.00 0.80 3.657 0 I I I I 6.12 14.667 0.00 0.80 3.652 0 I I I I 6.12 14.750 0.00 0.80 3.646 0 I I I I 6.11 14.833 0.00 0.80 3.641 0 I I I I 6.10 14.917 0.00 0.80 3.635 0 I I I I 6.10 • 15.000 0.00 0.80 3.630 0 I I I I 6.09 15.083 0.00 0.80 3.625 0 I I I I 6.08 15.167 0.00 0.79 3.619 0 I I 6.08 15.250 0.00 0.79 3.614 0 6.07 15.333 0.00 0.79 3.608 0 6.06 15.417 0.00 0.79 3.603 0 I I 6.06 • 15.500 0.00 0.79 3.597 0 I I I I 6.05 15.583 0.00 0.79 3.592 0 I I I I 6.04 15.667 0.00 0.79 3.586 0 I I I I 6.04 15.750 0.00 0.79 3.581 0 I 6.03 15.833 0.00 0.79 3.575 0 I I 6.02 15.917 0.00 0.79 3.570 0 I I I 6.01 16.000 0.00 0.79 3.564 0 I I 6.01 16.083 0.00 0.79 3.559 0 I I 6.00 16.167 0.00 0.79 3.553 0 I I I I 5.99 16.250 0.00 0.79 3.548 0 I 5.99 16.333 0.00 0.79 3.543 0 I I 5.98 16.417 0.00 0.79 3.537 0 I I I 5.97 16.500 0.00 0.79 3.532 0 I I I I 5.97 16.583 0.00 0.79 3.526 0 I I I I 5.96 16.667 0.00 0.79 3.521 0 I I I 5.95 16.750 0.00 0.79 3.515 0 I I I 5.94 16.833 0.00 0.79 3.510 0 I I 5.94 16.917 0.00 0.79 3.504 0 I I 5.93 17.000 0.00 0.79 3.499 0 I I I I 5.92 17.083 0.00 0.79 3.493 0 I I I 5.91 17.167 0.00 0.79 3.488 0 I I 5.91 17.250 0.00 0.79 3.483 0 I I 5.90 17.333 0.00 0.79 3.477 O I I 5.89 17.417 0.00 0.79 3.472 0 17.500 0.00 0.79 3.466 0 �. I 5.88 17.583 0.00 0.79 3.461 0 I I I 5.87 17.667 0.00 0.79 3.455 0 I I I 5.86 17.750 0.00 0.79 3.450 0 I 5.86 17.833 0.00 0.79 3.445 0 17.917 0.00 0.79 3.439 0 I I I 5.84 18.000 0.00 0.79 3.434 0 I I 5.84 18.083 0.00 0.79 3.428 0 I 5.83 18.167 0.00 0.79 3.423 0 I I I 5.82 18.250 0.00 0.79 3.417 0 I I I 5.81 18.333 0.00 0.79 3.412 0 I I I 5.81 18.417 0.00 0.79 3.406 0 I I I 5.80 18.500 0.00 0.79 3.401 0 I I I I 5.79 18.583 0.00 0.79 3.396 0 I I I 5.78 18.667 0.00 0.79 3.390 0 I I 5.78 18.750 0.00 0.79 3.385 0 I I I 5.77 18.833 0.00 0.79 3.379 0 I I I 5.76 18.917 0.00 0.79 3.374 0 I I 5.76 19.000 0.00 0.79 3.369 0 I 5.75 19.083 0.00 0.79 3.363 0 I I I 5.74 19.167 0.00 0.79 3.358 0 I I 5.73 19.250 0.00 0.79 3.352 0 5.73 19.333 0.00 0.79 3.347 0 I I 5.72 19.417 0.00 0.79 3.341 0 I I I I 5.71 19.500 0.00 0.79 3.336 0 I I I 5.71 19.583 0.00 0.79 3.331 0 I I I 5.70 19.667 0.00 0.78 3.325 0 I I I 5.69 19.750 0.00 0.78 3.320 0 I I 5.68 19.833 0.00 0.78 3.314 0 I I I 5.68 19.917 0.00 0.78 3.309 0 I I I 5.67 20.000 0.00 0.78 3.304 0 I I I 5.66 20.083 0.00 0.78 3.298 0 I I I 5.66 20.167 0.00 0.78 3.293 0 I I I I 5.65 20.250 0.00 0.78 3.287 0 I I I 5.64 • 20.333 0.00 0.78 3.282 0 I I I 5.63 20.417 0.00 0.78 3.277 0 I 5.63 20.500 0.00 0.78 3.271 0 I I 5.62 20.583 0.00 0.78 3.266 0 I I I 5.61 20.667 0.00 0.78 3.260 0 I I I I 5.61 20.750 0.00 0.78 3.255 0 • 20.833 0.00 0.78 3.250 O I I I 5.59 I 20.917 0.00 0.78 3.244 0 I I I 5.58 21.000 0.00 0.78 3.239 0 I I I 5.58 21.083 0.00 0.78 3.234 0 I I 5.57 21.167 0.00 0.78 3.228 0 I I 5.56 21.250 0.00 0.78 3.223 0 I 5.56 21.333 0.00 0.78 3.217 0 I I 5.55 21.417 0.00 0.78 3.212 0 5.54 21.500 0.00 0.78 3.207 0 I. I 5.53 21.583 0.00 0.78 3.201 0 I 5.53 21.667 0.00 0.78 3.196 0 I I I 5.52 21.750 0.00 0.78 3.190 0 I I I 5.51 21.833 0.00 0.78 3.185 0 I I I 5.51 21.917 0.00 0.78 3.180 0 5.50 22.000 0.00 0.78 3.174 0 5.49 22.083 0.00 0.78 3.169 0 I I 5.48 22.167 0.00 0.78 3.164 0 I I 5.48 22.250 0.00 0.78 3.158 0 I I 5.47 22.333 0.00 0.78 3.153 0 I I I 5.46 22.417 0.00 0.78 3.148 0 I I 5.46 22.500 0.00 0.78 3.142 0 I I I I 5.45 22.583 0.00 0.78 3.137 0 I I I I 5.44 22.667 0.00 0.78 3.131 0 I 5.43 22.750 0.00 0.78 3.126 0 I I I 5.43 22.833 0.00 0.78 3.121 0 I I I. 5.42 22.917 0.00 0.78 3.115 0 I I I I 5.41 23.000 0.00 0.78 3.110 0 I 5.41 23.083 0.00 0.78 3.105 0 I I I 5.40 23.167 0.00 0.78 3.099 0 23.250 0.00 0.78 3.094 0 I I 5.38 23.333 0.00 0.78 3.089 0 5.38 23.417 0.00 0.78 3.083 0 I I I 5.37 23.500 0.00 0.78 3.078 0 I I I 5.36 23.583 0.00 0.78 3.073 0 I I I 5.36 23.667 0.00 0.78 3.067 0 I I I 5.35 23.750 0.00 0.78 3.062 0 I 5.34 23.833 0.00 0.78 3.057 0 5.33 23.917 0.00 0.78 3.051 0 I I I 5.33 24.000 0.00 0.78 3.046 0 5.32 24.083 0.00 0.78 3.041 0 I I 5.31 24.167 0.00 0.77 3.035 0 I I I I 5.31 24.250 0.00 0.77 3.030 0 I I I 5.30 24.333 0.00 0.77 3.025 0 I I I 5;29 24.417 0.00 0.77 3.019 O I I I 5.29 24.500 0.00 0.77 3.014 0 I I I I 5.28 24.583 0.00 0.77 3.009 0 I 5.27 24.667 0.00 0.77 3.003 0 I I I 5.26 24.750 0.00 0.77 2.998 0 I I 5.26 24.833 0.00 0.77 2.993 0 I I I I 5.25 24.917 0.00 0.77 2.987 0 I I I 5.24 25.000 0.00 0.77 2.982 0 I I I 5.24 25.083 0.00 0.77 2.977 0 I I I 5.23 25.167 0.00 0.77 2.971 0 I I I 5.22 25.250 0.00 0.77 2.966 0 I I I I 5.21 25.333 0.00 0.77 2.961 0 I I I 5.21 25.417 0.00 0.77 2.955 0 I I I 5.20 25.500 0.00 0.77 2.950 0 I I I I 5.19 25.583 0.00 0.77 2.945 O • 25.667 0.00 0.77 2.939 O I I I I 5.18 25.750 0.00 0.77 2.934 0 I I 5.17 25.833 0.00 0.77 2.929 0 I I 5.17 25.917 0.00 0.77 2.923 0 I I I 5.16 26.000 0.00 0.77 2.918 0 I I I 5.15 -ZL 7 26.083 0.00 0.77 2.913 0 I I I I 5.14 26.167 0.00 0.77 2.907 0 I I I 5.14 26.250 0.00 0.77 2.902 0 I I I 5.13 26.333 0.00 0.77 2.897 0 I I I 5.12 26.417 0.00 0.77 2.892 0 I I I I 5.12 26.500 0.00 0.77 2.886 0 I I 5.11 26.583 0.00 0.77 2.881 0 I I I 5.10 26.667 0.00 0.77 2.876 0 I I I 5.10 26.750 0.00 0.77 2.870 0 I I I I 5.09 26.833 0.00 0.77 2.865 0 I I I I 5.08 26.917 0.00 0.77 2.860 0 I I I I 5.07 27.000 0.00 0.77 2.854 0 I I 5.07 27.083 0.00 0.77- 2.849 0 I I I I 5.06 27.167 0.00 0.77 2.844 0 I I I 5.05 27.250 0.00 0.77 2.839 0 I I I I 5.05 27.333 0.00 0.77 2.833 0 I I I I 5.04 27.417 0.00 0.77 2.828 0 I I I I 5.03 27.500 0.00 0.77 2.823 0 I I I I 5.02 27.583 0.00 0.77 2.817 0 I I I I 5.02 27.667 0.00 0.77 2.812 0 I I I I 5.01 27.750 0.00 0.77 2.807 0 I I I I 5.00 27.833 0.00 0.77 2.802 0 I I I I 5.00 27.917 0.00 0.77 2.796 0 I I I 4.99 28.000 0.00 0.77 2.791 0 I I I I 4.98 28.083 0.00 0.77 2.786 0 I I I I 4.97 28.167 0.00 0.7,7 2.780 0 I I I I 4.97 28.250 0.00 0.77 2.775 0 I I I 4.96 28.333 0.00 0.77 2.770 0 I I I 4.95 28.417 0.00 0.77 2.765 0 I I I I 4.94 28.500 0.00 0.77 2.759 0 I I I 4.94 28.583 0.00 0.77 2.754 0 I I I 4.93 28.667 0.00 0.77 2.749 0 I I I I 4,92 28.750 0.00 0.76 2.744 0 I I I I 4.91 28.833 0.00 0.76 2.738 0 I I I 4.91 28.917 0.00 0.76 2.733 0 I I I 4.90 29.000 0.00 0.76 2.728 0 I I I 4.89 29.083 0.00 0.76 2.722 0 I I I I 4.88 29.167 0.00 0.76 2.717 0 I I I 4.88 29.250 0.00 0.76 2.712 0 I I I 4.87 29.333 0.00 0.76 2.707 0 I I ( I 4.86 29.417 0.00 0.76 2.701 0 I I I 4.85 29.500 0.00 0.76 2.696 0 I I I 4.85 29.583 0.00 0.76 2.691 0 I I I 4.84 29.667 0.00 0.76 2.686 0 I I I I 4.83 29.750 0.00 0.76 2.680 0 I I 4.82 29.833 0.00 0.76 2.675 0 I I I 4.82 29.917 0.00 0.76 2.670 0 4.81 30.000 0.00 0.76 2.665 0 I I I 4.80 30.083 0.00 0.76 2.659 0 I I 4.79 30.167 0.00 0.76 2.654 0 I I 4.79 30.250 0.00 0.76 2.649 0 4.78 30.333 0.00 0.76 2.644 0 I I 4.77 30.417 0.00 0.76 2.638 0 I I I 4.76 30.500 0.00 0.76 2.633 0 I I 4.76 30.583 0.00 0.76 2.628 0 I I 4.75 30.667 0.00 0.76 2.623 0 I I 4.74 30.750 0.00 0.76 2.617 0 I 4.73 30.833 0.00 0.76 2.612 0 I I I 4.73 30.917 0.00 0.76 2.607 0 I I I I 4.72 31.000 0.00 0.76 2.602 0 I I I I 4.71 31.083 0.00 0.76 2.597 0 I I I 4.70 31.167 0.00 0.76 2.591 O I I I 4.70 31.250 0.00 0.76 2.586 0 4.69 31.333 0.00 0.76 2.581 0 I I 4.68 31.417 0.00 0.76 2.576 0 I I I I 4.67 31.500 0.00 0.76 2.570 0 I I I I 4.67 31.583 0.00 0.76 2.565 0 I I I 4'.66 31.667 0.00 0.76 2.560 0 I I 4.65 31.750 0.00 0.76 2.555 0 I I I I 4.64 31.833 0.00 0.76 2.550 0 I I I I 4.64 31.917 0.00 0.76 2.544 0 I I I I 4.63 32.000 0.00 0.76 2.539 0 I I I I 4.62 32.083 0.00 0.76 2.534 0 I I I I 4.62 32.167 0.00 0.76 2.529 0 ( I I I 4.61 32.250 0.00 0.76 2.523 0 I I 4.60 32.333 0.00 0.76 2.518 0 I I I 4.59 32.417 0.00 0.76 2.513 0 I I I 4.59 32.500 0.00 0.76 2.508 0 I I I 4.58 32.583 0.00 0.76 2.503 0 4.57 32.667 0.00 0.76 2.497 0 4.56 32.750 0.00 0.76 2.492 0 I I 4.56 32.833 0.00 0.76 2.487 0 I I 4.55 32.917 0.00 0.76 2.482 0 I I 4.54 33.000 0.00 0.76 2.477 0 I I 4.53 33.083 0.00 0.76 2.471 0 I I I 4.53 33.167 0.00 0.75 2.466 0 I I 4.52 33.250 0.00 0.75 2.461 0 I I I 4.51 33.333 0.00 0.75 2.456 0 I I 4.50 33.417 0.00 0.75 2.451 0 I I I 4.50 33.500 0.00 0.75 2.445 0 I I 4.49 33.583 0.00 0.75 2.440 0 I I I 4.48 33.667 0.00 0.75 2.435 0 I 4.47 33.750 0.00 0.75 2.430 0 I I I 4.47 33.833 0.00 0.75 2.425 0 I 4.46 33.917 0.00 0.75 2.419 0 I I 4.45 34.000 0.00 0.75 2.414 0 I I I 4.44 34.083 0.00 0.75 2.409 0 I I I 4.44 34.167 0.00 0.75 2.404 0 I I I 4.43 34.250 0.00 0.75 2.399 0 I I 4.42 34.333 0.00 0.75 2.394 0 I I I 4.42 34.417 0.00 0.75 2.388 0 I I I I 4.41 34.500 0.00 0.75 2.383 0 I I 4.40 34.583 0.00 0.75 2.378 0 I I I I 4.39 34.667 0.00 0.75 2.373 0 I I I 4.39 34.750 0.00 0.75 2.368 0 I I I 4.38 34.833 0.00 0.75 2.362 0 I 4.37 34.917 0.00 0.75 2.357 0 I I I 4.36 35.000 0.00 0.75 2.352 0 I I I I 4.36 35.083 0.00 0.75 2.347 0 I I I I 4.35 35.167 0.00 0.75 2.342 0 I I 4.34 35.250 0.00 0.75 2.337 0 I I I 4.33 35.333 0.00 0.75 2.331 0 I I 4.33 35.417 0.00 0.75 2.326 0 I I 4.32 35.500 0.00 0.75 2.321 0 I I 4.31 35.583 0.00 0.75 2.316 0 I I I 4.30 35.667 0.00 0.75 2.311 0 I I I 4.30 35.750 0.00 0.75 2.306 0 I 4.29 35.833 0.00 0.75 2.300 0 I I 4.28 35.917 0.00 0.75 2.295 0 I I 4.28 36.000 0.00 0.75 2.290 0 I I I 4.27 36.083 0.00 0.75 2.285 0 I I 4.26 36.167 0.00 0.75 2.280 0 I I 4.25 36.250 0.00 0.75 2.275 0 I I 4.25 • 36.333 0.00 0.75 2.270 0 I 4.24 36.417 0.00 0.75 2.264 0 I I 4.23 36.500 0.00 0.75 2.259 0 I I I 4.22 36.583 0.00 0.75 2.254 0 I I I I 4.22 36.667 0.00 0.75 2.249 0 I I 4.21 7 36.750 0.00 0.75 2.244 0 I I I 4.20 36.833 0.00 0.75 2.239 0 I I I I 4.19 36.917 0.00 0.75 2.233 0 I I I I 4.19 37.000 0.00 0.75 2.228 0 I I 4.18 37.083 0.00 0.75 2.223 0 I I I I 4.17 37.167 0.00 0.75 2.218 0 I I I I 4.17 37.250 0.00 0.75 2.213 0 I I I I 4.16 37.333 0.00 0.75 2.208 0 I I I 4.15 37.417 0.00 0.75 2.203 0 I I I I 4.14 37.500 0.00 0.75 2.198 0 I I 4.14 37.583 0.00 0.75 2.192 0 I I I 4.13 37.667 0.00 0.75 2.187 0 I I I 4.12 37.750 0.00 0.74 2.182 0 I I I 4.11 37.833 0.00 0.74 2.177 0 I 4.11 37.917 0.00 0.74 2.172 0 I I 4.10 38.000 0.00 0.74 2.167 0 I I I 4.09 38.083 0.00 0.74 2.162 0 I 4.08 38.167 0.00 0.74 2.156 0 I I I 4.08 38.250 0.00 0.74 2.151 0 I I I 4.07 38.333 0.00 0.74 2.146 0 I I 4.06 38.417 0.00 .0.74 2.141 0 I 4.06 38.500 0.00 0.74 2.136 0 I 4.05 38.583 0.00 0.74 2.131 0 I 4.04 38.667 0.00 0.74 2.126 0 I I I I 4.03 38.750 0.00 0.74 2.121 0 I I 4.03 38.833 0.00 0.74 2.116 0 I I 4.02 38.917 0.00 0.74 2.110 0 I I 4.01 39.000 0.00 0.74 2.105 0 I I I 4.00 39.083 0.00 0.74 2.100 0 I I I 4.00 39.167 0.00 0.74 2.095 0 I 3.99 39.250 0.00 0.74 2.090 0 I I I 3.98 39.333 0.00 0.74 2.085 0 I I I 3.97 39.417 0.00 0.74 2.080 0 I I I 3.97 39.500 0.00 0.74 2.075 0 I I I 3.96 39.583 0.00 0.74 2.070 0 I 3.95 39.667 0.00 0.74 2.064 0 I I 3.94 39.750 0.00 0.74 2.059 0 I I 3.93 39.833 0.00 0.74 2.054 0 I I I I 3.93 39.917 0.00 0.74 2.049 0 3.92 40.000 0.00 0.74 2.044 0 I 3.91 40.083 0.00 0.74 2.039 0 I I I 3.90 40.167 0.00 0.74 2.034 0 I I I I 3.90 40.250 0.00 0.74 2.029 0 I I 3.89 40.333 0.00 0.74 2.024 0 I I I 3.88 40.417 0.00 0.74 2.019 0 I I I I 3.87 40.500 0.00 0.74 2.014 0 I I I 3.86 40.583 0.00 0.74 2.008 0 I I I 3.86 40.667 0.00 0.74 2.003 0 I 3.85 40.750 0.00 0.74 1.998 0 I I 3.84 40.833 0.00 0.74 1.993 0 I I I 3.83 40.917 0.00 0.74 1.988 0 I I 3.83 41.000 0.00 0.74 1.983 0 I I I I 3.82 41.083 0.00 0.74 1.978 0 I I I 3.81 41.167 0.00 0.74 1.973 0 I I I 3.80 41.250 0.00 0.74 1.968 0 I I 3.79 41.333 0.00 0.74 1.963 0 I I I 3.79 41.417 0.00 0.74 1.958' 0 I I I I 3.78 41.500 0.00 0.74 1.953 0 I I 3.77 41.583 0.00 0.74 1.948 0 I I 3.76 41.667 0.00 0.74 1.942 0 I 3.76 41.750 0.00 0.74 1.937 0 I I 3.75 41.833 0.00 0.74 1.932 0 I I 3.74 41.917 0.00 0.74 1.927 0 I I 3.73 42.000 0.00 0.74 1.922 0 I 3.73 42.083 0.00 0.73 1.917 0 I I I I 3.72 42.167 0.00 0.73 1.912 0 I I I I 3.71 42.250 0.00 0.73 1.907 0 I I I I 3.70 42.333 0.00 0.73 1.902 0 I I I I 3.69 42.417 0.00 0.73 1.897 0 I I I I 3.69 42.500 0.00 0.73 1.892 0 I I 3.68 42.583 0.00 0.73 1.887 0 I I I I 3.67 42.667 0.00 0.73 1.882 0 I I I 3.66 42.750 0.00 0.73 1.877 0 I I I 3.66 42.833 0.00 0.73 1.872 0 I I I I 3.65 42.917 0.00 0.73 1.867 0 I I ( I 3.64 43.000 0.00 0.73 1.862 0 I 3.63 43.083 0.00 0.73 1.856 0 I I 3.62 43.167 0.00 0.73 1.851 0 I I 3.62 43.250 0.00 0.73 1.846 0 I I I 3.61 43.333 0.00 0.73 1.841 0 I 3.60 43.417 0.00 0.73 1.836 0 I I I 3.59 43.500 0.00 0.73 1.831 0 I I 3.59 43.583 0.00 0.73 1.826 0 I 3.58 43.667 0.00 0.73 1.821 0 I I I I 3.57 43.750 0.00 0.73 1.816 0 I I I I 3.56 43.833 0.00 0.73 1.811 0 I I I 3.56 43.917 0.00 0.73 1.806 0 I I 3.55 44.000 0.00 0.73 1.801 0 I I 3.54 44.083 0.00 0.73 1.796 0 I I I 3.53 44.167 0.00 0.73 1.791 0 I I I 3.52 44.250 0.00 0.73 1.786 0 I I I 3.52 44.333 0.00 0.73 1.781 0 I I I 3.51 44.417 0.00 0.73 1.776 0 I , 3.50 44.500 0.00 0.73 1.771 0 44.583 0.00 0.73 1.766 0 I I I 3.49 44.667 0.00 0.73 1.761 0 I I I I 3.48 44.750 0.00 0.73 1.756 0 I I I 3.47 44.833 0.00 0.73 1.751 0 I I I 3.46 44.917 0.00 0.73 1.746 0 I I I 3.46 45.000 0.00 0.73 1.741 0 I I I I 3.45 45.083 0.00 0.73 1.736 0 I I I 3.44 45.167 0.00 0.73 1.731 0 I I I I 3.43 45.250 0.00 0.73 1.726 0 I I 3.42 45.333 0.00 0.73 1.721 0 I I I 3.42 45.417 0.00 0.73 1.716 0 I 3.41 45.500 0.00 0.73 1.711 0 I 3.40 45.583 0.00 0.73 1.706 0 I I 3.39 45.667 0.00 0.73 1.701 0 I I I 3.39 45.750 0.00 0.73 1.696 0 I I 3.38 45.833 0.00 0.73 1.691 0 I I 3.37 45.917 0.00 0.73 1.686 0 I I 3.36 46.000 0.00 0.73 1.681 0 I f I 3.36 46.083 0.00 0.73 1.676 0 I I 3.35 46.167 0.00 0.73 1.671 0 I I I 3.34 46.250 0.00 0.73 1.666 0 I I I 3.33 46.333 0.00 0.73 1.661 0 I I I I 3.33 46.417 0.00 0.72 1.656 0 I I I 3.32 46.500 0.00 0.72 1.651 0 I I I I 3.31 46.583 0.00 0.72 1.646 0 I I I 3.30 46.667 0.00 0.72 1.641 0 I I 3.29 46.750 0.00 0.72 1.636 0 I I 3.29 46.833 0.00 0.72 1.631 0 I 3.28 46.917 0.00 0.72 1.626 0 I I I 3.27 • 47.000 0.00 0.72 1.621 0 I I I 3.26 47.083 0.00 0.72 1.616 0 I I I 3.26 47.167 0.00 0.72 1.611 0 I I 3:25 47.250 0.00 0.72 1.606 0 I I 3.24 47.333 0.00 0.72 1.601 0 I I 3.23 47.417 0.00 0.72 1.596 0 I I I 3.23 47.500 0.00 0.72 1.591 0 I I I 3.22 47.583 0.00 0.72 1.586 0 I I I 3.21 47.667 0.00 0.72 1.581 0 I I I 3.20 47.750 0.00 0.72 1.576 0 I I I 3.20 47.833 0.00 0.72 1.571 0 47.917 0.00 0.72 1.566 0 I I I 3.18 48.000 0.00 0.72 1.561 0 I I I I 3.17 48.083 0.00 0.72 1.556 0 I I 3.17 48.167 0.00 0.72 1.551 0 I I 3.16 48.250 0.00 0.72 1.546 0 48.333 0.00 0.72 1.541 O I I I I 3.14 48.417 0.00 0.72 1.536 0 48.500 0.00 0.72 1.531 0 I I I 3.13 48.583 0.00 0.72 1.526 0 I I I 3.12 48.667 0.00 0.72 1.521 0 I I I 3.11 48.750 0.00 0.72 1.516 0 I I I I 3.10 48.833 0.00 0.72 1.511 0 I I I 3.10 48.917 0.00 0.72 1.507 0 I I I 3.09 49.000 0.00 0.72 1.502 0 I I I I 3.08 49.083 0.00 0.72 1.497 0 I I I 3.07 49.167 0.00 0.72 1.492 0 I I I 3.07 49.250 0.00 0.72 1.487 0 I 3.06 49.333 0.00 0.72 1.482 O 49.417 0.00 0.72 1.477 0 I I I 3.04 49.500 0.00 0.72 1.472 0 I I I I 3.04 49.583 0.00 0.72 1.467 0 I I 3.03 49.667 0.00 0.72 1.462 0 I 3.02 49.750 0.00 0.72 1.457 O 49.833 0.00 0.72 1.452 0 I I I 3.01 49.917 0.00 0.72 1.447 0 I I I 3.00 50.000 0.00 0.72 1.442 0 I I I 2.99 50.083 0.00 0.72 1.437 0 I I 2.98 50.167 0.00 0.72 1.432 0 I I 2.97 50.250 0.00 0.72 1.427 0 I I I 2.97 50.333 0.00 0.72 1.423 0 I I I 2.96 50.417 0.00 0.72 1.418 0 I I 2.95 50.500 0.00 0.72 1.413 0 I I I I 2.94 50.583 0.00 0.72 1.408 0 I I I 2.93 50.667 0.00 0.72 1.403 0 I I I 2.93 50.750 0.00 0.72 1.398 0 I I I 2.92 50.833 0.00 0.71 1.393 0 I I 2.91 50.917 0.00 0.71 1.388 0 I I I 2.90 51.000 0.00 0.71 1.383 0 I 2.89 51.083 0.00 0.71 1.378 0 I I I I 2.88 51.167 0.00 0.71 1.373 0 I I I 2.88 51.250 0.00 0.71 1.368 0 I I I I 2.87 51.333 0.00 0.71 1.363 0 I I 2.86 51.417 0.00 0.71 1.359 0 I 2.85 51.500 0.00 0.71 1.354 0 I I I I 2.84 51.583 0.00 0.71 1.349 0 I I I 2.84 51.667 0.00 0.71 1.344 0 I I I I 2.83 51.750 0.00 0.71 1.339 0 I I 2.82 51.833 0.00 0.71 1.334 0 I I I 2.81 51.917 0.00 0.71 1.329 0 I I 2.80 52.000 0.00 0.71 1.324 0 I I 2.79 52.083 0.00 0.71 1.319 0 I I I 2.79 52.167 0.00 0.71 1.314 0 I I I I 2.78 52.250 0.00 0.71 1.309 0 I I I 2.77 • 52.333 0.00 0.71 1.305 0 I I I 2.76 52.417 0.00 0.71 1.300 0 I I 2.75 52.500 0.00 0.71 1.295 0 I I I 2.75 52.583 0.00 0.71 1.290 0 I I I 2.74 52.667 0.00 0.71 1.285 0 I I I 2.73 52.750 0.00 0.71 1.280 0 I I I I 2.72 52.833 0.00 0.71 1.275 0 I I I I 2.71 52.917 0.00 0.71 1.270 0 I I I I 2.71 53.000 0.00 0.71 1.265 0 I I I I 2.70 53.083 0.00 0.71 1.261 0 I I I 2.69 53.167 0.00 0.71 1.256 0 I I I 2.68 53.250 0.00 0.71 1.251 0 I I I 2.67 53.333 0.00 0.71 1.246 0 I I 2.67 53.417 0.00 0.71 1.241 0 I I 2.66 53.500 0.00 0.71 1.236 0 I I I 2.65 53.583 0.00 0.71 1.231 0 I I I 2.64 53.667 0.00 0.71 1.226 0 I I I I 2.63 53.750 0.00 0.71 1.221 0 I I I I 2.62 53.833 0.00 0.71 1.217 0 I I I I 2.62 53.917 0.00 0.71 1.212 0 I I I 2.61 54.000 0.00 0.71 1.207 0 I I I 2.60 54.083 0.00 0.71 1.202 0 I I I I 2.59 54.167 0.00 0.71 1.197 0 I I I I 2.58 54.250 0.00 0:71 1.192 0 I I I I 2.58 54.333 0.00 0.71 1.187 0 I I I 2.57 54.417 0.00 0.71 1.182 0 I I I 2.56 54.500 0.00 0.71 1.178 0 I I I 2.55 54.583 0.00 0.71 1.173 0 I I I I 2.54 54.667 0.00 0.71 1.168 0 I I I 2.54 54.750 0.00 0.71 1.163 0 I I 2.53 54.833 0.00 0.71 1.158 0 I I 2.52 54.917 0.00 0.71 1.153 0 I 2.51 55.000 0.00 0.71 1.148 0 I I I I 2.50 55.083 0.00 0.70 1.144 0 I I I I 2.50 55.167 0.00 0.70 1.139 0 I I 2.49 55.250 0.00 0.70 1.134 0 I I I 2.48 55.333 0.00 0.70 1.129 0 I I I 2.47 55.417 0.00 0.70 1.124 0 I I 2.46 55.500 0.00 0.70 1.119 0 I I I I 2.46 55.583 0.00 0.70 1.115 0 I I I 2.45 55.667 0.00 0.70 1.110 0 I I I I 2.44 55.750 0.00 0.70 1.105 0 I I I 2.43 55.833 0.00 0.70 1.100 0 I I I I 2.42 55.917 0.00 0.70 1.095 0 I I I I 2.42 56.000 0.00 0.70 1.090 0 I I I I 2.41 56.083 0.00 0.70 1.085 0 I I 2.40 56.167 0.00 0.70 1.081 0 I I I 2.39 56.250 0.00 0.70 1.076 0 I I I I 2,38 56.333 0.00 0.70 1.071 0 I I I I 2.38 56.417 0.00 0.70 1.066 0 I I I 2.37 56.500 0.00 0.70 1.061 0 I I I 2.36 56.583 0.00 0.70 1.056 0 I I I I 2.35 56.667 0.00 0.70 1.052 0 I I I I 2.34 56.750 0.00 0.70 1.047 0 I I I I 2.34 56.833 0.00 0.70 1.042 0 I I 2.33 56.917 0.00 0.70 1.037 0 I I I I 2.32 57.000 0.00 0.70 1.032 0 I I I 2.31 57.083 0.00 0.70 1.027 0 I I I 2.30 57.167 0.00 0.70 1.023 0 I I I 2.30 57.250 0.00 0.70 1.018 0 I I I I 2.29 57.333 0.00 0.70 1.013 0 I I I 2.28 57.417 0.00 0.70 1.008 0 I I 2.27 57.500 0.00 0.70 1.003 0 I I 2.26 57.583 0.00 0.70 0.999 O 2.26 • 57.667 0.00 0.70 0.994 0 I I I 2.25 57.750 0.00 0.70 0.989 0 I I I 2.24 57.833 0.00 0.70 0.9.84 0 I 2.23 57.917 0.00 0.70 0.979 O I 2.22 58.000 0.00 0.70 0.975 0 I 2.22 58.083 0.00 0.70 0.970 0 I I I 2.21 • 58.167 0.00 0.70 0.965 0 I 2.20 58.250 0.00 0.70 0.960 0 I I 2.19 58.333 0.00 0.70 0.955 0 I I 2.18 58.417 0.00 0.70 0.950 0 I I I 2.18 58.500 0.00 0.70 0.946 0 I I I I 2.17 58.583 0.00 0.70 0.941 0 I I I I 2.16 58.667 0.00 0.70 0.936 0 I 2.15 58.750 0.00 0.70 0.931 0 I I 2.14 58.833 0.00 0.70 0.926 0 I I I 2.14 58.917 0.00 0.70 0.922 0 I I I I 2.13 59.000 0.00 0.70 0.917 0 I I I 2.12 59.083 0.00 0.70 0.912 0 I I I I 2.11 59.167 0.00 0.70 0.907 0 I I I 2.10 59.250 0.00 0.70 0.903 0 I I 2.10 59.333 0.00 0.70 0.898 0 I I I I 2.09 59.417 0.00 0.69 0.893 0 I I I I 2.08 59.500 0.00 0.69 0.888 0 I I I I 2.07 59.583 0.00 0.69 0.883 0 I I I I 2.07 59.667 0.00 0.69 0.879 0 I I I 2.06 59.750 0.00 0.69 0.874 0 I I I I 2.05 59.833 0.00 0.69 0.869 0 I I f 2.04 59.917 0.00 0.69 0.864 0 I 2.03 60.000 0.00 0.69 0.859 0 I 2.03 60.083 0.00 0.69 0.855 0 I I I 2.02 60.167 0.00 0.69 0.850 0 I I I 2.01 60.250 0.00 0.69 0.845 0 I I I 2.00 60.333 0.00 0.69 0.840 O I I 1.99 60.417 0.00 0.69 0.836 O I I 1.99 1 60.500 0.00 0.69 0.831 O I I I I 1.98 60.583 0.00 0.69 0.826 0 I I ( 1.97 60.667 0.00 0.69 0.821 0 I I 1.96 60.750 0.00 0.69 0.817 O I 60.833 0.00 0.69 0.812 0 I I I 1.94 60.917 0.00 0.69 0.807 0 I I 1.93 61.000 0.00 0.69 0.802 0 I I I 1.93 61.083 0.00 0.69 0.798 0 I I I 1.92 61.167 0.00 0.69 0.793 0 61.250 0.00 0.69 0.788 O I I I I 1.90 61.333 0.00 0.69 0.783 0 I I I 1.89 61.417 0.00 0.69 0.778 0 I I I 1.88 61.500 0.00 0.69 0.774 0 61.583 0.00 0.69 0.769 0 I I I I 1.87 61.667 0.00 0.69 0.764 0 I I I 1.86 61.750 0.00 0.69 0.759 0 61.833 0.00 0.69 0.755 0 I I I ' 1.84 61.917 0.00 0.69 0.750 0 I 1.83 62.000 0.00 0.69 0.745 0 I I 1.82 62.083 0.00 0.69 0.740 0 I I I 1.81 62.167 0.00 0.69 0.736 0 I 1.81 62.250 0.00 0.69 0.731 0 I 1.80 62.333 0.00 0.69 0.726 0 I I I 1.79 62.417 0.00 0.69 0.722 0 I I I 1.78 62.500 0.00 0.69 0.717 0 I I 1.77 62.583 0.00 0.69 0.712 0 I 1.76 62.667 0.00 0.69 0.707 0 I I 1.76 62.750 0.00 0.69 0.703 0 I I 1.75 62.833 0.00 0.69 0.698 0 I I I 1.74 62.917 0.00 0.69 0.693 0 I I 1.73 • 63.000 0.00 0.69 0.688 0 I 1.72 63.083 0.00 0.69 0.684 0 I I I 1.71 63.167 0.00 0.69 0.679 0 I I I 1.70 63.250 0.00 0.69 0.674 0 I I I 1.70 63.333 0.00 0.69 0.669 0 I I 1.69 63 .417 0.00 0.69 0.665 0 I I 1.68 • 63.500 0.00 0.69 0.660 0 I I I 1.67 63.583 0.00 0.69 0.655 0 I 1.66 63.667 0.00 0.69 0.651 0 I 1.65 63.750 0.00 0.68 0.646 0 I 1.65 63.833 0.00 0.68 0.641 0 I I I I 1.64 63.917 0.00 0.68 0.636 0 I I 1.63 64.000 0.00 0.68 0.632 0 I I I 1.62 64.083 0.00 0.68 0.627 0 I I 1.61 64.167 0.00 0.68 0.622 0 I I 1.60 64.250 0.00 0.68 0.618 0 I 1.60 64.333 0.00 0.68 0.613 0 1.59 64.417 0.00 0.68 0.608 0 I I I 1.58 64.500 0.00 0.68 0.603 0 I I 1.57 64.583 0.00 0.68 0.599 0 I 1.56 64.667 0.00 0.68 0.594 0 I I I 1.55 64.750 0.00 0.68 0.589 0 I I I 1.54 64.833 0.00 0.68 0.585 O I I I 1.54 64.917 0.00 0.68 0.580 0 I I I I 1.53 65.000 0.00 0.68 0.575 0 I I 1.52 65.083 0.00 0.68 0.571 0 I I I 1.51 65.167 0.00 0.68 0.566 0 I 1.50 65.250 0.00 0.68 0.561 0 I I 1.49 65.333 0.00 0.68 0.557 0 I I I 1.49 65.417 0.00 0.68 0.552 0 I I I 1.48 65.500 0.00 0.68 0.547 0 I I I 1.47 65.583 0.00 0.68 0.542 0 I I I 1.46 65.667 0.00 0.68 0.538 0 I I I 1.45 65.750 0.00 0.68 0.533 0 I I 1.44 65.833 0.00 0.68 0.528 0 1.44 65.917 0.00 0.68 0.524 0 I I I I 1.43 66.000 0.00 0.68 0.519 0 I 1.42 66.083 0.00 0.68 0.514 0 1.41 66.167 0.00 0.68 0.510 0 I I I I 1.40 66.250 0.00 0.68 0.505 0 I I I 1.39 66.333 0.00 0.68 0.500 0 I I 1.39 66.417 0.00 0.68 0.496 0 I I I I 1.38 66.500 0.00 0.68 0.491 0 I I 1.37 66.583 0.00 0.68 0.486 0 I I 1.36 66.667 0.00 0.68 0.482 0 I 1.35 66.750 0.00 0.68 0.477 0 I I I 1.34 66.833 0.00 0.68 0.472 0 I I 1.34 66.917 0.00 0.68 0.468 0 I I 1.33 67.000 0.00 0.68 0.463 0 I I 1.32 67.083 0.00 0.68 0.458 0 I I I I 1.31 67.167 0.00 0.68 0.454 0 I 1.30 67.250 0.00 0.68 0.449 0 1.29 67.333 0.00 0.68 0.444 0 I I I 1.28 67.417 0.00 0.68 0.440 0 I I 1.28 67.500 0.00 0.68 0.435 0 I 1.27 67.583 0.00 0.68 0.430 0 1.26 67.667 0.00 0.68 0.426 0 I I I I 1.25 67.750 0.00 0.68 0.421 0 I I 1.24 67.833 0.00 0.68 0.416 0 I I I I 1.24 67.917 0.00 0.68 0.412 0 I I 1.23 68.000 0.00 0.68 0.407 0 I I I 1.22 68.083 0.00 0.67 0.402 0 + I I 1.21 68.167 0.00 0.67 0.398 0 I I I 1.20 68.250 0.00 0.67 0.393 0 I I 1.19 • 68.333 0.00 0.67 0.388 0 I I 1.19 68.417 0.00 0.67 0.384 0 I I 1.18 68.500 0.00 0.67 0.379 0 I 1.17 68.583 0.00 0.67 0.375 0 I I 1.16 68.667 0.00 0.67 0.370 0 I I 1.15 68.750 0.00 0.67 0.365 0 I I I I 1.14 68.833 0.00 0.67 0.361 0 I 1.14 68.917 0.00 0.67 0.356 0 I I 1.13 69.000 0.00 0.67 0.351 0 I I 1.12 69.083 0.00 0.67 0.347 0 I I I I 1.11 69.167 0.00 0.67 0.342 0 I I I 1.10 69.250 0.00 0.67 0.337 0 I I 1.09 69.333 0.00 0.67 0.333 0 I I 1.09 69.417 0.00 0.67 0.328 0 I I I I 1.08 69.500 0.00 0.67 0.324 0 I I I 1.07 69.583 0.00 0.67 0.319 0 I I 1.06 69.667 0.00 0.67 0.314 0 I I I I 1.05 69.750 0.00 0.67 0.310 0 I I I I 1.04 69.833 0.00 0.67 0.305 0 I I I 1.04 69.917 0.00 0.67 0.300 0 I 1.03 70.000 0.00 0.67 0.296 0 I 1.02 70.083 0.00 0.67 0.291 0 I 1.01 70.167 0.00 0.67 0.287 0 I I 1.00 70.250 0.00 0.66 0.282 0 I I I 0.99 70.333 0.00 0.65 0.278 0 I I I I 0.97 70.417 0.00 0.64 0.273 0 I 0.96 70.500 0.00 0.63 0.269 0 70.583 0.00 0.62 0.264 O I I I , 0.93 70.667 0.00 0.61 0.260 0 I I I 0.91 70.750 0.00 0.60 0.256 0 I I I I 0.90 70.833 0.00 0.59 0.252 0 I I I 0.88 70.917 0.00 0.58 0.248 0 I I I I 0.87 71.000 0.00 0.57 0.244 0 I I I I 0.86 71.083 0.00 0.56 0.240 0 I I I 0.84 71.167 0.00 0.55 0.236 0 I I I 0.83 71.250 0.00 0.55 0.232 0 I I I 0.81 71.333 0.00 0.54 0.229 0 I I I 0.80 71.417 0.00 0.53 0.225 0 I I I 0.79 71.500 0.00 0.52 0.221 0 I I I 0.78 71.583 0.00 0.51 0.218 0 I I 0.76 71.667 0.00 0.50 0.214 0 I I 0.75 71.750 0.00 0.50 0.211 0 I I I 0.74 71.833 0.00 0.49 0.207 0 I 0.73 71.917 0.00 0.48 0.204 0 I I I 0.72 72.000 0.00 0.47 0.201 0 I I I 0.70 72.083 0.00 0.46 0.198 0 I I 0.69 72.167 0.00 0.46 0.194 0 I I I I 0.68 72.250 0.00 0.45 0.191 0 I I I I 0.67 72.333 0.00 0.44 0.188 0 I I I I 0.66 72.417 0.00 0.44 0.185 0 I I I 0.65 72.500 0.00 0.43 0.182 0 I I 0.64 72.583 0.00 0.42 0.179 0 I I I I 0.63 72.667 0.00 0.41 0.176 0 I I 0.62 72.750 0.00 0.41 0.174 0 I 0.61 72.833 0.00 0.40 0.171 0 I 0.60 72.917 0.00 0.39 0.168 0 I I I 0.59 73.000 0.00 0.39 0.165 0 I 0.58 73.083 0.00 0.38 0.163 0 I 0.57 73.167 0.00 0.38 0.160 0 I I 0.56 73.250 0.00 0.37 0.157 0 I I I 0.55 73.333 0.00 0.36 0.155 0 I I 0.54 73.417 0.00 0.36 0.152 0 I I 0.53 73.500 0.00 0.35 0.150 0 I I I 0.53 73.583 0.00 0.35 0.148 0 I I 0.52 • 73.667 0.00 0.34 0.145 0 I 0.51 73.750 0.00 0.34 0.143 0 I I 0.50 73.833 0.00 0.33 0.141 0 I I 0.49 73.917 0.00 0.33 0.138 0 I I 0.49 74.000 0.00 0.32 0.136 0 I I I 0.48 74.083 0.00 0.31 0.134 0 I 0.47 16, 74.167 0.00 0.31 0.132 0 I I 0.46 74.250 0.00 0.30 0.130 0 I 0.45 74.333 0.00 0.30 0.128 0 I I I I 0.45 74.417 0.00 0.30 0.126 0 I I I I 0.44 74.500 0.00 0.29 0.124 0 I 0.43 74.583 0.00 0.29 0.122 0 I I I 0.43 74.667 0.00 0.28 0.120 0 I I I 0.42 74.750 0.00 0.28 0.118 0 I 0.41 74.833 0.00 0.27 0.116 0 I I 0.41 74.917 0.00 0.27 0.114 0 I I 0.40 75.000 0.00 0.26 0.112 0 I 0.39 75.083 0.00 0.26 0.110 0 I I 0.39 75.167 0.00 0.26 0.109 0 0.38 75.250 0.00 0.25 0.107 0 I I 0.37 75.333 0.00 0.25 0.105 0 I 0.37 75.417 0.00 0.24 0.103 0 I ' I 0.36 75.500 0.00 0.24 0.102 0 I + I 0.36 75.583 0.00 0.24 0.100 0 I I 0.35 75.667 0.00 0.23 0.098 0 I I I 0.35 75.750 0.00 0.23 0.097 0 I I 0.34 75.833 0.00 0.22 0.095 0 I I I 0.33 75.917 0.00 0.22 0.094 0 I I I I 0.33 76.000 0.00 0.22 0.092 0 I I I 0.32 76.083 0.00 0.21 0.091 0 I I 0.32 76.167 0.00 0.21 0.089 0 I I I I 0.31 76.250 0.00 0.21 0.088 0 I I I I 0.31 76.333 0.00 0.20 0.086 0 I I I I 0.30 76.417 0.00 0.20 0.085 0 I I I I 0.30 76.500 0.00 0.20 0.084 O 76.583 0.00 0.19 0.082 0 I I I I 0.29 76.667 0.00 0.19 0.081 0 I I I I 0.28 76.750 0.00 0.19 0.080 0 I I I 0.28 76.833 0.00 0.18 0.078 0 I I 0.28 76.917 0.00 0.18 0.077 0 I I 0.27 77.000 0.00 0.18 0.076 0 I I I I 0.27 77.083 0.00 0.18 0.075 0 I I I 0.26 77.167 0.00 0.17 0.074 0 I I I 0.26 77.250 0.00 0.17 0.072 0 I I I 0.25 77.333 0.00 0.17 0.071 0 I I I 0.25 77.417 0.00 0.16 0.070 0 I I 0.25 77.500 0.00 0.16 0.069 0 I I I 0.24 77.583 0.00 0.16 0.068 0 I I 0.24 77.667 0.00 0.16 0.067 0 I I I 0.23 77.750 0.00 0.15 0.066 0 0.23 77.833 0.00 0.15 .0.065 0 I I I 0.23 77.917 0.00 0.15 0.064 0 I I I 0.22 78.000 0.00 0.15 0.063 0 I I I I 0.22 78.083 0.00 0.14 0.062 0 I I I 0.22 78.167 0.00 0.14 0.061 0 I I I I 0.21 78.250 0.00 0.14 0.060 0 I I I 0.21 78.333 0.00 0.14 0.059 0 I 0.21 78.417 0.00 0.14 0.058 0 I I I 0.20 78.500 0.00 0.13 0.057 0 I I I 0.20 78.583 0.00 0.13 0.056 0 I I 0.20 78.667 0.00 0.13 0.055 0 ( I I I 0.19 78.750 0.00 0.13 0.054 0 I I I 0.19 78.833 0.00 0.13 0.053 0 0.19 78.917 0.00 0.12 0.052 0 I I I 0.18 • 79.000 0.00 0.12 0.052 0 I I I 0.18 79.083 0.00 0.12 0.051 0 I I I I 0.18 79.167 0.00 0.12 0.050 0 I I 0.18 79.250 0.00 0.12 0.049 0 I I 0.17 79.333 0.00 0.11 0.048 0 I I 0.17 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 960 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.819 (CFS) Total volume = 4.535 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �J • 79.417 0.00 0.11 0.048 0 I I I 0.17 79.500 0.00 0.11 0.047 0 I I 0.16 79.583 0.00 0.11 0.046 0 I 0.16 79.667 0.00 0.11 0.045 0 ( I I I 0.16 79.750 0.00 0.10 0.045 0 I I I 0.16 79.833 0.00 0.10 0.044 0 I I I 0.15 79.917 0.00 0.10 0.043 0 I I 0.15 80.000 0.00 0.10 0.042 0 I 0.15 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 960 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.819 (CFS) Total volume = 4.535 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �J • Appendl*x =2 PROPOSED CONDITION RETENTION BASIN ROUTING & UNIT HYDROGRAPH CALCULATIONS 100 - YEAR STORM / 3HR 78.900 Avenue 47 5 E Suite 208 W Quinto, CA 92253 S C H U L 7 Z Voice: 760- 771 -4013 FAX: 760 - 771.4073 PLANNERS ENGINEERS SURVEYORS • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/03/08 File: 97DUH31003100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33597 PROPOSED CONDITION Q100 / 3HR STORM [FILE:97DUH31001 Drainage Area = 27.10(Ac.) = 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.10(Ac.) = 0.042 Sq. Mi. Length along longest watercourse = 1950.00(Ft.) Length along longest watercourse measured to centroid = 975.00(Ft.) Length along longest watercourse = 0.369 Mi. Length along longest watercourse measured to centroid = 0.185 Mi. Difference in elevation = 65.50(Ft.) Slope along watercourse = 177.3538 Ft. /Mi. Average Manning's 'N' = 0.061 Lag time = 0.198 Hr. Lag time = 11.90 Min. 25% of lag time = 2.97 Min. 40% of lag time = 4.76 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 27.10 0.70 18.97 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] • 27.10 2.50 67.75 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.500(In) Time % of lag ---------- - - - - -- Distribution Unit Sub -Area Data: (hrs) Area(Ac.) Runoff Index Impervious --------------------------------------------------------------------- 1 4.900 91.00 0.000 4.695 1.282 16.400 69.00 0.500 0.167 84.067 3.600 69.00 0.900 3 2.200 69.00 1.000 27.717 7.570 Total Area Entered = 27.10(Ac.) 4 0.333 168.133 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 91.0 91.0 0.117 0.000 0.117 0.181 0.021 69.0 69.0 0.373 0.500 0.205 0.605 0.124 69.0 69.0 0.373 0.900 0.071 0.133 0.009 69.0 69.0 0.373 1.000 0.037 0.081 0.003 2.938 0.802 Sum (F) = 0.158 Area averaged mean soil loss (F) (In /Hr) = 0.158 2.374 0.648 Minimum soil loss rate ((In /Hr)) = 0.079 0.833 420.333 (for 24 hour storm duration) 0.499 11 Soil low loss rate (decimal) = --------------------------------------------------------------- 0.497 1.409 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve Hydrograph Data Unit time -Unit period Time % of lag ---------- - - - - -- Distribution Unit - ----- - - - - -- Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 42.033 4.695 1.282 2 0.167 84.067 19.508 5.328 3 0.250 126.100 27.717 7.570 4 0.333 168.133 16.433 4.488 5 0.417 210.167 7.993 2.183 6 0.500 252.200 5.218 1.425 7 0.583 294.233 3.907 1.067 8 0.667 336.267 2.938 0.802 9 0.750 378.300 2.374 0.648 10 0.833 420.333 1.826 0.499 11 0.917 462.366 1.409 0.385 12 1.000 504.400 1.280 0.350 13 1.083 546.433 1.060 0.289 14 1.167 588.466 0.854 0.233 15 1.250 630.500 0.713 0.195 16 1.333 672.533 0.571 0.156 17 1.417 714.566 0.438 0.120 18 1.500 756.600 0.420 0.115 19 1.583 798.633 0.420 0.115 20 1.667 840.666 0.224 0.061 ----------------------------------------------------------------------- Sum = 100.000 Sum= 27.312 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective • (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.390 0.158 - -- 0.23 2 0.17 1.30 0.390 0.158 - -- 0.23 3 0.25 1.10 0.330 0.158 - -- 0.17 4 0.33 1.50 0.450 0.158 - -- 0.29 5 0.42 1.50 0.450 0.158 - -- 0.29 6 0.50 1.80 0.540 0.158 0.38 7 0.58 1.50 0.450 0.158 - -- 0.29 8 0.67 1.80 0.540 0.158 - -- 0.38 9 0.75 1.80 0.540 0.158 - -- 0.38 10 0.83 1.50 0.450 0.158 - -- 0.29 11 0.92 1.60 0.480 0.158 - -- 0.32 12 1.00 1.80 0.540 0.158 - -- 0.38 13 1.08 2.20 0.660 0.158 - -- 0.50 14 1.17 2.20 0.660 0.158 - -- 0.50 15 1.25 2.20 0.660 0.158 - -- 0.50 16 1.33 2.00 0.600 0.158 - -- 0.44 17 1.42 2.60 0.780 0.158 - -- 0.62 18 1.50 2.70 0.810 0.158 - -- 0.65 19 1.58 2.40 0.720 0.158 - -- 0.56 20 1.67 2.70 0.810 0.158 - -- 0.65 21 1.75 3.30 0.990 0.158 - -- 0.83 22 1.83 3.10 0.930 0.158 - -- 0.77 23 1.92 2.90 0.870 0.158 - -- 0.71 24 2.00 3.00 0.900 0.158 - -- 0.74 25 2.08 3.10 0.930 0.158 - -- 0.77 26 2.17 4.20 1.260 0.158 - -- 1.10 27 2.25 5.00 1.500 0.158 - -- 1.34 28 2.33 3.50 1.050 0.158 - -- 0.89 29 2.42 6.80 2.040 0.158 - -- 1.88 30 2.50 7.30 2.190 0.158 - -- 2.03 31 2.58 8.20 2.460 0.158 - -- 2.30 32 2.67 5.90 1.770 0.158 - -- 1.61 33 2.75 2.00 0.600 0.158 - -- 0.44 34 2.83 1.80 0.540 0.158 - -- 0.38 35 2.92 1.80 0.540 0.158 0.38 36 3.00 0.60 0.180 0.158 - -- 0.02 Sum = 100.0 Sum = 24.3 Flood volume = Effective rainfall 2.03(In) times area 27.1(Ac.) /[(In) /(Ft.)] = 4.6(Ac.Ft) Total soil loss = 0.47(In) Total soil loss = 1.068(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 199370.7 Cubic Feet Total soil loss = 46532.6 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 46.010(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------- 0+ 5 0.0021 0.30 Q 0 +10 0.0126 1.54 VQ 0 +15 0.0348 3.22 V Q 0 +20 0.0630 4.10 V Q 0 +25 0.0960 4.79 V Q 0 +30 0.1364 5.87 IV Q 0 +35 0.1839 6.89 IV Q I I I • 0 +40 0.2361 7.57 I V Q I I I 0 +45 0.2914 8.03 I V Q I I I 0 +50 0.3506 8.59 I V Q I I I 0 +55 0.4100 8.63 I V Q I I I 1+ 0 0.4684 8.48 I V Q I I I i V Q V Q VV QI V QI V VIQQ i V V Q I I II I VVQ QV Q VQ VQ I V Q v Q V I Q QIV V Q Q IQ I V V Q I Q I I V QQ I I I VI Q I I I VVI Q I I I VI Q I I I VI Q I I I VI V V VI VI V ------------------------------- - - - - -- 1+ 5 0.5303 8.98 • 1 +10 0.6004 10.18 1 +15 0.6791 11.42 1 +20 0.7622 12.07 1 +25 0.8474 12.37 1 +30 0.9382 13.19 1 +35 1.0383 14.54 1 +40 1.1433 15.24 1 +45 1.2522 15.82 1 +50 1.3716 17.33 1 +55 1.5009 18.77 2+ 0 1.6325 19.11 2+ 5 1.7645 19.16 2 +10 1.9021 19.98 2 +15 2.0570 22.49 2 +20 2.2359 25.98 2 +25 2.4310 28.34 2 +30 2.6538 32.34 2 +35 2.9298 40.07 2 +40 3.2466 46.01 2 +45 3.5611 45.66 2 +50 3.8162 37.05 2 +55 3.9997 26.64 3+ 0 4.1394 20.29 3+ 5 4.2468 15.59 3 +10 4.3228 11.04 3 +15 4.3780 8.01 3 +20 4.4208 6.21 3 +25 4.4547 4.93 3 +30 4.4822 3.99 3 +35 4.5046 3.26 3 +40 4.5228 2.64 3 +45 4.5373 2.11 3 +50 4.5488 1.67 3 +55 4.5579 1.33 4+ 0 4.5651 1.05 4+ 5 4.5704 0.77 4 +10 4.5738 0.49 4 +15 4.5754 0.24 4 +20 4.5763 0.12 4 +25 4.5767 0.07 4 +30 4.5769 0.03 4 +35 ---------------------------- 4.5769 0.00 - - - - -- i V Q V Q VV QI V QI V VIQQ i V V Q I I II I VVQ QV Q VQ VQ I V Q v Q V I Q QIV V Q Q IQ I V V Q I Q I I V QQ I I I VI Q I I I VVI Q I I I VI Q I I I VI Q I I I VI V V VI VI V ------------------------------- - - - - -- Appendix B -3 PROPOSED CONDITION RETENTION BASIN ROUTING & UNIT HYDROGRAPH CALCULATIONS 100 -YEAR STORM / 6HR 78.900 Avenue 47 . M O E S E Suite 208 La Quinto, CA 92251 S C H U L 7 z Voico: 760. 771 -4013 FAX: 760 - 771.4073 PLANNERS ENGINEERS SURVEYORS • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 03/05/08 TRACT 33597 BASIN ROUTING Q100 6 HR STORM (FILE:97DRO6100] -------------------------------------------------------------- - - - - -- Program License Serial Number 4027 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 97DUH61006100.rte ******* * * * * * * *** ** * ** ** * * * * *HYDROGRAPH DATA * * * * * ** ** * * * * * * * * * * * * * ** * * ** Number of intervals = 91 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 36.339 (CFS) Total volume = 4.680 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 18.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 91 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.285 0.670 0.283 0.287 2.000 0.844 0.693 0.842 0.846 3.000 10 1.448 0.717 1.446 1.450 4.000 2.102 0.742 2.099 2.105 5.000 2.804 0.767 2.801 2.807 6.000 3.558 0.793 3.555 3.561 7.000 4.363 0.819 4.360 4.366 Hydrograph Detention Basin Routing --------------------------------------------------------------- - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown i Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 9.1 18.17 27.25 36.34 (Ft.) 0.083 0.03 0.00 0.000 0 I 0.00 0.167 0.19 0.00 0.001 0 I I 0.00 0.250 0.55 0.01 0.003 0 I I 0.01 0.333 0.93 0.02 0.008 0 0.03 0.417 1.14 0.04 0.015 OI I 0.05 0.500 1.29 0.05 0.023 OI I I I 0.08 0.583 1.56 0.08 0.033 OI I I I 0.11 0.667 1.89 0.10 0.044 OI I I I 0.15 0.750 2.10 0.13 0.057 OI I I I 0.20 0.833 2.21 0.17 0.071 OI I 0.25 0.917 2.29 0.20 0.085 0 I I I 0.30 1.000 2.39 0.23 0.100 0 I I I 0.35 1.083 2.63 0.27 0.115 0 I I I 0.40 1.167 2.94 0.31 0.132 0 I I I 0.46 1.250 3.14 0.35 0.151 0 I I I 0.53 1.333 3.24 0.40 0.170 0 I I I 0.60 1.417 3.31 0.45 0.190 0 I I I I I 0.67 1.500 3.37 0.49 0.210 0 I I I I 0.74 1.583 3.41 0.54 0.230 0 I I 0.81 1.667 3.45 0.59 0.249 0 I I I 0.87 1.750 3.47 0.63 0.269 0 I I I I 0.94 ~ 1.833 3.49 0.67 0.288 0 I 1.917 3.51 0.67 0.308 0 I I I 1.04 2.000 3.57 0.67 0.328 0 I I I 1.08 2.083 3.73 0.67 0.348 0 I I I I 1.11 2.167 3.86 0.67 0.370 0 2 I I I I 1.15 2.250 3.95 0.67 0.392 0 2 I I I I 1.19 2.333 4.14 0.68 0.415 O I I I 1.23 2.417 4.28 0.68 0.439 0 I I I 1.28 2.500 4.35 0.68 0.464 0 I I I I 1.32 2.583 4.39 0.68 0.490 0 2 I I I 1.37 2.667 4.42 0.68 0.516 0 I I ( I I 1.41 2.750 4.49 0.68 0.542 0 I I I 1.46 2.833 4.71 0.68 0.569 0 I I I I 1.51 2.917 4.99 0.68 0.597 O I I ( I 1.56 3.000 5.17 0.68 0.628 0 I I I I I 1.61 3.083 5.26 0.69 0.659 0 I I I I 1.67 3.167 5.36 0.69 0.691 0 I I I I I 1.73 3.250 5.60 0.69 0.724 0 I I I I I 1.78 3.333 5.91 0.69 0.758 O I I I I 1.85 3.417 6.15 0.69 0.795 O I I I 1.91 3.500 6.48 0.69 0.834 0 I I 1.98 3.583 7.06 0.69 0.876 0 I I 2.05 3.667 7.74 0.70 0.922 0 I I 2.13 3.750 8.34 0.70 0.973 0 11 I I 2.21 3.833 8.86 0.70 1.027 0 I) 1 1 1 2.30 3.917 9.37 0.70 1.085 0 I I 2.40 4.000 9.86 0.71 1.146 0 I I I 2.50 4.083 10.37 0.71 1.211 0 II I I 2.61 4.167 10.90 0.71 1.279 0 II I I I 2.72 4.250 11.60 0.71 1.352 0 I I I I 2.84 • 4.333 12.40 0.72 1.430 0 I I I 2.97 4.417 13.26 0.72 1.513 0 I I I 3.10 4.500 14.10 0.72 1.602 0 I I I I 3.24 4.583 14.81 0.73 1.697 0 I I I I 3.38 4.667 15.47 0.73 1.796 0 I I I I I 3.53 i 4.750 16.24 0.73 1.900 0 I I I I 3.69 4.833 17.06 0.74 2.010 0 I II I 3.86 4.917 17.77 0.74 2.125 0 I II I 4.03 5.000 18.42 0.75 2.244 0 I I I I 4.20 5.083 19.38 0.75 2.369 0 I II I I 4.38 5.167 21.20 0.76 2.504 0 I I I I I 4.57 5.250 24.06 0.76 2.655 0 I I I 4.79 5.333 27.19 0.77 2.826 0 I II 5.03 5.417 30.20 0.77 3.018 0 I I I 5.28 5.500 33.67 0.78 3.233 0 I I I I 5.57 5.583 36.34 0.79 3.468 0 I I I 5.88 5.667 32.86 0.80 3.701 0 I I 6.18 5.750 23.16 0.80 3.889 0 I I I 6.41 5.833 15.27 0.81 4.015 0 I I I 6.57 5.917 10.79 0.81 4.100 0 II I I I 6.67 6.000 8.27 0.81 4.160 0 II I I I 6.75 6.083 6.66 0.81 4.205 0 I I I I I 6.80 6.167 5.28 0.82 4.241 0 I I I I I 6.85 6.250 4.07 0.82 4.267 0 I I I I I 6.88 6.333 3.21 0.82 4.287 0 I I I I I 6.91 6.417 2.61 0.82 4.301 0 I I I I I 6.92 6.500 2.11 0.82 4.312 OI I I I I 6.94 6.583 1.69 0.82 4.319 OI I I I I 6.95 6.667 1.35 0.82 4.324 OI I I I I 6.95 6.750 1.05 0.82 4.327 0 I I I I 6.96 6.833 0.80 0.82 4.328 0 I I I I 6.96 6.917 0.61 0.82 4.327 0 I I I I 6.95 7.000 0.42 0.82 4.325 0 I I I I 6.95 7.083 0.22 0.82 4.321 0 I I I I 6.95 7.167 0.08 0.82 4.317 0 I I I I 6.94 7.250 0.03 0.82 4.311 0 I I I I 6.94 7.333 0.02 0.82 4.306 0 I I I I 6.93 7.417 0.01 0.82 4.300 0 I I I I 6.92 7.500 0.01 0.82 4.295 0 I I I I 6.92 7.583 0.00 0.82 4.289 0 I I I I 6.91 7.667 0.00 0.82 4.284 0 I I I I 6.90 7.750 0.00 0.82 4.278 0 I I I I 6.89 7.833 0.00 0.82 4.272 0 I I I I 6.89 7.917 0.00 0.82 4.267 0 I I I I 6.88 8.000 0.00 0.82 4.261 0 I I I I 6.87 8.083 0.00 0.82 4.256 0 I I I I 6.87 8.167 0.00 0.82 4.250 0 I I ( I 6.86 8.250 0.00 0.82 4.244 0 ( I I I 6.85 8.333 0.00 0.81 4.239 0 I I I I 6.85 8.417 0.00 0.81 4.233 0 I I I I 6.84 8.500 0.00 0.81 4.227 0 I I I 6.83 8.583 0.00 0.81 4.222 0 I I I 6.82 8.667 0.00 0.81 4.216 0 I I I I 6.82 8.750 0.00 0.81 4.211 0 I I I I 6.81 8.833 0.00 0.81 4.205 0 I I I I 6.80 8.917 0.00 0.81 4.199 0 I I I I 6.80 9.000 0.00 0.81 4.194 0 I I I I 6.79 9.083 0.00 0.81 4.188 0 I I I I 6.78 9.167 0.00 0.81 4.183 0 I I I I 6.78 9.250 0.00 0.81 4.177 0 I I I I 6.77 9.333 0.00 0.81 4.171 0 I I I I 6.76 9.417 0.00 0.81 4.166 0 I I I I 6.76 9.500 0.00 0.81 4.160 0 I I I I 6.75 9.583 0.00 0.81 4.155 0 I I I I 6.74 • 9.667 0.00 0.81 4.149 0 I I I I 6.73 9.750 0.00 0.81 4.143 0 I I I I 6,.73 9.833 0.00 0.81 4.138 0 I I I I 6.72 9.917 0.00 0.81 4.132 0 I I I I 6.71 10.000 0.00 0.81 4.127 0 I I I I 6.71 10.083 0.00 0.81 4.121 0 I 6.70 10.167 0.00 0.81 4.116 0 I I I 6.69 10.250 0.00 0.81 4.110 0 I I I 6.69 10.333 0.00 0.81 4.104 0 I I 6.68 10.417 0.00 0.81 4.099 0 I I I 6.67 10.500 0.00 0.81 4.093 0 I I I 6.66 10.583 0.00 0.81 4.088 0 I I 6.66 10.667 0.00 0.81 4.082 0 I I I 6.65 10.750 0.00 0.81 4.076 0 I I 6.64 10.833 0.00 0.81 4.071 O I l I 6.64 10.917 0.00 0.81 4.065 0 I I I 6.63 11.000 0.00 0.81 4.060 0 I I I I 6.62 11.083 0.00 0.81 4.054 0 I I I 6.62 11.167 0.00 0.81 4.049 0 I I I 6.61 11.250 0.00 0.81 4.043 0 I I I 6.60 11.333 0.00 0.81 4.037 0 I I I I 6.60 11.417 0.00 0.81 4.032 O I I I I 6.59 11.500 0.00 0.81 4.026 0 I I 6.58 11.583 0.00 0.81 4.021 0 I I 6.57 11.667 0.00 0.81 4.015 0 I I I I 6.57 11.750 0.00 0.81 4.010 0 I I I� 6.56 11.833 0.00 0.81 4.004 0 11.917 0.00 0.81 3.999 O I I { I 6.55 12.000 0:00 0.81 3.993 0 12.083 0.00 0.81 3.987 O I I I I 6.53 12.167 0.00 0.81 3.982 0 I I 6.53 12.250 0.00 0.81 3.976 0 I I I 6.52 12.333 0.00 0.81 3.971 0 I I I 6.51 12.417 0.00 0.81 3.965 0 I I 6.51 12.500 0.00 0.81 3.960 0 I I 6.50 12.583 0.00 0.81 3.954 O I I 6.49 12.667 0.00 0.81 3.949 0 I I I 6.49 12.750 0.00 0.81 3.943 0 I 6.48 12.833 0.00 0.81 3.937 0 I I I 6.47 12.917 0.00 0.81 3.932 0 I I I 6.46 13.000 0.00 0.80 3.926 O 13.083 0.00 0.80 3.921 O I I I ' 6.45 13.167 0.00 0.80 3.915 0 I I I 6.44 13.250 0.00 0.80 3.910 O I I 6.44 13.333 0.00 0.80 3.904 0 I I I 6.43 13.417 0.00 0.80 3.899 0 I I 6.42 13.500 0.00 0.80 3.893 0 I I 6.42 13.583 0.00 0.80 3.888 0 I I I 6.41 13.667 0.00 0.80 3.882 0 I I 6.40 13.750 0.00 0.80 3.877 0 I 6.40 13.833 0.00 0.80 3.871 0 I I ' 6.39 13.917 0.00 0.80 3.865 0 I I I I 6.38 14.000 0.00 0.80 3.860 0 I I I I 6.38 14.083 0.00 0.80 3.854 0 I I I I 6.37 14.167 0.00 0.80 3.849 0 I I I I 6.36 14.250 0.00 0.80 3.843 0 I I I I 6.35 14.333 0.00 0.80 3.838 0 I 6.35 14.417 0.00 0.80 3.832 0 I I I I 6.34 14.500 0.00 0.80 3.827 0 I I I I 6.33 14.583 0.00 0.80 3.821 0 I I I 6.33 14.667 0.00 0.80 3.816 0 I I 6.32 14.750 0.00 0.80 3.810 0 I 6.31 14.833 0.00 0.80 3.805 0 6.31 14.917 0.00 0.80 3.799 0 I I 6.30 • 15.000 0.00 0.80 3.794 0 I I I 6.29 15.083 0.00 0.80 3.788 0 I I I 6.29 15.167 0.00 0.80 3.783 0 I I I 6.28 15.250 0.00 0.80 3.777 0 I I 6.27 15.333 0.00 0.80 3.772 0 I 6.27 15.417 0.00 0.80 3.766 0 16 15.500 0.00 0.80 3.761 0 I I I 6.25 15.583 0.00 0.80 3.755 0 I I I I 6.24 15.667 0.00 0.80 3.750 0 I I I 6.24 15.750 0.00 0.80 3.744 0 I I I 6.23 15.833 0.00 0.80 3.739 0 I I 6.22 15.917 0.00 0.80 3.733 0 6.22 16.000 0.00 0.80 3.728 0 I I I I 6.21 16.083 0.00 0.80 3.722 0 I I I 6.20 16.167 0.00 0.80 3.717 0 I I I I 6.20 16.250 0.00 0.80 3.711 0 I I I I 6,.19 16.333 0.00 0.80 3.706 0 I I I I 6.18 16.417 0.00 0.80 3.700 0 I 6.18 16.500 0.00 0.80 3.695 0 I I I 6.17 16.583 0.00 0.80 3.689 0 I I I I 6.16 16.667 0.00 0.80 3.684 0 I I I 6.16 16.750 0.00 0.80 3.678 0 I I 6.15 16.833 0.00 0.80 3.673 0 I I I I 6.14 16.917 0.00 0.80 3.667 0 I I I I 6.14 17.000 0.00 0.80 3.662 0 I I 6.13 17.083 0.00 0.80 3.656 0 I I 6.12 17.167 0.00 0.80 3.651 0 I I I 6.12 17.250 0.00 0.80 3.645 0 I I I 6.11 17.333 0.00 0.80 3.640 0 I I I 6.10 17.417 0.00 0.80 3.634 0 I I 6.09 17.500 0.00 0.80 3.629 0 I 6.09 17.583 0.00 0.80 3.623 0 I 6.08 17.667 0.00 0.79 3.618 0 I I I 6.07 17.750 0.00 0.79 3.612 0 I 6.07 17.833 0.00 0.79 3.607 0 17.917 0.00 0.79 3.601 0 I I 6.05 18.000 0.00 0.79 3.596 0 I I ( I 6.05 18.083 0.00 0.79 3.590 0 6.04 18.167 0.00 0.79 3.585 0 I 6.03 18.250 0.00 0.79 3.580 0 I 6.03 18.333 0.00 0.79 3.574 0 I 6.02 18.417 0.00 0.79 3.569 0 6.01 18.500 0.00 0.79 3.563 0 I ' 6.01 18.583 0.00 0.79 3.558 O I I 6.00 18.667 0.00 0.79 3.552 0 I 5.99 18.750 0.00 0.79 3.547 0 I 5.99 18.833 0.00 0.79 3.541 0 I I I 5.98 18.917 0.00 0.79 3.536 0 I I 5.97 19.000 0.00 0.79 3.530 O I I I 5.96 19.083 0.00 0.79 3.525 0 ( I I I 5.96 19.167 0.00 0.79 3.520 0 I I 5.95 19.250 0.00 0.79 3.514 0 I I I 5.94 19.333 0.00 0.79 3.509 0 I I I I 5.93 19.417 0.00 0.79 3.503 0 I I 5.93 19.500 0.00 0.79 3.498 0 I I 5.92 19.583 0.00 0.79 3.492 0 I I I 5.91 19.667 0.00 0.79 3.487 0 I I I 5.91 19.750 0.00 0.79 3.481 0 I I I I 5.90 19.833 0.00 0.79 3.476 0 I I I I 5.89 19.917 0.00 0.79 3.470 0 I I I I 5.88 20.000 0.00 0.79 3.465 0 I I 5.88 20.083 0.00 0.79 3.460 0 I I I 5.87 20.167 0.00 0.79 3.454 0 I I 5.86 20.250 0.00 0.79 3.449 0 I I ( 5.86 • 20.333 0.00 0.79 3.443 0 I I 5.85 20.417 0.00 0.79 3.438 O I I 5.84 20.500 0.00 0.79 3.432 0 I I I 5.83 20.583 0.00 0.79 3.427 0 I I 5.83 20.667 0.00 0.79 3.422 0 I 5.82 20.750 0.00 0.79 3.416 0 I I I 5.81 • 20.833 0.00 0.79 3.411 0 I I I 5.80 20.917 0.00 0.79 3.405 0 I I 5.80 21.000 0.00 0.79 3.400 0 I I I I 5.79 21.083 0.00 0.79 3.394 0 I I I 5.78 21.167 0.00 0.79 3.389 0 I I I 5.78 21.250 0.00 0.79 3.384 0 I I I 5.77 21.333 0.00 0.79 3.378 0 I I I 5.76 21.417 0.00 0.79 3.373 0 I I I 5.75 21.500 0.00 0.79 3.367 0 ( I I 5.75 21.583 0.00 0.79 3.362 0 I I I I 5.74 21.667 0.00 0.79 3.357 0 I 5.73 21.750 0.00 0.79 3.351 0 I 5.73 21.833 0.00 0.79 3.346 0 I I I I 5.72 21.917 0.00 0.79 3.340 0 I 5.71 22.000 0.00 0.79 3.335 0 I I 5.70 22.083 0.00 0.79 3.329 0 I I 5.70 22.167 0.00 0.78 3.324 0 I I 5.69 22.250 0.00 0.78 3.319 0 I I 5.68 22.333 0.00 0.78 3.313 0 I 5.68 22.417 0.00 0.78 3.308 0 ( I I 5.67 22.500 0.00 0.78 3.302 0 I I 5.66 22.583 0.00 0.78 3.297 0 I I 5.65 22.667 0.00 0.78 3.292 0 I I 5.65 22.750 0.00 0.78 3.286 0 I I I 5.64 22.833 0.00 0.78 3.281 0 I 5.63 22.917 0.00 0.78 3.275 0 I I 5.63 23.000 0.00 0.78 3.270 0 I I I 5.62 23.083 0.00 0.78 3.265 0 I I 5.61 ` 23.167 0.00 0.78 3.259 O 23.250 0.00 0.78 3.254 0 I I 5.60 23.333 0.00 0.78 3.248 0 I 5.59 23.417 0.00 0.78 3.243 0 I 5.58 23.500 0.00 0.78 3.238 0 I I I 5.58 23.583 0.00 0.78 3.232 0 I I I 5.57 23.667 0.00 0.78 3.227 0 I I I I 5.56 23.750 0.00 0.78 3.222 0 I I I 5.55 23.833 0.00 0.78 3.216 0 I I I 5.55 23.917 0.00 0.78 3.211 0 I I I 5..54 24.000 0.00 0.78 3.205 0 I I 5.53 24.083 0.00 0.78 3.200 0 I I I 5..53 24.167 0.00 0.78 3.195 0 I I 5..52 24.250 0.00 0.78 3.189 0 I I 5..51 24.333 0.00 0.78 3.184 0 I I 5.50 24.417 0.00 0.78 3.179 0 I I I I 5.50 24.500 0.00 0.78 3.173 0 I I 5..49 24.583 0.00 0.78 3.168 0 I I I 5.48 24.667 0.00 0.78 3.162 0 I I I 5..48 24.750 0.00 0.78 3.157 0 I I I 5.47 24.833 0.00 0.78 3.152 0 I I 5..46 24.917 0.00 0.78 3.146 0 I I I I 5.45 25.000 0.00 0.78 3.141 0 I I I I 5.45 25.083 0.00 0.78 3.136 0 I I I 5..44 25.167 0.00 0.78 3.130 0 I I 5.43 25.250 0.00 0.78 3.125 0 I I I 5.43 25.333 0.00 0.78 3.120 0 I I I 5.42 25.417 0.00 0.78 3.114 0 I I I I 5.41 25.500 0.00 0.78 3.109 0 I I I 5.40 25.583 0.00 0.78 3.103 0 I I I I 5..40 • 25.667 0.00 0.78 3.098 0 I I 5.39 25.750 0.00 0.78 3.093 0 I I 5..38 25.833 0.00 0.78 3.087 0 I 5.38 25.917 0.00 0.78 3.082 0 I I 5..37 26.000 0.00 0.78 3.077 0 I I 5..36 • 26.083 0.00 0.78 3.071 0 I I I 5.35 26.167 0.00 0.78 3.066 0 I I I I 5.35 26.250 0.00 0.78 3.061 0 I I I I 5.34 26.333 0.00 0.78 3.055 0 I I I 5.33 26.417 0.00 0.78 3.050 0 I I I I 5.33 26.500 0.00 0.78 3.045 0 I I I I 5'.32 26.583 0.00 0.78 3.039 0 I I I I 5.31 26.667 0.00 0.77 3.034 0 I I I 5.31 26.750 0.00 0.77 3.029 0 I I I I 5.30 26.833 0.00 0.77 3.023 0 I I I I 5.29 26.917 0.00 0.77 3.018 0 I I I I 5.28 27.000 0.00 0.77 3.013 0 I I I I 5.28 27.083 0.00 0.77 3.007 0 I I I I 5.27 27.167 0.00 0.77 3.002 0 I I I I 5.26 27.250 0.00 0.77 2.997 0 I I I I 5.26 27.333 0.00 0.77 2.991 0 I I I I 5.25 27.417 0.00 0.77 2.986 0 I I I I 5.24 27.500 0.00 0.77 2.981 0 I I I 5.23 27.583 0.00 0.77 2.975 0 I I I 5.23 27.667 0.00 0.77 2.970 0 I I I I 5.22 27.750 0.00 0.77 2.965 0 I I I 5.21 27.833 0.00 0.77 2.959 0 I I I 5.21 27.917 0.00 0.77 2.954 0 I I I 5.20 28.000 0.00 0.77 2.949 0 I I I 5.19 28.083 0.00 0.77 2.943 0 I I I 5.18 28.167 0.00 0.77 .2.938 0 I I 5.18 28.250 0.00 0.77 2.933 0 I I 5.17 28.333 0.00 0.77 2.928 0 I I I 5.16 28.417 0.00 0.77 2.922 0 I I I 5.16 28.500 0.00 0.77 2.917 O 28.583 0.00 0.77 2.912 0 I 5.14 28.667 0.00 0.77 2.906 0 I I I 5.14 28.750 0.00 0.77 2.901 0 I I I 5.13 .28.833 0.00 0.77 2.896 0 I I 5.12 28.917 0.00 0.77 2.890 0 I I 5.11 29.000 0.00 0.77 2.885 0 I I 5.11 29.083 0.00 0.77 2.880 0 I I 5.10 29.167 0.00 0.77 2.874 0 I 5.09 29.250 0.00 0.77 2.869 0 I 5.09 29.333 0.00 0.77 2.864 0 I 5.08 29.417 0.00 0.77 2.859 0 I I I 5.07 29.500 0.00 0.77 2.853 0 I I I I 5.07 29.583 0.00 0.77 2.848 0 I I I 5.06 29.667 0.00 0.77 2.843 0 I I I I 5.05 29.750 0.00 0.77 2.837 0 I I I I 5.04 29.833 0.00 0.77 2.832 0 I I I 5.04 29.917 0.00 0.77 2.827 0 I I I 5.03 30.000 0.00 0.77 2.822 0 I I I I 5.02 30.083 0.00 0.77 2.816 0 I I I. I 5.02 30.167 0.00 0.77 2.811 0 I I I 5.01 30.250 0.00 0.77 2.806 0 I I I I 5.00 30.333 0.00 0.77 2.800 0 I I I I 4.99 30.417 0.00 0.77 2.795 0 I I I 4.99 30.500 0.00 0.77 2.790 0 I I I 4.98 30.583 0.00 0.77 2.785 0 I I I 4.97 30.667 0.00 0.77 2.779 0 I I I 4.96 30.750 0.00 0.77 2.774 0 I I I I 4.96 30.833 0.00 0.77 2.769 0 I I I 4,.95 30.917 0.00 0.77 2.763 0 I 4.94 • 31.000 0.00 0.77 2.758 0 I I 4.93 31.083 0.00 0.77 2.753 0 I I I I 4.93 31.167 0.00 0.76 2.748 0 I I I 4.92 31.250 0.00 0.76 2.742 0 I I I 4.91 31.333 0.00 0.76 2.737 0 I 4.90 31.417 0.00 0.76 2.732 0 I I 4.90 61 31.500 0.00 0.76 2.727 0 I I 4.89 31.583 0.00 0.76 2.721 0 I I I 4.88 31.667 0.00 0.76 2.716 0 I 4.87 31.750 0.00 0.76 2.711 0 I I I I 4.87 31.833 0.00 0.76 2.706 0 I I 4.86 31.917 0.00 0.76 2.700 0 I I 4.85 32.000 0.00 0.76 2.695 0 I I I 4.84 32.083 0.00 0.76 2.69 .0 0 I 4.84 32.167 0.00 0.76 2.685 0 I 4.83 32.250 0.00 0.76 2.679 0 I I 4.82 32.333 0.00 0.76 2.674 0 I I I 4.81 32.417 0.00 0.76 2.669 0 I f I I 4.81 32.500 0.00 0.76 2.664 0' I I I 4.80 32.583 0.00 0.76 2.658 0 I I I 4.79 32.667 0.00 0.76 2.653 0 I 4.78 32.750 0.00 0.76 2.648 0 I I I 4.78 32.833 0.00 0.76 2.643 0 I I 4.77 32.917 0.00 0.76 2.637 0 I I 4.76 33.000 0.00 0.76 2.632 0 I 4.76 33.083 0.00 0.76 2.627 0 I I I 4.75 33.167 0.00 0.76 2.622 0 I I 4.74 33.250 0.00 0.76 2.616 0 I I 4.73 33.333 0.00 0.76 2.611 0 I I 4.73 33.417 0.00 0.76 2.606 0 I I 4.72 33.500 0.00 0.76 2.601 0 I I 4.71 33.583 0.00 0.76 2.595 0 I I I I 4.70 33.667 0.00 0.76 2.590 0 I I I 4.70 33.750 0.00 0.76 2.585 0 4.69 33.833 0.00 0.76 2.580 0 I 4.68 33.917 0.00 0.76 2.574 0 I 4.67 34.000 0.00 0.76 2.569 0 I 4.67 34.083 0.00 0.76 2.564 0 I 4.66 34.167 0.00 0.76 2.559 0 I I 4.65 34.250 0.00 0.76 2.554 0 I 4.64 34.333 0.00 0.76 2.548 0 I I 4.64 34.417 0.00 0.76 2.543 0 I I I 4.63 34.500 0.00 0.76 2.538 0 I I 4.62 34.583 0.00 0.76 2.533 0 I I 4.61 34.667 0.00 0.76 2.528 0 I 4.61 34.750 0.00 0.76 2.522 0 I I 4.60 34.833 0.00 0.76 2.517 0 I 4.59 34.917 0.00 0.76 2.512 0 I I 4.58 35.000 0.00 0.76 2.507 0 I I I 4.58 35.083 0.00 0.76 2.501 0 I 4.57 35.167 0.00 0.76 2.496 0 I I I 4.56 35.250 0.00 0.76 2.491 0 I I 4.55 35.333 0.00 0.76 2.486 0 I I 4.55 35.417 0.00 0.76 2.481 0 I I 4.54 35.500 0.00 0.76 2.475 0 I I 4.53 35.583 0.00 0.76 2.470 0 I I 4.52 35.667 0.00 0.75 2.465 0 I 4.52 35.750 0.00 0.75 2.460 0 I I 4.51 35.833 0.00 0.75 2.455 0 I I I I 4.50 35.917 0.00 0.75 2.449 0 I I I 4.49 36.000 0.00 0.75 2.444 0 I I 4.49 36.083 0.00 0.75 2.439 0 I I I 4.48 36.167 0.00 0.75 2.434 0 I I I 4.47 36.250 0.00 0.75 2.429 0 I I I I 4.47 • 36.333 0.00 0.75 2.423 0 I I I 4.46 36.417 0.00 0.75 2.418 0 I I I I 4.45 36.500 0.00 0.75 2.413 0 I I I I 4.44 36.583 0.00 0.75 2.408 0 I I I 4.44 36.667 0.00 0.75 2.403 0 I I I 4.43 36.750 0.00 0.75 2.398 0 I I I I 4.42 36.833 0.00 0.75 2.392 0 I I I 4.41 36.917 0.00 0.75 2.387 0 I I I I 4.41 37.000 0.00 0.75 2.382 0 I I I I 4.40 37.083 0.00 0.75 2.377 0 I I 4.39 37.167 0.00 0.75 2.372 0 I I I I 4.38 37.250 0.00 0.75 2.366 0 I I I I 4.38 37.333 0.00 0.75 2.361 0 I I I 4.37 37.417 0.00 0.75 2.356 0 I I I 4.36 37.500 0.00 0.75 2.351 0 I I I I 4.35 37.583 0.00 0.75 2.346 0 I I I 4.35 37.667 0.00 0.75 2.341 0 I I I 4.34 37.750 0.00 0.75 2.335 0 I I I 4.33 37.833 0.00 0.75 2.330 0 I I 4.33 37.917 0.00 0.75 2.325 0 I I I I 4.32 38.000 0.00 0.75 2.320 0 I I I I 4.31 38.083 0.00 0.75 2.315 0 I I I 4.30 38.167 0.00 0.75 2.310 0 I I I I 4.30 38.250 0.00 0.75 2.304 0 I I I 4.29 38.333 0.00 0.75 2.299 0 I I I 4.28 38.417 0.00 0.75 2.294 0 I I I 4.27 38.500 0.00 0.75 2.289 0 I I I I 4.27 38.583 0.00 0.75 2.284 0 I I I I 4.26 38.667 0.00 0.75 2.279 0 I I I 4.25 38.750 0.00 0.75 2.274 0 I I I 4.24 38.833 0.00 0.75 2.268 0 I I I I 4.24 38.917 0.00 0.75 2.263 0 I I I I 4'.23 39.000 0.00 0.75 2.258 0 I I I 4.22 39.083 0.00 0.75 2.253 0 I I I 4.21 39.167 0.00 0.75 2.248 0 I I I I 4.21 39.250 0.00 0.75 2.243 0 I I I 4.20 39.333 0.00 0.75 2.237 0 I I I I 4.19 39.417 0.00 0.75 2.232 0 I I I 4.19 39.500 0.00 0.75 2.227 0 I I I 4.18 39.583 0.00 0.75 2.222 0 I I I 4.17 39.667 0.00 0.75 2.217 0 I I I I 4.16 39.750 0.00 0.75 2.212 0 I I I I 4.16 39.833 0.00 0.75 2.207 0 I I I I 4.15 39.917 0.00 0.75 2.202 0 I I I I 4.14 40.000 0.00 0.75 2.196 0 I I I 4.13 40.083 0.00 0.75 2.191 0 I I I 4.13 40.167 0.00 0.74 2.186 0 I I I 4.12 40.250 0.00 0.74 2.181 0 I I 4.11 40.333 0.00 0.74 2.176 0 I I I I 4.11 40.417 0.00 0.74 2.171 0 I I I I 4.10 40.500 0.00 0.74 2.166 0 I I I I 4.09 40.583 0.00 0.74 2.160 0 I I ( 4.08 40.667 0.00 0.74 2.155 0 I I I 4.08 40.750 0.00 0.74 2.150 0 I I 4.07 40.833 0.00 0.74 2.145 0 I I I I 4.06 40.917 0.00 0.74 2.140 0 I I I 4.05 41.000 0.00 0.74 2.135. 0 I I I I 4.05 41.083 0.00 0.74 2.130 0 I I I I 4.04 41.167 0.00 0.74 2.125 0 I I I I 4.03 41.250 0.00 0.74 2.120 0 I I I I 4.02 41.333 0.00 0.74 2.114 0 I I I I 4.02 41.417 0.00 0.74 2.109 0 I I I I 4.01 41.500 0.00 0.74 2.104 0 I I I I 4.00 41.583 0.00 0.74 2.099 0 I I I I 4.00 • 41.667 0.00 0.74 2.094 0 I I 3.99 41.750 0.00 0.74 2.089 0 3.98 41.833 0.00 0.74 2.084 0 3.97 41.917 0.00 .0.74 2.079 0 I I 3.96 42.000 0.00 0.74 2.074 0 I I I I 3.96 42.083 0.00 0.74 2.068 0 I I 3.95 42.167 0.00 0.74 2.063 0 I I I I 3.94 42.250 0.00 0.74 2.058 0 I I I I 3.93 42.333 0.00 0.74 2.053 0 I I I I 3.93 42.417 0.00 0.74 2.048 0 I I I I 3.92 42.500 0.00 0.74 2.043 0 I I I I 3.91 42.583 0.00 0.74 2.038 0 I 3.90 42.667 0.00 0.74 2.033 0 I I I I 3.89 42.750 0.00 0.74 2.028 0 I I I I 3,89 42.833 0.00 0.74 2.023 0 I 3.88 42.917 0.00 0.74 2.017 0 I I I 3.87 43.000 0.00 0.74 2.012 0 3.86 43.083 0.00 0.74 2.007 0 I 3.86 43.167 0.00 0.74 2.002 0 I I I 3.85 43.250 0.00 0.74 1.997 0 I I I I 3.84 43.333 0.00 0.74 1.992 0 I I I I 3.83 43.417 0.00 0.74 1.987 0 I I I 3.82 43.500 0.00 0.74 1.982 0 I I I 3.82 43.583 0.00 0.74 1.977 0 I I I 3.81 43.667 0.00 0.74 1.972 0 I I I 3.80 43.750 0.00 0.74 1.967 0 I I I 3.79 43.833 0.00 0.74 1.962 0 I I I I 3.79 43.917 0.00 0.74 1.957 0 I I I I 3.78 44.000 0.00 0.74 1.951 O I I I I 3,77 44.083 0.00 0.74 1.946 O I I I 3.76 44.167 0.00 0.74 1.941 0 I I I 3.75 44.250 0.00 0.74 1.936 0 I 3.75 44.333 0.00 0.74 1.931 0 I I I 3.74 44.417 0.00 0.74 1.926 0 I 3.73 44.500 0.00 0.74 1.921 0 44.583 0.00 0.73 1.916 O I I I I 3.72 44.667 0.00 0.73 1.911 0 I I 3.71 44.750 0.00 0.73 1.906 0 I 3.70 44.833 0.00 0.73 1.901 0 I 3.69 44.917 0.00 0.73 1.896 0 I I 3.68 45.000 0.00 0.73 1.891 0 I I 3.68 45.083 0.00 0.73 1.886 0 I I I 3.67 45.167 0.00 0.73 1.881 0 I I 3.66 45.250 0.00 0.73 1.876 0 I 3.65 45.333 0.00 0.73 1.871 0 I I 3.65 45.417 0.00 0.73 1.865 0 I I I I 3.64 45.500 0.00 0.73 1.860 0 I I 3.63 45.583 0.00 0.73 1.855 0 I I I 3.62 45.667 0.00 0.73 1.850 0 I I I 3.62 45.750 0.00 0.73 1.845 0 I I I 3.61 45.833 0.00 0.73 1.840 0 I I I I 3.60 45.917 0.00 0.73 1.835 0 I I I I 3.59 46.000 0.00 0.73 1.830 O I I I 3.58 46.083 0.00 0.73 1.825 0 I I I 3.58 46.167 0.00 0.73 1.820 0 I I I I 3.57 46.250 0.00 0.73 1.815 0 I I I 3.56 46.333 0.00 0.73 1.810 0 I I I 3.55 46.417 0.00 0.73 1.805 0 I I I 3.55 46.500 0.00 0.73 1.800 O I I I 3.54 46.583 0.00 0.73 1.795 0 I I I 3.53 46.667 0.00 0.73 1.790 0 I I I 3.52 46.750 0.00 0.73 1.785 0 I I I 3.52 46.833 0.00 0.73 1.780 0 I I I 3.51 46.917 0.00 0.73 1.775 0 I I I 3.50 • 47.000 0.00 0.73 1.770 O I I I 3.49 47.083 0.00 0.73 1.765 0 I I I I 3.48 47.167 0.00 0.73 1.760 0 I I I 3.48 47.250 0.00 0.73 1.755 0 I I I 3.47 47.333 0.00 0.73 1.750 0 I I 3.46 ' 47.417 0.00 0.73 1.745 0 I I I I 3.45 �r 47.500 0.00 0.73 1.740 0 I I I I 3.45 47.583 0.00 0.73 1.735 0 I I I I 3.44 47.667 0.00 0.73 1.730 0 I I I I 3.43 47.750 0.00 0.73 1.725 0 I I I I 3.42 47.833 0.00 0.73 1.720 0 I I I I 3.42 47.917 0.00 0.73 1.715 0 I I I I 3.41 48.000 0.00 0.73 1.710 0 I I 3.40 48.083 0.00 0.73 1.705 0 I I I 3.39 48.167 0.00 0.73 1.700 0 I I 3.38 48.250 0.00 0.73 1.695 0 I I 3.38 48.333 0.00 0.73 1.690 0 I 3.37 48.417 0.00 0.73 1.685 0 I I I 3.36 48.500 0.00 0.73 1.680 0 I I 3.35 48.583 0.00 0.73 1.675 0 I 3.35 48.667 0.00 0.73 1.670 0 I 3.34 48.750 0.00 0.73 1.665 0 I I I I 3.33 48.833 0.00 0.73 1.660 0 I 3.32 48.917 0.00 0.72 1.655 0 I 3.32 49.000 0.00 0.72 1.650 0 I I 3.31 49.083 0.00 0.72 1.645 0 I 3.30 49.167 0.00 0.72 1.640 0 I I 3.29 49.250 0.00 0.72 1.635 0 I 3.29 49.333 0.00 0.72 1.630 0 I 3.28 49.417 0.00 0.72 1.625 0 I I 3.27 49.500 0.00 0.72 1.620 0 3.26 49.583 0.00 0.72 1.615 0 I I 3.25 49.667 0.00 0.72 1.610 0 I 3.25 49.750 0.00 0.72 1.605 0 I I I 3.24 49.833 0.00 0.72 1.600 0 3.23 49.917 0.00 0.72 1.595 0 I I I I 3.22 50.000 0.00 0.72 1.590 0 I I I 3.22 50.083 0.00 0.72 1.585 0 I I I 3.21 50.167 0.00 0.72 1.580 0 I I I 3.20 50.250 0.00 0.72 1.575 0 I I I 3.19 50.333 0.00 0.72 1.570 0 I I I 3.19 50.417 0.00 0.72 1.565 0 I I 3.18 50.500 0.00 0.72 1.560 0 I I I 3.17 50.583 0.00 0.72 1.555 0 I I I 3.16 50.667 0.00 0.72 1.550 0 I I I 3.16 50.750 0.00 0.72 1.545 0 I I I 3.15 50.833 0.00 0.72 1.540 0 I I I 3.14 50.917 0.00 0.72 1.535 0 I I I 3.13 51.000 0.00 0.72 1.530 0 I I I 3.13 51.083 0.00 0.72 1.525 0 I I I 3.12 51.167 0.00 0.72 1.520 0 I I I I 3.11 51.250 0.00 0.72 1.515 0 I I I I 3.10 51.333 0.00 0.72 1.510 0 I I I I 3.10 51.417 0.00 0.72 1.505 0 I I I I 3.09 51.500 0.00 0.72 1.500 0 I I I I 3.08 51.583 0.00 0.72 1.496 0 I I I I 3.07 51.667 0.00 0.72 1.491 0 I I I I 3.07 51.750 0.00 0.72 1.486 0 I I I I 3.06 51.833 0.00 0.72 1.481 0 I I I I 3.05 51.917 0.00 0.72 1.476 0 I I 3.04 52.000 0.00 0.72 1.471 0 I 3.03 52.083 0.00 0.72 1.466 0 I 3.03 52.167 0.00 0.72 1.461 0 I 3.02 52.250 0.00 0.72 1.456 0 I 3.01 • 52.333 0.00 0.72 1.451 0 I I I 3.00 52.417 0.00 0.72 1.446 0 I I I I 3.00 52.500 0.00 0.72 1.441 0 I I I I 2.99 52.583 0.00 0.72 1.436 0 I I 2.98 52.667 0.00 0.72 1.431 0 I 2.97 52.750 0.00 0.72 1.426 0 I I I I 2.96 • 52.833 0.00 0.72 1.421 0 I I 2.96 52.917 0.00 0.72 1.416 0 I I 2.95 53.000 0.00 0.72 1.412 0 I I 2.94 53.083 0.00 0.72 1.407 0 I I 2.93 53.167 0.00 0.72 1.402 0 I 2.92 53.250 0.00 0.71 1.397 0 I 2.92 53.333 0.00 0.71 1.392 0 2.91 53.417 0.00 0.71 1.387 0 ( 2.90 53.500 0.00 0.71 1.382 0 2.89 53.583 0.00 0.71 1.377 0 I I 2.88 53.667 0.00 0.71 1.372 0 I I I 2.87 53.750 0.00 0.71 1.367 0 I 2.87 53.833 0.00 0.71 1.362 0 2.86 53.917 0.00 0.71 1.357 0 I I I 2.85 54.000 0.00 0.71 1.353 0 I I I I 2.84 54.083 0.00 0.71 1.348 0 I I I 2.83 54.167 0.00 0.71 1.343 0 I 2.83 54.250 0.00 0.71 1.338 0 I I 2.82 54.333 0.00 0.71 1.333 0 I I 2.81 54.417 0.00 0.71 1.328 O I I I I 2.80 54.500 0.00 0.71 1.323 O I I 2.79 54.583 0.00 0.71 1.318 0 I 2.79 54.667 0.00 0.71 1.313 O I I I 2.78 54.750 0.00 0.71 1.308 0 I I I 2.77 54.833 0.00 0.71 1.303 O 2.76 54.917 0.00 0.71 1.299 0 I I 2.75 55.000 0.00 0.71 1.294 0 I I I 2.74 55.083 0.00 0.71 1.289 O I I I 2.74 55.167 0.00 0.71 1.284 0 55.250 0.00 0.71 1.279 O I I I I 2.72 55.333 0.00 0.71 1.274 0 I I I 2.71 55.417 0.00 0.71 1.269 0 I I I I 2.70 55.500 0.00 0.71 1.264 0 I I I I 2.70 55.583 0.00 0.71 1.259 0 I I I 2.69 55.667 0.00 0.71 1.255 O I I I 2.68 55.750 0.00 0.71 1.250 O I I I I 2.67 55.833 0.00 0.71 1.245 0 I I 2.66 55.917 0.00 0.71 1.240 0 I I I 2.66 56.000 0.00 0.71 1.235 0 I I I 2.65 56.083 0.00 0.71 1.230 0 I I I I 2.64 56.167 0.00 0.71 1.225 0 I I I 2.63 56.250 0.00 0.71 1.220 0 I I I 2.62 56.333 0.00 0.71 1.216 0 I I I 2.62 56.417 0.00 0.71 1.211 O I I I 2.61 56.500 0.00 0.71 1.206 0 I I I 2.60 56.583 0.00 0.71 1.201 0 I I I I 2.59 56.667 0.00 0.71 1.196 O I I I I 2.58 56.750 0.00 0.71 1.191 0 I I I I 2.57 56.833 0.00 0.71 1.186 0 I I I I 2.57 56.917 0.00 0.71 1.181 0 I 2.56 57.000 0.00 0.71 1.177 0 I I I I 2.55 57.083 0.00 0.71 1.172 O I I I I 2.54 57.167 0.00 0.71 1.167 0 2.53 57.250 0.00 0.71 1.162 0 I I 2.53 57.333 0.00 0.71 1.157 0 I 2.52 57.417 0.00 0.71 1.152 0 I 2.51 57.500 0.00 0.71 1.147 0 I I 2.50 57.583 0.00 0.70 1.143 0 I I I 2.49 • 57.667 0.00 0.70 1.138 0 2.49 57.750 0.00 0.70 1.133 0 I I I 2.48 57.833 0.00 0.70 1.128 0 I I I I 2.47 57.917 0.00 0.70 1.123 0 I I I I 2.46 58.000 0.00 0.70 1.118 0 I I I 2.45 58.083 0.00 0.70 1.113 0 I I I 2.45 58.167 0.00 0.70 1.109 0 I I I I 2.44 58.250 0.00 0.70 1.104 0 I I I 2.43 58.333 0.00 0.70 1.099 0 I I I 2.42 58.417 0.00 0.70 1.094 0 I I I I 2.41 58.500 0.00 0.70 1.089 0 I I I 2.41 58.583 0.00 0.70 1.084 0 I 2.40 58.667 0.00 0.70 1.080 0 I I I I 2.39 58.750 0.00 0.70 1.075 0 I I 2.38 58.833 0.00 0.70 1.070 0 I I I 2.37 58.917 0.00 0.70 1.065 0 I I I 2.37 59.000 0.00 0.70 1.060 0 I I 2.36 59:083 0.00 0.70 1.055 0 I I 2.35 59.167 0.00 0.70 1.051 0 I I 2.34 59.250 0.00 0.70 1.046 0 I I 2.33 59.333 0.00 0.70 1.041 0 I I 2.33 59.417 0.00 0.70 1.036 0 I I I 2.32 59.500 0.00 0.70 1.031 0 I I 2.31 59.583 0.00 0.70 1.026 0 I I I 2.30 59.667 0.00 0.70 1.022 0 I I 2.29 59.750 0.00 0.70 1.017 0 I I I I 2.29 59.833 0.00 0.70 1.012 0 I I I 2.28 59.917 0.00 0.70 1.007 0 I I 2.27 60.000 0.00 0.70 1.002 0 I 2.26 60.083 0.00 0.70 0.998 0 I 2.25 60.167 0.00 0.70 0.993 0 I I I 2.25 60.250 0.00 0.70 0.988 0 2.24 60.333 0.00 0.70 0.983 0 2.23 60.417 0.00 0.70 0.978 0 I I 2.22 60.500 0.00 0.70 0.973 0 I I I 2.21 60.583 0.00 0.70 0.969 0 I I 2.21 60.667 0.00 0.70 0.964 0 I I 2.20 60.750 0.00 0.70 0.959 0 I I I 2.19 60.833 0.00 0.70 0.954 0 I I I 2.18 60.917 0.00 0.70 0.949 0 I I I 2.17 61.000 0.00 0.70 0.945 0 I I 2.17 61.083 0.00 0.70 0.940 0 I I I 2.16 61.167 0.00 0.70 0.935 0 I I I 2.15 61.250 0.00 0.70 0.930 0 I 2.14 61.333 0.00 0.70 0.925 0 I I 2.13 61.417 0.00 0.70 0.921 0 I I 2.13 61.500 0.00 0.70 0.916 0 I 2.12 61.583 0.00 0.70 0.911 0 2.11 61.667 0.00 0.70 0.906 0 I I I 2.10 61.750 0.00 0.70 0.901 0 I 2.10 61.833 0.00 0.70 0.897 0 I I I 2.09 61.917 0.00 0.69 0.892 0 I I 2.08 62.000 0.00 0.69 0.887 0 I I 2.07 62.083 0.00 0.69 0.882 0 I 2.06 62.167 0.00 0.69 0.878 0 2.06 62.250 0.00 0.69 0.873 0 I I 2.05 62.333 0.00 0.69 0.868 0 I 2.04 62.417 0.00 0.69 0.863 0 I I I 2.03 62.500 0.00 0.69 0.858 0 I I l 2.02 62.583 0.00 0.69 0.854 0 I I 2.02 62.667 0.00 0.69 0.849 0 I I I 2.01 62.750 0.00 0.69 0.844 0 I I I I 2.00 62.833 0.00 0.69 0.839 0 I I 1.99 62.917 0.00 0.69 0.835 0 I I I I 1.98 • 63.000 0.00 0.69 0.830 0 I I I 1.97 63.083 0.00 0.69 0.825 0 I I I 1.97 63.167 0.00 0.69 0.820 0 I I 1.96 63.250 0.00 0.69 0.815 0 1.95 63.333 0.00 0.69 0.811 0 I 1.94 63.417 0.00 0.69 0.806 0 I I I I 1.93 63.500 0.00 0.69 0.801 0 I I I I 1.92 63.583 0.00 0.69 0.796 0 I I I 1.91 63.667 0.00 0.69 0.792 0 I I I 1.91 63.750 0.00 0.69 0.787 0 I I I 1.90 63.833 0.00 0.69 0.782 0 I I I 1.89 63.917 0.00 0.69 0.777 0 I 1.88 64.000 0.00 0.69 0.773 0 I I 1.87 64.083 0.00 0.69 0.768 0 I I 1.86 64.167 0.00 0.69 0.763 0 I I 1.86 64.250 0.00 0.69 0.758 0 I I 1.85 64.333 0.00 0.69 0.754 0 I I I 1.84 64.417 0.00 0.69 0.749 0 I I 1.83 64.500 0.00 0.69 0.744 0 I I I 1.82 64.583 0.00 0.69 0.739 0 I I I 1.81 64.667 0.00 0.69 0.735 0 I I I 1.80 64.750 0.00 0.69 0.730 0 I I 1.80 64.833 0.00 0.69 0.725 0 I I I 1.79 64.917 0.00 0.69 0.720 0 I I I I 1.78. 65.000 0.00 0.69 0.716 0 I I I I 1.77 65.083 0.00 0.69 0.711 0 I I I 1.76 65.167 0.00 0.69 0.706 0 I I I 1.75 65.250 0.00 0.69 0.702 0 I I I 1.75 65.333 0.00 0.69 0.697 0 I I I 1.74 65.417 0.00 0.69 0.692 0 I I I 1.73 65.500 0.00 0.69 0.687 0 I I 1.72 65.583 0.00 0.69 0.683 0 I I 1.71 65.667 0.00 0.69 0.678 0 I I I 1.70 65.750 0.00 0.69 0.673 0 I I I 1.69 65.833 0.00 0.69 0.668 0 I I I 1.69 65.917 0.00 0.69 0.664 0 I I I I 1.68 66.000 0.00 0.69 0.659 0 I I I 1.67 66.083 0.00 0.69 0.654 0 I i 1.66 66.167 0.00 0.68 0.650 0 I I I 1.65 66.250 0.00 0.68 0.645 0 I I I I 1.64 66.333 0.00 0.68 0.640 0 I I 1.64 66.417 0.00 0.68 0.635 0 I I 1.63 66.500 0.00 0.68 0.631 0 I I I 1.62 66.583 0.00 0.68 0.626 0 I I I 1.61 66.667 0.00 0.68 0.621 O I I I 1.60 66.750 0.00 0.68 0.617 O I I 1.59 66.833 0.00 0.68 0.612 0 I I I 1.58 66.917 0.00 0.68 0.607 0 I I I 1.58 67.000 0.00 0.68 0.602 O I I 1.57 67.083 0.00 0.68 0.598 O I I 1.56 67.167 0.00 0.68 0.593 O I I I 1.55 67.250 0.00 0.68 0.588 0 I I I I 1.54 67.333 0.00 0.68 0.584 0 I I 1.53 67.417 0.00 0.68 0:579 0 I I I 1.53 67.500 0.00 0.68 0.574 0 I I 1.52 67.583 0.00 0.68 0.570 0 I I I 1.51 67.667 0.00 0.68 0.565 0 I I I 1.50 67.750 0.00 0.68 0.560 0 I I 1.49 67.833 0.00 0.68 0.555 0 I I 1.48 67.917 0.00 0.68 0.551 0 I I I I 1.48 68.000 0.00 0.68 0.546 0 I I 1.47 68.083 0.00 0.68 0.541 0 1.46 68.167 0.00 0.68 0.537 0 I I I 1.45 68.250 0.00 0.68 0.532 0 I I I 1.44 68.333 0.00 0.68 0.527 0 I I 1.43 68.417 0.00 0.68 0.523 0 I I I 1.43 68.500 0.00 0.68 0.518 0 I I I 1.42 68.583 0.00 0.68 0.513 0 I I I 1.41 68.667 0.00 0.68 0.509 0 I I I 1.40 68.750 0.00 0.68 0.504 0 •' 68.833 0.00 0.68 0.499 O I I I I 1.38 68.917 0.00 0.68 0.495 0 I 1.37 69.000 0.00 0.68 0.490 0 I 1.37 69.083 0.00 0.68 0.485 0 I I 1.36 69.167 0.00 0.68 0.481 0 I I I I 1.35 69.250 0.00 0.68 0.476 0 I I 1.34 69.333 0.00 0.68 0.471 0 I I 1.33 69.417 0.00 0.68 0.467 0 I I 1.32 69.500 0.00 0.68 0.462 0 I I I I 1.32 69.583 0.00 0.68 0.457 0 I I I 1.31 69.667 0.00 0.68 0.453 0 I I I 1.30 69.750 0.00 0.68 0.448 0 I I I 1.29 69.833 0.00 0.68 0.443 0 I I I I 1.28 69.917 0.00 0.68 0.439 0 I I I 1.27 70.000 0.00 0.68 0.434 0 I I I 1,27 70.083 0.00 0.68 0.429 0 I I I 1.26 70.167 0.00 0.68 0.425 0 I I I I 1.25 70.250 0.00 0.68 0.420 0 I I I 1.24 70.333 0.00 0.68 0.415 0 I I I I 1.23 70.417 0.00 0.68 0.411 0 I I I 1.22 70.500 0.00 0.67 0.406 0 I I I 1.22 70.583 0.00 0.67 0.401 0 I I I I 1.21 70.667 0.00 0.67 0.397 0 I I I I 1.20 70.750 0.00 0.67 0.392 0 I I I 1.19 70.833 0.00 0.67 0.387 0 I I I I 1.18 70.917 0.00 0.67 0.383 O I I I I 1.17 71.000 0.00 0.67 0.378 0 I I I 1.17 71.083 0.00 0.67 0.374 0 I I 1.16 71.167 0.00 0.67 0.369 0 I I 1.15 71.250 0.00 0.67 0.364 0 I I I 1.14 71.333 0.00 0.67 0.360 0 I I 1.13 71.417 0.00 0.67 0.355 0 I 1.13 71.500 0.00 0.67 0.350 0 I I I 1.12 71.583 0.00 0.67 0.346 0 I I I 1.11 71.667 0.00 0.67 0.341 0 I 1.10 71.750 0.00 0.67 0.336 0 I 1.09 71.833 0.00 0.67 0.332 0 I I 1.08 71.917 0.00 0.67 0.327 0 I 1.08 72.000 0.00 0.67 0.323 0 I I I 1.07 72.083 0.00 0.67 0.318 0 I I I 1.06 72.167 0.00 0.67 0.313 0 I I I 1.05 72.250 0.00 0.67 0.309 0 I I 1.04 72.333 0.00 0.67 0.304 0 I I 1.03 72.417 0.00 0.67 0.299 0 I I 1.03 72.500 0.00 0.67 0.295 0 I I 1.02 72.583 0.00 0.67 0.290 0 I I 1.01 72.667 0.00 0.67 0.286 0 1.00 72.750 0.00 0.66 0.281 0 I 0.99 72.833 0.00 0.65 0.277 0 I I 0.97 72.917 0.00 0.64 0.272 0 I I 0.95 73.000 0.00 0.63 0.268 0 I I I I 0.94 73.083 0.00 0.62 0.263 0 I I 0.92 73.167 0.00 0.61 0.259 0 I I I 0.91 73.250 0.00 0.60 0.255 0 I ' 0.89 73.333 0.00 0.59 0.251 0 I I I I 0.88 73.417 0.00 0.58 0.247 0 I I I I 0.87 73.500 0.00 0.57 0.243 0 I I I 0.85 73.583 0.00 0.56 0.239 0 I I I I 0.84 • 73.667 0.00 0.55 0.235 0 I I I I 0.83 73.750 0.00 0.54 0.231 0 I I I 0.81 73.833 0.00 0.54 0.228 0 I 0.80 73.917 0.00 0.53 0.224 0 I I 0.79 74.000 0.00 0.52 0.220 0 I I I 0.77 74.083 0.00 0.51 0.217 0 • 74.167 0.00 0.50 0.213 O I I I 0.75 74.250 0.00 0.49 0.210 O I I I I 0.74 74.333 0.00 0.49 0.207 0 I I 0.72 74.417 0.00 0.48 0.203 0 I I 0.71 74.500 0.00 0.47 0.200 0 I I I I 0.70 74.583 0.00 0.46 0.197 0 0.69 74.667 0.00 0.46 0.194 0 I I 0.68 74.750 0.00 0.45 0.191 0 I I I 0.67 74.833 0.00 0.44 0.187 O I I I 0.66 74.917 0.00 0.43 0.184 0 75.000 0.00 0.43 0.182 O I 0.64 75.083 0.00 0.42 0.179 0 I I 0.63 75.167 0.00 0.41 0.176 O I I 0.62 75.250 0.00 0.41 0.173 0 I I I 0.61 75.333 0.00 0.40 0.170 0 I I 0.60 75.417 0.00 0.39 0.167 0 I I I 0.59 75.500 0.00 0.39 0.165 0 I I I I 0.58 75.583 0.00 0.38 0.162 0 I I I I 0.57 75.667 0.00 0.37 0.159 0 I I 0.56 75.750 0.00 0.37 0.157 0 I I I I 0.55 75.833 0.00 0.36 0.154 0 I I I 0.54 75.917 0.00 0.36 0.152 0 I 76.000 0.00 0.35 0.149 O I I I 0.52 76.083 0.00 0.35 0.147 O I I I 0.52 76.167 0.00 0.34 0.145 0 I I I I 0.51 76.250 0.00 0.33 0.142 0 I I I I 0.50 76.333 0.00 0.33 0.140 0 I I I 0.49 76.417 0.00 0.32 0.138 O I I 0.48 76.500 0.00 0.32 0.136 0 I I I 0.48 - 76.583 0.00 0.31 0.133 O I 0.47 76.667 0.00 0.31 0.131 O 76.750 0.00 0.30 0.129 0 I I 0.45 76.833 0.00 0.30 0.127 O I I I I 0.45 76.917 0.00 0.29 0.125 0 I I 0.44 77.000 0.00 0.29 0.123 0 ! 77.083 0.00 0.28 0.121 O 0.42 77.167 77.167 0.00 0.28 0.119 O I 0.42 77.250 0.00 0.28 0.117 0 0.41 77.333 0.00 0.27 0.115 0 I I 0.40 77.417 0.00 0.27 0.113 0 I I I I 0.40 77.500 0.00 0.26 0.112 O I ( I 0.39 77.583 0.00 0.26 0.110 O I I 0.39 77.667 0.00 0.25 0.108 O I I I 0.38 77.750 0.00 0.25 0.106 0 0.37 77.833 0.00 0.25 0.105 0 I I I I 0.37 77.917 0.00 0.24 0.103 0 I 0.36 78.000 0.00 0.24 0.101 O I I 0.36 78.083 0.00 0.23 0.100 0 I I I I 0.35 78.167 0.00 0.23 0.098 0 I I I 0.34 78.250 0.00 0.23 0.097 0 I I I 0.34 78.333 0.00 0.22 0.095 0 I I 0.33 78.417 0.00 0.22 0.093 O I I I 0.33 78.500 0.00 0.22 0.092 O I I I 0.32 78.583 0.00 0.21 0.090 0 I I I 0.32 78.667 0.00 0.21 0.089 0 I I I 0.31 78.750 0.00 0.21 0.088 O I I I I 0.31 78.833 0.00 0.20 0.086 O I I I 0.30 78.917 0.00 0.20 0.085 0 I I 0.30 • 79.000 0.00 0.20 0.083 O 0.29 79.083 0.00 0.19 0.082 O I I I 0.29 79.167 0.00 0.19 0.081 0 I 0.28 79.250 0.00 0.19 0.079 0 I I I 0.28 79.333 0.00 0.18 0.078 0 I 0.27 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 990 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.818 (CFS) Total volume = 4.638 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 79.417 0.00 0.18 0.077 0 I I I 0.27 79.500 0.00 0.18 0.076 0 I I 0.27 79.583 0.00 0.18 0.075 0 I I 0.26 79.667 0.00 0.17 0.073 0 0.26 79.750 0.00 0.17 0.072 0 I 0.25 79.833 0.00 0.17 0.071 0 I I I 0.25 79.917 0.00 0.16 0.070 0 I I I 0.25 80.000 0.00 0.16 0.069 0 I 0.24 80.083 0.00 0.16 0.068 0 I I 0.24 80.167 0.00 0.16 0.067 0 I I 0.23 80.250 0.00 0.15 0.065 0 I I I 0.23 80.333 0.00 0.15 0.064 0 I 0.23 80.417 0.00 0.15 0.063 0 I I I 0.22 80.500 0.00 0.15 0.062 0 I I 0.22 80.583 0.00 0.14 0.061 0 I I 0.22 80.667 0.00 0.14 0.060 0 I 0.21 80.750 0.00 0.14 0.059 0 I 0.21 80.833 0.00 0.14 0.058 0 I 0.21 80.917 0.00 0.14 0.057 0 I 0.20 81.000 0.00 0.13 0.057 0 I I I I 0.20 81.083 0.00 0.13 0.056 0 I I 0.20 81.167 0.00 0.13 0.055 0 I I I I 0.19 81.250 0.00 0.13 0.054 O I I 0.19 81.333 0.00 0.12 0.053 0 I I I 0.19 81.417 0.00 0.12 0.052 0 I 0.18 81.500 0.00 0.12 0.051 0 I I 0.18 81.583 0.00 0.12 0.051 0 I I 0.18 81.667 0.00 0.12 0.050 0 I I 0.17 81.750 0.00 0,11 0.049 0 I 0.17 81.833 0.00 0.11 0.048 0 I I 0.17 81.917 0.00 0.11 0.047 O I 0.17 82.000 0.00 0.11 0.047 0 I I 0.16 82.083 0.00 0.11 0.046 O I 0.16 82.167 0.00 0.11 0.045 0 I ' I 0.16 82.250 0.00 0.10 0.044 0 I 0.16 82.333 0.00 0.10 0.044 0 I 0.15 82.417 0.00 0.10 0.043 0 I I 0.15 82.500 0.00 0.10 0.042 0 I I 0'.15 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 990 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.818 (CFS) Total volume = 4.638 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** U n i t H y d r o g r a p h A n a l y s i s • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/03/08 File: 97DUH61006100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33957 PROPOSED CONDITION Q100 / 6HR STORM [FILE:97DUH61001 Drainage Area = 27.10(Ac.) = 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.10(Ac.) _ Sq. Mi. Length along longest watercourse = 1950.00(Ft.) Length along longest watercourse measured to centroid = 975.00(Ft.) Length along longest watercourse = 0.369 Mi. Length along longest watercourse measured to centroid = 0.185 Mi. Difference in elevation = 65.50(Ft.) Slope along watercourse = 177.3538 Ft. /Mi. Average Manning's W. = 0.061 Lag time = 0.198 Hr. Lag time = 11.90 Min. 25% of lag time = 2.97 Min. 40% of lag time = 4.76 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = , 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) (1] Rainfall (In) (2] Weighting [1 *2] 27.10 1.00 27.10 100 YEAR Area rainfall data: Area (Ac. ) (1] Rainfall (In) (2] Weighting [1 *2] 27.10 3.00 81.30 • STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 3.000(In) 0.042 Point rain (area averaged) = 3.000(In) • Areal adjustment factor = 99.99 % Adjusted average point rain = 3.000(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % Hydrograph Data------------------------------------- 4.900 91.00 0.000 Time % of lag Distribution Unit 16.400 69.00 0.500 Graph % 3.600 69.00 0.900 0.083 42.033 2.200 69.00 1.000 2 0.167 Total Area Entered = 27.10(Ac.) 5.328 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 91.0 91.0 0.117 0.000 0.117 0.181 0.021 69.0 69.0 0.373 0.500 0.205 0.605 0.124 69.0 69.0 0.373 0.900 0.071 0.133 0.009 69.0 69.0 0.373 1.000 0.037 0.081 0.003 8 0.667 336.267 Sum (F) = 0.158 Area averaged mean soil loss (F) (In /Hr) = 0.158 Minimum soil loss rate ((In /Hr)) = 0.079 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.497 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve Unit Hydrograph Data------------------------------------- ------ - - - - -- - Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 42.033 4.695 1.282 2 0.167 84.067 19.508 5.328 3 0.250 126.100 27.717 7.570 4 '0.333 168.133 16.433 4.488 5 0.417 210.167 7.993 2.183 6 0.500 252.200 5.218 1.425 7 0.583 294.233 3.907 1.067 8 0.667 336.267 2.938 0.802 9 0.750 378.300 2.374 0.648 10 0.833 420.333 1.826 0.499 11 0.917 462.366 1.409 0.385 12 1.000 504.400 1.280 0.350 13 1.083 546.433 1.060 0.289 14 1.167 588.466 0.854 0.233 15 1.250 630.500 0.713 0.195 16 1.333 672.533 0.571 0.156 17 1.417 714.566 0.438 0.120 18 1.500 756.600 0.420 0.115 19 1.583 798.633 0.420 0.115 20 1.667 840.666 0.224 0.061 ----------------------------------------------------------------------- Sum = 100.000 Sum= 27.312 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective • (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.180 0.158 - -- 0.02 2 0.17 0.60 0.216 0.158 - -- 0.06 3 0.25 0.60 0.216 0.158 - -- 0.06 4 0.33 0.60 0.216 0.158 - -- 0.06 5 0.42 0.60 0.216 0.158 - -- 0.06 • 6 0.50 0.70 0.252 0.158 - -- 0.09 7 0.58 0.70 0.252 0.158 - -- 0.09 8 0.67 0.70 0.252 0.158 - -- 0.09 9 0.75 0.70 0.252 0.158 - -- 0.09 10 0.83 0.70 0.252 0.158 - -- 0.09 11 0.92 0.70 0.252 0.158 - -- 0.09 12 1.00 0.80 0.288 0.158 - -- 0.13 13 1.08 0.80 0.288 0.158 - -- 0.13 14 1.17 0.80 0.288 0.158 - -- 0.13 15 1.25 0.80 0.288 0.158 - -- 0.13 16 1.33 0.80 0.288 0.158 - -- 0.13 17 1.42 0.80 0.288 0.158 - -- 0.13 18 1.50 0.80 0.288 0.158 - -- 0.13 19 1.58 0.80 0.288 0.158 - -- 0.13 20 1.67 0.80 0.288 0.158 - -- 0.13 21 1.75 0.80 0.288 0.158 - -- 0.13 22 1.83 0.80 0.288 0.158 - -- 0.13 23 1.92 0.80 0.288 0.158 - -- 0.13 24 2.00 0.90 0.324 0.158 - -- 0.17 25 2.08 0.80 0.288 0.158 - -- 0.13 26 2.17 0.90 0.324 0.158 - -- 0.17 27 2.25 0.90 0.324 0.158 - -- 0.17 28 2.33 0.90 0.324 0.158 - -- 0.17 29 2.42 0.90 0.324 0.158 - -- 0.17 30 2.50 0.90 0.324 0.158 - -- 0.17 31 2.58 0.90 0.324 0.158 - -- 0.17 32 2.67 0.90 0.324 0.158 - -- 0.17 33 2.75 1.00 0.360 0.158 - -- 0.20 34 2.83 1.00 0.360 0.158 - -- 0.20 35 2.92 1.00 0.360 0.158 - -- 0.20 36 3.00 1.00 0.360 0.158 - -- 0.20 37 3.08 1.00 0.360 0.158 - -- 0.20 38 3.17 1.10 0.396 0.158 - -- 0.24 39 3.25 1.10 0.396 0.158 - -- 0.24 40 3.33 1.10 0.396 0.158 - -- 0.24 41 3.42 1.20 0.432 0.158 - -- 0.27 42 3.50 1.30 0.468 0.158 - -- 0.31 43 3.58 1.40 0.504 0.158 - -- 0.35 44 3.67 1.40 0.504 0.158 - -- 0.35 45 3.75 1.50 0.540 0.158 - -- 0.38 46 3.83 1.50 0.540 0.158 - -- 0.38 47 3.92 1.60 0.576 0.158 - -- 0.42 48 4.00 1.60 0.576 0.158 - -- 0.42 49 4.08 1.70 0.612 0.158 - -- 0.45 50 4.17 1.80 0.648 0.158 - -- 0.49 51 4.25 1.90 0.684 0.158 - -- 0.53 52 4.33 2.00 0.720 0.158 - -- 0.56 53 4.42 2.10 0.756 0.158 - -- 0.60 54 4.50 2.10 0.756 0.158 - -- 0.60 55 4.58 2.20 0.792 0.158 - -- 0.63 56 4.67 2.30 0.828 0.158 - -- 0.67 57 4.75 2.40 0.864 0.158 - -- 0.71 58 4.83 2.40 0.864 0.158 - -- 0.71 59 4.92 2.50 0.900 0.158 - -- 0.74 60 5.00 2.60 0.936 0.158 - -- 0.78 61 5.08 3.10 1.116 0.158 - -- 0.96 62 5.17 3.60 1.296 0.158 - -- 1.14 63 5.25 3.90 1.404 0.158 - -- 1.25 64 5.33 4.20 1.512 0.158 - -- 1.35 65 5.42 4.70 1.692 0.158 - -- 1.53 66 5.50 5.60 2.016 0.158 - -- 1.86 67 5.58 1.90 0.684 0.158 - -- 0.53 68 5.67 0.90 0.324 0.158 - -- 0.17 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 36.339(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) 69 5.75 0.60 0.216 0.158 - -- 0.06 • 70 5.83 0.50 0.180 0.158 - -- 0.02 Q 71 5.92 0.30 0.108 0.158 0.054 0.05 0.0015 72 6.00 0.20 0.072 0.158 0.036 0.04 0 +15 Sum = 100.0 Sum = 24.9 Flood volume = Effective rainfall 2.07(In) 0.93 Q times area 27.1(Ac.) /[(In) /(Ft.)] = 4.7(Ac.Ft) 0 +25 0.0196 Total soil loss = 0.93(In) Total soil loss = 2.094(Ac.Ft) VQ Total rainfall = 3.00(In) 0.0392 1.56 VQ Flood volume = 203877.7 Cubic Feet 0 +40 0.0523 Total soil loss = 91213.8 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 36.339(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) 0 -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40 0+ 5 0.0002 0.03 Q 0 +10 0.0015 0.19 Q 0 +15 0.0054 0.55 Q 0 +20 0.0117 0.93 Q 0 +25 0.0196 1.14 VQ 0 +30 0.0285 1.29 VQ 0 +35 0.0392 1.56 VQ 0 +40 0.0523 1.89 VQ 0 +45 0.0667 2.10 V Q 0 +50 0.0819 2.21 V Q 0 +55 0.0977 2.29 V Q 1+ 0 0.1141 2.39 V Q 1+ 5 0.1323 2.63 IVQ 1 +10 0.1525 2.94 IVQ 1 +15 0.1741 3.14 IV Q 1 +20 0.1964 3.24 IV Q 1 +25 0.2193 3.31 IV Q 1 +30 0.2424 3.37 VQ 1 +35 0.2659 3.41 VQ 1 +40 0.2897 3.45 VQ 1 +45 0.3136 3.47 VQ 1 +50 0.3376 3.49 VQ 1 +55 0.3618 3.51 2+ 0 0.3864 3.57 Q 2+ 5 0.4120 3.73 Q 2 +10 0.4386 3.86 I Q 2 +15 0.4658 3.95 QQ 2 +20 0.4943 4.14 I 2 +25 0.5238 4.28 2 +30 0.5537 4.35 Q 2 +35 0.5839 4.39 2 +40 0.6144 4.42 QV 2 +45 0.6454 4.49 QV 2 +50 0.6778 4.71 QV 2 +55 0.7122 4.99 Q V 3+ 0 0.7478 5.17 QV 3+ 5 0.7840 5.26 I QV 3 +10 0.8209 5.36 I Q V 3 +15 0.8595 5.60 I Q V 3 +20 0.9002 5.91 I Q V 0 QVI QV Q VI QVI QV I QV I QIV QV I QV I IQ V I Q V QV QV QV QV Q V I Q VI I Q v I QI I QI V 3 +25 0.9425 6.15 v 3 +30 0.9872 6.48 QV 3 +35 1.0358 7.06 QV 3 +40 1.0891 7.74 6 +25 3 +45 1.1466 8.34 6 +30 3 +50 1.2076 8.86 6 +35 3 +55 1.2721 9.37 6 +40 4+ 0 1.3400 9.86 6 +45 4+ 5 1.4114 10.37 6 +50 4 +10 1.4865 10.90 6 +55 4 +15 1.5664 11.60 7+ 0 4 +20 1.6518 12.40 7+ 5 4 +25 1.7431 13.26 7 +10 4 +30 1.8402 14.10 7 +15 4 +35 1.9422 14.81 7 +20 4 +40 2.0487 15.47 7 +25 4 +45 2.1606 16.24 7 +30 4 +50 2.2781 17.06 7 +35 4 +55 2.4005 17.77 5+ 0 2.5274 18.42 5+ 5 2.6609 19.38 5 +10 2.8069 21.20 5 +15 2.9726 24.06 5 +20 3.1598 27.19 5 +25 3.3679 30.20 5 +30 3.5998 33.67 5 +35 3.8500 36.34 5 +40 4.0763 32.86 5 +45 4.2359 23.16 5 +50 4.3410 15.27 IS 5 +55 4.4153 10.79 6+ 0 4.4723 8.27 QVI QV Q VI QVI QV I QV I QIV QV I QV I IQ V I Q V QV QV QV QV Q V I Q VI I Q v I QI I QI V I 6.66 I Q v 4.5545 Q I Q QV 4.5825 4.07 Q QV 4.6046 3.21 I Q 6 +25 Q 2.61 I Q 6 +30 V Q I Q 6 +35 4.6488 V Q 6 +40 4.6580 IV Q 6 +45 4.6653 IQV IQ 6+ 5 I 6.66 I Q 6 +10 4.5545 Q I Q Q 4.5825 4.07 Q 4.6046 3.21 6+ 5 4.5181 6.66 Q 6 +10 4.5545 5.28 I Q 6 +15 4.5825 4.07 I Q 6 +20 4.6046 3.21 I Q 6 +25 4.6226 2.61 I Q 6 +30 4.6371 2.11 I Q 6 +35 4.6488 1.69 IQ 6 +40 4.6580 1.35 IQ 6 +45 4.6653 1.05 IQ 6 +50 4.6708 0.80 Q 6 +55 4.6749 0.61 Q 7+ 0 4.6778 0.42 Q 7+ 5 4.6794 0.22 Q 7 +10 4.6799 0.08 Q 7 +15 4.6801 0.03 Q 7 +20 4.6802 0.02 Q 7 +25 4.6803 0.01 Q 7 +30 4.6804 0.01 Q 7 +35 4.6804 0.00 Q V v v V (V VI VI ViV VI VI VI VI VI VIV VI V V V VI VI V Appendix B -4 PROPOSED CONDITION RETENTION BASIN ROUTING & UNIT HYDROGRAPH CALCULATIONS 100 -YEAR STORM / 24HR 78.900 Avenue 47 . M 0 1 S E Suite 208 La Cuinte, CA 92251 S C H U L T Z Voice: 760- 771 -4013 FAX; 760.7714073 PLANNERS ENGINEERS SURVEYORS r FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 03/05/08 TRACT 33597 BASIN ROUTING Q100 / 24HR STORM [FILE:97DRO24100] -------------------------------------------------------------- - - - - -- Program License Serial Number 4027 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 97DUH2410024100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 307 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 9.696 (CFS) Total volume = 4.464 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++±+++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 18.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data ------------------------------------------------- Total number of inflow hydrograph intervals = 307 Hydrograph time unit = 5.000 (Min.) Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------- outflow = 0.00 (CFS) - - - - -- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) ------------- (Ac.Ft) =------------------------------------------------------- (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.285 0.670 0.283 0.287 2.000 0.844 0.693 0.842 0.846 3.000 1.448 0.717 1.446 1.450 4.000 2.102 0.742 2.099 2.105 5.000 2.804 0.767 2.801 2.807 6.000 3.558 0.793 3.555 3.561 7.000 4.363 0.819 4.360 4.366 n -- - - - - - - - - - - - - ---- ------- Hydrograph Detention Basin Routing ------------------------------------------- Graph values: II'= unit inflow; 101= outflow at time shown Time Inflow Outflow Storage Depth (Hours) • (CFS) (CFS) (Ac.Ft) .0 2.4 4.85 7.27 9.70 (Ft.) 0.083 0.02 0.00 0.000 O 0.167 0.10 0.00 0.000 0 I I I 0.00 0.250 0.21 0.00 0.002 O 0.333 0.29 0.01 0.003 0 I I 0.01 0.417 0.36 0.01 0.005 OI 0.500 0.44 0.02 0.008 OI I I I I 0.03 0.583 0.49 0.03 0.011 OI 0.667 0.52 0.03 0.014 OI I I 0.05 0.750 0.54 0.04 0.018 OI 0.833 0:57 0.05 0.021 OI I 0.07 0.917 0.62 0.06 0.025 O I 1.000 0.69 0.07 0.029 0 I I I I 0.10 1.083 0.72 0.08 0.033 O 2 1.167 0.70 0.09 0.038 0 I I I I 0.13 1.250 0.66 0.10 0.042 0 I 1.333 0.64 0.11 0.046 0 I I 0.16 1.417 0.63 0.12 0.049 O I 1.500 0.63 0.12 0.053 0 I I I I I 0.19 1.583 0.63 0.13 0.056 O I 1.667 0.63 0.14 0.060 O I I I 0.21 1.750 0.63 0.15 0.063 0 I 1.833 0.64 0.16 0.066 0 I i 0.23 1.917 0.67 0.16 0.070 0 I I I 0.24 2.000 0.73 0.17 0.073 0 I 2.083 0.76 0.18 0.077 0 I I I I I 0.27 2.167 0.78 0.19 0.081 0 I I I I I 0.29 2.250 0.79 0.20 0.085 0 I 2.333 0.80 0.21 0.089 0 I I I I I 0.31 2.417 0.80 0.22 0.093 0 I 2.500 0.81 0.23 0.097 0 I 0.34 2.583 0.82 0.24 0.101 O I I I I 0.36 2.667 0.86 0.25 0.105 O I 2.750 0.92 0.26 0.110 0 I I I I I 0.39 2.833 0.96 0.27 0.115 0 I 2.917 0.98 0.28 0.119 0 I I I I 0.42 3.000 0.99 0.29 0.124 0 I I I 0.44 3.083 1.00 0.30 0.129 0 I I I I 0.45 3.167 1.00 0.31 0.134 IO I I I I I 0.47 3.250 1.01 0.33 0.138 IO I I I I I 0.49 3.333 1.01 0.34 0.143 IO I I I 0.50 3.417 1.02 0.35 0.148 10 I I I 0.52 3.500 1.02 0.36 0.152 10 I I I 0.53 3.583 1.02 0.37 0.157 IO I I I I 0.55 3.667 1.02 0.38 0.161 IO I I I I I 0.57 3.750 1.03 0.39 0.166 10 I I I I I 0.58 3.833 1.04 0.40 0.170 IO I I I I 0.60 3.917 `1.08 0.41 0.175 IO I I I I I 0.61 4.000 1.14 0.42 0.179 10 I I 0.63 4.083 1.17 0.43 0.184 10 I 0.65 4.167 1.19 0.45 0.189 10 I I 0.66 �- -. 4.250 1.20 0.46 0.195 10 I 0.68 4.333 1.22 0.47 0.200 10 I 1 0.70 4.417 1.26 0.48 0.205 IO I I I I I 0.72 4.500 1.32 0.49 0.210 10 I 1 0.74 4.583 1.36 0.51 0.216 IO I I I 0.76 4.667 1.38 0.52 0.222 IO I 1 0.78 4.750 1.39 0.54 0.228 10 I I I I 0.80 4.833 1.41 0.55 0.234 10 I I I I 0,82 4.917 1.46 0.56 0.240 10 I 1 0.84 5.000 1.53 0.58 0.246 IO I 1 I I I 0.86 5.083 1.55 0.59 0.253 IO I 1 I I I 0,89 5.167 1.49 0.61 0.259 10 I I I I 0.91 5.250 1.39 0.62 0.265 0 I I 0.93 5.333 1.34 0.63 0.270 0 I I I 0.95 5.417 1.35 0.65 0.275 10 I I I 0.96 5.500 1.40 0.66 0.280 10 I I I I 0.98 5.583 1.43 0.67 0.285 10 I I I I 1.00 5.667 1.48 0.67 0.290 10 I I I I 1.01 5.750 1.54 0.67 0.296 0 I I I I I 1.02 5.833 1.58 0.67 0.302 10 I I I I 1.03 5.917 1.59 0.67 0.308 10 I I I 1.04 6.000 1.61 0.67 0.315 10 I I I 1.05 6.083 1.62 0.67 0.321 10 I I I 1.07 6.167 1.67 0.67 0.328 10 I I I I 1.08 6.250 1.73 0.67 0.335 0 I I I 1.09 6.333 1.77 0.67 0.343 0 I I I I I 1.10 6.417 1.79 0.67 0.350 0 I I I I 1.12 6.500 1.81 0.67 0.358 10 I I I I I 1.13 6.583 1.82 0.67 0.366 10 I I I I 1.14 6.667 1.87 0.67 0.374 10 I I I I 1.16 6.750 1.94 0.67 0.382 10 I I I I 1.17 6.833 1.98 0.67 0.391 10 I I I I I 1.19 6.917 2.00 0.67 0.400 10 I I I 1.21 7.000 2.01 0.68 0.410 10 I( I I I 1,22 7.083 2.02 0.68 0.419 0 I I 1.24 7.167 2.03 0.68 0.428 10 I I I I 1.26 7.250 2.04 0.68 0.437 10 I I I I I 1.27 7.333 2.05 0.68 0.447 0 I I I I 1.29 7.417 2.10 0.68 0.456 10 I I I I I 1.31 7.500 2.16 0.68 0.466 10 Il I I I 1.32 7.583 2.20 0.68 0.477 I 0 Il I I 1.34 7.667 2.26 0.68 0.487 0 Il I 1.36 7.750 2.33 0.68- 0.499 0 II I I 1.38 7.833 2.27 0.68 0.510 10 Il I I I 1.40 7.917 1.84 0.68 0.519 I 0 I I 1.42 8.000 1.23 0.68 0.525 10 I I I 1.43 8.083 0.92 0.68 0.528 OI I I I 1.43 8.167 0.92 0.68 0.530 OI I I 1.44 8.250 1.05 0.68 0.532 I OI I I I 1.44 8.333 1.12 0.68 0.534 I OI I I I 1.45 8.417 1.15 0.68 0.538 I OI I 1.45 8.500 1.16 0.68 0.541 I OI I I 1.46 8.583 1.20 0.68 0.544 I OI I I I 1.46 8.667 1.29 0.68 0.548 10 I I I •1.47 8.750 1.42 0.68 0.553 0-1 I I I 1.48 8.833 1.52 0.68 0.558 0 I I I I 1.49 8.917 1.65 0.68 0.564 0 I I I I I 1.50 9.000 1.80 0.68 0.572` 0 I I I I 1.51 9.083 1.94 0.68 0.580 10 I I I I I 1.53 9.167 2.17 0.68 0.589 I 0 Il I I 1.54 9.250 2.44 0.68 0.601 10 I I I 1.56 9.333 2.64 0.68 0.613 10 I I I 1.59 9.417 2.82 0.68 0.627 I 0 II I 1.61 9.500 3.02 0.68 0.643 I 0 II 1.64 9.583 3.18 0.69 0.659 10 I I I 1.67 .' 9.667 3.35 0.69 0.677 10 I I I I 1.70 9.750 3.53 0.69 0.696 10 I I I 1.74 9.833 3.68 0.69 0.716 I 0 I I 1.77 9.917 3.85 0.69 0.738 10 I I I 1.81 10.000 4.03 0.69 0.760 I 0 I I 1.85 10.083 4.02 0.69 0.783 I 0 I I 1.89 10.167 3.54 0.69 0.804 I 0 I I 1.93 10.250 2.81 0.69 0.821 0 II I 1.96 10.333 2.40 0.69 0.834 0 II I I I 1.98 10.417 2.22 0.69 0.845 10 II I I I 2.00 10.500 2.11 0.69 0.856 10 I I I 2.02 10.583 2.13 0.69 0.865 I 0 2.04 10.667 2.48 0.69 0.877 10 I I I 2.05 10.750 3.01 0.69 0.891 0 II I I I 2.08 10.833 3.33 0.70 0.908 0 I I 2.11 10.917 3.48 0.70 0.926 0' I I I I 2.14 11.000 3.58 0.70 0.946 10 I I I 2.17 11.083 3.63 0.70 0.966 0 I I I 2.20 11.167 3.61 0.70 0.986 0 I I I ( 2.24 11.250 3:55 0.70 1.006 10 I I I I I 2.27 11.333 3.53 0.70 1.025 I O I I I I 2.30 11.417 3.53 0.70 1.045 10 I I I 2.33 11.500 3.55 0.70 1.064 10 I I I I 2.36 11.583 3.52 0.70 1.084 10 I I I I I 2.40 11.667 3.38 0.70 1.103 0 I I I I 2.43 11.750 3.18 0.70 1.121 0 I I 2.46 11.833 3.09 0.70 1.137 0 I I I I 2.49 11.917 3.13 0.71 1.154 10 I I I I 2.51 12.000 3.22 0.71 1.171 I 0 I I I 2.54 12.083 3.42 0.71 1.189 I O I I 2.57 12.167 4.01 0.71 1.210 0 I I I I I 2.61 12.250 4.82 0.71 1.235 I 0 II I I 2.65 12.333 5.33 0.71 1.265 0 I II I I 2.70 12.417 5.66 0.71 1.298 I O I I 2.75 12.500 5.94 0.71 1.333 10 I I I I 2.81 12.583 6.18 0.71 1.370 10 I I I 2.87 12.667 6.47 0.72 1.409 I 0 I 2.93 12.750 6.81 0.72 1.449 0 I I I I I 3.00 12.833 7.05 0.72 1.492 10 3.07 12.917 7.27 0.72 1.536 0 3.14 13.000 7.49 0.72 1.582 0 I I 3.21 13.083 7.74 0.72 1.630 I 0 I II 3.28 13.167 8.25 0.73 1.680 10 I I I 3.35 13.250 8.90 0.73 1.734 10 I I I I I 3.44 13.333 9.31 0.73 1.792 0 I I I I I 3.53 13.417 9.53 0.73 1.851 0 I I II 3.62 13.500 9.70 0.73 1.913 I 0 I I 3.71 13.583 9.61 0.74 1.974 10 3.80 13.667 8.83 0.74 2.032 10 I I I 3.89 13.750 7.66 0.74 2.084 0 3.97 13.833 6.99 0.74 2.130 0 II 4.04 13.917 6.69 0.74 2.171 10 I I I I 4.10 14.000 6.50 0.75 2.212 0 I 2 I 4.16 14.083 6.45 0.75 2.251 10 I I I I 4.21 14.167 6.68 0.75 2.291 0 I ( I I 4.27 14.250 7.06 0.75 2.333 10 I I II I 4.33 14.333 7.26 0.75 2.378 10 I I II I 4.39 14.417 7.27 0.75 2.422 I 0 I I 4.46 14.500 7.21 0.76 2.467 0 I II 4.52 14.583 7.19 0.76 2.511 0 4.58 14.667 7.19 0.76 2.556 0 I II I 4.65 14.750 7.19 0.76 2.600 0 4.71 14.833 7.18 0.76 2.644 10 4.77 -. 14.917 7.11 0.76 2.688 I 0 4.84 15.000 7.01 0.76 2.732 I 0 4.90 15.083 6.93 0.77 2.774 10 I I I I I 4.96 15.167 6.83 0.77 2.816 10 I I I I 5.02 15.250 6.72 0.77 2.858 10 I I I I 5.07 15.333 6.64 0.77 2.899 10 I I I 5.13 15.417 6.53 0.77 2.939 10 I 1 I I I 5.18 15.500 6.41 0.77 2.978 10 I 1 I I I 5.23 15.583 6.26 0.77 3.016 10 1 I I I 5.28 15.667 5.91 0.78 3.053 1 0 I I I I 5.33 15.750 5.44 0.78 3.086 1 0 I II I 5.37 15.833 5.16 0.78 3.118 10 I 5.42 15.917 5.02 0.78 3.147 10 1 I I I 5.46 16.000 4.93 0.78 3.176 10 I I I 5.49 16.083 4.69 0.78 3.204 10 I 5.53 16.167 3.90 0.78 3.228 1 0 I I I 5.56 16.250 2.81 0.78 3.246 I 0 II 1 5.59 16.333 2.15 0.78 3.258 I 0 II I I 5.60 16.417 1.82 0.78 3.266 0 I I I 5.61 16.500 1.60 0.78 3.272 10 I I I I I 5.62 16.583 1.42 0.78 3.277 0 I I I I 5.63 16.667 1.26 0.78 3.281 1 0 I I I I 5.63 16.750 1.10 0.78 3.284 I OI I I I I 5.64 16.833 0.99 0.78 3.286 I OI I I I 5.64 16.917 0.91 0.78 3.287 I 0 I I 5.64 17.000 0.84 0.78 3.287 10 I I I 5.64 17.083 0.81 0.78 3.288 1 0 I 1 I I 5.64 17.167 0.85 0.78 3.288 10 I I I I 5.64 17.250 0.93 0.78 3.289 I OI I I I I 5.64 17.333 0.97 0.78 3.290 I OI I I I 5.64 17.417 0.99 0.78 3.291 I OI I 5.65 17.500 0.99 0.78 3.293 I OI I I I 5.65 17.583 0.99 0.78 3.294 I OI I I I I 5.65 17.667 0.99 0.78 3.295 10I I I I I 5.65 17.750 1.00 0.78 3.297 I OI I I 5.65 17.833 0.99 0.78 3.298 I OI I I I I 5.66 17.917 0.96 0.78 3.300 I OI I 5.66 18.000 0.91 0.78 3.301 I 0 5.66 18.083 0.87 0.78 3.301 0 I I I 5.66 18.167 0.86 0.78 3.302 0 I I I I 5.66 18.250 0.85 0.78 3.302 10 I I I 5.66 18.333 0.85 0.78 3.303 10 I I I I 5.66 18.417 0.84 0.78 3.303 I O I I I I 5.66 18.500 0.84 0.78 3.304 I 0 1 I I 5.66 18.583 0.83 0.78 3.304 0 1 1 5.66 18.667 0.79 0.78 3.304 1 0 I I I 5.66 18.750 0.73 0.78 3.304 10 I I I 5.66 18.833 0.68 0.78 3.303 I O I I I I 5.66 18.917 0.62 0.78 3.303 1 0 1 I I I 5.66 19.000 0.55 0.78 3.301 JIO I I 5.66 19.083 0.52 0.78 3.300 JIO I I 5.66 19.167 0.54 0.78 3.298 JIO I I I 5.65 19.250 0.58 0.78 3.296 IIO I I I 5.65 19.333 0.61 0.78 3.295 10 I I I I 5.65 19.417 0.66 0.78 3.294 I O I I I I 5.65 19.500 0.72 0.78 3.293 10 I 1 I I 5.65 19.583 0.74 0.78 3.293 I 0 1 1 I I 5.65 19.667 0.72 0.78 3.292 1 0 I 1 1 I 5.65 19.750 0.67 0.78 3.292 1 0 I I 1 I 5.65 19.833 0.64 0.78 3.291 I O I I I 1 5.65 19.917 0.59 0.78 3.290 IIO I I I 5.64 20.000 0.53 0.78 3.288 IIO I I I 5.64 20.083 0.50 0.78 3.286 IIO I I I I 5.64 20.167 0.52 0.78 3.284 IIO I I I 5.64 20.250 0.56 0.78 3.283 IIO 20.333 0.59 0.78 3.281 JIO 1 1 I I I I 5.63 5.63 20.417 0.60 0.78 3.280 JIO 1 I 5.63 20.500 0.60 0.78 3.279 JIO 1 I 5.63 20.583 0.61 0.78 3.278' 1 0 I I 5.63 20.667 0.61 0.78 3.276 1 0 1 I 5.63 20.750 0.61 0.78 3.275 10 I I I I 5.62 • 20.833 0.60 0.78 3.274 IIO I I I I 5.62 20.917 0.56 0.78 3.273 IIO 1 I I 5.62 21.000 0.51 0.78 3.271 IIO 1 I I I 5.62 21.083 0.48 0.78 3.269 IIO 1 I I 5.62 21.167 0.51 0.78 3.267 IIO I I 5.61 21.250 0.55 0.78 3.265 JIO 5.61 21.333 0.57 0.78 3.264 JIO I I I 5.61 21.417 0.54 0.78 3.262 IIO I I I I 5.61 21.500 0.49 0.78 3.260 (IO 5.61 21.583 0.47 0.78 3.258 JIO I I 5.60 21.667 0.50 0.78 3.256 IIO I I 5.60 21.750 0.55 0.78 3.254 IIO 1 I 5.60 21.833 0.57 0.78 3.253 IIO I I I I 5.60 21.917 0.54 0.78 3.251 JIO 1 I 5.59 22.000 0.49 0.78 3.249 JIO I I 5.59 22.083 0.47 0.78 3.247 JIO I I I 5.59 22.167 0.50 0.78 3.245 JIO I 5.59 22.250 0.54 0.78 3.243 IIO I 5.58 22.333 0.56 0.78 3.242 IIO I I I 5.58 22.417 0.53 0.78 3.240 IIO 1 I I 5.58 22.500 0.49 0.78 3.238 IIO 1 5.58 22.583 0.46 0.78 3.236 JIO 1 5.57 22.667 0.45 0.78 3.234 JIO 1 I 5.57 22.750 0.44 0.78 3.232 IIO 1 I I 5.57 22.833 0.43 0.78 3.229 IIO I I I 5.56 22.917 0.43 0.78 3.227 IIO I I 5.56 23.000 0.42 0.78 3.224 IIO I I I 5.56 23.083 0.42 0.78 3.222 IIO I I I 5.55 23.167 0.42 0.78 3.219 IIO I I I 5.55 23.250 0.42 0.78 3.217 IIO 1 I I 5.55 23.333 0.42 0.78 3.214 JIO I I I I 5.54 23.417 0.42 0.78 3.212 JIO 1 I 5.54 23.500 0.42 0.78 3.209 JIO I 1 I 5.54 23.583 0.41 0.78 3.207 JIO I I I 5.53 23.667 0.41 0.78 3.204 JIO I I I 5.53 23.750 0.41 0.78 3.202 JIO I I 5.53 23.833 0.41 0.78 3.199 IIO I I 5.52 23.917 0.41 0.78 3.197 IIO I I I I 5.52 24.000 0.41 0.78 3.194 IIO 1 I I I 5.52 24.083 0.39 0.78 3.192 IIO 1 I I I 5.51 24.167 0.31 0.78 3.189 IIO 1 I I 5.51 24.250 0.20 0.78 3.185 10 1 I I I 5.51 24.333 0.13 0.78 3.181 I 0 1 5.50 24.417 0.10 0.78 3.176 I 0 1 24.500 0.08 0.78 3.171 I O 5.49 24.583 0.06 0.78 3.166 I O I 5.48 24.667 0.05 0.78 3.161 I 0 24.750 0.04 0.78 3.156 I 0 1 I I I 5.47 24.833 0.03 0.78 3.151 I 0 I I I I 5.46 24.917 0.02 0.78 3.146 I 0 1 I I I 5.45 25.000 0.02 0.78 3.141 I O 25.083 0.02 0.78 3.136 I 0 1 I 1 1 5.44 25.167 0.01 0.78 3.130 I 0 1 I 1 I 5.43 25.250 0.01 0.78 3.125 I 0 1 I I 5.43 25.333 0.01 0.78 3.120 I 0 I I I I 5.42 25.417 0.00 0.78 3.114 I 0 1 I I 5.41 25.500 0.00 0.78 3.109 I 0 I I I 5.40 fr - -� 25.583 0.00 0.78 3.104 I O C• 25.'667 0.00 0.78 3.098 I 0 I I I I 5.39 25.750 0.00 0.78 3.093 I 0 I I I 5.38 25.833 0.00 0.78 3.088 I 0 I I I 5.38 25.917 0.00 0.78 3.082 I O 1 I I I 5.37 26.000 0.00 0.78 3.077 I 0 1 1 I 5.36 26.083 0.00 26.167 0.00 26.250 0.00 26.333 0.00 26.417 0.00 26.500 0.00 26.583 0.00 26.667 0.00 26.750 0.00 26.833 0.00 26.917 0.00 27.000 0.00 27.083 0.00 27.167 0.00 27.250 0.00 27.333 0.00 27.417 0.00 27.500 0.00 27.583 0.00 27.667 0.00 27.750 0.00 27.833 0.00 27.917 0.00 28.000 0.00 28.083 0.00 28.167 0.00 28.250 0.00 28.333 0.00 28.417 0.00 28.500 0.00 28.583 0.00 28.667 0.00 28.750 0.00 28.833 0.00 28.917 0.00 29.000 0.00 29.083 0.00 29.167 0.00 29.250 0.00 29.333 0.00 29.417 0.00 29.500 0.00 29.583 0.00 29.667 0.00 29.750 0.00 29.833 0.00 29.917 0.00 30.000 0.00 30.083 0.00 30.167 0.00 30.250 0.00 30.333 0.00 30.417 0.00 30.500 0.00 30.583 0.00 30.667 0.00 30.750 0.00 30.833 0.00 �-. 30.917 0.00 31.000 0.00 31.083 0.00 31.167 0.00 31.250 0.00 31.333 0.00 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.76 0.76 3.072 I 0 3.066 I 0 I 5.35 3.061 I 0 I I I I 5.33 3.056 I O 3.050 I 0 I I I I 5.32 3.045 I 0 3.040 I 0 I I I I 5.31 3.034 I O 3.029 I 0 I I I 5.30 3.024 I 0 3.018 I 0 I I I I 5.28 3.013 I 0 I I I I 5.28 3.008 I 0 3.002 I 0 I I I I 5.26 2.997 I 0 2.992 I 0 I I I I 5.24 2.986 I O 2.981 I 0 I I I 5.23 2.976 I O 2.970 I 0 I I 5.22 2.965 I 0 i I I I 5.21 2.960 I O 2.954 I 0 I I 5.20 2.949 I O 2.944 I 0 I I I I 5.19 2.938 I 0 2.933 I 0 I I I 5.17 2.928 I O 2.923 I 0 I 5.16 2.917 I O 2.912 I 0 I I I 5.14 2.907 I 0 2.901 I 0 I I I 5.13 2.896 I 0 I I I I 5.12 2.891 I 0 I I I I 5.11 2.885 I 0 2.880 I 0 I I I I 5.09 2.875 I 0 2.869 I 0 2.864 I 0 I I 5.08 2.859 I 0 I I I I 5.07 2.854 I O 2.848 I O 2.843 I 0 I I I I 5.05 2.838 I 0 I I I I 5.04 2.832 I O 2.827 I 0 2.822 I 0 I I I 5.02 2.817 I 0 2.811 I 0 5.01 2.806 I 0 2.801 I 0 I I 5.00 2.795 I 0 I I I 4.99 2.790 I 0 I I I 4.98 2.785 I 0 I I I I 4.97 2.780 I 0 I I I 4.97 2.774 I O 2.769 I 0 I I 4.95 2.764 I 0 I I I I 4.94 2.758 I O 2.753 I 0 4.93 2.748 I 0 I 4.92 2.743 I 0 I I 4.91 2.737 I 0 I I I 4.91 31.417 0.00 0.76 2.732 I 0 • 31.500 0.00 0.76 2.727 I 0 I I I I 4.89 31.583 0.00 0.76 2.722 I 0 I I I I 4.88 31.667 0.00 0.76 2.716 I 0 31.750 0.00 0.76 2.711 I 0 I 4.87 31.833 0.00 0.76 2.706 I 0 31.917 0.00 0.76 2.701 I 0 I I I 4.85 32.000 0.00 0.76 2.695 I 0 32.083 0.00 0.76 2.690 I O i I I I 4.84 32.167 0.00 0.76 2.685 I 0 32.250 0.00 0.76 2.680 I 0 I 4.82 32.333 0.00 0.76 2.674 I O 32.417 0.00 0.76 2.669 I 0 4.81 32.500 0.00 0.76 2.664 I 0 I I I 4.80 32.583 0.00 0.76 2.659 I 0 I 4.79 32.667 0.00 0.76 2.653 I O 32.750 0.00 0.76 2.648 I 0 I I 4.78 32.833 0.00 0.76 2.643 I 0 32.917 0.00 0.76 2.638 I 0 I I I I 4.76 33.000 0.00 0.76 2.632 I O 33.083 0.00 0.76 2.627 I 0 I 4.75 33.167 0.00 0.76 2.622 I O 33.250 0.00 0.76 2.617 I 0 I I I I 4.73 33.333 0.00 0.76 2.611 I O 33.417 0.00 0.76 2.606 I 0 I 4.72 33.500 0.00 0.76 2.601 I O 33.583 0.00 0.76 2.596 I 0 I I I 4.70 33.667 0.00 0.76 2.590 I 0 33.750 0.00 0.76 2.585 I 0 4.69 33.833 0.00 0.76 2.580 I 0 I I 4.68 33.917 0.00 0.76 2.575 I 0 34.000 0.00 0.76 2.570 I 0 I I I I 4.67 34.083 0.00 0.76 2.564 I 0 I I I I 4.66 34.167 0.00 0.76 2.559 I 0 I I 4.65 34.250 0.00 0.76 2.554 I 0 I I I 4.64 34.333 0.00 0.76 2.549 I 0 I I 4.64 34.417 0.00 0.76 2.543 I 0 I 34.500 0.00 0.76 2.538 I 0 I I I 4.62 34.583 0.00 0.76 2.533 I O 34.667 0.00 0.76 2.528 I 0 I I I 4.61 34.750 0.00 0.76 2.523 I 0 I I I I 4.60 34.833 0.00 0.76 2.517 I O 34.917 0.00 0.76 2.512 I 0 4.58 35.000 0.00 0.76 2.507 I 0 4.58 35.083 0.00 0.76 2.502 I O i I I I 35.167 0.00 0.76 2.497 I 0 35.250 0.00 0.76 2.491 I 0 4.55 35.333 0.00 0.76 2.486 I 0 I I I I 4.55 35.417 0.00 0.76 2.481 I 0 35.500 0.00 0.76 2.476 I 0 I I I 4.53 35.583 0.00 0.76 2.471 I 0 35.667 0.00 0.75 2.465 I 0 I I I I 4.52 35.750 0.00 0.75 2.460 I 0 35.833 0.00 0.75 2.455 I 0 I I I I 4.50 35.917 0.00 0.75 2.450 I 0 I I I 4.50 36.000 0.00 0.75 2.445 I 0 36.083 0.00 0.75 2.439 I 0 I I I I 4.48 36.167 0.00 0.75 2.434 I 0 I I 4.47 36.250 36.333 0.00 0.00 0.75 0.75 2.429 2.424 I I 0 I 0 I I I I I 4.47 4.46 36.417 0.00 0.75 2.419 I 0 I I I 4.45 36.500 0.00 0.75 2.413 I 0 I I I I 4.44. 36.583 0.00 0.75 2.408 I 0 I I I I 4.44 36.667 0.00 0.75 2.403 I 0 I I 4.43 36.750 0.00 0.75 2.398 I 0 I I I 4.42 • 36.833 0.00 0.75 2.393 10 36.917 0.00 0.75 2.387 I O I I I 4.41 I 37.000 0.00 0.75 2.382 I 0 I I 4.40 37.083 0.00 0.75 2.377 I 0 I I 4.39 37.167 0.00 0.75 2.372 I 0 I I I I 4.38 37.250 0.00 0.75 2.367 I 0 4.38 37.333 0.00 0.75 2.362 I 0 I I 4.37 37.417 0.00 0.75 2.356 I 0 I I I 4.36 37.500 0.00 0.75 2.351 I 0 I 4.36 37.583 0.00 0.75 2.346 I 0 37.667 0.00 0.75 2.341 I 0 I I I 4.34 37.750 0.00 0.75 2.336 I 0 4.33 37.833 '0.00 0.75 2.331 I 0 37.917 0.00 0.75 2.325 I O i I I I 4.32 38.000 0.00 0.75 2.320 I O 38.083 0.00 0.75 2.315 I 0 I I I I 4.30 38.167 0.00 0.75 2.310 I 0 4.30 38.250 0.00 0.75 2.305 I 0 I I I I 4,29 38.333 0.00 0.75 2.300 I 0 I I I 4,28 38.417 0.00 0.75 2.294 I 0 I I I 4,27 38.500 0.00 0.75 2.289 I O 38.583 0.00 0.75 2.284 I 0 I I I 4.26 38.667 0.00 0.75 2.279 I 0 38.750 0.00 0.75 2.274 I 0 I I I I 4.24 38.833 0.00 0.75 2.269 I O 38.917 0.00 0.75 2.264 I 0 I I I 4,23 39.000 0.00 0.75 2.258 I O 39.083 0.00 0.75 2.253 I 0 I I I 4,22 39.167 0.00 0.75 2.248 I 0 I I 4.21 39.250 0.00 0.75 2.243 I O 39.333 0.00 0.75 2.238 I 0 I I I 4.19 39.417 0.00 0.75 2.233 I 0 39.500 0.00 0.75 2.227 10 I I I I 4.18 39.583 0.00 0.75 2.222 I 0 39.667 0.00 0.75 2.217 I 0 I I I I 4.16 39.750 0.00 0.75 2.212 I 0 39.833 0.00 0.75 2.207 10 I I I 4.15 39.917 0.00 0.75 2.202 I 0 40.000 0.00 0.75 2.197 I 0 I I I 4.13 40.083 0.00 0.75 2.192 I 0 40.167 0.00 0.75 2.186 I O I I I I 4.12 40.250 0.00 0.74 2.181 I O 40.333 0.00 0.74 2.176 I 0 I I 4.11 40.417 0.00 0.74 2.171 I O 40.500 0.00 0.74 2.166 I 0 I I I 4.09 40.583 0.00 0.74 2.161 I 0 I 4.08 40.667 0.00 0.74 2.156 I 0 I I I I 4.08 40.750 0.00 0.74 2.151 I 0 I I I I 4.07 40.833 0.00 0.74 2.145 I 0 I I I I 4.06 40.917 0.00 0.74 2.140 10 I I I 4.05 41.000 0.00 0.74 2.135 10 I I I 4.05 41.083 0.00 0.74 2.130 I 0 I I I 4.04 41.167 0.00 0.74 2.125 I 0 I I 4.03 41.250 0.00 0.74 2.120 I 0 I I I I 4.03 41.333 0.00 0.74 2.115 I 0 I I I 4.02 41.417 0.00 0.74 2.110 I 0 I I I 4.01 41.500 0.00 0.74 2.104 I 0 I I I 4.00 41.583 0.00 0.74 2.099 I 0 I I I 4.00 41.667 0.00 0.74 2.094 I 0 I. I I 3,99 41.750 0.00 0.74 2.089 I 0 3.98 41.833 0.00 0.74 2.084 10 I I I 3.97 41.917 0.00 0.74 2.079 I 0 I I I 3.96 42.000 0.00 0.74 2.074 I 0 I I I 3.96 ;� 42.083 0.00 0.74 2.069 I 0 I I I I 3.95 42.167 0.00 0.74 2.064 I 0 I I I I 3.94 42.250 0.00 0.74 2.059 I 0 I I 3.93 42.333 0.00 0.74 2.053 I 0 I I I 3.93 42.417 0.00 0.74 2.048 I 0 I I I I 3.92 42.500 0.00 0.74 2.043 I 0 I I I I 3.91 42.583 0.00 0.74 2.038 I O 42.667 0.00 0.74 2.033 I 0 I I I 3.89 42.750 0.00 0.74 2.028 I O 42.833 0.00 0.74 2.023 I 0 I I I I 3.88 42.917 0.00 0.74 2.018 I 0 I I I I 3.87 43.000 0.00 0.74 2.013 I O 43.083 0.00 0.74 2.008 10 I I I 3.86 43.167 0.00 0.74 2.003 I 0 I 3.85 43.250 0.00 0.74 1.997 I 0 I 3.84 43.333 0.00 0.74 1.992 I 0 I I I 3.83 43.417 0.00 0.74 1.987 I O 43.500 0.00 0.74 1.982 I 0 I I I 3.82 43.583 0.00 0.74 1.977 I O 43.667 0.00 0.74 1.972 I 0 I I 3.80 43.750 0.00 0.74 1.967 I 0 I I I I 3.79 43.833 0.00 0.74 1.962 I O 43.917 0.00 0.74 1.957 I 0_ I I I I 3.78 44.000 0.00 0.74 1.952 I O 44.083 0.00 0.74 1.947 I 0 I I I 3.76 44.167 0.00 0.74 1.942 I O 44.250 0.00 0.74 1.937 I 0 I I I I 3.75 44.333 0.00 0.74 1.931 I 0 I 3.74 _ 44.417 0.00 0.74 1.926 I 0 I I I I 3.73 44.500 0.00 0.74 1.921 I 0 I I I I 3.72 44.583 0.00 0.73 1.916 I O 44.667 0.00 0.73 1.911 I 0 I I I 3.71 44.750 0.00 0.73 1.906 I O 44.833 0.00 0.73 1.901 I 0 I I I 3.69 44.917 0.00 0.73 1.896 I O 45.000 0.00 0.73 1.891 I 0 I I I 3.68 45.083 0.00 0.73 1.886 I O 45.167 0.00 0.73 1.881 I 0 I I I 3.66 45.250 0.00 0.73 1.876 I O 45.333 0.00 0.73 1.871 I O i I I I 3.65 45.417 0.00 0.73 1.866 I O 45.500 0.00 0.73 1.861 I 0 I I 3.63 45.583 0.00 0.73 1.856 I 0 45.667 0.00 0.73 1.851 I O I I I I 3.62 45.750 0.00 0.73 1.846 I O 45.833 0.00 0.73 1.841 I 0 I I I 3.60 45.917 0.00 0.73 1.835 I 0 46.000 0.00 0.73 1.830 10 I I I 3.58 46.083 0.00 0.73 1.825 I 0 I I I 3.58 46.167 0.00 0.73 1.820 I 0 46.250 0.00 0.73 1.815 I O I I I I 3.56 46.333 0.00 0.73 1.810 I 0 I- I I I 3.55 46.417 0.00 0.73 1.805 I 0 46.500 0.00 0.73 1.800 I O I I I I 3.54 46.583 0.00 0.73 1.795 I 0 I I 3.53 46.667 0.00 0.73 1.790 I 0 I I I 3.52 46.750 0.00 0.73 1.785 I 0 I I I 3.52 46.833 0.00 0.73 1.780 I 0 I I I 3.51 46.917 0.00 0.73 1.775 I 0 I I I I 3.50 47.000 0.00 0.73 1.770 I 0 I I 3.49 47.083 0.00 0.73 1.765 I 0 I I I 3.48 47.167 0.00 0.73 1.760 I 0 I I 3.48 47.250 0.00 0.73 1.755 I 0 I I 3.47 47.333 0.00 0.73 1.750 I 0 I I I 3.46 47.417 47.500 0.00 0.00 0.73 0.73 1.745 1.740 I 10 0 I I I I 3.45 47.583 0.00 0.73 1.735 I O i I I I 3.44 47.667 0.00 0.73 1.730 I 0 47.750 0.00 0.73 1.725 I 0 I I I I 3.42 47.833 0.00 0.73 1.720 I 0 I 3.42 47.917 0.00 0.73 1.715 I 0 48.000 0.00 0.73 1.710 I 0 I I I 3.40 48.083 0.00 0.73 1.705 10 48.167 0.00 0.73 1.700 I O i I I I 3.39 48.250 0.00 0.73 1.695 I O 48.333 0.00 0.73 1.690 I 0 I I I I 3.37 48.417 0.00 0.73 1.685 I O 48.500 0.00 0.73 1.680 I 0 I I I I 3.35 48.583 0.00 0.73 1.675 I 0 I 3.35 48.667 0.00 0.73 1.670 I 0 I I 3.34 48.750 0.00 0.73 1.665 I 0 I I ' I 3.33 48.833 0.00 0.73 1.660 I O 48.917 0.00 0.72 1.655 I 0 I I I 3.32 49.000 0.00 0.72 1.650 I O 49.083 0.00 0.72 1.645 I 0 I I 3.30 49.167 0.00 0.72 1.640 I 0 49.250 0.00 0.72 1.635 10 I I I I 3,29 49.333 0.00 0.72 1.630 I 0 49.417 0.00 0.72 1.625 I O i I I I 3.27 49.500 0.00 0.72 1.620 I O 49.583 0.00 0.72 1.615 I 0 I I I 3.26 49.667 0.00 0.72 1.610 I O 49.750 49.833 0.00 0.00 0.72 0.72 1.605 1.600 I I 0 O I I 3.24 49.917 0.00 0.72 1.595 I 0 I I I 3.22 50.000 0.00 0.72 1.590 I 0 50.083 0.00 0.72 1.585 I 0 I I I 3.21 50.167 0.00 0.72 1.580 I O 50.250 0.00 0.72 1.575 I 0 I I 3.19 50.333 0.00 0.72 1.570 I O 50.417 0.00 0.72 1.565 I 0 I I I I 3.18 50.500 0.00 0.72 1.560 I O 50.583 0.00 0.72 1.555 I 0 I I 3.16 50.667 0.00 0.72 1.550 10 50.750 0.00 0.72 1.545 I O i I I I 3.15 50.833 0.00 0.72 1.540 I O 50.917 0.00 0.72 1.535 I 0 I 3.13 51.000 0.00 0.72 1.530 I O 51.083 0.00 0.72 1.526 10 I I I 3.12 51.167 0.00 0.72 1.521 I 0 I 3.11 51.250 0.00 0.72 1.516 I O 51.333 0.00 0.72 1.511 I 0 I 3.10 51.417 0.00 0.72 1.506 I 0 I 3.09 51.500 0.00 0.72 1.501 I O 51.583 0.00 0.72 1.496 10 I I I 3.07 51.667 0.00 0.72 1.491 I O 51.750 0.00 0.72 1.486 I 0 I I I 3.06 51.833 0.00 0.72 1.481 I O 51.917 0.00 0.72 1.476 I 0 3.04 52.000 0.00 0.72 1.471 I 0 3.04 52.083 0.00 0.72 1.466 I O 52.167 0.00 0.72 1.461 I 0 I I I 3.02 52.250 0.00 0.72 1.456 I 0 I I I I 3.01 52.333 0.00 0.72 1.451 I O 52.417 0.00 0.72 1.446 I 0 I I I 3.00 52.500 0.00 0.72 1.441 I O 52.583 0.00 0.72 1.436 10 I I I 2.98 52.667 0.00 0.72 1.432 I 0 I I 2,97 52.750 0.00 0.72 1.427 I 0 I I 2.96 52.833 0.00 0.72 1.422 I 0 I I. 2.96 52.917 0.00 0.72 1.417 I 0 53.000 0.00 0.72 1.412 I 0 I I I I 2,94 53.083 0.00 0.72 1.407 I 0 I 2.93 53.167 0.00 0.72 1.402 I 0 I I I 2,92 53.250 0.00 0.71 1.397 I 0 I I I I 2,92 53.333 0.00 0.71 1.392 I 0 53.417 0.00 0.71 1.387 I 0 I I I I 2,90 53.500 0.00 0.71 1.382 I O 53.583 0.00 0.71 1.377 I 0 I I I I 2,88 53.667 0.00 0.71 1.372 I 0 53.750 0.00 0.71 1.368 I O i I I I 2.87 53.833 0.00 0.71 1.363 I 0 53.917 0.00 0.71 1.358 I 0 I I I 2,85 54.000 0.00 0.71 1.353 I 0 54.083 0.00 0.71 1.348 I O I I I I 2.83 54.167 0.00 0.71 1.343 I 0 54.250 0.00 0.71 1.338 I 0 I I 2,82 54.333 0.00 0.71 1.333 I 0 I I I I 2,81 54.417 0.00 0.71 1.328 10 I I I 2,80 54.500 0.00 0.71 1.323 I 0 I I I 2,79 54.583 0.00 0.71 1.318 I O 54.667 0.00 0.71 1.314 I 0 I I I I 2.78 54.750 0.00 0.71 1.309 I 0 54.833 0.00 0.71 1.304 I 0 I I I I 2.76 54.917 0.00 0.71 1.299 I 0 I I I I 2,75 55.000 0.00 0.71 1.294 10 I I I 2,74 55.083 0.00 0.71 1.289 I 0 I I I 2,74 55.167 0.00 0.71 1.284 I O 55.250 0.00 0.71 1.279 I 0 I I I I 2,72 55.333 0.00 0.71 1.274 I 0 I I I I 2,71 55.417 0.00 0.71 1.269 I O 55.500 0.00 0.71 1.265 I 0 I I I 2,70 55.583 0.00 0.71 1.260 I O 55.667 0.00 0.71 1.255 I 0 I I I I 2,68 55.750 0.00 0.71 1.250 I 0 I I 2,67 55.833 0.00 0.71 1.245 I O 55.917 .0.00 0.71 1.240 I 0 I I 2.66 56.000 0.00 0.71 1.235 I 0 56.083 0.00 0.71 1.230 I 0 i I I I 2.64 56.167 0.00 0.71 1.226 I 0 I I I. I 2.63 56.250 0.00 0.71 1.221 I O 56.333 0.00 0.71 1.216 I 0 I I I 2,62 56.417 0.00 0.71 1.211 I O 56.500 0.00 0.71 1.206 I 0 I I I 2.60 56.583 0.00 0.71 1.201 I 0 56.667 0.00 0.71 1.196 I 0 I I I I 2.58 56.750 0.00 0.71 1.191 I 0 I I I I 2,58 56.833 0.00 0.71 1.187 I 0 I I I 2,57 56.917 0.00 0.71 1.182 I 0 I I I I 2.56 57.000 0.00 0.71 1.177 I 0 I I 2.55 57.083 0.00 0.71 1.172 I 0 I I 2.54 57.167 0.00 0.71 1.167 I 0 I I I 2.53 57.250 0.00 0.71 1.162 I 0 I I I I 2.53 57.333 0.00 0.71 1.157 I 0 I I I I 2.52 57.417 0.00 0.71 1.153 I 0 I I I 2.51 57.500 0.00 0.71 1.148 I 0 I I I I 2.50 57.583 0.00 0.70 1.143 I 0 I I I I 2,49 57.667 0.00 0.70 1.138 I 0 I I I I 2.49 57.750 0.00 0.70 1.133 I 0 I I I I 2,48 57.833 0.00 0.70 1.128 I 0 I I I I 2.47 57.917 0.00 0.70 1.123 I 0 I I I 2.46 58.000 0.00 0.70 1.119 I 0 I I ( 2.45 58.083 0.00 0.70 1.114 I 0 I 2.45 • 58.167 0.00 0.70 1.109 I 0 I I I 2.44 58.250 0.00 0.70 1.104 I 0 I I I 2.43 58.333 0.00 0.70 1.099 I 0 I I 2.42 58.417 0.00 0.70 1.094 I 0 I I I 2.41 58.500 0.00 0.70 1.089 I 0 58.583 0.00 0.70 1.085 I 0 i I I I 2.40 58.667 0.00 0.70 1.080 I 0 I I 2.39 58.750 0.00 0.70 1.075 I O 8 58.833 0.00 0.70 1.070 I 0 I i 2 .3 58.917 0.00 0.70 1.065 I 0 I I 2.37 59.000 0.00 0.70 1.060 I 0 I I I 2.36 59.083 0.00 0.70 1.056 I O 59.167 0.00 0.70 1.051 I 0 I I 2.34 59.250 0.00 0.70 1.046 I O 59.333 0.00 0.70 1.041 I 0 I I 2.33 59.417 0.00 0.70 1.036 I O 59.500 0.00 0.70 1.032 I 0 I I I I 2.31 59.583 0.00 0.70 1.027 I O 59.667 0.00 0.70 1.022 I 0 I I I 2.29 59.750 0.00 0.70 1.017 I 0 I 59.833 0.00 0.70 1.012 I O i I I 2.28 59.917 0.00 0.70 1.007 I 0 2.27 60.000 0.00 0.70 1.003 I 0 I 2.26 60.083 0.00 0.70 0.998 I O 60.167 0.00 0.70 0.993 I 0 I I 2.25 60.250 0.00 0.70 0.988 I O 60.333 0.00 0.70 0.983 I 0 I I 2.23 60.417 0.00 0.70 0.979 I 0 60.500 0.00 0.70 0.974 I 0 I I 2.21 60.583 0.00 0.70 0.969 I 0 I I I I 2.21 60.667 0.00 0.70 0.964 I 0 I 2.20 60.750 0.00 0.70 0.959 I O i 60.833 0.00 0.70 0.954 I 0 I I I 2.18 60.917 0.00 0.70 0.950 10 I I I I 2.17 61.000 0.00 0.70 0.945 I 0 i 61.083 0.00 0.70 0.940 I 0 I I I I 2.16 61.167 0.00 0.70 0.935 I 0 I I I 2.15 61.250 0.00 0.70 0.930 I 0 I 61.333 0.00 0.70 0.926 I 0 I I I I 2.14 61.417 0.00 0.70 0.921 I 0 61.500 0.00 0.70 0.916 I O I I I I 2.12 61.583 0.00 0.70 0.911 I 0 I 2.11 61.667 0.00 0.70 0.907 I O I 61.750 0.00 0.70 0.902 10 I I I I 2.10 61.833 0.00 0.70 0.897 I 0 61.917 0.00 0.69 0.892 I 0 I I I I 2.08 62.000 0.00 0.69 0.887 I O 62.083 0.00 0.69 0.883 I 0 I I I 2.06 62.167 0.00 0.69 0.878 I O 62.250 0.00 0.69 0.873 I 0 I I I I 2.05 62.333 0.00 0.69 0.868 I O 62.417 0.00 0.69 0.863 I 0 I I I 2.03 62.500 0.00 0.69 0.859 I 0 62.583 0.00 0.69 0.854 I O i I I I 2.02 62.667 0.00 0.69 0.849 I O 62.750 0.00 0.69 0.844 I 0 I I 2.00 62.833 0.00 0.69 0.840 I 0 62.917 0.00 0.69 0.835 I O i I I I 1.98 63.000 0.00 0.69 0.830 I O 63.083 0.00 0.69 0.825 I 0 I 1.97 63.167 0.00 0.69 0.821 I 0 I I 1.96 63.250 0.00 0.69 0.816 I 0 I I 1.95 63.333 0.00 0.69 0.811 I 0 I I I 1.94 63.417 63.500 0.00 0.00 0.69 0.69 0.806 0.801 I I 0 0 I I I 1.92 63.583 0.00 0.69 0.797 I O 63.667 0.00 0.69 0.792 I 0 I I I 1.91 63.750 0.00 0.69 0.787 I 0 63.833 0.00 0.69 0.782 I 0 i I I I 1.89 63.917 0.00 0.69 0.778 I 0 64.000 0.00 0.69 0.773 I 0 I I I 1.88 64.083 0.00 0.69 0.768 I 0 64.167 0.00 0.69 0.763 I 0 I I I I 1.86 64.250 0.00 0.69 0.759 I 0 64.333 0.00 0.69 0.754 I 0 I I I 1.84 64.417 0.00 0.69 0.749 I 0 64.500 0.00 0.69 0.744 I 0 I I 1.82 64.583 0.00 0.69 0.740 I O 64.667 0.00 0.69 0.735 I 0 I I I 1.80 64.750 0.00 0.69 0.730 I 0 64.833 0.00 0.69 0.725 I 0 I I 1.79 64.917 0.00 0.69 0.721 I O 65.000 0.00 0.69 0.716 I 0 I I 1.77 65.083 0.00 0.69 0.711 I O 65.167 0.00 0.69 0.707 I 0 I I I 1.75 65.250 0.00 0.69 0.702 I O 65.333 0.00 0.69 0.697 I 0 I 1.74 65.417 0.00 0.69 0.692 I 0 65.500 0.00 0.69 0.688 I 0 i I I I 1.72 65.583 0.00 0.69 0.683 I O 65.667 0.00 0.69 0.678 I 0 I I I 1.70 65.750 0.00 0.69 0.673 10 I I I 1.69 65.833 0.00 0.69 0.669 I 0 65.917 0.00 0.69 0.664 I 0 I I I 1.68 .66.000 0.00 0.69 0.659 I 0 66.083 0.00 0.69 0.655 10 I I I 1.66 66.167 0.00 0.69 0.650 I 0 ! 66.250 0.00 0.68 0.645 I 0 i I I 1.64 66.333 0.00 0.68 0.640 I 0 66.417 0.00 0.68 0.636 I 0 I I 1.63 66.500 0.00 0.68 0.631 I O 66.583 0.00 0.68 0.626 I 0 I I I 1.61 66.667 0.00 0.68 0.622 I O 66.750 0.00 0.68 0.617 I 0 I 1.59 66.833 0.00 0.68 0.612 I O 66.917 0.00 0.68 0.607 I 0 I I I I 1.58 67.000 0.00 0.68 0.603 I O 67.083 0.00 0.68 0.598 I 0 I 1.56 67.167 0.00 0.68 0.593 I O 67.250 0.00 0.68 0.589 I 0 I I 1.54 67.333 0.00 0.68 0.584 I 0 67.417 0.00 0.68 0.579 I 0 I I I 1.53 67.500 0.00 0.68 0.575 I 0 67.583 0.00 0.68 0.570 I 0 I I I 1.51 67.667 0.00 0.68 0.565 I 0 67.750 0.00 0.68 0.560 I 0 I I I I 1.49 67.833 0.00 0.68 0.556 I 0 67.917 0.00 0.68 0.551 I 0 I I I 1.48 68.000 0.00 0.68 0.546 I 0 68.083 0.00 0.68 0.542 I 0 I I I I 1.46 68.167 0.00 0.68 0.537 I O �. 68.250 0.00 0.68 0.532 I 0 I 1.44 (r 68.333 0.00 0.68 0.528 I O \' 68.417 0.00 0.68 0.523 I 0 I I I I 1.43 68.500 0.00 0.68 0.518 I O 68.583 0.00 0.68 0.514 I 0 I I I I 1.41 68.667 0.00 0.68 0.509 I 0 I I 1.40 } 68.750 0.00 0.68 0.504 I 0 I I I 1.39 • 68.833 0.00 0.68 0.500 I 0 68.917 0.00 0.68 0.495 I 0 I 1.38 69.000 0.00 0.68 0.490 I 0 I I I 1.37 69.083 0.00 0.68 0.486 I O 69.167 0.00 0.68 0.481 I 0 I I I 1.35 69.250 0.00 0.68 0.476 I 0 69.333 0.00 0.68 0.472 I O i I I I 1.33 69.417 0.00 0.68 0.467 I O 69.500 0.00 0.68 0.462 I 0 I I 1.32 69.583 0.00 0.68 0.458 I 0 69.667 0.00 0.68 0.453 I 0 I I I 1.30 69.750 0.00 0.68 0.448 I 0 69.833 0.00 0.68 0.444 I O I I I I 1.28 69.917 0.00 0.68 0.439 I 0 1.28 1.28 70.000 0.00 0.68 0.434 I O I i 70.083 0.00 0.68 0.430 I 0 I I 1.26 70.167 0.00 0.68 0.425 I O 70.250 0.00 0.68 0.420 I 0 I I I 1.24 70.333 0.00 0.68 0.416 I 0 70.417 0.00 0.68 0.411 I O I I I I 1.23 70.500 0.00 0.67 0.406 I O 70.583 0.00 0.67 0.402 I 0 I I 1.21 70.667 0.00 0.67 0.397 I 0 70.750 0.00 0.67 0.392 I O I I I I 1.19 70.833 0.00 0.67 0.388 I O 70.917 0.00 0.67 0.383 I 0 I I 1.18 71.000 0.00 0.67 0.378 I 0 I I 1.17 71.083 0.00 0.67 0.374 I 0 71.167 0.00 0.67 0.369 I O i I I I 1.15 71.250 0.00 0.67 0.365 I 0 I I I I 1.14 71.333 0.00 0.67 0.360 I 0 71.417 0.00 0.67 0.355 I 0 I I I 1.13 71.500 0.00 0.67 0.351 I 0 I 1.12' 71.583 0.00 0.67 0.346 I 0 I I 1.11 71.667 0.00 0.67 0.341 I O 71.750 0.00 0.67 0.337 I 0 I I I I 1.09 71.833 0.00 0.67 0.332 I 0 I I I I 1.08 71.917 0.00 0.67 0.327 I 0 72.000 0.00 0.67 0.323 I 0 I I I I 1.08 72.083 0.00 0.67 0.318 I 0 72.167 0.00 0.67' 0.314 I 0 I I 1.05 72.250 0.00 0.67 0.309 I O 72.333 0.00 0.67 0.304 I 0 I I I I 1.03 72.417 0.00 0.67 0.300 I 0 72.500 0.00 0.67 0.295 I O I I I I 1.02 72.583 0.00 0.67 0.290 I 0 72.667 0.00 0.67 0.286 I 0 I I I I 1.00 72.750 0.00 0.66 0.281 I 0 72.833 0.00 0.65 0.277 I 0 I I I I 0.99 72.917 0.00 0.64 0.272 I 0 I I I I 0.96 73.000 0.00 0.63 0.268 I 0 I I I I 0.94 73.083 0.00 0.62 0.264 I 0 I I I I 0.93 73.167 0.00 0.61 0.259 I 0 I I I 0.91 73.250 0.00 0.60 0.255 IO I I I 0.90 73.333 0.00 0.59 0.251 IO I I I 0.88 73.417 0.00 0.58 0.247 IO I I I 0.87 73.500 0.00 0.57 0.243 IO I 0.85 73.583 0.00 0.56 0.239 IO 73.667 0.00 0.55 0.235 IO I I 0.83 73.750 0.00 0.54 0.232 IO I I I 0.81 73.833 ' 0.00 0.54 0.228 IO I I I 0.80 73.917 0.00 0.53 0.224 IO I I I I 0.79 74.000 0.00 0.52 0.221 IO I I I 0.77 74.083 0.00 0.51 0.217 IO I I I 0.76 74.167 0.00 0.50 0.214 IO 74.250 0.00 0.49 0.210 IO i I I I 0.74 74.333 0.00 0.49 0.207 IO 74.417 0.00 0.48 0.203 IO I I 0.71 74.500 0.00 0.47 0.200 IO I I I I 0.70 74.583 0.00 0.46 0.197 IO I I I 0.69 74.667 0.00 0.46 0.194 IO I I 0.68 74.750 0.00 0.45 0.191 IO 74.833 0.00 0.44 0.188 IO I I 0.66 74.917 0.00 0.43 0.185 IO 75.000 0.00 0.43 0.182 IO I I I I 0.64 75.083 0.00 0.42 0.179 IO 75.167 0.00 0.41 0.176 IO I I I 0.62 75.250 0.00 0.41 0.173 IO 75.333 0.00 0.40 0.170 IO i I I I 0.60 75.417 0.00 0.39 0.168 IO I I I 0.59 75.500 0.00 0.39 0.165 IO 75.583 0.00 0.38 0.162 IO i I I I 0.58 75.667 0.00 0.38 0.160 IO 75.750 0.00 0.37 0.157 IO I I I I 0.55 75.833 0.00 0.36 0.155 IO 75.917 0.00 0.36 0.152 IO I I 0.53 76.000 0.00 0.35 0.150 IO 76.083 0.00 0.35 0.147 IO I I I 0.52 76.167 0.00 0.34 0.145 IO 76.250 0.00 0.34 0.143 IO I I I 0.50 76.333 0.00 0.33 0.140 IO 76.417 76.500 0.00 0.00 0.32 0.32 0.138 0.136 IO IO I I I I 0.48 76.583 0.00 0.31 0.134 IO I 0.48 76.667 0.00 0.31 0.131 IO 76.750 0.00 0.30 0.129 IO I I 0.45 76.833 0.00 0.30 0.127 0 76.917 0.00 0.29 0.125 0 i I I I 0.44 77.000 0.00 0.29 0.123 0 77.083 0.00 0.28 0.121 0 I I I 0.43 77.167 0.00 0.28 0.119 0 I I I 0.42 77.250 0.00 0.28 0.117 0 77.333 0.00 0.27 0.115 0 I I I 0.41 77.417 0.00 0.27 0.114 0 77.500 0.00 0.26 0.112 0 i I I I 0.39 77.583 0.00 0.26 0.110 O 77.667 0.00 0.25 0.108 0 0.38 77.750 0.00 0.25 0.106 O 77.833 0.00 0.25 0.105 0 I I I I 0.37 77.917 0.00 0.24 0.103 O 78.000 0.00 0.24 0.101 0 I I 0.36 78.083 0.00 0.23 0.100 O 78.167 0.00 0.23 0.098 0 I 0.34 78.250 0.00 0.23 0.097 0 78.333 0.00 0.22 0.095 O i I I I 0.33 78.417 0.00 0.22 0.094 0 78.500 0.00 0.22 0.092 0 I I I 0.32 78.583 0.00 0.21 0.091 0 78.667 0.00 0.21 0.089 O i I I I 0.31 78.750 0.00 0.21 0.088 O 78.833 0.00 0.20 0.086 0 0.30 78.917 0.00 0.20 0.085 O I I I I 0.30 79.000 0.00 0.20 0.084 O 79.083 0.00 0.19 0.082 0 I I I I 0.29 79.167 0.00 0.19 0.081 0 79.250 0.00 0.19 0.080 0 I I I 0.28 79.333 0.00 0.18 0.078 0 I I 0.27 79.417 l 0.00 0.18 0.077 0 0.27 79.500 0.00 0.18 0.076 0 79.583 0.00 0.18 0.075 0 I I I 0.26 79.667 0.00 0.17 0.073 0 79.750 0.00 0.17 0.072 O I I 0.25 79.833 0.00 0.17 0.071 0 79.917 0.00 0.16 0.070 O i I I I 0.25 80.000 0.00 0.16 0.069 O 80.083 0.00 0.16 0.068 0 I I I I 0.24 80.167 0.00 0.16 0.067 0 I I I I 0.23 80.250 0.00 0.15 0.066 0 80.333 0.00 0.15 0.064 0 I I 0.23 80.417 0.00 0.15 0.063 0 80.500 0:00 0.15 0.062 0 I I I 0.22 80.583 0.00 0.14 0.061 0 80.667 0.00 0.14 0.060 O i I I I 0.21 80.750 0.00 0.14 0.059 0 80.833 0.00 0.14 0.058 O I I I 0.21 80.917 0.00 0.14 0.058 O 81.000 0.00 0.13 0.057 0 I I 0.20 81.083 0.00 0.13 0.056 0 81.167 0.00 0.13 0.055 O i I I I 0.19 81.250 0.00 0.13 0.054 O 81.333 0.00 0.12 0.053 0 I I I 0.19 81.417 0.00 0.12 0.052 O 81.500 0.00 0.12 0.051 0 0.18 81.583 0.00 0.12 0.051 0 0.18 81.667 0.00 0.12 0.050 0 I I 0.18 81.750 0.00 0.12 0.049 0 I 0.17 81.833 0.00 0.11 0.048 0 81.917 0.00 0.11 0.047 O i I I I 0.17 82.000 0.00 0.11 0.047 0 82.083 0.00 0.11 0.046 0 I I I I 0.16 82.167 0.00 0.11 0.045 0 82.250 0.00 0.10 0.044 0 i I I I 0.16 82.333 0.00 0.10 0.044 O 82.417 0.00 0.10 0.043 0 I I I I 0.15 82.500 0.00 0.10 0.042 0 I I I 0.15 Remaining water in basin = 0.04 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * ** * * * * ** * * * * * * * * * * * * * * * * * ** Number of intervals = 990 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.784 (CFS) Total volume = 4.422 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �\1 ii, U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/03/08 File: 97DUH2410024100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33597 PROPOSED CONDITION Q100 / 24HR STORM [FILE:97DUH24100] -------------------------------------------------------------------- Drainage Area = 27.10(Ac.) = 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.10(Ac.) _ Sq. Mi. Length along longest watercourse = 1950.00(Ft.) Length along longest watercourse measured to centroid = 975.00(Ft.) Length along longest watercourse = 0.369 Mi. Length along longest watercourse measured to centroid = 0.185 Mi. Difference in elevation = 65.50(Ft.) Slope along watercourse = 177.3538 Ft. /Mi. Average Manning's 'N' = 0.061 Lag time = 0.198 Hr. Lag time = 11.90 Min. 25% of lag time = 2.97 Min. 40% of lag time = 4.76 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1 *2] 27.10 1.60 43.36 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1 *2] 27.10 3.75 101.63 16 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.600(In) Area Averaged 100 -Year Rainfall = 3.750(In) 0.042 Point rain (area averaged) = 3.750(In) • Areal adjustment factor = 99.99 Adjusted average point rain = 3.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % Unit Hydrograph Data 4.900 91.00 0.000 Unit time period Time % of 16.400 69.00 0.500 Mrs) --------------------------------------------------------------------- 3.600 69.00 0.900 1 2.200 69.00 1.000 1.282 Total Area Entered = 27.10(Ac.) 0.167 84.067 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 91.0 91.0 0.117 0.000 0.117 0.181 0.021 69.0 69.0 0.373 0.500 0.205 0.605 0.124 69.0 69.0 0.373 0.900 0.071 0.133 0.009 69.0 69.0 0.373 1.000 0.037 0.081 0.003 7 0.583 294.233 Sum (F) = 0.158 Area averaged mean soil loss (F) (In /Hr) = 0.158 0.667 336.267 Minimum soil loss rate ((In /Hr)) = 0.079 (for 24 hour storm duration) 2.374 0.648 Soil --------------------------------------------------------------- low loss rate (decimal) = 0.497 420.333 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve Unit Hydrograph Data ------------------------ Unit time period Time % of ----- ------- lag Distribution Unit --------- - - Hydrograph - - -- Mrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 42.033 4.695 1.282 2 0.167 84.067 19.508 5.328 3 0.250 126.100 27.717 7.570 4 0.333 168.133 16.433 4.488 5 0.417 210.167 7.993 2.183 6 0.500 252.200 5.218 1.425 7 0.583 294.233 3.907 1.067 8 0.667 336.267 2.938 0.802 9 0.750 378.300 2.374 0.648 10 0.833 420.333 1.826 0.499 11 0.917 462.366 1.409 0.385 12 1.000 504.400 1.280 0.350 13 1.083 546.433 1.060 0.289 14 1.167 588.466 0.854 0.233 15 1.250 630.500 0.713 0.195 16 1.333 672.533 0.571 0.156 17 1.417 714.566 0.438 0.120 18 1.500 756.600 0.420 0.115 19 1.583 798.633 0.420 0.115 20 1.667 840.666 0.224 0.061 ----------------------------------------------------------------------- Sum = 100.000 Sum= 27.312 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.030 0.280 0.015 0.02 2 0.17 0.07 0.030 0.278 0.015 0.02 3 0.25 0.07 0.030 0.277 0.015 0.02 4 0.33 0.10 0.045 0.276 0.022 0.02 1 5 0.42 0.10 0.045 0.275 0.022 0.02 6 0.50 0.10 0.045 0.274 0.022 0.02 7 0.58 0.10 0.045 0.273 0.022 0.02 8 0.67 0.10 0.045 0.272 0.022 0.02 9 0.75 0.10 0.045 0.271 0.022 0.02 10 0.83 0.13 0.060 0.270 0.030 0.03 11 0.92 0.13 0.060 0.269 0.030 0.03 12 1.00 0.13 0.060 0.268 0.030 0.03 13 1.08 0.10 0.045 0.267 0.022 0.02 14 1.17 0.10 0.045 0.266 0.022 0.02 15 1.25 0.10 0.045 0.265 0.022 0.02 16 1.33 0.10 0.045 0.264 0.022 0.02 17 1.42 0.10 0.045 0.262 0.022 0.02 18 1.50 0.10 0.045 0.261 0.022 0.02 19 1.58 0.10 0.045 0.260 0.022 0.02 20 1.67 0.10 0.045 0.259 0.022 0.02 21 1.75 0.10 0.045 0.258 0.022 0.02 22 1.83 0.13 0.060 0.257 0.030 0.03 23 1.92 0.13 0.060 0.256 0.030 0.03 24 2.00 0.13 0.060 0.255 0.030 0.03 25 2.08 0.13 0.060 0.254 0.030 0.03 26 2.17 0.13 0.060 0.253 0.030 0.03 27 2.25 0.13 0.060 0.252 0.030 0.03 28 2.33 0.13 0.060 0.251 0.030 0.03 29 2.42 0.13 0.060 0.250 0.030 0.03 30 2.50 0.13 0.060 0.249 0.030 0.03 31 2.58 0.17 0.075 0.248 0.037 0.04 32 2.67 0.17 0.075 0.247 0.037 0.04 33 34 2.75 2.83 0.17 0.17 0.075 0.075 0.246 0.245 0.037 0.037 0.04 0.04 35 2.92 0.17 0.075 0.244 0.037 0.04 36 3.00 0.17 0.075 0.243 0.037 0.04 37 3.08 0.17 0.075 0.242 0.037 0.04 38 3.17 0.17 0.075 0.241 0.037 0.04 39 3.25 0.17 0.075 0.240 0.037 0.04 40 3.33 0.17 0.075 0.239 0.037 0.04 41 3.42 0.17 0.075 0.238 0.037 0.04 42 3.50 0.17 0.075 0.237 0.037 0.04 43 3.58 0.17 0.075 0.236 0.037 0.04 44 3.67 0.17 0.075 0.235 0.037 0.04 45 3.75 0.17 0.075 0.234 0.037 0.04 46 3.83 0.20 0.090 0.233 0.045 0.05 47 3.92 0.20 0.090 0.232 0.045 0.05 48 4.00 0.20 0.090 0.231 0.045 0.05 49 4.08 0.20 0.090 0.230 0.045 0.05 50 4.17 0.20 0.090 0.229 0.045 0.05 51 4.25 0.20 0.090 0.228 0.045 0.05 52 4.33 0.23 0.105 0.227 0.052 0.05 53 4.42 0.23 0.105 0.226 0.052 0.05 54 4.50 0.23 0.105 0.225 0.052 0.05 55 4.58 0.23 0.105 0.224 0.052 0.05 56 4.67 0.23 0.105 0.223 0.052 0.05 57 4.75 0.23 0.105 0.222 0.052 0.05 58 4.83 0.27 0.120 0.221 0.060 0.06 59 4.92 0.27 0.120 0.220 0.060 0.06 60 5.00 0.27 0.120 0.219 0.060 0.06 61 5.08 0.20 0.090 0.218 0.045 0.05 62 5.17 0.20 0.090 0.218 0.045 0.05 63 5.25 0.20 0.090 0.217 0.045 0.05 64 5.33 0.23 0.105 0.216 0.052 0.05 65 5.42 0.23 0.105 0.215 0.052 0.05 66 5.50 0.23 0.105 0.214 0.052 0.05 67 5.58 0.27 0.120 0.213 0.060 0.06 68 5.67 0.27 0.120 0.212 0.060 0.06 69 5.75 0.27 0.120 0.211 0.060 0.06 70 5.83 0.27 0.120 0.210 0.060 0.06 71 5.92 0.27 0.120 0.209 0.060 0.06 72 6.00 0.27 0.120 0.208 0.060 0.06 73 6.08 0.30 0.135 0.207 0.067 0.07 74 6.17 0.30 0.135 0.206 0.067 0.07 75 6.25 0.30 0.135 0.205 0.067 0.07 76 6.33 0.30 0.135 0.204 0.067 0.07 77 6.42 0.30 0.135 0.204 0.067 0.07 78 6.50 0.30 0.135 0.203 0.067 0.07 79 6.58 0.33 0.150 0.202 0.075 0.08 80 6.67 0.33 0.150 0.201 0.075 0.08 81 .6.75 0.33 0.150 0.200 0.075 0.08 82 6.83 0.33 0.150 0.199 0.075 0.08 83 6.92 0.33 0.150 0.198 0.075 0.08 84 7.00 0.33 0.150 0.197 0.075 0.08 85 7.08 0.33 0.150 0.196 0.075 0.08 86 7.17 0.33 0.150 0.195 0.075 0.08 87 7.25 0.33 0.150 0.195 0.075 0.08 88 7.33 0.37 0.165 0.194 0.082 0.08 89 7.42 0.37 0.165 0.193 0.082 0.08 90 7.50 0.37 0.165 0.192 0.082 0.08 91 7.58 0.40 0.180 0.191 0.090 0.09 92 7.67 0.40 0.180 0.190 0.090 0.09 93 7.75 0.40 0.180 0.189 0.090 0.09 94 7.83 0.43 0.195 0.188 - -- 0.01 95 7.92 0.43 0.195 0.187 - -- 0.01 96 8.00 0.43 0.195 0.187 - -- 0.01 97 8.08 0.50 0.225 0.186 - -- 0.04 98 8.17 0.50 0.225 0.185 - -- 0.04 99 8.25 0.50 0.225 0.184 - -- 0.04 100 8.33 0.50 0.225 0.183 - -- 0.04 101 8.42 0.50 0.225 0.182 - -- 0.04 102 8.50 0.50 0.225 0.181 - -- 0.04 103 8.58 0.53 0.240 0.181 - -- 0.06 104 8.67 0.53 0.240 0.180 - -- 0.06 105 8.75 0.53 0.240 0.179 - -- 0.06 106 8.83 0.57 0.255 0.178 - -- 0.08 107 8.92 0.57 0.255 0.177 - -- 0.08 108 9.00 0.57 0.255 0.176 - -- 0.08 109 9.08 0.63 0.285 0.176 - -- 0.11 110 9.17 0.63 0.285 0•.175 - -- 0.11 111 9.25 0.63 0.285 0.174 - -- 0.11 112 9.33 0.67 0.300 0.173 - -- 0.13 113 9.42 0.67 0.300 0.172 - -- 0.13 114 9.50 0.67 0.300 0.171 - -- 0.13 115 9.58 0.70 0.315 0.171 - -- 0.14 116 9.67 0.70 0.315 0.170 - -- 0.15 117 9.75 0.70 0.315 0.169 - -- 0.15 118 9.83 0.73 0.330 0.168 - -- 0.16 119 9.92 0.73 0.330 0.167 - -- 0.16 120 10.00 0.73 0.330 0.167 - -- 0.16 121 10.08 0.50 0.225 0.166 - -- 0.06 122 10.17 0.50 0.225 0.165 - -- 0.06 123 10.25 0.50 0.225 0.164 - -- 0.06 124 10.33 0.50 0.225 0.163 - -- 0.06 125 10.42 0.50 0.225 0.163 - -- 0.06 126 10.50 0.50 0.225 0.162 - -- 0.06 127 10.58 0.67 0.300 0.161 - -- 0.14 C• 128 10.67 0.67 0.300 0.160 - -- 0.14 129 10.75 0.67 0.300 0.159 - -- 0.14 130 10.83 0.67 0.300 0.159 - -- 0.14 131 10.92 0.67 0.300 0.158 - -- 0.14 132 11.00 0.67 0.300 0.157 - -- 0.14 l 133 11.08 0.63 0.285 0.156 - -- 0.13 134 11.17 0.63 0.285 0.155 - -- 0.13 135 11.25 0.63 0.285 0.155 0.13 136 11.33 0.63 0.285 0.154 - -- 0.13 137 11.42 0.63 0.285 0.153 - -- 0.13 138 11.50 0.63 0.285 0.152 - -- 0.13 139 11.58 0.57 0.255 0.152 - -- 0.10 140 11.67 0.57 0.255 0.151 - -- 0.10 141 11.75 0.57 0.255 0.150 - -- 0.10 142 11.83 0.60 0.270 0.149 - -- 0.12 143 11.92 0.60 0.270 0.149 - -- 0.12 144 12.00 0.60 0.270 0.148 - -- 0.12 145 12.08 0.83 0.375 0.147 - -- 0.23 146 12.17 0.83 0.375 0.146 - -- 0.23 147 12.25 0.83 0.375 0.146 - -- 0.23 148 12.33 0.87 0.390 0.145 - -- 0.24 149 12.42 0.87 0.390 0.144 - -- 0.25 150 12.50 0.87 0.390 0.144 - -- 0.25 151 12.58 0.93 0.420 0.143 - -- 0.28 152 12.67 0.93 0.420 0.142 - -- 0.28 153 12.75 0.93 0.420 0.141 - -- 0.28 154 12.83 0.97 0.435 0.141 - -- 0.29 155 12.92 0.97 0.435 0.140 - -- 0.30 156 13.00 0.97 0.435 0.139 - -- 0.30 157 13.08 1.13 0.510 0.139 - -- 0.37 158 13.17 1.13 0.510 0.138 - -- 0.37 159 13.25 1.13 0.510 0.137 - -- 0.37 160 13.33 1.13 0.510 0.136 - -- 0.37 161 162 13.42 13.50 1.13 1.13 0.510 0.510 0.136 0.135 - -- - -- 0.37 0.37 163 13.58 0.77 0.345 0.134 - -- 0.21 164 13.67 0.77 0.345 0.134 - -- 0.21 165 13.75 0.77 0.345 0.133 - -- 0.21 166 13.83 0.77 0.345 0.132 - -- 0.21 167 13.92 0.77 0.345 0.132 - -- 0.21 168 14.00 0.77 0.345 0.131 - -- 0.21 169 14.08 0.90 0.405 0.130 - -- 0.27 170 14.17 0.90 0.405 0.130 - -- 0.28 171 14.25 0.90 0.405 0.129 - -- 0.28 172 14.33 0.87 0.390 0.128 - -- 0.26 173 14.42 0.87 0.390 0.128 - -- 0.26 174 14.50 0.87 0.390 0.127 - -- 0.26 175 14.58 0.87 0.390 0.126 - -- 0.26 176 14.67 0.87 0.390 0.126 - -- 0.26 177 14.75 0.87 0.390 0.125 - -- 0.26 178 14.83 0.83 0.375 0.124 - -- 0.25 179 14.92 0.83 0.375 0.124 - -- 0.25 180 15.00 0.83 0.375 0.123 - -- 0.25 181 15.08 0.80 0.360 0.123 - -- 0.24 182 15.17 0.80 0.360 0.122 - -- 0.24 183 15.25 0.80 0.360 0.121 - -- 0.24 184 15.33 0.77 0.345 0.121 - -- 0.22 185 15.42 0.77 0.345 0.120 - -- 0.22 186 15.50 0.77 0.345 0.119 - -- 0.23 187 15.58 0.63 0.285 0.119 - -- 0.17 188 15.67 0.63 0.285 0.118 - -- 0.17 189 15.75 0.63 0.285 0.118 - -- 0.17 190 15.83 0.63 0.285 0.117 - -- 0.17 191 15.92 0.63 0.285 0.116 - -- 0.17 192 16.00 0.63 0.285 0.116 0.17 193 16.08 0.13 0.060 0.115 0.030 0.03 194 16.17 0.13 0.060 0.115 0.030 0.03 195 16.25 0.13 0.060 0.114 0.030 0.03 196 16.33 0.13 0.060 0.113 0.030 0.03 197 16.42 0.13 0.060 0.113 0.030 0.03 198 16.50 0.13 0.060 0.112 0.030 0.03 199 16.58 0.10 0.045 0.112 0.022 0.02 200 16.67 0.10 0.045 0.111 0.022 0.02 201 16.75 0.10 0.045 0.111 0.022 0.02 202 16.83 0.10 0.045 0.110 0.022 0.02 203 16.92 0.10 0.045 0.109 0.022 0.02 204 17.00 0.10 0.045 0.109 0.022 0.02 205 17.08 0.17 0.075 0.108 0.037 0.04 206 17.17 0.17 0.075 0.108 0.037 0.04 207 17.25 0.17 0.075 0.107 0.037 0.04 208 17.33 0.17 0.075 0.107 0.037 0.04 209 17.42 0.17 0.075 0.106 0.037 0.04 210 17.50 0.17 0.075 0.106 0.037 0.04 211 17.58 0.17 0.075 0.105 0.037 0.04 212 17.67 0.17 0.075 0.105 0.037 0.04 213 17.75 0.17 0.075 0.104 0.037 0.04 214 17.83 0.13 0.060 0.104 0.030 0.03 215 17.92 0.13 0.060 0.103 0.030 0.03 216 18.00 0.13 0.060 0.103 0.030 0.03 217 18.08 0.13 0.060 0.102 0.030 0.03 218 18.17 0.13 0.060 0.102 0.030 0.03 219 18.25 0.13 0.060 0.101 0.030 0.03 220 18.33 0.13 0.060 0.101 0.030 0.03 221 18.42 0.13 0.060 0.100 0.030 0.03 222 18.50 0.13 0.060 0.100 0.030 0.03 223 18.58 0.10 0.045 0.099 0.022 0.02 224 18.67 0.10 0.045 0.099 0.022 0.02 225 18.75 0.10 0.045 0.098 0.022 0.02 ~ 1 226 18.83 0.07 0.030 0.098 0.015 0.02 227 18.92 0.07 0.030 0.097 0.015 0.02 228 19.00 0.07 0.030 0.097 0.015 0.02 229 19.08 0.10 0.045 0.096 0.022 0.02 230 19.17 0.10 0.045 0.096 0.022 0.02 231 19.25 0.10 0.045 0.095 0.022 0.02 232 19.33 0.13 0.060 0.095 0.030 0.03 233 19.42 0.13 0.060 0.095 0.030 0.03 234 19.50 0.13 0.060 0.094 0.030 0.03 235 19.58 0.10 0.045 0.094 0.022 0.02 236 19.67 0.10 0.045 0.093 0.022 0.02 237 19.75 0.10 0.045 0.093 0.022 0:02 238 19.83 0.07 0.030 0.092 0.015 0.02 239 19.92 0.07 0.030 0.092 0.015 0.02 240 20.00 0.07 0.030 0.092 0.015 0.02 241 20.08 0.10 0.045 0.091 0.022 0.02 242 20.17 0.10 0.045 0.091 0.022 0.02 243 20.25 0.10 0.045 0.090 0.022 0.02 244 20.33 0.10 0.045 0.090 0.022 0.02 245 20.42 0.10 0.045 0.090 0.022 0.02 246 20.50 0.10 0.045 0.089 0.022 0.02 247 20.58 0.10 0.045 0.089 0.022 0.02 248 20.67 0.10 0.045 0.088 0.022 0.02 249 20.75 0.10 0.045 0.088 0.022 0.02 250 20.83 0.07 0.030 0.088 0.015 0.02 251 20.92 0.07 0.030 0.087 0.015 0.02 252 21.00 0.07 0.030 0.087 0.015 0.02 253 21.08 0.10 0.045 0.087 0.022 0.02 254 21.17 0.10 0.045 0.086 0.022 0.02 255 21.25 0.10 0.045 0.086 0.022 0.02 256 21.33 0.07 0.030 0.086 0.015 0.02 257 21.42 0.07 0.030 0.085 0.015 0.02 258 21.50 0.07 0.030 0.085 0.015 0.02 259 21.58 0.10 0.045 0.085 0.022 0.02 260 21.67 0.10 0.045 0.084 0.022 0.02 j 261 21.75 0.10 0.045 0.084 0.022 0.02 262 21.83 0.07 0.030 0.084 0.015 0.02 263 21.92 0.07 0.030 0.084 0.015 0.02 264 22.00 0.07 0.030 0.083 0.015 0.02 265 22.08 0.10 0.045 0.083 0.022 0.02 266 22.17 0.10 0.045 0.083 0.022 0.02 267 22.25 0.10 0.045 0.082 0.022 0.02 268 22.33 0.07 0.030 0.082 0.015 0.02 269 22.42 0.07 0.030 0.082 0.015 0.02 270 22.50 0.07 0.030 0.082 0.015 0.02 271 22.58 0.07 0.030 0.081 0.015 0.02 272 22.67 0.07 0.030 0.081 0.015 0.02 273 22.75 0.07 0.030 0.081 0.015 0.02 274 22.83 0.07 0.030 0.081 0.015 0.02 275 22.92 0.07 0.030 0.081 0.015 0.02 276 23.00 0.07 0.030 0.080 0.015 0.02 277 23.08 0.07 0.030 0.080 0.015 0.02 278 23.17 0.07 0.030 0.080 0.015 0.02 279 23.25 0.07 0.030 0.080 0.015 0.02 280 23.33 0.07 0.030 0.080 0.015 0.02 281 23.42 0.07 0.030 0.080 0.015 0.02 282 23.50 0.07 0.030 0.079 0.015 0.02 283 23.58 0.07 0.030 0.079 0.015 0.02 284 23.67 0.07 0.030 0.079 0.015 0.02 285 23.75 0.07 .0.030 0.079 0.015 0.02 286 23.83 0.07 0.030 0.079 0.015 0.02 287 23.92 0.07 0.030 0.079 0.015 0.02 288 24.00 0.07 0.030 0.079 0.015 0.02 sum = Flood 100.0 volume = Effective rainfall 1.98(In) Sum = 23.7 times area 27.1(Ac.) /[(In) /(Ft.)] = 4.5(Ac.Ft) Total soil loss = 1.77(In) Total soil loss = 4.004(Ac.Ft) Total rainfall = 3.75(In) Flood volume = 194457.0 Cubic Feet Total -------------------------------------------------------------------- soil loss = 174422.2 Cubic Feet Peak -------------------------------------------------------------------- flow rate of this hydrograph = 9.696(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0001 0.02 Q 0 +10 0.0008 0.10 Q 0 +15 0.0023 0.21 Q 0 +20 0.0043 0.29 VQ 0 +25 0.0068 0.36 VQ 0 +30 0.0099 0.44 VQ 0 +35 0.0133 0.49 VQ 0 +40 0.0169 0.52 V Q 0 +45 0.0206 0.54 V Q 0 +50 0.0245 0.57 V Q 0 +55 0.0288 0.62 V Q 1+ 0 0.0335 0.69 V Q 1+ 5 0.0384 0.72 V Q 1 +10 0.0433 0.70 V Q 1 +15 0.0478 0.66 V Q 1 +20 0.0522 0.64 V Q " } 1 +25 0.0566 0.63 1 1 +30 0.0609 0.63 1 +35 0.0653 0.63 1 +40 0.0696 0.63 1 +45 0.0739 0.63 1 +50 0.0783 0.64 1 +55 0.0829 0.67 2+ 0 0.0879 0.73 2+ 5 0.0932 0.76 2 +10 0.0986 0.78 2 +15 0.1040 0.79 2 +20 0.1095 0.80 2 +25 0.1150 0.80 2 +30 0.1206 0.81 2 +35 0.1262 0.82 2 +40 0.1321 0.86 2 +45 0.1385 0.92 2 +50 0.1451 0.96 2 +55 0.1518 0.98 3+ 0 0.1586 0.99 3+ 5 0.1655 1.00 3 +10 0.1724 1.00 3 +15 0.1793 1.01 3 +20 0.1863 1.01 3 +25 0.1933 1.02 3 +30 0.2004 1.02 3 +35 0.2074 1.02 3 +40 0.2145 1.02 3 +45 0.2215 1.03 3 +50 0.2287 1.04 3 +55 0.2361 1.08 4+ 0 0.2439 1.14 4+ 5 0.2520 1.17 4 +10 0.2602 1.19 4 +15 0.2684 1.20 4 +20 0.2768 1.22 4 +25 0.2855 1.26 4 +30 0.2946 1.32 4 +35 0.3040 1.36 4 +40 0.3135 1.38 4 +45 0.3231 1.39 4 +50 0.3328 1.41 4 +55 0.3429 1.46 5+ 0 0.3534 1.53 5+ 5 0.3641 1.55 5 +10 0.3743 1.49 5 +15 0.3838 1.39 5 +20 0.3931 1.34 5 +25 0.4024 1.35 5 +30 0.4120 1.40 5 +35 0.4218 1.43 5 +40 0.4320 1.48 5 +45 0.4426 1.54 5 +50 0.4534 1.58 5 +55 0.4644 1.59 6+ 0 0.4755 1.61 6+ 5 0.4867 1.62 6 +10 0.4982 1.67 6 +15 6 +20 0.5101 0.5223 1.73 -1.77 6 +25 0.5347 1.79 6 +30 0.5471 1.81 6 +35 0.5597 1.82 6 +40 0.5726 1.87 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V V V Q Q Q Q Q Q Q Q V Q V Q V Q V Q V Q V Q V VQ Q V Q V Q V Q 6 +45 0.5859 1.94 I V Q 6 +50 0.5995 1.98 I V Q 6 +55 0.6133 2.00 I V Q 7+ 0 0.6271 2.01 I V Q 7+ 5 0.6411 2.02 I V Q 7 +10 0.6550 2.03 I V Q 7 +15 0.6691 2.04 I V Q 7 +20 0.6832 2.05 I V Q 7 +25 0.6976 2.10 I V Q 7 +30 0.7125 2.16 I V Q 7 +35 0.7277 2.20 I V Q 7 +40 0.7432 2.26 V QI 7 +45 0.7593 2.33 I V QI 7 +50 0.7749 2.27 I V QI 7 +55 0.7876 1.84 8+ 0 0.7961 1.23 I Q V 8+ 5 0.8024 0.92 I Q V 8 +10 0.8088 0.92 I Q V 8 +15 0.8160 1.05 I Q V 8 +20 0.8238 1.12 Q 8 +25 0.8317 1.15 i V 8 +30 0.8397 1.16 Q I 8 +35 0.8479 1.20 i V 8 +40 0.8568 1.29 I Q V 8 +45 0.8666 1.42 I Q V 8 +50 0.8770 1.52 QV 8 +55 0.8884 1.65 I QV 9+ 0 0.9008 1.80 I QV I 9+ 5 0.9142 1.94 QV ^` 9 +10 0.9291 2.17 i Q I 9 +15 0.9460 2.44 I VQI 9 +20 0.9641 2.64 I V Q 9 +25 0.9836 2.82 I V IQ 9 +30 1.0044 3.02 V 9 +35 1.0263 3.18 i V i Q 9 +40 1.0494 3.35 I VI Q 9 +45 1.0737 3.53 I VI Q 9 +50 1.0991 3.68 I VI Q 9 +55 1.1255 3.85 I V Q 10+ 0 1.1533 4.03 I V Q 10+ 5 1.1810 4.02 I V Q 10 +10 1.2053 3.54 I V Q 10 +15 1.2247 2.81 I VQ 10 +20 1.2412 2.40 I QIV 10 +25 1.2565 2.22 I Q IV 10 +30 1.2710 2.11 I Q IV 10 +35 1.2857 2.13 QQIV 10 +40 1.3028 2.48 i 10 +45 1.3235 3.01 I IVQ 10 +50 1.3465 3.33 I I VQ 10 +55 1.3704 3.48 I I VQ 11+ 0 1.3951 3.58 I I V Q 11+ 5 1.4201 3.63 I I V Q 11 +10 1.4449 3.61 I I V Q 11 +15 1.4694 3.55 I I VQ 11 +20 1.4937 3.53 I I VQ 11 +25 1.5180 3.53 I I VQ 11 +30 1.5424 3.55 I I VQ 11 +35 1.5666 3.52 11 +40 1.5899 3.38 I I Q4 11 +45 1.6118 3.18 11 Q +50 1.6331 3.09 i i V 11 +55 1.6546 3.13 I I Q V 12+ 0 1.6768 3.22 I I Q V 12+ 5 1.7004 3.42 12 +10 1.7280 4.01 12 +15 1.7612 4.82 12 +20 1.7979 5.33 12 +25 1.8369 5.66 12 +30 1.8778 5.94 12 +35 1.9203 6.18 12 +40 1.9649 6.47 12 +45 2.0117 6.81 12 +50 2.0603 7.05 12 +55 2.1103 7.27 13+ 0 2.1619 7.49 13+ 5 2.2152 7.74 13 +10 2.2719 8.25 13 +15 2.3333 8.90 13 +20 2.3974 9.31 13 +25 2.4630 9.53 13 +30 2.5298 9.70 13 +35 2.5960 9.61 13 +40 2.6569 8.83 13 +45 2.7097 7.66 13 +50 2.7578 6.99 13 +55 2.8038 6.69 14+ 0 2.8486 6.50 14+ 5 2.8930 6.45 14 +10 2.9390 6.68 14 +15 2.9876 7.06 14 +20 3.0376 7.26 14 +25 3.0877 7.27 14 +30 3.1374 7.21 14 +35 3.1869 7.19 14 +40 3.2364 7.19 14 +45 3.2860 7.19 14 +50 3.3354 7.18 14 +55 3.3844 7.11 15+ 0 3.4326 7.01 15+ 5 3.4803 6.93 15 +10 3.5274 6.83 15 +15 3.5737 6.72 15 +20 3.6194 6.64 15 +25 3.6644 6.53 15 +30 3.7085 6.41 15 +35 3.7517 6.26 15 +40 3.7924 5.91 15 +45 3.8299 5.44 15 +50 3.8654 5.16 15 +55 3.8999 5.02 16+ 0 3.9339 4.93 16+ 5 3.9662 4.69 16 +10 3.9931 3.90 16 +15 4.0124 2.81 16 +20 4.0273 2.15 16 +25 4.0398 1.82 16 +30 4.0508 1.60 16 +35 4.0607 1.42 16 +40 4.0693 1.26 16 +45 4.0769 1.10 16 +50 4.0837 0.99 16 +55 4.0899 0.91 17+ 0 4.0957 0.84 17+ 5 4.1013 0.81 17 +10 4.1071 0.85 17 +15 4.1135 0.93 17 +20 4.1202 0.97 Q Q Q Q Q Q Q Q Q Q Q Q Q V VQ v QI v IQ V I Q v I Q V I Q v I Q V vI vl VI VI v V Iv Iv I v V v QI QI QI Q IQ Q Q Q Q Q Q v Q V Q VQ VQ Q Q vQl • QI • QI Q QI QI QvI QVI Q v Q v Q Iv Q IV Q Iv Q Iv Q Iv Q I v Q I V v v v v v v v v v v v v v v v v v v v I v IQ Q QI QI Q Q I QI QI QI Q IQ Q Q Q Q Q Q v Q V Q VQ VQ Q Q vQl • QI • QI Q QI QI QvI QVI Q v Q v Q Iv Q IV Q Iv Q Iv Q Iv Q I v Q I V v v v v v v v v v v v v v v v v v v v I v 17 +25 17 +30 4.1270 4.1338 0.99 0.99 I Q I U V 17 +35 4.1406 0.99 17 +40 4.1474 0:99 i QQ I I I V 17 +45 4.1543 1.00 17 +50 4.1611 0.99 i QQ I I I V 17 +55 4.1677 0.96 18+ 0 4.1740 0.91 I Q I I I V 18+ 5 4.1800 0.87 18 +10 4.1859 0.86 I Q I I I V 18 +15 4.1918 0.85 18 +20 4.1976 0.85 I Q I I I V 18 +25 4.2034 0.84 QQ 18 +30 4.2092 0.84 i I I I V 18 +35 4.2149 0.83 18 +40 4.2204 0.79 I Q I I I V 18 +45 4.2254 0.73 QQ 18 +50 4.2301 0.68 i I I I V 18 +55 4.2343 0.62 19+ 0 4.2382 0.55 I Q I I I V 19+ 5 4.2417 0.52 19 +10 4.2454 0.54 i QQ I I I V 19 +15 4.2494 0.58 19 +20 4.2536 0.61 I Q I I I V 19 +25 4.2581 0.66 19 +30 4.2630 0.72 I Q I I I V 19 +35 4.2681 0.74 19 +40 4.2731 0.72 I Q' I I I V 19 +45 4.2777 0.67 QQ 19 +50 4.2822 0.64 i I I I V 19 +55 4.2862 0.59 20+ 0 4.2898 0.53 I Q I I I V 20+ 5 4.2933 0.50 20 +10 4.2968 0.52 IQQ I I I V 20 +15 4.3007 0.56 QQ 20 +20 4.3048 0.59 i I I I V 20 +25 4.3089 0.60 20 +30 4.3130 0.60 I Q I I I V 20 +35 4.3172 0.61 20 +40 4.3214 0.61 I Q I I I V 20 +45 4.3256 0.61 20 +50 4.3298 0.60 i QQ I I I V 20 +55 4.3337 0.56 QQ 21+ 0 4.3372 0.51 i I I I V 21+ 5 4.3405 0.48 21 +10 4.3440 0.51 IQQ I I I V 21 +15 4.3478 0.55 21 +20 4.3517 0.57 I Q I I I V 21 +25 4.3554 0.54 21 +30 4.3588 0.49 IQ I I i VI 21 +35 4.3621 0.47 IQQ +40 21 4.3655 0.50 I I i VI 21 +45 4.3693 0.55 Q V 21 +50 4.3732 0.57 Q V1 21 +55 4.3769 0.54 I Q I I I VI 22+ 0 4.3802 0.49 IQQ 22+ 5 4.3835 0.47 I I I VI 22 +10 4.3869 0.50 Q I I I VI 22 +15 4.3906 0.54 QQ 22 +20 4.3945 0.56 i I I I VI 22 +25 4.3982 0.53 Q 22 +30 4.4015 0.49 IQ I I I VI 22 +35 4.4047 0.46 IQ V1 22 +40 4.4077 0.45 IQ I I I VI G 6 22 +45 4.4108 0.44 22 +50 4.4137 0.43 li 22 +55 4.4167 0.43 li 23+ 0 4.4196 0.42 23+ 5 4.4225 0.42 (i 23 +10 4.4254 0.42 li 23 +15 4.4283 0.42 li 23 +20 4.4312 0.42 li 23 +25 4.4340 0.42 II 23 +30 4.4369 0.42 �c 23 +35 4.4397 0.41 I( 23 +40 4.4426 0.41 IS 23 +45 4.4454 0.41 IS 23 +50 4.4483 0.41 I(, 23 +55 4.4511 0.41 I( 24+ 0 4.4540 0.41 I( 24+ 5 4.4567 0.39 I( 24 +10 4.4588 0.31 IS 24 +15 4.4602 0.20 Q 24 +20 4.4611 0.13 Q 24 +25 4.4617 0.10 Q 24 +30 4.4623 0.08 Q 24 +35 4.4627 0.06 Q 24 +40 4.4630 0.05 Q 24 +45 4.4633 0.04 Q 24 +50 4.4635 0.03 Q 24 +55 4.4636 0.02 Q 25+ 0 4.4638 0.02 Q 25+ 5 4.4639 0.02 Q 25 +10 4.4640 0.01 Q 25 +15 4.4640 0.01 Q 25 +20 4.4641 0.01 Q 25 +25 4.4641 0.00 Q 25 +30 4.4641 0.00 Q 25 +35 4.4641 0.00 Q V V V V V V V V V V V V V V V V Vj V V V V VI VI VI VI VI VI VI VI VI VI VI VI VI VI t Appendl*x =5 RETENTION BASIN: STORAGE / DEPTH / OUTFLOW RELATIONSHIP RETENTION BASIN STORAGE VOLUME SOIL INFILTRATION RATE RETENTION BASIN - FIGURE 1 �l 78.900 Avenue 47 . M O Q S E Suite 208 Lo Gulnln, CA 92253 S C H U L i Z Voice: 760- 771 -4013 FAX: 760.771.4073 PLANNERS ENGINEERS SURVEYORS 4". • MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine. CA 92614 Phone (949) 251 -8821 Fax (949) 251 -0516 Email :mdsirvinea@mdsconsulling.nel Tentative Tract 33597 City of La Quinta RETENTION BASIN 3/5/2008 (file:c:wspgl \33597\slorage depth otflowBASIN TEST] _- -� _- ' • 11 � 1 ® 1 1111 __ PERCOLATION DURING STORM EVE! Tentative Tract 33597 City of La Quinta RETENTION BASIN 3/5/2008 (file:c:wspgl \33597\slorage depth otflowBASIN TEST] 4 • RETENTION BASIN. 1 -7 _Basin Storage Capacity w/o percolation [Fil.E:cAwsPC,\33597woLUME BAST Elev Area 2 Area Avg Area h V Cumul. V Ft Ac Ac Ac Ft Ac Ft 459.00 0.0362 10.0000 0.5710 0.2855 1.0000 0.2855 460.00 0.5348 0.2855 1.1159 0.5580 1.0000 0.5580 461.00 0.5811 0.8435 1.2098 0.6049 1.0000 0.6049 462.00 0.6287 1.4484 1.3063 0.6532 1.0000 0.6532 463.00 0.6776 2.1015 1.4053 0.7027 1.0000 0.7027 464.00 0.7277 2.8042 1.5069 0.7535 1.0000 0.7535 465.00 0.7792 3.5576 1.6111 0.8056 1.0000 0.8056 466.00 0.8319 4.3632 Percolation Rate in cfs = Basin Area(sq ft) x percolation rate (ft/sec) [2] Elev Percolation Total Perc. Rate Rate (ft) (cfs) (cfs) [2] (31 = [2] + 0.4 466.0 0.4194 0.8194 Basin Area A8 465.0 0.3928 0.7928 Basin Area A7 464.0 0.3669 0.7669 Basin Area A6 463.00 0.3416 0.7416 Basin Area A5 462.00 0.3170 0.7170 Basin Area A4 (TYP) SS 3:1 461.00 0.2930 0.6930 Basin Area A3 460.00 0.2696 0.6696 Basin Area A2 459.00 0.0183 0.4183 Basin Area Al R h mati k t h of torJoe Bain Assumption: Percolation Rate = 0.5 " per hour (per City) Project used 4 Drywells Percolation Rate = 0.1 cfs / drywell (per City) Rate Drywell = 4 x 0.1 = 0.4 cfs [Percolation • 41, 1 [File: c: \wspgl \33597 \post dev area by soil group BASIN] x 0. q — 0. 162-7 2-71 2 . 16 . �- , x Lo,q — (o, X 0.5� = 0. 302-6 2-7. I 0, 02-3q 27.1 J 2.2- —..I x 0 , _ 0, 0081 Z�. Tentative Tract 33597 City of La Quinta © 7 � 3 Basin 1 1 [File: c: \wspgl \33597 \post dev area by soil group BASIN]