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HomeMy WebLinkAboutTract Map 008/359 Soil Infiltration Testing Report Temecula Assisted Living Facility -Ge-ont Mat;_ GeoMat Testing Laboratories, Inc. Soil Engineering, Environmental Engineering, Materials Testing, Geology January 11, 2015 Project No. 15004-01 TO: Protea Senior Living Temecula, LLC 18 Ventana Ridge Drive Aliso Viejo, California 92656 ATTENTION: Mr. Hans Van der Laan SUBJECT: Basic Soil Infiltration Testing Report, Proposed Assisted Living Housing Development, APN's 920-100-017, 920-100-018, and 920-100-019, Temecula, California Introduction This report provides a summary of the geotechnical engineering services conducted to support evaluation of the feasibility of infiltration at the subject site. The purpose of our services was to complete four insitu infiltration tests utilizing percolation testing procedure in boreholes to evaluate the feasibility of infiltration for disposal of stormwater runoff following the falling head method. Project Description Infiltration trench/swale may be utilized to capture stormwater runoff for onsite disposal. Scope of Services GeoMat Testing Laboratories, Inc. was retained to provide geotechnical engineering services to support the project. Our scope of work consisted of the following specific tasks: 1) Complete four infiltration tests at the site utilizing the shallow boring percolation testing per Riverside County Environmental Health Department procedures. The tests were completed in general accordance with the falling head method. 2) Complete laboratory gradation analysis and testing of selected soil sample. 3) Complete data analysis. 4) Preparation of this report summarizing our findings, conclusions, and recommendations. The report includes: • Site plan showing the location of infiltration tests. • Summary of site conditions observed at the testing locations. • Results of the laboratory testing. • Discussion of the results of insitu infiltration testing. • A discussion of the surficial soil and anticipated groundwater conditions at the site. • Evaluation of the feasibility of infiltration. • Recommendations for infiltration facility. 9980 Indiana Avenue . Suite 14 • Riverside • California • 92503 • Phone (951) 688-5400 • Fax (951) 688-5200 www.geomatiabs.com, contact: e-mail: geomatlabs@sbcglobal.net APN's 920-100-017, 920-100-018,and 920-100-019 Project No. 15004-01 Temecula, California January 11,2014 Existing Site Conditions The subject site is located on the north side of Nicolas Road, approximately '/. mile east of highway 79, in the city of Temecula. The site is bordered.on the west by a commercial shopping center, the north by self-storage facilities, the east by single family residential homes, and the south.by Nicolas Road. An AC pavement access road, without curb or gutter, runs through the subject site, splitting it into eastern and westem sections. Topography of the site is flat with surface drainage sheeting is directed toward Nicolas Road at a rate of about 0.5%. Groundwater Groundwater study is not within the scope of this work. Two exploratory boreholes were drilled at the site to 15 feet below ground surface. No groundwater was encountered. Local groundwater elevations were researched using the Western Municipal Water District Well Measuring Program, State Department of Water Resources, and USGS National Water Information Systems. No information is available from these agencies for the subject site. Please note that the potential for rain or irrigation water locally seeping through from adjacent elevated areas and showing up near grades cannot be precluded. Our experience indicates that surface or near-surface groundwater conditions can develop in areas where groundwater conditions did not exist prior to site development, especially in areas where a'substantial increase in surface water infiltration results from landscape irrigation. Fluctuations in perched and static water elevations are likely to occur in the future due to variations in precipitation, temperature, consumptive uses, and other factors including urbanization and development. Exploratory Boreholes Two exploratory boreholes were drilled on January 10, 2015 to 15 feet below ground surface. The boreholes were drilled utilizing a CME 45 drill rig equipped with 8 inch hollow stem augers. Bulk soil samples were collected throughout the borings for the various soil strata encountered. Based on laboratory testing the onslte soil is classified as sitty sand (USCS "SM") underlain by poorly graded and well graded sands (USCS "SP" and "SW), and then clayey sand (USCS "SC"). Descriptions of the materials are presented in the form of Geotechnical Boring Logs in Appendix B. Laboratory Testing Laboratory sieve analysis and moisture contents were performed for the. soils exposed in the infiltration test holes. The soil classifications are in conformance with the Unified Soil Classifications System (USCS), as outlined in the Classification and Symbols Chart. A summary of our laboratory testing is presented in Appendix C. Boring Percolation Testing Method The four test holes were drilled with a mobile drill rig. A 3-inch-diameter,perforated PVC casing wrapped with filter fabric was placed in the borehole. Pea gravel was placed around the pipe for stability of the borehole. Gravel was also placed in the bottom of the borehole. GeoMat Testing Laboratories Page 2 APN's 920-100-017, 920-100.018,and 920-100-019 Project No. 15004-01 Temecula, California January 11, 2014 The boreholes were presoaked prior to the percolation testing. Presoaking was conducted using five gallon water bottles. Infiltration testing was conducted the next day after presoaking. Testing was conducted for six hours with readings taken 30 minutes apart from a fixed reference point. The measurements were taken by filling up the test hole with water and allowing the water to percolate. The drop of water level was recorded every 30 minutes. A wrist watch was used to record the time measurements. Infiltration Test Results Infiltration tests were conducted at depths ranged from 57 to 62 inches below ground surface. Based on the results of this study, infiltration.of stormwater in the upper site soils is substandard. The following summarizes the result of the infiltration feasibility study. Test No. Test Depth Below Percolation Raw Rate Adjusted Infiltration Ground Surface in/hr Rate in/hr P-1 62" 3.5 0.4 P-2 62: 3.5 0.4 P-3 60" 0.3 0.0 P-4 57" 0.8 0.1 The percolation rate is the rate in horizontal and vertical direction. This rate is adjusted using Perchet Method for horizontal water infiltration. Refer to Appendix D for test results. A safety factor should be applied to this rate by the design engineer. Safety factor discussion is in the following paragraph. Factors of Safety Long-term infiltration rates may be reduced significantly by factors such as soil variability and inaccuracy in the infiltration rate measurement. The correction factor for site variability is between 3 and 10. Safety factors for operating the system, maintenance;siltation, biofouling, etc. should also be considered by the design civil engineer at his discretion. Minimum safety factor required by the County of Riverside for tests conducted when deep exploratory borehole has been drilled at the site is 3. Conclusions/Recommendations • In our opinion, water infiltration at the site is expected to be very slow in the upper five feet of soil. • Filter fabric should be used whenever aggregates are placed against native soils. • Infiltration water should not be allowed to saturate pavement and concrete structures subgrade soils. • The planned infiltration system should extend vertically into native soil. GeoMat Testing Laboratories Page 3 APN's 920.100-017, 920-100-018, and 920-100-019 Project No. 15004-01 Temecula, California January 11, 2014 • Please note that soils in infiltration areas should not be subject to compaction during construction. • The proposed system by the civil engineer should be constructed and maintained in accordance with manufacturer guidelines. An important consideration for infiltration facilities is that, during construction, great care must be taken not to reduce the infiltrative capacity of the soil in the facility through compaction by heavy equipment or by using the infiltration;area as a sediment trap. Infiltration facilities should be constructed late in the site development after soils (that might erode and clog the units) have been stabilized, or should be protected(by flagging) until site work is completed. Infiltration facilities should be sited with the following guidelines: INFILTRATION FACILITY SETBACKS Setback From Distance Property Lines and Public Right of Way 5 feet Foundations 15 feet or within a 1:1 plane drawn up from the bottom of foundation Slopes H/2, 5 feet.minimum H: is slope height) Private drinking water wells 100 feet Ferrous metal pipes should be protected from potential corrosion by bituminous coating, etc. We recommend that all utility pipes be nonmetallic and/or corrosion resistant. Recommendations should be verified by soluble sulfate and corrosion testing of soil samples obtained from specific locations during construction. If applicable, four to six inch diameter observation well(s), with locking cap, extending vertically into the system's bottom is suggested as an observation point. Observation well(s) should be checked regularly and after large storm event. Once performance stabilizes, frequency of monitoring may reduced. GeoMat Testing Laboratories should observe the basin excavation. Additional laboratory testing including but not limited to grain size analysis, sand equivalent, sulfate content, etc should be conducted-during construction. Use of this Report This report was prepared for the exclusive use of the owner and the project team for speck application to the proposed site. The use by others, or for the purposes other than intended, is at the user's sole risk. GeoMat Testing Laboratories Page 4 APN's 920-100-017, 920-100-018, and 920-100-019 Project No. 15004-01 Temecula, California January 11, 2014 The findings, conclusions, and recommendations presented herein are based on our understanding of the project and on subsurface conditions observed during our site work. Within the limitations of scope, schedule, and budget, the conclusions and recommendations presented in this report were prepared in accordance with generally accepted geotechnical engineering principals and practices in the area at the time the report was prepared. We make no other warranty either expressed or implied. We appreciate this opportunity to provide geotechnical services on this project and look forward to assisting the Project Team as the design progresses. If you have any questions or comments regarding the information contained in this report, or if we may be of further services, please call us at (951) 688-5400. S.ubbmitt-e'd` f�or`GeoMat Testing Laboratories, Inc. Haytham Nabilsi, GE 2375 ( i Principal Engineer No ss�s E+PL��l�o r Distribution: [3] Addressee Attachments: Figure 1 Site Location Map Plate 1 InfiltrationTest Location Map Appendix A References Appendix B Exploratory Borehole Logs Appendix C Laboratory Test Results Appendix D Infiltration Data/Graph GeoMat Testing Laboratories Page 5 • yj Topo USA®6.0 Ar WROEMU I V ICI o SYCAMORE LNCf ' MuM7ER RD I'ARELRD �� 10 WON Aw , p t T- COMMERCE cr Site D ti `? O i ;� " P•K' ' t? CY Cl . g o ' I Gq �� - ''yQF . o- �' a " ' P B�PLOPa LpLIREI ¢¢ _UG NICOLASJIIkZg3�92O 2 a0 pe^ tiF S a / f Q,J2Ei R C04! CVELO LA 50M6RA p 0 O OE C$� 1' P P C Ci !lu ESN"OA \Jvp...'J. AV _SZ O DEL REY_R pL so p MONTE VERDE Data use subject to license. _ Scale 1 :25,000 _ m 2006 DeLorme.Topo USA®6.0- - www.delorme-com - V=2,063.3 R Data Zoom 13-0 0 _ P t. Imun 6!'Ifill w law C SP Munn =a n _ bV,. I i _ I .m+.n.re�mnvscer. I 'I I _ I I B I ,�1 1 n B_2 SecoM Fbor Plan I -.. P-4 P-3 4 _ P-2 P-1 I I I y P MW W IIaM GeoMat Testing Laboratories, Inc. _ _ _ ! � —l—T Infiltration Test Location Map rua wrw January 11,2015 TwRr �c er,luing Plans �� =° ` Project No. 15004-01 e Plate 1 ^�'" "` •Approximate Location of Infiltration Test 0 Approximate Location of Exploratory Borehole Appendix A -G6-o - Mats_ APN's 920-100-017, 920-100-018, and 920-100-019 Project No. 15004-01 Temecula, California January 11, 2014 REFERENCES Riverside County,Stormwater Quality Best Management Practice, Design Handbook, July 21. 2006 Riverside County, .Design handbook for Low Impact Development Best management Practices, September 2011. Riverside County, Water Quality Management Plan For Urban Runoff, Santa Ana River Region, Santa Margarita River Region, September 17, 2004 San Bernardino County Stormwater Program, Model Water Quality Management Plan Guidance, Jun. 9, 2005. California Stormwater Quality'Association, Stormwater Best Management Practice, Handbook, Jan. 2003. California-Department of Transportation, Stormwater Quality Handbook, Project Training and Design Guide, Sacramento, 2000. California Department of Transportation, Stormwater Quality Handbook, Project Planning and Design Guide, Sacramento,2005. Design Handbook for Low Impact Development, Best Management Practices, Riverside County Flood Control, September 2011. Water Quality Control Plan, Santa Ana River Basin (8), California Regional Water Quality Control Board, Santa Ana Region, 1995, Carsel, R: F. and R. S. Parrish. 1988. "Developing joint probability distributions of soil water retention characteristics.'Water Resour. Res.24:755-769. Federal Highway Administration, Urban Design Drainage Manual, Washington DC, 1996 Massmann, JW, Butchart, and S Stolar, Infiltration Characteristics, Performance, and Design of Stormwater Facilities, Final Research Report, Research Project TI 803,Task 12.Washington DOT 2003. Soilvision Systems,A Knowledge-Based Soils Database, Murray Fredlund, Canada,2004. US Environmental Protection Agency, Storm Water Technology Fact Sheet, Infiltration Drainfields, EPA 832-F-99-018, 1999. US Environmental Protection Agency, Storm water Technology Fact Sheet, Infiltration Trench, EPA 832-F- 99.019, 1999. California Stormwater Quality Association (QASCA), California Stormwater BMP Handbook, Infiltration Trench,TC-10 Design Considerations BMP Handbook, Part B, Planning Activities, Stormwater Mitigation Measures, Watershed Protection Division, City of Los Angeles. GeoMat Testing Laboratories Appendix A Appendix B G�eo Mat,- DRILLING NOTES WIVEO LEELL nt4so 3mm POW= The Stand. Pelebalb Tad b WARMd in MWICOon rah Ore VW Weer levels idrated an the Rating lop are levelsinflamed in are borings AS Alga Saeple band sarnpAq pramd re. The N atti the es bdmeed.In perinea.. mata¢b,the m*mad levels may reflect CS Coraram s Sanpb value aone9"to the number of be location of pier.In lew permeability Was,be—r&downiabm OB Diana d Bi-lOt urtlm o0.ldse road bba rep' -d a driva be nisi 1 Iuol of groundwater levels Is rid possafe with only dwnaerm daavabma. HA Hard Auger (O 3m)of an 16 In.(0.4 m)bng,2 in. HS Homw Siam Auger (51mm10.D apld-letrd sarpbr with a WATER LEVEL OBSERVATION DESIGNATION PA Power Auger 141 n(635 kg)harm.leOrg a W.D. While DnErg RB Rod1 ad, daarhm d 301n. The STmatard A.B. After Boring SS' SpB-Barel Pereor dorl Tests®vied ere attacte 0 B C.R. Baive Casing Re aM ST Seby Tile-2'(51mrl1Adessoderrbadeed to ASIM 0-1586.(Sao N YAW bebn.) A.C.R. AAer Casio RWpra WB Wash Bore 24 a. Water bud a1.1 eppdnnaferj 24 ins.act.Eomg mnptaoohl CR Cdfomle Wng Sampler 3'O.D.,Lined with 25'701'Mngs SOIL PROPERTIESDESCRIPTIONS TEUDIIB Coupon= Sol d wit based on bw UAW Sal CfamAtaEan System plSCS)> as a>dhed n ASTM Dedpadota D-W and D24)6. TTe USCS gram rm an the symbol sno bo PARTICLE SUM SnhID A � ng legs mraspad OR the gam now fated brow. The I I I irigna sod commm-ce, Clay <0.002 min (c 0.0112 mm) meaersy,rriabw der61y,dale and dew appapI descriptive leas Gmbpio Sit <p200 Save 10075 mm) Des.' %bl Dry Weight III d beaode whorl ermsaeed,abo is dam in the desagdah cdbam. Sand it to 02W Slew (1.75 to 0.075 mm) ram c 15 Grant 3 in.to Ia Slew (75 mm to 4.75 MR) rah 15.29 BRO®CYI®OA lugs YIH mw m04 min YB Cobbles 121n.to 3In. (30Dmm to 75 mm) left >30 Boutles >12 bh. (3100 mm) GW Way Graded Gravel CL Linn Ctry FINES GP Fpmly Graded Gravel M. Sit GM Say Gravel OL Ohgaha Ctry a Sat Descr - %b/Dry Weight GC a"Drawd CH Fad Clay tram c 5 SW WI Graded Sand MH Elba Ss with 5.12 SP fbory Graded Sand CH Olapnb day a Sit "d5ar >12 SM say Sand PT flat sc, Clayey Send CLICH Lan to Far day COESY[sou Cohess)ve Solis CO1mucam M3 CONSISTENCY UNCONFINEDCDWRESSNE STRENGTH lal PLASTICITY 'W valueY RELATIVE DFAISTIY N VALUE' Ild'4 WrMn Q Vey Lamp 0.3 Very Sea c 50D (<24) Saft 2-4 Des. imLiQuid Urm(% ohm 44 lame 4-9 Sot 500.1000 (24-48) Lean <45% ew Okml a1s . �e Dersa 10.29 Nadun 1001•20M (4a•96) Lean Io Fat e5 b<9% sm Dorm 30-A9 Son 20DI-4M (96-192) Fd 250% Vvri ann(Wynnal 1n Vary OWN 25D Vary Sate 401-W00 1192-30M Hard >9001 (>393f BEDROCKI ' DESCRIPTIONS ODR WALM OH®IITIOO awl - IwmeE i OF tEAUMM DESCRIPTION OF Rod(OJALRV ROD(%) LIMESTONE Very Poor 0-25 Hard Ddbo0 io sand with bib. POW 25-50 Mmwatdy Hard Can svao-ll Ivan lase but not wen fogernait. Fab 50-75 Sob Can be sad I win argwnaa Good 75.90 Ezwknt 9).10D SHALE `ROD isdeflnwd 0 de Real length Of Wa Dor d a pi® titles 3.a (IC2rnn)a greater le MD Hard Can be Can bmaide w with l wear a butter wan fagarae brg11,apnessed as a pamdage d bw bdat Id pn matt ROD pwAdeS a Inhdhcaeonh of Ow Ca n be n amity war angers. InagAy d de rod mass and readve coem d sears and beddag yarm SANDSTONE 0mm OF WEA� Wb0 Cemerded Capable d svalclag a bee bade. Canwnwd Can de saatr I sch trifle Stiplay WPanwed Spa daoorrp,s , d parse maawlel in pes a W Warn¢ Nory Converted Can be ordl.1 open a&*with fingers- Weathered WdEewkped ano oemnpmee pits and seine aypty Weadmed Rod bray demnpased may be wont*bdea ®CBAEACTEROM EO1C10 m=OO� TERM THICIMSS finmal THa90(ESS(mml vary Tho BeWed >36 >915 Said content no Was. TAdr Boom 12.36 305.915 %W Caaai ig small tis or cavities<1?(13mm). Medium Bwload a-12 102.305 Pans Ca"numerous vo&which may be'ede0asected. TTineedded 1-4 25.102 Cavernous Cantacip MA M mmamas pate Mge. vary Thin Bedded 0.e-1 10.25 La need 0.1.0.4 25-10 When daS5Ocabon of eel micanats,has been eStr hOm dSaVbBO Thiel UM%3b!d <0A <2b sarlpes.onsallpinandpeoDI analysis may mow Rover rock wes Bedding planes Planes dridryewkdvdalalas boa asmadmsm aaba RROU ehmdgahadymcreabavwtlolatrwwvam wdebemng Seam AjpleS0m0oigdaewithen 11e.ovaedrmd.ry. 68DEI8tTOWN Ie111OE81011BE,lot. BORHOLE LOG BH-1 Datet 1/1102'04 1 Project No. 15004-01 Drilling Co. GeoMat Project Nicolas Road,Temecula-Infiltration Sampler Cal Mod.And SPT Client Mr. Haans van der Laan Method Hollow Stem Location APN's 920-100-017,920-100-018,&920-100-019,Temecula,CA Hammer Type 140 lb Coodinate ISurface Elev. Notes ITotal Depth 15' Type/Symbol Casing Split Spoon Ring Sampler Cutting Water Depth Casing Size Casing Dept I.D. S I R Date Time (ft) (in) Depth(ft) h(ft) Symbol O.D. 1/10/2015 no seepage Length Hammer Wt. Hammer Fall Soil Sample Blows d Z E E VISUAL MATERIAL CLASSIFICATION AND REMARKS a J x E m ti o Z c E a n - m � a m z z f o 0 W _ SILTY SAND(SM) 1 brown silty sand,moist 2 3 at 3',fines becoming slightly cohesive 4 :r 5 lfj 5 7 1i s \ WELL GRADED SAND(SW) 2 9 light brown fine to medium grained sand 10 \ %Passing No.200 Sieve=5 11 12 13 14 1s CLAYEY SAND(SC) n 16 olive gray clayey sand, moist 17 %Passing No.200 Sieve=48 18 19 20 21 22 23 24 25 The stratification lines represent the approximate boundary lines between soil and rock types. In-situ,the transition may be gradual. BORHOLE LOG BH-2 Datet 1/3002015 1 Project No. 15004-01 Drilling Co. GeoMat Project Nicolas Road,Temecula- Infiltration Sampler Cal Mod. And SPT Client Mr. Haans van der Laan Method Hollow Stem Location APN's 920-100-017,920-100-018,&920-100-019,Temecula,CA Hammer Type 140 lb Coodinate Surface Elev. Notes ITotal Depth 15' nom Type/Symbol Casing Split Spoon Ring Sampler Cut[ing Water Depth Casing Sire Casing Dept I.D. S R C Date rime I@I (in) Depth If11 h iftl Symbol O.D. 1/10/2015 no seepage Length Hammer Wt. Hammer Fall Soil Sample Blows t E E VISUAL MATERIAL CLASSIFICATION AND REMARKS o r E m o E u c n E a t v ao p u n o o o SILTY SAND ISM) brown silty sand, moist 2 at 2',fines becoming slightly cohesive 3 dark brown silty sand layer from 2'to 3' 4 S 6 7 8 9 10 11 12 POORLY GRADED SAND (SP) 13 light brown fine to medium grained sand 14 %Passing No. 200 Sieve=4 is 16 17 18 19 20 21 22 23 24 25 The stratification lines represent the approximate boundary lines between soil and rock types. In-situ,the transition may be gradual. Appendix C -Geo . Mat;_ Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 < 3 114 #4 10 16 20 W 40 50 Ito 2W 0% 90% 10% 60% 20% 70% 30% m 3 60% 40% 'd .0 50% 50% 3 rn `-. 40% 60% M m a 30% 70% ;e 20% 80% aR 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse I Fine Coarse Medium Fine Date: 01110115 Di,,=0.17 ClassificationGravel Sample#: DM=0.47 SW.Well-graded Sand 1.95a/o Sample ID: B I @ 7 D,= 126 %Sand Source: Bulk Cc= 1.04 Specifications 93.39% Project: Temecula Infiltration Cu_7.63 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit-- n/a 4.67% Boring#: BI Plastic Limit-- n1a Fineness Modulus Sample Moisture Depth: 7 Plasticity Index-n/a 2.96 2.4% name Actual Interpolatedroes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Sim Percent Percent Specs pets teve to Percent Percent Specs Specs US Metric Passing Passim Max Min Us Metric Passing Passing Max Min 6. 150.00 1 /o .l/0 98.1/o 4.00" 100.00 100.0"/a #8 2.360 81.1% 8L1% 3.00" 75.00 IDaft. #10 2,000 74.2% 2.50" 63.00 100,0% 016 1.180 58.4% 58.4% 2.00" 50.00 100.0"/ #20 0.850 46.9% 1.75" 45.00 100.0% #30 0.600 38.1% 38.1% 1.50" 37.50 100.0% #40 0.425 27.4% 125" 31.50 100.0% #50 0.300 19.7% 19.7% 1.00" 25.00 100.0% 100.0% #60 0.250 16.1% 7/8" 22.40 100.0% #80 0.180 11.0% 3/4" 19.00 100.0% 100.0% #100 0.150 8.9% 8.9% 5/8" 16.00 100.0% #140 0.106 &4% 1/2" 12.50 100.0°/ 100.0% #170 0.090 5.5% 3/8" 9.50 100.0% 100.0% #200 0.075 4.7% 4.7% 1/4" 6.30 98.7a/o #270 0.053 #4 4.75 98.1% 98.1% Copyn#tt Spea,s Enav,eenna a TttM,W Smxes P5.1996-2004 GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 5 a 3 1% 4 JJ #4 10 16 20 30 40 50 100 200 0% 90% 10% 80% 20% 70% 30% c E 'y 60% 40% 'aMi n 50% 50% y 40% 60% v � m a 30% 70% 20% 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.0ul Grain Size in Millimeters Cobbles Grovels Sands Silts Clays Coarse Fine Coarse ine Medium F Date: 0 ia=0.02 Classification % 'rave Sample#: Dso=0.05 SC.Clayey Sand 2.15% Sample ID: BI©15' Dco=0.17 %Sand Source: Bulk CC=0.85 Specifications 49.83% Project: Temecula Infiltration Cu. 10.58 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit= n/a 48.01% Boring#: Bl Plastic Limit--n/a Fineness Modulus Sample Moisture Depth: 15' Plasticity Index- n/a 1 10 16.9% Coarse Actual Interpolatedroes Actua terpo a Section Cumulative Cumulative Section Cumulative Cumulative Sieve Sae Percent Percent pets Specs Sieve Size Percent Percent pees Specs US Metric PmsinR Passinit I Max Min US Metric Passing Passing Max Min 6. 100.0% #4 4.750 97. /o 97.8% 4.00' 100.00 100.0% #8 2.360 95.0% 95.0% 3.00" 75.00 100.0% #10 2.000 93.2% 2.50" 63.00 100.0% #16 1.180 88.9% 88.9% 2.00" 50.00 100.0% #20 0.850 84.0% 1.75" 45.00 100.0% #30 0.600 80.3% 80.3% 1.50" 37.50 100.0a/o #40 0.425 73.9% 1.25" 3L50 100.00% 450 0.300 69.4% 69.4% 1.00" 25.00 100.0% 100.0% #60 0.250 65.9% 7/8" 22.40 100.0"/6 #80 0.180 61.0% 3/4' 19.00 100.0% 100.OS'o #100 0.150 58.91/6 58.9% 518" 16.00 100.0% #140 0.106 52.5% 112" 12.50 100.0% 100.0% #170 0.090 50.2% 3/8" 9.50 100.0% 100.00/6 #200 0075 48.01/6 48.0% 1/4" 6.30 98.6% #270 0.053 #4 4.75 97.8% 97.8% fopynght:gpeus Engiree,mg d TttMical Sm+ca t5,19963Wd GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 < 3 1%. na 10 18 20 30 40 50 100 200 0% 90% 10% 80% 20% 70% 30% L Z Cc 60% 40% 3 a 50% 50% ; m ao% so% N a 30% 70% 20% 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Grovels Sands Silts Clays Coarse Fine Coarse Medium Fine Date: wo �Is Classification o Gravel Sample#: D10=0.41 SP.Poorly graded Sand 1.35% Sample ID: B2 @ 12' Do=0.88 %Sand Source: Bulk Cc= 1.07 Specifications 94.39% Project: Temecula Infiltration Cu-4.97 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit--n/a 4.26% noting#. B2 Plastic Limit- n/a Fineness Modulus Sample Moisture Depth: 12' Plasticity Index=n/a 2.63 4.5% oarse Actual Interpolatedroes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve 'in Percent Percent pees pets ieve im Percent Percent pets Pecs US Metric Passing Passim Max Min US Metric Passina Passing Max I Min 6.00" 150.00 100.0% 44 4.750 98.7% 8.7% 4.00" 100.00 100.0% 48 2.360 89.9% 89.9% 3.00" 75.00 100.0% 410 2,000 84.7°/p 2.50" 63.00 100.0% 016 1.180 73.01. 73 0% 2.00" 50.00 100.0% 420 0.850 58.5% 1.75" 45.00 100.0% 930 0.600 47.5% 47.5% L50" 37.50 100.0% 440 0.425 31.4% 1.25" 31.50 100.0% #50 0.300 19,8% 19.8% 1.00" 25.00 100.0% 100.0% #60 0.250 15.8% 7/8" 22.40 100.0% #80 0.180 10.2% 3/4" 19.00 100.0% 100.0% #100 0.150 7.7% 7.7% 5/8" 16.00 100.0% #140 0.106 5.7% 1/2" 12.50 100.0% 100.0% #170 0.090 5.0% 3/8" 9.50 100.0% 100.0% #200 0.075 4.3% 4.3% 1/4" 6.30 99.1% #270 0,053 #4 4.75 98.7% 98.7% Copynght Spears Engirxermg&Iaehmcal Sm, sPS.IW6Sao4 GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 4 3 1% a4 10 16 20 30 40 50 tee 200 0% 90% 10% 80% 20% 70% 30% L L .5 60% 40% n 50% 50% 3 M D 40% 60% � m a 30% 70% 20% 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse Medium Fine Date: 0 IS 1s=0.03 Classification '"U""] Sample#: D3n=0.10 SM,Silty Sand 0.650„ Sample ID: PI Dsg=036 %Sand Source: Bulk Cc=0.91 Specifications 7351 Project: Temecula Infiltration Cu. 12.55 custom specs I %Silt&C'Ia, Location: Nicolas Rd,Temecula Liquid Limit-- n/a 25.Wo Boring#: PI Plastic Limit--n/a Fineness Modulus Sample Moisture Depth. -5' Plasticity Index=Wit 1.53 8.2% Coarse Actual InterpolatedFines Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Sin Percent Percent pets pets Sieve Sin Percent Percent pets pees US Metric PassingPassin Max Min US Metric Passing Passing Max Min 6. 100.0% #4 4.750 993% 99.3% 4.00" 100.00 100.0% #8 2.360 95.0% 95.0% 3.00" 75.00 100.0% #10 2.000 91.7% 2.50" 63.00 100.0% #16 1.180 94.4% 84.4% 2.00" 50.00 100.0% 420 0.850 77.2% 1.75" 45.00 100.0% #30 0.600 71.70/. 71.7% 1.50" 37.50 100.0% #40 0.425 63.0% 1,25" 31.50 100.0% 450 0.300 56.8% 56.8% 1,00" 25.00 100.0% 100.0% #60 0.250 51.0% 7/8" 22.40 100.0% #80 0,180 42.9e/9 3/4" 19.00 100.0% 100.04b 9100 0.150 39.5% 39.5% 5/8" 16,00 100.00/6 #140 0,106 31.5% 12" 12.50 100.0% 100.0% #170 0.090 28.60/. 3/8" 9.50 100.0% 100.0% #200 0.075 25.8% 25.8% 1/4" 630 99.6% #270 0,053 #4 4.75 99.3% 99.3% Copynght iSWws Engineeruis&Tecbicel Semcee H,199 200< GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 4 3 1% #A 10 16 20 30 40 50 100 200 0% 90% 10% 80% 20% 70% 30% L 3 60% 40% a 50% 50% a rn w 40% 60% a 30% 70% z 20% 80% 'e 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse Medium Fine to: I D,=0.03 Classification o Gravel Sample#: Dy,=0.1 1 SM,Silty Sand 0.471/6 Sample ID: P2 Dm=0.41 %Sand Source: Bulk Cc=0.93 Specifications 74,48% Pmjece Temecula Infiltration Cu. 13.56 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit--n/a 25,05% Boring#: P2 Plastic Limit--n/a Fineness Modulus Sample Moisture Depth: -5' Plasticity Index=n/a 1.58 8.0% oarse Actual interpolatedines Actual interpolated _Section Cumulative Cumulative Section Cumulative Cumulative Steve lu Percent Percent pets Specs Sieve Sim Percent Percent Specs pets US Metric Passm Pang Max Min US Metric PassingPassingMax Min 6. 150.00 100.0% #4 4.750 9 . /o 99.5% 4.00" 100.00 100.0% #8 2.360 95.6% 95,60% 3.00" 75.00 100.0% 410 2.000 92.3% 2.50" 63.00 100.0% 416 1.180 84.8% 84.8% 2.00" 50.00 100.0% 420 0.850 77.0% 1.75" 45.00 100.0% #30 0,600 71.1% 71.1% 1,50" 3T50 100.00% #40 0.425 61.1% 1.25" 31.50 100.0% #50 0.300 53.90% 53.9% 1,00" 25.00 100.0% 100.0% #60 0.250 48.2% 7/8" 22.40 100.0% #80 0.180 40.3% 3/4" 19.00 100.0% 100.0% 9100 0.150 36.9% 36.90/6 5/8" 16.00 100.0% #140 0.106 29,9% 1/2" 12.50 100.0% 100.0% #170 0.090 27.4% 3/8" 9,50 100.0% 100.0% #200 0.075 25.0% 25.0% 1/4" 6.30 99.7% #270 0.053 #4 4.75 99.5% 99.5% Copynd„Specs E,,..,&TedwW 3aricq PS,199b3WJ GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 " Temecula, California January 10, 2015 LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 4 3 1% 4 r, x° 10 16203040 10D 20D 0% 90% 10% 80% 20% 70% 30% L L Ei 60% 40% r 50% 50% a m a w 40°k 60% � N 10 a 30% 70% To 20% 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse I Medium Fine Dole: 111 5 D10=0.03 Classification ve Sample#: D30=0.14 SM.Silly Sand 1.84% Sample ID: P3 Dom,=0.52 %Sand Source: Bulk Q= 1.03 Specifications 76.03% Project: Temecula Infiltration Cu. 15.38 Custom specs %Silt&Clay Location: Nicolas Rd.Temecula Liquid Limit-- n/a 22.12% Boring#: P3 Plastic Limit= rda Fineness Modulus Sample Moisture Depth: -5' Plasticity Index- ala 1.87 8.3% Coarse Actual Interpolatedroes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Sim Percent Percent Spxs Specs Steve Size Percent Percent pets pees US Metric PassingPassingMax Min US Metric Passuot Passing Max Min 6. 100.0% #4 4.750 98.2% 98.2% 4.00" 100.00 100.0% #8 2.360 91.5% 91.3% 3.00" 75.00 100.0% #10 2.000 87.7% 2.50" 63.00 100.0% #16 1.180 78.9% 78.9% 2.00" 50.00 100.0% 420 0,850 70.6% 1.75" 45.00 100.0% #30 0.600 64.4% 64.4% 1.50" 37.50 100.0% #40 0.425 54.7% 1.25" 31.50 100.00/6 #50 0.300 47.8% 47.8% 1.00" 25.00 100.0% 100.0% 960 0.250 42.5% 7/8" 22.40 100.0% 990 0.180 35.1% 3/4" 19.00 100.0% 100.0% 4100 0.150 32.0% 32.0% I 5/8" 16.00 100.0% #140 0.106 26.2% 1/2" 12.50 100.0% 100.0% #170 0.090 24.1% 3/8" 9.50 100.0% 100.0% #200 0,075 22.1% 22.1% 1/4" 630 98-8% #270 0.053 #4 4.75 98.2% 98.2% fo,,ht Spear,Enymeeriny k Tech..el Se...en PS.191 (Ot GeoMat Testing Laboratories, Inc. Appendix C • Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 4 3 1'/. a4 10 16 20 50 100 0% 90% 10% 80% 20% 70% 30% t L 60% 40% . 50% 50% n y 40% 60% c N is a 30% 70% 20% 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse I Fine Coarse Medium Fine I ,p=0.03 Classification (i rar rl Sample#: D311=0.11 SM.Silty Sand 2.24% Sample ID: P4 D,=0.41 e/Sand Source: Bulk Cc=0.96 Specifications 73.63% Project Temecula Infiltration Cu_ 13.08 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit-n/a 24,13% Boring H: P4 Plastic Limit-- n/a Fineness Modulus Sample Moisture Depth: -5' Plasticity Index=n/a 1.71 8.8% Coarse Actual Interpolatedrues Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Steve 1u Percent Percent Specs Specs teve vc Percent Percent Specs Spco US Metric Passing Passirut I Max Min US Metric Passinm passirit Max Mm 6. 150.00 100.0% N4 4.750 97.8% 97.8% 4.00" 100.00 100.0% H8 2.360 90.3% 90.3% 3.00" 75.00 100.00% 010 2.000 87.3% 2.50" 6300 100.0% #16 1.180 80.3% 80.3% 2.00" 50.00 100.0% 420 0.850 74.2% 1.75" 45.00 100,T/p 830 0.600 69.6% 69.6% 1.50" 37.50 100.0% 440 0.425 60.9e% 1.25" 31.50 100.0% k50 0.300 54.7% 54.7% 1.00" 25.00 100,13 100.0e/ 460 0.250 48.7% 7/8" 22.40 100.0% 480 0.180 40.2% 3/4" 19.00 100.00/6 100.0% 4 100 0.150 36.6% 36.6% 5/8" 16.00 100.0% 4140 0.106 29.3% 1/2" 12.50 100.00/6 100.0% 4170 0.090 26.6% 3/8" 9.50 100.0%s 100.00% 4200 0.075 24.1% 24.1% 1/4" 6.30 98.5% 4270 0.053 B4 4.75 97.80/. 97.8% Copynghr Spears Eng,mering&Tec icel Semces n.19 -20a$ GeoMat Testing Laboratories, Inc. Appendix C Appendix D -Ge-o - �Mat�_ PERCOLATION TEST - P-1 Project No, 15004-01 Project Name APN 920-100-017,-018, -019 Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 Soak Date 1/10/2014 5 gallons Testing Date 1/11/2015 1 Borehole Size(in) 8 Depth(in) 62 All field measurements in inches and time measurement in minutes:seconds Ho INITIAL pH H,FINAL Do INITIAL D,FINAL CORECTED' TIME H,,,p AVERAGE PERC RATE CRITERIA TIME INTERVAL WATER WATER WATER DEPTH TO DEPTH TO HEAD HEIGHT (in/hr) INFILTRATION HEIGHT DROP HEIGHT WATER WATER RATE (in/hr) p un N V 0:00:00 0:30:00 15 4 11 47 51 13 8.0 1.1 0:30:00d30: 0:00:00 15 3.5 11.5 47 50.5 13.25 7.0 0.9 0:30:00 0:00:00 15 3 12 47 50 13.5 6.0 0.8 0:30:000:00:0015 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:000:00:00 15 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:00 30.00 0 0:00:00 0:30:00 a, 15 2 13 47 49 14 4.0 0.5 � 0:30:00 30.00 C 0:00:00 0:30:00 15 2 13 47 49 14 4.0 0.5 0 0:30:00 30.00 u a 0:00:00 0:30:00 15 2 13 47 49 14 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 0:30:00 30.00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14,125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0700:00 0:30,00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:001 30.00 'Porchet Method Cmlty. Pert. Inf. 1.2 -- - -- - - - - 9.00 Time(hr) (in/hr) (in/hr) ` 10 _�_.� 8.00 .-. 0 8.00 1.1 6.00 0.50 8.00 1.1 = 0.8 It �fl 6.00 m d 1.00 7.00 0.9 m 5.00cc m 1.50 6.00 0.8 c 0.6 ��� 4.00 p 2.00 4.50 0.6 : 0.4 `� ����� 3.00 m 2.50 4.50 0.6 & 2.00 3.00 4.00 0.5 0.2 - 1.00 n 3.50 4.00 0.5 0.0 - - - 0.00 4.00 4.00 0.5 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 4.50 3.50 0.4 Cumulative Time(hr) 5.00 3.50 0.4 5.50 3.50 j 0.4 Ser1es2 -Seriesl 6.00 3.50 1 0.4 PERCOLATION TEST - P-2 Project No. 15004-01 Project Name APN 920-100-017,-018,-019 Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 1 Soak Date 1/10/2014 5 gallons Testing Date 1/11/2015 Borehole Size(in) 1 8 IDepth(in) 1 62 All field measurements in inches and time measurement in minutes:seconds TIME H,INITIAL AH H,FINAL Do INITIAL D,FINAL H,,,,AVERAGE PERCRATE CORECTED* CRITERIA TIME INTERVAL WATER WATER WATER DEPTHTO DEPTHTO HEAD HEIGHT (in/hr) INFILTRATION HEIGHT DROP HEIGHT WATER WATER RATE (in/hr) > io c o � v7 N V 0:00:00 0:30:00 15 2.75 12.25 47 49.75 13.625 5.5 0.7 0:30:00 30.00 0:00:00 0:30:00 15 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:00 30.00 0:00:00 0:30:00 15 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:00 30.00 0:00:00 0:30:00 15 2 13 47 49 14 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 15 2 13 47 49 14 4.0 0.5 0:30:00 30.00 0 0:00:00 0:30:00 v 15 2 13 47 49 14 4.0 0.5 0:30:00 30.00 c ° 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0 0:30:00 30.00 V d 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 ±47 J4' 7514.125 3.5 0.4 30.000:30:00 15 175 132530.00 88 75 14.125 3.5 0.4 0:30:00 *Porchet Method Cmltv, Pert. Inf. 0.8 _. --.-_ - .- --- - - -- 6.00 Time(hr) (in/hr) (in/hr) 0.7 - 4 ` 5.00 0 5.50 0.7 0.6 - %% ! 0.50 5.50 0.7 m 4.00 0.5 r 1.00 4.50 0.6 C 1.50 4.50 0.6 c 0.4 - - 3.00 0 2.00 4.00 0.5 0.3 2.00 7% 2.50 4.00 0.5 0.2 o 3.00 4.00 0.5 0.1 ... 1.00 a 3.50 3.50 0.4 0.0 0.00 4.00 3.50 0.4 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 4.50 3.50 0.4 Cumulative Time(hr) i.00 3.50 0.4.50 350 0.4 --- Series2 -Seriesl .00 3.50 0.4 PERCOLATION TEST - P-3 Project No. 15004-01 Project Name APN 920-100-017,-018,-019 Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 Soak Date 1/10/2014 5 gallons Testing Date 1/11/2015 Borehole Size(in) S IDepth (in) 1 60 All field measurements in inches and time measurement in minutes:seconds H�,INITIAL AH Hf FINAL Do INITIAL D,FINAL CORECTED` TIME H,,,e AVERAGE PERC RATE CRITERIA TIME INTERVAL WATER WATER WATER DEPTH TO DEPTH TO HEAD HEIGHT (in/hr) INFILTRATION HEIGHT DROP HEIGHT WATER WATER RATE(in/hr) > 'u c o U 0:00:00 0:30:00 15 0.5 14.5 45 45.5 14.75 1.0 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.25 14.75 45 45.25 14.875 0.5 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.25 14.75 45 45.25 14.875 0.5 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.25 14.75 45 45.25 14.875 0.5 0.1 0:30:00 30.00 0:00:00 0:30:00 m 15 0.25 14.75 45 45.25 14.875 0.5 0.1 0:30:00 30.00 0 0:00:00 0:30:00 v 15 0.125 14.875 45 45.125 14.9375 0.3 0.0 � 0:30:00 30.00 c 0 0 m a "Porchet Method CmItV. Perc. Inf. 0.5 - - ' - __. - - 1.20 Time(hr) (in/hr) (in/hr) r 04 1.00 - 0 1.00 0.1 0.50 1.00 0.1 0.80 1.00 0.50 0.1 m 0.3 - --{ 1.50 0.50 0.1 cc t 0.60 0 0.2 2.00 0.50 0.1 �- 0.40 0 2.50 0.50 0.1 C ��� 3.00 0.25 0.0 c 0.1 0.20 d 0.0 - 0.00 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Cumulative Time(hr) --- Series2 -Seriesl PERCOLATION TEST - P-4 Project No. 15004-01 Project Name APN 920-100-017,-018,-019 Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 Soak Date 1/10/2014 5 gallons Testing Date 1/11/2015 Borehole Size(in) 1 8 IDepth(in) 57 All field measurements in inches and time measurement in minutes:seconds TIME Ho INITIAL 4H H,FINAL Do INITIAL D,FINAL H...AVERAGE PERC RATE CORECTED` CRITERIA TIME INTERVAL WATER WATER WATER DEPTHTO DEPTHTO HEAD HEIGHT (in/hr) INFILTRATION HEIGHT DROP HEIGHT WATER WATER RATE(in/hr) v c o v V 0:00:00 0:30:00 0:30:00 30.001 15 1.5 13.5 42 43.5 14.25 3.0 0.4 0:00:00 0:30:00 15 1.25 13.75 42 43.25 14.375 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 15 1.25 13.75 42 43.25 14.375 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 15 1 14 42 43 14.5 2.0 0.2 0:30:00 30.00 0:00:00 0:30:00 N 15 1 14 42 43 14.5 2.0 0.2 0:30:00 30.00 0 0:00:00 0:30:00 m 15 0.75 14.25 42 42.75 14.625 1.5 0.2 � 0:30:00 30.00 c 0:00:00 0:30:00 m 15 0.75 14.25 42 42.75 14.625 1.5 0.2 0 0:30:00 30.00 d 0:00:00 0:30:00 15 0.625 14.375 42 42.625 14.6875 1.3 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.625 14.375 42 42.625 14.6875 1.3 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.5 14.5 42 42.5 14.75 1.0 0.1 0:30:00 30.00 0:00:00 0:30:00 0:30:00 30.00 15 0.5 14.5 42 42.5 14.75 1.0 0.1 0:00:00 0:30:00 15 0.375 14.625 42 42.375 14.8125 0.8 0.1 0:30:00 30.00 `Porchet Method Cmlm Perc. Inf. 0.4 - 3.50 Time(hr) (in/hr) (in/hr) 0.4 `\\ - --- 3.00 .-. c 0.3 \ -� 2.50 S 0.50 3.00 0.4 1.00 2.50 0.3 2.00 m 0.2r- 1.50 2.50 0.3 0 1.50 0 2.00 2.00 0.2 'q 0.2 j-- m 2.50 2.00 0.2 0.1 �- 1- --t _ 1.00 3.00 1.50 0.2 0.1 1-- 0.50 a - -* -I 3.50 1.50 0.2 0.0 I 1 0.00 4.00 1.25 0.1 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 4.50 1.25 0.1 Cumulative Time(hr) 5.00 1 1.00 0.1 5.5o 1.00 0.1 --- Series2 -Seriesi 6.00 0.75 0.1